350601
45
•
0
Addendum -Map 2008
Hydrology
Hydraulics Report
"The Estate"
Tentative Tract 35o6o
MDS 69400
City of La Quinta, State of California
M 0 R S -E 78 -900 Avenue 47
. Suite 208
Lo Quinto, CA 92253
0 0 K I C H Voice: 760- 771 -4013
FAX: 760 — 771— 4073
S C H U L T Z mdsloquinta@mdsconsulting.net
P L A N N E R S E N G I N E E R S S U R V E Y O R S
C.
Na 20598 �+
Exp. 9,30.09
Stanley C. Morse :sue C�Y�` �P
• R. C. E. 20596 9�Olr Cjlkvw �
Expires 9/30/09
Addendum Mav 2008
IVIDS p 10-Mar-08
Summary 3 --Drainage Area - Hydrologic Soil Group - Runoff Index
Tract 35060
Hydrologic Soil Groups A & B per USDA-Soil Conservation Service - RI per Riverside County Hydrol Manual - 1978 K
Drain Area A - Offsite west 8 onsite South
Drain Area B- Onsite central Drainage - StFrancis Offsite
Storm Drain A (South)
Storm Drain D, E, F
ID
Area
SD DA
Impery
RI
ID
Area
SD DA
HSG
Imp ry
RI
ID
Area
SD DA
HSG
Impery
RI
(Ac)
(Ac)
Frac ( %)
(Ac)
(Ac)
( %)
(Ac)
(Ac)
( %)
EA
a (a --
`
D1
0.34
5
78
Al
0.220
R
95
93
BO
0.740
B
70
56
;`D2'- Ditcfi;11 )1
Y10.23 W
5
78
A2
2.160
A
5
78
B1 -CB#18
1.610
2.350
B
70
56
D3
0.18
5
56
A3
0.330
A
5
78
B2 -CB #17
1.810
B
70
56
it •Ditch.12 "tsa77`,'S'
�`L-';r ice'
x0.75 ZTT
VeeDitch
:,2.710
J11; SD F- b,T.;; IzV
- •4:160
D4
0.23
B
5
56
A4
1.040
R
95
93
B3, CB# 15
0.130
B
56
?Y -DI#,5 =`SD.I y'
k '""
r 0.98 fl"
A5
2.560
A
5
78
B4, CB#16
0.200
B
56
C-: DS = CB# 20 "
0.68 r
B
50
56
A6
1.880
R
95
93
•_:?,,, w {J10,SD F '_+, ;..
4.490
� D6 = CB# 21 FL!
' -:;�0
B
76
56
A7
0.590
A
5
78
B5CB#14
0.290
B
r6O
56
w °.SDH !; `;
TT ;,
0.997 S,,
Dl,t¢1;8 tatAS ,. "
8.780 ..
SD F
4.780
D7
18.23
R
95
93
A8
0.820
R
95
93
86 -CB #13
1.310
8
56
D8
4.08
A
5
78
A9
0.520
A
5
78
;:,i__:SD D - D6; ..•,% "! ,
;' 6.090.
a 'ORch,13,:4'„ ?r 3_tn.•+
i' 22.31 �r
DI #2 8 SDA
1.340."
B7 -CB#19 0.310
B
60
56
D9
1.66
R
95
93
44 SDA:
,AdA20
r SD D;f -t '„'`' ;r
(r 6 400 f
D10
1.91
A
S
78
Alp
0.900
A
70
32
D11
1.87
R
95
93
All
0.590
A
70
32
r Drainage
Area C - Offsite W 8' OnsiteNqrth,
D12
11.47
1
A
5
78
Al2
0.650
A
70
32
ID
Area
SD DA
HSG
Impery RI
Frac ( %)
9StFrancis Otsite 3�r „?q
,. ;41:19-
;M -,Avg % Impery
53.82
CS 384': -
2.140'.':
(Ac)
(Ac)
. J3-SD A
-12160::
Summary- Hydrologic Soil Group and RI Areas
A13
0.790
A
70
32
C7
2.200
R
95
93
'" (Input For, Unit Hydrograph)
A14
0.650
B
70
56
C2
1.140
A
5
78
HSG
Impery
RI
I Area
Location
Use
A1S
0.590
A
70
32
VeeDitch & DI 3 SD C,•._
•3.340
( %)
(Ac)
A16
0.740
B
70
56
C3 Sip DI 4 0.650
A
5
78
- Retention Basin 1 (South)
A17
0.970
A
70
32
SD C
3.990
R
95
93
3.960
Offsite
Rock Mtn
A18
0.970
B
70
56
C4 CB #12
0.420
A
70
32
A
5
78
6.160
Offsite
SandSlp
-J6SD 8 CB 788.
'4110-,
C5 -CB#11
0.380
B
5
56
A
70
32
5.730
Onsite
Sgi Fam
A19
0.650
A
70
32
SD C J8 do J7 ; ":
.4.790 ;,
B
70
56
8.920
Onsite
Sgl Fam
A20
0.780
B
70
56
C6 CB 10 0.320'
B
70
56
B
60
56
1.450
Onsite
MajSt
A21
0.590
A
70
32
Lat Cl
0.320
B
10
58
1.740
Onsite
RetBasin
A22
0.710
B
70
56
SD C J7 to Ret 2 �_, ,
5.110
.53.82 1.,-,.
-Avg % Impery
C8 586
2.230.
C7 - Ret 2 2.260
B
10
58
'.xi? Total (DA A)h
r -t'- 27.960
JS #5,SD B •
7.440.
`M'i ` k '. DA C f 3 t
7.370 a M
A23
1.970
B
70
56
? -Ret Bsn# 2 = DA B, &C?s ? yn
;13:770'
Retenti North
A24
1.110
B
70
56
'' Ret Bsn# 2 t NWDS ;Y;; %_:;:
P� -7.520
R
95
93
2.200
Offsite
Rock Mtn
A25
0.83
B
70
56
A
5
78
1.790
Offsite
SandSlp
A26
1.16
B
70
56
:� ;. v i' Drainage Area Summary � 4" __,?9
, II ,1{ B 5
W A 70
<Jy B 70
J B 60
�r B 10 1
52.52 1
3'Total (DA -BA C);
53.39
56
0.380
Offsite
SandSlp
CB 182
5.070
Ret Bsn# 1 - DA A
27.960
32
0.420
Onsite
Sgi Fam
JS #1,SD A
24.770
Ret Bsn# 2 - DA B &C
13.770
56
4.810
Onsite
Sgl Fam
A27 C89
1.45
B
60
56
Totarrrib- RetBsn#,182.?DA'A;B;BC��7
4Ls;- 0
56
1.910
Onsite
Map
A29 Ret
1.74
3.19
B
10
58
Ret Bsn# 3 - DA A30
0.490
58 1
2.260
Onsite I
RetBasin
- Ret Basin# 1 - DA A
" 27 :960 ?!
p,,Totai OnSite:Tributary *
x42.2208
Avg % Impery
- ,Ret :Basin#1 -NWDS 16.100;,
rRet_Basin#4- TotOffsiteSTrahTrib. - «rn.'41.190.`•
x� :;,13.770;.
A30 Ret #3 0.49-T
8 1 20 56
Z;Total
'X8_3.410!
TotAvg % Impery
CA-)
D'
MDS 69400
26-Feb-08
Summary, 2 - Storm Precipitation Volumes
Tract 35060
Storm Volumes - ;Rainfall Total During
Storms
Per'COLQ- Exhibit - Attached
Recurrance
2 Year
10 Year
100 Year
Storm Duration
(inch)
(inch)
(inch)
1 Hour
0.50
0.99
2.20
3 Hour
0.70
1.40
2.80
6 Hour
1.00
1.84
3.40
24 Hour
1.60
2.48
4.50
Qused inUnit
Hydrograph Calculations)
\r
\.(� � �S`
\ c\
��
C+
��
v
J
b
`/�
RCFC Syn Unit Hydmgraph Full Verslon.XLS
Riverside County Hydrology Manual
SYNTHETIC UNIT HYDROGRAPH METHOD
Calculation of
Note
Lag (hr)
0.3
18.1 min
1 mile=
5280 ft
Data Input
Concentration Point
Area Designation
boxed
Is calced
Basin 4
All Sum Ave
Ultimate
Discharge
CFS-Hrslin)
=
42
1 mi =
1 acme =
840 acres
43,560 sqft
rea acres
41.19
0.08 a ml
Pred nation Rate PI E5.1 -5.8
2.80
L miles
3.03
Area PreCiD Cort E5.8 %
100.0
Lca (miles)
1.52
Total
Adjusted Storm =
2.80
Elev ® Headwater
2560
�Or Constam Loss, see Averege Adjusted Loss Rate
Elev Q Concentration Point
2400
H =
160
jF.. Const Loss Rate (3.6 hr storm )
-
1 0.14
GO to Cell
S6 and Adjusted
Loss
Rate Input
5 ( mile)
52.8
Low Loan Rate Aa-d lo.a t0 0.91:1
0.9
n Ave Mann, Plate E.3
Lag (min)
0.015
18.1
Average n
n VahW
Value
jArea
nA
La Ouinta Intensity Zone 1 -6 :
3
Results
348,529.2 Cuble Ft
-. 8.0 Acre • Ft
1
0.03
Storm Frequency 10, 25, 100
100
0.01
0.045
Duration 3, 6, 24
3
0.04
8
0.24
Unit Time 'Pattern Storm '.L1ias
- .Period Percent Rain
(min) ( %) - . (Inthr)'
5 1.3 0.437
Rates
Max --
0.140
•` �" 7
Min
0.393
Used Rate
0.140 -
EHee(Ive
.. Raid .;
(Infhr)
0.30
'
Flood
Hydrograph
(cfs)
0.0
�
- Volume
(tuft)
0
" :Sum Vol'
.. (tuft).
0;
0.03
3
0.09
0.015
.0
0.105
Sums=
20
0.51
Ave n 0
0.0
10
1.3
0.437
0.140
0.393
0.140
0.30
12.2
3870
3670
15
1.1
0.370
0.140
0.333
0.140
0.23
9.5
2842
6512
20
1.5
0.504
0.140
0.454
0.140
0.36
15.0
4498
11010
25
1.5
0.504
0.140
0.454
0.140
0.36
15.0
4498
15508
30
1.8
0.605
0.140
0.544
0.140
0.47
19.2
5746
21254
35
1.5
0.504
0.140
0.454
0.140
0.36
15.0
4498
25752
40
1.8
0.605
0.140
0.544
0.140
0.47
19.2
5746
31498
45
1.8
0.805
0.140
04544
0.140
0.47
19.2
5746
37244
50
1.5
0.504
0.140
0.454
0.140
0.36
15.0
4498
41742
55
146
0.538
0.140
0.484
0.140
0.40
16.4
4918
46660
60
1.8
0.605
0.140
0.544
0.140
0.47
19.2
5746
52408
65
2.2
0.739
0.140
0.665
0.140
0.80
243
7402
59808
70
2.2
1 0.739
0.140
0.665
0.140
0.60
24.7
7402
67210
75
2.2
1 0.739
0.140
0.865
0.140
0.60
24.7
7402
74612
BO
2.0
1 0.672
0.140
0.605
0.140
0.53
21.9
6574
81185
85
2.8
1 0.874
0.140
0.788
0.140
0.73
30.2
9070
90256
90
23
0.907
0.140
0.816
0.140
0.77
31.6
9478
99733
95
2.4
0.806
0.140
0.726
0.140
0.67
27.5
8242
107975
100
2.7
0.907
0.140
0.818
0.140
0.77
31.6
9478
117453
105
3.3
1.109
0.140
0.998
0.140
1 0.97
39.9 1
11974
128427
110
3.1
1.042
0.140
0.937
0.140
1 0.90
1 37.2 1
11146
140573
115
2.9
0.974
0.140
0.877
0.140
0.83
1 34.4
10306
150878
120
3.0
1.008
0.140
04907
0.140
0.87
35.8
10726
161605
125
3.1
1.042
0.140
0.937
0.140
0.80
372
11148
172751
130
4.2
1.411
0.140
1.270
0.140
1.27
52.4
15706
188457
135
5.0
1.680
0.140
1.512
0.140
1454
63.4
19030
207486
140
15
10176
0.140
1.058
0.140
1.04
42.7
12802
220288
145
6.8
2.285
0.140
2.056
0.140
2.15
88.4
26508
246794
150
7.3
2.453
0.140
2.208
0.140
2.31
95.3
28582
275376
155
8.2
2.755
0.140
2.480
0.140
2.62
10747
32314
307689
160
5.9
1.982
0.140
1.784
0.140
1.84
75.9
22774
330463
165
2.0
0.672
0.140
0.605
0.140
0.53
21.9
6574
337037
170
1.8
0.605
0.140 1
0.544
0.140
0.47
19.2
5746
342783
175
1.8
0.605
0.140 1
0.544
0.140
0.47
19.2
5746
348529
180
1 0.8 1
0.202
0.140
0.181
0.140
0.06
2.6
0
348529
0
0.0 1
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0 1
0.000
0.140
0.000
04000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
04140
0.000
0.000
0.00
0.00
0
348528
0
0.0
0.000
0.140
00000
0.000
O.DO
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348528
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0 1
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0 1
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0 1
0.000
0.140
0.000
0.000
0.00
0.0
0
349529
0
0.0 1
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
. 0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348528
0
0.0
0.000
00140
0.000
0.000
0.00
0.0
0
348528
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348528
0
0.0
0.000
0.140
0.000
0.000
O.DO
0.0
0
348528
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348528
0
0.0
0.000
0.140
0.000
0.000
0.00
O.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
O.D
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
O.ODO
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
O.ODO
0.000
0.00
0.0
0
348528
0
0.0
0.0w-
0.140
0.000
0.000
0.00
0.0
0
348528
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0
0.000
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.0 1
0.000
0.140
0.000
0.000
0.00
0.0
0
346529
0
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.140
0.000
0.000
0.00
0.0
0
348529
0
W0.00
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.140
0.000
0.000
0.00
0.0
0
348529
0
0.140
0.000
0,000
0.00
0.0
0
348529
Page 1
3�f
RCFC Syn Unit Hydrograph Full Version.XLS
Riverside County Hydrology Manual
SYNTHETIC UNIT HYDROGRAPH METHOD
Calculation of
Lag (hr)
063
18.1 min
Data In ut boxed is calced
Concentration Point
113asin 4
Area Designation
All Sum Ave
Ultimate Discharge CFS- Hrsfin =
42
Area acres
41.19
0.06 s mi
Precipitation Rate PI E5.1 -5.6
3.40
L miles
3.03
Area Preci Corr E5.8 %
100.0
Lca (miles)
1.52
Total Adjusted Storm =
3.40
Elev @ Headwater
2560
- - - - -- - - - -- - - -- --
For Constant Loss, see Average Adjusted - - Loss Rate - - -
Elev @ Concentration Point
2400
H =
160
F, Const Loss Rate (3 -6 hr storm)
0.14
Go to Cell
S (ft/mile)
52.8
Low Loss Rate Assumed (0.8 to 0.9):
0.9
n Ave Mann, Plate E.3
0.015
Lag (min) 1 1
18.1
La Quinta Intensity Zone 1-6 :
3
Results
378,865.6 'Cubic Ft
8.7 Acre • Ft
Storm Frequency 10, 25, 100
100
Duration 3, 6, 24
6
Unit Time Pattern Storm Loss Rates Effective Flood
Period Percent Rain Max Min Used Rate Rain Hydrograph Volume Sum Vol.
(min) N (in /hr) (In /hr) (cfs). (tuft) (tuft)
• I
10 • 1.1 0.224 0.140 0.202 0.140 0.09 R 0.0 --- 0 - 0 _
20
1.2
0.245
0.140
0.220
0.14Q
0.11
4.3
2595
2595
30
1.3
0.265
0.140
0.239
0.140
0.13
5.1
3089
5684
40
1.4
0.286
0.140
0.257
0.140
0.15
6.0
3608
9292
50
1.4
0.286
0.140
0.257
0.140
0.15
6.0
3608
12901
60
1.5
0.306
0.140
0.275
0.140
0.17
6.8
4103
17003
70
1.6
0.326
0.140
0.294
0.140
0.19
7.7
4622
21625
80
1.6
0.326
0.140
0.294
0.140
0.19
7.7
4622
26246
90
1.6
0.326
0.140
0.294
0.140
0.19
7.7
4622
30868
100
1.6
0.326
0.140
0.294
0.140
0.19
7.7
4622
35489
110
1.6
0.326
0.140
0.294
0.140
0.19
7.7
4622
40111
120
1.7
0.347
0.140
0.312
0.140
0.21
8.5
5116
45227
130
1.7
0.347'
0.140
0.312
0.140
0.21
8.5
5116
50342
140
1.8
0.367
0.140
0.330
0.140
0.23
9.4
5610
55952
150
1.8
0.367
0.140
0.330
0.140
0.23
9.4
5610
61563
160
1.8
0.367
0.140
0.330
0.140
0.23.
9.4
5610
67173
170
2.0
0.408
0.140
0.367
0.140
0.27
11.0
6623
73796
180
2.0
0.408
0.140
0.367
0.140
0.27
11.0
6623
80419
190
2.1
0.428
0.140
0.386
0.140
0.29
11.9
7142
87562
200
2.2
0.449
0.140
0.404
0.140
0.31
12.7
7637
95198
210
2.5
0.510
0.140
0.459
0.140
0.37
15.2
9144
104343
220
2.8
0.571
0.140
0.514
0.140
0.43
17.8
10652
114994
230
3.0
0.612
0.140
0.551
1 0.140
0.47
19.4
11665
126659
240
3.2
0.653
0.140
0.588
0.140
0.51
21.1
12678
139338
250
3.5
0.714
0.140
0.643
0.140
0.57
23.6
14186
153523
260
3.9
0.796
0.140
0.716
0.140
0.66
27.0
16212
169736
270
4.2
0.857
0.140
0.771
0.140
0.72
29.5
17720
187456
280
4.5
0.918
0.140
0.826
0.140
0.78
32.0
19227
206683
290
4.8
0.979
0.140
0.881
0.140
0.84
34.6
20735
227418
300
5.1
1.040
0.140
0.936
0.140
0.90
37.1
22267
249686
310
6.7
1.367
0.140
1.230
0.140
1.23
50.5
30324
280010
320
8.1
1.652
0.140
1.487
0.140
1.51
62.3
37392
317402
330
10.3
2.101
0.140
1.891
0.140
1.96
80.8
48464
340
2.8
0.571
0.140
0.514
0.140
0.43
17.8
10652
E365866
376518
350
1.1
0.224
0.140
0.202
0.140
0.09
3.5
2101
378618
360
0.5
0.102
0.140
0.092
0.092
0.01
0.4
247
378866
Page 1
RCFC Syn Unit Hydrograph Full Version.XLS
Riverside County Hydrology Manual
SYNTHETIC UNIT HYDROGRAPH METHOD
Calculation of
Lag hr =
0.3
18.1 min
Data Input boxed is calced
Concentration Point
113asin 4
Area Designation
All Sum Ave
Ultimate Discharge CFS- Hrs /in) =
42
Area acres
41.19
0.06 s mi
Preci pitation Rate PI E5.1 -5.6
4.50
L miles
3.03
JArea
Precip Corr E5.8 %
100.0
Lca (miles)
1.52
1
1
1
Total Adjusted Storm =
4.50
Elev @ Headwater
2560
Loss, see Average Adjusted Loss Rate
Elev @ Concentration Point
2400 i
H =
160
F,_Const Loss Rate (3-6 hr storm) 1
0.14
Go to Cell
S (fUmile)
52.8
Low Loss Rate Assumed (0.8 to 0.9):
0.9
n Ave Mann, Plate E.3
0.015
Lag (min) I 1
18.1
La Quinta Intensity Zone 1 -6 :
3
--Results
334,006.0 Cubic Ft
7.7 Acre - Ft
Storm Frequency 10, 25, 100
100
Duration 3, 6, 24
24'
Unit Time Pattern Storm
Period Percent Rain
(min) N. (in /hr)
15 0.2 0.036
Loss Rates
Max
0.245
Min
0.032
�,.
Used Rate
0.032
Effective
Rain
(in /hr)
0.00
Flood .
Hydrograph
(cfs)
0.0
Volume
(cult)
0
Sum Vol
(cuft)
0
30
0.3
0.054
0.243
0.049
0.049
0.01
0.2
185
185
45
0.3
0.054
0.240
0.049
0.049
0.01
0.2
185
371
60
0.4
0.072
0.237.
0.065
0.065
0.01
0.3
259
630
75
0.3
0.054
0.234
0.049
0.049
0.01
0.2
185
816
90
0.3
0.054
0.231
0.049
0.049
0.01
0.2
185
1001
105
0.3
0.054
0.229
0.049
0.049
0.01
0.2
185
1186
120
0.4
0.072
0.226
0.065
0.065
0.01
0.3
259
1446
135
0.4
0.072
0.223
0.065
0.065
0.01
0.3
259
1705
150
0.4
0.072
0.220
0.065
0.065
0.01
0.3
259
1965
165
0.5
0.090
0.218
0.081
0.081
0.01
0.4
334
2298
180
0.5
0.090
0.215
0.081
0.081
0.01
1 0.4
334
2632
195
0.5
0.090
0.212
0.081
0:081
0.01
0.4
334
2966
210
0.5
0.090
0.210
0.081
0.081
0.01
0.4
334
3299
225
0.5
0.090
0.207
0.081
0.081
0.01
0.4
334
3633
240
0.6
0.108
0.204
0.097
0.097
0.01
0.5
408
4041
255
0.6
0.108
0.202
0.097
0.097
0.01
0.5
408
4449
270
0.7
0.126
0.199
0.113
0.113
0.01
0.5
482
4930
285
0.7
0.126
0.197
0.113
0.113
0.01
0.5
482
5412
300
0.8
0.144
0.194
0.130
0.130
0.01
0.6
519
5931
315
0.6
0.108
0.192
0.097
0.097
0.01
0.5
408
6339
330
0.7
0.126
0.189
0.113
0.113
0.01
0.5
482
6821
345
0.8
0.144
0.187
0.130
0.130
0.01
0.6
519
7340
360
0.8
0.144
0.184
0.130
0.130
0.01
0.6
519
7859
375
0.9
0.162
0.182
0.146
0.146
0.02
0.7
593
8452
390
0.9
0.162
0.179
0.146
0.146
0.02
0.7
593
9045
405
1.0
0.180
0.177
0.162
0.162
0.02
0.7
667
9713
420
1.0
0.180
0.175
0.162
0.162
.0.02
0.7
667
10380
435
1.0
0.180
0.172
0.162
0.162
0.02
0.7
667
11047
• 450
1.1
0.198
0.170
0.178
0.170
0.03
1.2
1038
12085
465
1.2
0.216
0.167
0.194
0.167
0.05
2.0
1816
13902
480
1.3
0.234
0.165
0.211
0.165
0.07
2.8
2558
16460
495
1.5
0.270
0.163
0.243
0.163
0.11
4.4
3967
20426
510
1.5
0.270
0.161
0.243
0.161
0.11
4.5
4041
24467
525
1.6
0.288
0.158
0.259
0.158
0.13
5.4
4819
29286
540
1.7
0.306
0.156
0.275
0.156
1 0.15
6.2
5561
34847
Page 1
Addendum - May 2008
Hydrology
Hydraulics Report
"The Estate"
Tentative Tract 35060
MDS 69400
City of La Quinta, State of California
M 0 R S E 78 -900 Avenue 47
. Suite 208
D O K I C H Lo Quinto, CA 92253
Voice: 760- 771 -4013
FAX: 760 - 771 -4073
S C H U L T Z mdsloquinto@mdsconsulting.net
PLANNERS ENGINEERS SURVEYORS
Stanley C. Morse
R. C. E. 20596
Expires 9/30/09
Addendum May 2008
Q�pFESS/ N
" 20596 �" m
oc* Exp. 9 -30 -09
Jr CIVIL
9lF OF %-\i
}
MDS 69400 5/20/2008
Hydrology & Hydraulics Report - Addendum 2 — Mav 2008
Tract 35060
Table of Contents
3.
4
5
5A
5B
Drainage Area List.
Retention Basin Control Elevations
Retention Basin Plans -1 ft Contours and areas
Retention Basin # 1 (South) Available /Required Storage
Retention Basin # 2 (North) — Available /Required Storage
5D Retention Basin # 4- (Natural) — Available /Required Storage
5E Retention Basin # 4- (Extended) — Available /Required Storage
6. Design Storm Storage Comparison
MAIMMIM11. "INS
8. Inlet Data Tabulation
9. Nuisance Water Disposal System Capacity Tabulation
Appendices:
Appendix A: Retention Basins 1 'Thru 4 = Hydrology
(100yr —1, 3, 6, & 24hr Design Storms
A -1 Unit Hvdrograahs Basins 1 & 2 - Combined
Basin 4 — Existing & Proposed
A -2 Flood Hydrograph (For Basin Drain Time Only)
Basins 1 & 2 - Combined.
Basin 3 - Unnecessary
Basin 4 — Natural — Not applicable Tab 5
Basin 4 — Enlarged — Not Applicable
Tab 4
Tab 4
Tab 4
Tab 5
Tab 5
Mds 69400. 5/20/2008
Contents - Tract 35o6o -(continued)
Appendix B: Rational Method Hydrology Tab 6
(100yr /1 hr Design Storm)
B -1 Street Capacity Calculations Tab 6
B -2 Catch Basin / Inlet Calculations Tab 7 _
B -3 Storm Drain Hydrology Calculations Tab 8
B -4 Storm Drain / Hydraulic Grade Line Calculations Tab 9
Appendix C: Nuisance Water Disposa1,System Tab 10
MOD Design Calculation Table
Tab 1
Project Map. s
and
Photo ra hs
Laing Luxury Homes
Tentative Tract 3506o
MDS 69400
Tab 2
Project Narrative
Laing Luxury Homes
Tentative Tract 3506-o
MDS 69400
' MDS 69400 5/20/2008
NEON" 8:
Hydrology Hydrology and Hydraulic Design Report
Tract 35060 - City Of La Quinta
(Northwest Corner of Ave 48 and Washington St)
Purpose
This Addendum brings the original report and calculations into conformance with the latest design revisions for
' the project. Details added and changed along the north boundary of the site and on the adjacent St Francis
property necessitated these changes.
This report identifies the drainage design criteria used, and describes the design of the project drainage and
retention system. The analysis identifies the 10 year and 100 -year storm runoff rates and volumes generated
within the areas tributary to Tract 35060 that are used in the design of the onsite streets, inlets, drainage pipes,
slope cutoff ditches and retention basins.
Existing Site Description
The site measures approximately 1390 by 1380 feet, consisting of approximately 29 onsite acres and 43 tributary
acres, located adjacent to the west side of Washington St, at the intersection with Avenue 48, within the City of
La Quinta, County of Riverside, California. It is bounded on the east by the Washington Street Right of Way; on
the west by a steep rock mountain; on the north by the vacant sand and rock property of the St Francis of Assisi
Church; and on the south by an existing Condominium Resort project The site occupies some of the lowest
ground in the vicinity, and is currently used as an event overflow parking lot and retention basin.
Proposed Proiect Description
Tract 35060 is a project by Laing Luxury Homes to develop 74 single - family residential lots, homes, and
associated improvements on the site.
Site development includes full improvement of all onsite areas, connection of the onsite streets to Washington St
' at the center of the east side of the site and at the north end of the project on the adjacent property, and retention
of drainage from the 28 acre site, 6.2 acres of offsite rock mountain and 7.5 acres of sand to the west. Laing
Luxury Homes has entered into an agreement with the St Francis of Assisi Catholic Church to construct the first
phase of an access drive into the future church parking area. This drive entrance also provides a secondary access
to subject Tract 35060 as required by the fire department. Development also includes interim graded drainage
ditches and enlargement of the existing natural retention basin on the Church property. (See Tab 3, Summary 3).
Development includes concrete cutoff ditches to contain and control the onsite slope drainage along the south, and
offsite slope drainage along the west and north boundaries.
' The historic drainage relief overflow locations and elevations along Washington St are preserved as shown on
Exhibit 2, Tab 12.
Fire access is provided from Washington St at the central entrance and at the common use driveway access shared
with the St Francis site near the northeast corner of Tract 35060. An agreement with the St Francis of Assisi
Catholic Church has been finalized with the church leadership.
.Existing Drainage Patterns
' (See Tab 12, Exhibit 1 and 2 for the existing and historic drainage control elevations).
South: An existing masonry wall along the south tract boundary will remain and prevents any drainage between
Tract 35060 and the existing condominium resort to the south.
West: There is a development limit line along the west side of the site prohibiting development of the rock and
higher sand portions of the mountain. This line is shown on Exhibit 1 and Exhibit 2, Tab 12 of this report.
MDS 69400 5/20/2008
' The rock and sand mountain along about 2/3 of the west site boundary drains to an existing graded swale along
the limit line, and is then channeled south to an existing, graded, 1/3 acre retention basin at the southwest corner
of the site. The rock and sand mountain along the north 1/3 of the west site boundary drains north in a graded
' swale along the west side of an existing paved drive, to a small, existing retention basin in the northwest corner of
the site. This basin then overflows into said drive and flows east along the street into a large gravel paved parking
lot along the east side of the site. This parking lot appears to function as a large, shallow retention basin, with an
' average bottom elevation of 53.4 and an overflow elevation into Washington St of 58.1.
North: A large, elevated sand access ramp has been constructed by the St Francis of Assisi Catholic Church
about 60 feet north of the site boundary. The south slope of this ramp currently drains south into Tract 35060 and
the existing drive along the north boundary, and then drains east into the gravel surfaced parking lot / retention
basin described above.
This offsite ramp prevents the historic natural drainage of the west portions of the St Francis parcel to its historic
collection point in the southeast corner of the St Francis parcel. It is necessary for the historic offsite drainage
pattern of the St Francis parcel to be reestablished when it is developed.
' Onsite: Tract 35060 currently drains east across the site from the west boundary to the parking lot / retention
basin along the east boundary, and ultimately into Washington Street.
,East: Washington Street borders the east side of Tract 35060. There is an existing high point in the street profile
approximately 200 feet south of the northeast corner of Tract 35060. The St Francis site, and Washington Street
north of the high point, drain north to the historic low area in the southeast corner of the St Francis site. The
historic drainage relief for this low area overflows east across Washington Street and east along La Quinta Lakes
Drive into the lake at the existing La Quinta Lakes Development.
Washington Street south of the high point drains south along the Tract 35060 frontage to two curb inlets which
drain into the onsite parking lot / retention basin. The historic outlet at the southeast tract corner (el 58.3) flows
' south for several hundred feet to curb inlets.at the low point in the Washington St profile. If these inlets were to
fail, the runoff then ponds to the Street centerline low point elevation (approximate el 56), flows east over the
centerline, ponds in the low point on both sides of Washington St until it reaches the overflow elevation at the
southeast curb return of Ave 48 and Washington St. (el 58.1), and then surface flows east along the south curb of
Ave 48 to the flood channel .crossing Ave 48 at Dune Palm Dr.
Proposed Drainage Patterns
Tract 35060 is designed to preserve the historic offsite drainage patterns. Offsite grading along the south, and
west tract boundaries is prohibited.
Recent agreements with the Church require grading of ditches and swales on the church property to redirect the
' church drainage into the existing low area in the southeast corner of the church property.
The site grading and the site drainage system are designed to direct both offsite and onsite drainage to two, large
interconnected retention basins along the Washington Street frontage, and one small basin in the southwest corner
of the site.
St Francis Church drainage
The portion of the Church property draining to the southeast corner of the church property is 41.2 acres,
generating a peak storm volume of 9.5 Acre Ft, assuming zero percolation, per city requirements. There should be
considerable percolation in the higher; west portions of the site, but may be little percolation in the low, Basin 4
area adjacent to Washington St., because of long term drainage and sealing in this area.
IMDS 69400 5/20/2008
Proposed grading of Basin 4 occurred due to loss of existing volume of the basin itself with incorporation of the
proposed Private Church Drive. Proposed grading for Basin 4 provides some slight additional increase in basin
storage volume from the existing condition. The capacity of the expanded Basin 4 is less than 3.4 AcFt. (1/3
' required volume) using the overflow elevation of the Washington Street median, which assumes flooding of both
sides of the street (see Tab 3, Summary 5C).
The proposed slight enlargement of Basin 4, and redirecting of the church site runoff to Basin 4, improves the
existing drainage condition considerably, but does not solve the St. Francis of Assisi Church site drainage
conditions in coordination with City and County standards, as this is not a part of the Tr. No. 35060 scope or
' required per project conditions of approval. Future development of the Church expansion will need to
accommodate the drainage conditions within this area.
Rough Grading Plans and Storm Drain Improvement plans, with regard to Basin 4, reference a maximum water
' surface elevation using the adjacent Washington Street lowest edge of pavement elevation (57.00).
' South: The existing property line masonry wall will be preserved. The proposed lots along the north side of this
wall will be slightly higher than the existing landscaped area on the south side. An earth swale and French drain
will be constructed between the north face of the wall and the south toe of the resulting onsite lot slope. The
existing ground along the wall footing slopes to the west, requiring that the swale also slope west. A small graded
basin ( #3) is being provided at the southwest Tract corner to retain runoff from this lot slope.
Onsite drainage will not be allowed to pond against the existing property line wall. Therefore, the maximum water
surface in Basin 3 shall be at or lower than the lowest ground elevation at the base of the existing wall, (elev
' } 56.2). (See Tab 3, Summary 4 for Basin 3 Control Elevations)
Drainage into the adjacent development to the south is prohibited, and the lowest possible onsite surface overflow
' is west over the ditch bank into inlet DI -1 at elevation 58.0.
In lieu of a surface overflow, basin 3 is arbitrarily sized to provide 200% of the storage volume required for the
100 year, 24 hour, design storm, (7440 cf) with a peak water surface elevation of 56.2: This provides adequate
storage for a storm larger than the theoretical 1000 -year storm, (159 % of the 100 yr storm). (See NOAA Point
Precipitation table in Tab 11, References.)
West: The Development limit line will be preserved. The mountain along the west boundary will not be graded
and will continue to drain to the west boundary at the limit line. Concrete lined vee ditches will be constructed
along the boundary / limit line to intercept the offsite mountain runoff. These swales are adequately sized to
convey the 100 -year, 1 -hour design storm to inlets into the storm drain and retention system.
All design storm flows are determined using the Riverside County Rational Hydrology Method. Calculations are
contained in Appendix B, Tabs 6, thru 9.
The existing site slopes steeply from west to east, requiring extensive cutting along the north 2/3 of the west side
of the site. The cut slopes will be stabilized with retaining walls. A small concrete swale will be constructed at the
top of each slope and wall to convey the drainage from the slope above the wall to storm drain inlets DI 1 through
5.
North: Extensive cutting is also required along the westerly 2/3 of the north boundary. Part of this slope is
contained within the site, and a portion of the slope is on the adjacent church property. A property line privacy
wall and small concrete vee ditch will be constructed at the tract boundary. This wall will intercept existing
drainage from the St Francis Church site until the offsite property is improved and intercepts and disposes of all of
its onsite drainage. All vee ditches and inlets are sized and sloped to convey the 100 -year, 1 -hour design storm.
MDS 69400 5/20/2008
Onsite: The proposed lot pad elevations along the south boundary have been set as low as possible relative to the
existing homes to the south to preserve the views of the latter. The pad grades along the west and north
boundaries have been kept as high as practical to minimize the cut along the west and north boundaries. This
results in the proposed site sloping from the northwest corner to the southeast corner.
All onsite storm drainage is conveyed by surface flow in the streets to curb inlets. All offsite storm drainage is
intercepted at the boundaries, combined with the onsite drainage in storm drain systems along the north and south
streets and conveyed to grated distribution boxes in the bottom of the retention basins. The system is sized to
convey the 100 -year, 24 -hour design storm volume and the 100 year, 1 hour storm peak flows to the two retention
basins along the east boundary.
Large storm flows "bubble -up" through the top grate of the distribution boxes, spread over the bottom of the
retention basins, and percolate into the bottom and sides of each basin to the extent limited by the nature of the
onsite soils in the retention basins.
The tested percolation rate of the soils in the retention basins varies between 0.2 and 1.2 inches per hour. Per
COLQ standards, the design percolation rate used for sizing of the Retention Basins is zero, and the design rate
used for calculating the time required to empty the basins after a storm is the sum of the average of the tested rates
for the basin areas and the drywell locations.
Small Nuisance water flows are disposed of in Nuisance Water Disposal System drywells (NWDS). (See
discussion below).
Retention basins 1 & 2 are interconnected so they function as one. The connector pipe, Storm Drain D, is sized to
equalize the average inflow and storage volumes in the basins during the peak inflow portion of the design storm.
The retention basins are designed to provide 100 year, 24 hour storm storage with 1.0 foot or more of freeboard
between the water surface in the basin and the, normal gutter flow line at the lowest inlet, and to also provide 1.0
foot minimum of freeboard between the highest possible overflow water surface in the retention basins or the
storm drain system and the lowest building pad. The combined Retention Basins 1 and 2 provide the required
storage; (347,130 cubic feet, 7.969 Acre feet), for the largest design storm while conforming to the above
requirements. (See Tab 3, Summaries 4 and 5.)
East: The Washington Street frontage will be improved with curbs, inlets, bus turnouts, and entrances for general
and fire access traffic, but the street profile grades will not be changed. The high and low points and historic relief
elevations and locations will all be preserved.
A curb inlet (CB# 10) will be installed at the northeast Tract Corner to intercept the small amount of frontage
drainage flowing north toward the St Francis Church frontage. A curb inlet (CB# 13) will be installed on the
upstream side of the entrance drive, to eliminate water flowing through the intersection, and the existing
combined curb inlet and drywell (CB #9) at the extreme low point of the street profile will be modified and reused.
Ultimate Drainage relief from the retention basins will flow out of the inlet at the street low point, (CB# 9 — Elev
57.57), or will surface overflow the top of the south retention basin berm into Washington Street at elevation 59.2.
It will then overflow the historic Washington Street gutter flow line high point at.the southeast Tract corner (elev
58.3), overflow the Washington St centerline just south of Ave 48 (approximate elev 58.6), and overflow the
gutter flow line high point at the southeast curb return of Washington St and Ave 48, (Elev 58.1).
All overflow elevations are determined assuming total blockage of the storm drain system and surface
outflow only.
4
IMDS 69400
Proposed Drainage System Design Methods
See Tab 3, Summary 1 and the discussion above for the Design Criteria used.
5/20/2008
The Riverside County Synthetic Unit Hydrograph Method is used to determine the storm runoff volumes of the
potential design storms (100 yr — 1 hr, 3 hr, 6 hr, & 24 hr). A Flood Routing program is used to determine the net
required retention basin storage for each potential design storm if deduction of percolation from the basins is
allowed, and is used to compute the time required to drain the Basins after the design storm.
The total onsite and offsite drainage areas for the retention basins are evaluated for the runoff from the design
storms. The storm yielding the largest required storage volume is designated the design storm for the Basins. The
24 hr storm is the controlling storm for this project. (See Tab 3, Summary 6, and Tabs 4 and 5, Appendix Al
& A2).
A CivilCadd / CivilDesign computer program using the Rational Method outlined in the Riverside County Flood
Control District Hydrology Manual is used in calculating the required and actual capacity of each street, inlet, and
storm drain. structure (See Appendix B1, B2, and B3, Tab 6, 7 and 8).
A Water Surface Profile Design program is used to calculate the Hydraulic Grade Lines (HGL10 and HGL100)
for each pipe system at maximum flow. (See Tab 9, Appendix B -4).
The pipes are sized to provide 0.5 -foot minimum freeboard between the 100 -year, 24 -hour water surface in each
inlet and the normal gutter flow line at each curb opening. (See Tab 3, Summary 4 for the control elevations
for the drainage system and Summary 8 for the inlet freeboard summary data).
Storm drain A is oversized to decrease the slope of the Hydraulic Grade Line to prevent backwater from
Basins 1 & 2 from ponding against the existing wall at inlet DI#-1 at the southwest Tract corner.
Per COLQ requirements (Paul Goble), HGL10 calculations start at or above the water surface elevation in the
basins corresponding to half the water depth at peak 100 year storage, and HGL100 calculations start at or higher
' than the water surface elevation in the basins at the time of peak 100 year inflow, not at peak storage, when the
pipe flow has stopped.
Bulking: Bulking of storm runoff in concrete lined vee ditches and pipes is not considered a factor in the design
for these facilities for the following reasons:
• This is a desert environment with no significant vegetation on the rock ridge or the sand slope, and no
potential for vegetative debris caused bulking.
• The rock is massive with no significant loose fragments small enough to be dislodged by storm runoff,
and no potential for rock and gravel caused bulking.
0 The sand slopes are wind deposited. The sand is very small, fine, and light and will be easily
transported in the runoff without retarding flow and causing significant increase in volume (bulking).
• Settling areas in the storm drain inlets are provided to catch the water transported sand. The concrete
' lined ditches and settling areas must be cleaned as needed after storms.
• The small sand grain size should ensure that any wind deposited material deposited in the ditches
between storms will be flushed out at the beginning of the next storm.
MDS 69400
Nuisance Water Disposal
5/20/2008
Nuisance water is defined as silt and contaminant - carrying runoff from landscape irrigation and the debris and
contaminants flushed from pavement surfaces during the first minutes of storm runoff. It does not include runoff
from undeveloped areas.
All storm drainage from the onsite and offsite areas is collected in the streets and storm drain system, and flows to
distribution boxes in the bottom of the retention basins. The distribution box provides flexibility in connecting
deep storm drains to the retention basins without unnecessarily increasing the retention basin depth. Retention
Basin depth must be minimized for aesthetic, safety, maintenance, construction and hydraulic efficiency reasons.
Large storm flows that exceed the capacity of the Nuisance Water Disposal System (NWDS) will flow out
through the top grates of these boxes, spread over the bottom of the retention basins, and percolate into the bottom
and sides of each basin to the extent possible.
Nuisance water flows smaller than the capacity of the NWDS will follow the same flowpath but will flow from
the distribution boxes through small diameter (6inch) pipes to the NWDS, to be clarified and percolated into the
ground beneath the bottom of the retention basin. A small lateral pipe (6 inch) may connect two or more
distribution boxes to a single NWDS.
The NWDS is designed per COLQ and the manufacturers requirements to collect nuisance water from hard
surface and landscaped areas, remove debris and floating contaminants and dispose of the clarified water using
Maxwell Plus percolation drywells in the bottoms of the basins.
The Maxwell Plus and Maxwell IV systems are sized per COLQ and Torrant Industries standards. Percolation
' testing is not required for sizing of the systems when disposing of only Nuisance water.
i I 6
� I
Tab 3
I -�
Summary of
� Results
i, 5D.
5E.
6.
8.
9.
Retention Basin 4 (Natural) Storage Data w
Retention Basin 4 (Natural) Storage Data
Design Storm Storage Comparison Data
-tree# Ga f ad gib.
Inlet Data Table
Nuisance Water Disposal System Design Table
�■ Laing Luxury Homes.
Tentative Tract 35o6o
MDS 69400
1.
. 'Desi n Crirte ai
'
2.
Design Storms Precipitation Table
3.
Drainage Area List
4.
Retention Basin Control Elevations
5.
Retention Basin Plans — Contours & Areas
5A.
Retention Basin 1 (S) Storage Data
5B.
Retention Basin 2 (N) Storage Data
i, 5D.
5E.
6.
8.
9.
Retention Basin 4 (Natural) Storage Data w
Retention Basin 4 (Natural) Storage Data
Design Storm Storage Comparison Data
-tree# Ga f ad gib.
Inlet Data Table
Nuisance Water Disposal System Design Table
�■ Laing Luxury Homes.
Tentative Tract 35o6o
MDS 69400
MDS 69400 The Estates — Last Revised 2/23/2008
Summary 1 -.Design Criteria
' Tentative Tract 35060
Design Criteria -- Hydrology and Drainage Facilities
' Excerpted from City of La Quinta (COLQ) design standards, plan check lists, and Engineering Bulletins.
RETENTION BASINS
• Storm Point Precipitation Frequency Estimate map and data are provided by the City of La Quinta for
calculation of the 1, 3, 6, and 24 hour, 100 -year storm runoff volumes (See Tab 3, Summary 2, and Tab 11,
reference Exhibit 4A). NOAA Atlas 14 data as provided on the NOAA website are not acceptable to the
' COLQ.
• Retention Basins shall be sized for the storm requiring the largest basin storage volume (The Design
Storm). The 100 year 24 hour storm is the Controlling Design Storm for Tract 35060.
• The City Engineer requires zero perc rate when test rates are less than 2 in/hr. The design Percolation rate
shall be 2 in/hr if the tested rate exceeds 2 in/hr. (See Geotechnical Engineer Percolation Test Report in
Appendix D).
• COLQ staff has agreed to allow the average of the actual tested percolation rates, if less than 2 in /hr,
to be used to calculate the time required to empty the retention basins after the end'of the design
storm.
• Storm runoff and percolation Safety Factors are not required.
• The combined retention basins shall retain the entire Controlling 100 -year design storm.
• Maximum design water surface in a Retention Basin shall be 0.5 foot or more below the lowest normal
' street gutter flow line and 1.0 ft below the lowest pad elevation in the Drainage area.
} • Basin side slopes shall be 3 to 1 or flatter.
• Water depth in any basin in a gated residential development shall conform to COLQ EB 06 -16.
' • A Designated Overflow route to the Historic Drainage Relief route shall be provided for each basin.
Overflow shall occur only in storms larger than the controlling 100 year storm
• Publicly maintained Basins shall not be fenced or walled. Privately maintained basins may be fenced and /
or walled.
' • Basins shall be visible from the residential streets for security reasons.
• Retention basins are not allowed in Public Street parkway or landscaping areas.
• A 12 ft wide maintenance access ramp shall be provided for each basin. Maximum ramp slope is 15 %.
NUISANCE WATER / LOW FLOW DISPOSAL SYSTEMS
' • Nuisance Water Disposal Systems shall be designed per COLQ Hydrology Report Criteria, EB 06 -16.
• Maxwell Plus Debris Interception and percolation systems shall be provided to dispose of nuisance water.
Capacity of the systems 'shall be 5 gph per 1000 sf of landscaped/pervious area in the drainage area.
• Sand filters and Percolation chambers shall not be used in the project area
STREETS
• Streets, drainage inlets and pipes shall be designed for the Riverside County Rational Method I hour, 100 -
year design storm.
• The 10 -•year storm street flow water surface shall not exceed the top of street curb.
' • The 10 -year storm water surface in Major Public streets shall leave one lane in each direction not flooded.
• The 100 -year storm street flow water surface shall not extend outside the street right of way with both the
street and storm drain' system flowing at capacity. (Q100 Street flow may exceed .Top of Curb.)
' ' • (NOTE: Despite the above 100 yr storrn requirement, MDS designs all onsite storm drainage to prevent the
100 year storm street flows from exceeding the Top.of.Curb whenever practical.)
•. Tlie maximum 100 -year water surface shall be 1.0 foot or more below the lowest pad elevation.
I 1
MDS 69400 The Estates — Last Revised 2/23/2008
• The maximum Designated Overflow water surface shall be 1.0 foot or more below the lowest pad
elevation.
• Street flow velocity shall be 2.5 fps minimum and 6 fps maximum if possible.
• Note: The COLQ has agreed to allow the minimum velocity found on streets with minimum
longitudinal slope of 0.50 %. (1.5 to 2.0 fps).
• Minimum street gutter longitudinal slope shall be 0.50 %.
• Street surface roughness factor for storm flow computations shall be: n = 0.02 for local streets where
parked vehicles could impede flow, and n = 0.015 for major streets.
MAIN LINE STORM DRAIN, CURB INLETS, and LATERAL PIPES
• Minimum storm -drain pipe size in Public Right of Way is 18 inches, with 6 -inch minimum diameter
changes.
• Minimum pipe slope shall be 0.3 %.
• Maximum storm drain manhole access spacing shall be 300 feet.
• Storm drain Hydraulic Grade Line calculations for the Rational Method 100 year / 1 hour and 10
year / 1 hour design storm peak flow may begin at the water surface elevation in the Retention Basin
corresponding to the peak inflow to the Basin for the 1 hr /100 yr storm. (See Tab 3, Summary 6).
• Alternatively, Storm drain Hydraulic Grade Line elevation calculations for the Rational Method 10 year / 1
hour design storm peak flow may begin at the water surface elevation in the Retention Basin corresponding
to half of the 100 year peak storage depth in the Basin. (See Tab 3, Summary 6)
• Storm drain HGL10 and HGL100 calculations shall be based on the Time of concentration (Tc), rainfall
Intensity (I), and resultant peak flow (Q) in each pipe reach as adjusted for confluence Time of
Concentration (Tc) differences using the Riverside County Rational Hydrology Method.
• Drainage inlets, catch basins, and their lateral pipes shall be designed for the Q100 resulting from the
Rational Method Tc and I at the individual inlet, not for the adjacent main line Tc & I.
• NOTE Except at the most upstream inlets, the inlet and lateral Tc will be smaller, and the resultant I and Q
used to size the inlet/lateral will be larger, than for the main line inflow from the inlet used in sizing the
main line pipe.)
• NOTE: Storm Drain design flow downstream of junction points will be less than the sum of the
upstream main line and lateral design flows due to the differences in Tc and I of the main and lateral
inflows at the junction described above.
• All street inlets shall be curb opening without grates.
• Inlets shall be placed at low points (sag) wherever possible. Maximum spacing shall be 1200 feet.
• The 100 yr design storm water surface inside curb inlets shall be a minimum of 0.5 foot below the normal
gutter flow line at the inlet. (0.5 foot of freeboard).
• Curb depressions shall be 4 inch at all inlets, unless revised by the COLQ.
• Per COLQ staff decisions, individual Curb depression detail drawings are not required on the improvement
plans.
• TC elevations at each end of each Curb Inlet are required on the Street Improvement Plans
• Sump inlets shall be sized for complete interception of the 100 -year design storm street flows.
• Flowby inlets shall be sized to intercept 85 % or more of the street flow.
• A Dedicated overflow outfall route and elevation shall be .determined for all sump locations, with at least
1.0 ft of freeboard between the overflow water surface and any building pad.
• The Historic Drainage Relief route along the Washington St curb at the south -east corner of Tract 35060
(approximate elevation 58.3) and thence east along Avenue 48 will continue to be the Designated Drainage
Relief route from Tract 35060.
� r .r r .r .■� � � r � r r r .r � � r � �
Summary 2 -worm Precipitation Volumes.
Tract 35060
Storm Volumes - Ranfall Tota_I During StormsY *;
'z
Per COLQFExhibit.- Attached , X
Recurrance 2 Year 10 Year 100 Year
Storm Duration I (inch) (inch) (inch)
1 Hour
0.50
0.99
2.20
3 Hour
0.70
1.40
2.80
6-Hour
1.00
1.84
3.40
24 Hour
1.60
2.48
4.50
Unt Hyrgr(use o
Calculations)h
MDS p - ar
Summary 3 -Drainage Area - Hydrologic Soil Group -. Runoff Index:
Tract 35060
Hydrologic Soil Groups A &.B per USDASotI,Conservat on Service Rl.perRixerside County Hydcol Manual 1978 ;
Qrain Area.A - Offsite west 8:onsite South
[ ` Drain Area B Qnsrte central Drainage'Area, D - StErancis Offsite
Storm Drain A (South)
Storm Drain D, E, F
ID
Area
SD DA
HSG
Impery
RI
ID
Area
SD DA
HSG
Impry
RI
ID
Area
SD DA
HSG
Impery
RI
(Ac)
(Ac)
Frac ( %)
(Ac)
(Ac)
M
(Ac)
(Ac)
( %)
D1
0.34
A
5
78
Al
0.220
R
95
93
BO
0.740
B
70
56
';U2r °Uitch311
r?0'2_3':
A
5
78
A2
2.160
A
5
78
B1 -CB #18
1.610
2.350
B
70
56
D3
0.18
B
5
56
A3
0.330
A
5
78
B2 -CB#17
1.810
B
70
56
Uitctiil2,y'?0.75,+
• VeeDitch;
2tZ10''
; ra.' J11 `SD F ,,,�,
, '.,4
D4
0.23
B
5
5��{
A4
1.040
R
95
93'
B3, CB# 15
0.130
B
70
56
A5
2.560
A
5
78
B4, C8#16
0.200
B
70
56
DS° ,CB#'20sV``t.
,7 ,,;0:68 �g
B
50
56
A6
1.880
R
95
93
B
76
56
A7
0.590
A
5
78
B5 CB#14
0.290
B
60
56
;LSD H
�;;',0;98
r Dl =#18
LatAS :';
8Z80
SD F
4.780
D7
18.23
R
95
93
A8
0.820
R
95
93
86 -CB #13
1.310
B
60
56
D8
4.08
A
5
78
A9
0.520
A
5
78
^
}� 6 090,;
DRch',13' r�
?
X22:31.
RL *kZ &A SDA + !' 'r
:.:1x340 '.;
B7 -CB#19 0.310
B
60
56
D9
1.66
R
95
93
J d4;SD A.
10x120 ?`?
� :: rSU D. bt
6.400 -T
-
D10
1.91
A
5
78
A10
0.900
A
70
32
D11
1.87
R
95
93
All
0.590
A .
70
32
r.,. Drainage
Area;C Offsite W,'S;Onsite ,North .�, :..: " :
D12
11.47
16.91
A
5
78
Al2
0.650
A
70
32
ID
Area '
SD DA
HSG
Impery RI
Frac ( %)
% StFrancis ^Off it
Zj:X
1 41,l
- ;f -Ayg %q
(Ac)
(Ac)
J3 SD.A! ; 4
12260,.;
Summary Hydrol , is $oil Grou: ;antl RI'Areas -
09 . P _ _ _
A13
0.790
A
70
32
C1
2.200
R
95
93
(Inpuf;Fo�tU
id
H 'dr,'ograph) ,
A14
0.650
B
70
56
C2
1.140
A
5
78
HSG
Imperv'
RI
Area
Location
Use
A15
0.590
A
70
32
V,eeDdch%& DI 3 SD C 'r
` ?3 3401
( %)
(Ac)
A16
0.740
B '
70
56
C3 Sip DI 4 0.650
A
5
78
Refentton
Basin'i,(South)
_,
A77
0.970
A
70
32
R
95
1 93
3.960
1 Offsite
Rock Mtn
A18
0.970
B
70
56
C4 CB #12
0.420
A
70
32
A
5
78
6.160
Offsite
SandSlp
�J6 SD:B'CB.7 &8;,
4'710; `
CS -CB#11
0.380
B
5
56
A
70
32
5.730
Onsite
Sgl Fam
A19
0.650
A
70
32
r SD C.J8'to il7n , ..,
<`„ 4`790
B
70
56
8.920
Onsite
Sgl Fam
A20
0.780
B
70
56
. ' "C6 }CB1Q' Oi320 =`
B
70
56
B
60
56
1.450
Onsite
MajSt
A21
0.590
A
70
32
Lat Cl
0.320
B
10
58
1.740
Onsite
RetBasin
A22
0.710
B
70
56
- SD C J7 to,:Ret 2T. '',' =-
5.110
�53 82
Avg: %;Imperv;:'
CB'5&6
C7 - Ret 2 2.260"
B'
10
58yTota`I
(DA A)
X27 960x;
7:440:
A23
1.970
8
70
56
,_Ret Bsn# 2 DA;6 8C ?!�
` _,. , , ,` _
: 13 770�µ.
# .
,RetentionBasin_
2 (North) -
A24
1.110
B
70
56
R
95
93
2.200
Offsite
Rock Mtn
A25
0.83
B
70
56
A
5
78
1.790
Offsite
SandSlp
A26
1.16
B
70
56
"� Drainage Area Surtimaryw?
B
A
B
B
8 1
� TStaI.(DA
5
56
0.380
Offsite
SandSlp
CB 182
S.:OZO ,
Ret Bsn# 1 - DA A
27.960
70
32
0.420
Onsite
Sgl Fam
4S #I;SD A
24:ZZ0;',:
Ret Bsn# 2 - DA B&C
13.770
70
56
4.810
Onsite
Sgl Fam
A27 CB9
1.45
B
60
56
Tota(Triti Ret_8sri# 18�2Fa DA iA 6 8C} ; �
X41 73q
60
56
1.910
Onste
MajSt
A29 Ret
1.74
3.19
B
10
58
Ret Bsn# 3 - DA A30
0.490
10 1
58 1
2.260
Onsite
RetBasin
= "RetBasirt#
l OA A _
27.960'Et
Total OnS[te Tntiutary�42t220
52.52! .
Avg: %'Impery
Ret Bann# 1 _NWDS 16` 100,
,Ret; 949 4- T„otOffsrt , rartTri6
;41 190
6:8� G)
1 k- ,13:770 `_
A30 Ret #3y 0.49
B 20 56
Total Studyffd§t tary, �''�
' 83'47110,Zt
53:39
:" TotAvg % Impery
M i M M M WM! M M M r M M M M r
MDS 69400 10 -Mar -08
Summary 4 -- Control Elevations
Tract 35060
Retention Basins 1 & 2 - Control Elevations
Item
Source
Elev /ft
Lowest Lot elevation Basin 1 and 2
Lot No 1
60.60
Retention Basin 1 Surface Overflow to Washington St Access Rd)
Rough-Grading Plan - Sheet 3
59.20
Retention Basin 2 -Surface Overflow to Washington St Walk @ Entry)
Rough Grading Plan - Sheet 4
60.20
Historic Onsite Drainage Relief Elevation - Washington St HiPt Ave 48
Exhibits 1 & 2
58.30
Lowest Curb Inlet TC - (Existing CB # 9)
Rough Grading Plan - Sheet 3
58.07
Designated Outflow @ CB# 9 Retention Basin #1 to Washington St
Normal gutter flowline @ C13# 9
57.57
Max acceptable ws100 in Curb inlets - 0.5 ft below lowest normal utter
See above
57.07
Design Retention Basin ws100 Required Storage
Tab 3, Summary 5B50
55.56
Starting 100 yr HGL @ 6 hr Peak Q100 InflO -SD A, C, D, F, G .
Tab 3, Summa 6 - 6 hr Storm
54.90
Starting 100 yr HGL @ 1 hr Peak Q100 - Not used
Tab 3, Summary 5650
53.50
Starting 10 yr HGL @ Half WS700 depth-SD A, C, D, F, G
Tab 3, Summary 51350
52.53
Retention Basins 1 & 2 - Top of slope / Bench / Walkway
Rough Grading Plan - Shts 3 & 4
57.60
Retention Basins 1 & 2 - Toe of sloe
Rough Grading Plan - Shts 3 & 4
50.00
Retention Basins 1 & 2 Low Point - Distribution Box.Grate Elevation
Storm Drain Improvement Plan
49.50
Freeboard - Lowest Lot Pad to Basin 1 and 2 Surface Overflow
See Above 1.0 ft Minimum)
1.40
Freeboard - Lowest Lot Pad to Design WS100
See Above 1.0 ft Minimum
5.04
Freeboard - Normal Street Gutter Flowline @ CB# 9 to Design WS 100
See Above 1.0 ft Minimum
2.01
Retention Basin 3' Control Elevations
Item
Source
Elev /ft
Lowest Lot elevation
Lot No 3
60.80
Retention Basin 3 - Overflow to DI -1- Lowest Top of slope / Berm
Rough Grading Plan Sheet 5
58.00
Historic Drainage Relief Elevation East across Washington
Exhibits 1 & 2
58.43
Max acceptable ws 100 Lowest FG @ base of South Wall plus 0.5 ft
Rough Grading Plan Sheet 5
56.50
Design Retention Basin #3 ws100
Tab 3, Summary 5C51
54.64
Retention Basin ws @ Double the 100 yr storm Storage (1000.yr + storm )
Tab 3, Summary 5C51
56.16
Retention Basin 3 - Bottom
Rough Grading Plan Sheet 5
51.00
Freeboard - Lowest Lot Pad to Basin 3 Surface Overflow
See Above 1.0 ft Minimum)
2.80
Freeboard - Base of So. Wall to Design WS 100
See Above 1.0 ft Minimum)
1.86
Offsite; St Francis Retention Basin 4 - Control Elevations
Item
Source
Elev /ft
Lowest Lot elevation - Northeast corner- Washington & Lake LaQuinta Dr.
Tab12, Exhibit 1 & 2
61.00
Retention Basin 4 Overflow - Washington St Median
Tab12, Exhibit 1 & 2
58.70
Historic Drainage Relief Elevation Overflow Washington St Median
Tab12, Exhibit 1 & 2
58.70
Lowest Curb Inlet TC - CB # 21)
Rough Grading Plan - Sheet 6
59.42
Max acre table ws in CB# 21
CB TC - 1.0 ft
58.42
Max ws without Street Flooding Lowest Washington St Pavement edge
Tab12, Exhibit 1 & 2
57.00
Design Retention Basin #4 ws- Starting HGL 10 & 100 For SD 1 & J
Tab 3, Summary 5D55
57.00
Retention Basin 4 - Bottom
Tab12, Exhibit 1 & 2
54.60
Freeboard - Lowest Lot Pad to Basin 4 Surface Overflow
See Above (1.0 It Minimum )
2.30
Freeboard - CB# 20 TC to Overflow
See Above 1.0 ft Minimum
-0.28
LOT
- - - -- - - -- -
62
--
'
I
I
I LOT N
'
I
IL
III
I.I
III
III
1�1
I
- �
I
III1
I
I I
11
111
I
III
I I I
I
57A
I
SOUTH BASIN
50 = 20,265 SF = 0.4652 AC.
60
61 I
1
51 = 23,137 SF = 0.5311 AC.
1
,
\li
52 = 26,096 SF = 0.5990 AC.
1
I
53 = 29,115 SF = 0.6683 AC.
1
L
W
54 = 32,194 SF = 0.7390 AC.
55 = 38,331 SF = 0.8799 AC.
56 = 42,325 SF = 0.9716 AC.
I
I
56.6= 44,825 SF = 1.0290 AC.
59
58
I
V)
'III
a
'
BENCH ELEVATION 57.6
I I
1
LOT
1 11
J
LOT
BOTTOM ELEVATION 50
lit
I
�rq
I
p
1177
I
CC
56
57
In
cn
I
0
I
I
3
1
1 1
1
-
111
I
N
1
1
Z
_
I �
II
OT
11
I I
I 1 1
I
2
1 1;
'
' ;�
i
C o
SCALE 1" =80'
I
II�1
I
I
1
LL-o
N
iIL
sI- -
- -- - - - --
10
AVENUE 48
3
N
c� `o
Noto
SOUTH BASIN NO.1
0
TR. NO. 35060
0
CL
11
I
DATE: 2/1/08 EXH. BASIN -2.DWG
A
Z
0
0
Z
��Z
V/�
!
Q
SCALE 1 " =80'
NORTH BASIN NO.2
TR. NO. 35060
DATE: 2/13/08 NORTH BASIN.DWG
it
5'1
NORTH . BASIN
��
�-
50 =
19,874
SF
= 0.4562
AC.
W
51 =
23,443
SF
= 0.5381
AC.
W
IN
27,189
SF
= 0.6241
AC.
53 =
31,044
SF
= 0.7126
AC.
OT
54 =
34,977
SF
= 0.8029
AC.
A
55 =
41,317
SF
= 0.9485
AC.
56 =
45,999
SF
= 1.0559
AC.
56.6=
48,783
SF
= 1.1199
AC.
BENCH
ELEVATION
57.6
BOTTOM ELEVATION
50.0
i
SURFACE
A
Z
0
0
Z
��Z
V/�
!
Q
SCALE 1 " =80'
NORTH BASIN NO.2
TR. NO. 35060
DATE: 2/13/08 NORTH BASIN.DWG
it
5'1
NORTH . BASIN
�-
50 =
19,874
SF
= 0.4562
AC.
W
51 =
23,443
SF
= 0.5381
AC.
W
52 =
27,189
SF
= 0.6241
AC.
53 =
31,044
SF
= 0.7126
AC.
OT
54 =
34,977
SF
= 0.8029
AC.
A
55 =
41,317
SF
= 0.9485
AC.
56 =
45,999
SF
= 1.0559
AC.
56.6=
48,783
SF
= 1.1199
AC.
BENCH
ELEVATION
57.6
BOTTOM ELEVATION
50.0
A
Z
0
0
Z
��Z
V/�
!
Q
SCALE 1 " =80'
NORTH BASIN NO.2
TR. NO. 35060
DATE: 2/13/08 NORTH BASIN.DWG
/ x
J �
s.n
K
ev, jre,& over-Poo
6*0
EXISTING RETENTION BASIN
55 = 8,468 SF = 0.19 AC.
56 = 15,012 SF = 0.34 AC.
57 = 25,835 SF = 0.59 AC.
BOTTOM ELEVATION 55.0
a
Sc
W
SCALE 1"=80'
�klS I i I i'-ka �4v
TING RETENTION BASIN NO.4
ST. FRANCIS OF ASSISI CHURCH
TR. NO. 35060
DATE: 2/13/08 X -BASIN 2.DWG
II
X 1
EXTENDED EXISTING - X
RETENTION BASIN X '
55 = 20,265 SF = 0.4652 AC. X56.5
56 = 23,137 SF = 0.5311 AC. �5a
57 = 31,338 SF = 0.7194 AC.
BOTTOM ELEVATION 55.0 I
X J7.6 X`f
X
I
SCALE 1"=80'
X
aJ.l
XJa J Xs4.l ,
/B. 7.J 57.0 0 RFI�OW WASHING ON STREET
{ t
It ji
CIS; F ASSISI —CHU CH /
EX. EARTHEN DITCH ,
% ' ns,.. PTO- X. RETENI`ION,�7..�
tu c 7
/ S 1 SLOPE
JnJ < Xsv..+ f Jsa I
545
1 _PROP. EXTENED x EX. RET. BASIN
i RET. BASIN M..7 t-
PRIVATE
CY
CHURCH - •� +— s
VARIABLE Lj
SLOPE DRIVEn.n =: ? r .
1,
I •:4
60..1 X /
I I ,
TR. NO 35060
28 74 73
PROPOSED EXTENDED EXISTING RETENTION BASIN NO.4
ST. FRANCIS OF ASSISI CHURCH
TR. NO. 35060
DATE: 2/13/08 X —BASIN 1.DWG
5/2008
MDS 69400 10- Mar -08
Summa 5A - Retention Basin - Available & Required Storage
Tract 35060
Retention Basins 1 & 2 - Connected
Retention Basln 1::- South ;ZeroPerc.for Basin Sizing - Avg Basin Plus 1/2 Av • , D ell Perc For Em , Time
Elev
Area
Av Area
h
Vol
Cuin:Avail Sfor
Depth
PercArea
Perc
Control
sf)
(sf)
(ft)
(cf \ ft)
(cf)
(AcFt)
(ft)
(sf)
(cfs)
Elev
Description
59.0
54,307
330,504
7.5873
9.50
54,307
0.842
52,310
1.0
52,310
l = 314,811
7 2271
=8:80
.. k
5$:30:
' ..Available Storage= Designtd./HistOverf .ow '
58.0
50,313
278,194
6.3864
8.50
50,313
0.780
48,316
1.0
48,316
257,418
5.9095
8.07
57.57
GutterOutflo into Washington St @ CB 9
57.0
46,319
229,878
5.2773
7.50
46,319
0.718
44,322
1.0
44,322
232,980
5.3485
7.57
57.07
1.OftFreeboard
56.0
42,325
1
1 185,556
4.2598
6.50
42,325
0.656
40,328
1.0
40,328`4i67,Q30,
3.8551:' `
0
_
'5.5
Regd Strage iWS24hh00yr=
55.0
38,331
145,228
3.3340
5.50
38,331
0.594
35,263
1.0
35,263
.54.90
Pk Inflo- ws 6hr / 100yr
54.0
32,194
109,965
2.5245
4.50 1
32,194
0.499
30,655
1.0
30,655
53.0
29,115
79,311
1.8207
3.50
29,115
0.452
27,606
1.0
27,606
52.0
26,096
51,705
1.1870
2.50
26,096
0.405
24,617
1.0
24,617
51.0
23,137
27,089
0.6219
1.50
23,137
0.359
21,882
1.0
21,882
50.0
20,627
5,207
0.1195
0.50
20,627
0.320
50.00
Toe of Sideslopes
10,414
0.5
5,207
49.5 200 0 0.0000 1 0.00 200 1
0.003 1 49.50 Top of DB Grate
DS 69400 1 1 10 -Mar -08
Summary 5B - Retention Basin Storage - Available & Required Storage
Tract 35060
Retention Basins 1 & 2 - Connected - 24 hr Control - 0 Perc for Basin Sizing - Avg Basin + 112 Avg Drywell Perc For Emptying
Retention Basin 2 - North Totals -Connected
Basins 1 &.2 =:
Elev
Area
h
Vol
North Cuml Vol
Perc
Perc
Dept
Storage - Tot Cum Vol
Control
(sf)
Avg (sf)
(ft)
(cf \ ft)
(cf)
(AcF()
Area (sf)
(cfs)
I (cfs)
(ft)
Available
Requrd
Elev
Descrip
CADD
0.67in/hrt-.00274cfs
(c) (AcFt)
I % Of R"rd
(AcFt)
(FrmSum4)
Bold Data used in Flood Hydrograph
9.70
707,498
16.242
205
59.20
Basin 1 &2- Surface Overflow
59.0
60,045
354,991
8.1495
60,045
0.931
1.776
9.50
685,495
15.737
57,704
1.0
57,704
8.80
608,485
k413.969
176
5830
Available Storage- Desigutd/HistOverflow r
58.0
55,363
297,287
6.8248
55,363
0.859
1.642
8.50
575,481
13.211
53,022
1.0
53,022
8.07 Y'
531,905
12.211
,.154
5757
GutterOutflo into Washington St @ CB 9
57.0
50,681
244,265
5.6076
50,681
0.786
1.507
7.50
474,143
10.885
48,340
1.0
48,340
7.57
480,629
11.034
57.07
I.Oft Freeboard To TC
56.0
45,999
195,925
4.4978
45,999
0.713
1.373
6.50
381,481
8.758
43,658
1.0
43,658
4.0598
6.06 :;.t
344,773
-7.915
100 "
7.915-
55.56
Regrd Storage@DesignWS- 24hr /100yr
5.82
324,356
7.446
55.32
PkStor -WS 3 hr / 100yr Storm
5.79
321,682
7.385
55.29
PkStor -WS 6 hr/ IOOyr Storm
5.53
299,893
6.885
55.03
PkStor -WS I hr/ IOOyr Storm
55.0
1 41,317
152,267
3.4956
41,317
0.641
1.238
5.50
297,495
6.830
38,141
1.0
38,147
5.40" ;
'x,290,458:,
`, 6.668
iz
"
`54.90 -
`Pkluflo- 6Hr /100yr= StartHGL100- i- -rs
54.0
34,977
114,120
2.6198
34,977
0.542
1.045
4.50
224,085
5.144
33,011
1.0
33,011
4.28
210,312
4.828
53.78
PkStor -WS 24 hr / 1 Oyr Storm
4.07
196,226
4.505
;. 53.57.
' . PkStor -WS 6 6r / lOyr:Storm = Start HGL 10
4.00
192,152
4.411
53.50
Pklnflo -I Hr HGL I 00-MinHGL Start Elev
53.0
31,044
81,110
1.8620
31,044
0.481
0.936
3.50
160,420
3.683
29,117
1.0
29,117
3.03
133,844
3.073
52.53
Pklnflo -I Hr HGLIO-MinStart Elev
52.0
27,189
51,993
1.1936
27,189
0.422
0.829
2.50
103,698
2.381
25,316
1.0
25,316
51.0
23,443
1
26,677
0.6124
23,443
0.364
0.725
1.50
53,766
1.234
21,659
1.0
21,659
50.0
19,874
5,019
0.1152
19,874
0.308
0.631
0.50
10,225
0.235
50.00
Toe of Sideslopes
0.5
5,019
5i5i�10,037
0
0.0000
200
0 .003
0.006
0.00
0 1
0.000
49.50
Top of Grate
MDS 69400 26 -Feb -08
Summary-5C51. - Retention -Basin - 'Available & Required,.Stotage
Tract 35060
:. Retention Basin # 3 - Drainage;Area A30 - Ze.ro.Perc
Elev
Area
Av Area
h
Vol
PercArea
Perc
Gum Av - H.Stor-
Required
Depth
Control
(sf)
s
ft
cf \ ft)
sf)
cfs)
(cf)
AcFt
(cf)
(AcFt)
(ft)
Elev
Descri
(0 r)
57.0
56.2
3,633
3,266
1.0
3,266
10,183
0.2338
7;440
Oa708
x.`5.16 -
;, 56:16
:. ws Dbl 100; r storm
56.0
2,898
2,898
0.000
6,918
0.1588
5.00
55.6
2,531
1.0
2,531
5,915
0.1358
4.60
55.60
ws @ 1000 yr storm
55.0
2,163
2,163
0.000
4,387
0.1007
4.00
1,859
1.0
1,859
1
3,720
0.0854
3.64
54.64
ws @ 100 yr storm
54.0
1,555
1,555
0.000
2,528
0.0580
3.00
1,294
.1.0
1,294
53.0
1032.
1032.
0.000
1,235
0.0283
2.00
810
1.0
810
52.0
588
588
0.000
425
0.0097
1.00
.425
1.0
425
51.0
261
261
0.000
0
0.0000
0.00
51.00
Bottom
m m= m m m m m
VIDS 69400 10-Mar-08
Summary 5D - Existing. St Francis Retention Basin .- Available & Regiu-ir"ed Storage
Tract 35060
Retention Basin 4 - Existing Offsite St Francis Property
Elev
Area
AvgArea
h
Vol
. Avail Stbr
Depth
PereAreal
Perc
Control
(SO
(SO
(ft )
(Cf \ ft )
c
(AeFt)
(ft )
(SO
(Cfs)
Elev
Description
FCum
59.0
198,280
215,820
4.9545
4.40
198,280
4.590
134,093
1.0
134,093
n,.lit 55
1991: k
r- ' 14.10 -t
6.
4 Avada Kle S6 rtjiMsi9qtOQv o W
58.0
69,905
81,727
1.8762
3.40
69,905
1.618
47,870
1.0
47,870
57.0_
25,835
33,857
0.7773
2.40
25,835
0.598
20,424
1.0
20,424
56.0
15,012
13,434
0.3084
1.40
15,012
0.348
11,740
1.0
11,740
55.0
8,468
1,694
0.0389
0.40
8,468
0.196
4,234
0.4
1,694
Pk Inflo- ws 6hr 100
54.6
0
0
1
0.0000
0- 00
1
0 -:1
0.000
n
0 1
0.0
0
1
1
1
1
m= m it = m = == m = m= m m M m
MDS 69400 10-Mar-08
Summary 5E - St. Francis.Pro osed Retention.Basin - Available & Required. Storage
Tract 35060
Retention Basin 4 - Proposed
Elev—
Area
AvgArea
h
Vol
'.:,. .Cum Avail Stor.
Depth
PercArea
Perc
Control
(S
s
ft
-
Cf \ ft )
(cf)
(AcFt)
(ft )
(S
Cfs)
Elev
Description
iftlifi4frA
413,223
9.4863
Required Storage-24 hr Storm Runoff-0 Perc
59.0_
.197 49
240,378
5.5183
4.40
197,349
4.568
1 133,696
1.0
133,696
1114611-9-10:
93B6901
"O.-IZOIN
OWN2101-40mum-,
058.70"
C M iin-@
58.0
10,043
106,682
2.4491
3.40
70,043
1.621
50,691
1.0
50,691
57.0_
31,338
55,992
1.2854
2.40
31,338
0.725
28,738
1.0
28,738
1
56.0
26,07
27,254
0.6257
1.40
26,137
0.605
1
23,201
1.0
23,201
1
55.0
20,265
4,053
0.0930
0.40
20,265
0.469
10,133 1
0.4 1
4,053
1
54.'6
0'
0
0.0000 1
0.00
0
0.000
54.60
Bottom of Basin
0
0.0 1
0 1
1
1
MDS 69400 I I 10 -Mar -08
Summary 6 - .Compsnative Sforrn Storage
Tract 35060
-, _ _
..: Reention. Basin 1t. Connected; -Storm Stoma e; Data: , _ . _„ , ,,•_:. ,
:. _ ":::...:.,.....:...: Cornparatwe:
" „signStorm:Data .
Storm
{; °' .
: r'' _, Max
"1 "06,y,�• Inflow:
':.
"x .. :_: . Max ws,100
Storage Zero >�n /, hr Perc:::
. ,...... „...
< ' 7
.. _....
Time to Empty`....
„ ..., .
Duratn
Time
Q
Storg
Depth
WS /HGL
Time
Pk Perc
Storage
Depth'
WS100
Total
PostStrm
(hr)
(hr).
(cfs)
(AcFt)
(ft)
Elev
(hr)
(cfs)
(AcFt)
(cf)
(ft)
Elev
(hr)
(hr)
- Avg t -
# .
1
0.83
216.81
4.411
4.00
53.50
1.42
0.0
6.885
299,893
5.53
53.50
98.75
97.75
3
2.80
88.38
6.543
5.07
1 54.57
3.80
0.0
7.446
324,356
5.82
1 55.32
105
02N
6
5.30
67.33.
IN 6684
,54 90�
6.15
0.0
7.385
321,682
5.79
55.29
106
100
24
13.3
17.74
1 4.877
4.32
1 53.82 ..
24.0
0.07?91
344 7 3
6 06�55Y56
115.5
91.5
Storm
-..;,..,,, r r - -
: "1mkYM�i+ Ind MaxAlQzy�r Inflow: _ . ,.::..c.x;:3
�,�� �
. >r._.....
r 1, � Max_ws,10�Storage
_. .., _... , ....
_
_ .....
Duratn
Time
Q
Storg
Depth
WS /HGL
Time
Pk Perc
Storage
Depth
WS100
(hr)
(hr)
(cfs)
(AcFt)
(ft)
Elev
(hr)
(cfs)
(AcFt)
(cf)
(ft)
Elev
6
5.50
36.36
3 60
P 44-.Qt
53 5T
6.5
0.0
4.505
196,226
4.07
53.57
24
13.5
9.76
2.68
3.03
52.53
24.5
0.0
4 828
' +210 312
4 2
63 78
k nYer
_.-... Ge�...alS;tora
eDesl n Crtte�r
_ _.... _
_ ak a tY
elev(ft)
AcFt
cf
Ac/%
in /hr
Tributary Area
41.73
Tested Percolation Rate
0.2To1.2
Design Perc Rate for Retention Basin Empty Time - per COLD
o.6inmr«:oo2a,
q;.} dv "grofYTgsfratesr`
Design Perc Rate for Retention Basin Capacity- per COLA
„M_ :0.00, ;
Storage at Historic Relief Elevation Exceeds 1000 r storm
58.30 1
13.969
608,485
176.5%
of WS100 storage
Storage at Designated Overflow Exceeds 500 yr storm
57.57
12.211
531,905
154.3%
of WS100 storage
Storage at wsl00 0.5 ft below. Gutter Flowline
57.07
11.034
480,629
. 139.4%
of WS100 storage
" WS,100i uged" Storage,
55:56,
.7:915, ,
: :.344 773,..
f,; 10,0 %._
_ ofWS�1,00 +storm
Note: Per NOAA - 10 "yr /24 hr storm is 55% of 100 yr /24 hr, (See Tab 11,
Ref.- Point Precipitation Fregency Estimate Table)
500 yr/24 hr storm is 140% of 100 yr /24 hr,
1000 r124 hr storm is 159% of 100 r/24 hr
t Ret@ntioO►,Basm`D'epth Controls.:'Seg_COL�Q EB'06
16 .;'"
Tract 35060 is a.G•ated Community with private security
_
Retntn Basn Surface Area @ Historic Outfall elev 58.3
110,014
(sf)
Maximum. allowable water depth (COLA)
11.00
(ft)
Maximum design water depth
6.06
(ft)
_.
Minimum Allowable Bottom Width
20.00
(ft)
Minimum Design Bottom Width
44.00
ft
MDS 69400 1 1 3/10/08
Summa ry 7 - Sareetf rCapacities
Tract 35060
_St: Slo a 0;52
Water Level to
Depth
1/2 Width
1/2 St. Cap
Veloc
(ft)
(ft)
(cfs)
I (fps)
(See Calculations Tab 6, Appendix B1)
COLQ allows min street velocity resulting from 0.50% min longitudinal slope.)
"0hSite-Street ...... ,
10 ft Right of Way
0.75
29.5
16.4/32.8
3.40
Top Curb
0.50
19.5
7.9/15.8
1.9
St Crown
0.48
17.7
7.40
2.3
Max Re rd Q100 -CB# 182 - LoPt
0.55
21.4
8.7/17.4
1.9
.6 in Wedge Curb, 39 ft cf /cf, 56 ft RW /RW,
Min St slope = 0.52 %, n = 0.020 per City)
Washln "gton.S°t .detI
18 ft Right of Way
0.95
55.5 76.40
3.60
One 12 ft Lane open
0.60
27.7 15.00
2.5
Top Curb
0.50
18.7 8.50
2.3
Max Required Q100 -CB# 13 -LoPt
0.51
19.1 5.40
1.5
6 in Vert Curb, 40 ft cf / median, 18 ft RW
Min St slope = 0.52 %, n = 0.020 per City)
MDS 69400 3/10/08
Summary 8 - Catch Basin Data
Tract 35060
SD Line CB # /DI#
Type
I TC /Rim
I Inv
I CBDepth.j
Wdth
I HGL100
FreeBd
Qcap
Q10
Q1 0U
LatDia
Latvel
St Flow
/ Lateral
(elev)
(elev)
H {ft)
(ft)
I (elev)
(ft)
(cfs)
(cfs)
(cfs)
(in)
(fps)
d {ft.)
(1.5ft Min)
- Bolded Info is shown on the SD Improvement Plans
A -1
1
LoPt
58.75
51.87
6.88
4
55.68
3.07
21.8
5.3
8.7
18
4.9
0.51
A -2
2
LoPt
58.75
52.75
6.00
4
55.68
3.07
21.8
5.3
8.7
18
4.9
0.51
A -3
3
LoPt
60.88
52.87
8.01
4
55.97
4.91
21.8
2.8
4.6
18
2.6
0.40
A-3
4
LoPt
60.88
54.87
6.01
4
55.97
4.91
21.8
1.2
1.9
18
1.1
0.27
B -1
5
RoBy
1 60.91
54.10
6.81
10
57.68
1 3.23
5.3
3.2
5.3
18
3.0
0.44
B -2
6
RoBy
60.90
56.01
4.89
10
57.68
3.22
5.3
3.2
5.3
18
3.0
0.44
B -3
7
RoBy
63.03
56.02
7.01
12
60.08
2.95
7.5
4.6
7.5
18
4.2
0.51
B-4
8
RoBy
63.03
56.38
6.65
12
60.08
2.95
7.5
4.6
7.5
18
4.2
0.51
G
9
LoPt
58.07
54.30
3.77
4
55.44
2.63
21.8
3.8
6.3
18
3.6
0.54
C -1
10
RoBy
60.04
53.91
6.13
4
54.99
5.05
13.6
1.2
1.9
18
1.1
0.32
C -2
11
Loft
65.61
59.11
6.00
4
59.70
5.91
21.8
1.1
1.8
18
1.0
0.40
C -3
12
LoPt
65.61
59.11
6.00
4
59.70
5.91
21.8
1.2
1.9
18
1.1
0.40
D -1
13
Loft
58.98
50.93
8.05
4
56.36
2.62
8.8
3.3
.5.4
18
3.1
0.53
FAA
14
Slot
60.42
58.57
2.00
98
59.39
1.03
na
0.7
1.1
12
1.4
0.10
F -1
15
LoPt
60.45
52.94
7.51
4
56.49
3.96
21.8
0.3
0.4
18
1 0.2
0.26
F -2
16
LoPt 1
60.45
52.95
7.50
4
56.39
4.06
21.8
1.0
1.6
18
0.9
0.27
F -3
17
RoBy
61.98
56.44
5.54
10
60.02
1.96
6.5
4.5
7.4
18
4.2
0.49
F-4
18
RoBy
62.06
56.51
5.55
12
60.27
1.79
8.6
4.5
7.4
18
4.2
0.49
DA
19
Slot
59.97
58.15
2.00
98
58.97
1.00
na
1.1
1.8
12
2.3
0.10
J
20
FIo6
59.97
55.94
4.00
8
1 57.41
2.56 1
2.9
2.0 1
3.2
18
1.8
0.31
J
21
FloBv
59.59
55.43
4.16
6 1
57.23
1 2.36 1
1.4
0.9 1
1.5
18
0.9
0.29
Diam -ft
1.0 ft
if Possible)
A -5
DI -1 (B )
Dro Inlet
55.92
50.00
5.92
2
56.81
-0.89
na
4.8
7.8
24
2.5
na
A
DI -2 D
Dro Inlet
57.25
50.00
7.25
4
56.53
0.72
na
31.5
51.7
48
4.1
na
C
DI -3 C)
Dro Inlet
91.68
83.57
8.11
1.5
87.70
3.98
na
10.0
19.3
18
10.9
na
C
DID G)
Dro Inlet
70.45
62.28
5.00
2
63.17
7.28
na
1.6
3.2
24
1.0
na
I
DI -5 (B )
Dro Inlet
64.98
59.78
5.20 1
2
61.07
3.91
na 1
3.1
5.1
18
4.6
na
H -Ret 3
DI-6 F)
Dropinlet
55.42
50.00
5.42 1
1.5
55.00
0.42
-na 1
0.4
0.6
12
0.8
na
Onsite Sts - 35 & 39 ft cf / cf- 6 in Wedge curb- 4 in x 4 ft depressions- cf
@ CB =10
in, with 8.3 in high opening.- TC= 0.50 ft, Crown = 0.52 ft
Washington St - 40 ft cf / median- 6in vert cf- 4 in x 4 ft depression- cf @ CB =10 in, with 8.3 in high opening- 12 ft Parkway plus Lndscpg- TC =0.5 ft - R/W= 0.80 ft
=ee B for USDOT HEC 12 calcs of CB Ca acites
MDS 69400 10- Mar -08
Summary�9 N�uls�ance waferzD�ISposal S stem £NzW )'
Tract 35060
Basin #1,,NWDS Re uirement = 'Maxwells;Paus'FDywellk - erDefail fr ,
Required NWDS Capacity - 5 gpd per 1000 sf of pervious surface
5
/1000sf /d
Total Landscaped Tributary Area ( Excld Basin & Mountain - Summary 3)
16.10
Ac
Onsite pervious % - (Tab 3, Summary 3)
30
%
Total Onsite pervious area - (30/100 x 17.14 Ac)
4.83
Ac
Drywell Perc test rate - Tab 11, Earth Systems Report dated 11 -22 -2006
4.9
/sf /d.
Required Drywell Sidewall Area
216
sf
MaxwellPlus' Primary Settling Chamber overflow depth (10 ft ±2ft x4 - 4 ft)
14
ft
MaxwellPlus'Main Settling Chamber Basin Bottom to 10 ft below impery
18
ft
MaxwellPlus'Main Settling Chamber overflow depth (18ft - 5 ft)
13
ft
Minimum Available Sidewall (13 x 3.1416 x 7)
286
sf
:.AvailableZD weIl,;Perc.,�Ca
Drywell Perc Capacity Safety Factor 1394 / 1120
1.3
Basin:: #2 NWDS Re uirement�Maxwell;Plus'.D` ,well erDetai;l
Required NWDS Capacity - 5 gpd per 1000 sf of pervious surface
5
g /1000sf /d
Total Landscaped Tributary Area ( Excld. Basin & Mountain- Summary 3)
7.52
Ac
Onsite pervious % - (Tab 3, Summary 3)
30
%
Total Onsite pervious area - 30/100 x 7.1 Ac
2.26
Ac
Re uiredP.erco,latioiacSa' aci R?;r ; 2.�1=3rx�43:560/1,000 x5°
"? 91�,,
ds. " -,�
Drywell Perc test rate - Tab 11, Earth Systems Report dated 11 -22 -2006
4.9
/sf /d
Required Drywell Sidewall Area
101
sf
MaxwellPlus' Primary Settling Chamber overflow depth (10 ft +2ft.x1 - 4 ft)
8
ft
MaxwellPlus'Main Settling Chamber ( Basin Bottom to 10 ft below imperv)
18
ft
MaxwellPlus'Main Settling Chamber overflow depth (20ft - 10 ft + 10 ft)
20
ft
Minimum Available Sidewall (20'x 3.1416 x 7)
' a ss - - =.qa - ':?�
440
sf
-s dxacrz''.44yi�3 --^`• 3 .a i aSn2`� nt r �hv Y ^s a
'vaftbId D.; ,we115Perc
nrnr > g *. ,
w.�,.
Drywell Perc Capacity Safety Factor (2144/465)
4.4
Drywell Perc Capacity For Basin 1 & 2 Empty Time SF = 2.0)
0.00274
cfs
� Basin- #3rNWD,$4Re ,uirementMazwellIVD, welll er Detail,
Required NWDS Capacity - 5 qpd per 1000 sf of pervious surface
g/1 0 s
Total Landscaped Tributary Area Excluding Ret Basin
9
Ac
Onsite pervious % - see Tab 3, Summa 3
80.
%
Total Onsite pervious area - 801100 x 0.49 Ac
0.39
Ac
:Re ui dlc , rcolatiori. ca`"`k I! � ti a t_ E x r
5 x 0.39 x.:43'560110 0 ' i ra to .
w ,� ` I r
r r, 3t
ti a c wry;
F, - p �
Drywell Perc test rate - Tab 11, Earth Systems Report dated 11 -22- 2006
4.9
/sf /d
Required Drywell Sidewall Area
18
sf
Maxwell IV' Settling Chamber overflow depth 10 ft +2ft x1 - 4 ft
8
ft
Maxwell IV' Settling Chamber Basin 'Bottom to 10 ft below imperv)
18
ft
Maxwell IV' Settling Chamber overflow depth
13
ft
Minimum Available Sidewall 13 x 3.1416 x 7
286
sf
,Availaible D" weII P'e�rc Ca ac t;'<� ,= ' " ti286 xf'4',:9
13'9`4
„' Ok , I'q,,, (
Drywell Perc Capacity Safety Factor .(1394/85)
6.3
Basin. #4,NWDS Re.;uirernent ! wNWDS ngt`Prowided N.o develo`,`ment
Required NWDS Capacity - 5 qpd per 1000 sf of ervious surface 0 /1000sf /d
Tab 4
Appendix A
Retention Basin Hydrology
Unit Hvdro-araphs
Flood HvdrogralDhs
Basins 1, 2, A., &4*
1 hr 1-00. yr design storm
3 hr 100 yr design storm
6 hr. 100 -yr design -storm
24 hr/ 100 yr design.storm
Laing .Luxury Homes
Tentative Tract 35o6o
MDS 60400
Appendix. A -1
Retention Basin Hydrology
Unit HvdrograiDhs
1
Basins 1, 2
2 32 &.4
1 hr 1100 yr - design storm.
3 h.r 1.100 yr design. storm
6 hr / 100 yr design storm
24 hr / 1 00yr-design storm
Laing. bixvury Mo'm'es
1 Tentative Tract 35 o.6 o
MDS 69400
� I
Tab 4
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 02/24/08 File: 69400B12OnUhAll1100.out
+++++++++++++ t++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------
Drainage Area = 41.73(Ac.): = 0.065 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 41.73(Ac.)• _
0.065 Sq. Mi.
Length along longest watercourse = 2065.00(Ft:)
Length along longest watercourse measured to centroid 1000.00(Ft.)
Length along longest watercourse 0.391 Mi.
Length along longest watercourse measured to centroid = •0.189 Mi.
Difference in elevation = 412.00(Ft.)
Slope along watercourse = 1053.4431 Ft. /Mi.
Average Manning's 'N' = 0.020
Lag time = 0.048 Hr.
Lag time = 2.85. Min.
25% of lag time = 0.71 Min.
40t of lag time = 1.14 Min.
User Entered Base Flow = 0.00 (CFS)
2 YEAR Area rainfall data:
Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2]
41.73 0.50 20.86
100 YEAR Area rainfall data:
Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2]
41.73 2.20 91.81
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 0.500(In)
Area Averaged 100 -Year Rainfall = 2.200(In)
Point rain (area averaged) = 2.200(In)
Areal adjustment factor 99.96 &
Adjusted average point rain 2.199(In)
Sub =Area Data:
Area(Ac.) Runoff Index Impervious W
6.160 93.00 .0: -950
7.950 78.00 0.056
6.150 32.00 0.700
13.730 56.00 0.700
3.360 56.00 0.600
0.380 56.00 0.050.
.4.000 58.00 0.100
-Total Area.Entered = 41.73(Ac.)
1
1
RI
RI Infil. Rate Impervious
Adj. Infil.
Rate Area% F
AMC2 AMC -2 (In /Hr) (Dec.)
(In /Hr)
(Dec.) (In /Hr)
93.0
93.0 0.091 0.950
0.013
0.148 0.002
78.0
78.0 0.268 0.050
0.256
0.191 0.049
32.0
32.0 0.742 0.700
0.275
0.147 0.040
56.0
56.0 0.511 0.700
0.189
0.329 0.062
56.0
56.0 0.511 0.600
0.235
0.081 0.019
56.0
56.0 .0.511 0.050
0.488
0.009 0.004
58.0
58.0 0.490 0.100
0.446
0.096 0.043
Sum (F) = 0.219
Area averaged
mean soil loss (F)
(In /Hr) = 0.219
Minimum
soil loss rate ((In /Hr))
= 0.110
(for 24
hour storm duration)
Soil low
loss rate (decimal) = 0.420
Slope
- --- ------------------------------------------------=------=-----------
of 'intensity- duration curve
for a 1 hour storm = 0.5800
U n i t H y d r o g r a p h
Combination of 'S' Curves:
VALLEY 'S' Curve Percentage
= 85.00
FOOTHILL 'S' Curve Percentage = 0.00
MOUNTAIN 'S' Curve Percentage = 15.00
--------------------------------------------------------------------
DESERT 'S' Curve Percentage
= 0.00
Unit Hydrograph Data
---------------------------------------------------------------------
Unit time
period Time % of lag
Distribution
Unit Hydrograph
(hrs)
---------------------------------------------------------------------
Graph %
.(CFS)
1
0.083 175.148
38.683
16.269
2
0.167 350.296
43.918
18.470
3
0.250 525.445
10.053
4.228
4
0.333 700.593
4.385
1.844
5
0.417 875.741
2.387
1.004
6
0.500 1050.889
0.57.4
0.241
-----------------------------------------------------------------------
Sum
= 100.000 Sum= 42.056
Unit Time
Pattern Storm Rain
Loss rate(In. /Hr) Effective
(Hr.)
Percent (In /Hr)
Max Low
(In /Hr)
1
0.08
3.60 0.950
0.219 - --
0.73
2
0.17
4.20 1.108
0.219 - --
0.89
3
0.25
4.40 1.161
0.219 - --
0.94
4
0.33
4.60 1.214
0.219 - --
0.99
5
0.42
5.00 1.320
0.219 - --
1.10
6
0.50
5.60 1.478
0.219 - --
1.26
7
0.58
6.40 1.689
0.219 - --
1.47
8
0.67
8.10 2.138
0.219 - --
1.92
9
0.75
13.10 3.457
0.219 - --
3.24
10
0.83
34.50 9.105
0.219 - --
8.89
11
0.92
6.70 1.768
0.219 - --
1.55
12
1.00
3.80 1.003
0.219 - --
0.78
Sum =
100.0
Sum = 23.8
Flood
volume = Effective rainfall
1.98(In)
times area 41.7(Ac.) /[(In) /(Ft.)]
=
6.9(Ac.Ft)
Total
soil loss = 0.22(In)
Total
soil loss = 0.763(Ac.Ft)
Total
rainfall = 2.20(In)
Flood
volume =
299892.7 Cubic Feet
Total
soil loss =
33237.1 Cubic Feet
1:
Peak
+++++++++++++++++++++++++++++++++++++
flow rate of
this hydrograph = 216.809(CFS)
+ + + + + + + + + + + + + + + + + + + + + + + + + +
+ + + ++
-.
` 5 �.
�, ��,� i •
'rja � �'`�
�� �4 :�1
H� ,® U�' "�R S'. T-�`0= R M � -�
�� ``��`''' • � � �'
'
t� F
-----------------------------------
�,.yh ;qtr r � b` 9t 4 jq d
xfi4r
�• R u� n� o, .�f�� f -, 4 kH��y��ad r �o. g��4�r `a .,�P �h {,��: �
-- -- - -------------- _------- -
Hydrograph in 5 Minute intervals ((CFS))
q• Y
,� , �:
- - - --
Time(h +m)
-- - - - - - - -
Volume Ac.Ft
- - - - - - - - - - -
Q(CFS) 0 75.0 150.0 225.0
300.0
•
0+ 5
- -
0.0819
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
11.89 VQ
- - - -
0 +10
0.2745
27.97 IV Q
0 +15
0,5145
34.85 I V Q
0 +20
0.7811
38.70 I VQ
0 +25
1.0747
42.64 I QV
0 +30
1.4041
47.83 I Q V
0 +35
1.7817
54.82 I Q V
0 +40
2.2428
66.96 I Q I V
0 +45
2.9180
98.03 Q V
�USNO 10 @ +,,5�0-' it a _
,4,t1.12
r
21?6 81 "�c w I: � � ' »` 'U�°' `�'o � �
ti y
0 +55
5.8465
208.42 I Q I V
I
1+ 0
6:4.472
87.21 I IQ
V
1+ 5
6.7305
41.14 I Q I I I
VI
1 +10
6.8398
15.88 I Q
1 +15
6.8753
5.15 Q I I I
VI
1+20
A5.8833
1.16 Q I
I
6 81814 6, I I � +t I
WEE Em
-----------------------------------------------------------------------
�' . r
\
f
R;° �- �� U1 n H � der o: �r Fba r p�. h � .., �, E, � r . <..� ,«
,�� g A; rJ a 1
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - .2004, Version 7.0
Study date 02/24/08 File: 69400B120nUhA113100.out
. +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + +` ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
-------------------------------------------------------------- - - - - --
---------------------------------_-- - ---------- - --------------------
Drainage Area = 41.73(Ac.) 0.065 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 41.73(Ac.). _
0,.065 Sq. Mi.
i Length along longest watercourse = 2065.00(Ft.)
Length along longest watercourse measured to centroid = 1000.00(Ft.),
Length along longest watercourse = 0.391 Mi.
Length along longest watercourse measured to centroid = 0.189 Mi.'
Difference in elevation = 412.00(Ft.)
Slope along watercourse = 1053.4431 Ft. /Mi.
Average Manning',s 'N' = .0.020
Lag time = 0.048 Hr.
Lag time = 2.85 Min.
25% of lag time = 0.71 Min.
40t of lag time = 1.14 Min.
Unit time = 10.00 Min.
Duration of storm = 3 Hour(s)
User Entered Base Flow 0.00(CFS)
r 2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2]
41.73 0.70 29.21
100 YEAR Area rainfall data:
Area('Ac.)[1] Rainfall(In) [21 Weighting[1 *2]
41.73 2.80 116.84
STORM EVENT (YEAR) = 100.00
Area Averaged.-2-Year Rainfall = 0.700(In)
Area Averaged 100 -Year Rainfall = 2.800(In)
Point rain (area averaged) .= 2.800(In)
Areal adjustment factor.= 99.98
Adjusted average point rain = 2.799(In)
Sub -Area Data:
Area(Ac.) Runoff.Index Impervious I
6`.160 93.00 0.950
7.950 78.00 0.050
6.150 32.00 0.700
13.730 56.00 0.700
�. 3.360 .56.00 0.600
0.380 56.00 0.050
4.000 58.00 0.100
i Total Area Entered = 41.73(Ac.)
RI
RI Infil. Rate Impervious
Adj. Infil. Rate Area% F
1
AMC2 AMC -2
(In /Hr) (Dec.)
(In /Hr)
(Dec.) (In /Hr)
93.0
93.0
0.091 0.950
0.013
0.148 0.002
78.0
78.0
0.268 0.050
0.256
0.191 0.049
32.0
32.0
0.742 0.700
0.275
0.147 0.040
56.0
56.0
0.511 0.700
0.189
0.329 0.062
56.0
56.0
0.511 0.600
0.235
0.081 0.019
56.0
56.0
0.511 0.050
0.488
0.009 0.004
58.0
58.0
0.490 0.100
0.446
0.096 0.043
Sum (F) = 0.219
Area averaged mean soil loss (F)
(In /Hr) = 0.219
Minimum soil loss rate ((In /Hr))
= 0.110
(for 24
hour storm duration)
Soil low
--------------------------------
loss rate (decimal) =
0.420
-------------------------------------
U
Combination of 'S' Curves:
VALLEY 'S'
Curve Percentage
= 85.00
FOOTHILL
'S' Curve Percentage = 0.00
MOUNTAIN
'S' Curve Percentage = 15.00
--------------------------------------------------------------------
DESERT 'S'
Curve Percentage
= 0.00
Unit Hydrograph Data
---------------------------------------------------------------------
Unit time period Time % of lag
Distribution
Unit Hydrograph
(hrs)
---------------------------------------------------------------------
Graph %-
(CFS)
1
0.167
350.296
60.642
25.504
i
2
0.333
700.593
34.204
14.385
3
0.500
1050.889
5.154
2.167
-----------------------------------------------------------------------
Sum
= 100.000 Sum=
42.056
Unit Time
Pattern
Storm Rain
Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max Low
(In /Hr)
1
0.17
2.60
0.437
0.219 - --
0.22
2
0.33
2.60
0.437
0.219 - --
0.22
3
0.50
3.30
0.554
0.219 - --
0.33
4
0.67
3.30
0.554
0.219 - --
0.33
5
0.83
3.30
0.554
0.219 - --
0.33
6
1.00
3.40
0.571
0.219 - --
0.35
7
1.17
4.40
0.739
0.219 - --
0.52
8
1.33
4.20
0.705
0.219 - --
0.49
9
1.50
5.30
0.890
0.219 - --
0.67
10
1.67
5.10
0.857
0.219 - --
0.64
11
1.83
6.40
1.075
0.219 - --
0.86
12
2.00
5.90
0.991
.0.219 - --
0.77
13
2.17
7.30
1.226
0.219 - --
1.01
14
2.33
8.50
1.428
0.219 - --
1.21
15
2.50
14.10
2.368
0.219 - --
2.15
16
2.67
14.10
2.368
0.219 - --
2.15
17
2.83
3.80
0.638
0.219 - --
0.42
18
3.00
2.40
0.403
0.219 - --
0.18
Sum =
100.0
Sum = 12.8
Flood
volume =
Effective rainfall
2.14(In)
times area
41.7(Ac.) /[(In) /(Ft.)]
= 7.4(Ac.Ft)
Total
soil loss
= 0.66(In)
Total soil loss = 2.289(Ac.Ft)
Total rainfall = 2.80(In)
Flood volume = 324355.0 Cubic Feet
Total soil loss = 99711.2 Cubic Feet
Peak flow rate of this hydrograph = 88.383(CFS)
+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
-
-------
- - - - - - - - - - - - - - - - - - -
Hydrograph in
- - - -
10
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Minute intervals ((CFS))
- - - -
--------------------------------------------------------------------
Time(h+m)
-----------------------------------
Volume Ac.Ft
Q(CFS)
0
22.5 45.0 67.5
90:0
.0+10
0.0764
5.54
V Q
----
---------------------------------
I I
0. +20
0.1958
8.67
V Q
I
0 +30
0.3631
12.14
IV
Q
I
0 +40
0.5537
13.84
I V
Q
I
0 +50
0.7478
14.09,
V Q
I �.
1+ 0
0.9478
14.52
I
VQ
1 +10
1.2101
19.05
V
Q
1 +20
1.4945
20.64
I
VQI
1 +30
1.8421
25.24
VIQ i. I
1 +40
2.2136
26.97
I
Q I I
1 +50
2.6607
32.46
I
I Q I I
2+ 0
,3.1205
33.38
I
I Q V I I
2 +10
3.6529
38.65
I
I Q VI
2 +20
4.3002
47.00.
I
I Q V I
2 +30
5.3251
74.41
I
I V I Q
'2 +40 a
a6 542 "5
8T8 �8 "
�
_
III. _
f
.fix ..I °i1s�3:,"tiae:•.'��'a4'.i ,y ,��' ..]Yi. Sf"Uf)
,Q��.`�'
2 +50
7.1800
46.28
I.
I Q I
.3+ 0
7.3917
15.38
I
Q
I I I
VI
3 +10
7.4407
3.55
IQ
I
I I
VI
U n i t H y d r g'r a p h A n a l y
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 02/24/08 File: 69400B120nUhA116100.out
++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------
Drainage Area =
Drainage Area for De,,
0.0.65 Sq. Mi..
Length along longest
Length along longest
Length along longest
Length along longest
------------------------------------------------
41.73(Ac.) = 0.065 Sq. Mi.
oth -Area Areal Adjustment = 41.73(Ac.)
watercourse = 2065.00(Ft.)
watercourse measured to centroid = 1000.00(Ft.)
watercourse = 0.391 Mi.
watercourse measured to centroid = 0.189 Mi.,
Difference.in elevation = 412.00(Ft.)
Slope along watercourse = 1053.4431 Ft, /Mi.
Average Manning's 'N' = 0.020
Lag time = 0.048 Hr.
Lag time = 2.85 Min.
25% of lag time = 0.71 Min.
40% of lag time 1:14 Min.
Unit time = 15.00 Min.
Duration of storm.= 6 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2]
41.73 1.00. 41.73
100 YEAR Area rainfall data:
Area (Ac .) [1] Rainfall (•In) [2] Weighting [1 *2]
41.73 3.40 141.88
STORM EVENT (YEAR) = 100.00
Area.Averaged 2 -Year Rainfall = 1.000(In)
Area Averaged 100- Year.Rainfall = 3.400(In)
Point rain (area averaged) = 3.400(In)
Areal adjustment factor 99.99 %
Adjusted average.point rain = 3.400(In)
Sub -Area Data:
Area(Ac.) Runoff Index Impervious 96
6.160 93.00 0.950
7.950 78.00 0.050
6.150 .32.00 0.700
13.730 56.00 0.700
3.360 56.00 0.600
0.380 56.00 0.050
4.000 58.00 0.100
Total Area Entered = 41.73(Ac.).
RI
RI Infil. Rate Impervious
Add. Infil. Rate Areal F
AMC2 AMC -2 (In /Hr) (Dec. %)
(In /Hr)
(Dec.) (In /Hr)
93.0
93.0 0.091 0.950
0.013
0.148 0.002
78.0
78.0 0.268 0.050
0.256
0.191 0.049
32.0
32.0 0.742 0.700
0.275
0.147 0.040
56.0
56.0 0.511 0.700
0.189
0.329 0.062
56.0
56.0 0.511 0.600
0.235
0.081 0.019
56.0
56.0 0.511 0.050
0.488
0.009 0.004
58.0
58.0 0.490 0.100
0.446
0.096 0.043
Sum (F) = 0.219
Area averaged
mean soil loss (F)
(In /Hr) = 0.219
Minimum
soil loss rate ((In /Hr))
= 0.110
(for 24
hour storm duration)
Soil low
---- ----
loss rate (decimal) =
-----
0.420
----- ---------- -- --------
U
-------------------------------
Combination of 'S' Curves:
VALLEY 'S' Curve Percentage
= 85.00
FOOTHILL 'S' Curve Percentage
= 0.00
MOUNTAIN S Curve Percentage
15.00
DESERT 'S' Curve Percentage
= 0.00
- - - - --
----- ---- ------ -----------g-
Unit Hydrograph Data
-------- -------------------------
---------------------------------------------------------------------
Unit time period Time % of lag
Distribution
Unit Hydrograph
Mrs)
Graph %
(CFS)
---------------------------------------------------------------------
1
0.250 525.445
71.313
29.991
2
0.500 1050.889
28.687
12.065
Sum
= 100.000 Sum= 42.056
Unit
Time
Pattern Storm Rain
Loss rate(In. /Hr)
Effective
(Hr.)
Percent (In /Hr)
Max Low
(In /Hr)
1
0.25
1.70 0.231
0.219 - --
0.01
2
0.50
1.90 0.258
0.219 - --
0.04
3
0.75
2.10 0.286
0.219
0.07
4
1.00
2.20 0.299
0.219 - --
0.08
5
1.25
2.40 0.326
0.219 - --
0.11
6
1.50
2.40 0.326
0.219
0.11
7
1.75
2.40 0.326
0.219 - --
0.11
8
2.00
2.50 0.340
0.219 - --
0.12
9
2.25
2.60 0.354
0.219 - --
0.13
10
2.50
2.70 0.367
0.219 - --
0.15
11
2.75
2.80 0.381
0.219 - --
0.16
12
3.00
3.00 0.408
0.219 - --
0.19
13
3.25
3.20 0.435
0.219
0.22
14
3.50
3.60 0.490
0.219
0.27
15
3.75
4.30 0.585
0.219 - --
0.37
16
4.00
4.70 0.639
0.219 - --
0.42
17
4.25
5.40 0.734
0.219
0.51
18
4.50
6.20 0.843
0.219 - --
0.62
19
4.75
6.90 0.938
0.219 - --
0.72
20
5.00
7.50 1.020
0.219 - --
0.80
,�-
21
5.25
10.60 1.441
0.219 - --
1.22
22
5.50
14.50 1.972
0.219 - --
1.75
`�
23
5.75
3.40 0.462
0.219 - --
0.24
24 6.00 1.00 0.136 0.219 0.057 0.08
Sum = 100.0 Sum = 8.5
Flood volume = Effective rainfall 2.12(In)
times area 41.7(Ac.) /[(In) /(Ft.)] = 7.4(Ac.Ft)
Total soil loss = 1.28(In)
Total soil loss = 4.437(Ac.Ft)
Total rainfall = 3.40(In)
Flood volume = 321681.7 Cubic Feet
Total soil loss = 193276.0 Cubic Feet
Peak flow rate of this hydrograph = 67.331(CFS)
+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Hydrograph in 15 Minute intervals ((CFS))
------------- =------------------------------------------------------
Time(h+m) Volume Ac.Ft Q(CFS) 0 17.5 35.0 52.5 70.0
0 +15
0.0073
0.35
.Q
0 +30
.0.0344
1.31
Q I �.
0 +45
0.0851
2.45
VQ
1+ 0
0.1510
3.19
VQ
1 +15
0.2372
4.17
VQ
1 +30
0.3302
4.50
IVQ
1 +45
0.4231
4.50
I Q
2+ 0
0.5245
4.91
I Q
2 +i5
0.6378
5.48
I Q
2 +30
0.7628
6.05
QV
2+45
0.8997
6.62
QV
3+ 0
1.0568
7.60
QV
3 +15
1.2375
8.75
I Q V
3 +30
1.4588
10.71
QV
3 +45
1.7527
14.22
QVI I
4+ 0
2.1040
17.00
Q V I
4 +15
2.5278
20.52
IQ V I
4 +30
3.0429
24.93
I I Q V I
4 +45
3.6441
29.10
Q VI
5+ 0
4.3196
32.70
I I Q V
5 +15
5.2769
46.33
Q V
5 +45 7.2556 28.44 I I Q I I V
6+ 0 7.3651 5.30 Q I V
1
1
1
u'° 1
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.90'
Study date 02/24/08 File: 69400B12OnUhAll24100.out
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + +. ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
-- - - - - - - - - - - - - - - - - - - -.- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - -
Drainage Area = 41.73(Ac.) = 0.065 Sq, Mi.
Drainage Area for Depth - Area -Areal Adjustment= 41.73(Ac.) _
0.065 Sq.. Mi
Length along longest watercourse = 2065.00(Ft.)
Length along longest watercourse measured to centroid = 100.0.00(Ft '.).
Length along longest watercourse = 0.391 Mi.
Length along longest watercourse measured to centroid = 0.189 Mi:
Difference in elevation = 412.00(Ft.)
Slope along watercourse = 1053.4431 Ft. /Mi.
Average Manning's 'N' ='0.020
Lag time = 0.048 Hr.
Lag time = 2.85 Min.
25% of lag time•= 0.71 Min.
40% of lag time = 1.14 Min.
Unit time = 30.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2]
41.73 1.60 66.77
100 YEAR Area rainfall data.:
Area (Ac. ) [1] Rainfall (In) [2] Weighting [l *.2]
41.73 4.50 187.79
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 1.600(In)
Area Averaged 100 -Year Rainfall = 4.500(In)
Point rain (area averaged) = 4'.500(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain•= 4.500(in)
Sub =Area Data:
Area.(Ac.) Runoff Index impervious %
6..160 93.00 0•.950
7.950 78.00 0.050
6:150 32.00 0.700
13.730 56.00 0.700
3.360 56.00 0.600
0.380 56.00 0.050
4.000 58.00 0.100
Total Area Entered = 41.73(Ac.)
RI
RI Infil. Rate Impervious
Adj. Infil. Rate Area% F
AMC2 AMC -2 (In
/Hr) (Dec. %)
(In /Hr)
(Dec.) (In /Hr)
93.0
93.0
0.091 0.950
0.013
0.148 0.002
78.0
78.0
0.268 0.050
0.256
0.191 0.049
32.0
32.0
0.742 0.700
0.275
0.147 0.040
56.0
56.0
0.511 0.700
0.189
0.329 0.062
56.0
56.0
0.511 0.600
0.235
0.081 0.019
56.0
56.0
0.511 0.050
0.488
0.009 0.004
58.0
58.0
0.490 0.100
0.446
0.096 0.043
Sum (F) = 0.219
Area averaged
mean
soil loss (F)
(In /Hr) =
0.219
Minimum soil loss
rate ((In /Hr))
= 0.110
(for 24
hour storm
duration)
Soil low
loss rate
(decimal) =
0.420
---------------------------------------------------------------------
U n
i t H y d r o g
r a p h
Combination of 'S' Curves:
VALLEY 'S'
Curve Percentage
= 85.00
FOOTHILL 'S'
Curve Percentage
= 0.00
MOUNTAIN 'S'
Curve Percentage
= 15.00
--------------------------------------------------------------------
DESERT 'S'
Curve Percentage
= 0.00
Unit
Hydrograph Data
---------------------------------------------------------------------
Unit time period Time %' of lag
Distribution
Unit Hydrograph
(hrs)
Graph %
(CFS)
---------------------------------------------------------------------
1
0.500
1050.889
100.000
42.056
Sum = 100.000
Sum=
42.056
Unit
Time
Pattern
Storm Rain
Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max
Low
(In /Hr)
1
0.50
0.50
0.045
0.385
0.019
0.03
2
1.00
0.70
0.063
0.376
0.026
0.04
3
1.50
0.60
0.054
0.367
0.023
0.03
4
2.00
0.70
0.063
0.359
0.026
0.04
5
2.50
0.80
0.072
0.350
0.030
0.04
6
3.00
1.00
0.090
0.342
0.038
0.05
7
3.50
1.00
0.090
0.333
0.038
0.05
8
4.00
1.10
0.099
0.325
0.042
0.06
9
4.50
1.30
0.117
0.317
0.049
0.07
10
5.00
1.50
0.135
0.309
0.057
0.08
11
5.50
1.30
0.117
0.301
0.049
0.07
12
6.00
1.60
0.144
0.293
0.060
0.08
13
6.50
1.80
0.162
0.285
0.068
0.09
14
7.00
2.00
0.180
0.278
0.076
0.10
15
7.50
2.10
0.189.
0.270
.0.079
0.11
16
8.00
2.50
0.225
0.263
0.094
0.13
17
8.50
3.00
0.210.
0.255
- --
0.01
18
9.00
3.30
0.297
0.248
- --
0.05
19
9.50
3.90
0.351
0.241
- --
0.11
20
10.00
4.30
0.387
0.235
- --
0.15
21
10.50
3.00
0.270
0.228.
- --
0.04
22
11.00
4.00
0.360
0.221
- --
0.14
23
11.50
3.80
0.342
0.215
- --
0.13
24
12.00
3.50
0.315
0.208
- --
0.11
25
12.50
5.10
0.459
0.202
- --
0.26
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
13.00
5.70
0.513
0.196
- --
0.32
13.50
6.80
0.612
0.190
- --
0.42
14.00
4.60
0.414
0.185
- --
0.23
14.50
5.30
0.477
0.179
- --
0.30
15.00
5.10
0.459
0.174
- --
0.29
15.50
4.70
0.423
0.168
- --
0.25
16.00
3.80
0.342
0.163
- --
0.18
16.50
0.80
0.072
0.158
0.030
0.04
17.00
0.60
0.054
0.153
0.023
0.03
17.50
1.00
0.090
0.149
0.038
0.05
18.00
0.90
0.081
0.144
0.034
0.05
18.50
0.80
0.072
0.140
0.030
0.04
19.00
0.50
0.045
0.136
0.019
0.03
19.50
0.70
0.063
0.132
0.026
0.04
20.00
0.50
0.045
0.129
0.019
0.03
20.50
0.60
0.054
0.125
0.023
0.03
21.00
0.50
0.045
0.122
0.019
0.03
21.50
0.50
0.045
0.119
0.019
0.03
22.00
0.50
0.045
0.117
0.019
0.03
22.50
0.50
0.045
0.115
0.019
0.03
23.00
0.40
0.036
0.113
0.015
0.02
23.50
0.40
0.036
0.111
0.015
0.02
24.00
0.40
0.036
0.110
0.015
0.02
Sum =
100.0
Sum =
4.6
Flood
volume = Effective rainfall
2.28(In)
times
area
41.7(Ac.) /[(In) /(Ft.)]
= 7.9(Ac.Ft)
Total
soil loss
= 2.22(In)
Total
soil loss
= 7.733(Ac.Ft)
Total
rainfall =
4.50(In)
Flood
volume =
344775.2 Cubic Feet
Total
soil loss
= 336828.8 Cubic Feet
Peak
flow rate
of this hydrograph =
17.740(CFS)
+++++±+++++++++++++++++++++++++++++++ + +
+ + + + + + + + + + + + + + + + + + + + + + + + + + + ++
-- - - -
- - - - - - - - - - - - - - - - - - - - - -
Hydrograph in
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
30 Minute intervals ((CFS))
--------------------------------------
Time(h+m)
-----------------------------------------------------------------------
Volume Ac.Ft
Q(CFS)
------------------------------
0 5.0 10.0 15.0 20.0
0+30
0.0454
1.10
V Q
1+ 0
0.1089
1.54
V Q
1 +30
0.1634
1.32
V Q
2+ 0
.0.2269
1.54
V Q
2 +30
0.2995
1.76
IV Q
3+ 0
0.3902
2.20
IV Q
3 +30
0.4810
2.20
V Q
4+ 0
0.5808
2.42
I V Q
4 +30
0.6988
2.86
V Q
5+ 0
0.8349
3.29
V Q
5 +30
0.9529
2.86
VQ
6+ 0
1.0981
3.51
V Q
6 +30
1.2615
3.95
VQ
7+ 0
1.4430
4.39
VQ
7 +30
1.6336
4.61
1 VQI
8+ 0
1.8605
5.49
1 VQ
Time(h +m)
Volume Ac. Ft Q(CFS)
0
5.0
10.0
15.0 20.0
8 +30
1.8857
0.61
Q
VI
I
9+ 0
1.9703
2.05
IQ
VI
9 +30
2.1608
4.61
I
QV
I
10+ 0
2.4259
6.41
I
I Q
I
10 +30
2.4992
1.77
I Q
I V
I
11+ 0
2.7405
5.84
IQ
I
11 +30
2.9617
5.35
i
V
I
12+ 0
3.1469
4.48
I
Q I V
I
12 +30
3.5933
10.80
I
I
V.IQ
13+ 0
4.1440
13.33
V Q
�t13m3��+4���7:1
4
1717w4 I�I, s�i 7I
14+ 0
5.2759
9.65
I
I
QI V
14 +30
5.7939
12.54
VI
15+ 0
6.2901
12.01
I
I
I QQ
V
15 +30
6.7329
10.72
I
I
IQ
I V
16+ 0
7.0437
7.52
Q
16 +30
7.1163
1.76
I Q
I
I
I V
17+ 0
7.1708
1.32
Q
I
I
I V
17 +30
7.2615
2.20
Q
I
I
I V
18+ 0
7.3432
1.98
I Q
I
I
I V
18 +30
7.4158
1.76
I Q
I
I
I V
19+ 0
7.4612
1.10
I Q
I
I
I V
19 +30
7.5247
1.54
I Q
I
I
I V
20+ 0
7.5701
1.10
I Q
I
I
I' V
20 +30
7.6245
1.32
I Q
I
I
I V
21+ 0
7.6699
1.10
I Q
I
I
I V
21 +30
7.7153
1.10
I Q
I
I
I V
22+ 0
7.7607
1.10
22 +30
7.8060
1.10
I Q
I
I
I VI
23+ 0
7.8423
0.88
IQ
I
I
I VI
23 +30
7.8786
0.88
IQ.
I
V1
U h A n a 1y s i s
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 04/12/07 File: 69400A30Uh2424100.out
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
---------------------------------------------------------------------
;Tract 35060:.- KIDS 69400 Re tent on Basin, 3 Area,:.,A30
File 69400A30Uh _
Drainage Area = 0.50(Ac.) = 0.001 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 0.50(Ac.
Length along longest watercourse = 840.00(Ft.)
Length along longest watercourse measured to centroid =
Length along longest watercourse = 0.159 Mi..
Length along longest watercourse measured to centroid =
Difference in elevation = 6.00(Ft.)
Slope along watercourse = 37.7143 Ft. /Mi.
= 0.001 Sq. Mi.
400.00(Ft.)
0.076 Mi.
Average Manning's 'N' = 0.015
Lag time = 0.034 Hr.
Lag time = 2.02 Min.
250 of lag time = 0.51 Min.
40% of lag time = 0.81 Min.
Unit time :15 00 Min. v
Duration of storm 24 Hour'(s)y
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area (Ac. ) [1] Rainfall (In) [2) Weighting [1 *2)
0.50 1.60 0.80
100 YEAR Area rainfall data:
Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2J
0.50 4.50 2.25
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 1.600(In)
Area Averaged 100 -Year Rainfall = 4.500(In)
Point rain (area averaged) = 4.500(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 4.500(In)
Sub: =Are.a Data:
Area(Ac.) Runoff Index Impervious %
0.500 56.00 0.200
Total Area Entered = 0.50(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -2 (In /Hr) (Dec.%) (In /Hr) (Dec.) (In /Hr)
56.0 56.0 0.511 0.200 0.419 1.000 0.419
Area averaged mean soil loss (F) (In /Hr) = 0.419
Minimum soil loss rate ((In /Hr)) = 0.209
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.400
-
- - - - - -
- - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Un �'t�Hyd�r3o *g,raP h
- -=- - - - - - - - - - - -
3. .tat�tLYv.n°lA....w.b�n'X1::,i
Er. , b �•?iaw'w..nr:A.Y.. 2c........�"
VALLEY S -Curve
--------------------------------------------------------------------
�r�:ss
Uni tHydr "ograp'hData
---------------------------------------------------------------------
Unit
time period
Time ; of
lag Distribution Unit
Hydrograph
-------------------------7-------------------------------------------
(hrs)
Graph %
(CFS)
1
0.250
741.936
79.726
0.402
2
0.500
1483.872
20.274
0.102
----------------------------------------------
Sum = 100.000
Sum=
0.504
Unit
Time
Pattern
Storm Rain
----
Loss rate(In.
---------------------
/Hr)
Effective
(Hr-.)
Percent
(In /Hr)
Max
Low
(In /Hr)
1
0.25
0.20
0.036
0.740
0.014
0.02
2
0.50
0.30
0.054
0.731
0.022
0.03
3
0.75
0.30
0.054
0.723
0.022
0.03
4
1.00
0.40
0.072
0.714
0.029
0.04
5
1.25
0.30
0.054
0.706
0.022
0.03
6
1.50
0.30
0.054
0.697
0.022
0.03
7
1.75
0.30
0.054
0.689
0.022
0.03
8
2.00
0.40
0.072
0.681
0.029
0.04
9
2.25
0.40
0.072
0.672
0.029
0.04
10
2.50
0.40
0.072
0.664
0.029
0.04
11
2.75
0.50
0.090
0.656
0.036
0.05
12
3.00
0.50
0.090
0.648
0.036
0.05
13
3.25
0.50
0.090
0.640
0.036
0.05
14
3.50
0.50
0.090
0.632
0.036
0.05
15
3.75
0.50
0.090
0.624
0.036
0.05
16
4.00
0.60
0.108
0.616
0.043
0.06
17
4.25
0.60
0.108.
0.608
0.043
0.06
18
4.50
0.70
0.126
0.601
0.050
0.08
19
4.75
0.70
0.126
0.593
0.050
0.08
20
5.00
0.80
0.144
0.585
0.058
0.09
21
5.25
0.60
0.108
0.578
0.043
0.06
22
5.50
0.70
0.126
0.570
.0.050
0.08
23
5.75
0.80
0.144
0.563
0.058
0.09
24
6.00
0.80
0.144
0.555
0.058
0.09
25
6.25
0.90
0.162
0.548
0.065
0.10
26
6.50
0.90
0.162
0.541
0.065
0.10
27
6.75
1.00
0.180
0.533
0.072
'0.11
28
7.00
1.00
0.180
0.526
0.072
0.11
29
7.25
1.00
0.180
0.519
0.072
0.11
30
7.50
1.10
0.198
0.512
0.079
0.12
31
7.75
1.20
0.216
0.505
0.086
0.13
32
8.00
1.30
0.234
0.498
0.094
0.14
33
8.25
1.50
0.270
0.491
0.108
0.16
34
8.50
1.50
.0.270
0.484
0.108
0.16
35
8.75
1.60
0.288
0.477
0.115
0.17
36
9.00
1.70
0.306
0.471
0.122
0.18
37
9.25
1.90
0.342
0.464
0.137
0.21
38
9.50
2.00
0.360
0.457
0.144
0.22
39
9.75
2.10
0.378
0.451
0.151
0.23
Unit
Time
Pattern
Storm Rain
Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max I
Low
(In /Hr)
40
10.00
2.20
0.396
0.444
0.158
0.24
41
10.25
1.50
0.270
0.438
0.108
0.16
42
10.50
1.50
0.270
0.432
0.108
0.16
43
10.75
2.00
0.360
0.425
0.144
0.22
44
11.00
2.00
0.360.
0.419
0.144
0.22
45
11.25
1.90
0.342
0.413
0.137
0.21
46
11.50
1.90
0.342
0.407
0.137
0.21
47
11.75
1.70
0.306
0.401
0.122
0.18
48
12.00
1.80
0.324
0.395
0.130
0.19
49
12.25
2.50
0.450
0.389
- --
0.06
50
12.50
2.60
0.468
0.383
- --
0.08
51
12.75
2.80
0.504
0.377
- --
0.13
- 52
13.00
2.90
0.522
0.372
- --
0.15
53
13.25
3.40
0.612
0.366
- --
0.25
54
13.50
3.40
0.612
0.361
- --
0.25
55
13.75
2.30
0.414
0.355
- --
0.06
56
14.00
2.30
0.414
0.350
- --
0.06
57
14.25
2.70
0.486
0.344
- --
0.14
58
14.50
2.60
0.468
0.339
0.13
59
14.75
2.60
0.468
0.334
- --
0.13
60
15.00
2.50
0.450
0.329
- --
0.12
61
15.25
2.40
0.432
0.324
0.11
62
15.50
2.30
0.414
0.319
- --
0.10
63
15.75
1.90
0.342
0.314
- --
0.03
64
16.00
1.90
0.342
0.309
- --
0.03
65
16.25
0.40
0.072
0.304
0.029
0.04
66
16.50
0.40
0.072
0.300
0.029
0.04
67
16.75
0.30
0.054
0.295
0.022
0.03
68
17.00
0.30
0..054
0.291
0.022
0.03
69
17.25
0.50
0.090
0.286
0.036
0.05
70
17.50
0.50
0.090
0.282
0..036
0.05
71
17.75
0.50
0.090
0.278
0.036
0.05
72
18.00
0.40
0.072
0.274
0.029
0.04
73
18.25
0.40
0.072
0.270
0.029
0.04
74
18.50
0.40
0.072
0.266
0.029
0.04
75
18.75
0.30
.0..054
0.262
0.022
0.03
76
19.00
0.20
0..036
0.258
0.014
0.02
77
19.25
0.30
0.054
0.255
0.022
0.03
_ 78
19.50
0.40
0.072
0.251
0.029
0.04
79
19.75
0.30
0.054
0.248
0.022
0.03
80
20.00
0.20
0.036
0.244
0.014
0.02
81
20.25
0.30
0.054
0.241
0.022
0.03
82
20.50
0.30
0.054
0.238
0.022
0.03
83
20.75
0.30
0.054
0.235
0.022
0.03
84
21.00
0.20
0.036
0.232
0.014
0.02
85
21.25
0.30
0.054
0.229
0.022
0.03
86
21.50
0.20
0.036
0.227
0.014
0.02
87
21.75
0.30
0.054
0.224
0.022
0.03
88
22.00
0.20
0.036
0.222
0.014
0.02
89
22.25
0.30
0.054
0.220
0.022
0.03
90
22.50
0.20
0.036
0.218
0.014
0.02
91
22.75
0.20
0.036
0.216
0.014
0.02
92
i
23.00
0.20
0.036
0.214
0.014
0.02
Unit Time
Pattern
Storm Rain Loss rate(In. /Hr)
Effective
i:�.•.".�Ui.t.4 .L_ w
(Hr.) Percent
(In /Hr) Max I Low
(In /Hr)
1 93
23.25
0.20
0.036 0.213 0.014
0.02
94
23.50
0.20
0.036 0.211 0.014
0.02
95
23.75
0.20
0.036 0.210 0.014
0.02
96
24.00
0.20
0.036 0.210 0.014
0.02
Sum =•
100.0
Sum
= 8.2
Flood
volume = Effective rainfall 2.05(In)
times
area
0.5(Ac.) /[(In) /(Ft.)] = 0.1(Ac.Ft)
Total
soil loss
= 2.45(In)
Total
soil loss
= 0.102(Ac.Ft)
Total
rainfall =
4.50 (In)
Flood
volume =
3718.1 Cubic Feet
Total
--------------------------------------------------------------------
soil loss
= 4449.4 Cubic Feet
Peak
-------------------------------------=------------------------------
flow rate
of this hydrograph = 0.126(CFS)
+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + +
+ + + + + + + + + + + + ++
--------------------------------------------------------------------
Hydrograph'` ins N15 ' 'Minute rote` rival "s j (CCFS9) jr
- - - - - -
.fii! ..1..- ....d,.. . .k.- %
i:�.•.".�Ui.t.4 .L_ w
w1,j .wt )
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
( ) �. 4 (CFS 0 'x r2° ;5Z
Time h +m Volumev, Ft Mr `J
7 +30
0.0200
0.06
Q
VI
7 +45
0.0213
0.06
Q
VI
8+ 0
0.0228
0.07
Q
V
8 +15
0.0244
0.08
Q
V
8 +30
0.0261
0.08
Q
I V
8 +45
0.0279
0.09
Q
I V
9+ 0
0.0298
0.09
Q
I V
9 +15
0.0319
0.10
Q
I V
9 +30
0.0341
0.11
Q
I V
9 +45
0.0364
0.11
Q
I V
10 +15
0.0407
0.09
Q
I VI
10 +30
0.0424
0.08
Q
I VI
10 +45
0.0445
0.10
Q
I V
11+ 0
0.0468
0.11
Q
I IV
11 +15
0.0490
0.10
Q
I I V
11 +30
0.0511
0.10
Q
I I V
11 +45
0.0530
0.09
Q
I I V
12 +.0
0.0551
0.10
Q
I I V
12 +15
0.0560
0.04
Q
I I V
12 +30
0.0568
0.04
Q
I I V
12 +45
0.0580
0.06
Q
I I V
13+ 0
0.0595
0.07
Q
I I V
13 +15
0.0619
0.11
Q
I I
VI
13 +30
0.0645
0.13
Q
I I
V
13 +45
0.0655
0.05
Q
I I
V
14+ 0
0.0662
0.03
Q
I I
V
14 +15
0.0675
0.06
Q
I I
IV
14 +30
0.0689
0.07
Q
I I
I V
14 +45
0.0703
0.07
Q
I I
I V
15+ 0
0.0715
0.06
Q
I I
I V
15 +15
0.0727
0.06
Q
I I
I V
15 +30
0.0737
0.05
Q
I I
I V
15 +45
0.0742
0.02
Q
I I
I V
16+ 0
0.0745
0.02
Q
I I
I V
16 +15
0.0749
0.02
Q
I I
I V
16 +30
0.0754
0.02
Q
I I
I V
16 +45.
0.0757
0.02
Q
I I
I V
17+ 0
0.0761
0.02
Q
I I
I V
17 +15
0.0766
0.03
Q
I I
I V
17 +30
0.0771
0.03
Q
I I
I V
17 +45
0.0777
0.03
Q
I I
I V
18+ 0
0.0782
0.02
Q
I I
I V
18 +15
0.0786
0.02
Q
I I
I V
18 +30
0.0791
0..02
Q
I I
I V
18 +45
0.0794
0.02
Q
I I
I V
19+ 0
0.0797
0.01
Q
I I
I V
19 +15
0.0800
0.02
Q
I I
I V
19 +30
0.0804
0.02
Q
I I
I V
19 +45
0.0808
0.02
Q
I I
I V
20+ 0
0.0810
0.01
Q
I I
I V
20 +15
0.0813
0.02
Q
I I
I V
20 +30
0.0817
0.02
Q
I I
I V-1
20 +45
0.0820
0.02
Q
21+ 0
0.0823
0.01
Q i
I I V
21 +15
0.0826
0.02
Q
21 +30
0.0828
0.01
Q
I I V
21 +45
0.0831
0.02
Q
I I V
22+ 0
0.0834
0.01
Q
I I VI
22 +15
.0.0837
0.02
Q I
I I VI
22 +30
0.0840
0.01
Q
VI
22 +45
0.0842
0.01
Q I
I VI
23+ 0
0.0844
0.01
Q I
I I VI
23 +15
0.0846
0.01
Q
I I VI
23 +30
0.0849
0.01
Q I
I I VI
23 +45
0.0851
0.01
Q
VI
24+ 0
0.0853
0.01
Q I
VI
' >t� ` 'P •,s, r� •. r ,,Ur�d'n i t ' H *. ��C� r-• :sr.'�r t k --i }.:, Ai n w"' , t ,
,, y o„.q . r. a p�,h . - an {�.1�'y, $,.•i fs �. �• ":
Copyright (c) CIVILCADD /CIVILDESIGN, 1989- 2004, Version 7.0
Study date 02 /19 /08'File: 69400B4UHA111100.0ut
++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License 'Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
�,.7�y��,�T�he Esta�t "�s; ��' ,g�S ` 6fi94OOv �W Re�tentBa�si.n ;4g¢:`,, ;� ",�,� ,�.���•�+� �..
,� .. a��s t r' ain c >. 8 , T� • ®J�S,!� t e� �� -���I�N �i '� i .+ � �.; i Y:A .:� �" �
•a ,F, i
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Drainage Area = 41.19(Ac.) = 0.064 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 41.19(Ac.) = 0.064 Sq
Length along longest watercourse = . 1750.00(Ft.) „
Length along longest watercourse measured to centroid = 960.00(Ft.)
Length along longest watercourse = 0.331 Mi.
Length along longest watercourse measured to centroid 0.182 Mi.
Difference in elevation = 530.•00(Ft.)
Slope along watercourse = 1599.0857 Ft.. /Mi.
Average Manning's 'N' = 0.040
Lag time = 0.081 Hr.
Lag time = 4.88 Min.
25%-,of lag time = 1.22 Min.
Mi.
user Ente.rea Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area (Ac.) [1] Rainfall (In) [2] Weighting [l *2]
41.19 0.50
20.59
100 YEAR Area rainfall data:
Area (Ac.) [1] Rainfall (In) [2]. Weighting [1 *2]
41.19 2.20
90.62
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall 0.500(In)
Area Averaged 100 -Year Rainfall= 2.200(In)
Point rain (area averaged) _ 2.200(In)
Areal adjustment factor = 99.96
Adjusted average point rain, 2.199(In)
Sub -Area Data:
Area(Ac.) Runoff Index Impervious
21.760 93.00 0.950
18.030 78.00 0.050
0.410 56.00 0.050
0.680 56.00 0.500
0.310 56.00 0.760
Total Area Entered= 41.19(Ac.)
RI- RI Infil. Rate Impervious. Adj. Infil.
Rate Area%
F
AMC2 AMC -2 (In /Hr) (Dec,$) (In /Hr)
(Dec.)
(In /Hr)
93.0 93.0 0.091 0.950 0.013
0.528
0.007
78.0 78.0 0.268 0.050 0.256.
0.438
0.112
56.0 56.0 0.511 0.050 0.488-
0.010
0.005
56.0 56.0 0.511 0.500 0.281
0.017
0.005
56.0 56.0 ,0.511 0.760 0.161
0.008
0.001
Sum (F)=
0.130
Area averaged mean soil loss (F) (In /Hr) = 0.130
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Hydrograph in 10 Minute intervals ((CFS))
Time(h +m) Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0
0 +10 0.2205 16.01 V Q
0 +20 •0.6879. 33.94 V Q 1
0 +30 1.2.925 43.89 VQ
0 +40 2.1036 58.89 I 10 1 I I
1+ 0 6.0110 136.28 I I Q I V
1 +10 6,7006 50.07 I Q I V
1 +20 6.9541 18.41 -I Q I VI
1 +30 7.0840 9.43 IQ - I VI
Minimum soil loss rate ((In /Hr)) = 0.065
(for 24
hour storm
duration)
Soil low
loss rate
(decimal) = 0.470
Slope
----------.------------------------------------------------------------
of intensity-
duration curve for a 1 hour storm
= 0.5800
U n i t H y d r o g r a p
h
Combination of 'S' Curves:
VALLEY 'S'
Curve Percentage = 0.00
FOOTHILL 'S'
Curve Percentage = 0.00
MOUNTAIN 'S'
Curve Percentage = 53.00
--=------------------------
DESERT 'S'
Curve Percentage 47.00'
-----------------------------------------
Unit
Hydrograph Data
-------------7-------------------------------------------------------
Unit time period
Time % of lag Distribution Unit Hydrograph
(hrs)
Graph %
(CF8)
1
0.167
.205.068 42.836
17.782
2
0.333
410.136 40.449
16.791
3
0.500
615.203 9.470
3.931
4
0.667
820.271 4.465
1.853
5
0.833
1025.339 2.780
1.154
Sum = 100.000 Sum=
41.512
Unit Time
Pattern
Storm Rain Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr) Max Low
(In /Hr)
1
0.17
7.80
1.029 0.130 - --
0.90
2
0.33
9.00
1.188 0•.130 - --
1.06
3
0.50
10.60
1.399 0.130 - --
1.27
4
. 0.67
14.50
1.913 0.130 - --
1.78
5
0.83
47.60
6.281 0.130 - --
6.15
6
1.00
10.50
1.385 0.130 - --
1.26
Sum =
100.0
Sum
= 12.4
Flood
volume = Effective
rainfall 2.07(In)
times area
41.2(Ac.) /[(In) /(Ft.)) = 7.1(Ac.Ft)
Total
soil loss
= 0.13(In)
Total
soil loss=
0.445(Ac.Ft)
Total
rainfall =
2.20(In)
Flood
volume =
309451.2 Cubic Feet
Total
soil loss
= 19369.4 Cubic Feet
Peak
flow rate
of this hydrograph 147.399(CFS)
+++++++++++++++++++++++++++++++++++++
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Hydrograph in 10 Minute intervals ((CFS))
Time(h +m) Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0
0 +10 0.2205 16.01 V Q
0 +20 •0.6879. 33.94 V Q 1
0 +30 1.2.925 43.89 VQ
0 +40 2.1036 58.89 I 10 1 I I
1+ 0 6.0110 136.28 I I Q I V
1 +10 6,7006 50.07 I Q I V
1 +20 6.9541 18.41 -I Q I VI
1 +30 7.0840 9.43 IQ - I VI
U n i t H y d r o g rya p h A n a l y s i s
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version-7.0
Study date 02/19/08 File: 69400B4UHA113100.out
++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + +,
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
,English Units used'in output format
--------------------------------------------------------------
Drainage Area = 41.19(Ac.) = 0.064 Sq. Mi.
- - - - --
Drainage Area for Depth -Area Areal Adjustment = 41.19(Ac.) =
0.064 Sq. Mi.
Length along longest watercourse = 1750.00(Ft.)
Length along longest watercourse measured to centroid =
960.00(Ft.)
Length along longest 'watercourse = 0.331 Mi.
Length along longest watercourse measured to.centroid =
0:182 Mi.
Difference in elevation = 530.00(Ft.)
.Slope along watercourse = 1599.0857,Ft./Mi.•
Average Manning's 'N' = 0.040
Lag time = 0.081 Hr.
Lag time = 4.88 Min.
25% of lag time = 1:22 Min.
40% of lag time = 1.95 Min.
�� '3��r'�5����at�H� ' .A - 3 � wj. .ia w ' 3k�F' ' ", a a � �
'S
2,.•„�Ay .
.�,, �D�urarjtionsof� ,s•torm `3 H!our(a "���fit. ��, ,�_ ; � _ � � <�;; r
,_,r> r . Y�
User Entered Base Flow = 0.00,(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2]
41.19 0.70 28.83
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In) [21 Weighting[1 *2]
41.19 2.80 115.33
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 0.700(In)
Area Averaged 100 -Year Rainfall = 2.800(In)
Point rain (area'averaged) = 2.800(In)
Areal adjustment factor = 99.98 W
Adjusted average point rain = 2.799(In)
Sub -Area Data:
Area(Ac.) Runoff. Index Impervious
21.760, 93.00 0.950
18.030: 78.00 0.050
0.410 56.00 0.050
0.680 56.00 0.500
.0.310 56.00 0.760.
Total Area Entered = 41.19(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area%
F
AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.)
(In /Hr)
93 .0 93.0 0.091 0.950 0.013. 0.528
0.007
78.0 78.0 0.268 0.050 0.256 0.438
0.112
56.0 56.0 0.511 0.050 0.488 0.010
0.005
56.0 56.0 0.511 0.500 0.281 0.017
0.005
56.0 56.0 0.511 0.760 0.161 0.008
0.001
Sum (F)
= 0.130
Area averaged mean
soil loss (F) (In /Hr) = 0.130
Minimum soil loss
rate ((In /Hr)) = 0.065
(for 24 hour storm
duration)
Soil low loss rate
---------------------------------------------------------------------
(decimal) = 0.470
U
n i t H y d r o g r a p
h
Combination
of 'S' Curves:
VALLEY 'S' Curve
Percentage = 0.00
FOOTHILL 'S'
Curve Percentage = 0.00
MOUNTAIN 'S'.
Curve Percentage = 53.00
--------------------------------------------------------------------
DESERT 'S' Curve Percentage = 47.00
---------------------------------------------------------------------
Unit Hydrograph Data
Unit time period
Time % of lag Distribution Unit
Hydrograph
(hrs)
---------------------------------------------------------------------
Graph %
(CFS)
1
0.167
205.068 42.836
17.782
2
0.333
410.136 40..449
16.791
3
0.500
615.203 9.470
3.931
4
0.667
820.271 4.465
1.853
5
0.833
1025.339 2.780
1.154
-----------------------------------------------------------------------
Sum = 100.000 Sum=
41.512
Unit Time
Pattern
Storm.Rain Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr) Max I Low
(In /Hr)
1
0.17
2.60
0.437 0.130 - --
0.31
2
0.33
2.60
0.437 0.130 - --
0.31
3
0.50
3.30
0.554 0.130 - --
0.42
i 4
0.67
3.30
0.554 0.130 - --
0.42
5
0.83
3.30
0.554 0.130 - --
0.42
6
1.00
3.40
0.571 0.130 - --
0.44
7
1.17
4.40
0.739 0:130 - --
0.61
8
1.33
4.20
0.705 0.130 - --
0.58
9
1.50
5.30
0.890 0.130 - --
0.76
10
1.67
5.10
0.857 0.130 - --
0.73
11
1.83
6.40
1.075 0.130 - --
0.95
12
2.00
5.90
0.991 0.130 - --
0.86
13
2.17
7.30
1.226 0.130 - --
1.10
14
2.33
8.50
1.428 0.130 - --
1.30
15
2.50
14.10
2.368 0.130 - --
2.24
16
2.67
14.10
2.368 0.130 - --
2.24
17
2.83
3.80
0.638 0.130 - --
0.51
18
3.00
2.40
0.403 0.130 - --
0.27
Sum =
100.0
Sum =
14.5
Flood
volume = Effective
rainfall 2.41(In)
times area 41.2(Ac.)
/[(In) /(Ft.)] = 8.3(Ac.Ft)
Total
soil loss =
0.39(In)
Total
soil loss=
1.334(Ac.Ft)
Total
rainfall =
2.80(In)
Flood
volume =
360471.6 Cubic Feet
Total
soil loss =
58108.1 Cubic Feet
Peak
flow rate of
this hydrograph = 85.578(CFS)
i
+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
--------------
'
- - - - - - - -- -- ---- --- ------- ---------- ------- ------------
Hydrograph in 10 ,Minute intervals ((CFS))
Time(h+m)
-----------------------------------------------------
Volume Ac.Ft
Q(CFS) 0 22.5 45.0 67.5 90.0
0 +10
0.0753
5.47 V Q
0 +20
0.2216
10.63 V Q
0 +30
0.4134
13.93 IV Q
0 +40
0.6403
16.47 V Q
0 +50
0.8784
17.29. V Q
1+ 0
1.1237
17.80 V Q
1 +10
1.4158
21.21 V Q1
1 +20
1.7395
23.50 V Q
1 +30
2.1103
26.92 VQ
1 +40
2.5183
29.62 VQ
1 +50
2.9839
33.80 I VQ
2+ 0
3.4817
36.15 Q
2 +10
4.0317
39.93 Q VI
2 +20
4.6860
47.50 i i QV
2 +30
5.6315
68.64 1 V Q
•
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,. ,
`
IV
$�5 5 s n �rn.M � ' �I ;p • Te:% . 1-1, M tl � I ` , •..
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2 +50
7.6249
« _
59.14 I I i Q I V
3+ 0
8.0088
27.87 Q I I V
' 3 +10
.8.1924
13.33 Q I I I VI
3 +20
8.2559
4.60 1 Q I I I VI
3, +30
8.2709
1.09 Q V
8tk:2
4 1jN
pt k
- - - - - - - - - - -
- - - - - - - - - - - - - - -
:i +..n�SfG.
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -. .
A Urn �, � °t �� � �H � r�.d r.�''o � fr �Ra � .h ti.:
. • Y . - 4 � ,y P ��.• : A, ' n�, ;a:;. l ` .y....•s �i , s :< .> .;
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 02/19/08 File: 69400B4UHA116100.out
' +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + +t + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches.) Input. Values Used
English Units used in output format
■ ----------------=------------=------------------------- -------- - - - - --
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
---
Drainage Area = 41.19(Ac.) = 0.064 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 41.19(Ac.) = 0.064 Sq. Mi.
Length along longest watercourse = 1750.00(Ft.')
Length along longest watercourse measured to centroid = 960.00(Ft.)
Length along longest watercourse = 0.331 Mi.
Length along longest watercourse measured to centroid = 0.182 Mi.
Difference in elevation = 530.00(Ft.)
Slope along watercourse = 1599.0857 Ft. /Mi.
Average Manning's 'N' = 0.040
Lag time = 0.081 Hr.
' Lag time = 4.88 Min.
'25% of lag time = 1.22 Min.
1
F
1
1
1
1
1
i'
1
user. Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2]
41.19 1.00 41.19
100 YEAR Area rainfall data:
Are a.(Ac. ) [1] Rainfall ( -In) [2] Weighting [1 *2]
41.19 3.40 140.05
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall =
1.000(In)
Area Averaged 100 -Year Rainfall =
3.400(In)
Point, rain (area averaged) = 3.400(In)
Areal adjustment factor = 99.99
Adjusted average point rain
3.400(In)
Sub -Area Data:
Area(Ac.) Runoff Index
Impervious
21.760 93.00
0.950
18..030 78.00
0.050
0.410 56.00
0.050
0.680 56.00
0.500
0.310 56.00
0.760
Total Area Entered 41.19(Ac.)
RI RI I Infil. Rate Impervious
Adj. Infil.
Rate Area%
F
AMC2 AMC -2, (In /Hr) (Dec. %)
(In /Hr)
(Dec.)
(In /Hr)
93.0 93.0 0.,091 0'.'950
0.013
0.528
0.007
78.0 78.0 0.268 0.050
0.256
0.438
0.112
56.0 564 0.511 0.050
0.488
0.010
0.005
56.0 56.0 0.511 0.500
0.281
0.017
0.005
56.0. 56.0 0.511 0.760
0.161
0.008
0.001
Sum (F)
= 0.130
Area averaged mean soil loss (F)
Minimum soil loss rate ((In /Hr))
(for 24 hour storm duration)
Soil low loss rate (decimal) _
(In /Hr) = 0.130
= 0.065
0.470
Combination
of 'S' Curves:
Storm Rain
Loss rate(In. /Hr)
VALLEY 'S' Curve Percentage =
0.00
(Hr.)
FOOTHILL 'S'
Curve Percentage
= 0.00
(In /Hr)
MOUNTAIN 'S'
Curve Percentage
= 53.00
0.231
DESERT 'S' Curve Percentage =
--------------------------------------------------------------------
47.00
•2
---------------------------------------------------------------------
Unit Hydrograph
Data
0.130 - --
Unit time period
Time % of lag
Distribution Unit
Hydrograph
. (hrs)
--------------------7------------------------------------------------
0.130• - --
Graph W
(CFS)
1 0.250
307.602
55.092
22.870
2 0.500
615.203
35.734
14.834
3 0.750
922.805
6.912
2.869
4 1.000
1230.407
2.262
0.939
0.20
Sum =
100.000 Sum=
41.512
----------------------------------------7------------------------------
Unit Time
Pattern
Storm Rain
Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max Low
(In /Hr)
.1
0.25
1.70
0.231
0.130 - --
0.10
•2
0.50
1.90
0.258
0.130 - --
0.13
3
0.75
2.10
0.286
0.130• - --
0.16
4
1.00
2.20
0.299
0.130 - --
0.17
5
1.25
2.40
0.326
0.130 - --
0.20
6
1.50
2.40
0.326
0.130 - --
0.20
7
1.75
2.40
0.326
0.130 - --
0.20
8
2.00
2.50
0.340
0.130 - --
0.21
9
2.25
2.60
0.354
0.130 - --
0.22
10
2.50
2.70
0.367
0.130 - --
0.24
11
2.75
2.80
0.381
0.130 - --
0.25
12
3.00
3.00
0.408
0.130 - --
0.28
13
3.25
3.20
0.435
0.130 - --
0.31
14
3.50
3.60
0.490
0.130 - --
0.36
15
3.75
4.30
0.585
0.130 - --
0.46
16
4.00
4.70
0.639
0.130 - --
0.51
17
4.25
5.40
0.734
0.130 - --
0.60
18
4.50
6.20
0.843
0.130 - --
0.71
19
4.75
6.90
0.938
0.130 - --
0.81
20
5.00
7.50
1.020
0.130 - --
0.89
21
5.25
10.60
1.441
0.130 - --
1.31
22
5.50
14.50
1.972
0.130 - --
1.84
23
5.75
3.40
0.462,
0.130 - --
0.33
24
6.00
1.00
0.136
0.130 - --
0.01
Sum =
100.0
Sum
= 10.5
Flood
volume =
Effective rainfall 2.62(In)
times
area
41.2(Ac.) /[(In) /(Ft.)) = 9.0(Ac.Ft)
Total
soil loss
= 0.78(In)
Total
soil loss
= 2.668(Ac.Ft)
Total
rainfall
= 3.40(In)
Flood
volume =
392078.8 Cubic Feet
Total
soil loss
= 116216.2
Cubic Feet
--------------------------------------------------------------------
Peak flow rate of this hydrograph = 64.937(CFS)
-------------------------------------------------------------- - - - - --
+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
--------------------------------------------------------------------
Hydrograph in
15 Minute intervals ((CFS))
Time(h +m)
-----------------------------------------------------------------------
Volume Ac.Ft
Q(CFS)
0 17.5 35.0
52.5 70.0
0 +15
0.0480
2.33
VQ
0 +30
0:1401
4.46
V Q
0 +45
0.2594
5.77
V Q I I
I I
1+ 0
0.3970
6.66
IV Q
1 +15
0.5538
7.59
I V Q •
1 +30
0.7203
8.06
VQ
'1 +45
0.8887
•8.15
VQ
2+ 0
1.0640
8.49
Q
2 +15
1.2499
9.00
Q
2 +30
1.4472
9.55
I QV I I.
2 +45
1.6562
10.12
Q V
3+ 0
1.8833
10.99
Q V
3 +15
2.1327
12.07
QQ VI
3 +30
2.4179
13.81
i
3 +45
2.7670
.16.90
QI V
4+ 0
3.1748
19.74
i IQ V
4 +15
3.6509
23.05
Q. V
.4 +30
•4.2128
27.19
Q
IV
4 +45
4.8597
31.31•
QV
i i
5+ 0
5.5826
34.99
QI V
5 +15
6.5376
46.22
1 Q
V
4f 5f�t�
5 +30k�? �u 7b.8793 "w
�
94r
k' Y• •S'i�.' '.Yf T'y �•":t� 1.' �'G�(� 'ya .�•;`
i` w s; rr �tf, "a
b3`'ii ri?iy�'=='
I4 I
N, ? i.°i.>4
^'x? Y;. ir'�ti ..E Sr..
; p, ...
�c��
i� " SI
rry U' - r
�C
5 +45
8.6966,
39.56
I I I Q
I V
6+ 0
8.9365
11.61
I Q I" I
I VI
6 +15
8.9939'
2.78
IQ I I
I VI
6 +30
9.0008
0.33
Q I
V1
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004,.Version 7.0
Study date 02/19/08 File: 69400B4UHA1124100.out
+++"++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used.
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------- - - - - --
Drainage Area = 41.19(Ac.) --= 0.064-Sq.-Mi.---
.064 S Mi.
Drainage Area for Depth -Area Areal Adjustment = 41.19(Ac.) = 0.064 Sq. Mi.
Length along longest watercourse = 1750.00(Ft.).
' Length along longest watercourse measured to'centroid = 960.00(Ft.)
Length along longest watercourse = 0.331 Mi.
Length along longest watercourse measured to centroid = 0.182 Mi.
Difference in elevation = 530.00(Ft.)
Slope along watercourse = 1599.0857 Ft. /Mi.
Average Manning's 'N' = 0.040
Lag time = 0.081 Hr.
' Lag time = 4.88 Min.
25% of lag time = 1.22 Min.
User Entered Base Flow = 0.00(CFS)
2-YEAR Area rainfall data:
Area.(Ac. ). [1] Rainfall (In) [2] Weighting [1 *2]
41.19 1.60
65.90
100 YEAR Area rainfall data:
Area (Ac. ).[1] Rainfall (In) [2] Weighting [1 *2]
41.19 4.50
185.35
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 1.600(In)
Area Averaged 100 -Year Rainfall = 4.500(In),
Point rain (area averaged) = 4.500(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 4.500(In)
Sub -Area Data:
Area(Ac.) Runoff Index Impervious %
21.760 93:0.0 0.:950
18.030 78.00 6.050
0.410 56.00 0.050
0.680 56.00 0.500
0.310 56.00 0.760
Total Area Entered = 41.19(Ac.)
RI RI Infil. Rate Impervious Adj. Infil.
Rate Area%
AMC2 AMC -2 (In /Hr). (Dec. %) (In /Hr)
(Dec.)
93.0 93.0 0.091 0.950 0.013
0.528
78.0 78.0 0.268 0.050 0.256
0.438
56.0 56.0 0.511 0.050 0.488
0.010
56.0 56.0 0.511 0.500 0.281
0.017
56.0 56.0 0.511 0.760 0.161
0.008
Sum (F) _
F
(In /Hr)
0.007
0.112
0.005
0.005
0.001
0.130
'
Area averaged mean
soil loss (F)
(In /Hr) =
0.130
Minimum
soil loss
rate ((In /Hr))
= 0.065
(for 24
hour storm
duration)
'
Soil low
-loss- rate
- (decimal) =
U
- -- -0470
n t H y
d r o
g r a p
h
Combination
of 'S' Curves:
'
VALLEY 'S' Curve
Percentage
= 0.00
FOOTHILL 'S'
Curve Percentage = 0.00
MOUNTAIN 'S'
Curve Percentage = 53.00
- - - - --
DESERT 'S' Curve Percentage
-------------------------------------------------------------
= 47.00
---------------------------------------p-----------------------------
Unit Hydrograph Data
'
Unit time
period
Time % of lag
Distribution
Unit
Hydrograph
(hrs)
---------------------------------------------------------------------
Graph %
(CFS)
1
0.500
615.203
72.959
30.287
'
2
1.000
1230.407
27.041
11.225
-----------------------------------------------------------------------
Sum
= 100.000
Sum=
41.512
'
Unit
Time
Pattern
Storm Rain Loss rate(In.
/Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max
Low
(In /Hr)
1
0.50
0.50
0.045
0.227
0.021
0.02
2
1.00
0.70
0.063
0.222
0.030
0.03
3
1.50
0.60
0.054
0.217
0.025
0.03
4
2.00
0.70
0.063
0.212
0.030
0.03
5
2.50
0.80
0.072
0.207
0.034
0.04
6
3.00
1.00
0.090
0.202
0.042
0.05
i
7
3.50
1.00
0.090
0.197
0.042
0.05
8
4.00
1.10
0.099
0.192
0.047
0.05
9
4.50
1.30
0.117
0.187
0.055
0.06
'
10
5.00
1.50
0.135
0.182
0.063
0.07
11
5.50
1.30
0.117
0.178
0.055
0.06
12
6.00
1.60
0.144
0.173
0.068
0.08
13
6.50
1.80
0.162
0.168
0.076
0.09
'
14
7.00
2.00
0.180
0.164
0.02
15
7.50
2.10
0.189
0.159
- --
0.03
16
8.00
2.50
0.225
0.155
- --
0.07
17
8.50
3.00
0.270
0.151
- --
0.12
18
9.00
3.30
0.297
0.147
0.15
19
9.50
3.90
0.351
0.143
- --
0.21
20
10.00
4.30
0.387
0.138
0.25
'
21
10.50
3.00
0.270
0.134
- --
0.14
22
11.00
4.00
0.360
0.131
- --
0.23
23
11.50
3.80
0.342
0.127
- --
0.22
24
12.00
3.50
0.315
0.123
- --
0.19
'
25
12.50
5.10
0.459
0.119
0.34
26
13.00
5.70
0.513
0.116
- --
0.40
27
13.50
6.80
0.612
0.112
- --
0.5.0
'
28
14.00
4.60
0.414
0.109
- --
0.30
29
14.50
5.30
0.477
0.106
0.37
30
15.00
5.10
0.459
0.102
- --
0.36
31
15.50
4.70
0.423
0.099
- --
0.32
32
16.00
3.80
0.342
0.096
0.25
33
16.50
0.80
0.072
0.093
0.034
0.04
34
17.00
0.60
0.054
0.091
0.025
0.03
35
17.50
1.00
0.090
0.088
- --
0.00
36
18.00
0.90
0.081
0.085
0.038
0.04
37
18.50
0.80
0.072
0.083
0.034
0.04
Unit Time'
Pattern
Storm Rain Loss rate(In. /Hr)
Effective
- - - - - - - - - - - - - - - - - - -
((CFS))
(Hr.)
Percent
(In /Hr) Max
Low
(In /Hr)
38
19.00
0.50
0.045 0.080
0.021
0.02
39
19.50
0.70
0.063 0.078
0.030
0.03
40
20.00
0.50
0.045 0.076
0.021
0.02
41
20.50
0.60
0.054 0.074
0.025
0.03
42
21.00
0.50
0.045 0.072
0.021
0.02
43
21.50
0.50
0.045 0.071
0.021
0.02
44
22.00
0.50
0.045 0.069
0.021
0.02
45
22.50
0.50
0.045 0.068
0.021
0.02
46
23.00
0.40
0.036 0.066
0.017
0.02
47
23.50
0.40
0.036 0.066'
0.017
0.02
48
24.00
0.40
0.036 0.065
0.017
0.02
1.3037
Sum =
100.0
Sum
= 5.5
4.40
Flood
volume = Effective rainfall
2.76(In)
1.7289
5.89
times
area
41.2(Ac.) /[(In) /(Ft.))•=
9.5(Ac.Ft)
8.01
Total
soil loss
= 1.74(In)
2.4676
9.87
Total
soil loss
= 5.959(Ac.Ft)
6.90
V Q �.
Total
rainfall =
4.50(In)
I V Q I
11 +30
Flood
volume =
413224.1 Cubic Feet
V Q I
12+ 0
3A187
Total
soil loss
= 259560.4 Cubic Feet
12 +30
4.3330
12.44
Peak
flow rate
of this hydrograph =
19.598(CFS)
15.85
I
.+++++++++++++++++++++++++ + + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + ++ +4-4- 44- +4- 4- 4- 4- ++
-- - - - - - - - - - - - - - - - - - - - - - - - -
Hydrograph in
- - - -
30
- - - - - - - - -
Minute
- - - - - - - - - -
intervals
- - - - - - - - - - - - - - - - - - -
((CFS))
Time(h +m) volume Ac.Ft Q(CFS)
0
5.0
10.0
15.0 20.0
0 +30
0.0299
0.72
VQ
1+ 0
0.0827
1.28
V Q
1 +30
0.1341
1.24
V Q
2+ 0
0.1892
1.33
V Q
2 +30
0.2524
1.53
V Q
3+ 0
0.3299
1.87
'IV Q
3 +30
0.4117
1.98
IV Q
4+ 0
0.4995
2.13
I V Q
4 +30
0.6015
2.47
I V Q
5+ 0
0.7199
2.86
V Q
5 +30
0.8307
2.68
I V Q
6+ 0
0.9551
3.01
V Q
I
6 +30
1.0980
3.46
V Q
I I I
7+ 0
1.1580
1.45
I Q V
7 +30
1.2025
1.08
I Q V
8+ 0
1.3037
2.45
I QV
8 +30
1.4853
4.40
V Q
9+ 0
1.7289
5.89
V
IQ.
9 +30
2.0597
8.01
V
I Q
10+ 0
2.4676
9.87
V QI
10 +30
2.7526
6.90
V Q �.
11+ o
3.1027
8.47
I V Q I
11 +30
3.4786
9.10
V Q I
12+ 0
3A187
8.23'
I
Q
12 +30
4.3330
12.44
V I Q
13+ 0
4.9878
15.85
I
I V to I
14+ 0 6.4113 14.85 I I I V QI
14+30 7.0178 14.68 I I I QI
Time(h+m)
Volume Ac.Ft
Q(CFS)
0
15+ 0
7.6364
14.97
15 +30
8.2071
13.81
16+ 0
8.6648
11.08
16 +30
8.8265
3.91
17 +.0
8.8801
1.30
I Q
17+30
8.8960
0.38
Q
18+ 0
8.9507
1.32
I Q
18 +30
9.0184
1.64
I Q
19+ 0
9.0660
1.15
I Q
19 +30
9.1188
1.28
I Q
20+ 0
9.1642
1.10
I Q
20 +30
9.2111
.1.14
I Q
21+ 0
9.2542
1.04
I Q
21 +30
9.2952
0.99
IQ
22+ 0
9.3361
0.99
IQ
22 +30
9.3.770
0.99
IQ
23+ 0
9.4120
0.85
IQ
23 +30
9.4447
0.79
IQ
24+ 0
9.4775
0.79
IQ
I
5.0 10.0 15.0 20.0
Q V
Q I V
IQ I V
Q I I I V
V
V
V
V
V
V
V
VI
VI
VI
VI
VI
VI
VI
I VI
Tab 5
� Appendix A -2
� Retention Hydrology
.� Flood Hydro-gralDhs
It-- IM MIN, i" NTIMN, � i I i MOM Arl
Basins 1, 22 &4
.� 1 hr / 100 yr design storm
� 3 hr / 100 yr design storm
' 6 hr/ 100 yr design storm
24 hr / 100 yr design storm
' Laing Luxury Homes
� Tentative Tract 35060
MDS 69400
1 '
- FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004
Study date: 02/24/08
---------------------------------------------------------------------
The :Estates -' . .. 0 IDS 69400 r - -- .7 ,
------------------------------------------------------------ ;r-T
Program License Serial Number 4082
* * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * **
From study /file name: 69400Bl2OnUhA111100.rte
******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
Number of intervals = 17
Time interval = 5.0 (Min.)
Maximum /Peak flow rate = 216.809 (CFS)
Total volume = 6.885 (Ac.Ft)
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Process from Point /Station 2065.000 to Point /Station 0.000
* * ** RETARDING BASIN ROUTING * * **
User entry of
depth- outflow- storage data
Total number of inflow
hydrograph
intervals =
17
Hydrograph time unit =
5.000 (Min.)
Initial depth
in storage
basin =
0.00(Ft.)
' --------------------7----------------------==-------------------
Graph
Initial basin
depth =
0.00 (Ft.)
- -
outflow at time shown
- - -'
Initial basin
storage
= 0.00
(Ac.Ft)
Storage
Initial basin
outflow
= 0.00 (CFS)
Depth vs. Storage and
Depth vs. Discharge data:
Basin Depth
Storage
Outflow
(S- O *dt /2)
(S +O *dt /2)
(Ft.)
---------------------------------------------------------------------
(Ac.Ft)
(CFS)
(Ac.Ft)
(Ac.Ft)
0.000
0.000
0.000
0.000
0.000
0.500
0.235
0.631
0.233
0.237
1.500
1.234
0.725
1.232
1.236
2.500
2.381
0.829
2.378
2.384
3.500
3.683
0.936
3.680
3.686
4.500
5.144
1.045
5.140
5.148
5.500
6.830
1.238
6.826
6.834
6.500
8.758
1.373
8.753
8.763
7.500
10.885
1.507
10.880
10.890
8.500
13.211
1.642
13.205
13.217
9.500
15.737
1.776
15.731
15.743
--------------------------------------------------------------------
Hydrograph; `iDet'ention Basin Routing
-
' --------------------7----------------------==-------------------
Graph
values:
'II=
unit inflow; 101=
- -
outflow at time shown
- - -'
---------------------------------------------------------------------
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft)
.0
54.2 108.40 162.61 216.81
(Ft.)
0.083
11.89
0.11
0.041
OI
0.09
0.167
27.97
0.47
0.176
0
I I I
0.37
0.250
34.85
0.65
0.388
0
I I I
0.65
0.333
38.70
0.67
0.637
0
I
0.90
0.417
42.64
0.69
0.912
O
I
1.18.
0.500
47.83
0.72
1.219
O
II I 1
1.49
0.583
54.82
0.76
1.567
0
I
1.79
0.667
66.96
0.79
1.982
O
1I I
2.15
0.750
98.03
0.84
2.544
0
I
2.63
0 8'33
216.. 81
0 :: 53"
3. I62
0
:;� �� , �� �� � - I ��
�I
3 .45
0.917
208.42
1.04
5.080
0
4.46
1.000
1
87.21
1.15
6.090
0
I
5.06
1.083 41.14
1.167 15.88
1.20
1.22
1.23
1.250
5.15
�.
1 . 2 *3
13�3�3• 1:6
1.23
1.417
0.19
5.47
1.500
0.00
0
1.583
0.00
6.769
0
1.667
0.00
•�
0
1.750
0.00
6.752
1.833
0.00
1.23
1.917
0.00
5.45
2.000
0.00
0
2.083
0.00
6.727
2.167
0.00
1.23
1
2.250
0.00
1.22
6.710
2.333
0.00
1.22
2.417
0.00
�. 5.42
2.500
0.00
'
2.583
0.00
6.684
2.667
0.00
1.22
2.750
0.00
I 5.41
2.833
0.00
0
2.917
0.00
6.659
3.000
0.00
1.22
6.651
3.083
0.00
1.22
6.642
3.167
0.00
1.22
6.634
3.250
0.00
1.21
3.333
0.00
I 5.38
1.21
3.417
0.00
I I 5.37
1.21
' 3.500
0.00
I 5.37
3.583
0.00
0
3.667
0.00
6.592
0
3.750
0.00
6.584
0
3.833
0.00
6.576
3.917
0.00
1.21
6.567
4.000
0.00
1.21
6.559
4.083
0.00
1.21
4.167
0.00
5.33
4.250
0.00
0
4.333
0.00
6.534
4.417
0.00
1.20
4.500
0.00
5.32
1.20
4.583
0.00
5.31
�-
4.667
0.00
5.31
4.750
0.00
0
4.833
0.00
6.493
4.917
0.00
1.20
5.000
0.00
I 5.30
5.083
0.00
0
5.29
5.167
0.00
0
5.29
5.250
0.00
0
5.28
5.333
0.00
0
5.417
0.00
6.443
0
5.500
0.00
6.435
0
5.583
0.00
6.427
5.667
0.00
1.19
� 5.750
0.00
5.26
1.19
5.833
0.00
5.25
1.19
5.917
0.00
I I I 5.25
6.000
0.00
1.20
1.22
1.23
6.524
6.712
6.776
0 I
0 I
0
5.32
5.43
I 5.47
1 . 2 *3
llliilgii q
1.23
6.785
0
5.47
1.23
6.777
0
I I 5.47
1.23
6.769
0
I I 5.46
1.23
6.760
0
( 5.46
1.23
6.752
0
I I 5.45
1.23
6.743
0
5.45
1.23
6.735
0
I 5.44
1.23
6.727
0
5.44
1.23
6.718
0
I 5.43
1.22
6.710
0
5.43
1.22
6.701
0
�. 5.42
1.22
6.693
0
I 5.42
1.22
6.684
0
I I 5.41
1.22
6.676
0
I 5.41
1.22
6.668
0
I 5.40
1.22
6.659
0
5.40
1.22
6.651
0
I I 5.39
1.22
6.642
0
I I 5.39
1.22
6.634
0
5.38
1.21
6.626
0
I 5.38
1.21
6.617
0
I I 5.37
1.21
6.609
0
I 5.37
1.21
6.601
0
5.36
1.21
6.592
0
I 5.36
1.21
6.584
0
5.35
1:21
6.576
0
I I I 5.35
1.21
6.567
0
I 5.34
1.21
6.559
0
5.34
1.21
6.551
0
5.33
1.21
6.542
0
I 5.33
1.20
6.534
0
5.32
1.20
6.526
0
5.32
1.20
6.518
0
5.31
1.20
6.509
0
5.31
1.20
6.501
0
I I 5.30
1.20
6.493
0
5.30
1.20
6.484
0
I 5.30
1.20
6.476
0
5.29
1.20
6.468
0
5.29
1.20
6.460
0
5.28
1.19
6.451
0
I I 5.28
1.19
6.443
0
I I 5.27
1.19
6.435
0
I 5.27
1.19
6.427
0
I I 5.26
1.19
6..419
0
5.26
1.19
6.410
0
5.25
1.19
6.402
0
I I I 5.25
1.19
6.394
0
I 5.24
1.19
6.386
0
5.24
1.19.
6.378
0
5.23
1.19
6.370
0
I I 5.23
1.18
6.361
0
5.22
1.18
6.353
0
5.22
1.18
6.345
0
I 5.21
1.18
6.337
0
5.21
1.18
6.329
0
I I I I 5.20
97.583
0.00
0.13
0.048
0
0.10
97.667
0.00
0.13
0.047
0
0.10
97.750
0.00
0.12
0.046
0
I 0.10
97.833
0.00
0.12
0.045
0
0.10
97.917
0.00
0.12
0.044
O
0.09
98.000
0.00
0.12
0.043
0
0.09
98.083
0.00
0.11
0.043
O
0.09
98.167
0.00
0.11
0.042
0
0.09
98.250
0.00
0.11
0.041
0
I 0.09
98.333
0.00
0.11
0.040
O
0.09
98.417
0.00
0.11
0.040
O
0.08
98.500
0.00
0.10
0.039
O
I 0.08
98.583
0.00
0.10
0.038
0
0.08
98.667
0.00
0.10
0.037
O
I I 0.08
Remaining water in basin = 0.04 (Ac.Ft)
******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
Number of intervals = 1185
Time interval = 5.0 (Min.)
Maximum /Peak flow rate = 1.233 (CFS)
Total volume = 6.848 (Ac.Ft)
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
ll
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004
Study date: 02/24/08
--------------------------------------------------------------- - - - - --
-------------------------------------------------------------- - - - - -=
Program License Serial Number 4082
* * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * **
From study /file name: 69400B120nUhA113100.rte
******* * ** * * * * * * * ** * * * * * * * * *HYDROGRAPH DATA * * * * * * *r * * * * * * * * *r * * * * *t * * *r
Number of intervals = 20
Time interval = 10.0 (Min.)
Maximum /Peak flow rate = 88.383 (CFS)
Total volume = 7.446 (Ac.Ft)
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Process from Point /Station 2065.000 to Point /Station 0.000
* * ** RETARDING BASIN ROUTING * * **
User entry of depth - outflow- storage data
Total number of inflow hydrograph intervals = 20
Hydrograph time unit = 10.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
Initial basin depth = 0.00 (Ft.)
Initial basin storage = . 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S- 0 *dt /2) (S +0 *dt /2)
(Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
-
--------- ----------- --------- ------------ -----------
----------------
0.000 0.000 0.000 0.000 0.000
0.500 0.235 0.631 0.231 0.239
1.500 1.234 0.725 1.229 1.239
2.500 2.381 0.829 2.375 2.387
3.500 3.683 0.936 3.677 3.689
4.500 5.144 1.045 5.137 5.151
5.500 6.830 1.238 6.821 6.839
6.500 8.758 1.373 8.749 8.767
7.500 10.885 1.507 10.875 10.895
8.500 13.211 1.642 13.200 13.222
9.500 15.737 1.776 15.725 15.749
--------------------------------------=----------------------- - - - - --
.:P " "' °"L"'" �''¢ 'f 3✓tytir- ,.a ra /M.�.V:. Jfca, - ;ii$jjySi/GPV'ir'G.ii,V �`V% ;'i ` a:L;µ p•a ii �i�iV µ V i.�� 'i+
.1 �nrrL'iatsa+c- .Hu'a'31.�►:e °�, .�:_..- staL:.0.v.<..:s �iu.1i.NVi'y;• °1d.:9.yi RI..+�iLW��tiS++.d.'"+w.m °� r�n. .a4;� •
-------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Graph values: 'I'= unit inflow; 101= outflow at time shown
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft)
.0
22.1 44.19
66.29 88.38 (Ft.)
0.167
5.54
0.10
0.037
0 I
0.08
0.333
8.67
0.36
0.132
0
I
0.28
0.500
12.14
0.63
0.269
'0
I
( 0.53
0.667
13.84
0.65
0.439
0
I
0.70
0.833
14.09
0.67
0.622
0
I
0.89
1.000
14.52
0.69
0.810
0
I
1.08
1.167
19.05
0.71
1.031
0
I
1.30
1.333
20.64
0.73
1.295
0
II 1
1 I 1.55
1.500
25.24
0.76
1.601
0
jI . I
1 1.82
1.667
26.97
0.79
1.950
0
1I 1
1 _ 2.12
1.833
32.46
0.83
2.348
0
I
2.47
2.000
1
33.38
0.86
2.790
O
I
2.81
2.167 38.65
2.333 47.00
2.500 74.41
0.90
3.274
0
I 3.15
0.95
2.833
46.28
3.000
15.38
3.167
3.55
I 4.18
3.500
0.00
3.667
0.00
3.833
0.00
4.000
0.00
` 4.167
0.00
4.333
0.00
4.500
0.00
4.667
0.00
4.833
0.00
5.000
0.00
5.167
0.00
5.333
0.00
5.500
0.00
5.667
0.00
5.833
0.00
6.000
0.00
6.167
0.00
6.333
0.00
6.500
0.00
6.667
0.00
6.833
0.00
7.000
0.00
7.167
0.00
7.333
0.00
1 7.500
0.00
7.667
0.00
7.833
0.00
8.000
0.00
8.167
0.00
8.333
0.00
8.500
0.00
8.667
0.00
8.833
0.00
9.000
0.00
9.167
0.00
9.333
0.00
9.500
0.00
9.667
0.00
9.833
0.00
10.000
0.00
10.167
0.00
10.333
0.00
10.500
0.00
10.667
0.00
10.833
0.00
11.000
0.00
11.167
0.00
11.333
0.00
11.500
0.00
11.667
0.00
11.833
0.00
12.000
0.00
0.90
3.274
0
I 3.15
0.95
3.851
0
3.61
1.01
4.673
0
I 4.18
_C..e T i;k
`,���'I� 4 X8'8
' lSr l d t F 1
1.22
6.691
0 I
I I 5.42
1.26
7.099
0 I I
I 5.64
1.26
7.212
02
5.70
1 �7y's221�:
=Mm(T� t" 570
.2,77
yy�
1.26
7.207
0
I I 5.70
1.26
7.189
0
5.69
1.26
7.172
0
I I 5.68
1.26
7.155
0
I I I 5.67
1.26
7.137
0
5.66
1.26
7.120
0
5.65
1.26
7.103
0
5.64
1.26
7.085
0
5.63
1.25
7.068
0
5.62
1.25
7.051
0
I I I 5.61
1.25
7.033
0
5.61
1.25
7.016
0
5.60
1.25
6.999
O
5.59
1.25
6.982
0
5.58
1.25
6.965
0
I I 5.57
1.25
6.947
0
I 5.56
1.25
6.930
0
5.55
1.24
6.913
0
I I 5.54
1.24
6.896
0 I
I 5.53
1.24
6.879'
0
5.53
1.24
6.862
0
5.52
1.24
6.845
0
I 5.51
1.24
6.828
0
I 5.50
1.24
6.811
0
5.49
1.23
6.794
0
I I 5.48
1.23
6.777
0 I
5.47
1.23
6.760
0
5.46
1.23
6.743
0 I
5.45
1.23
6.726
0 I
I 5.44
1.22
6.709
0
5.43
1.22
6.692
0
5.42
1.22
6.675
0
I I I 5.41
1.22
6.658
0
I 5.40
1.22
6.642
0
5.39
1.21
6.625
0
5.38
1.21
6.608
0
5.37
1.21
6.592
0
5.36
1.21
6.575
0
5.35
1.21
6.558
0
5.34
1.20
6.542
0
5.33
1.20
6.525
0
5.32
1.20
6.508
0
5.31
1.20
6.492
0
5.30
1.20
6.475
0
I I I 5,29
1.20
6.459
0
I 5,28
1.19
6.442
0
I I 5,27
1.19
6.426
0 I
5.26
1.19
6.410
0 I
5.25
1.19
6.393
0 I
I 5.24
1.19
6.377
0
I I 5.23
1.18
6.361
0
5,22
1.18
6.344
0
5.21
Time
Inflow
Outflow
(Hours)
(CFS)
(CFS)
103.667
0.00
0.13
103.833
0.00
0.13
104.000
0.00
0.12
104.167
0.00
0.12
104.333
0.00
0.11
104.500
�.
0.00
0.11
104.667
0.00
0.10
104.833
0.00
0.10
Storage
Depth.
(Ac:Ft)
.0
22.1 44.19 66.29 88.38 (Ft.)
0.048
0
0.10
0.047
0
I 0.10
0.045
0
0.10
0.043
0
0.09
0.042
0
I 0.09
0.040
0
( I 0,09 .
0.039
0
I I 0.08
0.037
0
0.08
Remaining water in basin = 0.04 (Ac.Ft)
****** **** * * * * * * * * ** * * * * * * * *HYDROGRAPH DATA * * * * * * * ***** * * * ** * ** * * * * * * **
Number of intervals = 630
Time interval = 10.0 (Min.)
Maximum /Peak flow rate = 1.265 (CFS)
Total volume = 7.411 (Ac.Ft)
- FLOOD H�Y��ROG�R��PH� R �P �T7TT`hNG PROGRAM
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004
} Study date: 02/24/08
--------------------------------------------------------------- - - - - --
-------------------------------------------------------------- - - - - -=
Program License Serial Number 4082
* * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * **
From study /file name: 69400B12OnUhA116100.rte
******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
Number of intervals = 25
Time interval = 15.0 (Min.)
Maximum /Peak flow rate = 67.331 (CFS)
Total volume = 7.385 (Ac.Ft)
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Process from Point /Station 2065.000 to Point /Station 0.000
* * ** RETARDING BASIN ROUTING * * **
User entry of depth - outflow - storage data
Total number of inflow hydrograph intervals = 25
Hydrograph time unit = 15.000 (Min.)
Initial depth in storage basin =
0.00(Ft.)
Initial basin depth =
0.00 (Ft.)
Initial basin storage
= 0.00
(Ac.Ft)
Initial basin outflow
= 0.00 (CFS)
Depth vs.
Storage and
Depth vs. Discharge data:
Basin Depth Storage
Outflow
(S- O *dt /2)
(S +O *dt /2)
-----(Ft.)----(Ac.Ft)----
(CFS)-----
(Ac.Ft)----
(Ac.Ft)
0.000
0.000
0.000
0.000
- --
0.000
0.500
0.235
0.631
0.228
0.242
1.500
1.234
0.725
1.227
1.241
2.500
2.381
0.829
2.372
2.390
3.500
3.683
0.936
3.673
3.693
4.500
5.144
1.045
5.133
5.155
5.500
6.830
1.238
6.817
6.843
6.500
8.758
1.373
8.744
8.772
7.500
10.885
1.507
10.869
10.901
8.500
13.211
1.642
13.194
13.228
9.500
--------------------------------------------------------------------
15.737
1.776
15.719
15.755
Hyc%rograph Destenat.on Basin .Rousing
---------------------------------------------------------------------
Graph values: III= unit inflow; 101=
outflow at time shown
---------------------------------------------------------------------
Time Inflow
Outflow
Storage
Depth
(Hours) (CFS)
(CFS)
(Ac.Ft) .0
16.8
33.67 50.50
67.33 (Ft.)
0.250 0.35
0.01
0.004 0
0.01
0.500 1.31
0.05
0.020 .0
I
I
( 0.04
0.750 2.45
0.15
0.057 02
I
I
I 0.12
1.000 3.19
0.30
0.111 OI
I
0.24
1.250 4.17
0.48
0.179 OI
I I
I 0.38
1.500 4.50
0.63
0.257 O I
0.52
1.750 4.50
0.64
0.336 0 I
I
0.60
2.000 4.91
0.65
0.420 O I
I
I I
I 0.69
2.250 5.48
0.66
0.514 0 I
0.78
2.500 6.05
0.67
0.620 0 I
I 0,88
2.750 6.62
0.68
0.737 O I
1.00
3.000 7.60
i �.
0.69
0.870 0 I
1.14
3.250
8.75
0.71
1.024
0 I I
1.29
3.500
10.71
0.72
1.210
0 I I
I 1.48
3.750
14.22
0.74
1.453
0 I
I 1.69
4.000
17.00
0.77
1.760
0 I
1.96
4.250
20.52
0.81
2.131
0 lI I
I I 2.28
4.500
24.93
0.85
2.583
0 I
2.66
4.750
29.10
0.89
3.123
0 I I
3.07
5.000
32.70
0.94
3.743
0 II
3.54
5.250
46.33
1.00
4.539
0
I 4.09
1".�k, i GI *as k` % r
5.750
28.44
1.22
6.657
0 I I
I 5.40
6.000
5.30
1.25
6.980
O I
5.58
6.500
0.00
1.25
7.003
0
5.59
6.750
0.00
1.25
6.977
0
5.58
7.000
0.00
1.25
6.951
0
I 5.56
7.250
0.00
1.24
6.926
0
5.55
7.500
0.00
1.24
6.900
0
5.54
7.750
0.00
1.24
6.874
0
5.52
8.000
0.00
1.24
6.849
0
5.51
8.250
0.00
1.24
6.823
0
5.50
8.500
0.00
1.23
6.797
0
5.48
8.750
0.00
1.23
6.772
0 I
I I 5.47
9.000
0.00
1.23
6.747
0 I
I I 5.45
9.250
0.00
1.23
6.721
0
5.44
9.500
0.00
1.22
6.696
0
5.42
9.750
0.00
1.22
6.671
0
5.41
10.000
0.00
1.22
6.646
0 I
5.39
10.250
0.00
1.21
6.620
0
5.38
} 10.500
0.00
1.21
6.595
0
5.36
10.750
0.00
1.21
6.570
0
5.35
11.000
0.00
1.21
6.545
0
5.33
11.250
0.00
1.20
6.521
0
5.32
11.500
0.00
1.20
6.496
0
5.30
11.750
0.00
1.20
6.471
0 I
I 5.29
12.000
0.00
1.19
6.446
0
I 5.27
12.250
0.00
1.19
6.422
0
5.26
12.500
0.00
1.19
6.397
0
5.24
12.750
0.00
1.19
6.373
0
I 5.23
13.000
0.00
1.18
6.348
0
( 5.21
13.250
0.00
1.18
6.324
0
5.20
13.500
0.00
1.18
6.299
0
5.19
13.750
0.00
1.17
6.275
O
I 5.17
14.000
0.00
1.17
6.251
0
5.16
14.250
0.00
1.17
6.227
0
5.14
14.500
0.00
1.17
6.202
0
5.13
14.750
0.00
1.16
6.178
0
5.11
15.000
0.00
1.16
6.154
0 I
5.10
15.250
0.00
1.16
6.130
O
I 5.09
15.500
0.00
1.16
6.107
O
5.07
15.750
0.00
1.15
6.083
0
5.06
16.000
0.00
1.15
6.059
0
5.04
16.250
0.00
1.15
6.035
0
5.03
16.500
0.00
1.14
6.012
0
5.01
16.750
0.00
1.14
5.988
0
5.00
17.000
0.00
1.14
5.964
0
4.99
17.250
0.00
1.14
5.941
0
4.97
17.500
0.00
1.13
5.917
0
4.96
17.750
0.00
1.13
5.894
0
4.94
'18.000
0.00
1.13
5.871
0
4.93
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft)
.0 16.8 33.67 50.50
67.33 (Ft.)
l 94.500
0.00
0.65
0.398
0
0.66
94.750
0.00
0.65
0.384
0
0.65
95.000
0.00
0.64
0.371
0 (
0.64
95.250
0.00
0.64
0.358
0 I
I 0.62
95.500
0.00
0.64
0.344
0
0.61
95.750'
0.00
0.64
0.331
0
0.6C
96.000
0.00
0.64
0.318
O I
0.58
96.250
0.00
0.64
0.305
0
0.57
96.500
0.00
0.64
0.292
0 I
0.56
96.750
0.00
0.64
0.278
0 I
0.54
97.000
0.00
0.63
0.265
0
0.53
97.250
0.00
0.63
0.252
0 I
0.52
97.500
0.00
0.63
0.239
0
0.50
97.750
0.00
0.61
0.226
0 I
0.48
98.000
0.00
0.58
0.214
0 I
I 0.46
98.250
0.00
0.54
0.203
0
0.43
98.500
0.00
0.51
0.192
0
0.41
98.750
0.00
0.49
0.181
0
0'.39
99.000
0.00
0.46
0.172
0
0.37
99.250
0.00
0.44
0.162
0 ( I
I 0.35
99.500
0.00
0.41
0.154
0 I
0.33
99.750
0.00
0.39
0.145 .0
I I
I 0.31
100.000
0.00
0.37
0.137
0
0.29
100.250
0.00
0.35
0.130
0 I
0.28
100.500
0.00
0.33
0.123
0
0.26
100.750
0.00
0.31
0.116
0 I
0.25
101.000
0.00
0.30
0.110
0
0.23
101.250
0.00
0.28
0.104
0
I 0.22.
1 101.500
0.00
0.26
0.099
0
0.21
101.750
0.00
0.25
0.093
0
0.20
102.000
0.00
0.24•
0.088
0 I
0.19
102.250
0.00
0.22
0.083
0 I
0.18
102.500
0.00
0.21
0.079
0 I I
I 0.17
102.750
0.00
0.20
0.075
0
0.16
103.000
0.00
0.19
0.071
0 I
0.15
103.250
0.00
0.18
0.067
0 I
0.14
103.500
0.00
0.17
0.063
0
0.13
103.750
0.00
0.16
0.060
0 I
0.13
104.000
0.00
0.15
0.057
0 I
I 0.12
104.250
0.00
0.14
0.053
0 I
0.11
104.500
0.00
0.14
0.051
O I I
0.11
104.750
0.00
0.13
0.048
O I I I
0.10
105.000
0.00
0.12
0.045
0 I
0.10
105.250
0.00
0.12
0.043
0
0.09
105.500
0.00
0.11
0.041
0
0.09
•� 1105.750
0.00
0.10
0.038
0
0.08
Ii*��n`inK'n "�I}.E'�'`w1�� . "�S" w�t�'Fi11�
�' �1i6`. �_'• D° �1V37�.h'if'3431i1tfiAlli� "vf. 4KM4Ldi' Sd: YfiyCiilSUi. A^..k1kY�.1SlufYi3Y+YfA:.:a tiA�' S+_ �ii (J.<iMNiR[::=*.'ik•_i1E =' }_� f•
Remaining water in basin = 0.04 (Ac.Ft)
******** * * ** * * ** * * * * * * ** * * * *FIYDROGRAPH DATA * * * * * * * * * * ** * * * * * * ** * * * * * * **
Number of intervals = 424
Time interval = 15.0 (Min.)
Maximum /Peak flow rate = 1.251 (CFS)
Total volume = 7.350 (Ac.Ft)
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
7
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004
Study date: 02/24/08
---------------------------------------------------------------------
r
--------------------------------- - - - - -- :- - --- - - --
Program License Serial Number 4082
* * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * **
From study /file name: 69400B12OnUhA1124100.rte
******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
Number of intervals = 48
Time interval = 30.0 (Min.)
Maximum /Peak flow rate = 17.740 (CFS)
Total volume = 7.915 (Ac.Ft)
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Process from Point /Station 2065.000 to Point /Station 0.000
* * ** RETARDING BASIN ROUTING * * **
User entry of depth - outflow - storage data
Total number of inflow hydrograph intervals = 48
Hydrograph time unit = 30.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S- O *dt /2) (S +0 *dt /2)
(Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------
0.000
0.000
0.000
0.000
0.000
0.500
0.235
0.631
0.222
0.248
1.500
1.234
0.725
1.219
1.249
2.500
2.381
0.829
2.364
2.398
3.500
3.683
0.936
3.664
3.702
4.500
5.144
1.045
5.122
5.166
5.500
6.830
1.238
6.804
6.856
6.500
8.758
1.373
8.730
8.786
7.500
10.885
1.507
10.854
10.916
8.500
13.211
1.642
13.177
13.245
9.500
15.737
1.776
15.700
15.774
--------------------------------------------------------------------
�� tF`Hydrogra
=phD:etent:ion ;;Sacs °inn RouFtag�' gF
---------------------------------------------------------------------
a�"'!�.
.;
Graph values: 'I'= unit inflow; 101=
outflow
at time shown
---------------------------------------------------------------------
Time
Inflow
Outflow
Storage
Depth
(Hours).
(CFS)
(CFS)
(Ad.Ft)..0
4:4
8.87 13.31
17.74 (Ft.)
0.500
1.10
0.06
0.021 OI
I
0.05
1.000
1.54
0.19
0.071 0 I
0.15
1.500
1.32
0.32
0.119 0 I
I
I 0.25
2.000
1.54
0.44
0.163 0 I
I
0.35
2.500
1.76
0.56
0.210 1O .I
I
0.45
3.000
2.20
0.63
0.267 10 I
0.53
3.500
2.20
0.64
0.331 10 I
1
0.60
4.000
2.42
0.65
0.400 IO
I I
I
0.67
4.500
2.86
0.65
0.482 10
I 1
0.75
5.000
3.29
0.66
0.582 10
I 1
0.85
5.500
2.86
0.67
0.681 10
I 1
0.95
6.000
3.51
0.68
0.785 10
I 1
1
1.05
Time
Inflow
Outflow
(Hours)
(CFS)
(CFS)
6.500
3.95
0.69
7.000
4.39
0.71
�- 7.500
4.61
0.72
8.000
5.49
0.74
8.500
0.61
0.75
9.000
2.05
0.75
9.500
4.61
0.76
10.000
6.41
0.78
10.500
1.77
0.79
11.000
5.84
0.80
11.500
5.35
0.82
12.000
4.48
0.83
12.500
10.80
0.86
13.000
13.33
0.89
3^`'�'786 �• h p'$'�`� #� a�•���,, j�E,- ���rak�s';;,�" � � '�'` ��
4.312 10
14.000
9.65
0.98
14.500
12.54
1.01
15.000
12.01
1.05
15.500
10.72
1.10
16.000
7.52
1.14
16.500
1.76
1.15
17.000
1.32
1.16
17.500
2.20
1.16
18.000
1.98
1.16
18.500
1.76
1.17
19.000
1.10
1.17
19.500
1.54
1.17
20.000
1.10
1.17
20.500
1.32
1.17
6.225
1I0
�c 5.14
21.500
1.10
1.17
22.000
1.10
1.17
22.500
1.10
1.17
23.000
0.88
1.17
23.500
0.88
1.17
24.000
0.88
1.16
24.500
0.00
1.16
25.000
0.00
1.16
25.500
0.00
1.15
26.000
0.00
1.14
26.500
0.00
1.14
27.000
0.00
1.13
27.500
0.00
1.13
28.000
0.00
1.12
I 4.74
28.500
0.00
1.12
4.69
29.000
0.00
1..11
29.500
0.00
1.11
30.000
0.00
1.10
30.500
0.00
1.10
31.000
0.00
1.09
31.500
0.00
1.09
32.000
0.00
1.08
_ 32.500
0.00
1.08
33.000
0.00
1.07
33.500
0.00
1.07
34.000
0.00
1.06
34.500
0.00
1.06
35.000
0.00
1.05
Storage
Depth
(AC.Ft) .0
4.4
8.87 13.31 17.74 (Ft.)
0.911 10
II
I 1.18
1.054 10
II
I I I 1.32
1.211 IO
I
I I 1.48
1.389 10
1I
1.64
1.485 10
I 1.72
1.509 10
I
1.74
1.615 10
I
I 1.83
1.811 10
1 I
I 2.00
1.948 10
I I
I ( I 2.12
2.072 10
1 I
2.23
2.270 10
1I
I 2.40
2.439 10
I
2.54
2.720 10
I
I 2.76
3.182 10
I 3.12
3^`'�'786 �• h p'$'�`� #� a�•���,, j�E,- ���rak�s';;,�" � � '�'` ��
4.312 10
3.93
4.729 10
I 4.22
5.194 10
1
I 4.53
5.619 10
I 4.78
5.950 1
0
I 4.98
6.094 1
OI
5.06
6.110
0 I
5.07
6.135
OI
I 5.09
6.173
OI
I 5.11
6.202 10I
I I 5.13
6.213
JIO
5.13
6.219
1 0
5.14
6.225
IIO
I 5.14
6.227
0
5.14
6.225
1I0
�c 5.14
6.222
lIO 1
5:14
6.220
JIO
5.14
6.212
JIO
5.13
6.200
JIO
5.13
6.188
JIO
5.12
6.158 I 0
5:10
6.111 I 0
5.07
6.063 I 0
I 5.05
6.016 I 0
5.02
5.968 I 0
I 4.99
5.921 I 0
I 4.96
5.875 I O
4.93
5.828 I 0
I 4.91
5.782 I 0
4.88
5.736 I 0 I
I I 4.85
5.690 10
4.82
5'.644 IO
I I I 4.80
5.599 IO
4.77
5.553 IO I
I 4.74
5.508 IO
I 4.72
5.464 IO
4.69
5.419 IO
4.66
5.375 IO I
4.64
5.331 I0
I 4.61
5.287
IO
I 4.58
5.243
IO
4.56
5.199
IO
4.53
Time
Inflow
Outflow
Storage
(Hours)
(CFS)
(CFS)
(Ac.Ft)
.0
35.500
0.00
1.05
5.156
IO
36.000
0.00
1.04
5.113
IO
36.500
0.00
1.04
5.070
IO
37.000
0.00
1.04
5.027
IO
37.500
0.00
1.03
4.984
IO
38.000
0.00
1.03
4.941
IO
38.500
0.00
1.03
4.899
IO
39.000
0.00
1.02
4.857
IO
39.500
0.00
1.02
4.814
IO
40.000
0.00
1.02
4.772
IO
40.500
0.00
1.01
4.730
IO
41.000
0.00
1.01
4.688
IO
41.500
0.00
1.01
4.647
IO
42.000
0.00
1.00
4.605
IO
42.500
0.00
1.00
4.564
IO
43.000
0.00
1.00
4.522
IO
43.500
0.00
1.00
4.481
IO
44.000
0.00
0.99
4.440
IO
44.500
0.00
0.99
4.399
IO
45.000
0.00
0.99
4.358
IO
45.500
0.00
0.98
4.318
IO
46.000
0.00
0.98
4.277
IO
46.500
0.00
0.98
4.237
IO
47.'000
0.00
0.97
4.196
IO
47.500
0.00
0.97
4.156
IO
48.000
0.00
0.91
4.1.16
IO
48.500
0.00
0.97
4.076
IO
49.000
0.00
0.96
4.036
IO
49.500
0.00
0.96
3.997
IO
50.000
0.00
0.96
3.957
IO
50.500
0.00
0.95
3.918
IO
51.000
0.00
0.95
3.878
IO
51.500
0.00
0.95
3.839
IO
52.000
0.00
0.94
3.800
IO
52.500
0.00
0.94
3.761
IO
53.000
0.00
0.94
3.722
IO
53.500
0.00
0.94
3.683
IO
54.000
0.00
0.93
3.645
IO
54.500
0.00
0.93
3.606
IO
55.000
0.00
0.93
3.568
IO
55.500
0.00
0.92
3.530
IO
56.000
0.00
.0.92
3.492
IO
56.500
0.00
0.92
3.454
IO
57.000
0.00
0.91
3.416
IO
57.500
0.00
0.91
3.378
IO
58.000
0.00.
0.91
3.340
IO
58.500
0.00
0.90
3.303
IO
59.000
0.00
0.90
3.266
IO
59.500
0.00
0.90
3.228
IO
60.000
0.00
0.90
3.191
IO
60.500
0.00
0.89
3.154
IO
61.000
0.00
0.89
3.118
IO
61.500
0.00
0.89
3.081
IO
62.000
0.00
0.88
3.044
IO
62.500
0.00
0.88
3.008
IO
63.000
0.00
0.88
2.972
IO
63.500
0.00
0.87
2.935
IO
64.000
0.00
0.87
2.899
IO
64.500
0.00
0.87
2.863
IO
Depth
4.4 8.87 13.31 17.74 (Ft.)
4.51
4..48
4.45
4.42
4.39
4.36
I I I 4.33
4.30
4.27
4.25
4.22
4.19
4.16
4.13
4.10
4.07
4.05
i I I 4.02
3.99
3.96
3.93
3.91
I. 3.88
3.85
3.82
3.80
3.77
3.74
3.71
3.69
3.66
3.63
3.61
3.:58
3.55
3.53
3.50
3.47
3.44
3.41
3.38
3.35
3.32
3.29
3.27
3.24
3.21
3.18
3.15
3.12
3.09
3.07
3.04
i 3.01
2.98
2.95
2.93
2.90
I I I 2.87
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac-Ft)
.0
4.4 8.87 13.31 17.74 (Ft.)
1 65.000
0.00
0.87
2.828
IO
2.84
65.500
0.00
0.86
2.792
IO
2.82
66.000
0.00
0.86
2.756
IO
I I 2.79
66.500
0.00
0.86
2.721
IO
I I 2.76
67.000
0.00
0.85
2.685
IO
I I 2.73
67.500
0.00
0.85
2.650
IO
2.71
68.000
0.00
0.85
2.615
IO
I 2.68
68.500
0.00
0.85
2.580
IO
2.65
69.000
0.00
0.84
2.545
IO
2.63
69.500
0.00
0.84
2.510
IO
2.60
70.000
0.00
0.84
2.476
I0'
2.57
70.500
0.00
0.83
2.441
IO
2.55
71.000
0.00
0.83
2.407
IO
I I 2.52
71.500
0.00
0.83
2.373
IO
I I 2.49
72.000
0.00
0.83
2.338
IO
2.46
72.500
0.00
0.82
2.304
IO
I 2.43
73.000
0.00
0.82
2.271
IO
I 2.40
73.500
0.00
0.82
2.237
IO
I 2.37
74.000
0.00
0.81
2.203
IO
2.34
74.500
0.00
0.81
2.170
IO
I I 2.32
75.000
0.00
0.81
2.136
IO
I I 2.29
75.500
0.00
0.80
2.103
IO
I I 2.26
76.000
0.00
0.80
2.070
IO
I I I I 2.23
76.500
0.00
0.80
2.037
IO
I I I 2.20
77.000
0.00
0.79
2.004
IO
2.17
77.500
0.00
0.79
1.971
IO
2.14
78.000
0.00
0.79
1.938
IO
I 2.11
78.500
0.00
0.79
1.906
IO
I I 2.09
79.000
0.00
0.78
1.873
IO
2.06
79.500
0.00
0.78
1.841
IO
2.03
80.000
0.00
0:78
1.809
IO
2.00
80.500
0.00
0.77
1.7.77
IO
1.97
81.000
0.00
0.77
1.745
IO
1.95
81.500
0.00
0.77
1.713
IO
1.92
82.000
0.00
0.77
1.681
IO
1.89
82.500
0.00
0.76
1.650
IO
1.86
83.000
0.00
0.76
1.618
IO
1.84
83.500
0.00
0.76
1.587
IO
.1.81
Is 84.000
0.00
0.75
1.556
IO
I I I 1.78
84.500
0.00
0.75
1.525
IO
1.75
85.000
0.00
0.75
1.494
IO
1.73
85.500
0.00
0.75
1.463
IO
I I I 1.70
86.000
0.00
0.74
1.432
IO
1.67
86.500
0.00
0.74
1.401
IO
I 1.65
87.000
0.00
0.74
1.371
IO
1.62
87.500
0.00
0.73
1.341
IO
1.59
88.000
0.00
0.73
1.310
IO
I 1.57
88.500
0.00
0.73
1.280.
IO
1.54
89.000
0.00
0.73
1.250
IO
I 1.51
89.500
0.00
0.72
1.220
IO
1.49
90.000
0.00
0.72
1.190
IO
1.46
90.500
0.00
0.72
1.160
IO
1.43
91.000
0.00
0.72
1.131
IO
1.40
91.500
0.00
0.71
1.101
IO
I 1.37
92.000
0.00
0.71
1.072
IO
I 1.34
92.500
0.00
0.71
1.043
IO
1.31
93.000
0.00
0.70
1.013
IO
1.28
93.500
0.00
0.70
0.984
IO
I 1.25
94.000
0.00
0.70
0.956
IO
1.22
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft)
.0
4.4 8.87 13.31 17.74 (Ft.)
94.500
0.00
0.70
0.927
IO
1.19
95.000
0.00
0.69
0.898
IO
I 1.16
95.500
0.00
0.69
0.869
IO
1.14
96.000
0.00
0.69
0.841
IO
1.11
96.500
0.00
0.69
0.813
IO
1.08
.97.000
0.00
0.68
0.784
IO
1.05
97.500
0.00
0.68
0.756
IO
1.02
98.000
0.00
0.68
0.728
IO
0.99
98.500
0.00
0.67
0.700
IO
0.97
99.000
0.00
0.67
0.672
IO
0.94
99.500
0.00
0.67
0.645
IO
0.51
100.000
0.00
0.67
0.617
IO
I I 0,88
100.500
0.00
0.66
0.589
IO
I 0.85
101.000
0.00
0.66
0.562
IO
I 0,83
101.500
0.00
0.66
0.535
IO
( 0.80
102.000
0.00
0.66
0.508
IO
I I 0,77
102.500
0.00
0.65
0.480
IO
0.75
103.000
0.00
0.65
0.454
IO
I I I 0,72
103.500'
0.00
0.65
0.427
IO
0.69
104.000
0.00
.0.65
0.400
IO
I I 0.67
104.500.
0.00
0.64
0.373
IO
0.64
105.000
0.00
0.64
0.347
IO
0.61
105.500
0.00
0.64
0.320
IO
( 0.59
106.000
0.00
0.64
0.294
IO
0.56
106.500
0.00
0.63
0.268
IO
0.53
107.000
0.00
0.63
0.241
IO
I 0.51
107.500
0.00
0.58
0.216
IO
0.46
108.000
0.00
0.52
0.194
0
0.41
108.500
0.00
0.47
0.173
0
0.37
109.000
0.00
0.42
0.155
0
0.33
109.500
0.00
0.37
0.139
0
0.30
110.000
0.00
0.33
0.124
0
0.26
110.500
0.00
0.30
0.111
O
0.24
111.000
0.00
0.27
0.099
0
0.21
111.500
0.00
0.24
0.089
0
0.19
112.000
0.00
0.21
0.080
0
0.17
112.500
0.00
0.19
0.071
0
0.15
113.000
0.00
0.17
0.064
0
0.14
113.500
0.00
0.15
0.057
0
I 0.12
114:000
0.00
0.14
0.051
0
0.•11
114.500
0.00
0.12
0.046
0
•0.10
115.000
0.00
0.11
0.041
O
0.09
Remaining water in basin = 0.03 (Ac.Ft)
******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
Number of intervals = 231
Time interval = 30.0 (Min.)
.Maximum /Peak flow rate.= 1.169 (CFS)
Total volume = 7.880'(Ac.Ft)
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Tab 6
Appendix B
Rational Method Hvdrolo
131 Streets
B2 Catch Basin / Inlets
133 Storm Drain Hydrology
B4 Hydraulic Grade Line
Laing Luxury Homes
Tentative Tract 35o6o
MDS 69400
Rational Method Hydrology
Streets
Calle Antigua-*
Washington Street -
Calle Allicante-
CalleNostalgia
StFrancis Dr-
CB# 11 &'12
CB# 99 109 &13
CB #14,15,16, &19
CB# 17 & 18
CB# 20, 21
d
Appendix B2
Rational Method Hydro
■ Catch Basin, Inlet & Latera
logy'.
Bstan
CB# 10 Floby
Inlet Flow & Size
CIP 11 & --Sag
Infl.0-See SD C
CB# 14 & 19 — Slot
Inlet Flow
CB#- 15 & 16 — Sag
Inlet Flow
CB# 17 & 18 — FloBy.
Inlet Flow & Size
CB# 20 & 21— FlOBY -
-Inlet Flow &. Size
DI# 4 & 5.. LoPt
Inlet Flow
g Q.mes t
Tentative.-Tr'.'act 3-5,06o
MPS 6940()
'?. -' a ry re. �' S'F; n:"".f? U 1
Rivers de Coin ntyx t t on�CO d�ro` TC)WE Pr`o' gram
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 03/06/08 File:69400CB10Rat.out
"£E�s -•:6 °9
��.:� � �' �. 0 . & Lea t� �=�: ��,•� �� ,,
* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
English (in -lb) Units used in input data .file.
Program License Serial Number 4,082
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 D -4.1)
For the [ Cathedral, City I. area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
����`roe;ess ,from�;•Po�`�"�nt S(tataioa �. �M114.8, Oi0�0�(�Ft�:�) .:tor3��P'ont /aS�tat�on ,t�1,0,02"••'.�0;00'(Ft�)�. ;w
�. r t . ��� e �' `v 3+Y �" a a rc7t �,x ,�+�;;�, �-�' tww��r,, r ,�<: }�i �, m' il' •'is.
f�,'i-�g•.t�3�- �.�;,,,�"Hc` ,=�4� `�' � * w. * ;�IN�I T ;EF,� EV�AL�"�I.ON* *� *�* �����a` �'�� '� +`�'�,.'x �«� .;µ . •. �'�•"
Initial area flow distance = 146.000(Ft.)
_ Top (of initial area) elevation = 53.910(Ft.)
Bottom (of initial area) elevation = 45.850(Ft.)
Difference in elevation = 8.060(Ft.)
' Slope = 0.05521 s(percent)= 5.52
TC = k (0.323) *[(length "3) /(elevation change))"0.2
Warning: TC computed to be'less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration .= 5.000 min.
Rainfall intensity 6.762(In /Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
�tia�l in�it'�iral,�__ ss-,�,!tream.i�a`rxea.a =�« 0.32:0 (Act:' -•')�' „;w '"" ;
Pervious area fraction = 0..200
End of computations, total.study area = 0.32 '(AC.)
Area averaged pervious area fraction(Ap)' 0.200
Area averaged RI index number
-- CIVILCADD /CIVILDESIGN- Engineering Software, - -(c)- 2004 -- Version 7.0
Trlact r35 06 Q;' NSDS;6 94 OO,�CBp 9,4C.apacty
File 694000B16Cap
--------------------------------------------------------------------
Program License Serial Number 4082
Upstream (headworks) Elevation 60.410(Ft.)
Downstream (outlet) Elevation = 60.170(Ft.)
Runoff /Flow Distance = 150 000(Ft.)
Max mum Blow rate,A`in channel (s) $ :.4 4 ; �1 8195 (CFS:)
--------------- -----------------.- - ---------------------------- - - - - --
Top of street.segment elevation = 60.410(Ft.)
End of street segment elevation = 60.170(Ft.)
Length of street segment = 150.000(Ft.) .
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown.(v /hz) = 0.020
Street flow is on (1] side (s) of the street
Distance from curb to-property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Half °street: crouss,f se�`ct1op data'4pointis`e
' X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.8000 right of way
12.0000 0.5000 top of curb
12.0000 0.0000 flow line
14.0000 0.1667 gutter end
26.0000 0.4067 grade break
44.0000 0.7667 crown
CURB , INL`ETT- ,Y�PEx STREET DR}A- 'Opening •Height 830Oa('In'F
.- ..= xc:rrcjib.u�.3 >w�_.tiJas»vur - _ h ,. —e.+S s� _s..e...._ _ wt•..:..r : —ti.,,. . ',w.,_.,..... —rrw
Street Inlet Calculations:
Street flow in street inlet depression = i-895(CPS)
Gutter depression depth = 4.000(In.)
Gutter depression width = 4.000(Ft.)
Average velocity =
Total flow rate in
U.S. DOT Hydraulic
Street flow half
1.2.54 (Ft /s)
1/2 street 1.895(CFS)
Engineering Circular No.
width at start of inlet .=
Givens
, inlet length' 4�'000 (Ft}�
.0,0L'ia... Dui.
Ratio of frontal flow to total. flow = EO =
S`t'ree't slope `pis' less than':Ox5�i "'
Depth of flow indicates a weir flow
condition exists for an opening height /width
Using equation Qweir = 2.3(1.25 for SI) (L +
12 inlet calculations:
11.601(Ft.)
0.8838
of 8.30 (In.
1.8W)dAl.5)
Half street cross section data points through curb inlet:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 1.1333 right of way
12.0000 0.8333 top of curb
12.0000 0.0000 flow line
16.0000 0.5000 gutter /depression end
26.0000 0.7000 grade break
44.0000 1.0600 crown
Note Street inlet capacity is greater than existing flow in street.
�Rrs�m- i� n;. l ma N, Nj' A1�9H5 '`•" "Triq°4j'. ^�'i3il'?i
e•ng flow in' street�kbelow�inl:ets'� -�'�� ,.: 0 OO;00}((hCF'S)
Zero flow remaining in street
Total flow rate in street = 0.000(CFS)
,
CIVILCADD /CIVILDESIGN Engineering-Software, (c) 2004 Version 7.0
-------------------------------------------------------------- - - - - --
--------------------------------------------------------------------
Program License Serial Number 4082
--------------------------------------------------------------
Upstream (headworks) Elevation = 60.940(Ft.)
Downstream (outlet) Elevation = 59.140(Ft.)
Runoff /Flow Distance 70.000(Ft.)
Maximum flow rate in channels) = 3.180(CFS)
Top of street segment elevation = 60.940(Ft.),
End of street segment elevation = 59.140(Ft.)
Length of street segment 70.000(Ft.)
.Height of curb above gutter flowline = 6.0.(In.)
Width of half street (curb to crown) = 47.000(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz,) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1) side(s) of the street
i
Distance from curb to property line = 10.000(Ft.,)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 2_000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown '0.0150
Half street cross section-data points::
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.7500 right of way
10.0000 0.5000 top of curb
10.0000 0.0000 flow line
12.0000 0.1667 gutter end
56.5000 1..0567 grade break
5'7.0000 1.0667 crown f
CURB INLET TYPE STREET DRAIN, Opening Height = 8.300(In.)
Street flow.in street •inlet depression =
Gutter depression depth = 4..000(In.)
Gutter depression -width 4.000(Ft.)
3.180(CFS)
Street tlow half width at.-start of inlet = 4.000(Ft..)
Flow rate in ,gutter' section of str:eea • _ .Qw = .3. 180 (CFS)
Ratio of frontal flow to total flow = EO = 1.0000
Half street cross section data points through curb inlet:
X- coordinate,(Ft.) Y- coordinate (Ft.).
0.0000 1..0833 right of way
10.0000 0.8333 top of curb
10.0000 0.0000 flow line
14.0000 0.5000,gutter /depression end
56.5000 1.3500 grade break
57•.0000 1.3600 crown
Length required for total flow interception = Lt
Lt = .6 * QA0.42 * Slope^.3 * (1 /(n *Se)A.6 = 15.777.(Ft.)
where Manning's n = 0.0150 and Slope = street slope = 0.0257
Se = Equivalent Street x -slope including depression = 0.1033
Average velocity = 2.694(Ft/s)
Total flow rate in 1/2 street = 0.521(CFS)
Streetflow hydraulics:
Halfstreet flow width (curb to crown) 2.584(Ft.)
Average flow velocity = 2.69(Ft /s)
Channel including Gutter and area towards property
line:
Flow Width = 2.000(Ft.) Flow Area =
0.190(Sq.Ft)
Velocity = 2.735(Ft/s) Flow Rate =
0.520(CFS)
Froude No. = 1.5633
Channel from outside edge of gutter towards grade
break:
Flow Width = 0.584(Ft.) Flow Area =
0.003(Sq.Ft)
Velocity = 0.452(Ft /s) Flow Rate =
0.002(CFS)
Froude No. = 1.0418
Channel from grade break to crown:
Flow Width = 0.000(Ft.) Flow Area =
0.000(Sq.Ft)
Velocity = 0.000(Ft /s) Flow Rate =
0.000(CFS)
Froude No. = 0.0000
Total flow rate in street = 0.521(CFS)
�i
I
CIVILCADD /CIVILDESIGN 'Engineering Software, (c) 2004 Version 7.0
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Program License Serial Number 4082
----------------------------------------------------------- ----------
"�� tre,etf Fl ow .+ Inl eat An,a ly�sis °a **
Upstream (head work s)* Elevation 61.080(Ft.)
Downstream (outlet) Elevation = 58.760(Ft.)
Runoff /Flow Distance = 70.000(Ft.) ,
Maximum flow rate in channel(s) = i.520(CFS)
Top of street segment elevation = 61.080(Ft.)
End of street segment elevation = 58.760(Ft.)
Length of street segment = 70.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
.Width of half street (curb to crown) = 25.000(Ft.)
Distance from crown to crossfall grade break. = 0.500(Ft.)
,Slope from gutter to grade break (v /hz) = 0.020
Slope from grade,break to crown (v /hz)' = 0.020
Street•flow is on [1] side(s) of the, street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in' gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown = 0.0150
Half street cross section data points:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.7500 right of way
10.0000 0.5000 top of curb
10.0000 6., 0000 flow,line
12.0000 0.1667 gutter end
34.5000 0.6167 grade break
35.0000 0.6267 crown
CURB INLET TYPE STREET DRAIN, Opening Height 8.300(In.)
Street flow in street inlet depression =
Gutter depression depth = 4.000(In.)
Gutter depression width.= 4.000(Ft.)
1.520(CFS)
U.S. DOT Hydraulic Engineering Circular No. 12.inlet calculations:
Street flow half width at start of'inlet = 46000(Ft.)
Flow rate in gutter section _of street—= Qw = 1'.52.0 (CFS)
Given inlet length L.= 10..0:00 (Ft.
Ratio of frontal flow to total flow = EO = 1:0000
Half street cross section data points through curb inlet:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 1.0833 right of way
10.0000 0.8333 top of curb
10.0000 0.0000 flow line
14.0000 0.5000 gutter /depression end
34.5000 0.9100 grade break
35.0000 0.9200 crown
L ~gth"�'�r'�e�edf`'br,� totaxl f;l�ow�„i�ntiterception k rLt< � ' �" �. > _•
'L�t• ±6 * 4dA42. *�S1oP�:3. * (ls /(rn *ES:e�)6er1,2487Ft)
where Manning's n = 0.0150 and Slope = street slope = 0.0331
Se = Equivalent Street x -slope including depression = 0.1033
Total flow rate in 1/2 street = 0.083(CFS)
Streetflow hydraulics:
Halfstreet flow width (curb to crown) = 2.000(Ft.).
Average flow velocity = 2.04(Ft /s)
Channel including Gutter and area towards property.
line:
Flow Width = 0.990(Ft.) Flow Area =
0.04i(Sq.Ft)
Velocity = 2.037(Ft /s) Flow Rate =
0.08.3(CF8)
Froude No. = 1.7675
Channel from outside edge of gutter towards grade
break:
Flow Width = :0:000(Ft.) Flow Area
0.000(Sq.Ft)
Velocity = 0.000(Ft /s) Flow Rate
0.000(CFS)
Froude No. = 1.0418
Channel from grade break to crown:
Flow Width = 0.0.00(Ft.) Flow Area =
0.000(Sq.Ft)
Velocity 0.000(Ft /s) Flow Rate =
0.000(CFS)
Froude No. = 0.0000
Total flow rate in street = 0:083(CFS)
Tab 8
1�
1
1
Appendl*x
1
Rational Method Hydrology
1
Storm Drain .Design Q100
1
1 Storm Drain C a
/ h
Storm Drain E na
Storm Drain F
Storm Drain I
1 Storm Drain J
1 Drainage Ditches -10 thru 13
1 .Laing Luxury Homes
Tentative Tract 35o6o
1 MDS 69400
1 .
�1
Rive `sgide County Ra gM n alb Hydrology P` gram
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1.
Rational Hydrology Study Date: 03/08/08 File:69400SDCRat.out
--------------------------------------------------------------- ---------
********* Hydrology Study Control Information * * * * * * * * **
English (in -lb) Units used in input data file
Program License Serial Number 4082
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.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity.= 0.980(In /Hr)
100 year storm 10 minute intensity = 4.5.20(In /Hr)
100 year storm 60 minute intensity'= 1.600(In /Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.980(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 438.000(Ft.)
Bottom (of initial area) elevation = 156.000(Ft.)
Difference in elevation = 282.000(Ft.)
Slope = 0.70500 s(percent)= 70.50
TC = k(0.300) *[(length^3) /(elevation change)] 0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity— 4.141(In /Hr) for a 10.0 year storm
USER INPUT of- soil data for.subarea
Runoff Coefficient = 0.899
Decimal fraction soil group D = 1.000
RI index.for soil(AMC 2) = 93.00
Pervious area fraction = 0.050; Impervious fraction 0.950
Initial subarea runoff 8.190(CFS)
Total initial stream area = 2.200(Ac..)
Pervious area fraction = 0;.050.
++++++++++++++++++++++++++++++++++++++++ ' + + + + + + + + + + + + ++ + + + + + + + + + + + + + + ++
' Top of natural channel elevation = 156.000(Ft.)
End of natural channel elevation = 95.000(Ft.)
Length of natural channel = 335.000(Pt.)
Estimated mean flow rate at midpoint of channel = 9.307(CFS)
' Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity(ft /s) = (7 + 8(q(Engli6h Units)".352)(slope ^0.5)
�I
Velocity using mean channel flow = 10.47(Ft /s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D -6.2)
Normal channel slope = 0.1821
Corrected /adjusted channel slope = 0.1821
Travel time = 0.53 min. TC = 5.53 min.
Adding area flow to channel
USER INPUT of soil data for subarea
Runoff Coefficient = 0.825
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.950; Impervious fraction = 0.050
Rainfall intensity = 3.905(Iin /Hr) for a 10.0 year storm
Subarea runoff = 1.933(CFS) for 0.600(Ac.)
Total runoff = 10.123(CFS) Total area = 2.800(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + ++
Upstream point elevation = 95.000(Ft.)
Downstream point elevation = 93.100(Ft.)
Channel length thru subarea = 364.000(Ft.)
Channel base width = 1.000(Ft.)
Slope or 'Z' of left channel bank = 0.800
Slope or 'Z' of right channel bank = 0..800
Estimated mean flow rate at midpoint of channel
= 10.967(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 2.500(Ft.)
Flow(q) thru subarea = 10.967(CFS)
Depth of flow = 1.163(Ft.), Average velocity
= 4.887(Ft /s)
Channel flow top width = 2.860(Ft.)
Flow Velocity = 4.89(Ft /s)
Travel time = 1.24 min.
Time of concentration = 6.77 min.
Sub - Channel No. 1 Critical depth = 1.141(Ft.)
' ' Critical flow top width =
2.825(Ft.)
' ' ' Critical flow velocity=
5.027(Ft /s)
' I I Critical flow area =
2.181(Sq.Ft)
Adding area flow to channel
USER INPUT of soil data for subarea
Runoff Coefficient = 0.853
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.950; Impervious fraction = 0.050
Rainfall intensity = 3.473(In/Hr) for a
10.0 year storm
` ff`+H•°' k� f�r� � x'�
72 �c �..� '^ � 'Y'ti r� ct.S "'v �f.1�r d r ,rt Q �. `y,•,x 3 r a.x -.
' Total runoff s 11 3 (CFS) t Totalfiarea _ « 35. ^340 (Ac )
,Depth*, of fa1>ow,a = „; 3 a,� w.
968(Ft /s)t
Sub - Channel No. 1 Critical depth 1.188(Ft.)
' Critical flow top width = 2.900(Ft.)
Critical flow velocity 5:062(Ft /s)
' Critical flow area = 2.316(Sq.Ft)
1
1
1
1
............. ............................................ .............
.Upstream point/station elevation = . 83.510(Ft.)
Downstream point/station elevation 62.480(Ft.)
Pipe length = 111.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.723(CFS)
.Normal flow depth in pipe = .6.22(In.)
Flow top width inside pipe = 17.12(In.)
Critical Depth 15.62(In.)
Pipe flow velocity 21.66(Ft/s)
-Travel time through pipe 0.09 min.
Time of concentration (TC) = 6.86 min.
........................ 4 ..............................................
USER INPUT of soil data for subarea
Runoff Coefficient = 0.816
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.950; Impervious fraction 0.050
Time of concentration = 6.86 min.
Rainfall intensity = 3,._447.(In/Hr) fora. 10.0 year storm
Subarea runoff 1. 82,8�(CFS) for 0.650(Ac.)
Total runoff = 1 3.551'(CFS) Total area
3.990(Ac.)
.......... ..............................................................
Upstream point/station elevation = • 62.280(Ft
Downstream point/station elevation ' ' 57 ' 430(Ft.)'
Pipe length 224.00(Ft.) Manning's N -_' 0.013
No. of pipes = 1 Required pipe flow = 13.551(CFS)
Normal flow depth in pipe 10.-66(in.)
Flow top width inside pipe = .23.85(In.)
Critical Depth = 15.90(In..)
Pipe flow velocity 1o.05(Ft,/s)
Travel time through pipe = 0.37 min.
Time of concentration (TC) = 7.23 min.
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . 4- 4- 4: 4- 4- 4- 4- 4-4-4- 4.4-4.4-4. 4. 4
-Downstream point/sta'iion elevation *= 55.970 (Ft.).
Pipe length = 144.00(Ft.) Manftingis N = 0.013.
No. of pipes = 1-Required pipe flow = 13.551(CFS)
Normal flow depth in pipe = 13.32(In.)
Flow top width•inside pipe = 23.85(In.).
Critical Depth = 15.90(In.)
Pipe flow velocity = 7.56(Ft/s)
Travel time through pipe 0.32 min.
i
+++++++++++++++++++++++++++++++++++++++ + + ++ + + + ++ + + + + ++ + + + + + + + + + + + + ++ ++ 1
CONDOMINIUM subarea type ;.
Runoff Coefficient = 0.823.
Decimal fraction.soil group A = 0:000,
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Time of-concentration 7.55 min.
Rainfall intensity = 3.261(In /Hr) for a 10.0 year storm
r�.�::�. �gSub *.a�,,,r•,e_a'�..runof,C.,,°rf a_- is 02.Or•C +FS) Ff:o�r`:. ! °� 0 .a3�8,0 (�Ac•: =)r ' ^�,,. t
Total runoff 14.571(CFS) Total area = 4.370(Ac.)
++++++++++++++++++++++++++++++++++++++++ + + ± + + + + + + + + ++. + + + + + + + + ± + + + + + + ++
u
USER INPUT of soil data for subarea
Runoff Coefficient = 0.812
Decimal fraction soil.group A = 0.000 '
Decimal fraction soil group B = 1.000_
RI index for soil(AMC 2) = 78.00
Pervious area fraction 0.950; Impervious fraction'= 0.050
-Time of concentration = 7.55 .min.
Rainfall intensity = 3..261(In/Hr) for a 10.0 vear "storm
+++++±+++++++++±+++++++++++++++++++++±±++ , + + + + + + + + + + + + + + + + + + + + + + + ++ + + + +,
•••••• - ':.'.1YVa."Amm�uf�crizv.•;ry ,nszvrnsua.ocxa •..M�as,e na+r ',et3 , -c ..0 YhM' •." •••:�!%� e+%sR.. — �j�"ay. _a�;r, '�'�Y�:SPYA�'��Jfjil6E '�RIY��lYii3t.'W
Upstream point /station elevation 55:970(Ft.)
Downstream point /station elevation = 53.710(Ft.)
Pipe length 218.00(Ft.) Manning!s N = 0.013
' No of pipes = 1 Required pipe flow 15,683(CFS)
�i�'�'a"'�.�;u'"� -,%'�_-��,kt�s'!3'�.i.,i •... ..: ... _ „ ,:'�:,'R�9xR'2.F _�8cH3:YSF!3 =�.t1.Taq Rte!^,- �ne�ex�.: e.- +vsnnnmsn„r.� <cn,. vs .�e.�,.,Me«�,r„�.
1
1'
1
Normal flow depth.in pipe = 14.53(In.)
Flow'top width inside pipe = 23.46.(In.)
Critical Depth = 17.12(In.)
Pipe,flow velocity = 7.89.(Ft /s) :.
Travel time through pipe 0.46 min.
-Time of concentration (TC) •8.01 min.
++++±+++++++++++++++++++++++++++++++++.+ + + + + + + + + + + + + + + + + + + + +++ + + + + + + + ++
Upstream point /station elevation 53.710(Ft.)
Downstream Point/station elevation 4.5..500(Ft.)
Pipe length 17.00(Ft.) Manning "s N 0.013
No. of pipes = 1, Required pipe flow = 15.683(CFS)
Normal flow depth in pipe = 7.51(In.)
Flow top width inside pipe 22.25(In.)
s.
Critical Depth = 17.12(Iri.)
Pipe flow velocity = 18.67(Ft /s) r
Travel time through pipe = 0.07 min.
.:T:i�mexaotf 'con cent' =at'a,oa. ('TC?) 8..:08 ,m!iFn1, . ,• rie,}
............................... . . . + . . + + + + + + + + + + + + + + + + + + + + + +
ace
USER INPUT of soil data for subarea
Runoff.Coefficient = 0.817
Decimal fraction soil group A = 0.000.
Decimal fraction soil group B = 1.00.0
RI index for soil(AMC 2) = 70.07
Pervious area fraction = 0.600; Impervious fraction '= 0.400
Time of concentration 8.08 min.
Rainfall intensity = 3.,136(In /Hr) for a 10.'0 year storm
Subarea runoff = 0: &2'0'(CFS) •for 0.320 (Ac. )
Total runoff = 16.503(CFS) Total area = 5.110(Ac.)
++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + +: + + + + + ++
#Process from Point /Stationu �" :102�3.0`00(F't) to;Poi
' �° * k* ;��FLOW��T���VELTI�ME�p „(IIshe'r
Upstream point /station elevation = 45.500(Ft.)
Downstream point /station elevation = 44.500(Ft.)
Pipe length 23.00(Ft ) Manning's N = 0.013
,tea � � No ofd �p�ipes � ;� 1 r Require�d.�p�.pe, flwow: 16.;503 ((C
�a �Giv�en, i�e� �si�sze �' • 30 >£�00�(I�n.•) � t '�� '`�
Calculated individual pipe .flow = 16.503(CFS)
Normal flow depth in pipe =,. 8.93(In.)
' Flow top width inside pipe = 27.43(In.)
Riv'erside:County Rational Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 03/06/08 File:69400SDCRat.out
------------------------------------------------------------------------
Tract 35060 - NIDS 69400 -.. 'Storm Drain..C.Rational
File -040,0M R
-------------------------------------------------- at ) �r,/�o��% lAr
* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ) area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process:+from Point %Station 2900. 000.(Ft ).;to Point /Station 2S0Q-:000(Ft -:`j.
_
* * ** INITIAL AREA EVALUATION * * * *C1 ✓ROCk
Initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 438.000(Ft.)
Bottom (of initial area) elevation = 156.000(Ft.)
Difference in elevation= 282.000(Ft.)
Slope = 0.70500 s(percent)= 70.50
TC = k(0.300) *[(length^3) /(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.899
Decimal fraction soil group D = 1.000
RI index for soil(AMC 2) = 93.00
Pervious area fraction = 0.050; Impervious fraction = 0.950
Initial subarea runoff = 13.378(CFS)
Total initial stream area = 2.200(Ac.)
Pervious area fraction = 0.050
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +++ + + + + + + + + + + + + + ++
Process `from Point /Station 25U0,`000 (Ft �) to PointJ3tation 2165 -:00.0 (Ft ".;)
NATURAL CHANNEL ' TIXZE SUBAREA' FLOW ADDITION * * * * C2 "='s and
Top of natural channel elevation = 156.000(Ft.)
' End of natural channel elevation = 95.000(Ft.)
Length of natural channel = 335.000(Ft.)
Estimated mean flow rate at midpoint of channel = 15.202(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity(ft /s) = (7 + 8(q(English Units)^.352)(slope"0.5)
Velocity using mean channel flow = 11.88(Ft /s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D -6.2)
Normal channel slope = 0.1821
Corrected /adjusted channel slope = 0.1821
Travel time = 0.47 min. TC = 5.47 min.
Adding area flow to channel
USER INPUT of soil data for subarea
Runoff Coefficient = 0.853
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction =. 0.950; Impervious fraction = 0.050
Rainfall intensity = 6.418(In /Hr) for a 100.0 year storm
Subarea runoff = 3.284(CFS) for 0.600(Ac.)
Total runoff = 16.662(CFS) Total area = 2.800(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Upstream point elevation = 95.000(Ft.)
Downstream point elevation = 93.100(Ft.)
Channel length thru subarea = 364.000(Ft.)
Channel base width = 1.000(Ft.)
Slope or 'Z' of left channel bank = 0.800
Slope or 'Z' of right channel bank = 0.800
Estimated mean flow rate at midpoint of channel =
Manning's 'N' = 0.015
Maximum depth of channel = 2.500(Ft.)
Flow(q) thru subarea = 18.026(CFS)
Depth of flow = 1.489(Ft.), Average velocity =
Channel flow top width = 3.383(Ft.)
Flow Velocity = 5.52(Ft /s)
Travel time = 1.10 min.
Time of concentration = 6.57 min.
Sub - Channel No. 1 Critical depth = 1.484(Ft.)
' I I Critical flow top width =
Critical flow velocity= 5
' 1 1 Critical flow area = 3.
Adding area flow to channel
USER INPUT of soil data for subarea
Runoff Coefficient = 0.853
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 78.00
18.026(CFS)
5.523(Ft/s)
3.375(Ft
551(Ft /s)
247(Sq.Ft.)
Pervious area fraction = 0.950; Impervious fraction 0.050
Rainfall intensity = 5.772(In /Hr) for a 100.0 year storm
Subarea runoff = 2.659(CFS) for 0._540(Ac.)
Sub - Channel No. 1 Critical depth = 1.531(Ft.)
' Critical flow top width = 3.450(Ft.)
' Critical flow velocity= 5.671(Ft /s)
' Critical flow area = 3.407(Sq.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Pro .cess from, P'ointi /Stat�i:ont ,, 18,0 °1 0,0.0(Ft,:)Kt`o..P.oiritE` /.,S -t
* * * * PIPEi?LOW TRAV;EL::T:IN
Upstream point /station elevation = 83.510(Ft.)
Downstream point /station elevation = 62.480(Ft.)
Pipe length = 111.00(Ft.) Manning's N = 0.013
Normal flow depth in pipe 8.17(In.)
Flow top width.inside pipe = 17.92(Inj
Critical depth could not be calculated.
'Travel time through pipe = 0.07 min.
Time of concentration (TC) 6.64 min.
MrT ......................................................................
USER.INPUT of soil data for subarea
Runoff Coefficient = 0.847
Decimal fraction soil group A = 1.000 li
RI index for soil(AMC 2) = 18.00
41
Pervious Area fraction = 0,950; Impervious fraction 0.050
Time of concentration = 6.64'min.
Rainfall intensity 5.734(in/Hr)'for a .160.0 year storm
...................................
...............
10-1311-112,1111, M".
Upstream point/station elevation = 62.280(Ft.)
Downstream point/station elevation = 57.430(Ft.)'
Pipe length = 224.00(F.t.) Manning's'N = 0.013
No. of pipes = 1 Required pipe,.flow = 22.479(CFS)
Normal flow depth in pipe = .14.45 (In.)'.
Flow top width inside pipe = 23.49(In.)
Critical Depth— 2.0.27(In.)
Travel time through pipe 0.33 min.
Time of concentration (TC) .6. 0. min.
........... I ........... .................................................
Upstreamipoint/'s'tation elevation = 57.430(Ft.)
Downstream point/station elevation = 55.970(Ft.)
Pipe length = 144.00(Ft.) Manning.'s'N 0.,013
.Normal flow depth in pipe,= 19.41(.In.)
Flow top width inside pipe 18.88(In.)
Critical Depth = `.20.-2-7 (In..
Travel time through pipe'= 0.29 min.
Time of Concentration (TC) = 7;26.min.
................................ .................... ..................
CONDOMINIUM subarea type
Runoff Coefficient - 0.849
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction 0.350; Impervious fraction 0.650'
Time of concentration = 7.26 min.,
Rainfall intensity = 5.446(In /Hr) for a 100.0 year storm
� '~�" 3ubar.ea runoff = � s'`aT..7�5'7�(CFS,)'-' f,or' �0 *380'(Ae:.:) ,T� _ ti��•' • v� ;
Total runoff 24.236(CFS) Total area = 4.370(Ac.)
.+++++++++++++++++++++++++++++++++++++.+++ + ++ + + + +. + + ++ + + + + + + + + + + + ++ + + + + ++
USER INPUT of soil data for subarea
.Runoff Coefficient = 0.84.5
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.950; Impervious fraction = 0.050
Time of concentration = 7.26 min.
Rainfall intensity= 5.446(In/Hr) for a 100.0 year storm
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Upstream point /station elevation 55.970(Ft.)
Downstream point /station elevation = 53.710(Ft.)
Pipe length = 218:00(Ft.) Manninq's N 0.013
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
1.195(Ft.) at the headworks or'inlet of the pipe(s)
Pipe friction loss = 2.916(Ft.)
Minor friction loss = 0.539(Ft.) K- factor = 0.50
Travel time through pipe 0.44 min.
Time of concentration -M) _ 7.70.min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +`
Upstream point /station elevation = 53.710(Ft.)
Downstream point /station elevation = 45.500(Ft.)
'Pipe,length = 77.00(Ft.) ' Manninq's N ='0.013
No. of pipes = 1. Required pipe. flow = 26.168(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow 26.168(CFS,)
Normal flow depth in pipe = 9..87(.In.')
Flow top width inside pipe 23.62(In.)
Critical Depth = 21.47(In..)
Pipe flow velocity = 21.50(Ft /s)
Travel time through pipe_=. 0.06 min.:
Time of concentration..(TC) 7.76 min.
■
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
USER INPUT of soil data for subarea
Runoff Coefficient = 0.817
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) 58.35
Pervious area fraction = 0.600; Impervious fraction = 0.400
Time of concentration = 7.76 min..
Rainfall intensity 5.241(In /Hr) for a 100.0 year storm
�LL° ..�Su a e,a`�•r�unofA €. 1,:�3'�7.0 (:CFSg) fcr` 0,� 3�2.0�(kAc *a)`e��_;:��� } -� W
Total runoff = 27.539(CFS) Total area = 5.110(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + ++ + + + + + ++ + + + + + + + + ++
Upstream point /station elevation = 45.500(Ft..)
Downstream point /station elevation = 44.500(Ft.)
Pipe length = 23.00(Ft.) Manning's N = 0.013
Normal flow depth in pipe.= 11.71(In.)
Flow top width'inside pipe 29.27(In.)
Critical Depth = 21 47(In.)
� „�,,�;P �` �e f ]:ow ve l owe ty _ �,'�+ X1-5.5 rF t� S ��, r a�' � �::�_ ik'�t'• .
Travel time through pipe = 0.02 min.
Time of concentration (TC) 7.78 min.
End of computations, total study area = 5.11 (Ac.)
1 Area averaged pervious area fraction(Ap) 0.496
Area averaged RI index number = 73.3
Riverside County Rational Hydrology Program
:i CIVILCADD /CIVILDESIGN Engineering ^Software,(c) 1989 - 2005 Version 7.1.
Date: 03/14/08 File:69400CB1718SDF.out
---------------------------------------------------------------- - - - - --
------- - - - - ---
* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ) area used.
10 year.storm 10 minute intensity 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr),
Slope of intensity duration curve = 0.5800
++++++++++++++++++++++++++++++++++++++++ + +. + + + + + + + + + + + + + + + + + + + + + + + + + + ++
�, �:u�,�."�.•".'-��,+�'; �'•- ` .��'"'i��-�fr,"�'�����"�"�,�=Tk •,�IPL�AR,�,,EF,��pA "- L�IIAT,ION �: � '�� �
Initial area flow distance 225.000(Ft.)
Top (of'initial area) elevation 67 '.260(Ft..)
Bottom (of initial area) elevation = 64.480(Ft.)
Difference in elevation = 2.780(Ft.)
Slope = 0.01236 s(percent)= 1.24
TC = k(0.370) *[(length "3) /(elevation change))^0.2
Initial area time of concentration = 7.775,min.
'Rainfall.intensity = 5.234(In/Hr) for a 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.847
Decimal fraction soil group A = 0.000.
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2•) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 3.282(CFS)
Total initial stream area = 0,740(Ac.,)
Pervious area fraction = 0.350
+++++++++++++++++++ ... +++++++++++++±++++ + + ++ + + + + + + + + + +t + + + + + + + + + + + ++ + ++
rz Piro e�ss fWo�m�Poi' nt" % 4ti +.on 18p3VOr 000 (.Ft; ) to P .int /rStati�gn 13 1 10
Rik4
. * *`* *T.REET F. LOWr °�TRA�7EL TIDiE .+ STJB�ASItEA
Top of street segment elevation = 6.4.4-80 (Ft..
End of street segment elevation = 62.050(Ft.)
Length of street segment = 508.090(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.000(Ft.)
Distance from crown to'crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 8.000(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in.gutter = .0.0170
Manning's N.from gutter to grade break = 0.0150
Manning's N.from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 9.109(CFS)
,Depth of flow= 0.426(Ft.), Average velocity =` 1.923(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.972(Ft.)
Flow velocity = 1.92(Ft /s)
Travel time = 4.40 min. TC = 12.18 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.835
Decimal fraction soil.group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil•(AMC 2) = 56.00
Pervious area fraction= 0.350; Impervious fraction = 0.650
Rainfall intensity 4.035(In /Hr) for a 100.0 year storm
Street flow at end of street = 14.805(CFS)
Half street flow at end of street 7.403.(CFS)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Upstream point/station-elevation
Downstream point /station elevation
Pine lencrth = 37.68(Ft.) Manni
56.430(Ft.)
56.3-10 (Ft'.
's N = 0 ":013
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
.0.476(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 0.187(Ft.)
Minor friction loss 0.409(Ft.) K- factor = 1.50
Pipe flow velocity 4.19(Ft /s)
Travel time through pipe = 0.15 min..
Time of concentration (TC) = 12.33 min.
++++++++++++++++++++++++ ++++++++++++++++. + + + + + + + +. + + + + + + + + + + + + + + + + + + + + ++
•Upstream point /station elevation 56.3.16 (Ft.:)
Downstream point /station elevation.-- 50.'09b(Ft.)
Pipe length = 96.76(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 14.805(CFS)
Normal flow depth in pipe = 9.59(In.)
Flow top width inside pipe = 17.96(In.)
Critical Depth = 16.80(In.)
Pipe flow velocity = 15.47(Ft /s)
Travel time through pipe 0.10 min.
Time of concentration (TC) 12..,43 min.
+++++++++++++++++++++++++++++++++++±+++ + + + + + + ± + ± + + + + + + + + + + + + + + + + + + + + ++
Procesfs 'f -'rom P�oin +t: /Sta�ti'on 1186 a56a0,<�(Ft�) to P,oi�nt /3aation 1196..00q
.;�,.�'�.��- fie,#;
k * * ** SUBAREA FLOW ADD:IFTION• *3* *CB, #,.�G
•CONDOMINIUM subarea type '
Runoff Coefficient = 0.834
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000-
RI index for soil(AMC 2), = 56.00
Pervious area fraction– 0.350; Impervious fraction,= 0.650
•—Time of concentration = 12.43 min.
Rainfall intensity = 3.987(In /Hr) for a 100.0 year storm
F,
�3ub.,�Farea rtuiofg 1F 63y0 (1CFS)n for ,0 4,90 (aAc.),,., ,;(;
�,�'��,: �Totfaxl� 'runo�f�f _ -. 1�'6�'�4 3`5�(�;C$S� }�., .,�To�ta'�i�`, area '�; . , . , � .'.4r..6�5�0?�(G�ic . ). a`�r�•
11 N-Palc�e�ss {f -'rom •Po�in�t /Station � �118O�t )� to 4P:oi�nt�/Sta�t4i�o�� � �`; '�1240j.�0�10'�,0•(F
� * *�* * SUBAREP,�grL9WzADDrvITION* * * *C�By ; Si a
'CONDOMINIUM subarea type
Runoff Coefficient = 0.834
Decimal fraction soil group A = 0.000'
Decimal fraction soil group B = 1.000„
RI index-for soil(AMC 2). = 56.00 '
Pervious area fraction = 0.350; Impervious fraction 0..650
Time of concentration 12.43 min..
Rainfall intensity _ 3 987'(In /Hr) for a 100.0 year storm i
NO,,Tot�a�l ruff 16. 68 (CFS) »Tota1G "ar`ea �. 4:780 (Ac )'
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process ffrgm; Poiast %Stra ion � � 4�118�6 560' (�Ft ,�) t °;o: Pfoignt- � /Sta�t�i+'ori :� 10.3 °5,,.800 (LF;�
'�� � {� , *� P„InP %EFL'OFT TRA��EL��TIpME (Us.er sp'e`ci,fieci��aze °) * *� *�* � • ,.A�.,,
Upstream point /station elevation = 'S0.090(Ft.)
�. Downstream point /station elevation= 49.340(Ft%) r
Pipe length = 150.76(Ft.) Manning's N 0.013
No. of pipes = 1 Required pipe flow = 16.868(CFS)
.Cal,cu °laced ineii - wailaln pl�p'e flow r 16:86;8 (CFS�)x "k `(•
Normal flow depth in pipe = 24.00(In.)
Flow top width inside pipe = 0.00(In.)
' Critical Depth = 17.76(In.)
Pipe:flow velocity = 5.08(Ft /s)-,
Travel.time through pipe = 0:49 min.
Time of concentration (TC) = 12.93 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + ++
++++++++++++++++++++++++++++++±++++++++ + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + ++
OBEoteAs f4rom P * *a�tz /'Stktioa j 100.38SOOF%att) "tPoinat/Statn',•.t99.9F;*050 (Ft
a L ^ za r Y PIP€EFLOW° TYRAYEL- TrIME (;Use= specif;ifed .size.). * *. *a*
r+ ,�,4
Upstream point /station elevation = 49..340(Ft.)'
;
Downstream point /station elevation
Pipe length =. 36.75(Ft.) ' Manning's N.= 0.013
No. of pipes 1 Required pipe flow 16 .86.8(CFS)
"Given �psi�pe si�zce _ ,�24" 'UO (In: •) �, � � '� �
alcsulat
c;
Normal flow depth in'pipe = 7.60(In.)
Flow top width inside,pipe = 22.33(In.)
'Critical Depth = 17.76.(In.,),
Pipe flow velocity = 19.76(Ft /s)
t = Travel time through pipe= 0.03 min..
' Time of concentration (TC) = 12.96 min.
End of computations, total study area = 4.78 (Ac:)
Area averaged pervious area.fraction(Ap) = 0.350
;
Area averaged RI index number = 56.0
1.
t � 4- ,t'�"'*y"�'*�*.�!""�% .!y� �"���'P "� ?•!� ;w �.��R'A`'J. `i �'�' # .?fie � '�`��:'m)nf�'�G`"�f i�
Rver;s,de�Count�y,�R�atnal;" Hyd�r�ol�o�gy�P�ro�g,�ram
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version'7.1'
Rational.Hydrology Study Date: 03/11/08 File:69400SDHRat.out
----------------------------------------- or----------------------- - - - -
--
* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
English (in -lb) Units used in input data file'
Program License Serial, Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10. year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity 1.600(In /Hr)
Storm event year = 100.0
.Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
..Slope of intensity duration curve 0..5800
++++++++++++++++++++++++.4.... t+++++++++ + + + + + + + + + + + + + + + + + + + + + +. + + + + + + ++
Initial area flow distance 70.000(Ft.)
Top (of initial area) elevation = 67.700(Ft.)
' Bottom (of initial area) elevation
Difference in elevation = 1.260(Ft.)
Slope = 0..01800 s(percent) 1.80
TC = k(0.300) *[(lerigth"3) /(elevation change)]"0.2
Warning: TC computed to be less than 5 min.•; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a' 100.0 year storm
. COMMERCIAL subarea type
Runoff Coefficient = 0.888
Decimal fraction soil group A = 0.000
Decimal fraction.soil group B = 1.000..
RI index for soil(AMC 2) 56.00
Pervious area fraction = 0.100;,Impervious fraction = 0.900
Initial subarea runoff = 0:360(CFS)
Total initial stream area = 0.060(Ac.)
Pervious area fraction = 0.100
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + +++ + + + + +'-
Procese from aPoin�t/ "Station { p 140'0y00�(FtO 'to Point/Station X116 00(0 1
�* * * *3STREET' FLOFLti
Nall
Top of street segment elevation 66.440(Ft.)
End of street segment elevation = 59.470(Ft.)
Length of street segment _ 280.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
? Width of half street (curb to crown). = 47.000(Ft.)
' Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) _ ,0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break= 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.728(CFS)
-Depth of flow = 0.262(Ft.), Average velocity = 2.972(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.743(Ft.)
Flow velocity 2,.97(Ft /s)
Travel time 1.57 min. TC 6.57 min.
Adding area flow "to street
SINGLE FAMILY (1 to
Lot)
Runoff Coefficient = 0.789
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.800; Impervious fraction = 0..200
Rainfall intensity = 5.771(In /Hr) for a 100.0 year storm
Street flow at end of street = 3."185(CFS)
Half street flow at end of street = 3.185(CFS)
Flow width (from curb "towards crown)= 9.024(Ft.)
++++++++++++++++++++++++++++++++++++++'+ + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++
Upstream point /station elevation 58.970(Ft.)
Downstream point /station_ elevation-*-- 58.850(Ft.)
Pipe length = 81.00(Ft.) Manning's N =,0.013
No. of pipes-= 1 Required pipe flow = 3.185(CFS)
Normal flow depth in pipe = 12.05(In.)
Flow top width 'inside pipe = 16.94(In.)
Critical Depth = 8.14(In.)
Pipe flow velocity = 2.53(Ft /s)
Travel time through pipe— 0.53 min.
Time of concentration (TC) = 7.10 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
COMMERCIAL subarea type
Runoff Coefficient = 0.8.86
.Decimal fraction soil group A 0.000•
Decimal fraction soil group B = "1.000
RI index for soil(AMC 2) 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Time of concentration'= 7.10 min.
Rainfall intensity 5.516(In /Hr) for a 100.0 year storm
Subarea "runoff = 1.514(CFS) for 0.310(Ac.)
Total runoff = 4.699(CFS) Total area = 0.99'0(Ac.)
. .++++++++++++++++++++++++++++++++++.++++++++++++++++++++++++++++++++++
Upstream point/station elevation ~ 58.850(Fr.)
Downstream point/station elevation 57.00.0(Ft.)
Pipe length ~ 76.00(Ft.) Manuiog'a m ~ 0.013
No of pipes = 1 Required i fl
PD
Normal flow depth in pipe 6.60(In.)
FIm^ top width inside pipe ~ 17.35(zo.)
Critical Depth ~ 10.00(Io.)
Pipe flow velocity ~ 8.01(Ft/o)
Travel time through pipe ~ 0.I6 min.
Time of concentration (TC) ~ 7.26 min.
Bud of computations, total study area 0.99 (Ac.)
Area averaged pervious area fractioo(Ap) ~ 0.538
Area averaged RI index number = 56.0
Riverside County Rational Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
,Rati.onal Hvdroloav::,`�Si- ',ic3w `�"
Date: 03/11/08 File:69400DI5Rat.out
------------------------------------------------------------------ - - - - --
Tract '35:060. - MDS' 6940.0•.. lOb yr.
Vee Ditch 12 (DD 'J) - .D:I#
---------------------------------------- --------------------------------
********* Hydrology Study Control Information * * * * * * * * **
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
: Process Irom •Point /Station. 1650,.000;ffF_t..) .to`.point/st:atlon.
w * *.* INITIAL,. AREA .EVALUATION.
Initial area flow distance = 101.000(Ft.)
Top (of initial area) elevation = 97.000(Ft.)
Bottom (of initial area) elevation = 85.000(Ft.)
Difference in elevation = 12.000(Ft.)
Slope = 0.11881 s(percent)= 11.88
TIC = k(0.530) *[(length "3) /(elevation change)]^0.2
Initial area time of concentration = 5.141 min.
Rainfall intensity = 6.653(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.819
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 1.199(CFS)
Total initial stream area = 0.220(Ac.)
Pervious area fraction = 1.000
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process 'from Point /:Station 15,4.9:00;0.;(Ft )i =to Point / Station ti 15,29.. 000
TRAVEL :TIME
' Upstream point elevation = 87.000(Ft.)
Downstream point elevation = 85.000(Ft.)
Channel length thru subarea = 20.000(Ft.)
Channel base width 1.000(Ft.)
Slope or 'Z' of left channel bank 1.000
Slope or 'Z' of right channel bank = 1.000
' Manning's 'N' = 0.017 -
Maximum depth of channel 1.500(Ft.)
Flow(q) thru subarea = 1.199(CFS)
Depth of flow = 0.152(Ft.), Average velocity = 6.827(Ft/s)
Channel flow top width 1.305(Ft.)
Flow Velocity.= 6.83(Ft /s).
Travel time = 0.05 min.
' ..Time of concentration = 5.19 min.,
Sub- Channel No. 1 Critical depth = 0.316(Ft.)
' Critical flow top width = 1.633(Ft.)
Critical flow velocity= 2.879(Ft/s)
' Critical flow area = 0.417(Sq.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
�P oce "ss from Po�ian � /�Stat�;on ��� �� i529 000 (4Ft ) �`'t�o PoiMnt_ /S;batioa 1�y406. 000��(9Ft�'. )' '
��,a;:.. �t Sh . �'f��3 � IMPR0�7ED�'CH��E�� -T�VE • TIME '��, � � ��w �� °��. � r �
Upstream point elevation = 77.700 (Ft .)
Downstream point elevation = 73.800(Ft.)
Channel length thru subarea 123.000'(Ft.)
Channel base width = 1.000(Ft.)
Slope or 'Z' of left channel bank = 1.000
Slope or 1.Z1 of right channel bank = 1.000
Estimated mean flow rate at midpoint of channel = 1.526(CFS)
Manning's 'N', = 0.017
Maximum depth of channel 1.500(Ft.)
Flow.(q) thru subarea 1.526(CFS)
Depth of flow = 0.246(Ft.),.Average velocity = 4.977(Ft/s)
Channel flow top width = 1.492(Ft.)
Flow Velocity -= 4.98(Ft /s)
Travel time 0.41 min.
Time of concentration = 5.60 min.
Sub- .Channel No. 1 Critical depth= 0.367(Ft.)
Critical flow top width = 1.734(Ft.)
' Critical flow velocity= 3.040(Ft /s)
' Critical flow area = 0.502(Sq.Ft)
' Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.815
Decimal fraction soil group A,= 1.000
RI index for soil(AMC 2) = 67.00
Pervious area fraction 1.000; Impervious.fraction = 0.006
Rainfall intensity - 6.330(In/Hr) for a 100.0 year storm
«�'�'��' gt3u arr5ea r��un` o�fkf �_ ���� , • �p0 6r�1;9�(�CaFS'�f -or" $ $�: "0 •.'�1'�2 0 (A_c : ) r�, � ';"'� �'� ` �'�;
' �44' t� "��,ya,r ��'h« ,.." FPS- k"ui;.4'rp i°`� �N s v' �h w'%��; a �S•,';�, � .
�'��'��To�tal�ruaof�= k , ,1`�8x1`g�8 {(�CFS�) Total area �'�'�0�340(�A�e.��_,`� �. . `�_'•
Sub- Channel No. 1 Critical depth = 0..406(Ft,)
Critical flow top width = 1.813(Ft.)
Critical flow. velocity= 3.183(Ft/s•)
Critical flow area = 0.571(Sq.Ft)
+
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + ++ + + + + + +. + + + + + + + ++
' PIrocesis f;romPo/Station 143x0 0 "OQ ( t ) to Poin " /Stalt�i�on 01-.10 00 (Ft ) tfi ' ARF FLO DD ICON * * *� ^� w � " �:.£
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.815
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) 67.00
' Pervious area fraction = 1.000; Impervious fraction 0.000
Time of concentration = 5.60 m in.
Rainfall intensity = 6.330'(In /Hr) for a 100.0 year storm
t Subarea runoff 1.187(CFS) fore 0.230(Ac.)
Total runoff = 3.006(CFS) Total area = 0.570(Ac.)
i
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
' ? i2..`'.d'.:.�w.S^3��.A3;u±i�'' ` �,: t�ir° 1` 3" F` i`' , �'^•,''•: s.' �: ii' L" �fe,.. L'" L`. ���'' tl' f' i1VP1�t' iL' F�' 1' s,. �vr. ��e' V��'' Lss%�w�r',1'�SLM.r�c�i * "Sa�u��f�
Upstream point elevation = 73.800(Ft.)
Downstream point elevation = 65.000(Ft.)
Channel length.thru subarea = 213.000(Ft.)
Channel base width 1:000(Ft.),
_,.Slope or 'Z' of left channel bank = 1.000
Slope or 'Z' of right channel bank = 1.000
Estimated mean flow rate at midpoint of channel = 3.480(CFS)
Manning's 'N' = 0.017
Maximum depth of channel = 1.500(Ft.)
Flow(q) thru subarea = - 3.480(CFS)
Depth of flow = 0.366(Ft.), Average velocity 6.967(.Ft/s) '
Channel flow top width = 1.732(Ft.)
Flow Velocity = 6.97(Ft /8)
Travel time = 0.51 min.
Time of concentration = 6.11 min.
Sub- Channel No. 1 Critical depth = 0.586(Ft.)
' Critical flow top width 2.172(Ft.)
' Critical flow velocity= 3.745(Ft/s)
' Critical flow area = 0.929(Sq.Ft)
j
1
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.847
.Decimal fraction soil group A = 0' 000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2). = 78.00
Pervious area fraction = 1..000; Impervious fraction =
Rainfall intensitv = 6.019.(In /Hr) for a 106.0 v
0.00.0
ar storm
Sub-Channel-No. 1 Critical depth 0.633(Ft.)
' Critical flow top width = 2.266(Ft.)
Critical flow-velocity= 3.797(Ft/s)
' Critical flow area 1.033(Sq.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + ± + + + + + + + + + + + + + + + + + + ++
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0:847
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) =--78.00
Pervious area fraction 1.'000; Impervious fraction = 0.000
Time of concentration 6.11 min.
Rainfall intensity = 6.01'9(In /Hr),.for.a :1010.0 year storm
Subarea runoff = 1.173(CFS) for 0.230(AC.)
Total runoff = 5.696(CFS) Total area = 0.980(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Upstream point elevation = 6,5.000(Ft.)
Downstream point elevation = 64.800(Ft.)
Channel length thru subarea 12.000(Ft.)
Channel base width. = 1.000(Ft.)
Slope or 'Z' of left channel bank = 1.000
Slope•or 'Z.' of right channel bank',= .1.000
.•) Manning's 'N' = 0.017
Maximum depth of,channel 1.500(Ft.)
,Flow (q�) thr -u subarea '_ 5 096 Chi °) f gy e ; T
�. • _ .Dept -h of �•frlow�'`' ='t 0 557¢9 (�Ft� ) a,- ,Auerta ,e vedlpocit. �+
9
y�
,�Chann ,flow toy wsdsth2 115
' �
Flow Velocity -= 5.57 (Ft /s) - - -�� -_•_� iw ��
Travel time 0.04 min.
Time of concentration = 6.15 min.,
Sub- Channel No. 1 Critical depth = 0.727(Ft.)
' Critical flow top width 2.453(Ft.)
' Critical flow velocity= 4.062(Ft /s)
Critical flow area = 1.254(Sq.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Em Point /St1:18w1 000t2 .) �Osffie 114-Mallonvo- o 111 ; n Ili '_? Oil" * > * *.* .TRAVETIME (Us'ez _
Upstream point /station elevation = 60.800(Ft.)
Downstream point /station elevation = „ 60.100(Ft.)
Pipe length = 182.00(Ft.) Manning's N = 0.010
No. of pipes = 1 Required pipe flow = 5.096(CFS)
01,
�+.i�F ri � tl,•k f ' .2. #,�f1 �` in , `� �y �f + , =! ,� fit � � kF # �FU�
h `Ca�lculataed i�ndi�ridualppe, flow.; = ;r 5.096'(�CFS) ' u ^ ;,w
' Normal flow depth in pipe 10.07(In.)•
Flow top width inside pipe 17.87(In.)
Critical Depth 10.42(In.)
Pipe flow velocity = 5.01(Ft%s)
Travel time through pipe 0.61 min.
Time of concentration (TC) = 6.75 min.
++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +'
' ru�ProekesszK firom��Poiat� /S.t'�a'�tion� � .999 000 (Ft�a� �� Poian't�T/
' W �PIP,EF'LOT+T TRA�7EI, TIMEr �( "User specified size) * * **
Upstream point /station elevation = 60.100.(Ft.)
Downstream point /station elevation = 55.000(Ft.)
. , Pipe length = 11.00(Ft.) Manning's N = 0.010
No of pipes = 1 Required pipe flow 5 096(CFS)
�, ���r �G�i�v,�en °p�i�p•e si�zaex' �a" 18���0'0�,(In, ) � �, �:`v� • s � :.
Ca- heuhated i�ndivi`dual gyp- pe" f,low Sa�`iv,0�96 (CF8)
Normal flow depth in pipe
Flow top width inside.pipe 7' 13 .16(In
Critical Depth = 10.42(In.)
Pipe flow velocity = 28.18(Ft /s)
Travel time through pipe = 0'.01 min.
• ""T:i�me of��;c�o •�c'entraa' Ca)
End of computations, total study area =
Area averaged.pervious area.fraction(Ap) 1.000
Area averaged RI index-number 71.6.
0.98 (Ac .Y
Kkff
Appendix B4
Hydraulic Grade Lines
Storm Drain C & Lat Cl
Storm Drain''DA - na
Storm Drain F & Lats,
.,Storm Drain I
Storm Drain J
... Laing .iLuxury .-'Homes
Tentative Tract 35060'
MDS 69400
Tab 9
FILE: 69400SDCHGL.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number:.1790 -
WATER SURFACE PROFILE LISTING Date: 3- 9 -2008 Time: 5:43: 9
File 6940OSDCHGL
t**.. w*, r•ft.**•*••*, r* s.«•*«*•****, r*t.•*.**, r, r• ww, rw*.*f..**:*f.*:t•**.*, r«...•*, r*** r,►, r«•*.*, r.t*f*t. .. : *. * * * *••w « *w,r,rw,r,r * * *w *sw *• * *•. **
I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wti INo Wth
Station I Elev I (FT). I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I-Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip
L /Elem ICh Slope I 1 1 I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch
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I I I I I I I I I I I I
X10'0'0" 44.500 9.070 53.:570 x ` .,16a:_S;Y_.30 .00 53.57 .00 66 6.00 4.500 6.000 00 0 .0
1
1000.250
I
44.500
1
9.071
1
5'3x71
1
5ro 16? <50
- 1
.18
23.130
.0432
.0
.04
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.0016
I
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I
45:500
I
8..136
I
53.636
I
16.50 3.36
I
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.0424
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-71-
-I- -I-
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1028.100
45.700
7.774
-I-
.02
-I-
.00
.39
48.841
.1114
-I-
.00.
.00
1-
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.0048
1076.941
1
51.141
I
2.566.
I
53.708
15.68 4.99
.39
HYDRAULIC JUMP
1
.0
.23
7.77
I
1076.941
51.141
.753..
51.894
15.68 14.49'.
3.26
3.788
.1114
I
.00
1.43
I
.00
.0496
I
1080.729
I
.51.563
I
.780
I
52.344
I
15:68 13.81
I
2.96
1089.682
52.560
.869
53.429
15.68 11.97
2.23
1099.537
53.658
1.17.4
54v83.3
.` -,�� 15.6;8x"8 18
1.04
.463
:1114
PIPE
I
55.31
.0107
53.7TO
1.222
54 9,32e " �� 135, 68 � 7 80
_I
94
"IM-0,010
.0
55.66
.00
1.43
-
2.000
.000
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-1
126.120
I
.0101
I
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53.75
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1.37
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2.500
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1
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.75
.013
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I
53.81
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1.37
I
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2.500
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1
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.02
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53.86
.00
1.43
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2.000
.000
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1
.0
.23
7.77
.00
62
.013
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PIPE
I
54.09
I
.00
1.43
I
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I I
2.000
I
.000
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I
1
.0
55.15
.00
1.43
1.94
2.000
.000
.00
1
.0
.19
.75
3.42
.62
.013
.00
.00
PIPE
I
55.31
I
.00
I
1.43
1.95
I I
2.000
I
.000
.00
I
1
.0
55.66
.00
1.43
1.98
2.000
.000
.00
-1
.0
5..87
.00
1.43
1.97
2.000
.000
.00
1
.0
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1.17
1.46
.62
.013
.00
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PIPE
55.88
.00
1.43
1.95
2.000
.000
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1
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1.27
I
1.22
I
1.35
I
1.22
.013
I I
..00
I
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PIPE
I
WATER SURFACE
PROFILE
LISTING
Date:
3- 9 -2008
Time: 5:43:
9
The Estates 6S-
69400 - ,
Storm Drain C HGL
HGL 1 hr-:/
10 yr
'File
L
�.
69400SDCHGL
Invert
Depth
Water
Q
Vel
Vel I
Energy I
Super
ICriticallFlow ToplHeight/
Base Wtj
INo Wth
Station I
Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth I
Width
IDia. -FTIor
I.D.I
ZL
IPrs /Pip
L /Elem ICh Slope I
SF Avel
HF SSE
DpthlFroude
NINorm Dp
I "N"
I X -Fall
ZR
IType Ch
1226.120
54.980
1.222
56.202
15.68
7.80
.94
57.15
.00
1.43
1.95
2.000
.000
.00
1 .0
63.279
.0101
.0097
.61
1.22
1.35
1.22
.013
.00
.00
PIPE
1289.400
55.618
1.256
56.874
15.68
7.55
.88
57.76
.00
1.43
1.93
2.000
.000
.00
1 .0
20.967
.0101
.0088
.18
1.26
1.28
1.22
.013
.00
.00
PIPE
1310.366
55.829
1.309
57.138
15.68
7.20
.80
57.94
.00
1.43
1.90
2.000
.000
.00
1 .0
7.242
.0101
.0078
.06
1.31
1.19
1.22
.013
.00
.00
PIPE
1317.608
55.902
1.365
57.267
15.68
6.86
.73
58.00
.00
1.43
1.86
2.000
.000
.00
1 .0
1.802
.0101
.0069
.01
1.37
1.09
1.22
.013
.00
.00
PIPE
1319..41"0
55.920
1.427
57.347,
.66
58.01
.00
1.43
1.81
2.000
.000
.00
1 .0
15.68`.
6.,54
JIIN50TT S
.0107
.0048
.02
1.43
1.00
.013
.00
.00
PIPE
1324.080
55.970
1.876
57- :846 -`
.30
58.15
.00
1.33
.97
2.000
.000
.00
1 .0
A -3.55
13.556
.0100
.0032
.04
1.88
.44
1.11
.013
.00
.00
PIPE
1337.636
56.106
1.752
57.858
13.55
4.64
.33
58.19
.00
1.33
1.32
2.000
.000
.00
1 .0
9.377
.0100
.0034
.03
1.75
.55
1.11
.013
.00
.00
PIPE
1347.013
56.200
1.657
57.857
13.55
4.87
.37
58.22
.00
1.33
1.51
2.000
.000
.00
1 .0
5.346
.0100
.0037
.02
1.66
.63
1.11
.013
.00
.00
PIPE
1352.359
56.254
1.574
57.828
13.55
5.11
.41
58.23
.00
1.33
1.64
2.000
.000
.00
1 .0
HYDRAULIC JUMP
1352.359
56.254
1.103
57.356
13.55
7.63
.90
58.26
.00
1.33
1.99
2.000
.000
.00
1 .0
35.557
.0100
.0111
.39
1.10
1.42
1.11
.013
.00
.00
PIPE
i■�
it i1
PJM
ME
M>
WATER SURFACE PROFILE
LISTING
Date: 3- 9 -2008
Time: 5:43: 9
The���ES:t:ates� �NIDS�=694,00� Storm :Drain C HGL � r� �, c
��� .c''d� i �.. ". i ^zn..] .. � �. � d' �:. 'v N` J S.?^x�: ._ F'•�j (t. ;1. .., iP �2 S }.h #� f7 ay F. �y.� x 1 �. �L'ro ,�
..
k
File 69400SDCHGL
*****, r, rf::**
r, r*, r, r, r*t**::*
s., r****,
rt, r* r** r, r***
ww* w,►*:*
rr**t****, r:, r*:**: w*, r***:tt
rt**t r*, r* r* w* w,►** ww *,rt *tft
* * *,r+rrw,rww
*r *f
* * : ::
* * * * * * *•
Invert
Depth
Water
Q
Vel
Vel I
Energy
I Super ICriticallFlow ToplHeight/
Base Wtj
INo Wth
Station
I Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev I Depth I
Width
IDia.. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem
ICh Slope I
I
SF Avel
HF
ISE DpthIFroude NINorm Dp
I "N"
I X -Fall
ZR
IType Ch
•*::••***
I*:**, r•*, r* Iwrt*+
i*f tI***
tt, t, twwl, t**f*
t•** Iw****.
twl.
tr*##• wltr****:**
*I * * *rw : *Irt•• * * * * :I * * * * * * *wlr,r
w,rt : *Itt
: * * * :I
* * * **
I *r,rf,r•t
1387.916
56.610
1.061
57.672
13.55
8.00
.99
58.67
.00 1.33
2.00
2.000
.000
.00
1 .0
23.852
.0100
.0125
.30
1.06 1.53
1.11
.013
.00
.00
PIPE
1411.768
56.849
1.022
57.871
13.55
8.39
1.09
58.96
.00 1.33
2.00
2.000
.000
.00
1 .0
17.045
.0100
.0142
.24
1.02 1.65
1.11
.013
.00
.00
PIPE
1428.812
57.020
.984
58.005
13.55
8.80
1.20
59.21
.00 1.33
2.00
2.000
.000
.00
1 .0
13.750
.0100
.0162
.22
.98 1.77
1.11
.013
.00
.00
PIPE
1442.563
57.158
.949
58.107
13.55
9.23
1.32
59.43
.00 1.33
2.00
2.000
.000
.00
1 .0
11.733
.0100
.0184
.22
.95 1.90
1.11
.013
.00
.00
PIPE
1454.295
57.276
.9.14
58.190
13.55
9.68
1.46
59.65
.00 1.33
1.99
2.000
.000
.00
1 .0
10.375
.0100
.0209
.22
.91 2.04
1.11
.013
.00
.00
PIPE
1464.670
57.380
.882
58.262
13.55
10.15
1.60
59.86
.00 1.33
1.99
2.00.0
.000
.00
1 .0
1.045
.0223
.0223
.02
.88 2.18
.88
.013
.00
.00
PIPE
1465.715
57.403
.882
58.285
13.55
10.15
1.60
59.89.
.00 1.33
1.99
2.000
.000
.00
1 .0
83.745
.0223
.0234
1.96
.88 2.18
.88
.013
.00
.00
PIPE
1549.459
59.267
.857
60.124
13.55
10.54
1.73
61.85
.00 1.33
1.98
2.000
.000
.00
1 .0
34.847
.0223
.0263
.92
.86 2.30
.88
.013
.00
.00
PIPE
1584.306
60.043
.827
60.869
13.55
11.05
1.90
62.77
.00 1.33
1.97
2.000
.000
.00
1 .0
20.768
.0223
.0300
.62
.83 2.47
.88
.013
.00
.00
PIPE
1605.074
60.505
.798
61.302
13.55
11.59
2.09
63.39
.00 1.33
1.96
2.000
.000
.00
1 .0
15.167
.0223
.0342
.52
.80 2.65
.88
.013
.00
.00
PIPE
,M
WATER SURFACE PROFILE LISTING Date: 3- 9 -2008 Time: 5:43: 9
File 6940OSDCHGL
* w**f ti:** w, r**ft rr, r*.t t** r****.**.*f**:•**•* r* ar«* r*t**•:::* w• w* w•••, rw• r*f... e* rr. r** w•*** rt a •r :t * : : *rw•w * *•.•r * * * * :.• : *r• :. * * : : * * :*
Invert
Depth
Water
Q
I Vel
Vel I
Energy
I Super
ICriticallFlow ToplHeight /Base Wtj
INo Wth
Station I
Elev
(FT)
Elev
(CFS)
I (FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem ICh
Slope I
I
I
SF Avel
HF
ISE DpthIFroude
NINorm
Dp
I "N ".
I X -Fall
ZR
IType
Ch
,r * * # * « * ** I
* : * * « * * ** I
••,r *,r * ** I *•w * *w,r,►w
I ,rrstr *t " :*
I * * * *• ** I
*• #r *•r I
r•f * * * * *,►
I r,r * * * *«
I *sr w• * : : **
I ,r *w,r *w,t,r
I : * *tr *w
I *•r,►r *,r I
•,►,r,r,r
I *r,rwww•
1620.241
60.842
.770
61.612
13.55
12.16
2.30
63.91
.00
1.33
1.95
2.000
.000
.00
1
.0
12.148
.0223
.0390
.47
.77
2.83
.88
.013
.00
.00
PIPE
1632.389
61.113
.743
61.856
13.55
12.75
2.53
64.38
.00
1.33
1.93
2.000
.000
.00
1
.0
10.234
.0223
.0444
.45
.74
3.03
.88
.013
.00
.00
PIPE
1642.622
61.340
.717
62.058
13.55
13.38
2.78
64.84
00
1.33
1.92
2.000
.000
.00
1
.0
8.910
.0223
.0507
.45'
.72.
3.24
.88
.013
.00
..00
PIPE
1651.533
61.539
.693.
62.231',
13.55
14.03
3.06
65.29
.00
1.33
1.90
2.000
.000
.00
1
.0'
7.924
.0223
.0578
.46
.69
3..47
.88
.013
.00
.00
PIPE
1659.456
61.715
.669
62.384
13.55
14.71
3.36
65.75
.00
1.33
1.89•
2.000-
.000
.00
1
.0
7.165
.0223
.0660
.47
67
3.71
.88
.013
.00
.00
PIPE
1666.621
61.875
.646
62.521
13.55
15.43
3.70
66.22
.00
1.33
1.87
2.000
.000
.00
1
.0
6.553
.0223
.0753
.4.9
.65
3.97
.88
.013
.00
.00
PIPE
1673.175
62.020
.624
62.644
13.55
16.19
4.07
66.71
.00
1.33
1.85
2:000
.000
.00
1
.0
6.047
.0223
.0860
.52
.62
4.24
.88
.013
.00
.00
PIPE
1679.221
62.155
.603.
62.758
13.55
16.98
4.47
.67.23
.00
1.33
1.84
2.000
.000
.00
1
.0
5.619
.0223
.0983
.55
.60
4.54
.88
.013
.00
.00
PIPE
18= 4:8;4,0
- = =
62.280
.583
62x8'6
4.92
67.78
.00
1.33
1.82
2.000
.000
.00
1
.0
= 55117;80
.0428
.1459
.68
.58
4.85.
.013
.00
.00
PIPE
1689.510
62.480
.520
7.22
70.22
00
1.30
1.43
1.500
.000
.00
1
.0
67 >2y,7.56
WATER SURFACE PROFILE LISTING Date: 3- 9 -2008 Time: 5:43: 9
File 69400SDCHGL
*:**, r, t** t**f**, r, rr, r, r«* �*f:****.
r, r*, r, r, r*** �:** r*, r* r, r•* r*:.:#**t****:
w*, r* w, r. wt*::*.****,
r**. f*:*:****, r, r, r *.r,r,rr
*f * * : : * *,r * *r,r,r,r
* **
: *,r *t.
*.
Invert
Depth
Water
Q
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight/
Base Wtl
INo Wth
Station I
Elev
(FT)
Elev
(CFS)
I (FPS)
Head I
Grd.El.j
Elev
I Depth
I Width
IDia. -FTIor I.D.1
ZL
IPrs /Pip
L /Elem ICh
Slope
I
SF Avel
HF ISE DpthIFroude
NINorm
Dp
I "N"
I X -Fall
ZR
IType
Ch
,r ,r ,r• * *r :* I
• *w *r * *•f
I *,r *• *•,r* I
t� * * * : *,r• I
*wr *• * *,r•
I r * *,► * ** I
* *• *w ** I
,r * *,r * * * *,► I *,r ,r ,r ,r **
I rt,r * * *w :w
I * *,rfr,rr **
I f #r *tf*
I * *t *r,rr I
w+4+4+4•
I * * *•tt•
6.162
.1892
.1868
1.15
.52
6.16
.52
.013
.00
.00
PIPE
1695.672
63.646
.520
64.166
11.72
21.54
7'.20
71.37
.00
1.30
1.43
1.500
.000
.00
1
.0
44.969
.1892
.1750
7.87
.52
6.15
.52
.013
.00
.00
PIPE
1740.641
72.152
.539
72.690
11.72
20.53
6.55
79.24
.00
1.30
1.44
1.500
.000
.00
1
.0
16.117
.1892
.1534
2.47
.54
5.75
.52
.013
.00
.00
PIPE
1756.759
75.200
.558
75.758
11.72
19.58
5.95
81.71
.00
1.30
1.45
1.500
.000
.00
1
.0
9.541
.1892
.1346
1.28.
.56
5.37
.52
.013
.00
.00
PIPE
1766.300
77.005
.578
77.583
11.72
18.67
5.41
82.99
.00
1.30
1.46
1.500
.000
.00
1
.0
6.623
.1892
.1180
.78
.58
5.02
.52
.013
.00
.00
PIPE
1772.923
78.258
.599
78.857
11.72
17.80
4.92
83.78
.00
1.30
1.47
1.500
.000
.00
1
.0
4.972
.1892
.1036
.52
.60
4.68
.52
.013
.00
.00
PIPE
1777.895
79.198
.621
79.819
11.72
16.97
4.47
84.29
.00
1.30
1.48
1.500
.000
.00
1
.0
3.908
.1892
.0910
.36
.62
4.37
.52
.013
.00
.00
PIPE
1781.803
79.938
.643
80.581
11.72
16.18
4.07
84.65
.00
1.30
1.48
1.500
.000
.00
1
.0
3.165
.1892
.0799
.25
.64
4.08
.52
.013
.00
.00
PIPE
1784.968
80.536
.667
81.203
11.72
15.43
3.70
84.90
.00
1.30
1.49
1.500
.000
.00
1
.0
2.616
.1892
.0702
.18
.67
3.81
.52
.013
.00
.00
PIPE
1787.584
81.031
.692
81.723
11.72
14.71
.3.36
85.08
.00
1.30
1.50
1.500
.000
.00
1
.0
2.193
.1892
.0617
.14
.69
3.55
.52
.013
.00
.00
PIPE
1789.777
81.446
.718
82.164
11.72
14.02
3.05
85.22
.00
1.30
1.50
1.500
.000
.00
1
.0
WATER SURFACE PROFILE :LISTING Date: 3- 9 -2008 Time: 5:43: 9
FTAL ENTrRANC -E rn.. an Vim. x:7Ka
1800.690 83.510 2.739 8649,' v11,7 1.28 .03 86.27 .00 1.00 3.72 4.000 000 .00 0 .0'
File 6940OSDCHGL
Invert
Depth
Water
Q
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight
/Base
Wtl
INo Wth
Station I
Elev
(FT)
Elev
(CFS)
I (FPS)
Head I
Grd.El.1
Elev
I.Depth I
Width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem ICh
Slope -1
SF Avel
HF ISE DpthIFroude
NINorm
Dp
I "N"
I X -Fall
ZR
IType Ch
1.858
.1892
.0543
.10
.72
3.31
-.52
.013
.00
.00
PIPE
1791.635
81.797
.745
82.542
11.72
13.37
2.78
85.32
.00
1.30
1.50
1.500
.000
.00
1 .0
1.584
.1892
.0478
.08
.75
3.08
.'52
.013
.00
.00
PIPE.
1793.219
82.097
.774
82.871
11.72
12.75
2.52
85.39
.00
1.30
1.50
1.500
.000
.00
1 .0
1.357
.1892
.0422
.06
.77
2.87
.52
.013
.00
.00
PIPE
1794.576
82.354
.804'
83.157
11.72
.12.16
2.29
85.45
.00
1.30
1.50
1.500
.000
.00
1 0
1.165
.1892
.0372
.04
.80
2.67
..52
.013
.00
.00
PIPE
1795.741
82.574
.835
83.409
11.72
11.59
2.09
85.50
.00
1.30
1.49
1.500
.000
.00
1 .0'
1799.466
83.279
1.023
84.301
11.72
9.13
1.30
85.60
.00
1.30
1.40
1.500
.000
.00
1 .0
.422
.1892
.0180
.01
1.02
1.68
.52
.013
.00
.00
PIPE
1799. 888
83.358
1.068
84.426
11.72
8.71
1.18
85.60
.60
1.30
1.36
1.500
.000
.00
1 .0
.334
.1892
.0161
.01
1.07
1.54
.52
.013
.00
.00
PIPE
1800.223
83.422
1.117
84.539
11.72
8.30
1.07
85.61
.00
1.30
1.31
1.500
.000
.00
.1 .0
83.510
-I-
1.302
-F-
8:4v:�81�2
-I-
.80
85.62
.00
1.30
1.01
1.500
.000
.00
1 .0
11;7_2:
-I_
.- .- 7�.r19
1800;,;690
-�-
FTAL ENTrRANC -E rn.. an Vim. x:7Ka
1800.690 83.510 2.739 8649,' v11,7 1.28 .03 86.27 .00 1.00 3.72 4.000 000 .00 0 .0'
FILE: 6940OSDCHGL.WSW
W S P G W- CIVILDESIGN Version
14.06
PAGE 1
Program Package Serial Number:.1790
..�.1 W ..S WATER, `SUR WO-E ,sPROFILE LISTING
Date z3f,��r6�
The E "states sS,'T694�Ot0 Storm Drain
. ).;'HF1n'i. _.^.; .. _. .. .. A" .'rr .:,cFrst'p. :-. +43 ak4, ,�r ...
uC�
.. ...?w"�id„�;..?r:Cfi3;:�'#.'!:
HGL 100
_
File 6940OSDCHGL
•::***** t• �:***** ir, r**:****, r, r, r**, r*,►*f::**** w, r**** r** r***f******** r**f:*: w*, r, r, r***t* t*****, r#f** *fr * * *rrw
*,r * *,r * *w : * * *s.r * *
*,r ,r,rw
* *t :,e :r*
Invert I -Depth I Water I
Q Vel Vel I Energy I Super ICriticallFlow
ToplHeight
/IBase
Wt-1
INo Wth
Station I Elev I ('FT) I Elev )
(CFS) I (FPS) Head I Grd.E1.1
Elev I Depth .1
Width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem ICh Slope I I I
I SF Avel HF ISE DpthlFroude NINbrm
Dp
I ':N"
I X -Fa111
ZR
(Type Ch.
*, r***::, r• I****#*:** I.«*** t** I:::**«... I**.t***,
rt l***.«*« I***.t* rI****.***: I**,....* I* ft t, er** I
* * * * * # * *I
* * * « * * «I
* *.tt * *I
: : * *.
I * « *ft *f
I I I II
1002.000 .44.500 10.400 54;0_1 9,0,sj2:=,7.-
I I
:•;5?5; 44 .00 54.90
I I
.00 .91
6.00
I
4.500
I I
6.000
.00
I
0 .0
WPiLLx. 'f E *X�I:T S t a °` 1�0 +;.- 1161 -01 5
I I
1002.000 44.500 10.400 54�900�
I l I
2a7' SS6;1 .49_ 55.39
I I
.00 1.79
.00
I
2.500
I I
.000
.00
I
1 .0
21.380 .0468
.0045 .10
.00 .00.
.96
.013
.00-
.00
PIPE
1023.380 45.500 9.575 55.015
27.55 5.61 .49 55.56
.00 1.79
.00
2.500
.000
.00
1 .0
CT ST 1.0424
P�eoi
*_T
.0089 .04
.00 .00
.013
.00
00
PIPE
:s.x.s
I
I I I
I I
I
I I
I
I I I
1028.100 45.700 8.925 x 4rt26 r17 8 3 1.08-. 55.70
.00 1.79
. 00
2A00
.000
.00
1 .0
69.388 .1114
.0134 .93
8.93 .00
.81
.013
.00
.00
PIPE
1097.488 53.430 2.118 55.549
26.17 8.33 1.08 56.63
.00 1.79
.00
2.000
-.000
.00
1 .0
POPE
....�.
rt"."3w"�L`a..�4f..c;s
ba. . .
a:a'".ut°li�t'
1097.488 53.430 1.456 54 886:5 ,2f6 7y�.�1068 1.77 56.66
00 1.79
1.78
2.000
.000
.00
1 .0
1100.000 53.710 1.790 55.500
26.17 8.82 1.21 56.71
.00 1.79
1.23
2.000
.000
.00
1 0
20.398 .0101
.0118 .24
1.79 1.00
2.00
.013
.00
-.00
PIPE
1120.398 53.915 1.935 55.850
26.17 8.41 1.10 56.95
.00 1.79
.71
2.000
.000
.00
1 .0
20.823 .0101
.0122 .25
1.93 .71
2.00
.013
.00
.00
PIPE
1141.221 54.125 2.000 56.125
26.17 8.33 1.08 57.20
.00 1.79
-.00
_I_
2.000
_I_
.000
_I_
.00
1 .0
I_
-I_ _I_ _I_ ._I_
178.189 .0101
_I_ _I_ _I_ _I_
.0130 2.31
_I_ _I_
2.00 .00
2.00
.013
.00
:00
PIPE
W#* .SURFACE PRQFILE'- IiStING
Date.? 3- `6- 2'008' Time 9:'24 0;
The Estates = PIDS-
69.400 ':
Stoiin Drain • C
HGL 100
File 6940OSDCHGL
** w*.:**•**, r•**:•*•***,
rr*:***
w* r, rr*.*:*:•*****•, rw, r, r*f*•*:**:*, r* w*•
r• r• w*, r* tr* * * *,r «w
« *,t,t *,►,t,t *f :tt * * * *,r *,r +r * : « * :r,t,r *t *t :• * * * **
•,r *,r *
: *w
Invert
Depth
Water
Q
Vel
Vel
Energy
I Super
ICriticallFlow
ToplHeight/
Base Wtj
INo Wth
Station I Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1 Elev
I Depth
I Width
IDia. -FTIor
I.D.I
ZL
IPrs /Pip
L /Elem ICh Slope I
SF Avel
HF
ISE DpthlFroude
NINorm
Dp
I "N"
I X -Fall
ZR
I Type
Ch
* : *ta,r,rtrt l • *w * *r * ** I
* *,t *t,r **
I : * * * *,r ,t ,r ,t I •r *r * * * ** I w
* * *,r ** I
*f : * * ** I
*r # * * * * : :I ,r *,r : * : :I
* *w * * *,r♦
I : * * * * * *w
I,rf #•w **
I * *,r * * ** I
*w• *,r
I : * * : : *•
131`9.410 55.920
2.590
58.510
26.17
8.33
1.08
59.59
.00
1.79
.00
2.000
.000
.00
1
.0
rq CCT STR .0107
.0116
.05
2.59
.00
.013
.00
.00
PIPE
1324.080 55.970
3.140
5 119 0
.80
59.90
.00
1.69
.00
2.000
.000
.00
1
.0
:22.48; "`;
=7.16
140.590 .0100
.0099
1.39
3.14
.00
1.63
.013
.00
.00
PIPE
1464.670 57.380
3.158
60.538
22.48
7.16
.80
61.33
.00
1.69
.00
2.000
.000
.00
1
.0
60.571 .0223
.0099
.60
3.16
.00
1.19
.013
.00
.00
PIPE
1525.241 58.728
2.408
6 6
.80
61.93
.00
1.69
.00
2.000
.000
00
1
.0
.2- :48...;::.,-'2.161
HYDRAULIC;JIIMP
1525.241 58.728
1.135
'-9863 :
2.32
62.18
.00
1.69
1.98
2.000
.000
.00
1
.0
22.48„
12 27
25.010 .0223
.0269
.67
1.14
2.23
1.19
.013
.00
.00
PIPE
1550.251 59.285
1.113
60.397
22.48
12.52
2.43
62.83
.00
1.69
1.99
2.000
.000
.00
1
.0
27.487 .0223
.0296
.81
1.11
2.32
1.19
.013
.00
.00
PIPE
1577.738 59.896
1.071
60.967
22.48
13.13
2.68
63.64
.00
1.69
1.99
2.000
.000
.00
1
.0
20.181 .0223
.0335
.68
1.07
2.50
1.19
.013
.00
_00
PIPE
1597.919 60.346
1.031
61.376
22.48
13.77
2.94
64.32
.00
1.69
2.00
2.000
.000
.00
1
.0
16.223 .0223
.0381
.62
1.03
2.69
1.19
.013
.00
.00
PIPE
1614.141 60.707
.993
61.699
22.48
14.44
3.24
64.94
.00
1.69
2.00
2.000
.000
.00
1
.0
13.718 .0223
.0432
.59
.99
2.89
1.19
.013
.00
.00
PIPE
1627.859 61.012
.957
61.968
22.48
15.15
3.56
65.53
.00
1.69
2.00
2.000
.000
.00
1
.0
m mom 1" 1w as as im m mm
WATER` SURFACE P�i2OFIL�F� L`ISTING
Date; 3= 6- r20O8f �Time`� T9d2'4' 0;
x6944 Ory�
The Estates NIDS aS�t`o� Drain
C =-
IGL
File 694OOSDCHGL
Invert Depth Water
Q
Vel
Vel
Energy
I Super
1CriticallFlow
ToplHeight/
Base WtI
INo Wth
Station I
Elev (FT) Elev
(CFS)
I (FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
IDia. -FTIor
I.D.1
ZL
jPrs /Pip
L /Elem ICh
Slope I.
SF Avel
HF
ISE DpthIFroude
NINorm
Dp
I "N"
I X -Fall
ZR
IType
Ch
11.971
.0223
.0491
.59
.96
3.10
1.19
.013
.00
.00
PIPE
1639.830
61.278 .922 62.200
22.48
15.89
3.92
66.12
.00
1.69
1.99'
2.000
.000
.00
1
.0
10.675
.0223
.0559
.60
.92
3.32
1.19
.013
.00
.00
PIPE
1650.505
61.516 :889 62.405
22.48
16.66
4.31
66.72
.00
1.69
1.99
2.000
.000
.00
1
.0
9.669
.0223
.0636
.61
.89
3.56
1.19
.013
.00
.00
PIPE
1660.174
61.731 .857 62.588
22.48
17.48
4.74
67.33
.00
1.69
1.98
2.000
.000
.00
1
.0
8.859
.0223
.0724
.64
.86
3.82
1.19
.013
.00
.00
PIPE
1669.033
61.928 .827 62.755
22.48
18.33
5.22
67.97
.00
1.69
1.97
2.000
.000
.00
1
.0
8.188
.0223
.0824
.67
.83
4.09
1.19
.013
.00
.00
PIPE
1677.221
62.110 .798 "62.908
22.48
19.22
5.74
68.65
.00
1.69
1.96
2.000
.000
.00
1
.0
7.619
.0223
-
.0939
.72
.80
4.38
1.19
.013
.00
.00
PIPE
1684,,,°844
62.280 .770 OSOF' 22; 48',2_,0.16;
6.31
69.36
.00
1.69
1.95
2.000
.000
.00
1
.0
.0428
.1398-
.65
.77
4.69
.013
.00
.00
PIPE
�JUN_TR
1689.510
62.480 . 691 6317,1r
9.17
72.34
.00
1.46
1.50
1.500
.000
.00
1
.0
:: - rl'9 ":3,2;s
:24:30•
31.610
.1892
.1728
5.46
.69
5.87
.68
.013
.00
.00
PIPE
1721.120
68.459 .707 69.166
19.32
23.60
8.65
77.81
.00
1:46
1.50
1.500
.000
.00
1
.0
22.906
.1892
.1560
3.57
.71
5.62
.68
.013
.00
.00
PIPE
1744.027
72.792 .733 73.525
19.32
22.50
7.86'
81.39
.00
1.46
1.50
1.500
.000
.00
1
.0
13.250
.1892
.1373
1.82
.73
5.24
.68.
.013
.00
.00
PIPE
1757.276
75.298 .761 76.059
19.32
21.45
7.15
83.21
.00
1.46
1.50
1.500
.000
..00
1
.0
WATER SU"AC$: ``PROFILE LISTTNG
Date : 3 - .
6 2 0'08
Trine 9 c'2 4 0:
The Estates
-, .NIDS
69400 =
Storm Drain 'C?'
HGL lOQ
File 6940OSDCHGL
Invert
Depth
Water Q
Vel
Vel
Energy
I Super
ICriticallFlow ToplHeight/
Base Wtj
INo Wth
Station I
Elev
(FT)
Elev I (CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem lCh
Slope
I
I
SF Avel
HF
SSE DpthlFroude
NINorm Dp
I "N"
I X -Fall
ZR
IType
Ch
9.098
.1892
.1210
1.10
.76
4.88
.68
.013
.00
.00
PIPE
1766.374
77.019
.791
77.810 19.32
20.45
6.50
84.31
.00
1.46
1.50
1.500
.000
.00
1
.0
6.785
.1892
.1067
.72
.79
4.54
.68
.013
.00
.00
PIPE
1773.159
78.302
.821
79.124 19.32
19.50
5.91
85.03
.00
1.46
1.49
1.500
.000
.00
1
.0
5.308
.1892
.0941
.50
.82
4.22
.68
.013
.00
.00
PIPE
1778.467
79.306
.854
80.160 19.32
18.59
5.37
85.53
.00
1.46
1.49
1.500
.000
.00
1
.0
4.281
.1892
.0832
.36
.85
3.92
.68
.013
.00
.00
PIPE
1782.748
80.116
.888
81.004 19.32
17.73
4.88
85.89
.00
1.46
1.47
1.500
.000
.00
1
.0
1793.799
82.206
1.048
83.254 19.32
14.65
3.33
86.59
.00
1.46
1.38
1.500
.000
.00
1
.0
1.045
.1892
.0336
.04
1.20
1.98
.68
.013
.00
.00
PIPE
1799.408
83.267
1.270;
84.537 19.32
12.11
2.28
86..81
.00
1.46
1.08
1.500
.000
.00
1
.0
.815
.1892
.0309
.03
1.27
1.76
.68
.013
.00
_00
PIPE
1800.223
83.422
1.348
84.770 19.32
11.55
2.07
86.84
.00
1.46
.91
1.500
.000
.00
1
.0
.467
.1892
.0299
.01
1.35
1.50
.68
.013
_00
.00
PIPE
1800.690
83.510
1.463
84.3 19..32 11.0'1
1.88
86.85
.00
1.46
.47
1.500
.000
.00
1
.0
83.510
4.229
87.739 19.32
1.54
.04
87:78
.00
1.29
.00
4.000
.000
.00
0
.0
1800.690
on- Mo. -'e so im M M on on so Ift an- IM M
FILE: 69400LatCIHGL.-WSW W S P G W CIVILDESIGN Version 14.06
Program Packaae Serial Number: 1790
PAGE
Date: 3- 9-2008 Time: 8:30:46
11MME
OR
RR'571c) 37 M, q: w
[§=Iq
"'-MM34 R61 - Z157 __Zzz
File 69400LatC1CB10
Invert I Depth I Water Vel Vel .1 Energy I super IcriticallFlow ToplHeight/lBase Wt] INO Wth
Station I Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip
L/Elem ICh Slope I I I I SF Ave] HF ISE DpthIFroude NINorm Dp I "N" I X-Fall) ZR IType Ch
!100 45.850 7.720 .59 .01 53.58 .00 .38 .00 1.500 .000 .00 0 .0
1002.380
45.850
7.721
.69
.01
53.58
.00
.38
.00
1.500
.000
.00
1
.0
112.637
.0553
.23
.22
3.04
71-
.0001
.01
.00
-17
.00
.21
.013
.00
.00
PIPE
1115.017
52.082
1.500
53.582
1.04 59
.01
53.59
1.50
38
.00
1.500
.000
.00
1
.0
,2.490
.0553
.0001
.00
1.50
.00
.21
013
.00
.00
PIPE
1117.507
52.-220
1.361
53.581
1.04 .62
.01
53.59
.00
.38
.87
1.500-
.000
.00
1
.0
1.452
.0553
.0001
.00
1.36
.08
.21
.01 , 3
.00
.00
PIPE
1118.959
52.300
1.280
53.580
1.04 .65
.01
53.59
.00
.38.
1.06
.1.500
.000
.00
1
.0
1.194
.0553
.0001
.00
1.28
.09
.21,
.013
.00
.00
PIPE
1120.153
52.366
1.214
53.580
1.04 .68.
.01
53.159
.00
.38
1.18
1.500
.000
.00
1
.0,
1125.832
52.681
.893
53.574
1.04 .95
.01
53.59
.00
.38
1.47,
1.500
.000
.00
1
.0
1130.157
52.920
.637
53.557
1.04 1.46
.03
53.59
.00
.38
1.48
1.500
.000
.00
1
.0
.284
.0553
.0007
.00
.64
.37
.21
013
.00•
.00
PIPE
y11�30 4I
52.936
.614
53 5.5 0 ",,
§_96,4
7ff
.04
53.59
.00
.38-
1.48
1.500•
.000
.00
1
.0
1130.441
52.936
- - - -- ----
.216 - 1151A
.69
53.84
.01
.38
1.05
1.500
.000
.00
1 .0
4.995
.0553
.0463
.23
.22
3.04
.21
.013
.00
.00
PIPE
rzLo, e940nLatcloGL'wow
W o
e G '
czvzzDoozGwv=roioo zx'oa
eAoo c
vmxroo uoarAco PROFILE Lzarzmo
Date:
s- y-unno rime` 8,30,46
File 6940OLatClCB10
Invert
Depth Water
O
naz
vel I Energy I super
critinaz'IFzpw rpp
aeigut/
aaoe Wtj
INO wth
Station I
olev
<rr> ozev
I (cro) I
(rpo)
Head I Grd.El.1 ozev
I Depth I Width
oia'-rc
or I.D.1
ZL
Pro/Pie
-
L/Ezem -|Ch
- -
Slope
- - - -
| |
- -
| |
- -�-
- - - - -
or Ave| er |no ogtu|pzonue
- - - -
m|morm mm
- -
| ^m~
- -
| o-ralz|
- -
ua
|r»pe cu
zzss'*ue
ss'zzz
'oos ss'*ss
z'oo
a's«
'os se'uo 'oz
'so z'or
z'son
'non
'oo
z 'u
s'sz*
'osss
'0404 'zs 'os
2.85 'nz
'uzs
'ou
'ou
ezpE
zzso'rsu
s»'sys
'230 53'626
1'04
o'os
'sr 54'19 '01
'sn z'oo
1'500
'uon
'oo
z 'o
o'zoe
'nsss
'uoss 'ou '24
2'67 'oz
'013
'nn
'on
Pzeo
zz*o'eay
53'517
'oso so'rss
1'04
s'rr
'52 s«'ur 'oz
'su z'zu
z'soo
'000
'oo
z 'o
zzxs'«so
53'766
'zro sx'nso
z'o«
4.77
'ss 54'39 'un
'so z'za
z'son
'uoo
'oo
z 'o
zzoo'oso
-/-
sa'ozn
-|-
'snz
-|- -|-
-|- -|-
'zo so'«s 'un
-|- -|- -|-
'38 z'az
-|- -|-
z'son
-|-
'000
-|-
'no
z 'o
|-
ss'*zo 'sro '49 'oo s«'4o 'on 'zr 4'00 «'ono «'oou 'oo o 'u
-/- -�- -�- -�- -�- -/- -�-
FILE: 69400LatC1HGL.WSW
W S P G-W -- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1790
WATER SURFACE p�ROFI�LE LI;3,T- G
Date: 3- 9 -2008 Time 8:11:37
File 69400LatC1CB10
Invert
Depth
Water
Q Vel
Vel
Energy I
Super
ICriticallFlow
ToplHeight/
Base Wtl
INo Wth
Station I
Elev
(FT)
Elev
(CFS) (FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
jDia. -FTjor I.D.1
ZL
jPrs /Pip
L /Elem ICh
Slope
SF Avel
HF SSE
DpthjFroude
NINorm
Dp
1. "N"
I X -Fall
ZR
IType Ch
1 "O r3
45.850
9.050
.02
54.92
.00
.52
.00
1.5.00
.000
00
0 .0
WALL SXIVT. °' °�_ - -
°.
�. •3 "
n;,.
3c. °�r,, °'
�;r ' �, *`
'
1002.380
45.850
9.050
54.900
"-
1.89 1.07
.02
54.92
.00
.52
.00
1.500
-I-
.000
-I-
.00
1 .0
1-
-I-
137.314
-I--
.0553
- -I
-I-
-I- -1-
-17
.0003
-1-
.04
-1-
.00
-1-
.00
-1-
.28
-
.013
.00
.00
PIPE
1139.694
53.448
1.500
54.948
1.89 1.07
.02
54.97
1.50
.52
.00
1.500
.000
.00
1 .0
2.477
.0553
.0003
.00
1.50
.00
.28.
.013
.00
.00
PIPE
1142.171
53.585
1.361
54.946
1.89 1.12
.02
54.97
.00'
.52.
.87
1.500
.000
.00
1 .0
1.432
.0553
.0003
.00
1.36
.14
.28
.013
.00
.00
PIPE
1143.604
53.664
1.280
54.944
1.89 1.18
.02
54.97
.00
.52
1.06
1.500
.000
.00
1 .0.
1.171
.0553
.0003
..00
1.28
.17
.28
.013
.00
.00
PIPE
1144.775
53.729
1:214
.54.942
1.89 1.24
.02
54.97
.00
.52
1.18
1.500
.000
.00
1 .0
1.017
.0553
.0004
.00
1.21
.19
.28
.013
.00
.00
PIPE
1145.792
53.785
1.155
54.940-
1.89 1.30
.03
54.97
.00
.52
1.26
1'.500
.000
.00
1 .0
.908
.0553
.0004
:00
1.16
.21
.28
.013
.00
.00
PIPE
1146.700
53.835
1.103
54.938
1.89 1.36
.03
54.97
.00
.52
1.32
1.500
.000
.00
1 .0
1-
-I-
1148.050
-I-
53.910
-I
1.024
-I- -I-
-I -'�'
03
54.97
on
.52
1.40
1.500
1000
.00
1 .0
.- Frn�- r- •f • -r- 1F,�S- �••
5:4-;� 1.�hd1$ ry��7(
;. _ _ -Mr- "f?ANGM'
.
i, Vti. " +d Ka�•ej s±A
0r,:i +keu..
V •-
.'?
_
t'1i
9 '�'�' _,,�;y, ..J.. ' - K i
53.910
1.083
5� 993 " 1 ;.�89 x.45
.00
55.00
.00
.23
4.00
4.000
4.000
.00
0 .0
11*4�'48 050a
r
FILE: 69400SDFHGL.WSW W S P G W CIVILDESIGN Version 14.06. PAGE 1
'�- Program Package Serial Number: 1,j790'- ,y -
pe'i' -ai` *�` •''+����.'}, s� -r 1 &' i \ E�=: �.r�° . c ! � 5 R' � � t� �5' 3` `�`� r� ti°'�� T Vu��k`' "�:• �`- �r�.tr$
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Date: 3 -15 -2008 Time:12:15:50
**:*_***f*:** w*****t:**, rrrrtt* t:*:*, r:**«* w, t*: te*******«, r*f.f*f****, r*, r,►** w:, r«**, rf:f*+***: wr, r, rr, r:*** r * * * *. * *,r * *f *tr : : * * * * * *,rwr * *w
,r ,r * *,r ,r ,r*
Invert I
Depth 1.
Water I
Q I
Vel
Vel
Energy I
Super
ICriticalIFlow
ToplHeight/
Base Wtj
INo Wth
Station
I Elev I
(FT) I
Elev-. I
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem
ICh Slope I
SF Avel.
HF ISE
DpthIFroude
NINorm
Dp
I "N"
I X -Fall
ZR
IType
Ch
• �f:***f rI*****#*:*
Itw***t**
I" t•**
w*•, r• I*f:**:***
Ir***:+r
lr******
I.*********
I*#*:*:*
I****, r+ rt rl,**•
,r * *,r *I•
* * : * : *I
* * * * *•,rl,r
* *w•
I *rr,trft
9.99.050
45.010
8.560
5W�4570,
3.26
.17
53.74
.00
1.15
.00
2.000
.000
.00
0.
.0
.- 10
WALL EXIT
999.050
45.010
8-.5601
S':3 ^5_TO
.17
53.74
.00
1.15
.00
2.000
.000
.00
1
.0
�a1fU32_ •5:,y_3,.26;
36.750
.1178
.0021
.08
8.56
.00
.49
.013
.00
.00
PIPE
1035.800
49.340
4.338
53.678
10.25
3.26
.17
53.84
.00
1.15
.00
2.000
.000
.00
1
.0
149.760
.0050
.0021
.31
4.34
.00
1.16
.013
.00
.00
PIPE
1185.560
50.090
3.896
58�98�u 10.,2.5
:17
54.15
.00
1.15
.00
2.000.
.000
.00
1
.0
..' 3.;2:6
JUNCT STR
.0917
.0047
.03
.00
00
.013
.00
.00
PIPE
1191.230
50.610
3.246
40
54.26
.00
1.16
00
1.500
.000
00
1
0
15.314
.0776
.0073
.11
.00
.00
.57
.013
.00
.00
PIPE
-
1206.544
51.798
2.198
50;9.40
54.40
.00
1.16
.00
1.500
.000
.00
1
.0
HYDRAULIC
JUMP
1206.544
51.798
.604
52x402'_9'.:00,rS;Z
2.84
55.24
.20
1.16
1.47
1.500
.000
.00
1
.0
5.731
.0776
.0.631
.36
.80
3.54
.57
.013
.00
.00
PIPE
1212.276
- - 52.242
-- .604 --
52 -.846,
-_.._ 9.00-
- .13 -51 .
_2.84
-- 55.68
.20 -
-.- 1.16
- _1.47__ -.
1.5.00.
100.0
.00_
1 -
-.0___
12.864
.0776
.0592
.76
.80
3.54
.57
.013
.00
.00
PIPE
1225.139
53.240
.626
53.866
9.00
12.89-
2.58
56.44
.18
1.16
1.48
1.500
.000
.00
1
.0
WATER SURFACE PROFILE LISTING
Date: 3 -15 -2008
Time:12:15:50
Tract 35060
- MDS 69400 - Storm
Drain F
HGL
File 69400SDFHGL
Invert
Depth
Water
Q
Vel
Vel I
Energy I
Super ICriticalIFlow
ToplHeight/
Base WtI
INo Wth
Station I
Elev
(FT)
Elev
(CFS)
(FPS)
Head I
Grd.El.1
Elev I
Depth
I Width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem ICh
Slope
I
SF Avel
HF SSE
DpthlFroude
NINorm
Dp
I "N"
I X -Fall
ZR
IType
Ch
8.276
.0776
.0520
.43
.80
3.30
.57
.013
.00
.00
PIPE
1233.415
53.882
.649
.54.531
9.00
12.29
2.34
56.87
.16
1.16
1.49
1.500
.000
.00
1
.0
5.934
.0776
.0457
.27
.81
3.08
.57
.013
.00
.00
PIPE
1239.349
54.342
.673
55.015
9.00
11.71
2.13
57.15
.15
1.16
1.49
1.500
.000
.00
1
.0
4.509
.0776
.0402
.18
.82
2.88
.57
.013
.00
.00
PIPE
1243.858
54.692
.698
55.390
9.00
11.17
1.94
57.33
.14
1.16
1.50
1.500
.000
.00
1
.0
3.549
.0776
.0.353
.13
.83
2.68
.57
.013
.00
.00
PIPE
1247.407
54.967
.724
55.692
9.00
10.65
1.76
57.45
.12
1.16
1.50
1.500
.000
.00
1
.0
2.853
.0776
.0311
.09
.85
2.50
.57
.013
.00
.00
PIPE
1250.260
55.189
.752
55.940
9.00
10.15
1.60
57.54
.11
1.16
1.50
1.500
.000
.00
1
.0
2.324
.0776
.0274
.06
.86
2.33
.57
.013
.00
.00
PIPE
1252.585
55.369
.781
56.150
9.00
9.68
1.46
57.60
.10
1.16.
1.50
1.500
.000
.00
1
.0
1.909
.0776
.0241
.05
.88
2.17
.57
.013
.00
.00
PIPE
1254.494
55.517
.811.
56.328
9.00
9.23
.1.32
57.65
.09
1.16
1.50
1.500
.000
.00
1
.0
1.571
.0776
.0213
.03
.90
2.01
.57
.013
.00
.00
PIPE
1256.064
55.639
.843
56.482
9.00
8.80
1.20
57.68
.08
1.16
1.49
1.500
.000
.00
1
.0
1.289
.0776
.0188
.02
.93
1.87
.57
.013
.00
.00
PIPE
1257.353
55.739
.877
56.615
9.00
8.39
1.09
57.71
.08
1.16
1.48
1.500
.000
.00
1
.0
1.047
.0776
.0166
.02
.95
1.74
.57
.013
.00
.00
PIPE
1258.400
55.820
.912
.99
57.73
.00
1.16
1.46
1.500
.000
.00
1
.0
32-5 - OOt=-- :*8i 0
6.998
.0197
.0151
.11
.91
1.61
.85
.013
.00
.00
PIPE
WATER SURFACE PROFILE
LISTING Date: 3 -15 -2008
Time:12:15:50
Tract 35060
- MDS 69400 - Storm Drain F HGL
File 6940OSDFHGL
r*** r********
w* w*****f*f*:::, r, rs. w*«, r*: r* r:*, rr* w** w, r*, rt, r*tt**
s.:*** r*
t******, r,
r, rw*f, r,►:****
s. w**** ww*, r *w * *rf
* * * * *t * * *,rwr,r *,rt * *,r•
,r * *,r «,rr,r
�.
Invert
Depth Water Q Vel
Vel I
Energy
I Super
jCriticalIFlow
ToplHeight/
Base Wtl
INo Wth
Station I
Elev
(FT) Elev (CFS) I (FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
lDia. -FTIor
I.D.1
ZL
jPrs /Pip
L /Elem ICh Slope I
SF Avel
HF
ISE DpthlFroude
NINorm
Dp
I "N" I
X -Fall
ZR
IType
Ch
t * * *•t• *r I f
*f *f * * ** I w *w * *,r ♦r I t• : * *w• *,t I r *r * * * :ts. I * : * * *,►*
I *•,t,t,t *• I
,rwt *,► * : **
I t * *,t,tww.I
f ;tr *•t :I
*t * *w * *,t
I *•• * *t* I
trtt * * ** I : :w **
I t * * :tr#
1265.398
55.958
:933 56.890 9.00 7.79
.94
57.83
.00
1.16
1.45
1.500
.000
.00
1
.0
7.938
.0197
.0138
.11
.93
1.54
.85
.013.
.00
.00
PIPE
1273.336
56.114
.972 57.085 9.00 7.43
.86
57.94
.00
1.16
1.43
1.500
.000
.00
1
.0
4.877
0197
.0122
.0,6
.97
1.42
.85
.013-
.00
.00
PIPE
1278.213
56.210
1.013 57.223 9.00 7.08
.78
58.00
.00
1.16
1.40
1.500•
.000
.00
1
.0
2.980
.0197
.0109
.03
1.01
1.31
.85
.013
.00
.00
PIPE.
1281.193
56.268
1.058 57.326 9.00 6.75
.71
58.03
.00
1.16
1.37
1.500
.000
.00
1
.0
1.610
.0197
.0097
.02
1.06
1.21
.85
.013
.00
.00
PIPE
1282.804
56.300
1.107 57.406 9.00 6.44
.64
58.05
.00
1.16
1.32
1.500
.000
.00
1
.0
.516
.0197
_I_
.0087
.00
1.11
1.10
.85
.013
.00
.00
PIPE
1283.320
56.310
1.160 Ss7:4y7s0oa9y0'0 =,6 14?
.58
58.05
.00
1.16
1.26
1.500
.000
.00
1
.0
3"IINCT SrTiR
.0055
.0050
.01
1.16
1.00
.013
.00
.00
PIPE
1288.820
56.340
1.888 5�8i8� = :.� 4:.5:0, • 2r-5> '
.10
58.33
.00
.81
.00
1.500
.000
.00
1
.0
33.090
.0051
.0018
.06
1.89
.00
.84
.013
.00
.00
PIPE
1v321. 9110
56.510
1.799 - 830 v�4 X50 2; 'S5 .10 58.41
P
'n 5, •'�'�'? " n. a
.00 81 .00
�"�+r ' _
1-.500
.r1ti4:aS.s,�•
.000 .00
-..°•+
1
r
,
0
. +•
-�.,
'�.'. .ik..r...h.bs :r
r- � . � ��y�;,„, r•�
.Uf"
t .r',K��+
r �'m;
,'•r
"k
.;:t'."i;Y.
v:4$Y -`'
��'p��.r.�
k 'a'
.-.� k t'v..:�..
¢ _
.�r�
• rwf':
' '
�u
v'i'`aii._?.
..
-f
�:.�.
1321.910
56.510
1.942 5--8-'X,4'52 4 5.:0'- .58
.01
58.46
.00
.34
4.00
5.000
4.000
.00
0
.0
FILE: 69400SDFHGL.WSW W'S P G W, CIVILDESIGN Version 14,06 PAGE
Program Package Serial Number: 1790
Sw.
109
Date: 3-15.-2008 Time:11:43:51
Invert
Depth
Water Q Vel
Vel I
Energy I
super IcriticallFlow-ToplHeight/lBase
Wtj
INo Wth
Station
I Elev
(FT)
Elev .(CFS) (FPS)
Head I
Grd.El.1
Elev I Depth
I Width
IDia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slope I
SIP Ave l
HF ISE
DpthIFroude NINorm Dp
I -N" I
X-Fall
ZR
IType
Ch
999.050
45.010
9.890
.45
55.35
.00 .1.48
.00
2.000,'
.000
.00
0
.0
1. 86 &-r- 5 L3 J1
WALLS
17
999.050
45.0,10
9.890
54.900 16.86 5.37
.45
55.35
.00 1.48
00•
2.000
.000
.00
1
.0
36.750
.1178
.0056
.20
9.89 .00
:63
.013
.00
.00
PIPE
1035.800
49.340
5.853
55.193 16.86 5.37
.45
55.64
.00 1.48
.00.
2.000
.000
.00
1
.0,
149.760
.0050
.0056
.83
5.857 .00
1.76
.013
.06
.00
PIPR-
1185.560
50.090
5.935
.45
56.47
.00 1.48
.00
2.000
.000
.00
1
-.0
5,3M
.0917
.0127
.07
.00 ..00
.013
.00
.00
PIPE
1191.230
50.610
5.064
1.09
56.76
.00 1.40
.00
.000
.00.
1
.0
-4
1,
58.797
.0776
-17
.0199
1.17
.00 .00
.76
.013
.00
.00
PIPE
1250.027
55.171
1.864
.1.09
58.12
.00 1.40
.06
1.500
.000
.00
1
0
.
*14:8'0`::-
Ultz
1250.021
55.171
1.034
2.01
58.22
.13 1.40
1.39
1.500
.000
.00
1
.0
. . . . . . . . . . . .
1.282
.0776
.0287
.04
1.16 2.07
.-76
.013
.00
.00
PIPE
1251.309
55.270
1:056
56.326 .14.80 11.13
1.92
58.25
.12 1.40
1.37
1-.500
.000
.00
1
.0
2.478
.0776
.0264
.07
1.18 1.99
-76
.013
.00
.00
PIPE
1253.787
55.462
1.104
56.566 14.80 10.61
1.75
58.32
.11 1.40
1.32
.1.500
.000
.00
1-
.0
1.975
.0776
.0237
.05
1.21 1.82
.76
.013
.00
.00
PIPE
r r +r r Ir � rr r rr r rir r rr r r�r rr r� r� rr
WATER SURFACE PROFILE LISTING
Date: 3 -15 -2008
Time:11:43:51
Tract 35060 - MDS 69400 - Storm Drain F
HGL
File 6940OSDFHGL
I Invert I
Depth.]
Water I
Q
I Vel
Vel I
Energy I
Super ICriticallFlow
ToplHeight /IBase
WtI
INo Wth
Station
I Elev I
(FT) I
Elev I
(CFS)
I (FPS)
Head I
Grd.E1.I
Elev I
Depth
I Width
IDia. -FTIor
I.D.I
ZL
IPrs /Pip
_I_
L /Elem
ICh Slope I
I
I
I
SF Avel
HF ISE
DpthlFroude
NINorm
Dp
I "N"
I X -Fall)
ZR
IType
Ch
I
I
1255.762
I I
55.615
I
1.157
I
56.772
14.80
I
10.12
I
1.59
I
58.36
I
.09
1.40
I
1.26
I
1.500
I
.000
.00
1
.0
1.529
.0776
.0213
.03
1.25
1.66
.76.
.013
.00
.00
I PIPE
1257.291
55.734
1.215
56.949
14.80
9.65
1.45
58.40
.08
1.40
1.18
1.500
.000
.00
1
.0
1.109
.0776
.0194
.02
1.29
1.49
.76
.013
.00
.00
PIPE
1258.400
55.820
1.282
57.102
14.80
9.20
1.31
58.42
.00
1.40
1.06
1.500
.000
.00
1
.0
12.935
.0197
.0183
..24.
I
1.28
I
1.31
1.24
I
.013
I
.00
I I
.00
PIPE
I
1271.335
I I
56.074
I
1.310
I
57.384
14.80
I
9.04
I
1.27
58.65
.00
1.40
1.00
1.500
.000
.00
1
I_
.0
11.984
.0197
.0176
.21
1.31
1.24
1.24
.013
.00
.00
PIPE
1283.320
I 56.310
1.401
57;7 -1k1_
1.15
58.86
. 00
_I_
1.40
_I_
.74
_I:
1.500
_I_
.000
_I_
.00
1
I-
.0
:5 14.. Sp`,
8.162
_I_
S A
_I_
.0055
-I_
_I_
_I_
_I_
_I_
.0111
_I_
.06
1.40
1.00
I
.013
I I
.00
I
.00
PIPE
I
1288.820
I I
56.340
I
2.877
I
217
F9'
I
I
.27
I
59.49
I
.00
1.05
.00
1.500
.000
.00
1
.0
� 7 40'
4 19;
33.090
.0051
.0050
.16
I
2.88
I
.00
I
1.21
.013
I I
.00 I
.00
PIPE
I
1321.910
I I
56.510
I
2.9259
I
435
I
I
.27
59.71
.00
1.05
.00
1.500
.000
.00
1
.0
7.40
4..,1Y9,
I I I I I I I i I I I I I
1321.910 56.510 3.326 59 = 7'0,�, .56 .00 59.84 .00 .48 4.00 5.000 4.000 .00 0 .0
FILE: 69400SDHHGL.WSW W S P G W- CIVILDESIGN Version 14.06
Program Package Serial Number: 1790
WATER;; SUR.FACFs'- PROFILE': LISTING
PAGE 1
**#####*****######*#**#######****#####*######*###########**##*########****####**#**#**##### * * * * # # # # # # # # * * * * # * # # # # # # # # # * * **
* * * * * * *#
Invert
Depth
Water
Q
Vel
Vet 1
Energy I
Super ICriticalIFlow
ToplHeight/
Base WtI
INo Wth
Station
I Elev
(FT)
Elev
(CFS)
(FPS)
Head I
Grd.El.1
Elev I
Depth
I Width
IDia.- FT.Ior
I.D.I
ZL
IPrs /Pip
L /Elem
ICh Slope
I
SF Avel
HF ISE
DpthIFroude
NINorm Dp
I "N"
I X -Fall
ZR
IType Ch
999.850
55.050
1.950
57.`00.Oi
;2'8
.49
.00
57.00
.00
.31
3.00
3.000
3.000
.00
0 .0
WALL EXIT
999.850
55.050
1.950
57:`000_
.04
57.04
.00
.64
.00
1.500
.000
.00
1 .0
_ =2.87>
'c> 'c 1 6
76.140
.0050
.0004
.03
.00
.00
.56
.010
.00
.00
PIPE
1075.990
55.430
1.612
57.042
2.87
1.62
.04
57.08
.00
.64
.00
1.500
.000
.00
1 .0
JUNCT STR
.0333
.0005
.00
.00
.00
.013
.00
.00
PIPE
1078.990
55.530
1.557
57082
.02
57.11
.00
.53
.00
1.500
.000
.00
1 .0
`:a; l_:91
10
12.157
.0051
.0003
.00
1.56
.00
.52
.013
.00
.00
PIPE
1091.147
55.592
1.500
57.092
1.94
1.10
.02
57.11
.00
.53
.00
1.500
.000
.00
1 .0
28.712
.0051
.0003
.01
1.50
.00
.52
.013
.00
.00
PIPE
1119.859
55.737
1.361
57.098
1.94
1.15
.02
57.12
.00
.53
.87
1.500
.000
.00
1 .0
16.571
.0051
.0003
.01
1.36
.15
.52
.013
.00
.00
PIPE
1136.430
55.821
1.280
57.101
1.94
1.21
.02
57.12
.00
.53
1.06
1.500
.000
.00
1 .0
13.612
.0051
.0003
.00
1.28
.17
.52
.013
.00
.00
PIPE
1150.043
55.890
1.214
57.103
1.94
1.27
.02
57.13
.00
.53
1.18
1.500
.000
.00
1 .0
9.957
.0051
.0004
.00
1.21
.20
.52
.013
.00
.06
PIPE
1160.000
55.940
1.165
57.105 P
.03
57.13
.0.0
.53
1.25
1.500
.000
.00
1 .0
" " `' = .1.9_x.__:1_
_3_2_j
WALL ENTRANCE
1160.000
55.940
1.217
57::159"'.•,1 94
.20
.00
57.16
.00
.13
8.00
4.000
8.000
.00
0 .0
M ow M M r r it M M M
FILE: 69400SDHHGL:WSW W S P G W- CIVILDESIGN Version.14.06 PAGE 1
Proaram Package Serial Number: 179.0
Invert I
Depth I
Water I
Q I"
Vel
Vel I
Energy
I Super
ICriticallFlow
ToplHeight /IBase
WtI
INo Wth
Station I
Elev I
(FT) I
Elev I
(CFS) I.
(FPS)
Head I
Grd.E1.I
Elev
I Depth
I Width
IDia. -FTIor
I.D.I
ZL
IPrs /Pip
L /Elem ICh
Slope I
I
I
I
SF Avel
HF
ISE DpthlFroude
NINorm Dp
I "N"
I X -Fa11I
ZR -IType
Ch
I
999.850
I
55.050
I
1.950
I
57 Q0,0
I
I
.01
57.01
I
.00
I
.43
I
3.00
I
3.000
I I
3.000
.00
I
0
.0
"4: 0
,801
WALL EXIT
999.850
55.050
-I-
1.951
57°:;00.1
.11
57.11
-I-
.00
-I-
.83
-�-
.00
-I-
1.500
-�-
.000
-I-
.00
1
I-
.0
"' w - 's'4T0�.
_'a6
-I-
76.140
.0050
-I-
-I-
-I-
-I-
-I-
.0012
.09
.00
.00
.74
.010
.00
.00
PIPE
1075.990
55.430
1.682
57.112
4.70
2.66
.11
57.22
.00
.83
.00
1.500
.000
.00
1
.0
JUNCT'STR
.0333'
.0015
.00
.00
.00
.013
.00
-.00
PIPE
1078.990
55.530.
1.705
57. Z3�
.05..
57.29
.00
.68
00
1.500
.000
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1
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3_ _1.8_ >_.
1�LSQ
49.567
.0051
.0009
.05
1.71
.00
.68
.013
.00
.00
PIPE
1128.557
55.781
1.500
57.281
3.18
1.80
.05
57.33
.00
.68
.00
1.500
.000
.00
1
.0
31.443
.0051
.0009
.03
1.50
.00
.68
.013
.00
.00
PIPE
1160. 000
55.940
1.362
57P�;302c
.06
57.36
.00
.68
.87
1.500
.000
.00
1
.0
. '- 18
Y-1 8,9a
WALL ENTRANCE
I I
I
I
I
1160.000
-I-
I
55.940
-I-
I
1.468
-I-
1 I
.27
-I-
I
.00
-I-
57.41
-I-
I
.00
-I-
I I
.17
-I-
8.00
-I-
4.000
-I-
8.000
-I-
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0
I-
.0
5 40;8 ;. �.- x3:18;
-I- -►-
M M M NIIIIIIIIIIIIII r r r M M r M r r1 M M r M M M
1
Press RETURN to continue >
FILE: 69400SDIHGL.WSW
W S
P G W-
CIVILDESIGN Version
14.06
PAGE
1
Program
Package
Serial Number: 1790
WATER :SIIRFACE' PROFII,E'� ^I:ISTING i;
a....s�.c+.- -
Date:
3 -14 -2008
Time:
8:47:21
Tra4t #35.060" ,- >NIDS69:4.OQ
invert
Depth
Water
Q
Vel
Vel
Energy
I Super ICriticallFlow
ToplHeight /IBase
Wt1
INo Wth
Station I
Elev
(FT)
Elev
(CFS)
(FPS)
Head I
Grd.E1.1
Elev I
Depth I
Width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem ICh
Slope I
I
SF Avel
HF
ISE DpthIFroude
NINorm
Dp
I "N"
I X -Fall
ZR
IType
Ch
t•*:*•*, r• It*****
r, r• Ir•*ff***
I**,
r* r** t* Iw*
w, r, rr•**
I*:*:*** I***t***
I:,►•*•f*
r+
I:*** w** I•*•****
t1
*• * * : :r•Iw
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*t * * * *I * * *•,r
I• *t• * *:
998.600
55.050
1.950
5,7.;U',O:O ter_
3:;11.
.53
.00
57.00
.00
.33
3.00
3.000
3.000
.00
0
.0
WALL EXIT
998.600
55.050
1.951
57_,,001`'x1.
.05
57.05
.00
.67
.00
1.500
.000
.00
1
.0
3 *.a i
1_:76;
17.849
.0259
.0005
.01
.00
.00
.38
.010
.00
.00
PIPE
1016.449
55.513
1.500
57.013
3.11
1.76
.05
57.06
1.50
.67
.00
1.500
.000
.00
1
.0
5.236
.0259
.0005
.00
1.50
.00
.38
.010
.00
.00
PIPE
1021.685
55.649
1.361
57.010
3.11
1.85
.05
57.06
.00
.67
.87
1.500
.000
.00
1
.0
2.965
.0259
.0005
.00
1.36
.23
.38
.010
.00
.00
PIPE
1024.650
55.726
1.280
57.006
3.11
1.94
.06
57.06
.00
.67
1.06
1.500
.000
.00
1
.0
2.390
.0259
.0005
.00
1.28
.28
.38
.010
.00
.00
PIPE
1027.041
55.788
1.214
57.001
3.11
2.03
.06
57.07
.00
.67
1.18
1.500
.000
.00
1
.0
2.045
.0259
.0006
.00
1.21
.31
.38
.010
.00
.00
PIPE
1029.086
55.841
1.155
56.996
3:11
2.13
.07
57.07
.00
.67
1.26
1.500
.000
.00
1
.0
1.670
.0259
.0006
.00
1.16
.35
.38
.010
.00
.00
PIPE
1030.356
55.884
1.103
5;69 7_x3::_12
.08
57.06
.00
.67
1.32
1.500
.000
.00
1
.0
HYDRAULIC
JUMP
1030.756
55.884
.381
56.2:6'5
1.20
57.47
.02
.67
1.31
1.500
.000
.00
1
.0
3;:11:
. <8:8�0
53.788
.0259
I
I I
I
.0256
1.38
I I
.40
I
2.98
I
.38
.010
I I
.00
I
.00
PIPE
Press RETURN.to continue >
FILE: 6940OSDIHGL.WSW
W S
P G W-
CIVILDESIGN Version 14.06.
PAGE 1
Program
Package
Serial Number: 1790
: ,Y� n�� �,,�- � . ,,,�,
-
�PIATER'�SURFACE .PROF.IIS--
L•ISTING��"'.,.
. �
C -
Date:
3 -14 -2008
Time:
8:47:21
Traic060 - IVIDS' 69;4iU0, SDI HGL
510 yr
�?��k
:3:pJ
1
Invert
Depth
Water
Q
Vel
Vel
Energy
I Super
ICriticallFlow
ToplHeight /IBase
WtI
INO Wth
Station I Elev
(FT)
Elev
(CFS)
(FPS)
Head I
Grd.El.l
Elev
I Depth I
Width
ID'ia. -FTIor
I.D.I
ZL
IPrs /Pip
-I_
L /Elem ICh Slope
I I
I
I
SF Avel
HF
ISE DpthlFroude
NINorm
Dp
I ^N" I
X -Fa11I
ZR
IType Ch
I
998.600 55.050
I I
1.950
I
.53
I
.00
57.00
I
.00
I I
.33
3.00
I. I
3.000
I
3.000
.00
I
0 .0
,,•q�l
5;7OAOOr�t�sl
WALL EXIT
998.600 55.050
1.951
.05
57.05
.00
.67
.00
1.500
.000
.00
1 .0
572,:0'01.
:3.1N1
,1;:7;61
17.849 .0259
.0005
.01
.00
.00
.38
.010
.00
.00
PIPE
1016.449 55.513
.1.500
57.013
3_11
1.76
.05
.57.06
1.50
.67
.00
1.500
.000
.00
1 .0
5.236 ._0259
.0005
.00
1.50
.00
.38
.010
.00
.00
PIPE
1021,.685 55.649
1.361
57.010
3.11
1.85
OS
57.06
.00
.67
.87
1.500
.000
.00
1 .0
2.965 .0259
.0005
.00
1.36
.23
I
.38
.010
I i
.00
I
.00
PIPE
I
1024.650 55.726
I I
1.280
I
57.006
I
3.11
1.94
I
.06
57.06
I
.00
I
.67
1.06
1.500
.000
.00
1 .0
2.390 .0259
_0005
.00
1.28
.28
.38
.010
.00
.00
PIPE
1027.041 55.788
1.214
57.001
3.11
2.03
.06
57.07
.00
.67.
1.18
1.500
.000
.00
1 .0
2.045 .0259
.0006
.00
1.21
.31
I
.38
.010
I I
.00
I
.00
PIPE
I
I I
1029.086 55.841
I
1.155
I
56.996
I
.3.11
2.13
I
.07
57.07
I I
.00
.67
1.26
1.500
..000
.00
1 .0
1.670 .0259
.0006
.00
1.16
.35
.38
.010-
I
.00
I
.00
PIPE
I
I I
1030.756 55.884
I
1.103
I
I
I
.08
57.06
I I
.00
I
.67
1.32
I
1.500
.000
00
1 .0
5:6987.h_ „xr
.3y 13
:?2" 23
HYDRAULIC JUMP
1030.756 55.884
.381
1.20
57.47
.02
.67
-I-
1.31
-I-
1.500
-I-
.000
-I-
.00
1 .0
1-
56. 2:6'5 =.
-I- -I-
53.788 .0259
-I-
-I-
-I-
-I-
-I-
.0256
-I-
1.38
-I-
.40
2.98
.38
.010
.00
.00
PIPE
1084.543
57.279
.383
57.662
3.11
8.73
1.18
58.85
.02
.67
1.31
1.500
.000
.00
1
.0
WATER
SURFACE
PROFILE LISTING
Date: 3 -14 -2008
Time:
8:47:21
Tract 35'060 = (.'bib S 69400 - SD I HGL
K1O yr
?
n
Invert
Depth
Water
Q
Vel
Vel
Energy I
Super
ICriticalIFlow
ToplHeight
/Base Wtj
INo Wth
Station I
Elev
(FT)
Elev
(CPS)
I (FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem ICh Slope I
I
SF Avel
HF ISE
DpthIFroude
NINorm
Dp
I "N" I X -Fall
ZR
IType
Ch
* : * *r * : * :I : *r,r * * * ** I
•fire :•♦ I
,t,tt +,r : *•r I
w,t,t• *ttt*
I t• *,t••t
I rfff *,r• I
*,t *• * *tw* I
,t.trt *,rtt
I : : *tww *,t
I t• *rr *,t ,t
I * *t * * *: I ,► *tww,r,r I
,t * * *:
I * * * : *,tr
43.490
.0259
.0238
1.03
.41
2.95
.38
.010
.00
.00
PIPE
1128.033
58.407
.396
58.803
3.11
8.32
1.08
59.88
.02
.67
1.32
1.500
.000
.00
1
.0
16.344
.0259
.0208
.34
.42
2.76
.38
.010
.00
.00
PIPE
1144.377
58.831
.410
59.241
3.11
7.94
.98
60.22
.02
.67
1.34
1.500
.000
.00
1
.0
9.635
.0259
.0182
.18
.43
2.58
.38
.010
.00
.00
PIPE
1154.012
59.081
.424
59.505
3.11
7.57
.89
60.39
.02
.67
1.35
1.500
.000
.00
1
.0
6.603
.0259
.0159
.11
.44
2.42
.38
.010
.00
.00
PIPE
1160.615
59.252
.439
59.691
3.11
7.21
.81
60.50
.02
.67
1.37
1.500
.000
.00
1
.0
4.840
.0259
.0139
.07
.45
2.26
.38
.010
.00
.00
PIPE
1165.455
59.377
.455
59.832.
3.11
6.88
.73
60.57
.01
.67
1.38
1.500
.000
.00
1
.0
3.706
.0259
.0122
.05
.47
2.12
.38
.010
.00
.00
PIPE
1169.161
59.473
.470
59.944
3.11
6.56
.67
60.61
.01
.67
1.39
1.500
.000
.00
1
.0
2.894
.0259
.0107
.03
.48
1.98
.38
.010
.00
.00
PIPE
1172.055
59.549
.487
60.036
3.11
6.25
.61
60.64
.01
.67
1.40
1.500
.000
.00
1
.0
2.293
.0259
.0094
.02
.50
1.85
.38
.010
.00
.00
PIPE
1174.347
59.608
.504
60.112
3.11
5.96
.55
60.66
.01
.67
1.42
1.500
.000
.00
1
.0
1.826
.0259
.0082
.01
.52
1.73
.38
.010
.00
.00
PIPE
1176.174
59.655
.522
60.177
3.11
5.69
.50
60.68
.01
.67
1.43
1.500
.000
.00
1
.0
1.436
.0259
.0072
.01
.53
1.62
.38
.010
.00
.00
PIPE
1177.610
59.693
.541
60.233
3.11
5.42
.46
60.69
.01
.67
1.44
1.500
.000
.00
1
.0
i IIIIIIIIIIIIIIIIIN M r IIIIIIIIIIIIIIIIIIN
WATER
SURFACE
PROFILE LISTING
Date: 3 -14 -2008
Time:
8:47:21
Tract 3150'60 -
i�IDS`,6•,940:U
- SD _I; HGL 1x00 yr.
mom.
Invert
Depth
Water
Q
Vel
Vel
Energy I
Super
ICriticallFlow
ToplHeight/
Base Wtj
INo Wth
Station I
Elev
I (FT).
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem ICh
Slope I
SF Avel
HF ISE
DpthIFroude
NINorm Dp
I "N"
X -Fall
ZR
IType Ch
1.130
.0259
.0063
.01
.55
1.51
.38
.010
.00
.00
PIPE
1178.739
59.722
.560.
60.282
3.11
5.17
.41
60.70
.01
.67
1.45
1.500
.000
.00
1 .0
.858
.0259
.0055
.00
.57
1.41
.38
.010
.00
.00
PIPE
1179.597
59.744
.580
60.324
3.11
4.93
.38
60.70
.01
.67
1.46
1.500
.000
.00
1 :0
.630
.0259
.0048
.00
.59
1.32
.38
.010
.00
.00
PIPE
1180.227
59.760
.601
60.362
3.11
4.70
.34
60.70
.01
.67
1.47
1.500
.000
.00
1 .0
.427
.0259
.0043
.00
.61
1.23
.38
.010
.00
.00
PIPE
1180.654
59.772
.623
60.395
3.11
4.48
.31
60.71
.01
.67
1.48
1.500
.000
.00
1 .0
.245
.0259
.0037
.00
.63
1.15
.38
.010
.00
.00
PIPE
1180.898
59.778
.646
60.424
3.11
4.27
.28
60.71
.01
.67
1.49
1.500
.000
.00
1 .0
.082
.0259
.0033
.00
.65
1.08
.38
.010
.00
.00
PIPE
1180.980
59.780
.671
.6�0.4�5p1
.26
60.71
.01
.67
1.49
1.500
.000
.00
1 .0
3,11
.4 06,
WALL ENTRANCE
1180.980
59.780
.97.0
6:0.75;0'.
3_.11
1.61
.04
60.79
.00
.43
2.00
4.000
2.000
.00
0 .0
FILE: 69400SDIHGL.WSW- W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1790
Date:
3 -14 -2008 Time:
8:46:27'
Tract. 35060
MD,S .,6,,9;,40`0,,
707 100_Yr
�-''i '1 Y" ys r3''.id'_' Y{ $ NEW
SD M-5 ..w ��,
p .ik�• _` .'+1 A
�r
_.VT''� .
...�i+3i,'o✓'- .ay.< -M .ti
invert
Depth
water
Q Vel
Vel
Energy
I Super
ICriticalIFlow ToplHeight/
Base Wtj
INo Wth
Station
I Elev
(FT)
Elev
(CFS) I (FPS)
Head -1
Grd.El.1
Elev
I Depth I
Width
IDia. -FTIor
I.D.1
ZL
IPrs /Pip
L /Elem
ICh Slope I
SF Avel
HF
ISE DpthIFroude
NINorm Dp
I "N"
I X- Fal•11
ZR
IType Ch
.998.600
55.0.50
1.950
57 000',
5 10 .87
.01
57.01
.00
.45
3.00
3.000
3.000
.00
0 .0
WALL EXIT
998.600
55.050
1.950
57a.;000
.13
57.13
.00
.87
.00
1.500
.000
.00
1 .0
- .: '5: =1:0,2 89
18.650
.0259
.0014
.03
.00
.00
.49
.010
.00
.00
PIPE
1017.250
55.534
1.500
57.034-
5.10 2.89
.13
57.16
1.50
.87
.00
1.500
.000
.00
1 .0
1.870
.0259
.0013
.00
1.50
.00
.49
.0.10
.00
.00
PIPE
1019.119
55.582
1.451
57f „A 3,4
.13
57.17
.00
.87
.53
1.500
.0.00
.00
1 .0
a X5':1 ;0 ;il
HYDRAULIC
JUMP
1019.119
55.582
.491
;5Oi74-
1.59
57.67
.03
87
1.41
1.500
.000
.00
1 .0
„' "- 5r, 0., 3 =0'13
69.676
.0259
.0249
1.74
.52
2.99
.49
.010
.00
.00
PIPE
1088.796
57.389
-.502
57.891
5.10 9.83
1.50
59.39
.03
.87
1.42
1.500
.000
.00
1 .0
33.625
.0259
.0224.
.75
.53
2.86
.49
.010
.00
.00
PIPE
1122.421
.58.261
.520.
58.781
5.10 9.38
1.37
60.15
.03
.87
1.43
1.500
.000
.00
1 .0
16.762
.0259
-
.0196
.33 -
.55
2.68
.49
.010
.00
.00
.PIPE
1139.183
58.696
.538
59.234
5.10 8.94
1.24
60.48
.03
.87
1.44
1.500
.000
.00
1 .0
10.723
.0259
.0172
.18
.56
2.50
.49
.010
.00
.00
PIPE
1149.905
58.974
.558
59.532
5.10 8.52
1.13
60.66
.02
-.87
1.45
1.500
.000
.00
1 .0
7.616
.0259
.0151
.11
.58
2.34"
.49
.010
.00
.00
PIPE
IIIIIIIIIIIIIIIN M M = M IIIIIIIIIIIIIIIIIIN M M M M M M
WATER SURFACE PROFILE LISTING
Date: 3-14-2008
Time: 8:46:27
t- -
a c t-35 0 0
,
Invert
Depth
Water
Q
Vel
Vel I
Energy
I super
IcriticallFlow
ToplHeight/lBase
Wtj
INo Wth
Station I
Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
IDia.-FTIor
I.D.
ZL
IPrs/Pip
L/Elem ICh
Slope
I
SF Ave l
HF
ISE DpthIFroude
NINorm
Dp
I "N" I
X-Fall
ZR
IType Ch
1157.522
59.172
.578
59.749
5.10
8.13
1.03
60.77
.02
.87
1.46
1.500
.000
.00
1 .0
5.691
.0259
.0132
.08
.60
2.18
.49
.010
.00
.00
PIPE
1163.213
59.319
.599
59.918
5.10
7.75
.93
60.85
.02
.87
1.47
1.500
.000
.00
1 .0
4.399
.0259
.0116
.05
.62
2.04
.49
.010
.00
.00
PIPE
1167.612
59.433
.621
60.054
5.10
7.39
.85
60.90
.02
.87
1.48
1.500
.000
.00
1 .0
3.455
.0259
.0102
.04
.64
1.90
.49
.010
.00
.00
PIPE
1171.068
59.523
.643
60.166
5.10
7.04
.77
60.94
.02
.87
1.48
1.500
.000
.00
1 .0
2.725
.0259
.0090
.02
.66
1.78
.49
.010
.00
.00
PIPE
1173.793
59.594
.667
60.261
5.10
6.72
.70
60.96
.01
.87
1.49
1.500
.000
.00
1 .0
2.153
.0259
.0079
.02
.68
1.66
.49
.010
.00
.00
PIPE
1175.946
59.649
.692
60.341
5.10
6.40
.64
60.98
.01
.87
1.50
1.500
.000
.00
1 .0
1.683
.0259
.0069
.01
.71
1.55
.49
.010
.00
.00
PIPE
1177.629
59.693
.718
60.411
5.10
6.11
.58
60.99
.01
.87
1.50
1.500
.000
.00
1 .0
1.282
.0259
.0061
.01
.73
1.44
.49
.010
.00
.00
PIPE
1178.911
59.726
.745
60.471
5.10
5.82
.53
61.00
.01
.87
1.50
1.500
.000
.00
1 .0
.940
.0259
.0054
.01
.76
1.34
.49
.010
.00
.00
PIPE
1179.851
59.751
.773
60.524
5.10
5.55
.48
61.00
.01
.87
1.50
1.500
.000
.00
1 .0
.636
.0259
.0047
.00
.78
1.25
.49
.010
.00
.00
PIPE
1180.487
59.767
.803
60.571
5.10
5.29
.43
-61.01
.01
.87
1.50
1.500
.000
.00
1. .0
.369
.0259
.0042
.00
.81
1.16
.49
.010
.00
.00
PIPE
r■ r ii r r r rr r� rr rri rr r rr �r rr �r rr r� rr
WATER SURFACE PROFILE LISTING Date: 3 -14 -2008 Time: 8:46:27
H Ov
fact `35060 - NIDS 69.400. ' SD „ 01.66 �"� :.`;
..'..: � s.•
Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj ]No Wth
Station I Elev. (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip
L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch
1180.857 59.777 .835 60.612 5.10 5.05 .40 61.01 .01 .87 1.49 1.500 .000 .00 1 .0
.123 .0259 .0037 .00 .84 1.08 .49 .010 .00 .00 PIPE
1180.980 59.780 .869 6:0•x;_ - ,5:. ;1_'0- 4,:8;0 .36 61.01 .01 .87 1.48 1.500 .000 .00 1 .0
WALL ENTRANCE
1180.980 59.780 1.286 °61'066 X510 1.99 .06 61.13 .00 .59 2.00 4.000 2.000 .00 0 .0
_I- -I- -I_ _I_ -I- -I_ -I- -I_ -I_ -I- -I_ -I- _I_ I-
Appendix C
Nuisance Water Disposal
System
Design Calculations
Laing. Luxury... -Homes
0
Tentative Tract 3506o
MDS 69400
Tab 10
Tab 11
� Appendix D
1. Conditions of Approval - Drainage
2. Geotechnical and .Percolation Test Reports
3. Point Precipitation Storm Volumes
4. SCS Soil Classification Map /Hydrologic Soil Group
5. Time of Concentration Nomograph
6. Rational Rainfall Intensity Table -- 10 yr & too yr
7. Runoff Coefficient Curve - (Soil Groups A & B, AMC II)
8. Runoff Index Numbers
9. Rainfall Patterns - % of Design Storm- Total Volume
io. Reinforced Concrete Pipe - D -Load Table
11. Miscellaneous Documents
Laing Luxury Homes
Tentative Tract 35o6o
MDS 69400
MDS 69400
26- Feb -08
r.
Summary 2 -Storm Precipitation Vo, umes
Tract 35060
itSorm Volumes - Ra m. fall Total During Storms I.
Per COLQ Exhibit;- Attached
Recurrance
2 Year
10 Year
100 Year
Storm Duration
- (inch)
(inch)
(inch)
(interpolated)
1 Hour
0.50
0.99
2.20
3 Hour
0.70
1.40
2.80
6 Hour
1.00
1.84
3.40
24 Hour
1.60
2.48
4.50
Y�x ._ (used
in Unit Hydrograph Calculations) ;: .
«w» \^`
m \ :�\
=PrewtjO#0que�aJWer ~
' POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
w Pa"of 6�
California 33.702572 N 116.296373 W 101 feet l ne &5rar-e;;
from "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume I, Version 4
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2006
Extracted: Thu Mar 8 2007
yfit'k"t"zM?i`s' - �- rt ecF+. -g
Confidence`Llmlts, Seasonality Locaton�Maps Other Info GIS da "ta Maps? Help F` Dons U' S `Map.
a
.ice__ [.. .,..�.. t. .1- '.,�1.
t.
Precipitation Frequency Estimates (inches)
ARI*
(years)
5
mm
10
mm
15
mm
30
mm
;60'
mm
1P3r
P6r
P12
24
hr
Mhr
4
da y
7
day
10
day 11
26
day 11
30
day 11
45
day 11
60
day
0.10 0.15 0.19 0.26. 032 0:44 0.51 0.67 0.84 0.88 0.90 0.97 1.06 1.13 1.26 1.41 1.59 1.69
0 0.14 0.21 0.26 0.35 0.44 .0.59 0.68 Fo 9-11 1.13 1.21 1.22 1.31 1.43 1.54 1.72 1.93 2.17 2.31
0.22 034 O421 0 57 0.70 0:92 1.04 1.36 1.68 1.83 1.85 1.96 2.14 2.30 2.59 2.90 3.27 3.49
10 EflEfl 0.56 0.75 Q;;93 1.20 1.34. 1.72 2.10 2.32 2.34 2.48 2.69 2.91 3.27 3.63 4.09 4.37
25 0.42 0.63 0.79 Efl Efl 1.64. 1.80 2:26 2.71 3.02 3.03 3.25 3.49 3.78 4.23 4.67 5.22 5.60
50 0.53 0.80 0.99 1.34: 1.66 2.03 2.20 2.71 3.21 3.60 3.64 3.89 4.16 4.50 5.01 5.51 6.12 6.58
100 0.66 1.00 1.24 T.67. 2:0fl 2.48 2.66 3.20 3.74 4.23 4.32 4.62 4.88 5.29 5.86 6.41 7.06 7.61
200 0.81 1.24 1:53 2.06 2'.56. 3.0.1 3.18 3.76 4.32 4.92 5.07 5.41 5.66 6.15 6.77 7.36 8.04 8.69
500 1.06 1.61 2.00 2.69 334 3.85 3.99 4.59 5F1-7] r5 - 9 1 6.19 6.60 6.79 7.40 8.07 8.71 9.40 I 10.19
1000 1.29 1.96 2.43 3.27 4.05 4:59 4.70 5.29 5.88 6.74 7.15 7.61 7.74 8.45 9.14 9.81 F11_38]
'_,°` 'i°`tt'. "3T "
" , P These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
y ext version of table h
_ _ _ _ .� ,. _ _r lease refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
file: //G:\ 69400\ Hydrol& HydraulRep\ Feb2008- NOS69400- TheEstates- HydrolReportAddendum\JCR- 69400 -Tab 11 -AppD- Refs \Prec... 2/23/2008
Tab 12
Appends
Mau Exhibits
Exhibit 2:
Onsite & Offsite Hydrology & Drainage Map
Proposed Drainage System Layout
Laing Luxury Homes
Tentative Tract
35060
MDS 69400
omp*� iioiHx3\oHuH\00t69\:1
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Hydrology &Hydraulics
Report
Addendum - August 22, 2007
"The Estate"
Tentative Tract 3 5 o 6 o
City of La Quinta, State of California
MDS 69400
Northwest Quadrant of Ave 48 & Washington St
August 2007
Prepared For:
Laing Luxury Homes
895 Dove St, Suite 200
Newport Beach California, 9266o
(949) 355-9661
Prepared By:
MDS Consulting
John W. Cavin - C 16802
78 -goo Avenue 47, Suite 208,
La Quinta, CA 92253 _
(76o) 771 -4013
Addendum Aug 2007
Resub — June 2007
Resub — April 2007
Submit — Dec 2oo6
Hydrology
8E
Hydraulics Report
"The Estate"
Tentative Tract 35060
MDS 69400
City of La Quinta, State of California
M O R S E 78 -900 Avenue 47 S D Suite 208
Lo Ouinlo, CA 92253
D 0 K i C H Voice: 760 - 771 -4013
FAX- 760— 771-4073
S C H U L T Z mdstoqulnta®mdsconsuNinq.net
PLANNERS ENGINEERS SURV „EY0RS
Stanley C. M se P/ 2
YO-7
R. C. E. 20596
Expires 9/30/07
Addendum Aug 2007
Q�OF Us: /pH
C.
�U,
No. 20596 r”
d* Exp. 9 -30 -07
OvIt
CRL1F�\�
I
Mds 69400 8/22/2007
i
Tract 3.5060
Hydrology & Hydraulics Report
AddM -. th* k A;uqust 2oo7
Table of Contents
1
Title Sheets
' Table of Contents Tab
Project Maps & Photos Tab 1
Project Narrative Tab 2
Summary of Results Tab 3
1. Design Criteria
2. Design Storm Point Precipitation Table (COLA)
3. Drainage Area List
4 Retention Basin Control Elevations
5 Retention Basin Plans - 1 ft Contours and areas
r5A Retention Basin # 1 (South) — Available /Required Storage
513 Retention Basin # 2 (North) — Available /Required Storage
5C Retention Basin # 3 (West) — Available /Required Storage
6. Design Storm Storage Comparison
7. Street Capacity Tabulation
8. Inlet Data Tabulation
9. Nuisance Water Disposal System Capacity Tabulation
Appendices:
' Appendix A: Retention Basin 1 and 2 Hydrology
Unit & Flood Routing Hydrographs Tab 4
' (100yr —3, 6, & 24hr Design Storms)
A -1 Unit Hydrographs Combined Basins 1 & 2 Tab 4
Basin 3 Tab 4
i
A -2 Flood Hydrograph — Combined Basins 1 & 2 Tab 5
Basin 3 Unnecessary
Mds 69400 8/22/2007
Contents - Tract 35o6o - (continued)
Appendix B: Rational Method Hydrology
Tab 6
(100yr /1 hr Design Storm)
B -1 Street Capacity Calculations
Tab 6
B -2 Catch Basin / Inlet Calculations
Tab 7
B -3 Storm Drain Hydrology Calculations
Tab 8
B-4 Storm Drain / Hydraulic Grade Line Calculations
Tab 9
Appendix C: Nuisance Water Disposal System
Tab 10
Summary and Sketches
Design Calculation Table
Appendix D: Design Reference Documents
Tab 11
1. Conditions of Approval (COA)- Drainage COLQ
2. Geotech & Percolation test reports Earth Systems
3. Point Precipitation Storm Volume Table (All storms)
4. SCS Soil Map, & Hydrologic Soil Group Table 12 USDA -SCS
5. Time of Concentration Nomograph- Initial Subarea (Plate D -3)
6. Rational Rainfall Intensity Table 10yr & 100 yr(Plate D -4.1)
7. Runoff Coefficient Curves (Soil Groups A, & B, AMC II) (Plate D -5.1 & 5.2)
8. Rational Runoff Index Numbers (Plates D -5.5 & 5.6)
9. Rainfall Patterns —% of Design Storm Total Volume (Plate E -5.9)
10. Reinforced Concrete Pipe — D -Load Table
11. Miscellaneous Documents
Appendix E: Hydrology Map Exhibits Tab 12
Exhibit i:
Predevelopment Topography & Drainage Map
Exhibit 2:
Onsite & Offsite Hydrology & Drainage Area Map
Proposed Drainage System
Tab 1
Project Maps
and
Photographs
Laing Luxury Homes
Tentative Tract 35o6o
MDS 69400
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Tab 2
Project Narrative
Laing Luxury Homes
Tentative Tract 35o6o
MDS 69400
MDS 69400 8/22/2007
�. Auk u st ;2007
Hydrology and Hydraulic Design Report
Tract 35060 - City Of La Quinta
(Northwest Corner of Ave 48 and Washington St)
Purpose
This report identifies the drainage design criteria used, and describes the design of the project drainage and
' retention system. The analysis identifies the 10 year and 100 -year storm runoff rates and volumes generated
within the areas tributary to Tract 35060 that are used in the design of the onsite streets, inlets, drainage pipes,
slope cutoff ditches and retention basins.
' Existing Site Description
The site measures approximately 1390 by 1380 feet, consisting of approximately 29 onsite acres and 43 tributary
' acres, located adjacent to the west side of Washington St, at the intersection with Avenue 48, within the City of
La Quinta, County of Riverside, California. It is bounded on the east by the Washington Street Right of Way; on
the west by a steep rock mountain; on the north by the vacant sand and rock property of the St Francis of Assisi
Church; and on the south by an existing Condominium Resort project The site occupies some of the lowest
' ground in the vicinity, and is currently used as an event overflow parking lot and retention basin.
Proposed Proiect Description
I Tract 35060 is a project by Laing Luxury Homes to develop 75 single - family residential lots, homes, and
associated improvements on the site.
Site development includes full improvement of all onsite areas, connection of the onsite streets to Washington St
�. at the center of the east side of the site, and retention of drainage from the 28 acre site, 6.2 acres of offsite rock
mountain and 7.5 acres of sand to the west, and 1.2 acres of offsite slope along the north project boundary. (See
Tab 3, Summary 3).
' Development includes concrete cutoff ditches to contain and control the onsite slope drainage along the south, and
offsite slope drainage along the west and north boundaries.
' The historic drainage relief overflow locations and elevations along Washington St are preserved as shown on
Exhibit 2, Tab 12.
Alternate fire access is provided from Washington St between the south tract boundary and Retention Basin One,
' and between the north tract boundary and Retention Basin two. Provision for a future common use driveway
access with the St Francis site is made near the northeast corner of Tract 35060.
An additional access drive to be shared with the St Francis of Assisi Catholic Church is planned for future
construction when the St Francis property develops. The agreement with the church has not been finalized and is
dependent on the church leadership. Provision for the future connection has been made in the street and storm
drain designs.
Existing Drainage Patterns
(See Tab 12, Exhibit 1 and 2 for the existing and historic drainage control elevations).
' South: An existing masonry wall along the south tract boundary will remain and prevents any drainage between
Tract 35060 and the existing condominium resort to the south.
West: There is a development limit line along the west side of the site prohibiting development of the rock and
higher sand portions of the mountain. This line is shown on Exhibit 1 and Exhibit 2, Tab 12 of this report.
The rock and sand mountain along about 2/3 of the west site boundary drains to an existing graded Swale along
the limit line, and is then channeled south to an existing, graded, 1/3 acre retention basin at the southwest corner
of the site. The rock and sand mountain along the north 1/3 of the west site boundary drains north in a graded
Swale along the west side of an existing paved drive, to a small, existing retention basin in the northwest corner of
the site. This basin then overflows into said drive and flows east along the street into a large gravel paved parking
' 1
MDS 69400 8/22/2007
lot along the east side of the site. This parking lot appears to function as a large, shallow retention basin, with an
average bottom elevation of 53.4 and an overflow elevation of 58.1.
North: A large, elevated sand access ramp has been constructed by the St Francis of Assisi Catholic Church
about 60 feet north of the site boundary. The south slope of this ramp currently drains south into Tract 35060 and
the existing drive along the north boundary, and then drains east into the gravel surfaced parking lot / retention
basin described above.
This offsite ramp prevents the historic natural drainage of the west portions of the St Francis parcel to its historic
collection point in the southeast corner of the St Francis parcel. It will be necessary for the historic offsite
drainage pattern of the St Francis parcel to be reestablished when it is developed.
Onsite: Tract 35060 currently drains east across the site from the west boundary to the parking lot / retention
basin along the east boundary, and ultimately into Washington Street.
East: Washington Street borders the east side of Tract 35060. There is an existing high point in the street profile
approximately 200 feet south of the northeast corner of Tract 35060. The St Francis site, and Washington Street
' north of the high point, drain north to the historic low area in the southeast corner of the St Francis site. The
historic drainage relief for this low area overflows east across Washington Street and east along La Quinta Lakes
Drive into the lake at the existing La Quinta Lakes Development.
' Washington Street south of the high point drains south along the Tract 35060 frontage to two curb inlets which
drain into the onsite parking lot / retention basin. The historic outlet at the southeast tract corner (el 58.3) flows
south for several hundred feet to a low point in the Washington St profile. The runoff then ponds to the Street
centerline low point elevation (approximate el 56), flows east over the centerline, ponds in the low point on both
sides of Washington St until it reaches the overflow elevation at the southeast curb return of Ave 48 and
Washington St. (el 58.1), and then surface flows east along the south curb of Ave 48 to the flood channel crossing
Ave 48 at Dune Palm Dr.
0
Proposed Drainage Patterns
Tract 35060 is designed to preserve the historic drainage patterns. Offsite grading along the south, west, and north
' tract boundaries is prohibited.
The site grading and the site drainage system are designed to direct both offsite and onsite drainage to two, large
interconnected retention basins along the Washington Street frontage, and one small basin in the southwest corner
' of the site.
South: The existing property line masonry wall will be preserved. The proposed lots along the north side of this
wall will be slightly higher than the existing landscaped area on the south side. An earth swale and French drain
will be constructed between the north face of the wall and the south toe of the resulting onsite lot slope. The
existing ground along the wall footing slopes to the west, requiring that the swale also slope west. A small graded
basin ( 0) is being provided at the southwest Tract corner to retain runoff from this lot slope.
rOnsite drainage will not be allowed to pond against the existing property line wall. Therefore, the maximum water
surface in Basin 3 shall be at or lower than the lowest ground elevation at the base of the existing wall, (elev
56.2). (See Tab 3, Summary 4 for Basin 3 Control Elevations)
Drainage into the adjacent development to the south is prohibited, and the lowest possible onsitecsurface overflow
is west over the ditch bank into inlet DI -1 at elevation 58.0.
In lieu of a surface overflow, basin 3 is arbitrarily sized to provide 200% of the storage volume required for the
100 year, 24 hour, design storm, (7440 cf) with a peak water surface elevation of 56.2. This provides adequate
storage for a storm larger than the theoretical 1000 -year storm, (159 % of the 100 yr storm). (See NOAA Point
Precipitation table in Tab 11, References.)
West: The Development limit line will be preserved. The mountain along the west boundary will not be graded
and will continue to drain to the west boundary at the limit line. Concrete lined swales will be constructed along
' the boundary / limit line to intercept the offsite mountain runoff. These swales are adequately sized to convey the
100 -year, 24 -hour design storm to inlets into the storm drain and retention system.
MDS 69400 8/22/2007
i All design storm flows are determined using the Riverside County Rational Hydrology Method. Calculations
are contained in Appendix B, Tabs 6, thru 9.
The existing site slopes steeply from west to east, requiring extensive cutting along the north 2/3 of the west side
of the site. The cut slopes will be stabilized with earth retained walls as much as 20 feet high. A small concrete
swale will be constructed at the top of each wall to convey the drainage from the slope above the wall to storm
drain inlets.
North: Extensive cutting is also required along the westerly 2/3 of the north boundary. This cut slope will also be
stabilized with a tall earth retained wall located 25 feet south of the Tract boundary. A small concrete swale will
be constructed at the top of this wall to convey the drainage from the slope above the wall to an inlet into the
drainage system. All swales and inlets are sized and sloped to convey the 100 -year, 24 -hour design storm.
A masonry property line wall will be constructed 10 feet south of the north tract boundary at the existing ground
elevation at that location. This wall will intercept existing drainage from the St Francis Church site until the
offsite property is improved and intercepts and disposes of all of its onsite drainage.
Temporary concrete swales and inlets (Dl -6 & 7) will be constructed at the base of the north side of this wall to
intercept drainage from the existing offsite slope of the driveway ramp described above, and convey it into the
onsite drainage system. This wall and VeeDitch will be constructed without offsite grading.
Onsite: The proposed lot pad elevations along the south boundary have been set as low as possible relative to the
existing homes to the south to preserve the views of the latter. The pad grades along the west and north
boundaries have been kept as high as practical to minimize the cut along the west and north boundaries. This
' results in the proposed site sloping from the northwest corner to the southeast corner.
All onsite storm drainage is conveyed by surface flow in the streets to curb inlets. All offsite storm drainage is
intercepted at the boundaries, combined with the onsite drainage in storm drain systems along the north and south
streets and conveyed to grated distribution boxes in the bottom of the retention basins. The system is sized to
convey the 100 -year, 24 -hour design storm to the two retention basins along the east boundary.
Large storm flows "bubble -up" through the top grate of the distribution boxes, spread over the bottom of the
retention basins, and percolate into the bottom and sides of each basin to the extent limited by the nature of the
onsite soils in the retention basins.
The tested percolation rate of the soils in the retention basins varies between 0.2 and 1.2 inches per hour. Per
COLQ standards, the design percolation rate used for sizing of the Retention Basins is zero, and the design rate
used for calculating the time required to empty the basins after a storm is the average of the tested rates.
Small Nuisance water flows are disposed of in Nuisance Water Disposal Systems (NWDS). (See discussion
below).
Retention basins 1 & 2 are interconnected so they function as one. The connector pipe, Storm Drain D, is sized to
equalize the average inflow and storage volumes in the basins during the peak inflow portion of the design storm.
The retention basins are designed to provide 100 year, 24 hour storm storage with 1.0 foot or more of freeboard
between the water surface in the basin and the normal gutter flow line at the lowest inlet, and also provide 1.0 foot
minimum of freeboard between the highest possible overflow water surface in the retention basins or the storm
drain system and the lowest building pad. The combined Retention Basins 1 and 2 provide the required storage,
(347,130 cubic feet, 7.969 Acre feet), for the largest design storm while conforming to the above requirements.
(See Tab 3, Summaries 4 and 5.)
East: The Washington Street frontage will be improved with curbs, inlets, bus turnouts, and entrances for general
and fire access traffic, but the street profile grades will not be changed. The high and low points and historic relief
elevations and locations will all be preserved.
A curb inlet (CB# 10) will be installed at the northeast Tract Corner to intercept the small amount of frontage
drainage flowing north toward the St Francis Church frontage. A curb inlet (CB# 13) will be installed on the
upstream side of the entrance drive, to eliminate water flowing through the intersection, and the existing
combined curb inlet and drywell (CB #9) at the extreme low point of the street profile will be modified and reused.
3
MDS 69400 8/22/2007
SUltimate Drainage relief from the retention basins will flow out of the inlet at the street low point, (CB# 9 — Elev
57.57), or will surface overflow the top of the south retention basin berm into Washington Street at elevation 59.2.
It will then overflow the historic Washington Street gutter flow line high point at the southeast Tract corner (elev
58.3), overflow the Washington St centerline just south of Ave 48 (approximate elev 58.6), and overflow the
gutter flow line high point at the southeast curb return of Washington St and Ave 48, (Elev 58.1).
All overflow elevations are determined assuming total blockage of the storm drain system and surface
outflow only.
Proposed Drainage System Design Methods
See Tab 3, Summary 1 and the discussion above for the Design Criteria used.
The Riverside County Synthetic Unit Hydrograph Method is used to determine the storm runoff volumes of the
potential design storms (100 yr - 3 hr, 6 hr, & 24 hr). A Flood Routing program is used to determine the net
required retention basin storage for each potential design storm if deduction of percolation from the basins is
allowed, and is used to compute the time required to drain the Basins after the design storm.
The total onsite and offsite drainage areas for the retention basins are evaluated for the runoff from the design
storms. The storm yielding the largest required storage volume is designated the design storm for the Basins. (See
Tab 3, Summary 6, and Tabs 4 and 5, Appendix Al & A2).
A CivilCadd / CivilDesign computer program using the Rational Method outlined in the Riverside County Flood
Control District Hydrology Manual is used in calculating the required and actual capacity of each street, inlet, and
storm drain structure (See Appendix B1, B2, and B3, Tab 6, 7 and 8).
A Water Surface Profile Design program is used to calculate the Hydraulic Grade Lines.(HGL10 and HGLI00)
for each pipe system at maximum flow. (See Tab 9, Appendix B -4).
The pipes are sized to provide 1.0 -foot minimum freeboard between the I00 -year, 24 -hour water surface in each
inlet and the normal gutter flow line at the curb opening. (See Tab 3, Summary 4 for the control elevations for the
drainage system and Summary 8 for the inlet freeboard summary data).
' Storm drain A is oversized to decrease the slope of the Hydraulic Grade Line to prevent backwater from
Basins 1 & 2 from ponding against the existing wall at inlet # DI -1 at the southwest Tract corner.
Per COLQ requirements (Paul Goble), HGL10 calculations start at the water surface elevation in the basins
corresponding to half the water depth at peak 100 year storage, and HGL100 calculations start at the water surface
elevation in the basins at the time of peak 100 year inflow, not at peak storage, when the pipe flow has stopped.
' Bulking: Bulking of storm runoff in concrete lined ditches and pipes is not considered a factor in the design for
these facilities for the following reasons:
• This is a desert environment with no significant vegetation on the rock ridge or the sand slope, and no
potential for vegetative debris caused bulking.
• The rock is massive with no significant loose fragments small enough to be dislodged by storm runoff,
and no potential for rock and gravel caused bulking.
• The sand slopes are wind deposited. The sand is very small, fine, and light and will be easily
transported in the runoff without retarding flow and causing significant increase in volume (bulking).
i
• Settling areas in the storm drain inlets are provided to catch the water transported sand. The concrete
lined ditches and settling areas must be cleaned as needed after storms.
• The small sand grain size should ensure that any wind deposited material deposited in the ditches
between storms will be flushed out at the beginning of the next storm.
Nuisance Water Disposal
Nuisance water is defined as silt and contaminant - carrying runoff from landscape irrigation and the debris and
contaminants flushed from pavement surfaces during the first minutes of storm runoff. It does not include runoff
from undeveloped areas.
All storm drainage from the onsite and offsite areas is collected in the streets and storm drain system, and flows to
distribution boxes in the bottom of the retention basins. The distribution box provides flexibility in connecting
4
MDS 69400 8/22/2007
' deep storm drains to the retention basins without unnecessarily increasing the retention basin depth. Retention
Basin depth must be minimized for aesthetic, safety, maintenance, construction and hydraulic efficiency reasons.
Large storm flows that exceed the capacity of the Nuisance Water Disposal System (NWDS) will flow out
through the top grates of these boxes, spread over the bottom of the retention basins, and percolate into the bottom
and sides of each basin to the extent possible.
Nuisance water flows smaller than the capacity of the NWDS will follow the same flowpath but will flow from
the distribution boxes through small diameter (6inch) pipes to the NWDS, to be clarified and percolated into the
ground beneath the bottom of the retention basin. A small lateral pipe (6 inch) may connect two or more
distribution boxes to a single NWDS.
The NWDS is designed per COLQ and the manufacturers requirements to collect nuisance water from hard
surface and landscaped areas, remove debris and floating contaminants and dispose of the clarified water using
' Maxwell Plus percolation drywells in the bottoms of the basins.
The Maxwell Plus and Maxwell IV systems are sized per COLQ and Torrant Industries standards. Percolation
testing is not required for sizing of the systems when disposing of only Nuisance water.
5
Tab 3
Summary of
Results
1. Design Criteria
2. Design Storms Precipitation Table
3. Drainage Area Table
4. Retention Basin Control Elevations
5. Retention Basin Plans- 1 ft Contour Areas
' 5A. Retention Basin 1(S) Storage Data
5B. Retention Basin 2(N) Storage Data
' 5C. Retention Basin 3(W) Storage Data
6. Design Storm Storage Comparison Data
' 7. Street Capacity Table
8. Inlet Data Table
■ 9. Nuisance Water Disposal System Design Table
Laing Luxury Homes
Tentative Tract 35o6o
' MDS 69400
MDS 69400
Summary 1 - Design Criteria
La Quinta, CA — Last Revised. 6/22/2007
Tentative Tract 35060
Design Criteria Hydrology and Drainage Facilities
Excerpted from City of La Quinta (COLQ) design standards, plan check lists, and Engineering Bulletins.
RETENTION BASINS
• Storm Point Precipitation Frequency Estimate map and data are provided by the City of La Quinta for
calculation of the 1, 3, 6, and 24 hour, 100 -year storm runoff volumes (See Tab 3, Summary 2, and Tab 11,
reference Exhibit 4A). NOAA Atlas 14 data as provided on the NOAA website are not acceptable to the
COLQ.
• Retention Basins shall be sized for the storm requiring the largest basin storage volume (The Design
Storm). The 100 year 24 hour storm is the Controlling Design Storm for Tract 35060.
• The design Percolation rate shall be 2 in/hr if the tested rate exceeds 2 in/hr. (See Geotechnical Engineer
Percolation Test Report in Appendix D). The City Engineer requires zero perc rate when test rates are less
than 2 in/hr.
• COLQ staff has agreed to allow the average of the actual tested percolation rates, if less than 2 in /hr,
to be used to calculate the time required to empty the retention basins after the end of the design
storm.
• Storm runoff and percolation Safety Factors are not required.
• The combined retention basins shall retain the entire Controlling 100 -year design storm.
• Maximum design water surface in a Retention Basin shall be 1.0 foot or more below the lowest normal
street gutter flow line and 1.0 ft below the lowest pad elevation in the Drainage area.
• Basin side slopes shall be 3 to 1 or flatter.
• Water depth in any basin in a gated residential development shall conform to COLQ EB 06 -16.
' • A Designated Overflow route to the Historic Drainage Relief route shall be provided for each basin.
Overflow shall occur only in storms larger than the controlling 100 year storm
• Publicly maintained Basins shall not be fenced or walled. Privately maintained basins may be
fenced /walled.
• Basins shall be visible from the residential streets for security reasons.
• Retention basins are not allowed in Public Street parkway or landscaping areas.
• A 12 ft wide maintenance access ramp shall be provided for each basin. Maximum ramp slope is 15 %.
NUISANCE WATER / LOW FLOW DISPOSAL SYSTEMS
• Nuisance Water Disposal Systems shall be designed per COLQ Hydrology Report Criteria, EB 06 -16.
• Maxwell Plus Debris Interception and percolation systems shall be provided to dispose of nuisance water.
Capacity of the systems shall be 5 gph per 1000 sf of landscaped /pervious area in the drainage area.
• Sand filters may not be used in the project area
• Percolation chambers shall not be used in the project area
STREETS
• Streets, drainage inlets and pipes shall be designed for the Riverside County Rational Method 1 hour, 100 -
year design storm.
' • The 10 -year storm street flow water surface shall not exceed the top of street curb.
• The 100 -year storm street flow water surface shall not extend outside the street right of way with both the
street and storm drain system flowing at capacity. (Q100 Street ponding may exceed Top of Curb.)
' • (NOTE: Despite the above 100 yr storm requirement, MDS designs all onsite storm drainage to prevent the
100 year storm street flows from exceeding the Top of Curb whenever practical.)
• The l0 -year storm water surface in Major Public streets shall leave one lane in each direction not flooded.
' • The maximum 100 -year water surface shall be 1.0 foot or more below the lowest pad elevation.
MDS 69400
La Quinta, CA — Last Revised 6/2212007
• The maximum Designated Overflow water surface shall be 1.0 foot or more below the lowest pad
elevation.
• Street flow velocity shall be 2.5 fps minimum and 6 fps maximum if possible.
• Note: The COLQ has agreed to allow the minimum velocity found on streets with minimum
longitudinal slope of 0.50 %. (1.5 to 2.0 fps).
• Minimum street gutter longitudinal slope shall be 0.50 %.
• Street surface roughness factor for storm flow computations shall be: n = 0.02 for local streets where
parked vehicles could impede flow, and n = 0.015 for major streets.
MAIN LINE STORM DRAIN, CURB INLETS, and LATERAL PIPES
� I
• Minimum storm -drain pipe size in Public Right of Way is 18 inches, with 6 -inch minimum diameter
changes.
• Minimum pipe slope shall be 0.3 %.
• Maximum storm drain manhole access spacing shall be 300 feet.
• Storm drain Hydraulic Grade Line elevation calculations for the Rational Method 100 year / 1 hour and 10
year / 1 hour design storm peak flow may begin at the water surface elevation in the Retention Basin
corresponding to the peak inflow to the Basin for that storm. (See Tab 3, Summary 6).
• Alternatively, Storm drain Hydraulic Grade Line elevation calculations for the Rational Method 10 year / 1
hour design storm peak flow may begin at the water surface elevation in the Retention Basin corresponding
to half of the 100 year peak storage depth in the Basin. (See Tab 3, Summary 6)
• Storm drain HGL10 and HGL100 calculations shall be based on the Time of concentration (Tc), rainfall
Intensity (I), and resultant peak flow (Q) in each pipe reach as adjusted for confluence Time of
Concentration (Tc) differences using the Riverside County Rational Hydrology Method.
• Drainage inlets, catch basins, and their lateral pipes shall be designed for the Q100 resulting from the
Rational Method Tc and I at the individual inlet, not for the adjacent main line Tc & I.
• NOTE Except at the most upstream inlets, the inlet and lateral Tc will be smaller, and the resultant I and Q
used to size the inlet/lateral will be larger, than for the main line inflow from the inlet used in sizing the
main line pipe.)
• NOTE: Storm Drain design flow downstream of junction points will be less than the sum of the
upstream main line and lateral design flows due to the differences in Tc and I of the main and lateral
inflows at the junction described above.
• All street inlets shall be curb opening without grates.
• Inlets shall be placed at low points (sump) wherever possible. Maximum spacing shall be 1200 feet.
• The 100 yr design storm water surface inside curb inlets shall be a minimum of 1.0 foot below the normal
gutter flow line at the inlet. (1 foot of freeboard).
• Curb depressions shall be 4 inch at all inlets, unless revised by the COLQ.
• Per COLQ staff decisions, individual Curb depression detail drawings are not required on the improvement
plans. TC elevations at each end of each Curb Inlet are required on the Street Improvement Plans
• Sump inlets shall be sized for complete interception of the 100 -year design storm street flows.
• Flowby inlets shall be sized to intercept 85 % or more of the street flow.
• A Dedicated overflow outfall route and elevation shall be determined for all sump locations, with at least
1.0 ft of freeboard between the overflow water surface and any building pad.
• The Historic Drainage Relief route along the Washington St curb at the south -east corner of Tract 35060
(approximate elevation 58.3) and thence east along the Historic Avenue 48 Drainage Relief route will be
preserved as the Designated drainage relief route from Retention Basin # 1 (South).
m= m r m m == m m == m m = == i
MDS 69400
11- Jun -07
Summa, nr 2 -
Storm,Precipitation; Volume
Tract 35060
{Storm Volumes - .Rainfall Total
during storm
Per COLCQ Exhibit 4A- A.ttached
Recurrance
2 Year
100 Year
Storm Duration
(inch)
(inch)
1 Hour
0.50
2.20
3 Hour
0.70
2.80
6 Hour
1.00
3.40
24 Hour
1.60
4.50
:(us in Unit
ed
.H dro ra
y. g p
h Calculations
un
Summalry 3 - Drainage Area ` -- Hydrologic Soil Glloup•= Runoff Index
Tract 35060
-� ;Hydrologic Soil Groups:A 8'B per..USDA- Soil Conservation Service= Rl;per Riverside County Hydrol Manual -1978
Drain Area A;? O,ffsite west'& onsite South
• 'Drain Area B- Onsite central
Summary- Hydrologic Soil Group and RI Areas
Storm Drain A (South)
Storm Drain D, E, F
ID
Area
SD DA
HSG
Impry
RI
ID
Area
SD DA
HSG
Impery
RI
(input For Unit Hydrograph)
(Ac)
(Ac)
N
(Ac)
(Ac)
(%)
HSG
Impery
I RI
I Area
I Location
Use
%)
Ac)
Al
0.220
R
95
93
B1
1.610
B
70
56
z Retention Basin 1 (South)
A2
2.160
A
5
78
B2
1.090
B
70
56
R
95
93
3.960
Offsite
Rock Mtn
A3
0.290
A
5
78
J11, SD F, CB17 &18
2.700
A
5
78
6.120
Offsite
SandSlp
VeeDitch' _?.:,. rw
;-2.670'4
B3, CB 16
1 0.410
B
70
56
A
70
32
6.170
Onsite
Sgl Fam
A4
1.040
R
95
93
B4, CB14
1 0.300
B
70
56
B
70
56
9.390
Onsite
Sgl Fam
AS
2.560
A
5
78
'`J10,SD'F"1:1'';;;•
3:410'
B
60
56
1.580
Onsite
MajSt
A6 1.880
A7 0.590
DI #1 8- l;atAS i i �€
: 1:8:740
R
A
95
5
93
78
B5 CB13 1.450 B 60 56
SD D -'DX B 4.11W
B 10 58 1.740
55 53 r: Avg .% Imperv.
r ATotal (DA A) ti f �xtr <, v; ;f ; 28.960
Onsite
RetBasin
A8
A9
0.820
0.520
R
A j
95
5 1
93
78
i, .`' :_': Drainage Area C,: Offsite.W &N
ID Area SD DA
&, Onsite North _1 - >, .
HSG Impery RI
Frac ( %)
s . ': Retention Basin 2 (North),
DI #2 & SDA .� " .a,
• 1.340 `:
117
(Ac)
(Ac)
R
95
93
2.200
Offsite
Rock Mtn
J4,SD'A', #: R.;;'
A10 1 0.900
'1;10.080:
A
70 1
32
C1
2.200
R
95
93
A
B
5
5
78
78
1.470
1.150
Offsite
Offsite
SandSlp
SandSlp
All
0.590
A
70
32
C2
1.140
A
5
78
A
70
32
1.760
Onsite
Sgl Fam
Al2
0.650
A
70
32
.t,- "'aVeeDitch,8 DI3SDC,,
3.340'.
B
70
56
3.900
Onsite
SglFam
r
CB 3 &4: :- s,
1.41.140.
C3 Sip DI 4 0.330
A
5
78
60
56
1.450
Onsite
Ma l t
J3 -SD.A -
A13 1 000
,,x!12:220'
A
70
32
";SD..0 4
C4A VeeDit &DI 5 0.070
-.-3.670;.
3.740
A
70
32
10
4 52.49
58 1.860
Avg % Imperil
Onsite RetBasin
A74
0.650
B
70
56
C4C611812
1.690
A
70
32
WBI al.(DA6.8C).,�.;13.790Y
Al S
0.620
A
70
32
CS - OffsiteDI -5
1.010
2.70
B
5
78
A16
0.740
B
70
56
y; SD C :18 to J7: - .. 6.440 rainage Area Summary
"` C6 CB•10 , ` ' ,0.490 B 70 56 Ret Bsn# 1 - DA A+ 28.960
C7 Inlet 0.140 B 5 78 Ret Bsn# 2 - DA B &C 13.790
Lat C1 0.630 Ret Bsn# 3 - DA A30, 0.490
>.<SD C J7,to Ret 2 7.070 ;;,:Total Onsite & Offsite *� ✓°,, „ 43.240
C8 - Ret 2 1 1.860 B 10 58
DA C 8.930CA
°�7G Ret Bsn# 2 = '.DA;B, &G :,_r sf.13.790 -1
- t_Ret.Bsn# 2'- NWDSzr, �Y;;, Z<a7.110
A17
1.170
A
70
32
A18
0.970
B
70
56
J6 -SD B CB 7 &8 z'
A19 0.650
i 6.150
A
70
32
A20
0.780
B
70
56
A21
0.590
A
70
32
A22
0.710
B
70
56
CB 5
&6 •
2:730 -_
JS #5;SD B., ':
r .7.880 ti
A23
1.970
B
70
56
A24
1.110
B
70
56
A25
1.3
B
70
56
A26
1.16
B
70
56
CB 1 &2
6.540.
JS #1,SD A •
25.640 '
A27 CB9
1.58
B
60
56
A29 Ret
1.74
3.32
B
10
58
Ret Basln #�1;_
DAAn1;'
±28.960-
a;Ret Basin# 1, :-NWDSI#)ti17.140
A30 Ret #3 0.49
B
20
56
y, Ret Basin #.3 _ A30ar,
I 3d 0.490 -'f
DS 69400 22- Aug -07
Summary 4 -- Control, Elevations
Tract 35060
Retention Basins.1 &.2 - Control Elevations
Item
Source
Elev /ft
Lowest Lot elevation Basin 1
Lot No 1
60.20
Lowest Lot elevation Basin 2
Lot No 62
62.40
Retention Basin 1 Surface Oflow to Washington St Access Rd
Rough Grading Plan - Sheet 3
59.20
Retention Basin 2- Surface Oflow to Washington (Walk @ Ent
Rough Grading Plan - Sheet 4
59.46
Historic Onsite Drainage Relief Elevation -Washington St HiPt Ave 48
Exhibits 1 & 2
58.30
Lowest Curb Inlet TC - (Existing CB # 9)
Rough Grading Plan - Sheet 3
58.07
Designated Outflow @ CB# 9 Retention Basin #1 to Washington St
Normal gutter flowline @ CB# 9
57.57
Max acceptable ws100 in Curb inlets - 1.0 ft below lowest normal gutter
See above
56.57
Design, Retention 6asiri;ws;1;00 r Required Sto a :.`. ::.' _
Tab 3, Summa 5B50
55.8
Retention Basin ws100 / Starting HGL @ Peak Q100
Tab 3, Summary 6
54.90
Retention Basin wsl0 / Starting HGL @ Half WS100 depth
Tab 3, Summary 6
52.91
Retention Basins 1 & 2 - Top of slope / Bench / Walkway
Rough Grading Plan - Shts 3 & 4
57.60
Retention Basins 1 & 2 - Toe of sloe
Rough Grading Plan - Shts 3 & 4
50.00
Retention Basins 1 & 2 Low Point - Distribution Box Grate Elevation
Storm Drain Improvement Plan
49.50
Freeboard - Lowest Lot Pad to Basin 1 Surface Overflow
See Above (1.0 ft Minimum )
1.00
Freeboard - Lowest Lot Pad to Basin 2 Surface Overflow
See Above 1.0 ft Minimum)
2.94
Freeboard - Lowest Lot Pad to Design WS100
See Above (1.0 ft Minimum)
4.37
Freeboard - Normal Street Gutter Flowline @ CB# 9 to Design WS 100
See Above 1.0 ft Minimum
1.74
Retention Basin 3 -'- Control Elevations
Item
Source
Elev /ft
Lowest Lot elevation
Lot No 3
60.80
Retention Basin 3 - Overflow to DI -1- Lowest Top of slope / Berm
Rough Grading Plan Sheet 5
58.00
Historic Drainage Relief Elevation East across Washington
Exhibits 1 & 2
58.43
Max acceptable wsl00 Lowest FG @ base of South Wall plus 0.5 ft
Rough Grading Plan Sheet 5
56.50
Design Retention Basin #3 ws100
Tab 3, Summary 5C51
54.64
Retention "Basin ws .D'ouble:the 100 .r stocm:Stora e ; 100.0 -r +storm
Tab 3; Summary 5051, '.,�#�;, : "
56.16:..
Retention Basin 3 - Bottom
Rough Grading Plan Sheet 5
51.00
Freeboard - Lowest Lot Pad to Basin 3 Surface Overflow
See Above (1.0 ft Minimum)
2.80
Freeboard - Base of So. Wall to Design WS100
See Above 1.0 ft Minimum
1.86
--- ---- --- -
-- I 1
I 1
I
62 PILOT N i l l i m, till
I 111,
1 1,
G ,I
-
I I I
l j I
1 I '
ICI
60 61
�I I
II I
II 1
II I
II I
II I
II 1
1 II I
II I
II I
II I
II I
I, 1
II I'
II I
I L.
II
I
_L
a�
�N
LOT
P
I I� • - I(
I,(,, �•• 11 0
1stiff -a�
i
SOUTH BASIN
i ��tl1
50 =
20,627'SF
=
�N
I
i 51 =
23,358
SF =
0.5362 AC.
52 =
26,468
SF =
0.6076 AC.
L
W
53 =
29,515
SF =
0.6776 AC.
ui
54 =
�I I
II I
II 1
II I
II I
II I
II 1
1 II I
II I
II I
II I
II I
I, 1
II I'
II I
I L.
II
I
_L
a�
�N
LOT
P
I I� • - I(
I,(,, �•• 11 0
1stiff -a�
i
O �
H
Z
SCALE r —an'
it
y
_' AVENUE 48
SOUTH BASIN
TR. NO. 35060
�- DATE: 3/08/07 EXH. BASIN-2 DWG
- I
SOUTH BASIN
50 =
20,627'SF
=
0.4735 AC.
I
i 51 =
23,358
SF =
0.5362 AC.
52 =
26,468
SF =
0.6076 AC.
L
W
53 =
29,515
SF =
0.6776 AC.
ui
54 =
32,624
SF =
0.7489 AC.
a:
55 =
35,838
SF =
0.8227 AC.
f"
56 =
38,982
SF =
0.8949 AC.
56.6=
40,883
SF =
0.9385 AC.
BENCH
ELEVATION
59
{
( BOTTOM
ELEVATION 50
O �
H
Z
SCALE r —an'
it
y
_' AVENUE 48
SOUTH BASIN
TR. NO. 35060
�- DATE: 3/08/07 EXH. BASIN-2 DWG
- I
71 F' 72
�
70 I
69
FIE
'
63
64
71 F' 72
67 � 68
' 66 I 65
�
70 I
69
67 � 68
' 66 I 65
0�
Q
m
Ckf
O
z
LOT
H
IIII �` I I
NORTH BASIN
50 = 17,353 SF = 0.3984 AC.
(� I 51 = 20,492 SF = 0.47.04 AC.
{ I Lu I 52 = 23,731 SF = 0.5448 AC.
j I 53 = 27,106 SF = 0.6223 AC.
Aj + 54 = 30,597 SF = 0.7024 AC.
55 = 34,203 SF = 0.7852 AC.
56 _ 37,825 SF = 0.8683 AC.
56.6= 39,897 SF = 0.9159 AC.
i ( I
BENCH ELEVATION 59
BOTTOM. ELEVATION 50
Q, I� I
f
i Z
I►o
0 +
I Z
co
I=
I! SCALE 1 " =80'
U
crJ o�
NORTH BASIN
TR. NO, 35060
DATE: 3/09/07 NORTH BASIN.DWG
'
63
64
0�
Q
m
Ckf
O
z
LOT
H
IIII �` I I
NORTH BASIN
50 = 17,353 SF = 0.3984 AC.
(� I 51 = 20,492 SF = 0.47.04 AC.
{ I Lu I 52 = 23,731 SF = 0.5448 AC.
j I 53 = 27,106 SF = 0.6223 AC.
Aj + 54 = 30,597 SF = 0.7024 AC.
55 = 34,203 SF = 0.7852 AC.
56 _ 37,825 SF = 0.8683 AC.
56.6= 39,897 SF = 0.9159 AC.
i ( I
BENCH ELEVATION 59
BOTTOM. ELEVATION 50
Q, I� I
f
i Z
I►o
0 +
I Z
co
I=
I! SCALE 1 " =80'
U
crJ o�
NORTH BASIN
TR. NO, 35060
DATE: 3/09/07 NORTH BASIN.DWG
1
BASIN 3
51 = 261 SF = 0.0018 AC.
52 = 590. SF = 0.0135 AC.
53 = 1,036 SF = 0.0237 AC.
54 = 1,559 SF = 0.0357 AC.
55 = 2,174 SF = 0.0499 AC.
56 = 2,918 SF = 0.0669 AC.
57 = 3,930 SF = 0.0902 AC.
BOTTOM ELEVATION 51
i
i
i
i
/
An
/
SCALE 1 ° =40'
`' 60
�i
c
BASIN #3
s TR. N0.35060
0 DATE: 3/08/07 EXH. BASIN -2.DWG
MDS 69400
Summary 5A50 = Retenti:on Basin - Available & Rec
Tract 35060
Retention Basins 1 & 2 - Connected
°Retention Basin:,: = S'- th'- Zero Perc:'for Basin
Elev Area I Av Area h Vol Ci m AvailSt a .: Depth
(sf) I, (st) (ft) (cf \ ft) (cf) 1 (AcFt) (ft)
59.0
.55134..- ;
(sf)
cfs)
335,748
7.7077
9.50
55,134
53,142
1.0
53,142
303,863
6.9757
9.10
58.0
51150.;
57.57
282,606
6.4877
8.50
56.57
49,158
1.0
49,158
261,468
6.0025
8.07
57.0
47166 .:
233,448
5.3592
7.50
45,174
1.0 1
45,174
214,023
4.9133
7.07
56.0
43182.,
0.410
1
188,274
4.3222
6.50
0.362
41,190
1.0
1 41,190
181,269
4.1614..
6.33
55.0
399M I -
200
1
147,084
3.3766
5.50
35,911
1.0
35,911
54.0
32624.
111,173
2.5522
4.50
31,070
1.0
31,070
53.0
29515 -
80,104
1.8389
3.50
27,992
1.0
27,992
52.0
26468
52,112
1.1963
2.50
24,913
1.0
1 24,913
51.0
23358
27,199
0.6244
1.50
21,993
1.0
1 21,993
50.0
20627-:
5,207
0.1195
0.50
10,414
0.5
5,207
49.5
'20Q!-:,,'::'l '
0
0.0000
0.00
Percolation Rate for Em tying Time = (1.2
P
11 -Jun -O
ired Storage`
PercArea
Perc
(sf)
cfs)
Elev
(0:67 `in/lir)
55,134
0.855
58.60
51,150
0.793
57.57
47,166
0.732
56.57
43182.
0.670
55:83.
39,198
0.608
54.90
32624
0.506
29515
0.458
26468
0.410
23358
0.362
20,627
0.320
50.00
200
0.003
49.50
+.9 +.2 +.4)/4
=0.67 in/hr
j/21/2007
Control
Perc for Empty Time
Historic Overflow
GutterOutflo @ CB 9
1.0ftFreeboard
Pk Storage ws 24hr /100yr
Pk Inflo ws 24hr /100yr
Toe-of Sideslopes
Top of DB Grate
■r I� rr r r Ir r Ir I� Ir � ri r l� � r � � Illlllw
11 Jun -07
IDS 89400 Summary 5650. - Retention Basin Storage - Available & Required Storage
Tract 35060
Retention Basins 1 & 2 - Connected
Retention Basin 2 - North
j Totals -Connected Basins, 1 & 2 - Zero Perc for Basin Sizing
Elev
Area
(sf) Avg (sf)
measrd
h
(ft)
Vol
(cf \ ft)
North Cuml Vol
(cf) (AcFt)
Perc
Area (sf) (cfs)
I Perc
I (cfs)
0.67in/hr
Depth
(ft)
Storage - Tot Cum Vol
Available Requrd
(cf) (AcFt) (AcFt)
Control
Elev Descrip
(FrmSum4) 100yr/24hr storm control
Bold_
Data used in Flood Hydrograph
308,641
7.0854
49,513
0.768
1 1.623
19.50
644,390
14.793
59.0
.49,513
9.06
599,386
13.760
13.760
58.56
ws100 w /StFrancis
48,135
1
9.10
603,879
13.863
58.60
Historic Overflow
48,135
1.0
58.0
46,757
1.0
45,379
260,506
5.9804
46,757
0.725
1.518
8.50
8.07
543,113
502,462
12.468
11.535
57.57
GutterOutflo @ CB 9
45,379
57.0
44,001
1.0
42,623
215,127
4.9386
44,001
0.682
1.414
7.50
7.07
448,576
410,823
10.298
9.431
56.57
1.OftFreeboard
42,623
56.0
55.8
41,245
39,068
1.0
39,068
172,504
3.9602
3.8076
41,245
0.640
1.309
6.50
6.33
360,779
347,130.
8.282
7.969 `'
7.969
55.83
Pk Storage ws 24hr /100yr
55.0
36,891
33,744
1.0
33,744
133,436
3.0633
36,891
0.572
1.180
5.50
5.40
4:51
280,521
273,731
211,749
6.440
6.284
4.861
4.861
54.90,
54.01
HGL100 -Pk Inflo
Pk Storage ws 24hr /10yr
54.0
30597
99,692
2.2886
30597
0.475
0.981
4.50
210,866
4.841
53.0
28,852
I.0
28,852
27106
70,841
1.6263
27106
0.420
0.878
3.50
150,945
3.465
25,419
1.0
25,419
52.0
23731
45,422
1.0428
23731
0.368
0.779
2.50
97,535
2.239
22,112
1.0
22,112
51.0
20492
23,311
0.5351
20492
0.318
0.680
1.50
50,510
1.160
18,923
1.0
18,923
4,388
0.1007
17,353
0.269
0.589
0.50
9,595
0.220
50.00
Toe of Sideslopes
50.0
17,353
49.5
200
81777
0.5
1
4,388
0
0.0000
200
0.003
0.003
0.00
1 0
0.000
49.50
Top of Grate
MDS 69400 20-Apr-07
Summary 5C51 - Retention Basin = Available & Required Storage
Tract 35060
t, . .RetentionTBasin „# 13 - Qrainag.e Area A30,., .:Zero.Per:.c .. .
Elev
Area
Av Area
h
Vol
PercArea
Perc
- Cum.Avail Sto,c
11
Required
Depth
Control
(s f)
(sf)
ft
cf \ ft )
(sf)
cfs )
(cf)
AcFt)
(cf)
(AcFt )
(ft)
Elev
Descri
57.0
3,633
10,183
0.2338
56.2
3,266
1.0
3,266
7,440
` Q1708' ^^'
' , 5.16
::56:16::
. ws Db1 100, r storm
56.0
2,898
2,898
0.000
1 6,918
0.1588
5.00
55.6
2,531
1.0
2,531
5,915
0.1358
4.60
55.60
ws @ 1000 yr storm
55.0
2,163
2,163
0.000
4,387
0.1007
4.00
1,859
1.0
1,859
3,720 .
0.0854
3.64
54.64 ,
ws @ 100 yr storm
54.0
1,555
1,555
0.000
2,528
0.0580
3.00
1,294
1.0
1,294
53.0
1032.
1032.
0.000
1,235
0.0283
2.00
810
1.0
810
52.0
588
588
0.000
425
0.0097
1.00
425
1.0
425
51.0
1 261
1
1 261
0.000
0
0.0000
1
0.00
51.00
Bottom
-22-Jun-07
Summary16= ;ComparativeStorm._Storage
Tract 35060
etention Basin.1`& 2" Connected" Storm Storage Data -
Comparative Design Storm Data.- 0 in /h.r Perc In Both Retention Basins
Storm
4` Maxr100 yr<Inflow� *;=
j X� r {t t;';Max_wsl00;StoragexR =._;,' «; .
Time to Empty.
Duratn
Time
Q
Storg
Depth
WS /HGL
Time
Pk Perc
Storage
Depth
WS100
Total
PostStrm
(hr)
(hr)
(cfs)
(AcFt)
(ft)
I Elev
(hr)
(cfs)
(AcFt)
(cf)
(ft)
Elev
(hr)
(hr)
Cp TG
Avg7restPerc- 0.671n /hr
3
1 2.58
96.22
5.746
5.07
1 54.57
3.5
0.0
7.617
331,797
6.14
55.64
110.7 107.7
6
1 5.50
72.23
6.50
0.0
7.505
326,918
6.08
55.58
111.3 105.3
24
13.5
18.13
4.6
4.32
53.82
24:5
x: 0:0'T!,.';,7:969
..347;130'.
x'.6.3,..
55.80'
x120:5,` 96.5
Storm
t.. �� v
w��e � �„ .� Max,1.0.,yr.lnflow,s�,� �SWS
- w - r Max:ws.lo.:s ora ei`a•;t4 �
..�y� 47. 9 �,
Duratn
Time
Q
Storg
Depth
/HGL
Time
Pk Perc
Storage
Depth
WS100
(hr)
(hr)
(cfs)
(AcFt)
(ft)
Elev
(hr)
(cfs)
(AcFt)
(cf)
(ft)
Elev
6
5.50
44.06
3.83
3.77
53.27
24
13.5
11.06
L 2.81
2.97
52.47
:24.:5: ,
;: , „0;0 ; =f
: FA.861 t :.
2111749.::
, 4,51 «.:..,
54.01..
. ••.General
Storage..
n- Criteria
elev(ft)
AcFt
cf
Ac /%
in /hr
Tributary Area
43.24
Tested Percolation Rate
0.2Tol.2
Design Perc Rate for Retention Basin Empty Time - per COLQ
0.67in/hr
Avg of Test rates,
Design Perc Rate for Retention Basin Capacity- per COLQ
0.00:..
Storage at Historic Relief Elevation (Exceeds 1000 r storm)
Storage at Designated Overflow (Exceeds 500 yr storm)
Storage at wsl00 1.0 ft below Gutter Flowline
WS100 required Storage: -.24. 1hr /J00`yr.Controls ,t.,
58.60
57.57
56.57
55.83.
13.863
11.535
9.431
, 7.969.
1 603,879
502,462
410,823
347,130
174.0%
144.7%
1 118.3%
1 100 %'.
of WS100 storage
of WS100 storage
of WS100 storage
of WS100 storage
Note: Per NOAA - 10 yr /24 hr storm is 61% of 100 yr /24 hr, (See Tab 11, Ref.- Point Precipitation
Freqency
Estimate Table)
500 yr /24 hr storm is 140% of 100 yr/24 hr,
1000 yr/24 hr storm is 159% of 100 yr/24 hr
,;i; • .:. ;;:; -_ .• Retention;Basin;Depth Controls: -.See COLQ E6- 06 7,16' ~ _
Tract 35060 is a Gated Community with private security
Retention Basin Total Surface Area @ Hist Outfall elevation
101,277
s
Max allowable water depth
11.00
ft
Design Maximum water depth
6.30
ft
Minimum Allowable Bottom Width
20.00
ft
Minimum Design Bottom Width
44.00
ft
MDS 69400
8/2F07
Summary 7 ,w Street Capacities
Tract 35060
Onsite Street - Wedge Curb. - 6 in x 3 ft;:
.
St .0-52. OX
Water Level to
Depth
1/2 Width
Q Cap
Veloc
(ft)
(ft)
(cfs)
(fps)
(See Calculations Tab 6, Appendix 131)
(COLA allows min street velocity resulting from 0.50% min longitudinal slope.)
Allowable Criteria for Q100 in Street
0.71 to RW
28.00
na
min 1.5 +l-
Max Required Q100 (CB# 1&2)
0.51
19.5
17.40
1.7
Top Curb
0.50
19.5
15.70
1.7
St Crown
0.48
19.5
12.52
1.7
0.44
17.4
10.60
1.7
0.41
1 15.7
8.25
1.6
0.35
1 12.7
6.00
1.8
6 in Wedge Curb, 39 ft cf /cf, 56 ft RW /RW,
Min St slope = 0.52 %, n = 0.020 (per City)
m == m r= m a m m m m m m m m m=
MDS 69400 8/22/07
Summary, 8` - Catch'.Basin: Datas'°r
'
Tract 35060
SD Line
CB # /DI#
Type
TC /Rim
Inv
Depth
Wdth /Dia
I HGL100:r
I. .. FreeBd
Qca p
Q10
Q100 _ "
," vel
St Flow
LatDia
(elev)
(elev)
(ft)
(ft)
(elev)
(ft)
(cfs)
(cfs)
(cfs)
(fps)
Dpth d (ft)
(in)
(1.5ft Min)
Bolded Info
is shown on the SO Irriprovement Plans
A
1
LoPt
58.22
52.22
6.00
4.00
55.68
2.54
21.8
5.3
8.7
4.9
0.51
18
A
2
LoPt
58.22
52.22
6.00
4.00
55.68
2.54
21.8
5.3
8.7
4.9
0.51
18
A
3
LoPt
60.87
52.87
8.00
4.00
55.97
4.90
21.8
2.8
4.6
2.6
0.40
18
A
4
LoPt
60.87
54.87
6.00
4.00
55.97
4.90
21.8
1.2
1.9
1.1
0.27
18
B
5
RoBy
60.92
54.5
6.42
10.00
57.68
3.24
5.3
3.2
5.3
3.0
0.44
18
B
6
RoBy
60.92
56.01
1 4.91
10.00
57.68
3.24
5.3
3.2
5.3
3.0
0.44
18
B
7
MoBy
63.05
56.8
6.25
12.00
60.08
2.97
7.5
4.6
7.5
4.2
0.51
18
B
8
RoBy
63.05
58.08
4.97
12.00
60.08
2.97
7.5
4.6
7.5
4.2
0.51
18
G
9
LoPt
58.07
54.3
3.77
4.00
55.44
2.63
21.8
3.8
6.3
3.6
0.54
18
C
10
RoBy
60.20
54.58
5.62
4.00
56.24
3.96
13.6
1.6
2.7
1.5
0.42
18
C
11
LoPt
62.52
56.04
6.48
4.00
59.74
2.78
13.6
3.4
5.5
3.1
0.44
18
C
12
LoPt
62.52
56.04
6.48
4.00
59.71
2.81
13.6
0.8
1.3
0.7
0.24
18
D
13
LoPt
58.93
54.00
4.93
4.00
56.36
2.57
8.8
3.3
5.4
3.1
0.53
18
E
14
LoPt
60.00
52.97
7.03
4.00
55.01
4.99
13.6
1.1
1.8
1.0
0.26
18
E
15
not used
F
16
LoPt
1 60.20
54.2
6.00
4.00
55.91
4.29
13.6
1.2
2.0
1.1
0.23
18
F
17
RoBy
1 61.98
56.44
5.54
10.00
58.80
3.18
5.1
2.9
4.8
2.7
0.44
18
F
18
RoBy
62.06
57.00
5.06
10.00
58.80
3.26
5.1
2.9
4.8
2.7
0.44
18
1.0 ft
if Possible)
A
DI -1 B
Dro Inlet
55.92
50.00
5.92
1.50
56.81
-0.89
4.8
7.8
2.5
24
A
DI -2 D
Dro Inlet
56.00
50.00
6.00
4.00
56.53
-0.53
31.5
51.7
4.1
48
C
DI -3 C
Dro inlet
93.10
87.10
6.00
1.50
91.44
1.66
12.0
19.7
11.1
18
C
DI-4 G
Dro Inlet
1 87.89
63.00
24.89
1.50
71.94
15.95
1.0
1.6
0.5
24
C
DI -5 E
Dro Inlet
63.17
59.27
3.90
1.50
60.42
2.75
0.2
0.4
0.2
18
C
DI -6 A
Dro Inlet
60.97
57.81
3.16
1.50
59.97
1.00
3.4
5.5
3.1
1
18
C
DI -7 A
Dro Inlet
59.42
55.00
1 4.42
1.50
56.15
3.27
0.6
0.9
0.5
18
na
DI -8 F
Dro Inlet
55.42
51.00
1 4.42
1.50
55.00
0.42
0.4
0.6
0.8
12
Onsite Sts - 35 & 39 ft cf /cf, 6 in Wedge curb, 4 in x 4 ft depressions, cf @ CB =10 in, with 8.3 in high.- TC= 0.50 ft, Crown = 0.52 ft openings
Washington St - 40 ft cf /median, 6in vert cf, 4 in x 4 ft depression, cf @ CB =10 in, with 8.3 in high opening, 12 ft Parkway plus Landscp
Sag Curb Inlet Capacity with water surface at TC = 2.3 cfs / Lf - (BPR nomograph 1073.03 & USDOT HEC 12 program)
See Appendix B for USDOT HEC 12 calc of CB Capacity on 0.52 % continuous onsite street slope
MDS 69400 22- Aug -07
Summary 9 -- Nuisance water Disposal System - (NWDS)
Tract 35060
Basin #1 NWDS Requirement - 'Maxwell Plus' Drywell per Detail
Required NWDS Capacity - 5 qpd per 1000 sf of pervious surface
5 /1000sf 1d
Total Landscaped Tributary Area ( Excluding Ret Basin & MountainArea)
17.14
Ac
Onsite pervious % - (see Tab 3, Summa 3)
30
%
Total Onsite pervious area - 30/100 x 17.14 Ac
5.14
Ac
Rewired Percolation -ca aci - 5:14 x 43560/1000 x 5
- 9p
MaxwellPlus' Primary Settling Chamber overflow depth (10 ft +2ft x4 - 4 ft)
14
ft
MaxwellPlus'Main Settling Chamber Depth from Basin Bottom
18
ft
MaxwellPlus'Main Settling Chamber overflow depth 18ft - 5 ft
13
ft
Basin #2 NWDS Requirement - 'Maxwell Plus' Drywell. per Detail
Required NWDS Capacity - 5 qpd per 1000 sf of pervious surface
5 9 s
Total Landscaped Tributary Area ( Excluding Ret Basin & MountainArea)
7.11
Ac
Onsite pervious % - (see Tab 3, Summa 3)
30
%
Total Onsite pervious area - 30/100 x 7.1 Ac
2.13
Ac
Re" uired Percolation :ca aci .,: 7� 2 -:13 X•,43560/1000 ;x"5';: r.,a;
9P:
MaxwellPlus' Primary Settling Chamber overflow depth (10 ft +2ft x1 - 4 ft)
8
ft
MaxwellPlus'Main Settling Chamber Basin Bottom to 10 ft below impery
18
ft
MaxwellPlus'Main Settling Chamber overflow depth 20ft - 10 ft + 10 ft
20
ft
Basin #3 NWDS Requirement - 'Maxwell IV' :D: ell per Detail
Required NWDS Capacity - 5 qpd per 1000 sf of pervious surface
5 9 000sfId
Total Landscaped Tributary Area ( Excluding Ret Basin & MountainArea)
0.49
Ac
Onsite pervious % - (see Tab 3, Summa 3)
80.
%
Total Onsite pervious area - 80/100 x 0.49 Ac
0.39
Ac
Re uired Percolation ca "aci �k ' j .� °* 0:39 x'43560%1000 : x 5 a -` i
._ `r • K,
°rte -g-P-3 .r 4
Maxwell IV' Settling Chamber overflow depth 10 ft +2ft x1 - 4 ft)
8
ft
Maxwell IV' Settling Chamber Basin Bottom to 10 ft below impery
18
ft
Maxwell IV' Settling Chamber overflow depth
13
ft
Tab 4
Appends A
Retention Basin Hydrology
Unit Hydrogrgphs
Flood Hvdrogranhs
Basins 1, 2, &.3
3 hr / 100 yr design storm
6 hr / 100 yr design storm
24 hr / 100 yr design storm
Laing Luxury Homes
Tentative Tract 35060
MDS 69400
Tab 4
Appendix A -i
Retention Basin Hydroloffv
Unit Hvdrographs
Basin 1 2q &:I
3 hr / 100 yr design storm
6 hr / 100 yr design storm
24 hr / 100 yr design storm
Laing Luxury Homes
Tentative Tract 35o6o
MDS 69400
0
,gG2 S /"7
U n i t H y d r o g r a p h A n a 1 y s.i s
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 03/16/07 File: 69400B120nUhA113100.out
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
' English Rainfall Data (Inches) Input Values Used
- - - - - - -- English Units used in output format
--------------------------------------------
Tract 35060 - Mds 69400 -
Retention Basins 1 &.Z Connected 3 �'
A11.0nsite Trib Area - Unit Hydro,graph
File 69400B120nUhAll
--------------------------------------------------------------------
Drainage Area = 42.30(Ac.) = 0.066 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 42.30(Ac.) = 0.066 Sq. Mi.
Length along longest watercourse = 2065.00(Ft.)
Length along longest watercourse measured'to centroid = 1000.00(Ft.)
Length along longest watercourse = 0.391 Mi.
Length along longest watercourse measured to centroid = 0.189 Mi.
Difference in elevation = 412.00(Ft.)
Slope along watercourse = 1053.4431 Ft. /Mi.
' Average Manning's 'N' = 0.020
Lag time = 0.048 Hr.
Lag time = 2.85 Min.
250 of lag time = 0.71 Min.
400 of lag time = 1.14 Min.
Unit ,t1me 5:: GO ;Min.
Durat ion, of storm 3 Hour(s)'
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.) [1] Rainfall(In) [2] Weighting[1 *2]
' 42.30 0.70 29.61
100 YEAR Area rainfall data:
Area(Ac. ) [1] Rainfall (In) [2J Weighting[1 *2]
42.30. 2.80 118.44
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 0.700(In)
' Area Averaged 100 -Year Rainfall = 2.800(In)
Point rain (area averaged) = 2.800(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 2.799(In)
;Sub Are.`,a Data,;
Area(Ac ) Runoff Index Impervious o
6.160 93.00 0.950
' 8.490 78.00 0.050
6.744 32.00 0.700
14.150 56.00 0.700
' 3.080 56.00 0.600
0.050 56.00 0.200
3.626 58.00 0.100
' Total Area Entered = 42.30(Ac.)
RI RI Infil. Rate Impervious
Adj. Infil. Rate -Area% F
AMC2 AMC -2 (In
/Hr) (Dec. %)
(In /Hr)
(Dec.) (In /Hr)
93.0 93.0
0.091 0.950
0.013
0.146 0.002
78.0 78.0
0.268 0.050
0.256
0.201 0.051
32.0 32.0
0.742 0.700
0.275
0.159 0.044
56.0 56.0
0.511 0.700
0.189
0.335 0.063
56.0 56.0
0.511 0.600
0.235
0.073 0.017
56.0 56.0
0.511 0.200
0.419
0.001 0.000
58.0 58.0
0.490 0.100
0.446
0.086 0.038
Sum (F) = 0.216
Area averaged mean
soil loss (F)
(In /Hr) = 0.216
Minimum soil loss
rate ((In /Hr))
= 0.108
(for 24 hour storm
duration)
Soil low loss rate
---------------------------------------------------------------------
(decimal) =
0.450
U n i t H y
d r o g,r a.p
h
Combination of 'S' Curves:
VALLEY 'S'
Curve Percentage
= 85.00
FOOTHILL 'S' Curve Percentage = 0.00
MOUNTAIN 'S' Curve Percentage = 15.00
DESERT 'S'
Curve Percentage
= 0.00
--------------------------------------------------------------------
Unit Hydrograph
Data
---------------------------------------------------------------------
Unit time period Time % of lag
Distribution
Unit Hydrograph
(hrs)
Graph %
(CFS)
---------------------------------------------------------------------
1 0.083
175.148
38.683
16.491
2 0.167
350.296
43.918
18.722
3 0.250
525.445
10.053
4.286
4 0.333
700.593
4.385
1.869
5 0.417
875.741
2.387
1.018
6 0.500
1050.889
0.574
0.245
Sum = 100.000 Sum= 42.630
-----------------------------------------------------------------------
Unit Time Pattern
Storm Rain;;.
Loss. rate(InfHr)' 4 Effective
'(Hr. ) Percent
(In /Hr) _ -;
Max , Low, ;'
(In /Hr).
1
0.08 1.30
0.437
0.216 - --
0.22
2
0.17 1.30
0.437
0.216 - --
0.22
3
0.25 1.10
0.370
0.216 - --
0.15
4
0.33 1.50
0.504
0.216 - --
0.29
5
0.42 1.50.
0.504
0.216 - --
0.29
6
0.50 1.80
0.605
0.216 - --
0.39
7
0.58 1.50
0.504
0.216 - --
0.29
8
0.67 1.80
0.605
0.216 - --
0.39
9
0.75 1.80
0.605
0.216 - --
0.39
10
0.83 1.50
0.504
0.216 - --
0.29
11
0.92 1.60
0.538
0.216 - --
0.32
12
1.00 1.80
0.605
0.216 - --
0.39
13
1.08 2.20
0.739
0.216 - --
0.52
14
1.17 2.20
0.739
0.216 - --
0.52
15
1.25 2.20
0.739
0.216 - --
0.52
16
1.33 2.00
0.672
0.216 - --
0.46
17
1.42 2.60
0.873
0.216 - --
0.66
Unit ..Time ..,
Pattern
..- Storm -. Rdin , Loss rate (hn. /Hr)
- Effective
0 +25
0.2717
Percent
'(in/Hr)--,:
Max Low
(In /Hr)
18
1.50
2.70
0.907
0.216 - --
0.69
' 19
1.58
2.40
0.806
0.216 - --
0.59
20
1.67
2.70
0.907
0.216 - --
0.69
21
1.75
3.30
1.109
0.216 - --
0.89
' 22
1.83
3.10
1.041
0.216 - --
0.83
23
1.92
2.90
0.974
0.216
0.76
24
2.00
3.00
1.008
0.216 - --
0.79
25
2.08
3.10
1.041
0.216 - --
0.83
26
2.17
4.20
1.411
0.216
1.19
27
2.25
5.00
1.680
0.216 - --
1.46
28
2.33
3.50
1.176
0.216 - --
0.96
29
2.42
6.80
2.284
0.216
2.07
30
2.50
7.30
2.452
0.216 - --
2.24
31
2.58
8.20
2.755
0.216 - --
2.54
32
2.67
5.90
1.982
0.216
1.77
33
2.75
2.00
0.672
0.216 - --
0.46
.34
2.83
1.80
0.605
0.216 - --
0.39
' 35
2.92
1.80
0.605
0.216 - --
0.39
36
3.00
0.60
0.202
0.216 0.091
0.11
Sum =
100.0
Sum =
25.9
Flood
volume = Effective
rainfall
2.16(In)
1
times
area
42.3(Ac.) /[(In) /(Ft.)) = 7.6(Ac.Ft)
Total
soil loss
= 0.64(In)
Total
soil loss
= 2.248(Ac.Ft)
'
Total
rainfall =
2.80 (In)
Flood
volume =
331932.0 Cubic
Feet
Total
soil loss
= 97925.7 Cubic Feet
'
Peak
flow rate
of this hydrograph
= 96.222(CFS)
+++++++++++++++++++++++++++++++++++++
+ + + + + + + + + + + + + + + + +
+ + + + + + + + + + + + ++
3- 'H O U R S T O R M
--------------------------------------------------------------
R u n o f f
H y d r o g r a
p h
- - - - --
0 +20
0.1929
8.98
IV Q
0 +25
0.2717
11.44
IV Q
0 +30
0.3654
13.60
IV Q
0 +35
0.4619
14.01
I V Q
0 +40
0.5606
14.34
I V Q
0 +45-
0.6709
16.02
I V Q
0 +50
0.7721
14.70
I VQ
0 +55
0.8650
13.48
I VQ
1+ 0
0.9673
14.86
I Q
1+ 5
1.0935
18.32
I V Q
1 +10
1.2386
21.08
I V Q
1 +15
1.3887
21.79
I VQ
1 +20
1.5334
21.01
Q
Time (Ih +m) EVoluine `Ac` Et Q (.CFS) 0 ..
25 ;0
50 :,G
75.`0 10 0.,0
1 +25
1.6935
23.23 I
VQI
I
1 +30
1.8815
27.31 I
VQ
I
1 +35
2.0676
27.01 I
Q
I
1 +40
2.2552
27.24 I
QV
I
1 +45
2.4774
32.27 I
I QV
I
1 +50
2.7203
35.27 I
I Q
I
1 +55
2.9535
33.86 I
I Q V
I
2+ 0
3.1830
33.32 I
I Q V
I
2+ 5
3.4194
34.32 I
I Q V I
2 +10
3.7021
41.05 I
I Q
VI
I
2 +15
4.0638
52.52 I
I
IQ
I
2 +20
4.4144
50.91 I
I
Q V
I
2 +25
4.8390
61.65 I
I
I QV
I
2 +30
5.4169
83.91
V I Q
2 +35
6.0796
96'.22
I
I
:. I
I V Q: I'
2 +40
6.7096
91.48 I
I
I
I VQ
2 +45
7.1091
58.01 I
I
I Q
I V
2 +50
7.3161
30.05 I
I Q
I
I V
2 +55
7.4682
22.08 I
Q I
I
I VI
3+ 0
7.5649
14.05 I
Q I
I
I VI
3+ 5
7.6019
5.37 I Q
I
I
I VI
3 +10
7.6137
1.71 Q
I
I
I VI
3 +15
7.6185
0.70 Q
I
I
I VI
3 +20
7.6199
0.21 Q
I
I V
3 +25
7 62.01
0 0.3
V
_ _ _ _ _ _ _ _ _
_ _ _ _ _ _ _ _ _ _ _ _ _
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
_ _ _ _ _ _ _ _ _ _ _
ph a 1' _.Y.s i; .s�
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 03/16/07 File: 69400B120nUhA116100.out
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
---------------------------------------------------------------------
Trac.t 35060 - Mds 69406
Retention Basins 1 & 2 Connected (V JJr
All Onsite Trib Area - .'Un t. Hydrocrraph
File 69400B120nUhAll
Drainage Area = 42.30(Ac.) = 0.066 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 42.30(Ac
Length along longest watercourse = 2065.00(Ft.)
Length along longest watercourse measured to centroid =
Length along longest watercourse = 0.391 Mi.
Length along longest watercourse measured to centroid =
Difference in elevation = 412-.00(Ft.)
Slope along watercourse = 1053.4431 Ft. /Mi.
Average Manning's 'N' = 0.020
Lag time = 0.048 Hr.
Lag time = 2.85 Min.
250 of lag time = 0.71 Min.
40% of lag time = 1.14 Min.
Unit time 10.00 Min.
Duration- of ;storm 6
User Entered Base Flow 0.00(CFS)
2 YEAR Area rainfall data:
Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2]
42.30 1.00 42.30
100 YEAR Area rainfall data:
Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2]
. 42.30 3.40 143.82
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 1.000(In)
Area Averaged 100 -Year Rainfall = 3.400(In)
Point rain (area averaged) = 3.400(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 3.400(In)
'S AsreaDatak
Area(Ac.) Runoff Index Impervious %
6.160 93.00 0.950
8.490 78.00 0.050
6.744 32.00 0.700
14.150 56.00 0.700
3.080 56.00 0.600
0.050 56.00 0.200
3.626 58.00 0.100
Total Area Entered = 42.30(Ac.)
= 0.066 Sq. Mi.
1000.00(Ft.)
0.189 Mi.
RI RI Infil. Rate Impervious
Adj. Infil. Rate Area% F
AMC2 AMC -2 (In /Hr) (Dec o)
(In /Hr)
(Dec.) (In /Hr)
93.0 93.0
0.091 0.950
0.013
0.146 0.002
78.0 78.0
0.268 0.050
0.256
0.201 0.051
32.0 32.0
0.742 0.700
0.275
0.159 0.044
56.0 56.0
0.511 0.700
0.189
0.335 0.063
56.0 56.0
0.511 0.600
0.235
0.073 0.017
56.0 56.0
0.511 0.200
0.419
0.001 0.000
58.0 58.0
0.490 0.100
0.446
0.086 0.038
Sum (F) = 0.216
Area averaged mean soil loss (F) (In
/Hr) = 0.216
Minimum soil loss rate ((In /Hr)) =
0.108
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.450
---------------------------------------------------------------------
U n .. t
Combination of 'S' Curves:
VALLEY 'S'
Curve Percentage
= 85.00
FOOTHILL 'S'
Curve Percentage
= 0.00
MOUNTAIN 'S'
Curve Percentage
= 15.00
DESERT 'S'
Curve Percentage
= 0.00
--------------------------------------------------------------------
U % it' Hydrog:rapY ' ,Data
-------------------------------------------------
Unit time period
Time % of lag
--------=- ----------
Distribution Unit Hydrograph
(hrs)
Graph o
(CFS)
---------------------------------------------------------------------
1 0.167
350.296
60.642
25.852
2 0.333
700.593
34.204
14.582
3 0.500
1050.889
5.154
2.197
Sum
= 100.000 Sum=
42.630
-----------------------------------------------------------------------
Unit Time Pattern Storm Rain
Loss rate(In. /Hr)
Effective
(Hr.) Percent (In /Hr)
Max Low
(In /Hr)
1
0.17 1.10
0.224
0.216 - --
0.01
2
0.33 1.20
0.245
0.216 - --
0.03
3
0.50 1.30
0.265
0.216 - --
0.05
4
0.67 1.40
0.286
0.216 - --
0.07
5
0.83 1.40
0.286
0.216 - --
0.07
6
1.00 1.50
0.306
0.216 - --
0.09
7
1.17 1.60
0.326
0.216 - --
0.11
8
1.33 1.60
0.326
0.216 - --
0.11
9
1.50 1.60
0.326
0.216 - --
0.11
10
1.67 1.60
0.326
0.216 - --
0.11
11
1.83 1.60
0.326
0.216 - --
0.11
12
2.00 1.70
0.347
0.216 - --
0.13
13
2.17 1.70
0.347
0.216 - --
0.13
14
2.33 1.80
0.367
0.216 - --
0.15
15
2.50 1.80
0.367
0.216 - --
0.15
16
2.67 1.80
0.367
0.216 - --
0.15
17
2.83 2.00
0.408
0.216 - --
0.19
18
3.00 2.00
0.408
0.216 - --
0.19
19
3.17 2.10
0.428
0.216 - --
0.21
20
3.33 2.20
0.449
0.216 - --
0.23
Unit Time
Pattern
Storm Rain Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr) Max Low
(In /Hr)
21
3.50
2.50
0.510 0.216 - --
0.29
22
3.67
2.80
0.571 0.216 - --
0.36
23
3.83
3.00
0.612 0.216 - --
0.40
24
4.00
3.20
0.653 0.216 - --
0.44
25
4.17
3.50
0.714 0.216 - --
0.50
26
4.33
3.90
0.795 0.216 - --
0.58
27
4.50
4.20
0.857 0.216 - --
0.64
28
4.67
4.50
0.918 0.216 - --
0.70
29
4.83
4.80
0.979 0.216 - --
0.76
30
5.00
5.10
1.040 0.216 - --
0.82
31
5.17
6.70
1.367 0.216 - --
1.15
32
5.33
8.10
1.652 0.216 - --
1.44
33
5.50
10.30
2.101 0.216 - --
1.88
34
5.67
2.80
0.571 0.216 - --
0.36
35
5.83
1.10
0.224 0.216 - --
0.01
36
6.00
0.50
0.102 0.216 0.046
0.06
Sum =
100.0
Sum =
12.8
Flood
volume = Effective
rainfall 2.13(In)
times
area
42.3(Ac.) /[(In) /(Ft.)] = 7.5(Ac.Ft)
Total
soil loss =
1.27(In) .
Total
soil loss =
4.470(Ac.Ft)
Total
rainfall =
3.40(In)
Flood
volume =
327286.1 Cubic Feet
Total
soil loss =
194704.6 Cubic Feet
Peak
flow rate of this hydrograph = 72.232(CFS)
+++++++++++++++++++++++++++++++++++++
+ ++ + + + + + + + + + + + + + +
+ + + + + + + + + + + + ++
67 H O U R S Tj. 'O R. M
--------------------------------------------------------------------
f f.:.
Hydrograph in 10 Minute intervals ((CFS))
Tiimel
--------------------------------------------------------------------
vi4m Volume .Ac
•
Ft Q (CFS)'.rb 4 .
- -
- - - - - - -
0 +10
- - - - - - - - - - -
0.0030
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
0.21 Q
- - - - - - - - - - - - - -
0 +20
0.0149
0.86 Q
0 +30
0.0384
1.71 Q
0 +40
0.0739
2.58 VQ
0 +50
0.1141
2.92 VQ
1+ 0
0.1622
3.49 VQ
1 +10
0.2216
4.32 IVQ
1 +20
0.2858
4.66 IVQ I
1 +30
0.3506
4.70 IVQ I I
I
1 +40
0.4154
4.70 I Q
1 +50
0.4802
4.70 I Q
2+ 0
0.5522
5.,23 I Q
2 +10
0.6284
5.53 I QV
2 +20
0.7124
6.10 I Q
2 +30
0.8006
6.40 I QV
2 +40
0.8893
6.44 I QV
2 +50
0.9926
7.50 I Q V
3+ 0
1.1041
8.09 I QV
3 +10
1.2241
8.71 1 Q V
Time(h+m)
Volume AC.Ft
Q(CFS)0
20.0
40.0 60.0
3 +20
1.3555
9.54
Q V
I VI
3 +30
1.5134
11.46 (
Q V
I VI
3 +40
1.7059
13.98 I
Q VI
I
3 +50
1.9272
16.06 I
Q V
I
4+ 0
2.1731
17.85 I
Q V
I
4 +10
2.4502
20.12 I
Q
V I
4 +20
2.7699
23.21 I
IQ
V I
4 +30
3.1296
26.12 I
I
Q V
4 +40
3.5259
28.77 I
I
Q V
4 +50
3.9582
31.38 I
I
Q IV
5+ 0
4.4264
33.99 I
I
Q I V
5 +10
5.0250
43.46 I
I
IQ V I
5 +20
5.7928
55.74 I
I
I Q V
80.0
5 +30
6.7877
72.23
I I I
I Q
5 +40
7.3365
39.84
I I QI
I VI
5 +50
7.4678
9.54
I Q I I
I VI
6+ 0
7.5002
2.35
IQ I I
I VI
6 +10
7.5118
0.84
Q
V
6+20-
7.5135.:
0.12
Q . I I. _. .:
I V
-----------------------------------------------------------------
- - - - --
� �%� �y -d -:F, o,^^`
Copyright (o) CI\/ILCADD/CI\/ILDE8IGN, I989 - 3004, Version 7'0
Study date 03/16/07 File: 69400B120oUbAI124I00'oot
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Riverside County Synthetic Unit Hydrology Method
IlCFC & VoCD y0aonaI date - April I978
Program License Serial Number 4082
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
---------------------------------------------------------------------
' dS '^ 0o`'�
ten
S' |- ^
'^ /
������� ��e� -�
File 63400BI20oDh\ll
Drainage Area ~ 42.30(Ao.) ~ 0.066 Sq. Mi.
Drainage Area for Depth-Area Areal Adjustment ~ 42.30(Ao.)
Length along longest watercourse ~ 2065.00(Ft.)
Length along longest watercourse measured to ceotroid ~
Length along longest watercourse ~ 0'391 Mi.
Length along longest watercourse measured to ceotroid ~
Difference in elevation ~ 4I2.00(Ft')
Slope along watercourse ~ 1053.443I Ft./Mi.
Average Mazooizzg'o '0' ~ 0.020
Lag time ~ 0.048 Br.
Lag time = 2.85 Min.
25% of lag time ~ 0.71 Min.
40*-. of I time 1.14 Min.
i�',� � -� �f5 OO, y�Lz�.
.�� -
Dora��zonjzf .§torin' = 24, Hour (s)
User Entered Base Flow ~ 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac') [l] 8aiofalI<Io>[2]
Weightiog[1^2]
42'30 1.60
67'68
100 YEAR Area rainfall data:
Area<Ao'> [l] Raiofall(Io)[31
Weightiog[l^2]
42'30 4'50
190.35
STORM EVENT (YEAR) ~ 100'00
Area Averaged 2-Year Rainfall ~
1'600(Zo)
Area Averaged 100-Year Rainfall
~ 4'500<Io>
Point rain (area averaged) ~
4'500(Iu)
Areal adjustment factor ~ 99.99
%
Adjusted average point rain ~
4.500(Io)
S ' ''-tal:
Area(Ao') Runoff Index
Impervious i
6'160 33'00
0'950
8'490 78.00
0.050
6.744 32'00
0'700
14.150 56'00
0'700
3'080 56.00
0.600
0.050 56.00
0'300
3.626 58.00
0'100
Total Area Entered 42.30(Ac.)
~ 0'066 Sq. Mi.
lOOO.00(Ft')
0'l89 Mi.
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -2 (In /Hr) (Dec.%) (In /Hr) (Dec.) (In /Hr)
93.0 93.0 0.091 0.950 0.013 0.146 0.002
78.0 78.0 0.268 0.050 0.256 0.201 0.051
32.0 32.0 0.742 0.700 0.275 0.159 0.044
56.0 56.0 0.511 0.700 0.189 0.335 0.063
56.0 56.0 0.511 0.600 0.235 0.073 0.017
56.0 56.0 0.511 0.200 0.419 0.001 0.000
58.0 58.0 0.490 0.100 0.446 0.086 0.038
Sum (F) = 0.216
Area averaged mean soil loss (F) (In /Hr) = 0.216
Minimum soil loss rate ((In /Hr)) = 0.108
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.450
---------------------------------------------------------------------
U =n is t H >y.:'d r` o g r es p..:,h
Combination of 'S' Curves:
VALLEY 'S' Curve Percentage = 85.00
FOOTHILL 'S' Curve Percentage = 0.00
MOUNTAIN 'S' Curve Percentage = 15.00
DESERT 'S' Curve Percentage = 0.00
--------------------------------------------------------------------
Unit `Hydrograph Data
---------------------------------------------------------------------
Unit time period Time o of lag Distribution Unit Hydrograph
(hrs) Graph % (CFS)
---------------------------------------------------------------------
1 0.250 525.445 71.313 30.401
2 0.500 1050.889 28.687 12.230
Sum = 100.000 Sum= 42.630
-----------------------------------------------------------------------
Un.t T -ime Pattern Storm Rain' :Loss, rate'(In. ; /Hr) Effecti�ie
v
(Hr.) Percent (;In /Hr)ry Max.;: Low (In /Hr,)
1 0.25 0.20 0.036 0.382 0.016 0.02
2 0.50 0.30 0.054 0.377 0.024 0.03
3 0.75 0.30 0.054 0.373 0.024 0.03
4 1.00 0.40 0.072 0.368 0.032 0.04
5 1.25 0.30 0.054 0.364 0.024 0.03
6 1.50 0.30 0.054 0.360 0.024 0.03
7 1.75 0.30 0.054 0.355 0.024 0.03
8 2.00 0.40 0.072 0.351 0.032 0.04
9 2.25 0.40 0.072 0.347 0.032 0.04
10 2.50 0.40 0.072 0.343 0.032 0.04
11 2.75 0.50 0.090 0.338 0.040 0.05
12 3.00 0.50 0.090 0.334 0.040 0.05
13 3.25 0.50 0.090 0.330 0.040 0.05
14 3.50 0.50 0.090 0.326 0.040 0.05
15 3.75 0.50 0.090 0.322 0.040 0.05
16 4.00 0.60 0.108 0.318 0.049 0.06
17 4.25 0.60 0.108 0.314 0.049 0.06
18 4.50 0.70 0.126 0.310 0.057 0.07
19 4.75 0.70 0.126 0.306 0.057 0.07
20 5.00 0.80 0.144 0.302 0.065 0.08
21 5.25 0.60 0.108 0.298 0.049 0.06
22
5.50
0.70
0.126
0.294
0.057
0.07
23
5.75
0.80
0.144
0.290
0.065
0.08
24
6.00
0.80
0.144
0.286
0.065
0.08
25
6.25
0.90
0.162
0.283
0.073
0.09
26
6.50
0.90
0.162
0.279
0.073
0.09
27
6.75
1.00
0.180
0.275
0.081
0.10
'
28
7.00
1.00
0.180
0.271
0.081
0.10
29
7.25
1.00
0.180
0.268
0.081
0.10
30
7.50
1.10
0.198
0.264
0.089
0.11
31
7.75
1.20
0.216
0.260
0.097
0.12
32
8.00
1.30
0.234
0.257
0.105
0.13
33
8.25
1.50
0.270
0.253
- --
0.02
34
8.50
1.50
0.270
0.250
0.02
'
35
8.75
1.60
0.288
0.246
- --
0.04
36
9.00
1.70
0.306
0.243
- --
0.06
37
9.25
1.90
0.342
0.239
0.10
38
9.50
2.00
0.360
0.236
- --
0.12
39
9.75
2.10
0.378
0.233
0.15
40
10.00
2.20
0.396
0.229
- --
0.17
41
10.25
1.50
0.27 .0
0.226
- --
0.04
42
10.50
1.50
0.270
0.223
- --
0.05
43
10.75
2.00
0.360
0.219
- --
0.14
44
11.00
2.00
0.360
0.216
- --
0.14
45
11.25
1.90
0.342
0.213
- --
0.13
46
11.50
1.90
0.342
0.210
- --
0.13
47
11.75
1.70
0.306
0.207
0.10
'
48
12.00
1.80
0.324
0.204
__-
0.12
49
12.25
2.50
0.450
0.201
- --
0.25
50
12.50
2.60
0.468
0.198
- --
0.27
51
12.75
2.80
0.504
0.195
0.31
52
13.00
2.90
0.522
0.192
- --
0.33
53
13.25
3.40
0.612
0.189
- --
0.42
1
54
13.50
3.40
0.612
0.186
0.43
55
13.75
2.30
0.414
0.183
__=
0.23
56
14.00
2.30
0.414
0.180
- --
0.23
57
14.25
2.70
0.486
0.178
0.31
58
14.50
2.60
0.468
0.175
- --
0.29
59
14.75
2.60
0.468
0.172
- --
0.30
I�
60
15.00
2.50
0.450
0.170
0.28
61
15.25
2.40
0.432
0.167
- --
0.26
62
15.50
2.30
0.414
0.164
- --
0.25
63
15.75
1.90
0.342
0.162
- --
0.18
64
16.00
1.90
0.342
0.159
- --
0.18
65
16.25
0.40
0.072
0.157
0.032
0.04
66
16.50
0.40
0.072
0.155
0.032
0.04
67
16.75
0.30
0.054
0.152
0.024
0.03
68
17.00
0.30
0.054
0.150
0.024
0.03
69
17.25
0.50
0.090
0.148
0.040
0.05
70
17.50
0.50
0.090
0.146
0.040
0.05
71
17.75
0.50
0.090
0.143
0.040
0.05
72
18.00
0.40
0.072
0.141
0.032
0.04
73
74
18.25
18.50
0.40
0.40
0.072
0.072
0.139
0.137
0.032
0.032
0.04
0.04
75
18.75
0.30
0.054
0.135
0.024
0.03
76
19.00
0.20
0.036
0.133
0.016
0.02
77
19.25
0.30
0.054
0.131
0.024
0.03
78
19.50
0.40
0.072
0.130
0.032
0.04
79
19.75
0.30
0.054
0.128
0.024
0.03
80
20.00
0.20
0.036
0.126
0.016
0.02
81
20.25
0.30
0.054
0.124
0.024
0.03
82
20.50
0.30
0.054
0.123
0.024
0.03
83
20.75
0.30
0.054
0.121
0.024
0.03
84
21.00
0.20
0.036
0.120
0.016
0.02
85
21.25
0.30
0.054
0.118
0.024
0.03
86
21.50
0.20
0.036
0.117
0.016
0.02
87
21.75
0.30
0.054
0.116
0.024
0.03
88
22.00
0.20
0.036
0.114
0.016
0.02
89
22.25
0.30
0.054
0.113
0.024
0.03
90
22.50
0.20
0.036
0.112
0.016
0.02
91
22.75
0.20
0.036
0.111
0.016
0.02
92
23.00
0.20
0.036
0.110
0.016
0.02
93
23.25
0.20
0.036
0.110
0.016
0.02
94
23.50
0.20
0.036
0.109
0.016
0.02
95
23.75
0.20
0.036
0.108
0.016
0.02
96
24.00
0.20
0.036
0.108
0.016
0.02
Sum =
100.0
Sum =
9.0
Flood volume = Effective rainfall 2.26(In)
times area 42.3(Ac.) /[(In) /(Ft.)] = 8.0(Ac.Ft)
Total soil loss = 2.24(In)
Total soil loss = 7.892(Ac.Ft)
Total rainfall = 4.50(In)
Flood volume = 347119.5 Cubic Feet
Total soil loss = 343793.9 Cubic Feet
Peak flow rate of this hydrograph = 18.132(CFS)
++++++++++++++++++++++++++++++++++++++ + +. + + + + + + + + + + + + + + + + + + + + + + + + + + ++
R.:u n;:. o
-------------------------------------------------------------- - - - - --
Hydrograph in
15 Minute intervals ((CFS))
--------------------------------------------------------------------
Time:(hiii) `.V,olume
.Ac a Ft.
Q:(CFS.) 5.'0.. ,.:,.10' 0 ` 1.5
-----------------------------------------------------------------------
0+15
0.0124
0.60
VQ
0 +30
0.0361
1.15
V Q
0 +45
0.0623
1.27
V Q
1+ 0
0.0947
1.57
V Q
1 +15
0.1233
1.39
V Q
1 +30
0.1495
1.27
V Q
1 +45
0.1757
1.27
V Q
2+ 0
0.2081
1.57
V Q
2 +15
0.2430
1.69
IV Q I
2 +30
0.2779
1.69
IV Q I
2 +45
0.3190
1.99
IV Q I
3+ 0
0.3626
2.11
IV Q I
3 +15
0.4062
2.11
I V Q
3 +30
0.4498
2.11
I V Q
3 +45
0.4935
2.11
I V Q
4+ 0
0.5433
2.41
I V Q
4 +15
0.5956
2.53
V Q
Time.(h +m)
Volume Ac.Ft
Q (CFS) 0
5.0
10.0 15.9...
4 +30
0.6542
2.83 I
V Q
4 +45
0.7153
2.96 I
V Q
5+ 0
0.7826
3.26 I
V Q
5 +15
0.8399
2.78 I
VQ
5 +30
0.8985
2.83 I
VQ
5 +45
0.9658
3.26 I
V Q I•
6+ 0
1.0355
3.38 I
VQ
6 +15
1.1116
3.68 I
V Q
6 +30
1.1901
3.80 I
V Q
6 +45
1.2748
4.10 I
V Q
7+ 0
1.3620
4.22 I
V Q
7 +15
1.4493
4.22 I
VQ
7 +30
1.5427
4.52 I
V QI
7 +45
1.6449
4.95 I
VQI
8+ 0
1.7558
5.37 I
V Q
8 +15
1.7988
2.08
Q VI
I I
8 +30
1.8157
0.82 IQ
VI
8 +45
1.8470
1.51 I
Q VI
'
9+ 0
1.8972
2.43
Q VI
9 +15
1.9776
3.89 I
Q VI
9 +30
2.0815
5.03 I
Q
9 +45
2.2042
5.94
10+ 0
2.3457
6.85 I
I4 Q
10 +15
2.4155
3.38 I
Q I V
10 +30
2.4563
1.98 I
Q I V
10 +45
2.5566
4.85 I
QI V
11+ 0
2.6825
6.09 I
I QV
11 +15
2.7998
5.68 I
IQ V
I
11 +30
2.9154
5.59
VV
11 +45
3.0111
4.63 i
QI
12+ 0
3.1118
4.87 I
QI V
I
'
12 +15
3.2988
9.05 I
I V Q I
12 +30
3.5317
11.27 I
I
V I Q
12 +45
3.7944
12.71 I
I
VI Q I
13+ 0
4.0801
13.83 I
I
V Q I
13 +15
4.4294
16.91 I
I
I V I Q
13 +3`0
4:804:0
13 +45
5.0568
12.23 i
I
I QV
14+ 0
5.2619
9.93 I
(
QI V I
14 +15
5.5147
12.24 I
I
I Q V I
14 +30
5.7768
12.69
V I
14 +45
6.0367
12.58 I
I
I Q
15+ 0
6.2876
12.15 I
I
I Q V
15 +15
6.5250
11.49 I
I
I Q I V
15 +30
6.7488
10.83 I
I
IQ I V
15 +45
6.9250
8.53 I
I
Q I I V i
16+ 0
7.0852
7.75 I
I Q
I I V
16 +15
7.1562
3.44 I
Q I
I I V
16 +30
7.1911
1.69 I
Q I
I I V
16 +45
7.2197
1.39 I
Q I
I I V
17+ 0
7.2459
1.27 I
Q I
I I V
17 +15
7.2845
1.87 I
Q I
I I V
17 +30
7.3282
2.11 I
Q I
I I V
17 +45
7.3718
2.11 I
Q I
I I V
Tithe (h +m),:
Volume Ac.:. F:t.
Q (GFSJ�O
18+ 0
7.4092
1.81
I Q
V
18 +15
7.4441
1.69
I Q (
I I V
18 +30
7.4790
1.69
I Q
I I V
18 +45
7.5076
1.39
I Q I
I I V
19+ 0
7.5276
0.97
IQ
V
19 +15
7.5512
1.15
I Q I
V
19 +30
7.5836
1.57
I Q I
I I V
19 +45
7.6123
1.39
I Q
V
20+ 0
7.6323
0.97
IQ
I V I
20 +15
7.6559
1.15
I Q I
I I V
.20 +30
7.6821
1.27
I Q I
I I V
20 +45
7.7083
1.27
I Q I
I I V
21+ 0
7.7282
0.97
IQ I
I I V I
21 +15
7.7519
1.15
I Q I
I I V I
21 +30
7.7718
0.97
IQ I
I I VI
21 +45
7.7955
1.15
I Q I
I I VI
22+ 0
7.8155
0.97
IQ I
I I VI
22 +15
7.8391
1.15
I Q I
I I VI
22 +30
7.8591
0.97
IQ I
I I VI
22 +45
7.8765
0.84
IQ I
I I VI
23+ 0
7.8940
0.84
IQ I
I VI
23 +15
7.9114
0.84
IQ I
I I VI
23 +30
7.9289
0.84
IQ I
I I VI
23 +45
7.9463
0.84
IQ I
I I VI
24+ 0
7.9638
0.84
IQ I
I I VI
24 +15
-----------------------------------------------------------------
7.9688
0:24
Q
- - - - --
U n i t:: H:, y ;dr 'o .g r a �p:--h 'A n:, a 1; y S': S
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 04/12/07 File: 69400A30Uh2424100.out
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
1 Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
' English Rainfall Data (Inches) Input Values Used
English Units used in output format
---------------------------------------------------------------------
' Tract;,`35060.= KIDS= 6940U. AreaA30 Retention
File 69400A30Uh
-------------------------------------------------------------- - - - - --
Drainage Area = 0.50(Ac.) = 0.001 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 0.50(Ac.) = 0.001 Sq. Mi.
Length along longest watercourse = 840.00(Ft.)
Length along longest watercourse measured to centroid = 400.00(Ft.)
Length along longest watercourse = 0.159 Mi.
Length along longest watercourse measured to centroid = 0.076 Mi.
Difference in elevation = 6.00(Ft.)
Slope along watercourse = 37.7143 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.034 Hr.
Lag time = 2.02 Min.
250 of lag time = 0.51 Min.
400 of lag time = 0.81 Min.
Un't:- .;.time 15.00 :Min.
.Duration of .st.orm =.,.-24, (s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area (Ac. ) [1] Rainfall (In) [2]
0.50 1.60
100 YEAR Area rainfall data:
Area (Ac. ) [1] Rainfall (In) [2]
0.50 4.50
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall =
Area Averaged 100 -Year Rainfall =
Point rain (area averaged) = 4.
Areal adjustment factor = 100.00
Adjusted average point rain = 4
Subs; °Area;- :;Data s
Weighting [1 *2]
0.80
Weighting [1 *2]
2.25
1.600(In)
4.500(In)
500 (In)
%
.500(In)
Area(Ac.) Runoff Index
Impervious
'
0.500 56.00
0.200
Total Area Entered = 0.50(Ac.)
'
RI RI Infil. Rate Impervious
AMC2 AMC -2 (In /Hr) (Dec.%)
Adj. Infil. Rate Area% F
(In /Hr) (Dec.) (In /Hr)
56.0 56.0 0.511 0.200
0.419 1.000 0.419
Area averaged mean soil loss (F)
(In /Hr) = 0.419
'
Minimum soil loss rate ((In /Hr))
= 0.209
(for 24 hour storm duration)
Soil low loss rate (decimal) =
0.400
---------------------------------------------------------------------
U n i° t H:` y ,d r zo g .r a p h
VALLEY S -Curve
--------------------------------------------------------------------
Untu
Hydrograph`.Data
---------------------------------------------------------------------
Unit time period
Time % of
lag Distribution Unit
Hydrograph
(hrs)
Graph %
(CFS)
---------------------------------------------------------------------
1
0.250
741.936
79.726
0.402
2
0.500
1483.872
20.274
0.102
Sum = 100.000
Sum=
0.504
-----------------------------------------------------------------------
Unit
Time
Pattern
Storm Rain
Loss rate(In.
/Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max
Low
(In /Hr)
1
0.25
0.20
0.036
0.740
0.014
0.02
2
0.50
0.30
0.054
0.731
0.022
0.03
3
0.75
0.30
0.054
0.723
0.022
0.03
4
1.00
0.40
0.072
0.714
0.029
0.04
5
1.25
0.30
0.054
0.706
0.022
0.03
6
1.50
0.30
0.054
0.697
0.022
0.03
7
1.75
0.30
0.054
0.689
0.022
0.03
8
2.00
0.40
0.072
0.681
0.029
0.04
9
2.25
0.40
0.072
0.672
0.029
0.04
10
2.50
0.40
0.072
0.664
0.029
0.04
11
2.75
0.50
0.090
0.656
0.036
0.05
12
3.00
0.50
0.090
0.648
0.036
0.05
13
3.25
0.50
0.090
0.640
0.036
0.05
14
3.50
0.50
0.090
0.632
0.036
0.05
15
3.75
0.50
0.090
0.624
0.036
0.05
16
4.00
0.60
0.108
0.616
0.043
0.06
17
4.25
0.60
0.108
0.608
0.043
0.06
18
4.50
0.70
0.126
0.601
0.050
0.08
19
4.75
0.70
0.126
0.593
0.050
0.08
20
5.00
0.80
0.144
0.585
0.058
0.09
21
5.25
0.60
0.108
0.578
0.043
0.06
22
5.50
0.70
0.126
0.570
0.050
0.08
23
5.75
0.80
0.144
0.563
0.058
0.09
24
6.00
0.80
0.144
0.555
0.058
0.09
25
6.25
0.90
0.162
0.548
0.065
0.10
26
6.50
0.90
0.162
0.541
0.065
0.10
27
6.75
1.00
0.180
0.533
0.072
0.11
28
7.00
1.00
0.180
0.526
0.072
0.11
29
7.25
1.00
0.180
0.519
0.072
0.11
30
7.50
1.10
0.198
0.512
0.079
0.12
31
7.75
1.20
0.216
0.505
0.086
0.13
32
8.00
1.30
0.234
0.498
0.094
0.14
33
8.25
1.50
0.270
0.491
0.108
0.16
34
8.50
1.50
0.270
0.484
0.108
0.16
35
8.75
1.60
0.288
0.477
0.115
0.17
36
9.00
1.70
0.306
0.471
0.122
0.18
37
9.25
1.90
0.342
0.464
0.137
0.21
38
9.50
2.00
0.360,
0.457
0.144
0.22
39
9.75
2.10
0.378
0.451
0.151
0.23
Unit
Time
Pattern
Storm Rain
Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max (
Low
(In /Hr)
40
10.00
2.20
0.396
0.444
0.158
0.24
' 41
10.25
1.50
0.270
0.438
0.108
0.16
42
10.50
1.50
0.270
0.432
0.108
0.16
43
10.75
2.00
0.360
0.425
0.144
0.22
44
11.00
2.00
0.360
0.419
0.144
0.22
45
11.25
1.90
0.342
0.413
0.137
0.21
46
11.50
1.90
0.342
0.407
0.137
0.21
47
11.75
1.70
0.306
0.401
0.122
0.18
48
12.00
1.80
0.324
0.395
0.130
0.19
49
12.25
2.50
0.450
0.389
- --
0.06
50
12.50
2.60
0.468
0.383
- --
0.08
51
12.75
2.80
0.504
0.377
0.13
52
13.00
2.90
0.522
0.372
- --
0.15
53
13.25
3.40
0.612
0.366
- --
0.25
'
54
13.50
3.40
0.612
0.361
0.25
55
13.75
2.30
0.414
0.355
0.06
56
14.00
2.30
0.414
0.350
- --
0.06
57
14.25
2.70
0.486
0.344
- --
0.14
58
14.50
2.60
0.468
0.339
0.13
59
14.75
2.60
0.468
0.334
- --
0.13
60
15.00
2.50
0.450
0.329
- --
0.12
61
15.25
2.40
0.432
0.324
0.11
62
15.50
2.30
0.414
0.319
- --
0.10
63
15.75
1.90
0.342
0.314
0.03
64
16.00
1.90
0.342
0.309
=_=
0.03
! 65
16.25
0.40
0.072
0.304
0.029
0.04
66
16.50
0.40
0.072
0.300
0.029
0.04
67
16.75
0.30
0.054
0.295
0.022
0.03
68
17.00
0.30
0.054
0.291
0.022
0.03
69
17.25
0.50
0.090
0.286
0.036
0.05
' 70
17.50
0.50
0.090
0.282
0.036
0.05
71
17.75
0.50
0.090
0.278
0.036
0.05
72
18.00
0.40
0.072
0.274
0.029
0.04
73
18.25
0.40
0.072
0.270
0.029
0.04
74
18.50
0.40
0.072
0.266
0.029
0.04
75
18.75
0.30
0.054
0.262
0.022
0.03
76
19.00
0.20
0.036
0.258
0.014
0.02
77
19.25
0.30
0.054
0.255
0.022
0.03
78
19.50
0.40
0.072
0.251
0.029
0.04
79
19.75
0.30
0.054
0.248
0.022
0.03
80
20.00
0.20
0.036
0.244
0.014
0.02
81
20.25
0..30
0.054
0.241
0.022
0.03
82
20.50
0.30
0.054
0.238
0.022
0.03
83
20.75
0.30
0.054
0.235
0.022
0.03
'
84
21.00
0.20
0.036
0.232
0.014
0.02
85
21.25
0.30
0.054
0.229
0.022
0.03
86
21.50
0.20
0.036
0.227
0.014
0.02
87
21.75
0.30
0.054
0.224
0.022
0.03
88
22.00
0.20
0.036
0.222
0.014
0.02
89
22.25
0.30
0.054
0.220
0.022
0.03
90
22.50
0.20
0.036
0.218
0.014
0.02
91
22.75
0.20
0.036
0.216
0.014
0.02
92
23.00
0.20
0.036
0.214
0.014
0.02
Unit Time
Pattern
Storm Rain Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr) Max Low
(In /Hr)
93 23.25
0.20
0.036 0.213 0.014
0.02
94 23.50
0.20
0.036 0.211 0.014
0.02
95 23.75
0.20
0.036 0.210 0.014
0.02
96 24.00
0.20
0.036 0.210 0.014
0.02
Sum =
100.0
Sum =
8.2
Flood
volume = Effective
rainfall 2.05(In)
times
area
0.5(Ac.) /[(In) /(Ft.)] = 0.1(Ac.Ft)
Total
soil loss =
2.45(In)
Total
soil loss =
0.102(Ac.Ft)
Total
rainfall =
4.50(In)
Flood
volume =
3718.1 Cubic Feet
Total
soil loss =
4449.4 Cubic Feet
-------------------------------------------------
Peak
--------------------------------------------------------------------
flow rate of
- ------------------
this hydrograph = 0.126(CFS)
+++++++++++++++++++++++++++++++++++++
+ + + + + + + + + + + + + + + + +
+ + + + + + + + + + + + ++
2.4 H OY U R' - S T° O g'. M
R >u :n o f 0,:,.-.g, . r a
"p .. rh
--------------------------------------------------------------------
Hydrograph in 15 Minute nte.'ivals
(:CCFS)'-`J
--------------------------------------------------------------------
Time(h +m)
Volume:Ac.Ft Q(CFS) 0 2.5 5.0
7.5. 10.;0
-----------------------------------------------------------------------
0+15
0.0002
0.01 Q
0 +30
0.0005
0.02 Q
0 +45
0.0008
0.02 Q
1+ 0
0.0013
0.02 Q
1 +15
0.0016
0.02 Q
1 +30
0.0020
0.02 Q
1 +45
0.0023
0.02 QV
2+ 0
0.0027
0.02 QV
2 +15
0.0032
0.02 QV
2 +30
0.0036
0.02 QV
2 +45
0.0042
0.03 QV
3+ 0
0.0047
0.03 Q V
3 +15
0.0053
0.03 Q V
3 +30
0.0058
0.03 Q V
3 +45
0.0064
0.03 Q V
4+ 0
0.0071
0.03 Q V
4 +15
0.0077
0.03 Q V
4 +30
0.0085
0.04 Q V
4 +45
0.0093
0.04 Q V
5+ 0
0.0102
0.04 Q V
5 +15
0.0109
0.03 Q V
5 +30
0.0117
0.04 Q V
5 +45
0.0125
0.04 Q V
6+ 0
0.0134
0.04 Q V
6 +15
0.0144
0.05 Q V
6 +30
0.0154
0.05 Q V
6 +45
0.0165
0.05 Q V
7+ 0
0.0177
0.05 Q V
7 +15
0.0188
0.05 Q V
Unit Time ' Pattern
(Hr.) Percent
7 +30
0.0200
7 +45
0.0213
8+ 0
0.0228
8 +15
0.0244
8 +30
0.0261
8 +45
0.0279
9+ 0
0.0298
9 +15
0.0319
9 +30
0.0341
9 +45
0.0364
1-0+ 0
O : Oi3 -09
10 +15
0.0407
10 +30
0.0424
10 +45
0.0445
11+ 0
0.0468
11 +15
0.0490
11 +30
0.0511
11 +45
0.0530
12+ 0
0.0551
12 +15
0.0560
12 +30
0.0568
12 +45
0.0580
13+ 0
0.0595
13 +15
0.0619
13 +30
0.0645
13 +45
0.0655
14+ 0
0.0662
14 +15
0.0675
14 +30
0.0689
14 +45
0.0703
15+ 0
0.0715
15 +15
0.0727
15 +30
0.0737
15 +45
0.0742
16+ 0
0.0745
16 +15
0.0749
16 +30
0.0754
16 +45
0.0757
17+ 0
0.0761
17 +15
0.0766
17 +30
0.0771
17 +45
0.0777
18+ 0
0.0782
18 +15
0.0786
18 +30
0.0791
18 +45
0.0794
19+ 0
0.0797
19 +15
0.0800
19 +30
0.0804
19 +45
0.0808
20+ 0
0.0810
20 +15
0.0813
20 +30
0.0817
Storm Rain
Loss rate(In. /Hr)
(In /Hr)
0.08
Max I Low
0.06
Q
VI 1
0.06
Q
VI 1
0.07
Q
V
0.08
Q
V
0.08
Q
I V
0.09
Q
I V
0.09
Q
I V
0.10
Q
I V I
0.11
Q
I V I
0.11
Q
I V
O
0.09
Q
0.08
Q
0.10
Q
0.11
Q
0.10
Q
0.10
Q
0.09
Q
0.10
Q
0.04
Q
0.04
Q
0.06
Q
0.07
Q
0.11
Q
0.13
Q
0.05
Q
0.03
Q
0.06
Q
0.07
Q
0.07
Q
0.06
Q
0.06
Q
0.05
Q
0.02
Q
0.02
Q
0.02
Q
0.02
Q
0.02
Q
0.02
Q
0.03
Q
0.03
Q
0.03
Q
0.02
Q
0.02
Q
0.02
Q
0.02
Q
0.01
Q
0.02
Q
0.02
Q
0.02
Q
0.01
Q
0.02
Q
0.02
Q',
Effective
(In /Hr)
VI
V1
V
IV i
IV
I v
I v
I v
I v
I v
I V
i v i
I VI
I v
i v
V
IV
IV
IV
V
i V
V
V
V
V
V
V
V
i V
V i
V
V
V
I' V
V
V
V
i I V
V
V
V
I I V
Unit Time
Pattern
Storm Rain
Loss rate(In. /Hr) Effective
(Hr.)
Percent
(In /Hr)
Max I Low (In /Hr)
20 +45
0.0820
0.02
Q
V
'
21+ 0
0.0823
0.01
Q
V
21 +15
0.0826
0.02
Q
V
21 +30
0.0828
0.01
Q
V
21 +45
0.0831
0.02
Q
V
22+ 0
0.0834
0.01
Q
I
VI
22 +15
0.0837
0.02
Q
VI
22 +30
0.0840
0.01
Q
VI
22 +45
0.0842
0.01
Q
VI
23+ 0
0.0844
0.01
Q
VI
23 +15
0.0846
0.01
Q
V1
'
23 +30
0.0849
0.01
Q
VI
23 +45
0.0851
0.01
Q
V1
24+ 0
0.0853
0.01
Q
V
'
24 +'15
0
-----------------------------------------------------------------------
i
1
1
1
1
1
Tab 5
Appendix A -2
Retention Basin Hydroloffv g
Flood Hvdro�raph
Basin 1 & 2
3 hr / 100 yr design storm
6 hr / 100 yr design storm
24 hr / 100 yr design storm
Laing Luxury Homes
Tentative Tract 35o6o
MDS 69400
FLOOD HYDROGRAPH ROUTING: PROGRAM
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004
Study date: 06/21/07
---------------------------------------------------------------------
. - , -
Tract 35060 MDS 6`94"00
Combined - Basins.l & 2
3_hr / 100 yr Empty-Time `Avg Test Perc
Project Tributary =Area Only
File 69400B120nFld3hr
--------------------------------------------------------------------
Program License Serial Number 4082
* * * * * * * ** HYDROGRAPH:.INFORMATION * *' * * * * * * **
. ; ,.
From study /file name: 69400B120nUhA113100.rte
*.HYDROGRAPH'-- DATA *.* *
Number of intervals = 41
Time interval = 5.0 (Min.)
Maximum /Peak flow rate = 96.222 (CFS)
Total volume = 7.620 (Ac.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2065.000 to Point /Station 0.000
* * ** RETARDING BASIN - ROUTING *. .* **
User entry of depth - outflow- storage data
Total number of inflow hydrograph intervals = 41
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
Deptn-7 -. Storage and Depth vs ..Discharge- data3..
Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2)
(Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------- - - - - --
0.000
0.000
0.000
0.000
0.000
0.500
0.220
0.589
0.218
0.222
1.500
1.160
0.680
1.158
1.162
2.500
2.239
0.779
2.236
2.242
3.500
3.465
0.878
3.462
3.468
4.500
4.841
0.981
4.838
4.844
5.500
6.440
1.180
6.436
6.444
6.500
8.282
1.309
8.277
8.287
7.500
10.298
1.414
10.293
10.303
8.500
12.468
1.518
12.463
12.473
9.500
14.793
1.623
14.787
14.799
Hydro.graph Detention FBasin :Routing
---------------------------------------------------------
Graph values: 'I'= unit inflow; 'O'= outflow at time shown
Time
Inflow
Outflow
Storage
O
I 5.38
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft)0
I 5.67
24.1 48.11
72.17 96.22 (Ft.)
0.083
3.64
0.03
0.012
OI
I
0.03
0.167
7.77
0.14
0.051
O I
1.24
0.12
0.250
7.61
0.27
0.103
O I
7.390
0.23
0.333
8.98
0.42
0.157
O I
O
0.36
0.417
11.44
0.59
0.224
O I
I
I 0.50
0.500
13.60
0.60
0.306
O
I
0.59
0.583
14.01
0.61
0.397
O
I
I 0.69
0.667
14.34
0.62
0.491
O
I
0.79
0.750
16.02
0.62
0.591
O
I
0.89
0.833
14.70
0.63
0.692
O
I
1.00
0.917
13.48
0.64
0.785
O
I
1.10
1.000
14.86
0.65
0.878
O
I
1.20
1.083
18.32
0.66
0.988
O
I (
1.32
1.167
21.08
0.68
1.119
O
II
I 1.46
1.250
21.79
0.69
1.262
O
Il
1.59
1.333
21.01
0.70
1.405
O
I
1.73
1.417
23.23
0.72
1.552
O
II
1.86
1.500
27.31
0.73
1.721
O
II
2.02
1.583
27.01
0.75
1.903
O
I
2.19
1.667
27.24
0.76
2.085
O
II
2.36
1.750
32.27
0.78
2.284
O
I
2.54
1.833
35.27
0.80
2.511
O
I
2.72
1.917
33.86
0.82
2.744
O
I I
2.91
2.000
33.32
0.84
2.969
O
I
3.10
2.083
34.32
0.86
3.197
O
I I I
3.28
2.167
41.05
0.88
3.450
O
I
3.49
2.250
52.52
0.90
3.766
O
3.72
2.333
50.91
0.93
4.116
O
I
3.97
2.417
61.65
0.96
4.497
O
I
I 4.25
2.500
83.91
1.00
4.992
O
I 4.59
2.667
91.48
1.16
6.244
O
I 5.38
2.750
58.01
1.20
6.750
O I I I
I 5.67
2.833
30.05
1.22
7.045
O
5.83
2.917
22.08
1.23
7.216
O II
5.92
3.000
14.05
1.24
7.332
O I
5.98
3.083
5.37
1.25
7.390
OI
6.02
3.167
1.71
1.25
7.406
O
6.02
3.333
0.21
1.25
7.400
O
6.02
3.417
0.03
1.25
7.393
O I
I 6.02
3.500
0.00
1.25
7.384
O
6.01
3.583
0.00
1.25
7.376
O I
6.01
3.667
0.00
1.24
7.367
O
6.00
3.750
0.00
1.24
7.358
O
6.00
3.833
0.00
1.24
7.350
O
5.99
3.917
0.00
1.24
7.341
0
5.99
4.000
0.00
1.24
7.3313
O
I I 5.98
4.083
0.00
1.24
7.324
O I
5.98
4.167
0.00
1.24
7.316
O I
5.98
4.250
0.00
1.24
7.307
O
I I 5.97
4.333
0.00
1.24
7.298
O
5.97
4.417
0.00
1.24
7.290
O I I
5.96
4.500
0.00
1.24
7.281
O (
I 5.96
4.583
0.00
1.24
7.273
O I
5.95
4.667
0.00
1.24
7.264
O I
5.95
4.750
0.00
1.24
7.256
O
5.94
4.833
0.00
1.24
7.247
O
I I 5.94
4.917
0.00
1.24
7.239
O I
5.93
5.000
0.00
1.24
7.230
O I
5.93
5.083
0.00
1.23
7.222
O
5.92
5.167
0.00
1.23
7.213
O
I 5.92
5.250
0.00
1.23
7.205
O
5.92
5.333
0.00
1.23
7.196
O
I 5.91
5.417
0.00
1.23
7.188
O I
5.91
5.500
0.00
1.23
7.179
O I
5.90
5.583
0.00
1.23
7.171
O I
I I 5.90
5.667
0.00
1.23
7.162
O
5.89
5.750
0.00
1.23
7.154
O
5.89
5.833
0.00
1.23
7.145
O I
I I 5.88
5.917
0.00
1.23
7.137
O I I
5.88
6.000
0.00
1.23
7.128
O
5.87
6.083
0.00
1.23
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53.250
0.00
0.85
3.147
O
3.24
53.333
0.00
0.85
3.142
O
I 3.24
53.417
0.00
0.85
3.136
O
3.23
53.500
0.00
0.85
3.130
O
3.23
1
53.583
0.00
0.85
3.124
O
3.22
53.667
0.00
0.85
3.118
O
3.22
53.750
0.00
0.85
3.112
O
3.21
53.833
0.00
0.85
3.106
O
3.21
i�
53.917
0.00
0.85
3.101
O I
I 3.20
54.000
0.00
0.85
3.095
O
3.20
54.083
0.00
0.85
3.089
O
3.19
54.167
0.00
0.85
3.083`
O I
3.19
54.250
0.00
0.85
3.077
0 I I
3.18
54.333
0.00
0.85
3.071
0
3.18
54.417
0.00
0.85
3.066
O I
I I 3.17
54.500
0.00
0.85
3.060
O
3.17
54.583
0.00
0.84
3.054
O
I 3.16
54.667
0.00
0.84
3.048
O
I 3.16
54.750
0.00
0.84
3.042
O
I 3.16
54.833
0.00
0.84
3.036
O
I 3.15
54.917
0.00
0.84
3.031
O
3.15
55.000
0.00
0.84
3.025
O (
3.14
55.083
0.00
0.84
3.019
O
3.14
55.167
0.00
0.84
3.013
O
I 3.13
55.250
0.00
0.84
3.007
O
3.13
55.333
0.00
0.84
3.002
O
3.12
55.417
0.00
0.84
2.996
O I
I I 3.12
55.500
0.00
0.84
2.990
O I
3.11
55.583
0.00
0.84
2.984
O
I 3.11
55.667
0.00
0.84
2.979
O
3.10
55.750
0.00
0.84
2.973
O I
I I 3.10
55.833
0.00
0.84
2.967
O
( ( 3.09
55.917
0.00
0.84
2.961
O
I 3.09
56.000
0.00
0.84
2.955
O I
3.08
56.083
0.00
0.84
2.950
O
3.08
56.167
0.00
0.84
2.944
O
3.07
56.250
0.00
0.84
2.938
O
I 3.07
56.333
0.00
0.83
2.932
O
3.07
56.417
0.00
0.83
2.927
O
3.06
56.500
0.00
0.83
2.921
O
I I 3.06
56.583
0.00
0.83
2.915
O I I
3.05
\�
56.667
0.00
0.83
2.909
O
3.05
56.750
0.00
0.83
2.904
O I
3.04
56.833
0.00
0.83
2.898
O
3.04
56.917
0.00
0.83
2.892
O
3.03
57.000
0.00
0.83
2.886
O
3.03
�-
57.083
0.00
0.83
2.881
O I
I I 3.02
57.167
0.00
0.83
2.875
O I
3.02
57.250
0.00
0.83
2.869
O
3.01
57.333
0.00
0.83
2.864
O
3.01
57.417
0.00
0.83
2.858
O I
3.00
57.500
0.00
0.83
2.852
O
3.00
57.583
0.00
0.83
2.846
O
I 3.00
57.667
0.00
0.83
2.841
O I
I ( 2.99
57.750
0.00
0.83
2.835
O
2.99
57.833
0.00
0.83
2.829
O I
( 2.98
57.917
0.00
0.83
2.824
O
I 2.98
58.000
0.00
0.83
2.818
O
2.97
58.083
0.00
0.83
2.812
O
2.97
58.167
0.00
0.82
2.807
O
2.96
58.250
0.00
0.82
2.801
O
2.96
58.333
0.00
0.82
2.795
O
2.95
58.417
0.00
0.82
2.790
O
2.95
58.500
0.00
0.82
2.784
O
I 2.94
58.583
0.00
0.82
2.778
O
2.94
58.667
0.00
0.82
2.773
O
2.94
58.750
0.00
0.82
2.767
O
2.93
58.833
0.00
0.82
2.761
O
I 2.93
58.917
0.00
0.82
2.756
0
2.92
59.000
0.00
0.82
2.750
O
�, 2.92
59.083
0.00
0.82
2.744
O
I 2.91
59.167
0.00
0.82
2.739
O
2.91
59.250
0.00
0.82
2.733
O
2.90
59.333
0.00
0.82
2.727
O
2.90
59.417
0.00
0.82
2.722
O
2.89
59.500
0.00
0.82
2.716
O
2.89
59.583
0.00
0.82
2.711
O
I 2.88
59.667
0.00
0.82
2.705
O
2.88
59.750
0.00
0.82
2.699
O
2.88
59.833
0.00
0.82
2.694
O
2.87
59.917
0.00
0.82
2.688
O I
2.87
60.000
0.00
0.81
2.682
O
2.86
60.083
0.00
0.81
2.677
O
2.86
60.167
0.00
0.81
2.671
O
2.85
60.250
0.00
0.81
2.666
O
2.85
60.333
0.00
0.81
2.660
O
2.84
60.417
0.00
0.81
2.654
O
2.84
60.500
0.00
0.81
2.649
O
2.83
60.583
0.00
0.81
2.643
O I
2.83
60.667
0.00
0.81
2.638
O
I 2.83
60.750
0.00
0.81
2.632
O
2.82
60.833
0.00
0.81
2.626
O
2.82
60.917
0.00
0.81
2.621
O
2.81
61.000
0.00
0.81
2.615
O
2.81
61.083
0.00
0.81
2.610
O
2.80
61.167
0.00
0.81
2.604
O
2.80
61.250
0.00
0.81
2.599
O I
2.79
61.333
0.00
0.81
2.593
O
2.79
61.417
0.00
0.81
2.587
O
2.78
61.500
0.00
0.81
2.582
O
2.78
61.583
0.00
0.81
2.576
O
2.78
61.667
0.00
0.81
2.571
O
I 2.77
61.750
0.00
0.81
2.565
O
2.77
61.833
0.00
0.80
2.560
O (
2.76
61.917
0.00
0.80
2.554
O
2.76
62.000
0.00
0.80
2.549
O
2.75
62.083
0.00
0.80
2.543
O I
2.75
62.167
0.00
0.80
2.538
O
I 2.74
62.250
0.00
0.80
2.532
O
I 2.74
62.333
0.00
0.80
2.527
O I
2.73
62.417
0.00
0.80
2.521
O
I 2.73
62.500
0.00
0.80
2.515
O I (
I 2.73
62.583
0.00
0.80
2.510
O
2.72
62.667
0.00
0.80
2.504
O
2.72
62.750
0.00
0.80
2.499
O I
2.71
62.833
0.00
0.80
2.493
O
2.71
62.917
0.00
0.80
2.488
O
2.70
63.000
0.00
0.80
2.482
O
2.70
63.083
0.00
0.80
2.477
O
2.69
63.167
0.00
0.80
2.471
O
2.69
63.250
0.00
0.80
2.466
O
2.69
63.333
0.00
0.80
2.460
O
2.68
63.417
0.00
0.80
2.455
O
2.68
63.500
0.00
0.80
2.449
0
2.67
t63.583
0.00
0.80
2.444
O I I
I 2.67
63.667
.0.00
0.80
2.439
O
2.66
63.750
0.00
0.79
2.433
O I I
I 2.66
63.833
0.00
0.79
2.428
O
2.65
63.917
0.00
0.79
2.422
O
I 2.65
64.000
0.00
0.79
2.417
O
2.64
'
64.083
0.00
0.79
2.411
O
2.64
64.167
0.00
0.79
2.406
O I I
I 2.64
64.250
0.00
0.79
2.400
O
2.63
64.333
0.00
0.79
2.395
O
2.63
64.417
0.00
0.79
2.389
O
2.62
64.500
0.00
0.79
2.384
O
I 2.62
64.583
0.00
0.79
2.378
O (
I 2.61
64.667
0.00
0.79
2.373
O
2.61
64.750
0.00
0.79
2.368
O I
I 2.60
64.833
0.00
0.79
2.362
O
2.60
64.917
0.00
0.79
2.357
O I I
I 2.60
65.000
0.00
0.79
2.351
O I
I 2.59
65.083
0.00
0.79
2.346
O
2.59
65.167
0.00
0.79
2.340
O
2.58
65.250
0.00
0.79
2.335
O
2.58
65.333
0.00
0.79
2.330
O
2.57
65.417
0.00
0.79
2.324
O
2.57
65.500
0.00
0.79
2.319
O
( 2.57
65.583
0.00
0.79
2.313
O
I 2.56
65.667
0.00
0.78
2.308
O I
2.56
65.750
0.00
0.78
2.303
O
I 2.55
65.833
0.00
0.78
2.297
O
2.55
r
65.917
0.00
0.78
2.292
O
( 2.54
66.000
0.00
0.78
2.286
O
2.54
66.083
0.00
0.78
2.281
O
2.53
66.167
0.00
0.78
2.276
O ( I
2.53
66.250
0.00
0.78
2.270
O
I 2.53
66.333
0.00
0.78
2.265
O
2.52
66.417
0.00
0.78
2.259
O
I 2.52
66.500
0.00
0.78
2.254
O
2.51
66.583
0.00
0.78
2.249
O I
2.51
66.667
0.00
0.78
2.243
O
2.50
66.750
0.00
0.78
2.238
O I
2.50
66.833
0.00
0.78
2.233
O (
2.49
66.917
0.00
0.78
2.227
O
2.49
67.000
0.00
0.78
2.222
O
I 2.48
67.083
0.00
0.78
2.217
O (
( 2.48
67.167
0.00
0.78
2.211
O I
I 2.47
67.250
0.00
0.78
2.206
O (
I 2.47
67.333
0.00
0.78
2.201
O
2.46
67.417
0.00
0.77
2.195
O
2.46
67.500
0.00
0.77
2.190
O
2.45
67.583
0.00
0.77
2.185
O
2.45
67.667
0.00
0.77
2.179
O
I 2.44
67.750
0.00
0.77
2.174
O
2.44
67.833
0.00
0.77
2.169
O
I 2.43
67.917
0.00
0.77
2.163
O I
2.43
68.000
0.00
0.77
2.158
O
2.42
68.083
0.00
0.77
2.153
0
2.42
Time
Inflow
Outflow
Storage
O
Depth
(Hours)
(CFS)
(CFS)
(AC.Ft)0
O I
24.1 48.11 72.17 96.22 (Ft.)
68.167
0.00
0.77
2.147
O
2.41
68.250
0.00
0.77
2.142
O
2.41
68.333
0.00
0.77
2.137
O
2.41
68.417
0.00
0.77
2.131
O
2.40
68.500
0.00
0.77
2.126
O
2.40
68.583
0.00
0.77
2.121
O
2.39
68.667
0.00
0.77
2.115
O
2.39
68.•750
0.00
0.77
2.110
O
2.38
68.833
0.00
0.77
2.105
O
2.38
68.917
0.00
0.77
2.100
O
2.37
69.000
0.00
0.77
2.094
O
2.37
69.083
0.00
0.77
2.089
O
2.36
69.167
0.00
0.76
2.084
O
2.36
69.250
0.00
0.76
2.079
O
2.35
69.333
0.00
0.76
2.073
O
2.35
69.417
0.00
0.76
2.068
O
2.34
69.500
0.00
0.76
2.063
O
I 2.34
69.583
0.00
0.76
2.058
O
2.33
69.667
0.00
0.76
2.052
O
I 2.33
69.750
0.00
0.76
2.047
O
2.32
69.833
0.00
0.76
2.042
O
2.32
69.917
0.00
0.76
2.037
O
2.31
70.000
0.00
0.76
2.031
O
2.31
70.083
0.00
0.76
2.026
O
I 2.30
70.167
0.00
.0.76
2.021
O
I I 2.30
70.250
0.00
0.76
2.016
O
2.29
70.333
0.00
0.76
2.010
O
2.29
70.417
0.00
0.76
2.005
O
I I 2.28
70.500
0.00
0.76
2.000
O
2.28
70.583
0.00
0.76
1.995
O
( 2.27
70.667
0.00
0.76
1.990
O
I 2.27
70.750
0.00
0.76
1.984
O
2.26
70.833
0.00
0.76
1.979
O
2.26
70.917
0.00
0.75
1.974
O
2.25
71.000
0.00
0.75
1.969
O
2.25
71.083
0.00
0.75
1.964
O
2.24
71.167
0.00
0.75
1.958
O
2.24
71.250
0.00
0.75
1.953
O
2.24
71.333
0.00
0.75
1.948
O
I 2.23
71.417
0.00
0.75
1.943
O
( 2.23
71.500
0.00
0.75
1.938
O
2.22
71.583
0.00
0.75
1.932
O
2.22
71.667
0.00
0.75
1.927
O
2.21
71.750
0.00
0.75
1.922
O
2.21
71.833
0.00
0.75
1.917
O
2.20
71.917
0.00
0.75
1.912
O
2.20
72.083
0.00
0.75
1.902
O
2.19
72.167
0.00
0.75
1.896
O I
2.18
72.250
0.00
0.75
1.891
O
2.18
72.333
0.00
0.75
1.886
O
2.17
72.417
0.00
0.75
1.881
O
2.17
72.500
0.00
0.75
1.876
0 I
2.16
72.583
0.00
0.75
1.871
O
2.16
72.667
0.00
0.74
1.866
O
2.15
72.750
0.00
0.74
1.860
O
2.15
72.833
0.00
0.74
1.855
O
2.14
72.917
0.00
0.74
1.850
O
2.14
73.000
0.00
0.74
1.845
O I I
I 2.13
73.083
0.00
0.74
1.840
O
2.13
73.167
0.00
0.74
1.835
O I I
I 2.13
73.250
0.00
0.74
1.830
O
2.12
73.333
0.00
0.74
1.825
O
2.12
73.417
0.00
0.74
1.819
O
2.11
73.500
0.00
0.74
1.814
O I
I 2.11
73.583
0.00
0.74
1.809
O
I 2.10
73.667
0.00
0.74
1.804
O I I
2.10
73.750
0.00
0.74
1.799
O
2.09
73.833
0.00
0.74
1.794
O
2.09
73.917
0.00
0.74
1.789
O
( 2.08
74.000
0.00
0.74
1.784
O
2.08
74.083
0.00
0.74
1.779
O
2.07
74.167
0.00
0.74
1.774
O
I 2.07
74.250
0.00
0.74
1.769
O
I 2.06
74.333
0.00
0.74
1.764
O
2.06
74.417
0.00
0.73
1.759
O
2.05
74.500
0.00
0.73
1.753
O I �.
I 2.05
74.583
0.00
0.73
1._748
O I
I 2.05
74.667
0.00
0.73
1.743
O
2.04
74.750
0.00
0.73
1.738
O
2.04
74.833
0.00
0.73
1.733
O
2.03
74.917
0.00
0.73
1.728
O
2.03
75.000
0.00
0.73
1.723
O
2.02
75.083
0.00
0.73
1.718
O
I 2.02
75.167
0.00
0.73
1.713
O I
I 2.01
75.250
0.00
0.73
1.708
O
2.01
75.333
0.00
0.73
1.703
O I
2.00
75.417
0.00
0.73
1.698
O
2.00
75.500
0.00
0.73
1.693
O I
I 1.99
75.583
0.00
0.73
1.688
O
( I 1.99
75.667
0.00
0.73
1.683
O
1.98
75.750
0.00
0.73
1.678
O
1.98
75.833
0.00
0.73
1.673
O I
1.98
75.917
0.00
0.73
1.668
O
1.97
76.000
0.00
0.73
1.663
O
1.97
76.083
0.00
0.73
1.658
O I
1.96
76.167
0.00
0.73
1.653
0
1.96
76.250
0.00
0.72
1.648
O
1.95
76.333
0.00
0.72
1.643
O
1.95
76.417
0.00
0.72
1.638
O I
1.94
76.500
0.00
0.72
1.633
O I
I 1.94
76.583
0.00
0.72
1.628
O
1.93
76.667
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0.64
100.000
0.00
0.60
0.349
0
0.64
100.083
0.00
0.60
0.345
O I
0.63
100.167
0.00
0.60
0.340
O
0.63
100.250
0.00
0.60
0.336
O
0.62
,.
100.333
0.00
0.60
0.332
O
0.62
100.417
0.00
0.60
0.328
O I
0.61
100.500
0.00
0.60
0.324
O
0.61
100.583
0.00
0.60
0.320
O (
0.61
100.667
0.00
0.60
0.316
O I I
0.60
100.750
0.00
0.60
0.311
O
0.60
100.833
0.00
0.60
0.307
O I
0.59
100.917
0.00
0.60
0.303
O
0.59
101.000
0.00
0.60
0.299
O
0.58
101.083
0.00
0.60
0.295
O.
0.58
101.167
0.00
'0.60
0.291
O
0.58
101.250
0.00
0.60
0.287
O I
I 0.57
101.333
0.00
0.60
0.283
O I
0.57
'
101.417
0.00
0.59
0.279
O
0.56
101.500
0.00
0.59
0.275
O
0.56
101.583
0.00
0.59
0.270
O
0.55
101.667
0.00
0.59
0.266
O I
0.55
101.750
0.00
0.59
0.262
O
0.54
101.833
0.00
0.59
0.258
O
0.54
101.917
0.00
0.59
0.254
O
0.54
_
102.000
0.00
0.59
0.250
O
0.53
102.083
0.00
0.59
0.246
O I
I 0.53
102.167
0.00
0.59
0.242
O
0.52
102.250
0.00
0.59
0.238
O
0.52
102.333
0.00
0.59
0.234
O
0.51
'
102.417
0.00
0.59
0.230
O I
I 0.51
102.500
0.00
0.59
0.226
O
I 0.51
102.583
0.00
0.59
0.222
O I
0.50
102.667
0.00
0.58
0.218
O I
0.49
102.750
0.00
0.57
0.214
O
0.49
102.833
0.00
0.56
0.210
O
0.48
102.917
0.00
0.55
0.206
O I
0.47
103.000
0.00
0.54
0.202
O I
0.46
103.083
0.00
0.53
0.198
O
0.45
103.167
0.00
0.52
0.195
O
0.44
103.250
0.00
0.51
0.191
O I
I 0.43
103.333
0.00
0.50
0.188
O
0.43
103.417
0.00
0.49
0.184
O (
0.42
103.500
0.00
0.48
0.181
O I
0.41
103.583
0.00
0.48
0.178
O I
0.40
103.667
0.00
0.47
0.174
O
I 0.40
103.750
0.00
0.46
0.171
O
0.39
103.833
0.00
0.45
0.168
O
0.38
103.917
0.00
0.44
0.165
O
0.37
104.000
0.00
0.43
0.162
O
0.37
104.083
0.00
0.43
0.159
O
0.36
104.167
0.00
0.42
0.156
O
0.35
104.250
0.00
0.41
0.153
O
0.35
104.333
0.00
0.40
0.150
O I
0.34
104.417
0.00
0.40
0.148
O
0.34
104.500
0.00
0.39
0.145
O
0.33
104.583
0.00
0.38
0.142
0 I
0.32
104.667
0.00
0.37
0.140
O
0.32
104.750
0.00
0.37
0.137
O
0.31
104.833
0.00
0.36
0.135
O
I I 0.31
104.917
0.00
0.35
0.132
O I
0.30
105.000
0.00
0.35
0.130
O
I 0.30
105.083
0.00
0.34
0.127
O I
0.29
105.167
0.00
0.33
0.125
O
0.28
105.250
0.00
0.33
0.123
O I
( 0.28
105.333
0.00
0.32
0.121
O
0.27
105.417
0.00
0.32
0.118
O
0.27
105.500
0.00
0.31
0.116
O I I
( 0.26
105.583
0.00
0.31
0.114
O
0.26
105.667
0.00
0.30
0.112
O I
0.25
105.750
0.00
0.29
0.110
O
I 0.25
105.833
0.00
0.29
0.108
O
0.25
105.917
0.00
0.28
0.106
O I
0.24
106.000
0.00
0.28
0.104
O
0.24
106.083
0.00
0.27
0.102
O I I
I 0.23
106.167
0.00
0.27
0.100
O
0.23
106.250
0.00
0.26
0.098
O
0.22
106.333
0.00
0.26
0.097
O
0.22
106.417
0.00
0.25
0.095
O
0.22
106.500
0.00
0.25
0.093
O
I 0.21
106.583
0.00
0.24
0.091
O I
( I 0.21
106.667
0.00
0.24
0.090
O
0.20
106.750
0.00
0.24
0.088
O
0.20
106.833
0.00
0.23
0.087
O
0.20
106.917
0.00
0.23
0.085
O
0.19
107.000
0.00
0.22
0.083
O I I
I 0.19
107.083
0.00
0.22
0.082
O
I 0.19
107.167
0.00
0.22
0.080
O
0.18
107.250
0.00
0.21
0.079
O
0.18
107.333
0.00
0.21
0.077
O
0.18
107.417
0.00
0.20
0.076
O
0.17
107.500
0.00
0.20
0.075
O
0.17
107.583
0.00
0.20
0.073
O
I 0.17
107.667
0.00
0.19
0.072
O
0.16
107.750
0.00
0.19
0.071
O I
0.16
107.833
0.00
0.19
0.069
O
I 0.16
107.917
0.00
0.18
0.068
O
0.15
108.000
0.00
0.18
0.067
O
0.15
108.083
0.00
0.18.
0.066
O
0.15
108.167
0.00
0.17
0.064
O I
0.15
108.250
0.00
0.17
0.063
O I I
I 0.14
108.333
0.00
0.17
0.062
O
( ( 0.14
108.417
0.00
0.16
0.061
O I
0.14
108.500
0.00
0.16
0.060
O
I 0.14
108.583
0.00
0.16
0.059
O
0.13
108.667
0.00
0.15
0.058
O
0.13
108.750
0.00
0.15
0.057
O I I
I 0.13
108.833
0.00
0.15
0.056
O
I 0.13
108.917
0.00
0.15
0.055
O
0.12
109.000
0.00
0.14
0.054
O
0.12
109.083
0.00
0.14
0.053
O I
0.12
109.167
0.00
0.14
0.052
0
0.12
109.250 0.00 0.14 0.051 O 0.12
109.333 0.00 0.13 0.050 O 0.11
Inflow
Time
Storage
(Hours)
Depth
109.417
'
109.500
109.583
0.00
109.667
0.049
1
109.750
0.00
0.13
109.833
O
109.917
0.00
0.13
110.000
O
0.11
110.083
0.12
110.167
O
0.11
110.250
0.12
'
110.333
0.10
110.417
0.12
110.500
O
0.10
110.583
Inflow
Outflow
Storage
Depth
(CFS)
(CFS)
(Ac.Ft)0
24.1 48.11 72.17 96.22 (Ft.)
0.00
0.13
0.049
O
0.11
0.00
0.13
0.048
O
0.11
0.00
0.13
0.047
O
0.11
0.00
0.12
0.046
O
0.11
0.00
0.12
0.045
O
0.10
0.00
0.12
0.045
O
0.10
0.00
0.12
0.044
O
0.10
0.00
0.11
0.043
O
( 0.10
0.00
0.11
0.042
O
0.10
0.00
0.11
0.041
O
0.09
0.00
0.11
0.041
O
I 0.09
0.00
0.11
0.040
O
0.09
0.00
0.10
0.039
O
0.09
0.00
0.10
0.038
O
( 0.09
0.00
0.10
0.038
O
0.09
' Remaining water in basin = 0.04 (Ac.Ft)
******* * * * * * * * * * * * * * * * * ** * * *HYDROGRAPH DATA * * * * ** * ** * * *** * * * * * * ** * * * * **
Number of intervals = 1328
Time interval = 5.0 (Min.)
' Maximum /Peak flow rate = 1.248 (CFS)
Total volume = 7.583 (Ac.Ft)
1
UJ
' FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004
Study date: 03/16/07
---------------------------------------------------------------------
Tract 35060 - MDS 69400. Combined Basins�1 & 2
3 hr / 100 yr Storm Perc
' Project Tributary Area -.Only
File 69400Bl2OnFld3hr
--------------------------------------------
Program License serial Number 4082
* * * * * * * * * *.HYDROGRAPH ;INFORMATION.
From study /file name: 69400B120nUhA113100.rte
HYDROGRAVH ::
Number of intervals = 41
' Time interval = 5.0 (Min.)
Maximum /Peak flow rate = 96.222 (CFS)
Total volume = 7.620 (Ac.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2065.000 to Point /Station 0.000
* * ** RETARDING. BASIN ROUTING
' User entry of depth - outflow- storage data
Total number of inflow hydrograph intervals = 41
Hydrograph time unit = 5.000 (Min.)
' Initial depth in storage basin = 0.00(Ft.)
Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
' Initial basin outflow = 0.00 (CFS)
Depth'vs S orage and Depth 'vs Discharge ,data:.
Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2)
(Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
0.000 0.000 0.000 0.000 0.000
0.500 0.220 0.010 0.220 0.220
' 1.500 1.160 0.011 1.160 1.160
2.500 2.239 0.012 2.239 2.239
3.500 3.465 0.013 3.465 3.465
' 4.500 4.841 0.014 4.841 4.841
5.500 6.440 0.015 6.440 6.440
6.500 8.282 0.016 8.282 8.282
7.500 10.298 0.017 10.298 10.298
8.500 12.468 0.019 12.468 12.468
9.500 14.793 0.020 14.793 14.793
--------------------------------------------------------------------
1
Hydrograph Detention Basin Routing
---------------------------------------------------------
Graph values: 'I'= unit inflow; 101= outflow at time shown
Tsme .
Inflow'. Outflow •'
S-i6rage
:. Depth
(Hours)
(CFS);'': `(CFS)'
('AcFt) 0
24.r'
48.,11 72.17 96 22 t. ),
0.083
3.64
0.00
0.013
OI
I
I I I 0.03
0.167
7.77
0.00
0.052
O I
I
I I I 0.12
0.250
7.61
0.00
0.105
O I
I
I I I 0.24
0.333
8.98
0.01
0.162
O I
I
I I I 0.37
0.417
11.44
0.01
0.232
O I
I
I I i 0.51
0.500
13.60
0.01
0.318
O
I I
I I I 0.60
0.583
14.01
0.01
0.413
O
I I
I I I 0.71
0.667
14.34
0.01
0.511
O
I I
I I I 0.81
0.750
16.02
0.01
0.615
O
I I
I I I 0.92
0.833
14.70
0.01
0.721
O
I I
I I I 1.03
0.917
13.48
0.01
0.818
O
I I
I I I 1.14
1.000
14.86
0.01
0.915
O
I I
I I I 1.24
1.083
18.32
0.01
1.030
O
I I
I I I 1.36
1.167
21.08
0.01
1.165
O
II
I I I 1.50
.1.250
21.79
0.01
1.313
O
II
I I I 1.64
1.333
21.01
0.01
1.460
O
I I
I I I 1.78
1.417
23.23
0.01
1.612
O
II
I I I 1.92
1.500
27.31
0.01
1.786
O
II
I I I 2.08
1.583
27.01
0.01
1.973
O
I
I I I 2.25
1.667
27.24
0.01
2.160
O
II
I I I 2.43
1.750
32.27
0.01
2.365
O
I I
I I I 2.60
1.833
35.27
0.01
2.597
O
I I
I I I 2.79
1.917
33.86
0.01
2.835
O
I I
I I I 2.99
2.000
33.32
0.01
3.067
O
I I
I I I 3.18
2.083
34.32
0.01
3.299
O
I I
I I I 3.37
2.167
41.05
0.01
3.559
O
I
I I I I 3.57
2.250
52.52
0.01
3.881
O
I
II I I 3.80
2.333
50.91
0.01
4.237
O
I
I I I 4.06
2.:417
61.65
0.01
4.625
O
I
I I I I 4.34
2.500
83.91
0.01
5.126
O
I 4.68
2 .. 5 8 3..
9 6 : 2 2 ::
0 `0'1
5.7 4;6
Q '.:...
I
" :: I I:,. .' - I ';�
5 •. 0;7
2.667
91.48
0.01
6.392
O
I
I I I I 5.47
2.750
58.01
0.02
6.907
O
I
I I I I 5.75
2.833
30.05
0.02
7.210
O
II
I I I 5.92
2.917
22.08
0.02
7.390
O
II
I I I 6.02
3.000
14.05
0.02
7.514
O
I I
I ( I 6.08
3.083
5.37
0.02
7.581
0I
I
I I I 6.12
3.167
1.71
0.02
7.605
O
I
I I I 6.13
3.250
0.70
0.02
7.613
O
I
I I I 6.14
3.333
0.21
0.02
7.616
O
I
I I I 6.14
3 417
0.03
0.02
7.617
O
6.14
3:.500 0. -00' 0:02
Remaining water in basin = 7.62 (Ac.Ft)
* * * * * * * * * * * * * * *HYDROGR:APH'. DATA * * * * * * * * *' *. * *: **
Number of intervals = 42
Time interval = 5.0 (Min.)
Maximum /Peak flow rate = 0.016 (CFS)
Total volume = 0.003 (Ac.Ft)
FLOOD, ,HYDROGRAPH f R_OUTI -NG ",PROGRAM
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004
Study date: 03/16/07
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
--
Tracts 3,5060 - MDS 6940W Comliined �BasinS 1 r& 2
' :Flood Hydrograph 6 �hr� /7"100 :yr Storiin
Proj'ectk Tributary Area Only
File 69400B12onFld6hr
----------------------------------
Program License Serial Number 4082
HYDROG_RAPH I_NFyORNlATI_ON * * * * * * ** ** * **
From study /file name:�69400B120nUhA116100.rte
YDROGRAPH = DATA* *
Number of intervals = 38.
Time interval = 10.0 (Min.)
Maximum /Peak flow rate = 72.232 (CFS)
Total volume = 7.513 (Ac.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2065.000 to Point /Station 0.000
****,RETARDING BASIN:ROUTING
User entry of depth - outflow- storage data
Total number of inflow hydrograph intervals = 38
Hydrograph time unit = 10.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
Dep.thvs .Storage ,and�'Depth l°�,vs :,Discfiarge� "data •`
Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2^)
(Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
0.000
0.000
0.000
0.000
0.000
0.500
0.220
0.010
0.220
0.220
1.500
1.160
0.015
1.160
1.160
2.500
2.239
0.021
2.239
2.239
3.500
3.465
0.022
3.465
3.465
4.500
4.841
0.023
4.841
4.841
5.500
6.440
0.024
6.440
6.440
6.500
8.282
0.025
8.282
8.282
7.500
10.298
0.026
10.298
10.298
8.500
12.468
0.027
12.468
12.468
9.500
14.793
0.028
14.793
14.793
1
Total volume = 0.008 (Ac.Ft)
Hydrograph Detention Basin Routing
Graph values: 'I'=
---- ------ -------=----
unit inflow; 'O'= outflow at time shown
'
---------------------------------------------------------------------
Time Inflow
(Routs): (CFS)
Outflow
(CFS)
Storage
(Ac. Ft) 0, 18.1 36.12 54:17
Depth
72.23 (Ft.)
0.167
0.21
0.00
0.001
O I I
0.00
0.333
0.86
0.00
0.009
O
I 0.02
0.500
1.71
0.00
0.027
O
0.06
0.667
2.58
0.00
0.056
OI
0.13
0.833
2.92
0.00
0.094
OI
0.21
1.000
3.49
0.01
0.138
OI
0.31
'
1.167
4.32
0.01
0.192
OI I
0.44
1.333
4.66
0.01
0.253
O I
0.54
1.500
4.70
0.01
0.318
O I
0.60
1.667
4.70
0.01
0.382
O I
0.67
1.833
4.70
0.01
0.447
O I
0.74
2.000
5.23
0.01
0.515
O I I
I 0.81
'
2.167
5.53
0.01
0.589
O I I
0.89
2.333
6.10
0.01
0.669
O I
0.98
2.500
6.40
0.01
0.755
O I I
1.07
'
2.667
6.44
0.01
0.843
O I
1.16
2.833
7.50
0.01
0.939
O I
1.27
3.000
8.09
0.01
1.046
O I
1.38
3.167
8.71
0.02
1.162
O I I I
1.50
3.333
9.54
0.02
1.287
O I
1.62
3.500
11.46
0.02
1.432
O I
I 1.75
3.667
13.98
0.02
1.607
O I I I
1.91
'
3.833
16.06
0.02
1.813
O Il
2.11
4.000
17.85
0.02
2.047
O II
2.32
4.167
20.12
0.02
2.308
O I I
I 2.56
'
4.333
23.21
0.02
2.606
O I
2.80
4.500
26.12
0.02
2.945
O I I I I
3.08
4.667
28.77
0.02
3.323
O I
3.38
'
4.833
31.38
0.02
3.737
O I I I I
3.70
5.000
33.99
0.02
4.187
O
4.02
5.167
43.46
0.02
4.720
O I I I
4.41
5.333
55.74
0.02
5.403
O I
4.85
5 5;00
72.2;3:.
�2
, 6.,t'64
5.667
39.84
0.02
7.056
O II I
5.83
5.833
9.54
0.02
7.395
O I
I 6.02
6.000
2.35
0.02
7.477
OI
6.06
6.167
0.84
0.02
7.498
O
6.07
6.333
0.12
0.02
7.505
O
6.08
'
6.500
0 .'00
0.02
Remaining water in
basin =
7.51 (Ac.Ft)
*HYDRO19 H •DATA * * * * *. * *: * *..,,,
Number
of intervals
= 39
Time interval =
10.0 (Min.)
Maximum /Peak flow
rate = 0.025 (CFS)
1
Total volume = 0.008 (Ac.Ft)
1
1
1
1
1
1
1
1
1
� I
� I
�F�I,OOD�'HYDROGRAP �R;OTJT�I�NG�'�PR�OG�'it�N!
H�i4t �lf4ieaa<Yinfii _tisaleZiii4_,�^��+cisJ. S'��rah- �":a.`uiit,:�,t ,.' �.i'.*$+ �7��• xt .�++r�- �..?'skSM71^nk'Y•rti.r�J +f :S?e:ss.x:.ya4:
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004
Study date: 06/21/07
File 69400B12onFld6hr
Program License Serial Number 4082
-------------------------------------------------------------- - - - - --
From study /file name: 69400B120nUhA116100.rte
******* * * * * * * * ** * * * * ** * * * * * *HYDROGRAPH DATA * * * * *** * * * * * * * * * * * * * * * * * * * **
Number of intervals = 38
Time interval = 10.0 (Min.)
Maximum /Peak flow rate = 72.232 (CFS)
Total volume = 7.513 (Ac.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2065.000 to Point /Station 0.000
User entry of
depth - outflow- storage data
Total number of inflow
hydrograph
intervals =
Hydrograph time unit =
10.000 (Min.)
Initial depth
in storage basin =
0.00(Ft.)
Initial basin
depth =
0.00 (Ft.)
Initial basin
storage =
0.00
(Ac.Ft)
Initial basin
outflow =
0.00 (CFS)
is•"°.�'? sie:;,Sti.��S`L° *'4fn„ �!,e+ -R XtFr' 3. '� ' �?"?^� ''t' s'�YR%� ��"�?fc," °ait sk:Fii- Bas,+...,�.�R�F �''S
�Depth�rzs.; '�.- #a�z
�sp�Sto�r�age
.and�Degthgvs��
�D,�i�s�char�ge�„�da�t
Basin Depth
Storage
Outflow
(S- O *dt /2)
(Ft.)
(Ac.Ft)
(CFS)
(Ac,.Ft)
0.000
0.000
0.000
0.000
0.500
0.220
0.589
0.216
1.500
1.160
0.680
1.155
2.500
2.239
0.779
2.234
3.500
3.465
0.878
3.459
4.500
4.841
0.981
4.834
5.500
6.440
1.180
6.432
6.500
8.282
1.309
8.273
7.500
10.298
1.4.14
10.288
8.500
12.468
1.518
12.458
9.500
14.793
1.623
14.782
38
(S +O *dt /2)
(AC. Ft)
0.000
0.224
1.165
2.244
3.471
4.848
6.448
8.291
10.308
12.478
14.804
'
----
------ ---
-`-'-- - .- -- - iF - - -----------
Iydrograph� Detentions Basin..'Rou4=t�.T-ng,
7.155
O
5.89
6.500
- - - - - - - - - - - - - - - - - - - - - - - - - ------------
1.23
'
Graph values: 'I'=
unit inflow; '01= outflow at time shown
6.667
---------------------------------------------------------------------
Time
Inflow
Outflow
Storage
5.87
Depth
'
(Hours)
(CFS)
(CFS)
(AC.Ft)0
18.1 36.12 54.17
72.23 (Ft.)
7.000
0.167
0.21
0.00
0.001
O I I
I 0.00
7.167
0.333
0.86
0.02
0.009
O
I 0.02
'
0.500
1.71
0.07
0.026
O I I I
0.06
7.667
0.667
2.58
0.14
0.054
OI
0.12
7.833
0.833
2.92
0.24
0.089
OI
0.20
1.000
3.49
0.35
0.129
OI
I 0.29
1.167
4.32
0.47
0.177
OI I
0.40
1.333
4.66
0.59
0.232
O I
0.51
1.500
4.70
0.60
0.288
O I
0.57
1.667
4.70
0.60
0.345
O I I
I 0.63
1.833
4.70
0.61
0.401
O I I
0.69
2.000
5.23
0.61
0.461
O I ( I
I 0.76
'
2.167
5.53
0.62
0.527
O I I
I 0.83
2.333
6.10
0.63
0.598
O I I
( 0.90
2.500
6.40
0.63
0.676
O I I
I 0.98
2.667
6.44
0.64
0.755
O I
1.07
2.833
7.50
0.65
0.843
O I
1.16
3.000
8.09
0.66
0.941
O I
1.27
3.167
8.71
0.67
1.048
O I
1.38
3.333
9.54
0.68
1.164
O I I I
I 1.50
3.500
11.46
0.69
1.299
O I (
1.63
'
3.667
13.98
0.71
1.465
O I I
1.78
'
3.833
16.06
0.73
1.662
O Il 1
1.96
4.000
17.85
0.75
1.885
O II I I
I 2.17
'
4.167
4.333
20.12
23.21
0.77
0.79
2.136
2.424
O I
O I I I
2.40
I 2.65
4.500
26.12
0.82
2.752
O I I I (
I 2.92
4.667
28.77
0.85
3.119
O I
3.22
4.833
31.38
0.88
3.521
O I I
I 3.54
5.000
33.99
0.91
3.959
O
3.86
5.167
43.46
0.95
4.480
O I I I I
I 4.24
5.333
55.74
1.02
5.149
O I
4.69
5 'SUO.F
t
� -' *�-� �6a,�_016'.�p °�t�� I '��` �''y� �
I,`4�
��I, «'
C'tp5:r
rF72° .2.3a,�
,�1�.z13'
��
1�'� �'.�i6
Y'
�•2 �3
5.667
39.84
1.20
6.772
O
5.68
5.833
9.54
1.23
7.095
O I I I
I 5.86
6.000
2.35
1.23
7.160
OI
5.89
'
6.333
0.12
1.23
7.155
O
5.89
6.500
0.00
1.23
7.139
O
5.88
6.667
0.00
1.23
7.122
O
5.87
6.833
0.00
1.23
7.105
O
5.86
7.000
0.00
1.23
7.088
O I
I 5.85
7.167
0.00
1.22
7.071
O
( 5.84
'
7.333
7.500
0.00
0.00
1.22
1.22
7.054
7.037
O
O
5.83
5.82
7.667
0.00
1.22
7.020
O
5.82
7.833
0.00
1.22
7.004
0
5.81
� I
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(AC.Ft)0
18.1 36.12 54.17 72.23 (Ft.)
8.000
0.00
1.22
6.987
O
I 5.80
8.167
0.00
1.22
6.970
O
I 5.79
8.333
0.00
1.22
6.953
O
5.78
8.500
0.00
1.21
6.937
O
I ( I 5.77
8.667
0.00
1.21
6.920
O
5.76
8.833
0.00
1.21
6.903
O
I I I 5.75
9.000
0.00
1.21
6.886
O
I 5.74
9.167
0.00
1.21
6.870
O
I 5.73
9.333
0.00
1.21
6.853
O
5.72
9.500
0.00
1.21
6.836
O
5.72
9.667
0.00
1.21
6.820
O
I 5.71
9.833
0.00
1.21
6.803
O
5.70
10.000
0.00
1.20
6.787
O
5.69
10.167
0.00
1.20
6.770
O
I I I 5.68
10.333
0.00
1.20
6.753
O
I 5.67
10.500
0.00
1.20
6.737
O
5.66
10.667
0.00
1.20
6.720
O
( 5.65
10.833
0.00
1.20
6.704
O
I I I 5.64
11.000
0.00
1.20
6.687
O
5.63
11.167
0.00
1.20
6.671
O
5.63
11.333
0.00
1.20
6.654
O
5.62
11.500
0.00
1.19
6.638
O
5.61
11.667
0.00
1.19
6.622
O
5.60
11.833
0.00
1.19
6.605
O
5.59
12.000
0.00
1.19
6.589
O
I I 5.58
12.167
0.00
1.19
6.572
O
5.57
12.333
0.00
1.19
6.556
O
5.56
12.500
0.00
1.19
6.540
O
I I 5.55
12.667
0.00
1.19
6.523
O
I I I I 5.55
12.833
0.00
1.18
6.507
O
I 5.54
13.000
0.00
1.18
6.491
O
I I I 5.53
13.167
0.00
1.18
6.474
O
I I 5.52
13.333
0.00
1.18
6.458
O
5.51
13.500
0.00
1.18
6.442
O
I 5.50
13.667
0.00
1.18
6.426
O
5.49
13.833
0.00
1.18
6.409
O
I I 5.48
14.000
0.00
1.17
6.393
O
5.47
14.167
0.00
1.17
6.377
O
I 5.46
14.333
0.00
1.17
6.361
O
5.45
14.500
0.00
1.17
6.345
O
5.44
14.667
0.00
1.17
6.329
O
I I 5.43
14.833
0.00
1.16
6.313
O
I ( 5.42
15.000
0.00
1.16
6.297
O
5.41
15.167
0.00
1.16
6.281
.0
5.40
15.333
0.00
1.16
6.265
O
5.39
15.500
0.00
1.16
6.249
O
5.38
15.667
0.00
1.15
6.233
O
I 5.37
15.833
0.00
1.15
6.217
O
I 5.36
16.000
0.00
1.15
6.201
O
5.35
16.167
0.00
1.15
6.185
O
I 5.34
16.333
0.00
1.15
6.169
O
5.33
16.500
0.00
1.14
6.154
O
5.32
16.667
0.00
1.14
6.138
0
I 5.31
16.833
0.00
1.14
6.122
O
5.30
17.000
0.00
1.14
6.106
O
I 5.29
17.167
0.00
1.14
6.091
O
5.28
17.333
0.00
1.13
6.075
O
5.27
17.500
0.00
1.13
6.060
O
5.26
17.667
0.00
1.13
6.044
O
I ( 5.25
17.833
0.00
1.13
6.028
O
5.24
18.000
0.00
1.13
6.013
O
I 5.23
18.167
0.00
1.12
5.997
O
5.22
18.333
0.00
1.12
5.982
O
5.21
18.500
0.00
1.12
5.966
O
5.20
18.667
0.00
1.12
5.951
O
5.19
18.833
0.00
1.12
5.936
O
5.18
19.000
0.00
1.12
5.920
O
I 5.17
19.167
0.00
1.11
5.905
O
5.17
19.333
0.00
1.11
5.890
O I
5.16
19.500
0.00
1.11
5.874
O
I 5.15
19.667
0.00
1.11
5.859
O
I 5.14
19.833
0.00
1.11
5.844
O
5.13
20.000
0.00
1.10
5.829
O
5.12
20.167
0.00
1.10
5.813
O
5.11
20.333
0.00
1.10
5.798
O
5.10
20.500
0.00
1.10
5.783
O
5.09
20.667
0.00
1.10
5.768
O
5.08
20.833
0.00
1.09
5.753
O (
5.07
21.000
0.00
1.09
5.738
O
5.06
21.167
0.00
1.09
5.723
O
5.05
21.333
0.00
1.09
5.708
O
( 5.04
21.500
0.00
1.09
5.693
O
5.03
21.667
0.00
1.09
5.678
O
5.02
21.833
0.00
1.08
5.663
O
I 5.01
22.000
0.00
1.08
5.648
O
5.00
22.167
0.00'
1.08
5.633
O
5.00
22.333
0.00
1.08
5.618
O
4.99
22.500
0.00
1.08
5.603
O
4.98
22.667
0.00
1.07
5.589
O
I ( 4.97
22.833
0.00
1.07
5.574
O I
I 4.96
23.000
0.00
1.07
5.559
O
4.95
23.167
0.00
1.07
5.544
O
4.94
23.333
0.00
1.07
5.530
O
4.93
23.500
0.00
1.06
5.515
O
I 4.92
23.667
0.00
1.06
5.500
O I
4.91
23.833
0.00
1.06
5.486
O
I 4.90
24.000
0.00
1.06
5.471
O I
I 4.89
24.167
0.00
1.06
5.456
O I
4.88
24.333
0.00
1.06
5.442
O
4.88
24.500
0.00
1.05
5.427
O
4.87
24.667
0.00
1.05
5.413
O
4.86
24.833
0.00
1.05
5.398
O
4.85
25.000
0.00
1.05
5.384
O I
I 4.84
25.167
0.00
1.05
5.369
O
4.83
25.333
0.00
1.04
5.355
O I
4.82
25.500
0.00
1.04
5.341
O
4.81
25.667
0.00
1.04
5.326
O
4.80
25.833
0.00
1.04
5.312
0
I 4.79
26.000
0.00
1.04
5.298
O I
4.79
26.167
0.00
1.04
5.283
O
4.78
26.333
0.00
1.03
5.269
O
I 4.77
26.500
0.00
1.03
5.255
O
4.76
26.667
0.00
1.03
5.241
O
4.75
26.833
0.00
1.03
5.227
O I
I 4.74
27.000
0.00
1.03
5.212
O
4.73
27.167
0.00
1.03
5.198
O
4.72
27.333
0.00
1.02
5.184
O
I 4.71
27.500
0.00
1.02
5.170
O I
I I 4.71
27.667
0.00
1.02
5.156
O
I 4.70
27.833
0.00
1.02
5.142
O
4.69
28.000
0.00
1.02
5.128
O
4.68
28.167
0.00
1.01
5.114
O I
4.67
28.333
0.00
1.01
5.100
O
I 4.66
28.500
0.00
1.01
5.086
O
4.65
28.667
0.00
1.01
5.072
O I
4.64
28.833
0.00
1.01
5.058
O
4.64
29.000
0.00
1.01
5.044
O I I
4.63
29.167
0.00
1.00
5.030
O
4.62
29.333
0.00
1.00
5.017
O
4.61
29.500
0.00
1.00
5.003
O
4.60
29.667
0.00
1.00
4.989
O
4.59
29.833
0.00
1.00
4.975
O I I
I 4.58
30.000
0.00
1.00
4.962
O
4.58
30.167
0.00
0.99
4.948
O
4.57
30.333
0.00
0.99
4.934
O
4.56
30.500
0.00
0.99
4.920
0
4.55
30.667
0.00
0.99
4.907
O I
( 4.54
30.833
0.00
0.99
4.893
O
4.53
31.000
0.00
0.99
4.880
O
I 4.52
31.167
0.00
0.98
4.866
O
4.52
31.333
0.00
0.98
4.853
O I
4.51
31.500
0.00
0.98
4.839
O
4.50
31.667
0.00
0.98
4.826
O
4.49
31.833
0.00
0.98
4.812
O
4.48
32.000
0.00
0.98
4.799
O I
( 4.47
32.167
0.00
0.98
4.785
O I
I 4.46
32.333
0.00
0.98
4.772
O
4.45
32.500
0.00
0.97
4.758
O
4.44
32.667
0.00
0.97
4.745
O
4.43
32.833
0.00
0.97
4.731
O
4.42
33.000
0.00
0.97
4.718
O
I 4.41
33.167
0.00
0.97
4.705
O
4.40
33.333
0.00
0.97
4.691
O
4.39
33.500
0.00
0.97
4.678
O
4.38
33.667
0.00
0.97
4.665
O
4.37
33.833
0.00
0.97
4.651
O
4.36
34.000
0.00
0.97
4.638
O
4.35
34.167
0.00
0.96
4.625
O
4.34
34.333
0.00
0.96
4.611
O
4.33
34.500
0.00
0.96
4.598
O
4.32
34.667
0.00
0.96
4.585
O
4.31
34.833
0.00
0.96
4.572
O
4.30
35.000
0.00
0.96
4.558
0
4.29
35.167
0.00
0.96
4.545
O
I 4.28
35.333
0.00
0.96
4.532
O
4.28
35.500
0.00
0.96
4.519
O
I 4.27
35.667
0.00
0.96
4.506
O I
4.26
35.833
0.00
0.95
4.492
O
4.25
36.000
0.00
0.95
4.479
O I
I 4.24
36.167
0.00
0.95
4.466
O
4.23
36.333
0.00
0.95
4.453
O I (
I 4.22
36.500
0.00
0.95
4.440
O
4.21
36.667
0.00
0.95
4.427
O
4.20
36.833
0.00
0.95
4.414
O I
4.19
37.000
0.00
0.95
4.401
O
I 4.18
37.167
0.00
0.95
4.388
O
4.17
37.333
0.00
0.95
4.375
O I
4.16
37.500
0.00
0.95
4.362
O
4.15
37.667
0.00
0.94
4.349
O I
I I 4.14
37.833
0.00
0.94
4.336
O
4.13
38.000
0.00
0.94
4.323
O
I 4.12
38.167
0.00
0.94
4.310
O I
4.11
38.333
0.00
0.94
4.297
O
4.10
38.500
0.00
0.94
4.284
O
4.09
38.667
0.00
0.94
4.271
O
I 4.09
38.833
0.00
0.94
4.258
O
4.08
39.000
0.00
0.94
4.245
O
4.07
39.167
0.00
0.94
4.232
O
4.06
39.333
0.00
0.93
4.219
O
I 4.05
39.500
0.00
0.93
4.206
O
4.04
39.667
0.00
0.93
4.193
O
4.03
39.833
0.00
0.93
4.181
O
4.02
40.000
0.00
0.93
4.168
O
I 4.01
40.167
0.00
0.93
4.155
O
4.00
40.333
0.00
0.93
4.142
O
3.99
40.500
0.00
0.93
4.129
O
I 3.98
40.667
0.00
0.93
4.117
O (
I 3.97
40.833
0.00
0.93
4.104
O
3.96
41.000
0.00
0.92
4.091
O
3.96
41.167
0.00
0.92
4.078
O
3.95
41.333
0.00
0.92
4.066
O I
3.94
41.500
0.00
0.92
4.053
O
3.93
41.667
0.00
0.92
4.040
O
3.92
41.833
0.00
0.92
4.028
O I
3.91
42.000
0.00
0.92
4.015
O
3.90
42.167
0.00
0.92
4.002
O I
( 3.89
42.333
0.00
0.92
3.990
O
3.88
42.500
0.00
0.92
3.977
O
I 3.87
42.667
0.00
0.92
3.964
O
3.86
42.833
0.00
0.91
3.952
O
3.85
43.000
0.00
0.91
3.939
O
3.84
43.167
0.00
0.91
3.927
O
3.84
43.333
0.00
0.91
3.914
O
3.83
43.500
0.00
0.91
3.902
O
I 3.82
43.667
0.00
0.91
3.889
O
3.81
43.833
0.00
0.91
3.876
O
I 3.80
44.000
0.00
0.91
3.864
O
3.79
44.167
0.00
0.91
3.851
O I
3.78
44.333
0.00
0.91
3.839
O
3.77
44.500
0.00
0.91
3.826
O
3.76
44.667
0.00
0.90
3.814
O
3.75
44.833
0.00
0.90
3.802
O
•3.74
45.000
0.00
0.90
3.789
O I
3.74
45.167
0.00
0.90
3.777
O
( 3.73
45.333
0.00
0.90
3.764
O
3'.72
45.500
0.00
0.90
3.752
O I
3.71
45.667
0.00
0.90
3.740
O
3.70
45.833
0.00
0.90
3.727
O (
3.69
46.000
0.00
0.90
3.715
O
( 3.68
46.167
0.00
0.90
3.702
O
I 3.67
46.333
0.00
0.89
3.690
O I
( 3.66
46.500
0.00
0.89
3.678
O
3.65
46.667
0.00
0.89
3.665
O
I 3.65
46.833
0.00
0.89
3.653
O
3.64
47.000
0.00
0.89
3.641
O (
I 3.63
47.167
0.00
0.89
3.629
O
3.62
47.333
0.00
0.89
3.616
O I
3.61
47.500
0.00
0.89
3.604
O I I
I 3.60
47.667
0.00
0.89
3.592
O (
3.59
47.833
0.00
0.89
3.580
O
I 3.58
48.000
0.00
0.89
3.567
O I
3.57
48.167
0.00
0.88
3.555
O
3.57
48.333
0.00
0.88
3.543
O
3.56
48.500
0.00
0.88
3.531
O
3.55
48.667
0.00
0.88
3.519
O I
3.54
48.833
0.00
0.88
3.507
O
3.53
49.000
0.00
0.88
3.495
O
I 3.52
49.167
0.00
0.88
3.482
O I
I 3.51
49.333
0.00
0.88
3.470
O
3.50
49.500
0.00
0.88
3.458
O
3.49
49.667
0.00
0.88
3.446
O (
3.48
49.833
0.00
0.88
3.434
O I
3.47
50.000
0.00
0.87
3.422
O
3.46
50.167
0.00
0.87
3.410
O I
I I 3.46
50.333
0.00
0.87
3.398
O
3.45
50.500
0.00
0.87
3.386
O
3.44
50.667
0.00
0.87
3.374
O
3.43
50.833
0.00
0.87
3.362
O
( 3.42
51.000
0.00
0.87
3.350
O
3.41
51.167
0.00
0.87
3.338
O
3.40
51.333
0.00
0.87
3.326
O I
I 3.39
51.500
0.00
0.87
3.314
O
I 3.38
51.667
0.00
0.86
3.302
O
3.37
51.833
0.00
0.86
3.290
O
3.36
52.000
0.00
0.86
3.278
O
3.35
52.167
0.00
0.86
3.267
O
3.34
52.333
0.00
0.86
3.255
O (
3.33
52.500
0.00
0.86
3.243
O
I 3.32
52.667
0.00
0.86
3.231
O I
I 3.31
52.833
0.00
0.86
3.219
O
3.30
53.000
0.00
0.86
3.207
O I
3.29
53.167
0.00
0.86
3.196
O
3.28
53.333
0.00
0.86
3.184
0
3.27
53.500
0.00
0.85
3.172
0
3.26
53.667
0.00
0.85
3.160
0
3.25
53.833
0.00
0.85
3.148
O
I 3.24
54.000
0.00
0.85
3.137
0
3.23
54.167
0.00
0.85
3.125
0 I
3.22
54.333
0.00
0.85
3.113
0 (
I 3.21
54.500
0.00
0.85
3.102
0
3.20
54.667
0.00
0.85
3.090
O I
3.19
54.833
0.00
0.85
3.078
0 I
3.18
55.000
0.00
0.85
3.067
0
I 3.18
55.167
0.00
0.84
3.055
0
I 3.17
55.333
0.00
0.84
3.043
O
3.16
55.500
0.00
0.84
3.032
0 I
3.15
55.667
0.00
0.84
3.020
0 (
( 3.14
55.833
0.00
0.84
3.009
0 I
I 3.13
56.000
0.00
0.84
2.997
0
3.12
56.167
0.00
0.84
2.985
0
3.11
56.333
0.00
0.84
2.974
0
I 3.10
56.500
0.00
0.84
2.962
0 I
3.09
56.667
0.00
0.84
2.951
0
3.08
56.833
0.00
0.84
2.939
0 I
3.07
57.000
0.00
0.83
2.928
0
I 3.06
57.167
0.00
0.83
2.916
0
3.05
57.333
0.00
0.83
2.:905
O I
I I 3.04
57.500
0.00
0.83
2.893
0
3.03
57.667
0.00
0.83
2.882
0 I I
I I 3.02
57.833
0.00
0.83
2.870
O I
3.02
58.000
0.00
0.83
2.859
0
3.01
58.167
0.00
0.83
2.848
O I
I I 3.00
58.333
0.00
0.83
2.836
0 I
2.99
58.500
0.00
0.83
2.825
0 I
I I 2.98
58.667
0.00
0.83
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O I
I 2.97
58.833
0.00
0.82
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0
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59.000
0.00
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O
2.95
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0.00
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0
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0.00
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O
2.•93
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0.00
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0 (
2.92
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0.00
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0
I I 2.91
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0.00
0.82
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O
2.90
60.000
0.00
0.82
2.723
0
2.89
60.167
0.00
0.82
2.712
O
2.89
60.333
0.00
0.82
2.700
0
2.88
60.500
0.00
0.82
2.689
0 I
2.87
60.667
0.00
0.81
2.678
0
I 2.86
60.833
0.00
0.81
2.667
0 I
2.85
61.000
0.00
0.81
2.655
0
I 2.84
61.167
0.00
0.81
2.644
0
2.83
61.333
0.00
0.81
2.633
0 I
2.82
61.500
0.00
0.81
2.622
0
2.81
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0.00
0.81
2.611
O
I 2.80
61.833
0.00
0.81
2.600
0 I I
I 2.79
62.000
0.00
0.81
2.589
0
I 2.79
62.167
0.00
0.81
2.577
0
2.78
62.333
0.00
0.81
2.566
0
2.77
62.500
0.00
0.80
2.555
0
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'
62.667
0.00
0.80
2.544
O
2.75
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0.00
0.80
2.533
O
2.74
63.000
0.00
0.80
2.522
0
2.73
63.167
0.00
0.80
2.511
O
I 2.72
63.333
0.00
0.80
2.500
0 (
I 2.71
63.500
0.00
0.80
2.489
O (
2.70
'
63.667
0.00
0.80
2.478
O
( I 2.69
63.833
0.00
0.80
2.467
0
2.69
64.000
0.00
0.80
2.456
O
2.68
'
64.167
0.00
0.80
2.445
0 (
2.67
64.333
0.00
0.79
2.434
O
2.66
64.500
0.00
0.79
2.423
O I
2.65
64.667
0.00
0.79
2.412
0 I
I I 2.64
'
64.833
0.00
0.79
2.401
O
2.63
65.000
0.00
0.79
2.390
0 I
2.62
65.167
0.00
0.79
2.379
O I
I 2.61
'
65.333
0.00
0.79
2.369
0
2.61
65.500
0.00
0.79
2.358
0
2.60
65.667
0.00
0.79
2.347
O
2.59
'
65.833
0.00
0.79
2.336
0
2.58
66.000
0.00
0.79
2.325
O I
2.57
66.167
0.00
0.79
2.314
0
2.56
'
66.333
0.00
0.78
2.304
O
( 2.55
66.500
0.00
0.78
2.293
0 (
2.54
66.667
0.00
0.78
2.282
0
2.54
66.833
0.00
0.78
2.271
O I I
I I 2.53
'
67.000
0.00
0.78
2.260
0
2.52
67.167
0.00
0.78
2.250
O
2.51
67.333
0.00
0.78
2.239
O (
2.50
67.500
0.00
0.78
2.228
0
2.49
67.667
0.00
0.78
2.218
O
2.48
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0.00
0.78
2.207
0
2.47
'
68.000
0.00
0.78
2.196
O
I 2.46
68.167
0.00
0.77
2.186
0
2.45
68.333
0.00
0.77
2.175
O I
I 2.44
68.500
0.00
0.77
2.164
0
I 2.43
68.667
0.00
0.77
2.154
0
2.42
68.833
0.00
0.77
2.143
O I
2.41
69.000
0.00
0.77
2.132
0
2.40
'
69.167
0.00
0.77
2.122
O
2.39
69.333
0.00
0.77
2.111
O
2.38
69.500
0.00
0.77
2.101
O
2.37
'
69.667
0.00
0.77
2.090
0
2.36
69.833
0.00
0.76
2.080
O
2.35
70.000
0.00
0.76
2.069
O
2.34
'
70.167
0.00
0.76
2.059
0
2.33
70.333
0.00
0.76
2.048
O
2.32
70.500
0.00
0.76
2.038
0
2.31
70.667
0.00
0.76
2.027
O I
2.30
'
70.833
0.00
0.76
2.017
0
2.29
71.000
0.00
0.76
2.006
O I
2.28
71.167
0.00
0.76
1.996
0
2.27
'
71.333
0.00
0.76
1.985
O
2.26
71.500
0.00
0.75
1.975
0
2.26
71.667
0.00
0.75
1.965
0
2.25
Time
(Hours)
71.833
Inflow
(CFS)
0.00
Outflow
(CFS)
0.75
Storage
(AC.Ft)0 18.1 36.12
1.954 O
Depth
54.17 72.23 (Ft.)
2.24
72
72.167
0.00
0.75
1.933
O I
I 2.22
72.333
0.00
0.75
1.923
O
2.21
72.500
0.00
0.75
1.913
O
2.20
72.667
0.00
0.75
1.902
O I
2.19
72.833
0.00
0.75
1.892
O
2.18
73.000
0.00
0.75
1.882
O
2.17
73.167
0.00
0.75
1.872
O I I
I 2.16
73.333
0.00
0.74
1.861
O I
2.15
73.500
0.00
0.74
1.851
O
2.14
73.667
0.00
0.74
1.841
O
2.13
73.833
0.00
0.74
1.831
O I
I 2.12
74.000
0.00
0.74
1.820
O I
2.11
74.167
0.00
0.74
1.810
O
I 2.10
74.333
0.00
0.74
1.800
O
I 2.09
74.500
0.00
0.74
1.790
O (
I 2.08
74.667
0.00
0.74
1.780
O I I
2.07
74.833
0.00
0.74
1.770
O I
I 2.06
75.000
0.00
0.74
1.759
O
2.06
75.167
0.00
0.73
1.749
O
I 2.05
75.333
0.00
0.73
1.739
O
2.04
75.500
0.00
0.73
1.729
O I I
2.03
75.667
0.00
0.73
1.719
O
I I 2.02
75.833
0.00
0.73
1.709
O I
I 2.01
76.000
0.00
0.73
1.699
O
2.00
76.167
0.00
0.73
1.689
O
1.99
76.333
0.00
0.73
1.679
O
1.98
76.500
0.00
0.73
1.669
O
1.97
76.667
0.00
0.73
1.659
O I
1.96
76.833
0.00
0.72
1.649
O ( I
I I 1.95
77.000
0.00
0.72
1.639
O
1.94
77.167
0.00
0.72
1.629
O
I 1.93
77.333
0.00
0.72
1.619
O
I 1.93
77.500
0.00
0.72
1.609
O
( 1.92
77.667
0.00
0.72
1.599
O I
I 1.91
77.833
0.00
0.72
1.589
O
1.90
78.000
0.00
0.72
1.579
O
1.89
78.167
0.00
0.72
1.569
O
1.88
78.333
0.00
0.72
1.560
O
1.87
78.500
0.00
0.72
1.550
O
1.86
78.667
0.00
0.71
1.540
O
1.85
78.833
0.00
0.71
1.530
O
1.84
79.000
0.00
0.71
1.520
O
1.83
79.167
0.00
0.71
1.510
O
1.82
79.333
0.00
0.71
1.501
O
1.82
79.500
0.00
0.71
1.491
O
1.81
79.667
0.00
0.71
1.481
O
1.80
79.833
0.00
0.71
1.471
O
I ( 1.79
80.000
0.00
0.71
1.461
O I
I 1.78
80.167
0.00
0.71
1.452
O I
1.77
80.333
0.00
0.71
1.442
O
1.76
80.500
0.00
0.70
1.432
0
I 1.75
80.667
0.00
0.70
1.423
0
1.74
80.833
0.00
0.70
1.413
0
I 1.73
81.000
0.00
0.70
1.403
0
1.73
81.167
0.00
0.70
1.394
0
1.72
81.333
0.00
0.70
1.384
0
I 1.71
81.500
0.00
0.70
1.374
0 I
I 1.70
'
81.667
0.00
0.70
1.365
0
1.69
81.833
0.00
0.70
1.355
0 I
I I 1.68
82.000
0.00
0.70
1.345
0 I
I 1.67
82.167
0.00
0.70
1.336
0
I ( 1.66
'
82.333
0.00
0.70
1.326
0
I 1.65
82.500
0.00
0.69
1.317
0 I
( 1.65
82.667
0.00
0.69
1.307
0 I
1.64
'
82.833
0.00
0.69
1.298
0
1.63
83.000
0.00
0.69
1.288
0 I
I I 1.62
83.167
0.00
0.69
1.278
0
1.61
'
.83.333
0.00
0.69
1.269
0
( I 1.60
83.500
0.00
0.69
1.259
0
I 1.59
83.667
0.00
0.69
1.250
0
1.58
83.833
0.00
0.69
1.240
0
I 1.57
84.000
0.00
0.69
1.231
0
1.57
84.167
0.00
0.69
1.222
0
1.56
84.333
0.00
0.68
1.212
0
I 1.55
'
84.500
0.00
0.68
1.203
0 I
1.54
84.667
0.00
0.68
1.193
0
( 1.53
84.833
0.00
0.68
1.184
0 I
I 1.52
85.000
0.00
0.68
1.174
0 I I
I I 1.51
85.167
0.00
0.68
1.165
0 I
1.50
85.333
0.00
0.68
1.156
0
1.50
'
85.500
0.00
0.68
1.146
0
1.49
85.667
0.00
0.68
1.137
0 I (
I 1.48
85.833
0.00
0.68
1.128
0 (
1.47
86.000
0.00
0.68
1.118
0
1.46
86.167
0.00
0.68
1.109
0
I 1.45
86.333
0.00
0.67
1.100
0
1.44
86.500
0.00
0.67
1.091
0
I 1.43
'
86.667
0.00
0.67
1.081
0 I
( I 1.42
86.833
0.00
0.67
1.072
0
I 1.41
87.000
87.167
0.00
0.00
0.67
0.67
1.063
1.054
0 I
0
1.40
1.39
87.333
0.00
0.67
1.044
0
1.38
87.500
0.00
0.67
1.035
0 ( I
I 1.37
87.667
0.00
0.67
1.026
0 I
1.36
87.833
0.00
0.67
1.017
0
1.35
88.000
0.00
0.67
1.008
0
I I 1.34
'
88.167
0.00
0.66
0.998
0
1.33
88.333
0.00
0.66
0.989
0
1.32
88.500
0.00
0.66
0.980
0 (
1.31
88.667
0.00
0.66
0.971
0
1.30
'
88.833
0.00
0.66
0.962
0
1.29
89.000
0.00
0.66
0.953
0 I
I I 1.28
89.167
89.333
0.00
0.00
0.66
0.66
0.944
0.935
0 I
0
1.27
1.26
89.500
0.00
0.66
0.926
0 I
1.25
89.667
0.00
0.66
0.917
0 I I
I I 1.24
89.833
0.00
0.66
0.908
O I
1.23
90.000
0.00
0.65
0.898
O
1.22
90.167
0.00
0.65
0.889
O
1.21
90.333
0.00
0.65
0.880
O
1.20
90.500
0.00
0.65
0.871
O
I 1.19
90.667
0.00
0.65
0.863
O
1.18
90.833
0.00
0.65
0.854
O
1.17
91.000
0.00
0.65
0.845
O I
1.16
91.167
0.00
0.65
0.836
O
1.15
91.333
0.00
0.65
0.827
O
1.15
91.500
0.00
0.65
0.818
O
1.14
91.667
0.00
0.65
0.809
O
1.13
91.833
0.00
0.65
0.800
O
1.12
92.000
0.00
0.64
0.791 .0
I
1.11
92.167
0.00
0.64
0.782
O I I
I 1.10
92.333
0.00
0.64
0.773
O
I 1.09
92.500
0.00
0.64
0.765
O
I 1.08
92.667
0.00
0.64
0.756
O ( I
1.07
92.833
0.00
0.64
0.747
O
1.06
93.000
0.00
0.64
0.738
O
1.05
93.167
0.00
0.64
0.729
O
1.04
93..333
0.00
0.64
0.721
O
1.03
93.500
0.00
0.64
0.712
O
1.02
93.667
0.00
0.64
0.703
O I I
I 1.01
93.833
0.00
0.63
0.694
O I I
I 1.00
94.000
0.00
0.63
0.685
O
I 1.00
94.167
0.00
0.63
0.677
O
0.99
94.333
0.00
0.63
0.668
O
0.98
94.500
0.00
0.63
0.659
O I
0.97
94.667
0.00
0.63
0.651
O I
I 0.96
94.833
0.00
0.63
0.642
O
0.95
95.000
0.00
0.63
0.633
O
0.94
95.167
0.00
0.63
0.625
O
0.93
95.333
0.00
0.63
0.616
O
0.92
95.500
0.00
0.63
0.607
O
0.91
95.667
0.00
0.63
0.599
O (
0.90
95.833
0.00
0.62
0.590
O
( 0.89
96.000
0.00
0.62
0.582
O
0.88
96.167
0.00
0.62
0.573
O I
0.88
96.333
0.00
0.62
0.564
O
0.87
96.500
0.00
0.62
0.556
O
0.86
96.667
0.00
0.62
0.547
O
0.85
96.833
0.00
0.62
0.539
O
0.84
97.000
0.00
0.62
0.530
O (
0.83
97.167
0.00
0.62
0.522
O I
0.82
97.333
0.00
0.62
0.513
O
0.81
97.500
0.00
0.62
0.505
O
0.80
97.667
0.00
0.62
0.496
O
0.79
97.833
0.00
0.61
0.488
O
0.78
98.000
0.00
0.61
0.479
O
I 0.78
98.167
0.00
0.61
0.471
O ( I
I 0.77
98.333
0.00
0.61
0.462
O
I 0.76
98.500
0.00
0.61
0.454
O
0.75
98.667
0.00
0.61
0.445
O ( I
0.74
98.833
0.00
0.61
0.437
0
0.73
99.000.
0.00
0.61
0.429
O
0.72
99.167
0.00
0.61
0.420
0
0.71
99.333
0.00
0.61
0.412
0 I
I 0.70
99.500
0.00
0.61
0.404
0
0.70
99.667
0.00
0.61
0.395
0 I
I 0.69
99.833
0.00
0.61
0.387
O
I 0.68
100.000
0.00
0.60
0.379
0
0.67
100.167
0.00
0.60
0.370
O I
I 0.66
100.333
0.00
0.60
0.362
O
( 0.65
100.500
0.00
0.60
0.354
0 I
0.64
100.667
0.00
0.60
0.345
0 I
0.63
100.833
0.00
0.60
0.337
O
I 0.62
101.000
0.00
0.60
0.329
0 I I
I 0.62
101.167
0.00
0.60
0.321
0
I 0.61
101.333
0.00
0.60
0.312
O I
0.60
101.500
0.00
0.60
0.304
0
I 0.59
101.667
0.00
0.60
0.296
O
I 0.58
101.833
0.00
0.60
0.288
O I
0.57
102.000
0.00
0.59
0.279
0 (
I 0.56
102.167
0.00
0.59
0.271
0
0.55
102.333
0.00
0.59
0.263
0
0.55
102.500
0.00
0.59
0.255
0
0.54
102.667
0.00
0.59
0.247
O I
0.53
102.833
0.:00
0.59
0.239
0 I
0.52
103.000
0.00
0.59
0.230
0
0.51
103.167
0.00
0.59
0.222
O I
0.50
103.333
0.00
0.57
0.214
0 I I
I 0.49
103.500
0.00
0.55
0.207
O
I 0.47
103.667
0.00
0.53
0.199
O
0.45
103.833
0.00
0.51
0.192
0 I I
I 0.44
104.000
0.00
0.50
0.185
O
0.42
104.167
0.00
0.48
0.178
0 I I
0.41
104.333
0.00
0.46
0.172
0 I
I I 0.39
104.500
0.00
0.44
0.166
O
0.38
104.667
0.00
0.43
0.160
O I
0.36
104.833
0.00
0.41
0.154
O I
0.35
105.000
0.00
0.40
0.148
O
0.34
105.167
0.00
0.38
0.143
0 I
I I 0.32
105.333
0.00
0.37
0.138
0 I
0.31
105.500
0.00
0.36
0.133
0
0.30
105.667
0.00
0.34
0.128
0
0.29
105.833
0.00
0.33
0.123
0 (
I 0.28
106.000
0.00
0.32
0.119
O I
( 0.27
106.167
0.00
0.31
0.114
0 I
I I 0.26
106.333
0.00
0.30
0.110
O I
I 0.25
106.500
0.00
0.28
0.106
0
0.24
106.667
0.00
0.27
0.102,
0
0.23
106.833
0.00
0.26
0.099
O
0.22
107.000
0.00
0.25
0.095
0
0.22
107.167
0.00
0.25
0.092
O (
0.21
107.333
0.00
0.24
0.088
0
I 0.20
107.500
0.00
0.23
0.085
0
I 0.19
107.667
0.00
0.22
0.082
O I
I 0.19
107.833
0.00
0.21
0.079
O I
0.18
108.000
0.00
0.20
0.076
0
0.17
I
. 108.167
0.00
0.20
0.074
O
0.17
108.333
0.00
0.19
0.071
O I
0.16
108.500
108.667
0.00
0.00
0.18
0.18
0.068
0.066
O I
O
0.16
0.15
108.833
0.00
0.17
0.063
O
0.14
109.000
0.00
0.16
0.061
O ( I
I 0.14
' 109.167
0.00
0.16
0.059
O (
0.13
109.333
0.00
0.15
0.057
O I I
I I 0.13
109.500
0.00
0.15
0.055
O
0.12
' 109.667
0.00
0.14
0.053
O
0.12
109.833
0.00
0.14
0.051
O
0.12
110.000
0.00
0.13
0.049
O I I
I 0.11
110.167
0.00
0.13
0.047
O
I 0.11
110.333
0.00
0.12
0.046
O
0.10
110.500
0.00
0.12
0.044
O I I
I I 0.10
110.667
0.00
0.11
0.042
O
0.10
110.833
0.00
0.11
0.041
O I
I I 0.09
111.000
0.00
0.11
0.039
O I I
0.09
111.167
0.00
0.10
0.038
O
0.09
Remaining water in basin = 0.04 (Ac.Ft)
******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * ** * * * * * **
Number of intervals = 668
Time interval = 10:0 (Min.)
Maximum /Peak flow rate = 1.231 (CFS)
Total volume = 7.478 (Ac.Ft)
It
FLO.,OD��HYD;RO�G�RAPH 3YR0UTING$3 PRO,�Gf��itAM
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004
Study date: 06/21/07
--------------------------------------------------------------- - - - - --
File 69400B12OnF1d24hrEmpty
--------------------------------------------------------------------
Program License Serial Number 4082
-------------------------------------------------------------- - - - - --
From study /file name: 69400B12OnUhA1124100.rte
Number of intervals = 97
Time interval = 15.0 (Min.)
Maximum /Peak flow rate = 18.132 (CFS)
Total volume = 7.969 (Ac.Ft)
++++++++++++++++++.+++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2065.000 to Point /Station 0.000
i' �r.,t xozMt r, rt °.^.�' a* ` ra ; x t as r...,. � 2- tss'�E, * it ?' %}a -n r^?i' ?i
` - _,_a E, TARD ING BAS ItN R0U5T ;ING *, * * .
User entry of depth - outflow- storage data
Total number of inflow hydrograph intervals = 97
Hydrograph time unit = 15.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
Basin Depth
Storage
Outflow
(S- 0*dt /2)
(S +O *dt /2)
(Ft.)
-------------------------------------------------------
(Ac.Ft)
(CFS)
(Ac.Ft) I
(Ac.Ft)
0.000
0.000
0.000
0.000
--------------
0.000
0.500
0.220
0.589
0.214
0.226
1.500
1.160
0.680
1.153
1.167
2.500
2.239
0.779
2.231
2.247
3.500
3.465
0.878
3.456
3.474
4.500
4.841
0.981
4.831
4.851
5.500
6.440
1.180
6.428
6.452
6.500
8.282
1.309
8.268
8.296
7.500
10.298
1.414
10.283
.10.313
8.500
12.468
1.518
12.452
12.484
9.500
--------------------------------------------------------------
14.793
1.623
14.776
14':810
- - - - --
'
''1"" sil "'i'F'.ri.; •}_( - "") - i,�C"°y'. �'fil�i''t�.. r".�J T�.'i. F- �,`u., "�: q.
Hydrograph!1i2yDetention Basn� Routing;
---------------------------------------------------------------------
'.
Graph values: 'II=
unit inflow; 'O'= outflow at time shown
---------------------------------------------------------------------
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft)0
4.5 9.07 13.60
18.13 (Ft.)
0.250
0.60
0.02
0.006
OI I I
0.01
0.500
1.15
0.06
0.023'
O I I I
0.05
'
0.750
1.27
0.12
0.046
O I 1 I
I 0.11
1.000
1.57
0.19
0.072
O I I
0.16
1.250
1.39
0.26
0.098
O I I I I
0.22
1.500
1.27
0.32
0.120
O I I I I
0.27
1.750
1.27
0.37
0.139
O I
( 0.31
2.000
1.57
0.43
0.160
O I
0.36
2.250
1.69
0.49
0.184
O I
0.42
2.500
1.69
0.56
0.208
O I (
I 0.47
2.750
1.99
0.59
0.234
IO I I I I
I 0.51
3.000
2.11
0.59
0.264
10 I I I
0.55
3.250
2.11
0.60
0.295
10 I
0.58
3.500
2.11
0.60
0.327
IO I I I I
0.61
3.750
2.11
0.60
0.358
10 I I I I
I 0.65
4.000
2.41
0.61
0.392
IO I I I
( 0.68
4.250
2.53
0.61
0.431
IO I I I
0.72
4.500
2.83
0.61
0.474
IO I I I
I 0.77
4.750
2.96
0.62
0.521
IO I I I I
0.82
5.000
3.26
0.62
0.572
IO I I ( I
I 0.87
5.250
2.78
0.63
0.621
IO I I I 1
I 0.93
5.500
2.83
0.63
0.666
IO I I I I
I 0.97
'
5.750
3.26
0.64
0.716
IO I I I I
I 1.03
6.000
3.38
0.64
0.771
10 I I I I
I 1.09
6.250
3.68
0.65
0.831
10 I I I I
I 1.15
6.500
3.80
0.65
0.895
10 I I I I
I 1.22
6.750
4.10
0.66
0.963
10 I) I
1.29
7.000
4.22
0.67
1.035
10 II I I
I 1.37
'
7.250
4.22
0.68
1.108
10 II I I
I 1.45
7.500
4.52
0.68
1.185
10 II I I
I 1.52
7.750
4.95
0.69
1.268
10 I I I
I 1.60
8.000
5.37
0.70
1.361
10 II I I
I 1.69
8.250
2.08
0.70
1.423
10 I I I I
I 1.74
8.500
0.82
0.71
1.438
10 I I I
I 1.76
8.750
1.51
0.71
1.448
IOI I I I
I 1.77
9.000
2.43
0.71
1.474
10 I I I I
I 1.79
9.250
3.89
0.71
1.525
IO I I I I
I 1.84
9.500
5.03
0.72
1.602
10 I I I
I 1.91
9.750
5.94
0.73
1.700
10 I I I I
I 2.00
10.000
6.85
0.74
1.817
10 I I I I
1 2.11
10.250
3.38
0.75
1.908
10 I I I I
I 2.19
10.500
1.98
0.75
1.947
10 I I I I
I 2.23
10.750
4.85
0.76
2.002
10 I I I
I 2.28
11.000
6.09
0.77
2.100
10 I I I I
I 2.37
11.250
11.500
5.68
5.59
0.78
0.78
2.205
2.306
10 ( I I (
10 II I I
I 2.47
I 2.55
11.750
4.63
0.79
2.395
10 I I I
I 2.63
12.000
4.87
0.80
2.477
10 I 1 1
1 2.69
Time
(Hours)
12.250
12.500
12.750
13.000
13.250
Inflow Outflow
(CFS) (CFS)
9.05 0.81
11.27 0.82
12.71 0.84
13.83 0.86
16.91 0.89
Storage
(Ac.Ft)0
2.604
2.797
3.028
3.284
3.584
IO
IO
IO
IO
0'
4.5 9.07 13.60
I II I
I I I I
I I I I
I I I
1
Depth
18.13 (Ft.)
I 2.80
I 2.96
I 3.14
I 3.35
I 1 3.59
S � "T""["C' ,. tT.
1.15
_„y,..,�, "E S� _ - T! TCt ? ( �• F.. '+a 7t C.l Xc]t h
�_�.`}.......�.�
I O I I
s... -
_ti_ ti.t
�.a_. 'S;kjh ,.....,•.
J J;
- = S.S -. .t. - >.? +e. . -os;N
eF�s�,.i. +:+ i : -
13.750y
12.23
0.93
4.222
6.331
I I I
14 05
14.000
9.93
0.95
4.431
IO
I II I
I 4.20
14.250
12.24
0.97
4.640
IO
I I I I
I 4.35
14.500
12.69
0.99
4.878
IO
I I I I
I 4.52
14.750
12.58
1.02
5.118
IO
I I I I
I 4.67
15.000
12.15
1.04
5.352
IO
I I I I
I 4.82
15.250
11.49
1.07
5.574
IO
I I I I
1 4.96
15.500
10.83
1.10
5.782
IO
I I I I
I 5.09
15.750
8.53
1.12
5.960
IO
I II I
I 5.20
16.000
7.75
1.14
6.104
I O
I I I I
5.29
16.250
3.44
1.15
6.196
I O
I I
5.35
16.500
1.69
1.15
6.226
I O
6.204
5.37
16.750
1.39
1.15
6.234
I O
5.37
17.000
1.27
1.15
6.237
I O
I
5.37
17.250
1.87
1.16
6.246
OI
I I
( 5.38
17.500
2.11
1.16
6.263
OI
I
I 5.39
17.750
2.11
1.16
6.282
0I
I
I 5.40
18.000
1.81
1.16
6.299
I OI
I
5.41
18.250
1.69
1.16
6.311
I O
(
5.42
18.500
1.69
1.17
6.322
I O
(
5.43
18.750
1.39
1.17
6.330
I 0
I
5.43
19.000
0.97
1.17
6.330
IIO
I I I
I 5.43
19.250
1.15
1.17
6.328
I O
I I I
I 5.43
19.500
1.57
1.17
6.332
10
I I I
I 5.43
19.750
1.39
1.17
6.338
I O
I I I
I 5.44
20.000
0.97
1.17
6.338
IIO
I I I
I 5.44
20.250
1.15
1.17
6.336
I O
I I I
I 5.43
20.500
1.27
1.17
6.337
1 0
1 1 1
1 5.44
21.000
0.97
1.17
6.338
IIO I I
I I 5.44
21.250
1.15
1.17
6.335
I O I I
I I 5.43
21.500
0.97
1.17
6.333
IIO I (
I I 5.43
21.750
1.15
1.17
6.331
I O I I
i I 5.43
22.000
0.97
1.17
6.328
IIO I I
I ( 5.43
22.250
1.15
1.17
6.326
10 I I
i I 5.43
22.500
0.97
1.17
6.324
IIO I I
I I 5.43
22.750
0.84
1.16
6.319
IIO I i
I I 5.42
23.000
0.84
1.16,
6.312
IIO I I
I I 5.42
23.250
0.84
1.16
6.305
IIO I I
I I 5.42
23.500
0.84
1.16
6.299
IIO I I
I I 5.41
23.750
0.84
1.16
6.292
IIO I I
I I 5.41
24.000
0.84
1.16
6.286
IIO I I
I I 5.40
24.250
0.24
1.16
6.273
I O I I
I I 5.40
24.500
0.00
1.16
6.251
I O I (
I I 5.38
24.750
0.00
1.15
6.228
I O I I
I I 5.37
25.000
0.00
1.15
6.204
I 0 1 I
I I 5.35
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft)0
4.5
9.07 13.60 18.13 (Ft.)
25.250
0.00
1.15
6.180
I O
5.34
25.500
0.00
1.14
6.156
I O
5.32
25.750
0.00
1.14
6.133
I O
I I 5.31
26.000
0.00
1.14
6.109
I O
5.29
26.250
0.00
1.14
6.086
I O
5.28
26.500
0.00
1.13
6.062
IO
5.26
26.750
0.00
1.13
6.039
IO
5.25
27.000
0.00
1.13
6.016
IO
( 5.23
27.250
0.00
1.12
5.992
IO
( 5.22
27.500
0.00
1.12
5.969
IO (
5.21
27.750
0.00
1.12
5.946
IO
I 5.19
28.000
0.00
1.12
5.923
IO
5.18
28.250
0.00
1.11
5.900
IO
( 5.16
28.500
0.00
1.11
5.877
IO
5.15
28.750
0.00
1.11
5.854
IO
5.13
29.000
0.00
1.10
5.831
IO
5.12
29.250
0.00
1.10
5.808
IO
5.10
29.500
0.00
1.10
5.786
IO
5.09
29.750
0.00
1.10
5.763
IO
5.08
30.000
0.00
1.09
5.740
IO
5.06
30.250
0.00
1.09
5.718
IO
5.05
30.500
0.00
1.09
5.695
IO
I 5.03
30.750
0.00
1.08
5.673
IO
5.02
31.000
0.00
1.08
5.650
IO I
I 5.01
31.250
0.00
1.08
5.628
IO
I 4.99
31.500
0.00
1.08
5.606
IO
4.98
31.750
0.00
1.07
5.584
IO
I 4.96
32.000
0.00
1.07
5.562
IO
I 4.95
32.250
0.00
1.07
5.539
IO
I 4.94
32.500
0.00
1.07
5.517
IO
4.92
32.750
0.00
1.06
5.495
IO
I 4.91
33.000
0.00
1.06
5.474
IO
4.90
33.250
0.00
1.06
5.452
IO I
4.88
33.500
0.00
1.05
5.430
IO
4.87
33.750
0.00
1.05
5.408
IO
4.85
34.000
0.00
1.05
5.386
IO
I 4.84
34.250
0.00
1.05
5.365
IO
I 4.83
34.500
0.00
1.04
5.343
IO
4.81
34.750
0.00
1.04
5.322
IO
4.80
35.000
0.00
1.04
5.300
IO
4.79
35.250
0.00
1.04
5.279
IO
4.77
35.500
0.00
1.03
5.257
IO
4.76
35.750
0.00
1.03
5.236
IO
I 4.75
36.000
0.00
1.03
5.215
IO
4.73
36.250
0.00
1.02
5.194
IO
4.72
36.500
0.00
1.02
5.172
IO
4.71
36.750
0.00
1.02
5.151
IO
4.69
37.000
0.00
1.02
5.130
IO I
I I 4.68
37.250
0.00
1.01
5.109
IO
I 4.67
37.500
0.00
1.01
5.088
IO
4.65
37.750
0.00
1.01
5.068
IO
4.64
38.000
0.00
1.01
5.047
IO
4.63
38.250
0.00
1.00
5.026
IO
4.62
L1
38.500
0.00
1.00
5.005
IO
( 4.60
38.750
0.00
1.00
4.985
IO
4.59
39.000
0.00
1.00
4.964
IO
I I 4.58
39.250
0.00
0.99
4.943
IO I
4.56
39.500
0.00
0.99
4.923
IO I
4.55
39.750
0.00
0.99
4.902
IO
I 4.54
40.000
0.00
0.99
4.882
IO
4.53
40.250
0.00
0.98
4.862
IO I
I 4.51
40.500
0.00
0.98
4.841
IO
I I 4.50
'
40.750
0.00
0.98
4.821
IO I
4.49
41.000
0.00
0.98
4.801
IO I I
4.47
41.250
0.00
0.98
4.781
IO I
I 4.46
41.500
0.00
0.97
4.761
IO I
I I 4.44
41.750
0.00
0.97
4.740
IO I I
4.43
42.000
0.00
0.97
4.720
IO I (
I I 4.41
42.250
0.00
0.97
4.700
IO I I
I I 4.40
'
42.500
0.00
0.97
4.680
IO I
4.38
42.750
0.00
0.97
4.660
IO (
I 4.37
43.000
0.00
0.97
4.640
IO
I 4.35
43.250
0.00
0.96
4.620
IO I
4.34
43.500
0.00
0.96
4.600
IO
4.33
43.750
0.00
0.96
4.580
IO
I I 4.31
44.000
0.00
0.96
4.561
IO (
4.30
44.250
0.00
0.96
4.541
IO
4.28
44.500
0.00
0.96
4.521
IO I (
I 4.27
44.750
0.00
0.96
4.501
IO I
I 4.25
45.000
0.00
0.95
4.482
IO I
4.24
45.250
0.00
0.95
4.462
IO
I 4.22
45.500
0.00
0.95
4.442
IO I
I 4.21
'
45.750
0.00
0.95
4.423
IO I
4.20
46.000
0.00
0.95
4.403
IO I I
I I 4.18
46.250
0.00
0.95
4.383
IO (
I I 4.17
'
46.500
0.00
0.95
4.364
IO I
I 4.15
46.750
0.00
0.94
4.344
IO I I
4.14
47.000
0.00
0.94
4.325
IO I
I I 4.12
47.250
0.00
0.94
4.305
IO I
I I 4.11
'
47.500
0.00
0.94
4.286
IO
( 4.10
47.750
0.00
0.94
4.267
IO I
4.08
48.000
0.00
0.94
4.247
IO I
I I 4.07
1
48.250
0.00
0.94
4.228
IO (
4.05
48.500
0.00
0.93
4.209
IO I
4.04
48.750
0.00
0.93
4.189
IO
I 4.03
49.000
0.00
0.93
4.170
IO
4.01
49.250
0.00
0.93
4.151
IO
4.00
49.500
0.00
0.93
4.132
IO
3.98
49.750
0.00
0.93
4.112
IO
3.97
50.000
0.00
0.93
4.093
IO I
I 3.96
50.250
0.00
0.92
4.074
IO
3.94
50.500
0.00
0.92
4.055
IO
I 3.93
50.750
0.00
0.92
4.036
IO
I ( 3.92
51.000
0.00
0.92
4.017
IO
3.90
'
51.250
51.500
0.00
0.00
0.92
0.92
3.998
3.979
IO I
IO I (
I 3.89
I ( 3.87
51.750
0.00
0.92
3.960
IO
3.86
52.000
0.00
0.91
3.941
IO I I
I I 3.85
L1
' 52.250
0.00
0.91
3.923
IO
3.83
52.500
0.00
0.91
3.904
IO
I 3.82
52.750
0.00
0.91
3.885
IO I
3.81
53.000
0.00
0.91
3.866
IO
I 3.79
53.250
0.00
0.91
3.847
IO I (
I 3.78
53.500
0.00
0.91
3.829
IO I
I 3.76
53.750
0.00
0.90
3.810
IO
3.75
54.000
0.00
0.90
3.791
IO I I
3.74
54.250.
0.00
0.90
3.773
IO
3.72
54.500
0.00
0.90
3.754
IO I
3.71
54.750
0.00
0.90
3.735
IO I
I 3.70
55.000
0.00
0.90
3.717
IO
3.68
55.250
0.00
0.90
3.698
IO
3.67
55.500
0.00
0.89
3.680
IO (
3.66
55.750
0.00
0.89
3.661
IO I
3.64
56.000
0.00
0.89
3.643
IO
3.63
'
56.250
0.00
0.89
3.625
IO
I 3.62
56.500
0.00
0.89
3.606
IO
3.60
56.750
0.00
0.89
3.588
IO I
3.59
57.000
0.00
0.89
3.570
IO I
3.58
57.250
0.00
0.88
3.551
IO
3.56
57.500
0.00
0.88
3.533
IO
3.55
57.750
0.00
0.88
3.515
IO I
3.54
58.000
0.00
0.88
3.497
IO
3.52
58.250 •
0.00
0.88
3.478
IO
3.51
58.500
0.00
0.88
3.460
IO
3.50
58.750
0.00
0.88
3.442
IO I
3.48
59.000
0.00
0.87
3.424
IO I
I 3.47
59.250
0.00
0.87
3.406
IO
I 3.45
59.500
0.00
0.87
3.388
IO I
3.44
59.750
0.00
0.87
3.370
IO I
I 3.42
60.000
0.00
0.87
3.352
IO
3.41
' 60.250
0.00
0.87
3.334
IO
I 3.39
60.500
0.00
0.87
3.316
IO
I 3.38
60.750
0.00
0.86
3.298
IO I
3.36
61.000
0.00
0.86
3.280
IO
3.35
61.250
0.00
0.86
3.263
IO I
3.33
61.500
0.00
0.86
3.245
IO I I
I I 3.32
61.750
0.00
0.86
3.227
IO
3.31
'
62.000
0.00
0.86
3.209
IO
3.29
62.250
0.00
0.86
3.192
IO
I 3.28
62.500
0.00
0.85
3.174
IO I
I 3.26
'
62.750
0.00
0.85
3.156
IO
I 3.25
63.000
0.00
0.85
3.139
IO I
I 3.23
63.250
0.00
0.85
3.121
IO
I 3.22
63.500
0.00
0.85
3.104
IO
3.21
63.750
0.00
0.85
3.086
IO
I 3.19
64.000
0.00
0.85
3.069
IO
I 3.18
64.250
0.00
0.84
3.051
IO I
( 3.16
64.500
0.00
0.84
3.034
IO I
3.15
64.750
0.00
0.84
3.016
IO I I
I I 3.13
65.000
0.00
0.84
2.999
IO
3.12
'
65.250
0.00
0.84
2.982
IO I I
I I 3.11
65.500
0.00
0.84
2.964
IO
3.09
65.750
0.00
0.84
2.947
IO
3.08
66.000
0.00
0.83
2.930
IO (
3.06
66.250
0.00
0.83
2.912
IO
3.05
66.500
0.00
0.83
2.895
IO I
I 3.04
66.750
0.00
0.83
2.878
IO
3.02
67.000
0.00
0.83
2.861
IO
I ( 3.01
67.250
0.00
0.83
2.844
IO I I
2.99
67.500
0.00
0.83
2.827
IO
2.98
67.750
0.00
0.83
2.810
IO
I 2.97
68.000
0.00
0.82
2.793
IO I
I 2.95
68.250
0.00
0.82
2.776
IO
2.94
68.500
0.00
0.82
2.759
IO
2.92
68.750
0.00
0.82
2.742
IO I I
I 2.91
69.000
0.00
0.82
2.725
IO I
2.90
69.250
0.00
0.82
2.708
IO
I 2.88
69.500
0.00
0.82
2.691
IO I
I 2.87
69.750
0.00
0.81
2.674
IO
2.85
70.000
0.00
0.81
2.657
IO I
I 2.84
70.250
0.00
0.81
2.641
IO I
2.83
70.500
0.00
0.81
2.624
IO
I I 2.81
70.750
0.00
0.81
2.607
IO I
I 2.80
71.000
0.00
0.81
2.590
IO
I 2.79
71.250
0.00
0.81
2.574
IO
I I 2.77
71.500
0.00
0.80
2.557
IO I
I 2.76
71.750
0.00
0.80
2.541
IO I I
I I. 2.75
',,1'2:' 000:
72.250
0.00
0.80
2.507
IO
I I
2.72
72.500
0.00
0.80
2.491
IO
I I
2.71
72.750
0.00
0.80
2.474
IO
I I
2.69
73.000
0.00
0.80
2.458
IO
I I
2.68
73.250
0.00
0.80
2.441
IO
2.67
73.500
0.00
0.79
2.425
IO
I
2.65
73.750
0.00
0.79
2.409
IO
I I
2.64
74.000
0.00
0.79
2.392
IO
I
2.63
74.250
0.00
0.79
2.376
IO
I I
2.61
74.500
0.00
0.79
2.360
IO
I I
2.60
74.750
0.00
0.79
2.343
IO
I I
2.59
75.000
0.00
0.79
2.327
IO
I I
2.57
75.250
0.00
0.78
2.311
IO
I
2.56
75.500
0.00
0.78
2.295
IO
2.55
75.750
0.00
0.78
2.278
IO
I I
2.53
76.000
0.00
0.78
2.262
IO
2.52
76.250
0.00
0.78
2.246
IO
2.51
76.500
0.00
0.78
2.230
IO
2.49
76.750
0.00
0.78
2.214
IO
2.48
77.000
0.00
0.78
2.198
IO
I I I
2.46
77.250
0.00
0.77
2.182
IO
I I I I
2.45
77.500
0.00
0.77
2.166
IO
I
2.43
77.750
0.00
0.77
2.150
IO
I I
2.42
78.000
0.00
0.77
2.134
IO
2.40
78.250
0.00
0.77
2.118
IO
I I
2.39
78.500
0.00
0.77
2.102
IO
I I
2.37
78.750
0.00
0.77
2.087
IO
I I
2.36
79.000
0.00
0.76
2.071
IO
I I
2.34
79.250
0.00
0.76
2.055
IO
2.33
79.500
0.00
0.76
2.039
IO
I I
2.31
79.750
0.00
0.76
2.024
IO
2.30
80.000
0.00
0.76
2.008
IO
2.29
80.250
0.00
0.76
1.992
IO
2.27
80.500
0.00
0.75
1.977
IO
2.26
80.750
0.00
0.75
1.961
IO I
2.24
81.000
0.00
0.75
1.946
IO I
2.23
81.250
0.00
0:75
1.930
IO
I 2.21
81.500
0.00
0.75
1.915
IO
2.20
81.750
0.00
0.75
1.899
IO I
2.18
82.000
0.00
0.75
1.884
IO
I 2.17
82.250
0.00
0.74
1.868
IO I
I 2.16
82.500
0.00
0.74
1.853
IO
I 2.14
82.750
0.00
0.74
1.838
IO
2.13
83.000
0.00
0.74
1.822
IO
2.11
83.250
0.00
0.74
1.807
IO
2.10
83.500
0.00
0.74
1.792
IO
2.09
83.750
0.00
0.74
1.776
IO
2.07
84.000
0.00
0.74
1.761
IO ( I
2.06
84.250
0.00
0.73
1.746
IO
2.04
84.500
0.00
0.73
1.731
IO
2.03
84.750
0.00
0.73
1.716
IO
2.02
85.000
0.00
0.73
1.701
IO
2.00
85.250
0.00
0.73
1.686
IO
1.99
85.500
0.00
0.73
1.671
IO
I 1.97.
85.750
0.00
0.73
1.656
IO
1.96
86.000
0.00
0.72
1.641
IO
1.95
86.250
0.00
0.72
1.626
IO
1.93
86.500
0.00
0.72
1.611
IO
I I 1.92
86.750
0.00
0.72
1.596
IO
I 1.90
87.000
0.00
0.72
1.581
IO
1.89
87.250
0.00
0.72
1.566
IO
I ( 1.88
87.500
0.00
0.72
1.551
IO
I 1.86
87.750
0.00
0.71
1.537
IO
1.85
88.000
0.00
0.71
1.522
IO
I 1.84
88.250
0.00
0.71
1.507
IO
1.82
88.500
0.00
0.71
1.492
IO
I 1.81
88.750
0.00
0.71
1.478
IO
I 1.79
89.000.
0.00
0.71
1.463
IO
1.78
89.250
0.00
0.71
1.449
IO
1.77
89.500
0.00
0.71
1.434
IO
1.75
89.750
0.00
0.70
1.419
IO
1.74
90.000
0.00
0.70
1.405
IO (
1.73
90.250
0.00
0.70
1'.390
IO I
( 1.71
90.500
0.00
0.70
1.376
IO
1.70
90.750
0.00
0.70
1.361
IO
1.69
91.000
0.00
0.70
1.347
IO
I 1.67
91.250
0.00
0.70
1.333
IO
1.66
91.500
0.00
0.69
1.318
IO
1.65
91.750
0.00
0.69
1.304
IO
1.63
92.000
0.00
0.69
1.290
IO
1.62
92.250
0.00
0.69
1.275
IO I
1.61
92.500
0.00
0.69
1.261
IO
1.59
92.750
0.00
0.69
1.247
IO
( 1.58
93.000
0.00
0.69
1.233
IO I
I 1.57
93.250
0.00
0.69
1.218
IO
1.55
93.500
0.00
0.68
1.204
IO
1.54
93.750
0.00
0.68
1.190
IO I
1.53
94.000
0.00
0.68
1.176
IO
1.51
94.250
0.00
0.68
1.162
IO
I 1.50
94.500
0.00
0.68
1.148
IO I
1.49
94.750
0.00
0.68
1.134
IO I
I I 1.47
95.000
0.00
0.68
1.120
IO
( 1.46
95.250
0.00
0.67
1.106
IO I I
I 1.44
95.500
0.00
0.67
1.092
IO
1.43
95.750
0.00
0.67
1.078
IO I
I 1.41
96.000
0.00
0.67
1.064
IO I
1.40
96.250
0.00
0.67
1.051
IO
1.38
96.500
0.00
0.67
1.037
IO I
1.37
96.750
0.00
0.67
1.023
IO I
I 1.35
97.000
0.00
0.67
1.009
IO I
I 1.34
97.250
0.00
0.66
0.995
IO
I 1.32
97.500
0.00
0.66
0.982
IO I
1.31
97.750
0.00
0.66
0.968
IO
1.30
98.000
0.00
0.66
0.954
IO I
1.28
98.250
0.00
0.66
0.941
IO (
I 1.27
98.500
0.00
0.66
0.927
IO (
1.25
98.750
0.00
0.66
0.914
IO I
1.24
99.000
0.00
0.65
0.900
IO
I 1.22
99.250
0.00
0.65
0.887
IO
I 1.21
99.500
0.00
0.65
0.873
IO I
I 1.19
99.750
0.00
0.65
0.860
IO I
1.18
100.000
0.00
0.65
0.846
IO
I ( 1.17
100.250
0.00
0.65
0.833
IO I I
1.15
100.500
0.00
0.65
0.819
IO I
I 1.14
100.750
0.00
0.65
0.806
IO
1.12
101.000
0.00
0.64
0.793
IO I I
I 1.11
101.250
0.00
0.64
0.779
IO
I 1.10
101.500
0.00
0.64
0.766
IO
1.08
101.750
0.00
0.64
0.753
IO
1.07
102.000
0.00
0.64
0.740
IO (
( 1.05
102.250
0.00
0.64
0.726
IO
I 1.04
102.500
0.00
0.64
0.713
IO I
1.02
102.750
0.00
0.64
0.700
IO
I 1.01
103.000
0.00
0.63
0.687
IO I
I 1.00
103.250
0.00
0.63
0.674
IO
0.98
103.500
0.00
0.63
0.661
IO
0.97
103.750
0.00
0.63
0.648
IO
I 0.96
104.000
0.00
0.63
0.635
IO
I 0.94
104.250
0.00
0.63
0.622
IO I
I 0.93
104.500
0.00
0.63
0.609
IO
I 0.91
104.750
0.00
0.63
0.596
IO I
0.90
105.000
0.00
0.62
0.583
IO
0.89
105.250
0.00
0.62
0.570
IO I
0.87
105.500
0.00
0.62
0.557
IO
0.86
105.750
0.00
0.62
0.544
IO I
I 0.85
106.000
0.00
0.62
0.532
IO I
0.83
106.250
0.00
0.62
0.519
IO
0.82
106.500
0.00
0.62
0.506
IO
I 0.80
106.750
0.00
0.62
0.493
IO
0.79
107.000
0.00
0.61
0.481
IO
0.78
i107.250
0.00
0.61
0.468
IO I
I 0.76
107.500
0.00
0.61
0.455
IO (
I 0.75
107.750
0.00
'0.61
0.443
IO
0.74
'
108.000
0.00
0.61
0.430
IO I I
0.72
108.250
0.00
0.61
0.418
IO
I I 0.71
108.500
0.00
0.61
0.405
IO I
I 0.70
' 108.750
0.00
0.61
0.392
IO
0.68
109.000
0.00
0.60
0.380
IO I
I 0.67
109.250
0.00
0.60
0.367
IO
I 0.66
' 109.500
0.00
0.60
0.355
IO I
I 0.64
109.750
0.00
0.60
0.343
IO I
0.63
110.000
0.00
0.60
0.330
IO
0.62
110.250
0.00
0.60
0.318
IO
I 0.60
110.500
0.00
0.60
0.305
IO I
0.59
110.750
0.00
0.60
0.293
IO I
I 0.58
111.000
0.00
0.59
0.281
IO
0.56
'
111.250
0.00
0.59
0.269
IO
I I 0.55
111.500
0.00
0.59
0.256
IO I
0.54
111.750
0.00
0.59
0.244
IO
I 0.53
' 112.000
0.00
0.59
0.232
IO I
I 0.51
112.250
0.00
0.59
0.220
IO I
0.50
112.500
0.00
0.56
0.208
O I I
I 0.47
112.750
0.00
0.53
0.197
O I
I 0.45
113.000
0.00
0.50
0.186
O
0.42
113.250
0.00
0.47
0.176
O I I
( I 0.40
113.500
0.00
0.45
0.167
O
I 0.38
'
113.750
0.00
0.42
0.158
O (
I I 0.36
114.000
0.00
0.40
0.149
O
0.34
114.250
0.00
0.38
0.141
O I
0.32
114.500
0.00
0.36
0.134
O ( I
I 0.30
114.750
0.00
0.34
0.126
O I
I I 0.29
115.000
0.00
0.32
0.120
O I I
I 0.27
115.250
0.00
0.30
0.113
O I I
I 0.26
115.500
0.00
0.29
0.107
O
I 0.24
115.750
0.00
0.27
0.101
O I
I 0.23
116.000
0.00
0.26
0.096
O I
( 0.22
'
116.250
0.00
0.24
0.091
O I
0.21
116.500
0.00
0.23
0.086
O
I 0.19
116.750
0.00
0.22
0.081
O I
I 0.18
'
117.000
0.00
0.21
0.077
O I
0.17
117.250
0.00
0.19
0.073
O
I I 0.17
117.500
0.00
0.18
0.069
O (
0.16
117.750
0.00
0.17
0.065
O I
0.15
118.000
0.00
0.16
0.062
O I I
I 0.14
119.000
0.00
0.13
0.049
O
I 0.11
120.000
0.00
0.11
0.040
O
0.09
120.250
0.00
0.10
0.037
O
0.08
Remaining water in basin = 0.03 (Ac.Ft)
******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
Number of intervals = 482
' Time interval = 15.0 (Min.)
Maximum /Peak flow rate = 1.167 (CFS)
Total volume = 7.934 (Ac.Ft)
FLOOD HYDROGRAPH ROUTING,- 1>PROGRAM
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004
Study date: 03/16/07
---------------------------------------------------------------------
Tract 350'60 BIDS 69400 Combined .Basins 1.- & .2
-Flood Hydrograph 24 hr / 100 yr 'Storm - 27'
Project Tributary Area Only
File 69400B12OnFld24hr
--------------------------------------------------------------------
Program License Serial Number 4082
* * * * * * * * * ** HYDROGRAPH
From study /file name: 69400B120nUhA1124100.rte
******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
Number of intervals = 97
Time interval = 15.0 (Min.)
Maximum /Peak flow rate = 18.132 (CFS)
Total volume = 7.969 (Ac.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2065.000 to Point /Station 0.000
* * * *
."'RETARDING BAS TW� ROUTING
User entry of depth- outflow- storage data
Total number of inflow hydrograph intervals = 97
Hydrograph time unit'= 15.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
Depth vs: Storage and Depth;, vs Discharge data:i
Basin Depth Storage Outflow (S- O *dt /2) (S +O *dt /2)
(Ft.) (Ac.Ft) (CFS) (Ac.,Ft) (Ac.Ft)
------------------- - - - - -Z P- C° t?�-------------------------------- - - - - --
0.000 0.000 0.000 0.000. 0.000
0.500 0.220 0.010 0.220 0.220
1.500 1.160 0.015 1.160 1.160
2.500 2.239 0.020 2.239 2.239
3.500 3.465 0.025 3.465 3.465
4.500 4.841 0.030 4.841 4.841
5.500 6.440 0.035 6.440 6.440
6.500 8.282 0.040 8.282 8.282
7.500 10.298 0.045 10.298 10.298
8.500 12.468 0.050 12.467 12.469
9.500 14.793 0.055 14.792 14.794
-------------------------------------------------------------- - - - - --
.= `-�.=~ _Z-I `~ . `. '== `~,=^,-=` '`''---
�ra�� valoea� 'I'~ �uit inflow; 'O'~ootfIow at time obovmi
---------------------------------------------------------------------
��
�� (���]v+)q`
\�� ���4.5
�J��/
G������1� ����)
0.250
0.60
0.00
0.006
OI
0'01
0'508
I.15
0'00
0.024
O
Z
0.06
0.750
1'27
0.00
0.049
O
Z
| 0.11
1.000
1.57
0.00
0.078
O
I
0.18
I.350
1'39
0'00
0.I09
0
Z
|
0.25
I.500
1.37
0.0I
0.136
O
I
0.31
1.750
1.27
0.01
0.162
O
I
|
} 0'37
3.000
1.57
0'0I
0'191
0
Z
8.43
2.250
I.69
0.01
0.225
O
I
0.51
3.500
I'69
0.01
0.259
O
I
0.54
2'750
1.99
0.01
0'297
O
I
(
0.58
3.000
2.11
0.01
0.339
O
I
0'63
3.250
2'I1
0.01
0'383
O
I
0.67
3.500
2.11
0.01
0.426
D
I
0'72
3'750
3.11
0.0I
0'470
O
I
0.77
4.000
2.41
0'01
0'516
O
I
0.8I
4'350
2.53
0'01
0'567
O
I
0.87
4.500
3'83
0'01
0'622
O
I
0.93
4.750
2.96
0.01
0'682
0
I
0.99
5.000
3.26
0.01
0'746
0
I
1'06
5.250
2.78
0'01
0'808
0
Z
I.13
5'500
2'83
0'01
0.865
O
I
I'I9
5.750
3.36
O'Ol
0'928
O
I
1.25
6.000
3.38
0'0I
0'396
O
Z
1.33
6.250
3.68
0'01
1.069
O
I
1'40
6.500
3.80
0'0I
1.146
O
I
1.48
6.750
4.10
0.02
I'227
0
11
1'56
7.080
4'22
0.02
I.313
O
11
1.64
7.250
4.22
0'02
1'400
O
11
1
1 1 1.72
7.500
4.52
0'02
1'490
O
11
1
1 1 I.81
7.750
4.95
0.02
1.587
0
I
1
1 1 1'90
8.000
5.37
0'02
1'693
O
11
1
1 1 1.99
8'250
2.08
0.02
1.770
O
Z
2'07
8'500
0'83
0'02
I'793
OI
2.03
8.750
1'51
0'02
I'823
O
I
2'1I
9'080
2'43
0.02
I'864
D
I
2.15
9.250
3'89
0'02
I'938
D
I
2'3I
9.500
5.03
0'02
3'030
O
I
2'30
9'750
5'94
0.03
2'133
O
Z
2.40
I0.000
6.85
0'03
2'365
O
I
2'52
10.250
3.38
0.02
2'370
O
I
2.61
10.500
1'98
0'03
2'425
D
I
2'65
I0.750
4.85
0.02
2'495
O
I
2.71
11.000
6.09
0.02
3'608
O
1
I
2.80
I1.250
5'68
0'02
2.729
0
1
I
2.90
II.500
5'59
0.02
2.845
O
|I
2'99
I1.750
4.63
0'03
2.950
O
Z
\ 3.08
13.000
4'87
0.02
3.048
O
I
3.16
12'250
9.05
0'02
3.I91
0
1
3.28
Time
Inflow Outflow
Storage
7 9.•18=
(Hours)
(CFS)
(CFS)-
(AC . Ft) D:
v. j. 415.
12.500
11.27
0.02
3.401
O
12.750
12.71
0.03
3.648
O
13.000
13.83
0.03
3.921
O
13- .-2-50
16.91
0.03
4.238
O
- 13.500
18.13 J,
0.03.
4 60.0;
O.
13.750
•12.23
0.03
4.913
O
14.000
9.93
0.03
5.141
O
14.250
12.24
0.03
5.369
O
14.500
12.69
0.03
5.626
O
14.750
12.58
0.03
5.887
O
15.000
12.15
0.03
6.141
O
15.250
11.49
0.03
6.385
O
15.500
10.83
0.04
6.615
O
15.750
8.53
0.04
6.814
O
16.000
7.75
0.04
6.981
O
16.250
3.44
0.04
7.096
O I
16.500
1.69
0.04
7.148
O I
16.750
1.39
0.04
7.179
O I
17.000
1.27
0.04
7.206
O I
17.250
1.87
0.04
7.238
O I
17.500
2.11
0.04
7.278
O I
17.750
2.11
0.04
7.321
O I
18.000
1.81
0.04
7.361
O I
18.250
1.69
0.04
7.396
O I
18.500
1.69
0.04
7.430
O I
18.750
1.39
0.04
7.461
O I
19.000
0.97
0.04
7.485
OI
19.250
1.15
0.04
7.506
O I
19.500
1.57
0.04
7.533
O I
19.750
1.39
0.04
7.563
O I
20.000
0.97
0.04
7.586
OI
20.250
1.15
0.04
7.607
O I
20.500
1.27
0.04
7.631
O I
20.750
1.27
0.04
7.657
O I
21.000
0.97
0.04
7.679
OI
21.250
1.15
0.04
7.700
O I
21.500
0.97
0.04
7.721
OI
21.750
1.15
0.04
7.742
O I
22.000
0.97
0.04
7.763
OI
22.250
1.15
0.04
7.784
O I
22.500
0.97
0.04
7.805
OI
22.750
0.84
0.04
7.823
OI
23.000
0.84
0.04
7.840
OI
23.250
0.84
0.04
7.856
OI
23.500
0.84
0.04
7.873
OI
23.750
0.84
0.04
7.889
OI
24.000
0.84
0.04
7.906
OI
24.250
0.24
0.04
7.917
O
9.07
� I
�I
I�
I I
Depth
13.60: 18.13 ;'(Ft.)
3.45
I 3.63
I 3.83
I 4.06
I I I 4.54
4.69
I 4.83
I 4.99
I I I 5.15
I 5.31
I I 5.47
I 5.59
5.70
5.79
5.86
5.88
5.90
5.92
5.93
5.95
5.98
6.00
6.02
6.04
6.05
6.07
6.08
6.09
6.11
6.12
6.13
6.15
6.16
6.17
6.18
6.20
6.21
6.22
6.23
6.24
6.25
6.26
6.27
6.28
6.29
6.30
6.30
24.500: 0.00
0.•04
7 9.•18=
'
Remaining
water in
basin = 7.92 (Ac.Ft)
Depth
13.60: 18.13 ;'(Ft.)
3.45
I 3.63
I 3.83
I 4.06
I I I 4.54
4.69
I 4.83
I 4.99
I I I 5.15
I 5.31
I I 5.47
I 5.59
5.70
5.79
5.86
5.88
5.90
5.92
5.93
5.95
5.98
6.00
6.02
6.04
6.05
6.07
6.08
6.09
6.11
6.12
6.13
6.15
6.16
6.17
6.18
6.20
6.21
6.22
6.23
6.24
6.25
6.26
6.27
6.28
6.29
6.30
6.30
)if'1�1f.21{ I�'� !s �C Jf J{,� �yJf 3 1"J ti 1 .•{ i i - f`.•,c -•.�lf Jf lJ{,i�f if i{L�{��{ �r J� R Jc �{ I� if
� �. C` �?�%'+�.Jt��...�+agt }i:"'�..a`. ,..'•�... : �.::�+fa,. � .�•.t�t.+m .>.. �: v,,, ��7r� "a+F'4soh%•`Yf(a'�i.- �'.;'1.; '�p. vR:'� ti{F+�a
Number of intervals = 98
' Time interval = 15.0 (Min.)
Maximum /Peak flow rate = 0.039 (CFS)
Total volume = 0.051 (Ac.Ft)
Tab 6
Appendix B
Rational Method Hydrology
131 Streets
B2 Catch Basin / Inlets
B3 Storm Drain Hydrology
B4 Hydraulic Grade Line
Laing Luxury Homes
Tentative Tract 35o6o
MDS 69400
Tab 6
Appendix Bi
Rational Method Hydrology
Streets
Street D & E - CB# 1 & 2
Street E, - CB# 3 & 4
Street F, - CB# 5 & 6
Street F, - CB #7 & 8
Street G,. - CB #11 & 12
Washington Street, - CB #9, 10, &13
Laing Luxury Homes
Tentative Tract 35o6o
MDS 69400
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
-- - -- --- - - -. -- - - -- - -- -- --------- - - - - -- -------- - - - - --
Canyon. Ridge - Tr; 35060 .: NIDS ` 69400 local $t
Q 1:Ocfs
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Program License Serial Number 4082
--------------------------------------------------------------------
** : >Street Flow:. Analysis *, **
Upstream (headworks) Elevation = 100.520(Ft.)
Downstream (outlet) Elevation = 100.000(Ft.)
Runoff /Flow Distance = 100.000(Ft.)
Maximum flow rate .in :channel, s) 14-000, (C-1!
--------------------------------------------------------------------
Top of street segment elevation = 100.520(Ft.)
End of street segment elevation = 100.000(Ft.)
Length of street segment = 100.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Half street cross section data points:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.7125 right of way
8.5000 0.5000 top of curb
8.5000 0.0000 flow line
10.0000 0.1250 gutter end
27.5000 0.4750 grade break
28.0000 0.4850 crown
Average " velocity
Total fhow rate in:..l /2'street U 5064CR; :J
Streetflow hydraulics:
Halfstreet flow width (curb to crown) = 6.549(Ft.)
Average flow velocity = 1.00(Ft /s)
Channel including Gutter and area towards property
line:
Flow Width = 1.500(Ft.) Flow Area =
0.245(Sq.Ft)
Velocity = 1.465(Ft /s) Flow Rate =
0.359(CFS)
Froude No. = 0.6385
Channel from outside edge of gutter towards grade
break:
Flow Width = 5.049(Ft.) Flow Area =
0.255(Sq.Ft)
Velocity = 0.552(Ft /s) Flow Rate =
0.141(CFS)
Froude No. = 0.4331
Channel from grade break to crown:
Flow Width = 0.000(Ft.) Flow Area =
0.000(Sq.Ft)
Velocity = 0.000(Ft /s) Flow Rate =
0.000(CFS)
Froude No. = 0.0000
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
--------------------------------------------------------------------
.+ ¢ 5:r dl .•� 's -.� •. � ..�,.� ,.... 'lF
Ca"h","6 idg'e �'�Tr 3`5060 ; NID3' 69..400 , - „Local St
2� 0:. cfs
--------------------------------------------------------------------
Program License Serial Number 4082
--------------------------------------------------------------------
* * * Sti e6t",4" nalyusis * *j�*
Upstream (headworks) Elevation = 100.520(Ft.)
Downstream (outlet) Elevation = 100.000(Ft.)
Runoff /Flow Distance = 100.000(Ft.)
Maximum flow rate in channel(s) = 2.000(CFS)
--------------------------------------------------------------------
Top of street segment elevation = 100.520(Ft.)
End of street segment elevation = 100.000(Ft.)
Length of street segment = 100.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Streetsfhow�isvon,[�2] side(s;)of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Half street cross section data points:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.7125 right of way
8.5000 0.5000 top of curb
8.5000 0.0000 flow line
10.0000 0.1250 gutter end
27.5000 0.4750 grade break
28.0000 0.4850 crown
D pth��.,d'f owl' 50`273 1;Pt`9l
�Averagefvelocity,� 1 158�(Ft %s)
4``s�TotalaflowrateinYl /2` s'treet`s
Streetflow hydraulics:
Halfstreet flow width (curb to crown) = 8.900(Ft.)
Average flow velocity = 1.16(Ft /s)
'
Channel including
Gutter and area
towards property
line:
Flow Width
= 1.500(Ft.)
Flow Area =
0.316(Sq.Ft)
Velocity =
1.835(Ft /s)
Flow Rate =
0.580(CFS)
Froude No.
= 0.7049
Channel from outside edge of gutter towards grade
break:
Flow Width
= 7.400(Ft.)
Flow Area =
0.548(Sq.Ft)
Velocity =
0.768(Ft /s)
Flow Rate =
0.420(CFS)
Froude No.
= 0.4974
Channel from grade break to crown:
Program License Serial Number 4082
Upstream ( headworks') Elevation = 100.500(Ft.)
Downstream (outlet) Elevation = 100.000(Ft.)
Runoff /Flow Distance = 100.000(Ft.)
Maximum depth(HGL) of flow at headworks = 0.500(Ft.)
Top of street segment elevation = 100.500(Ft.)
End of street segment elevation = 100.000(Ft.)
Length of street segment = 100.000(Ft.)
Height° of curb above gutter xf] owline,� 6^ 0 CIri
„'�.xWidth�of hal'fa& - ,reset (curb to x'19':,500
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz)
= 0.020
Slope from grade break to crown (v /hz)
= 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line =
8.500(Ft.)
Slope from curb to property line (v /hz)
= 0.025
R .dy+T liiMlt"S+ F 1,'•9Fj.TA4W,)af"•' � "*t+�T"s
Gutter,,width 1 500�(.Ft. )
'Gutter hikefrom�flpwlineillr: 50A:.(In,
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break
= 0.0200
Manning's N from grade break to crown =
0.0200
Half .stre:e;t cross "sect. on data =po nts,i,
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.7125
right of way
8.5000 0.5000
top of curb
8.5000 0.0000
flow line
10.0000 0.1250
gutter end
27.5000 0.4750
grade break
28.0000 0.4850
crown
Note: depth of flow exceeds top of street crown.
�rt'a3aFPE',�q 'u4 'S,+ "s,.�'
StreetflV RR Wd WUNI ;; 813
Halfstreet flow width `(curb to crown) = 19.500(Ft.)
Average flow velocity = 1.89(Ft /s)
Channel including Gutter and area towards property
Flow Width = 1.500(Ft.) Flow Area =
Velocity = 3.087(Ft /s) Flow Rate =
Froude No. = 0.8225
Channel from outside edge of gutter towards grade
Flow Width 17.500(Ft.) Flow Area =
Velocity = 1.667(Ft /s) Flow Rate =
Froude No. = 0.6569
Channel from grade break to crown:
Flow Width = 0.500(Ft.) Flow Area =
Velocity = 0.359(Ft /s) Flow Rate =
line:
0.656(Sq.Ft)
2.026(CFS)
break:
3.500(Sq.Ft)
5.834(CFS)
0.010(Sq.Ft)
0.004(CFS)
Riverside County Rational l q y/Pro
�
CI\/ILCADD/CI\/ILDE3IGN Engineering 3oftware,(c) 1989 - 2005 Version 7'1
Rational Hydrology.Study
Date: 03/20/07 File:6940OStDCap.out
------------------------------------------------------------------------
'� ' - ~ ' {���� ��
��]r�� � ' �� �����/N � -� `��1�������, T�<�E ]2� �t�� ��� v ��-
~,, ~__ ___ _ -'. r-_�`��. ° ~^- 1
- -�� 511: ,
09 .I^��t �=�� 8� ]���i�
File 6940DStDECap ~
------------------------------------------------------------------------
� � -
][����r`. . �����%�i�
English (in-lb) Units used in irg?ot data file
Program License Serial Number 4083
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) ~ 100'00 Antecedent Moisture Condition ~ 3
Standard intensity-duration curves data (Plate D-4'1)
For the [ Cathedral City ] area used.
lO year storm 10 minute intensity ~ 2 '770 (Zo/Dr)
10 year storm GO minute intensity ~ 0'980(Io/Br)
100 year storm lU minute intensity ~ 4 '520 <Io/Br>
I00 year storm GO minute intensity ~ l. 6OD (In/Br)
Storm event year ~ 100.0
Calculated rainfall intensity data:
l boor intensity ~ 1.600(Iu/Br)
Slope of intensity duration curve ~ 0.5800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1780'000 (Ft' ) to Point/Station 1550.000 (Ft.)
'.�^� � -`�����
. /
Initial area flow distance 330'000<Ft'>
Top (of initial area) elevation ~ 63 '3OO <Ft' >
Bottom (of initial area) elevation ~ 61'940(Ft')
Difference in elevation = I'360(Ft.)
Slope ~ 0'00591 a(perceot) = 0'59
7rC ~ k ' ~
on
' .'~ ~ ~^ °' -''=� ~^"+^`.-^'�-^=~'^ ~
Rainfal l ioteoaity = 4.78I(Io/B�> for a IUO'O year storm
CONDOMINIUM subarea type
Runoff Coefficient ~ 0'843
Decimal fraction soil group A ~ 0.000
Decimal fraction soil group B ~ I.080
RI index for soil (AMC 2) ~ 56.00
Pervious area fraction ~ 0.350/ Impervious fraction 0'650
Initial subarea runoff ~ 2.097<CFS>
Total initial stream area ~ O .520 (J\o. )
Pervious area fraction ~ 0.350
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1550.000(Ft.) to Point /Station 1072.000(Ft.)
** * *' STREET FLOW, TRAVEL,-TIME + ., SUBAREA, FLOWn.'ADDIT.IOW- * *A2 5;, A2 6,
Top of street segment elevation = 61.940(Ft.)
End of street segment elevation = 59.400(Ft.)
Length of street segment = 478.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 5.246(CFS)
Depth of flow = 0.358(Ft.), Average velocity = 1.457(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.148(Ft.)
Flow velocity = 1.46(Ft /s)
Travel time = 5.47 min. TC = 14.56 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.830
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 3.638(In /Hr) for a 100.0 year storm
Subarea runoff = 6.157.(CFS) for 2.040(Ac.)
Total runoff 8.254(CFS) Total.area.= 2.:560: (Ac
.)
Street flow.at end of. street = 8.254;(CFS)
Half street flow at .end of street = 4,127(CFS)
) , wAverage�� velocity 1 1:623 (Ft /'s)_ C L o4 S(o
e th „,of� flow
Flow width (from curb towards crown)= 15.722(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1072.000(Ft.) to Point /Station 827.000(Ft.)
`STREET °;1 °FLOW TRAVEL TIME' ±-SUBAREA FLOW. "ADDITION *. *'A23_-',A2 "4-
Top of street segment elevation = 59.400(Ft.)
End of street segment elevation = 58.220(Ft.)
Length of street segment = 245.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 12.311(CFS)
Depth of flow = 0.469(Ft.), Average velocity = 1.721(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.723(Ft.)
Flow velocity = 1.72(Ft /s)
Travel time = 2.37 min. TC = 16.93 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.792
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.333(In /Hr) for a 100.0 year storm
Subarea runoff = 8.002(CFS) for 3.030(Ac.)
Total runoff = 16.256 (CES) total'.area = 5.590 (Ac.')_
Street flow at .end of street. 16:..256 (CFS).+ fa ���It�.3b �'NL+r�• (off %�• 32
alf stre et flow at, end. of s- reet.. 8.128 (CPS) : CB,# 1
epali. •of r:flow O:s508:(Ft ) Average -Velocity 1:88`.3 (Ft /'s °) O�'
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 0.30(Ft.)
Flow width (from curb towards crown)= 19.500(Ft.)
End of computations, total study area = 5.59 (Ac.)
The following figures maybe used for a unit hydrograph study of the same area.
Area'�,averagedi:pervous areafraction`.(Ap) 0 43,1
Area
,ta�eraged RI index number, 56 v.0
Riverside'CountX Rat final Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology. Study
Date: 03/19/07 File:69400StEtoCB45Lot12.out
--------------------------------------_----------------------------------
T'ract _ 35060 = 'NIDS 69400.
CB 3 & ;.4 Inflow ;Lot.11 &' 12
File 69400StECB4
------------------------------------------------------------------------
*. * * * * * ** Hydrology Study Control Information * * * * * * * * **
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2200.000(Ft.) to Point /Station 2000.000(Ft.)
INIT;IAL AREA EVALUATION * * **Partial,,,.,,, ..
. _ _ A1.0:
Initial area flow distance = 200.000(Ft.)
Top (of initial area) elevation = 63.900(Ft.)
Bottom (of initial area) elevation = 62.900(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.00500 s(percent)= 0.50
TC = k(0.390) *[(length^3) /(elevation change)]^0.2
Initial area time of concentration = 9.369 min.
Rainfall intensity = 4.698(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.731
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.050(CFS)
Total initial stream area = 0.306(Ac.)
Pervious area fraction = 0.500
......................................................................
Process from Point/Station 2000.000(Ft.) to Point/Station 1865.000(Ft.)
�.-STREE-T,- F L QW K
TRAVEL -T SUBAREA ADDITION Al
Top of street segment elevation = 62.900(Ft.)
End of street segment elevation = 61.500(Ft.)
Length of street segment = 135.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 17.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v/hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 2.029(CFS)
Depth of flow = 0.302(Ft.), Average velocity = 1.775(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.353(Ft.)
Flow velocity = 1.77(Ft/s)
Travel time = 1.27 min. TC = 10.64 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.723
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 4.364(In/Hr) for a 100.0 year storm
Subarea runoff = 1.874(CFS) for 0.594(Ac.)
Total runoff = 2.924(CFS) Total area = 0.900(Ac.)
Street flow at end of street = 2.924(CFS)
Half street flow at end of street = 2.924(CFS)
Depth of flow = 0.335(Ft.), Average velocity = 1.931(Ft/s)
Flow width (from curb towards crown)= 12.013(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1865.000(Ft.) to Point /Station 1716.000(Ft.)
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * " ** *All
Top of street segment elevation = 61.500(Ft.)
End of street segment elevation = 60.600(Ft.)
Length of street segment = 149.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 17.000(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side (s) of the street
Distance from curb to property line = 15.000(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0200
Manning's N from gutter to grade break = 0.0170
Manning's N from grade break to crown = 0.0170
Estimated mean flow rate at midpoint of street = 3.822(CFS)
Depth of flow = 0.380(Ft.), Average velocity = 1.818(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.250(Ft.)
Flow velocity = 1.82(Ft /s)
Travel time = 1.37 min. TC = 12.00 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.715
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 4.069(In /Hr) for a 100.0 year storm
Subarea runoff = 1.697(CFS) for 0.583(Ac.)
Total" runoff = 4 .`6'21'(CFS) Totah° area 1.483 (Ac: )
Street 'flow at end , of street: 4 ' 621 (CFS)'
Half street flow at :erid.;'.o f. street: 4 6`21'(CFS) ✓CB# 3.
I, .
eptti of _flow 0 402'`(Ft.), :pAverage. velocity .,I.907..(Ft /s)
Flow width (from curb towards crown)= 15.336(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1865.000(Ft.) to Point /Station 1716.000(Ft.)
* * * SUBAREA: ,.FLOW ' ADDITION.!::** *v* Al2
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.715
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 12.00 min.
Rainfall intensity = 4.069(In /Hr) for a 100.0 year storm
Subarea .runoff, 1 912 (CFS) CB #. 4 for ' A `657'(Ac
Total runoff = 6.533(CFS) Total area = 2.140(Ac.)
End of computations, total study area = 2.14 (Ac.)
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 32.0
Riverside County Rational Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
' Rat -ions Hydro °logy; Study
Date: 04/19/07 File:69400StFLot13to17.out
------------------------ - - - - -- --
- - - - - -
- -- - ---------------
Tract 35060 - NDS, 694'00
File 69400StFLot13to17
Hydrology S:tudy;Control: Information
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
' For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1580.000(Ft.) to Point /Station 1400.000(Ft
* * ** INITIAL AREA EVALUATION * * **
Initial area flow distance = 180.000(Ft.)
Top (of initial area) elevation = 65.000(Ft.)
Bottom (of initial area) elevation = 62.800(Ft.
Difference in elevation = 2.200(Ft.)
Slope = 0.01222 s(percent)= 1.22
TC = k(0.390) * [ (length'3) / (elevation change) ] "0.2
Initial area time of concentration = 7.512 min.
Rainfall intensity = 5.340(In /Hr) for a 100
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.744
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 32.00
0 year storm
Pervious area fraction = 0.500; Impervious fraction = 0.500
' Initial subarea runoff = 0.556(CFS)
Total initial stream area = 0.140(Ac.)
Pervious area fraction = 0.500
it
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1400.000(Ft.) to Point /Station 1270.000(Ft.)
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * * *A19 & 20
Top of street segment elevation = 62.800(Ft.)
End of street segment elevation = 61.660(Ft.)
Length of street segment = 130.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500.(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0200
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 3.350(CFS)
Depth of flow = 0.296(Ft.), Average velocity = 1.545(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.066(Ft.)
Flow velocity = 1.54(Ft /s)
Travel time = 1.40 min. TC = 8.91 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.783
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
RI index for soil(AMC 2) = 44.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 4.835(In /Hr) for a 100.0 year storm
Subarea runoff = 5.452(CFS) for 1.440(Ac.)
otal' runoff 6`..00.8 (CFS;) =,' Tota'1
Street flow at end of street = 6.008(CFS)
Half < street flow at end of street 3004'(CFS)
Depth of` flow Average velocity' 1,.778
Flow ;width .,(from curb towards;. il 2 721 (Ft >'.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1270.000(Ft.) to Point /Station 1075.000(Ft
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 61.660(Ft.)
End of street segment elevation = 60.600(Ft.)
Length of street segment = 195.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0200
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 8.331(CFS)
Depth of flow = 0.412(Ft.), Average velocity = 1.608(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.873(Ft.)
Flow velocity = 1.61(Ft /s)
Travel time = 2.02 min. TC = 10.94 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.814
Decimal fraction soil group A = 0.450
Decimal fraction soil group B = 0.550
RI index for soil(AMC 2) = 45.20
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 4.294(In /Hr) for a 100.0 year storm
Subarea runoff = 4.544(CFS) for 1.300(Ac.)
Total runoff = 10.552(CFS) Total area = 2.880(Ac.)
Street flow at end of.street = 10.552(CFS)
Half street f ;low at PendP of street , _ 5 2`76 (GFS') _ � ;,g�
2
Depth .of rfl?ow "0443 (Ft :) Ave "rage veloct' ' 1.:7704 (Ft s
Flow wdth(froii.,curb towards crown) 17 3:9.2
End of computations, total study area = 2.88 (Ac.)
Area averaged pervious area fraction(Ap) = 0.432
Area averaged RI index number = 44.0
Rivers de County Rational Hydrology: Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational.'Hydrology Study
Date: 03/28/07 File:694000B1718Lot73.out
------------------------------------------------------------------------
Tract : "3.5060. ': NIDS 69400 - Street .Flow To CB.,
File 69400CB1718Lot73
------------------------------------------------------------------------
* * * * * * ** Hydrology Study Control Information * * * * * * * * **
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1600.000(Ft ) to Point /Station 1350.000(Ft.)
icq
* INITIAL AREA EVALUATION * * * * �¢r7�
Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 66.610(Ft.)
Bottom (of initial area) elevation = 63.670(Ft.)
Difference in elevation = 2.940(Ft.)
Slope = 0.01176 s(percent)= 1.18
TC = k(0.370) *[(length"3) /(elevation change)]'0.2
Initial area time of concentration = 8.190 min.
Rainfall intensity = 5.079(In /Hr) for a 100.0 year storm.
CONDOMINIUM subarea type
Runoff Coefficient = 0.846
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 3.567(CFS)
Total initial stream area = 0.830(Ac.)
Pervious area fraction = 0.350
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1350.000(Ft.) to Point /Station 1223.000(Ft.)
STREET FLOW TRAVEL,'''.: TME + ,SVBARE FLOW ADDITION:'*,*
.,
Top of street segment elevation = 63 .670 (Ft . )
End of street segment elevation = 62.520(Ft.)
Length of street segment = 127.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 15.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2] side (s) of the street
Distance from curb to property line = 12.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.217(CFS)
Depth of flow = 0.331(Ft.), Average velocity = 1.785(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.791(Ft.)
Flow velocity = 1.78(Ft /s)
Travel -- time-
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.843
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 4.695(In/Hr) for a 100.0 year storm
Subarea runoff = 3.165(CFS) for 0.800(Ac.)
Total runoff = 6.731(CFS) Total area = 1.630(Ac.)
Street flow at end of street = 6.731(CFS)
Half, street flow at end. of street r 3 3`66,(CFS) !i d3tdo
Depth of'Nflow .:0 356 -(Ft ) , Average velocity ;1 °89:5 �,
Flow width (from curb towards crown)= 13.058(Ft.)
End of computations, total study area = 1.63 (Ac.)
Area averaged pervious area fraction(Ap) = 0.350 r
Area averaged RI index number = 56.0 In O C Q -2, 1, 3G 3'S
' Riverside, County• Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 06/08/07 File:69400CB13.out
------------------------------------------------------------------------
' Tract_. , 35060 - MM: 69400 ,'CB 13. -Lat D1
File "69.4OAOCB13Rat
------------------------------------------------------------------------
* * * * * * * ** Hydrology Study,:Control..Informati:on * * * * * * * * **
English (in -lb) Units used in input data file
Program License Serial Number 4082
' 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 D -4.1)
For the [ Cathedral City ] area used.
' 10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
' Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1635.000(Ft.) to Point /Station 1500.000(Ft.)
** *':INITIAL AREA'EVALUATION ** ".Partial B5
Initial area flow distance = 135.000(Ft.)
Top (of initial area) elevation = 62.500(Ft.)
Bottom (of initial area) elevation = 59.500(Ft.)
Difference in elevation = 3.000(Ft.)
' Slope = 0.02222 s(percent)= 2.22
TC = k(0.370) *[(length"3) /(elevation change)]"0.2
Initial area time of concentration = 5.636 min.
Rainfall intensity = 6.308(In /Hr) for a 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.855
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
' Initial subarea runoff = 1.149(CFS)
Total initial stream area = 0.213(Ac.)
Pervious area fraction— 0.350
' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1500.000(Ft.) to Point /Station 1070.000(Ft.)
* * * *
-,STREET FLOW TRAVEL-TIME. +',',SUBAREA FLOW ;ADDITION. **B5
' Top of street segment elevation = 59.500(Ft.)
End of street segment elevation = 58.930(Ft.)
Length of street segment = 430.000(Ft.)
' Height of curb above gutter flowline = 6.0(In
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (1) side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.342(CFS)
Depth of flow = 0.465(Ft.), Average velocity = 1.116(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.937(Ft.)
Flow velocity = 1.12(Ft /s)
Travel time = 6.42 min. TC = 12.06 min.
Adding area flow to street
MOBILE HOME PARK subarea type
Runoff Coefficient = 0.854
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.250; Impervious fraction = 0.750
Rainfall intensity = 4.058(In /Hr) for a 100.0 year storm
Subarea runoff = 4.296(CFS) for 1.240(Ac.)
Total runoff = 5.445(CFS) Total area = 1.453(Ac.)
Street flow at end of street = 5.445(CFS)
Half street flow at end of street = 5'.445 (CFS) •'CB# ` -13` Inlet
Depth of flow = 0.543(Ft.), Average velocity = 1.213(Ft /s)
Warning: depth of flow exceeds top of curb 5f Flow y, ile' 5
Distance that curb overflow reaches into property = 1.71(Ft.))
Flow width (from curb towards crown)= 20.798(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1070.000(Ft.) to Point /Station 1000.000(Ft.)
* * ** PIPEFLOWTRAVEL TIME (•User 'specified size )' * * * - *Lateral 1
s- -
Upstream point /station elevation = 54.930(Ft.)
Downstream point /station elevation = 50.000(Ft.)
Pipe length = 70.00(Ft.) Manning's N = 0.013
No of pipes 1 Required pope flow
Given pipe size 18ti00`(_In );
Calculated individual pipe flow = 5.445(CFS)
Normal flow depth in pipe = 5.39(In.)
Flow top width inside pipe = 16.49(In.)
Critical Depth = 10.79(In.)
Pipe flow velocity = 12.23(Ft /s)
Travel time through pipe 0.10 min.
:Time of ; concentration • (.TC) ` 12 .16'''° mi`ri.
End of computations, total study area = 1.45 (Ac.)
Area averaged pervious area f.raction(Ap) = 0.265
Area averaged RI index number = 56.0
I
Appendix B2
Rational Method Hydrolopw g
Catch Basin / Lateral Desiqn Q100
CB# 1 & 2
CB# 1 & 2 LoPt Inlet Size
CB #3 &4
CB #5 &6
CB# 5 & 6 FloBy Inlet Size
CB #7 &8
CB# 7 & 8 FloBy Inlet Size
CB# 9
CB# 10
CB# 10 FloBy Inlet Size
CB# 11 & 12
CB# 13
CB# 13 LoPt Inlet Size
CB# 14
CB# 16
CB# 17 & 18
CB# 17 & 18 FloBy Inlet Size
Drain Inlets DI# I thru DI #7
Laing Luxury Homes
Tentative Tract 35o6o
MDS 69400
Tab 7
R versiderCoun- y Rational Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rat.i`onal `Hydrology Study
Date: 03/20/07 File:69400StDCap.out
------------------------------------------------------------------------
Tr:act :3506:0" NIDS 6:9400 Street D & E Capacity
CB# -1 & 2 C 7Lot 5'7
File 69400StDECap
------------------------------------------------------------------------
* * *. * * * * ** Hydrology Study Control : Info.rmation T * *, *: * * * *. * **
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1780.000(Ft.) to Point /Station 1550.000(Ft.)
* * *`* INITIAL AREA EVALUATION° * * **
Initial area flow distance = 230.000(Ft.)
Top (of initial area) elevation = 63.300(Ft.)
Bottom (of initial area) elevation = 61.940(Ft.)
Difference in elevation = 1.360(Ft.)
Slope= 0.00591 s(percent)= 0.59
TC = k(0.370) *[(lengthA3) /(elevation change) ] "0.2
Initial area time of- concentration
Rainfall intensity = 4.781(In /Hr) for a 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.843
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 2.097(CFS)
Total initial stream area = 0.520(Ac.)
Pervious area fraction = 0.350
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1550.000(Ft.) to Point /Station 1072.000(Ft.)
STREET FLOW TRAVEL TIME ,+ SUBAREA 'F-DOW ' ADDITION * *A2 5'`, A2 "6
Top of street segment elevation = 61.940(Ft.)
End of street segment elevation = 59.400(Ft.)
Length of street segment = 478.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width.of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2] side(s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 5.246(CFS)
Depth of flow = 0.358(Ft.), Average velocity = 1.457(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.148(Ft.)
Flow velocity = 1.46(Ft /s)
Travel time = 5.47 min. TC = 14.56 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.830
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 3.638(In /Hr) for a 100.0 year storm
Subarea runoff = 6.157(CFS) for 2.040(Ac.)
Total .runoff = 8..254..(CFS): Toa.ah.:a- r "'ea.i 2'.560 (Ac-.)
Street flow at end of. street.. 8:'254 (CF"S)
Half :street: flow at end o "f street 4 1?27_'(CFS')?
epth..of;.flow 0- :409`(Ft )., :Average velocity 1':623 (Ft /8).
Flow width (from curb towards crown)= 15.722(Ft.)
......................................................................
Process from Point/Station 1072.000(Ft.) to Point/Station 827.000(Ft.)
TIME U-8AREX-;'IF LOWMAD **kl--3�FA24
Wjf'�,T,,M'Y�E PITION
-,S
STREET -FLOW t;
Top of street segment elevation = 59.400(Ft.)
End of street segment elevation = 58.220(Ft.)
Length of street segment = 245.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on (2) side (s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v/hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 12.311(CFS)
Depth of flow = 0.469(Ft.), Average velocity = 1.721(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.723(Ft.)
Flow velocity = 1.72(Ft/s)
Travel time = 2.37 min. TC = 16.93 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.792
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.333(In/Hr) for a 100.0 year storm
Subarea runoff = 8.002(CFS) for 3.030(Ac.)
'To. tal:
Street., .I -bw
. , e. " n &� i.0 --B, ree� L 4.- " A J6.
The
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property
Flow width (from curb towards crown)= 19.500(Ft.
End of computations, total study area =
following figures maybe used for a unit hydrograph
a. ver&!46-- RI index number 56.0
0. 30 (Ft. )
5.59 (AC.)
study of the same area.
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
--------------------------------------------------------------------
' kTract 350 °60 NID °S 6,9400 CB# 1 & 2 Cap ac y
W� 4 ft
File 69400CB12CapLot57
Program License Serial Number 4082
--------------------------------------------------------------------
*` ** Street Flow +Inlet Analys..s * * *:
Upstream (headworks) Elevation - 58 250(Ft.)
Downstream (outlet) Elevation = 58.220(Ft.)
Runoff /Flow Distance = 25 000(Ft )
aximurn flow `rate in channel (`s) 17..320 (CFS)
- - - - - --
Top of street segment elevation 58.250 (Ft. ) -n
End of street segment elevation = 58.220(Ft.)
Length of street segment = 25.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side (s) of the street
Distance from curb to property line = 8.500(Ft.)
' Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
' Manning's N in gutter = 0.0150 -
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown - 0.0200
Half street cross section data points:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.7125 right of way
8.5000 0.5000 top of curb
' 8.5000 0.0000 flow line
10.0000 0.1250 gutter end
27.5000 0.4750 grade break
28.0000 _ 0 4850 crown
CURB ;INLET ?_ TYP`E STREET ;DRAIN, ;Opening Height5s c F 8 30,0 (In ) „;
II
I
Street Inlet Calculations:
' Street flow in street inlet depression = 17.320(CFS)
Gutter depression depth = 4.000(In.)
Gutter depression width = 4.000(Ft.)
' Depth of flow = 0.885(Ft.)@ depression
Average velocity = 1.259(Ft /s)
Total flow rate in 1/2 street = 8.660(CFS) C
U.S. DOT Hydraulic.Engineering Circular No. 12 inlet calculations-.'
' Street flow half width at start of inlet '= 19.500(Ft.)
Flow rate in gutter section of street = Qw = 4.473(CFS)
Given inlet length :L 4:000(Ft.)
Ratio of frontal flow to total flow = EO = 0.5166
Street slope is less than 0.50 ,
' Depth of flow indicates an orifice flow
condition exists for an opening height of 8.30(In.)
Using equation Qi = .67hL(2gd0)^.5
aximum inlet flow capacity = 21.837(CFS)
Half street cross section data points through curb inlet:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 1.0458 right of way
8.5000 0.8333 top of curb
8.5000 0.0000 flow line
12.5000 0.4583 gutter /depression end
27.5000 0.7583 grade break
28.0000 0.7683 crown
Note: Street inlet capacity is greater than existing flow in street.
Remaining flow in street below inlets = 0.000(CFS)
Zero flow remaining in street
Total flow rate in street = 0.000(CFS)
Riverside':C6unty,Rationa1' Hydrology- Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study
Date: 03/19/07 File:69400StEtoCB45Lotl2.out
------------------------------------------------------------------------
- - C
CBt.3 P city- 12
Tract 35.060 - NIDS 69400 &`.,4 a a cit - Lot7
File 69400StECB4
-------------------------------------------------------------------_-----
* * * * * * * ** Hydrology Study.Control;Information
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2200.000(Ft.) to Point /Station 2000.000(Ft.)
* * * * INITIAL 'AREA - EVALUATION: * * * * Partial `A -10
Initial area flow distance = 200.000(Ft.)
Top (of initial area) elevation = 63.900(Ft.)
Bottom (of initial area) elevation = 62.900(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.00500 s(percent)= 0.50
TC = k(0.390) *[(length^3) /(elevation change))"0.2
Initial area time of concentration = 9.369 min.
Rainfall intensity = 4.698(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.731
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.050(CFS)
Total initial stream area = 0.306(Ac.)
Pervious area fraction = 0.500
' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2000.000(Ft.) to Point /Station 1865.000(Ft.)
L F. - YC W'" S
' * STR FLOW TRP,r TIME f +N ,SUBAREA YFLOW ADDITION *Part alq A1;O
EET VEL
Top of street segment elevation = 62.900(Ft.) w
End of street segment elevation = 61.500(Ft.)
Length of street segment = 135.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 17.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side (s) of the street
' Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
' Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 2.029(CFS)
Depth of flow = 0.302(Ft.), Average velocity = 1.775(Ft /s)
Streetflow hydraulics at midpoint of street travel:
' Halfstreet flow width = 10.353(Ft.)
Flow velocity = 1.77(Ft /s)
Travel time = 1.27 min. TC = 10.64 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.723
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
' Rainfall intensity = 4.364(In /Hr) for a 100.0 year storm
Subarea runoff = 1.874(CFS) for 0.594(Ac.)
Total runoff = 2.924(CFS) Total area = 0.900(Ac.)
Street flow at end of street = 2.924(CFS)
1 Half street flow at end of street = 2.924(CFS)
Depth of flow = 0.335(Ft.), Average velocity = 1.931(Ft /s)
Flow width (from curb towards crown)= 12.013(Ft.)
� I
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1865.000(Ft.) to Point /Station 1716.000(Ft.)
_ *** $,TREETFPLY4W�TRAVEL IME+S;U{BjA�REA`F =L WPDDIT;ION* ***A11
Top of street segment elevation 61.500(Ft.)
End,of street segment elevation 60.600(Ft.)
Length of street segment = 149.000(Ft.)
Height of curb above gutter flowline, = 6.0(In.)
Width of half street (curb to crown) = 17.000(Ft.)
Distance from crown.to crossfall grade break = 0.500(Ft.)
,Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1) side (s) of the street
Distance from curb to property line = 15.000(Ft.)
Slope from.curb to property line (v /hz) 0.025
Gutter width = 1.500(Ft.)
.Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0200
Manning's N from gutter to grade break— 0.0170
Manning's N from grade break to crown =. 0.0170
Estimated mean flow rate at midpoint of street = 3.822(CFS).,
Depth of flow = 0.380(Ft.), Average velocity = 1.818,(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.250(Ft.)
Flow velocity = 1.82(Ft /s)
Travel.time = 1.37 min. TC = 12.00 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.715
Decimal fraction soil group A 1.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 4.069(In /Hr) for a 100.0 year storm
Subarea runoff = 1.697(CFS) for 0.583(Ac.)
Flow width (from curb towards crown)= 15.336(Ft.)
' +++++++++++++++++++++++±+++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1865,.000(Ft.) to Point /Station 1716.000.(Ft.)
WR
SUBARE FLOW ;.'ADD �TMIONE• ° 3Al2i
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.715
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 12.00 min.
Rainfall intensity = 4.069(In /Hr) for a 100.0 year storm
_ �'- p F:? 'Kii �,.. ;.ne�atny?K'°$' .vs <• �x - :�.�.y.V� � � -n. �, :. �,a'ri*arro •l{✓,ic`s' .e,�, y�� .:'_y..y.y�,r....�::;wi..c,ti •:Hi;.
' sb 3'Y -,eb'� ac's" a: .t4�'•,"a°%j .i' `T`-t s „�,.$$} .i' r 4' . 4 r Y[[ay'' a '^+-s
'
S3ub�a�rear
Total runoff = 6.533(CFS) Total area -= 2.140(Ac.)
' End of computations, total study area = 2.14 (Ac.)
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number 32.0
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
--------------------------------------------------------------------
T.ract -.- 350,60 NID'S 69400 - Inlet,
--------------------------------------------------------------------
Program License Serial Number 4082
--------------------------------------------------------------------
r
Flow +Inlet Analysis = * **
_.,
Upstream (headworks) Elevation = 60.930(Ft.)
Downstream (outlet) Elevation = 60.880(Ft.)
Runoff /Flow Distance = 23.000(Ft.)
Maximum f low rate in':� channe l (�s) ,; "6� 5 0.0 (CFS`)�:
-------------------------------------------------------------- - - - - --
Top of street segment elevation = 60.930(Ft.)
End of street segment elevation = 60.880(Ft.)
Length of street segment = 23.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 17.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2) side (s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0200
Manning's N from gutter to grade break = 0.0170
Manning's N from grade break to crown = 0.0170
Half street cross section data points:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.7125 right of way
8.5000 0.5000 top of curb
8.5000 0.0000 flow line
10.0000 0.1250 gutter end
25.5000 0.4350 grade break -
26.0000 0.4450 crown
CURB INLET TYPE': STREET :DRAIN, Opening ;Hei'ght
Street Inlet Calculations:
Street flow in street inlet depression = 6.500(CFS)
Gutter depression depth = 4.000(In.)
Gutter depression width = 4.000(Ft.)
Depth of flow = 0.652(Ft.) In 10 inch depression
Average velocity = 1.238(Ft /s)
Total flow rate in 1/2 street = 3.250(CFS)
U:S ^DOT Hydrailic'Engineeriig Circular No: 12 nlet:calc:ulatiQns:
Street flow half width at start of inlet = 13.668(Ft.)
Flow rate in gutter section of street = Qw = 2.559(CFS)
Given' inlet lengtYi L 414 b 0 (Ft; )
Ratio of frontal flow to total flow = EO = 0.7873
Street slope is less than 0.5% ,
Depth of flow indicates a weir flow condition exists for an
opening height %width
Using equation Qweir = 2.3(1.25 for SI) (L + 1.8W)d'1.5)
Maximum {inlet 'flowV capacity `; 2T _104 (C.FS).;
Half street cross section data
X- coordinate (Ft.)
0.0000
8.5000
8.5000
12.5000
25.5000
' 26.0000
Note: Street inlet capacity is
Remaining flow in street below
' Zero flow remaining in street
Total flow rate in street =
points through curb inlet:
Y- coordinate (Ft.)
1.0458 right of way
0.8333 top of curb
0.0000 flow line
0.4583 gutter /depression end
0.7183 grade break
0.7283 crown
greater than existing flow in street.
inlets = 0.000(CFS)
0.000(CFS)
' Riverside County Rational Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
' Rational Hydrology. 'S "tudy
Date: 04/19/07 File:69400StFLot13to17.out
c- -t -
- - - - - - - -- -- - -- -- -- --
Ttact: 35'0'60. = NIDS. 69:40:0. < - CB 5 &,6 @ Lot 13
File 69400StFLot13to17
-
---- - - - - - -- - - - - - -- - - -- -- ----
--------
* * ** Hydto1o' Study ControlInfgrmatfont * * * * * * * * **
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
' For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1580.000(Ft.) to Point /Station 1400.000(Ft
* * ** INITIAL AREA EVALUATION * * **
' Initial area flow distance = 180.000(Ft.)
Top (of initial area) elevation = 65.000(Ft.)
Bottom (of initial area) elevation = 62.800(Ft.)
' Difference in elevation = 2.200(Ft.)
Slope = 0.01222 s(percent)= 1.22
TC = k(0.390) *[(length'3) /(elevation change)]"0.2
' Initial area time of concentration = 7.512 min.
Rainfall intensity = 5.340(In /Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.744
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 32.00
' Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.556(CFS)
Total initial stream area - 0.140(Ac.)
Pervious area fraction = 0.500
� I
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1400.000(Ft.) to Point /Station 1270.000(Ft.)
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * * *A19 & 20
Top of street segment elevation = 62.800(Ft.)
End of street segment elevation = 61.660(Ft.)
Length of street segment = 130.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0200
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 3.350(CFS)
Depth of flow = 0.296(Ft.), Average velocity = 1.545(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.066(Ft.)
Flow velocity = 1.54(Ft /s)
Travel time = 1.40 min. TC = 8.91 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.783
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
RI index for soil(AMC 2) = 44.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 4.835(In/Hr) for a 100.0 year storm
Subarea runoff = 5.452(CFS) for 1.440(Ac.)
otal . runoff 6.00:8 (CFS.). Total area .,.= 1.58,..Q (Ac.:)
Street flow at end of street = 6.008(CFS)
Half,` - street flow at,k;.end ;of street.
Depth ',of flow 0. 349 (Ft ) , :Average .veloc'ity
Flow width; (from curb,t c
owards;'ro�nin) 2 1 7.21(Ft':,):
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1270.000(Ft.) to Point /Station 1075.000(Ft.)
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 61.660(Ft.)
End of street segment elevation = 60.600(Ft.)
Length of street segment = 195.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side (s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0200
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 8.331(CFS)
Depth of flow = 0.412(Ft.), Average velocity = 1.608(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.873(Ft.)
Flow velocity = 1.61(Ft /s)
Travel time = 2.02 min. TC = 10.94 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.814
Decimal fraction soil group A = 0.450
Decimal fraction soil group B = 0.550
RI index for soil(AMC 2) = 45.20
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 4.294(In/Hr) fora 100.0 year storm
Subarea runoff = 4.544(CFS) for 1.300(Ac.)
Total runoff = 10.552(CFS) Total area = 2.880(Ac.)
End of computations, total study area = 2.88 (Ac.)
Area averaged pervious area fraction(Ap) = 0.432
Area averaged RI index number = 44.0
ICIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
--------------------------------------------------------------------
' Tract 35060 VMS 69400 CB;
C4,5 &6u Inaet :Cap L =14f.t
-------------------------------------------------------------- - - - - --
Program License Serial Number 4082
* *.* St -ree.t Flow +Inlet Analysisr * **
Upstream (headworks) Elevation = 64.400(Ft.)
Downstream (outlet) Elevation = 61.660(Ft.)
Runoff /Flow Distance = 465.000(Ft.)
Maximum flow. rate in.`channel ('s) whl 1:00 (CFS), (10.55 + 0.58)
-------------------------------------------------------------- - - - - --
Top of street segment elevation = 64.400(Ft.)
End of street segment elevation = 61.660(Ft.)
Length of street segment = 465.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2] side(s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0200
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Half street cross section data points:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.7125 right of way
8.5000 0.5000 top of curb
8.5000 0.0000 flow line
10.0000 0.1250 gutter end
27.5000 0.4750 grade break
28.0000 0.4850 crown
CURB INLET TYPE STREET DRAIN, Opening Height = 8.300(In.)
Street Inlet Calculations:
Street flow in street inlet depression = 11.100(CFS)
Gutter depression depth = 4.000(In.)
Gutter depression width = 4.000(Ft.)
Depth of flow = 0.674(Ft.)
Average velocity = 1.885(Ft /s)
Total flow rate in 1/2 street = 5.550(CFS)
Street flow half width at start of inlet = 14.790(Ft.)
Flow rate in gutter section of street = Qw = 4.325(CFS)
Ratio of frontal flow to total
Half street cross section data
X- coordinate (Ft.)
0.0000
8.5000
flow = EO = 0.7793
points through curb inlet:
Y- coordinate (Ft.)
1.0458 right of way
0.8333 top of curb
8.5000 0.0000 flow line
12.5000 0.4583 gutter /depression end
27.5000 0.7583 grade break
28.0000 0.7683 crown
Length required for total flow interception = Lt
Lt = .6 * QA0.42 * Slope A.3 * (1 /(n *Se)A.6 = 12.127(Ft:)
where Manning's n = 0.0200 and Slope = street slope = 0.0059
Se = Equivalent Street x -slope including depression = 0.0849
Efficiency
emaining flow in- street below inlets 0.484(CFS)
CB 5 & 6 Inlet Capacity = ;'ll.lcfs - .484cfs 10,.62/2 =5.31 'cfs
Depth of flow = 0.186(Ft.)
Average velocity = 0.863(Ft /s)
Total flow rate in 1/2 street = 0.242(CFS)
Streetflow hydraulics:
Halfstreet flow width (curb to crown) = 4.572(Ft.)
Average flow velocity = 0.86(Ft /s)
Channel including Gutter and area towards property line:
Flow Width = 1.500(Ft.) Flow Area = 0.186(Sq.Ft)
Velocity = 1.069(Ft /s) Flow Rate = 0.199(CFS)
Froude No. = 0.5350
Channel from outside edge of gutter towards grade break:
Flow Width = 3.072(Ft.) Flow Area = 0.094(Sq.Ft)
Velocity = 0.457(Ft /s) Flow Rate = 0.043(CFS)
Froude No. = 0.4593
Channel from grade break to crown:
Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft)
Velocity = 0.000(Ft /s) Flow Rate = 0.000(CFS)
Froude No. = 0.0000
Total flow rate in street = 0.484(CFS)
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
File 69400CBLot18
Program License Serial Number 4082
`St �'eestF'�ow +In:1et2na1 sis '
Upstream (headworks) Elevation - 63.510(Ft.)
Downstream (outlet) Elevation = 63.110(Ft.)
Runoff /Flow Distance = 76.000(Ft.)
Maximum flow rate in channel(s) = 15.510(CFS)
--------------------------------------------------------------------
Top of street segment elevation = 63.510(Ft.)
End of street segment elevation = 63.110(Ft.)
Length of street segment = 76.000(Ft.)
' Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (2] side(s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
-Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
' Manning's N in gutter = 0.0200
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Half street cross section data points:
X- coordinate (Ft:) Y- coordinate (Ft.)
0.0000 0.7125 right of way
8.5000 0.5000 top of curb
8.5000 0.0000 flow line
10.0000 0.1250 gutter end
27.5000 0.4750 grade break
' 28.0000 0.4850 crown
CURB INLET TYPE STREET DRAIN, Opening Height = 8.300(In.)
Street Inlet Calculations:
Street flow in street inlet depression = 15.510(CFS)
Gutter depression depth = 4.000(In.)
Gutter depression width = 4.000(Ft.)
Depth of flow = 0 .740 (Ft . ) I0 "OerfWI-OrK
' Average velocity = 1.926(Ft /s)
Total flow rate in 1/2 street = 7.755(CFS.)
T..S, Dbp draw, ic. ngsi?neer ng ,;C' Rrcular No #. 1 :in�letgz a'� cults #t' e
Street flow half width - at�start of inlet = 18.082(Ft.)
Flow rate in gutter section of street = Qw = 5.304(CFS)
' Ratio of frontal flow to total flow = EO = 0.6840
� I
tj
� 1,
� I
� I
Half street cross section data
X- coordinate (Ft.)
0.0000
8.5000
8.5000
12.5000
27..5000
28.0000
Length required for total flow
Lt = .6 * QA0.42 * Slope A.3 *
where Manning's n = 0.0200 and
Se = Equivalent Street x -slope
points through
curb inlet:
Y- coordinate
(Ft.)
1.0458 right
of way
0.8333 top of
curb
0.0000 flow
line
0.4583 gutter /depression end
0.7583 grade
break
0.7683 crown
Average flow velocity
interception
= Lt
(L/ (n * S e ) A .6
1
Slope = street slope = 0.0053
including depression = 0.0770
Depth of flow =
0.199(Ft.)
Average velocity =
0.855(Ft /s)
Total flow rate in
1/2 street = 0.291(CFS)
Streetflow hydraulics:
Halfstreet flow width
(curb to crown) = 5.189(Ft.)
Average flow velocity
= 0.85(Ft /s)
Channel including
Gutter and area towards property
line:
Flow Width =
1.500(Ft.) Flow Area =
0.204(Sq.Ft).
Velocity =
1.092(Ft /s) Flow Rate =
0.223(CFS)
Froude No. =
0.5214
Channel from outside
edge of gutter towards grade break:
Flow Width =
3.689(Ft.) Flow Area =
0.136(Sq.Ft)
Velocity =
0.498(Ft /s). Flow Rate =
0.068(CFS)
Froude No. =
0.4565
Channel from grade
break to crown:
Flow Width =
0.000(Ft.). Flow Area =
0.000(Sq.Ft)
Velocity =
0.000(Ft /s) Flow Rate =
0.000(CFS)
Froude No. =
0.0000
Total flow rate in
street = 0.582(CFS)
Riverside.County,.Ratioiial' Hydrology, Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 06/08/07 File:69400CB9.out
----------------------------_--------------------------------------------
' Tract.; 35060 - MDS 69400 CB 9' - :Washington St
Existing Catch .'Basin ,CB# .`9
File 69400CB9
-_-----------------------------------------------------------------------
* * * * *, * * * *z Hydrology. Study Control`Information *` * * *
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1650.000(Ft.) to Point /Station 1535.000(Ft
* *. * * 'INITIAL .AREA' EVALUATION., * *.* *Partial A271
Initial area flow distance = 115.000(Ft.)
Top (of initial area) elevation = 61.000(Ft.)
Bottom (of initial area) elevation = 58.400(Ft.)
Difference in elevation = 2.600(Ft.)
Slope = 0.02261 s(percent)= 2.26
TC = k(0.323) *[(length�3) /(elevation change)]'0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm
' APARTMENT subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.888(CFS)
' Total initial stream area = 0.150(Ac.)
Pervious area fraction = 0.200
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point_ /Station 1535.000(Ft.) to Point /Station 1100.000(Ft.)
* ** *`STREET FLOWtTRAVEL TIME -+ SUBAREA.FL0W:ADDITI0N * *A27
Top of street segment elevation = 58.400(Ft.)
End of street segment elevation = 57.570(Ft.)
Length of street segment = 435.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1) side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.604(CFS)
Depth of flow = 0.451(Ft.), Average velocity = 1.304(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.237(Ft.)
Flow velocity = 1.30(Ft /s)
Travel time = 5.56 min. TC = 10.56 min.
Adding area flow to street
MOBILE HOME PARK subarea type
Runoff Coefficient = 0.857
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.250; Impervious fraction = 0.750
Rainfall intensity = 4.383(In /Hr) for a 100.0 year storm
Subarea runoff = 5.369(CFS) for 1.430(Ac.)
Total, runoff w 6 2.57 (CFS) Tota] urea l 580o(Ac$ )
e
CB# 9 Existing LoPt, ;..L 4�3d
..�•._ ,
Street flow at end of street = 6.257(CFS)
Half street flow at end of street = 6.257(CFS) ft.
Depth of flow = 0.535(Ft.), Average velocity = 1.448(Ft /s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property =
Flow width (from curb towards crown)= 20.423(Ft.)
1
� I
1.40(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1100.000(Ft.) to Point /Station 1000.000(Ft.)
* * * *.' 'PIPEFLOW 'TR.AVEL •TIME (User specified size) * * * *SD Line
Upstream point /station elevation =
Downstream point /station elevation =
Pipe length = 100.00(Ft.) Manni
53.000(Ft.)
46.000(Ft.)
's N = 0.013
No:;of pipes. - =.1 Required pipe flow „ 6:257(CFS),
cGiven.;pipe size 18.00(In.)
Calculated individual pipe flow = 6.257(CFS)
Normal flow depth in pipe = 5.81(In.)
Flow top width inside pipe = 16.83(In.)
Critical Depth = 11.60(In.)
Pipe flow velocity = 12.70(Ft /s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 10.69 min.
End of computations, total study area =
Area averaged pervious area fraction(Ap) = 0.245
Area averaged RI index number = 56.0
1.58 (Ac.)
I
I
l
R 'er.Side Co* _u' t
y
CIVILCADD/CIVILDESIGN Engines
Rational Hydrology Study
------------------------------
Tract _3,506,0 =KIDS 69400
File 69400CB16
katio'nal H_ drolog
I -Y y Program
Bring Software,(c) 1989 - 2005 Version 7.1
Date: 03/28/07 File:69400CB16Rat.out
-------------------------------------------
-CB1 Washing-ton, St,-Ota a111 ±80
------------------------------------------------------------------------
drolbqy, Study Control Information-********.*.4
English (in-lb) Units used in input data file
Program License Serial Number 4082
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 D-4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In/Hr)
10 year storm 60 minute intensity = 0.980(In/Hr)
100 year storm 10 minute intensity = 4.520(In/Hr)
100 year storm 60 minute intensity = 1.600(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In/Hr)
Slope of intensity duration curve = 0.5800
......................................................................
Process from Point/Station 1110.000(Ft.) to Point/Station 1180.000(Ft.)
'INITIAL.' AREA EVALUATION � _***
Initial area flow distance = 70.000(Ft.)
Top (of initial area) elevation = 64.000(Ft.)
Bottom (of initial area) elevation = 59.700(Ft.)
Difference in elevation = 4.300(Ft.)
Slope = 0.06143 s(percent)= 6.14
TC = k(0.420)*[(length^3)/(elevation change)1'0.2
Warning: TC computed to be less than S min.; program is assuming the
time of concentration is 5 minutes.
,initial ion min,.,
Rainfall intensity = 6.762(In/Hr) for a 100.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.828
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.600; Impervious fraction = 0.400
initial subarea -runoff at .
eralC
0
totdliriitial^'sitream area�.,=
Pervious area fraction = ~0.600
End of computations, total study area = 0.49 (Ac.)
Area averaged pervious area fraction(Ap) = 0.600
Area averaged RI index number = 56.0
-- CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
Tract- :35060: ' mbs 69400 CB# °ap
Cacity
File 69400CB16Cap
Program License Serial Number 4082
** Street Flow +Inl:et,:Analy'l S. * **
Upstream (headworks) Elevation = 60.410 (Ft.)
Downstream (outlet) Elevation = 60.170(Ft.)
' Runoff /Flow Distance = 150.000(Ft.)
Maximum flow rate in channel(s) = 2.740(CFS)
--------------------------------------------------------------------
' Top of street segment elevation = 60.410(Ft.)
End of street segment elevation = 60.170(Ft.)
Length of street segment = 150.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1) side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Half street' cross: section 'data'r.poYnts::
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.8000 right of way
12.0000 0.5000 top of curb
' 12.0000 0.0000 flow line
14.0000 0.1667 gutter end
26.0000 0.4067 grade break
44.0000 0.7667 crown
CURB INLET TYPE' STREET DRAIN, ,;Openingr; Heights �,„ 8 r 3 00 (In );
Street Inlet Calculations:
Street flow in street inlet depression = 2.740(CFS)
Gutter depression depth = 4.000(In.)
Gutter depression width = 4.000(Ft.)
'0 ow s`flow 0 652 (SFst' ) ins gutter depression
' Average velocity = 1.254(Ft /s)
Total flow rate in 1/2 street = 2.740(CFS)
U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations:
Street flow half width at start of inlet = 11.601(Ft.)
Flow rate in gu.t.ter.secti.on of street. Qw,= ;:2:.4.2:2.,(GFS)
Given inlet. length . L
Ratio of frontal flow to total flow = EO = 0.8838
Street slope is less than 0.50 ,
Depth of flow indicates a weir flow
condition exists for an opening height /width of 8.30(In.)
Using equation Qweir = 2.3(1.25 for SI) (L + 1.8W)d'1.5)
Maximum irnle't :faow ::c.apa`city : 135'62F(CFS) ?r ;.CB#
Half street cross section data points through curb inlet:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 1.1333 right of way
' 12.0000 0.8333 top of curb
12.0000 0.0000 flow line
16.0000 0.5000 gutter /depression end
26.0000 0.7000 grade break
44.0000 1.0600 crown
Note: Street inlet capacity is greater than existing flow in street.
Remaining flow in,street;beiow <inle_ts 0 O90(CFS =)?
Zero flow remaining in street
Total flow rate in street = 0.000(CFS)
River.side;County`.Rational Hydrology:oProgram
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
RatTOnal Hydrology Study
Date: 03/28/07 File:69400CB1718Lot73.out
------------------------------------------------------------------------
Tract 35060 - MDS 69400 - Street G Plow CB 11.. & 12 @ :Lot : 73;
File 69400CB1718Lot73
------------------------------------------------------------------------
* * * * * * * ** Hydrology Study. "Control Information * * * * * *rt * * **
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ) area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1600.000(Ft.) to Point /Station 1350.000(Ft.)
*. * **
INITIAL; AREA 'EVALUATION *� *. *- *Parti:al G4
Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 66.610(Ft.)
Bottom (of initial area) elevation = 63.670(Ft.)
Difference in elevation = 2.940(Ft.)
Slope = 0.01176 s(percent)= 1.18
TC = k(0.370) *[(length^3) /(elevation change))^0.2
Initial area time of concentration = 8.190 min.
Rainfall intensity = 5.079(In /Hr) for a 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.846
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 3.567(CFS)
Total initial stream area = 0.830(Ac.)
Pervious area fraction = 0.350
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1350.000(Ft.) to Point /Station 1223.000(Ft.)
* * * * STREET FLOW TRAVEL TIME; + SLTBP,REA:.:FLOW' ADDITION -. **
Top of street segment elevation = 63.670(Ft.)
End of street segment elevation = 62.520(Ft.)
Length of street segment = 127.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 15.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side (s) of the street
Distance from curb to property line = 12.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.217(CFS)
Depth of flow = 0.331(Ft.), Average velocity = 1.785(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.791(Ft.)
Flow velocity = 1.78(Ft /s)
Travel time = i.19:miir:.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.843
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 4.695(In /Hr) for a 100.0 year storm
Subarea runoff = 3.165(CFS) for 0.800(Ac.)
Total runoff = 6.731(CFS) Total area = 1.630(Ac.)
Street flow at end of street = 6.731(CFS) „
Half street -flow at end of ,str;eet ; # 3�`366,(CFS) '
: Deepth of 'f.low 0 `356 (F;t ) , a•Avera,ge velocity
Flow width (from curb towards crown)= 13.058(Ft.)
End of computations, total study area = 1.63 (Ac.)
Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
--------------------------------------------------------------------
Tract 35060 - MbS 69400 - Washington -St & CB 13 Capacity
File 6940OInletWashCB13
Program License Serial Number 4082
--------------------------------------------------------------------
* ** Street =Flow. +Inlet Analysis• * - **
Upstream (headworks) Elevation = 60.410(Ft.)
Downstream (outlet) Elevation = 58.930(Ft.)
Runoff /Flow Distance = 525.000(Ft.)
-- r.- --
Maximum flow rate_in` channel. {_s) 4.940(CFS)
-------------------------------------------------------------- - - - - --
Top of street segment elevation = 60.410(Ft.)
End of street segment elevation = 58.930(Ft.)
Length of street segment = 525.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 39.000(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on (1] side (s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Half street cross, section data' :points`:,
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.8000 right of way
12.0000 0.5000 top of curb
12.0000 0.0000 flow line
14.0000 0.1667 gutter end
50.5000 0.8967 grade break
51.0000 0.9067 crown
CURB INLET TYPE STREET DRAIN, Opening Height = 8.300(In.)
Street Inlet Calculations:
Street flow in street inlet depression = 4.940(CFS)
Gutter depression depth = 4.000(In.)
Gutter depression width = 4.000(Ft.)
Depth of flow = 0.702(Ft.)
Average velocity = 1.743(Ft /s)
otal "flow =ate :in 1%2 street 4 ?.940 ",( :CFS :)
U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations:
Street flow half width at start of inlet = 14.121(Ft.)
Flow rate in gutter section of street = Qw = 4.005(CFS)
Given inlet length L = 4.000(Ft.)
Ratio of frontal flow to total flow = EO = 0.8108
Street slope is less than 0.50 ,
Depth of flow indicates an orifice flow condition exists for an opening height of
8.30(In.)
Using equation Qi = .67hL(2gd0)A.5
' Half street cross section data points through curb inlet:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 1.1333 right of way
' 12.0000 0.8333 top of curb
12.0000 .0.0000 flow line
16.0000 0.5000 gutter /depression end
50.5000 1.1900 grade break
51.0000 1.2000 crown
Note: Street inlet capacity is greater than existing flow in street.
Remaining flow in street below inlets = 0.000(CFS)
Zero flow remaining in street
Total flow rate in street = 0:000(CFS)
Riverside County-, Ratioral.Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 06/08/07 File:69400SDECB14.out
------------------------------------------------------------------------
Tract- ;'35060- .:KIDS 6.940`0 CB # `14 L6t '.-N
File 69400SDECB14
------------------------------------------------------------------------
*. * * * * * * ** Hydrology;-Study Control Information
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ) area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1060.000(Ft.) to Point /Station 1000.000(Ft.)
* ** INITIAL- AREA.EVALUAT_ ION' * * * *At6a_B4
Initial area flow distance = 60.000(Ft.)
Top (of initial area) elevation = 61.690(Ft.)
Bottom (of initial area) elevation = 61.170(Ft.)
Difference in elevation = 0.520(Ft.)
Slope = 0.00867 s(percent)= 0.87
TC = k(0.323) *[(length'3) /(elevation change))^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea rinofff =�� b v 777 ('CFS) ,Inlet =CB# -14 Lateral F
Total initial stream area = 0.300(Ac.)
Pervious area fraction = 0.200
End of computations, total study area = 0.30 (Ac.)
Area averaged RI index number = 56.0
1
Riverside County: Rational Hydrology. _.Program
' CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rationai ..Hydrology . Study
Date: - 06./08/07
■ File:69400CB16.out
------------------------------------------------------------------------
Tract 3:5.0 6 0> NIDS '6 94:0.0. CB .16 SD:. F
--------------_----------------------------------------------------------
* * * * * * * *'* H ydro`lbgy Study Control Information; * * * * * * * *: *:*
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ) area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1250.000(Ft.) to Point /Station 1035.000(Ft
* -* *INITIAL -.AREA EVALUATION *: * * *DA B3
' Initial area flow distance = 215.000(Ft.)
Top (of initial area) elevation = 62.000(Ft.)
Bottom (of initial area) elevation = 61•.170(Ft.)
' Difference in elevation = 0.830(Ft.)
Slope = 0.00386 s(percent)= 0.39
TC = k(0.370) *[(length^3) /(elevation change)]'0.2
Initial area time of concentration = 9.635 min.
' Rainfall intensity = 4.622(In /Hr) for a 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.842
' Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction - 0.650
Y
Initial subarea ruriof ,= 1".595 (CFS) CB #' 16 Lit F712
Total initial stream area = 0.410 (Ac. )
Pervious area fraction = 0.350
End of computations, total study area = 0.41 (Ac.)
Area averaged pervious area fraction(Ap) = 0.350
IArea averaged RI index number = 56.0
Riverside County. kati.onal:;. Hydro :ogy Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 06/08/07 File:69400SDFCB1718.out
------------------------------------------------------------------------
Tract _350.60, BIDS _ 6.94.00 SD .`F & CB, 1,7 &�' 18
File._694OOSDFCB1.7.1g
------------------------------------------------------------------------
* * * * * * * **
'Hy
drologyS.tudy Control Information
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ) area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1860.000(Ft.) to Point /Station 1740.000(Ft.)
* * *' INITIAL AREA "EVALUATION: * ** *.Partial B2
Initial area flow distance = 120.000(Ft.)
Top (of initial area) elevation = 66.700(Ft.)
Bottom (of initial area) elevation = 64.260(Ft.)
Difference in elevation = 2.440(Ft.)
Slope = 0.02033 s(percent)= 2.03
TC = k(0.370) *[(length^3) /(elevation change))"0.2
Initial area time of concentration = 5.473 min.
Rainfall intensity = 6.416(In /Hr) for a 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.856
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Initial subarea runoff = 0.599(CFS)
Total initial stream area = 0.109(Ac.)
Pervious area fraction = 0.350
' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1740.000(Ft.) to Point /Station 1300.000(Ft.)
** UBAREA FLOW.ADD.ITION * *Part B2
TIME & B
' STREET ,;:FLOW...TRAVEL : ;+ S
Top of street segment elevation = 64.260(Ft.)
' End of street segment elevation = 61.900(Ft.)
Length of street segment = 440.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 19.500(Ft.)
' Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
' Street flow is on [2) side (s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
' Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 5.506(CFS)
Depth of flow = 0.363(Ft.), Average velocity = 1.479(Ft /s)
' Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.379(Ft.)
Flow velocity = 1.48(Ft /s)
' Travel time = 4.96 min. TC = 10.43 min.
Adding area flow to street
CONDOMINIUM subarea type
' Runoff Coefficient = 0.840
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 4.414(In /Hr) for a 100.0 year storm
Subarea runoff = 9.635(CFS) for 2.600(Ac.)
' Total runoff = 10.234(CFS) Total area = 2.709(Ac.)
Street flow at end of street = 10.234(CFS), (10.2cfs -0.7 cfs floby =
9.53/2 = 4 77: cfs into CB# 17, ,, & "<.CB# ,18 ox,
' Half street flow at end of street = 5.117(CFS)
Depth of flow = 0.436(Ft.), Average velocity = 1.715(Ft /s)
Flow width (from curb towards crown)= 17.067(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1300.000(Ft ) to Point /Station 1175 000(Ft.)
* * ** �.PIPEFLOW TRAVEL TIME (User�� specified
Upstream point /station elevation 59.000(Ft.)
Downstream point /station elevation = 58.000(Ft.)
' Pipe length = 125.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow —=-, 2 -3-4 (CFS)
Given pipe size = 18.00(In.)
' NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
0.212(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.186(Ft.)
I
I
Minor friction loss = 0.026(Ft.)K- factor = 0.05
Pipe flow velocity = 5.79(Ft /s)
' Travel time through pipe = 0.36 min.
Time of concentration (TC) = 10.79 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1135.000(Ft.) to Point /Station 1175.000(Ft.)
' * * ** -'SLTBAREA ,FLOW� ADDITION? *: * * *B3 &YMB4
MOBILE HOME PARK subarea type
Runoff Coefficient = 0.856
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.250; Impervious fraction = 0.750
Time of concentration = 10.79 min.
Rainfall intensity = 4.328(In /Hr) for a 100.0 year storm
Subarea: runoff . _ 2`. 631"(CFS) k for;: 0 710;(Ac ):, ;cCB# .14 & a16 °Laterals
Total runoff = 12.865(CFS)! Total area = 3.419(Ac.)
+++++++++++++++++++++++++++ +++'+++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1175.000(Ft.) to Point /Station 1000.000(Ft.)
TRAVEL: TIME (?User_ specif edwaize)
..
Upstream point /station elevation = 58
Downstream point /station elevation =
Pipe length = 175.00(Ft.) Manning's
No. of pipes = 1 Required pipe flow =
Given pipe size = 18.00 (In.) 12e
Calculated individual pipe flow - 1-z ;-8.65 (CFS) ; Q,�
.000(Ft.)
54.900(Ft.)
N = 0.013
12.865(CFS)
. Normal flow depth in pipe = 13.62(In.)
Flow top width inside pipe = 15.45(In.)
' Critical Depth = 16.16(In.)
Pipe flow velocity = 8.98(Ft /s)
Travel time through pipe = 0.32 min.
Time of concentration (TC) = 11.12 min.
' End of computations, total study area = 3.42 (Ac.)
Area averaged pervious area fraction(Ap) = 0.329
Area averaged RI index number = 56.0
1
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
--------------------------------------------------------------------
Tract 35060 -- NDIDS 69400 - CB 17 & -18 - SD` F Lof E;
' File 6940OSDFCB1718
-------------------------------------------------------------- - - - - --
Program License Serial Number 4082
Street Flow +Inlet -Analysis * **
Upstream (headworks) Elevation = 62.390(Ft.)
Downstream (outlet) Elevation = 61.900(Ft.)
Runoff /Flow Distance = 95.000(Ft.)
Maximum flow rate in channel(s) = 10.234(CFS)
Top of street segment elevation = 62.390(Ft.)
End of street segment elevation = 61.900(Ft.)
Length of street segment = 95.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2) side (s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Half street cross section data p' irki -.
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 0.7125 right of way
8.5000 0.5000 top of curb
8.5000 0.0000 flow line
10.0000 0.1250 gutter end
27.5000 0.4750 grade break
28.0000 0.4850 crown
CURB_'INL Y
ET - TPE .STREE T D RAIN,:. Opening , Height " 8 r300'(In )
Street flow in street inlet depression = 10.234(CFS)
Gutter depression depth = 4.000(In.)
Gutter depression width = 4.000(Ft.)
Depth of flow = 0.660(Ft.) ;q
Average velocity = 1 . 870 (Ft /s) 15r �r °0,34Q z 14.7
Total; .flow rate in <1/2 '' treet =` 17 =(CFS),'
U.'S DOT,;Hydraul,ic Engineering Circular No;. 12 inlet ;calculatro:
Street flow half width at start of inlet = 14.071(Ft.)
Flow rate in gutter section of street = Qw = 4.313(CFS)
Given inlet length L = 10.000(Ft.)
Ratio of frontal flow to total flow = EO = 0.8430
Half street cross section data points through curb inlet:
X- coordinate (Ft.) Y- coordinate (Ft.)
0.0000 1.0458 right of way
8.5000 0.8333 top of curb
8.5000 0.0000 flow line
12.5000 0.4583 gutter /depression end
27.5000 0.7583 grade break
' 28.0000 0.7683 crown
Length required for total flow interception = Lt
Lt = .6 * QA0.42 * SlopeA.3 * (1/ (n *Se) A.6 = X�24 9165
where Manning's n = 0.0150 and Slope = street slope = 0.0052
' Se = Equivalent Street x -slope including depression = 0.0902
Efficiency = 1 - (1- L /Lt)^1.8 = 0.9317
Remaining .flow. in s =treed below nleta 0 09 (CFS)=
Depth of flow = 0.205(Ft.)
Average velocity = 0.931(Ft /s)
Total flow rate in 1/2 street = 0.349(CFS)
Streetflow hydraulics:
Halfstreet flow width (curb to crown) = 5.516(Ft.)
Average flow velocity = 0.93(Ft /s)
Channel including Gutter and area towards property line:
Flow Width = 1.500(Ft.) Flow Area = 0.214(Sq.Ft)
Velocity = 1.290(Ft /s) Flow Rate = 0.276(CFS)
Froude No. = 0.6015
Channel from outside edge of gutter towards grade break:
Flow Width = 4.016(Ft.) Flow Area = 0.161(Sq.Ft)
Velocity = 0.453(Ft /s) Flow Rate = 0.073(CFS)
Froude No. = 0.3985
Channel from grade break to crown:
Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft)
Velocity = 0.000(Ft /s) Flow Rate = 0.000(CFS)
Froude No. = 0.0000
T;gtal K.flow _rabe ,.in stree zo 0:69s9k( „CFS);
1
v
Riverside County Rational Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study
Date: 04/20/07 File:69400DI4.out
------------------------------------------------------------------------
Tract; '3.5060„ - NIDS 69400" Drain Inlet =DI 4.
------------------------------------------------------------------------
* * * * * ** Hydrology Study Control m at
* *.
Infor
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the ( Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2280.000(Ft.) to Point /Station 2230.000(Ft.)
* * ** INITIAL AREA EVALUATION * ** *Partial C3
Initial area flow distance = 50.000(Ft.)
Top (of initial area) elevation = 114.000(Ft.)
Bottom (of initial area) elevation = 90.000(Ft.)
Difference in elevation = 24.000(Ft.)
Slope = 0.48000 s(percent)= 48.00
TC = k(- 1.000) *((length "3) /(elevation change))^0.2
Warning: TC computed to be less than 5 min.; program
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a 100.0
USER INPUT of soil data for subarea
Runoff Coefficient = 0.855
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.950; Impervious fraction
Initial subarea runoff = 0.266(CFS)
Total initial stream area = 0.046(Ac.)
Pervious area fraction = 0.950
is assuming the
year storm
= 0.050
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2230.000(Ft.) to Point /Station 1854.000(Ft.)
* * ** IMPROVED CHANNEL TRAVEL TIME * ** *Top of Wall VeeDitch
Upstream point elevation = 90.000(Ft.)
Downstream point elevation = 88.000(Ft.)
Channel length thru subarea = 376.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 1.000
Slope or 'Z' of right channel bank = 1.000
Estimated mean flow rate at midpoint of channel = 0.956(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.500(Ft.)
Flow(q) thru subarea = 0.956(CFS)
Depth of flow = 0.608(Ft.), Average velocity = 2.591(Ft /s)
Channel flow top width = 1.215(Ft.)
Flow Velocity = 2.59(Ft /s)
Travel time = 2.42 min.
Time of concentration = 7.42 min.
Sub - Channel No. 1 Critical depth = 0.563(Ft.)
Critical flow top width = 1.125(Ft.)
' I I Critical flow velocity= 3.023(Ft /s)
' I I Critical flow area = 0.316(Sq.Ft)
Adding area flow to channel
USER INPUT of soil data for subarea
Runoff Coefficient = 0.844
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.950; Impervious fraction = 0.050
Rainfall intensity = 5.379(In /Hr) for a 100.0 year storm
Subarea runoff = 1.289(CFS) for 0.284(Ac.)
otal ..runo'ff '1 555 (CFS,) Total.;area= 0 33U}(Act %) ��'°
Depth of flow = 0.729(Ft.), Average velocity 2.926(Ft/s)
Sub - Channel No. 1 Critical depth = 0.684(Ft.)
Critical flow top width = 1.367(Ft.)
Critical flow velocity= 3.328(Ft/s)
Critical flow area = 0.467(Sq.Ft)
nd of computations, total study area = 0.33 (Ac.)
Area averaged pervious area fraction(Ap) = 0.950
Area averaged RI index number = 78.0
------------------------------------------------------------------------
Tract 35060 - MDS .69400 Inlet DI 5
------------------------------------------------------------------------
r . off... - > >. r.... t .., .r .. T. Yv• , f1 _..r..y_R.�.r'�L
Hydroaogy :Study Control In ormation_` * * * * * * ***
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1800.000(Ft.) to Point /Station 1350.000(Ft.)
* * ** INITIAL AREA EVALUATION * ** *Partial C4
I LL___�
Initial area flow distance = 450.000(Ft.)
Top (of initial area) elevation = 88.900(Ft.)
Bottom (of initial area) elevation = 63.170(Ft.)
Difference in elevation = 25.730(Ft.)
Slope = 0.05718 s(percent)= 5.72
TC = k(- 0.910) *[(length^3) /(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a 100.0
USER INPUT of soil data for subarea
Runoff Coefficient = 0.857
Decimal fraction soil group A = 0.600
Decimal fraction soil group B = 0.400
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.900; Impervious fraction
Initial subarea -riii off f ��.', 0+383 (CFS)� P1_
Total' init:Lii1, stream area 0 '0;66 (Ad; ):
Pervious area fraction = 0.900
End of computations, total study area =
Area averaged pervious area fraction(Ap)
Area averaged RI index number = 78.0
= 0.900
is assuming the-
year storm
= 0.100
0.07 (Ac.)
------------------------------------------------------------------------
Tractt 35060 NIDS 69:400 Inlet' Df 63
3.. . , .
------------------------------------------------------------------------
* * * * * * *. *. Hydrology _Study Control ':Information:' * * * *F *: * *, * **
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1750.000(Ft.) to Point/Station 1600.000(Ft.)
* * ** INITIAL AREA EVALUATION * ** *Partial C5
Initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 97.000(Ft.)
Bottom (of initial area) elevation = 78.000(Ft.)
Difference in elevation = 19.000(Ft.)
Slope = 0.12667 s(percent)= 12.67
TC = k(- 1.000) *[(lengthA3) /(elevation change) ]"0.2
Warning: TC computed to be less than 5 min.; program
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In/Hr) for a 100.0
USER INPUT of soil data for subarea
Runoff Coefficient = 0.855
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.950; Impervious fraction
Initial subarea runoff = 1.491(CFS)
Total initial stream area = 0.258(Ac.)
Pervious area fraction = 0.950
is assuming the
year storm
0.050
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1600.000(Ft.) to Point /Station 1228.000(Ft.)
* * ** IMPROVED CHANNEL TRAVEL TIME * ** *Base of Wall VeeDitch
Upstream point elevation = 78.000(Ft.)
' Downstream point elevation = - 60.970(Ft.)
Channel length thru subarea 372.000(Ft.)
Channel base width - 0.000(Ft.)
Slope or 'Z' of left channel bank = 1.000
' Slope or 'Z' of right channel bank = 1.000
Estimated mean flow rate at midpoint of channel = 3.529(CFS)
Manning's 'N' = 0.015
' Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 3.529(CFS)
Depth of flow = 0.662(Ft.), Average velocity = 8.051(Ft /s)
' Channel flow top width = 1.324(Ft.)
Flow Velocity = 8.05(Ft /s)
Travel time = 0.77 min.
Time of concentration = 5.77 min.
Sub- Channel No. 1 Critical depth = 0.953(Ft.)
' I I Critical flow top width = 1.906(Ft.)
Critical flow velocity= 3.885(Ft/s)
' ' Critical flow area = 0.908(Sq.Ft)
Adding area flow to channel
USER INPUT of soil data for subarea
Runoff Coefficient = 0.851
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 78.00
' Pervious area fraction = 0.950; Impervious fraction = 0.050
Rainfall intensity = 6.222(In /Hr) for a 100.0 year storm
Subarea runoff = 3.983(CFS) for 0.752(Ac.)
' Total runoff A'5475(CFS)` Total :area .1 010:(Ac
Depth of .flow 0.. "781:.(Ft.J�, `> Average velocity 8`98,5:.(Ft/'s;)
Sub- Channel No. 1 Critical depth = 1.133(Ft.)
' Critical flow top width = 2.266(Ft.)
' Critical flow velocity= 4.266(Ft/s)
Critical flow area = 1.283(Sq.Ft)
' End of computations, total study area = 1.01 (Ac.)
Area averaged pervious area fraction(Ap) = 0.950
Area averaged RI index number = 78.0
------------------------------------------------------------------------
Tract 35060 - `:NID$ In1e<t DID .7
69400
------------------------------------------------------------------------
4.
* * * * * * ** Hydr,.ology, Study Control Information
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1180.000(Ft.) to Point /Station 940.000(Ft.)
* * ** INITIAL AREA EVALUATION * * * *C7
Initial area flow distance = 240.000(Ft.)
Top (of initial area) elevation = 62.800(Ft.)
Bottom (of initial area) elevation = 59.400(Ft.)
Difference in elevation = 3.400(Ft.)
Slope = 0.01417 s(percent)= 1.42
TC = k(- 1.000) *[(lengthA3) /(elevation change)]A0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.855
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.950; Impervious fraction = 0.050
Initial subarea runoff = 0.925(CFS) B J•. 7
Total initial stream area = 0.160(Ac.)
Pervious area fraction = 0.950
End of computations, total study area = 0.16 (Ac.)
Area averaged pervious area fraction(Ap) = 0.950
Area averaged RI index number = 78.0
F)(PI
ria
ZA
hilel o
en�,z G �-5
calf pi e(2- 1 r Ae f 12;a o,
&Tee 'W ivo /(5r
10
A1161L ao
6, 0
61(9 i
4 lal; fa e , h e a- ci = 5 -?, q - : 56 - / ? -: z ,?, 2 of - > 0, -F C? (o
7J
R
313
G 0"2 (2)
ozz .? Q92r1.1YH,1)' = V-1;
J
. r7
Tab 8
Appendix Bg
Rational Method Hydroloffv
Storm Drain Desiqn Q100
Storm Drain A & B
Storm Drain C
Storm Drain E
Storm Drain F
Storm Drain G
Slope Cutoff VeeDitch @ A -3
Slope Cutoff VeeDitch @ DI -2
Slope Cutoff VeeDitch @ DI -3
Laing Luxury Homes
Tentative Tract 35060
MDS 69400
Riverside County Rational Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rat "ional.:Hydrology Study
Date: 04/19/07 File:69400SDA.out
------------------------------------------------------------------------
Tract 35060. - NIDS 69400. Storm Drain, A- Complete
File 6940OSDA
------------------------------------------------------------------------
* * * * * * ** Hydrology.;:St:udy Control Information
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 3110.000(Ft.) to Point /Station
2885.000(Ft.)
* * ** INITIAL AREA EVALUATION ****Al
' Initial area flow distance = 225.000(Ft.)
Top (of initial area) elevation = 360.000(Ft.)
Bottom (of initial area) elevation = 170.000(Ft.) .
Difference in elevation = 190.000(Ft.)
Slope = 0.84444 s(percent)= 84.44
' TC = k(0.300) *[(length ^3) /(elevation change)]'0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
' Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.899
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
' Decimal fraction soil group D = 1.000
RI index for soil(AMC 2) 93.00
Pervious area fraction = 0.050; Impervious fraction = 0.950
Initial subarea runoff = 1.338(CFS)
' Total initial stream area = 0.220(Ac.)
Pervious area fraction = 0.050
II
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2885.000(Ft.) to Point /Station
' 2515.000(Ft.)
* * ** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION * * * *A2
Top of natural channel elevation = 170.000(Ft.)
End of natural channel elevation = 86.000(Ft.)
Length of natural channel = 370.000(Ft.)
Estimated mean flow rate at midpoint of channel = 7.905(CFS)
Natural mountain channel type used
L.A. County flood control district formula for channel velocity:
Velocity = 5.48(q^.33)(slope�.492)
Velocity using mean channel flow = 5.23(Ft /s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D -6.2)
Normal channel slope = 0.2270
Corrected /adjusted channel slope = 0.2270
Travel time = 1.18 min. TC = 6.18 min.
Adding area flow to channel
USER INPUT of soil data for subarea
Runoff Coefficient = 0.849
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.960; Impervious fraction = 0.040
Rainfall intensity = 5.980(In /Hr) for a 100.0.year storm
Subarea runoff = 10.964(CFS) for 2.160(Ac.)
Total runoff = 12.302(CFS) Total area = 2.380(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2515.000(Ft.) to Point /Station
2370.000(Ft.)
* * ** IMPROVED CHANNEL TRAVEL TIME * * **
Upstream point elevation = 86.000(Ft.)
Downstream point elevation = 70.500(Ft.)
Channel length thru subarea = 145.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 17.744(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 4.000(Ft.)
Flow(q) thru subarea = 17.744(CFS)
Depth of flow = 0.422(Ft.), Average velocity = 14.793(Ft/s)
Channel flow top width = 3.687(Ft.)
Flow Velocity = 14.79(Ft /s)
Travel time = 0.16 min.
Time of concentration = 6.34 min.
Sub - Channel No. 1 Critical depth = 0.977(Ft.)
Critical flow top width = 5.906(Ft.)
' I I Critical flow velocity= 4.596(Ft/s)
' ' ' Critical flow area = 3.860(Sq.Ft)
Adding area flow to channel
USER INPUT of soil data for subarea
Runoff Coefficient = 0.848
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.960; Impervious fraction = 0.040
Rainfall intensity = 5.890(In /Hr) for a 100.0 year storm
Subarea runoff = 10.790(CFS) for 2.160(Ac.)
Total runoff = 23.093(CFS) Total area = 4.540(Ac.)
Depth of flow = 0.486(Ft.), Average velocity = 15.972(Ft/s)
Sub - Channel No. 1 Critical depth = 1.125(Ft.)
' Critical flow top width = 6.500(Ft.)
' Critical flow velocity= 4.830(Ft /s)
' Critical flow area = 4.781(Sq.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2680.000(Ft.) to Point /Station
2370.000(Ft.)
* * ** SUBAREA FLOW ADDITION * * * *A3
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.810
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 6.34 min.
Rainfall intensity = 5.890(In /Hr) for a 100.0 year storm
Subarea runoff = 1.383(CFS) for 0.290(Ac.)
Total runoff = 24.476(CFS) Total area = 4.830(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2370.000(Ft.) to Point /Station
1984.000(Ft.)
* * ** IMPROVED CHANNEL TRAVEL TIME * * * *VeeDitch
Upstream point elevation = 70.500(Ft.)
Downstream point elevation = 58.200(Ft.)
Channel length thru subarea = 386.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel =
Manning's 'N' = 0.015
Maximum depth of channel = 4.000(Ft.)
Flow(q) thru subarea = 32.619(CFS)
Depth of flow = 0.763(Ft.), Average velocity =
Channel flow top width = 5.813(Ft.)
Flow Velocity = 10.95(Ft /s)
Travel time = 0.59 min.
Time of concentration = 6.93 min.
Sub - Channel No. 1 Critical depth = 1.266(Ft.)
32.619(CFS)
10.948(Ft /s)
' Critical flow top width = 8.328(Ft.)
' Critical flow velocity= 4.991(Ft /s)
' Critical flow area = 6.536(Sq.Ft)
Adding area flow to channel
I
' UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.805
' Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 5.595(In /Hr) for a 100.0 year storm g
IVA
Subarea runoff = 16.223 (CFS) for 3.600 (Ac. ) it
Total runoff = 40.699(CFS) Total area = 8.430(Ac.)
Depth of flow = 0.850(Ft.), Average velocity = 11.612(Ft /s)
' Sub - Channel No. 1 Critical depth = 1.406(Ft.)
' Critical flow top width = 9.031(Ft.)
Critical flow velocity= 5.247(Ft/s)
' Critical flow area = 7.756(Sq.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2130.000(Ft.) to Point /Station
' 1984.000(Ft.)
* * ** IMPROVED CHANNEL TRAVEL TIME * * * *VeeDitch
' Upstream point elevation = 65.170(Ft.)
Downstream point elevation = 58.2.00(Ft.)
Channel length thru subarea = 146.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 3.000
Estimated mean flow rate at midpoint of channel = 46.207(CFS)
' Manning's 'N' = 0.015
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 46.207(CFS)
Depth of flow = 0.819(Ft.), Average velocity = 13.932(Ft/s)
Channel flow top width = 6.096(Ft.)
Flow Velocity = 13.93(Ft /s)
Travel time = 0.17 min.
Time of concentration = 7.11 min.
Sub - Channel No. 1 Critical depth = 1.500(Ft.)
' Critical flow top width = 9.500(Ft.)
' Critical flow velocity= 5.357(Ft/s)
' I I Critical flow area = 8.625(Sq.Ft)
' Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.804
Decimal fraction soil group A = 1.000
' RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 5.515(In /Hr) for a 100.0 year storm
Subarea runoff = 10.955(CFS) for 2.470(Ac.)�
' Total runoff = 51.654(CFS) Total area = 10.900(Ac.)
Depth of flow = 0.865(Ft.), Average velocity = 14.350(Ft /s)
Sub - Channel No. 1 Critical depth = 1.578(Ft.)
' Critical flow top width = 9.891(Ft.)
Critical flow velocity= 5.505(Ft /s)
' Critical flow area = 9.382(Sq.Ft)
++++++......+++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
' Process from Point /Station 1984.000(Ft.) to Point /Station
1843.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * * *DI 2 & Lat A -5
Upstream point /station elevation = 54.200(Ft.)
Downstream point /station elevation = 49.070(Ft.)
Pipe length = 141.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 51.654(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 51.654(CFS)
Normal flow depth in pipe = 14.12(In.)
Flow top width inside pipe = 43.75(In.)
Critical Depth = 25.91(In.)
Pipe flow velocity = 16.74(Ft /s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 7.25 min.
Lo+AS'
' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2240.000(Ft.) to Point /Station
1843.000(Ft.)
* * ** CONFLUENCE OF MINOR STREAMS * * * *Lat A -5 / SD A
Along Main Stream number: 1 in normal stream number 1
' Stream flow area = 10.900(Ac.)
Runoff from this stream = 51.654(CFS)
Time of concentration = 7.25 min.
Rainfall intensity = 5.453(In /Hr)
' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2650.000(Ft.) to Point /Station
2470.000(Ft.)
* * ** INITIAL AREA EVALUATION * * * *A8
' Initial area flow distance = 180.000(Ft.)
Top (of initial area) elevation = 249.000(Ft.)
Bottom (of initial area) elevation = 80.000(Ft.)
Difference in elevation = 169.000(Ft.)
Slope = 0.93889 s(percent)= 93.89
TC = k(0.300) *[(length^3) /(elevation change)]"0.2
' Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration - 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm
' COMMERCIAL subarea type
Runoff Coefficient = 0.894
Decimal fraction soil group D = 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 4.959(CFS)
Total initial stream area = 0.820(Ac.)
Pervious area fraction = 0.100
' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2470.000(Ft.) to Point /Station
' 2390.000(Ft.)
* * ** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION * * * *A9
Top of natural channel elevation = 80.000(Ft.)
End of natural channel elevation = 62.200(Ft.)
Length of natural channel = 80.000(Ft.)
Estimated mean flow rate at midpoint of channel = 6.532(CFS)
' Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity(ft /s) _ (7 + 8(q(English Units)'.352)(slope^0.5)
Velocity using mean channel flow = 10.61(Ft /s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D -6.2)
' Normal channel slope = 0.2225
Corrected /adjusted channel slope = 0.2225
Travel time = 0.13 min. TC = 5.13 min.
Adding area flow to channel
' UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.819
Decimal fraction soil group A = 1.000
' RI index for soil(AMC 2) = 67.00
Pervious area.-fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 6.665(In /Hr) for a 100.0 year storm
' Subarea runoff = 2.839(CFS) for 0.520(Ac.)
Total runoff = 7.799(CFS) Total area = 1.340(Ac.)
' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2390.000(Ft.) to Point /Station
2240.000(Ft.)
* * ** IMPROVED CHANNEL TRAVEL TIME * * **
Upstream point elevation = 62.200(Ft.)
Downstream point elevation = 54.200(Ft.)
Channel length thru subarea = 150.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' ' = 0.015
Maximum depth of channel = 3.000(Ft.)
Flow(q) thru subarea = 7.799(CFS)
Depth of flow = 0.317(Ft.), Average velocity
= 8.802(Ft /s)
Channel flow top width = 3.586(Ft.)
Flow Velocity = 8.80(Ft /s)
Travel time = 0.28 min.
Time of concentration = .5.41 min.
Sub - Channel No. 1 Critical depth = 0.602(Ft.)
' I I Critical flow top width =
5.008(Ft.)
' I I Critical flow velocity=
3.700(Ft /s)
' I ' Critical flow area =
2.108(Sq.Ft)
'1
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2240.000(Ft.) to Point /Station
1843.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * * *SD A
Upstream point /station elevation = 54.200(Ft.)
Downstream point /station elevation = 48.820(Ft.)
Pipe length = 397.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.799(CFS)
' Given pipe size = 24.00(In.)
Calculated individual pipe flow - 7.799(CFS)
Normal flow depth in pipe = 8.95(In.)
Flow top width inside pipe = 23.21(In.)
Critical Depth = 11.91(In.)
Pipe flow velocity = 7.30(Ft /s)
' Travel time through pipe = 0.91 min.
Time of concentration (TC) = 6.32 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2240.000(Ft.) to Point /Station
1843.000(Ft.)
* * ** CONFLUENCE OF MINOR STREAMS * * * *SD A / Lat A -5
' Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.340(Ac.)
Runoff from this stream = 7.799(CFS)
Time of concentration = 6.32 min.
! Rainfall intensity = 5.905(In /Hr)
' Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 51.654 7.25 5.453
2 7.799 6.32 5.905
Largest stream flow has longer time of concentration
Qp = 51.654 + sum of
Qb Ia /Ib
7.799 * 0.923 = 7.201
Qp = 58.855
Total of 2 streams to confluence:
Flow rates before confluence point:
51.654 7.799
' Area of streams before confluence:
10.900 1.340
Results of confluence.
Total flow rate = 58.855(CFS)
Time of concentration = 7.246 min.
Effective stream area after confluence = 12.240(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1843.000(Ft.) to Point /Station
1707.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * * *SD A
Upstream point /station elevation = 48.820(Ft.)
Downstream point /station elevation = 47.390(Ft.)
Pipe length = 136.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 58.855(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 58.855(CFS)
Normal flow depth in pipe = 19.14(In.)
Flow top width inside pipe = 55.93(In.)
Critical Depth = 25.88(In.)
Pipe flow velocity = 10.91(Ft /s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 7.45 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1727.000(Ft.) to Point /Station
1707.000(Ft.) p
* * * * SUBAREA FLOW ADDITION * * * * A-iO, All) All
l
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.744
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 7.45 min.
Rainfall intensity = 5.364(In /Hr) for a 100.0 year storm
Subarea runoff = 8.545(CFS) for 2.140(Ac.)
Total runoff = 67.401(CFS) Total area = 14.380(Ac.)
++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + +.+
Process from Point /Station 1707.000(Ft.) to Point /Station
1533.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * * *SD A
Upstream point /station elevation = 47.390(Ft.)
Downstream point /station elevation = 46.360(Ft.)
Pipe length = 174.00(Ft.) Manning's N = 0.013
' No. of pipes = 1 Required pipe flow = 67.401(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow - 67.401(CFS)
Normal flow depth in pipe = 23.98(In.)
Flow top width inside pipe = 58.78(In.)
Critical Depth = 27.80(In.)
Pipe flow velocity = 9.20(Ft /s)
Travel time through pipe = 0.32 min.
Time of concentration (TC) = 7.77 min.
1
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 3433.000(Ft.) to Point /Station
1533.000(Ft.)
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 14.380(Ac.)
Runoff from this stream = 67.401(CFS)
Time of concentration = 7.77 min.
Rainfall intensity = 5.237(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2400.000(Ft.) to Point /Station
2200. 000 (Ft . )
**** INITIAL AREA EVALUATION * ** Partial A13 S L)
Initial area flow distance = 200.000(Ft.)
Top (of initial area) elevation = 68.200(Ft.)
Bottom (of initial area) elevation = 66.500(Ft.)
Difference in elevation = 1.700(Ft.)
Slope = 0.00850 s(percent)= 0.85
TC = k(0.390) *((length "3) /(elevation change)]^0.2
Initial area time of concentration = 8.425 min.
Rainfall intensity = 4.996(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.737
Decimal fraction soil group A = 1.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.921(CFS)
Total initial stream area = 0.250(Ac.)
Pervious area fraction = 0.500
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2200.000(Ft.) to Point /Station
1940. 000 (Ft. ) /IfO rlyd W 1n
* * ** STREET FLOW RAVEL TIME + SUBAREA FLOW ADDITION * * ** A13 -A 14
Top of street segment elevation = 66.500(Ft.)
End of street segment elevation = 65.230(Ft.)
Length of street segment = 260.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 8.500(Ft.)
' Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
' Manning's N in gutter = 0.0200
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street = 3.546(CFS)
Depth of flow = 0.327(Ft.), Average velocity = 1.254(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.589(Ft.)
Flow velocity = 1.25(Ft /s)
Travel time = 3.46 min. TC = 11.88 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.759
Decimal fraction soil group A = 0.600
Decimal fraction soil group B = 0.400
RI index for soil(AMC 2) = 41.60
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 4.093(In /Hr) for a 100.0 year'storm
Subarea runoff = 5.124(CFS) for 1.650(Ac.)
Total runoff = 6.045(CFS) Total area = 1.900(Ac.)
Street flow at end of street = 6.045(CFS)
Half street flow at end of street
3.(
22(it:
J
DepthLof flow 0 381(Ft ) Average velocity -1.427(Ft /s;)
:Flow width (from,cur oar3s. crown) `'14':305 (Ft'c:)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1940.000(Ft.) to Point /Station
1780.000(Ft.)
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION 4 A V
Top of street segment elevation = 65.230(Ft.)
End of street segment elevation = 64.220(Ft.)
Length of street segment. = 160.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side (s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0200
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.400(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel;
Halfstreet flow width = 15.260(Ft.)
Flow velocity = 1.69(Ft /s)
Travel time = 1.58 min. TC = 13.46 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.761
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
RI index for soil(AMC 2) = 44.00
8.112(CFS)
1.690(Ft /s)
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.807(In /Hr) for a 100.0 year storm
rSubarea runoff = 3.942(CFS) for 1.360(Ac.)
Total runoff = 9.986(CFS) Total area = 3.260(Ac.)
Street flow at end of street - 9 986(CFS)
�, Half street;flow�.at end of street _ 4 993(CFS)
Depth of .f1ow 04:26 (Ft ) Averageveloci`ty
Flow : width. ;(from curb_ towards:; wn)
croA „.16 5:41 (Ft<. )..
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1780.000(Ft.) to Point /Station
1540.000(Ft.) _
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****A Ke F"A1 1
Top of street segment elevation = 64.220(Ft.)
End of street segment elevation = 63.200(Ft.)
Length of street segment = 240.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft.)
Slope from gutter to grade break (v /hz)
= 0.020
Slope from grade break to crown (v /hz)
= 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line =
8.500(Ft.)
Slope from curb to property line (v /hz)
= 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0200
Manning's N from gutter to grade break
= 0.0200
Manning's N from grade break to crown =
0.0200
Estimated mean flow rate at midpoint of
street = 12.814(CFS)
Depth of flow = 0.487(Ft.), Average velocity = 1.635(Ft /s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 19.500(Ft.)
Flow velocity = 1.63(Ft /s)
Travel time = 2.45 min. TC = 15.91 min.
' Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.747
Decimal fraction soil group A = 0.550
Decimal fraction soil group B = 0.450
RI index for soil(AMC 2) = 42.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.456(In /Hr) for a 100.0 year storm
Subarea runoff = 5.523(CFS) for 2.140(Ac.).
Total runoff = 15.510(CFS) Total area = 5.400(Ac.)
Street flow at end of street = 15.510(CFS)
Half street flow at end of street = 7.755(CFS)
Depth of flow = 0.514(Ft.), Average velocity = 1
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property =
Flow width (from curb towards crown)= 19.500(Ft.)
I
744 (Ft /s) CB 7r
0.57(Ft.)
�. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1540.000(Ft.) to Point /Station
1075.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * * *C(5 f
Upstream point /station elevation = 56.500(Ft.)
Downstream point /station elevation = 54.480(Ft.)
Pipe length = 465.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.510(CFS)
F— Given pipe size 24 00
Calculated >ndiv . ual pipe fl "ow 15 `510 "(CFS)`
.•R.. U .
Normal flow depth in pipe = 20.67(In.)
Flow top width inside pipe = 16.59(In.)
Critical Depth = 17.04(In.)
Pipe flow velocity = 5.39(Ft /s)
' Travel time through pipe = 1.44 min.
Time of concentration (TC) = 17.35 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1100.000(Ft.) to Point /Station
* * ** SUBAREA FLOW ADDITION * * ** C#5 �f 1 Q">A
M CONDOMINIUM subarea type
Runoff Coefficient = 0.793
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
RI index for soil(AMC 2) = 44.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Time of concentration = 17.35 min.
Rainfall intensity = 3.286(In /Hr) for a 100.0 year storm
Subarea runoff = 7.112(CFS) for 2.730(Ac.)
Total runoff = 22.622(CFS) Total area = 8.130(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
1 Process from Point /Station 1075.000(Ft.) to Point /Station
1000.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 54.480(Ft.)
Downstream point /station elevation = 54.000(Ft.)
Pipe length = 75.00(Ft.) Manning's N = 0.013
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
0.672(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 0.750(Ft.)
Minor friction loss = 0.403(Ft.)K- factor = 0.50
Pipe flow velocity = 7.20(Ft /s) ��,,
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 17.52 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1075.000(Ft.) to Point /Station
1000.000(Ft.)
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 8.130(Ac.)
Runoff from this stream = 22.622(CFS)
Time of concentration = 17.52 min.
Rainfall intensity = 3 .267 (In /Hr)
Summary of stream data:
Stream Flow rate TC Rainfall
Intensity
No. (CFS) (min)
(In /Hr)
1 67.401 7.77
5.237
2 22.622 17.52
3.267
Largest stream flow has longer or shorter
time of concentration
Qp = 67.401 + sum of
Qa Tb /Ta
22.622 * 0.443 = 10.032
5
Qp = 77.432
Total of 2 streams to confluence:
Flow rates before confluence point:
67.401 22.622
Area of streams before confluence:
14.380 8.130
Results of confluence:
Total flow rate = 77.432(CFS)
Time of concentration = 7.769 min.
Effective stream area after confluence =
22.510(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1533.000(Ft.) to Point /Station
1125.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 54.000(Ft.)
Downstream point /station elevation = 52.800(Ft.)
Pipe length = 408.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 77.432(CFS)
' Given" �pip:e size' 60,00"Clff 0
y
Normal flow depth in pipe = 31.69(In.)
' Flow top width inside pipe = 59.91(In.)
Critical Depth = 29.86(In.)
Pipe flow velocity = 7.36(Ft /s)
Travel time through pipe = 0.92 min.
Time of concentration (TC) = 8.69 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1780.000(Ft.) to Point /Station
1125.000(Ft.)
* * ** SUBAREA FLOW ADDITION * * **
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.82.1
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction =
0.500
' Time of concentration = 8.69 min.
Rainfall intensity = 4.906(In /Hr) for a 100.0 year storm
Subarea runoff = 22.028(CFS) for 5.470(Ac.) A -2 -3
Total runoff = 99.460(CFS) Total area = 27.980(Ac.)
' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1125.000(Ft.) to Point /Station
1055.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * * *SD A Q Retention 1
Upstream point /station elevation = 52.800(Ft.)
Downstream point /station elevation = 52.000(Ft.)
Pipe length = 70.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 99.460(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 99.460(CFS)
Normal flow depth in pipe = 24.77(In.)
Flow top width inside pipe = 59.08(In.)
Critical Depth = 34.08(In.)
Pipe flow velocity = 12.99(Ft /s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 8.78 min.
End of computations, total study area = 27.98 (Ac.)
Area averaged pervious area fraction(Ap) = 0.664
Area averaged RI index number = 57.3
' Riverside County Rational Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Ratiorial. Hydrology, .-Study
Date: 04/22/07 File:69400SDCRat.out
-
---------------------------------------------- --------I -----------------
Tract 3.50.6.0 - MS 69400 Storm Drai.n-' C Rational
File 69400SDCRat
* * * * * * * ** `Hydrology Study `Control Information
English (in -lb) Units used in input data file
Program License Serial Number 4082
Rational Method,Hydrology °Program based on
Riverside.County.',F1ood Contro ',& Water,Conservation District
1578 hydrology manual.
' Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity- duration curves data (Plate D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
' +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2900.000(Ft.) to Point /Station 2500.000(Ft
* * ** INITIAL AREA EVALUATION * * *'*.C1 t,'6Ck
Initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 439.000(Ft.)
Bottom (of initial area) elevation = 156.000(Ft.)
Difference in elevation = 283.000(Ft.)
Slope = 0.70750 s(percent)= 70.75
TC = k(0.300) *[(length"3) /(elevation change)]"0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm
USER INPUT of soil data for subarea
Runoff Coefficient = 0.899
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 2) = 93.00
Pervious area fraction = 0.050; Impervious fraction = 0.950
Initial subarea runoff = 13.378(CFS)
Total initial stream area = 2.200(Ac.)
Pervious area fraction = 0.050
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2500.000(Ft.) to Point /Station 2200.000(Ft.)
�� „gip
* * ** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION * * * *C2Sarid
Top of natural channel elevation = 156.000(Ft.)
End of natural channel elevation = 95.000(Ft.)
Length of natural channel = 300.000(Ft.)
Estimated mean flow rate at midpoint of channel = 16.844(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity(ft /s) _ (7 + 8(q(English Units)".352)(slope '0.5)
Velocity using mean channel flow = 12.90(Ft /s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D -6.2)
Normal channel slope = 0.2033
Corrected /adjusted channel slope = 0.2033
Travel time = 0.39 min. TC = 5.39 min.
Adding area flow to channel
USER INPUT of soil data for subarea
' Runoff Coefficient = 0.853
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
' Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 78.00
' Pervious area fraction = 0.950; Impervious fraction = 0.050
Rainfall intensity = 6.475(In/Hr) for a 100.0 year storm
Subarea runoff = 6.297(CFS) for 1.140(Ac.)
Total runoff = 19.675(CFS) Total area = 3.340(Ac.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + T + +
Process from Point /Station 2200.000(Ft.) to Point /Station 1890.000(Ft.)
* * ** IMPROVED CHANNEL TRAVEL TIME * * * *.;eeDit'.d
Upstream point elevation = 95.000(Ft.).
Downstream point elevation = 93.100(Ft.)
Channel length thru subarea = 310.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.015
Maximum depth of channel = 3.000(Ft.)
q thru subarea ,,:_, a19� 6 7�5(CFS0
Depth of flow = 1.132(Ft.), Average velocity = 5.122(Ft /s)
Channel flow top width = 6.789(Ft.)
Flow Velocity = 5.12(Ft /s)
Travel time = 1.01 min.
Time of concentration = 6.40 min.
Sub - Channel No. 1 Critical depth = 1.219(Ft.)
Critical flow top width = 7.313(Ft.)
' Critical flow velocity= 4.415(Ft /s)
Critical flow area = 4.456(Sq.Ft)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1890.000(Ft.) to Point /Station 1854.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point /station elevation = 89.500(Ft.)
Downstream point /station elevation = 83.000(Ft.)
Pipe length = 36.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.675(CFS)
Given p,ipe�:s -ize 00�(In )
C_alculat_e_d i.ndivdual'pipeflowx 19' 5 (CFS)
Normal flow depth in pipe = 8.37(In.)
Flow top width inside pipe = 17.96(In.)
Critical depth could not be calculated.
Pipe flow velocity = 24.46(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 6.42 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2194.000(Ft.) to Point /Station 1850.000(Ft.)
* * ** SUBAREA FLOW ADDITION * * * *C3
USER INPUT of soil data for subarea
Runoff Coefficient = 0.848
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.950; Impervious fraction = 0.050
Time of concentration = 6.42 min.
Rainfall intensity = 5.849(In /Hr) for a 100.0 year storm
Subareas rungf f �s 1 63`7 ('CFS 3 0 (Ac ' )? ar 11 ie � 4
...
Total runoff = 21.312(CFS) Total area = 3.670(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1850.000(Ft.) to Point /Station 1318.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** .s--
Upstream point /station elevation = 63.000(Ft.)
Downstream point /station elevation = 55.200(Ft.)
Pipe length = 532.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 21.312(CFS)
Given 'pipe size 24 n:;).; SD :'C
Calculated individual pppe. flow -. 2'1 3T2(CFS)':
Normal flow depth in pipe = 15.91(In.)
Flow top width inside pipe = 22.69(In.)
Critical Depth = 19.82(In.)
Pipe flow velocity = 9.64(Ft /s)
Travel time through pipe = 0.92 min.
Time of concentration (TC) = 7.34 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1359.000(Ft.) to Point /Station 1318.000(Ft.)
* * ** SUBAREA FLOW ADDITION * * **
USER INPUT of soil data for subarea
Runoff Coefficient = 0.844
Decimal fraction soil group A = 0.600
Decimal fraction soil group B = 0.400
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.950; Impervious fraction = 0.050
Time of concentration = 7.34 min.
Rainfall intensity = 5.412(In /Hr) for a 100.0 year storm
Subarea; runoff ; t' rte: 0,320 (CFS) for' i , "0. -070 ( "P;c';)E Inlet DIs
Total runoff = 21.632(CFS) Total area = 3.740(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1318.000(Ft.) to Point /Station 1223.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point /station elevation = 55.180(Ft.)
Downstream point /station elevation = 54.000(Ft.)
Pipe length = 95.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 21.632(CFS)
Given pipe size 24•.0 (In,. )`
Calculated individual pipe flow 21.632 (•CFS)
Normal flow depth in pipe = 17.11(In.)
Flow top width inside pipe = 21.72(In.)
Critical Depth = 19.97(In.)
Pipe flow velocity = 9.02(Ft /s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 7.52 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1243.000(Ft.) to Point /Station 1223.000(Ft.)
* * ** SUBAREA FLOW ADDITION
USER INPUT of soil data for subarea
Runoff Coefficient = 0.856
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.300; Impervious fraction = 0.700
Time of concentration = 7.52 min.
Rainfall intensity = 5.338(In /Hr) for a 100.0 year storm
Sbarearuriof f 77I9x(CFS
Total runoff = 29.352(CFS) Total area = 5.430(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1260.000(Ft.) to Point /Station 1223.000(Ft.)
* * ** SUBAREA FLOW ADDITION * * * *CtS Inlet DI;6
USER INPUT of soil data for subarea
Runoff Coefficient = 0.844
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 0.950; Impervious fraction = 0.050
Time of concentration = 7.52 min.
Rainfall intensity = 5.338(In /Hr) for a 100.0 year storm
Sizbare "a runoff 9
;54; CFS for• 1 O10`. Ac
Total runoff = 33.900(CFS) Total area = 6.440(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1223.000(Ft.) to Point /Station 1134.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 54.000(Ft.)
Downstream point /station elevation = 52.870(Ft.)
Pipe length = 89.00(Ft.) Manning's N = 0.013
F No of; pipes % ":1' Required 'pipe}'flowx"'�
. Given;apipe; size;1 c.: 24:.00'(In.y)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
1.772(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.998(Ft.)
Minor friction loss = 0.904(Ft.)K- factor = 0.50
Pipe flow velocity = 10.79(Ft /s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 7.65 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
' Process from Point /Station 1216.000(Ft.) to Point /Station 1138.000(Ft.)
* * ** SUBAREA FLOW ADDITION * * * *C6 &0.-71
USER INPUT of soil data for subarea
Runoff Coefficient = 0.817
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1..000
' RI index for soil(AMC 2) = 58.00
Pervious area fraction = 0.600; Impervious fraction =
Time of concentration = 7.65 min.
Rainfall intensity 5 282(In /Hr) for a 100.0 y
S.ubareax runoff*k= � 2 ,71x7 (CFSx)�s0o: `,0. ti630:,(=Ac w
� I
0.400
ar storm
Total runoff = 36.617(CFS) Total area = 7.070(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1138.000(Ft.) to Point /Station 1013.000(Ft.)
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 52.870(Ft.)
Downstream point /station elevation = 45.500(Ft.)
Pipe length = 125.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 36.617(CFS)
Calculated x`individual i er'f"low��� `'''�` �3�6 6�1�7c CFS s
Normal flow depth in pipe = 12.59(In.)
Flow top width inside pipe = 29.61(In.)
Critical Depth = 24.59(In.)
Pipe flow velocity = 18.73(Ft /s)
Travel time through tripe = 0.11 min.
Area averaged pervious area fraction(Ap) = 0.483
Area averaged RI index number = 75.6
Riverside _C ounty ` Ratio- nal.' `Hydrology:Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 06/08/07 File:69400SDFCB1718.out
------------------------------------------------------------------------
Tract 3.5060 MDS 'TM69400 'SD Y & .CB 1,77-
File" ,6'9r400SDFCB1718{
---------------_---------------------------------------------------------
* * * * * *4 * ** H drolo 'Saud Control Information
Y JY . �'
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1860.000(Ft.) to Point /Station 1740.000(Ft.)
*` ** INITIAL AREA EVALUATION It, "Partial B2
Initial area flow distance = 120.000(Ft.)
Top (of initial area) elevation = 66.700(Ft.)
Bottom (of initial area) elevation = 64.260(Ft.)
Difference in elevation = 2.440(Ft.)
Slope = 0.02033 s(percent)= 2.03
' TC = k(0.370) *[(length^3) /(elevation change)]A0.2
Initial area time of concentration = 5.473 min.
Rainfall intensity = 6.416(In /Hr) for a 100.0 year storm
CONDOMINIUM subarea type
Runoff Coefficient = 0.856
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
1 Initial subarea runoff 0.599(CFS)
Total initial stream area = 0.109(Ac.)
Pervious area fraction = 0.350
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1740.000(Ft.) to Point /Station 1300.000(Ft.)
* * STREET FLOW TRAVEL TIME ; + S.UBP,REA - 'FLOW-: ADDITION * *Part B2 & B
Top of street segment elevation = 64.260(Ft.)
End of street segment elevation = 61.900(Ft.)
Length of street segment = 440.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 19.500(Ft.)
Distance from crown to crossfall grade break = 0.500(Ft
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 8.500(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0200
Manning's N from grade break to crown = 0.0200
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.363(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.379(Ft.)
Flow velocity = 1.48(Ft /s)
Travel time = 4.96 min. TC = 10.43 min.
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.840
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
5.506(CFS)
1.479(Ft /s)
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 4.414(In /Hr) for a 100.0 year storm
Subarea runoff = 9.635(CFS) for 2.600(Ac.)
Total runoff = 10.234(CFS) Total area = 2.709(Ac.)
Street flow at end of street = 10.234(CFS), (10.2cfs -0.7 cfs floby =
9.53/2
Half street flow at end of street = 5.117(CFS)
Depth of flow = 0.436(Ft.), Average velocity = 1.715(Ft /s)
Flow width (from curb towards crown)= 17.067(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1300.000(Ft.) to Point /Station 1175.000(Ft.)
** PIPEFLOW TRAVEL TIME (User-�specafied size) *, * **
Upstream point /station elevation = 59.000(Ft.)
Downstream point /station elevation = 58.000(Ft.)
Pipe length = 125.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4 (CFS) 673
Given pipe size = 18.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
0.212(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 1.186(Ft.)
' Minor friction loss = 0.026(Ft.)K- factor = 0.05
Pipe flow velocity = 5..79(Ft /s)
' Travel time through pipe = 0.36 min.
Time of concentration (TC) = 10.79 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1135 000(Ft ) to Point /Station 1175.000(Ft.)
MOBILE HOME PARK subarea type
Runoff Coefficient = 0.856
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.250; Impervious fraction = 0.750
Time of concentration = 10.79 min.
Rainfall intensity = 4.328(In /Hr) for a 100.0 year storm
Total runoff = 12.865(CFS) to a a - 3.419(Ac.)
++ + + + + + + + + + + + + + + + + + +k;+�+ + + + + + + +� + + +� qw+ + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1175.000(Ft.) to Point /Station 1000.000(Ft.)
*u* fi,PIPEFLOW� TRAVEL TIME {;(User.' speci'f�ed s�szey)� * *n * *�
.. st '. .. .�:.?':.�
Upstream point /station elevation = 58.000(Ft.)
Downstream point /station elevation = 54.900(Ft.)
Pipe length = 175.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.865(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = (CFS) �. J��►
Normal flow depth in pipe = 13.62(In.)
Flow top width inside pipe = 15.45(In.)
Critical Depth = 16.16(In.)
Pipe flow velocity = 8.98(Ft /s)
Travel time through pipe = 0.32 min.
Time of concentration (TC) = 11.12 min.
End of computations, total study area = 3.42 (Ac.)
Area averaged pervious area fraction(Ap) = 0.329
Area averaged RI index number = 56.0
Riverside County.Rational Hydrology Program
CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 03/29/07 File:69400CB9.out
------------------------------------------------------------------------
Tract. 350.60 bMS '69400z,,.". CB. 9 WaSYi ngtori- St Sta` 100 +8;0
File 69400CB9 J D
------------------------------------------------------------------------
* * * < * * * * ** Hydrology; Study Contro'1'Information
English (in -lb) Units used in input data file
Program License Serial Number 4082
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 D -4.1)
For the [ Cathedral City ] area used.
10 year storm 10 minute intensity = 2.770(In /Hr)
10 year storm 60 minute intensity = 0.980(In /Hr)
100 year storm 10 minute intensity = 4.520(In /Hr)
100 year storm 60 minute intensity = 1.600(In /Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In /Hr)
Slope of intensity duration curve = 0.5800
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1540.000(Ft.) to Point /Station 1440.000(Ft.)
* * ** INITIAL AREA .EVALUATION * * * *Parti:al A2:8
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 61.000(Ft.)
Bottom (of initial area) elevation = 58.400(Ft.)
Difference in elevation = 2.600(Ft.)
Slope = 0.02600 s(percent)= 2.60
TC = k(0.300) *[(length^3) /(elevation change)]"0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.888
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.396(CFS)
Total initial stream area = 0.066(Ac.)
Pervious area fraction = 0.100
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1440.000(Ft.) to Point /Station 1003.000(Ft.)
STREET : FLOW ::TRAVEL , TIME. + SUBAREA .FLOW ADDITION. *
,4
Top of street segment elevation = 58.400(Ft.)
End of street segment elevation = 57.570(Ft.)
Length of street segment = 437.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v /hz) = 0.020
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v /hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.835(CFS)
Depth of flow = 0.422(Ft.), Average velocity = 1.229(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.768(Ft.)
Flow velocity = 1.23(Ft /s)
Travel time = 5.93 min. TC = 1.0.93 min:
Adding area flow to street
CONDOMINIUM subarea type
Runoff Coefficient = 0.838
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650
Rainfall intensity = 4.296(In /Hr) for a 100.0 year storm
Subarea runoff = 4.934(CFS) for 1.370(Ac.)
Total runoff = 5.. 330`(CFS) ,-To.tal ;area.:= 1::.436 (Ad'. )
Street flow ,at end. of street : 5:330 (CFS)
Half. street :flow at end of street 5-.3 , -0-1CF8Y
Depth of- flow 0 507 (Ft ) g
, Averae velocity 1
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 0.29(Ft.)
Flow width (from curb towards crown)= 19.027(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
gzooeoo from Point/Station 1003.000(Ft') to Point/Station I000'000(Ft.)
���*�:�� .
Upstream point/station elevation ~ 57'570(Ft')
Downstream point/station elevation 54.900(Ft')
Pipe length ~ ].00<Ft'> Mauoiog'a D[ ~ 0.0I3
0o of i I Required i flow ~ 5'330(CF8)
.��
Q pipes o!
Calculated,
^ - _
Normal flow depth in pipe ~ 2.83 (Io. )
Flow top width inside pipe I3.I1(Io. )
Critical Depth ~ 10'67(Io.)
Pipe flow velocity ~ 39.86(Ft/a)
Travel time through pipe ~ 0.00 min.
Time of concentration (TC) ~ 10.33 min.
End of computations, total study area ~ 1.44 (Ac.)
N� Area averaged pervious area fraotion(Ap) ~ 0.339
Area averaged RI index number ~ 56.0
| ��
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
--------------------------------------------------------------------
dS'-r�' ;t,�' -s'- _;P 'nY.4''x$
Tracts 35060 `y`�NIDS : 694-00x West SidesVee D�tcY 3
44' y... � r Jx w �; f 5..4 :. • -�mX. +S. r - ,S• j^ } ,�. - .
2ft 4X,2ft; :, 89 0Slope
Mal
r �jrJ2.
File 69400WSdA3Dit
Program-License-Serial-Number-4082
--------------------------------------------------------------------
*=* Ir,regular,`: CYanne`1` Aiialysi's
Upstream (headworks) Elevation 75.000(Ft.)
Downstream (outlet) Elevation = 65.000(Ft.)
Runoff /Flow Distance = 110 000(Ft )
lyiaximum 10''_ rate in channel -(,s:) c.a ;' 24 860 (C7
-------------------------------------------------------------- - - - - --
Depthk o`f flow ,} 0694(Ft
Average velocity X1'0 328 (`F2t /s)
Tot'al °flow =ate ,in 1 /2sreet' ;�Y 4 �972k(CFS)s
3, t.
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 5.00
2 6.00 2.00
3 8.00 0.00
4 10.00 2.00
5 16.00 5.00
Manning's 'N' friction factor = 0.017
-----------------------------------------------------------------
Sub- Channel flow = 4.972(CFS)
flow top width = 1.388(Ft.)
' ' wetted perimeter = 1.962(Ft.)
' velocity= 10.328(Ft /s)
' ' area = 0.481(Sq.Ft)
' ' Froude number = 3.090
Upstream point elevation = 75.000(Ft.)
Downstream point elevation = 65.000(Ft.)
Flow length = 110.000(Ft.)
Depth of flow = 0.694(Ft.)
Average velocity = 10.328(Ft /s)
Total irregular channel flow = 4.972(CFS)
Irregular channel normal depth above invert elev. = 0.694(Ft.)
Average velocity of channel(s) = 10.328(Ft /s)
Sub - Channel No. 1 Critical depth = 1.094(Ft.)
Critical flow top width = 2.188(Ft.)
Critical flow velocity= 4.156(Ft /s)
' Critical flow area = 1.196(Sq.Ft)
A
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth of flow 0:900(Ft.)
Average' velocity 12.282 (Ft /.$)
Total flow rate in 1/2 street 9 944;(.CFS);
Sub- Channel flow = 9.944(CFS)
' flow top width = 1.800(Ft.)
wetted perimeter = 2.545(Ft.)
' velocity= 12.282(Ft/s)
' area = 0.810(Sq.Ft)
' Froude number = 3.227
Depth of flow = 0.900(Ft.)
Average velocity = 12.282(Ft/s)
Total irregular channel flow = 9.944(CFS)
Irregular channel normal depth above invert elev. = 0.900(Ft.)
Average velocity of channel(s) = 12.282(Ft/s)
-----------------------------------------------------------------
Sub- Channel No. 1 Critical depth = 1.438(Ft.)
' Critical flow top width = 2.875(Ft.)
' Critical flow velocity= 4.812(Ft /s)
' Critical flow area = 2.066(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth, of'' flow. 1.048 (Ft".
Average velocity = `13:.592 (Ft. /s)
Total flow rate in 1/2. street. 14.916(CFS)'
Sub- Channel flow = 14.916(CFS)
' flow top width = 2.095(Ft.)
' wetted perimeter = 2.963(Ft.)
' velocity= 13.592(Ft/s)
' area = 1.097(Sq.Ft)
Froude number = 3.310
Depth of flow = 1.048(Ft.)
Average velocity = 13.592(Ft/s)
Total irregular channel flow = 14.916(CFS)
Irregular channel normal depth above invert elev. _
Average velocity of channel(s) = 13.592(Ft/s)
Sub - Channel No. 1 Critical depth = 1.688(Ft.)
1.048(Ft.)
' Critical flow top width = 3.375(Ft.)
' Critical flow velocity= 5.238(Ft/s)
' Critical flow area = 2.848(Sq.Ft)
i
I- + + + + + + +...... +++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth of flow = 1.167(Ft.)
Average velocity = 14.606(Ft- /s)
Total flow rate in 1/2 street 4 ,, 19::.888L(C -FSJ
Sub - Channel flow = 19.888(CFS)
flow top width = 2.334(Ft.)
' wetted perimeter = 3.300(Ft.)
' velocity= 14.606(Ft /s)
area = 1.362(Sq.Ft)
' Froude number = 3.370
Depth of flow = 1.167(Ft.)
Average velocity = 14.606(Ft /s)
Total irregular channel flow = 19.888(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) = 14.606(Ft /s)
Sub- Channel No. 1 Critical depth = 1.891(Ft.)
1.167(Ft.)
Critical flow top width = 3.781(Ft.)
Critical flow velocity= 5.564(Ft/s)
' Critical flow area = 3.574(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth of flow
.'Average velocity = 15;444(Ft/s)
Total flow rate in '1./"27 street 24.8601GF8)
Sub - Channel flow = 24.860(CFS)
flow top width = 2.537(Ft.)
' wetted perimeter = 3.589(Ft.)
velocity= 15.444(Ft/s)
' area = 1.610(Sq.Ft)
' Froude number = 3.417
' Depth of flow = 1.269(Ft.)
Average velocity = 15.444(Ft/s)
Total irregular channel flow = 24.860(CFS)
Irregular channel normal depth above invert elev. = 1.269(Ft.)
Average velocity of channel(s) = 15.444(Ft/s)
Sub - Channel No. 1 Critical depth = 2.094(Ft.)
Critical flow top width = 4.375(Ft.)
' Critical flow velocity= 5.660(Ft /s)
' Critical flow area = 4.393(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
1
Summary 8:9 0 Sl op:e
FLOWkATE
A. 972. 0'694
=" 9 .:944 0 ,900,
r 1 4.9
16,
19:8 8,8. ; ,1--:167
24 >..860 :� 1 269;
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
-----------------------------------------------------
Tract 35060 NIDS 69400 West S -ide= Ditch
2ft x 2ft .Vee ;ditch 1.:1 0 .Slope ..41:1: c f s from. North
File 69400WSd2x2A5
Program License-Serial-Number 4082
--------------------------------------------------------------------
* ** Ir- regular Channel. Analysis_ : * **
Upstream (headworks) Elevation 64.000(Ft.)
Downstream (outlet) Elevation = 60.000(Ft.)
Runoff /Flow Distance = 300.000(Ft )
Maximum flow; rate in,'cliannel'(s) 41 100'(CF. gy
--------------------------------------------------------------------
Depth of flow = 1.201(Ft.)
Average velocity = 5.701(Ft /s)
Total flow rate in 1/2 street = 8.220(CFS)
* * * * * ** Irregular Channel Data * * * * * * * * * **
Information entered for subchannel number 1 :
1 Point number 'X' coordinate 'Y' coordinate
1 0.00 5.00
2 6.00 2.00
3 8.00 0.00
4 10.00 2.00
5 13.00 3.50
Manning's 'N'- friction - factor = 0.017
-
--------------------------------------
Sub- Channel flow = 8.220(CFS)
flow top width = 2.401(Ft.)
' wetted perimeter = 3.396(Ft.)
' I velocity= 5.701(Ft /s)
' ' area = 1.442(Sq.Ft)
' Froude number = 1.297
Upstream point elevation = 64.000(Ft.)
Downstream point elevation = 60.000(Ft.)
Flow length = 300.000(Ft.)
Depth of flow = 1.201(Ft.)
Average velocity = 5.701(Ft /s)
Total irregular channel flow = 8.220(CFS) -
Irregular channel normal depth above invert elev. - 1.201(Ft.)
Average velocity of channel(s) = 5.701(Ft /s)
Sub - Channel No, 1 Critical depth = 1.328(Ft.)
Critical flow top width = 2.656(Ft.)
Critical flow velocity= 4.660(Ft /s)
' Critical flow area = 1.764(Sq.Ft)
1�
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ .
Sub - Channel flow = 16.440(CFS)
' flow top width = 3.114(Ft.)
' wetted perimeter = 4.404(Ft.)
' velocity= 6.780(Ft /s)
area = 2.425(Sq.Ft)
' Froude number = 1.354
Depth of flow = 1.557(Ft.)
Average velocity = 6.780(Ft /s)
Total irregular channel flow = 16.440(CFS)
Irregular channel normal depth above invert elev. _
Average velocity of channel(s) = 6.780(Ft /s)
Sub - Channel No. 1 Critical depth = 1.758(Ft.)
1.557(Ft.)
' Critical flow top width = 3.516(Ft.)
Critical flow velocity= 5.321(Ft /s)
' Critical flow area = 3.090(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Average velocity 7�5:03�(Ft /s)
.F
Totalflow raterin X1/2 st =eet ', f5 24`660 `(CFd);
' Sub - Channel flow = 24.660(CFS)
' flow top width = 3.626(Ft.)
wetted perimeter = 5.128(Ft.)
' velocity= 7.503(Ft /s)
' area = 3.287(Sq.Ft)
' Froude number = 1.389
. Depth of flow = 1.813(Ft.)
Average velocity = 7.503(Ft /s)
Total irregular channel flow = 24.660(CFS)
Irregular channel normal depth above invert elev. _
' Average velocity of channel(s) = 7.503(Ft /s)
Sub- Channel No. 1 Critical depth = 2.078(Ft.)
1.813(Ft.)
' Critical
flow
top width =
4.313(Ft.)
' Critical
flow
velocity=
5.702(Ft /s)
' Critical
flow
area =
4.325(Sq.Ft)
�j
I++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
I Depth of flow = 2.. 022 (Ft. ),
Average, velocity = 8.033 (Ft /s)
Total flow rate in 1/2 street" 32 880(CFS)
Sub - Channel flow = 32.880(CFS)
' flow top width = 4.090(Ft.)
' wetted perimeter = 5.757(Ft.)
' velocity= 8.037(Ft /s)
' area = 4.091(Sq.Ft)
Froude number = 1.416
Depth of flow = 2.022(Ft.)
Average velocity = 8.037(Ft /s)
Total irregular channel flow = 32.880(CFS)
Irregular channel normal depth above invert elev. _
Average velocity of channel(s) = 8.037(Ft /s)
Sub - Channel No. 1 Critical depth = 2.359(Ft.)
2.022(Ft.)
Critical flow top width = 5.438(Ft.)
Critical flow velocity= 5.773(Ft/s)
Critical flow area = 5.696(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth of flow = 2.213(Ft.)
.Average velocity = 8..316(Ft /s)
Total flow rate in 1/2 street = Al. 1.00.(CFS)
' Sub - Channel flow = 41.100(CFS)
' flow top width = 4.852(Ft.)
' wetted perimeter = 6.609(Ft.)
velocity= 8.316(Ft/s)
area = 4.942(Sq.Ft)
' Froude number = 1.452
Depth of flow = 2.213(Ft.)
Average velocity = 8.316(Ft /s)
Total irregular channel flow = 41.100(CFS)
Irregular channel normal depth above invert elev. = 2.213(Ft.)
Average velocity of channel(s) = 8.316(Ft /s)
Sub - Channel No. 1 Critical depth = 2.563(Ft.)
' Critical flow top width = 6.250(Ft.)
Critical flow velocity= 5.971(Ft /s)
' Critical flow area = 6.883(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Summary . 2x2
- 1. 1%
FLOWRATE . (CFS ) vs .
INLET' DEPTH .'(Ft .:)
.8.220.
1'6.440
1.557,
.24 . 660
1, 8.13
32.880
2.022
41.1,0 0"
2.'213
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
--------------------------------------------------------------------
Tract 35060 - MDS '69400 - West Side Ditch at A5 O7_ p-
B =1 ft,..2x2 Ditch, Q100 42 cfs,' 0.5%..slope
File 69400WSdA50.5o
----------------------------------
Program License Serial Number 4082
* * *:Irregular.Channel Analysis.. * **
Upstream (headworks) Elevation = 60.500(Ft.)
Downstream (outlet) Elevation = 60.000(Ft.)
Runoff /Flow Distance = 100.000(Ft.)
Maximum flow rate in channel(s) = 42.000(CFS)
Depth of flow = 1.212(Ft.)
Average velocity = 4.537(Ft/s)
Total flow rate in 1/2 street = 10.500(CFS)
* * * * * ** Irregular Channel.Data * * * * * * * * * **
----------------------------------------------------------- - - - - --
Information entered for subchannel
Point number 'X' coordinate
1 0.00
2 6.00
3 7.50
4 8.50
5 10.00
6 13.00
number 1 :
'Y' coordinate
5.00
2.00
0.00
0.00
2.00
3.50
Manning's 'N' friction factor = 0.016
----------------------------------------------------------- - - - - --
Sub - Channel flow = 10.500(CFS)
' flow top width = 2.818(Ft.)
wetted perimeter = 4.031(Ft.)
velocity= 4.537(Ft/s)
area = 2.314(Sq.Ft)
' Froude number = 0.882
Upstream point elevation 60.500(Ft.)
Downstream point elevation = 60.000(Ft.)
Flow length = 100.000(Ft.)
Depth of flow = 1.212(Ft.)
Average velocity = 4.537(Ft/s)
Total irregular channel flow = 10.500(CFS).
Irregular channel normal depth above invert elev. _
Average velocity of channel(s) = 4.537(Ft/s)
Sub- Channel No. 1 Critical depth = 1.133(Ft.)
1.212(Ft.)
Critical flow top width = 2.699(Ft.)
' Critical flow velocity= 5.011(Ft /s)
' ' Critical flow area = 2.095(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth of flow = 1.711(Ft.)
Average velocity = 5.374(Ft/s)
Total flow rate in 1/2 street = 21.000(CFS)
Sub - Channel flow = 21.000(CFS)
flow top width = 3.567(Ft.)
' wetted perimeter = 5.278(Ft.)
velocity= 5.374(Ft/s)
' area = 3.907(Sq.Ft)
' Froude number = 0.905
Depth of flow = 1.711(Ft.)
Average velocity = 5.374(Ft/s)
Total irregular channel flow = 21.000(CFS)
Irregular channel normal depth above invert elev. = 1.711(Ft.)
Average velocity of channel(s) = 5.374(Ft/s)
Sub- Channel No. 1 Critical depth = 1.625(Ft.)
Critical flow top width =
3.438(Ft.)
Critical flow velocity=
5.824(Ft/s)
Critical flow area =
3.605(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth of flow = 2.093(Ft.)
Average velocity = 5.846(Ft/s)
Total flow rate in 1/2 street = 31.500(CFS)
Sub - Channel flow = 31.500(CFS)
' flow top width = 4.371(Ft.)
wetted perimeter = 6.415(Ft.)
' velocity= 5.846(Ft /s)
' area = 5.388(Sq.Ft)
' Froude number = 0.928
Depth of flow = 2.093(Ft.)
Average velocity = 5.846(Ft/s)
Total irregular channel flow = 31.500(CFS)
Irregular channel normal depth above invert elev. = 2.093(Ft.)
Average velocity of channel(s) = 5.846(Ft /s)
Sub - Channel No. 1 Critical depth = 2.000(Ft.)
' Critical flow top width =
4.000(Ft.)
' Critical flow velocity=
6.300(Ft /s)
' Critical flow area =
5.000(Sq.Ft)
11
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Sub - Channel flow = 42.000(CFS)
' flow top width = 5.600(Ft.)
wetted perimeter = 7.789(Ft.)
' velocity= 6.069(Ft /s)
area = 6.920(Sq.Ft)
' Froude number = 0.962
Depth of flow = 2.400(Ft.)
Average velocity = 6.069(Ft /s)
Total irregular channel flow = 42.000(CFS)
Irregular channel normal depth above invert elev. _
Average velocity of channel(s) = 6.069(Ft /s)
Sub - Channel No. 1 Critical depth = 2.344(Ft.)
2.400(Ft.)
Critical flow top width = 5.375(Ft.)
' Critical flow velocity= 6.353(Ft/s)
' Critical flow area = 6.611(Sq.Ft)
' CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 , Version 7.0
.. '��s;as;x� v�..fi�.� .,�. „w�f��,r -�-, fir-+ .�,;*�a m�e. '"��.�° °k .R:•�- �+..�.e;�,Q ..,� b... ,�,�.,�,,.,�;�.�,: — — — —
�T�ract
't 001M
r350�6�0NIDS, X69` 4�00Wese�2+�s:5j''ft "�VeeDi:t "ch
�§r� � � !�t,�.±� ++iiVC.x�t, >- . -. ,•Kr J.,b<rs+�{iU.'.tvr+
File 69400AreaC2Veedit
Program License Serial Number 4082
r. ,tea � _�TtrT�r
a* r* Iyrregrul�arChannrelAnalysis # =X�*; * {*
r�€:, z�' Ts,e'`�ru�a - .y;:,=i•r� �. �,..�,.s:�,+�° t :..sr�. ��„�:�` r- w- ��,��5. w�,.r.�vrx.1'rww� -:` :.;..
' Upstream (headworks) Elevation = 92.970(Ft.)
Downstream (outlet) Elevation = 91.960(Ft.)
Runoff /Flow Distance = 272.000(Ft.)
--------------------------------------------------------------------
Depth of flow = 1.158(Ft.)
Average velocity = 2.937(Ft/s)
Total flow rate in 1/2 street = 3.940(CFS)
-----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 4.00
2 2.50 2.50
3 5.00, 0.00
4 7.50 2.50
5 10.00 2.70
-----------------------------------------------------------------
Sub- Channel flow = 3.940(CFS)
' flow top width = 2.316(Ft.)
' wetted perimeter = 3.276(Ft.)
velocity= 2.937(Ft/s)
area = 1.341(Sq.Ft)
' Froude number = 0.680
Upstream point elevation = 92.970(Ft.)
Downstream point elevation = 91.960(Ft.)
Flow length = 272.000(Ft.)
Depth of flow = 1.158(Ft.)
Average velocity = 2.937(Ft/s)
Total irregular channel flow = 3.940(CFS)
Irregular channel normal depth above invert elev. 1.158(Ft.)
Average velocity of channel(s) = 2.937(Ft/s)
Sub - Channel No.. 1 Critical depth = 0.992(Ft.)
' Critical flow top width.= 1.984(Ft.)
Critical flow velocity 4.002(Ft /s)
' Critical flow area = 0.984(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
-----------------------------------------------------------------
Sub- Channel flow = 7.880(CFS)
' flow top width = 3.004(Ft.)
' wetted perimeter = 4.248(Ft.)
velocity= 3.493(Ft/s)
' area = 2.256(Sq.Ft)
' Froude number = 0.710
Depth of flow = 1.502(Ft.)
Average velocity = 3.493(Ft/s)
Total irregular channel flow = 7.880(CFS)
Irregular channel normal depth above invert elev. = 1.502(Ft.)
Average velocity of channel(s) = 3.493(Ft/s)
----------------------------------------------------------- - - - - --
Sub- Channel No. 1 Critical depth = 1.313(Ft.)
Critical flow top width = 2.625(Ft.)
' Critical flow velocity= 4.574(Ft/s)
' Critical flow area = 1.723(Sq.Ft)
+++_+++++++++++_++++_++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth; --of= flow = .. - `.`1 '..749`(Ft ')
„Average velocity-= 3.8.66 (.Ft /s)
Tota °1` flow rate 'in 1/2_ street .11 820 (CFS)
----------------------------------------------------------- - - - - --
Sub - Channel flow = 11.820(CFS)
flow top width = 3.497(Ft.)
' wetted perimeter = 4.946(Ft.)
' velocity= 3.866(Ft/s)
' area = 3.058(Sq.Ft)
' Froude number = 0.729
Depth of flow = 1.749(Ft.)
Average velocity = 3.866(Ft/s)
Total irregular channel flow = 11.820(CFS)
Irregular channel normal depth above invert elev. = 1.749(Ft.)
Average velocity of channel(s) = 3.866(Ft/s)
----------------------------------------------------------- - - - - --
Sub - Channel No. 1 Critical depth = 1.539(Ft.)
' Critical flow top width = 3.078(Ft.)
Critical flow velocity= 4.990(Ft /s)
' Critical flow area = 2.369(Sq.Ft)
++++++++++++++++++++++++_++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depths of -flow 1� 948,;(Ft . )
r ,
`Average .velocity 4 154
Total, flow rate in _1/2 "Street
----------------------------------------------------------- - - - - --
Sub - Channel flow = 15.760(CFS)
' flow top width = 3.896(Ft.)
wetted perimeter = 5.509(Ft.)
velocity= 4.154(Ft /s)
' area = 3.794(Sq.Ft)
' Froude number = 0.742
Depth of flow = 1.948(Ft.)
Average velocity = 4.154(Ft /s)
Total irregular channel flow = 15.760(CFS)
Irregular channel normal depth above invert elev. = 1.948(Ft.)
Average velocity of channel(s) = 4.154(Ft /s)
----------------------------------------------------------- - - - - --
Sub- Channel No. 1 Critical depth = 1.734(Ft.)
' Critical flow top width = 3.469(Ft.)
' Critical flow velocity= 5.239(Ft/s)
' Critical flow area = 3.008(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth of flow 2 :118 (Ft:.
Average velocity 4 ."392;`(Ft %sj
Toal flow rate' in �VeeDitch r 19...700 (CFS)j
1� .. ,t
-----------------------------------------------------------------
Sub- Channel flow = 19.700(CFS)
flow top width = 4.236(Ft.)
' wetted perimeter = 5.990(Ft.)
velocity= 4.392(Ft/s)
area = 4.485(Sq.Ft)
' Froude number = 0.752
Depth of flow = 2.118(Ft.)
Average velocity = 4.392(Ft/s)
Total irregular channel flow = 19.700(CFS)
Irregular channel normal depth above invert elev. = 2.118(Ft.)
Average velocity of channel(s) = 4.392(Ft/s)
-----------------------------------------------------------------
Sub- Channel No. 1 Critical depth = 1.891(Ft.)
' Critical flow top width = 3.781(Ft.)
Critical flow velocity= 5.511(Ft /s)
' Critical flow area = 3.574(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOWRATE • (CFS }, vs., F ,QWDEPTH
16, ..,
T 880--, 50i
11. 820' 1.75
15:7 6 OY l 95
19. 7 Pe�cf
.:� r..-------------------------------------------------------------- - - - - --
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version,7.0
- -------------------------------------------------------------- - - - - --
--------------------------------------------------------------------
Program License Serial Number 4082
-------------------------------------------------------------- - - - - --
Upstream (headworks) Elevation = 92.960(Ft.)
Downstream (outlet) Elevation = 91.600(Ft.)
Runoff /Flow Distance = 272.000(Ft.)
Maximum depth(HGL) of flow at headworks = 2.500(Ft.)
-------------------------------------------------------------- - - - - --
-----------------------------------------------------------------
Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 3.75
2 2.50 2.50
3 5.00 0.00
4 7.50 2.50
5 10.00 2.70
Manning's 'N' friction factor = 0.017
-----------------------------------------------------------------
Sub- Channel flow = 35.579(CFS)
' flow top width = 5.000(Ft.)
' wetted perimeter = 7.071(Ft.) „
' velocity= 5.693(Ft/s)
' area = 6.250(Sq.Ft)
' Froude number = 0.897
Upstream point elevation = 92.960(Ft.)
Downstream point elevation = 91.600(Ft.)
Flow length = 272.000(Ft.)
Depth of flow = 2.500(Ft.)
Average velocity = 5.693(Ft/s)
Total irregular channel flow = 35.579(CFS)
Irregular channel normal depth above invert elev. = 2.500(Ft.)
Average velocity of channel(s) _ .5.693(Ft/s)
-----------------------------------------------------------------
Sub- Channel No. 1 Critical depth = 2.391(Ft..)
' Critical flow top width = 4..781(Ft.)
Critical flow velocity= 6.226(Ft/s)
Critical flow area = 5.715(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0
--------------------------------------------------------------------
Tract "35.060 MDS 69400 - West :Side. C2 Ditch
21t x2ft Concrete Vee - "`0.6% Slope
File 69400WSdC2Dit
--------------------------------------------------------------------
Program License Serial Number 4082
--------------------------------------------------------------------
* ** Irregular Channel Analysis e; * *: *.
Upstream (headworks) Elevation = 95.000(Ft.)
Downstream (outlet) Elevation = 93.100(Ft.)
Runoff /Flow Distance = 310.000(Ft.)
Maximum flow rate in channel (s) 19900'(CFS)
5 .�.. ... .:.- _..
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Dept: " of flow 05 "8: "(Ft
Average.,velocity 3_5 5 (: ti
:Total flow' rate _in...1 /2 street 3:;980 (CFS)?
* * * * * * *- Irregular"Channel Data * * * *a * * * * * **
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 5.00
2 6.00 2.00
3 8.00 0.00
4 10.00 2.00
5 16.00 5.00
Manning's 'N' friction factor = 0.017
Sub - Channel flow = 3.980(CFS)
flow top width = 2.117(Ft.)
' wetted perimeter = 2.993(Ft.)
' velocity= 3.553(Ft/s)
' area = 1.120(Sq.Ft)
' Froude number = 0.861
Upstream point elevation = 95.000(Ft.)
Downstream point elevation = 93.100(Ft.)
Flow length = 310.000(Ft.)
Depth of flow = 1.058(Ft.)
Average velocity = 3.553(Ft/s)
Total irregular channel flow = ". 3.980(CFS)
Irregular channel normal depth above invert elev. = 1.058(Ft.)
Average velocity of channel(s) = 3.553(Ft/s)
Sub - Channel No. 1 Critical depth = 1.000(Ft.)
' Critical flow top width = 2.000(Ft.)
' Critical flow velocity= 3.980(Ft /s)
' Critical flow area = 1.000(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth of flow.
Average -. velocity' _ 4:'2:2;6 (-F:t /.$)'
Total flow rate in i%2 street. 7::;960 (C:FS)
Sub- Channel flow = 7.960(CFS)
flow top width = 2.745(Ft.)
' wetted perimeter = 3.882(Ft.)
' velocity= 4.226(Ft/s)
area = 1.884(Sq.Ft)
' Froude number = 0.899
Depth of flow = 1.372(Ft.)
Average velocity = 4.226(Ft/s)
Total irregular channel flow = 7.960(CFS)
Irregular channel normal depth above invert elev. = 1.372(Ft.)
Average velocity of channel(s) = 4.226(Ft/s)
Sub - Channel No. 1 Critical depth = 1.313(Ft.)
Critical flow top width = 2.625(Ft.)
Critical flow velocity= 4.621(Ft /s)
Critical flow area = 1.723(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth.of flow 1.:598:(Ft)a
Average velocity 4., 677 (Ft /s)
Total flow. .td-te ' in '. i/2 ". s: 1treie' :940 (CFS);
Sub - Channel flow = 11.940(CFS)
' flow top width = 3.196(Ft.)
' wetted perimeter = 4.519(Ft.)
' velocity= 4.677(Ft/s)
' area = 2.553(Sq.Ft)
Froude number = 0.922
Depth of flow = 1.598(Ft.)
Average velocity = 4.677(Ft/s)
Total irregular channel flow = 11.940(CFS)
Irregular channel normal depth above invert elev. _
Average velocity of channel(s) = 4.677(Ft/s)
Sub - Channel No. 1 Critical depth = 1.547(Ft.)
1.598(Ft.)
Critical flow top width = 3.094(Ft.)
' Critical flow velocity= 4.990(Ft /s)
' Critical flow area = 2.393(Sq.Ft)
U , L
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth of flow :_. 1:780
Sub - Channel flow = 15.920(CFS)
flow top width = 3.560(Ft.)
wetted perimeter = 5.034(Ft.)
' velocity= 5.025(Ft /s)
' area = 3.168(Sq.Ft)
' Froude number = 0.939
Depth of flow = 1.780(Ft.)
Average velocity = 5.025(Ft /s)
Total irregular channel flow = 15.920(CFS)
Irregular channel normal depth above invert elev. _
Average velocity of channel(s) = 5.025(Ft /s)
Sub- Channel No. 1 Critical depth = 1.734(Ft.)
1.780(Ft.)
Critical flow top width = 3.469(Ft.)
' Critical flow velocity= 5.292(Ft/s)
' Critical flow area = 3.008(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Depth '76f f -how 1: 935
Average velocity: 5 314
Total flow rateEan, 1'%2 s:treetrs =>19Y800 (CFSt)
Sub - Channel flow 19.900(CFS)
' flow top width = 3.870(Ft.)
' wetted perimeter = 5.474(Ft.)
' velocity= 5.314(Ft /s)
area = 3.745(Sq.Ft)
' Froude number = 0.952
Depth of flow = 1.935(Ft.)
Average velocity = 5.314(Ft /s)
Total irregular channel flow = 19.900(CFS)
Irregular channel normal depth above invert elev. = 1.935(Ft.)
Average velocity of channel(s) = 5.314(Ft /s)
Sub- Channel No. 1 Critical depth = 1.891(Ft.)
' Critical flow top width = 3.781(Ft.)
Critical flow velocity= 5.567(Ft/s)
' Critical flow area = 3.574(Sq.Ft)
++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Tab 9
Appendix B4
Hydraulic Grade Lines
Storm Drain
Laing Luxury Homes
Tentative Tract 35o6o
MDS 69400
WATER
SURFACE
PROFILE LISTING
Date: 4 -20
-2007
Time:
1:50
_
Tract 35060 -
MDS 69400
- Storm
Drain A
HGL
Sta 10+55 to
22 +40
f fpm 50,6
File 6940OSDAHGL
w, rr*, rw* rw, r*, tr**, t***«
w, t*** w, t,►*t**, t, t* w*, ttr,
t* r* r, t* w*, rr, tr, t*** wr, t+ t*:**« r, t, t**«, r, tr, tr, rrr, t, r* w,►, t, t*,►*, trr, t*, t, t*, r, t, t
*,►+r * *,t * * * *r,t *r.,t *tr
* * * *,r
*r,tr
Invert
Depth Water
Q
Vel
Vel
Energy I
Super ICriticalIFlow
ToplHeight/ Base Wtl
INo
Station I Elev
(FT) Elev
(CFS)
(FPS)
Head
Grd.El.1
Elev I
Depth
I Width
IDia. -FTIor I.D.
ZL
jPrs
L /Elem ICh Slope
SF Avel
HF ISE DpthIFroude NINorm Dp I
"N" I
X -Fall
ZR
ITyp
* *,r * *•,r *r I * « +. * *rw+r I
r * * *,ttw• I * # * *w•,tw* I
*,r *ww *w «* I
,► *r,e,rir
I w * * *� ** I
r,rw,r,t,t * ** I• *r * *,rr I * *,rw,t,ttr*
I ww,t : *,► :*
I r *�•t ** I wr�wrr• I
* * * «*
I r **
1040.000 42.060
12.840 ,54.900
99.47
1.11
.02
54.92
.00
1.89
7.00
7.000
7.000
.00
0
ALL EXIT Retent_ony:Bas.n
1040.000 42.060
12.840 54.900
99.47
5.07
.40
55.30
.00
2.84
.00
5.000
.000
.00
1
76.000 .0201
.0015
.11
12.84
.00
1.77
.013
.00
.00
PIP
1116.000 43.590
11.421 55.011
99.47
5.07
.40
55.41
.00
2.84
.00
5.000
.000
.00
1
JUNCT S.TR . - . 00 3.3' .'CB # <`' l " &2
.0012
.01
11.42
.00
.013
.00
.00
PIP
1122.000 43.610
11.703 55.313
77.43
3.94
.24
55.55
.00
2.49
.00
5.000
.000
.00
1
409.000 .0030
.0009
.36
11.70
.00
2.62
.013
.00
.00
PIP
1531.000 44.840
10.835 55.675
77.43
3.94
.24
55.92
.00
2.49
.00
5.000
.000
.00
1
JUN ;STR ;..0.Q5,,3=,-
.0008
.00
10.83
.00
.013
.00
.00
PIP
1537.000 44.860
10.920 55.780
67.40
3.43
.18
55.96
.00
2.32
.00
5.000
.000
.00
1
170.000 .0030
.0007
.11
10.92
.00
2.42
.013
.00
.00
PIP
1707.000 45.370
10.524 55.894
67.40
3.43
.18
56.08
.00
2.32
.00
5.000
.000
.00
1
107tJN'dT -STR` ` . 0040 :`CB# 3; &4
.0006
.00
10.52
.00
.013
.00
.00
PIP
1712.000 45.390
10.577 55.967
58.86
3.00
.14
56.11
.00
2.16
.00
5.000
.000
.00
1
138.000 .0030
.0005
.07
10.58
.00
2.24
.013
.00
.00
PIP
1850.000 45.800
10.238 56.038
58.86
3.00
.14
56.18
.00
2.16
.00
5.000
.000
.00
1
JUNCT STR ..0 0 0 0< ' • Lat; r k: 'jS
.0008
.00
.00
.00
.013
.00
.00
PIP
1850.000 47.800
8.383 56.183
7.80
2.48
.10
56.28
_I_
.00
_I_
.99
-I-
.00
_I-
2.000
_I-
.000
_I-
.00
1
I-
_I_ _I_
394.000 .0056
_I_ _I_
_I-
_I_
_I_
.0012
.47
.00
.00
.95
.013
.00
.00
PIP
2244.000 50.000
6.667 56.667
7.80
2.48
.10
56.76
.00
.99
.00
2.000
.000
.00
1
ALL ENTRANCE `
In1'e;t DID -Z'1,
2244.000 50.000
6.810 1 56_::•810,
7.80
.29
_I_
.00
_I_
56.81
_I_
.00
-I-
.53
-I-
4.00
_I-
4.000
_I_
4.000
_I_
.00
0
I-
-I- -I-
-I- -I- -I-
M MMMMM=M=.MMMMM M -MMM
WATER
SURFACE
PROFILE LISTING
Date: 6-11-2007
Time:
4: 3
69400 Storm Drain; A
GL '10 Starting `at `Hal =fr
100 yr: P
Tra_ ct
135060
KIDS
Sta 10+55
to 22+40
File 6940OSDAHGL
Invert
Depth
Water Q
Vel
Vel
Energy
super
IcriticallFlow
ToplHeight/lBase
Wtj
INo
Station
I Elev
(FT)
Elev (CFS)
(FPS)
Head
Grd.El.1
Elev
I Depth I
Width
IDia.-FTIor
I.D.1
ZL
IPrs
L/Elem
ICh Slope
SF Ave l
HF ISE
DpthIFroude
NINorm
Dp
1 -1141-
1 X-Fall
ZR
ITyp
1040.000
42.060
10.840
.79
.01
52.91
.00
1.35
7.00
7.000
7.000
.00
0
WALL EXIT
1040.000
42.060
10.840
52.900 59.76
3.04
.14
53.04
.00
2.17
.00
5.000
.000
.00
1
76.000
.0201
.0005
.04
10.84
.00
1.36
.013
.00
.00
PIP
1116.000
43.590
9.350
52.940 59.76
3.04
.14
53.08
.00
2.17
.00
5.000
.000
.00
1- 1
JUNCT STR
.0033
.0004
.00
9.35
.00
.013
.00
.00
PIP
1122.000
43.610
9.439
53.049 46.54
2.37
.09
53.14
.00
1.91
.00
5.000
.000
.00
1
409.000
.0030
.0003
.13
9.44
.00
1.96
.013
.00
.00
PIP
1531.000
44.840
8.340
53.180 46.54
2.37
.09
53.27
.00
1.91
.00
5.000
.000
.00
1- 1
JUNCT STR
.0033
.0003
.00
8.34
.00
.013
.00
.00
PIP
1537.000
44.860
8.358
53.218 40.52
2.06
.07
53.28
.00
1.78
.00
5.000
.000
.00
1
170.000
.0030
.0002
.04
8.36
.00
1.82
.013
.00
.00
PIP
1707.000
45.370
7.889
53.259 40.52
2.06
.07
53.32
.00
1.78
.00
5.000
.000
.00
1
JUNCT STR
.0040
.0002
.00
7.89
.00
.013
.00
.00
PIP
1712.000
45.390
7.895
53.285 35.40
1.80
.05
53.34
.00
1.66
.00
5.000
.000
.00
1
138.000
.0030
.0002
.03
7.90
.00
1.70
.013
.00 1
.00
PIP
1850.000
45.800
7.511
53.311 35.40
1.80
.05
53.36
.00
1.66
.00
5.000
.000
.00
1
394.000
.0056
.0004
.17
.00
.00
.73
.013
.00
.00
PIP
2244.000
50.000
3.544
53.544 4.76
1.52
.04
53.58
.00
.77
.00
2.000
.000
.00
1
WALL ENTRANCE
2244.000
50.000
3.595
53 595° �
.33
.00
53.60
.00
.39
4.00
4.000
4.000
.00
0
- - M"M IIIIIIIIIIIIIIIIIIIN - MM - IIIIIIIIIIIIIIIIIIIN IIIIIIIIIIIIIIIIIIN IIIIIIIIIIIIIIIIIIIN - - M - - =-,=
FILE: 69400SDACBHGL.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE
Program Package Serial Number: 1790
✓ r F r ; v p..x e+e r:.
WATER SURFACE P2ROF3LE, LISTING
Date: 3 -26 -2007 Time:10:55
Tract 350560, MD5 694:00 ` "Sto�r`m'.Dran Inlet
c .., .
File 6940OSDCBHGL
*, r** r* r**, r, t**:* w, t, t****,►*f* r, t* r, r, t** w* t, t+ r* w, t, t***, r, t, t, t, t***** tr* r*, rr***, r, r* trt****, t*:*«, t, t, t******* w****, t, rs. ww, etr ,t *a *,tw,tt,t,t� * * *w,tr,t+► *,r w *,r ,t
Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight /IBase WtI INo
Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FT Ior I.D.1 ZL IPrs
L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR ITyp
•fw,r• ♦w ** 1 * * *rr * *•,r 1 * : *• ♦w ** 1 ,t *w *� * * ** 1 * * : * *,r• ** I r *,t * *•,r 1 *r * * *•♦ 1 ,t *w,t,t,►,t ** 1 w *,t,t * ** 1 ,t *,r,t,r *•• 1 t *,►rw * ** 1 *,t * *,ttr* 1 *w * * * *t 1• *,t,►• 1 #irt
1000.0001 43.6101 11.3901 55.0001 8.671 .44 .001 55.00 1 .00 1 .81 1 .00 i 5.000 1 .0001 .00 1 0
WALL EXIT
I I I I I I I I I
1000.000 I 43.610 I 11.391 I 55.001 I 8.67 4.91 .37 55.37 .00 1.14 .00 1.500 .000 .00 1
18.000 .5333 .0068 .12 11.39 .00 I I I I .34 .013 .00 .00 PIP
I I I I I I I I I
1018.000 53.210 1.913 55.123 8.67 4.91 .37 55.50 .00 1.14 .00 1.500 .000 .00 1
WALL ENTRANCE
I I I I I I I I I I I I I
1018.000 53.210 2.472 .55, °;:' „6;8,2 8.67 .36 .00 55.68 .00 .33 10.00 4:000 10.000 .00 0
rr. Ir . �r r� r� r rr rr rr Ir err �r r rr rr rr Ir rr �
FILE: 69400CB34HGL.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE
Program Package Serial Number: 1790
-
WATER ±SURFA10E . PROFILE 4DI'ST,'ING
Date: 4 -20 -2007 Time: 3:23 r
Trahct 35;0,60 }' ,�MD'S` 691400 CB �3K &4 Lai A 3�,
Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo
Station I Elev I (FT) I Elev I (CPS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs
L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR ITyp
rr,► ww• r* wI**...f* e* I«.«*...* I....*.,..: I.*«.+*..* I*r r.*.. I*.. t... I.***.*, tr* I*..* r, trl***...*. I*. «....,..I * *t * *...I * * # : * *.I. « «.. I * :t
I I i I I I I I I I I I
1002.000 I 47.140 8.830 55.970 4.62 .24 .00 55.97 .00 .59 .00 5.000 .000 .00 0
WALL:' r EXITr SD
I I I I I I I I I I I I I
1002.000 47.140 8.830 55.970 4.62 2.61 .11 56.08 .00 .83 .00 1.500 .000 .00 1
16.000 .3175 .0019 .03 8.83 .00 .28 I I I .013 .00 .00 PIP
I I I I I I I I I I
1018.000 52.220 3.781 56.001 4.62 2.61 .11 56.11 .00 .83 .00 1.500 .000 .00 1
I_
WALL, ,ENTRANCE ,CB# 31.:& ; 4
I I I i I I I I I I I I I
1018.000 52.220 3.939 5;6:'15!9 4.62 .30 .00 56.16 .00 .43 4.00 6.000 4.000 .00 0
-I- -I- -I- -I- -I- _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ I-
M M M M M MII M M MM M M M M IM r M M M
FILE: 69400LatA5HGL.WSW W S P G W - CIVILDESIGN Version 14.06
PAGE
Program Package Serial Number: 1790
� , r
W"h SURFACE *PROFILE IS�TING
Date: 4 -20 -2007 Time: 3:45
Trac +tH 3Y5 0 6�0? X � NIDSk� a6 9J4 0 0; $ � �. rLateral A 5 �HGL 106
1- is..- 5' ir: LF♦ YY.. a.: fw ::;_.:'s +c #:�1(�_^J.'..tmFx.r:W ....ri5x �:':mli'. .. ......::3L,ti
M****#******** iF*#**** iF* tF#** tk*' k*#****** tk** M** *#**** iF*#'**** ik******* tk*t**** 1` !l irl f*** A * * * *tk *Ff *AA * * *ft *f * *i!*'
* *A **
* * *it
***** f**♦'* tF♦**
Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI
INo
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I
ZL
IPrs
I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall)
ZR
ITyp
L /Elem ICh Slope I I
•r• * *w,t *w I • * *r *,rr,r• I • * *w,t *r• I •w•♦,rw,r ** I * *•,t,tr•,►,r I �•,ttw «* I r•,r * * *• I * *• * * *rtrtr l,►tr,►r• ** I,rtrw * * *r I,r,►rr,►w,t* l,r * * *w•♦ I w *w,r *�* I
* *t,r*
I *•,r
I
I I I I I I I I I I I
I
10Q2 0'00 J ;4 °6; 80,07
9';280 F' X56 080r "tFs 51s; 7,0, , ., 4: 11 .26 56.34 .00 2.16 . 00 4.000 .000
.00
0
1002.000 46.800 9.281 56.081 51.70 4.11 .26 56.34 .00 2.16 .00 4.000 .000
.00
1
86.000 .0372 .0013 .11 9.28 .00 1.17 .013 .00
I I I I I I
.00
PIP
I
I I I I I I
1088.000 50.000 6.192 56.192 51.70 4.11 .26 56.45 .00 2.16 .00 4.000 .000
.00
1
I_
WALL - � ENTRANCEr ?TnfietE p-ma
I I I I I I I I I I I
1088 0,00, x;50 , OOUis� ?76Y528Y56(5;28�'5'1tisr7Or' M' ",1'':'S -9 .04 56.57 .00 1.53 5.00 6.000 5.000
_i_ _h_. _I- -I- -I- -I- -I- -I- -I- -I-
.00
I
0
I-
FILE: 69400LatA5HGL.WSW
W S P G W - CIVILDESIGN Version 14.06
PAGE
Program Package Serial Number 1790
rte- c a� cis rr •�c� _ a� r
Wa ATER SURFACE PROFILE LISTtt
4
Date: 6 -19 -2007 Time: 3:16
Tract's -�3 5 0�6r0��;� �A�`�"5�� HGL 10
x�NIDS�6�94�00����a��L�a�te`ra
* * * * * * * * *
* * * * * * * * * * * * * * * * *
* * * **
* * **
*******************************************************************************************
Invert Depth
Water. Q Vel Vel I Energy I
Super ICriticalIFlow
ToplHeight/
Base Wtl
INo
Station I Elev (FT)
Elev (CFS) I (FPS) Head I Grd.El.1
Elev I Depth
I Width
IDia. -FTIor I.D.1
ZL
IPrs
L /Elem ICh Slope
SF Avel HF SSE
DpthIFroude NINorm
Dp
I "N" I X -Fall
ZR
ITyp
1002.000 4:680;0{ 6 "510 z 53 ;310 x 31: SOSj2 X5:1 .10 53.41
.00 1.67
.00
4.000 .000
.00
0
.ys . w
WALL EXIT
1002.000 46.800 6.510
53.310 31.50 2.51 .10 53.41
.00 1.67
.00
4.000 .000
.00
1
68.340 .0372
.0005 .03
6.51 .00
.91
.013 .00
.00
PIP
1070.340 49.343 4.000
53.343 31.50 2.51 .10 53.44
.00 1.67
.00
4.000 .000
.00
1
9.794 .0372
.0004 .00
4.00 .00
.91
.013 .00
.00
PIP
1080.134 49.707 3.629
53.337 31.50 2.63 .11 53.44
.00 1.67
2.32
4.000 .000.
.00
1
5.563 .0372
.0004 .00
3.63 .20
.91
.013 .00
.00
PIP
1085.697 49.914 3.414
53.328 31.50 2.76 .12 53.45
.00 1.67
2.83
4.000 .000
.00
1
2.303 .0372
.0005 .00
3.41 .24
.91
.013 .00
.00
PIP
1088.000 5`0 00 "0533324 `Hr53 324? _ 31 5'0.;2 ;82 .12 53.45
.00 1.67
3.00
4.000 .000
.00
1
WALL ENTRANCE
1088.000 50 x000; g "46 Or 5;3 "460 ;3.1 50 y':F 1'8`,'4 .05 53.51
.00 1.11
5.00
6.000 5.000
.00
0
„" .,,.
M MIMI M M M M M M IM M r M
WATER �SURFP ,CE�PRO_F'�I�L'EI�ISTI�NG
Date: 6 -19 -2007
Time:
4:24
.,y�a�, �%YW` � FM'fE'•C "eiMY �..1L+iiM7•.R; f�� R'dIC�iVi'.��: Ct- S!_{r'L�'!�e�Y ` SB`MS/.^'Q/
Tr�act,3.5z0`6.0 69400`m� 6Draitn�
GL =10.
•.,. ,,..,.. =c " r;
}��aMDS ,,;Storm
x+s�.�.s:x.ed.xa� a',,�s�'�"':s;5.t.a�,� ,sfifi�.,..•a raa�.,�,:rx.
-
File 6940OSDBHGL
•, t, t, tr•, t,►, t, t***• w* twr, r**••.. w.*«, r«, rw•, r* t*• r, r•* wt**., t****•, t•*, t**, t, t**
w*, r, t* srr*•, t**
w** r*,
t, r, tw, t**.* rw, t*+ rw+ rs . *,�w,► « #+t *,rw *w,t * *+t * *r,r• «•
,t,t **
Invert Depth Water Q Vel Vel I
Energy I
Super
ICriticalIFlow
ToplHeight/
Base Wtl
INo
Station I
Elev (FT) Elev (CFS) (FPS) Head I
Grd.El.1
Elev
I Depth
I Width
IDia. -FTIor
I.D.1
ZL
IPrs
L /Elem ICh Slope SF Avel
HF ISE
DpthIFroude
NINorm
Dp
I - -N --
I X -Fall
ZR
ITyp
trr *r :,r *r I *r *rr•tr• I r *r• «,► *r I • *r• *,► *,r* I r,►w *r• *,tr I ♦rw••,r,► I * * * *• ** I
*• *♦,r * *r• I,►
:r,rw•w
I * *• *tw,r•
I *,r *•rw *♦ I,r,►• *,r **
I,►,r,r,r *,r* I *r•,►r
I r,r*
1002.000
46 3.401222:6 .';j8 : 80.• ",ra' .79 .01
53.23
.00
1.09
.00
5.000
.000
.00
0
WALL EXIT
1002. 000
46 3'4`0`J,} ,!? 6 :880, �_ •53Y 220; 15 4:;9.7 .38
_. .
53.60
.00
1.42
.00
2.000
.000
.00
1
72.000
.0561 .0048
.34
.00
.00
.74
.013
.00
.00
PIP
1074.000
50.380 3.226 53.606 15.60 4.97 .38
53.99
.00
1.42
.00
2.000
.000
.00
1
JUNCT STR
.0167 .0032
.02
.00
.00
.013
.00
.00
PIP
1080.000
.13
54.26
.00
1.08
.00
2.000
.000
.00
1
404.000
.0050 .0017
.67
3.64
.00
1.09
.013
.00
.00
PIP
1484.000
52.500 2.293 54.793 9.20 2.93 .13
54.93
.00
1.08
.00'
2.000
.000
.00
1
JUNCT STR
.7800
.00
.00
.013
.00
.00
PIP
1489.000
jp6, ;',400-' +x"44,4 - 56''$44"„%`x "4. ":60;1Oc:53, 1.72
58.56
.00
.82
1.37
1.500
.000
.00
1
1501.081
57.415 .513 57.928 4.60 8.61 1.15
59.08
.00
.82
1.42
1.500
.000
.00
1
1508.968
58.077 .792 58.869 4.60 4.86 .37
59.24
.00
.82
1.50
1.500
.000
.00
1
.032
.0840 .0060
.00
.79
1.08
.39
.013
.00
.00
PIP
1509.000
58:`0,8:0''x'' 824 X58 %904 Fk s 4hF ^60y s?4'.63 .33
e'
59.24
.00
.82
1.49
1.500
.000
.00
1
WALL ENTRANCE
1509.000
;58 '0'8'0 1 314 ";<, 59 3:94 i 34ti4;:60 .36 .00
59.40
.00
.23
10.00
5.000
10.000
.00
0
WATER SURF.,ACE:,,PROFILE LLSTING
Date:-4-22-2007 Time:12:19
Tract_ 3,5.060- -
_MDS 6:9400 _
Storm
Drain,
B HGL tOO
File 6940OSDBHGL
+ rt• rrr««• r.t.• r**•« rr.
w•..•* r• r.*• r, t, tw••*
r••••*, r, t•••
w* wwr••*****t••••+
rr•, t, t, t« w* r, t,►t•*•, t�, t, t** r, t*,►* r *. *.rr *,t «• *,t * *,► *•,r *,tr,t
* *•
• *r,r
Invert I
Depth I
Water_..l
Q I
Vel
Vel I
Energy
I Super
ICriticallFlow
ToplHeight
/lBase
Wt1
INo
Station I Elev I
(FT) I
I I
(CFS) I
(FPS)
Head I
Grd.E1.I
Elev
I Depth
I Width
IDia. -FTIor
I.D.I
ZL
IPrs
L /Elem ICh Slope I
I I
I
SF Avel
HF
ISE DpthlFroude
NINorm
Dp
I "N"
I X -Fall)
ZR
ITyp
• *•• * *,rrr I * * * * *. * *« I
*w,r,rw,r,tw I. * *. « * *.. I
...,. *. * #* I
... *,rrrr
I ,►� * *,..* I
*• :,t,tt * ««
I ,► : * « * **
I * *. « * *.:
I *. *,tf,► :*
I * « *,t.,tt
I I
I f.. « * *. I
I
# * * **
I. «*
I
I I
I I
I
I
.02
_I_
55.80
_I_
I
.00
_I_
I
1.30
_I_
I
.00
_I_
5.000
_I_
.000
_I_
.00
0
I_
1002.000 •46.340
9.440' 55:7.80
22.02
1.12
_I_
_I_ _I_
_I_
_I_
-I-
SD'.;
I
I I
I
I
WALL EXIT •; @
I I
1002.000 46.340
I I
9.441 55.781
I
22.02
7.01
I
.76
56.54
_I_
I
.00
_I_
I
1.68
_I_
.00
_I_
2.000
_I_
.000
_I_
.00
1
1-
_I_ _I_
72.000 .0561
_I_ _I_
_I_
_I_
_I_
.0095
.68
.00
I
.00
I I
.89
.013
I I
.00
I
.00
PIP
I
I I
1074.000 50.380
I I
6.169 56.549
I
22.02
7.01
I
.76
57.31
.00
1.68
.00
2.000
.000
.00
1
.0069
.04
.00
.00
.013
.00
I
.00
PIP
I
JUNCT STR '• . 0167 ; :,CB #: _5 &6 - Laterals
1080.000 I 50.480 I
I I
6.866 57.346
I
14.92
4..75
I
.35
57.70
I
.00
I I
1.39
.00
I I
2.000
.000
.00
1
404.000 .0050
.0043
1.76
6.87
I
.00
I I
1.53
.013
I I
.00
I
.00
PIP
I
I I
1484.000 52.500
I I
6.603 59.103
I
14.92
4.75
I
.35
59.45
.00
1.39
.00
2.000
.000
.00
1
.0047
.02
.00
.00
I
.013
I I
.00
I
.00
PIP
I
JUNCT• .S.TR -' •''78'00 'CB# 6 Lat
I I
1489.000 56.400
I I
3.025 59.425
I
7:`46,
4.22
I
.28
59.70
I
.00
I
1.06
.00
1.500
.000
.00
1
19.317 .0840
.0050
.10
3.03
I
.00
I I
.51
I .013
I
.00
I
.00
PIP
I
I I
1508.317 58.023
I I
1.500 59.523
i
7.46
4.22
I
.28
59.80
.00
1.06
.00
1.500
.000
.00
1
.683 .0840
.0047
.00
1.50
I
.00
I I
.51
.013
I I
.00
I
.00
PIP
I
I I
1509.000 58.080
I I
1.437 59.517
I
7.46
4.28
I
.28
59.80
.00
1.06
.60
1.500
.000
.00
1
` `.CB# ; .7
I I
I I
I
I
WALL ;'`:`ENTRANCE.:,
I I I I I
I
.00
60.08
I
.00
.30
10.00
5.000
10.000
.00
0
1509:000 • .'58. 0.80 "`: 1':.,995 `` ` ` 60':075 , :" :7 >.46;
_ ' ' .38
FILE: 69400SDBCB56.WSW W S P G W - CIVILDESIGN Version 14.06
PAGE
Program Package Serial Number 1790
W_ ATER ,SURFACE PROFILS L STI,N�G
a Date: 4 -22 -2007 Time:12:49
Tract 350604 Y�'r MDS 694�00�r S'torni Drain 'Br, GB#
Wi...:....:u -�_. "r
File 69400SDBCB5 &6
*****,►* r• r*:* r*****, r*** r• r• rr, t*****+ r+. r**** r* tr• r, t* w• r• �*** r*•, r, rr, r: r•*«****«****,►*** r*, r*, r**,► r, r**, r*** • * *r,► * *,►,r� *rr *s * * *,►,r,►
*,r*
t * *r
�. ,.,..
Invert Depth Vel Vel Energy I Super ICriticalIFlow
ToplHeight/ Base Wtj
INo
Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth
I Width
IDia. -FTIor I.D.1
ZL
IPrs
L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm
Dp
I "N" I X -Fall)
ZR
ITyp
•r *w•,rr ** I * * *r• *,t ** I,t,t• *w,r,►* I rr * *t ♦ * *r I r * * *,r ,r ♦ ♦,t I *,r ,t• + :* I,r,t,t *r *• I+rfrat * * *fr *t I Awir *,k.t+k I it *fr+t• *ir# I
rr,t,► *• ** I>.tt! *ir,r* I ir• * * # ** I>.FA
*,4ir
I * **
1g0OQ';.0,0Q ,, 5:4 OOO. ti3 13500 rr 57sz3:50 , ; ,, 5, 33 ` ; 3, 38 00 57.35 .00 .63
4.70
5.000 .000
WALL EXIT @ SD B
1000 0, 00 5''4 000; 31,735,1 57 }, 351 ?,:: 5.;;33.,;, 3,_,02 14 57.49 .00 .89
.00
1.500 .000
.00
1
16.385 .1155 .0025 .04 3.35 .00
.39
.013 .00
.00
PIP
1016.385 55.893 1.500 57.393 5.33 3.02 .14 57.53 .00 .89
.00
1.500 .000
.00
1
1.016 .1155 .0024 .00 1.50 .00
.39
.013 .00
.00
PIP
1017.400 56.010 1.372 57.382 5.33 3.15 .15 57.54 .00 .89
.84
1.500 .000
.00
1
WALL ENTRANCE @ CB# 5 or 6
T"017 •400 `5;6 010��;1 g5 &6 v, a�57�616 's�5 33�;,_ X33 00 57.68 .00 .25
r
10.00
4.000 10.000
.00
iWATER SyURFf E OFILE L I�S-7 G
Date: 6 -19 -2007 Time: 6: 9
File 69400SDCHGL
r*,►*, r*, r*,►* f*, r*,►*. r****,►*, r***,► w*,►* r*,►•*,►* r,►********
r**, r****f* a*, r* ,► * * *r *wfr * *,► *,► *,r * * *,r *� « * **
• * **
w******f, tr*,
r*** r�** r:+ r, r#,►,►** w, r,►*
Energy I
Super
ICriticalIFlow
ToplHeight /IBase
Wtl
INo
Invert I Depth Water Q Vel
(FPS)
Vel
Head
Grd.El.l
Elev
I Depth
I Width
IDia. -FTIor
I.D.I
ZL
IPrs
Station I
Elev I (FT) Elev (CFS)
SF Avel
HF ISE
DpthlFroude
NINorm
Dp
I "N" I
X -Fall
ZR
ITyp
L /Elem �Ch
♦L /Elew,rrICh
Slope
Sl., t.* I...***** I...*....*. I,► t.«*.... I***«*«* I.*.*«*f
I*****...*
I*,.*:*.f
1, t.t**f.*
I. * *. * *xtrl :. *,e * * *I
* * * #►.tI
* *..*
I * :•
4;55'.O;Qj?; *7"4OQtix?;52'; 90;022?20 .50
.00
52.90
.00
.79
6.00
4.500
6.000
.00
0
1013.000
WALL EXIT
1013.000
45.500 7.400 52.900 22.20 4.52
.32
53.22
.00
1.60
.00
2.500
-I _I
.000
.00
1
I
_I_
_I_ -I- "I" -I- _I_
.26_1
.00
.00_1
.81
.013
.00
.00
PIP
88.465
.0571
,00291
�
�
I
I
I I
I
I
I
1101.465
I I 1 I
5O, 555 ^}�?pl >2y":643 X, 53 198k
.32
53.52
.00
1.60
.00
2.500
.000
.00
1
HYDRAULIC
1101.465
JUMP
:F47622` 20#13 ;53;
2.84
54.32
.11
1.60
2.41
2.500
.000
.00
1
1111.249
51.114 .954 52.068 22.20 12.90
2.58
54.65
.10
1.60
2.43
2.500
.000
.00
1
.20
1.05
2.70
.81
.013
.00
.00
PIP
7.063
1118.313
.0571
51.518 .988 52.506 22.20 12.30
.0288
2.35
54.85
.09
1.60
2.44
2.500
.000
.00
1
.14
1.08
2.52
.81
.013
.00
.00
PIP
5.566
1123.878
.0571
51.836 1.024 52.860 22.20 11.72
.0253
2.13
54.99
.08
1.60
2.46
2.500
.000
.00
1
.10
1.11
2.35
.81
.013
.00
.00
PIP
4.480
1128.358
.0571
52.092 1.062 53.154 22.20 11.18
.0222
1.94
55.09
.08
1.60
2.47
2.500
.000
.00
1
.07
1.14
2.20
.81
.013
.00
.00
PIP
3.642
1132.000
.0571
523A00�1 :101`�� ?534Q`I�?22, +2Q106'S
.0195
1.76
55.16
.00
1.60
2.48
2.500
.000
.00
1
.09
1.17
2.05
.013
.00
.00
PIP
JUNCT STR
.0950
1 52 8s70 »1;r380p54??s25;0,�720_,578 ?90�
.0152
1.23
55.48
.03
1.63
1.85
2.000
.000
.00
1
1138.000
;
.54
1.41
1.40
1.37
.013
.00
.00
PIP
45.022
1183.023
.0125
53.434 1.412 54.846 20.57 8.68
.0119
1.17
56.01
.03
1.63
1.82
2.000
.000
.00
1
.28
1.44
1.34
1.37
.013
.00
.00
PIP
25.996
1209.618
.0125
53.760 1.476 55.236 20.57 8.27
.0109
1.06
56.30
.03
1.63
1.76
2.000
.000
.00
1
.09
1.50
1.23
1.37
.013
.00
.00
PIP
9.510
1218.528
.0125
53.879 1.547 55.426 20.57 7.89
.0098
.97
56.39
.02
1.63
1.67
2.000
.000
.00
1
.02
1.57
1.11
1.37
.013
.00
.00
PIP
2.472
1221.000
.0125
5, 39 ,1�U; >i62s75'St'1537r205,77:52
.0088
.88
56.41
.00
1.63
1.56
2.000
.000
.00
1
.04
1.63
1.00
.013
.00
.00
PIP
JUNCT STR
1227.000
.0117
5 11 -L9g0, 2554.;56534�1319��3 X4:'2,0
.0059
.27
56.81
.00
1.31
.00
2.000
.000
.00
1
.21
2.55
.00
1.03
.013
.00
.00
PIP
61.406
1288.406
.0124
54.743 2.000 56.743 13.19 4.20
.0034
.27
57.02
.00
1.31
.00
2.000
.000
.00
1
.05
2.00
.00
1.03
.013
.00
.00
PIP
16.950
1305.356
.0124
54.953 1.815 56.768 13 -.19 4.40
.0032
.30
57.07
.00
1.31
1.16
2.000
000
.00
1
.03
1.81
.48
1.03
.013
.00
.00
PIP
8.308
1313.664
.0124
55.056 1.707 56.763 13.19 4.62"
.0031
.33
57.09
.00
1.31
1.41
2.000
.000
.00
1
.01
1.71
.57
1.03
.013
.00
.00
PIP
1.670
.0124
.0032
M M M M MM IMI M M r M M M M M r M M M
WATER SURFACE PROFILE LISTING
Date: 6 -19 -2007 Time: 6: 9
Tract 35060 - MDS 69400 - Storm Drain
C HGL 10
File 69400SDCHGL
rrr•***,
t,►*, t, t*••, r, t*•, t* twt, t*, r, rr, t�, t••,
t, t*, tr, t*, t«, t*
r, t, t***, t+ r:* w* r*, tt•, r• w, t: w, r***,
t*t* r, t**
w, t, t* r, t«
r, tw* t* «,tr,rr «,t * *r,t *wx *,t,tr• * * *,tr
* :w•
* r**•
Invert
Depth
Water
Q
Vel
Vel
Energy
I Super ICriticallFlow
ToplHeight /IBase
WtI
INo
Station I
Elev
(FT)
Elev
I (CFS) I
(FPS)
Head
Grd.E1.I
Elev I
Depth I
Width
IDia. -FTIor
I.D.I
ZL
IPrs
/Elem ICh
Slope
I
I
I I
SF Avel
HF
ISE DpthlFroude
NlNorm
Dp
I "N" I
X -Fa11I
ZR
ITyp
L
,rw• * * : *w♦ I
ww+t +,t,t * ** I *�r * * *,►� I :•rs « * * **
I *• *tr•• ** I,r•,r••r*
I
I
r *•,r * *# I
I
••t•,r• * **
I ,r+. *•s *• I
I I
•• *,r•tr,r,r I
I
,► * * *• * :w I *• *,r ,r•,► I
I I
+ * *w• * :I * * * **
I
I : *•
I
I
1315.334
55 0'7;7
I
F :`1 707 ^;
I
56
I
13,:19 ° `_ >;4' "62
33
57.11
.00
1.31
1.41
2.000
.000
.00
1
;784
HYDRAULIC
JUMP
55 0'7;7 00,0, 'G 56r077�s fq:; Y,:�13 >19,, 8;:4'0
1.10
57.17
.00
1.31
2.00
2.000
.000
.00
1
1315.334
2.666
.0124
<'1
.0136
.04
1.00
1.67
1.03
.013
.00
.00
PIP
1318.000
55w 1,10 s�. �`1; 00,0;
=;' 5;6 ":110 't,, �13:19 ;.;',8 :40�
1.10
57.20
.00
1.31
2.00
2.000
.000
00
1
JUNCT STR
0140
„:
.0143
.07
1.00
1.67
.013
.00
.00
PIP
1323.000
5,5 1,8.0
d 96.5,
`; , 5§144 5° , ;;' 12r >99 `' 8 66;'
1.16
57.31
.00
1.30
2.00
2.000
.000
.00
1
233.203
.0149
_
.0149
3.47
.97
1.76
.97
.013
.00
.00
PIP
1556.203
58.654
.965
59.619
12.99
8.66
1.16
60.78
.00
1.30
2.00
2.000
.000
.00
1
79.609
.0149
.0156
1.24
.97
1.76
.97
.013
.00
.00
PIP
1635.813
59.839
.940
60.780
12.99
8.95
1.24
62.02
.00
1.30
2.00
2.000
.000
.00
1
35.907
.0149
.0174
.63
.94
1.85
.97
.013
.00
.00
PIP
1671.720
60.374
.907
61.281
12.99
9.39
1.37
62.65
.00
1.30
1.99
2.000
.000
.00
1
21.250
.0149
.0198
.42
.91
1.98
.97
.013
.00
.00
PIP
1692.969
60.691
.874
61.565
12.99
9.85
1.51
63.07
.00
1.30
1.98
2.000
.000
.00
1
15.622
.0149
.0225
.35
.87
2.13
.97
.013
.00
.00
PIP
1708.591
60.923
.843
61.767
12.99
10.33
1.66
63.42
.00
1.30
1.98
2.000
.000
.00
1
12.607
.0149
.0257
.32
.84
2.28
.97
.013
.00
.00
PIP
1721.197
61.111
.813
61.925
12.99
10.83
1.82
63.75
.00
1.30
1.96
2.000
.000
.00
1
10.705
.0149
.0292
.31
.81
2.44
.97
.013
.00
.00
PIP
1731.902
61.271
.785
62.056
12.99
11.36
2.00
64.06
.00
1.30
1.95
2.000
.000
.00
1
9.382
.0149
.0333
.31
.78
2.62
.97
.013
.00
.00
PIP
1741.284
61.410
.758
62.168
12.99
11.91
2.20
64.37
.00
1.30
1.94
2.000
.000
.00
1
8.405
.0149
.0380
.32
.76
2.80
.97
.013
.00
.00
PIP
1749.689
61.536
.731
62.267
12.99
12.49
2.42
64.69
.00
1.30
1.93
2.000
.000
.00
1
7.637
.0149
.0433
.33
.73
3.00
.97
.013
.00
.00
PIP
1757.326
61.649
.706
62.355
12.99
13.10
2.67
65.02
.00
1.30
1.91
2.000
.000
.00
1
7.016
.0149
.0494
.35
.71
3.21
.97
.013
.00
.00
PIP
1764.342
61.754
.682
62.436
12.99
13.74
2.93
65.37
.00
1.30
1.90
2.000
.000
.00
1
6.503
.0149
.0564
.37
.68
3.43
.97
.013
.00
.00
PIP
1770.845
61.851
.659
62.509
12.99
14.41
3.23
65.74
.00
1.30
1.88
2.000
.000
.00
1
6.065
.0149
.0644
.39
.66
3.67
.97
.013
.00
.00
PIP
1776.910
61.941
.636
62.577
12.99
15.12
3.55
66.13
.00
1.30
1.86
2.000
.000
.00
1
5.685
.0149
.0735
.42
.64
3.92
.97
.013
.00
.00
PIP
1782.595
62.026
.615
62.640
12.99
15.86.
3.90
66.54
.00
1.30
1.85
2.000
.000
.00
1
5.352
.0149
.0840
.45
.61
4.19
.97
.013
.00
.00
PIP
1787.947
62.105
.594
62.699
12.99
16.63
4.29
66.99
.00
1.30
1.83
2.000
.000
.00
1
5.053
.0149
.0959
.48
.59
4.48
.97
.013
.00
.00
PIP
WATER SURFACE PROFILE LISTING
Date: 6 -19 -2007 Time: 6: 9
Tract 35060 - MDS 69400 - Storm Drain C HGL 10
File 69400SDCHGL
Invert Depth Water Q Vel
Vel
Energy
I Super
ICriticalIFlow ToplHeight/
Base Wtl
INo
Station I
Elev (FT) Elev I (CFS) I (FPS)
Head
Grd.El.1
Elev
I Depth
I Width
IDia. -FTIor
I.D.1
ZL
IPrs
L /Elem ICh
Slope
SF Avel
HF
ISE DpthlFroude
NINorm Dp
I "N"
I X -Fall
ZR
ITyp
1792.999
62.181 .574 62.755 12.99 17.44
4.72
67.48
.00
1.30
1.81
2.000
.000
.00
1
1802.323
62.320 .536 62.856 12.99 19.19
5.72
68.57
.00
1.30
1.77
2.000
.000
.00
1
1810.751
62.445 .501 62.946 12.99 21.10
6.92
69.86
.00
1.30
1.73
2.000
.000
.00
1
1821.984
62.612 .453 63.065 12.99 24.35
9.21
72.27
.00
1.30
1.67
2.000
.000
.00
1
1831.796
62.759 .410 63.168 12.99 28.09
12.25
75.42
.00
1.30
1.61
2.000
.000
.00
1
1840.412
62.887 .371 63.258 12.99 32.41
16.31
79.57
.00
1.30
1.55
2.000
.000
.00
1
1848.000
1 ;6.3;000,. ! �, Y! n63 *K3 %36t:r 12�fi99 S <37;39:
21.71
85.04
.00
1.30
1.49
2.000
.000
.00
1
JUNCT STR
Ai'336<S
4.0000
.4776
2.39
.34
13.66
.013
.00
.00
PIP
1853. 000
1 83OOO�s,:676s };w;83676�12e01'til *556
3.76
87.43
.00
1.31
1.49
1.500
.000
.00
1
1870.672
_
84.953 .750 85.703 12.01 13.60
2.87
88.57
.00
1.31
1:50
.1.500
.000
.00
1
1880.098
85.995 .840 86.835 12.01 11.79
2.16
88.99
.00
1.31
1.49
1.500
.000
.00
1
1890.100
1 ;8�7 1t0;0, 1 }315'?'+88? 415312'01# 7,3x1
.83
89.25
.00
1.31
.99
1.500
.000
.00
1
WALL ENTRANCE
1890.100
87r10;0xt_2815ay" 89t? 915 "y12? U „Y ,$3 1;¢2:7
.03
89.94
.00
1.01
3.65
4.000
.000
.00
0
WATER StURFACEPROFILEz LIzSTING
`4
Date:
-22 -2007 Time:
4:51
ue.. r�y+K4^
Tract: 35060` - MDS�694f00�Storm. Drain
'v;..,
C� H:GL It�tS
.W.S =.. •. 4,...:.. r a�.:yr%ata�i6l.Si. :#ro. d�5`I ... .
.. .: .MylJC-rt,:
File 6940OSDCHGL
•. r+*•** w•«, t, k. �*«. r*• r•.••• we: rr, r*••«., r*:•••*t•••**:•.• w•* r+*. w, r•,
r« r*••••, r*•, r* w*** r•*, t*• w•**,
t* r *w,r••w
*• *w *w *,t
*r *,►,r.•r•.
* **
*,r *,t
Invert Depth Water Q Vel
Vel
Energy I
Super
ICriticallFlow
ToplHeight/
Base Wtl
INo
Station I Elev (FT) Elev I (CFS) (FPS)
Head I
Grd.El.1
Elev
I Depth I
Width
IDia. -FTIor
I.D.1
ZL
IPrs
L /Elem ICh Slope I SF Avel
HF ISE DpthIFroude NINorm Dp I
"N" I
X -Fall
ZR
ITyp
•+,+•r * *r♦ I *r,+,rr•,+•r I *,rr,r *,tr* I *• * *,► * *,t* I ,rr * *•,k•,►* I ,r,t�w• ** I ••• *• ** I
*w * * *r * ** I * * *r,ttr+.
I •r,r•,► :r,t I
♦• # * *,r,r•
I * *•ww,tw
I « :,►w « «* I
*,►r **
I *wr
1013.000 45.500 9.400 54.900 36.68 .65
.01
54.91
.00
1.09
6.00
4.500
6.000
.00
0
ALL EXIT'Retention-�Ba'ss.n ;�2
P013 000' '.4'S_ 500 '- w `9 4001�5h4 900u36zk 68;.: ,'?7.47
87
55.77
.00
2.05
00
2.500
.000
.00
1
119.000 .0571
.0080
.95
.00
.00
1.06
.013
.00
.00
PIP
1132.000 52.300 3.686 55.986 36.68 7.47
.87
56.85
.00
2.05
.00
2.500
.000
.00
1
JITNCT ;$TR '� ^rQ950,5 Lelt @r31C� 1
.0153
.09
.00
.00
.013
.00
.00
PIP
1138 000 52 870 ; 2 49055 33;60 33 96 10:81
1.81
57.17
.00
1.91
.00
2.000
.000
.00
1
83.000 .0125
.0225
1.87
.00
.00
2.00
.013
.00
.00
PIP
1221.000 53.910 3.550 57.460 33.96 10.81
1.81
59.27
.00
1.91
.00
2.000
.000
.00
1
JLTNCT `:011.7�L "ateralsC2�° & "C"3, ;DIy:6.
0159
.10
3.55
00
013
00
00
PIP
,STR
1227?00'0 ?5'3 98OR 21,5503Muu59ry°483;�� 21?� 665 1 .. 6;;:8;9
.74
60.22
.00
1.66
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2.000
.000
.00
1
91.000 .0124
.0092
.83
5.50
.00
1.43
.013
.00
.00
PIP
1318.000 55.110 5.207 60.317 21.66 6.89
.74
61.05
.00
1.66
.00
2.000
.000
.00
1
JUNCT',S.TR;s 014.0Inlet;yDI 5
.0090
.05
5.21
.00
.013
.00
.00
PIP
1323 0 "0`0 ' S'.5 180 "�5in225ir ;�60R+4Q5rn�` 21" 3:43 !y i6 7 =9,
.72
61.12
.00
1.65
.00
2.000
.000
.00
1
403.785 .0149
.0089
3.59
5.23
.00
1.32
.013
.00
.00
PIP
1726 785; , 61. 194;,1' ; fi2'R8014�i 63� 996`4 21 X34 ;6:79
.72
64.71
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1.65
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2.000
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1
YDRAULIC `JUMP
�p
y. w
1726 785 61 194. 7`x"9_51 ., 62 1``46�a'�"«'� *•'v.21 ". 8
3.26
65.40
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1.65
2.00
2.000
.000
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1
;k'� _34
1751 , .242 61.559 .865 62.423 21.34 16.40
4.18
66.60
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1.65
1.98
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1773.900 61.896 .777 62.673 21.34 18.92
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1819.506 62.576 .588 63.163 21.34 27.70
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1824.114 62.644 .568 63.212 21.34 29.05
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1840.696 62.891 .496 63.387 21.34 35.15
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WATER SURFACE PROFILE LISTING
Tract '.350601 M.DS� 400 -' Storm Drain C-HGL
Date: 4 -22 -2007 Time: 4:51
File 6940OSDCHGL
t***#*«*,
rs*, er, r«,
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I
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1862.553 84.056 .964
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1
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86.433
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1890.100 87.100 1.465
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18,90 100T87 100; "4 3'37 91: 437' x'19
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Date: 6 -20 -2007 Time:11:19
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FILE: 69400LatC1HGL.WSW W S P G W- CIVILDESIGN Version 14.06
Program Package Serial Number: 1790
WATER,SURFACE:.PROFILE LISTING
Date: 4 -22 -2007 Time: 7:25
PAGE
Tract
3506.0:. -- -MD.S 69400 -
Lateral
C 1 :HGL too
File 69400LatC1CB16
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Press RETURN to continue >
Inlet Rim = 59..,42
WATER ;
RtIlhdEjjo Ioffit L�ISTIENG
Date:
4 -22 -2007 Time:
7:46
Tract:53 °5�0`6Ok "�,aMD3
- Hat Cl�A:,.HGL
�_
,,6,�9'4�0�dil
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Depth I
Water I
Q I Vel
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Elev I
(FT) I
Elev I
(CFS) I (FPS)
Head I
Grd.E1.I
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Depth I
Width
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I.D.I
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I
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SF Avel
HF ISE
DpthlFroude
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"N" I
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I
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I
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56.14
I
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0
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WALL' y EXIT,`Lat
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rzLo, 6940oc3ooL'WoW W a P o W - czvzLnoozom Version z*.os xauE
Program package Serial Number: 1790
NG
Date: 4-22-2007 Time: 8:12
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FILE: 69400LatD1HGL.WSW W S P G W - CIVILDESIGN version 14.06 PAGE
Program Package Serial Number: 1790
WATER rSURFACE PROFILE LISTTNG .
Date 4 2-2007 Time: 5:38
a. 3 y tiS`pK °' x > . i'xwy t x. r t t` �'R "'� ° t � Q� � �P L faZ tl f w�d °� �� • `O�.F
Tract: 35j060 - NiDS 694'00 °�
File 69400LatD1HGL
rr,►, tr, r* r* w*, r, r*, r* wr** r***, r, r, rwr+.*** w**, r****, r** wr*, r* �*****,►, r* r**, r**, rs*, rr*** �*,►*, r�** r**t fr*, r, r:* r, r*, rr, r*+. rr * *,rr,r * *,►r *,► *,►w * *,► *,r,rr * *r•
Invert I Depth I Water I Q l Vel Vel I Energy I Super ICriticallFlow ToplHeight /]Base WtI INo
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs
L /Elem ICh Slope I I i I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall] ZR ITyp
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1070.000 54.000 2.189 56.189, 4.94 2.80 .12 56.31 .00 .85 .00 1.500 .000 .00 1
WALL `v 0T, OE CB# 13
I I I I I I I I I I I I I
1070.000 54.000 2.365 ¢6.365 4.94 .53 .00 56.37 .00 .40 4.00 5.000 4.000 .00 0
_I_ _i_ _i_ -I- -I- -I- -I- -I- -_I- -I- -I- -I- -I- I-
IIIIIIIIIIIIIIIIIIN I'
WATER SURFACE a•PROFI�LE LISTING
Date: 6 -18
-2007 Time:
5: 1
Tract 35060
N1DS.:69400
Lateral'
Dl',
CB #,
13' Q1Q
File 69400LatD1HGL
Invert
I Depth I
water
I Q
I Vel
Vel I
Energy I Super
ICriticallFlow
ToplHeight
/1Base
Wtl
INo
Station I
Elev
I (FT) I
Elev
I (CFS)
I (FPS)
Head I
Grd.E1.I
Elev
I Depth
I Width
IDia. -FTIor
I.D.I
ZL
IPrs
L /Elem ICh Slope
I I
I
I
SF Avel
HF ISE
DpthlFroude
NINorm
Dp
I "N"
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ZR
ITyp
1
'!5'. 44 7
1 I
I
I
I
I
I
I
I
I I
I
1000.000
50`:`500
i''' .2':,30'0'!;
°`'''S2- ':80'0'
-,;, `;`,' :.3.:00'
1.70
.04
52.84
.00
.66
.00
1.500
.000
.00
0
WALL EXIT
1000.000
50.500
2.300
52.800
3.00
1.70
.04
52.85
_I_
.00
_I_
.66
_I_
.00
_I_
1.500
_I_
.000
_I_
.00
1
I-
_I_
15.093
_I_
.0538
_I_
_I_
_I_
_I_
_I_
.0008
I
.01
I
2.30
.00
I
.36
I
.013
I
.00
I I
.00
PIP
I
I
1015.093
51.313
I I
1.500
52.813
I
3.00
I
1.70
.04
52.86
.00
.66
.00
1.500
.000
.00
1
1021.887
ST;; ",679; 1:,103
;:. °52.781
3 -::00 2:1`5'
.07
52.85
.00
.66
1.32
1.500
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.00
1
HYDRAULIC JUMP
1021.887
51:679
:356.;''' ` 5 =2 ":035 "'`
3::00
9:3 11.35
53.39
-I-
.00
-I-
.66
-I-
1.28
-I-
1.500
-I-
.000
-I-
.00
1
1-
-I-
5.219
-I-
.0538
-I-
-I-
-I-
-I-
-I-
.0511
.27
.36
3.28
.36
.013
.00
.00
PIP
1027.106
51.960
.364
52.324
3.00
9.05
1.27
53.60
.00
.66
1.29
1.500
.000
.00
1
1_
12.832
.0538
.0458
I
.59
I
.36
3.14
I
.36
I
.013
I
.00
I I
.00
PIP
I
I
1039.938
52.650
I I
.377
53.027
I
3.00
I
8.63
1.16
54.18
.00
.66
1.30
1.500
.000
.00
1
I_
6.692
.0538
.0401
I
.27
I
.38
2.94
I
.36
I
.013 I
I
.00
I
.00
PIP
I
I
1046.630
53.011
I I
.390
53.400
I
3.00
I
8.23
1.05
-I-
54.45
-I-
.00
-I-
.66
-I-
1.32
-i-
1.500
-I-
.000
-I-
.00
1
1-
-I-
4.366
-I-
.0538
-i-
-I-
-I-
-I-
.0350
.15
I
.39
2.75
I
.36
I
.013
I I
.00
I
.00
PIP
I
I
1050.996
53.246
I I
.403
53.649
I
3.00
I
7.85
I
.96
54.61
.00
.66
1.33
1.500
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1
1061.098
53.790
.478
54.268
3.00
6.18
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54.86
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.66
1.40
1.500
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.00
1
1065.000
54'.-'000,;;'--,-`
658 `;:.54.658
3'_: ":00
":'4'.:0.2
.25
54.91
.00
.66
1.49
1.500
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.00
1
WALL ENTRANCE
1065.000
54;'!0 "0 "0,
1:007 _--
".::55.0071
3,::0:0'
.78
.01
55.02
.00
.30
4.00
5.000
4.000
.00
0
FILE: 69400SDFHGL.WSW
W S P G W - CIVILDESIGN Version 14.06
PAGE
Program Package
Serial Number 1790
WATER`SURFACE: PROFILE`LISTING
Date: 6 -18 -2007 +Time: 9:38
_ �n
T,Tact 35060 MDS 6940.0^
r.
Storm Drain ; ;F HGL Q100
File:. 694b 08 157 HGL
Q Vel Vel
Energy Super
ICriticallFlow
ToplHeight /IBase Wtl
INo
Invert Depth Water
Elev
(CFS) I (FPS) Head
Grd.El.l Elev
I Depth I
Width
IDia. -FTIor
I.D.I
ZL
IPrS
Station I Elev (FT)
SF Avel
HF ISE DpthIFroude
NINorm
Dp
I "N" I X -Fall
ZR
ITyp
L /Elem ICh Slope
tr• *• *w,t• I * « *,►•rww• I * * * * *••• I w :•w * *w :* I
,►•,r,tr• * :* I * *,► * * *,► I wr,r :w ** I
*w• *+r ,r ♦w* I * * *r *,►*
I *,t *r•,r,r• I•
*,r•,r,►r• I rf *rrrr I * *tr * *,► I
rtrr•,r
I• *«
992.000 45.690 9.210 54:-90'0
13:'.34 4.25 .28
55.18 .00
1.31
.00
2.000
.000
.00
0
WALL EXIT
992.000 45.690 9.210 54.900
13.34 7.55 .88
55.78 .00
1.36
.00
-I
1.500
-I
.000
.00
1
IPIP
177.000 .0469
,01611
2.85_1 .00I
.00_1
.83
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1169.000 54.000 3.848 57.848
13.34 7.55 .88
58.73 .00
-I
1.36
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1.500
-I -I
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1
1-
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.01221
I
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� I
.013
.00I
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I � � I
1174.000 54.200 4.573 5.8;:773
I
9.54 5.40 .45
59.23 .00
1.19
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1.500
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.00
1
IPIP
112.000 .0181
.00821
.92_1 .00I
�
.00_1
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1286.000 56.230 3.558 59.788
I I
9.54 5.40 .45
60.24 .00
1.19
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1.500
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.00
1
`CB #x,=;1`T � n',&, 1
.0052
.02 .00
.00
.013
.00
.00
PIP
JUNCT STR .0367
I I I I
1289.000 56.340 4.029
I I
4.77 2.70 .11
60.48 .00
-I
.84
.00
1.500
-I _I
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1
IPIP
33.000 .0200
.00211
.07 .00I
�
.00
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I I I I
1322.000 57.000 3.455 60.455
I I
4.77 2.70 .11
60.57 .00
.84
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1.500
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1
ENTRANCE CB# -,18•; Q1,'0O
WALL
1322.000 57.000 3.623 60:62.3
;4;:77 .33 .00
60.63 .00
.40
4.00
4.000
4.000
.00
0
WATER SURFACE PROFILE
'Da, te :
6 -18 -2007 Time: 11:26
_L_I_STING
Tract 35060-
NID$'. 69400
Storm Drain`
F `HGL
File 69400SDFHGL
•, rrww*«,► w*
r*.«*:: wwr**« r*,►*, t** r, t, t* w, t* w«,
rtr*, r, r, t* wr, e*
r* r** r, tt,
t**,►, t««,
ttr* rr*:, t* r, t** rr, t*,
t*, t* f*,►, t, t ,e *,t,t,t *r,t+. * *,► *,r * *,► * * *,t ,t * * *,t *r,tt•
• * *•
Invert
Depth
Water
Q
Vel
Vel
Energy
Super
ICriticalIFlow
ToplHeight/
Base Wtj
INo
Station I
Elev
(FT)
Elev
(CFS)
(FPS)
Head
Grd.El.1
Elev
I Depth I
Width
IDia. -FTIor
I.D.1
ZL
IPrs
L /Elem ICh Slope I
SF Avel
HP ISE DpthIFroude
NINorm
Dp
I "N"
I X -Fall
ZR
ITyp
:,r * *,r♦ * *• I
* *r * *rtr ** I
• * * *• ♦ :•
I :frr,tf,r ** I
*r * *,r,►,t ** I
,t * *• *,r• I *••,rrr•
I
,r,t,t• *,r ,r ,r* I * *,r *• **
I •r * *,► *rt I
• *,rr *,►w* I *• * *rr•
I *• * *• ** I ,r,rr,t•
I *,r•
992.000
45.690
7.210
52.900
8.04
2.56
.10
53.00
.00
1.01
.00
2.000
.000
.00
0
WALL EXIT
SD Tlire
992.000
45.690
7, 210 °...' _52"3900
;8.:04
"' "4:;55
.32
53.22
.00
1.10
.00
1.500
.000
.00
1
133.450
.0469
.0059
.78
.00
.00
.62
.013
.00
.00
PIP
1125.450
51.955
1`:7.52
.32
54.03
.00
1.10
.00
1.500
.000
.00
1
:`'. ` S3 =i:707 8 04
4:55
HYDRAULIC JUMP
1125.450
51.955
.658
`: 5.2:613 .`
8`.04.;10,:79
1.81
54.42
.01
1.10
1.49
1.500
.000
.00
1
2.693
.0469
.0370
.10
.67
2.69
.62
.013
.00
.00
PIP
1128.143
52.082
.658
52.740
8.04
10.79
1.81
54.55
.01
1.10
1.49
1.500
.000
.00
1
11.491
.0469
.0348
.40
.67
2.69
.62
.013
.00
.00
PIP
1139.634
52.621
.682
53.303
8.04
10.28
1.64
54.95
.01
1.10
1.49
1.500
.000
.00
1
7.562
.0469
.0306
.23
.69
2.50
.62
.013
.00
.00
PIP
1147.195
52.976
.708
53.684
8.04
9.81
1.49
55.18
.01
1.10
1.50
1.500
.000
.00
1
5.437
.0469
.0269
.15
.72
2.33
.62
.013
.00
.00
PIP
1152.633
53.232
.734
53.966
8.04
9.35
1.36
55.32
.01
1.10
1.50
1.500
.000
.00
1
1162.396
53.690
.823
54.513
8.04
8.10
1.02
55.53
.01
1.10
1.49
1.500
.000
.00
1
1169.000
54.000
1.098
55.098
8.04
5.80
.52
55.62
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1.10
1.33
1.500
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.00
1
JUNCT STR
.0400
.0051
.03
1.12
1.00
.013
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PIP
1174.000
54.200
1.472;
%55.672;..:._;
5,::76._
`_32T
17
55.84
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.93
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1.500
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1
1185.164
54.402
1.274
55.676
5.76
3.60
.20
55.88
.01
.93
1.07
1.500
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.00
1
HYDRAULIC
1185.164
JUMP
54.402
.667
55.069
5.76
7.59
.90
55.96
.04
.93
1.49
1.500
.000
.00
1
1187.731
54.449
.667
55.116
5.76
7.59
.90
56.01
.04
.93
1.49
1.500
.000
.00
1
51.903
.0181
.0174
.90
.70
1.88
.67
.013
.00
.00
PIP
1239.635
55.390
.682
56.071
5.76
7.37
.84
56.92
.04
.93
1.49
1.500
.000
.00
1
21.386
.0181
.0157
.34
.72
1.80
.67
.013
.00
.00
PIP
1261.021
55.777
.707
56.485
5.76
7.03
.77
57.25
.03
.93
1.50
1.500
.000
.00
1
10.043
.0181
.0138
.14
.74
1.67
.67
.013
.00
.00
PIP
1271.064
55.959
.734
56.693
5.76
6.70
.70
57.39
.03
.93
1.50
1.500
.000
.00
1
WATER SURFACE PROFILE
LISTING
Date: 6 -18 -2007 Time:11:26
Tract 35060 -
MDS 69400
- Storm Drain F
HGL
File 69400SDFHGL
Invert
Depth Water Q Vel
Vel
Energy
I Super
ICriticallFlow
ToplHeight/
Base Wtl
INo
Station I
Elev
(FT) Elev (CFS) (FPS)
Head
Grd.El.1
Elev
I Depth
I Width
IDia. -FTIor
I.D.I
ZL
IPrs
L /Elem ICh
Slope
SF Avel
HF
ISE DpthIFroude
NINorm Dp
I "N"
I X -Fall
ZR
ITyp
• * * * * * * ** I
•,rr * : *,rr•
I r,t * * *w *: I• *w• *s,r,rr I * *r * :fwr,t I r :w *r **
I •,r� *,► *• I
r *•r• *,r,►*
I * *•• *r�
I * *,►•r ♦ **
I *wr,r•,►,r#
I *,w• * * **
I *+r * *,► ** I
*�,► **
I *r,t
1280.861
56.137
.791 56.928 5.76 6.09
.58
57.50
.02
.93
1.50
1.500
.000
.00
1
1285.734
56.225
.889 57.114 5.76 5.28
.43
57.55
.02
.93
1.47
1.500
.000
.00
1
1286.000
56.230
.926 57.156 5.76 5.03
.39
57.55
.00
.93
1.46
1.500
.000
.00
1
JUNCT STR
. 0367
Junc CB' #)1'%
.0034
.01
.96
1.00
.013
.00
.00
PIP
1289.000
56.340
1101'0
1.291 57.631 2.90 1.79
.05
57.68
.00
.65
1.04
1.500
.000
.00
1
1299.777
56.556
1.061 57.617 2.90 2.17
.07
57.69
.01
.65
1.36
1.500
.000
.00
1
965
56.739
+�= ;8311 ;;., 5!7a 5870 � 2{ *90a�`' 2x A9
.13
57.70
.01
.65
1.49
1.500
.000
.00
1
1308.
- y'
HYDRAULIC
JUMP
1308. 965
56.739
.53
57.75
.05
.65
1.40
1.500
.000
.00
1
3.731
.0200
.0138
.05
.53
1.73
.45
.013
.00
.00
PIP
1312.695
56.814
.504 57.318 2.90 5.56
.48
57.80
.04
.65
1.42
1.500
.000
.00
1
1320.813
56.976
.580 57.556 2.90 4.60
.33
57.88
.03
.65
1.46
1.500
.000
.00
1
WALL ENTRANCE
1322.000
57.000 1x04 `;
57, ;98u9 `,2,x90 .77
Ol
58.00
.00
.30
4.00
4.000
4.000
.00
0
;989 _,
WP;TER $U FAC PROF E L` drt G
Date: 4- 4 -2007 Time: 4:52
File 69400LatD2HGL
, rr** w, a *,t « «• *.w,t «• * *•• «w « *r «.• *ttw* war• �• r•* •f•,tr,t,t• * * *r,tr• *r•,t,t,► * ** wow, t, t,► r• r•, r,►, t ,t * * * * *r *,t,t *••,t *,t,r+r *,► *,t ,t ,t *tr,r *r,t *,t *r *f * *,r *r,t ,t «,t•
Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo
Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs
L /Elem ICh Slope SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR ITyp
wrrwwarwwlr: wwrrrwwlrrrrwrwrlrwwrwrrwwlwrrrwwrrrlwwrwr:: Iwwrrrrrlwrrrrrwrwlrrr: rwrlwrrrrrwwlwrrrrwwwlrrrrrwwlrwrrrrrlrrrrw Iwww
1000.000
45.500
9.400
54.900
5.33
.14
.00
54.90
.00
.42
4.00
4.000
4.000
.00
0
ALL;'; �E_ XIT: �Distribtition�Box��;in "�Retent "ion::
1000.000
45.500
9 -40 ' S4 '•90,Sr,; k 'Hy
`5, :33 ;" , r3 "0,2;
14
55.04
.00
.89
.00
1.500
000
.00
1
92.395
.0881
.0025
.24
9.40
.00
.42
.013
.00
.00
PIP
1092.395
53.638
1.500
55.138
5.33
3.02
.14
55.28
.00
.89
.00
1.500
.000
.00
1
1.447
.0881
.0024
.00
1.50
.00
.42
.013
.00
.00
PIP
1093.841
53.766
1.361
55.127
5.33
3.16
.16
55.28
.00
.89
.87
1.500
.000
.00
1
.761
.0881
.0023
.00
1.36
.40
.42
.013
.00
.00
PIP
1094.602
53.833
1.280
55.113
5.33
3.32
.17
55.28
.00
.89
1.06
1.500
.000
.00
1
.579
.0881
.0025
.00
1.28
.48
.42
.013
.00
.00
PIP
1095.181
53.884
1.214
55.097
5.33
3.48
.19
55.29
.00
.89
1.18
1.500
.000
.00
1
.463
.0881
.0028
.00
1.21
.54
.42
.013
.00
.00
PIP
1095.644
53.925
1.155
55.080
5.33
3.65
.21
55.29
.00
.89
1.26
1.500
.000
.00
1
.374
.0881
.0031
.00
1.16
.60
.42
.013
.00
.00
PIP
1096.018
53.958
1.103
55.060
5.33
3.83
.23
55.29
.00
.89
1.32
1.500
.000
.00
1
.299
.0881
.0034
.00
1.10
.66
.42
.013
.00
.00
PIP
1096.318
53.984
1.055
55.039
5.33
4.01
.25
55.29
.00
.89
1.37
1.500
.000
.00
1
.182
.0881
.0038
.00
1.05
.72
.42
.013
.00
.00
PIP
1093.841
53.766
1.361
55.127
5.33
3.16
.16
55.28
.00
.89
.87
1.500
.000
.00
1
.761
.0881
.0023
.00
1.36
.40
.42
.013
.00
.00
PIP
1094.602
53.833
1.280
55.113
5.33
3.32
.17
55.28
.00
.89
1.06
1.500
.000
.00
1
.579
.0881
.0025
.00
1.28
.48
.42
.013
.00
.00
PIP
1095.181
53.884
1.214
55.097
5.33
3.48
.19
55.29
.00
.89
1.18
1.500
.000
.00
1
.463
.0881
.0028
.00
1.21
.54
.42
.013
.00
.00
PIP
1095.644
53.925
1.155
55.080
5.33
3.65
.21
55.29
.00
.89
1.26
1.500
.000
.00
1
.374
.0881
.0031
.00
1.16
.60
.42
.013
.00
.00
PIP
1096.018
53.958
1.103
55.060
5.33
3.83
.23
55.29
.00
.89
1.32
1.500
.000
.00
1
.299
.0881
.0034
.00
1.10
.66
.42
.013
.00
.00
PIP
1096.318
53.984
1.055
55.039
5.33
4.01
.25
55.29
.00
.89
1.37
1.500
.000
.00
1
.182
.0881
.0038
I
.00
I
1.05
I
.72
I
.42
.013
I I
.00
I
.00
PIP
I
I
10965=0.0' n
v.ENTRANCE
I
I
I
I
4.16
.27
55.29
.00
.89
1.40
1.500
.000
.00
1
54.000
1.020
55.020
5.33
WALL
.01 55.45 .00 .42 4.00 4.000 4.000 .00 0
WATER�r SURFACE Y�,PROFIrLE� LIST�IJNG
Date: 6 -19 -2007 Time:12:14
2�
Tract`m35060A� 5.`�NIDS69:40y0 SD�yGQ10P HGLX5s 9�St;art
t. w: r, rrw, r, t* wr.*, r«««.«.:*•«**. r*..«, r. r.*.«.«*«.**.*.«*.«**, r• w. r•, t*. *.•.*, r*.*. r«*«, r« r.*,►, r«•* r**• «r *•...,t.,►. *• *• *,r.•. *r.. * *.* ,r•,►«
Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo
Station I Elev (FT) Elev (CFS) I (FPS) Head Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs
L /Elem ICh Slope SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR ITyp
•• * *,tw *w* I *• ♦ * * * * *,► I *,► *• *trr• I ,t,rr * * * * ** I *w * * *,t,tr• I ,r *•,►,r *• I *r * « *,r,► I * *r * *r,t,r• I *r,► * *,r• I •r,►r• * *: I ,►,► *• * « ** I ,r•••,►w* I *,► * *,►fr I * « *,r• I *tw
1000.000 45.500 7.400 52.900 3.20 .11 .00 52.90 .00 .31 4.00 4.000 4.000 .00 0
WALL EXIT
1000.000
52.95
65.706
.0907
1065.706
51.461 1.500 52.961 3.20 1.81
1068.318
.00
HYDRAULIC JUMP
1068.318
51:;`598,,, 328; ta;52 -,026, .. 32Q 11 1:8
1070.101
51.860 .340 52.199 3.20 10.66
1081.266
52.873 .363 53.236 3.20 9.69
1090.270
53.689 .416 54.105 3.20 8.01
1097.000
54.;300,.3 "'' >" 681.4 t54 "`981 ,'„ <3?20' .. 4 +,•1'0
WALL ENTRANCE
1097.000
55' ,34.5, 0.; 80
.05
52.95
.00
.68
.00
1.500
.000
.00
1
.0009
.06
7.40
.00
.32
.013
.00
.00
PIP
.05
53.01
.00
.68
.00
1.500
.000
.00
1
.06
53.04
.00
.68
1.06
1.500
.000
.00
1
1.94
53.97
.00
.68
1.24
1.500
.000
.00
1
1.76
53.96
.00
.68
1.26
1.500
.000
.00
1
1.46
54.69
.00
.68
1.29
1.500
.000
.00
1
1.00
55.10
.00
.68
1.34
1.500
.000
.00
1
.26
55.24
.00
.68
1.49
1.500
.000
.00
1
.01
55.35
.00
.31
4.00
4.000
4.000
.00
0
Tab 10
Appendix C
Nuisance Water Disposal
System
Summary and Sketches
Design Calculations
Laing, Luxury Homes
Tentative Tract 35060
MDS 69400
MDS 69400 1 1 22- Aug -07
Summary 9 -- Nuisance water Disposal System - (NWDS)
Tract 35060
Basin #1 NWDS Requirement - 'Maxwell Plus' Drywellper Detail
Required NWDS Capacity - 5 Qpd per 1000 sf of pervious surface
5 /1000sf /d
Total Landscaped Tributary Area ( Excluding Ret Basin & MountainArea)
17.14
Ac
Onsite pervious % - (see Tab 3, Summa 3)
30
%
Total Onsite pervious area - 30/100 x 17.14 Ac
5.14
Ac
." Re uired Percolation capacity- t` ..' -' 5:14.X4356 /1.000 x 5
11120.
9p' .`
MaxwellPlus' Primary Settling Chamber overflow depth (10 ft +2ft x4 - 4 ft)
14
ft
MaxwellPlus'Main Settling Chamber Depth from Basin Bottom
18
ft
Maxwell PIus'Main Settling Chamber overflow depth 18ft - 5 ft
13
ft
Basin #2 NWDS Requirement - 'MaxvVelC PlUs' Drywbll per Detail _
Required NWDS Capacity - 5 qpd per 1000 sf of pervious surface
5 9 s
Total Landscaped Tributary Area ( Excluding Ret Basin & MountainArea)
7.11
Ac
Onsite pervious % - (see Tab 3, Summa 3)
30
%
Total Onsite pervious area - 30/100 x 7.1 Ac
2.13
Ac
Re uired Percolation capacity - ., 2.13'x 43560/1000 x 5
4 ---cr
MaxwellPlus' Primary Settling Chamber overflow depth (10 ft +2ft x1 - 4 ft)
8
ft
MaxwellPlus'Main Settling Chamber Basin Bottom to 10 ft below impery
18
ft
Maxwell PIus'Main Settling Chamber overflow depth 20ft - 10 ft + 10 ft
20
ft
-Basin #3 ,,NWDS Requirement - 'Maxwell IV`.Drywell per Detail
Required NWDS Capacity - 5 qpd per 1000 sf of pervious surface
5 9 s
Total Landscaped Tributary Area ( Excluding Ret Basin & MountainArea)
0.49
Ac
Onsite pervious % - (see Tab 3, Summa 3)
80.
%
Total Onsite pervious area - 80/100 x 0.49 Ac
0.39
Ac
,-= R6dU1ihL&d Percolation ca aci - *' ;x 0' , ='' 0.39'x43560/1000 x 5.-
;' ': ''
s' —,.,—g P , -�''
Maxwell IV' Settling Chamber overflow depth (10 ft +2ft x1 - 4 ft)
8
ft
Maxwell IV' Settling Chamber Basin Bottom to 10 ft below impery
18
ft
Maxwell IV' Settling Chamber overflow depth
13
ft
of
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The MaxWellTM Plus Drainage System Detail And Specifications
Refe n I i an Yasjms *I a 1 d srP,
CHAMBER SEPARATION2� f9
23 1 21 16 17 3 0 19 5 2 18 4 A*0 3
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= M&Well °Plus
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7
Manufaftm end In9la6ed by
s
_
TORRENT RESOURCES
12
! An evolution of McGuckln Drilling
www.torrentresources.com
ARIZONA 602/268-0765
NEVADA 702/38&1234 1
8
I CALIFORNIA 6611947.9836
O ITEM NUMBERS Q For Q e-V® f Vim ew cd 1045 1
1. MANHOLE CONE - MODIFIED FLAT BOTTOM.
2. STABILIZED BACKFILL -COMPACTED NATIVE IN LANDSCAPED AREAS,
1 SACK SLURRY IN PAVEMENT.
3. BOLTED RING & GRATEICOVER - DIAMETER AS SHOWN. CLEAN CAST
IRON WITH WORDING "STORM WATER ONLY' IN RAISED LETTERS.
BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM
ELEVATION 30.07 OF PLANS.
4. GRADED BASIN OR PAVING (BY OTHERS).
5. COMPACTED BASE MATERIAL (BY OTHERS).
6. PUREFI -07m DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH
VENTED ANTI- SIPHON AND INTERNAL .265' MAX. SWO FLATTENED
EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY
COATED.
7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54' OD. CENTER IN
HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE.
8. MIN. 6'0 DRILLED SHAFT.
9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY
COATED.
10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE
SEAL.
11. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER.
SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING
OR BREAKAGE. DIAMETER AS NOTED.
12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY.
13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 3/8' AND 1 -1/2' TO BEST
COMPLEMENT SOIL CONDITIONS.
14. FLOFASTT1° DRAINAGE SCREEN - SCH. 40 PVC 0.120' SLOTTED WELL
SCREEN WITH 32 SLOTS PER ROW/FT. DIAMETER VARIES 96" OVERALL
LENGTH WITH TRI-B COUPLER.
15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE
SOILS.
6. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY
CUSTOMER AT PROJECT COMPLETION.
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AZ U. R00070455 A. R00047M 84, ADWR363
MV Li�
17. ABSORBENT- HYDROPHOBIC PETROCHEMICAL SPONGE. MIN.1289195
CAPACITY. a
18. CONNECTOR PIPE - 4'0 SCH. 40 PVC.
19. VENTED ANTI-SIPHON INTAKE WITH FLOW REGULATOR.
C
20. INTAKE SCREEN - SCH. 40 PVC 0.120' MODIFIED SLOTTED WELL SCRON
WITH 32 SLOTS PER ROW /FT. 48' OVERALL LENGTH WITH TRI-C END-6
CAP. C
t7
21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREAS%
PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO E
MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE v
OVERFLOW. o
22. OPTIONAL INLET PIPE (BY OTHERS). U
23. MOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST
ECCENTRIC CONE AND HOLE SIDEWALL USED IN LIEU OF SLURRY IN
LANDSCAPED AREAS.
' MAXWELL" PLUS DRAINAGE SYSTEM DETAIL AND SPECIFICATIONS
CALCULATING MAXWELL PLUS REQUIREMENTS:
The type of property, soil permeability, rainfall intensity and local drainage ordinances determine the number and design of MaxWell Systems. For general applications
draining retained storm water, use one standard Maxwell Plus per the iti tmdtions below for up to 5 acres of landscaped contributory area, and up'to 2 acres of paved surface.
' To drain nuisance water flows in storm runoff systems, add a remote Wet to the Sgstem. For smaller drainage needs, refer to our Type IV MaxWeu For industrial drainage,
our EndbreSo" may be recommended. For additional considerations, please refer to 'Design Suggestions For Retention And Drainage Sgstcurs" or consult our Design Staff.
COMPLETiNGTHE MAXWELL PLUS DRAWING
To apply the MmrWelf Plus drawing to your specific project, simply fill in the blue boxes per the following instructions. For assistance, please consult our Design Staff.
#� 14�f
L� PRIMARY SETTLING CHAMBER DEPTH BOLTED RING 5 GRATE /COYER
The overall depth of the Primary Settling Chamber is determined by the amount
of surface area being drained. Use a standard depth of 10 feet for the initial acre.
of contributory drainage area, plus 2 feet for each additional acre, up to the design
limits of the property type noted in "Calculating MaxWell Plus Requirements"
noted above. Other conditions that would require increased chamber depths are
property usage, maintenance scheduling, and severe or unusual service conditions.
Connecting Pipe Depth may dictate deeper chambers so as to maintain the
effectiveness of the settling process.
ESTIMATED TOTAL DEPTH ( 20 f / 0
The Estimated Total Depth is the approximate total system depth required to
achieve 10 continuous feet of penetration into permeable soils, based upon'
known soil information. Torrent's specialized "crowd" equipped rigs get through
the difficult cemented soils to reach dean drainage soils at depths up to 189
feet and their extensive drilling log database is available to use as a reference.
SETTLING CHAMBER DEPTH
On MfaxWell Plus Systems of over 30 feet overall depth and up to 0.25cfs design .
rate, the standard Settling Chamber Depth is 18 feet.
13 ��
D OVERFLOW HEIGHT
The Overflow Height and Settling Chamber Depth determine the effectiveness
of the settling process. The higher the overflow pipe, the deeper the chamber,
the greater the settling capacity. An overflow height of 13 feet Is used with the
standard settling chamber depth of 18 feet.
& -Ff-
O DRAINAGE PIPE
This dimension also applies to the Prueflo" Debris Shields, the flofosf" Drainage
Screen, and fittings. The size is based upon system design rates, multiple primary
settling chambers, soil conditions, and need for adequate venting. Choices
are 6" a" or 12" diameter. Refer to our company's "Design Suggestions for
Retention and Orabage Systems" for recommendations on which size best
matches your application.
Standard models are quality cast iron and available to fit 24" 0 or 30" 0 manhole
openings. All units are bolted in two locations with wording "Storm Water Only"
In raised letters. For other surface treatments, please refer to "Design
Suggestions for Retention and Drainage Systems."
O INLET PIPE INVERT
Pipes'up to 24" in diameter from catch basins, underground storage, etc. may
be connected into the primary settling chamber. Inverts deeper than 4 feet
will require additional depth in both system settling chambers to maintain
respective effective settling capacities.
C� INTAKE INLET HEIGHT
The Intake Inlet Height determines the effectiveness of the settling process to
the Primary Settling Chamber. A minimum inlet height of G feet is used with the
standard primary settling chamber depth of 10 feet. Greater inlet heights would
be required with increased system demands as noted in Primary Settling
Chamber Depth.
CHAMBER SEPARATION
The standard separation between chambers is 1S feet from centerto center
for inlet pipe inverts up to 7 feet. For deep inlet pipes or underground storage
systems that result in a deeper Connector Pipe, add 5 feet of separation
for each 3 feet of additional Connector Pipe depth. Maximum Connector Pipe
depths and Chamber separations are 13 feet and 25 feet, respectively. A pump
and Hit station is recommended for systems with deeper requirements. '
MAXWELL.. IV DRAINAGE SYSTEM DETAIL AND SPECIFICATIONS
4 2
1 16 3 5
O ITEM NUMBERS
Z
1. Manhole Cone - Modified Flat Bottom. 11. Drainage Pipe - ADS highway grade with TRI -A coupler.
F
` 6
Suspend pipe during backfill operations to prevent
2. Moisture Membrane - 6 Mil. Plastic. Place securely against
buckling or breakage. Diameter as noted.
LU —�
?
X a
a�
1V
eccentric cone and hole sidewall.
`/
3. Bolted Ring 6 Grate - Diameter as shown. Clean cast iron 12. Base Seal - Geotextile, poly liner or concrete slurry.
19
17
o
with wording "Storm Water Only" in raised letters. Bolted 13. Rock - Clean and washed, sized between 3/8" and 1 -112"
w
0)
LU
'
in 2locations and secured to cone with mortar. Rim elevation to hest complement soil conditions.
�!
8 C3
CO,
!0.02' of lans.
P 14. FloFast" Drainage Screen - Sch. 40 PVC 0.120" slotted
y ;
w
_ '� \�
a
Lul
4. Graded Basin or Paving (by Others). well screen with 32 slots per row /h. 96" overall length
� \, g
a
5. Compacted Base Material (by Others). with TRI -B coupler.
<
o
6. PureFlo" Debris Shield - Rolled 16 ga. steel X 24 "length 15. Min. 4' 0 Shaft - Drilled to maintain permeability of
1
�
W \� z
� � 7 J
F-
z
drainage soils.
with vented anti- siphon and Internal .265" Max. SWO
`
>/
p
10
z
flattened expanded steel screen X 12" length. Fusion 16. Fabric Seal - U.V. resistant geotextile - to he removed
12
Z
bonded epoxy coated. by customer at project completion.
`
7. Pre -cast Liner - 4000 PSI concrete 48" ID. X 54" OD. Center 17. Absorbent - Hydrophobic Petrochemical Sponge.
I y
F
w
w
inhale and align sections to maximize hearing surface. Min. 128 oz. capacity.
a
o
8. Min. 6' 0 Drilled Shaft. 18. Freeboard Depth Varies with inlet pipe elevation. Increase
depth inlet
` 13
=
9. Support Bracket - Formed 12 Ga. steel. Fusion bonded settling chamber as needed to maintain all
epoxy coated. pipe elevations above overflow pipe inlet.
_
19. Optional Inlet Pipe (Maximum 4 ", by Others). Extend
10. Overflow Pipe - Sch. 40 PVC mated to drainage pipe at
11 ' '0
a
w ..
base seal. moisture membrane and compacted base material or
/
1 sack slurry backfill below pipe invert.
15
ne
M iRwell1v
a '
0
M4nalact9red AnO installed by
t]
The referenced drawing and specifications are available on CAD either through our office or web site. Ask for
14
TORRENT RESOURCES
a
Drawing TRI- 11041V. This detail is copyrighted (2004) but may be used as is in construction plans without further
y
ARIZONA 602/268 -0785
NEVADA 702/366 -IZ34
'
release. For information on product application, individual project specifications or site evaluation, contact our
13 „
CALIFORNIA 661/947 -9835
W
Design Staff for no- charge assistance in any phase of yourplanning.
y
S
Al tic. R00070465 A. R00047067 B -4, ADWR 363
CA tic. ste6e0, (42, NAZ.
NM tic. 90504 6F04, 117 tic. 0035350 A
CALCULATING MAXWELL IV REQUIREMENTS
U.S. v,um N,. 4.921.130. �•n,e<�,�L 19M. 1920. 2004
The type of property, soil permeability, rainfall intensity and local drainage ordinances.determine the number and design
of MaxWell Systems. For general applications draining retained
storm water, use one standard Type IV MaxWell per the instructions below for up to 3 acres of landscaped contributory
area, and up to
1 acre of paved surface. For larger paved surfaces,
' subdivision drainage, nuisance water drainage, connecting pipes larger than 4" 0 from catch basins or underground storage, or other demanding applications, refer to our-MaxWell Plus
System. For industrial drainage, including gasoline service stations, our Envibro' System may be recommended. For
additional considerations, please refer to "Design Suggestions For
Retention And Drainage Systems" or consult our Design Staff.
' COMPLETING THE MAXWELL IV DRAWING
To apply the MaxWell IV drawing to your specific project, simply fill in the blue boxes per instructions below. For assistance, please consult our Design Staff.
E5TIMATE10170TAL DEPTH (00 5 + 10
The Estimated Total Depth is the approximate depth required to achieve 10 continuous
feet of penetration into permeable soils. Torrent's specialized "crowd" equipped drill Figs
can penetrate even cemented soils to reach permeable materials at depths up to 180 feet.
Our extensive database of drilling logs and soils information is available for use as
a reference. Please contact our Design Staff for site - specific information on your project.
' SETTLING CHAMBER DEPTH
On MaxWell IV systems of over 30 fee depth and up to 0.2Scfs design rate, the
standard Settling Chamber Depth i 18 feet. or systems exposed to greater contributory
area than noted above, extreme service conditions, or that require higher design rates,
chamber depths up to 25 feet are recommended.
� I
OVERFLOW HEIGHT
The Overflow Height and Settling Chamber Depth determine the effectiveness of the settling
process. The higher the overflow pipe, the deeper the chamber, the r the settling
capacity. For normal drainage applications, an overflow height Q feet) used with the
standard settling chamber depth of 18 feet. Sites with higher design rates than noted
above, heavy debris loading or unusual service conditions require greater settling capacities
AZ tic. R00070465 A. R00047067 B -4; ADWR 353
CA tic. 528080 A, C -42, HAZ - NV Lic. 0035350 A - NM lit. 90504 GF04
An evolution of McGuckin Drilling
l —'w —sJ DRAINAGE PIPE f
This dimension also applies to the PureFlo' Debris Shield, the FlaFast" Drainage Screen,
and fittings. The size selected is based upon tem design rates, sail conditions, and
the need for adequate venting. Choices ate 6" ) 8 ", or 12" diameter. Refer to "Design
Suggestions for Retention and Drainage Systems" for recommendations on which size
best matches your application.
BOLTED RING 5 GRATE
Standard models are quality cast iron and available to fi 24" 0 r 30" 0 manhole
openings. All units are bolted in two locations with wording "Storm Water Only" in raised
letters. For other surface treatments, please refer to. "Design Suggestions for Retention
and Drainage Systems."
I INLET PIPE INVERT
Pipes up to 4" in diameter from catch basins, underground storage, etc. may be connected
into the settling chamber. Inverts deeper thAGDIvill require additional settling
chamber depth to maintain effective overflow height.
1509 East Elwood Street, Phoenix Arizona OSO40 -1391 71J ��+
phone 602 - 268 -0785 fax 602- 268 -0820
California 661 - 947 -9836 Nevada 702- 366 -1234 TORRENT
www.TorrentResources.com RESOURCES
Tab 11
Appendix D
Design Reference Documents
1. Conditions of Approval - Drainage
2. Geotechnical and Percolation Test Reports
3. Point Precipitation Storm Volumes
4. SCS Soil Classification Map /Hydrologic Soil Group
5. Time of Concentration Nomograph
6. Rational Rainfall Intensity Table -- to yr & loo yr
7. Runoff Coefficient Curve - (Soil Groups A & B, AMC II)
8. Runoff Index Numbers
9. Rainfall Patterns - % of Design Storm- Total Volume
io. Reinforced Concrete Pipe — D -Load Table
tii. Miscellaneous Documents
Laing Luxury Homes
� Tentative Tract 35060
MDS 69400
CITY COUNCIL RESOLUTION NO. 2007 -017
CONDITIONS OF APPROVAL - APPROVED
SPECIFIC PLAN 2006 -081
LAING LUXURY HOMES
FEBRUARY 20, 2007
GENERAL
1. The applicant agrees to defend, indemnify and hold harmless the City of La
Quinta ( "City ") , its agents, officers and employees from any claim, action or
proceeding to attack, set aside, void, or annul the approval of this Specific
Plan, or any Final Map recorded thereunder. The City shall have sole
discretion in selecting its defense counsel.
The City shall promptly notify the 'applicant of any claim, action or
proceeding and shall cooperate fully in the defense.
2. All mitigation measures contained in En
vironmental Assessment 2006 -579
shall be met.
' 3. Within 30
days of City Council approval, applicant shall provide five copies
of the Final Specific Plan document to the Community Development
Department, The Final Specific Plan shall include all project related final
Conditions of Approval and correct any typographical errors, internal
' document inconsistencies, and /or minor amendments deemed necessary by
City staff. In addition the following amendments shall be made:
' a. The Specific Plan shall be amended to correct references to "op en space
lots K & L," and any other discrepancies in lot numbers, consistent with
the labeling shown on the approved Tentative Tract Map.
b. The Specific Plan shall be amended to change the definition of the
"Guest Suites" as provided in Exhibit A. In addition, the Specific Plan
shall be amended to allow up to, a maximum of one guest suite with
kitchenette per lot.
c. The Specific Plan shall be amended to require the location of, a
recreational amenity in the central park site. The recreational amenity
could include, but is not limited to, a pool or spa, tot lot, bocci ball
court, putting greens, picnic area, and /or community garden. The
recreational amenity shall be maintained by the homeowner's
association. In .addition, seating shall be established along all trails at
intervals not greater than 200 feet. Recreational amenities shall be
maintained by the homeowner's asso ciation.
d. The "Wall Concepts" Exhibit shall be amended to eliminate the graphic
representing a 6'9" wall, and replace it with a 6'0" wall.
PAReports - CC \2007 \2 -20 -07 \Laing Cont \CC COA SP 2006- 081.doc
' City Council Resolution No. 2007 -017
Conditions of Approval - Approved
Specific Plan 2006 -081
' Laing Luxury Homes
Date: February 20, 2007
'. e. The Specific Plan shall be amended to allow for the Hacienda units to.
have a minimum front yard building setback of 15 feet except for
garages, which shall have a minimum front yard setback of 20 feet.
Garages oriented parallel to the fronting street shall have a minimum
front yard setback of 15 feet. Setback measurements for the Hacienda
' units located on lots 1-11 shall be measured from back of curb.
f. The entry tower height shall not exceed 28 feet.
' 4. The use of the subject property for single family residential uses shall be in
conformance with the approved exhibits and conditions of approval
' contained in Tentative Tract Map 35060, Specific Plan .2006 -081, Site
Development Permit 2006 -873 and Environmental Assessment 2006 -579,
unless otherwise amended by the Conditions of Approval.
' 5. No signage is permitted with this approval. Sign a sh
separate permit.
9 9 all be reviewed under
CITY COUNCIL -RESOLUTION NO. 2007 -018
CONDITIONS OF APPROVAL — APPROVED
TENTATIVE TRACT 35060 — LAING LUXURY HOMES
FEBRUARY 20, 2007
GENERAL
1. The applicant agrees to defend, indemnify and hold harmless the City of La Quinta
( "City "), its agents, officers and employees from any claim, action or proceeding to
attack, set aside, void, or annul the approval of this Tentative Tract Map, or any Final
Map recorded thereunder. The City shall have sole discretion in selecting its defense
counsel.
The City shall promptly notify the applicant of any claim, action or proceeding and
shall cooperate fully in the defense.
2. This Tentative Tract Map, and any Final Map recorded thereunder, shall comply with
the requirements and standards of Government Code § § 66410 through 66499.58
(the "Subdivision Map Act "), and Chapter 13 of the La Quinta Municipal Code
The City of La Quinta's Municipal Code can be accessed on the City's Web Site at
www.la- guinta.org.
3. This tentative tract map shall expire two years after City Council approval, unless
recorded or granted a time extension pursuant to the requirements of La Quinta
Municipal Code 9.200.080. (Permit expiration and time extensions)'.
4. Prior to the issuance of any grading, construction, or building permit by the City, the
applicant shall obtain any necessary clearances arid /or permits from the following
agencies:
• . Fire Marshal
• Public Works Department (Grading Permit, Green Sheet (Public Works
Clearance) for Building Permits, Improvement Permit)
• Community Development Department
• Riverside Co. Environmental Health Department
• Desert Sands Unified School District
• Coachella Valley Water District (CVWD)
• Imperial Irrigation District (IID)
• California Water Quality Control Board (CWQCB)
• SunLine Transit Agency
• SCAQMD Coachella Valley
City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
The applicant is responsible for all requirements of the permits and /or clearances from
the above listed agencies. When the requirements include approval of improvement
plans, the applicant shall furnish proof of such approvals when submitting those
improvements plans for City approval.
A project- specific NPDES construction permit must be obtained by the applicant; and
who then shall submit a copy of the Regional Water Quality Control Board's
( "RWQCB ") acknowledgment of the applicant's Notice of Intent ( "NOI "), prior,to
the issuance of a grading or site construction permit by the City.
5. The applicant shall comply with applicable provisions of the City's NPDES
stormwater discharge permit, Sections 8.70.010 et seq. (Stormwater Management
and Discharge Controls), and 13.24.170 (Clean Air /Clean Water), LQMC; Riverside
County Ordinance No. 457; and the State Water Resources Control Board's Order
No. 99- 08 -DWQ.
A. For construction activities including clearing, grading or excavation of Land that
disturbs one (1) acre or more of land, or that disturbs less than one (1) acre of
land, but which is a part of a construction project that encompasses more than
one (1) acre of land, the Permittee shall be required to submit a Storm Water
Pollution Protection Plan ( "SWPPP ").
The applicant or design professional can obtain the California Stormwater
' Quality Association SWPPP template at wv\iw.cabmphandbooks com for use in
their SWPPP preparation.
' B. The applicant's SWPPP shall be approved by the City Engineer prior to any on
or off -site grading being done in relation to this project.
C. The applicant shall ensure that the required SWPPP is available for inspection
at the project site at all times through and including acceptance of all
improvements by the City.
' D. The applicant's SWPPP shall include provisions for all of the following Best
Management Practices ( "BMPs ") (8.70.020 (Definitions), LQMC):
1) Temporary Soil Stabilization (erosion control).
2) Temporary Sediment Control.
3) Wind Erosion Control.
4) Tracking Control.
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City Council Resolution No. 2007 -018
Conditions Of Approval — Approved
Tentative Tract 35060 — Laing Luxury Homes
February 20, 2007
5) Non -Storm Water Management.
6) Waste Management and Materials Pollution Control.
E. All erosion and sediment control BMPs proposed by the applicant shall be
approved by the City Engineer prior. to any onsite or offsite grading, pursuant
to this project.
F. The approved SWPPP and BMPs shall remain in effect for the entire duration of
project construction until all improvements are completed and accepted by the
City.
' 6. Permits issued under this approval shall be subject to the provisions of the
Infrastructure Fee Program and Development Impact Fee program in effect at the time
of issuance of building permit(s).
7. Approval of this Tentative Tract Map shall not be construed as approval: for any
horizontal dimensions implied by any site plans or exhibits unless specifically
identified in the following conditions of approval.
PROPERTY RIGHTS
8. Prior to issuance of any permit(s), the applicant shall acquire or confer easements and
other property rights necessary for the construction or proper functioning of the
proposed development. Conferred rights shall include irrevocable offers to dedicate
or grant access easements to the City for emergency services and for maintenance,
construction and reconstruction ofessential improvements. Said conferred rights shall
also include grant of access easement to the City of La Quinta for the purpose of
graffiti removal by City staff or assigned agent in perpetuity and agreement to the
method to remove graffiti and to paint over to best match existing. The applicant
shall establish the aforementioned requirements in the CC &R's for the development
or other agreements as approved by the City Engineer.
9. The 'applicant shall offer for dedication on the Final Map all public street rights -of -way
in conformance with the City's General Plan, Municipal Code, applicable specific
plans, and /or as required by the City Engineer.
10. The public street right -of -way offers for dedication required for this development
include:
A. PUBLIC STREETS
1) Washington Street (Augmented Major Arterial, 132' ROW) — The .
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City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
standard 66 feet from the centerline of Washington Street for a total
132 -foot ultimate developed right of way except an additional variable
right of way dedication for a deceleration /right turn only lane at the
proposed Primary Entry intersection measured 74 feet west of the
centerline of Washington Street and length per Engineering Bulletin #
06 -13. The required right of way shall be for a length of 248 feet plus a
storage length and a transition taper dedication of an additional 150
feet to accommodate improvements conditioned under STREET AND
TRAFFIC IMPROVEMENTS.
1.1. The applicant shall retain for private use on the Final Map all private street rights -of-
way in conformance with the City's General Plan, Municipal Code, applicable specific
' plans, and /or as required by the City Engineer.
12. The private street rights -of -way to be retained for private use required for this
' development include:
A. PRIVATE STREETS
1) In accordance with the City of La Quinta Municipal Code, except at the
primary and secondary entry, residential streets shall have 36 -foot
' travel width measured at gutter flow line to gutter flow line. The travel
width may be reduced to 32 feet with parking restricted to one side,
and 28 feet if on- street parking is prohibited, and provided there is
adequate off - street parking for residents and visitors, and the applicant
establishes provisions for ongoing enforcement of the parking restriction
' in the CC &R's. The CC &R's shall be reviewed by the Engineering
Department prior to recordation.
2) The reduced street widths proposed at the pedestrian paseos along the
' north -south streets and at intersections shall be approved by the City
Engineer. The applicant is required to demonstrate that the proposed
' street width reductions with proposed parking provides for safe passage
of vehicles particularly at T- intersections and as approved by the City
Engineer.
' B. CUL DE SACS
1) The cul de sac shall conform to the shape shown on the tentative map
' with a 38 -foot curb radius at the bulb or larger as shown on the
tentative map.
� I
C. KNUCKLE
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City Council Resolution No. 2007 -018
Conditions Of Approval — Approved
Tentative Tract 35060 — Laing Luxury Homes
February 20, 2007
1) The knuckle shall conform to the shape shown on the tentative tract
map except for minor revision as may be required by the City Engineer.
Curve radii for curbs at all street intersections shall not be less than 25 feet and
similar to the lay out shown on the rough grading plan.
13. Dedications shall include additional widths as necessary for dedicated right and left
turn lanes, bus turnouts, and other features contained in the approved construction
plans.
Pursuant to this requirement, the Applicant shall include in the submittal packet
containing the draft final map submitted for map checking, an offsite street geometric
layout, drawn at 1 " equals 40 feet, detailing the following design aspects: median
curb line, outside curb line, lane line alignment including lane widths, left turn lanes,
deceleration lane(s) and bus stop turnout(s). The geometric layout shall be
accompanied with sufficient professional engineering studies to confirm. the
appropriate length .of all proposed turn pockets and auxiliary lanes that may impact
the right of way dedication required of the project and the associated landscape
setback requirement
' 14. When the City Engineer determines that access rights to the proposed street rights -
of -way shown on the approved Tentative Tract Map are necessary prior to approval
of the Final Map dedicating such rights -of -way, the applicant shall grant the
necessary rights -of -way within 60 days of a written request by the City.
15. The applicant shall offer for dedication on the Final Map a ten -foot wide public utility
' easement contiguous with, and along both sides of all private streets. Such
easement may be reduced to five feet in width with the express written approval of
IID.
16. The applicant shall create, at a minimum, perimeter landscaping setbacks along all
public rights -of -way as follows:
A. Washington Street (Augmented Major Arterial) - 20 -foot from the R /W -P /L.
The listed setback depth shall be the average depth where a meandering wall.design
is approved.
The setback requirements shall apply to all frontages including, but not limited to,
remainder parcels and sites dedicated for utility purposes.
1
' Page 5 of 26
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' City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
' Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
' Where public facilities (e.g., sidewalks) are placed on privately -owned setbacks, the
applicant shall offer for dedication blanket easements for those purposes on the Final
Map.
17. At locations where the onsite finished grade adjacent to the landscaped setback lot
has an elevation differential with respect to the arterial street top of curb exceeding
11 feet, the applicant shall comply with, and accommodate, the maximum slope
gradients in the parkway /setback area and meandering sidewalk requirements by
either: 1) increasing the landscape setback size as needed, or 2) installing retaining
walls between the sidewalk and the back of the landscaped area as needed.
18. The applicant shall offer for dedication those easements necessary for the placement
' of, and access to, utility lines and structures, drainage basins, mailbox clusters, park-
lands, and common areas on the Final Map.
19. Direct vehicular access to Washington Street from lots with. frontage along
Washington Street is restricted, except for those access points identified on the
tentative tract map, or as otherwise conditioned in these conditions of approval: The
vehicular access restriction shall be shown on the recorded final tract map.
20. The applicant shall furnish proof of easements, or written permission, as appropriate,
from those owners of all abutting properties on which grading, retaining- wall
construction, permanent slopes, or other encroachments will occur. In particular, the
applicant shall obtain any temporary construction easement and permanent access
.easements for improvements at the proposed access drive on Washington Street
across Lake La Quinta Drive and proposed drainage improvements from Saint Francis
of Assisi Catholic Church to the north.
21. In the event that the applicant is unable to secure an access easement with Saint
Francis of Assisi Church, Tentative Tract Map 35060 shall be redesigned to provide a
secondary temporary emergency. access and egress as approved by the Riverside
County Fire Department to remain in effect until permanent access to the shared
' access drive at the Washington Street and Lake La Quinta intersection is permitted.
The applicant shall design, enter into an agreement with the City of La Quinta and
' post securities for any improvements required for the permanent access and to
restore the temporary emergency access to remain in effect for 5 years after
recordation of the final map. Approval of Tentative Tract Map 35060 shall indemnify
' the City of La Quinta of any responsibility and cost to acquire the permanent access.
Additionally, ingress and egress at the Primary Entry shall be provided for a 45 -foot
minimum design turning radius moving van as approved by the Community
Development Department and the Public Works Department.
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City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
22. Prior to recording Tract, applicant shall acquire access route across property located
within the subject .tract. The access route shall conform to the geometric lay -out
.shown on Tentative Tract Map No. 35060.
23. The applicant shall cause no easement to be granted, or recorded, over any portion of
the subject property between the date of approval of the Tentative Tract Map and the
date of recording of any Final Map, unless such easement is approved by the City
Engineer.
STREET AND TRAFFIC IMPROVEMENTS
24. The applicant shall comply with the provisions of Sections 13.24.060 (Street
Improvements), 13.24.070 (Street Design - Generally) & 13.24.100 (Access For
Individual Properties And Development), LQMC for public streets; and Section
13.24.080 (Street Design - Private Streets), where private streets are proposed.
25. Streets shall have vertical curbs or other approved curb configurations that will
convey water without ponding, and provide lateral containment of dust and residue
during street sweeping operations. If a wedge or rolled curb design is approved, the
lip at the flowline shall be near vertical with a 1/8" batter and a minimum height of
0.1'. Unused curb cuts on any lot shall be restored to standard curb height prior to
final inspection of permanent building(s) on the lot.
26. The applicant shall construct the following street improvements to conform with the
General Plan (street type noted in parentheses.)
' A. OFF-SITE STREETS
11 Washington Street (Augmented Major Arterial; 132' R /W):
' No additional widening is required -on the west side of the street along all
frontage adjacent to the Tentative Map boundary, except at locations where
additional street width is needed to accommodate:
a) A deceleration /right turn only lane at Washington Street Primary
Entry. The west curb face shall be located fifty six feet (56')
west of the centerline and length to be determined by a traffic
study prepared for the applicant by a licensed traffic engineer per
Engineering Bulletin # 06 -13. As a minimum, the required
deceleration lane shall be for.a length of 248 feet plus calculated
storage length and a transition taper of an additional 150 feet to
accommodate improvements.
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City Council Resolution No. 2007 -018
Conditions Of Approval — Approved
Tentative Tract 35060 — Laing Luxury Homes
February 20, 2007
Other required improvements in the Washington Street right -of -way and /or
adjacent landscape setback area include:
b) Remove Existing Bus turnout (if required by Sunline Transit and
approved by the Community Development and Public Works
Department) - The applicant may be required to reconstruct the
curb and gutter and remove the bus turnout pavement at the
existing bus stop turn out north of Avenue 47 if SunLine Transit
determines that the bus stop is not required and the City concurs
with that decision. The curb face shall be 48 feet from the center
line of Washington Street to match the existing curb face.
c) Reconstruct the curb and gutter at the northerly entry after the
signal is operational at the proposed shared access drive on
Washington Street and Lake La Quinta Drive intersection. Said
reconstruction shall include removal of curb, gutter, pavement
and all other improvements.
d) All appurtenant components such as, but not limited to: curb,
gutter, traffic control striping, legends, and signs.
e) The existing 8 -foot wide meandering Washington Street sidewalk
shall be widened at a. minimum of two locations to a minimum
width of 12 feet in order to accommodate golf cart turnouts.
Location and design of said turnouts shall be reviewed and
approved by the City Engineer and Community Development
Director.
f) Reconstruction of the existing 18 - foot wide raised landscaped
median along the entire boundary of the Tentative Tract Map plus
variable width as needed -to accommodate a left turn deceleration
lane for the northbound traffic and ancillary median
improvements to provide for full movements concurrent with the
proposed signalized intersection at Lake La Quinta Drive and
Washington Street.
g) Establish a benchmark in the Washington Street right of way and
file a record of the benchmark with the County of Riverside.
The applicant shall extend improvements beyond the subdivision boundaries to
' ensure they safely integrate with existing improvements (e.g., grading; traffic
control devices and transitions in alignment, elevation or dimensions of streets
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1
City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
and sidewalks).
2) The applicant shall install the traffic signal at the proposed shared access
drive at the Washington Street/Lake La Quinta Drive intersection. The
applicant is subject to a maximum of 75 % reimbursement from available
funds in the City's Development Impact Fee Program for the cost to design
and construct the traffic signal. The applicant shall enter into a DIF
Reimbursement Agreement with the City of La Quinta concurrent with the
Subdivision Improvement Agreement for the Final Map for the amount
specified in the DIF Program in effect at the time the traffic signal is
accepted by the City Council. Associated with the traffic signal installation,
the applicant shall install all necessary traffic signal equipment and
appurtenances to interconnect the proposed traffic signal with the existing
traffic signals at the Washington Street/Avenue 48 and. Washington
Street/Avenue 47 intersections. The traffic signal shall be designed for an
eight phase operation as split phasing is undesirable.
Per condition 21, in the event that the applicant is unable to secure an
access easement with Saint Francis of Assisi Church, the applicant shall
design and post securities for the construction of the traffic signal at the
proposed shared access drive at the Washington Street/Lake La Quinta
Drive intersection as well as the removal /restoration of the emergency
ingress /egress access including but not limited to regrading the
retention basin, construction of perimeter walls, and restoring curb and
gutter on Washington Street.. This obligation will remain in effect for 5
years after recordation of the final map unless otherwise approved by the
City Engineer.
B. PRIVATE STREETS (ON -SITE)
1) Construct 36 -foot wide.travel width as shown on the tentative map
measured from gutter flow line to gutter flow line where the residential
streets are single loaded.
2) Construct 32 -foot wide travel width as shown on the tentative map
measured from gutter flow line to gutter flow line, provided parking is
restricted to one side and there is adequate off- street parking for
residents and visitors, and the applicant makes provisions for perpetual
enforcement of the restrictions.
3) Construct a 28 -foot wide travel width as shown on the tentative map
measured from gutter flow line to gutter flow line, provided. parking is
' Page 9 of 26
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' City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
' Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
' restricted and there is adequate off - street parking for residents and
visitors, and the applicant makes provisions for perpetual enforcement
of the restrictions. The reduced street widths proposed at the
' pedestrian paseos along the north -south streets and at intersections
shall be approved by the City Engineer. The applicant is required to
demonstrate that the proposed street width reductions with proposed
' parking provides for safe passage of vehicles particularly at T-
intersections and as approved by the City Engineer.
' 4) The location of driveways of corner lots shall not be located within the
curb return and away from the intersection when possible.
' 5) In the event that the applicant is unable to secure an access easement
with Saint Francis of Assisi Church, Tentative Tract Map 35060 shall
' be redesigned to provide a secondary temporary emergency access and
egress as approved by the Riverside County Fire Department to remain
in effect until permanent access to the shared access drive at the
' Washington Street and Lake La Quinta intersection is permitted.
C. PRIVATE STREETS (OFF -SITE)
1) Construct the shared access drive at the west leg of the Washington
Street and Lake La Quinta Drive intersection to be a 68 -foot wide travel
width as shown on the rough grading plan and as conditioned herewith.
The applicant's design professional shall redesign the proposed street
improvements to accommodate dual left turn lanes, one through lane
and one right turn lane and to align with the existing configuration of
Lake La Quinta Drive on the east side of Washington Street in an effort
to provide for an eight phase signalized intersection as approved by the
City Engineer.
2) Construct the Secondary 'Entry connection from the development to the
proposed shared access drive mentioned above. The design shall be for
ingress and egress for residents and emergency vehicle access as
approved by the City Engineer.
3) In the event that the applicant is unable to secure an access easement
with Saint Francis of Assisi Church, the applicant shall design and post
sufficient securities for Items 1), 2) above and to remove /restore the
emergency ingress /egress access including but not limited to regrading
the retention basin, constructing perimeter walls, and restoring curb and
i' Page 10 of 26
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' City Council Resolution No. 2007 -018
Conditions Of Approval — Approved
' Tentative Tract 35060 — Laing Luxury Homes
February 20, 2007
gutter on Washington Street. This obligation will remain in effect for 5
years after recordation of the final map unless otherwise approved by
the City Engineer.
' D. PRIVATE CUL DE SACS
' 1) Shall be constructed according to the lay -out shown on the tentative
map with. 38 -foot curb radius or greater at the bulb similar to the layout
shown on the rough grading plan.
' E. KNUCKLE
1) Construct the knuckle to conform to the lay -out shown in the tentative
' tract map, except for minor revisions as may be required by the City.
Engineer.
' 27. All gated entries shall provide for a three -car minimum. stacking capacity for inbound
traffic to be a minimum length of 62 feet from the 24 -hour manned guard to the
' street; and shall provide for a full turn - around outlet for non - accepted vehicles.
Where a gated. entry is proposed, the applicant shall submit a detailed exhibit at a
scale of 1 " 10', demonstrating that those passenger vehicles that do not gain
entry into the development can safely make a full turn - around (minimum radius to be
24 feet) out onto the main street from the gated entry. Pursuant to said condition,
' there shall be a minimum of twenty feet width provided at the turn - around opening
provided.
The entry and exit shall be a minimum of 20 feet of total paved roadway surface or
as approved by the Fire Department. The 24 -hour manned Primary Entry Gate design
shall be designed for 45 -foot truck turning radius and maneuvering to provide access
for large moving vans to gain access to the development as rejection of said vehicles
may result in trucks backing out of the Primary Entry on to Washington Street as
approved by the City Engineer and the Riverside County Fire Department.
Entry drives, main interior'circulation routes, standard knuckles, corner cutbacks, bus
turnouts, dedicated turn lanes and other features shown on the approved
construction plans, may require. additional street widths as may be determined by the
City Engineer.
28. The applicant shall design street pavement sections using CalTrans' design procedure
for 20 -year life pavement, and the site - specific data for soil strength and anticipated
traffic loading (including construction traffic). Minimum structural sections shall be
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City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
as follows:
Residential
3.0"
a.c. /4.5"
c.a.b.
Shared Access Drive
4.0"
a.c /5.0"
c.a.b.
Major Arterial
5.5"
a.c. /6.5"
c.a.b.
or the approved equivalents of alternate materials.
29. The applicant shall submit current mix designs (less than two years old at the time of
construction) for base, asphalt concrete and Portland cement concrete. The
submittal shall include test results for all specimens used in the mix design procedure.
For mix designs over six months old, the submittal shall include recent (less than six
months old at the time of construction) aggregate gradation test results confirming
that design gradations can be achieved in current production. The applicant shall not
schedule construction operations until mix designs are approved.
30. General access points and turning movements of traffic are limited to the following:
�. A.. Primary Entry (Washington Street): Right turn movements in and out are
permitted. Left turn movements in and out are prohibited.
' B. Secondary Entry (Proposed Shared Access Drive): Ingress and Egress shall be
provided for Residents and Emergency Vehicles.
C. Proposed Shared Access Drive (Washington Street across Lake La Quinta
Drive): Right turn movements in and out are permitted: Left turn movements in
and out are prohibited, until signalized.
D. In the event that the applicant is unable to secure an access easement with
Saint Francis of Assisi Church, the applicant shall construct a temporary
secondary emergency ingress and egress as approved by the Riverside County
Fire Department. Additionally, bonds or other instruments used to secure the
improvements described in Condition 30 (B) and 30 (C) will be returned 5
years after recordation of the final map.
31. Improvements shall include appurtenances such as traffic control signs, markings and
other devices, raised medians if required, street name signs and sidewalks. Mid -block
street lighting is not required. .
32. Improvements shall be designed and constructed in accordance with City adopted
ted
standards, supplemental drawings and specifications, or as approved by the City
Engineer. Improvement plans for streets, access gates avid parking areas shall be
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City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
stamped and signed by qualified engineers.
FINAL MAPS
33. Prior to the City's approval of a Final Map, the applicant shall furnish accurate
AutoCAD files of the Final Map that was approved by the City's map checker on a
storage media acceptable to the City Engineer. Such files shall be in a standard
AutoCAD format so as to be fully retrievable into a basic AutoCAD program.
Where a Final Map was not produced in an AutoCAD format, or produced in a file
that can be converted to an AutoCAD format, the City Engineer will accept a raster -
image file of 'such Final Map. The Final Map shall be of a 1 " = 40' scale.
IMPROVEMENT PLANS
As used throughout these Conditions of Approval, professional titles such as "engineer,"
"surveyor," and "architect," refer to persons currently certified or licensed to practice their
respective professions in the State of California.
34.. Improvement plans shall be prepared by or under the direct supervision of qualified
engineers and /or architects, as appropriate, and shall comply with the provisions of
Section 13.24.040 (Improvement Plans), LQMC.
35. The following improvement plans shall be prepared and submitted for review and
approval by the Public Works Department. A separate set of plans for each line item
specified below shall be prepared. The plans shall utilize the minimum scale
specified, unless otherwise authorized by the City Engineer in writing. Plans may be
prepared at a larger scale if additional detail or plan clarity- is desired. Note, the
applicant may be required to prepare other improvement plans not listed here
pursuant to improvements required by other agencies and utility purveyors.
A. On -Site Rough Grading Plan 1 " = 40' Horizontal
B. PM 10 Plan 1 " = 40' Horizontal
C. SWPPP 1 " = 40' Horizontal
NOTE: A through C to be submitted concurrently.
1 D. Off -Site Street Improvement /Storm Drain. Plan
1
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1 " = 40' Horizontal, 1 " = 4' Vertical
City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
E. Interim Off -Site Street Improvement Plans
1 F. Off -Site Signing & Striping Plan
1 " = 40' Horizontal, 1 " = 4' Vertical
1 " = 40' Horizontal
The Off -Site street improvement plans shall have separate plan sheet(s) (drawn
at 20 scale) that show the meandering sidewalk, mounding, and berming
design in the combined parkway and landscape setback area.
IG. On -Site Street Improvements /Signing & Striping /Storm Drain Plan
1 " = 40' Horizontal, 1 " = 4' Vertical
H. Traffic Signal Plan 1 " = 20' Horizontal
NOTE: D through H to be submitted concurrently.
The following plans shall be submitted to the Building and Safety Department for
review and approval. The plans shall utilize the minimum scale specified, unless
otherwise authorized by the Building and Safety Director in writing. Plans may be
prepared at a larger scale if additional detail or plan clarity is desired. Note, the
applicant may be required to prepare other improvement plans not listed here
pursuant to improvements required by other agencies and utility purveyors.
On -Site Residential Precise Grading Plan 1 " = 30' Horizontal
Other engineered improvement plans prepared for City approval that are not listed
above shall be prepared in formats approved by the City Engineer prior to
commencing plan preparation.
All Off -Site Plan & Profile Street Plans and Signing & Striping Plans shall show all
existing improvements for a distance of at least 200 -feet beyond the project limits, or
' a distance sufficient.to show any required design transitions.
All On -Site Signing & Striping Plans shall show, at a minimum; Stop Signs, Limit
' Lines and Legends, No Parking Signs, Raised Pavement Markers (including Blue RPMs
at fire hydrants) and Street Name Signs per Public Works Standard Plans and /or as
approved by the Engineering Department.
' "Rough Grading" plans shall normally include perimeter w alls with _ Top Of _
Wall &
Top Of Footing elevations shown. All footings shall have a minimum of 1 -foot of
' cover, or sufficient cover to clear any adjacent obstructions.
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City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
The applicant shall prepare an accessibility assessment on a marked up print of the
building floor plan identifying every building egress and which notes the most current
California Building Code accessibility requirements associated with each door. The
assessment must comply with submittal requirements of the Building & Safety
Department. A copy of the reviewed assessment shall be submitted to the
Engineering Department in conjunction with the Site Development Plan when it is
submitted for plan checking. The accessibility requirements pertain to any public
accessible facilities to include model homes and recreational amenities provided for
the development and not to single family residences excluding model homes.
In addition.to the normal set of improvement plans, a "Site Development" plan is
required to be submitted for approval by the Building Official and the City Engineer.
36. The City maintains standard plans, detail sheets and /or construction notes for
elements of construction which can be accessed via the Online Engineering Library at
the City.website (www.la- guinta.org). Navigate to the Public Works Department
home page and look for the Standard Drawings hyperlink.
37. The applicant shall furnish a complete set of the AutoCAD files of all approved
improvement plans on a storage media acceptable to the City Engineer. The files
shall be saved in a standard AutoCAD format so they may be fully retrievable through
a basic AutoCAD program.
38. At the completion of construction, and prior to the final acceptance of the
improvements by the City, the applicant shall update the AutoCAD files in order to
reflect the as -built conditions.
Where the improvement plans were not produced in a standard AutoCAD format, or a
file format that can be converted to an AutoCAD format, the City Engineer will
accept raster -image files of the plans.
IMPROVEMENT SECURITY AGREEMENTS
39. Prior to approval of any Final Map, the applicant shall construct all on and off -site
improvements and satisfy its obligations for same, or shall furnish a fully secured and
' executed Subdivision Improvement Agreement (" SIA ") guaranteeing the construction
of such improvements and the satisfaction of its obligations for same, or shall agree
to any combination thereof, as may be required by the City.
40. Any Subdivision Improvement Agreement ( "SIA ") entered into b and between een the
applicant and the City of La Quinta, for the purpose of guaranteeing the completion
of any improvements related to this Tentative Tract Map, shall comply with the
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City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
provisions of Chapter 13.28 (Improvement Security), LQMC.
41. Improvements to be made, or agreed to be made, shall include the removal of any
existing structures or other obstructions which are not a part of the proposed
. improvements; and shall provide for the setting of the final survey monumentation.
When improvements are phased through a "Phasing Plan," or an administrative
approval (e.g.,, Site Development Permits), all off -site improvements and common on-
site improvements (e.g., backbone utilities, retention basins, perimeter walls,
landscaping and gates) shall be constructed, or secured through a SIA, prior to the
issuance of any permits in the first phase of the development, or as otherwise
approved by the City Engineer.
Improvements and obligations required of each subsequent h
q phase shall either be
completed, or secured through a SIA, prior to the completion of homes or the
occupancy of permanent buildings within such latter phase, or as otherwise approved
by the City Engineer.
In the event the applicant fails to construct the improvements for the development,
or fails to satisfy its obligations for the development in a timely manner, pursuant to
the approved phasing plan, the City shall have the right to halt issuance of all
permits, and /or final inspections, withhold other approvals related to the development
of the project, or call upon the surety to complete the improvements.
42. Depending on the timing of the development of this Tentative Tract Map, and the
status of the off -site improvements at the time, the applicant may be required to:
A. Construct certain off -site improvements.
B. Construct additional off -site improvements, subject to the reimbursement of its
costs by others.
C. Reimburse others for those improvements previously constructed that are
considered to be an obligation of this tentative tract map.
D. Secure the costs for future improvements that are to be made by others.
E. To agree to any combination of these means, as the City may require.
Off -Site Improvements should be completed on a first priority basis. The applicant
shall complete Off -Site Improvements including the traffic signal at the Washington
Street and Lake La Quinta Drive /proposed shared access drive intersection in the first
i
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City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
phase.of construction or by the 20% Building Permit (151h home) unless conditioned
otherwise in these Conditions of Approval.
In the event that any of the improvements required for this development are
constructed by the City, the applicant shall, prior to the approval of the Final Map, or
the issuance of any permit related thereto, reimburse the City for the costs of such
improvements.
43. If the applicant elects to utilize the secured agreement alternative, the applicant shall
submit detailed construction cost estimates for all proposed on -site and off -site
improvements, including an estimate for the final survey monumentation, for
checking and approval by the City Engineer. Such estimates shall conform to the unit
cost schedule adopted by City resolution, or ordinance.
For items not listed in the City's unit cost schedule, the proposed unit costs shall be
approved by the City Engineer.
At the time the applicant submits its detailed construction cost estimates for
conditional approval of the Final Map by the City Council, the applicant shall also
submit one copy each of an 8-1/2" x 11 " reduction of each page of the Final Map,
along with a copy of an 8-1/2" x 11 " Vicinity Map.
Estimates for improvements under the jurisdiction of other agencies shall be approved
by those agencies and submitted to the City along with the applicant's detailed cost
estimates.
Security will not be required for telephone, natural gas, or Cable T.V. improvements.
GRADING
44. The applicant shall comply with the provisions of Section 13.24.050 (Grading .
Improvements), LQMC.
45. Prior to occupancy of the project site for any construction, or other purposes, the
applicant shall obtain a grading permit approved by the City Engineer.
46. To obtain an approved grading permit, the applicant shall submit and obtain approval
of all of the following:
A. A grading plan prepared by a qualified engineer,
B. A preliminary geotechnical ( "soils ") report prepared by a qualified engineer,
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City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
C. A Fugitive Dust Control Plan prepared in accordance with Chapter 6.16,
(Fugitive Dust Control), LQMC, and
D. A Best Management Practices report prepared in accordance with Sections
8.70.010 and 13.24.170 (NPDES stormwater discharge permit and Storm
Management and Discharge Controls), LQMC.
All grading shall conform to the recommendations contained in the Preliminary Soils
Report, and shall be certified as being adequate by a soils engineer, or by an
engineering geologist.
A statement shall appear on the Final Map that a soils report , has been prepared in
accordance with the California Health & Safety Code § 17953.
The applicant shall furnish security, in a form acceptable to the City, and in an
amount sufficient to guarantee compliance with the approved Fugitive Dust Control
Plan provisions as submitted with its application for a grading permit.
47. As the area to the west has an open space covenant attached to any land action, the
applicant shall be required to have an independent grading monitor /inspector on site
'during its grading operation to verify non disturbance of any "Open Space ". The
";Open Space" area shall be identified through physical means and verification of the
grading monitor /inspector prior to approval of the grading permit issuance. All
grading activity shall be conducted on site and shall not impact the open space
property to the west.
48. Associated with the "Open Space" covenant for land to the west, this unique site
requires retaining wall construction along the westerly property line. The wall heights
and design shall be approved by the Community Development Department along with
the any other approvals required by the City for construction and design of the
retaining wall. Erosion Control and Drainage Systems necessary to restrict off site
flow and control erosion will be subject to City Engineer approval. Consistent with
the existing "Open Space" covenant, encroachment on to the adjacent land to the
west, including temporary construction access, is prohibited.
49. The applicant shall maintain all open graded, undeveloped land in order to prevent
wind and /or water erosion of such land. All open graded, undeveloped land shall
either be planted with interim landscaping, or stabilized with such other erosion
control measures, as were approved in the Fugitive Dust Control Plan.
50. Grading within the perimeter setback and parkway areas shall have undulating terrain
and shall conform with the requirements of LQMC Section 9.60.240(F) except as
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City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060'- Laing Luxury Homes
February 20, 2007
otherwise modified by this condition requirement. The maximum slope shall not
exceed 3:1 anywhere in the landscape setback area, except for the backslope (i.e.
the slope at the back of the landscape lot) which shall not exceed 2:1 if fully planted
with ground cover. The maximum slope in the first six (6) feet adjacent to. the curb
shall not exceed 4:1 when the nearest edge of sidewalk is within six feet (6') of the
curb, otherwise the maximum slope within the right of way shall not exceed 3:1. All
unpaved parkway areas adjacent to the curb shall be depressed one and one -half
inches (1.5 ") in the first eighteen inches (18 ") behind the curb.
51. The applicant shall minimize the differences in elevation between the adjoining
properties to the north and south and the lots within the development. Applicant
shall have the ability to lower pad elevations for lots 1 -1 1 up to 3 feet and raise pad
elevations for lots 25 -28, 73 and 74 up to 3 feet. Pad elevations for remaining lots
shall only be adjusted as necessary to provide for an orderly transition between lots,
streets and paseos.
Where compliance with the above stated limits is impractical, the City Engineer may
approve alternatives that are shown to minimize safety concerns, maintenance
difficulties and neighboring owner dissatisfaction with the grade differential. In the
event that off -site grading is proposed, the applicant must submit a letter of
permission from the adjacent property owner.
52. Prior to the issuance of a building permit for any building lot, the applicant shall
provide a lot pad certification stamped and signed by a qualified engineer or surveyor.
Each pad certification shall list the pad elevation as shown on the approved grading
plan, the actual pad elevation and the difference between the two, if any. Such pad
certification shall also list the relative compaction of the pad soil. The data shall be
organized by lot number, and listed cumulatively if submitted at different times.
DRAINAGE
53. The applicant shall comply with the provisions of Section 13.24.120 (Drainage), LQMC
Retention Basin Design Criteria, Engineering Bulletin No. 06 -16 - Hydrology Report with
Preliminary Hydraulic Report Criteria for Storm Drain Systems and Engineering Bulletin
No. 06 -015 - Underground Retention Basin Design Requirements, unless otherwise
approved by the City Engineer. More specifically, stormwater falling on the site during the
100 year storm shall be retained within the development, unless otherwise approved by
the City Engineer. The design storm shall be either the 3 hour, 6 hour or 24 hour event
producing the greatest total run off. The tributary drainage area shall extend to the
centerline of adjacent public streets and shall also accept upstream tributary flows for this
regional sag location on Washington Street. Stormwater handling for Washington Street
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City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
' Tentative Tract 35060.- Laing Luxury Homes
February 20, 2007
may require additional drainage facilities to be constructed.
54. Nuisance water shall be retained on site. Nuisance water shall be disposed of per
approved methods contained in Engineering Bulletin No. 06 -16 - Hydrology Report
with Preliminary Hydraulic Report Criteria for Storm Drain Systems and Engineering
Bulletin No. 06 -015 - Underground Retention Basin Design Requirements unless
otherwise approved by the City Engineer.
55. In design of retention facilities, the percolation rate will be considered to be zero,
unless otherwise approved by the City Engineer.
56. No fence or wall shall be constructed around any retention basin unless approved by
the Community. Development Director and the City Engineer.
57. The applicant shall relocate the maintenance access ramp for the southerly retention
basin with access off of Washington Street (Lot 1) to Street "E" within the
development. The maintenance access ramp design shall be as approved by the City
Engineer.
58. For on -site above ground common retention basins, retention depth shall be according to
Engineering Bulletin No. 06 =016 - Hydrology Report with Preliminary Hydraulic Report
Criteria for Storm Drain Systems, unless otherwise approved by the City Engineer. Side
slopes shall not exceed 3:1 and shall be planted with maintenance free ground. cover.
Additionally, retention basin widths shall be not less than 20 feet at the bottom of the
basin, unless otherwise approved by the City Engineer.
59. 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(6) (7), LQMC unless otherwise approved by
the City Engineer.
60. The design of the development shall not cause any increase in flood boundaries,
levels or frequencies in any area outside the development.
61. 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.
62. Storm drainage historically received from adjoining property shall be received and
retained or passed through into the historic downstream drainage relief route.
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City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
Pursuant to the aforementioned, the applicant shall construct off -site drainage
improvements and gain construction
c
UTILITIES
63. The applicant shall comply with the provisions of Section 13.24.110 (Utilities),
LQMC.
64. The applicant shall obtain the approval of the City Engineer for the' location of all
utility lines within any right -of -way, and all above - ground utility structures including,
but not limited to, traffic signal cabinets, electric vaults, water valves, and telephone -
stands, to ensure optimum placement for practical and aesthetic purposes.
65. Existing overhead utility lines within, or adjacent to the proposed development, and
all proposed utilities shall be installed underground.
All existing utility lines attached to joint use 92 KV transmission power poles are
exempt from the requirement to be placed underground.
66. Underground utilities shall be installed prior to overlying hardscape. For installation of
utilities in existing improved streets, the applicant shall comply with trench
restoration requirements maintained,- or required by the City Engineer.
The applicant shall provide certified reports of all utility trench compaction for
approval by the City Engineer.
CONSTRUCTION
67. The City will conduct final inspections of habitable buildings only when the buildings
have improved street and (if required) sidewalk access to publicly- maintained streets.
The improvements shall include required traffic control devices, pavement markings
and street name signs. If on -site streets in residential developments are initially
constructed with partial pavement thickness, the applicant shall complete the
pavement prior to final inspections of the last ten percent of homes within the
development or when directed by the City, whichever comes first.
LANDSCAPE AND IRRIGATION
68. The applicant shall comply with Sections 13.24.130 (Landscaping Setbacks) &
13.24.140 (Landscaping Plans), LQMC.
69. The applicant shall provide and maintain landscaping in the required setbacks,
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' City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
retention basins, common lots and park areas.
70. Landscape and irrigation .plans for landscaped lots and setbacks, medians, retention
basins, and parks shall be signed and stamped by a licensed landscape architect.
71. Final landscaping and irrigation plans (and precise grading plans relevant to landscape
areas) shall be prepared by a licensed landscape professional and shall be reviewed
by the ALRC and approved by the Community Development Director prior to issuance
of the first building permit. An. application for Final Landscape Plan Check shall be
submitted to the Community. Development Department for final landscape plan
review. Said plans shall include all landscaping associated with this project., including
perimeter landscaping, and be in compliance with Chapter 8.13 (Water Efficient
Landscaping) of the Municipal Code. The landscape and irrigation plans shall be
approved by the Coachella Valley Water District and Riverside County Agriculture
' Commissioner prior to submittal of the final plans to the Community Development
Department.
' 72. Landscape areas shall have permanent irrigation improvements meeting the
requirements of the Community Development Director and. the City Engineer. Use of
lawn areas shall be minimized with no lawn, or spray irrigation, being placed within
1''8 inches of curbs along public streets.
73. The applicant or his agent has the responsibility for proper sight distance
requirements per guidelines in the AASHTO "A Policy on Geometric Design of
Highways and Streets, 5" Edition or latest, in the design and /or installation of all
landscaping and appurtenances abutting and within the private and public street right-
, of -way.
PUBLIC SERVICES
74. The applicant shall provide public transit improvements as required by SunLine
Transit Agency and approved by the City Engineer.
QUALITY ASSURANCE
75. The applicant shall employ construction quality- assurance measures that meet with
the approval of the City Engineer.
76. The applicant shall employ, or retain, qualified engineers, surveyors, and such other
appropriate professionals as are required to provide the expertise with which to
prepare and sign accurate record drawings, and to provide adequate construction
' supervision.
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' City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
77. The applicant shall arrange for, and bear the cost of, all measurements, sampling and
I testing procedures not included in the City's inspection program, but which may be
required by the City, as evidence that the construction materials and methods
' employed comply with the plans, specifications and other applicable regulations.
78. Upon completion of construction, the applicant shall furnish the City with
' reproducible record drawings of all improvement plans which were approved by the
City. Each sheet shall be clearly marked "Record Drawing," "As- Built" or "As-
Constructed" and shall be stamped and signed by the engineer or surveyor certifying
to the accuracy and completeness of.the drawings. The applicant shall have all
AutoCAD'or raster -image files previously submitted to the City, revised to. reflect the
as -built conditions.
MAINTENANCE
79. The applicant shall comply with the provisions of Section 13.24.160 (Maintenance),
LQMC.
80. The applicant shall make provisions for the continuous and perpetual maintenance of
all private on -site improvements, perimeter landscaping, access drives, and
sidewalks.
FEES AND DEPOSITS
81. The applicant shall comply with the provisions of Section 13.24.180 (Fees and
Deposits), LQMC. These fees include all deposits and fees required by the City for
plan checking and construction inspection. Deposits and fee amounts shall be those
in effect when the applicant makes application for plan check and permits.
82. Permits issued under this approval shall be subject to the provisions of the
Infrastructure Fee Program and Development Impact Fee program in effect at the time
of issuance of building permit(s).
83. The developer shall pay school mitigation fees based on their requirements.. Fees
shall be paid prior to building permit issuance by the City.
' 84. Tentative Tract 35060 shall provide for parks through payment of an in -lieu fee, as
specified in Chapter 13.48, LQMC. The in -lieu fee shall be based on the fair market
value of the land within the subdivision. Land value information shall be provided to
the Community Development Director, via land sale information, a current fair market
value of land appraisal, or other information on land value within the subdivision. The
' Community Development Director may consider any subdivider - provided or other land
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' City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
value information source for use in calculation of the parkland fee.
FIRE MARSHALL
85. For residential areas, approved standard fire hydrants, located at each intersection
and spaced 330 feet apart with no portion of any lot frontage more than 165 feet
from a hydrant. Minimum fire flow shall be 1000 GPM for a 2 -hour duration at 20
PSI. Fire hydrants are also required every 660 feet on the outside of the perimeter
walls.
1 86. Blue dot retro - reflectors shall be laced in the street 8 inches from centerline ne to the
side that the fire hydrant is on, to identify fire hydrant locations.
87. Any turn or turn - around requires a minimum 38 -foot outside turning radius.
88. All structures shall be accessible from an approved roadway to within 150 feet of all
portions of the exterior of the first floor as measured by outside path of travel.
t . 89. The minimum dimension f'
or access roads and gates is 18 feet clear and unobstructed
width and a minimum vertical clearance of 13 feet 6 inches in height, and a turn
through the center divider not to exceed every 100 feet.
90. Any gate providing access from a public roadway to a private entry roadway shall be
located at least 35 -feet setback from the roadway and shall open to allow a vehicle
to stop without obstructing traffic on the road. Where a one -way road with a single
traffic lane provides access to a gate entrance, a 38 -foot turning radius shall be used.
' 91. Gates shall be automatic, minimum 18 feet in width and shall be equipped with a
rapid entry system (KNOX). Plans shall be submitted to the Fire Department for
approval prior to installation. Automatic gate pins shall be rated with a shear pin
force, not to exceed 30 pounds. Gates activated by the rapid entry system shall
remain open until closed by the rapid entry system.
92. The required water system, including fire hydrants, shall be installed and accepted by
the appropriate water agency prior to any combustible building material being placed
on an individual lot. Two sets of water plans are to be submitted to the Fire
Department for approval.
93. The applicant or developer shall prepare and submit to the Fire Department for
approval, a site plan d.esignating required fire lanes with appropriate lane painting
and /or signs.
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' City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
MISCELLANEOUS
94. All applicable conditions /provisions of Specific Plan 2006 -081 shall be in force and
effect for TTM 35060.
95. The Tentative Tract Map shall be amended to include access easements between lots 47
through 52, 35 through 40, 29 through 34, 69 to 72, 65 to 68, and 58 to 61, to
accommodate the pedestrian "paseos" described in the Specific Plans. The paseo
easement shall be a minimum of 11 feet in width, and shall be maintained by the
homeowner's association.
96.. All perimeter wall designs including height, color, material, design shall be reviewed
' by the Architecture and Landscape Review Committee and the Planning Commission.
' 97. Proposed street names, with a minimum of two alternative names per street, shall be
submitted to the Community Development Department for approval. The street
names shall be approved prior to recordation of the final map.
98. All mitigation measures contained in Environmental Assessment 2006 -579 shall be
met.
99. In addition to the mitigation measure requirement for an archaeological monitor
contained in Environmental Assessment 2006 -5.79, the applicant shall coordinate
' with the Agua Caliente Band of Cahuilla Indians to ensure that an approved cultural
monitor is present during any grubbing, earth moving or excavating activity on the
' undeveloped portions of the subject property.
If human remains are encountered during grading and other construction excavation,
work in the immediate vicinity shall cease and the County Coroner shall be contacted
pursuant to State Health and Safety Code §7050.5. If significant Native American
cultural resources are discovered which call for a Treatment Plan, the developer or his
archaeologist shall contact the Agua Caliente Band of Cahuilla Indians ( "Tribe "). If
requested by the Tribe, the developer or the project archaeologist shall, in good faith,
consult on the discovery and its disposition (e.g. avoidance, preservation, return of
artifacts to tribe, etc.).
100. Prior to final map approval, the developer shall submit to the Community
1 Development Department for review, a copy of the proposed Covenants, Conditions,
and Restrictions (CC &R's) for the project. If Community Development Director
determines City Attorney review is necessary, a deposit will be 'required for
reimbursement of City Attorney review fees.
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' City Council Resolution No. 2007 -018
Conditions Of Approval - Approved
Tentative Tract 35060 - Laing Luxury Homes
February 20, 2007
101. Minor lot. configuration modifications required to comply with these conditions and
Fire Marshal requirements shall be reviewed and approved by the Community
Development Department and Public Works Department.
102. Approval of production home designs and landscaping requires approval of a Site
Development permit application by the Planning Commission.
103. The Community Development Director shall cause to be filed with the County Clerk a
"Notice of Determination" pursuant to CEQA Guideline § 15075(a) once reviewed and
approved by the City Council. The appropriate filing fee shall be paid by the developer
' within 24 hours of City Council. approval of.the tentative tract map.
104. All public agency letters received for this case are made part of the case file
documents for plan checking purposes.
105-. A permit from the Community Development Department is required for any temporary
or permanent tract signs. Uplighted tract identification signs are allowed subject to
the provisions of Chapter 9.160 of the Zoning Ordinance.
106. The Community Development and Public Works Directors may allow minor design
changes to final map applications that include a reduction in the number of buildable
lots, changes in lot sizes, relocation of common open space areas or other required
public facilities (e.g., CVWD well sites, etc.) and changes in the alignment of street
sections, provided the applicant submits a Substantial Compliance Application to the
Public Works Department during plan check disclosing the requested changes and
how the changes occurred. These changes shall be conveyed to the City Council
when the map is presented for recordation consideration.
107. Each lot shall be limited to not more than one (1) guest suite with kitchenette.
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CITY COUNCIL RESOLUTION NO. 2007 -019
CONDITIONS OF APPROVAL - APPROVED
SITE- DEVELOPMENT PERMIT 2006 -873
LAING LUXURY HOMES
DATE: FEBRUARY 20, 2007
GENERAL
1. The applicant agrees to defend, indemnify, and hold harmless the City of La
Quinta (the "City "), its agents, officers and employees from any claim,
action or proceeding to attack, set aside, void, or annul the approval of this
development application or any application thereunder.. The City shall have
sole discretion in selecting its defense counsel.
The City shall promptly notify the developer of any claim, action or
proceeding and shall cooperate fully in the defense.
2. This Site Development Permit is valid for two years, unless an extension is
applied for and granted by the Planning Commission pursuant to Section
9.200.080 of the La Quinta Municipal Code.
3. This approval is_for the following model plans:
Bungalow Plan 1A, 1B, 1 AX, 1 BX
Bungalow Plan 2A, 2B, 2AX, 2BX
Bungalow.Plan 3A, 3B
Bungalow Plan. 4A, 4B
Hacienda Plan 1A, 1B
Hacienda Plan 2A, 2B
Hacienda Plan 3A, 3B
4. Prior to issuance of building permits for any of the units authorized by this
approval, final working drawings shall be approved by the Community
Development Director.
5. SDP 2006 -081 shall comply with all applicable conditions and /or mitigation
measures for the following approvals:
• Environmental Assessment 2006 -579
• Specific Plan 2006 -081
• Tentative Tract Map 35060
In the event of any conflict(s) between approval conditions and /or provisions
of these approvals, the Community Development Director shall determine
precedence. No development permits will be issued until compliance with
these conditions has been achieved.
IPAReports - CC \2007 \2 -20 -07 \Laing Cont \CC COA SDP 2006- 873.doc
City Council Resolution No. 2007 -019
Conditions of Approval - Approved
Site Development Permit 2006 -873
Laing Luxury Homes
Date: February 20, 2007
6. Prior to the issuance of any grading, construction, or building permit by the
City, the applicant shall obtain the necessary clearances and /or permits from
the following agencies, if required:
• Fire Marshal
• Public Works Department (Grading Permit, .Improvement Permits)
Community Development Department
• Riverside Co. Environmental Health Department
• Desert Sands Unified School District
• Coachella Valley Water District (CVWD)
• Riverside County Agricultural Commissioner
• Imperial Irrigation District (IID)
• California Water Quality Control Board (CWQCB)
• South Coast Air Quality Management District (SCAQMD)
The applicant is responsible for all requirements of the permits and /or
clearances from the above listed agencies. When the requirements include
approval of improvement plans, the applicant shall furnish proof of such
approvals when submitting those improvement plans for City approval.
7. Air conditioning compressors by Zoning Code requirements cannot be placed
in sideyards unless a minimum 5 foot clearance between compressor and side
property line is provided.
8. A Community Development Department application for Final Landscape Plan
Check shall be submitted for final landscaping plans and reviewed by the
ALRC per the Code and application requirements with final approval by the
Community Development Director.
9. The applicant shall redesign the perimeter wall and berming along the
Washington Street frontage for a maximum combined height of wall and
berming not to exceed 10 feet, of which the wall height shall not exceed six
feet. Height shall be measured from top of curb to top of wall. Said wall
shall have staggered openings every 100. feet and pilasters shall be placed at
each end as well as the center of the 100 foot sections.
10. The applicant shall redesign the three tiered retaining walls to the approval of
the City Engineer and Community Development. Said retaining walls shall
consider a curvilinear pattern with additional stepping and design details that
integrate the walls with natural elements such as rock outcroppings.
Additional trees and large shrubs should be incorporated into the design to
soften the visual impact of the proposed walls. A minimum of six feet
PAReports - CC \2007 \2 -20 -07 \Laing Cont \CC COA SDP 2006- 873.doc
City Council Resolution No. 2007 -019
Conditions of Approval - Approved
Site Development Permit 2006 -873
Laing Luxury Homes
Date: February 20, 2007
between said walls and a maximum slope of 3:1 shall exist in locations where
trees and /or large shrubs are proposed.
11. The Site Development Permit shall be amended to include one recreational
amenity at the central park site. The recreational amenity could include, but
is not limited to, a pool or spa, tot lot, bocci ball court, putting greens, picnic
area, and /or community garden. In addition, seating shall be established
along all trails at intervals not greater than 200 feet. Recreational amenities
shall be maintained by the homeowner's association.
1.2. All "choker" or "c hicane" curbs shall be painted red and posted "No
Parking" in a manner acceptable to the Public Works Department and the
Fire Department.
' 13. No signage is permitted with this approval. Signage shall be reviewed under
separate permit.
16. As per American Association of State Highway Transportation Officials
(AASHTO) sight triangle design standards, plants located within sight
triangles shall not consist of a height greater than 30 inches from the
pavement surface and tree canopies shall not hang below 80 inches.
17. Any ground- mounted mechanical equipment located in view from any street
or common area shall be screened by dense landscaping, of a sufficient
height to fully screen such equipment above its horizontal plane.
18. Where garages and courtyard walls meet, the wall shall be set back a
minimum 6" from the face of the garage to minimize joint cracking.
19. Each lot shall be limited to not more than one (1) " kitchenette" guest suite.
20. The Hacienda units shall have a minimum front yard building setback of 15
feet except for garages, which shall have a minimum front yard setback of
20 feet. Garages oriented parallel . to the fronting street shall have a
minimum front yard setback of 15 feet. Setback measurements for the
Hacienda units located on lots 1 -11 shall be measured from back of curb.
21. Landscaping along the Washington Street frontage shall not include turf
between the curb and sidewalk.
PAReports - CC \2007 \2 -20 -07 \Laing Cont \CC COA SDP 2006- 873.doc
' , Earth Systems
SOUL 79 -811 B Country Club Drive
�
Southwest �
' Bermuda Dunes, CA 92203
(760) 345 -1588
(800) 924 -7015
FAX (760) 345 -7315
1
November 22, 2006 File No.: 06990 -07
0&11 -801
LGC C-
131.9 Calle Avanzado..
' San. Clemente, Calif6mia.92673�`�
.$-
Attention: Mr:.7ames.Thomasson
Project: Proposed` Residential Development
Canyon-Ridge, Tentative Tract. Map 35060
Northwest. Corner of Washington Street and Avenue 48
La Quinta, California /
Subject: Infiltration Testing for Retention Basin Design
Dear Mr. Thomason:
This report presents our findings of infiltrometer testing conducted for the proposed development
to be located' at the northwest corner of the intersection at Washington. Street and Avenue. 48 in
' the .City of La Quinta, Riverside County, California. The property is legally described as
Assessor's Parcel. Number. (APN) 643 -090 -024.
,. This report. should stand .as a whole and no part: of the report should be excer pted. or used to. .
exclusion of any other part.
' This report completes our scope of services in accordance with our agreement,. dated November.
72 . 2006.: Other servicesthat may be required, such as a. plan. review;, are additional services.-and
will be billed according tol the Fee Schedule.: in effect. at the time services. are: provided: Unless
requested in writing;: tT.e. client is responsible for distributing this. report to the appropnate
governing agency or other- members of the design team.
Site Description
The site location is shown on the attached Figure 1. The parcel is located within: the SE 1%4 of the
SWIA of Section 30; TSS, R7E of the San. Bernardino Baseline and Meridian. The proposed
retention basins are to be constructed along the east. side of the development, parallel to
Washington Street with the bottom elevations at 50 feet, or approximately 5 feet below existing
grade..
' The project site presently consists of a graded gravel parking lot with landscaped islands and
paved. access roads.
' The. site- is. situated on sloping to nearly level ground that drains by sheet flow to. the. southeast.
INovember 22, 2006 -2- File No. 06990 -07
Soil Conditions
The field exploration indicates that site soils consist generally of Sil ty
(Unified. Soil Classification System symbols of SM to SP -SM), with
2 foot lenses of Silt, Clayey Silt, and Silty Clay (ML, ML /CL, and CL)
not encountered in the borings during exploration.
06 -11 -801
Sand to Sand with Silt
approximately 1 -inch to
. Free groundwater was
The attached boring logs include detailed descriptions. of the soils encountered.
Infiltration Testing
The purpose. of the infiltration testing. was to measure: the ultimate infiltration rate to be used
(with an appropriate factor of safety) in the design. of the: storm water. retention basins. The
approximate locations of the tests: are. shown'on� the,attached: Figure 2:.
Four exploratory borings were drilled in the vicinity of the proposed retention basins to depths of
approximately: 20': feet. In addition, four infiltration test borings::were. drilled next to the.
exploratory borings to depths of approximately 8' feet below the existing ground surface,.1 &6t
below-* the proposed. depth .of the basins. The borings were drilled' on November 8, 20.06 using: an
8 -inch outside diameter hollow =stem auger, powered by a Simco 2800 HT truck- mounted
drilling rig. A 3%4 -inch diameter perforated pipe.was set in each borehole. and the.annuluI&was
backfilled.with pea =sized gravel. The testing was accomplished on November 8 and 9, 2006, and
was completed according to the guidelines of the U.S: Bureau of Reclamation Method for
Unsaturated Soils above Groundwater. The water. head was maintained at approximately 3 feet
above the bottom of the test boring in order to test the zone 3 feet below the bottom of the
proposed basin. Test results are presented in Table 1 and attached to this report.
Table 1— Infiltration Test Results.
Test
Bottom. of Hole
Water Head
Flow Rate.
Hydraulic Conductivity
ID
(feet)
(feet)
(gpm)'.
in/hr.. al /sf /da
8.0
3:35
0:44
18:0:
L'2
8:5
167
0.36
0 q,
12:7
I -3
8.5
3.45
0.08
:02
33
L4
8.5 .
_ 3.51. 1.
0:17
0 4`:'
6.6
' Design Infiltration Rate
Less Thct.n ;�O ---- e O ,n hr :Pesgr)
The designer of the stormwater retention basin should decide on an. appropriate factor of safety
' to apply to reported infiltration rates..- Infiltration of stormwater through the bottom of the basin
may be significantly less than the values given over time because of siltation of the basin bottom
and development of a film from road oils from paved streets. Maintenance of the retention basin
is crucial' if no factor of safety is applied. Maintenance may include periodic scarifying the
bottom of basin to open soil pores- clogged by siltation, oils,. or vegetation growth. A silt and oil
trap placed at influent points may be considered to reduce the potential for reduction in the
infiltration rate of soils.
EARTH SYSTEMS SOUTHWEST
1I
November 22, 2006
Limitations
=3-
File No. 06990 -07
06 -11 -801
Our findings and recommendations in this report are based on selected points of field
exploration, laboratory testing, and our understanding of the proposed project. Furthermore, our
findings and recommendations are based on the assumption that soil conditions do not vary
significantly from those found at specific exploratory .locations. Variations . in soil. or
groundwater conditions. could exist between and beyond the exploration points:. The-nature and
extent of these: variations may..•.not become evident until construction:. Variations in soil or.
groundwater may require . `additional -' studies;.; consultation, and possible `revisions... to our.
recommendations".
This report is. issued with the' understanding that -the owner or the owner's representative has the
responsibility to bfingahe: information and recommendations contained herein-to the attention of
the architect .and. engineers:
.for. the project _ so. that they are incorporated into the plans*. and
specifications for. the.: project. The owner.. or the• owner's . representative -also has `the: .
responsibility to: take the. necessary , steps to. see that the: general contractor and all` subcontractors
follow such recommendations: It is ' further understood that the owner . or the owner's
representative is responsible for submittal of this report to the appropriate governing agencies.
As the Geotechnical Engineer of Record for this project, Earth Systems Southwest (ESSW) has
striven to. provide our services in accordance with generally accepted'ge.otechnical. engineering
practices in. this locality at this time. No warranty or guarantee. is express- or implied. This
report. was prepared for .the. exclusive use of the. Clientand the Client's authorized agents.
We appreciatei this opportunity 'to provide our professional services. Should any questions or
comments arise, please contact-our office at: (7(0)-345=1588:
apFESSip
Respectfully submitted-, p V.
q'
Q N .
��c.
EARTH. SYS SOUTHWEST Reviewed by
C6CE 38234
Joseph: E. Mb pey Craig S. Hill
Project Geologist/Geophysicist CE 38234 pF.�1F
Letter. /jem%csh/ajf
Distribution: 6/LGC`
AC File
2./BD-File
' EARTH SYSTEMS SOUTHWEST
116 0192 "W 116 °182"W
563000 564000 565000
116 °17 2 "W
566000 567000
I 563000' 564000 565000
116 °19'2 "W 116 °18'2 "W
566000 567000
11"6 °172"W
0 500 1,000 2,000 - 3,000 4;000 5,000
Feet
N. Figure 1.
Site Location. Map'
LEGEND NWC Washingtm.St. 8t Avenue 48
I ■ ■ Canyon Ridge TTM 35060
Site Boundary La Quinta, Riverside County, California
■
jo—% Earth Systems
WIF Southwest
_ 11/22/06 File Nn nsgQn -n7
0
0
0
M
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CD
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\. j i.
I 563000' 564000 565000
116 °19'2 "W 116 °18'2 "W
566000 567000
11"6 °172"W
0 500 1,000 2,000 - 3,000 4;000 5,000
Feet
N. Figure 1.
Site Location. Map'
LEGEND NWC Washingtm.St. 8t Avenue 48
I ■ ■ Canyon Ridge TTM 35060
Site Boundary La Quinta, Riverside County, California
■
jo—% Earth Systems
WIF Southwest
_ 11/22/06 File Nn nsgQn -n7
0
0
0
M
n
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CD
^.N
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6 1, mo,",4*K, �:q
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T...... . . . . . . . . . . . . . .
v:j
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-ti
Image 2006 DiIjitalGlobe
A U
JEarth Systems
Southwest
BoringNo: B -1
Project Name: Tract 35060
File Number. 06990 -07
Boring Location: See Figure 2
TSample, ation 0ance
s/6 ")
5
[Lt]
F I5
— 20
25
30
35
79 -811B Country Club Drive, Bermuda Dunes, CA 92203
Phone (760) 345 -1558, Fax (760) 345 -7315
Drilling Date: November 8, 2006
Drilling Method: 8" inch hollow stem auger
Drill Type: Simco 2800 HT
Logged By: Dirk Wiggins
Description of Units Page 1 of 1
U A0
C/I
g
Note: The stratification lines shown represent the
� c
approximate boundary between soil and/or rock types Graphic Trend
A
U
and the transition may be gradational. Blow Count Dry Density
3) r-arin oyszems
Southwest
79 -811B Country Club Drive, Bermuda Dunes, CA 92203
Phone (760) 345 -1558, Fax (760) 345 -7315
Boring No: B -2
Drilling Date: November 8, 2006
Project Name: Tract 35060
Drilling Method: 8 ". inch hollow stem auger
File Number: 06990 -07
Drill Type: Simco 2800 HT
Boring Location: See Figure 2
Logged By: Dirk Wiggins
Sample
v
Type
Penetration
;; o
Description of Units Page 1 of l
v
Resistance
N
p om .o
Note: The stratification lines shown represent the
Q
a o°
. (Blows /6 ")
rn
Z'v
2 c
approximate boundary between soil and/or types Graphic Trend
m � 1
0.
U
and the transition may be gradational.. Blow Count. Dry Density.
5
10
15
20
25
30
35
� Sarin systems
Southwest
79 -81 IB Country Club Drive, Bermuda Dunes, CA 92203
Phone (760) 345-1558, Fax (760) 345.7315
Boring No: B -3
Drilling Date: November 8, 2006
Project Name: Tract 35060
ILT: moderate ellow. brown,. medium dense - .damp,
sandy.-silt,
T.
SM
Drilling Method: 8" inch hollow stem auger
File Number: 06990 -07
CL
CLAY:.stiff, damp
Drill Type: Simco 2800 HT
Boring Location: See Figure 2
-
. SP -SM
SAND WITH, ILT: damp, mostly fine to medium
grained sand
Logged By: Dirk Wiggins
SM
SILTY SAND- pale yellow brown, medium. dense, damp,
silty,. fine grained sand
Penetration
D escription of Units
T�__Sarbnple
Resistance
N
q a
.o
The stratification lines shown represent the
(Blows/6 ")
ri0.
.Note:
approximate boundary between soil and /or rock types Graphic Trend
A
U
and: the: transition may. be gradational. Blow Count. Dry Density
SM,
I
SILTY SAND: moderate yellow brown, loose, damp,
silty;: mostly fine to: medium grained sand
-
2,3.3.
=5
10
15
20
3, 3, 4
3, 4, 4
2. ; 4
3, 5, 6 ,
4,,3, 5'
5,7" 10
-6,6.8
.5, 6, 7
ML
ILT: moderate ellow. brown,. medium dense - .damp,
sandy.-silt,
T.
SM
SILTY SAND: moderate to pale yellow brown, medium
dense, damp; mostly silty, fine to medium grained- sand
medium dense, damp,. mostly, silty, fine to:medium grained sand
same as above
pale to moderate yellow brown, medium.dense, damp, silty, mostly
fine to medium grained. sand
3 "silt•I
CL
CLAY:.stiff, damp
SM
SIL AND: medium pale .yellowish brown, medium
denser damp, - mostly fine to meditim.grained
-
. SP -SM
SAND WITH, ILT: damp, mostly fine to medium
grained sand
SM
SILTY SAND- pale yellow brown, medium. dense, damp,
silty,. fine grained sand
25
Total Depth: 20 feet
Groundwater not encountered
GPS Location: 565288 E, 3729352 N
30
35
1 5qi
1
� I
carzn syszems
1� Southwest 79 -811B Country Club Drive, Bermuda Dunes, CA 92203
Phone (760) 345 -1558, Fax (760) 345 -7315
Boring No: B -4
Drilling Date: November 8, 2006
Project Name: Tract 35060
Drilling Method: 8" inch hollow stem auger
File Number: 06990 -07
Drill Type: Simco 2800 HT
Boring Location: See Figure 2
Logged By: Dirk Wiggins
v
Sample
Type
Penetration
_
N
Description of Units Page 1 of 1
a
Resistance
E
°'
a
o-
Note: The stratification lines shown represent the
D'
F., q
' (Blows/6 ")
�,
rn.
�
o
approximate boundary between soil and /or rock types Graphic Trend
m' y 0
-
p
V
and�the'transition may be gradational. Blow Count Dry Density
SP SM .
SAND' WFTH� SIL pale to; moderate yellow brown,
medium dense, dry, mostly fine.grained'with some
medium grained sand
2.3;4
4,517
5
same above
-as
same:as above
516,7
same as above
10
.4, 4', 4;.
same as above
4;4,5
5, 6, 6
fine to medium grained sand, Partial recovery
3, 5, 12
A.
SM.
SILTY SAND: pale yellow brown, medium dense; damp
15
�.
7, 5, 5•
clay lens in tip only
4,3;.4
pale.yellow brown, medium dense, damp
5, 7, 9
ILT: m erate.b n, l ose tomedmm dense, damp
e
and srQt ,. ry. san�to sandy sr
.
20
m n in sand
25.
Total Depth: 20 feet.
Groundwater not encountered
GPS Location:. 565287 E. 3729475 N
30`
7S
M M -' M M .dw: m M. r M M M= .M M -M M M
Shallow Pump -In Test by USBR Method for Unsaturated Soils above Groundwater
Project: Canyon Ridge Tentative Tract Map 35060
Project No.: 06990 =07
Date: 1119/06 Test Location: 565302E, 3729157N
Snuth Tibet in Cnii+h Qn.in
Test
ID
Bottom
of
Borehole
Lb
feet
Stabilized
Depth of
Water
Dw
feet
Borehole
Diameter
D
inches
Stabilized
Flow
Rate
q
m .
Perforated
Length
of Pipe
Lp
feet
:Outside
Diameter
of Pipe
OD
inches )
Elapsed
Time
since
Start
(hr :min)
Radius Active Head
of Length of
Borehole Water Ratio Ratio Ratio
q r1 La hl La1h1 La /r1 h1(r1
(cfm) (feet feet feet
Hydraulic Conductivity,
Borehole
Wetted
Area
(sO
Capacity
Factor
Q/k
k k ' : k ' "' k' ..:
(fpm) (�m /sec) in /hr gaysrida L
q
2L/day
Q
gal /sf/da
I -1
8:00
4.65
8.0
0.44
8.00
3.25
2:00
0.059 . 0.333 3.35 3.35 1.00 ' 10 10
0:00168. .. 8.5 : ' 1.2. • 18.0'`
7.0
85
90.5
5.02
0.25
0.000 `
34
Calculation of Flow Rate.
Trial
Diameter
of
Container
cm
Change
in
Height
cm
Volume
of
Container
(gallons)
Time_ .
to
Fill
Flow
Rate
q
m
minutes
sec
1 .
q( Binh''( La /hl)- (La /hl)Y(21tLa'(2hl -La).
k (in./hr) .
0.25"
0.000
35" .'
` 0.43
2
425
0.000
34.
0:25-
0.000
34'
_ *0,,44,
4
0.25
0.000 `
34
U. n v
V = n N "I- 1/30.48'`7,48 (gallons)
Reference: Zanger, Carl (1953),. Theory and Problems of Water Percolation,: Engineering
Monographs. No. 8, US Bureau of Reclamation (also USBR Drainage Manual)
q (cfm)
= q(gpm) /7.48
rl (feet)
= D(inches)l24
La
Lb -Dw
hl
= Lb-Ow.
k.(fpm)
q( Binh''( La /hl)- (La /hl)Y(21tLa'(2hl -La).
k (in./hr) .
= k (fpm)'720
k (gallsf /day)
= k (in /hr)•15
Shallow Pump-in Test by USBR Method for Unsaturated Soils above Groundwater
Project: Canyon Ridge Tentative Tract Map 35060
Project. No.: 06990 -07
Date: 1179/06. Test Location: 565292E,.37292bON
Test
ID
-2
Bottom
of
Borehole
Lb
feet
8.50
Stabilized
Depth of
Water
Dw
feet
4.83
Borehole
Diameter
D
inches
8.0:
Stabilized
Flow
Rate_
q
m
0.36
Perforated
Length
of Pipe
Lp
feet
8.50. .
'Outside
Diameter
of Pipe
OD .
inches )
:' 3 25
Elapsed
. Time '
since
Start.
(hr:min)'
2:30.
Radius Active . Head
of Length of
Borehole Water. Ratio Ratio Ratio
q. rl La h1 La/h1 La/r1 h1 /r1
(cfm ) feet feet feet
0:048 0.333- 3.67 "3.67' 1.00 11 11
Hydraulic
Borehole
Wetted
Area
(SO
7.7
Capacity
Factor
Q/k
5.26
k k k k :.
(f 0m) (µm /sec). in/hr aysuday
0.00118. "6.0' ":.." 0.9 `. ' 12:7:
q
cuday
69
Q
galrst /da
. 66.9
0.25
0.000
43
0.35
3
1
025' .
7:0:000
'43 :
0.35
4.
Calculation of Flow. Rate
Trial
Diameter
of
Container
cm
Change
in
Height
cm
Volume
of :
.Container
(gallons)
Time ""
to
. Fill .
Flow
Rate
q .
m
minutes
sec
1
42,
0.36
2
0.25
0.000
43
0.35
3
1
025' .
7:0:000
'43 :
0.35
4.
0.25
0.000' '"
: - 42 . '
1-:A.36
Li n v
V = nD2/4'H/30..483'7.48 (gallons)
Reference: Zanger;.Carl (1953), Theory and Problems of Water Percolation, Engineering
Monographs No..8, US Bureau of Reclamation (also USBR Drainage Manua4 :.
q (cfm). q(9Pm)/7.48
rl (feet) _ . D(inches) /24
La - Lb -Dw
hl = Lb -Dw
k (fpm) = q( sinh"(La /h1)7(4a /hl)j /(2nLa•(2h1 -La)
k (in /hr) = k (fpm)720
k (gal /4f /day) _ k (in /hr)•15
Shallow Pump-in Test by USER Method for Unsaturated Soils above Groundwater
PrpjOqt: Canyon Ridge Tentative Tract Map 35060
Project No.:'06990407
Date: 1119106 :Test Location: 565291E, 3729358N
Test
ID
1-3
Bottom
of
Borehole
Lb
(feet)
'8.50
Stabilized
Depth of
Water
Dw
(feet)
5- . 05
Borehole
Diameter
D
(inches)
8.0
Stabilized
Flow
Rate
q
(gpm)
0i08
Perforated
Length
of Pipe
Lp
(feet)
-8.'50'
OutsId&
Diameter
of Pipe
OD
(inches)
3.25
Elapsed
Time
since.
Start
(hr:mIn).
2:30
Radius Active Head
of Length of
Borehole Water Ratio Ratio Ratio
q rl La hl Lathl. Laftl hl /r1
(cfm) (feet) (feet) (feet )
0.011 0.333 3.45 3.45 1.00 10 10
I Hyd'
raullc.0 oridubtivity:
borehole
Welted
Area
60
-7.2
Capacity
Factor
Q/k
5.09
.
k. k :k- k
.(fPM) (IAM/Se�C �, Qn/hO. gavif/daj
000031
q
cf/day
16
0
gal/sf/day
16.6
3.
4
Calculation of Flow Rate
Trial
Diameter
of
Container
Change
In
Height
(cm)
Volume
of
Container
(gallonsi
Time
to
Fill
Flow
Rate
q
(913m)
1minutes Y
= Lb-Dw
1
30.68'
6.4
1:25
15'
0
0.08,
2
3.
4
Lj r! V
V = nl)?/4'1-1/30.48 3-7.48 (gallons)
Reference:.Z.anger, Carl (1953), Theory and. Problems of Water PercoI6 Ion: En . gineering
Monographs No.. 8, US Bureau of Reclamatlon(also USBR Drainage Manual) .
q (cfm)
= q(9pM)f7.48
rl (feet)
= D(Inches)/24
La
= Lb-Ow
hl
= Lb-Dw
k.(fprp)
= q[sinh*'(La/h1)-(La/hl)11(2nLa*(2h1 -La)
k (in/hr)
= k (fpm)•720
k (gal/sf/day)
= k (in/hr)•15
Shallow Pump -In' Test.by,USBR Method. for Unsaturated Soils above Groundwater
Project: Canyon Ridge Tentative Tract Map 35060 .
Project No.: 06990 -07
Date: 1119106 Test Location: 565289E, 3729485N
A1nAh Tec• kl-.N. 0--t-
Calculation of Flow Rate
Trial
Bottom
Stabilized
Volume
of
Container
allons
Stabilized
Perforated
Outside
Elapsed
Radius Active Head
q[ slnh''( La /h1)- (La /h1)] /(?gLo *(2hl -La),
k (in /hr) -
0.25
0
Test
ID
1-4
of
Borehole
Lb
feet
8.50
Depth of
Water
Dw
feet
4.99
Borehole
Diameter
D
inches
1 8.0 1
Flow
Rate
q
m
0.17
Length
of Pipe
Lp
feet)
8.50
Diameter
of Pipe
OD
inches
3.25
Time.
since.
Start
hr:min
3:30
of Length of
Borehole Water Ratio Ratio Ratio
q rl La hl La/ht La /r1 h1 /r1
cfm feet feet feet
0.023 0.333 3.51 3.51 1.00 11 11
H draulic Conductivity' "
Borehole
Wetted
Area
s
7.4
Capacity
Factor
Q/k
5.14
k k k k
f m (ym /sec) in/hr ausvda
0.00061'' 3.1. .0.4' 6.6':'
q
cf /da
33
Q
ay
33.8
4
Calculation of Flow Rate
Trial
Diameter
of
Container
cm
Change
in
Height
cm
Volume
of
Container
allons
Time
to
Fill
Flow.
Rate_
q
m
minutes
sec
1
q[ slnh''( La /h1)- (La /h1)] /(?gLo *(2hl -La),
k (in /hr) -
0.25
0
87
0.17
2
0.25
1 0
87
0.17
3
4
v n v
V = nD2/4'H/30.483'7.48 (gallons)
Reference: Zanger, Carl (1953), Theory and Problems of Water Percolation,' Engineering
Monographs K16. 8, US Bureau of Reclamation (also USBR Drainage Manual)
q (cfm)
= q(gpm)/7.48
rl (feet)
= D(inches) 124
La
= Lb -Dw
h1
- Lb -Dw
k(fpm)
q[ slnh''( La /h1)- (La /h1)] /(?gLo *(2hl -La),
k (in /hr) -
k (fpm)'720
k (gal/sf /day)
k (in /hr)•l5
�: •^
:. e`
{. , /'.
_ _i`�;..
fc
AR
WINN J
wMer
:4
fit
it
-tzty
dl 31 I—L
Q:
zi2l
P-, A
P7
Wl .1
a
ve
, 7
Mae
' RIVERSIDE COUNTY CALH`ORNIA
TABLE 12. Soil and water features
[Absence of an entry indicates the feature is not a concern. See text for descriptions of symbols and such to
".brief," and "perched." The symbol < means less than-; terms as
. � means greater than] '
' Soil name and logic Flooding High water table Bedrock
map symbol group Frequency Duration Months Depth Kind Month'; Depth Hardness
' Badland: Ft to
BA.
Borrow pits:
B P.
Bull Trail:
BtE------------------ B None ------ ------ - - - - -- - ------ - - -- -- >6.0
Cajon: - ----- --- - - -- -- ------ -- -- --
Ca.D------------
> 60
- - -- A None - - - -- -- - >6_.& -------- - - - - -- - - - -- - -- ---- - - - - --
----- - - - - -- -- - - -- -- >60
Cajon variant:
CbD----------- - - - - -- A None - - - - -- - - = ---- - - - - -- ------------ >6.0
-------- - - - - -- ------ - - - - -- >60 - - - - --
Carrizo: >
.. .
CcC----------- - - - - -- A Rare= - - - - -- - ------------------- - - - - -- >6.0 - --
-
-
- --- - - - - -- ------ - - - -- >60
Carsitas: - - - - - - - - - -
CdC, CdE, ChC, CkB. A None - - - - -- -------- - - - - -- ------ - - - - -- >6.0
CFB----= ---------------- A None ----- - -- - -- S - - - - -= - - - --
--------- ------ - - - - -- 2.0 -4.0 . A nt - - - -- Jan- Dec - - -- >60 ---- - - - - --
Carsitas Variant:
CmB, CmE----- - - - - -- C .'None - - - - -- - -- - --
---------=- ------ - - - - -- >6.0 ----- - - - - -- 6-20 .,,
-------- - - - - -- - "ppable.
Chuckawalla:.
' -Co B, Co D, CnC, CnE. B None-----. - ______
-- - - - - -- ------ - - - - -- >6.0. --------- --- -- - - - - --
>60- - - -- -
C
CC��r CC ,.CiA - - - - : -- None - - - - -- - - - - - =- ------- -------
--- - p- B- - -- -- - None - - >6.0 _ - ._ P -p---- - - __- _ - --_ - a- n- - - D--et - cA _ '--
>60
- -- - ------- -- - " -- " - --
>60
Fluaaquents::. - r
Fa ------------------- D Frequent___: Very long___ A -Sep--:-- P- =-- 0.5 -2.0. ,apparent -- -- Jan- ---._ >60
Fluvents: ---- - - - - --
Fe------------- - - - - -- A /D. Occasional-_ Very brief-_ -- Jan-Dec----
Gilman: >6:0 .__ -_-
--- - - - - -- --- - - - - -- >60
Ga B, GbA, GbB; Ge_A. B Rare-- ___ -.: _.-------------- >6.0
=---- - - - - -- >60 _
' Gcf1, GdA, G.fA- - - =- B .None - - - - -- --- - - - - -- ------- - - - - -- ------ - - - - -- --- - - - - --
----- ------- --- - - . 3.0 -5.0 Apparent - -__- Apr-Oct-
Gradel pits and dumps:
G.P.
Im eriaL
Pte°`------------ - - - - -- D None - - - - -- ------- - - - - -- >6.0.
IfA ---- =---- - - - - -- - ------ - - - - -- >60.
- -- D None - - - -- -------------------- - - - - -- 1.0 -3.0 Apparent - - - -- Jan- Dec --- >60 ---- - - - - --
ImC l.:
Imperial. part - - - -- -- D None - - - - -- - - - - -- -- - - - - =- >6.0
Gulhed'land part. -- -- - - -` "" -- -- - ----- - - - - -- >60
Imperial:
oc l:
Gullie al land par _ --- D None____ -- ___ -- - ____ -- 1:5 -5:0 : Apparent----- Jaa- Dec - - -- >60' ___, = - - - --
' Gullied land part. " " -- '-- -
Indioy-�
--------- None_ - =--= - - - - -- >6.0
- - - - -
- - - - -- ...-
'Ir, t------ ---- - -- - -- None - - - -- --= '---- - - - - -= . --- ---------- - - - - -- 3.0 -5.0 "Apparent ---- - Jan= Dec - -- >60
Lithic Torripsamments: ---- - - - - --
!_ R is
Lithic
Tompsammentspart: - - - - - --
' Rock outcrop part.
�f'-U ---=---- - - - - - --- - -- 1 -10 Hard.
- -
'6
Soil name and
map symbol
SOIL SURVEy
TAB7•F, I2. Soil and water features— Continued
Hydro- Flooding
logic High water table
group Frequency I Duration Months Depth $ind
---- Months
Myoma-
Ma Mal) ________
Mc6------ - - - - --
Niland:
.
Na_B---- - - - - -- -- - --
C
Nb B---------- - - - - --
C
OmstOtt:
Om D--- -=----- - - - - --
C
Orl:
Omstott. part.- _ _ _ -, -,
..0
Rock outcrop. part,
Riverwash:
RA.
Rock outcrop:
RO.
RTI.
Rock outcrop part.
Lithic
Torripsamments part.
D
Rubble land: .
RU.
Balton:
5
n
-
.None - - - - -- -------- - - - - -- ----- - - - - -- >6.0 _
None ------ - - - - -__ - 1.5 -5.0 Apparent___ -- Jan- Dec____
None -------
-_
one - - - - -- - - -- -- -
None ------ --------------- -
=-------- - - - - -'
Norte------ I-------------- I------ - - - - --
None_ I
a> 5b--------- - - - - -- D None - - - - -- ---=- - - - - -- -
3oboba-
So D. SPE_ ----------
- A None- - - - -- -- - - - - --
- - -- - --
' Torriorthenie:
T0.1:.
. - Torriortheni's- part. - -... .
Rbck outcrop
part.•
Tulunga.
TPE, TrC, Ts6_�_ -- A
None---- ,----- - - -- -- --------- - - - - --
>6.0.
Apparent__ Jan -Dec__
>6.. -- - - - - - - - - - - - - I - - - - - - - - - - -
>6.0 - - - ---
>6.0 1 ---- --- - - - - -- I-
2.0 -5.0 I Apparent-----I Jan - Dec____
>6.0 f ----------
- - = -�-
>6.0 - ------- - ----- I - - - --
Bedrock
Depth Hardness
In
>60.1 ___
>60-- - - - - -- -
>60 _ - - - --
>60 - - --
4-20 Rippable.
4-20 Rippable.
1 -10 Hard.
>60 '---- - - - - --
>60 ---- - - - - --
lhls �Pp1ng unit -is made up, of two.or. more dominant-kinds of'soil:. See behavior. of: the whole mapping unit. Mapping unit description for the composition and
parent;, and the months of the year that the water and on other observations during the mapping of the
table commonly is high.. Only aturated zones above a soils. The kind of bedrock and its hardness a related
depth of 5 or 6 feet are indicated .
Information about the' . to ease of excavation is also sheer RipP.able. bedrock
helps, in assessing , the' need for l specially allya designed men be on a 200 - excavated with' wq sine
ble -tooth ripping attach -
foundations,..the need for specific kinds of drainage P r tractor, but hard bedrock
systems, and the' need for footing drains to- insure dry generally requires .blasting.
basements: Such. information is also needed..: to decide
whether or not construction of: basements is feasible Formation; Morphology, and
,and to determine how septic tank absorption fields and
other. underground installations will: function. Also; a Ossification of the Soils
seasonal high water table affects ease: of excavation...
Depth to bedr..ock is ' shown.:for : all,' soils, that are tors.
underlain soil. formation as they occur ur intthe Co:
rock underlain by... bedrock at. a. depth: of 5 to 6. faQt or 1 ®ss: Valley. Area, a summa
or meily soils, `the limited . depth to bedrock is a part characteristics of the so s of. the significant
Area,* an explanation l
"he definition of the` soil series; The depths shown of the current system of classifying soils ' by categories
used. on.. measurements made- in many soil . borings broader than. the series, and a table showing, the clas-
1-4
R c.F c. aWCD
Reference: Bibliography item No. 35.
i TIME OF 'CONCENTRATION
FOR U TIAL, :i�3
A
Tc'
LIMITATIONS.-
L
-100
-
I. Maximum length = 1000'
TC
-1000
-90
2. Maximum area = 10 Acres
5
'-
---900
80
<
800
70
> H
500.
400
6
-
-700
300
0
<
7-
C:
7
3: 200
7
600
CL
50
Ck.
100
80
C
W
6 0
c. 50
8
E
OL
0
500
q 0
E �-
c" 300
CL
201
0)
>
0
9-
35
10
a-(V
10
-
CL*
V)
=--8
K
.. E
-1400
0.
-30
Undeveloped
_0 _
Good 'Cover 2
12
350
- 25
Undeveloped 1-0
l3
m
E
Fair Cover •8
6
0
E,
-300
-
-20
.
.5
Undeveloped 0 •4
.3
Poor Cover
14-
15
-
-
-,19
.2
-,
-250
r7 18
-17
*6 -
Single Family
16
17
s
E
16
)7-50
(1/4 Acre.
15
-14
Commercial_- 40
19--
-200
--13
(Paved"
20
J.
u.
12
0
0
25:-
150
��110
9
KEY
-
L-H-Tc -K -Tc'
8
30-
EXAMPLE
JE
7,
(1) L =550 ', H 5.0, K = Single Family (1/4 Ac.)
Development , Tc = 12.6 min.
35
6. ,
L-
100
-
(2) L =550', H'= 5.0 K = Commercial-
Developmerif . Tc = 9.7 min.
401
-5
1-4
R c.F c. aWCD
Reference: Bibliography item No. 35.
i TIME OF 'CONCENTRATION
FOR U TIAL, :i�3
A
m m.m m m m m m m W m m m m m m m-m m
Ell
V
C3
2-
RAINFALL INTENSITY - INCHES PER HOUR
171,
CATHEDRAL
CATHEDRAL
CITY
CHERRY
VALLEY
J5,
CORONA
. T
i'Q
ELSINORE - WILDOWArl
DURATION FREQUENCY
MINUTES
AT TON FREQUENCY
OVRATION FREQUENCv'
OURATIO14
10
100
M INUTES
RAINFALL INTENSITY - INCHES PER HOUR
SLOPE = 580 SLOPE = .550 I SLOPE .480
SLOPE = .580 SLOPE
CATHEDRAL
CATHEDRAL
CITY
CHERRY
VALLEY
CORONA
. T
HOT SPRINGS . NOS
ELSINORE - WILDOWArl
DURATION FREQUENCY
MINUTES
AT TON FREQUENCY
OVRATION FREQUENCv'
OURATIO14
10
100
M INUTES
MINUTES
MINUTES
FREQUENCY
DURATION
FREQUENCY
YEAR
YEA'R
AR
YEAR
Too*
10
Too
10
100
MINUTES
YEiR
YEAR
YEAR
TEAR A. R
YEAR
10
100
5
4.14.
6.76
•
5
3.6:
5.49
5
YEAR
YEAR
6
3.7.3
6:.08
.6
3-30•
4.97
6
3.10
2.84
4.78
4.38
5
4.39
7 6
5
3. 23
4,94
7
a
3.41
3.15
5.56
5.15
7
3-03
4.56
7
�.64
4.07
3.95
3.62
6.08
6
Z.96
4.51,
9
2.95
4.61
a
9
2.82
2 64
♦.24
a
2.47
3.81
3.35
5.56
5.15
7
2.75
412"
-
3.97
9
2.34
3.60
9
3-' 13
4,81
8
2.58
3.95
.10
2.77
4.52
10
2.09
3. 75
1 o
3.73
11
12
2.62
2.49
4.28
1 1
2.36
3.56
11
2.22.
2.12
3.43
3.27
10
111
2.94
4-52
10
2. 32
3 .54
13
2.38
4 .07
3.88.
12
2.25
3.39
12
2. 04
3.14
12
2-65
4.28
11
2.21
3.39
14
28
3.72
13
14
6
2. 0
3.25
13
1 '96
3 02
13
2-.53
4.07
3.88
12
2.12
3.25
3. 12
14
1 .89
2:92
14
2.42
3.72
13
2.00
3.13
Is
2.19
3.58
15
1 .99
3.00
15
14
1 . 97
3.02
1 6
2.11
3.44
16
1.92 ,
2.90
16
1.83
1 77
.82
2 2.73
Is
2-32
3.58
15
1.91
2.92
I-T
2.04
3.32
17
1 .86
2.80
17
.
1.72
2.66
16
17
2.24
3-. i4
16
1.85
2.83
18
19
1.97
1.91
3.22
3.I2
18
1.80
2.71
18
1.68
2.58
18
2.16
2.00
3.32
17
1 .80
-2.75
19
1 75
2 .64
1
1.63
2-52
19
2-03
3.2
18
1 75
2.67
29
1.85
3.03
20
1.70
3.22
19 .
1.70
2.60
22
1.75
2'.86
22
1.61
2.56
2.43
20
22
2.46
20
1.97
3.03
20
1
24
1.67
2.72
Z4
1 54
2.32
24.
1.52
1
2..35
2.25
22
1 86
Z.86
22
.66
1 . 59
2 .54
2 43
26
Z8
1-59 .
1.52
2.60
2.4 . 9
?6
1 . 47"
�- .?�
26
.46
1.40
2.17
24
26
1 TT
1.69
2 - T2
24
1.52
2.33
28
1.41
2.13
28
1.36
2•.09
26
1.62
2.60
26
1.46
2.24
30
1.46
2.39
30
1.36
2..os
2.49
28
1 .41
2.16
32
34
1.41
1,36.
2.30
32
.
1. ..31
1 1 .98
30
32
1.31
1.27
2.02
1.96
30
32
1-55
.2.39
30
1 . 37
2.09
36
1.32
2.22
2.1 S
.34
�6
1.2T
1.91
34
1.23
1.90
34
1.50
1-45
2.30
32
1.33
2.03
38
1.28
2.09
36
1.23
1.85
36
1.20
1.85
36
1.40
2.22
2.15
34
1.29
1.97
.1-20
1.80
38
1.17
1.81
38
1-36
2.09
36
I.Z5
1.92
40
1.24
2.02
40
1.16
1.75
38
1.22
1.87
45
50
1. 16
1.09
1,89
0.5
1.09
1.64
40
45
1.14
1.08
1 .76
1
4 o
45
1.32
2.02
40
1 . 19
1.82
55
I.D3
1 . 78.
1.69
so
-55
1 .03
1.55
50
1.03
.66
1.58
So.
1-23
1.16'
1.89
45
1*.13
1.72
60
. .
gel
60.
60
55
.98
1 .51
55.
1.09
7
1.68
50
1.07
1 .64
.93
.40
60
.94
1.45
60
1.04
1.60
55
1 02
1 so
65
94
.53
65
.89
.34'
65
60
98
1 .50
76
75
0
:86
1.46'
70
!.85
1 .29
70
90
.87
1 .40
1
65
70
.99
1.53
65
94
44
BO
.83
1.41
1 .35
75
80
.82
I . 24
75
•84
.35
1.30
75
.95
. I
1 . 4*6
70
31
1 . 39
-80
1.31
85
79
77
1.20
80
.82
1 .26
80
.9
.68
I
1.35
75
88
1.35
1
85
.80
1 .23
85
8 5
so
85
1.31
1
1.31
95
SLOPE = 580 SLOPE = .550 I SLOPE .480
SLOPE = .580 SLOPE
' 1.0 0 _— 2 3 4
f, ..,.,. —ji
I-
1 ; ( I 1
I
r
—
�-
ja -...
-i i
I '
_r
i
{
-i -
- - - -
I
r
+ i
i
i
i
C '
�. -
- tom.
... fr
I
-
-
i -
_ }
I ! I
• s
i u-
,
,
-_
.:
r t � 0 i--
,
,
i
,
I � _
t W
o__ .`0EVELOPMgN TYPE
s..
- _
-
i_.
: �ERCEIV�'AG� OF iisAPERV{Q
_ tJ� COVER
3_
— . .
I
II,
_.. .
J-- JYDHOLOGY i� %J'ANUAL
RUNOFF COEFFICIENT CURVES 2
- - i :.� SOIL GROUP A
-, -..- :: I ; COVER TYPE URBAN LANDSCAPING
:- _ ► AMC -II
__•
(RUNOFF INDEX NUMBER 8E R
32 )
1
-- :_..--- - - -- -- .._. -_
RAIN' ALL INTENSITY ENSITY IN INCHES PER HOUR ..:........
o_..- ..... _
' ? 0
PLATE 0 -5.I
o
F
47
.3
2
�—
_
t
I
�rt
;.
i'
I i
, (r
r !
i `
:
,
!
lilt
1_i i '
lie
! i i R' r ! i r. i ! I ! ! 1 i I , - -! -.I i_ ! ;... .'- •..1 . J
- - - -!-�
r _
i.
!
:
- ; 1
t
1
,
—
1
,
1
i
I
1
..I
_
I
,
n
A _ t
-I
O
t i j
i
„ I
i I
i
!
!
1 :
i
uJ
._._._ __...... __...._. _.... 1
- f..... ._- : __ .f it � '�:!; F w _ ..
,
L.• ibZs • r �
i
-f
-1 --
I O i {
wl
i
,
rGp : pN i S
7-7
R I
t I
C.
,
r i
14- , .--L. , -'- .... .. , 'i- '– '_. --- _mot. ..1..1_ -.
i _
..i i
i
:
,
lehe
T'S
i
T-t ryry t
ri ...1 f
4L
!
i
l � t
_.7
-- = SIPOIL
F
PING1
OU
ME
rl
R
61
11
S
i
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
Cover Type (3) Quality of Soil Group
Cover (2)1 A I B I C I D
NATURAL COVERS -
Barren
(Rockland, eroded and graded land)
Chaparrel, Broadleaf
(Manzonita, ceanothus and scrub oak)
Chaparrel, Narrowleaf
(Chamise and redshank)
Grass, Annual or Perennial
Meadows or Cienegas
(Areas with seasonally high water table,
principal vegetation is sod forming grass)
Open Brush
(Soft wood shrubs - buckwheat, sage, etc.)
Woodland
(Coniferous or broadleaf trees predominate.
Canopy density is at least 50 percent)
Woodland', Grass
(Coniferous or broadleaf trees with canopy.
density from 20 to 50 percent)
URBAN COVERS -
Residential: -or Commercial Landscaping
(.Lawn r: shrubs , . etc..)
Turf .
(Irrigated and mowed grass)
AGRICULTURAL COVERS -
Fallow
(Land plowed but not tilled`or seeded)
R'CFC a. WCD
HYDR (OLO Y NIA NUAL
78 186 191 1 93
Poor
53
70
80
85
Fair
40
63
75
81
Good
31
57
71
1.88'.1.
78
Poor
71
82
91
Fair
55
72
81
86
Poor
67
78
86
89
Fair
50
69
79
84
Good
38
61
74
80
Poor
63
77
8S
88
Fair
51
70
80
84
Good
30
58
72
78
Poor
62
76
84
88
Fair
46
66
77
83'
Good
,41
63
75
'81
Poor
45
66
77
83
Fair
36
60
73
79
Good
28
5S
70
77
Poor
57
73
82
86
Fair
44
65
77
82
Good
33
58
'72
79
Good ] 3.2 _ 56 16 9 75
Poor
Fair
Go6d
RUNOFF INDEX
FOR
PERVIOUS
58 83 .87
44 1.74
65 77 182
33 58 .. 72 1 79
MMMQ'',
NUMBERS
AREAS
PLATE E-6.1 0 of 2)
I�
ACTUAL IMPERVIOUS COVER
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. (31 Acre) Lots 30 - 45 40
7,200 - •1-0.1000-S: F. Lots 45 -:55 50
Multiple Family Residential:
Cond'om'iniums 45 - 70 65
Apartments 65 - 90 80
Mobile Home Park 60 - 85 75
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.
dweling.s.ize, 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. Afield 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 S per -
cent over the values recommended in the table.above.
RCFC & WCD
- 1YDROL OGY MANUAL
IMPERVIOUS COVER
FOR
DEVELOPED AREAS
PLATE D -5.6
8
_1
rr,
A)
-4
I>
z
3 -HOUR
RAINFALL PATTERNS IN PER:
ENT
STORM
rl-E $-MIN 1 0 -MIN 15 -MIN 30-.IN
,
100 PER 100 PERI 0. PE A! 100 PER 100
1 1: 3 2.6 3.7
2
3
3 l.1 3.3 5;1 13.9
•.9
3.3 6.6
6 3 3 20.39
4 ♦
4 2 9.0
3 12.3
11 1.6 12 1.8 :
4
9
3 2 2 7. 3
I.
22 6:5
15 2.2 1
16 2.0 1 4. 1
l7 2.6. 3.8
18 2.7 2 4
19
20
21 3.3
3.1
23 2.9
2. 3.0
25 3.1
26 4 Z
27 5.0
28 3.5
29 6
30
31
33
35
36
NOTES:
;J,
1. 3 and 6-hour patterns based on the Indio area thunderstorm of September 24,1939.
2. 1 24-hour patterns based on the general storm of March 2 a 3,1938.
6-HOUR
STORM
24-HOUR STORM
TIME ME
PER .I,
PER 70' 0
1 1
E R 00
j 01
E N o
3
PERIOD
I I ME
TIME
15-MIN
30-MIN'
6�_xjN
",'I'D
D
PERIOD
PEP
PERIOD.
PERIOD
TIDE
15 -
I
.5
7
3,6
.9
PERIOD
P E P I CD
3'
6
1.2
4 3
so
8
2
S
e
16
1 3
4.8
51
1 .9
3
: 7
1 : 3'
2
.6
6
2.2
52
Z.0
.3
.6
1 . .8
? e
6
2.♦
5.8
3
114
5
3
a
z
7
8
1.6
Z..
b.a
6
T
1 .0
2.9
54
3.
9
T
1: 6
1 6
2.5
2
9.0
56
2.3
1.0
1
3.8
4.6
55
3
0
1.6
a
56
2.4
1 -3
6.3
So
2.3
11
T
1.6
? 6
Z5.1
2.4
10
57
Se
2,7
e
1
3.0
...
si
3,
01
2
1.7
50
2.6
12
.5
1.6
7.3
5
3.6
61
3
11
5
1
60
2
15
3
62
1
: 5
2 : 02
1
2
16
17
.8
1.8
1.7
63
3.9
IS
.5
2.3
2.c
64
4: 2
1 6.
3
6,
, : 9
I a
a
2.0
65
, 7
17
6
a,
1,
6
1.9
196.
2
66
5 : 6
3: 3
1: 9
65
T, S9
6 7
, 9
3 9
1 3
6 6
21
22
.6
2.5
1016
68
9
.8
'. 3
1.2
67
3
.8
2.e
1•.5
67
6
.6
3.0
1 . 1
66
3
23
.6
3.0
3.4
70
5
22:
7
A. 0
I.0
60
5
2•
25
3.2
1.0
71
3
23.
a
3.8
.9
70
5
3.5
72
z
24
.8
3.9
.8
7
26
9
3.9
25
9
5
7
2 T
9
4.2
26
0
5
73
28
9
27
1.0
6.8
7.
29
9
0
4 6
3
31
.9
6.7
30
1
71
3
32
.9
31
1.2
4. 7
is
• •
33
0
0 3
32
I.3
3♦
0
2.8
33
1.5
0
35
0
1.1
34
1.5
.6
1
3
36
0
5
3s
1.6
1.0
82
.3
37
1.0
36
1
,9
83
3:
37
1
.0
8.
3
38
, 0
$
B5
♦0
39
2.1
66
I
'a
2.2
87
42
1.3
4I
1.5
.6
43
.5
5
89
3
4
1..
43
210
90
44
2.0
91
45
1.9
1
92
16
46
1 1 9
9
•0
1.e
95
96
NOTES:
;J,
1. 3 and 6-hour patterns based on the Indio area thunderstorm of September 24,1939.
2. 1 24-hour patterns based on the general storm of March 2 a 3,1938.
REQUIRED V LOAD FOR REINFORCED . CONCRETE PIPE LAID PER STD. DWG. 2 - D 177
CASE M BEDDING
�•• o .oa uvn�n ream WI/n-6, aw fu ZYMMIng. wicworea ror . . -- W-m/o- MY) Case K beddlnp. Where W'is
Pro eelion Candil /on. MOW Calculated. for Ditch Condm9w
D-Loods in Ih/s ro hbeow0d•in design andshown an the pr%ct droW,
DATA: Solely factor -1.25 NOM This is lobe used :for overage $o// conditions. hwease
Load factor- /.B for -Case &; 2.1 for Case I. where scl/ ono /ysis lndicoJes greater earth loads.
.Live /ood - / H-20, S- /6 buck. Where sol /s having /ow cohesive values exist, use '
Earth load - //0 pef. (Marstods formula). D -hods calculated for Projection ow7dition.
NOTES Where cover is greater than /O and 'W'ereeeds /O; use (oJ a r e /ow. KEFEF
(o)Case I bedding may be used with the D-loads shOWn an this sheet for vo /ues of ''N''not exceeding. Me ho/ /owing: 2-D IT
'W -W for .pips 48'or less in d/ameter.
W- pips 72' or /sss in diameter.
'W'a2r for pipe 96' or less iA diameter.
Where iv exceeds the above values, use' Option No :/ as shmm on sheet No.2 of this standard.
(b) Use Opt /on No.2 on sheet Na 2.
than /0- use !a1 or (b asahawn /n note
wd/h a 1) A t ?r) •
r
p
`i
v
"
r�r�rezvfrnr�r•��
®���a■�
i r �
�1G�IL•Dlil1`1i41
��O
���
�l�I�+il��
"
®����������Cf�
��
®��r�
����s��F1�.�
wTa
�•• o .oa uvn�n ream WI/n-6, aw fu ZYMMIng. wicworea ror . . -- W-m/o- MY) Case K beddlnp. Where W'is
Pro eelion Candil /on. MOW Calculated. for Ditch Condm9w
D-Loods in Ih/s ro hbeow0d•in design andshown an the pr%ct droW,
DATA: Solely factor -1.25 NOM This is lobe used :for overage $o// conditions. hwease
Load factor- /.B for -Case &; 2.1 for Case I. where scl/ ono /ysis lndicoJes greater earth loads.
.Live /ood - / H-20, S- /6 buck. Where sol /s having /ow cohesive values exist, use '
Earth load - //0 pef. (Marstods formula). D -hods calculated for Projection ow7dition.
NOTES Where cover is greater than /O and 'W'ereeeds /O; use (oJ a r e /ow. KEFEF
(o)Case I bedding may be used with the D-loads shOWn an this sheet for vo /ues of ''N''not exceeding. Me ho/ /owing: 2-D IT
'W -W for .pips 48'or less in d/ameter.
W- pips 72' or /sss in diameter.
'W'a2r for pipe 96' or less iA diameter.
Where iv exceeds the above values, use' Option No :/ as shmm on sheet No.2 of this standard.
(b) Use Opt /on No.2 on sheet Na 2.
than /0- use !a1 or (b asahawn /n note
wd/h a 1) A t ?r) •
r
p
`i
v
Tab 12
Appendix E
Map Exhibits
Exhibit 1:
Predevelopment Topo & Drainage Map
Exhibit 2:
Onsite & Offsite Hydrology & Drainage Map
And Proposed Drainage System
Laing Luxury Homes
Tentative Tract 35060
MDS 69400
L ll81HX3\08mH\00169\:l
dVW 3JF/NIb2i4 ONtf
AHdt121JOd01 NOI1of1b1SN00-3ad
0909C lob'LIl
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09 0 02 09
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TRACT 35060
UNIT HYDROGRAPH
RATIONAL METHOD
HYDROLOGY MAP
Exhibit
8-22-07
MORSE
NW
NUISANCE WATER DISPOSAL SYSTEM
W
CB OPENING WIDTH
TG
TOP OF GRATE
SD
q
LAT
Voice: 949-251-8821
FL
FLOWLINE
LP
LOW POINT
HP
HIGH POINT
TC
TOP OF CURB
CB
CATCH BASIN CURB INLET
DI
DROP INLET
DB
DISTIBUTION BOX (GRATED)
is
TAB
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SAND / ROCK INTERFACE
Drainage
Area Designation
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Drainage
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Area (Ac)
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TRACT 35060
UNIT HYDROGRAPH
RATIONAL METHOD
HYDROLOGY MAP
Exhibit
8-22-07
MORSE
17320 Redhill Ave.
DSuite
350
D 0 K I C H
Irvine, CA 92614
q
Voice: 949-251-8821
SCHULTZ
FAX: 949-251-0516
P L A N N E R S
ENGINEERS
SURVEYORS
TRACT 35060
UNIT HYDROGRAPH
RATIONAL METHOD
HYDROLOGY MAP
Exhibit
8-22-07