Rancho Mirage City Council
January 15, 2026

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
100 YEAR - 6 HOUR STORM EVENT
PROJECT: WORLD MUSEUM SOUTH PROP 10 YR EVEI,
CONCENTRATION POINT: 1
BY: JAMES R. BAZ DATE: 3/28/2025

EFFECTIVE RAIN CALCULATION FORM
DRAINAGE AREA -ACRES 1.23
UNIT TIME -MINUTES 5
LAG TIME - MINUTES 0.28
UNIT TIME -PERCENT OF LAG 1760.7
TOTAL ADJUSTED STORM RAIN -INCHES 1.93
CONSTANT LOSS RATE-in/hr 0.380
LOW LOSS RATE - PERCENT 90%
TOTAL PERCOLATION RATE (cfs) 0.00 cfs
Unit Time
Period
Time
Minutes Hours
Pattern
Percent
(Plate E-5.9)
Storm
Rain
in/hr
Loss Rate
in/hr
Max Low
Effective
Rain
in/hr
Flood
Hydrograph
Flow
cfs
Required
Storage
cf
1 5

0.08 0.5

0.116

0.38 0.10

0.01 0.01

4.27 2
10 0.17

0.6 0.139

0.38 0.13

0.01 0.02

5.13 3
15 0.25

0.6 0.139

0.38 0.13

0.01 0.02

5.13 4
20 0.33

0.6 0.139

0.38 0.13

0.01 0.02

5.13 5
25 0.42

0.6 0.139

0.38 0.13

0.01 0.02

5.13 6
30 0.50

0.7 0.162

0.38 0.15

0.02 0.02

5.98 7
35 0.58

0.7 0.162

0.38 0.15

0.02 0.02

5.98 8
40 0.67

0.7 0.162

0.38 0.15

0.02 0.02

5.98 9
45 0.75

0.7 0.162

0.38 0.15

0.02 0.02

5.98 10
50 0.83

0.7 0.162

0.38 0.15

0.02 0.02

5.98 11
55 0.92

0.7 0.162

0.38 0.15

0.02 0.02

5.98 12
60 1.00

0.8 0.185

0.38 0.17

0.02 0.02

6.84 13
65 1.08

0.8 0.185

0.38 0.17

0.02 0.02

6.84 14
70 1.17

0.8 0.185

0.38 0.17

0.02 0.02

6.84 15
75 1.25

0.8 0.185

0.38 0.17

0.02 0.02

6.84 16
80 1.33

0.8 0.185

0.38 0.17

0.02 0.02

6.84 17
85 1.42

0.8 0.185

0.38 0.17

0.02 0.02

6.84 18
90 1.50

0.8 0.185

0.38 0.17

0.02 0.02

6.84 19
95 1.58

0.8 0.185

0.38 0.17

0.02 0.02

6.84 20
100

1.67 0.8

0.185

0.38 0.17

0.02 0.02

6.84 21
105

1.75 0.8

0.185

0.38 0.17

0.02 0.02

6.84 22
110

1.83 0.8

0.185

0.38 0.17

0.02 0.02

6.84 23
115

1.92 0.8

0.185

0.38 0.17

0.02 0.02

6.84 24
120

2.00 0.9

0.208

0.38 0.19

0.02 0.03

7.69 25
125

2.08 0.8

0.185

0.38 0.17

0.02 0.02

6.84 26
130

2.17 0.9

0.208

0.38 0.19

0.02 0.03

7.69 27
135

2.25 0.9

0.208

0.38 0.19

0.02 0.03

7.69 28
140

2.33 0.9

0.208

0.38 0.19

0.02 0.03

7.69 29
145

2.42 0.9

0.208

0.38 0.19

0.02 0.03

7.69 30
150

2.50 0.9

0.208

0.38 0.19

0.02 0.03

7.69 31
155

2.58 0.9

0.208

0.38 0.19

0.02 0.03

7.69 32
160

2.67 0.9

0.208

0.38 0.19

0.02 0.03

7.69 33
165

2.75 1.0

0.232

0.38 0.21

0.02 0.03

8.55 34
170

2.83 1.0

0.232

0.38 0.21

0.02 0.03

8.55 35
175

2.92 1.0

0.232

0.38 0.21

0.02 0.03

8.55 36
180

3.00 1.0

0.232

0.38 0.21

0.02 0.03

8.55 37
185

3.08 1.0

0.232

0.38 0.21

0.02 0.03

8.55 38
190

3.17 1.1

0.255

0.38 0.23

0.03 0.03

9.40 39
195

3.25 1.1

0.255

0.38 0.23

0.03 0.03

9.40 40
200

3.33 1.1

0.255

0.38 0.23

0.03 0.03

9.40 41
205

3.42 1.2

0.278

0.38 0.25

0.03 0.03

10.26 42
210

3.50 1.3

0.301

0.38 0.27

0.03 0.04

11.11 43
215

3.58 1.4

0.324

0.38 0.29

0.03 0.04

11.96 44
220

3.67 1.4

0.324

0.38 0.29

0.03 0.04

11.96 45
225

3.75 1.5

0.347

0.38 0.31

0.03 0.04

12.82 46
230

3.83 1.5

0.347

0.38 0.31

0.03 0.04

12.82 47
235

3.92 1.6

0.371

0.38 0.33

0.04 0.05

13.67 48
240

4.00 1.6

0.371

0.38 0.33

0.04 0.05

13.67 49
245

4.08 1.7

0.394

0.38 0.35

0.01 0.02

4.90 50
250

4.17 1.8

0.417

0.38 0.38

0.04 0.04

13.44 51
255

4.25 1.9

0.440

0.38 0.40

0.06 0.07

21.99 52
260

4.33 2.0

0.463

0.38 0.42

0.08 0.10

30.53 53
265

4.42 2.1

0.486

0.38 0.44

0.11 0.13

39.08 54
270

4.50 2.1

0.486

0.38 0.44

0.11 0.13

39.08 55
275

4.58 2.2

0.510

0.38 0.46

0.13 0.16

47.63 56
280

4.67 2.3

0.533

0.38 0.48

0.15 0.19

56.17 1958
Plate E-2.2

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
100 YEAR - 6 HOUR STORM EVENT
PROJECT: WORLD MUSEUM SOUTH PROP 10 YR EVE,
CONCENTRATION POINT: 1
BY: JAMES R. BAZ DATE: 3/28/2025

EFFECTIVE RAIN CALCULATION FORM
DRAINAGE AREA -ACRES 1.23
UNIT TIME -MINUTES 5
LAG TIME - MINUTES 0.28
UNIT TIME -PERCENT OF LAG 1760.7
TOTAL ADJUSTED STORM RAIN -INCHES 1.93
CONSTANT LOSS RATE-in/hr 0.380
LOW LOSS RATE - PERCENT 90%
TOTAL PERCOLATION RATE (cfs) 0.00 cfs
Unit Time
Period
Time
Minutes Hours
Pattern
Percent
(Plate E-5.9)
Storm
Rain
in/hr
Loss Rate
in/hr
Max Low
Effective
Rain
in/hr
Flood
Hydrograph
Flow
cfs
Required
Storage
cf
57 285

4.75 2.4

0.556

0.38 0.50

0.18 0.22

64.72 58
290

4.83 2.4

0.556

0.38 0.50

0.18 0.22

64.72 59
295

4.92 2.5

0.579

0.38 0.52

0.20 0.24

73.26 60
300

5.00 2.6

0.602

0.38 0.54

0.22 0.27

81.81 61
305

5.08 3.1

0.718

0.38 0.65

0.34 0.42
124.54
62 310

5.17 3.6

0.834

0.38 0.75

0.45 0.56
167.27
63 315

5.25 3.9

0.903

0.38 0.81

0.52 0.64
192.91
64 320

5.33 4.2

0.973

0.38 0.88

0.59 0.73
218.55
65 325

5.42 4.7

1.089

0.38 0.98

0.71 0.87
261.28
66 330

5.50 5.6

1.297

0.38 1.17

0.92 1.13
338.19
67 335

5.58 1.9

0.440

0.38 0.40

0.06 0.07

21.99 68
340

5.67 0.9

0.208

0.38 0.19

0.02 0.03

7.69 69
345

5.75 0.6

0.139

0.38 0.13

0.01 0.02

5.13 70
350

5.83 0.5

0.116

0.38 0.10

0.01 0.01

4.27 71
355

5.92 0.3

0.069

0.38 0.06

0.01 0.01

2.56 72
360

6.00 0.2

0.046

0.38 0.04

0.00 0.01

1.71 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY
EFFECTIVE RAIN (in)
FLOOD VOLUME (acft)
FLOOD VOLUME (cuft)
REQUIRED STORAGE (acft)
REQUIRED STORAGE (cuft)
PEAK FLOW RATE (cfs)

0.51 0.05
2282.59

0.05 2263.72

1.13 1959
Plate E-2.2

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
100 YEAR - 24 HOUR STORM EVENT
PROJECT: WORLD MUSEUM SOUTH PROP 10 YR EVEP
CONCENTRATION POINT: 1
BY: JAMES R. BAZ DATE: 3/28/2025

EFFECTIVE

RAIN CALCULATION FORM
DRAINAGE AREA -ACRES 1.230
UNIT TIME -MINUTES 15
LAG TIME - MINUTES 0.28
UNIT TIME -PERCENT OF LAG 5282.1
TOTAL ADJUSTED STORM RAIN -INCHES 2.66
CONSTANT LOSS RATE-in/hr n/a
VARIABLE LOSS RATE (AVG) in/hr 0.3805
MINIMUM LOSS RATE (for var. loss) - in/hr 0.190
LOW LOSS RATE - DECIMAL 0.90
C 0.00352
PERCOLATION RATE (cfs) 0.00
Unit Time
Period
Time
Minutes Hours
Pattern
Percent
(Plate E-5.9)
Storm
Rain
in/hr
Loss Rate
in hr
Max Low
Effective
Rain
in/hr
Flood
Hydrograph
Flow
cfs
Required
Storage
cf
1 15

0.25 0.2

0.021

0.672

0.019

0.002

0.00 2.36
2 30

0.50 0.3

0.032

0.664

0.029

0.003

0.00 3.53
3 45

0.75 0.3

0.032

0.656

0.029

0.003

0.00 3.53
4 60

1.00 0.4

0.043

0.649

0.038

0.004

0.01 4.71
5 75

1.25 0.3

0.032

0.641

0.029

0.003

0.00 3.53
6 90

1.50 0.3

0.032

0.633

0.029

0.003

0.00 3.53
7 105

1.75 0.3

0.032

0.626

0.029

0.003

0.00 3.53
8 120

2.00 0.4

0.043

0.618

0.038

0.004

0.01 4.71
9 135

2.25 0.4

0.043

0.611

0.038

0.004

0.01 4.71
10 150

2.50 0.4

0.043

0.603

0.038

0.004

0.01 4.71
11 165

2.75 0.5

0.053

0.596

0.048

0.005

0.01 5.89
12 180

3.00 0.5

0.053

0.589

0.048

0.005

0.01 5.89
13 195

3.25 0.5

0.053

0.581

0.048

0.005

0.01 5.89
14 210

3.50 0.5

0.053

0.574

0.048

0.005

0.01 5.89
15 225

3.75 0.5

0.053

0.567

0.048

0.005

0.01 5.89
16 240

4.00 0.6

0.064

0.560

0.057

0.006

0.01 7.07
17 255

4.25 0.6

0.064

0.553

0.057

0.006

0.01 7.07
18 270

4.50 0.7

0.074

0.546

0.067

0.007

0.01 8.24
19 285

4.75 0.7

0.074

0.539

0.067

0.007

0.01 8.24
20 300

5.00 0.8

0.085

0.532

0.077

0.009

0.01 9.42
21 315

5.25 0.6

0.064

0.525

0.057

0.006

0.01 7.07
22 330

5.50 0.7

0.074

0.518

0.067

0.007

0.01 8.24
23 345

5.75 0.8

0.085

0.511

0.077

0.009

0.01 9.42
24 360

6.00 0.8

0.085

0.504

0.077

0.009

0.01 9.42
25 375

6.25 0.9

0.096

0.498

0.086

0.010

0.01 10.60
26 390

6.50 0.9

0.096

0.491

0.086

0.010

0.01 10.60
27 405

6.75 1.0

0.106

0.485

0.096

0.011

0.01 11.78
28 420

7.00 1.0

0.106

0.478

0.096

0.011

0.01 11.78
29 435

7.25 1.0

0.106

0.471

0.096

0.011

0.01 11.78
30 450

7.50 1.1

0.117

0.465

0.105

0.012

0.01 12.96
31 465

7.75 1.2

0.128

0.459

0.115

0.013

0.02 14.13
32 480

8.00 1.3

0.138

0.452

0.124

0.014

0.02 15.31
33 495

8.25 1.5

0.160

0.446

0.144

0.016

0.02 17.67
34 510

8.50 1.5

0.160

0.440

0.144

0.016

0.02 17.67
35 525

8.75 1.6

0.170

0.434

0.153

0.017

0.02 18.85
36 540

9.00 1.7

0.181

0.428

0.163

0.018

0.02 20.02
37 555

9.25 1.9

0.202

0.422

0.182

0.020

0.02 22.38
38 570

9.50 2.0

0.213

0.416

0.192

0.021

0.03 23.56
39 585

9.75 2.1

0.223

0.410

0.201

0.022

0.03 24.73
40 600

10.00 2.2

0.234

0.404

0.211

0.023

0.03 25.91
41 615

10.25 1.5

0.160

0.398

0.144

0.016

0.02 17.67
42 630

10.50 1.5

0.160

0.392

0.144

0.016

0.02 17.67
43 645

10.75 2.0

0.213

0.386

0.192

0.021

0.03 23.56
44 660

11.00 2.0

0.213

0.381

0.192

0.021

0.03 23.56
45 675

11.25 1.9

0.202

0.375

0.182

0.020

0.02 22.38
46 690

11.50 1.9

0.202

0.370

0.182

0.020

0.02 22.38
47 705

11.75 1.7

0.181

0.364

0.163

0.018

0.02 20.02
48 720

12.00 1.8

0.192

0.359

0.172

0.019

0.02 21.20
49 735

12.25 2.5

0.266

0.353

0.239

0.027

0.03 29.45
50 750

12.50 2.6

0.277

0.348

0.249

0.028

0.03 30.62
51 765

12.75 2.8

0.298

0.343

0.268

0.030

0.04 32.98
52 780

13.00 2.9

0.309

0.338

0.278

0.031

0.04 34.16
53 795

13.25 3.4

0.362

0.333

0.326

0.029

0.04 32.31
54 810

13.50 3.4

0.362

0.328

0.326

0.034

0.04 37.89
55 825

13.75 2.3

0.245

0.323

0.220

0.024

0.03 27.09
56 840

14.00 2.3

0.245

0.318

0.220

0.024

0.03 27.09
57 855

14.25 2.7

0.287

0.313

0.259

0.029

0.04 31.80
58 870

14.50 2.6

0.277

0.308

0.249

0.028

0.03 30.62
59 885

14.75 2.6

0.277

0.303

0.249

0.028

0.03 30.62
60 900

15.00 2.5

0.266

0.299

0.239

0.027

0.03 29.45
61 915

15.25 2.4

0.255

0.294

0.230

0.026

0.03 28.27
62 930

15.50 2.3

0.245

0.290

0.220

0.024

0.03 27.09
63 945

15.75 1.9

0.202

0.285

0.182

0.020

0.02 22.38
64 960

16.00 1.9

0.202

0.281

0.182

0.020

0.02 22.38
65 975

16.25 0.4

0.043

0.277

0.038

0.004

0.01 4.71
66 990

16.50 0.4

0.043

0.272

0.038

0.004

0.01 4.71
67 1005

16.75 0.3

0.032

0.268

0.029

0.003

0.00 3.53
T
1960
Plate E-2.2

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
100 YEAR - 24 HOUR STORM EVENT
PROJECT: WORLD MUSEUM SOUTH PROP 10 YR EVEP
CONCENTRATION POINT: 1
BY: JAMES R. BAZ DATE: 3/28/2025

EFFECTIVE

RAIN CALCULATION FORM
DRAINAGE AREA -ACRES 1.230
UNIT TIME -MINUTES 15
LAG TIME - MINUTES 0.28
UNIT TIME -PERCENT OF LAG 5282.1
TOTAL ADJUSTED STORM RAIN -INCHES 2.66
CONSTANT LOSS RATE-in/hr n/a
VARIABLE LOSS RATE (AVG) in/hr 0.3805
MINIMUM LOSS RATE (for var. loss) - in/hr 0.190
LOW LOSS RATE - DECIMAL 0.90
C 0.00352
PERCOLATION RATE (cfs) 0.00
Unit Time
Period
Time
Minutes Hours
Pattern
Percent
(Plate E-5.9)
Storm
Rain
in/hr
Loss Rate
in/hr
Max Low
Effective
Rain
in/hr
Flood
Hydrograph
Flow
cfs
Required
Storage
cf
68 1020

17.00 0.3

0.032

0.264

0.029

0.003

0.00 3.53
69 1035

17.25 0.5

0.053

0.260

0.048

0.005

0.01 5.89
70 1050

17.50 0.5

0.053

0.256

0.048

0.005

0.01 5.89
71 1065

17.75 0.5

0.053

0.252

0.048

0.005

0.01 5.89
72 1080

18.00 0.4

0.043

0.249

0.038

0.004

0.01 4.71
73 1095

18.25 0.4

0.043

0.245

0.038

0.004

0.01 4.71
74 1110

18.50 0.4

0.043

0.241

0.038

0.004

0.01 4.71
75 1125

18.75 0.3

0.032

0.238

0.029

0.003

0.00 3.53
76 1140

19.00 0.2

0.021

0.235

0.019

0.002

0.00 2.36
77 1155

19.25 0.3

0.032

0.231

0.029

0.003

0.00 3.53
78 1170

19.50 0.4

0.043

0.228

0.038

0.004

0.01 4.71
79 1185

19.75 0.3

0.032

0.225

0.029

0.003

0.00 3.53
80 1200

20.00 0.2

0.021

0.222

0.019

0.002

0.00 2.36
81 1215

20.25 0.3

0.032

0.219

0.029

0.003

0.00 3.53
82 1230

20.50 0.3

0.032

0.216

0.029

0.003

0.00 3.53
83 1245

20.75 0.3

0.032

0.213

0.029

0.003

0.00 3.53
84 1260

21.00 0.2

0.021

0.211

0.019

0.002

0.00 2.36
85 1275

21.25 0.3

0.032

0.208

0.029

0.003

0.00 3.53
86 1290

21.50 0.2

0.021

0.206

0.019

0.002

0.00 2.36
87 1305

21.75 0.3

0.032

0.204

0.029

0.003

0.00 3.53
88 1320

22.00 0.2

0.021

0.202

0.019

0.002

0.00 2.36
89 1335

22.25 0.3

0.032

0.200

0.029

0.003

0.00 3.53
90 1350

22.50 0.2

0.021

0.198

0.019

0.002

0.00 2.36
91 1365

22.75 0.2

0.021

0.196

0.019

0.002

0.00 2.36
92 1380

23.00 0.2

0.021

0.194

0.019

0.002

0.00 2.36
93 1395

23.25 0.2

0.021

0.193

0.019

0.002

0.00 2.36
94 1410

23.50 0.2

0.021

0.192

0.019

0.002

0.00 2.36
95 1425

23.75 0.2

0.021

0.191

0.019

0.002

0.00 2.36
96 1440

24.00 0.2

0.021

0.190

0.019

0.002

0.00 2.36

EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY
EFFECTIVE RAIN (in)
FLOOD VOLUME (acft)
FLOOD VOLUME (cult)
REQUIRED STORAGE (acft)
REQUIRED STORAGE (cult)
PEAK FLOW (cfs)

0.26 0.03
1177.70

0.03 1167.96

0.04 T
1961
Plate E-2.2

PROJECT: WORLD MUSEUM SOUTH PROP 10 YR EVENT
JOB # C2026
1 BASIN CHARACTERISTICS

CONTOUR
DEPTH

INCR TOTAL
(ft) (ft)
AREA

INCR TOTAL
(sf) (sf)
VOLUME

INCR TOTAL
(cuft) (cuft) (acre -ft)
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 PERCOLATION CALCULATIONS

PERCOLATION RATE

MAXWELL IV DRYWELLS

NUMBER USED

RATE/DRYWELL

TOTAL DISSIPATED

TOTAL PERCOLATION RATE
0 in/hr
0 0 cfs

0.00 cfs
0 cfs

0.00 cfs
Basin Characteristics

1962

1 JOB # C2026
100 YEAR - 3 HOUR STORM EVENT
TIME
UNIT (min)
PERIOD
FLOW
IN
(cfs)
VOLUME
IN
(cuft)

TOTAL IN
BASIN
(cuft)
PERC
OUT
(cuft)

TOTAL IN
BASIN
(cuft)
BASIN
DEPTH
(ft)

BALANCE IN
BASIN
(cuft) (acre -ft)
1 5

0.03 9
9 0
9 -
9 0.00
2 10

0.03 9
17 0
17 -
17 0.00
3 15

0.02 7
25 0
25 -
25 0.00
4 20

0.03 10
35 0
35 -
35 0.00
5 25

0.03 10
45 0
45 -
45 0.00
6 30

0.04 12
56 0
56 -
56 0.00
7 35

0.03 10
66 0
66 -
66 0.00
8 40

0.04 12
78 0
78 -
78 0.00
9 45

0.04 12
90 0
90 -
90 0.00
10 50

0.03 10
100
0 100
-
100

0.00 11
55 0.04
11 111
0 111
-
111

0.00 12
60 0.04
12 123
0 123
-
123

0.00 13
65 0.02
6 129
0 129
-
129

0.00 14
70 0.02
6 134
0 134
-
134

0.00 15
75 0.02
6 140
0 140
-
140

0.00 16
80 0.04
13 153
0 153
-
153

0.00 17
85 0.11
32 186
0 186
-
186

0.00 18
90 0.13
39 225
0 225
-
225

0.01 19
95 0.06
19 244
0 244
-
244

0.01 20
100

0.13 39
283
0 283
-
283

0.01 21
105

0.26 79
361
0 361
-
361

0.01 22
110

0.22 66
427
0 427
-
427

0.01 23
115

0.17 52
479
0 479
-
479

0.01 24
120

0.20 59
538
0 538
-
538

0.01 25
125

0.22 66
604
0 604
-
604

0.01 26
130

0.46 139
742
0 742
-
742

0.02 27
135

0.64 192
934
0 934
-
934

0.02 28
140

0.31 92
1,026
0 1,026
-
1,026

0.02 29
145

1.04 311
1,337
0 1,337
-
1,337

0.03 30
150

1.15 344
1,682
0 1,682
-
1,682

0.04 31
155

1.35 404
2,086
0 2,086
-
2,086

0.05 32
160

0.84 251
2,337
0 2,337
-
2,337

0.05 33
165

0.04 13
2,351
0 2,351
-
2,351

0.05 34
170

0.04 12
2,363
0 2,363
-
2,363

0.05 35
175

0.04 12
2,375
0 2,375
-
2,375

0.05 36
180

0.01 4
2,379
0 2,379
-
2,379

0.05 1963
Basin Depth Analysis

1 JOB # C2026
100 YEAR - 6 HOUR STORM EVENT
TIME
UNIT (min)
PERIOD
FLOW
IN
(cfs)
5 0.01
2 10
3 VOLUME
IN
(cuft)

0.02 5
15 0.02
4 20
5 25
6 30
7 35
5 0.02 5

0.02 5

0.02 6

0.02 6
8 40
9 45
10 50
11 55

0.02 6

0.02 6

0.02 6

0.02 6
12 60

0.02 7
13 65

0.02 7
14 70

0.02 7
15 75

0.02 7
16 80

0.02 7
17 85

0.02 7
18 90

0.02 7
19 95

0.02 7
20 100 0.02 7
21 105 0.02 7
22 110 0.02 7
23 115 0.02 7
24 120 0.03 8
25 125 0.02 7
26 130 0.03 8
27 135 0.03 8
28 140 0.03 8
29 145 0.03 8
30 150 0.03 8
31 155 0.03 8
32 160 0.03 8
33 165 0.03 9
34 170 0.03 9
35 175 0.03 9
36 180 0.03 9
37 185 0.03 9
38 190 0.03 9
39 195 0.03 9
40 200 0.03
41 205
42 210
43 215

TOTAL IN
BASIN
(cuft)
PERC
OUT
(cuft)

TOTAL IN
BASIN
(cuft)
BASIN
DEPTH
(ft)
4 9
15 20
25 31
37 0
0 0
0 0
0 0
4 9
15 20
25 31
37 43
0 43
49 0
49 55
0 55
61 0
61 68
0 68
74 0 74
81 0 81
88 0 88
95 0 95
102
0 102
109
0 109
115
0 115
122
0 122
129
0 129
136
0 136
143
0 143
150
0 150
157
0 157
165
0 165
173
0 173
180
0 180
188
0 188
196
0 196
203
0 203
211
0 211
220
0 220
228
0 228
237
0 237
245
0 245
254
0 254
263
0 263
273
0 273

BALANCE IN
BASIN
(cuft) (acre -ft)
4 9
15 20
25 31
37 43
49 55
61 68
74 81
88 95
102
109
115
122
129
136
143
150
157
165
173
180
188
196
203
211
220
228
237
245
254
263
273

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.01 0.01

0.01 0.01

0.01 0.01

0.01 9 282 0 282 - 282 0.01

0.03 10 292 0 292 - 292 0.01

0.04 11 303 0 303 - 303 0.01

0.04 12 315 0 315 - 315 0.01
44 220 0.04 12
45 225 0.04 13
46 230 0.04 13
47 235 0.05 14
48 240 0.05 14
49 245 0.02 5
50 250 0.04 13
51 255 0.07 22
52 260 0.10 31
53 265 0.13 39
54 270 0.13 39
55 275 0.16 48
327
0 327
340
0 340
353
0 353
367
0 367
380
0 380
385
0 385
399
0 399
421
0 421
451
0 451
490
0 490
529
0 529
577
0 577
327
340
353
367
380
385
399
421
451
490
529
577

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01
1964
Basin Depth Analysis

1 JOB # C2026
100 YEAR - 6 HOUR STORM EVENT
TIME
UNIT (min)
PERIOD
FLOW
IN
(cfs)
VOLUME
IN
(cuft)

TOTAL IN
BASIN
(cuft)
PERC
OUT
(cuft)

TOTAL IN
BASIN
(cuft)
BASIN
DEPTH
(ft)

BALANCE IN
BASIN
(cuft) (acre -ft)
56 280

0.19 56
633
0 633
-
633

0.01 57
285

0.22 65
698
0 698
-
698

0.02 58
290

0.22 65
763
0 763
-
763

0.02 59
295

0.24 73
836
0 836
-
836

0.02 60
300

0.27 82
918
0 918
-
918

0.02 61
305

0.42 125
1,042
0 1,042
-
1,042

0.02 62
310

0.56 167
1,209
0 1,209
-
1,209

0.03 63
315

0.64 193
1,402
0 1,402
-
1,402

0.03 64
320

0.73 219
1,621
0 1,621
-
1,621

0.04 65
325

0.87 261
1,882
0 1,882
-
1,882

0.04 66
330

1.13 338
2,220
0 2,220
-
2,220

0.05 67
335

0.07 22
2,242
0 2,242
-
2,242

0.05 68
340

0.03 8
2,250
0 2,250
-
2,250

0.05 69
345

0.02 5
2,255
0 2,255
-
2,255

0.05 70
350

0.01 4
2,259
0 2,259
-
2,259

0.05 71
355

0.01 3
2,262
0 2,262
-
2,262

0.05 72
360

0.01 2
2,264
0 2,264
-
2,264

0.05 1965
Basin Depth Analysis

1 JOB # C2026
100 YEAR - 24 HOUR STORM EVENT
TIME
UNIT (min)
PERIOD
FLOW
IN
(cfs)
VOLUME
IN
(cuft)

TOTAL IN
BASIN
(cuft)

PERC TOTAL IN

OUT BASIN
(cuft) (cuft)
BASIN
DEPTH
(ft)

BALANCE IN
BASIN
(cuft) (acre -ft)
1 15

0.00 2
2 0 2
2 0.00
2 30

0.00 4
6 0 6
6 0.00
3 45

0.00 4
9 0 9
9 0.00
4 60

0.01 5
14 0 14
14 0.00
5 75

0.00 4
18 0 18
18 0.00
6 90

0.00 4
21 0 21
21 0.00
7 105

0.00 4
25 0 25
25 0.00
8 120

0.01 5
29 0 29
29 0.00
9 135

0.01 5
34 0 34
34 0.00
10 150

0.01 5
39 0 39
39 0.00
11 165

0.01 6
45 0 45
45 0.00
12 180

0.01 6
51 0 51
51 0.00
13 195

0.01 6
57 0 57
57 0.00
14 210

0.01 6
62 0 62
62 0.00
15 225

0.01 6
68 0 68
68 0.00
16 240

0.01 7
75 0 75
75 0.00
17 255

0.01 7
82 0 82
82 0.00
18 270

0.01 8
91 0 91
91 0.00
19 285

0.01 8
99 0 99
99 0.00
20 300

0.01 9
108
0 108
108

0.00 21
315

0.01 7
115
0 115
115

0.00 22
330

0.01 8
124
0 124
124

0.00 23
345

0.01 9
133
0 133
133

0.00 24
360

0.01 9
143
0 143
143

0.00 25
375

0.01 11
153
0 153
153

0.00 26
390

0.01 11
164
0 164
164

0.00 27
405

0.01 12
175
0 175
175

0.00 28
420

0.01 12
187
0 187
187

0.00 29
435

0.01 12
199
0 199
199

0.00 30
450

0.01 13
212
0 212
212

0.00 31
465

0.02 14
226
0 226
226

0.01 32
480

0.02 15
241
0 241
241

0.01 33
495

0.02 18
259
0 259
259

0.01 34
510

0.02 18
277
0 277
277

0.01 35
525

0.02 19
296
0 296
296

0.01 36
540

0.02 20
316
0 316
316

0.01 37
555

0.02 22
338
0 338
338

0.01 38
570

0.03 24
362
0 362
362

0.01 39
585

0.03 25
386
0 386
386

0.01 40
600

0.03 26
412
0 412
412

0.01 41
615

0.02 18
430
0 430
430

0.01 42
630

0.02 18
448
0 448
448

0.01 43
645

0.03 24
471
0 471
471

0.01 44
660

0.03 24
495
0 495
495

0.01 45
675

0.02 22
517
0 517
517

0.01 46
690

0.02 22
539
0 539
539

0.01 47
705

0.02 20
559
0 559
559

0.01 48
720

0.02 21
581
0 581
581

0.01 49
735

0.03 29
610
0 610
610

0.01 50
750

0.03 31
641
0 641
641

0.01 51
765

0.04 33
674
0 674
674

0.02 52
780

0.04 34
708
0 708
708

0.02 53
795

0.04 32
740
0 740
740

0.02 54
810

0.04 38
778
0 778
778

0.02 55
825

0.03 27
805
0 805
805

0.02 56
840

0.03 27
832
0 832
832

0.02 57
855

0.04 32
864
0 864
864

0.02 58
870

0.03 31
895
0 895
895

0.02 1966
Basin Depth Analysis

1 JOB # C2026
100 YEAR - 24 HOUR STORM EVENT
TIME
UNIT (min)
PERIOD
FLOW
IN
(cfs)
VOLUME
IN
(cuft)

TOTAL IN
BASIN
(cuft)
PERC
OUT
(cuft)

TOTAL IN
BASIN
(cuft)
BASIN
DEPTH
(ft)

BALANCE IN
BASIN
(cuft) (acre -ft)
59 885

0.03 31
925
0 925
-
925

0.02 60
900

0.03 29
955
0 955
-
955

0.02 61
915

0.03 28
983
0 983
-
983

0.02 62
930

0.03 27
1,010
0 1,010
-
1,010

0.02 63
945

0.02 22
1,033
0 1,033
-
1,033

0.02 64
960

0.02 22
1,055
0 1,055
-
1,055

0.02 65
975

0.01 5
1,060
0 1,060
-
1,060

0.02 66
990

0.01 5
1,064
0 1,064
-
1,064

0.02 67
1005

0.00 4
1,068
0 1,068
-
1,068

0.02 68
1020

0.00 4
1,071
0 1,071
-
1,071

0.02 69
1035

0.01 6
1,077
0 1,077
-
1,077

0.02 70
1050

0.01 6
1,083
0 1,083
-
1,083

0.02 71
1065

0.01 6
1,089
0 1,089
-
1,089

0.03 72
1080

0.01 5
1,094
0 1,094
-
1,094

0.03 73
1095

0.01 5
1,098
0 1,098
-
1,098

0.03 74
1110

0.01 5
1,103
0 1,103
-
1,103

0.03 75
1125

0.00 4
1,107
0 1,107
-
1,107

0.03 76
1140

0.00 2
1,109
0 1,109
-
1,109

0.03 77
1155

0.00 4
1,113
0 1,113
-
1,113

0.03 78
1170

0.01 5
1,117
0 1,117
-
1,117

0.03 79
1185

0.00 4
1,121
0 1,121
-
1,121

0.03 80
1200

0.00 2
1,123
0 1,123
-
1,123

0.03 81
1215

0.00 4
1,127
0 1,127
-
1,127

0.03 82
1230

0.00 4
1,130
0 1,130
-
1,130

0.03 83
1245

0.00 4
1,134
0 1,134
-
1,134

0.03 84
1260

0.00 2
1,136
0 1,136
-
1,136

0.03 85
1275

0.00 4
1,140
0 1,140
-
1,140

0.03 86
1290

0.00 2
1,142
0 1,142
-
1,142

0.03 87
1305

0.00 4
1,146
0 1,146
-
1,146

0.03 88
1320

0.00 2
1,148
0 1,148
-
1,148

0.03 89
1335

0.00 4
1,151
0 1,151
-
1,151

0.03 90
1350

0.00 2
1,154
0 1,154
-
1,154

0.03 91
1365

0.00 2
1,156
0 1,156
-
1,156

0.03 92
1380

0.00 2
1,159
0 1,159
-
1,159

0.03 93
1395

0.00 2
1,161
0 1,161
-
1,161

0.03 94
1410

0.00 2
1,163
0 1,163
-
1,163

0.03 95
1425

0.00 2
1,166
0 1,166
-
1,166

0.03 96
1440

0.00 2
1,168
0 1,168
-
1,168

0.03 1967
Basin Depth Analysis

V RUNOFF DISCHARGE CALCULATIONS
NORTH
Surface runoff on generated on the northerly portion of the project site is directed to an on -site curb inlet catch basin. Under the existing condition, runoff collected in the curb inlet catch basin enters an existing 24" storm drain pipe and is conveyed off -site. Under the proposed condition, runoff collected in the curb inlet catch basin will be diverted to an underground storage facility with the capacity to store 2,439 cu.ft. of runoff volume.

Any runoff that exceeds the capacity of the underground storage facility will then enter the existing 24" storm drain pipe where it will be conveyed off -site as it is under existing conditions.

The volume that enters the existing 24" storm drain pipe to be conveyed off -site is less under the proposed condition that it is under the existing condition. As the runoff volume under both conditions leaves the same conduit with equal size and slope, the discharges (Q) leaving the site for existing vs proposed conditions is proportional to the calculated volumes leaving the 24" conduit for both conditions.
2 YR DISCHARGE (Q)
(CFS) LEAVING SITE
10 YR DISCHARGE (Q)
(CFS) LEAVING SITE

NORTH EXISTING

3.88 10.73

NORTH PROPOSED
0 10.13
SOUTH
Surface runoff generated on the southerly portion of the site flows in a southeasterly direction. Under the existing condition, surface runoff flows to the southeasterly property boundary, against an existing perimeter wall, then follows the wall along a mild slope toward the south and ultimately leaves the site. Under the proposed condition, surface flow is directed toward a surface infiltration type detention basin with capacity to store the total runoff generated during the 10 year rain event, therefore no runoff is discharged off of the southerly portion of the site during the 2 year and 10 year events under proposed conditions. 2 YR DISCHARGE (Q)
(CFS) LEAVING SITE
10 YR DISCHARGE (Q)
(CFS) LEAVING SITE

SOUTH EXISTING

0.23 0.63

SOUTH PROPOSED
0 0
1968

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version Rational Hydrology Study Date: 03/20/25
File:NORTHEXISTING2YR.out

7.1 NORTH EXISTING 2 YEAR DISCHARGE
*********
Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6253
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.455(In.)
100 year, 1 hour precipitation = 2.410(In.)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.455(In/Hr)
Slope of intensity duration curve = 0.5700
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++
Process from Point/Station 100.000 to Point/Station
101.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 436.000(Ft.)
Top (of initial area) elevation = 356.000(Ft.)
Bottom (of initial area) elevation = 264.500(Ft.)
Difference in elevation = 91.500(Ft.)
Slope = 0.20986 s(percent)= 20.99
TC = k(0.405)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.293 min.

Rainfall intensity = 1.645(In/Hr) for a 2.0 year storm
1969

USER INPUT of soil data for subarea
Runoff Coefficient = 0.620
Decimal fraction soil group A = 0.730
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.270
RI index for soil(AMC 1) = 0.00
Pervious area fraction = 0.550; Impervious fraction = 0.450 Initial subarea runoff = 3.876(CFS)
Total initial stream area 3.800(Ac.)
Pervious area fraction = 0.550
End of computations, total study area = 3.80 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.550
Area averaged RI index number = 0.0
1970

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version Rational Hydrology Study Date: 03/20/25
File: NORTHEXISTING10YR.out

7.1 NORTH EXISTING 10 YEAR DISCHARGE
*********
Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6253
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.455(In.)
100 year, 1 hour precipitation = 2.410(In.)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 1.259(In/Hr)
Slope of intensity duration curve = 0.5700
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++
Process from Point/Station 100.000 to Point/Station
101.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 436.000(Ft.)
Top (of initial area) elevation = 356.000(Ft.)
Bottom (of initial area) elevation = 264.500(Ft.)
Difference in elevation = 91.500(Ft.)
Slope = 0.20986 s(percent)= 20.99
TC = k(0.405)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.293 min.

Rainfall intensity = 4.553(In/Hr) for a 10.0 year storm 1971

USER INPUT of soil data for subarea
Runoff Coefficient = 0.620
Decimal fraction soil group A = 0.730
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.270
RI index for soil(AMC 1) = 0.00
Pervious area fraction = 0.550; Impervious fraction = 0.450 Initial subarea runoff = 10.728(CFS)
Total initial stream area 3.800(Ac.)
Pervious area fraction = 0.550
End of computations, total study area = 3.80 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.550
Area averaged RI index number = 0.0
1972

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version Rational Hydrology Study Date: 03/20/25
File:NORTHPROPOSED2YR.out

7.1 NORTH PROPOSED 2 YEAR DISCHARGE
*********
Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6253
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.455(In.)
100 year, 1 hour precipitation = 2.410(In.)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.455(In/Hr)
Slope of intensity duration curve = 0.5700
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++
Process from Point/Station 100.000 to Point/Station
101.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 480.000(Ft.)
Top (of initial area) elevation = 356.000(Ft.)
Bottom (of initial area) elevation = 264.500(Ft.)
Difference in elevation = 91.500(Ft.)
Slope = 0.19062 s(percent)= 19.06
TC = k(0.378)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.222 min.

Rainfall intensity = 1.656(In/Hr) for a 2.0 year storm
1973

USER INPUT of soil data for subarea
Runoff Coefficient = 0.710
Decimal fraction soil group A = 0.730
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.270
RI index for soil(AMC 1) = 0.00
Pervious area fraction = 0.410; Impervious fraction = 0.590 Initial subarea runoff = 4.467(CFS)
Total initial stream area 3.800(Ac.)
Pervious area fraction = 0.410
End of computations, total study area = 3.80 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.410
Area averaged RI index number = 0.0
1974

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version Rational Hydrology Study Date: 03/20/25
File:NORTHPROPOSED10YR.out

7.1 PROPOSED NORTH 10 YEAR DISCHARGE
*********
Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6253
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.455(In.)
100 year, 1 hour precipitation = 2.410(In.)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 1.259(In/Hr)
Slope of intensity duration curve = 0.5700
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++
Process from Point/Station 100.000 to Point/Station
101.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 480.000(Ft.)
Top (of initial area) elevation = 356.000(Ft.)
Bottom (of initial area) elevation = 264.500(Ft.)
Difference in elevation = 91.500(Ft.)
Slope = 0.19062 s(percent)= 19.06
TC = k(0.378)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.222 min.

Rainfall intensity = 4.583(In/Hr) for a 10.0 year storm 1975

USER INPUT of soil data for subarea
Runoff Coefficient = 0.710
Decimal fraction soil group A = 0.730
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.270
RI index for soil(AMC 1) = 0.00
Pervious area fraction = 0.410; Impervious fraction = 0.590 Initial subarea runoff = 12.364(CFS)
Total initial stream area 3.800(Ac.)
Pervious area fraction = 0.410
End of computations, total study area = 3.80 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.410
Area averaged RI index number = 0.0
1976

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version Rational Hydrology Study Date: 03/20/25
File: SOUTHEXISTING2YEAR.out

7.1 SOUTH EXISTING 2 YEAR DISCHARGE
*********
Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6253
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.455(In.)
100 year, 1 hour precipitation = 2.410(In.)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.455(In/Hr)
Slope of intensity duration curve = 0.5700
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++
Process from Point/Station 200.000 to Point/Station
201.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 320.000(Ft.)
Top (of initial area) elevation = 329.000(Ft.)
Bottom (of initial area) elevation = 267.000(Ft.)
Difference in elevation = 62.000(Ft.)
Slope = 0.19375 s(percent)= 19.38
TC = k(3.290)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 45.899 min.

Rainfall intensity = 0.530(In/Hr) for a 2.0 year storm
1977

USER INPUT of soil data for subarea
Runoff Coefficient = 0.350
Decimal fraction soil group A = 0.620
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.380
RI index for soil(AMC 1) = 0.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.228(CFS)
Total initial stream area 1.230(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 1.23 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 0.0
1978

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version Rational Hydrology Study Date: 03/20/25
File: SOUTHEXISTINGI0YEAR.out

7.1 SOUTH EXISTING 10 YEAR DISCHARGE
*********
Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6253
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.455(In.)
100 year, 1 hour precipitation = 2.410(In.)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 1.259(In/Hr)
Slope of intensity duration curve = 0.5700
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++
Process from Point/Station 200.000 to Point/Station
201.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 320.000(Ft.)
Top (of initial area) elevation = 329.000(Ft.)
Bottom (of initial area) elevation = 267.000(Ft.)
Difference in elevation = 62.000(Ft.)
Slope = 0.19375 s(percent)= 19.38
TC = k(3.290)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 45.899 min.

Rainfall intensity = 1.467(In/Hr) for a 10.0 year storm 1979

USER INPUT of soil data for subarea
Runoff Coefficient = 0.350
Decimal fraction soil group A = 0.620
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.380
RI index for soil(AMC 1) = 0.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.632(CFS)
Total initial stream area 1.230(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 1.23 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 0.0
1980

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version Rational Hydrology Study Date: 03/20/25
File: SOUTHPROPOSED2YEAR.out

7.1 SOUTH PROPOSED 2 YEAR DISCHARGE
*********
Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6253
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.455(In.)
100 year, 1 hour precipitation = 2.410(In.)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.455(In/Hr)
Slope of intensity duration curve = 0.5700
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++
Process from Point/Station 200.000 to Point/Station
201.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 315.000(Ft.)
Top (of initial area) elevation = 329.000(Ft.)
Bottom (of initial area) elevation = 267.000(Ft.)
Difference in elevation = 62.000(Ft.)
Slope = 0.19683 s(percent)= 19.68
TC = k(0.450)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.219 min.

Rainfall intensity = 1.656(In/Hr) for a 2.0 year storm
1981

USER INPUT of soil data for subarea
Runoff Coefficient = 0.530
Decimal fraction soil group A = 0.620
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.380
RI index for soil(AMC 1) = 0.00
Pervious area fraction = 0.700; Impervious fraction = 0.300 Initial subarea runoff = 1.080(CFS)
Total initial stream area 1.230(Ac.)
Pervious area fraction = 0.700
End of computations, total study area = 1.23 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.700
Area averaged RI index number = 0.0
1982

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version Rational Hydrology Study Date: 03/20/25
File: SOUTHPROPOSED10YEAR.out

7.1 SOUTH PROPOSED 10 YEAR DISCHARGE
*********
Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6253
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.455(In.)
100 year, 1 hour precipitation = 2.410(In.)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 1.259(In/Hr)
Slope of intensity duration curve = 0.5700
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++
Process from Point/Station 200.000 to Point/Station
201.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 315.000(Ft.)
Top (of initial area) elevation = 329.000(Ft.)
Bottom (of initial area) elevation = 267.000(Ft.)
Difference in elevation = 62.000(Ft.)
Slope = 0.19683 s(percent)= 19.68
TC = k(0.450)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.219 min.

Rainfall intensity = 4.584(In/Hr) for a 10.0 year storm 1983

USER INPUT of soil data for subarea
Runoff Coefficient = 0.530
Decimal fraction soil group A = 0.620
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.380
RI index for soil(AMC 1) = 0.00
Pervious area fraction = 0.700; Impervious fraction = 0.300 Initial subarea runoff = 2.988(CFS)
Total initial stream area 1.230(Ac.)
Pervious area fraction = 0.700
End of computations, total study area = 1.23 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.700
Area averaged RI index number = 0.0
1984

VI RUNOFF VELOCITY CALCULATIONS
2 YR DISCHARGE (Q)
10 YR DISCHARGE (Q)
(CFS) LEAVING SITE
(CFS) LEAVING SITE

SOUTH EXISTING

0.55 0.70

SOUTH PROPOSED
0 0

NORTH EXISTING

5.4 7.12

NORTH PROPOSED
0 7.01
1985

PL
S=0.0025
n=0.025
Q(2)=0.23 CFS , V(2)=0.55 FPS
Q(10)=0.63 CFS , V(10)=0.70 FPS
30 `EXISTING PERIMETER WALL
0 1 I I I I 1 1 f
I i i � � I 1 1 1 1 1' 1 1 1 I ► I I I I I I I

EXISTING PARKING SOUTH

OUTFLOW PATH SECTION
I I I I I I II i tI

III IIIIII
1986

EXISTING SOUTH 2 YEAR FLOW
The open channel flow calculator
Select Channel Type:

Triangle v
Depth from Q
v
Channel slope:
ft/ft

0.0025
Flow velocity' 0.552442
ft/s
Flow dischargel0.23
ft^3/s
Calculate!
Specific energy)0.17
ft
Critical depth
ft

0.11 T TY
b
Rectangle
7 --r
‘1\--j_,..
b /71
z2
Trapezoid
zl z2
Triangle
NTH
9 Circle
Select unit system: Feet(ft) v
Water depth(y):

0.17 ft
LeftSlope (zi):
30 to 1 (H:V)
RightSlope (z2):
0 to 1 (H:V)
Input n value

0.025
or select n
Status:

Calculation finished
Flow areal0.42
IftA2
Froude number

0.34 Critical slope

0.02 1 ft/ft
Reset
Flow status
Subcritical flow
Velocity headl0
ft
Copyright 2007 (updated) by Dr. Xing Fang ([email protected]), Department of Civil and Environmental Engineering, Auburn University, Alabama, USA.
1987

EXISTING SOUTH 10 YEAR FLOW
The open channel flow calculator
Select Channel Type:

Triangle v
Depth from Q
v
Channel slope:
ft/ft

0.0025
Flow velocityl0.699708
ft/s
Flow discharge10.63
ft^3/s
Calculate!
Specific energyl0.25
ft
Critical depth
ft

0.16 T TY
b_i
Rectangle
7 --r
‘1\--j_,..
b z2
Trapezoid
II z2
Triangle
NTH
9 Circle
Select unit system: Feet(ft) v
Water depth(y):

0.24 ft
LeftSlope (zi):
30 to 1 (H:V)
RightSlope (z2):
0 to 1 (H:V)
Input n value

0.025
or select n
Status:

Calculation finished
Flow areal0.9
IftA2
Froude number

0.35 Critical slope

0.0218
1 ft/ft
Reset
Flow status
Subcritical flow
Velocity headl0.01
ft
Copyright 2007 (updated) by Dr. Xing Fang ([email protected]), Department of Civil and Environmental Engineering, Auburn University, Alabama, USA.
1988

EXISTING - NORTH 2 YEAR FLOW
The open channel flow calculator
Select Channel Type:

Circle
Depth from Q
v
Channel slope:
ft/ft

0.01 Flow velocity' 5.398
ft/s
Flow discharge' 3.88
ft^3/s
Calculate!
Specific energy)1.02
ft
Critical depth
ft

0.69 T TY
b_i
Rectangle
7 --r
z1 b z2
T rapezoid
II z2
Triangle
NTH
9 Circle
Select unit system: Feet(ft) v
Water depth(y):

0.56 ft
LeftSlope (zi):
to 1 (H:V)
RightSlope (z2):
to 1 (H:V)
Input n value

0.013
or select n
Status:

Calculation finished
Flow areaj0.73
IftA2
Froude number

1.5 Critical slope

0.0045
1 ft/ft
Reset
Top width(T)
ft

1.8 Flow status
Supercritical flow
Velocity head 0.45
ft
Copyright 2007 (updated) by Dr. Xing Fang ([email protected]), Department of Civil and Environmental Engineering, Auburn University, Alabama, USA.
1989

EXISTING NORTH 10 YEAR FLOW
The open channel flow calculator
Select Channel Type:

Circle
Depth from Q
v
Channel slope:
ft/ft

0.01 rFlow velocity) 7.108
ft/s
Flow dischargel10.73
ft^3/s
LCalculate!
Wetted perimeter
ft

3.08 Specific energy)1.75
ft
Critical depth
ft

1.18 T TY
b
Rectangle
-7 -
.77 Als
Z 1 b z2
Trapezoid
z1 z2
Triangle
T-
r L r D
Circle
e
Select unit system: Feet(ft) v
Water depth(y):

0.97 Ift
LeftSlope (zi):
to 1 (H:V)
RightSlope (z2):
to 1 (H:V)
Input n value

0.013
or select n
clean,uncoated castiron:0.014
V
Status:

Calculation finished
Flow area

1.51 IftA2
Froude number

1.44 Critical slope

0.0053 Ift/ft
Reset
Top width(T)
ft
2 Flow status
Supercritical flow
Velocity headj0.78
ft
Copyright 2007 (updated) by Dr. Xing Fang ([email protected]), Department of Civil and Environmental Engineering, Auburn University, Alabama, USA.
1990

DEVELOPED NORTH 10 YEAR FLOW
The open channel flow calculator
Select Channel Type:

Circle
Depth from Q
v
Channel slope:
ft/ft

0.01 rFlow velocity) 7.012
ft/s
Flow dischargel10.13
ft^3/s
LCalculate!
Wetted perimeter
ft

3.02 Specific energyl1.7
ft
Critical depth
ft

1.14 T TY
b
Rectangle
�7 -I
z1 b z2
Trapezoid
z1 z2
Triangle
T-
r L r 1 D
Circle
Select unit system: Feet(ft) v
Water depth(y):

0.94 Ift
LeftSlope (zi):
to 1 (H:V)
RightSlope (z2):
to 1 (H:V)
Input n value

0.013
or select n
clean,uncoated castiron:0.014
V
Status:

Calculation finished
Flow area 1.45
IftA2
Froude number

1.45 Critical slope

0.0052
Ift/ft
Reset
Top width(T)
ft
2 Flow status
Supercritical flow
Velocity headj0.76
ft
Copyright 2007 (updated) by Dr. Xing Fang ([email protected]), Department of Civil and Environmental Engineering, Auburn University, Alabama, USA.
1991

VII APPENDIX
1992

FRANK SINATRA DR
-4
__.,
SITE
o
Q
(f)
CD
Z
z
c
0 BOB HOPE DR
N

COUNTRY CLUB DR

VICINITY MAP

NOT TO SCALE
1993

WORLD WILDLIFE MUSEUM

PRELIMINARY WOMP PLAN - EXISTING CONDITION
/ 1 , ( EXISTING STORM DRAIN
I�
APN: 689-040-017

EXISTING CURB INLET CATCH BASIN
(TO BE REMOVED AND REPLACED)
264.54TC
263.71 TG

OUTFLOW (VIA STORM DRAIN) I

EXISTING PARCEL LINE
APN: 689-040-027
(oFF-sITE)
r it
i
APN: 689-040-025
�.w
1 4
\,
4 I
4 [EXISTING CENTERLINE
[EXISTING RAISED MEDIAN
APN: 689-040-023
1 S- EXISTING PARKING LOT
J
((
Ok

4. .1 ( \
I � L.?
HIGHWAY 111
(EXISTING)

GRAPHIC SCALE
SCALE 1"=30'
NORTH
AREA=3.80AC
L(L)=436FT
UPSTREAM ELEV=356FT
DOWNSTREAM ELEV=264.5FT
FRACTION SOIL TYPE A=0.73
FRACTION SOIL TYPE D=0.27
RUNOFF COEFFICIENT (C)=0.62
2 YR.-24 HR. FLOWRATE=3.88CFS
10 YR.-24 HR. FLOWRATE=10.73CFS
l.
(4
SOUTH
AREA=1.23AC
L(L)=320FT
UPSTREAM ELEV=329FT
DOWNSTREAM ELEV=267FT
FRACTION SOIL TYPE A=0.62
FRACTION SOIL TYPE D=0.38
RUNOFF COEFFICIENT (C)=0.35
2 YR.-24 HR. FLOWRATE=0.23CFS
10 YR.-24 HR. FLOWRATE=0.63CFS

EXISTING PROPERTY LINE

EXISTING PARCEL LINE

PRECIPITATION
2 YR.-1 HR.=0.4551N
100 YR.-1 HR=2.411N
SLOPE OF INTENSITY=0.57
S=0.0025
n=0.025
Q(2)=0.23 CFS , V(2)=0.55 FPS
Q(10)=0.63 CFS , V(10)=0.70 FPS
1 PL

EXISTING PERIMETER WALL
30 III-
--�IIEIII�IIII-�� 111)=III-111:1

I I I I I -III -III I I I -III I I I I I I -III -III I I I -III -III APN: 689-040-028
cb

EXISTING RIGHT OF WAY LIN
[EXISTING RAISED MEDIAN
Iv y
L. l
0 10 20 30
60 90
120
y�
LEGEND

SUBAREA BOUNDARY

LONGEST LENGTH OF TRAVEL

PROPOSED EARTHEN SWALE

DIRECTIONAL FLOW ARROW

SECTION A -A

NOT TO SCALE

EXISTING PERIMETER WALL
\5'
I
SOUTH
(EXISTING)

EXISTING NATURAL

TERRAIN
rEXISTING CENTERLINE
i
loco
HIGHWAY 111
(EXISTING)
APN: 689-041-001
I
INTERSECTION: /
HIGHWAY 111 AND

MIRAGE COVE DRIVE
(NOT FOR CONSTRUCTION)

EXISTING CENTERLINE
w
cc
0 w;
>Z
O�
X
Uw
w
(.r
cc
The
G Group
44-600 Village Court, Suite 100
Palm Desert, CA 92260
t.760.346.4750 f. 760.340.0089
TheAltumGroup.com

CITY OF PALM DESERT, CALIFORNIA

PRELIMINARY WOMP PLAN - EXISTING

WORLD WILDLIFE MUSEUM
SHEET
1 OF

ENGINEERING I PLANNING I SURVEY I ENVIRONMENTAL
FOR:
1 1994

WORLD WILDLIFE MUSEUM

PRELIMINARY WQMP PLAN - DEVELOPED CONDITION
L _ _

EXISTING PROPERTY LINE
APN: 689-040-017

EXISTING CURB INLET CATCH BASIN
(TO BE REMOVED AND REPLACED)

EXISTING STORM DRAIN
wt. _
5U

OVERFLOW PATH
(VIA STORM DRAIN) 260.80FL

EXISTING

OVERFLOW
OUTLET

PROPOSED PRINSCO -

HYDROSTOR CHAMBER
VOLUME REQUIRED=2,127 CU.FT.

VOLUME PROVIDED=2,439 CU.FT.

EXISTING PARCEL LINE
*I• I
i
APN: 689-040-027
(OFF -SITE)
EXISTING A.C. PAVEMENT
APN: 689-040-025
264.54TC
263.71 TG
259.80FL
OUTLET
272.00FF

EXISTING PARCEL LINE
S- PROPOSED A.C. PAVEMENT
APN: 689-044=63
[EXISTING CENTERLINE

PRO/POSED MUSEUM
274.00FF
(NORTH)
_61,6

EXISTING RIGHT OF WAY LINE
(EXISTING RAISED MEDIAN
1 )
y�
Uuui
nnci
HIGHWAY 111
(EXISTING)

GRAPHIC SCALE
SCALE 1"=30'
0 10 20 30
60 90
120
NORTH
DESIGN CAPTURE VOLUME (DCV) AREA=3.80AC
ON -SITE TRIBUTARY AREA = 3.14 AC
L(L)=480FT
UPSTREAM ELEV=356FT
DOWNSTREAM ELEV=264.5FT
FRACTION SOIL TYPE A=0.73
FRACTION SOIL TYPE D=0.27
RUNOFF COEFFICIENT (C)=0.71
2 YR.-24 HR. FLOWRATE=4.47CFS
10 YR.-24 HR. FLOWRATE=12.36CFS
V(BMP) REQUIRED=2069CU.FT.

V PROVIDED=2116CU.FT.

L
.(277,5) _
LEGEND

EXISTING PROPERTY LINE
y

SUBAREA BOUNDARY

LONGEST LENGTH OF TRAVEL

PROPOSED EARTHEN SWALE
PROPOSED A.C. PAVEMENT

DIRECTIONAL FLOW ARROW
The
G Group
SOUTH
AREA=1.23AC
L(L)=315FT
UPSTREAM ELEV=329FT
DOWNSTREAM ELEV=267FT
FRACTION SOIL TYPE A=0.62
FRACTION SOIL TYPE D=0.38
RUNOFF COEFFICIENT (C)=0.53
2 YR.-24 HR. FLOWRATE=1.08CFS
10 YR.-24 HR. FLOWRATE=2.99CFS
V(BMP) REQUIRED=402CU.FT.

V PROVIDED=1524CU.FT.

XISTING PARCEL LIN

PRECIPITATION
2 YR.-1 HR.=0.4551N
100 YR.-1 HR=2.41IN
SLOPE OF INTENSITY=0.57
APN: 689-041-001

PROPOSED DETENTION BASIN
VOLUME REQUIRED = 402 CU.FT.

VOLUME PROVIDED = 1524 CU.FT.

PROPOSED MUSEUM PARKING
(SOUTH)

EXISTING RIGHT OF WAY LINE
[EXISTING RAISED MEDIAN
44-600 Village Court, Suite 100
Palm Desert, CA 92260
t.760.346.4750 f. 760.340.0089
TheAltumGroup.com

ENGINEERING I PLANNING I SURVEY I ENVIRONMENTAL

EXISTING CENTERLINE
HIGHWAY 111
(EXISTING)
000
bOO
771
INTERSECTION: /
HIGHWAY 111 AND

MIRAGE COVE DRIVE
(NOT FOR CONSTRUCTION)

CITY OF PALM DESERT, CALIFORNIA

PRELIMINARY WOMP PLAN - DEVELOPED

WORLD WILDLIFE MUSEUM
W
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1995

NOAA Atlas 14, Volume 6, Version 2
Location name: Rancho Mirage, California, USA*
Latitude: 33.766°, Longitude: -116.443°
Elevation: 274 ft**
* source: ESRI Maps
** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAH, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration
5 -min
10 -min
15 -min
30 -min
60 -min
2 -hr
3 -hr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -day
Average recurrence interval (years)
1 0.072
(0.060-0.087)

0.103
(0.086-0.124)

0.124
(0.104-0.150)

0.202
(0.169-0.245)

0.279
(0.233-0.338)

0.374
(0.312-0.453)

0.443
(0.369-0.536)

0.593
(0.494-0.718)

0.733
(0.611-0.888)

0.867
(0.768-1.00)

0.996
(0.882-1.15)

1.06 (0.937-1.22)

1.09 (0.966-1.26)

1.19 (1.05-1.37)

1.26 (1.11-1.45)

1.38 (1.22-1.60)

1.55 (1.37-1.79)

1.70 (1.51-1.97)

1.83 (1.62-2.11)
2 0.117
(0.097-0.142)

0.168
(0.140-0.203)

0.203
(0.169-0.246)

0.330
(0.275-0.400)

0.455
(0.379-0.552)

0.611
(0.509-0.741)

0.721
(0.601-0.875)

0.953
(0.794-1.16)

1.16 (0.969-1.41)

1.36 (1.20-1.57)

1.54 (1.36-1.78)

1.63 (1.44-1.88)

1.67 (1.48-1.93)

1.82 (1.61-2.10)

1.93 (1.70-2.22)

2.14 (1.89-2.47)

2.42 (2.14-2.79)

2.69 (2.38-3.10)

2.91 (2.58-3.36)
5 0.190
(0.157-0.231)

0.272
(0.226-0.330)

0.329
(0.273-0.400)

0.535
(0.444-0.650)

0.738
(0.613-0.898)

0.969
(0.805-1.18)

1.13 (0.940-1.38)

1.47 (1.22-1.79)

1.77 (1.47-2.15)

2.06 (1.81-2.38)

2.32 (2.04-2.68)

2.44 (2.15-2.83)

2.51 (2.21-2.90)

2.73 (2.40-3.16)

2.89 (2.55-3.34)

3.23 (2.85-3.74)

3.68 (3.24-4.26)

4.12 (3.64-4.77)

4.50 (3.97-5.22)
10 0.260
(0.214-0.319)

0.373
(0.307-0.458)

0.451
(0.372-0.553)

0.734
(0.605-0.900)

1.01 (0.835-1.24)

1.30 (1.07-1.60)

1.50 (1.24-1.84)

1.93 (1.59-2.36)

2.30 (1.90-2.82)

2.66 (2.33-3.10)

2.99 (2.62-3.49)

3.16 (2.76-3.68)

3.24 (2.84-3.78)

3.52 (3.08-4.11)

3.74 (3.27-4.36)

4.20 (3.67-4.90)

4.80 (4.20-5.61)

5.41 (4.73-6.32)

5.94 (5.20-6.93)
25 0.378
(0.301-0.479)

0.541
(0.431-0.687)

0.655
(0.521-0.831)

1.06 (0.848-1.35)

1.47 (1.17-1.87)

1.82 (1.45-2.31)

2.07 (1.65-2.62)

2.60 (2.07-3.30)

3.08 (2.45-3.91)

3.54 (3.00-4.26)

3.98 (3.37-4.80)

4.21 (3.57-5.07)

4.33 (3.67-5.22)

4.71 (3.99-5.67)

5.00 (4.24-6.02)

5.65 (4.78-6.80)

6.49 (5.50-7.82)

7.36 (6.24-8.86)

8.12 (6.88-9.77)
50 0.488
(0.380-0.632)

0.699
(0.544-0.906)

0.845
(0.658-1.10)

1.38 (1.07-1.78)

1.90 (1.48-2.46)

2.28 (1.77-2.95)

2.56 (1.99-3.31)

3.17 (2.47-4.11)

3.72 (2.90-4.83)

4.27 (3.54-5.24)

4.80 (3.99-5.90)

5.09 (4.23-6.26)

5.24 (4.35-6.44)

5.70 (4.73-7.00)

6.06 (5.03-7.44)

6.86 (5.70-8.44)

7.92 (6.57-9.73)

9.02 (7.48-11.1)

9.98 (8.28-12.3)
100

0.620
(0.471-0.824)

0.888
(0.675-1.18)

1.07 (0.816-1.43)

1.75 (1.33-2.32)

2.41 (1.83-3.21)

2.80 (2.13-3.72)

3.10 (2.36-4.12)

3.79 (2.88-5.04)

4.42 (3.36-5.88)

5.05 (4.10-6.36)

5.69 (4.62-7.16)

6.05 (4.91-7.62)

6.24 (5.06-7.85)

6.78 (5.50-8.54)

7.21 (5.84-9.07)

8.20 (6.65-10.3)

9.48 (7.69-11.9)

10.8 (8.79-13.6)

12.0 (9.76-15.1)
200

0.800
(0.590-1.09)

1.15 (0.846-1.57)

1.39 (1.02-1.90)

2.26 (1.66-3.09)

3.12 (2.30-4.26)

3.40 (2.51-4.66)

3.72 (2.75-5.09)

4.48 (3.31-6.14)

5.19 (3.83-7.10)

5.91 (4.66-7.64)

6.67 (5.26-8.62)

7.11 (5.62-9.20)

7.34 (5.80-9.49)

7.98 (6.30-10.3)

8.48 (6.70-11.0)

9.68 (7.64-12.5)

11.2 (8.86-14.5)

12.9 (10.2-16.7)

14.3 (11.3-18.5)
500

1.27 (0.901-1.82)

1.83 (1.29-2.61)

2.21 (1.56-3.15)

3.59 (2.54-5.13)

4.96 (3.51-7.08)

5.01 (3.55-7.15)

5.06 (3.58-7.22)

5.51 (3.90-7.86)

6.31 (4.46-9.00)

7.16 (5.43-9.63)

8.09 (6.14-10.9)

8.67 (6.58-11.7)

8.97 (6.80-12.1)

9.76 (7.40-13.1)

10.4 (7.86-14.0)

11.9 (9.00-16.0)

13.8 (10.5-18.6)

15.9 (12.1-21.4)

17.8 (13.5-24.0)
1000

1.81 (1.24-2.68)

2.60 (1.78-3.84)

3.14 (2.15-4.65)

5.12 (3.49-7.56)

7.06 (4.83-10.4)

7.14 (4.87-10.6)

7.21 (4.92-10.7)

7.28 (4.97-10.8)

7.35 (5.02-10.9)

8.20 (6.02-11.4)

9.28 (6.81-12.9)

9.99 (7.33-13.9)

10.4 (7.59-14.4)

11.3 (8.25-15.7)

12.0 (8.77-16.6)

13.7 (10.1-19.1)

16.0 (11.7-22.3)

18.5 (13.6-25.8)

20.8 (15.2-28.9)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.

Please refer to NOAAAtlas 14 document for more information.

Back to Top
PF graphical
1996

RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3)
Quality of
Cover (2)
Soil Group
A
B
C
D

NATURAL COVERS -
Poor
78 53
86 70
91 80
93 85
Barren
(Rockland, eroded and graded land)
Chaparrel, Broadleaf
(Manzonita, ceanothus and scrub oak)
Fair
40 63
75 81
Good
31 57
71 78
Chaparrel, Narrowleaf
Poor
71 82
88 91
(Chamise and redshank)
Fair
55 72
81 86
Grass, Annual or Perennial
Poor
67 78
86 89
Fair
50 69
79 84
Good
38 61
74 80
Meadows or Cienegas
Poor
63 77
85 88
(Areas with seasonally high water table,
Fair
51 70
80 84
principal vegetation is sod forming grass)
Good
30 58
72 78
Open Brush
Poor
62 76
84 88
(Soft wood shrubs - buckwheat, sage, etc.)
Fair
46 66
77 83
Good
41 63
75 81
Woodland
Poor
45 66
77 83
(Coniferous or broadleaf trees predominate.

Fair
36 60
73 79
Canopy density is at least 50 percent)
Good
28 55
70 77
Woodland, Grass
Poor
57 73
82 86
(Coniferous or broadleaf trees with canopy
Fair
44 65
77 82
density from 20 to 50 percent)
Good
33 58
72 79

URBAN COVERS -
Good
Poor
32 58
56 74
69 83
75 87
Residential or Commercial Landscaping
(Lawn, shrubs, etc.)
Turf
(Irrigated and mowed grass)
Fair
44 65
77 82
Good
33 58
72 79

AGRICULTURAL COVERS -
76 85
90 92
Fallow
(Land plowed but not tilled or seeded)

R C F C & W C D
�J'

HYDROLOGY MANUAL

RUNOFF INDEX NUMBERS
FOR

PERVIOUS AREA
1997
PLATE D-5.5 (I of 2)

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ES.52.ao"

GA CALIENTE
. 0•DIAN.66O6b CATION
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CA A
EVEN PAL MG. VAL LEY)
CODA CA1.1 -NT6
14 INDIAN R68YRI TION
A000 CALIONT6
9 INDIAN RESERVATION
22 30.

DDIAIIN FINNED V AWN
flier —, c count
LEGEND
- SOILS GROUP BOUNDARY

A SOILS GROUP DESIGNATION

RCFCBIWCD

HYDROLOGY MANUAL
.11 1 MIN
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4.46'

HYDROLOGIC SOILS GROUP MAP
FOR

CATHEDRAL CITY
Y
6 b
19 PLATE C--1.36

Whitewater River Region Preliminary WQMP
World Wildlife Museum
Appendix G
AGREEMENTS — CC&Rs, COVENANT AND AGREEMENTS, BMP

MAINTENANCE AGREEMENTS AND/OR OTHER

MECHANISMS FOR ENSURING ONGOING OPERATION,

MAINTENANCE, FUNDING AND TRANSFER OF

REQUIREMENTS FOR THIS PROJECT -SPECIFIC WQMP
The City of Rancho Mirage Maintenance Agreement will be included in this Appendix before the approval of the Final WQMP.
2000

Whitewater River Region Preliminary WQMP
World Wildlife Museum
Appendix H
PHASE 1 ENVIRONMENTAL SITE ASSESSMENT - SUMMARY OF SITE

REMEDIATION CONDUCTED AND USE RESTRICTIONS
N/A
2001

Whitewater River Region Preliminary WQMP
World Wildlife Museum
Appendix I

PROJECT -SPECIFIC WQMP SUMMARY DATA FORM
2002

Project -Specific WQMP Summary Data Form
Applicant Information
Name and Title
James Bazua, P.E.

Company
The Altum Group
Phone
(760) 346 - 4750
Email
[email protected]
Project Information
Project Name
(as shown on project application/project-specific WQMP)

WORLD WILDLIFE MUSEUM
Street Address
69934 CA -111, Rancho Mirage, CA
Nearest Cross Streets
CA -111 & Frank Sinatra Drive
Municipality
(City or Unincorporated County)
Rancho Mirage
Zip Code
92270
Tract Number(s) and/or Assessor Parcel Number(s)
689-040-023, 689-040-025, 689-040-028
Other
(other information to help identify location of project) Watershed
Colorado River Region; Whitewater River
Indicate type of project.

Priority Development Projects (Use an "X" in cell preceding project type):

SF hillside residence; impervious area ≥ 10,000 sq. ft.; Slope ≥ 25% SF hillside residence; impervious area ≥ 10,000 sq. ft.; Slope ≥ 10% & erosive soils x
Commercial or Industrial ≥ 100,000 sq. ft.

Automotive repair shop
Retail Gasoline Outlet disturbing > 5,000 sq. ft.

Restaurant disturbing > 5,000 sq. ft.

Home subdivision ≥ 10 housing units
Parking lot ≥ 5,000 sq. ft. or ≥ 25 parking spaces
Date Project -Specific PWQMP Submitted
Size of Project Area (nearest 0.1 acre)

6.78 acres
Project Area managed with Site Design or Low
Impact Development (LID) BMPs (nearest 0.1 acre)

5.03 acres (1.75 acres — self treating)
Is the project subject to onsite retention by
ordinance or policy?
No
Are Treatment Control BMPs required?
Not Applicable
Name of the entity that will implement, operate, and
maintain the post -construction BMPs
Owner
Contact Name
Street or Mailing Address
City
Zip Code
Phone
Space Below for Use by City/County Staff Only
Preceding Information Verified by
(consistent with information in project -specific WQMP) Name:

Date:

Date Project -Specific WQMP Approved:

Data Entered by
Name:

Date:

Other Comments
2003

GLOBAL WILDLIFE DISCOVERY MUSEUM
Initial Study/Mitigated Negative Declaration
August 2025
Appendix G
Preliminary Hydrology Report
City of Rancho Mirage G
2004

WORLD WILDLIFE MUSEUM

RANCHO MIRAGE, CA

PRELIMINARY HYDROLOGY REPORT
PREPARED FOR:

PREST VUKSIC GREENWOOD ARCHITECTS
44-530 SAN PABLO AVENUE, STE 200
PALM DESERT, CA 92260
PREPARED BY:
as TheAltumGroup
44-600 VILLAGE COURT, SUITE 100
PALM DESERT, CA 92260
(760) 346-4750
MARCH 27, 2025
Pre are+ Un er the Supervision of:

Expiration Date: December 31, 2026
2005

World Wildlife Museum

PRELIMINARY HYDROLOGY REPORT
TABLE OF CONTENTS:

I PROJECT DESCRIPTION

II DESIGN METHODOLOGY

III DESIGN CAPTURE VOLUME CALCULATIONS

IV RUNOFF VOLUME CALCULATIONS

V RUNOFF DISCHARGE CALCULATIONS

VI RUNOFF VELOCITY CALCULATIONS

VII APPENDIX
2006

I. PROJECT DESCRIPTION
This report was prepared in support of the World Wildlife Museum submittal. The purpose of this preliminary hydrology report is to analyze and compare the drainage patterns for existing and proposed development conditions, to show that the project meets MS4 permit requirements.

The proposed project, `World Wildlife Museum', is located at 69934 CA State Highway 111, Rancho Mirage, CA 92270 on a 6.78 acre site. Project activities consist of the construction of the World Wildlife Museum, a commercial museum development that will occupy a portion of Parcel 1 of Parcel Map No. 8674 (689-040-025), Parcel 2 of Parcel Map No. 8674 (689- 040-023) and Lot 88, R.M. Annex No 2 (689-040-028). Construction activities will disturb approximately 3.2 acres of the 6.78 acre site.

Under existing conditions, the site is partially developed with a parking lot. The existing parking lot served a previous commercial building located on Parcel 2 which has been completely demolished. Existing drainage is designed to surface flow to a low point located in the northeasterly portion of the parking lot toward an existing combination curb inlet/grate catch basin that collects runoff in a sump condition and directs flow into an existing storm drain pipe designed to convey runoff off -site toward the existing Whitewater Evacuation Channel (receiving water) located nearby, to the northeast. Lot 88, R.M. Annex No. 2 (689- 040-028) is located at the southerly end of the project boundary, is currently vacant and surface flows over pervious ground cover in a southeasterly direction toward Mirage Cove Drive, and off -site within public right of way and ultimately into Whitewater Evacuation Channel to the east.

Under post development conditions, the existing parking lot (Parcels 1 &2) will be improved and re -purposed, and a new museum building will be constructed and new separate overflow parking facilities will be constructed on Lot 88. Storm runoff generated on improved portions of Parcel 1 and Parcel 2 will continue to flow to the low point of the existing parking lot and into a new combination collection basin and underground storage system designed to replace the existing curb inlet. Storm runoff generated on the overflow parking improvements within Lot 88 will surface flow toward the east into a new surface detention basin.
2007

H. DESIGN METHODOLOGY AND CALCULATIONS
Developments south and southwest of the Whitewater Evacuation Channel within City of Rancho are required to comply with MS4 permit WQMP treatment requirements, but are not required to retain the runoff generated during the 100 year design storm event. The World Wildlife Museum project will collect and store runoff underground (Parcels 1 & 2) and in a surface retention basin (Lot 88) in a manner that captures and treats the Design Capture Volume (DCV) and ensures that flowrates, velocities and volumes leaving the site under the proposed condition do not exceed those under the existing condition. Flows exceeding the storage capacity of the new on -site storage facilities will leave the project site, and continue to flow toward the Whitewater Evacuation Channel as they do under the existing condition.

1.) The Water Quality Management Plan (WQMP) Design Capture Volume (DCV) is calculated using worksheets provided by Riverside County Flood Control and Water Conservation District for Stormwater Quality Best Management Practices for the Riverside County Whitewater River Region.

2.) Riverside County Flood Control District Synthetic Unit Hydrograph methods are used to quantify the runoff volumes generated for the pre and post development site conditions during the 2 year -24 hour and 10 year -24 hour storm events.

3.) Flowrates (Q) generated for the pre and post development site conditions during the 2 year -24 hour and 10 year -24 hour storm events are calculated using CivilD rational method software.

4.) Flow velocities for the pre and post development site conditions during the 2 year -24 hour and 10 year -24 hour storm events are calculated using manning's equation for open channel flow and flowrate results listed in this report

DESIGN CRITERIA
The following Riverside County Flood Control District (RCFCD) parameters were used in the preparation of the analyses:
• 2 year —1 hour Precipitation
• 2 year — 3 hour Precipitation
• 2 year — 6 hour Precipitation
• 2 year — 24 hour Precipitation
• 10 year — 3 hour Precipitation
• 10 year — 6 hour Precipitation
• 10 year — 24 hour Precipitation
• 100 year — 1 hour Precipitation
• Hydrologic Soil Type "A"
• Slope Intensity Duration Curve
• Runoff Index Number

0.455" (NOAA)

0.721" (NOAA)

0.953" (NOAA)

1.36" (NOAA)

1.50" (NOAA)

1.93" (NOAA)

2.66" (NOAA)

2.41" (NOAA)
(RCFC&WCD Plate C-1.36)
(RCFC&WCD Plate D-4.6)
32 (RCFC&WCD Plate D-5.5)
2008

III DESIGN CAPTURE VOLUME CALCULATIONS
NORTH
DESIGN CAPTURE VOLUME AREA = 3.80 AC (INCLUDES OFF -SITE FLOW) IMPERVIOUS FRACTION = 0.55
DESIGN CAPTURE VOLUME = 2,069 CU.FT.

INFILTRATION BMP VOLUME PROVIDED = 2,439 CU.FT.

SOUTH
DESIGN CAPTURE VOLUME AREA = 1.23 AC
IMPERVIOUS FRACTION = 0.30
DESIGN CAPTURE VOLUME = 402 CU.FT.

INFILTRATION BMP VOLUME PROVIDED = 1,524 CU.FT.
2009

Whitewater Watershed
Legend:

Required Entries
Calculated Cells
BMP Design Volume, VBMp (Rev. 03-2012)
Company Name The Altum Group
Date
County/City Case No
3/20/2025
Designed by James Bazua
C2026
Company Project Number/Name
Drainage Area Number/Name WORLD WILDLIFE MUSEUM - NORTH Enter the Area Tributary to this Feature
AT = 3.8 acres
Determine the Effective Impervious Fraction
Type of post -development surface cover
(use pull down menu)
Effective Impervious Fraction
Mixed Surface Types
If=

0.55 Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C = 0.858If - 0.78If + 0.774If+ 0.04 C =
Determine Design Storage Volume, VBMP
Calculate VU, the 85% Unit Storage Volume Vu= 0.40 x C
Calculate the design storage volume of the BMP, VBMp.

VBMP (ft3)= VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
V„ =
VBMP =
(in*ac)/ac
ft3
12 (in/ft)
Notes:
2010

Whitewater Watershed
Required
Legend:

Entries
Cells
BMP Design Volume, VBMp (Rev. 03-2012)
Calculated
Company Name The Altum Group
Date
County/City Case No
3/20/2025
Designed by James Bazua
C2026
Company Project Number/Name
Drainage Area Number/Name WORLD WILDLIFE MUSEUM - SOUTH Enter the Area Tributary to this Feature
AT = 1.23 acres
Determine the Effective Impervious Fraction
Type of post -development surface cover
(use pull down menu)
Effective Impervious Fraction
Mixed Surface Types
If=

0.30 Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C = 0.858If - 0.78If + 0.774If+ 0.04 C =
Determine Design Storage Volume, VBMP
Calculate VU, the 85% Unit Storage Volume Vu= 0.40 x C V„ = Calculate the design storage volume of the BMP, VBMp.

VBMP (ft3)= VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) VBMP = (in*ac)/ac
ft3
-..
12 (in/ft)
Notes:
2011

IV RUNOFF VOLUME CALCULATIONS

SUBAREA

NORTH EXISTING

NORTH PROPOSED
2 YR. - 24 HR VOLUME
(CU.FT.)
1537
1537
2 YR. - 24 HR VOLUME
STORED ON -SITE (CU.FT.)
0 1537
2 YR. - 24 HR VOLUME
LEAVING SITE (CU.FT.)
1537
0 10 YR. - 24 HR VOLUME
(CU.FT.)
3560
5799
10 YR. - 24 HR VOLUME
-
2439
STORED ON -SITE (CU.FT.)
10 YR. - 24 HR VOLUME
LEAVING SITE (CU.FT.)
3560
3360

SUBAREA

SOUTH EXISTING

SOUTH PROPOSED
2 YR. - 24 HR VOLUME
(CU.FT.)
602
602
2 YR. - 24 HR VOLUME
0 602
STORED ON -SITE (CU.FT.)
2 YR. - 24 HR VOLUME
LEAVING SITE (CU.FT.)
602
0 10 YR. - 24 HR VOLUME
(CU.FT.)
1178
1168
10 YR. - 24 HR VOLUME
0 1168
STORED ON -SITE (CU.FT.)
10 YR. - 24 HR VOLUME
LEAVING SITE (CU.FT.)
1178
0 2012

A B C
D
1 RCFC&WCD SHORTCUT UNIT HYDROGRAPH METHOD
2 DATA INPUT SHEET
3 4
WORKSHEET PREPARED BY:

JAMES R. BAZUA, P.E.
5 6

PROJECT NAME
WORLD MUSEUM EXIST 2 YR EVENT - NORTH
7 JOB #
C2026
8 9

CONCENTRATION POINT DESIGNATION
1 10

AREA DESIGNATION

ON -SITE
11 12

TRIBUTARY AREAS
ACRES
13 14

COMMERCIAL
15 PAVING/HARDSCAPE

1.24 16
SF - 1 ACRE
17 SF - 1/2 ACRE
18 SF-1/4ACRE
19 MF - CONDOMINIUMS
20 MF- APARTMENTS
21 MOBILE HOME PARK
22 LANDSCAPING

0.87 23

RETENTION BASIN
24 GOLF COURSE
25 MOUNTAINOUS

1.03 26

LOW LOSS RATE (PERCENT)
90%
27 28

LENGTH OF WATERCOURSE (L)
436
29 LENGTH TO POINT OPPOSITE CENTROID (Lca)
46 30
31 ELEVATION OF HEADWATER
356
32 ELEVATION OF CONCENTRATION POINT
264.5
33 34

AVERAGE MANNINGS 'N' VALUE

0.02 35
36 STORM FREQUENCY (YEAR)
100
37 38

POINT RAIN
39 3 -HOUR

0.721
40 6 -HOUR

0.953
41 24 -HOUR

1.36 42
43 BASIN CHARACTERISTICS:

ELEVATION
AREA
44 45
46 47
48 49
50 51
52 PERCOLATION RATE (in/hr)
53 54

DRYWELL DATA
55 NUMBER USED
56 PERCOLATION RATE (cfs)
2013

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: WORLD MUSEUM EXIST 2 YR EVENT - NORTH BASIC DATA CALCULATION FORM JOB # C2026
SHORTCUT METHOD BY =S R. BAZUA, P.E. DATE 3/28/2025

PHYSICAL DATA
[1] CONCENTRATION POINT
1 [2] AREA DESIGNATION

ON -SITE
[3] AREA - ACRES

3.140
[4] L -FEET
436
[5] L -MILES

0.083
[6] La -FEET

46.00 [7] La -MILES

0.009
[8] ELEVATION OF HEADWATER
356
(9] ELEVATION OF CONCENTRATION POINT
264.5
[10] H -FEET

91.5 [11] S-FEET/MILE
1108.1
[12] S^0.5

33.29 [13] L*LCA/S^0.5

0.000
[14] AVERAGE MANNINGS 'N'

0.02 [15] LAG TIME -HOURS

0.01 [16] LAG TIME -MINUTES

0.5 [17] 100% OF LAG -MINUTES

0.5 [18] 200% OF LAG -MINUTES

1.0 [19] UNIT TIME -MINUTES (100%-200% OF LAG)
5 [24] TOTAL PERCOLATION RATE (cfs)

0.00 RAINFALL DATA
[1] SOURCE
[2] FREQUENCY -YEARS 100
[3] DURATION:
3 -HOURS
6 -HOURS
24 -HOURS
[4]
POINT
RAIN
INCHES
(Plate E-5.2)
[5]
AREA
[6]
[7]

AVERAGE
POINT
RAIN
INCHES
[8]
POINT
RAIN
INCHES
(Plate E-5.4)
[9]
AREA
[10]
[11]

AVERAGE
POINT
RAIN
INCHES
[12]
POINT
RAIN
INCHES
(Plate E-5.6)
[13]
AREA
[14]
[15]

AVERAGE
POINT
RAIN
INCHES

0.72 3.140

1.00 0.72

0.95 3.140

1.00 0.95

1.36 3.140

1.00 1.36

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
SUM [5]
[16] AREA ADJ
[17] ADJ AVG

3.14 SUM [7]

0.72 SUM [9]

3.14 SUM [11]

0.95 SUM [13]

3.14 SUM [15]

1.36 FACTOR

POINT RAIN

1.000

1.000

1.000

0.72 0.95

1.36 STORM EVENT SUMMARY

DURATION
3 -HOUR
6 -HOUR
24 -HOUR

EFFECTIVE RAIN
(in)

0.17 0.16

0.14 FLOOD VOLUME
(cu -ft)
(acre -ft)
1,896

0.04 1,843

0.04 1,550

0.04 REQUIRED STORAGE
(cu -ft)
(acre -ft)
1,880

0.04 1,828

0.04 1,537

0.04 PEAK FLOW
(cfs)

1.31 1.09

0.06 MAXIMUM WSEL
(ft)
-
-
-
2014
Plate E-2.1

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
PROJECT WORLD MUSEUM EXIST 2 YR EVENT - NORTH
CONCENTRATION POINT: 1
BY MES R. BAZUA, P.E. DATE 3/28/2025

ADJUSTED LOSS RATE
SOIL
GROUP
[Plate C-1]

LAND USE
RI
NUMBER
[Plate E-6.1]

PERVIOUS
AREA

INFILTRATION
RATE
(in/hr)
[Plate E-6.2]

DECIMAL

PERCENT

OF AREA

IMPERVIOUS
[Plate E-6.3]

ADJUSTED

INFILTRATION
RATE
(in/hr)
AREA

AVERAGE

ADJUSTED

INFILTRATION
RATE
(in/hr)
A

COMMERCIAL
32 0.74
90%

0.14 0.00

0.000

0.0000
A

PAVING/HARDSCAPE
32 0.74
100%

0.07 1.24

0.395

0.0292
A
SF - 1 ACRE
32 0.74
20%

0.61 0.00

0.000

0.0000
A
SF - 1/2 ACRE
32 0.74
40%

0.47 0.00

0.000

0.0000
A
SF - 1/4 ACRE
32 0.74
50%

0.41 0.00

0.000

0.0000
A

MF - CONDOMINIUMS
32 0.74
65%

0.31 0.00

0.000

0.0000
A

MF - APARTMENTS
32 0.74
80%

0.21 0.00

0.000

0.0000
A

MOBILE HOME PARKS
32 0.74
75%

0.24 0.00

0.000

0.0000
A

LANDSCAPING
32 0.74
0%

0.74 0.87

0.277

0.2050
A

RETENTION BASINS
32 0.74
0%

0.74 0.00

0.000

0.0000
A

GOLF COURSE
32 0.74
0%

0.74 0.00

0.000

0.0000
D

MOUNTAINOUS
93 0.95
90%

0.18 1.03

0.328

0.0592

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

VARIABLE LOSS
Fm=
C=
Ft=C(24-(T/60))^1.55

LOW LOSS RATE
Where:

T=Time in minutes.

T=1 1/2 unit time for
RATE CURVE (24
-HOUR STORM ONLY)
=
value for each unit
etc.

0.00272
SUM
(24-(T/60))^1.55 + 0.15
= 90%
T=1/2 the unit time for the first time period,

3.14 SUM

0.2935
in/hr

0.146731688

0.00272
(80-90 PERCENT)
To get an average
the second period,
time period, Use
2015
Plate E-2.1

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
100 YEAR - 3 HOUR STORM EVENT
PROJECT: WORLD MUSEUM EXIST 2 YR EVENT - NORTH
CONCENTRATION POINT: 1
BY: IES R. BAZUA, DATE 3/28/2025

EFFECTIVE RAIN CALCULATION FORM
DRAINAGE AREA -ACRES 3.14
UNIT TIME -MINUTES 5
LAG TIME - MINUTES 0.49
UNIT TIME -PERCENT OF LAG 1029.0
TOTAL ADJUSTED STORM RAIN -INCHES 0.72
CONSTANT LOSS RATE-in/hr 0.29
LOW LOSS RATE - PERCENT 90%
TOTAL PERCOLATION RATE (cfs) 0.00 cfs
Unit Time
Period
Time
Minutes Hours
Pattern
Percent
(Plate E-5.9)
Storm
Rain
in/hr
Loss Rate
in/hr
Max Low
Effective
Rain
in/hr
Flood
Hydrograph
Flow
cfs
Required
Storage
cf
1 5

0.08 1.3

0.112

0.29 0.10

0.01 0.04

10.60 2
10 0.17

1.3 0.112

0.29 0.10

0.01 0.04

10.60 3
15 0.25

1.1 0.095

0.29 0.09

0.01 0.03

8.97 4
20 0.33

1.5 0.130

0.29 0.12

0.01 0.04

12.23 5
25 0.42

1.5 0.130

0.29 0.12

0.01 0.04

12.23 6
30 0.50

1.8 0.156

0.29 0.14

0.02 0.05

14.67 7
35 0.58

1.5 0.130

0.29 0.12

0.01 0.04

12.23 8
40 0.67

1.8 0.156

0.29 0.14

0.02 0.05

14.67 9
45 0.75

1.8 0.156

0.29 0.14

0.02 0.05

14.67 10
50 0.83

1.5 0.130

0.29 0.12

0.01 0.04

12.23 11
55 0.92

1.6 0.138

0.29 0.12

0.01 0.04

13.04 12
60 1.00

1.8 0.156

0.29 0.14

0.02 0.05

14.67 13
65 1.08

2.2 0.190

0.29 0.17

0.02 0.06

17.93 14
70 1.17

2.2 0.190

0.29 0.17

0.02 0.06

17.93 15
75 1.25

2.2 0.190

0.29 0.17

0.02 0.06

17.93 16
80 1.33

2.0 0.173

0.29 0.16

0.02 0.05

16.30 17
85 1.42

2.6 0.225

0.29 0.20

0.02 0.07

21.19 18
90 1.50

2.7 0.234

0.29 0.21

0.02 0.07

22.01 19
95 1.58

2.4 0.208

0.29 0.19

0.02 0.07

19.56 20
100

1.67 2.7

0.234

0.29 0.21

0.02 0.07

22.01 21
105

1.75 3.3

0.286

0.29 0.26

0.03 0.09

26.90 22
110

1.83 3.1

0.268

0.29 0.24

0.03 0.08

25.27 23
115

1.92 2.9

0.251

0.29 0.23

0.03 0.08

23.64 24
120

2.00 3.0

0.260

0.29 0.23

0.03 0.08

24.45 25
125

2.08 3.1

0.268

0.29 0.24

0.03 0.08

25.27 26
130

2.17 4.2

0.363

0.29 0.33

0.07 0.22

65.87 27
135

2.25 5.0

0.433

0.29 0.39

0.14 0.44
131.07
28 140

2.33 3.5

0.303

0.29 0.27

0.01 0.03

8.81 29
145

2.42 6.8

0.588

0.29 0.53

0.29 0.93
277.77
30 150

2.50 7.3

0.632

0.29 0.57

0.34 1.06
318.52
31 155

2.58 8.2

0.709

0.29 0.64

0.42 1.31
391.87
32 160

2.67 5.9

0.510

0.29 0.46

0.22 0.68
204.42
33 165

2.75 2.0

0.173

0.29 0.16

0.02 0.05

16.30 34
170

2.83 1.8

0.156

0.29 0.14

0.02 0.05

14.67 35
175

2.92 1.8

0.156

0.29 0.14

0.02 0.05

14.67 36
180

3.00 0.6

0.052

0.29 0.05

0.01 0.02

4.89 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY
EFFECTIVE RAIN (in)
FLOOD VOLUME (acft)
FLOOD VOLUME (cuft)
REQUIRED STORAGE (acft)
REQUIRED STORAGE (cuft)
PEAK FLOW RATE (cfs)

0.17 0.04
1895.68

0.04 1880.00

1.31 2016
Plate E-2.2

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
100 YEAR - 6 HOUR STORM EVENT
PROJECT: WORLD MUSEUM EXIST 2 YR EVENT - NOR -
CONCENTRATION POINT: 1
BY: JAMES R. BAZ DATE: 3/28/2025

EFFECTIVE RAIN CALCULATION FORM
DRAINAGE AREA -ACRES 3.14
UNIT TIME -MINUTES 5
LAG TIME - MINUTES 0.49
UNIT TIME -PERCENT OF LAG 1029.0
TOTAL ADJUSTED STORM RAIN -INCHES 0.95
CONSTANT LOSS RATE-in/hr 0.293
LOW LOSS RATE - PERCENT 90%
TOTAL PERCOLATION RATE (cfs) 0.00 cfs
Unit Time
Period
Time
Minutes Hours
Pattern
Percent
(Plate E-5.9)
Storm
Rain
in/hr
Loss Rate
in/hr
Max Low
Effective
Rain
in/hr
Flood
Hydrograph
Flow
cfs
Required
Storage
cf
1 5

0.08 0.5

0.057

0.29 0.05

0.01 0.02

5.39 2
10 0.17

0.6 0.069

0.29 0.06

0.01 0.02

6.46 3
15 0.25

0.6 0.069

0.29 0.06

0.01 0.02

6.46 4
20 0.33

0.6 0.069

0.29 0.06

0.01 0.02

6.46 5
25 0.42

0.6 0.069

0.29 0.06

0.01 0.02

6.46 6
30 0.50

0.7 0.080

0.29 0.07

0.01 0.03

7.54 7
35 0.58

0.7 0.080

0.29 0.07

0.01 0.03

7.54 8
40 0.67

0.7 0.080

0.29 0.07

0.01 0.03

7.54 9
45 0.75

0.7 0.080

0.29 0.07

0.01 0.03

7.54 10
50 0.83

0.7 0.080

0.29 0.07

0.01 0.03

7.54 11
55 0.92

0.7 0.080

0.29 0.07

0.01 0.03

7.54 12
60 1.00

0.8 0.091

0.29 0.08

0.01 0.03

8.62 13
65 1.08

0.8 0.091

0.29 0.08

0.01 0.03

8.62 14
70 1.17

0.8 0.091

0.29 0.08

0.01 0.03

8.62 15
75 1.25

0.8 0.091

0.29 0.08

0.01 0.03

8.62 16
80 1.33

0.8 0.091

0.29 0.08

0.01 0.03

8.62 17
85 1.42

0.8 0.091

0.29 0.08

0.01 0.03

8.62 18
90 1.50

0.8 0.091

0.29 0.08

0.01 0.03

8.62 19
95 1.58

0.8 0.091

0.29 0.08

0.01 0.03

8.62 20
100

1.67 0.8

0.091

0.29 0.08

0.01 0.03

8.62 21
105

1.75 0.8

0.091

0.29 0.08

0.01 0.03

8.62 22
110

1.83 0.8

0.091

0.29 0.08

0.01 0.03

8.62 23
115

1.92 0.8

0.091

0.29 0.08

0.01 0.03

8.62 24
120

2.00 0.9

0.103

0.29 0.09

0.01 0.03

9.70 25
125

2.08 0.8

0.091

0.29 0.08

0.01 0.03

8.62 26
130

2.17 0.9

0.103

0.29 0.09

0.01 0.03

9.70 27
135

2.25 0.9

0.103

0.29 0.09

0.01 0.03

9.70 28
140

2.33 0.9

0.103

0.29 0.09

0.01 0.03

9.70 29
145

2.42 0.9

0.103

0.29 0.09

0.01 0.03

9.70 30
150

2.50 0.9

0.103

0.29 0.09

0.01 0.03

9.70 31
155

2.58 0.9

0.103

0.29 0.09

0.01 0.03

9.70 32
160

2.67 0.9

0.103

0.29 0.09

0.01 0.03

9.70 33
165

2.75 1.0

0.114

0.29 0.10

0.01 0.04

10.77 34
170

2.83 1.0

0.114

0.29 0.10

0.01 0.04

10.77 35
175

2.92 1.0

0.114

0.29 0.10

0.01 0.04

10.77 36
180

3.00 1.0

0.114

0.29 0.10

0.01 0.04

10.77 37
185

3.08 1.0

0.114

0.29 0.10

0.01 0.04

10.77 38
190

3.17 1.1

0.126

0.29 0.11

0.01 0.04

11.85 39
195

3.25 1.1

0.126

0.29 0.11

0.01 0.04

11.85 40
200

3.33 1.1

0.126

0.29 0.11

0.01 0.04

11.85 41
205

3.42 1.2

0.137

0.29 0.12

0.01 0.04

12.93 42
210

3.50 1.3

0.149

0.29 0.13

0.01 0.05

14.00 43
215

3.58 1.4

0.160

0.29 0.14

0.02 0.05

15.08 44
220

3.67 1.4

0.160

0.29 0.14

0.02 0.05

15.08 45
225

3.75 1.5

0.172

0.29 0.15

0.02 0.05

16.16 46
230

3.83 1.5

0.172

0.29 0.15

0.02 0.05

16.16 47
235

3.92 1.6

0.183

0.29 0.16

0.02 0.06

17.24 48
240

4.00 1.6

0.183

0.29 0.16

0.02 0.06

17.24 49
245

4.08 1.7

0.194

0.29 0.17

0.02 0.06

18.31 50
250

4.17 1.8

0.206

0.29 0.19

0.02 0.06

19.39 51
255

4.25 1.9

0.217

0.29 0.20

0.02 0.07

20.47 52
260

4.33 2.0

0.229

0.29 0.21

0.02 0.07

21.55 53
265

4.42 2.1

0.240

0.29 0.22

0.02 0.08

22.62 54
270

4.50 2.1

0.240

0.29 0.22

0.02 0.08

22.62 55
275

4.58 2.2

0.252

0.29 0.23

0.03 0.08

23.70 56
280

4.67 2.3

0.263

0.29 0.24

0.03 0.08

24.78 2017
Plate E-2.2

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
100 YEAR - 6 HOUR STORM EVENT
PROJECT: WORLD MUSEUM EXIST 2 YR EVENT - NOR'
CONCENTRATION POINT: 1
BY: JAMES R. BAZ DATE: 3/28/2025

EFFECTIVE RAIN CALCULATION FORM
DRAINAGE AREA -ACRES 3.14
UNIT TIME -MINUTES 5
LAG TIME - MINUTES 0.49
UNIT TIME -PERCENT OF LAG 1029.0
TOTAL ADJUSTED STORM RAIN -INCHES 0.95
CONSTANT LOSS RATE-in/hr 0.293
LOW LOSS RATE - PERCENT 90%
TOTAL PERCOLATION RATE (cfs) 0.00 cfs
Unit Time
Period
Time
Minutes Hours
Pattern
Percent
(Plate E-5.9)
Storm
Rain
in/hr
Loss Rate
in/hr
Max Low
Effective
Rain
in/hr
Flood
Hydrograph
Flow
cfs
Required
Storage
cf
57 285

4.75 2.4

0.274

0.29 0.25

0.03 0.09

25.85 58
290

4.83 2.4

0.274

0.29 0.25

0.03 0.09

25.85 59
295

4.92 2.5

0.286

0.29 0.26

0.03 0.09

26.93 60
300

5.00 2.6

0.297

0.29 0.27

0.00 0.01

3.65 61
305

5.08 3.1

0.355

0.29 0.32

0.06 0.19

57.51 62
310

5.17 3.6

0.412

0.29 0.37

0.12 0.37
111.38
63 315

5.25 3.9

0.446

0.29 0.40

0.15 0.48
143.69
64 320

5.33 4.2

0.480

0.29 0.43

0.19 0.59
176.01
65 325

5.42 4.7

0.537

0.29 0.48

0.24 0.77
229.87
66 330

5.50 5.6

0.640

0.29 0.58

0.35 1.09
326.83
67 335

5.58 1.9

0.217

0.29 0.20

0.02 0.07

20.47 68
340

5.67 0.9

0.103

0.29 0.09

0.01 0.03

9.70 69
345

5.75 0.6

0.069

0.29 0.06

0.01 0.02

6.46 70
350

5.83 0.5

0.057

0.29 0.05

0.01 0.02

5.39 71
355

5.92 0.3

0.034

0.29 0.03

0.00 0.01

3.23 72
360

6.00 0.2

0.023

0.29 0.02

0.00 0.01

2.15 EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY
EFFECTIVE RAIN (in)
FLOOD VOLUME (acft)
FLOOD VOLUME (cuft)
REQUIRED STORAGE (acft)
REQUIRED STORAGE (cuft)
PEAK FLOW RATE (cfs)

0.16 0.04
1843.05

0.04 1827.81

1.09 2018
Plate E-2.2

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
100 YEAR - 24 HOUR STORM EVENT
PROJECT: WORLD MUSEUM EXIST 2 YR EVENT - NOR
CONCENTRATION POINT: 1
BY: JAMES R. BAZ DATE: 3/28/2025

EFFECTIVE

RAIN CALCULATION FORM
DRAINAGE AREA -ACRES 3.140
UNIT TIME -MINUTES 15
LAG TIME - MINUTES 0.49
UNIT TIME -PERCENT OF LAG 3086.9
TOTAL ADJUSTED STORM RAIN -INCHES 1.36
CONSTANT LOSS RATE-in/hr n/a
VARIABLE LOSS RATE (AVG) in/hr 0.2935
MINIMUM LOSS RATE (for var. loss) - in/hr 0.147
LOW LOSS RATE - DECIMAL 0.90
C 0.00272
PERCOLATION RATE (cfs) 0.00
Unit Time
Period
Time
Minutes Hours
Pattern
Percent
(Plate E-5.9)
Storm
Rain
in/hr
Loss Rate
in/hr
Max Low
Effective
Rain
in/hr
Flood
Hydrograph
Flow
cfs
Required
Storage
cf
1 15

0.25 0.2

0.011

0.518

0.010

0.001

0.00 3.07
2 30

0.50 0.3

0.016

0.512

0.015

0.002

0.01 4.61
3 45

0.75 0.3

0.016

0.506

0.015

0.002

0.01 4.61
4 60

1.00 0.4

0.022

0.500

0.020

0.002

0.01 6.15
5 75

1.25 0.3

0.016

0.494

0.015

0.002

0.01 4.61
6 90

1.50 0.3

0.016

0.489

0.015

0.002

0.01 4.61
7 105

1.75 0.3

0.016

0.483

0.015

0.002

0.01 4.61
8 120

2.00 0.4

0.022

0.477

0.020

0.002

0.01 6.15
9 135

2.25 0.4

0.022

0.471

0.020

0.002

0.01 6.15
10 150

2.50 0.4

0.022

0.465

0.020

0.002

0.01 6.15
11 165

2.75 0.5

0.027

0.460

0.024

0.003

0.01 7.69
12 180

3.00 0.5

0.027

0.454

0.024

0.003

0.01 7.69
13 195

3.25 0.5

0.027

0.448

0.024

0.003

0.01 7.69
14 210

3.50 0.5

0.027

0.443

0.024

0.003

0.01 7.69
15 225

3.75 0.5

0.027

0.437

0.024

0.003

0.01 7.69
16 240

4.00 0.6

0.033

0.432

0.029

0.003

0.01 9.22
17 255

4.25 0.6

0.033

0.426

0.029

0.003

0.01 9.22
18 270

4.50 0.7

0.038

0.421

0.034

0.004

0.01 10.76
19 285

4.75 0.7

0.038

0.415

0.034

0.004

0.01 10.76
20 300

5.00 0.8

0.044

0.410

0.039

0.004

0.01 12.30
21 315

5.25 0.6

0.033

0.405

0.029

0.003

0.01 9.22
22 330

5.50 0.7

0.038

0.400

0.034

0.004

0.01 10.76
23 345

5.75 0.8

0.044

0.394

0.039

0.004

0.01 12.30
24 360

6.00 0.8

0.044

0.389

0.039

0.004

0.01 12.30
25 375

6.25 0.9

0.049

0.384

0.044

0.005

0.02 13.84
26 390

6.50 0.9

0.049

0.379

0.044

0.005

0.02 13.84
27 405

6.75 1.0

0.054

0.374

0.049

0.005

0.02 15.37
28 420

7.00 1.0

0.054

0.369

0.049

0.005

0.02 15.37
29 435

7.25 1.0

0.054

0.364

0.049

0.005

0.02 15.37
30 450

7.50 1.1

0.060

0.359

0.054

0.006

0.02 16.91
31 465

7.75 1.2

0.065

0.354

0.059

0.007

0.02 18.45
32 480

8.00 1.3

0.071

0.349

0.064

0.007

0.02 19.99
33 495

8.25 1.5

0.082

0.344

0.073

0.008

0.03 23.06
34 510

8.50 1.5

0.082

0.339

0.073

0.008

0.03 23.06
35 525

8.75 1.6

0.087

0.335

0.078

0.009

0.03 24.60
36 540

9.00 1.7

0.092

0.330

0.083

0.009

0.03 26.13
37 555

9.25 1.9

0.103

0.325

0.093

0.010

0.03 29.21
38 570

9.50 2.0

0.109

0.321

0.098

0.011

0.03 30.75
39 585

9.75 2.1

0.114

0.316

0.103

0.011

0.04 32.28
40 600

10.00 2.2

0.120

0.311

0.108

0.012

0.04 33.82
41 615

10.25 1.5

0.082

0.307

0.073

0.008

0.03 23.06
42 630

10.50 1.5

0.082

0.302

0.073

0.008

0.03 23.06
43 645

10.75 2.0

0.109

0.298

0.098

0.011

0.03 30.75
44 660

11.00 2.0

0.109

0.294

0.098

0.011

0.03 30.75
45 675

11.25 1.9

0.103

0.289

0.093

0.010

0.03 29.21
46 690

11.50 1.9

0.103

0.285

0.093

0.010

0.03 29.21
47 705

11.75 1.7

0.092

0.281

0.083

0.009

0.03 26.13
48 720

12.00 1.8

0.098

0.277

0.088

0.010

0.03 27.67
49 735

12.25 2.5

0.136

0.273

0.122

0.014

0.04 38.43
50 750

12.50 2.6

0.141

0.268

0.127

0.014

0.04 39.97
51 765

12.75 2.8

0.152

0.264

0.137

0.015

0.05 43.05
52 780

13.00 2.9

0.158

0.260

0.142

0.016

0.05 44.58
53 795

13.25 3.4

0.185

0.257

0.166

0.018

0.06 52.27
54 810

13.50 3.4

0.185

0.253

0.166

0.018

0.06 52.27
55 825

13.75 2.3

0.125

0.249

0.113

0.013

0.04 35.36
56 840

14.00 2.3

0.125

0.245

0.113

0.013

0.04 35.36
57 855

14.25 2.7

0.147

0.241

0.132

0.015

0.05 41.51
58 870

14.50 2.6

0.141

0.238

0.127

0.014

0.04 39.97
59 885

14.75 2.6

0.141

0.234

0.127

0.014

0.04 39.97
60 900

15.00 2.5

0.136

0.230

0.122

0.014

0.04 38.43
61 915

15.25 2.4

0.131

0.227

0.118

0.013

0.04 36.90
62 930

15.50 2.3

0.125

0.223

0.113

0.013

0.04 35.36
63 945

15.75 1.9

0.103

0.220

0.093

0.010

0.03 29.21
64 960

16.00 1.9

0.103

0.217

0.093

0.010

0.03 29.21
65 975

16.25 0.4

0.022

0.213

0.020

0.002

0.01 6.15
66 990

16.50 0.4

0.022

0.210

0.020

0.002

0.01 6.15
67 1005

16.75 0.3

0.016

0.207

0.015

0.002

0.01 4.61
H
2019
Plate E-2.2

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
100 YEAR - 24 HOUR STORM EVENT
PROJECT: WORLD MUSEUM EXIST 2 YR EVENT - NOR
CONCENTRATION POINT: 1
BY: JAMES R. BAZ DATE: 3/28/2025

EFFECTIVE

RAIN CALCULATION FORM
DRAINAGE AREA -ACRES 3.140
UNIT TIME -MINUTES 15
LAG TIME - MINUTES 0.49
UNIT TIME -PERCENT OF LAG 3086.9
TOTAL ADJUSTED STORM RAIN -INCHES 1.36
CONSTANT LOSS RATE-in/hr n/a
VARIABLE LOSS RATE (AVG) in/hr 0.2935
MINIMUM LOSS RATE (for var. loss) - in/hr 0.147
LOW LOSS RATE - DECIMAL 0.90
C 0.00272
PERCOLATION RATE (cfs) 0.00
Unit Time
Period
Time
Minutes Hours
Pattern
Percent
(Plate E-5.9)
Storm
Rain
in/hr
Loss Rate
in/hr
Max Low
Effective
Rain
in/hr
Flood
Hydrograph
Flow
cfs
Required
Storage
cf
68 1020

17.00 0.3

0.016

0.204

0.015

0.002

0.01 4.61
69 1035

17.25 0.5

0.027

0.201

0.024

0.003

0.01 7.69
70 1050

17.50 0.5

0.027

0.198

0.024

0.003

0.01 7.69
71 1065

17.75 0.5

0.027

0.195

0.024

0.003

0.01 7.69
72 1080

18.00 0.4

0.022

0.192

0.020

0.002

0.01 6.15
73 1095

18.25 0.4

0.022

0.189

0.020

0.002

0.01 6.15
74 1110

18.50 0.4

0.022

0.186

0.020

0.002

0.01 6.15
75 1125

18.75 0.3

0.016

0.184

0.015

0.002

0.01 4.61
76 1140

19.00 0.2

0.011

0.181

0.010

0.001

0.00 3.07
77 1155

19.25 0.3

0.016

0.178

0.015

0.002

0.01 4.61
78 1170

19.50 0.4

0.022

0.176

0.020

0.002

0.01 6.15
79 1185

19.75 0.3

0.016

0.174

0.015

0.002

0.01 4.61
80 1200

20.00 0.2

0.011

0.171

0.010

0.001

0.00 3.07
81 1215

20.25 0.3

0.016

0.169

0.015

0.002

0.01 4.61
82 1230

20.50 0.3

0.016

0.167

0.015

0.002

0.01 4.61
83 1245

20.75 0.3

0.016

0.165

0.015

0.002

0.01 4.61
84 1260

21.00 0.2

0.011

0.163

0.010

0.001

0.00 3.07
85 1275

21.25 0.3

0.016

0.161

0.015

0.002

0.01 4.61
86 1290

21.50 0.2

0.011

0.159

0.010

0.001

0.00 3.07
87 1305

21.75 0.3

0.016

0.157

0.015

0.002

0.01 4.61
88 1320

22.00 0.2

0.011

0.155

0.010

0.001

0.00 3.07
89 1335

22.25 0.3

0.016

0.154

0.015

0.002

0.01 4.61
90 1350

22.50 0.2

0.011

0.152

0.010

0.001

0.00 3.07
91 1365

22.75 0.2

0.011

0.151

0.010

0.001

0.00 3.07
92 1380

23.00 0.2

0.011

0.150

0.010

0.001

0.00 3.07
93 1395

23.25 0.2

0.011

0.149

0.010

0.001

0.00 3.07
94 1410

23.50 0.2

0.011

0.148

0.010

0.001

0.00 3.07
95 1425

23.75 0.2

0.011

0.147

0.010

0.001

0.00 3.07
96 1440

24.00 0.2

0.011

0.147

0.010

0.001

0.00 3.07

EFFECTIVE RAIN & FLOOD VOLUMES SUMMARY
EFFECTIVE RAIN (in)
FLOOD VOLUME (acft)
FLOOD VOLUME (cult)
REQUIRED STORAGE (acft)
REQUIRED STORAGE (cult)
PEAK FLOW (cfs)

0.14 0.04
1550.16

0.04 1537.34

0.06 H
2020
Plate E-2.2

PROJECT: WORLD MUSEUM EXIST 2 YR EVENT - NORTH
JOB # C2026
1 BASIN CHARACTERISTICS

CONTOUR
DEPTH

INCR TOTAL
(ft) (ft)
AREA

INCR TOTAL
(sf) (sf)
VOLUME

INCR TOTAL
(cuft) (cuft) (acre -ft)
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 0
0 0
0 0
0 0

0.00 PERCOLATION CALCULATIONS

PERCOLATION RATE

MAXWELL IV DRYWELLS

NUMBER USED

RATE/DRYWELL

TOTAL DISSIPATED

TOTAL PERCOLATION RATE
0 in/hr
0 0 cfs

0.00 cfs
0 cfs

0.00 cfs
Basin Characteristics

2021

1 JOB # C2026
100 YEAR - 3 HOUR STORM EVENT
TIME
UNIT (min)
PERIOD
FLOW
IN
(cfs)
VOLUME
IN
(cuft)

TOTAL IN
BASIN
(cuft)
PERC
OUT
(cuft)

TOTAL IN
BASIN
(cuft)
BASIN
DEPTH
(ft)

BALANCE IN
BASIN
(cuft) (acre -ft)
1 5

0.04 11
11 0
11 -
11 0.00
2 10

0.04 11
21 0
21 -
21 0.00
3 15

0.03 9
30 0
30 -
30 0.00
4 20

0.04 12
42 0
42 -
42 0.00
5 25

0.04 12
55 0
55 -
55 0.00
6 30

0.05 15
69 0
69 -
69 0.00
7 35

0.04 12
82 0
82 -
82 0.00
8 40

0.05 15
96 0
96 -
96 0.00
9 45

0.05 15
111
0 111
-
111

0.00 10
50 0.04
12 123
0 123
-
123

0.00 11
55 0.04
13 136
0 136
-
136

0.00 12
60 0.05
15 151
0 151
-
151

0.00 13
65 0.06
18 169
0 169
-
169

0.00 14
70 0.06
18 187
0 187
-
187

0.00 15
75 0.06
18 205
0 205
-
205

0.00 16
80 0.05
16 221
0 221
-
221

0.01 17
85 0.07
21 242
0 242
-
242

0.01 18
90 0.07
22 264
0 264
-
264

0.01 19
95 0.07
20 284
0 284
-
284

0.01 20
100

0.07 22
306
0 306
-
306

0.01 21
105

0.09 27
333
0 333
-
333

0.01 22
110

0.08 25
358
0 358
-
358

0.01 23
115

0.08 24
381
0 381
-
381

0.01 24
120

0.08 24
406
0 406
-
406

0.01 25
125

0.08 25
431
0 431
-
431

0.01 26
130

0.22 66
497
0 497
-
497

0.01 27
135

0.44 131
628
0 628
-
628

0.01 28
140

0.03 9
637
0 637
-
637

0.01 29
145

0.93 278
915
0 915
-
915

0.02 30
150

1.06 319
1,233
0 1,233
-
1,233

0.03 31
155

1.31 392
1,625
0 1,625
-
1,625

0.04 32
160

0.68 204
1,829
0 1,829
-
1,829

0.04 33
165

0.05 16
1,846
0 1,846
-
1,846

0.04 34
170

0.05 15
1,860
0 1,860
-
1,860

0.04 35
175

0.05 15
1,875
0 1,875
-
1,875

0.04 36
180

0.02 5
1,880
0 1,880
-
1,880

0.04 2022
Basin Depth Analysis

1 JOB # C2026
100 YEAR - 6 HOUR STORM EVENT
TIME
UNIT (min)
PERIOD
5 2 10
3 15
4 20
5 25
6 30
7 35
FLOW
IN
(cfs)
VOLUME
IN
(cuft)

0.02 5

0.02 6

0.02 6

0.02 6

0.02 6

0.03 8

0.03 8
8 40
9 45
10 50
11 55

0.03 8

0.03 8

0.03 8

0.03 8
12 60

0.03 9
13 65

0.03 9
14 70

0.03 9
15 75

0.03 9
16 80

0.03 9
17 85

0.03 9
18 90

0.03 9
19 95

0.03 9
20 100 0.03 9
21 105 0.03 9
22 110 0.03 9
23 115 0.03 9
24 120 0.03 10
25 125 0.03 9
26 130 0.03 10
27 135 0.03 10
28 140 0.03 10
29 145 0.03 10
30 150 0.03 10
31 155 0.03 10
32 160 0.03 10
33 165 0.04 11
34 170 0.04 11
35 175 0.04 11
36 180 0.04 11
37 185 0.04 11
38 190 0.04 12
39 195 0.04 12
40 200
41 205
42 210
43 215

TOTAL IN
BASIN
(cuft)
PERC
OUT
(cuft)

TOTAL IN
BASIN
(cuft)
BASIN
DEPTH
(ft)
5 12
18 25
31 39
46 0
0 0
0 0
0 0
5 12
18 25
31 39
46 54
0 54
61 0
61 69
0 69
76 0
76 85
0 85
94 0 94
102
0 102
111
0 111
120
0 120
128
0 128
137
0 137
145
0 145
154
0 154
163
0 163
171
0 171
180
0 180
190
0 190
198
0 198
208
0 208
218
0 218
227
0 227
237
0 237
247
0 247
256
0 256
266
0 266
277
0 277
288
0 288
298
0 298
309
0 309
320
0 320
332
0 332
344
0 344

BALANCE IN
BASIN
(cuft) (acre -ft)
5 12
18 25
31 39
46 54
61 69
76 85
94 102
111
120
128
137
145
154
163
171
180
190
198
208
218
227
237
247
256
266
277
288
298
309
320
332
344

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.04 12 355 0 355 - 355 0.01

0.04 13 368 0 368 - 368 0.01

0.05 14 382 0 382 - 382 0.01

0.05 15 398 0 398 - 398 0.01
44 220 0.05 15
45 225 0.05 16
46 230 0.05 16
47 235 0.06 17
48 240 0.06 17
49 245 0.06 18
50 250 0.06 19
51 255 0.07 20
52 260 0.07 22
53 265 0.08 23
54 270 0.08 23
55 275 0.08 24
413
0 413
429
0 429
445
0 445
462
0 462
479
0 479
498
0 498
517
0 517
538
0 538
559
0 559
582
0 582
604
0 604
628
0 628
413
429
445
462
479
498
517
538
559
582
604
628

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01
2023
Basin Depth Analysis

1 JOB # C2026
100 YEAR - 6 HOUR STORM EVENT
TIME
UNIT (min)
PERIOD
FLOW
IN
(cfs)
VOLUME
IN
(cuft)

TOTAL IN
BASIN
(cuft)
PERC
OUT
(cuft)

TOTAL IN
BASIN
(cuft)
BASIN
DEPTH
(ft)

BALANCE IN
BASIN
(cuft) (acre -ft)
56 280

0.08 25
653
0 653
-
653

0.01 57
285

0.09 26
679
0 679
-
679

0.02 58
290

0.09 26
705
0 705
-
705

0.02 59
295

0.09 27
731
0 731
-
731

0.02 60
300

0.01 4
735
0 735
-
735

0.02 61
305

0.19 58
793
0 793
-
793

0.02 62
310

0.37 111
904
0 904
-
904

0.02 63
315

0.48 144
1,048
0 1,048
-
1,048

0.02 64
320

0.59 176
1,224
0 1,224
-
1,224

0.03 65
325

0.77 230
1,454
0 1,454
-
1,454

0.03 66
330

1.09 327
1,780
0 1,780
-
1,780

0.04 67
335

0.07 20
1,801
0 1,801
-
1,801

0.04 68
340

0.03 10
1,811
0 1,811
-
1,811

0.04 69
345

0.02 6
1,817
0 1,817
-
1,817

0.04 70
350

0.02 5
1,822
0 1,822
-
1,822

0.04 71
355

0.01 3
1,826
0 1,826
-
1,826

0.04 72
360

0.01 2
1,828
0 1,828
-
1,828

0.04 2024
Basin Depth Analysis

1 JOB # C2026
100 YEAR - 24 HOUR STORM EVENT
TIME
UNIT (min)
PERIOD
FLOW
IN
(cfs)
VOLUME
IN
(cuft)

TOTAL IN
BASIN
(cuft)

PERC TOTAL IN

OUT BASIN
(cuft) (cuft)
BASIN
DEPTH
(ft)

BALANCE IN
BASIN
(cuft) (acre -ft)
1 15

0.00 3
3 0 3
3 0.00
2 30

0.01 5
8 0 8
8 0.00
3 45

0.01 5
12 0 12
12 0.00
4 60

0.01 6
18 0 18
18 0.00
5 75

0.01 5
23 0 23
23 0.00
6 90

0.01 5
28 0 28
28 0.00
7 105

0.01 5
32 0 32
32 0.00
8 120

0.01 6
38 0 38
38 0.00
9 135

0.01 6
45 0 45
45 0.00
10 150

0.01 6
51 0 51
51 0.00
11 165

0.01 8
58 0 58
58 0.00
12 180

0.01 8
66 0 66
66 0.00
13 195

0.01 8
74 0 74
74 0.00
14 210

0.01 8
81 0 81
81 0.00
15 225

0.01 8
89 0 89
89 0.00
16 240

0.01 9
98 0 98
98 0.00
17 255

0.01 9
108
0 108
108

0.00 18
270

0.01 11
118
0 118
118

0.00 19
285

0.01 11
129
0 129
129

0.00 20
300

0.01 12
141
0 141
141

0.00 21
315

0.01 9
151
0 151
151

0.00 22
330

0.01 11
161
0 161
161

0.00 23
345

0.01 12
174
0 174
174

0.00 24
360

0.01 12
186
0 186
186

0.00 25
375

0.02 14
200
0 200
200

0.00 26
390

0.02 14
214
0 214
214

0.00 27
405

0.02 15
229
0 229
229

0.01 28
420

0.02 15
244
0 244
244

0.01 29
435

0.02 15
260
0 260
260

0.01 30
450

0.02 17
277
0 277
277

0.01 31
465

0.02 18
295
0 295
295

0.01 32
480

0.02 20
315
0 315
315

0.01 33
495

0.03 23
338
0 338
338

0.01 34
510

0.03 23
361
0 361
361

0.01 35
525

0.03 25
386
0 386
386

0.01 36
540

0.03 26
412
0 412
412

0.01 37
555

0.03 29
441
0 441
441

0.01 38
570

0.03 31
472
0 472
472

0.01 39
585

0.04 32
504
0 504
504

0.01 40
600

0.04 34
538
0 538
538

0.01 41
615

0.03 23
561
0 561
561

0.01 42
630

0.03 23
584
0 584
584

0.01 43
645

0.03 31
615
0 615
615

0.01 44
660

0.03 31
646
0 646
646

0.01 45
675

0.03 29
675
0 675
675

0.02 46
690

0.03 29
704
0 704
704

0.02 47
705

0.03 26
730
0 730
730

0.02 48
720

0.03 28
758
0 758
758

0.02 49
735

0.04 38
796
0 796
796

0.02 50
750

0.04 40
836
0 836
836

0.02 51
765

0.05 43
879
0 879
879

0.02 52
780

0.05 45
924
0 924
924

0.02 53
795

0.06 52
976
0 976
976

0.02 54
810

0.06 52
1,028
1,064
1,099
1,141
1,181
0 1,028
0 1,064
0 1,099
0 1,141
0 1,181
1,028
1,064
1,099
1,141
1,181

0.02 55
825

0.04 35

0.02 56
840

0.04 35

0.03 57
855

0.05 42

0.03 58
870

0.04 40

0.03 2025
Basin Depth Analysis

1 JOB # C2026
100 YEAR - 24 HOUR STORM EVENT
TIME
UNIT (min)
PERIOD
FLOW
IN
(cfs)
VOLUME
IN
(cuft)

TOTAL IN
BASIN
(cuft)
PERC
OUT
(cuft)

TOTAL IN
BASIN
(cuft)
BASIN
DEPTH
(ft)

BALANCE IN
BASIN
(cuft) (acre -ft)
59 885

0.04 40
1,221
0 1,221
-
1,221

0.03 60
900

0.04 38
1,259
0 1,259
-
1,259

0.03 61
915

0.04 37
1,296
0 1,296
-
1,296

0.03 62
930

0.04 35
1,331
0 1,331
-
1,331

0.03 63
945

0.03 29
1,361
0 1,361
-
1,361

0.03 64
960

0.03 29
1,390
0 1,390
-
1,390

0.03 65
975

0.01 6
1,396
0 1,396
-
1,396

0.03 66
990

0.01 6
1,402
0 1,402
-
1,402

0.03 67
1005

0.01 5
1,407
0 1,407
-
1,407

0.03 68
1020

0.01 5
1,411
0 1,411
-
1,411

0.03 69
1035

0.01 8
1,419
0 1,419
-
1,419

0.03 70
1050

0.01 8
1,427
0 1,427
-
1,427

0.03 71
1065

0.01 8
1,434
0 1,434
-
1,434

0.03 72
1080

0.01 6
1,440
0 1,440
-
1,440

0.03 73
1095

0.01 6
1,447
0 1,447
-
1,447

0.03 74
1110

0.01 6
1,453
0 1,453
-
1,453

0.03 75
1125

0.01 5
1,457
0 1,457
-
1,457

0.03 76
1140

0.00 3
1,460
0 1,460
-
1,460

0.03 77
1155

0.01 5
1,465
0 1,465
-
1,465

0.03 78
1170

0.01 6
1,471
0 1,471
-
1,471

0.03 79
1185

0.01 5
1,476
0 1,476
-
1,476

0.03 80
1200

0.00 3
1,479
0 1,479
-
1,479

0.03 81
1215

0.01 5
1,484
0 1,484
-
1,484

0.03 82
1230

0.01 5
1,488
0 1,488
-
1,488

0.03 83
1245

0.01 5
1,493
0 1,493
-
1,493

0.03 84
1260

0.00 3
1,496
0 1,496
-
1,496

0.03 85
1275

0.01 5
1,500
0 1,500
-
1,500

0.03 86
1290

0.00 3
1,504
0 1,504
-
1,504

0.03 87
1305

0.01 5
1,508
0 1,508
-
1,508

0.03 88
1320

0.00 3
1,511
0 1,511
-
1,511

0.03 89
1335

0.01 5
1,516
0 1,516
-
1,516

0.03 90
1350

0.00 3
1,519
0 1,519
-
1,519

0.03 91
1365

0.00 3
1,522
0 1,522
-
1,522

0.03 92
1380

0.00 3
1,525
0 1,525
-
1,525

0.04 93
1395

0.00 3
1,528
0 1,528
-
1,528

0.04 94
1410

0.00 3
1,531
0 1,531
-
1,531

0.04 95
1425

0.00 3
1,534
0 1,534
-
1,534

0.04 96
1440

0.00 3
1,537
0 1,537
-
1,537

0.04 2026
Basin Depth Analysis

A B C
D
1 RCFC&WCD SHORTCUT UNIT HYDROGRAPH METHOD
2 DATA INPUT SHEET
3 4
WORKSHEET PREPARED BY:

JAMES R. BAZUA, P.E.
5 6

PROJECT NAME
WORLD MUSEUM NORTH EXIST 10 YR EVENT
7 JOB #
C2026
8 9

CONCENTRATION POINT DESIGNATION
1 10

AREA DESIGNATION

ON -SITE
11 12

TRIBUTARY AREAS
ACRES
13 14

COMMERCIAL
15 PAVING/HARDSCAPE

1.24 16
SF - 1 ACRE
17 SF - 1/2 ACRE
18 SF-1/4ACRE
19 MF - CONDOMINIUMS
20 MF- APARTMENTS
21 MOBILE HOME PARK
22 LANDSCAPING

0.87 23

RETENTION BASIN
24 GOLF COURSE
25 MOUNTAINOUS

1.03 26

LOW LOSS RATE (PERCENT)
90%
27 28

LENGTH OF WATERCOURSE (L)
436
29 LENGTH TO POINT OPPOSITE CENTROID (Lca)
46 30
31 ELEVATION OF HEADWATER
356
32 ELEVATION OF CONCENTRATION POINT
264.5
33 34

AVERAGE MANNINGS 'N' VALUE

0.02 35
36 STORM FREQUENCY (YEAR)
100
37 38

POINT RAIN
39 3 -HOUR

1.5 40
6 -HOUR

1.93 41
24 -HOUR

2.66 42
43 BASIN CHARACTERISTICS:

ELEVATION
AREA
44 45
46 47
48 49
50 51
52 PERCOLATION RATE (in/hr)
53 54

DRYWELL DATA
55 NUMBER USED
56 PERCOLATION RATE (cfs)
2027

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD PROJECT: WORLD MUSEUM NORTH EXIST 10 YR EVENT BASIC DATA CALCULATION FORM JOB # C2026
SHORTCUT METHOD BY =S R. BAZUA, P.E. DATE 3/28/2025

PHYSICAL DATA
[1] CONCENTRATION POINT
1 [2] AREA DESIGNATION

ON -SITE
[3] AREA - ACRES

3.140
[4] L -FEET
436
[5] L -MILES

0.083
[6] La -FEET

46.00 [7] La -MILES

0.009
[8] ELEVATION OF HEADWATER
356
(9] ELEVATION OF CONCENTRATION POINT
264.5
[10] H -FEET

91.5 [11] S-FEET/MILE
1108.1
[12] S^0.5

33.29 [13] L*LCA/S^0.5

0.000
[14] AVERAGE MANNINGS 'N'

0.02 [15] LAG TIME -HOURS

0.01 [16] LAG TIME -MINUTES

0.5 [17] 100% OF LAG -MINUTES

0.5 [18] 200% OF LAG -MINUTES

1.0 [19] UNIT TIME -MINUTES (100%-200% OF LAG)
5 [24] TOTAL PERCOLATION RATE (cfs)

0.00 RAINFALL DATA
[1] SOURCE
[2] FREQUENCY -YEARS 100
[3] DURATION:
3 -HOURS
6 -HOURS
24 -HOURS
[4]
POINT
RAIN
INCHES
(Plate E-5.2)
[5]
AREA
[6]
[7]

AVERAGE
POINT
RAIN
INCHES
[8]
POINT
RAIN
INCHES
(Plate E-5.4)
[9]
AREA
[10]
[11]

AVERAGE
POINT
RAIN
INCHES
[12]
POINT
RAIN
INCHES
(Plate E-5.6)
[13]
AREA
[14]
[15]

AVERAGE
POINT
RAIN
INCHES

1.50 3.140

1.00 1.50

1.93 3.140

1.00 1.93

2.66 3.140

1.00 2.66

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00
SUM [5]
[16] AREA ADJ
[17] ADJ AVG

3.14 SUM [7]

1.50 SUM [9]

3.14 SUM [11]

1.93 SUM [13]

3.14 SUM [15]

2.66 FACTOR

POINT RAIN

1.000

1.000

1.000

1.50 1.93

2.66 STORM EVENT SUMMARY

DURATION
3 -HOUR
6 -HOUR
24 -HOUR

EFFECTIVE RAIN
(in)

0.68 0.66

0.31 FLOOD VOLUME
(cu -ft)
(acre -ft)
7,740

0.18 7,485

0.17 3,590

0.08 REQUIRED STORAGE
(cu -ft)
(acre -ft)
7,676

0.18 7,423

0.17 3,560

0.08 PEAK FLOW
(cfs)

3.71 3.15

0.34 MAXIMUM WSEL
(ft)
-
-
-
2028
Plate E-2.1

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
PROJECT WORLD MUSEUM NORTH EXIST 10 YR EVENT
CONCENTRATION POINT: 1
BY MES R. BAZUA, P.E. DATE 3/28/2025

ADJUSTED LOSS RATE
SOIL
GROUP
[Plate C-1]

LAND USE
RI
NUMBER
[Plate E-6.1]

PERVIOUS
AREA

INFILTRATION
RATE
(in/hr)
[Plate E-6.2]

DECIMAL

PERCENT

OF AREA

IMPERVIOUS
[Plate E-6.3]

ADJUSTED

INFILTRATION
RATE
(in/hr)
AREA

AVERAGE

ADJUSTED

INFILTRATION
RATE
(in/hr)
A

COMMERCIAL
32 0.74
90%

0.14 0.00

0.000

0.0000
A

PAVING/HARDSCAPE
32 0.74
100%

0.07 1.24

0.395

0.0292
A
SF - 1 ACRE
32 0.74
20%

0.61 0.00

0.000

0.0000
A
SF - 1/2 ACRE
32 0.74
40%

0.47 0.00

0.000

0.0000
A
SF - 1/4 ACRE
32 0.74
50%

0.41 0.00

0.000

0.0000
A

MF - CONDOMINIUMS
32 0.74
65%

0.31 0.00

0.000

0.0000
A

MF - APARTMENTS
32 0.74
80%

0.21 0.00

0.000

0.0000
A

MOBILE HOME PARKS
32 0.74
75%

0.24 0.00

0.000

0.0000
A

LANDSCAPING
32 0.74
0%

0.74 0.87

0.277

0.2050
A

RETENTION BASINS
32 0.74
0%

0.74 0.00

0.000

0.0000
A

GOLF COURSE
32 0.74
0%

0.74 0.00

0.000

0.0000
D

MOUNTAINOUS
93 0.95
90%

0.18 1.03

0.328

0.0592

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

0.00 0.000

0.0000

VARIABLE LOSS
Fm=
C=
Ft=C(24-(T/60))^1.55

LOW LOSS RATE
Where:

T=Time in minutes.

T=1 1/2 unit time for
RATE CURVE (24
-HOUR STORM ONLY)
=
value for each unit
etc.

0.00272
SUM
(24-(T/60))^1.55 + 0.15
= 90%
T=1/2 the unit time for the first time period,

3.14 SUM

0.2935
in/hr

0.146731688

0.00272
(80-90 PERCENT)
To get an average
the second period,
time period, Use
2029
Plate E-2.1

RCFCD SYNTHETIC UNIT HYDROGRAPH METHOD
100 YEAR - 3 HOUR STORM EVENT
PROJECT: WORLD MUSEUM NORTH EXIST 10 YR EVENT
CONCENTRATION POINT: 1
BY: IES R. BAZUA, DATE 3/28/2025

EFFECTIVE RAIN CALCULATION FORM
DRAINAGE AREA -ACRES 3.14
UNIT TIME -MINUTES 5
LAG TIME - MINUTES 0.49
UNIT TIME -PERCENT OF LAG 1029.0
TOTAL ADJUSTED STORM RAIN -INCHES 1.50
CONSTANT LOSS RATE-in/hr 0.29
LOW LOSS RATE - PERCENT 90%
TOTAL PERCOLATION RATE (cfs) 0.00 cfs
Unit Time
Period
Time
Minutes Hours
Pattern
Percent
(Plate E-5.9)
Storm
Rain
in/hr
Loss Rate
in/hr
Max Low
Effective
Rain
in/hr
Flood
Hydrograph
Flow
cfs
Required
Storage
cf
1 5