16.167 28.7368 229.02 . . . Q V . .
16.250 30.8372 304.97 . . . V Q .
16.333 32.3898 225.44 . . . Q V . .
Meyers Creek – Concentration Point E 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0
----------------------------------------------------------------------------
16.417 33.5534 168.95 . . Q . V . .
16.500 34.4954 136.78 . . Q . V. .
16.583 35.2391 107.99 . Q . V. .
16.667 35.8408 87.37 . Q . . V .
16.750 36.3300 71.03 . Q . . V .
16.833 36.7335 58.60 . Q . . .V .
16.917 37.0653 48.18 . Q . . .V .
17.000 37.3585 42.57 . Q . . .V .
17.083 37.6282 39.15 . Q . . .V .
17.167 37.8816 36.81 . Q . . .V .
17.250 38.1265 35.55 . Q . . . V .
17.333 38.3630 34.33 . Q . . . V .
17.417 38.5911 33.12 . Q . . . V .
17.500 38.8108 31.90 . Q . . . V .
17.583 39.0218 30.64 . Q . . . V .
17.667 39.2198 28.75 . Q . . . V .
17.750 39.4106 27.71 . Q . . . V .
17.833 39.5955 26.85 . Q . . . V .
17.917 39.7751 26.07 . Q . . . V .
18.000 39.9500 25.40 . Q . . . V .
18.083 40.1203 24.72 . Q . . . V .
18.167 40.2847 23.87 . Q . . . V .
18.250 40.4400 22.56 . Q . . . V .
18.333 40.5892 21.65 . Q . . . V .
18.417 40.7338 21.00 . Q . . . V .
18.500 40.8746 20.44 . Q . . . V .
18.583 41.0120 19.96 .Q . . . V .
18.667 41.1465 19.52 .Q . . . V .
18.750 41.2782 19.12 .Q . . . V .
18.833 41.4074 18.76 .Q . . . V .
18.917 41.5344 18.44 .Q . . . V .
19.000 41.6592 18.13 .Q . . . V .
19.083 41.7821 17.84 .Q . . . V .
19.167 41.9031 17.56 .Q . . . V .
19.250 42.0222 17.30 .Q . . . V .
19.333 42.1396 17.04 .Q . . . V .
19.417 42.2553 16.80 .Q . . . V .
19.500 42.3694 16.56 .Q . . . V .
19.583 42.4819 16.34 .Q . . . V .
19.667 42.5930 16.13 .Q . . . V .
19.750 42.7026 15.92 .Q . . . V .
19.833 42.8109 15.73 .Q . . . V .
19.917 42.9179 15.54 .Q . . . V .
20.000 43.0237 15.36 .Q . . . V .
20.083 43.1282 15.18 .Q . . . V .
20.167 43.2316 15.01 .Q . . . V .
20.250 43.3338 14.84 .Q . . . V .
Meyers Creek – Concentration Point E 2024
20.333 43.4349 14.68 .Q . . . V .
20.417 43.5350 14.53 .Q . . . V .
20.500 43.6340 14.38 .Q . . . V .
Meyers Creek – Concentration Point E 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0
----------------------------------------------------------------------------
20.583 43.7320 14.23 .Q . . . V .
20.667 43.8291 14.09 .Q . . . V .
20.750 43.9252 13.95 .Q . . . V .
20.833 44.0204 13.82 .Q . . . V .
20.917 44.1147 13.69 .Q . . . V .
21.000 44.2081 13.57 .Q . . . V .
21.083 44.3007 13.44 .Q . . . V .
21.167 44.3924 13.32 .Q . . . V .
21.250 44.4834 13.21 .Q . . . V .
21.333 44.5736 13.09 .Q . . . V .
21.417 44.6630 12.98 .Q . . . V .
21.500 44.7516 12.87 .Q . . . V .
21.583 44.8396 12.77 .Q . . . V .
21.667 44.9268 12.67 .Q . . . V .
21.750 45.0134 12.57 .Q . . . V .
21.833 45.0992 12.47 .Q . . . V .
21.917 45.1844 12.37 .Q . . . V .
22.000 45.2690 12.28 .Q . . . V .
22.083 45.3530 12.19 .Q . . . V .
22.167 45.4363 12.10 .Q . . . V .
22.250 45.5190 12.01 .Q . . . V .
22.333 45.6011 11.92 .Q . . . V .
22.417 45.6827 11.84 .Q . . . V .
22.500 45.7636 11.76 .Q . . . V .
22.583 45.8441 11.68 .Q . . . V .
22.667 45.9239 11.60 .Q . . . V .
22.750 46.0033 11.52 .Q . . . V .
22.833 46.0821 11.45 .Q . . . V .
22.917 46.1604 11.37 .Q . . . V .
23.000 46.2382 11.30 .Q . . . V.
23.083 46.3155 11.23 .Q . . . V.
23.167 46.3924 11.16 .Q . . . V.
23.250 46.4687 11.09 .Q . . . V.
23.333 46.5446 11.02 .Q . . . V.
23.417 46.6200 10.95 .Q . . . V.
23.500 46.6950 10.89 .Q . . . V.
23.583 46.7696 10.82 .Q . . . V.
23.667 46.8437 10.76 .Q . . . V.
23.750 46.9173 10.70 .Q . . . V.
23.833 46.9906 10.64 .Q . . . V.
23.917 47.0634 10.58 .Q . . . V.
24.000 47.1359 10.52 .Q . . . V.
24.083 47.2054 10.10 .Q . . . V.
24.167 47.2650 8.65 Q . . . V.
24.250 47.2993 4.98 Q . . . V.
24.333 47.3199 2.99 Q . . . V.
24.417 47.3337 2.00 Q . . . V.
Meyers Creek – Concentration Point E 2024
24.500 47.3429 1.34 Q . . . V.
24.583 47.3491 0.89 Q . . . V.
24.667 47.3530 0.57 Q . . . V.
Meyers Creek – Concentration Point E 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0
----------------------------------------------------------------------------
24.750 47.3555 0.37 Q . . . V.
24.833 47.3571 0.23 Q . . . V.
24.917 47.3584 0.19 Q . . . V.
25.000 47.3596 0.16 Q . . . V.
25.083 47.3605 0.14 Q . . . V.
25.167 47.3614 0.12 Q . . . V.
25.250 47.3620 0.09 Q . . . V.
25.333 47.3625 0.07 Q . . . V.
25.417 47.3628 0.05 Q . . . V.
25.500 47.3630 0.02 Q . . . V.
25.583 47.3630 0.00 Q . . . V
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1535.0
10% 195.0
20% 75.0
30% 50.0
40% 35.0
50% 25.0
60% 15.0
70% 15.0
80% 5.0
90% 5.0
============================================================================ END OF FLOODSCx ROUTING ANALYSIS
100YR-A-SAUH.docx Page 1 of 24
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * Meyers Creek - Hydrograph at Node A - 100YR 24HR *
* Q3 - 9/21/2023 *
* *
************************************************************************** FILE NAME: 00_MC_A.DAT
TIME/DATE OF STUDY: 17:59 09/25/2023
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 12016.170 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 6297.230 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2491.400 FEET
BASIN FACTOR = 0.040
WATERSHED AREA = 599.030 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.371 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
FOOTHILL S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.220
LOW LOSS FRACTION = 0.260
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.64
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.67
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 2.55
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.33
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 6.26
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 12.80
Meyers Creek – Concentration Point A 2024
PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.973
30-MINUTE FACTOR = 0.973
1-HOUR FACTOR = 0.973
3-HOUR FACTOR = 0.996
6-HOUR FACTOR = 0.998
24-HOUR FACTOR = 0.999
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 22.451
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.527 110.645
2 5.929 318.850
3 12.749 494.127
4 24.846 876.379
5 48.952 1746.309
6 62.862 1007.729
7 70.394 545.698
8 76.207 421.110
9 80.535 313.528
10 84.223 267.142
11 87.228 217.740
12 89.607 172.360
13 91.671 149.500
14 93.409 125.901
15 94.786 99.755
16 95.938 83.495
17 96.724 56.905
18 97.448 52.474
19 98.007 40.475
20 98.144 9.926
21 98.260 8.420
22 98.376 8.389
23 98.492 8.420
24 98.608 8.420
25 98.725 8.420
26 98.841 8.408
27 98.957 8.407
28 99.073 8.420
29 99.189 8.407
30 99.305 8.407
Meyers Creek – Concentration Point A 2024
31 99.421 8.407
32 99.537 8.407
33 99.653 8.407
34 99.769 8.407
35 99.885 8.407
36 100.000 8.317
Meyers Creek – Concentration Point A 2024
****************************************************************************
UNIT UNIT UNIT EFFECTIVE
PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0229 0.0060 0.0170
2 0.0230 0.0060 0.0170
3 0.0231 0.0060 0.0171
4 0.0231 0.0060 0.0171
5 0.0232 0.0060 0.0172
6 0.0232 0.0060 0.0172
7 0.0233 0.0061 0.0172
8 0.0233 0.0061 0.0173
9 0.0234 0.0061 0.0173
10 0.0235 0.0061 0.0174
11 0.0236 0.0061 0.0174
12 0.0236 0.0061 0.0175
13 0.0237 0.0062 0.0175
14 0.0237 0.0062 0.0176
15 0.0238 0.0062 0.0176
16 0.0238 0.0062 0.0176
17 0.0239 0.0062 0.0177
18 0.0240 0.0062 0.0177
19 0.0241 0.0063 0.0178
20 0.0241 0.0063 0.0178
21 0.0242 0.0063 0.0179
22 0.0243 0.0063 0.0179
23 0.0243 0.0063 0.0180
24 0.0244 0.0063 0.0180
25 0.0245 0.0064 0.0181
26 0.0245 0.0064 0.0182
27 0.0246 0.0064 0.0182
28 0.0247 0.0064 0.0183
29 0.0248 0.0064 0.0183
30 0.0248 0.0065 0.0184
31 0.0249 0.0065 0.0184
32 0.0250 0.0065 0.0185
33 0.0251 0.0065 0.0185
34 0.0251 0.0065 0.0186
35 0.0252 0.0066 0.0187
36 0.0253 0.0066 0.0187
37 0.0254 0.0066 0.0188
38 0.0254 0.0066 0.0188
39 0.0255 0.0066 0.0189
40 0.0256 0.0067 0.0189
41 0.0257 0.0067 0.0190
42 0.0258 0.0067 0.0191
43 0.0259 0.0067 0.0191
44 0.0259 0.0067 0.0192
45 0.0260 0.0068 0.0193
Meyers Creek – Concentration Point A 2024
46 0.0261 0.0068 0.0193
47 0.0262 0.0068 0.0194
48 0.0263 0.0068 0.0194
49 0.0264 0.0069 0.0195
50 0.0264 0.0069 0.0196
51 0.0266 0.0069 0.0197
52 0.0266 0.0069 0.0197
53 0.0267 0.0070 0.0198
54 0.0268 0.0070 0.0198
55 0.0269 0.0070 0.0199
56 0.0270 0.0070 0.0200
57 0.0271 0.0071 0.0201
58 0.0272 0.0071 0.0201
59 0.0273 0.0071 0.0202
60 0.0274 0.0071 0.0203
61 0.0275 0.0072 0.0204
62 0.0276 0.0072 0.0204
63 0.0277 0.0072 0.0205
64 0.0278 0.0072 0.0206
65 0.0279 0.0073 0.0207
66 0.0280 0.0073 0.0207
67 0.0281 0.0073 0.0208
68 0.0282 0.0073 0.0209
69 0.0284 0.0074 0.0210
70 0.0284 0.0074 0.0210
71 0.0286 0.0074 0.0212
72 0.0287 0.0075 0.0212
73 0.0288 0.0075 0.0213
74 0.0289 0.0075 0.0214
75 0.0291 0.0076 0.0215
76 0.0291 0.0076 0.0216
77 0.0293 0.0076 0.0217
78 0.0294 0.0076 0.0217
79 0.0295 0.0077 0.0219
80 0.0296 0.0077 0.0219
81 0.0298 0.0077 0.0221
82 0.0299 0.0078 0.0221
83 0.0301 0.0078 0.0222
84 0.0301 0.0078 0.0223
85 0.0303 0.0079 0.0224
86 0.0304 0.0079 0.0225
87 0.0306 0.0080 0.0226
88 0.0307 0.0080 0.0227
89 0.0309 0.0080 0.0229
90 0.0310 0.0081 0.0229
91 0.0312 0.0081 0.0231
92 0.0313 0.0081 0.0231
93 0.0315 0.0082 0.0233
94 0.0316 0.0082 0.0234
95 0.0318 0.0083 0.0235
Meyers Creek – Concentration Point A 2024
96 0.0319 0.0083 0.0236
97 0.0321 0.0083 0.0238
98 0.0322 0.0084 0.0238
99 0.0324 0.0084 0.0240
100 0.0326 0.0085 0.0241
101 0.0328 0.0085 0.0243
102 0.0329 0.0086 0.0243
103 0.0331 0.0086 0.0245
104 0.0333 0.0086 0.0246
105 0.0335 0.0087 0.0248
106 0.0336 0.0087 0.0249
107 0.0339 0.0088 0.0251
108 0.0340 0.0088 0.0252
109 0.0343 0.0089 0.0254
110 0.0344 0.0089 0.0255
111 0.0347 0.0090 0.0257
112 0.0348 0.0090 0.0258
113 0.0351 0.0091 0.0260
114 0.0352 0.0092 0.0261
115 0.0355 0.0092 0.0263
116 0.0357 0.0093 0.0264
117 0.0360 0.0094 0.0266
118 0.0361 0.0094 0.0267
119 0.0364 0.0095 0.0270
120 0.0366 0.0095 0.0271
121 0.0369 0.0096 0.0273
122 0.0371 0.0096 0.0274
123 0.0374 0.0097 0.0277
124 0.0376 0.0098 0.0278
125 0.0380 0.0099 0.0281
126 0.0381 0.0099 0.0282
127 0.0385 0.0100 0.0285
128 0.0387 0.0101 0.0286
129 0.0391 0.0102 0.0289
130 0.0393 0.0102 0.0291
131 0.0397 0.0103 0.0294
132 0.0399 0.0104 0.0295
133 0.0403 0.0105 0.0299
134 0.0406 0.0105 0.0300
135 0.0410 0.0107 0.0304
136 0.0412 0.0107 0.0305
137 0.0417 0.0108 0.0309
138 0.0420 0.0109 0.0311
139 0.0425 0.0110 0.0314
140 0.0427 0.0111 0.0316
141 0.0433 0.0112 0.0320
142 0.0435 0.0113 0.0322
143 0.0441 0.0115 0.0326
144 0.0444 0.0115 0.0328
145 0.0465 0.0121 0.0344
Meyers Creek – Concentration Point A 2024
146 0.0469 0.0122 0.0347
147 0.0475 0.0123 0.0351
148 0.0478 0.0124 0.0354
149 0.0485 0.0126 0.0359
150 0.0488 0.0127 0.0361
151 0.0496 0.0129 0.0367
152 0.0499 0.0130 0.0369
153 0.0507 0.0132 0.0375
154 0.0511 0.0133 0.0378
155 0.0519 0.0135 0.0384
156 0.0524 0.0136 0.0388
157 0.0533 0.0139 0.0394
158 0.0537 0.0140 0.0398
159 0.0547 0.0142 0.0405
160 0.0552 0.0144 0.0409
161 0.0563 0.0146 0.0417
162 0.0569 0.0148 0.0421
163 0.0580 0.0151 0.0429
164 0.0587 0.0153 0.0434
165 0.0600 0.0156 0.0444
166 0.0606 0.0158 0.0449
167 0.0621 0.0161 0.0459
168 0.0629 0.0163 0.0465
169 0.0607 0.0158 0.0449
170 0.0615 0.0160 0.0455
171 0.0634 0.0165 0.0469
172 0.0644 0.0167 0.0476
173 0.0665 0.0173 0.0492
174 0.0677 0.0176 0.0501
175 0.0702 0.0182 0.0519
176 0.0715 0.0183 0.0532
177 0.0745 0.0183 0.0562
178 0.0761 0.0183 0.0578
179 0.0797 0.0183 0.0614
180 0.0817 0.0183 0.0634
181 0.0862 0.0183 0.0679
182 0.0888 0.0183 0.0705
183 0.0947 0.0183 0.0764
184 0.0981 0.0183 0.0798
185 0.1284 0.0183 0.1100
186 0.1332 0.0183 0.1148
187 0.1444 0.0183 0.1261
188 0.1518 0.0183 0.1335
189 0.1511 0.0183 0.1328
190 0.1660 0.0183 0.1477
191 0.2187 0.0183 0.2004
192 0.2800 0.0183 0.2617
193 0.6229 0.0183 0.6046
194 0.1866 0.0183 0.1683
195 0.1604 0.0183 0.1420
Meyers Creek – Concentration Point A 2024
196 0.1383 0.0183 0.1200
197 0.1020 0.0183 0.0836
198 0.0916 0.0183 0.0733
199 0.0839 0.0183 0.0656
200 0.0779 0.0183 0.0595
201 0.0730 0.0183 0.0546
202 0.0689 0.0179 0.0510
203 0.0654 0.0170 0.0484
204 0.0624 0.0162 0.0462
205 0.0636 0.0165 0.0471
206 0.0613 0.0160 0.0454
207 0.0593 0.0154 0.0439
208 0.0574 0.0149 0.0425
209 0.0558 0.0145 0.0413
210 0.0542 0.0141 0.0401
211 0.0528 0.0137 0.0391
212 0.0515 0.0134 0.0381
213 0.0503 0.0131 0.0372
214 0.0492 0.0128 0.0364
215 0.0481 0.0125 0.0356
216 0.0472 0.0123 0.0349
217 0.0447 0.0116 0.0331
218 0.0438 0.0114 0.0324
219 0.0430 0.0112 0.0318
220 0.0422 0.0110 0.0312
221 0.0415 0.0108 0.0307
222 0.0408 0.0106 0.0302
223 0.0401 0.0104 0.0297
224 0.0395 0.0103 0.0292
225 0.0389 0.0101 0.0288
226 0.0383 0.0100 0.0284
227 0.0378 0.0098 0.0280
228 0.0373 0.0097 0.0276
229 0.0368 0.0096 0.0272
230 0.0363 0.0094 0.0268
231 0.0358 0.0093 0.0265
232 0.0354 0.0092 0.0262
233 0.0349 0.0091 0.0259
234 0.0345 0.0090 0.0256
235 0.0341 0.0089 0.0253
236 0.0337 0.0088 0.0250
237 0.0334 0.0087 0.0247
238 0.0330 0.0086 0.0244
239 0.0327 0.0085 0.0242
240 0.0323 0.0084 0.0239
241 0.0320 0.0083 0.0237
242 0.0317 0.0082 0.0234
243 0.0314 0.0082 0.0232
244 0.0311 0.0081 0.0230
245 0.0308 0.0080 0.0228
Meyers Creek – Concentration Point A 2024
246 0.0305 0.0079 0.0226
247 0.0302 0.0079 0.0224
248 0.0300 0.0078 0.0222
249 0.0297 0.0077 0.0220
250 0.0295 0.0077 0.0218
251 0.0292 0.0076 0.0216
252 0.0290 0.0075 0.0214
253 0.0287 0.0075 0.0213
254 0.0285 0.0074 0.0211
255 0.0283 0.0074 0.0209
256 0.0281 0.0073 0.0208
257 0.0279 0.0072 0.0206
258 0.0277 0.0072 0.0205
259 0.0274 0.0071 0.0203
260 0.0273 0.0071 0.0202
261 0.0271 0.0070 0.0200
262 0.0269 0.0070 0.0199
263 0.0267 0.0069 0.0197
264 0.0265 0.0069 0.0196
265 0.0263 0.0068 0.0195
266 0.0261 0.0068 0.0193
267 0.0260 0.0068 0.0192
268 0.0258 0.0067 0.0191
269 0.0256 0.0067 0.0190
270 0.0255 0.0066 0.0189
271 0.0253 0.0066 0.0187
272 0.0252 0.0065 0.0186
273 0.0250 0.0065 0.0185
274 0.0249 0.0065 0.0184
275 0.0247 0.0064 0.0183
276 0.0246 0.0064 0.0182
277 0.0244 0.0064 0.0181
278 0.0243 0.0063 0.0180
279 0.0242 0.0063 0.0179
280 0.0240 0.0062 0.0178
281 0.0239 0.0062 0.0177
282 0.0238 0.0062 0.0176
283 0.0236 0.0061 0.0175
284 0.0235 0.0061 0.0174
285 0.0234 0.0061 0.0173
286 0.0233 0.0060 0.0172
287 0.0231 0.0060 0.0171
288 0.0230 0.0060 0.0170
TOTAL STORM RAINFALL(INCHES) = 12.78
TOTAL SOIL-LOSS(INCHES) = 2.85
TOTAL EFFECTIVE RAINFALL(INCHES) = 9.94
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 142.2034
Meyers Creek – Concentration Point A 2024
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 495.7370
---------------------------------------------------------------------------- Meyers Creek – Concentration Point A 2024
============================================================================ 2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 ----------------------------------------------------------------------------
0.083 0.0129 1.88 Q . . . .
0.167 0.0632 7.30 Q . . . .
0.250 0.1713 15.70 Q . . . .
0.333 0.3822 30.62 Q . . . .
0.417 0.7979 60.35 VQ . . . .
0.500 1.3323 77.60 VQ . . . .
0.583 1.9319 87.06 VQ . . . .
0.667 2.5822 94.43 VQ . . . .
0.750 3.2709 100.00 V Q . . . .
0.833 3.9926 104.79 V Q . . . .
0.917 4.7416 108.76 V Q . . . .
1.000 5.5127 111.96 V Q . . . .
1.083 6.3033 114.80 V Q . . . .
1.167 7.1107 117.23 V Q . . . .
1.250 7.9320 119.24 V Q . . . .
1.333 8.7651 120.97 V Q . . . .
1.417 9.6071 122.26 V Q . . . .
1.500 10.4575 123.47 V Q . . . .
1.583 11.3149 124.50 V Q . . . .
1.667 12.1758 125.00 V Q . . . .
1.750 13.0401 125.49 .VQ . . . .
1.833 13.9076 125.97 .VQ . . . .
1.917 14.7786 126.47 .VQ . . . .
2.000 15.6529 126.95 .VQ . . . .
2.083 16.5307 127.46 .VQ . . . .
2.167 17.4119 127.95 .VQ . . . .
2.250 18.2966 128.46 .VQ . . . .
2.333 19.1847 128.96 .VQ . . . .
2.417 20.0764 129.47 .VQ . . . .
2.500 20.9716 129.98 .VQ . . . .
2.583 21.8704 130.51 .VQ . . . .
2.667 22.7727 131.02 .VQ . . . .
2.750 23.6787 131.55 .VQ . . . .
2.833 24.5883 132.07 .VQ . . . .
2.917 25.5016 132.61 . Q . . . .
3.000 26.4186 133.14 . Q . . . .
3.083 27.3383 133.54 . Q . . . .
3.167 28.2607 133.94 . Q . . . .
3.250 29.1860 134.35 . Q . . . .
Meyers Creek – Concentration Point A 2024
3.333 30.1141 134.75 . Q . . . .
3.417 31.0450 135.17 . Q . . . .
3.500 31.9788 135.58 . Q . . . .
3.583 32.9155 136.01 . Q . . . .
3.667 33.8550 136.43 . Q . . . .
3.750 34.7976 136.86 . Q . . . .
3.833 35.7431 137.29 . Q . . . .
Meyers Creek – Concentration Point A 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 ----------------------------------------------------------------------------
3.917 36.6917 137.73 . Q . . . .
4.000 37.6432 138.16 . QV . . . .
4.083 38.5979 138.62 . QV . . . .
4.167 39.5556 139.06 . QV . . . .
4.250 40.5165 139.52 . QV . . . .
4.333 41.4805 139.97 . QV . . . .
4.417 42.4477 140.45 . QV . . . .
4.500 43.4181 140.90 . QV . . . .
4.583 44.3919 141.39 . QV . . . .
4.667 45.3689 141.86 . QV . . . .
4.750 46.3492 142.35 . QV . . . .
4.833 47.3329 142.83 . QV . . . .
4.917 48.3200 143.33 . QV . . . .
5.000 49.3105 143.82 . QV . . . .
5.083 50.3046 144.33 . Q V . . . .
5.167 51.3021 144.83 . Q V . . . .
5.250 52.3032 145.36 . Q V . . . .
5.333 53.3078 145.87 . Q V . . . .
5.417 54.3161 146.41 . Q V . . . .
5.500 55.3280 146.93 . Q V . . . .
5.583 56.3437 147.48 . Q V . . . .
5.667 57.3631 148.01 . Q V . . . .
5.750 58.3863 148.57 . Q V . . . .
5.833 59.4133 149.12 . Q V . . . .
5.917 60.4443 149.70 . Q V . . . .
6.000 61.4791 150.25 . QV . . . .
6.083 62.5179 150.84 . Q V . . . .
6.167 63.5607 151.42 . Q V . . . .
6.250 64.6077 152.02 . Q V . . . .
6.333 65.6587 152.60 . Q V . . . .
6.417 66.7139 153.22 . Q V . . . .
6.500 67.7733 153.82 . Q V . . . .
6.583 68.8371 154.46 . Q V . . . .
6.667 69.9050 155.07 . Q V . . . .
6.750 70.9775 155.72 . Q V . . . .
6.833 72.0543 156.35 . Q V . . . .
6.917 73.1357 157.02 . Q V . . . .
7.000 74.2215 157.66 . Q V . . . .
7.083 75.3120 158.35 . Q V . . . .
7.167 76.4072 159.01 . Q V . . . .
7.250 77.5071 159.71 . Q V . . . .
7.333 78.6117 160.39 . Q V . . . .
7.417 79.7213 161.11 . Q V . . . .
7.500 80.8357 161.81 . Q V . . . .
7.583 81.9553 162.56 . Q V . . . .
7.667 83.0798 163.28 . Q V . . . .
7.750 84.2095 164.04 . Q V . . . .
Meyers Creek – Concentration Point A 2024
7.833 85.3443 164.78 . Q V . . . .
7.917 86.4846 165.56 . Q V . . . .
8.000 87.6300 166.32 . Q V . . . .
Meyers Creek – Concentration Point A 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 ----------------------------------------------------------------------------
8.083 88.7811 167.13 . Q V . . . .
8.167 89.9375 167.91 . Q V . . . .
8.250 91.0996 168.74 . Q V . . . .
8.333 92.2673 169.55 . Q V . . . .
8.417 93.4409 170.41 . Q V . . . .
8.500 94.6203 171.24 . Q V . . . .
8.583 95.8057 172.12 . Q V . . . .
8.667 96.9970 172.98 . Q V . . . .
8.750 98.1946 173.89 . Q V . . . .
8.833 99.3983 174.78 . Q V . . . .
8.917 100.6085 175.72 . Q V . . . .
9.000 101.8250 176.63 . Q V . . . .
9.083 103.0482 177.60 . Q V . . . .
9.167 104.2778 178.55 . Q V . . . .
9.250 105.5145 179.56 . Q V . . . .
9.333 106.7578 180.53 . Q V . . . .
9.417 108.0083 181.57 . Q V . . . .
9.500 109.2658 182.59 . Q V . . . .
9.583 110.5307 183.66 . Q V . . . .
9.667 111.8028 184.71 . Q V. . . .
9.750 113.0826 185.83 . Q V. . . .
9.833 114.3699 186.92 . Q V. . . .
9.917 115.6652 188.07 . Q V. . . .
10.000 116.9682 189.20 . Q V. . . .
10.083 118.2795 190.40 . Q V. . . .
10.167 119.5989 191.58 . Q V. . . .
10.250 120.9269 192.83 . Q V. . . .
10.333 122.2634 194.05 . Q V. . . .
10.417 123.6087 195.35 . Q V. . . .
10.500 124.9628 196.62 . Q V . . .
10.583 126.3263 197.97 . Q V . . .
10.667 127.6988 199.29 . Q V . . .
10.750 129.0811 200.71 . Q V . . .
10.833 130.4729 202.09 . Q V . . .
10.917 131.8748 203.56 . Q V . . .
11.000 133.2867 205.01 . Q V . . .
11.083 134.7092 206.55 . Q V . . .
11.167 136.1421 208.06 . Q V . . .
11.250 137.5861 209.67 . Q .V . . .
11.333 139.0410 211.25 . Q .V . . .
11.417 140.5075 212.94 . Q .V . . .
11.500 141.9855 214.60 . Q .V . . .
11.583 143.4757 216.38 . Q .V . . .
11.667 144.9779 218.12 . Q .V . . .
11.750 146.4930 219.99 . Q .V . . .
11.833 148.0207 221.83 . Q .V . . .
11.917 149.5620 223.80 . Q . V . . .
Meyers Creek – Concentration Point A 2024
12.000 151.1167 225.73 . Q . V . . .
12.083 152.6865 227.94 . Q . V . . .
12.167 154.2730 230.36 . Q . V . . .
Meyers Creek – Concentration Point A 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 ----------------------------------------------------------------------------
12.250 155.8786 233.14 . Q . V . . .
12.333 157.5062 236.32 . Q . V . . .
12.417 159.1638 240.69 . Q . V . . .
12.500 160.8454 244.16 . Q . V . . .
12.583 162.5484 247.27 . Q . V . . .
12.667 164.2716 250.20 . Q . V . . .
12.750 166.0154 253.20 . Q . V . . .
12.833 167.7793 256.12 . Q . V . . .
12.917 169.5642 259.18 . Q . V . . .
13.000 171.3698 262.17 . Q . V . . .
13.083 173.1973 265.35 . Q . V . . .
13.167 175.0464 268.49 . Q . V . . .
13.250 176.9186 271.84 . Q . V . . .
13.333 178.8136 275.16 . Q . V . . .
13.417 180.7331 278.72 . Q . V . . .
13.500 182.6771 282.26 . Q . V . . .
13.583 184.6474 286.09 . Q . V . . .
13.667 186.6439 289.89 . Q . V . . .
13.750 188.6688 294.02 . Q . V . . .
13.833 190.7223 298.16 . Q . V . . .
13.917 192.8070 302.69 . Q . V . . .
14.000 194.9229 307.24 . Q . V . . .
14.083 197.0711 311.91 . Q . V . . .
14.167 199.2477 316.04 . Q . V . . .
14.250 201.4529 320.19 . Q . V . . .
14.333 203.6796 323.33 . Q . V . . .
14.417 205.9153 324.62 . Q . V . . .
14.500 208.1749 328.10 . Q . V . . .
14.583 210.4725 333.60 . Q . V . . .
14.667 212.8116 339.64 . Q . V . . .
14.750 215.2013 346.99 . Q . V . . .
14.833 217.6460 354.96 . Q . V . . .
14.917 220.1569 364.58 . Q . V . . .
15.000 222.7431 375.53 . Q . V . . .
15.083 225.4218 388.95 . Q . V . . .
15.167 228.2002 403.41 . Q . V . . .
15.250 231.0969 420.60 . Q . V . . .
15.333 234.1210 439.11 . Q . V . . .
15.417 237.3143 463.66 . Q. V. . .
15.500 240.7220 494.80 . Q. V. . .
15.583 244.4057 534.87 . Q V. . .
15.667 248.4461 586.68 . .Q V . .
15.750 253.0151 663.42 . . Q V . .
15.833 258.0136 725.78 . . Q V . .
15.917 263.4560 790.23 . . Q .V . .
16.000 269.4175 865.62 . . Q .V . .
16.083 276.2392 990.51 . . Q. V . .
Meyers Creek – Concentration Point A 2024
16.167 284.3338 1175.33 . . . VQ . .
16.250 293.8418 1380.56 . . . V Q . .
16.333 305.1135 1636.66 . . . V . Q .
Meyers Creek – Concentration Point A 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 ----------------------------------------------------------------------------
16.417 318.4557 1937.29 . . . V . Q .
16.500 329.0891 1543.96 . . . V Q .
16.583 337.7529 1257.99 . . . Q V . .
16.667 345.3424 1101.99 . . . Q V . .
16.750 351.8542 945.52 . . Q . V . .
16.833 357.6349 839.36 . . Q . V . .
16.917 362.8025 750.33 . . Q . V. .
17.000 367.4381 673.09 . . Q . V. .
17.083 371.6633 613.50 . . Q . V. .
17.167 375.5228 560.39 . .Q . V .
17.250 379.0551 512.89 . Q . V .
17.333 382.3286 475.31 . Q. . V .
17.417 385.3639 440.73 . Q . . .V .
17.500 388.2236 415.22 . Q . . .V .
17.583 390.8934 387.66 . Q . . .V .
17.667 393.3521 357.00 . Q . . .V .
17.750 395.7030 341.35 . Q . . .V .
17.833 397.9661 328.60 . Q . . . V .
17.917 400.1548 317.81 . Q . . . V .
18.000 402.2822 308.89 . Q . . . V .
18.083 404.3538 300.80 . Q . . . V .
18.167 406.3731 293.20 . Q . . . V .
18.250 408.3425 285.95 . Q . . . V .
18.333 410.2621 278.72 . Q . . . V .
18.417 412.1257 270.60 . Q . . . V .
18.500 413.9417 263.68 . Q . . . V .
18.583 415.7151 257.50 . Q . . . V .
18.667 417.4481 251.62 . Q . . . V .
18.750 419.1432 246.13 . Q . . . V .
18.833 420.8016 240.80 . Q . . . V .
18.917 422.4222 235.31 . Q . . . V .
19.000 424.0030 229.53 . Q . . . V .
19.083 425.5260 221.14 . Q . . . V .
19.167 427.0175 216.57 . Q . . . V .
19.250 428.4804 212.41 . Q . . . V .
19.333 429.9170 208.59 . Q . . . V .
19.417 431.3305 205.24 . Q . . . V .
19.500 432.7223 202.09 . Q . . . V .
19.583 434.0938 199.14 . Q . . . V .
19.667 435.4462 196.37 . Q . . . V .
19.750 436.7806 193.75 . Q . . . V .
19.833 438.0977 191.24 . Q . . . V .
19.917 439.3982 188.84 . Q . . . V .
20.000 440.6829 186.53 . Q . . . V .
20.083 441.9521 184.30 . Q . . . V .
20.167 443.2065 182.14 . Q . . . V .
20.250 444.4467 180.06 . Q . . . V .
Meyers Creek – Concentration Point A 2024
20.333 445.6730 178.06 . Q . . . V .
20.417 446.8860 176.12 . Q . . . V .
20.500 448.0861 174.25 . Q . . . V .
Meyers Creek – Concentration Point A 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 ----------------------------------------------------------------------------
20.583 449.2737 172.44 . Q . . . V .
20.667 450.4492 170.69 . Q . . . V .
20.750 451.6131 168.99 . Q . . . V .
20.833 452.7656 167.35 . Q . . . V .
20.917 453.9071 165.75 . Q . . . V .
21.000 455.0380 164.20 . Q . . . V .
21.083 456.1585 162.70 . Q . . . V .
21.167 457.2690 161.24 . Q . . . V .
21.250 458.3697 159.82 . Q . . . V .
21.333 459.4609 158.44 . Q . . . V .
21.417 460.5428 157.10 . Q . . . V .
21.500 461.6158 155.79 . Q . . . V .
21.583 462.6800 154.52 . Q . . . V .
21.667 463.7357 153.28 . Q . . . V .
21.750 464.7830 152.07 . Q . . . V .
21.833 465.8221 150.88 . Q . . . V .
21.917 466.8533 149.73 . Q . . . V .
22.000 467.8767 148.60 . Q . . . V .
22.083 468.8926 147.50 . Q . . . V .
22.167 469.9010 146.42 . Q . . . V .
22.250 470.9022 145.37 . Q . . . V .
22.333 471.8963 144.34 . Q . . . V .
22.417 472.8834 143.33 . Q . . . V .
22.500 473.8638 142.35 . Q . . . V .
22.583 474.8375 141.38 . Q . . . V .
22.667 475.8047 140.44 . Q . . . V .
22.750 476.7655 139.51 . Q . . . V .
22.833 477.7201 138.60 . Q . . . V .
22.917 478.6685 137.71 . Q . . . V .
23.000 479.6110 136.84 . Q . . . V .
23.083 480.5475 135.99 . Q . . . V .
23.167 481.4783 135.15 . Q . . . V .
23.250 482.4034 134.32 . Q . . . V .
23.333 483.3229 133.52 . Q . . . V .
23.417 484.2370 132.72 . Q . . . V.
23.500 485.1457 131.94 . Q . . . V.
23.583 486.0492 131.18 . Q . . . V.
23.667 486.9474 130.43 . Q . . . V.
23.750 487.8406 129.69 . Q . . . V.
23.833 488.7288 128.97 . Q . . . V.
23.917 489.6121 128.25 . Q . . . V.
24.000 490.4905 127.55 . Q . . . V.
24.083 491.3513 124.99 . Q . . . V.
24.167 492.1703 118.91 . Q . . . V.
24.250 492.9272 109.90 . Q . . . V.
24.333 493.5778 94.47 .Q . . . V.
24.417 494.0211 64.37 .Q . . . V.
Meyers Creek – Concentration Point A 2024
24.500 494.3444 46.94 Q . . . V.
24.583 494.6022 37.44 Q . . . V.
24.667 494.8095 30.10 Q . . . V.
Meyers Creek – Concentration Point A 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 ----------------------------------------------------------------------------
24.750 494.9791 24.63 Q . . . V.
24.833 495.1166 19.97 Q . . . V.
24.917 495.2280 16.17 Q . . . V.
25.000 495.3186 13.16 Q . . . V.
25.083 495.3913 10.56 Q . . . V.
25.167 495.4489 8.37 Q . . . V.
25.250 495.4946 6.63 Q . . . V.
25.333 495.5303 5.18 Q . . . V.
25.417 495.5591 4.19 Q . . . V.
25.500 495.5817 3.27 Q . . . V.
25.583 495.5994 2.57 Q . . . V.
25.667 495.6158 2.39 Q . . . V.
25.750 495.6312 2.23 Q . . . V.
25.833 495.6455 2.08 Q . . . V.
25.917 495.6587 1.92 Q . . . V.
26.000 495.6709 1.77 Q . . . V.
26.083 495.6820 1.62 Q . . . V.
26.167 495.6921 1.47 Q . . . V.
26.250 495.7012 1.32 Q . . . V.
26.333 495.7092 1.17 Q . . . V.
26.417 495.7162 1.02 Q . . . V.
26.500 495.7222 0.87 Q . . . V.
26.583 495.7272 0.72 Q . . . V.
26.667 495.7312 0.58 Q . . . V.
26.750 495.7341 0.43 Q . . . V.
26.833 495.7361 0.29 Q . . . V.
26.917 495.7371 0.14 Q . . . V
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1615.0
10% 570.0
20% 155.0
30% 90.0
40% 60.0
50% 40.0
60% 30.0
70% 20.0
80% 10.0
90% 5.0
============================================================================ Meyers Creek – Concentration Point A 2024
END OF FLOODSCx ROUTING ANALYSIS
100YR-B-SAUH.docx Page 1 of 24
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * Meyers Creek - Hydrograph at Node B - 100YR 24HR *
* Q3 - 9/21/2023 *
* *
************************************************************************** FILE NAME: 100_MC_B.DAT
TIME/DATE OF STUDY: 17:42 09/25/2023
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 12704.640 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 5536.700 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2517.560 FEET
BASIN FACTOR = 0.040
WATERSHED AREA = 785.080 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.364 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
FOOTHILL S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.220
LOW LOSS FRACTION = 0.290
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.63
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.64
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 2.50
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.23
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 6.10
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 12.36
Meyers Creek – Concentration Point B 2024
PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.965
30-MINUTE FACTOR = 0.965
1-HOUR FACTOR = 0.965
3-HOUR FACTOR = 0.995
6-HOUR FACTOR = 0.997
24-HOUR FACTOR = 0.998
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 22.885
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.562 148.324
2 6.097 430.532
3 13.187 673.182
4 26.039 1220.251
5 50.851 2355.817
6 63.814 1230.732
7 71.207 701.986
8 76.905 540.985
9 81.209 408.640
10 84.806 341.476
11 87.749 279.414
12 90.086 221.889
13 92.120 193.151
14 93.809 160.368
15 95.126 125.018
16 96.206 102.548
17 96.955 71.106
18 97.691 69.875
19 98.069 35.939
20 98.187 11.239
21 98.306 11.239
22 98.424 11.231
23 98.543 11.247
24 98.661 11.231
25 98.779 11.231
26 98.898 11.247
27 99.016 11.231
28 99.134 11.231
29 99.253 11.231
30 99.371 11.231
Meyers Creek – Concentration Point B 2024
31 99.489 11.231
32 99.607 11.231
33 99.726 11.231
34 99.844 11.231
35 99.962 11.231
36 100.000 3.578
Meyers Creek – Concentration Point B 2024
****************************************************************************
UNIT UNIT UNIT EFFECTIVE
PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0219 0.0063 0.0155
2 0.0219 0.0064 0.0156
3 0.0220 0.0064 0.0156
4 0.0220 0.0064 0.0156
5 0.0221 0.0064 0.0157
6 0.0221 0.0064 0.0157
7 0.0222 0.0064 0.0158
8 0.0223 0.0065 0.0158
9 0.0223 0.0065 0.0159
10 0.0224 0.0065 0.0159
11 0.0225 0.0065 0.0159
12 0.0225 0.0065 0.0160
13 0.0226 0.0065 0.0160
14 0.0226 0.0066 0.0161
15 0.0227 0.0066 0.0161
16 0.0227 0.0066 0.0162
17 0.0228 0.0066 0.0162
18 0.0229 0.0066 0.0162
19 0.0230 0.0067 0.0163
20 0.0230 0.0067 0.0163
21 0.0231 0.0067 0.0164
22 0.0231 0.0067 0.0164
23 0.0232 0.0067 0.0165
24 0.0233 0.0067 0.0165
25 0.0234 0.0068 0.0166
26 0.0234 0.0068 0.0166
27 0.0235 0.0068 0.0167
28 0.0235 0.0068 0.0167
29 0.0236 0.0069 0.0168
30 0.0237 0.0069 0.0168
31 0.0238 0.0069 0.0169
32 0.0238 0.0069 0.0169
33 0.0239 0.0069 0.0170
34 0.0240 0.0070 0.0170
35 0.0241 0.0070 0.0171
36 0.0241 0.0070 0.0171
37 0.0242 0.0070 0.0172
38 0.0243 0.0070 0.0172
39 0.0244 0.0071 0.0173
40 0.0244 0.0071 0.0173
41 0.0245 0.0071 0.0174
42 0.0246 0.0071 0.0175
43 0.0247 0.0072 0.0175
44 0.0248 0.0072 0.0176
45 0.0249 0.0072 0.0177
Meyers Creek – Concentration Point B 2024
46 0.0249 0.0072 0.0177
47 0.0250 0.0073 0.0178
48 0.0251 0.0073 0.0178
49 0.0252 0.0073 0.0179
50 0.0253 0.0073 0.0179
51 0.0254 0.0074 0.0180
52 0.0254 0.0074 0.0181
53 0.0255 0.0074 0.0181
54 0.0256 0.0074 0.0182
55 0.0257 0.0075 0.0183
56 0.0258 0.0075 0.0183
57 0.0259 0.0075 0.0184
58 0.0260 0.0075 0.0184
59 0.0261 0.0076 0.0185
60 0.0262 0.0076 0.0186
61 0.0263 0.0076 0.0187
62 0.0264 0.0076 0.0187
63 0.0265 0.0077 0.0188
64 0.0266 0.0077 0.0189
65 0.0267 0.0077 0.0190
66 0.0268 0.0078 0.0190
67 0.0269 0.0078 0.0191
68 0.0270 0.0078 0.0192
69 0.0271 0.0079 0.0193
70 0.0272 0.0079 0.0193
71 0.0273 0.0079 0.0194
72 0.0274 0.0079 0.0195
73 0.0276 0.0080 0.0196
74 0.0276 0.0080 0.0196
75 0.0278 0.0081 0.0197
76 0.0279 0.0081 0.0198
77 0.0280 0.0081 0.0199
78 0.0281 0.0081 0.0200
79 0.0283 0.0082 0.0201
80 0.0283 0.0082 0.0201
81 0.0285 0.0083 0.0202
82 0.0286 0.0083 0.0203
83 0.0288 0.0083 0.0204
84 0.0288 0.0084 0.0205
85 0.0290 0.0084 0.0206
86 0.0291 0.0084 0.0207
87 0.0293 0.0085 0.0208
88 0.0294 0.0085 0.0209
89 0.0296 0.0086 0.0210
90 0.0297 0.0086 0.0211
91 0.0298 0.0087 0.0212
92 0.0299 0.0087 0.0213
93 0.0301 0.0087 0.0214
94 0.0302 0.0088 0.0215
95 0.0304 0.0088 0.0216
Meyers Creek – Concentration Point B 2024
96 0.0305 0.0089 0.0217
97 0.0307 0.0089 0.0218
98 0.0309 0.0089 0.0219
99 0.0311 0.0090 0.0221
100 0.0312 0.0090 0.0221
101 0.0314 0.0091 0.0223
102 0.0315 0.0091 0.0224
103 0.0317 0.0092 0.0225
104 0.0319 0.0092 0.0226
105 0.0321 0.0093 0.0228
106 0.0322 0.0093 0.0229
107 0.0325 0.0094 0.0230
108 0.0326 0.0094 0.0231
109 0.0328 0.0095 0.0233
110 0.0330 0.0096 0.0234
111 0.0332 0.0096 0.0236
112 0.0334 0.0097 0.0237
113 0.0336 0.0098 0.0239
114 0.0338 0.0098 0.0240
115 0.0341 0.0099 0.0242
116 0.0342 0.0099 0.0243
117 0.0345 0.0100 0.0245
118 0.0346 0.0100 0.0246
119 0.0349 0.0101 0.0248
120 0.0351 0.0102 0.0249
121 0.0354 0.0103 0.0252
122 0.0356 0.0103 0.0253
123 0.0359 0.0104 0.0255
124 0.0361 0.0105 0.0256
125 0.0364 0.0106 0.0259
126 0.0366 0.0106 0.0260
127 0.0370 0.0107 0.0263
128 0.0372 0.0108 0.0264
129 0.0375 0.0109 0.0267
130 0.0377 0.0109 0.0268
131 0.0381 0.0111 0.0271
132 0.0383 0.0111 0.0272
133 0.0388 0.0112 0.0275
134 0.0390 0.0113 0.0277
135 0.0394 0.0114 0.0280
136 0.0396 0.0115 0.0281
137 0.0401 0.0116 0.0285
138 0.0403 0.0117 0.0286
139 0.0408 0.0118 0.0290
140 0.0411 0.0119 0.0292
141 0.0416 0.0121 0.0295
142 0.0418 0.0121 0.0297
143 0.0424 0.0123 0.0301
144 0.0427 0.0124 0.0303
145 0.0451 0.0131 0.0320
Meyers Creek – Concentration Point B 2024
146 0.0454 0.0132 0.0322
147 0.0460 0.0133 0.0327
148 0.0463 0.0134 0.0329
149 0.0470 0.0136 0.0334
150 0.0473 0.0137 0.0336
151 0.0480 0.0139 0.0341
152 0.0484 0.0140 0.0344
153 0.0491 0.0143 0.0349
154 0.0495 0.0144 0.0352
155 0.0504 0.0146 0.0357
156 0.0508 0.0147 0.0360
157 0.0517 0.0150 0.0367
158 0.0521 0.0151 0.0370
159 0.0531 0.0154 0.0377
160 0.0536 0.0155 0.0380
161 0.0546 0.0158 0.0388
162 0.0552 0.0160 0.0392
163 0.0563 0.0163 0.0400
164 0.0569 0.0165 0.0404
165 0.0582 0.0169 0.0413
166 0.0588 0.0171 0.0418
167 0.0603 0.0175 0.0428
168 0.0610 0.0177 0.0433
169 0.0596 0.0173 0.0423
170 0.0604 0.0175 0.0429
171 0.0623 0.0181 0.0442
172 0.0632 0.0183 0.0449
173 0.0653 0.0183 0.0470
174 0.0664 0.0183 0.0481
175 0.0689 0.0183 0.0505
176 0.0702 0.0183 0.0518
177 0.0731 0.0183 0.0547
178 0.0746 0.0183 0.0563
179 0.0782 0.0183 0.0598
180 0.0801 0.0183 0.0618
181 0.0845 0.0183 0.0662
182 0.0870 0.0183 0.0687
183 0.0927 0.0183 0.0744
184 0.0961 0.0183 0.0777
185 0.1243 0.0183 0.1060
186 0.1290 0.0183 0.1106
187 0.1399 0.0183 0.1216
188 0.1472 0.0183 0.1288
189 0.1468 0.0183 0.1284
190 0.1613 0.0183 0.1430
191 0.2127 0.0183 0.1943
192 0.2725 0.0183 0.2542
193 0.6079 0.0183 0.5896
194 0.1814 0.0183 0.1630
195 0.1555 0.0183 0.1372
Meyers Creek – Concentration Point B 2024
196 0.1340 0.0183 0.1156
197 0.0998 0.0183 0.0815
198 0.0897 0.0183 0.0714
199 0.0822 0.0183 0.0639
200 0.0763 0.0183 0.0580
201 0.0716 0.0183 0.0532
202 0.0676 0.0183 0.0493
203 0.0642 0.0183 0.0459
204 0.0613 0.0178 0.0435
205 0.0618 0.0179 0.0439
206 0.0595 0.0173 0.0423
207 0.0575 0.0167 0.0408
208 0.0557 0.0162 0.0396
209 0.0541 0.0157 0.0384
210 0.0526 0.0152 0.0373
211 0.0512 0.0149 0.0364
212 0.0499 0.0145 0.0355
213 0.0488 0.0141 0.0346
214 0.0477 0.0138 0.0338
215 0.0467 0.0135 0.0331
216 0.0457 0.0133 0.0324
217 0.0430 0.0125 0.0305
218 0.0421 0.0122 0.0299
219 0.0413 0.0120 0.0293
220 0.0406 0.0118 0.0288
221 0.0399 0.0116 0.0283
222 0.0392 0.0114 0.0278
223 0.0385 0.0112 0.0274
224 0.0379 0.0110 0.0269
225 0.0373 0.0108 0.0265
226 0.0368 0.0107 0.0261
227 0.0363 0.0105 0.0257
228 0.0358 0.0104 0.0254
229 0.0353 0.0102 0.0250
230 0.0348 0.0101 0.0247
231 0.0343 0.0100 0.0244
232 0.0339 0.0098 0.0241
233 0.0335 0.0097 0.0238
234 0.0331 0.0096 0.0235
235 0.0327 0.0095 0.0232
236 0.0323 0.0094 0.0230
237 0.0320 0.0093 0.0227
238 0.0316 0.0092 0.0225
239 0.0313 0.0091 0.0222
240 0.0310 0.0090 0.0220
241 0.0306 0.0089 0.0218
242 0.0303 0.0088 0.0215
243 0.0300 0.0087 0.0213
244 0.0298 0.0086 0.0211
245 0.0295 0.0085 0.0209
Meyers Creek – Concentration Point B 2024
246 0.0292 0.0085 0.0207
247 0.0289 0.0084 0.0205
248 0.0287 0.0083 0.0204
249 0.0284 0.0082 0.0202
250 0.0282 0.0082 0.0200
251 0.0279 0.0081 0.0198
252 0.0277 0.0080 0.0197
253 0.0275 0.0080 0.0195
254 0.0273 0.0079 0.0194
255 0.0270 0.0078 0.0192
256 0.0268 0.0078 0.0191
257 0.0266 0.0077 0.0189
258 0.0264 0.0077 0.0188
259 0.0262 0.0076 0.0186
260 0.0260 0.0076 0.0185
261 0.0259 0.0075 0.0184
262 0.0257 0.0074 0.0182
263 0.0255 0.0074 0.0181
264 0.0253 0.0073 0.0180
265 0.0251 0.0073 0.0178
266 0.0250 0.0072 0.0177
267 0.0248 0.0072 0.0176
268 0.0246 0.0071 0.0175
269 0.0245 0.0071 0.0174
270 0.0243 0.0071 0.0173
271 0.0242 0.0070 0.0172
272 0.0240 0.0070 0.0171
273 0.0239 0.0069 0.0170
274 0.0237 0.0069 0.0168
275 0.0236 0.0068 0.0167
276 0.0235 0.0068 0.0167
277 0.0233 0.0068 0.0166
278 0.0232 0.0067 0.0165
279 0.0230 0.0067 0.0164
280 0.0229 0.0066 0.0163
281 0.0228 0.0066 0.0162
282 0.0227 0.0066 0.0161
283 0.0225 0.0065 0.0160
284 0.0224 0.0065 0.0159
285 0.0223 0.0065 0.0158
286 0.0222 0.0064 0.0158
287 0.0221 0.0064 0.0157
288 0.0220 0.0064 0.0156
TOTAL STORM RAINFALL(INCHES) = 12.34
TOTAL SOIL-LOSS(INCHES) = 3.02
TOTAL EFFECTIVE RAINFALL(INCHES) = 9.32
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 197.3047
Meyers Creek – Concentration Point B 2024
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 609.7377
---------------------------------------------------------------------------- Meyers Creek – Concentration Point B 2024
============================================================================ 2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 ----------------------------------------------------------------------------
0.083 0.0159 2.30 Q . . . .
0.167 0.0778 9.00 Q . . . .
0.250 0.2119 19.47 Q . . . .
0.333 0.4769 38.47 Q . . . .
0.417 0.9945 75.15 VQ . . . .
0.500 1.6449 94.45 VQ . . . .
0.583 2.3722 105.60 VQ . . . .
0.667 3.1591 114.26 VQ . . . .
0.750 3.9919 120.91 VQ . . . .
0.833 4.8632 126.52 V Q . . . .
0.917 5.7668 131.20 V Q . . . .
1.000 6.6964 134.98 V Q . . . .
1.083 7.6493 138.35 V Q . . . .
1.167 8.6217 141.20 V Q . . . .
1.250 9.6102 143.53 V Q . . . .
1.333 10.6123 145.50 V Q . . . .
1.417 11.6247 147.00 V Q . . . .
1.500 12.6473 148.48 V Q . . . .
1.583 13.6765 149.45 V Q . . . .
1.667 14.7098 150.02 V Q . . . .
1.750 15.7471 150.62 .VQ . . . .
1.833 16.7885 151.21 .VQ . . . .
1.917 17.8340 151.81 .VQ . . . .
2.000 18.8837 152.40 .VQ . . . .
2.083 19.9375 153.02 .VQ . . . .
2.167 20.9955 153.62 .VQ . . . .
2.250 22.0578 154.24 .VQ . . . .
2.333 23.1242 154.85 .VQ . . . .
2.417 24.1950 155.48 .VQ . . . .
2.500 25.2700 156.09 .VQ . . . .
2.583 26.3495 156.74 .VQ . . . .
2.667 27.4332 157.36 .VQ . . . .
2.750 28.5214 158.01 .VQ . . . .
2.833 29.6140 158.64 .VQ . . . .
2.917 30.7112 159.30 . Q . . . .
3.000 31.8119 159.83 . Q . . . .
3.083 32.9160 160.32 . Q . . . .
3.167 34.0235 160.80 . Q . . . .
3.250 35.1344 161.30 . Q . . . .
Meyers Creek – Concentration Point B 2024
3.333 36.2486 161.79 . Q . . . .
3.417 37.3664 162.30 . Q . . . .
3.500 38.4876 162.80 . Q . . . .
3.583 39.6124 163.32 . Q . . . .
3.667 40.7407 163.83 . Q . . . .
3.750 41.8727 164.36 . Q . . . .
3.833 43.0082 164.87 . Q . . . .
Meyers Creek – Concentration Point B 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 ----------------------------------------------------------------------------
3.917 44.1474 165.42 . Q . . . .
4.000 45.2903 165.94 . Q . . . .
4.083 46.4370 166.50 . QV . . . .
4.167 47.5873 167.03 . QV . . . .
4.250 48.7416 167.60 . QV . . . .
4.333 49.8997 168.15 . QV . . . .
4.417 51.0617 168.72 . QV . . . .
4.500 52.2275 169.28 . QV . . . .
4.583 53.3975 169.87 . QV . . . .
4.667 54.5713 170.44 . QV . . . .
4.750 55.7493 171.05 . QV . . . .
4.833 56.9313 171.63 . QV . . . .
4.917 58.1175 172.24 . QV . . . .
5.000 59.3079 172.84 . QV . . . .
5.083 60.5025 173.46 . QV . . . .
5.167 61.7014 174.07 . Q V . . . .
5.250 62.9046 174.71 . Q V . . . .
5.333 64.1121 175.33 . Q V . . . .
5.417 65.3242 175.99 . Q V . . . .
5.500 66.5406 176.62 . Q V . . . .
5.583 67.7617 177.30 . Q V . . . .
5.667 68.9872 177.94 . Q V . . . .
5.750 70.2174 178.63 . Q V . . . .
5.833 71.4523 179.30 . Q V . . . .
5.917 72.6919 180.00 . Q V . . . .
6.000 73.9363 180.68 . Q V . . . .
6.083 75.1856 181.40 . Q V . . . .
6.167 76.4397 182.09 . Q V . . . .
6.250 77.6988 182.83 . Q V . . . .
6.333 78.9629 183.54 . Q V . . . .
6.417 80.2322 184.30 . Q V . . . .
6.500 81.5065 185.03 . Q V . . . .
6.583 82.7861 185.80 . Q V . . . .
6.667 84.0709 186.55 . Q V . . . .
6.750 85.3612 187.35 . Q V . . . .
6.833 86.6567 188.11 . Q V . . . .
6.917 87.9579 188.93 . Q V . . . .
7.000 89.2645 189.71 . Q V . . . .
7.083 90.5768 190.55 . Q V . . . .
7.167 91.8947 191.36 . Q V . . . .
7.250 93.2185 192.22 . Q V . . . .
7.333 94.5480 193.05 . Q V . . . .
7.417 95.8836 193.93 . Q V . . . .
7.500 97.2251 194.78 . Q V . . . .
7.583 98.5728 195.69 . Q V . . . .
7.667 99.9266 196.56 . Q V . . . .
7.750 101.2868 197.50 . Q V . . . .
Meyers Creek – Concentration Point B 2024
7.833 102.6532 198.40 . Q V . . . .
7.917 104.0261 199.36 . Q V . . . .
8.000 105.4055 200.29 . Q V . . . .
Meyers Creek – Concentration Point B 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 ----------------------------------------------------------------------------
8.083 106.7917 201.27 . Q V . . . .
8.167 108.1845 202.23 . Q V . . . .
8.250 109.5843 203.25 . Q V . . . .
8.333 110.9908 204.23 . Q V . . . .
8.417 112.4046 205.28 . Q V . . . .
8.500 113.8253 206.29 . Q V . . . .
8.583 115.2535 207.38 . Q V . . . .
8.667 116.6889 208.42 . Q V . . . .
8.750 118.1320 209.54 . Q V . . . .
8.833 119.5825 210.62 . Q V . . . .
8.917 121.0410 211.77 . Q V . . . .
9.000 122.5072 212.89 . Q V . . . .
9.083 123.9815 214.08 . Q V . . . .
9.167 125.4638 215.23 . Q V . . . .
9.250 126.9546 216.46 . Q V . . . .
9.333 128.4536 217.65 . Q V . . . .
9.417 129.9614 218.93 . Q V . . . .
9.500 131.4777 220.16 . Q V . . . .
9.583 133.0031 221.49 . Q V . . . .
9.667 134.5372 222.76 . Q V . . . .
9.750 136.0809 224.13 . Q V . . . .
9.833 137.6336 225.46 . Q V. . . .
9.917 139.1962 226.88 . Q V. . . .
10.000 140.7682 228.26 . Q V. . . .
10.083 142.3504 229.74 . Q V. . . .
10.167 143.9425 231.17 . Q V. . . .
10.250 145.5452 232.70 . Q V. . . .
10.333 147.1580 234.19 . Q V. . . .
10.417 148.7819 235.79 . Q V. . . .
10.500 150.4165 237.34 . Q V. . . .
10.583 152.0625 239.00 . Q V. . . .
10.667 153.7197 240.62 . Q V . . .
10.750 155.3887 242.35 . Q V . . .
10.833 157.0695 244.04 . Q V . . .
10.917 158.7627 245.85 . Q V . . .
11.000 160.4680 247.61 . Q V . . .
11.083 162.1864 249.51 . Q V . . .
11.167 163.9175 251.35 . Q V . . .
11.250 165.6622 253.34 . Q V . . .
11.333 167.4203 255.27 . Q V . . .
11.417 169.1927 257.35 . Q .V . . .
11.500 170.9791 259.38 . Q .V . . .
11.583 172.7805 261.57 . Q .V . . .
11.667 174.5966 263.70 . Q .V . . .
11.750 176.4286 266.00 . Q .V . . .
11.833 178.2760 268.25 . Q .V . . .
11.917 180.1401 270.67 . Q .V . . .
Meyers Creek – Concentration Point B 2024
12.000 182.0206 273.04 . Q .V . . .
12.083 183.9200 275.80 . Q . V . . .
12.167 185.8406 278.87 . Q . V . . .
Meyers Creek – Concentration Point B 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 ----------------------------------------------------------------------------
12.250 187.7859 282.46 . Q . V . . .
12.333 189.7604 286.71 . Q . V . . .
12.417 191.7760 292.66 . Q . V . . .
12.500 193.8220 297.08 . Q . V . . .
12.583 195.8953 301.05 . Q . V . . .
12.667 197.9941 304.75 . Q . V . . .
12.750 200.1189 308.53 . Q . V . . .
12.833 202.2688 312.16 . Q . V . . .
12.917 204.4451 316.00 . Q . V . . .
13.000 206.6469 319.70 . Q . V . . .
13.083 208.8760 323.67 . Q . V . . .
13.167 211.1318 327.54 . Q . V . . .
13.250 213.4163 331.70 . Q . V . . .
13.333 215.7288 335.78 . Q . V . . .
13.417 218.0718 340.19 . Q . V . . .
13.500 220.4447 344.55 . Q . V . . .
13.583 222.8503 349.28 . Q . V . . .
13.667 225.2878 353.94 . Q . V . . .
13.750 227.7606 359.05 . Q . V . . .
13.833 230.2684 364.13 . Q . V . . .
13.917 232.8148 369.74 . Q . V . . .
14.000 235.3997 375.32 . Q . V . . .
14.083 238.0249 381.18 . Q . V . . .
14.167 240.6863 386.44 . Q . V . . .
14.250 243.3851 391.87 . Q . V . . .
14.333 246.1136 396.17 . Q . V . . .
14.417 248.8611 398.95 . Q . V . . .
14.500 251.6463 404.41 . Q . V . . .
14.583 254.4857 412.28 . Q . V . . .
14.667 257.3872 421.30 . Q . V . . .
14.750 260.3693 433.00 . Q . V . . .
14.833 263.4377 445.54 . Q . V . . .
14.917 266.6087 460.43 . Q . V . . .
15.000 269.8876 476.10 . Q . V . . .
15.083 273.2931 494.48 . Q . V . . .
15.167 276.8319 513.84 . Q . V . . .
15.250 280.5280 536.67 . Q . V . . .
15.333 284.3914 560.95 . Q . V . . .
15.417 288.4750 592.95 . Q. V . . .
15.500 292.8344 632.99 . Q V. . .
15.583 297.5498 684.67 . Q V. . .
15.667 302.7249 751.42 . . Q V. . .
15.750 308.5711 848.87 . . Q V . .
15.833 314.9462 925.67 . . Q V . .
15.917 321.8886 1008.03 . . Q .V . .
16.000 329.4936 1104.24 . . Q .V . .
16.083 338.2218 1267.34 . . Q V . .
Meyers Creek – Concentration Point B 2024
16.167 348.6367 1512.25 . . . V Q . .
16.250 360.9208 1783.65 . . . V Q . .
16.333 375.5410 2122.86 . . . V . Q .
Meyers Creek – Concentration Point B 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 ----------------------------------------------------------------------------
16.417 392.7071 2492.50 . . . V . Q.
16.500 405.9677 1925.44 . . . V Q .
16.583 416.9028 1587.79 . . . Q V . .
16.667 426.4640 1388.28 . . . Q V . .
16.750 434.6770 1192.52 . . Q. V . .
16.833 441.9620 1057.79 . . Q . V . .
16.917 448.4752 945.71 . . Q . V. .
17.000 454.3162 848.11 . . Q . V. .
17.083 459.6302 771.59 . . Q . V .
17.167 464.4589 701.14 . .Q . V .
17.250 468.8505 637.66 . Q . V .
17.333 472.8987 587.80 . Q. . .V .
17.417 476.6393 543.13 . Q . . .V .
17.500 480.1558 510.59 . Q . . .V .
17.583 483.3861 469.05 . Q . . .V .
17.667 486.3930 436.60 . Q . . .V .
17.750 489.2715 417.96 . Q . . . V .
17.833 492.0407 402.09 . Q . . . V .
17.917 494.7196 388.97 . Q . . . V .
18.000 497.3218 377.83 . Q . . . V .
18.083 499.8541 367.69 . Q . . . V .
18.167 502.3203 358.09 . Q . . . V .
18.250 504.7231 348.88 . Q . . . V .
18.333 507.0602 339.36 . Q . . . V .
18.417 509.3243 328.74 . Q . . . V .
18.500 511.5279 319.97 . Q . . . V .
18.583 513.6777 312.14 . Q . . . V .
18.667 515.7769 304.81 . Q . . . V .
18.750 517.8282 297.86 . Q . . . V .
18.833 519.8312 290.84 . Q . . . V .
18.917 521.7839 283.53 . Q . . . V .
19.000 523.6693 273.75 . Q . . . V .
19.083 525.5032 266.29 . Q . . . V .
19.167 527.2994 260.80 . Q . . . V .
19.250 529.0610 255.79 . Q . . . V .
19.333 530.7919 251.33 . Q . . . V .
19.417 532.4948 247.26 . Q . . . V .
19.500 534.1713 243.43 . Q . . . V .
19.583 535.8232 239.85 . Q . . . V .
19.667 537.4518 236.48 . Q . . . V .
19.750 539.0585 233.28 . Q . . . V .
19.833 540.6440 230.23 . Q . . . V .
19.917 542.2095 227.31 . Q . . . V .
20.000 543.7556 224.49 . Q . . . V .
20.083 545.2830 221.77 . Q . . . V .
20.167 546.7923 219.15 . Q . . . V .
20.250 548.2842 216.63 . Q . . . V .
Meyers Creek – Concentration Point B 2024
20.333 549.7594 214.20 . Q . . . V .
20.417 551.2184 211.84 . Q . . . V .
20.500 552.6617 209.57 . Q . . . V .
Meyers Creek – Concentration Point B 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 ----------------------------------------------------------------------------
20.583 554.0898 207.37 . Q . . . V .
20.667 555.5034 205.24 . Q . . . V .
20.750 556.9026 203.17 . Q . . . V .
20.833 558.2881 201.17 . Q . . . V .
20.917 559.6602 199.23 . Q . . . V .
21.000 561.0194 197.35 . Q . . . V .
21.083 562.3660 195.53 . Q . . . V .
21.167 563.7005 193.76 . Q . . . V .
21.250 565.0231 192.04 . Q . . . V .
21.333 566.3342 190.37 . Q . . . V .
21.417 567.6340 188.74 . Q . . . V .
21.500 568.9230 187.15 . Q . . . V .
21.583 570.2012 185.60 . Q . . . V .
21.667 571.4691 184.09 . Q . . . V .
21.750 572.7269 182.62 . Q . . . V .
21.833 573.9747 181.19 . Q . . . V .
21.917 575.2130 179.79 . Q . . . V .
22.000 576.4417 178.42 . Q . . . V .
22.083 577.6613 177.08 . Q . . . V .
22.167 578.8718 175.77 . Q . . . V .
22.250 580.0736 174.50 . Q . . . V .
22.333 581.2668 173.25 . Q . . . V .
22.417 582.4515 172.03 . Q . . . V .
22.500 583.6281 170.83 . Q . . . V .
22.583 584.7965 169.66 . Q . . . V .
22.667 585.9570 168.51 . Q . . . V .
22.750 587.1099 167.39 . Q . . . V .
22.833 588.2551 166.29 . Q . . . V .
22.917 589.3929 165.21 . Q . . . V .
23.000 590.5234 164.15 . Q . . . V .
23.083 591.6467 163.11 . Q . . . V .
23.167 592.7631 162.09 . Q . . . V .
23.250 593.8726 161.09 . Q . . . V .
23.333 594.9753 160.11 . Q . . . V.
23.417 596.0714 159.15 . Q . . . V.
23.500 597.1609 158.21 . Q . . . V.
23.583 598.2441 157.28 . Q . . . V.
23.667 599.3210 156.37 . Q . . . V.
23.750 600.3918 155.47 . Q . . . V.
23.833 601.4565 154.59 . Q . . . V.
23.917 602.5152 153.73 . Q . . . V.
24.000 603.5681 152.88 . Q . . . V.
24.083 604.5994 149.74 . Q . . . V.
24.167 605.5792 142.26 . Q . . . V.
24.250 606.4818 131.05 . Q . . . V.
24.333 607.2492 111.43 .Q . . . V.
24.417 607.7610 74.31 .Q . . . V.
Meyers Creek – Concentration Point B 2024
24.500 608.1386 54.83 Q . . . V.
24.583 608.4392 43.65 Q . . . V.
24.667 608.6804 35.02 Q . . . V.
Meyers Creek – Concentration Point B 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 ----------------------------------------------------------------------------
24.750 608.8767 28.50 Q . . . V.
24.833 609.0355 23.05 Q . . . V.
24.917 609.1635 18.59 Q . . . V.
25.000 609.2672 15.05 Q . . . V.
25.083 609.3496 11.97 Q . . . V.
25.167 609.4145 9.42 Q . . . V.
25.250 609.4657 7.43 Q . . . V.
25.333 609.5057 5.80 Q . . . V.
25.417 609.5378 4.67 Q . . . V.
25.500 609.5623 3.56 Q . . . V.
25.583 609.5828 2.98 Q . . . V.
25.667 609.6021 2.79 Q . . . V.
25.750 609.6199 2.60 Q . . . V.
25.833 609.6365 2.41 Q . . . V.
25.917 609.6519 2.22 Q . . . V.
26.000 609.6659 2.04 Q . . . V.
26.083 609.6786 1.85 Q . . . V.
26.167 609.6901 1.67 Q . . . V.
26.250 609.7004 1.49 Q . . . V.
26.333 609.7094 1.30 Q . . . V.
26.417 609.7171 1.12 Q . . . V.
26.500 609.7236 0.94 Q . . . V.
26.583 609.7288 0.76 Q . . . V.
26.667 609.7328 0.58 Q . . . V.
26.750 609.7357 0.41 Q . . . V.
26.833 609.7372 0.23 Q . . . V.
26.917 609.7376 0.06 Q . . . V.
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1615.0
10% 500.0
20% 145.0
30% 90.0
40% 60.0
50% 40.0
60% 30.0
70% 20.0
80% 10.0
90% 5.0
============================================================================ Meyers Creek – Concentration Point B 2024
END OF FLOODSCx ROUTING ANALYSIS
100YR-D-SAUH.docx Page 1 of 18
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * Meyers Creek - SUAH - 100-YEAR EVENT *
* Concentration Point D *
* 2025-07-17 *
************************************************************************** FILE NAME: 100_M_DN.DAT
TIME/DATE OF STUDY: 17:11 07/17/2025
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 14496.980 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 7198.590 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2575.570 FEET
BASIN FACTOR = 0.035
WATERSHED AREA = 804.200 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.378 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
FOOTHILL S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.230
LOW LOSS FRACTION = 0.290
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.63
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.64
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 2.50
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.23
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 6.10
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 12.36
Meyers Creek – Concentration Point D 2024
PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.964
30-MINUTE FACTOR = 0.964
1-HOUR FACTOR = 0.964
3-HOUR FACTOR = 0.995
6-HOUR FACTOR = 0.997
24-HOUR FACTOR = 0.998
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 22.051
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.495 145.430
2 5.774 416.123
3 12.357 640.266
4 23.787 1111.700
5 47.093 2266.671
6 61.967 1446.585
7 69.631 745.378
8 75.522 572.969
9 79.897 425.532
10 83.676 367.479
11 86.716 295.684
12 89.157 237.411
13 91.237 202.277
14 93.014 172.819
15 94.470 141.627
16 95.653 115.029
17 96.511 83.474
18 97.222 69.175
19 97.884 64.376
20 98.103 21.329
21 98.217 11.087
22 98.331 11.095
23 98.446 11.095
24 98.559 11.078
25 98.674 11.113
26 98.788 11.078
27 98.902 11.113
28 99.016 11.078
29 99.130 11.078
Meyers Creek – Concentration Point D 2024
30 99.244 11.078
31 99.358 11.078
32 99.471 11.078
33 99.585 11.078
34 99.699 11.078
35 99.813 11.078
36 99.927 11.078
37 100.000 7.093
Meyers Creek – Concentration Point D 2024
****************************************************************************
UNIT UNIT UNIT EFFECTIVE
PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0219 0.0063 0.0155
2 0.0219 0.0064 0.0156
3 0.0220 0.0064 0.0156
4 0.0220 0.0064 0.0156
5 0.0221 0.0064 0.0157
6 0.0221 0.0064 0.0157
7 0.0222 0.0064 0.0158
8 0.0223 0.0065 0.0158
9 0.0223 0.0065 0.0159
10 0.0224 0.0065 0.0159
11 0.0225 0.0065 0.0159
12 0.0225 0.0065 0.0160
13 0.0226 0.0065 0.0160
14 0.0226 0.0066 0.0161
15 0.0227 0.0066 0.0161
16 0.0227 0.0066 0.0162
17 0.0228 0.0066 0.0162
18 0.0229 0.0066 0.0162
19 0.0230 0.0067 0.0163
20 0.0230 0.0067 0.0163
21 0.0231 0.0067 0.0164
22 0.0231 0.0067 0.0164
23 0.0232 0.0067 0.0165
24 0.0233 0.0067 0.0165
25 0.0234 0.0068 0.0166
26 0.0234 0.0068 0.0166
27 0.0235 0.0068 0.0167
28 0.0235 0.0068 0.0167
29 0.0236 0.0069 0.0168
30 0.0237 0.0069 0.0168
31 0.0238 0.0069 0.0169
32 0.0238 0.0069 0.0169
33 0.0239 0.0069 0.0170
34 0.0240 0.0070 0.0170
35 0.0241 0.0070 0.0171
36 0.0241 0.0070 0.0171
37 0.0242 0.0070 0.0172
38 0.0243 0.0070 0.0172
39 0.0244 0.0071 0.0173
40 0.0244 0.0071 0.0173
41 0.0245 0.0071 0.0174
42 0.0246 0.0071 0.0175
43 0.0247 0.0072 0.0175
44 0.0248 0.0072 0.0176
45 0.0249 0.0072 0.0177
Meyers Creek – Concentration Point D 2024
46 0.0249 0.0072 0.0177
47 0.0250 0.0073 0.0178
48 0.0251 0.0073 0.0178
49 0.0252 0.0073 0.0179
50 0.0253 0.0073 0.0179
51 0.0254 0.0074 0.0180
52 0.0254 0.0074 0.0181
53 0.0255 0.0074 0.0181
54 0.0256 0.0074 0.0182
55 0.0257 0.0075 0.0183
56 0.0258 0.0075 0.0183
57 0.0259 0.0075 0.0184
58 0.0260 0.0075 0.0184
59 0.0261 0.0076 0.0185
60 0.0262 0.0076 0.0186
61 0.0263 0.0076 0.0187
62 0.0264 0.0076 0.0187
63 0.0265 0.0077 0.0188
64 0.0266 0.0077 0.0189
65 0.0267 0.0077 0.0190
66 0.0268 0.0078 0.0190
67 0.0269 0.0078 0.0191
68 0.0270 0.0078 0.0192
69 0.0271 0.0079 0.0193
70 0.0272 0.0079 0.0193
71 0.0273 0.0079 0.0194
72 0.0274 0.0079 0.0195
73 0.0276 0.0080 0.0196
74 0.0276 0.0080 0.0196
75 0.0278 0.0081 0.0197
76 0.0279 0.0081 0.0198
77 0.0280 0.0081 0.0199
78 0.0281 0.0081 0.0199
79 0.0283 0.0082 0.0201
80 0.0283 0.0082 0.0201
81 0.0285 0.0083 0.0202
82 0.0286 0.0083 0.0203
83 0.0288 0.0083 0.0204
84 0.0288 0.0084 0.0205
85 0.0290 0.0084 0.0206
86 0.0291 0.0084 0.0207
87 0.0293 0.0085 0.0208
88 0.0294 0.0085 0.0209
89 0.0296 0.0086 0.0210
90 0.0297 0.0086 0.0211
91 0.0298 0.0087 0.0212
92 0.0299 0.0087 0.0213
93 0.0301 0.0087 0.0214
94 0.0302 0.0088 0.0215
95 0.0304 0.0088 0.0216
Meyers Creek – Concentration Point D 2024
96 0.0305 0.0089 0.0217
97 0.0307 0.0089 0.0218
98 0.0309 0.0089 0.0219
99 0.0311 0.0090 0.0221
100 0.0312 0.0090 0.0221
101 0.0314 0.0091 0.0223
102 0.0315 0.0091 0.0224
103 0.0317 0.0092 0.0225
104 0.0319 0.0092 0.0226
105 0.0321 0.0093 0.0228
106 0.0322 0.0093 0.0229
107 0.0325 0.0094 0.0230
108 0.0326 0.0094 0.0231
109 0.0328 0.0095 0.0233
110 0.0330 0.0096 0.0234
111 0.0332 0.0096 0.0236
112 0.0334 0.0097 0.0237
113 0.0336 0.0098 0.0239
114 0.0338 0.0098 0.0240
115 0.0341 0.0099 0.0242
116 0.0342 0.0099 0.0243
117 0.0345 0.0100 0.0245
118 0.0346 0.0100 0.0246
119 0.0349 0.0101 0.0248
120 0.0351 0.0102 0.0249
121 0.0354 0.0103 0.0252
122 0.0356 0.0103 0.0253
123 0.0359 0.0104 0.0255
124 0.0361 0.0105 0.0256
125 0.0364 0.0106 0.0259
126 0.0366 0.0106 0.0260
127 0.0370 0.0107 0.0263
128 0.0372 0.0108 0.0264
129 0.0375 0.0109 0.0267
130 0.0377 0.0109 0.0268
131 0.0381 0.0111 0.0271
132 0.0383 0.0111 0.0272
133 0.0387 0.0112 0.0275
134 0.0390 0.0113 0.0277
135 0.0394 0.0114 0.0280
136 0.0396 0.0115 0.0281
137 0.0401 0.0116 0.0285
138 0.0403 0.0117 0.0286
139 0.0408 0.0118 0.0290
140 0.0411 0.0119 0.0292
141 0.0416 0.0121 0.0295
142 0.0418 0.0121 0.0297
143 0.0424 0.0123 0.0301
144 0.0427 0.0124 0.0303
145 0.0451 0.0131 0.0320
Meyers Creek – Concentration Point D 2024
146 0.0454 0.0132 0.0322
147 0.0460 0.0133 0.0327
148 0.0463 0.0134 0.0329
149 0.0470 0.0136 0.0334
150 0.0473 0.0137 0.0336
151 0.0480 0.0139 0.0341
152 0.0484 0.0140 0.0344
153 0.0492 0.0143 0.0349
154 0.0495 0.0144 0.0352
155 0.0504 0.0146 0.0358
156 0.0508 0.0147 0.0361
157 0.0517 0.0150 0.0367
158 0.0521 0.0151 0.0370
159 0.0531 0.0154 0.0377
160 0.0536 0.0155 0.0380
161 0.0546 0.0158 0.0388
162 0.0552 0.0160 0.0392
163 0.0563 0.0163 0.0400
164 0.0569 0.0165 0.0404
165 0.0582 0.0169 0.0413
166 0.0588 0.0171 0.0418
167 0.0603 0.0175 0.0428
168 0.0610 0.0177 0.0433
169 0.0597 0.0173 0.0424
170 0.0605 0.0176 0.0430
171 0.0623 0.0181 0.0443
172 0.0633 0.0184 0.0449
173 0.0654 0.0190 0.0464
174 0.0665 0.0192 0.0473
175 0.0689 0.0192 0.0498
176 0.0702 0.0192 0.0511
177 0.0731 0.0192 0.0540
178 0.0747 0.0192 0.0555
179 0.0782 0.0192 0.0591
180 0.0802 0.0192 0.0610
181 0.0846 0.0192 0.0654
182 0.0871 0.0192 0.0679
183 0.0928 0.0192 0.0736
184 0.0961 0.0192 0.0770
185 0.1242 0.0192 0.1050
186 0.1289 0.0192 0.1097
187 0.1398 0.0192 0.1207
188 0.1470 0.0192 0.1279
189 0.1466 0.0192 0.1275
190 0.1612 0.0192 0.1420
191 0.2125 0.0192 0.1933
192 0.2723 0.0192 0.2531
193 0.6074 0.0192 0.5882
194 0.1812 0.0192 0.1621
195 0.1554 0.0192 0.1362
Meyers Creek – Concentration Point D 2024
196 0.1339 0.0192 0.1147
197 0.0998 0.0192 0.0807
198 0.0898 0.0192 0.0706
199 0.0823 0.0192 0.0631
200 0.0764 0.0192 0.0572
201 0.0716 0.0192 0.0525
202 0.0677 0.0192 0.0485
203 0.0643 0.0186 0.0457
204 0.0614 0.0178 0.0436
205 0.0618 0.0179 0.0439
206 0.0595 0.0173 0.0423
207 0.0575 0.0167 0.0408
208 0.0557 0.0162 0.0396
209 0.0541 0.0157 0.0384
210 0.0526 0.0153 0.0373
211 0.0512 0.0149 0.0364
212 0.0499 0.0145 0.0355
213 0.0488 0.0141 0.0346
214 0.0477 0.0138 0.0339
215 0.0467 0.0135 0.0331
216 0.0457 0.0133 0.0325
217 0.0430 0.0125 0.0305
218 0.0421 0.0122 0.0299
219 0.0413 0.0120 0.0293
220 0.0406 0.0118 0.0288
221 0.0399 0.0116 0.0283
222 0.0392 0.0114 0.0278
223 0.0385 0.0112 0.0274
224 0.0379 0.0110 0.0269
225 0.0373 0.0108 0.0265
226 0.0368 0.0107 0.0261
227 0.0363 0.0105 0.0257
228 0.0357 0.0104 0.0254
229 0.0353 0.0102 0.0250
230 0.0348 0.0101 0.0247
231 0.0343 0.0100 0.0244
232 0.0339 0.0098 0.0241
233 0.0335 0.0097 0.0238
234 0.0331 0.0096 0.0235
235 0.0327 0.0095 0.0232
236 0.0323 0.0094 0.0230
237 0.0320 0.0093 0.0227
238 0.0316 0.0092 0.0225
239 0.0313 0.0091 0.0222
240 0.0310 0.0090 0.0220
241 0.0306 0.0089 0.0218
242 0.0303 0.0088 0.0215
243 0.0300 0.0087 0.0213
244 0.0298 0.0086 0.0211
245 0.0295 0.0085 0.0209
Meyers Creek – Concentration Point D 2024
246 0.0292 0.0085 0.0207
247 0.0289 0.0084 0.0205
248 0.0287 0.0083 0.0204
249 0.0284 0.0082 0.0202
250 0.0282 0.0082 0.0200
251 0.0279 0.0081 0.0198
252 0.0277 0.0080 0.0197
253 0.0275 0.0080 0.0195
254 0.0273 0.0079 0.0194
255 0.0270 0.0078 0.0192
256 0.0268 0.0078 0.0191
257 0.0266 0.0077 0.0189
258 0.0264 0.0077 0.0188
259 0.0262 0.0076 0.0186
260 0.0260 0.0076 0.0185
261 0.0259 0.0075 0.0184
262 0.0257 0.0074 0.0182
263 0.0255 0.0074 0.0181
264 0.0253 0.0073 0.0180
265 0.0251 0.0073 0.0178
266 0.0250 0.0072 0.0177
267 0.0248 0.0072 0.0176
268 0.0246 0.0071 0.0175
269 0.0245 0.0071 0.0174
270 0.0243 0.0071 0.0173
271 0.0242 0.0070 0.0172
272 0.0240 0.0070 0.0171
273 0.0239 0.0069 0.0170
274 0.0237 0.0069 0.0169
275 0.0236 0.0068 0.0167
276 0.0235 0.0068 0.0167
277 0.0233 0.0068 0.0166
278 0.0232 0.0067 0.0165
279 0.0230 0.0067 0.0164
280 0.0229 0.0066 0.0163
281 0.0228 0.0066 0.0162
282 0.0227 0.0066 0.0161
283 0.0225 0.0065 0.0160
284 0.0224 0.0065 0.0159
285 0.0223 0.0065 0.0158
286 0.0222 0.0064 0.0158
287 0.0221 0.0064 0.0157
288 0.0220 0.0064 0.0156
TOTAL STORM RAINFALL(INCHES) = 12.34
TOTAL SOIL-LOSS(INCHES) = 3.04
TOTAL EFFECTIVE RAINFALL(INCHES) = 9.30
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 203.8009
Meyers Creek – Concentration Point D 2024
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 622.8649
---------------------------------------------------------------------------- Meyers Creek – Concentration Point D 2024
============================================================================ 2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 ----------------------------------------------------------------------------
0.083 0.0156 2.26 Q . . . .
0.167 0.0757 8.73 Q . . . .
0.250 0.2044 18.69 Q . . . .
0.333 0.4523 36.00 Q . . . .
0.417 0.9434 71.30 VQ . . . .
0.500 1.5902 93.93 VQ . . . .
0.583 2.3186 105.75 VQ . . . .
0.667 3.1100 114.91 VQ . . . .
0.750 3.9490 121.83 VQ . . . .
0.833 4.8295 127.84 V Q . . . .
0.917 5.7439 132.78 V Q . . . .
1.000 6.6861 136.81 V Q . . . .
1.083 7.6525 140.32 V Q . . . .
1.167 8.6399 143.37 V Q . . . .
1.250 9.6451 145.96 V Q . . . .
1.333 10.6653 148.13 V Q . . . .
1.417 11.6971 149.83 V Q . . . .
1.500 12.7392 151.30 V Q . . . .
1.583 13.7910 152.72 V Q . . . .
1.667 14.8479 153.47 V Q . . . .
1.750 15.9090 154.07 .VQ . . . .
1.833 16.9742 154.66 .VQ . . . .
1.917 18.0435 155.27 .VQ . . . .
2.000 19.1170 155.87 .VQ . . . .
2.083 20.1948 156.49 .VQ . . . .
2.167 21.2768 157.10 .VQ . . . .
2.250 22.3631 157.73 .VQ . . . .
2.333 23.4536 158.35 .VQ . . . .
2.417 24.5485 158.98 .VQ . . . .
2.500 25.6477 159.61 .VQ . . . .
2.583 26.7514 160.25 .VQ . . . .
2.667 27.8594 160.89 .VQ . . . .
2.750 28.9720 161.54 .VQ . . . .
2.833 30.0890 162.18 .VQ . . . .
2.917 31.2105 162.85 . Q . . . .
3.000 32.3366 163.50 . Q . . . .
3.083 33.4668 164.12 . Q . . . .
3.167 34.6005 164.61 . Q . . . .
3.250 35.7377 165.12 . Q . . . .
Meyers Creek – Concentration Point D 2024
3.333 36.8783 165.62 . Q . . . .
3.417 38.0226 166.14 . Q . . . .
3.500 39.1703 166.65 . Q . . . .
3.583 40.3217 167.18 . Q . . . .
3.667 41.4767 167.70 . Q . . . .
3.750 42.6354 168.24 . Q . . . .
3.833 43.7977 168.77 . Q . . . .
3.917 44.9639 169.33 . Q . . . .
4.000 46.1338 169.87 . Q . . . .
4.083 47.3075 170.43 . QV . . . .
4.167 48.4851 170.98 . QV . . . .
4.250 49.6666 171.56 . QV . . . .
4.333 50.8520 172.12 . QV . . . .
4.417 52.0414 172.71 . QV . . . .
4.500 53.2348 173.28 . QV . . . .
4.583 54.4323 173.88 . QV . . . .
4.667 55.6339 174.47 . QV . . . .
4.750 56.8397 175.08 . QV . . . .
4.833 58.0495 175.67 . QV . . . .
4.917 59.2637 176.30 . QV . . . .
5.000 60.4821 176.91 . QV . . . .
5.083 61.7049 177.55 . QV . . . .
5.167 62.9320 178.17 . Q V . . . .
5.250 64.1635 178.82 . Q V . . . .
5.333 65.3995 179.46 . Q V . . . .
5.417 66.6401 180.13 . Q V . . . .
5.500 67.8851 180.78 . Q V . . . .
5.583 69.1349 181.46 . Q V . . . .
5.667 70.3892 182.13 . Q V . . . .
5.750 71.6484 182.83 . Q V . . . .
5.833 72.9122 183.51 . Q V . . . .
5.917 74.1810 184.23 . Q V . . . .
6.000 75.4546 184.92 . Q V . . . .
6.083 76.7332 185.66 . Q V . . . .
6.167 78.0167 186.37 . Q V . . . .
6.250 79.3054 187.12 . Q V . . . .
6.333 80.5992 187.85 . Q V . . . .
6.417 81.8982 188.62 . Q V . . . .
6.500 83.2024 189.37 . Q V . . . .
6.583 84.5120 190.16 . Q V . . . .
6.667 85.8270 190.93 . Q V . . . .
6.750 87.1474 191.73 . Q V . . . .
6.833 88.4733 192.52 . Q V . . . .
6.917 89.8049 193.35 . Q V . . . .
7.000 91.1421 194.16 . Q V . . . .
7.083 92.4851 195.01 . Q V . . . .
7.167 93.8338 195.84 . Q V . . . .
7.250 95.1886 196.71 . Q V . . . .
7.333 96.5492 197.56 . Q V . . . .
7.417 97.9160 198.46 . Q V . . . .
Meyers Creek – Concentration Point D 2024
7.500 99.2888 199.33 . Q V . . . .
7.583 100.6680 200.25 . Q V . . . .
7.667 102.0533 201.15 . Q V . . . .
7.750 103.4452 202.10 . Q V . . . .
7.833 104.8435 203.03 . Q V . . . .
7.917 106.2484 204.00 . Q V . . . .
8.000 107.6600 204.96 . Q V . . . .
8.083 109.0784 205.96 . Q V . . . .
8.167 110.5036 206.94 . Q V . . . .
8.250 111.9359 207.97 . Q V . . . .
8.333 113.3752 208.98 . Q V . . . .
8.417 114.8218 210.05 . Q V . . . .
8.500 116.2756 211.09 . Q V . . . .
8.583 117.7369 212.19 . Q V . . . .
8.667 119.2057 213.26 . Q V . . . .
8.750 120.6822 214.39 . Q V . . . .
8.833 122.1664 215.51 . Q V . . . .
8.917 123.6587 216.67 . Q V . . . .
9.000 125.1588 217.82 . Q V . . . .
9.083 126.6673 219.03 . Q V . . . .
9.167 128.1839 220.21 . Q V . . . .
9.250 129.7091 221.46 . Q V . . . .
9.333 131.2428 222.69 . Q V . . . .
9.417 132.7853 223.98 . Q V . . . .
9.500 134.3367 225.25 . Q V . . . .
9.583 135.8972 226.59 . Q V . . . .
9.667 137.4668 227.91 . Q V . . . .
9.750 139.0459 229.29 . Q V . . . .
9.833 140.6345 230.66 . Q V. . . .
9.917 142.2330 232.10 . Q V. . . .
10.000 143.8412 233.51 . Q V. . . .
10.083 145.4597 235.01 . Q V. . . .
10.167 147.0884 236.48 . Q V. . . .
10.250 148.7277 238.03 . Q V. . . .
10.333 150.3776 239.57 . Q V. . . .
10.417 152.0387 241.18 . Q V. . . .
10.500 153.7107 242.78 . Q V. . . .
10.583 155.3943 244.46 . Q V. . . .
10.667 157.0893 246.12 . Q V . . .
10.750 158.7965 247.88 . Q V . . .
10.833 160.5156 249.61 . Q V . . .
10.917 162.2473 251.45 . Q V . . .
11.000 163.9915 253.26 . Q V . . .
11.083 165.7489 255.18 . Q V . . .
11.167 167.5194 257.07 . Q V . . .
11.250 169.3037 259.08 . Q V . . .
11.333 171.1016 261.06 . Q V . . .
11.417 172.9141 263.17 . Q .V . . .
11.500 174.7409 265.25 . Q .V . . .
11.583 176.5830 267.47 . Q .V . . .
Meyers Creek – Concentration Point D 2024
11.667 178.4401 269.66 . Q .V . . .
11.750 180.3133 271.98 . Q .V . . .
11.833 182.2023 274.29 . Q .V . . .
11.917 184.1083 276.74 . Q .V . . .
12.000 186.0310 279.18 . Q .V . . .
12.083 187.9728 281.96 . Q . V . . .
12.167 189.9361 285.07 . Q . V . . .
12.250 191.9241 288.65 . Q . V . . .
12.333 193.9409 292.84 . Q . V . . .
12.417 195.9981 298.71 . Q . V . . .
12.500 198.0883 303.50 . Q . V . . .
12.583 200.2065 307.56 . Q . V . . .
12.667 202.3510 311.38 . Q . V . . .
12.750 204.5219 315.22 . Q . V . . .
12.833 206.7187 318.97 . Q . V . . .
12.917 208.9423 322.86 . Q . V . . .
13.000 211.1921 326.67 . Q . V . . .
13.083 213.4696 330.69 . Q . V . . .
13.167 215.7745 334.67 . Q . V . . .
13.250 218.1085 338.90 . Q . V . . .
13.333 220.4714 343.09 . Q . V . . .
13.417 222.8650 347.56 . Q . V . . .
13.500 225.2894 352.02 . Q . V . . .
13.583 227.7469 356.83 . Q . V . . .
13.667 230.2373 361.61 . Q . V . . .
13.750 232.7632 366.77 . Q . V . . .
13.833 235.3250 371.97 . Q . V . . .
13.917 237.9257 377.62 . Q . V . . .
14.000 240.5656 383.33 . Q . V . . .
14.083 243.2464 389.25 . Q . V . . .
14.167 245.9647 394.70 . Q . V . . .
14.250 248.7214 400.28 . Q . V . . .
14.333 251.5107 405.01 . Q . V . . .
14.417 254.3210 408.05 . Q . V . . .
14.500 257.1652 412.99 . Q . V . . .
14.583 260.0602 420.35 . Q . V . . .
14.667 263.0121 428.61 . Q . V . . .
14.750 266.0329 438.62 . Q . V . . .
14.833 269.1319 449.97 . Q . V . . .
14.917 272.3280 464.08 . Q . V . . .
15.000 275.6302 479.47 . Q . V . . .
15.083 279.0562 497.47 . Q . V . . .
15.167 282.6152 516.76 . Q . V . . .
15.250 286.3294 539.30 . Q . V . . .
15.333 290.2113 563.65 . Q. V . . .
15.417 294.3111 595.30 . Q. V . . .
15.500 298.6854 635.15 . Q V. . .
15.583 303.4080 685.72 . Q V. . .
15.667 308.5750 750.26 . . Q V. . .
15.750 314.3957 845.17 . . Q V . .
Meyers Creek – Concentration Point D 2024
15.833 320.7771 926.58 . . Q V . .
15.917 327.7291 1009.43 . . Q .V . .
16.000 335.3561 1107.44 . . Q .V . .
16.083 344.0917 1268.40 . . Q V . .
16.167 354.4387 1502.38 . . . V Q . .
16.250 366.5744 1762.11 . . . V Q . .
16.333 380.9452 2086.64 . . . V . Q .
16.417 398.0955 2490.22 . . . V . Q.
16.500 412.1688 2043.45 . . . V . Q .
16.583 423.4552 1638.79 . . . QV . .
16.667 433.3428 1435.67 . . . Q V . .
16.750 441.8456 1234.61 . . Q. V . .
16.833 449.4000 1096.89 . . Q . V . .
16.917 456.1412 978.82 . . Q . V. .
17.000 462.1939 878.85 . . Q . V. .
17.083 467.6964 798.96 . . Q . V .
17.167 472.7186 729.22 . .Q . V .
17.250 477.3109 666.80 . Q . V .
17.333 481.5414 614.27 . Q. . V .
17.417 485.4579 568.67 . Q. . .V .
17.500 489.1215 531.96 . Q . . .V .
17.583 492.5615 499.49 . Q . . .V .
17.667 495.7109 457.30 . Q . . .V .
17.750 498.6914 432.76 . Q . . . V .
17.833 501.5540 415.65 . Q . . . V .
17.917 504.3159 401.03 . Q . . . V .
18.000 506.9951 389.02 . Q . . . V .
18.083 509.6011 378.38 . Q . . . V .
18.167 512.1382 368.39 . Q . . . V .
18.250 514.6102 358.93 . Q . . . V .
18.333 517.0170 349.46 . Q . . . V .
18.417 519.3512 338.92 . Q . . . V .
18.500 521.6220 329.72 . Q . . . V .
18.583 523.8382 321.79 . Q . . . V .
18.667 526.0026 314.28 . Q . . . V .
18.750 528.1185 307.23 . Q . . . V .
18.833 530.1881 300.51 . Q . . . V .
18.917 532.2119 293.85 . Q . . . V .
19.000 534.1879 286.92 . Q . . . V .
19.083 536.1059 278.50 . Q . . . V .
19.167 537.9630 269.66 . Q . . . V .
19.250 539.7823 264.17 . Q . . . V .
19.333 541.5673 259.17 . Q . . . V .
19.417 543.3211 254.66 . Q . . . V .
19.500 545.0470 250.60 . Q . . . V .
19.583 546.7466 246.79 . Q . . . V .
19.667 548.4218 243.24 . Q . . . V .
19.750 550.0739 239.89 . Q . . . V .
19.833 551.7041 236.70 . Q . . . V .
19.917 553.3133 233.66 . Q . . . V .
Meyers Creek – Concentration Point D 2024
20.000 554.9025 230.74 . Q . . . V .
20.083 556.4723 227.94 . Q . . . V .
20.167 558.0234 225.22 . Q . . . V .
20.250 559.5565 222.61 . Q . . . V .
20.333 561.0722 220.08 . Q . . . V .
20.417 562.5712 217.65 . Q . . . V .
20.500 564.0539 215.29 . Q . . . V .
20.583 565.5209 213.02 . Q . . . V .
20.667 566.9728 210.82 . Q . . . V .
20.750 568.4100 208.68 . Q . . . V .
20.833 569.8329 206.61 . Q . . . V .
20.917 571.2421 204.60 . Q . . . V .
21.000 572.6378 202.65 . Q . . . V .
21.083 574.0204 200.76 . Q . . . V .
21.167 575.3906 198.94 . Q . . . V .
21.250 576.7484 197.16 . Q . . . V .
21.333 578.0944 195.43 . Q . . . V .
21.417 579.4287 193.75 . Q . . . V .
21.500 580.7518 192.11 . Q . . . V .
21.583 582.0640 190.52 . Q . . . V .
21.667 583.3654 188.96 . Q . . . V .
21.750 584.6563 187.45 . Q . . . V .
21.833 585.9371 185.97 . Q . . . V .
21.917 587.2079 184.52 . Q . . . V .
22.000 588.4690 183.11 . Q . . . V .
22.083 589.7206 181.73 . Q . . . V .
22.167 590.9629 180.38 . Q . . . V .
22.250 592.1961 179.07 . Q . . . V .
22.333 593.4205 177.78 . Q . . . V .
22.417 594.6362 176.52 . Q . . . V .
22.500 595.8434 175.29 . Q . . . V .
22.583 597.0423 174.08 . Q . . . V .
22.667 598.2330 172.90 . Q . . . V .
22.750 599.4158 171.74 . Q . . . V .
22.833 600.5908 170.61 . Q . . . V .
22.917 601.7581 169.50 . Q . . . V .
23.000 602.9180 168.41 . Q . . . V .
23.083 604.0704 167.34 . Q . . . V .
23.167 605.2157 166.29 . Q . . . V .
23.250 606.3539 165.26 . Q . . . V .
23.333 607.4851 164.25 . Q . . . V.
23.417 608.6095 163.26 . Q . . . V.
23.500 609.7272 162.29 . Q . . . V.
23.583 610.8384 161.34 . Q . . . V.
23.667 611.9431 160.40 . Q . . . V.
23.750 613.0414 159.48 . Q . . . V.
23.833 614.1335 158.58 . Q . . . V.
23.917 615.2195 157.69 . Q . . . V.
24.000 616.2994 156.81 . Q . . . V.
24.083 617.3580 153.70 . Q . . . V.
Meyers Creek – Concentration Point D 2024
24.167 618.3663 146.41 . Q . . . V.
24.250 619.3008 135.69 . Q . . . V.
24.333 620.1116 117.73 .Q . . . V.
24.417 620.6760 81.95 .Q . . . V.
24.500 621.0829 59.08 Q . . . V.
24.583 621.4080 47.20 Q . . . V.
24.667 621.6702 38.06 Q . . . V.
24.750 621.8854 31.26 Q . . . V.
24.833 622.0603 25.39 Q . . . V.
24.917 622.2026 20.67 Q . . . V.
25.000 622.3188 16.88 Q . . . V.
25.083 622.4128 13.65 Q . . . V.
25.167 622.4879 10.89 Q . . . V.
25.250 622.5474 8.64 Q . . . V.
25.333 622.5942 6.81 Q . . . V.
25.417 622.6320 5.48 Q . . . V.
25.500 622.6621 4.37 Q . . . V.
25.583 622.6852 3.35 Q . . . V.
25.667 622.7059 3.00 Q . . . V.
25.750 622.7252 2.81 Q . . . V.
25.833 622.7433 2.63 Q . . . V.
25.917 622.7601 2.44 Q . . . V.
26.000 622.7756 2.25 Q . . . V.
26.083 622.7898 2.07 Q . . . V.
26.167 622.8028 1.89 Q . . . V.
26.250 622.8145 1.70 Q . . . V.
26.333 622.8250 1.52 Q . . . V.
26.417 622.8343 1.34 Q . . . V.
26.500 622.8423 1.16 Q . . . V.
26.583 622.8491 0.99 Q . . . V.
26.667 622.8546 0.81 Q . . . V.
26.750 622.8589 0.63 Q . . . V.
26.833 622.8621 0.46 Q . . . V.
26.917 622.8641 0.28 Q . . . V.
27.000 622.8648 0.11 Q . . . V.
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1620.0
10% 525.0
20% 150.0
30% 90.0
40% 60.0
50% 40.0
60% 30.0
Meyers Creek – Concentration Point D 2024
70% 20.0
80% 15.0
90% 5.0
============================================================================ END OF FLOODSCx ROUTING ANALYSIS
100YR-E-SAUH.docx Page 1 of 22
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * Meyers Creek - Hydrograph at Node E - 100YR 24 HR *
* Q3 - 9/21/2023 *
* *
************************************************************************** FILE NAME: 00_MC_E.DAT
TIME/DATE OF STUDY: 17:50 09/25/2023
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 4798.590 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 2299.180 FEET ELEVATION VARIATION ALONG WATERCOURSE = 637.670 FEET
BASIN FACTOR = 0.040
WATERSHED AREA = 134.790 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.194 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
FOOTHILL S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.260
LOW LOSS FRACTION = 0.360
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.60
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.56
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 2.37
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 3.94
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 5.63
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 11.13
PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
Meyers Creek – Concentration Point E 2024
5-MINUTE FACTOR = 0.994
30-MINUTE FACTOR = 0.994
1-HOUR FACTOR = 0.994
3-HOUR FACTOR = 0.999
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 42.884
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 3.493 56.938
2 17.030 220.675
3 52.294 574.836
4 71.413 311.663
5 80.875 154.246
6 87.159 102.438
7 91.468 70.244
8 94.547 50.187
9 96.526 32.265
10 97.804 20.825
11 98.208 6.593
12 98.430 3.616
13 98.652 3.616
14 98.874 3.617
15 99.096 3.616
16 99.317 3.616
17 99.539 3.616
18 99.761 3.616
19 99.983 3.616
20 100.000 0.280
Meyers Creek – Concentration Point E 2024
****************************************************************************
UNIT UNIT UNIT EFFECTIVE
PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0190 0.0068 0.0122
2 0.0190 0.0069 0.0122
3 0.0191 0.0069 0.0122
4 0.0192 0.0069 0.0123
5 0.0192 0.0069 0.0123
6 0.0193 0.0069 0.0123
7 0.0193 0.0070 0.0124
8 0.0194 0.0070 0.0124
9 0.0194 0.0070 0.0124
10 0.0195 0.0070 0.0125
11 0.0195 0.0070 0.0125
12 0.0196 0.0070 0.0125
13 0.0197 0.0071 0.0126
14 0.0197 0.0071 0.0126
15 0.0198 0.0071 0.0126
16 0.0198 0.0071 0.0127
17 0.0199 0.0072 0.0127
18 0.0199 0.0072 0.0127
19 0.0200 0.0072 0.0128
20 0.0200 0.0072 0.0128
21 0.0201 0.0072 0.0129
22 0.0202 0.0073 0.0129
23 0.0202 0.0073 0.0129
24 0.0203 0.0073 0.0130
25 0.0204 0.0073 0.0130
26 0.0204 0.0073 0.0131
27 0.0205 0.0074 0.0131
28 0.0205 0.0074 0.0131
29 0.0206 0.0074 0.0132
30 0.0206 0.0074 0.0132
31 0.0207 0.0075 0.0133
32 0.0208 0.0075 0.0133
33 0.0209 0.0075 0.0134
34 0.0209 0.0075 0.0134
35 0.0210 0.0076 0.0134
36 0.0210 0.0076 0.0135
37 0.0211 0.0076 0.0135
38 0.0212 0.0076 0.0136
39 0.0213 0.0077 0.0136
40 0.0213 0.0077 0.0136
41 0.0214 0.0077 0.0137
42 0.0215 0.0077 0.0137
43 0.0216 0.0078 0.0138
44 0.0216 0.0078 0.0138
45 0.0217 0.0078 0.0139
Meyers Creek – Concentration Point E 2024
46 0.0218 0.0078 0.0139
47 0.0219 0.0079 0.0140
48 0.0219 0.0079 0.0140
49 0.0220 0.0079 0.0141
50 0.0221 0.0079 0.0141
51 0.0222 0.0080 0.0142
52 0.0222 0.0080 0.0142
53 0.0223 0.0080 0.0143
54 0.0224 0.0081 0.0143
55 0.0225 0.0081 0.0144
56 0.0226 0.0081 0.0144
57 0.0227 0.0082 0.0145
58 0.0227 0.0082 0.0145
59 0.0228 0.0082 0.0146
60 0.0229 0.0082 0.0147
61 0.0230 0.0083 0.0147
62 0.0231 0.0083 0.0148
63 0.0232 0.0083 0.0148
64 0.0233 0.0084 0.0149
65 0.0234 0.0084 0.0150
66 0.0234 0.0084 0.0150
67 0.0236 0.0085 0.0151
68 0.0236 0.0085 0.0151
69 0.0238 0.0086 0.0152
70 0.0238 0.0086 0.0152
71 0.0240 0.0086 0.0153
72 0.0240 0.0086 0.0154
73 0.0242 0.0087 0.0155
74 0.0242 0.0087 0.0155
75 0.0244 0.0088 0.0156
76 0.0244 0.0088 0.0156
77 0.0246 0.0088 0.0157
78 0.0247 0.0089 0.0158
79 0.0248 0.0089 0.0159
80 0.0249 0.0090 0.0159
81 0.0250 0.0090 0.0160
82 0.0251 0.0090 0.0161
83 0.0253 0.0091 0.0162
84 0.0253 0.0091 0.0162
85 0.0255 0.0092 0.0163
86 0.0256 0.0092 0.0164
87 0.0257 0.0093 0.0165
88 0.0258 0.0093 0.0165
89 0.0260 0.0094 0.0166
90 0.0261 0.0094 0.0167
91 0.0262 0.0094 0.0168
92 0.0263 0.0095 0.0169
93 0.0265 0.0095 0.0170
94 0.0266 0.0096 0.0170
95 0.0268 0.0096 0.0171
Meyers Creek – Concentration Point E 2024
96 0.0269 0.0097 0.0172
97 0.0271 0.0097 0.0173
98 0.0272 0.0098 0.0174
99 0.0274 0.0099 0.0175
100 0.0275 0.0099 0.0176
101 0.0277 0.0100 0.0177
102 0.0278 0.0100 0.0178
103 0.0280 0.0101 0.0179
104 0.0281 0.0101 0.0180
105 0.0283 0.0102 0.0181
106 0.0284 0.0102 0.0182
107 0.0286 0.0103 0.0183
108 0.0287 0.0103 0.0184
109 0.0290 0.0104 0.0185
110 0.0291 0.0105 0.0186
111 0.0293 0.0106 0.0188
112 0.0295 0.0106 0.0189
113 0.0297 0.0107 0.0190
114 0.0298 0.0107 0.0191
115 0.0301 0.0108 0.0193
116 0.0302 0.0109 0.0193
117 0.0305 0.0110 0.0195
118 0.0306 0.0110 0.0196
119 0.0309 0.0111 0.0198
120 0.0311 0.0112 0.0199
121 0.0314 0.0113 0.0201
122 0.0315 0.0113 0.0202
123 0.0318 0.0114 0.0204
124 0.0320 0.0115 0.0205
125 0.0323 0.0116 0.0207
126 0.0324 0.0117 0.0208
127 0.0328 0.0118 0.0210
128 0.0329 0.0119 0.0211
129 0.0333 0.0120 0.0213
130 0.0335 0.0121 0.0214
131 0.0338 0.0122 0.0217
132 0.0340 0.0122 0.0218
133 0.0344 0.0124 0.0220
134 0.0346 0.0125 0.0221
135 0.0350 0.0126 0.0224
136 0.0352 0.0127 0.0225
137 0.0356 0.0128 0.0228
138 0.0359 0.0129 0.0230
139 0.0363 0.0131 0.0232
140 0.0365 0.0132 0.0234
141 0.0370 0.0133 0.0237
142 0.0373 0.0134 0.0239
143 0.0378 0.0136 0.0242
144 0.0380 0.0137 0.0243
145 0.0404 0.0146 0.0259
Meyers Creek – Concentration Point E 2024
146 0.0407 0.0147 0.0261
147 0.0413 0.0149 0.0264
148 0.0416 0.0150 0.0266
149 0.0422 0.0152 0.0270
150 0.0425 0.0153 0.0272
151 0.0432 0.0155 0.0276
152 0.0435 0.0157 0.0278
153 0.0442 0.0159 0.0283
154 0.0446 0.0160 0.0285
155 0.0453 0.0163 0.0290
156 0.0457 0.0165 0.0293
157 0.0465 0.0168 0.0298
158 0.0470 0.0169 0.0301
159 0.0479 0.0172 0.0306
160 0.0483 0.0174 0.0309
161 0.0493 0.0177 0.0315
162 0.0498 0.0179 0.0319
163 0.0509 0.0183 0.0326
164 0.0514 0.0185 0.0329
165 0.0526 0.0189 0.0337
166 0.0533 0.0192 0.0341
167 0.0546 0.0196 0.0349
168 0.0553 0.0199 0.0354
169 0.0515 0.0185 0.0330
170 0.0523 0.0188 0.0335
171 0.0540 0.0194 0.0345
172 0.0549 0.0198 0.0351
173 0.0568 0.0205 0.0364
174 0.0579 0.0208 0.0370
175 0.0602 0.0217 0.0385
176 0.0614 0.0217 0.0397
177 0.0641 0.0217 0.0425
178 0.0656 0.0217 0.0440
179 0.0690 0.0217 0.0473
180 0.0708 0.0217 0.0492
181 0.0750 0.0217 0.0534
182 0.0774 0.0217 0.0558
183 0.0830 0.0217 0.0613
184 0.0862 0.0217 0.0645
185 0.1204 0.0217 0.0988
186 0.1250 0.0217 0.1033
187 0.1358 0.0217 0.1141
188 0.1429 0.0217 0.1212
189 0.1436 0.0217 0.1220
190 0.1579 0.0217 0.1362
191 0.2082 0.0217 0.1866
192 0.2669 0.0217 0.2453
193 0.5964 0.0217 0.5747
194 0.1776 0.0217 0.1559
195 0.1511 0.0217 0.1294
Meyers Creek – Concentration Point E 2024
196 0.1299 0.0217 0.1083
197 0.0898 0.0217 0.0681
198 0.0801 0.0217 0.0584
199 0.0729 0.0217 0.0512
200 0.0673 0.0217 0.0456
201 0.0627 0.0217 0.0411
202 0.0590 0.0212 0.0378
203 0.0558 0.0201 0.0357
204 0.0531 0.0191 0.0340
205 0.0560 0.0202 0.0358
206 0.0539 0.0194 0.0345
207 0.0520 0.0187 0.0333
208 0.0503 0.0181 0.0322
209 0.0488 0.0176 0.0312
210 0.0474 0.0171 0.0303
211 0.0461 0.0166 0.0295
212 0.0449 0.0162 0.0288
213 0.0438 0.0158 0.0281
214 0.0428 0.0154 0.0274
215 0.0419 0.0151 0.0268
216 0.0410 0.0148 0.0262
217 0.0383 0.0138 0.0245
218 0.0375 0.0135 0.0240
219 0.0368 0.0132 0.0235
220 0.0361 0.0130 0.0231
221 0.0354 0.0128 0.0227
222 0.0348 0.0125 0.0223
223 0.0342 0.0123 0.0219
224 0.0337 0.0121 0.0215
225 0.0331 0.0119 0.0212
226 0.0326 0.0117 0.0209
227 0.0321 0.0116 0.0206
228 0.0317 0.0114 0.0203
229 0.0312 0.0112 0.0200
230 0.0308 0.0111 0.0197
231 0.0304 0.0109 0.0194
232 0.0300 0.0108 0.0192
233 0.0296 0.0107 0.0189
234 0.0292 0.0105 0.0187
235 0.0289 0.0104 0.0185
236 0.0285 0.0103 0.0183
237 0.0282 0.0101 0.0180
238 0.0279 0.0100 0.0178
239 0.0276 0.0099 0.0176
240 0.0273 0.0098 0.0174
241 0.0270 0.0097 0.0173
242 0.0267 0.0096 0.0171
243 0.0264 0.0095 0.0169
244 0.0262 0.0094 0.0167
245 0.0259 0.0093 0.0166
Meyers Creek – Concentration Point E 2024
246 0.0257 0.0092 0.0164
247 0.0254 0.0091 0.0163
248 0.0252 0.0091 0.0161
249 0.0249 0.0090 0.0160
250 0.0247 0.0089 0.0158
251 0.0245 0.0088 0.0157
252 0.0243 0.0087 0.0156
253 0.0241 0.0087 0.0154
254 0.0239 0.0086 0.0153
255 0.0237 0.0085 0.0152
256 0.0235 0.0085 0.0150
257 0.0233 0.0084 0.0149
258 0.0231 0.0083 0.0148
259 0.0230 0.0083 0.0147
260 0.0228 0.0082 0.0146
261 0.0226 0.0081 0.0145
262 0.0224 0.0081 0.0144
263 0.0223 0.0080 0.0143
264 0.0221 0.0080 0.0142
265 0.0220 0.0079 0.0141
266 0.0218 0.0079 0.0140
267 0.0217 0.0078 0.0139
268 0.0215 0.0077 0.0138
269 0.0214 0.0077 0.0137
270 0.0212 0.0076 0.0136
271 0.0211 0.0076 0.0135
272 0.0210 0.0075 0.0134
273 0.0208 0.0075 0.0133
274 0.0207 0.0074 0.0132
275 0.0206 0.0074 0.0132
276 0.0204 0.0074 0.0131
277 0.0203 0.0073 0.0130
278 0.0202 0.0073 0.0129
279 0.0201 0.0072 0.0128
280 0.0200 0.0072 0.0128
281 0.0198 0.0071 0.0127
282 0.0197 0.0071 0.0126
283 0.0196 0.0071 0.0126
284 0.0195 0.0070 0.0125
285 0.0194 0.0070 0.0124
286 0.0193 0.0069 0.0123
287 0.0192 0.0069 0.0123
288 0.0191 0.0069 0.0122
TOTAL STORM RAINFALL(INCHES) = 11.13
TOTAL SOIL-LOSS(INCHES) = 3.35
TOTAL EFFECTIVE RAINFALL(INCHES) = 7.78
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 37.6498
Meyers Creek – Concentration Point E 2024
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 87.2890
---------------------------------------------------------------------------- Meyers Creek – Concentration Point E 2024
============================================================================ 2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0
----------------------------------------------------------------------------
0.083 0.0048 0.69 Q . . . .
0.167 0.0280 3.38 Q . . . .
0.250 0.0996 10.38 Q . . . .
0.333 0.1973 14.20 Q . . . .
0.417 0.3083 16.12 VQ . . . .
0.500 0.4282 17.40 VQ . . . .
0.583 0.5543 18.31 VQ . . . .
0.667 0.6849 18.96 VQ . . . .
0.750 0.8185 19.41 VQ . . . .
0.833 0.9543 19.71 VQ . . . .
0.917 1.0910 19.85 VQ . . . .
1.000 1.2284 19.95 VQ . . . .
1.083 1.3665 20.05 VQ . . . .
1.167 1.5052 20.15 VQ . . . .
1.250 1.6447 20.25 VQ . . . .
1.333 1.7848 20.35 VQ . . . .
1.417 1.9257 20.45 VQ . . . .
1.500 2.0672 20.55 VQ . . . .
1.583 2.2095 20.66 .Q . . . .
1.667 2.3522 20.72 .Q . . . .
1.750 2.4953 20.78 .Q . . . .
1.833 2.6388 20.84 .Q . . . .
1.917 2.7828 20.90 .Q . . . .
2.000 2.9272 20.96 .Q . . . .
2.083 3.0720 21.03 .Q . . . .
2.167 3.2172 21.09 .Q . . . .
2.250 3.3629 21.15 .Q . . . .
2.333 3.5090 21.21 .Q . . . .
2.417 3.6556 21.28 .Q . . . .
2.500 3.8026 21.34 .Q . . . .
2.583 3.9500 21.41 .Q . . . .
2.667 4.0979 21.48 .Q . . . .
2.750 4.2463 21.55 .Q . . . .
2.833 4.3952 21.61 .QV . . . .
2.917 4.5445 21.68 .QV . . . .
3.000 4.6943 21.75 .QV . . . .
3.083 4.8445 21.82 .QV . . . .
3.167 4.9953 21.89 .QV . . . .
3.250 5.1465 21.96 .QV . . . .
Meyers Creek – Concentration Point E 2024
3.333 5.2982 22.03 .QV . . . .
3.417 5.4504 22.10 .QV . . . .
3.500 5.6032 22.17 .QV . . . .
3.583 5.7564 22.25 .QV . . . .
3.667 5.9101 22.32 .QV . . . .
3.750 6.0644 22.40 .QV . . . .
3.833 6.2192 22.47 .QV . . . .
Meyers Creek – Concentration Point E 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0
----------------------------------------------------------------------------
3.917 6.3745 22.55 .QV . . . .
4.000 6.5303 22.63 .QV . . . .
4.083 6.6867 22.71 .Q V . . . .
4.167 6.8436 22.78 .Q V . . . .
4.250 7.0011 22.87 .Q V . . . .
4.333 7.1591 22.94 .Q V . . . .
4.417 7.3177 23.03 .Q V . . . .
4.500 7.4769 23.11 .Q V . . . .
4.583 7.6366 23.19 .Q V . . . .
4.667 7.7969 23.27 .Q V . . . .
4.750 7.9578 23.36 .Q V . . . .
4.833 8.1193 23.45 .Q V . . . .
4.917 8.2814 23.54 .Q V . . . .
5.000 8.4441 23.62 .Q V . . . .
5.083 8.6074 23.71 .Q V . . . .
5.167 8.7713 23.80 .Q V . . . .
5.250 8.9358 23.89 .Q V . . . .
5.333 9.1010 23.98 .Q V . . . .
5.417 9.2668 24.08 .Q V . . . .
5.500 9.4333 24.17 .Q V . . . .
5.583 9.6004 24.27 .Q V . . . .
5.667 9.7682 24.36 .Q V . . . .
5.750 9.9366 24.46 .Q V . . . .
5.833 10.1057 24.56 .Q V . . . .
5.917 10.2756 24.66 .Q V . . . .
6.000 10.4461 24.76 .Q V . . . .
6.083 10.6173 24.86 .Q V . . . .
6.167 10.7892 24.96 .Q V . . . .
6.250 10.9619 25.07 .Q V . . . .
6.333 11.1352 25.17 .Q V . . . .
6.417 11.3094 25.28 .Q V . . . .
6.500 11.4842 25.39 .Q V . . . .
6.583 11.6599 25.50 .Q V . . . .
6.667 11.8363 25.61 .Q V . . . .
6.750 12.0134 25.73 .Q V . . . .
6.833 12.1914 25.84 .Q V . . . .
6.917 12.3702 25.96 .Q V . . . .
7.000 12.5497 26.07 .Q V . . . .
7.083 12.7301 26.20 .Q V . . . .
7.167 12.9113 26.31 .Q V . . . .
7.250 13.0934 26.44 .Q V . . . .
7.333 13.2763 26.56 .Q V . . . .
7.417 13.4601 26.69 .Q V . . . .
7.500 13.6448 26.81 .Q V . . . .
7.583 13.8304 26.95 .Q V . . . .
7.667 14.0168 27.07 .Q V . . . .
7.750 14.2042 27.21 .Q V . . . .
Meyers Creek – Concentration Point E 2024
7.833 14.3925 27.34 .Q V . . . .
7.917 14.5818 27.48 .Q V . . . .
8.000 14.7720 27.62 .Q V . . . .
Meyers Creek – Concentration Point E 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0
----------------------------------------------------------------------------
8.083 14.9632 27.77 .Q V . . . .
8.167 15.1554 27.90 .Q V . . . .
8.250 15.3486 28.06 .Q V . . . .
8.333 15.5428 28.20 .Q V . . . .
8.417 15.7381 28.35 .Q V . . . .
8.500 15.9344 28.50 .Q V . . . .
8.583 16.1318 28.66 .Q V . . . .
8.667 16.3302 28.81 .Q V . . . .
8.750 16.5298 28.98 .Q V . . . .
8.833 16.7305 29.14 .Q V . . . .
8.917 16.9324 29.31 .Q V . . . .
9.000 17.1354 29.47 .Q V . . . .
9.083 17.3396 29.65 .Q V . . . .
9.167 17.5450 29.82 .Q V . . . .
9.250 17.7516 30.01 . Q V . . . .
9.333 17.9595 30.18 . Q V . . . .
9.417 18.1687 30.37 . Q V . . . .
9.500 18.3791 30.55 . Q V . . . .
9.583 18.5908 30.75 . Q V . . . .
9.667 18.8039 30.94 . Q V . . . .
9.750 19.0184 31.15 . Q V . . . .
9.833 19.2343 31.34 . Q V . . . .
9.917 19.4516 31.55 . Q V . . . .
10.000 19.6703 31.76 . Q V. . . .
10.083 19.8905 31.98 . Q V. . . .
10.167 20.1122 32.19 . Q V. . . .
10.250 20.3355 32.42 . Q V. . . .
10.333 20.5604 32.64 . Q V. . . .
10.417 20.7868 32.89 . Q V. . . .
10.500 21.0149 33.11 . Q V. . . .
10.583 21.2447 33.37 . Q V. . . .
10.667 21.4762 33.61 . Q V. . . .
10.750 21.7094 33.87 . Q V. . . .
10.833 21.9444 34.12 . Q V . . .
10.917 22.1813 34.40 . Q V . . .
11.000 22.4200 34.66 . Q V . . .
11.083 22.6607 34.95 . Q V . . .
11.167 22.9033 35.22 . Q V . . .
11.250 23.1480 35.53 . Q V . . .
11.333 23.3947 35.82 . Q V . . .
11.417 23.6436 36.14 . Q V . . .
11.500 23.8946 36.44 . Q V . . .
11.583 24.1479 36.78 . Q .V . . .
11.667 24.4034 37.10 . Q .V . . .
11.750 24.6613 37.46 . Q .V . . .
11.833 24.9216 37.79 . Q .V . . .
11.917 25.1845 38.17 . Q .V . . .
Meyers Creek – Concentration Point E 2024
12.000 25.4498 38.53 . Q .V . . .
12.083 25.7184 38.99 . Q .V . . .
12.167 25.9914 39.64 . Q .V . . .
Meyers Creek – Concentration Point E 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0
----------------------------------------------------------------------------
12.250 26.2720 40.74 . Q . V . . .
12.333 26.5579 41.52 . Q . V . . .
12.417 26.8482 42.15 . Q . V . . .
12.500 27.1424 42.70 . Q . V . . .
12.583 27.4403 43.27 . Q . V . . .
12.667 27.7419 43.79 . Q . V . . .
12.750 28.0473 44.34 . Q . V . . .
12.833 28.3562 44.85 . Q . V . . .
12.917 28.6690 45.41 . Q . V . . .
13.000 28.9854 45.95 . Q . V . . .
13.083 29.3059 46.54 . Q . V . . .
13.167 29.6304 47.12 . Q . V . . .
13.250 29.9594 47.76 . Q . V . . .
13.333 30.2926 48.38 . Q . V . . .
13.417 30.6306 49.08 . Q . V . . .
13.500 30.9733 49.76 . Q . V . . .
13.583 31.3213 50.52 . Q . V . . .
13.667 31.6743 51.26 . Q . V . . .
13.750 32.0330 52.09 . Q . V . . .
13.833 32.3973 52.90 . Q . V . . .
13.917 32.7680 53.82 . Q . V . . .
14.000 33.1448 54.71 . Q . V . . .
14.083 33.5273 55.54 . Q . V . . .
14.167 33.9115 55.79 . Q . V . . .
14.250 34.2903 55.00 . Q . V . . .
14.333 34.6695 55.07 . Q . V . . .
14.417 35.0541 55.84 . Q . V . . .
14.500 35.4452 56.78 . Q . V . . .
14.583 35.8448 58.03 . Q . V . . .
14.667 36.2537 59.36 . Q . V . . .
14.750 36.6748 61.15 . Q . V . . .
14.833 37.1109 63.32 . Q . V . . .
14.917 37.5672 66.25 . Q . V . . .
15.000 38.0445 69.31 . Q . V . . .
15.083 38.5479 73.10 . Q . V . . .
15.167 39.0783 77.01 . Q . V . . .
15.250 39.6420 81.85 . Q . V . . .
15.333 40.2404 86.89 . Q . V . . .
15.417 40.8929 94.75 . Q . V . . .
15.500 41.6324 107.37 . Q . V. . .
15.583 42.5369 131.34 . Q . V. . .
15.667 43.5634 149.05 . Q. V. . .
15.750 44.6973 164.64 . Q V . .
15.833 45.9231 177.99 . .Q .V . .
15.917 47.2430 191.65 . . Q .V . .
16.000 48.7517 219.06 . . Q . V . .
16.083 50.7300 287.26 . . Q. V . .
Meyers Creek – Concentration Point E 2024
16.167 53.4148 389.82 . . . VQ . .
16.250 56.9545 513.97 . . . V . Q .
16.333 59.6045 384.78 . . . Q V . .
Meyers Creek – Concentration Point E 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0
----------------------------------------------------------------------------
16.417 61.6266 293.61 . . Q. V . .
16.500 63.2819 240.35 . . Q . V . .
16.583 64.5864 189.42 . . Q . V. .
16.667 65.6459 153.83 . Q . V .
16.750 66.5164 126.40 . Q . . V .
16.833 67.2431 105.51 . Q . . V .
16.917 67.8463 87.58 . Q . . .V .
17.000 68.3776 77.16 . Q . . .V .
17.083 68.8645 70.70 . Q . . .V .
17.167 69.3221 66.44 . Q . . .V .
17.250 69.7670 64.60 . Q . . .V .
17.333 70.1978 62.55 . Q . . . V .
17.417 70.6135 60.36 . Q . . . V .
17.500 71.0139 58.14 . Q . . . V .
17.583 71.3986 55.85 . Q . . . V .
17.667 71.7605 52.55 . Q . . . V .
17.750 72.1093 50.65 . Q . . . V .
17.833 72.4470 49.03 . Q . . . V .
17.917 72.7744 47.54 . Q . . . V .
18.000 73.0931 46.27 . Q . . . V .
18.083 73.4034 45.06 . Q . . . V .
18.167 73.7047 43.75 . Q . . . V .
18.250 73.9946 42.09 . Q . . . V .
18.333 74.2758 40.83 . Q . . . V .
18.417 74.5499 39.81 . Q . . . V .
18.500 74.8178 38.90 . Q . . . V .
18.583 75.0801 38.08 . Q . . . V .
18.667 75.3371 37.32 . Q . . . V .
18.750 75.5892 36.61 . Q . . . V .
18.833 75.8368 35.95 . Q . . . V .
18.917 76.0802 35.34 . Q . . . V .
19.000 76.3196 34.76 . Q . . . V .
19.083 76.5553 34.22 . Q . . . V .
19.167 76.7873 33.69 . Q . . . V .
19.250 77.0159 33.19 . Q . . . V .
19.333 77.2411 32.71 . Q . . . V .
19.417 77.4632 32.25 . Q . . . V .
19.500 77.6823 31.81 . Q . . . V .
19.583 77.8984 31.38 . Q . . . V .
19.667 78.1118 30.98 . Q . . . V .
19.750 78.3224 30.59 . Q . . . V .
19.833 78.5305 30.21 . Q . . . V .
19.917 78.7361 29.85 .Q . . . V .
20.000 78.9393 29.50 .Q . . . V .
20.083 79.1402 29.17 .Q . . . V .
20.167 79.3388 28.84 .Q . . . V .
20.250 79.5353 28.53 .Q . . . V .
Meyers Creek – Concentration Point E 2024
20.333 79.7296 28.22 .Q . . . V .
20.417 79.9219 27.93 .Q . . . V .
20.500 80.1123 27.64 .Q . . . V .
Meyers Creek – Concentration Point E 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0
----------------------------------------------------------------------------
20.583 80.3007 27.36 .Q . . . V .
20.667 80.4873 27.09 .Q . . . V .
20.750 80.6721 26.83 .Q . . . V .
20.833 80.8551 26.57 .Q . . . V .
20.917 81.0364 26.33 .Q . . . V .
21.000 81.2161 26.09 .Q . . . V .
21.083 81.3941 25.85 .Q . . . V .
21.167 81.5706 25.62 .Q . . . V .
21.250 81.7456 25.40 .Q . . . V .
21.333 81.9190 25.18 .Q . . . V .
21.417 82.0910 24.97 .Q . . . V .
21.500 82.2616 24.77 .Q . . . V .
21.583 82.4308 24.57 .Q . . . V .
21.667 82.5986 24.37 .Q . . . V .
21.750 82.7651 24.18 .Q . . . V .
21.833 82.9304 23.99 .Q . . . V .
21.917 83.0943 23.81 .Q . . . V .
22.000 83.2571 23.63 .Q . . . V .
22.083 83.4186 23.45 .Q . . . V .
22.167 83.5789 23.28 .Q . . . V .
22.250 83.7381 23.11 .Q . . . V .
22.333 83.8962 22.95 .Q . . . V .
22.417 84.0532 22.79 .Q . . . V .
22.500 84.2090 22.63 .Q . . . V .
22.583 84.3638 22.48 .Q . . . V .
22.667 84.5176 22.33 .Q . . . V .
22.750 84.6704 22.18 .Q . . . V .
22.833 84.8221 22.03 .Q . . . V .
22.917 84.9729 21.89 .Q . . . V .
23.000 85.1227 21.75 .Q . . . V.
23.083 85.2716 21.62 .Q . . . V.
23.167 85.4195 21.48 .Q . . . V.
23.250 85.5665 21.35 .Q . . . V.
23.333 85.7127 21.22 .Q . . . V.
23.417 85.8579 21.09 .Q . . . V.
23.500 86.0023 20.97 .Q . . . V.
23.583 86.1459 20.84 .Q . . . V.
23.667 86.2886 20.72 .Q . . . V.
23.750 86.4305 20.60 .Q . . . V.
23.833 86.5716 20.49 .Q . . . V.
23.917 86.7119 20.37 .Q . . . V.
24.000 86.8514 20.26 .Q . . . V.
24.083 86.9854 19.46 .Q . . . V.
24.167 87.1002 16.67 .Q . . . V.
24.250 87.1663 9.60 Q . . . V.
24.333 87.2060 5.76 Q . . . V.
24.417 87.2325 3.85 Q . . . V.
Meyers Creek – Concentration Point E 2024
24.500 87.2503 2.59 Q . . . V.
24.583 87.2622 1.72 Q . . . V.
24.667 87.2698 1.10 Q . . . V.
Meyers Creek – Concentration Point E 2024
---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0
----------------------------------------------------------------------------
24.750 87.2746 0.70 Q . . . V.
24.833 87.2777 0.45 Q . . . V.
24.917 87.2802 0.36 Q . . . V.
25.000 87.2824 0.32 Q . . . V.
25.083 87.2843 0.27 Q . . . V.
25.167 87.2858 0.23 Q . . . V.
25.250 87.2871 0.18 Q . . . V.
25.333 87.2880 0.14 Q . . . V.
25.417 87.2886 0.09 Q . . . V.
25.500 87.2890 0.05 Q . . . V.
25.583 87.2890 0.00 Q . . . V
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1535.0
10% 240.0
20% 85.0
30% 55.0
40% 35.0
50% 25.0
60% 15.0
70% 15.0
80% 5.0
90% 5.0
============================================================================ END OF FLOODSCx ROUTING ANALYSIS
500YR-A-SAUH.docx Page 1 of 18
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * MEYERS CREEK - SAUH - 500-YEAR EVENT *
* 2025-07-17 *
* CONCENTRATION POINT A *
************************************************************************** FILE NAME: 500_MC_A.DAT
TIME/DATE OF STUDY: 14:02 07/17/2025
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 12016.170 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 6297.230 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2491.400 FEET
BASIN FACTOR = 0.040
WATERSHED AREA = 599.030 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.371 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
FOOTHILL S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.220
LOW LOSS FRACTION = 0.250
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.80
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 2.04
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 3.09
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.99
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 7.02
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 13.50
Meyers Creek – Concentration Point A 2024
PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.973
30-MINUTE FACTOR = 0.973
1-HOUR FACTOR = 0.973
3-HOUR FACTOR = 0.996
6-HOUR FACTOR = 0.998
24-HOUR FACTOR = 0.999
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 22.451
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.527 110.645
2 5.929 318.850
3 12.749 494.127
4 24.846 876.379
5 48.952 1746.309
6 62.862 1007.729
7 70.394 545.698
8 76.207 421.110
9 80.535 313.528
10 84.223 267.142
11 87.228 217.740
12 89.607 172.360
13 91.671 149.500
14 93.409 125.901
15 94.786 99.755
16 95.938 83.495
17 96.724 56.905
18 97.448 52.474
19 98.007 40.475
20 98.144 9.926
21 98.260 8.420
22 98.376 8.389
23 98.492 8.420
24 98.608 8.420
25 98.725 8.420
26 98.841 8.408
27 98.957 8.407
28 99.073 8.420
29 99.189 8.407
Meyers Creek – Concentration Point A 2024
30 99.305 8.407
31 99.421 8.407
32 99.537 8.407
33 99.653 8.407
34 99.769 8.407
35 99.885 8.407
36 100.000 8.317
Meyers Creek – Concentration Point A 2024
****************************************************************************
UNIT UNIT UNIT EFFECTIVE
PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0221 0.0055 0.0166
2 0.0222 0.0055 0.0166
3 0.0223 0.0056 0.0167
4 0.0223 0.0056 0.0167
5 0.0224 0.0056 0.0168
6 0.0224 0.0056 0.0168
7 0.0225 0.0056 0.0169
8 0.0225 0.0056 0.0169
9 0.0226 0.0057 0.0170
10 0.0227 0.0057 0.0170
11 0.0228 0.0057 0.0171
12 0.0228 0.0057 0.0171
13 0.0229 0.0057 0.0172
14 0.0229 0.0057 0.0172
15 0.0230 0.0058 0.0173
16 0.0231 0.0058 0.0173
17 0.0232 0.0058 0.0174
18 0.0232 0.0058 0.0174
19 0.0233 0.0058 0.0175
20 0.0234 0.0058 0.0175
21 0.0235 0.0059 0.0176
22 0.0235 0.0059 0.0176
23 0.0236 0.0059 0.0177
24 0.0237 0.0059 0.0177
25 0.0238 0.0059 0.0178
26 0.0238 0.0060 0.0179
27 0.0239 0.0060 0.0179
28 0.0240 0.0060 0.0180
29 0.0241 0.0060 0.0180
30 0.0241 0.0060 0.0181
31 0.0242 0.0061 0.0182
32 0.0243 0.0061 0.0182
33 0.0244 0.0061 0.0183
34 0.0244 0.0061 0.0183
35 0.0245 0.0061 0.0184
36 0.0246 0.0061 0.0184
37 0.0247 0.0062 0.0185
38 0.0248 0.0062 0.0186
39 0.0249 0.0062 0.0187
40 0.0249 0.0062 0.0187
41 0.0250 0.0063 0.0188
42 0.0251 0.0063 0.0188
43 0.0252 0.0063 0.0189
44 0.0253 0.0063 0.0190
45 0.0254 0.0063 0.0190
Meyers Creek – Concentration Point A 2024
46 0.0255 0.0064 0.0191
47 0.0256 0.0064 0.0192
48 0.0256 0.0064 0.0192
49 0.0258 0.0064 0.0193
50 0.0258 0.0065 0.0194
51 0.0260 0.0065 0.0195
52 0.0260 0.0065 0.0195
53 0.0262 0.0065 0.0196
54 0.0262 0.0066 0.0197
55 0.0264 0.0066 0.0198
56 0.0264 0.0066 0.0198
57 0.0266 0.0066 0.0199
58 0.0266 0.0067 0.0200
59 0.0268 0.0067 0.0201
60 0.0268 0.0067 0.0201
61 0.0270 0.0067 0.0202
62 0.0271 0.0068 0.0203
63 0.0272 0.0068 0.0204
64 0.0273 0.0068 0.0205
65 0.0274 0.0069 0.0206
66 0.0275 0.0069 0.0206
67 0.0277 0.0069 0.0207
68 0.0277 0.0069 0.0208
69 0.0279 0.0070 0.0209
70 0.0280 0.0070 0.0210
71 0.0281 0.0070 0.0211
72 0.0282 0.0071 0.0212
73 0.0284 0.0071 0.0213
74 0.0285 0.0071 0.0213
75 0.0286 0.0072 0.0215
76 0.0287 0.0072 0.0215
77 0.0289 0.0072 0.0217
78 0.0290 0.0072 0.0217
79 0.0292 0.0073 0.0219
80 0.0292 0.0073 0.0219
81 0.0294 0.0074 0.0221
82 0.0295 0.0074 0.0221
83 0.0297 0.0074 0.0223
84 0.0298 0.0075 0.0224
85 0.0300 0.0075 0.0225
86 0.0301 0.0075 0.0226
87 0.0303 0.0076 0.0227
88 0.0304 0.0076 0.0228
89 0.0306 0.0077 0.0230
90 0.0307 0.0077 0.0230
91 0.0309 0.0077 0.0232
92 0.0310 0.0078 0.0233
93 0.0313 0.0078 0.0234
94 0.0314 0.0078 0.0235
95 0.0316 0.0079 0.0237
Meyers Creek – Concentration Point A 2024
96 0.0317 0.0079 0.0238
97 0.0319 0.0080 0.0240
98 0.0321 0.0080 0.0240
99 0.0323 0.0081 0.0242
100 0.0324 0.0081 0.0243
101 0.0327 0.0082 0.0245
102 0.0328 0.0082 0.0246
103 0.0330 0.0083 0.0248
104 0.0332 0.0083 0.0249
105 0.0334 0.0084 0.0251
106 0.0336 0.0084 0.0252
107 0.0339 0.0085 0.0254
108 0.0340 0.0085 0.0255
109 0.0343 0.0086 0.0257
110 0.0344 0.0086 0.0258
111 0.0347 0.0087 0.0260
112 0.0349 0.0087 0.0262
113 0.0352 0.0088 0.0264
114 0.0353 0.0088 0.0265
115 0.0356 0.0089 0.0267
116 0.0358 0.0090 0.0269
117 0.0361 0.0090 0.0271
118 0.0363 0.0091 0.0272
119 0.0367 0.0092 0.0275
120 0.0368 0.0092 0.0276
121 0.0372 0.0093 0.0279
122 0.0374 0.0093 0.0280
123 0.0378 0.0094 0.0283
124 0.0379 0.0095 0.0285
125 0.0383 0.0096 0.0288
126 0.0385 0.0096 0.0289
127 0.0390 0.0097 0.0292
128 0.0392 0.0098 0.0294
129 0.0396 0.0099 0.0297
130 0.0398 0.0100 0.0299
131 0.0403 0.0101 0.0302
132 0.0405 0.0101 0.0304
133 0.0410 0.0102 0.0307
134 0.0412 0.0103 0.0309
135 0.0417 0.0104 0.0313
136 0.0420 0.0105 0.0315
137 0.0425 0.0106 0.0319
138 0.0428 0.0107 0.0321
139 0.0433 0.0108 0.0325
140 0.0436 0.0109 0.0327
141 0.0442 0.0111 0.0332
142 0.0445 0.0111 0.0334
143 0.0451 0.0113 0.0339
144 0.0455 0.0114 0.0341
145 0.0484 0.0121 0.0363
Meyers Creek – Concentration Point A 2024
146 0.0487 0.0122 0.0365
147 0.0494 0.0124 0.0371
148 0.0498 0.0124 0.0373
149 0.0506 0.0126 0.0379
150 0.0510 0.0127 0.0382
151 0.0518 0.0129 0.0388
152 0.0522 0.0130 0.0391
153 0.0531 0.0133 0.0398
154 0.0535 0.0134 0.0401
155 0.0545 0.0136 0.0409
156 0.0550 0.0137 0.0412
157 0.0560 0.0140 0.0420
158 0.0565 0.0141 0.0424
159 0.0576 0.0144 0.0432
160 0.0582 0.0146 0.0437
161 0.0595 0.0149 0.0446
162 0.0601 0.0150 0.0451
163 0.0614 0.0154 0.0461
164 0.0622 0.0155 0.0466
165 0.0636 0.0159 0.0477
166 0.0644 0.0161 0.0483
167 0.0661 0.0165 0.0496
168 0.0670 0.0167 0.0502
169 0.0636 0.0159 0.0477
170 0.0646 0.0162 0.0485
171 0.0667 0.0167 0.0500
172 0.0679 0.0170 0.0509
173 0.0703 0.0176 0.0528
174 0.0717 0.0179 0.0537
175 0.0746 0.0183 0.0562
176 0.0761 0.0183 0.0578
177 0.0796 0.0183 0.0612
178 0.0815 0.0183 0.0631
179 0.0857 0.0183 0.0674
180 0.0881 0.0183 0.0697
181 0.0934 0.0183 0.0751
182 0.0964 0.0183 0.0781
183 0.1034 0.0183 0.0851
184 0.1075 0.0183 0.0892
185 0.1527 0.0183 0.1343
186 0.1585 0.0183 0.1402
187 0.1724 0.0183 0.1540
188 0.1815 0.0183 0.1631
189 0.1803 0.0183 0.1620
190 0.1987 0.0183 0.1804
191 0.2637 0.0183 0.2454
192 0.3400 0.0183 0.3217
193 0.7786 0.0183 0.7603
194 0.2241 0.0183 0.2057
195 0.1920 0.0183 0.1737
Meyers Creek – Concentration Point A 2024
196 0.1648 0.0183 0.1465
197 0.1121 0.0183 0.0938
198 0.0997 0.0183 0.0814
199 0.0906 0.0183 0.0723
200 0.0835 0.0183 0.0652
201 0.0778 0.0183 0.0595
202 0.0731 0.0183 0.0548
203 0.0691 0.0173 0.0518
204 0.0656 0.0164 0.0492
205 0.0679 0.0170 0.0509
206 0.0653 0.0163 0.0489
207 0.0629 0.0157 0.0472
208 0.0608 0.0152 0.0456
209 0.0588 0.0147 0.0441
210 0.0571 0.0143 0.0428
211 0.0555 0.0139 0.0416
212 0.0540 0.0135 0.0405
213 0.0526 0.0132 0.0395
214 0.0514 0.0128 0.0385
215 0.0502 0.0125 0.0376
216 0.0491 0.0123 0.0368
217 0.0458 0.0114 0.0343
218 0.0448 0.0112 0.0336
219 0.0439 0.0110 0.0329
220 0.0430 0.0108 0.0323
221 0.0422 0.0106 0.0317
222 0.0415 0.0104 0.0311
223 0.0407 0.0102 0.0305
224 0.0400 0.0100 0.0300
225 0.0394 0.0098 0.0295
226 0.0387 0.0097 0.0291
227 0.0381 0.0095 0.0286
228 0.0376 0.0094 0.0282
229 0.0370 0.0093 0.0278
230 0.0365 0.0091 0.0274
231 0.0360 0.0090 0.0270
232 0.0355 0.0089 0.0266
233 0.0350 0.0088 0.0263
234 0.0346 0.0086 0.0259
235 0.0341 0.0085 0.0256
236 0.0337 0.0084 0.0253
237 0.0333 0.0083 0.0250
238 0.0329 0.0082 0.0247
239 0.0325 0.0081 0.0244
240 0.0322 0.0080 0.0241
241 0.0318 0.0080 0.0239
242 0.0315 0.0079 0.0236
243 0.0311 0.0078 0.0234
244 0.0308 0.0077 0.0231
245 0.0305 0.0076 0.0229
Meyers Creek – Concentration Point A 2024
246 0.0302 0.0076 0.0227
247 0.0299 0.0075 0.0224
248 0.0296 0.0074 0.0222
249 0.0293 0.0073 0.0220
250 0.0291 0.0073 0.0218
251 0.0288 0.0072 0.0216
252 0.0285 0.0071 0.0214
253 0.0283 0.0071 0.0212
254 0.0280 0.0070 0.0210
255 0.0278 0.0070 0.0209
256 0.0276 0.0069 0.0207
257 0.0273 0.0068 0.0205
258 0.0271 0.0068 0.0203
259 0.0269 0.0067 0.0202
260 0.0267 0.0067 0.0200
261 0.0265 0.0066 0.0199
262 0.0263 0.0066 0.0197
263 0.0261 0.0065 0.0196
264 0.0259 0.0065 0.0194
265 0.0257 0.0064 0.0193
266 0.0255 0.0064 0.0191
267 0.0253 0.0063 0.0190
268 0.0252 0.0063 0.0189
269 0.0250 0.0062 0.0187
270 0.0248 0.0062 0.0186
271 0.0246 0.0062 0.0185
272 0.0245 0.0061 0.0184
273 0.0243 0.0061 0.0182
274 0.0242 0.0060 0.0181
275 0.0240 0.0060 0.0180
276 0.0239 0.0060 0.0179
277 0.0237 0.0059 0.0178
278 0.0236 0.0059 0.0177
279 0.0234 0.0059 0.0176
280 0.0233 0.0058 0.0175
281 0.0231 0.0058 0.0173
282 0.0230 0.0057 0.0172
283 0.0229 0.0057 0.0171
284 0.0227 0.0057 0.0170
285 0.0226 0.0056 0.0169
286 0.0225 0.0056 0.0168
287 0.0223 0.0056 0.0168
288 0.0222 0.0056 0.0167
TOTAL STORM RAINFALL(INCHES) = 13.48
TOTAL SOIL-LOSS(INCHES) = 2.78
TOTAL EFFECTIVE RAINFALL(INCHES) = 10.71
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 138.6052
Meyers Creek – Concentration Point A 2024
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 534.2166
---------------------------------------------------------------------------- Meyers Creek – Concentration Point A 2024
============================================================================ 2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 625.0 1250.0 1875.0 2500.0 ----------------------------------------------------------------------------
0.083 0.0126 1.84 Q . . . .
0.167 0.0618 7.13 Q . . . .
0.250 0.1675 15.35 Q . . . .
0.333 0.3737 29.94 Q . . . .
0.417 0.7800 59.00 Q . . . .
0.500 1.3025 75.87 VQ . . . .
0.583 1.8889 85.14 VQ . . . .
0.667 2.5250 92.36 VQ . . . .
0.750 3.1987 97.83 VQ . . . .
0.833 3.9049 102.53 VQ . . . .
0.917 4.6379 106.44 VQ . . . .
1.000 5.3927 109.59 VQ . . . .
1.083 6.1667 112.39 VQ . . . .
1.167 6.9574 114.80 VQ . . . .
1.250 7.7617 116.79 VQ . . . .
1.333 8.5779 118.51 VQ . . . .
1.417 9.4030 119.80 VQ . . . .
1.500 10.2364 121.02 VQ . . . .
1.583 11.0770 122.05 VQ . . . .
1.667 11.9211 122.57 VQ . . . .
1.750 12.7688 123.08 VQ . . . .
1.833 13.6199 123.58 .Q . . . .
1.917 14.4746 124.10 .Q . . . .
2.000 15.3328 124.61 .Q . . . .
2.083 16.1946 125.13 .VQ . . . .
2.167 17.0599 125.65 .VQ . . . .
2.250 17.9289 126.18 .VQ . . . .
2.333 18.8015 126.70 .VQ . . . .
2.417 19.6779 127.24 .VQ . . . .
2.500 20.5578 127.77 .VQ . . . .
2.583 21.4416 128.32 .VQ . . . .
2.667 22.3291 128.86 .VQ . . . .
2.750 23.2204 129.42 .VQ . . . .
2.833 24.1154 129.96 .VQ . . . .
2.917 25.0144 130.53 .VQ . . . .
3.000 25.9172 131.08 .VQ . . . .
3.083 26.8229 131.52 . Q . . . .
3.167 27.7316 131.94 . Q . . . .
3.250 28.6434 132.38 . Q . . . .
Meyers Creek – Concentration Point A 2024
3.333 29.5581 132.81 . Q . . . .
3.417 30.4759 133.27 . Q . . . .
3.500 31.3967 133.71 . Q . . . .
3.583 32.3207 134.17 . Q . . . .
3.667 33.2479 134.62 . Q . . . .
3.750 34.1782 135.09 . Q . . . .
3.833 35.1117 135.55 . Q . . . .
3.917 36.0485 136.02 . Q . . . .
4.000 36.9886 136.49 . Q . . . .
4.083 37.9319 136.98 . Q . . . .
4.167 38.8786 137.46 . Q . . . .
4.250 39.8287 137.96 . Q . . . .
4.333 40.7822 138.44 . QV . . . .
4.417 41.7392 138.95 . QV . . . .
4.500 42.6996 139.45 . QV . . . .
4.583 43.6636 139.97 . QV . . . .
4.667 44.6311 140.48 . QV . . . .
4.750 45.6022 141.01 . QV . . . .
4.833 46.5770 141.53 . QV . . . .
4.917 47.5554 142.07 . QV . . . .
5.000 48.5376 142.60 . QV . . . .
5.083 49.5235 143.16 . QV . . . .
5.167 50.5132 143.70 . QV . . . .
5.250 51.5068 144.27 . QV . . . .
5.333 52.5042 144.82 . QV . . . .
5.417 53.5056 145.41 . Q V . . . .
5.500 54.5109 145.97 . Q V . . . .
5.583 55.5203 146.57 . Q V . . . .
5.667 56.5337 147.15 . Q V . . . .
5.750 57.5514 147.76 . Q V . . . .
5.833 58.5730 148.35 . Q V . . . .
5.917 59.5990 148.97 . Q V . . . .
6.000 60.6292 149.58 . Q V . . . .
6.083 61.6638 150.22 . Q V . . . .
6.167 62.7026 150.84 . Q V . . . .
6.250 63.7460 151.50 . Q V . . . .
6.333 64.7938 152.14 . Q V . . . .
6.417 65.8462 152.81 . Q V . . . .
6.500 66.9031 153.46 . Q V . . . .
6.583 67.9647 154.15 . Q V . . . .
6.667 69.0310 154.82 . Q V . . . .
6.750 70.1021 155.53 . Q V . . . .
6.833 71.1780 156.22 . Q V . . . .
6.917 72.2589 156.94 . Q V . . . .
7.000 73.3446 157.65 . Q V . . . .
7.083 74.4355 158.40 . Q V . . . .
7.167 75.5314 159.12 . Q V . . . .
7.250 76.6325 159.89 . Q V . . . .
7.333 77.7388 160.63 . Q V . . . .
7.417 78.8505 161.42 . Q V . . . .
Meyers Creek – Concentration Point A 2024
7.500 79.9675 162.19 . Q V . . . .
7.583 81.0901 163.00 . Q V . . . .
7.667 82.2180 163.78 . Q V . . . .
7.750 83.3518 164.62 . Q V . . . .
7.833 84.4911 165.43 . Q V . . . .
7.917 85.6363 166.29 . Q V . . . .
8.000 86.7873 167.12 . Q V . . . .
8.083 87.9444 168.01 . Q V . . . .
8.167 89.1075 168.87 . Q V . . . .
8.250 90.2767 169.78 . Q V . . . .
8.333 91.4522 170.67 . Q V . . . .
8.417 92.6340 171.61 . Q V . . . .
8.500 93.8222 172.53 . Q V . . . .
8.583 95.0171 173.50 . Q V . . . .
8.667 96.2185 174.44 . Q V . . . .
8.750 97.4268 175.44 . Q V . . . .
8.833 98.6418 176.42 . Q V . . . .
8.917 99.8640 177.46 . Q V . . . .
9.000 101.0931 178.47 . Q V . . . .
9.083 102.3295 179.54 . Q V . . . .
9.167 103.5732 180.58 . Q V . . . .
9.250 104.8245 181.69 . Q V . . . .
9.333 106.0833 182.77 . Q V . . . .
9.417 107.3499 183.92 . Q V . . . .
9.500 108.6243 185.04 . Q V . . . .
9.583 109.9069 186.23 . Q V . . . .
9.667 111.1975 187.39 . Q V . . . .
9.750 112.4966 188.63 . Q V . . . .
9.833 113.8040 189.84 . Q V . . . .
9.917 115.1203 191.12 . Q V . . . .
10.000 116.4452 192.37 . Q V . . . .
10.083 117.7793 193.71 . Q V . . . .
10.167 119.1223 195.01 . Q V . . . .
10.250 120.4749 196.40 . Q V. . . .
10.333 121.8369 197.76 . Q V. . . .
10.417 123.2088 199.20 . Q V. . . .
10.500 124.5905 200.62 . Q V. . . .
10.583 125.9825 202.13 . Q V. . . .
10.667 127.3847 203.60 . Q V. . . .
10.750 128.7978 205.18 . Q V. . . .
10.833 130.2215 206.72 . Q V. . . .
10.917 131.6565 208.36 . Q V. . . .
11.000 133.1026 209.98 . Q V. . . .
11.083 134.5606 211.70 . Q V . . .
11.167 136.0303 213.39 . Q V . . .
11.250 137.5123 215.20 . Q V . . .
11.333 139.0066 216.97 . Q V . . .
11.417 140.5140 218.87 . Q V . . .
11.500 142.0342 220.73 . Q V . . .
11.583 143.5681 222.73 . Q V . . .
Meyers Creek – Concentration Point A 2024
11.667 145.1156 224.69 . Q V . . .
11.750 146.6775 226.79 . Q V . . .
11.833 148.2537 228.86 . Q .V . . .
11.917 149.8451 231.08 . Q .V . . .
12.000 151.4516 233.26 . Q .V . . .
12.083 153.0755 235.79 . Q .V . . .
12.167 154.7191 238.64 . Q .V . . .
12.250 156.3855 241.96 . Q .V . . .
12.333 158.0789 245.89 . Q .V . . .
12.417 159.8109 251.47 . Q .V . . .
12.500 161.5724 255.78 . Q . V . . .
12.583 163.3597 259.51 . Q . V . . .
12.667 165.1711 263.01 . Q . V . . .
12.750 167.0068 266.54 . Q . V . . .
12.833 168.8661 269.97 . Q . V . . .
12.917 170.7501 273.56 . Q . V . . .
13.000 172.6581 277.04 . Q . V . . .
13.083 174.5916 280.75 . Q . V . . .
13.167 176.5502 284.39 . Q . V . . .
13.250 178.5356 288.28 . Q . V . . .
13.333 180.5476 292.13 . Q . V . . .
13.417 182.5879 296.26 . Q . V . . .
13.500 184.6565 300.36 . Q . V . . .
13.583 186.7557 304.81 . Q . V . . .
13.667 188.8852 309.20 . Q . V . . .
13.750 191.0477 313.99 . Q . V . . .
13.833 193.2432 318.79 . Q . V . . .
13.917 195.4750 324.05 . Q . V . . .
14.000 197.7432 329.34 . Q . V . . .
14.083 200.0484 334.72 . Q . V . . .
14.167 202.3853 339.32 . Q . V . . .
14.250 204.7533 343.83 . Q . V . . .
14.333 207.1425 346.91 . Q . V . . .
14.417 209.5342 347.27 . Q . V . . .
14.500 211.9492 350.66 . Q . V . . .
14.583 214.4061 356.75 . Q . V . . .
14.667 216.9104 363.62 . Q . V . . .
14.750 219.4737 372.19 . Q . V . . .
14.833 222.1021 381.64 . Q . V . . .
14.917 224.8112 393.37 . Q . V . . .
15.000 227.6110 406.52 . Q . V . . .
15.083 230.5198 422.36 . Q . V . . .
15.167 233.5459 439.39 . Q . V . . .
15.250 236.7113 459.62 . Q . V . . .
15.333 240.0269 481.44 . Q . V . . .
15.417 243.5496 511.49 . Q . V . . .
15.500 247.3468 551.35 . Q . V . . .
15.583 251.5037 603.58 . Q. V . . .
15.667 256.1420 673.48 . Q V. . .
15.750 261.5222 781.20 . . Q V. . .
Meyers Creek – Concentration Point A 2024
15.833 267.4822 865.40 . . Q V . .
15.917 274.0150 948.56 . . Q V . .
16.000 281.2073 1044.33 . . Q .V . .
16.083 289.4859 1202.06 . . Q.V . .
16.167 299.3696 1435.10 . . . Q . .
16.250 311.0280 1692.80 . . . V Q . .
16.333 324.9170 2016.68 . . . V . Q .
16.417 341.4557 2401.43 . . . V . Q .
16.500 354.5578 1902.42 . . . V Q .
16.583 365.1604 1539.50 . . . Q V . .
16.667 374.3846 1339.35 . . .Q V . .
16.750 382.1809 1132.02 . . Q . V . .
16.833 389.0273 994.09 . . Q . V. .
16.917 395.0947 880.99 . . Q . V. .
17.000 400.4889 783.24 . . Q . V. .
17.083 405.3671 708.32 . .Q . V .
17.167 409.7840 641.33 . Q . V .
17.250 413.7910 581.81 . Q. . V .
17.333 417.4776 535.30 . Q . . .V .
17.417 420.8720 492.87 . Q . . .V .
17.500 424.0523 461.77 . Q . . .V .
17.583 426.9993 427.91 . Q . . .V .
17.667 429.6852 389.99 . Q . . . V .
17.750 432.2415 371.18 . Q . . . V .
17.833 434.6929 355.94 . Q . . . V .
17.917 437.0561 343.14 . Q . . . V .
18.000 439.3484 332.83 . Q . . . V .
18.083 441.5763 323.50 . Q . . . V .
18.167 443.7435 314.67 . Q . . . V .
18.250 445.8522 306.18 . Q . . . V .
18.333 447.9019 297.61 . Q . . . V .
18.417 449.8829 287.64 . Q . . . V .
18.500 451.8065 279.30 . Q . . . V .
18.583 453.6796 271.98 . Q . . . V .
18.667 455.5048 265.02 . Q . . . V .
18.750 457.2856 258.56 . Q . . . V .
18.833 459.0232 252.30 . Q . . . V .
18.917 460.7163 245.84 . Q . . . V .
19.000 462.3623 239.00 . Q . . . V .
19.083 463.9382 228.82 . Q . . . V .
19.167 465.4774 223.48 . Q . . . V .
19.250 466.9831 218.64 . Q . . . V .
19.333 468.4584 214.21 . Q . . . V .
19.417 469.9075 210.41 . Q . . . V .
19.500 471.3322 206.87 . Q . . . V .
19.583 472.7340 203.54 . Q . . . V .
19.667 474.1145 200.45 . Q . . . V .
19.750 475.4749 197.52 . Q . . . V .
19.833 476.8160 194.73 . Q . . . V .
19.917 478.1387 192.06 . Q . . . V .
Meyers Creek – Concentration Point A 2024
20.000 479.4438 189.50 . Q . . . V .
20.083 480.7318 187.02 . Q . . . V .
20.167 482.0034 184.62 . Q . . . V .
20.250 483.2590 182.32 . Q . . . V .
20.333 484.4994 180.10 . Q . . . V .
20.417 485.7250 177.96 . Q . . . V .
20.500 486.9363 175.89 . Q . . . V .
20.583 488.1339 173.89 . Q . . . V .
20.667 489.3182 171.96 . Q . . . V .
20.750 490.4897 170.09 . Q . . . V .
20.833 491.6486 168.28 . Q . . . V .
20.917 492.7954 166.52 . Q . . . V .
21.000 493.9305 164.81 . Q . . . V .
21.083 495.0542 163.17 . Q . . . V .
21.167 496.1670 161.57 . Q . . . V .
21.250 497.2691 160.02 . Q . . . V .
21.333 498.3608 158.52 . Q . . . V .
21.417 499.4424 157.05 . Q . . . V .
21.500 500.5142 155.62 . Q . . . V .
21.583 501.5764 154.23 . Q . . . V .
21.667 502.6293 152.88 . Q . . . V .
21.750 503.6732 151.56 . Q . . . V .
21.833 504.7081 150.27 . Q . . . V .
21.917 505.7344 149.02 . Q . . . V .
22.000 506.7523 147.79 . Q . . . V .
22.083 507.7619 146.60 . Q . . . V .
22.167 508.7635 145.43 . Q . . . V .
22.250 509.7572 144.29 . Q . . . V .
22.333 510.7433 143.17 . Q . . . V .
22.417 511.7218 142.08 . Q . . . V .
22.500 512.6930 141.02 . Q . . . V .
22.583 513.6570 139.97 . Q . . . V .
22.667 514.6140 138.95 . Q . . . V .
22.750 515.5640 137.95 . Q . . . V .
22.833 516.5074 136.97 . Q . . . V .
22.917 517.4441 136.01 . Q . . . V .
23.000 518.3743 135.07 . Q . . . V .
23.083 519.2982 134.15 . Q . . . V .
23.167 520.2159 133.25 . Q . . . V .
23.250 521.1274 132.36 . Q . . . V.
23.333 522.0330 131.49 . Q . . . V.
23.417 522.9327 130.64 . Q . . . V.
23.500 523.8267 129.80 . Q . . . V.
23.583 524.7150 128.98 . Q . . . V.
23.667 525.5978 128.18 . Q . . . V.
23.750 526.4751 127.38 . Q . . . V.
23.833 527.3470 126.61 . Q . . . V.
23.917 528.2137 125.84 . Q . . . V.
24.000 529.0753 125.09 . Q . . . V.
24.083 529.9191 122.52 .Q . . . V.
Meyers Creek – Concentration Point A 2024
24.167 530.7216 116.52 .Q . . . V.
24.250 531.4630 107.66 .Q . . . V.
24.333 532.1002 92.52 .Q . . . V.
24.417 532.5345 63.06 .Q . . . V.
24.500 532.8513 46.00 Q . . . V.
24.583 533.1039 36.69 Q . . . V.
24.667 533.3071 29.50 Q . . . V.
24.750 533.4733 24.13 Q . . . V.
24.833 533.6081 19.57 Q . . . V.
24.917 533.7172 15.85 Q . . . V.
25.000 533.8060 12.90 Q . . . V.
25.083 533.8773 10.35 Q . . . V.
25.167 533.9337 8.20 Q . . . V.
25.250 533.9785 6.50 Q . . . V.
25.333 534.0134 5.08 Q . . . V.
25.417 534.0417 4.11 Q . . . V.
25.500 534.0638 3.21 Q . . . V.
25.583 534.0812 2.52 Q . . . V.
25.667 534.0973 2.34 Q . . . V.
25.750 534.1124 2.19 Q . . . V.
25.833 534.1264 2.04 Q . . . V.
25.917 534.1394 1.88 Q . . . V.
26.000 534.1514 1.73 Q . . . V.
26.083 534.1623 1.58 Q . . . V.
26.167 534.1722 1.44 Q . . . V.
26.250 534.1810 1.29 Q . . . V.
26.333 534.1889 1.14 Q . . . V.
26.417 534.1957 1.00 Q . . . V.
26.500 534.2016 0.85 Q . . . V.
26.583 534.2065 0.71 Q . . . V.
26.667 534.2104 0.56 Q . . . V.
26.750 534.2133 0.42 Q . . . V.
26.833 534.2153 0.28 Q . . . V.
26.917 534.2162 0.14 Q . . . V.
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1615.0
10% 405.0
20% 130.0
30% 80.0
40% 55.0
50% 40.0
60% 25.0
70% 20.0
Meyers Creek – Concentration Point A 2024
80% 10.0
90% 5.0
============================================================================ END OF FLOODSCx ROUTING ANALYSIS
500YR-B-SAUH.docx Page 1 of 18
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * MEYERS CREEK - SAUH - 500-YEAR EVENT *
* 2025-07-17 *
* CONCENTRATION POINT B *
************************************************************************** FILE NAME: 500_MC_B.DAT
TIME/DATE OF STUDY: 14:05 07/17/2025
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 12704.640 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 5536.700 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2517.560 FEET
BASIN FACTOR = 0.040
WATERSHED AREA = 785.080 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.364 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
FOOTHILL S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.220
LOW LOSS FRACTION = 0.270
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.80
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 2.04
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 3.09
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.99
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 7.02
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 13.50
Meyers Creek – Concentration Point B 2024
PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.965
30-MINUTE FACTOR = 0.965
1-HOUR FACTOR = 0.965
3-HOUR FACTOR = 0.995
6-HOUR FACTOR = 0.997
24-HOUR FACTOR = 0.998
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 22.885
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.562 148.324
2 6.097 430.532
3 13.187 673.182
4 26.039 1220.251
5 50.851 2355.817
6 63.814 1230.732
7 71.207 701.986
8 76.905 540.985
9 81.209 408.640
10 84.806 341.476
11 87.749 279.414
12 90.086 221.889
13 92.120 193.151
14 93.809 160.368
15 95.126 125.018
16 96.206 102.548
17 96.955 71.106
18 97.691 69.875
19 98.069 35.939
20 98.187 11.239
21 98.306 11.239
22 98.424 11.231
23 98.543 11.247
24 98.661 11.231
25 98.779 11.231
26 98.898 11.247
27 99.016 11.231
28 99.134 11.231
29 99.253 11.231
Meyers Creek – Concentration Point B 2024
30 99.371 11.231
31 99.489 11.231
32 99.607 11.231
33 99.726 11.231
34 99.844 11.231
35 99.962 11.231
36 100.000 3.578
Meyers Creek – Concentration Point B 2024
****************************************************************************
UNIT UNIT UNIT EFFECTIVE
PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0221 0.0060 0.0162
2 0.0222 0.0060 0.0162
3 0.0223 0.0060 0.0162
4 0.0223 0.0060 0.0163
5 0.0224 0.0060 0.0163
6 0.0224 0.0061 0.0164
7 0.0225 0.0061 0.0164
8 0.0225 0.0061 0.0165
9 0.0226 0.0061 0.0165
10 0.0227 0.0061 0.0166
11 0.0228 0.0061 0.0166
12 0.0228 0.0062 0.0167
13 0.0229 0.0062 0.0167
14 0.0229 0.0062 0.0168
15 0.0230 0.0062 0.0168
16 0.0231 0.0062 0.0168
17 0.0232 0.0063 0.0169
18 0.0232 0.0063 0.0170
19 0.0233 0.0063 0.0170
20 0.0234 0.0063 0.0171
21 0.0235 0.0063 0.0171
22 0.0235 0.0063 0.0172
23 0.0236 0.0064 0.0172
24 0.0237 0.0064 0.0173
25 0.0238 0.0064 0.0173
26 0.0238 0.0064 0.0174
27 0.0239 0.0065 0.0174
28 0.0240 0.0065 0.0175
29 0.0241 0.0065 0.0176
30 0.0241 0.0065 0.0176
31 0.0242 0.0065 0.0177
32 0.0243 0.0066 0.0177
33 0.0244 0.0066 0.0178
34 0.0244 0.0066 0.0178
35 0.0245 0.0066 0.0179
36 0.0246 0.0066 0.0180
37 0.0247 0.0067 0.0180
38 0.0248 0.0067 0.0181
39 0.0249 0.0067 0.0182
40 0.0249 0.0067 0.0182
41 0.0250 0.0068 0.0183
42 0.0251 0.0068 0.0183
43 0.0252 0.0068 0.0184
44 0.0253 0.0068 0.0185
45 0.0254 0.0069 0.0185
Meyers Creek – Concentration Point B 2024
46 0.0255 0.0069 0.0186
47 0.0256 0.0069 0.0187
48 0.0256 0.0069 0.0187
49 0.0258 0.0070 0.0188
50 0.0258 0.0070 0.0189
51 0.0260 0.0070 0.0189
52 0.0260 0.0070 0.0190
53 0.0262 0.0071 0.0191
54 0.0262 0.0071 0.0191
55 0.0264 0.0071 0.0192
56 0.0264 0.0071 0.0193
57 0.0266 0.0072 0.0194
58 0.0266 0.0072 0.0194
59 0.0268 0.0072 0.0195
60 0.0268 0.0072 0.0196
61 0.0270 0.0073 0.0197
62 0.0271 0.0073 0.0197
63 0.0272 0.0073 0.0199
64 0.0273 0.0074 0.0199
65 0.0274 0.0074 0.0200
66 0.0275 0.0074 0.0201
67 0.0277 0.0075 0.0202
68 0.0277 0.0075 0.0202
69 0.0279 0.0075 0.0204
70 0.0280 0.0076 0.0204
71 0.0281 0.0076 0.0205
72 0.0282 0.0076 0.0206
73 0.0284 0.0077 0.0207
74 0.0285 0.0077 0.0208
75 0.0286 0.0077 0.0209
76 0.0287 0.0078 0.0210
77 0.0289 0.0078 0.0211
78 0.0290 0.0078 0.0212
79 0.0292 0.0079 0.0213
80 0.0292 0.0079 0.0214
81 0.0294 0.0079 0.0215
82 0.0295 0.0080 0.0216
83 0.0297 0.0080 0.0217
84 0.0298 0.0080 0.0218
85 0.0300 0.0081 0.0219
86 0.0301 0.0081 0.0220
87 0.0303 0.0082 0.0221
88 0.0304 0.0082 0.0222
89 0.0306 0.0083 0.0223
90 0.0307 0.0083 0.0224
91 0.0309 0.0083 0.0226
92 0.0310 0.0084 0.0227
93 0.0313 0.0084 0.0228
94 0.0314 0.0085 0.0229
95 0.0316 0.0085 0.0231
Meyers Creek – Concentration Point B 2024
96 0.0317 0.0086 0.0231
97 0.0319 0.0086 0.0233
98 0.0321 0.0087 0.0234
99 0.0323 0.0087 0.0236
100 0.0324 0.0088 0.0237
101 0.0327 0.0088 0.0238
102 0.0328 0.0089 0.0239
103 0.0330 0.0089 0.0241
104 0.0332 0.0090 0.0242
105 0.0334 0.0090 0.0244
106 0.0336 0.0091 0.0245
107 0.0338 0.0091 0.0247
108 0.0340 0.0092 0.0248
109 0.0343 0.0093 0.0250
110 0.0344 0.0093 0.0251
111 0.0347 0.0094 0.0253
112 0.0349 0.0094 0.0254
113 0.0352 0.0095 0.0257
114 0.0353 0.0095 0.0258
115 0.0356 0.0096 0.0260
116 0.0358 0.0097 0.0261
117 0.0361 0.0098 0.0264
118 0.0363 0.0098 0.0265
119 0.0367 0.0099 0.0268
120 0.0368 0.0099 0.0269
121 0.0372 0.0100 0.0271
122 0.0374 0.0101 0.0273
123 0.0377 0.0102 0.0276
124 0.0379 0.0102 0.0277
125 0.0383 0.0103 0.0280
126 0.0385 0.0104 0.0281
127 0.0389 0.0105 0.0284
128 0.0392 0.0106 0.0286
129 0.0396 0.0107 0.0289
130 0.0398 0.0107 0.0291
131 0.0403 0.0109 0.0294
132 0.0405 0.0109 0.0296
133 0.0410 0.0111 0.0299
134 0.0412 0.0111 0.0301
135 0.0417 0.0113 0.0304
136 0.0420 0.0113 0.0306
137 0.0425 0.0115 0.0310
138 0.0428 0.0115 0.0312
139 0.0433 0.0117 0.0316
140 0.0436 0.0118 0.0318
141 0.0442 0.0119 0.0323
142 0.0445 0.0120 0.0325
143 0.0451 0.0122 0.0329
144 0.0454 0.0123 0.0332
145 0.0484 0.0131 0.0354
Meyers Creek – Concentration Point B 2024
146 0.0488 0.0132 0.0356
147 0.0495 0.0134 0.0361
148 0.0499 0.0135 0.0364
149 0.0506 0.0137 0.0369
150 0.0510 0.0138 0.0372
151 0.0518 0.0140 0.0378
152 0.0522 0.0141 0.0381
153 0.0531 0.0143 0.0388
154 0.0536 0.0145 0.0391
155 0.0545 0.0147 0.0398
156 0.0550 0.0149 0.0402
157 0.0560 0.0151 0.0409
158 0.0566 0.0153 0.0413
159 0.0577 0.0156 0.0421
160 0.0583 0.0157 0.0425
161 0.0595 0.0161 0.0434
162 0.0601 0.0162 0.0439
163 0.0615 0.0166 0.0449
164 0.0622 0.0168 0.0454
165 0.0637 0.0172 0.0465
166 0.0645 0.0174 0.0471
167 0.0661 0.0179 0.0483
168 0.0670 0.0181 0.0489
169 0.0644 0.0174 0.0470
170 0.0654 0.0177 0.0478
171 0.0676 0.0182 0.0493
172 0.0687 0.0183 0.0504
173 0.0712 0.0183 0.0528
174 0.0725 0.0183 0.0542
175 0.0754 0.0183 0.0571
176 0.0770 0.0183 0.0586
177 0.0804 0.0183 0.0621
178 0.0823 0.0183 0.0640
179 0.0865 0.0183 0.0682
180 0.0889 0.0183 0.0705
181 0.0942 0.0183 0.0758
182 0.0972 0.0183 0.0789
183 0.1042 0.0183 0.0858
184 0.1082 0.0183 0.0899
185 0.1514 0.0183 0.1330
186 0.1572 0.0183 0.1389
187 0.1709 0.0183 0.1526
188 0.1799 0.0183 0.1616
189 0.1788 0.0183 0.1605
190 0.1970 0.0183 0.1787
191 0.2615 0.0183 0.2431
192 0.3371 0.0183 0.3188
193 0.7720 0.0183 0.7536
194 0.2221 0.0183 0.2038
195 0.1904 0.0183 0.1720
Meyers Creek – Concentration Point B 2024
196 0.1634 0.0183 0.1451
197 0.1128 0.0183 0.0945
198 0.1005 0.0183 0.0822
199 0.0914 0.0183 0.0731
200 0.0843 0.0183 0.0660
201 0.0786 0.0183 0.0603
202 0.0739 0.0183 0.0556
203 0.0699 0.0183 0.0516
204 0.0665 0.0180 0.0485
205 0.0680 0.0183 0.0496
206 0.0653 0.0176 0.0477
207 0.0629 0.0170 0.0459
208 0.0608 0.0164 0.0444
209 0.0589 0.0159 0.0430
210 0.0571 0.0154 0.0417
211 0.0555 0.0150 0.0405
212 0.0540 0.0146 0.0395
213 0.0527 0.0142 0.0385
214 0.0514 0.0139 0.0375
215 0.0502 0.0136 0.0367
216 0.0491 0.0133 0.0359
217 0.0458 0.0124 0.0334
218 0.0448 0.0121 0.0327
219 0.0439 0.0119 0.0320
220 0.0430 0.0116 0.0314
221 0.0422 0.0114 0.0308
222 0.0415 0.0112 0.0303
223 0.0407 0.0110 0.0297
224 0.0400 0.0108 0.0292
225 0.0394 0.0106 0.0287
226 0.0387 0.0105 0.0283
227 0.0381 0.0103 0.0278
228 0.0376 0.0101 0.0274
229 0.0370 0.0100 0.0270
230 0.0365 0.0098 0.0266
231 0.0360 0.0097 0.0263
232 0.0355 0.0096 0.0259
233 0.0350 0.0095 0.0256
234 0.0346 0.0093 0.0252
235 0.0341 0.0092 0.0249
236 0.0337 0.0091 0.0246
237 0.0333 0.0090 0.0243
238 0.0329 0.0089 0.0240
239 0.0325 0.0088 0.0238
240 0.0322 0.0087 0.0235
241 0.0318 0.0086 0.0232
242 0.0315 0.0085 0.0230
243 0.0311 0.0084 0.0227
244 0.0308 0.0083 0.0225
245 0.0305 0.0082 0.0223
Meyers Creek – Concentration Point B 2024
246 0.0302 0.0082 0.0220
247 0.0299 0.0081 0.0218
248 0.0296 0.0080 0.0216
249 0.0293 0.0079 0.0214
250 0.0291 0.0078 0.0212
251 0.0288 0.0078 0.0210
252 0.0285 0.0077 0.0208
253 0.0283 0.0076 0.0207
254 0.0280 0.0076 0.0205
255 0.0278 0.0075 0.0203
256 0.0276 0.0074 0.0201
257 0.0273 0.0074 0.0200
258 0.0271 0.0073 0.0198
259 0.0269 0.0073 0.0196
260 0.0267 0.0072 0.0195
261 0.0265 0.0072 0.0193
262 0.0263 0.0071 0.0192
263 0.0261 0.0070 0.0190
264 0.0259 0.0070 0.0189
265 0.0257 0.0069 0.0188
266 0.0255 0.0069 0.0186
267 0.0253 0.0068 0.0185
268 0.0252 0.0068 0.0184
269 0.0250 0.0067 0.0182
270 0.0248 0.0067 0.0181
271 0.0246 0.0067 0.0180
272 0.0245 0.0066 0.0179
273 0.0243 0.0066 0.0178
274 0.0242 0.0065 0.0176
275 0.0240 0.0065 0.0175
276 0.0239 0.0064 0.0174
277 0.0237 0.0064 0.0173
278 0.0236 0.0064 0.0172
279 0.0234 0.0063 0.0171
280 0.0233 0.0063 0.0170
281 0.0231 0.0062 0.0169
282 0.0230 0.0062 0.0168
283 0.0229 0.0062 0.0167
284 0.0227 0.0061 0.0166
285 0.0226 0.0061 0.0165
286 0.0225 0.0061 0.0164
287 0.0223 0.0060 0.0163
288 0.0222 0.0060 0.0162
TOTAL STORM RAINFALL(INCHES) = 13.48
TOTAL SOIL-LOSS(INCHES) = 2.96
TOTAL EFFECTIVE RAINFALL(INCHES) = 10.52
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 193.4538
Meyers Creek – Concentration Point B 2024
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 688.0126
---------------------------------------------------------------------------- Meyers Creek – Concentration Point B 2024
============================================================================ 2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 800.0 1600.0 2400.0 3200.0 ----------------------------------------------------------------------------
0.083 0.0165 2.40 Q . . . .
0.167 0.0809 9.36 Q . . . .
0.250 0.2204 20.25 Q . . . .
0.333 0.4961 40.02 Q . . . .
0.417 1.0345 78.18 Q . . . .
0.500 1.7112 98.26 VQ . . . .
0.583 2.4680 109.88 VQ . . . .
0.667 3.2869 118.91 VQ . . . .
0.750 4.1537 125.85 VQ . . . .
0.833 5.0608 131.71 VQ . . . .
0.917 6.0016 136.61 VQ . . . .
1.000 6.9697 140.57 VQ . . . .
1.083 7.9621 144.10 VQ . . . .
1.167 8.9752 147.09 VQ . . . .
1.250 10.0051 149.55 VQ . . . .
1.333 11.0493 151.62 VQ . . . .
1.417 12.1046 153.22 VQ . . . .
1.500 13.1706 154.79 VQ . . . .
1.583 14.2439 155.84 VQ . . . .
1.667 15.3215 156.47 VQ . . . .
1.750 16.4036 157.13 VQ . . . .
1.833 17.4902 157.77 .Q . . . .
1.917 18.5813 158.43 .Q . . . .
2.000 19.6769 159.08 .Q . . . .
2.083 20.7772 159.76 .Q . . . .
2.167 21.8820 160.42 .VQ . . . .
2.250 22.9915 161.10 .VQ . . . .
2.333 24.1056 161.77 .VQ . . . .
2.417 25.2245 162.47 .VQ . . . .
2.500 26.3481 163.14 .VQ . . . .
2.583 27.4766 163.85 .VQ . . . .
2.667 28.6098 164.54 .VQ . . . .
2.750 29.7479 165.26 .VQ . . . .
2.833 30.8908 165.95 .VQ . . . .
2.917 32.0388 166.68 .VQ . . . .
3.000 33.1908 167.27 .VQ . . . .
3.083 34.3466 167.83 .VQ . . . .
3.167 35.5061 168.36 . Q . . . .
3.250 36.6696 168.93 . Q . . . .
Meyers Creek – Concentration Point B 2024
3.333 37.8368 169.48 . Q . . . .
3.417 39.0080 170.06 . Q . . . .
3.500 40.1831 170.62 . Q . . . .
3.583 41.3623 171.21 . Q . . . .
3.667 42.5453 171.78 . Q . . . .
3.750 43.7325 172.38 . Q . . . .
3.833 44.9238 172.96 . Q . . . .
3.917 46.1192 173.58 . Q . . . .
4.000 47.3188 174.17 . Q . . . .
4.083 48.5226 174.80 . Q . . . .
4.167 49.7307 175.41 . Q . . . .
4.250 50.9431 176.05 . Q . . . .
4.333 52.1598 176.67 . QV . . . .
4.417 53.3811 177.32 . QV . . . .
4.500 54.6066 177.95 . QV . . . .
4.583 55.8368 178.62 . QV . . . .
4.667 57.0714 179.26 . QV . . . .
4.750 58.3107 179.95 . QV . . . .
4.833 59.5545 180.61 . QV . . . .
4.917 60.8032 181.30 . QV . . . .
5.000 62.0564 181.98 . QV . . . .
5.083 63.3146 182.69 . QV . . . .
5.167 64.5775 183.38 . QV . . . .
5.250 65.8455 184.11 . QV . . . .
5.333 67.1183 184.81 . QV . . . .
5.417 68.3962 185.56 . QV . . . .
5.500 69.6791 186.28 . Q V . . . .
5.583 70.9672 187.04 . Q V . . . .
5.667 72.2605 187.78 . Q V . . . .
5.750 73.5591 188.56 . Q V . . . .
5.833 74.8629 189.31 . Q V . . . .
5.917 76.1722 190.11 . Q V . . . .
6.000 77.4868 190.88 . Q V . . . .
6.083 78.8071 191.70 . Q V . . . .
6.167 80.1328 192.49 . Q V . . . .
6.250 81.4643 193.33 . Q V . . . .
6.333 82.8014 194.15 . Q V . . . .
6.417 84.1444 195.01 . Q V . . . .
6.500 85.4932 195.84 . Q V . . . .
6.583 86.8480 196.72 . Q V . . . .
6.667 88.2087 197.57 . Q V . . . .
6.750 89.5756 198.48 . Q V . . . .
6.833 90.9486 199.36 . Q V . . . .
6.917 92.3280 200.29 . Q V . . . .
7.000 93.7136 201.19 . Q V . . . .
7.083 95.1057 202.14 . Q V . . . .
7.167 96.5042 203.06 . Q V . . . .
7.250 97.9095 204.05 . Q V . . . .
7.333 99.3213 204.99 . Q V . . . .
7.417 100.7401 206.00 . Q V . . . .
Meyers Creek – Concentration Point B 2024
7.500 102.1655 206.98 . Q V . . . .
7.583 103.5982 208.02 . Q V . . . .
7.667 105.0377 209.02 . Q V . . . .
7.750 106.4846 210.09 . Q V . . . .
7.833 107.9386 211.12 . Q V . . . .
7.917 109.4002 212.22 . Q V . . . .
8.000 110.8691 213.28 . Q V . . . .
8.083 112.3458 214.42 . Q V . . . .
8.167 113.8300 215.51 . Q V . . . .
8.250 115.3223 216.68 . Q V . . . .
8.333 116.8224 217.81 . Q V . . . .
8.417 118.3308 219.02 . Q V . . . .
8.500 119.8472 220.18 . Q V . . . .
8.583 121.3722 221.43 . Q V . . . .
8.667 122.9054 222.63 . Q V . . . .
8.750 124.4475 223.91 . Q V . . . .
8.833 125.9982 225.16 . Q V . . . .
8.917 127.5580 226.49 . Q V . . . .
9.000 129.1267 227.77 . Q V . . . .
9.083 130.7048 229.14 . Q V . . . .
9.167 132.2921 230.47 . Q V . . . .
9.250 133.8891 231.89 . Q V . . . .
9.333 135.4957 233.27 . Q V . . . .
9.417 137.1123 234.74 . Q V . . . .
9.500 138.7388 236.17 . Q V . . . .
9.583 140.3759 237.70 . Q V . . . .
9.667 142.0231 239.17 . Q V . . . .
9.750 143.6812 240.76 . Q V . . . .
9.833 145.3499 242.30 . Q V . . . .
9.917 147.0299 243.94 . Q V . . . .
10.000 148.7209 245.54 . Q V . . . .
10.083 150.4237 247.25 . Q V . . . .
10.167 152.1380 248.91 . Q V . . . .
10.250 153.8644 250.68 . Q V . . . .
10.333 155.6028 252.41 . Q V. . . .
10.417 157.3540 254.27 . Q V. . . .
10.500 159.1175 256.07 . Q V. . . .
10.583 160.8944 258.00 . Q V. . . .
10.667 162.6842 259.88 . Q V. . . .
10.750 164.4879 261.90 . Q V. . . .
10.833 166.3052 263.86 . Q V. . . .
10.917 168.1370 265.97 . Q V. . . .
11.000 169.9829 268.03 . Q V. . . .
11.083 171.8440 270.24 . Q V. . . .
11.167 173.7200 272.39 . Q V . . .
11.250 175.6120 274.71 . Q V . . .
11.333 177.5195 276.97 . Q V . . .
11.417 179.4437 279.40 . Q V . . .
11.500 181.3843 281.77 . Q V . . .
11.583 183.3425 284.33 . Q V . . .
Meyers Creek – Concentration Point B 2024
11.667 185.3179 286.83 . Q V . . .
11.750 187.3119 289.53 . Q V . . .
11.833 189.3241 292.16 . Q .V . . .
11.917 191.3558 295.01 . Q .V . . .
12.000 193.4067 297.79 . Q .V . . .
12.083 195.4800 301.05 . Q .V . . .
12.167 197.5787 304.72 . Q .V . . .
12.250 199.7071 309.05 . Q .V . . .
12.333 201.8713 314.24 . Q .V . . .
12.417 204.0862 321.61 . Q .V . . .
12.500 206.3384 327.01 . Q .V . . .
12.583 208.6236 331.81 . Q . V . . .
12.667 210.9396 336.28 . Q . V . . .
12.750 213.2868 340.83 . Q . V . . .
12.833 215.6643 345.20 . Q . V . . .
12.917 218.0734 349.80 . Q . V . . .
13.000 220.5131 354.25 . Q . V . . .
13.083 222.9856 359.01 . Q . V . . .
13.167 225.4901 363.66 . Q . V . . .
13.250 228.0290 368.65 . Q . V . . .
13.333 230.6016 373.55 . Q . V . . .
13.417 233.2107 378.84 . Q . V . . .
13.500 235.8559 384.08 . Q . V . . .
13.583 238.5401 389.76 . Q . V . . .
13.667 241.2630 395.36 . Q . V . . .
13.750 244.0282 401.51 . Q . V . . .
13.833 246.8356 407.64 . Q . V . . .
13.917 249.6896 414.40 . Q . V . . .
14.000 252.5901 421.14 . Q . V . . .
14.083 255.5386 428.13 . Q . V . . .
14.167 258.5290 434.20 . Q . V . . .
14.250 261.5615 440.32 . Q . V . . .
14.333 264.6244 444.73 . Q . V . . .
14.417 267.7000 446.58 . Q . V . . .
14.500 270.8162 452.47 . Q . V . . .
14.583 273.9961 461.73 . Q . V . . .
14.667 277.2515 472.68 . Q . V . . .
14.750 280.6028 486.61 . Q . V . . .
14.833 284.0563 501.45 . Q . V . . .
14.917 287.6315 519.12 . Q . V . . .
15.000 291.3349 537.74 . Q . V . . .
15.083 295.1892 559.64 . Q . V . . .
15.167 299.2028 582.77 . Q . V . . .
15.250 303.4049 610.15 . Q . V . . .
15.333 307.8081 639.34 . Q . V . . .
15.417 312.4863 679.28 . Q . V . . .
15.500 317.5247 731.58 . Q. V . . .
15.583 323.0367 800.35 . Q V . . .
15.667 329.1833 892.49 . .Q V. . .
15.750 336.2913 1032.08 . . Q V. . .
Meyers Creek – Concentration Point B 2024
15.833 344.1218 1136.99 . . Q V . .
15.917 352.6940 1244.68 . . Q V . .
16.000 362.1182 1368.38 . . Q .V . .
16.083 372.9766 1576.65 . . Q.V . .
16.167 385.9909 1889.68 . . . VQ . .
16.250 401.3883 2235.70 . . . V Q . .
16.333 419.7863 2671.39 . . . V . Q .
16.417 441.4901 3151.40 . . . V . Q.
16.500 458.1676 2421.57 . . . V Q .
16.583 471.8551 1987.43 . . . Q V . .
16.667 483.7506 1727.22 . . .Q V . .
16.750 493.8270 1463.10 . . Q . V . .
16.833 502.6826 1285.82 . . Q . V. .
16.917 510.5417 1141.14 . . Q . V. .
17.000 517.5377 1015.82 . . Q . V .
17.083 523.8627 918.39 . .Q . V .
17.167 529.5723 829.03 . Q . V .
17.250 534.7288 748.74 . Q. . .V .
17.333 539.4528 685.92 . Q . . .V .
17.417 543.7944 630.41 . Q . . .V .
17.500 547.8579 590.02 . Q . . .V .
17.583 551.5615 537.75 . Q . . . V .
17.667 554.9849 497.09 . Q . . . V .
17.750 558.2507 474.20 . Q . . . V .
17.833 561.3822 454.69 . Q . . . V .
17.917 564.4044 438.83 . Q . . . V .
18.000 567.3353 425.56 . Q . . . V .
18.083 570.1829 413.48 . Q . . . V .
18.167 572.9516 402.01 . Q . . . V .
18.250 575.6442 390.97 . Q . . . V .
18.333 578.2574 379.43 . Q . . . V .
18.417 580.7808 366.39 . Q . . . V .
18.500 583.2307 355.73 . Q . . . V .
18.583 585.6153 346.24 . Q . . . V .
18.667 587.9387 337.36 . Q . . . V .
18.750 590.2043 328.97 . Q . . . V .
18.833 592.4115 320.48 . Q . . . V .
18.917 594.5576 311.61 . Q . . . V .
19.000 596.6204 299.53 . Q . . . V .
19.083 598.6205 290.41 . Q . . . V .
19.167 600.5750 283.80 . Q . . . V .
19.250 602.4882 277.78 . Q . . . V .
19.333 604.3649 272.50 . Q . . . V .
19.417 606.2087 267.73 . Q . . . V .
19.500 608.0217 263.25 . Q . . . V .
19.583 609.8060 259.07 . Q . . . V .
19.667 611.5632 255.16 . Q . . . V .
19.750 613.2949 251.44 . Q . . . V .
19.833 615.0022 247.90 . Q . . . V .
19.917 616.6862 244.51 . Q . . . V .
Meyers Creek – Concentration Point B 2024
20.000 618.3476 241.24 . Q . . . V .
20.083 619.9874 238.09 . Q . . . V .
20.167 621.6063 235.06 . Q . . . V .
20.250 623.2051 232.14 . Q . . . V .
20.333 624.7845 229.33 . Q . . . V .
20.417 626.3452 226.62 . Q . . . V .
20.500 627.8879 223.99 . Q . . . V .
20.583 629.4131 221.46 . Q . . . V .
20.667 630.9214 219.00 . Q . . . V .
20.750 632.4133 216.63 . Q . . . V .
20.833 633.8894 214.33 . Q . . . V .
20.917 635.3501 212.09 . Q . . . V .
21.000 636.7960 209.94 . Q . . . V .
21.083 638.2275 207.85 . Q . . . V .
21.167 639.6450 205.83 . Q . . . V .
21.250 641.0490 203.86 . Q . . . V .
21.333 642.4398 201.95 . Q . . . V .
21.417 643.8178 200.09 . Q . . . V .
21.500 645.1833 198.27 . Q . . . V .
21.583 646.5367 196.51 . Q . . . V .
21.667 647.8782 194.79 . Q . . . V .
21.750 649.2082 193.11 . Q . . . V .
21.833 650.5269 191.48 . Q . . . V .
21.917 651.8347 189.88 . Q . . . V .
22.000 653.1317 188.32 . Q . . . V .
22.083 654.4182 186.81 . Q . . . V .
22.167 655.6945 185.32 . Q . . . V .
22.250 656.9608 183.87 . Q . . . V .
22.333 658.2173 182.45 . Q . . . V .
22.417 659.4644 181.06 . Q . . . V .
22.500 660.7020 179.71 . Q . . . V .
22.583 661.9305 178.38 . Q . . . V .
22.667 663.1501 177.08 . Q . . . V .
22.750 664.3610 175.81 . Q . . . V .
22.833 665.5632 174.57 . Q . . . V .
22.917 666.7570 173.35 . Q . . . V .
23.000 667.9426 172.15 . Q . . . V .
23.083 669.1202 170.98 . Q . . . V .
23.167 670.2898 169.83 . Q . . . V .
23.250 671.4517 168.70 . Q . . . V.
23.333 672.6059 167.60 . Q . . . V.
23.417 673.7527 166.51 . Q . . . V.
23.500 674.8922 165.45 . Q . . . V.
23.583 676.0244 164.40 . Q . . . V.
23.667 677.1496 163.38 . Q . . . V.
23.750 678.2679 162.37 . Q . . . V.
23.833 679.3793 161.38 . Q . . . V.
23.917 680.4841 160.41 . Q . . . V.
24.000 681.5823 159.46 .Q . . . V.
24.083 682.6575 156.13 .Q . . . V.
Meyers Creek – Concentration Point B 2024
24.167 683.6787 148.27 .Q . . . V.
24.250 684.6192 136.56 .Q . . . V.
24.333 685.4188 116.10 .Q . . . V.
24.417 685.9521 77.44 Q . . . V.
24.500 686.3456 57.15 Q . . . V.
24.583 686.6589 45.49 Q . . . V.
24.667 686.9103 36.51 Q . . . V.
24.750 687.1149 29.70 Q . . . V.
24.833 687.2804 24.03 Q . . . V.
24.917 687.4139 19.38 Q . . . V.
25.000 687.5219 15.69 Q . . . V.
25.083 687.6079 12.48 Q . . . V.
25.167 687.6756 9.82 Q . . . V.
25.250 687.7290 7.75 Q . . . V.
25.333 687.7707 6.05 Q . . . V.
25.417 687.8042 4.87 Q . . . V.
25.500 687.8298 3.71 Q . . . V.
25.583 687.8512 3.11 Q . . . V.
25.667 687.8712 2.91 Q . . . V.
25.750 687.8899 2.71 Q . . . V.
25.833 687.9072 2.52 Q . . . V.
25.917 687.9232 2.32 Q . . . V.
26.000 687.9379 2.12 Q . . . V.
26.083 687.9512 1.93 Q . . . V.
26.167 687.9631 1.74 Q . . . V.
26.250 687.9738 1.55 Q . . . V.
26.333 687.9832 1.36 Q . . . V.
26.417 687.9912 1.17 Q . . . V.
26.500 687.9980 0.98 Q . . . V.
26.583 688.0035 0.79 Q . . . V.
26.667 688.0077 0.61 Q . . . V.
26.750 688.0106 0.42 Q . . . V.
26.833 688.0123 0.24 Q . . . V.
26.917 688.0127 0.06 Q . . . V
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1615.0
10% 390.0
20% 130.0
30% 80.0
40% 55.0
50% 40.0
60% 25.0
70% 20.0
Meyers Creek – Concentration Point B 2024
80% 10.0
90% 5.0
============================================================================ END OF FLOODSCx ROUTING ANALYSIS
500YR-D-SAUH.docx Page 1 of 18
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * Meyers Creek - SAUH - 500-year Event *
* CONCENTRATION POINT D *
* 2025-07-17 *
************************************************************************** FILE NAME: 500_M_DN.DAT
TIME/DATE OF STUDY: 17:07 07/17/2025
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 14496.980 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 7198.590 FEET ELEVATION VARIATION ALONG WATERCOURSE = 2575.570 FEET
BASIN FACTOR = 0.035
WATERSHED AREA = 804.200 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.378 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
FOOTHILL S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.230
LOW LOSS FRACTION = 0.270
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.80
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 2.04
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 3.09
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.99
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 7.02
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 13.50
Meyers Creek – Concentration Point D 2024
PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.964
30-MINUTE FACTOR = 0.964
1-HOUR FACTOR = 0.964
3-HOUR FACTOR = 0.995
6-HOUR FACTOR = 0.997
24-HOUR FACTOR = 0.998
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 22.051
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 1.495 145.430
2 5.774 416.123
3 12.357 640.266
4 23.787 1111.700
5 47.093 2266.671
6 61.967 1446.585
7 69.631 745.378
8 75.522 572.969
9 79.897 425.532
10 83.676 367.479
11 86.716 295.684
12 89.157 237.411
13 91.237 202.277
14 93.014 172.819
15 94.470 141.627
16 95.653 115.029
17 96.511 83.474
18 97.222 69.175
19 97.884 64.376
20 98.103 21.329
21 98.217 11.087
22 98.331 11.095
23 98.446 11.095
24 98.559 11.078
25 98.674 11.113
26 98.788 11.078
27 98.902 11.113
28 99.016 11.078
29 99.130 11.078
Meyers Creek – Concentration Point D 2024
30 99.244 11.078
31 99.358 11.078
32 99.471 11.078
33 99.585 11.078
34 99.699 11.078
35 99.813 11.078
36 99.927 11.078
37 100.000 7.093
Meyers Creek – Concentration Point D 2024
****************************************************************************
UNIT UNIT UNIT EFFECTIVE
PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0221 0.0060 0.0162
2 0.0222 0.0060 0.0162
3 0.0223 0.0060 0.0162
4 0.0223 0.0060 0.0163
5 0.0224 0.0060 0.0163
6 0.0224 0.0061 0.0164
7 0.0225 0.0061 0.0164
8 0.0225 0.0061 0.0165
9 0.0226 0.0061 0.0165
10 0.0227 0.0061 0.0166
11 0.0228 0.0061 0.0166
12 0.0228 0.0062 0.0167
13 0.0229 0.0062 0.0167
14 0.0229 0.0062 0.0167
15 0.0230 0.0062 0.0168
16 0.0231 0.0062 0.0168
17 0.0232 0.0063 0.0169
18 0.0232 0.0063 0.0170
19 0.0233 0.0063 0.0170
20 0.0234 0.0063 0.0171
21 0.0235 0.0063 0.0171
22 0.0235 0.0063 0.0172
23 0.0236 0.0064 0.0172
24 0.0237 0.0064 0.0173
25 0.0238 0.0064 0.0173
26 0.0238 0.0064 0.0174
27 0.0239 0.0065 0.0174
28 0.0240 0.0065 0.0175
29 0.0241 0.0065 0.0176
30 0.0241 0.0065 0.0176
31 0.0242 0.0065 0.0177
32 0.0243 0.0066 0.0177
33 0.0244 0.0066 0.0178
34 0.0244 0.0066 0.0178
35 0.0245 0.0066 0.0179
36 0.0246 0.0066 0.0180
37 0.0247 0.0067 0.0180
38 0.0248 0.0067 0.0181
39 0.0249 0.0067 0.0182
40 0.0249 0.0067 0.0182
41 0.0250 0.0068 0.0183
42 0.0251 0.0068 0.0183
43 0.0252 0.0068 0.0184
44 0.0253 0.0068 0.0185
45 0.0254 0.0069 0.0185
Meyers Creek – Concentration Point D 2024
46 0.0255 0.0069 0.0186
47 0.0256 0.0069 0.0187
48 0.0256 0.0069 0.0187
49 0.0258 0.0070 0.0188
50 0.0258 0.0070 0.0189
51 0.0260 0.0070 0.0189
52 0.0260 0.0070 0.0190
53 0.0262 0.0071 0.0191
54 0.0262 0.0071 0.0191
55 0.0264 0.0071 0.0192
56 0.0264 0.0071 0.0193
57 0.0266 0.0072 0.0194
58 0.0266 0.0072 0.0194
59 0.0268 0.0072 0.0195
60 0.0268 0.0072 0.0196
61 0.0270 0.0073 0.0197
62 0.0271 0.0073 0.0197
63 0.0272 0.0073 0.0199
64 0.0273 0.0074 0.0199
65 0.0274 0.0074 0.0200
66 0.0275 0.0074 0.0201
67 0.0277 0.0075 0.0202
68 0.0277 0.0075 0.0202
69 0.0279 0.0075 0.0204
70 0.0280 0.0076 0.0204
71 0.0281 0.0076 0.0205
72 0.0282 0.0076 0.0206
73 0.0284 0.0077 0.0207
74 0.0285 0.0077 0.0208
75 0.0286 0.0077 0.0209
76 0.0287 0.0078 0.0210
77 0.0289 0.0078 0.0211
78 0.0290 0.0078 0.0212
79 0.0292 0.0079 0.0213
80 0.0292 0.0079 0.0214
81 0.0294 0.0079 0.0215
82 0.0295 0.0080 0.0216
83 0.0297 0.0080 0.0217
84 0.0298 0.0080 0.0218
85 0.0300 0.0081 0.0219
86 0.0301 0.0081 0.0220
87 0.0303 0.0082 0.0221
88 0.0304 0.0082 0.0222
89 0.0306 0.0083 0.0223
90 0.0307 0.0083 0.0224
91 0.0309 0.0083 0.0226
92 0.0310 0.0084 0.0227
93 0.0312 0.0084 0.0228
94 0.0314 0.0085 0.0229
95 0.0316 0.0085 0.0231
Meyers Creek – Concentration Point D 2024
96 0.0317 0.0086 0.0231
97 0.0319 0.0086 0.0233
98 0.0321 0.0087 0.0234
99 0.0323 0.0087 0.0236
100 0.0324 0.0088 0.0237
101 0.0327 0.0088 0.0238
102 0.0328 0.0089 0.0239
103 0.0330 0.0089 0.0241
104 0.0332 0.0090 0.0242
105 0.0334 0.0090 0.0244
106 0.0336 0.0091 0.0245
107 0.0338 0.0091 0.0247
108 0.0340 0.0092 0.0248
109 0.0343 0.0093 0.0250
110 0.0344 0.0093 0.0251
111 0.0347 0.0094 0.0253
112 0.0349 0.0094 0.0254
113 0.0352 0.0095 0.0257
114 0.0353 0.0095 0.0258
115 0.0356 0.0096 0.0260
116 0.0358 0.0097 0.0261
117 0.0361 0.0098 0.0264
118 0.0363 0.0098 0.0265
119 0.0367 0.0099 0.0268
120 0.0368 0.0099 0.0269
121 0.0372 0.0100 0.0271
122 0.0374 0.0101 0.0273
123 0.0377 0.0102 0.0276
124 0.0379 0.0102 0.0277
125 0.0383 0.0103 0.0280
126 0.0385 0.0104 0.0281
127 0.0389 0.0105 0.0284
128 0.0392 0.0106 0.0286
129 0.0396 0.0107 0.0289
130 0.0398 0.0107 0.0291
131 0.0403 0.0109 0.0294
132 0.0405 0.0109 0.0296
133 0.0410 0.0111 0.0299
134 0.0412 0.0111 0.0301
135 0.0417 0.0113 0.0304
136 0.0420 0.0113 0.0306
137 0.0425 0.0115 0.0310
138 0.0428 0.0115 0.0312
139 0.0433 0.0117 0.0316
140 0.0436 0.0118 0.0318
141 0.0442 0.0119 0.0323
142 0.0445 0.0120 0.0325
143 0.0451 0.0122 0.0329
144 0.0454 0.0123 0.0332
145 0.0484 0.0131 0.0354
Meyers Creek – Concentration Point D 2024
146 0.0488 0.0132 0.0356
147 0.0495 0.0134 0.0361
148 0.0499 0.0135 0.0364
149 0.0506 0.0137 0.0370
150 0.0510 0.0138 0.0372
151 0.0518 0.0140 0.0378
152 0.0523 0.0141 0.0381
153 0.0531 0.0143 0.0388
154 0.0536 0.0145 0.0391
155 0.0545 0.0147 0.0398
156 0.0550 0.0149 0.0402
157 0.0560 0.0151 0.0409
158 0.0566 0.0153 0.0413
159 0.0577 0.0156 0.0421
160 0.0583 0.0157 0.0425
161 0.0595 0.0161 0.0434
162 0.0602 0.0162 0.0439
163 0.0615 0.0166 0.0449
164 0.0622 0.0168 0.0454
165 0.0637 0.0172 0.0465
166 0.0645 0.0174 0.0471
167 0.0662 0.0179 0.0483
168 0.0670 0.0181 0.0489
169 0.0645 0.0174 0.0471
170 0.0655 0.0177 0.0478
171 0.0677 0.0183 0.0494
172 0.0688 0.0186 0.0502
173 0.0713 0.0192 0.0521
174 0.0726 0.0192 0.0534
175 0.0755 0.0192 0.0563
176 0.0770 0.0192 0.0579
177 0.0805 0.0192 0.0613
178 0.0824 0.0192 0.0632
179 0.0866 0.0192 0.0674
180 0.0889 0.0192 0.0698
181 0.0943 0.0192 0.0751
182 0.0973 0.0192 0.0781
183 0.1042 0.0192 0.0851
184 0.1083 0.0192 0.0891
185 0.1512 0.0192 0.1321
186 0.1571 0.0192 0.1379
187 0.1708 0.0192 0.1516
188 0.1798 0.0192 0.1606
189 0.1786 0.0192 0.1595
190 0.1968 0.0192 0.1776
191 0.2612 0.0192 0.2421
192 0.3368 0.0192 0.3177
193 0.7713 0.0192 0.7521
194 0.2219 0.0192 0.2028
195 0.1902 0.0192 0.1710
Meyers Creek – Concentration Point D 2024
196 0.1633 0.0192 0.1441
197 0.1129 0.0192 0.0937
198 0.1006 0.0192 0.0814
199 0.0915 0.0192 0.0723
200 0.0844 0.0192 0.0652
201 0.0787 0.0192 0.0595
202 0.0740 0.0192 0.0548
203 0.0700 0.0189 0.0511
204 0.0666 0.0180 0.0486
205 0.0680 0.0183 0.0496
206 0.0653 0.0176 0.0477
207 0.0629 0.0170 0.0459
208 0.0608 0.0164 0.0444
209 0.0589 0.0159 0.0430
210 0.0571 0.0154 0.0417
211 0.0555 0.0150 0.0405
212 0.0541 0.0146 0.0395
213 0.0527 0.0142 0.0385
214 0.0514 0.0139 0.0375
215 0.0502 0.0136 0.0367
216 0.0491 0.0133 0.0359
217 0.0458 0.0124 0.0334
218 0.0448 0.0121 0.0327
219 0.0439 0.0119 0.0320
220 0.0430 0.0116 0.0314
221 0.0422 0.0114 0.0308
222 0.0415 0.0112 0.0303
223 0.0407 0.0110 0.0297
224 0.0400 0.0108 0.0292
225 0.0394 0.0106 0.0287
226 0.0387 0.0105 0.0283
227 0.0381 0.0103 0.0278
228 0.0376 0.0101 0.0274
229 0.0370 0.0100 0.0270
230 0.0365 0.0098 0.0266
231 0.0360 0.0097 0.0263
232 0.0355 0.0096 0.0259
233 0.0350 0.0095 0.0256
234 0.0346 0.0093 0.0252
235 0.0341 0.0092 0.0249
236 0.0337 0.0091 0.0246
237 0.0333 0.0090 0.0243
238 0.0329 0.0089 0.0240
239 0.0325 0.0088 0.0238
240 0.0322 0.0087 0.0235
241 0.0318 0.0086 0.0232
242 0.0315 0.0085 0.0230
243 0.0311 0.0084 0.0227
244 0.0308 0.0083 0.0225
245 0.0305 0.0082 0.0223
Meyers Creek – Concentration Point D 2024
246 0.0302 0.0082 0.0220
247 0.0299 0.0081 0.0218
248 0.0296 0.0080 0.0216
249 0.0293 0.0079 0.0214
250 0.0291 0.0078 0.0212
251 0.0288 0.0078 0.0210
252 0.0285 0.0077 0.0208
253 0.0283 0.0076 0.0207
254 0.0280 0.0076 0.0205
255 0.0278 0.0075 0.0203
256 0.0276 0.0074 0.0201
257 0.0273 0.0074 0.0200
258 0.0271 0.0073 0.0198
259 0.0269 0.0073 0.0196
260 0.0267 0.0072 0.0195
261 0.0265 0.0072 0.0193
262 0.0263 0.0071 0.0192
263 0.0261 0.0070 0.0190
264 0.0259 0.0070 0.0189
265 0.0257 0.0069 0.0188
266 0.0255 0.0069 0.0186
267 0.0253 0.0068 0.0185
268 0.0252 0.0068 0.0184
269 0.0250 0.0067 0.0182
270 0.0248 0.0067 0.0181
271 0.0246 0.0067 0.0180
272 0.0245 0.0066 0.0179
273 0.0243 0.0066 0.0178
274 0.0242 0.0065 0.0176
275 0.0240 0.0065 0.0175
276 0.0239 0.0064 0.0174
277 0.0237 0.0064 0.0173
278 0.0236 0.0064 0.0172
279 0.0234 0.0063 0.0171
280 0.0233 0.0063 0.0170
281 0.0231 0.0062 0.0169
282 0.0230 0.0062 0.0168
283 0.0229 0.0062 0.0167
284 0.0227 0.0061 0.0166
285 0.0226 0.0061 0.0165
286 0.0225 0.0061 0.0164
287 0.0223 0.0060 0.0163
288 0.0222 0.0060 0.0162
TOTAL STORM RAINFALL(INCHES) = 13.48
TOTAL SOIL-LOSS(INCHES) = 2.98
TOTAL EFFECTIVE RAINFALL(INCHES) = 10.50
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 199.9044
Meyers Creek – Concentration Point D 2024
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 702.9955
---------------------------------------------------------------------------- Meyers Creek – Concentration Point D 2024
============================================================================ 2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 800.0 1600.0 2400.0 3200.0 ----------------------------------------------------------------------------
0.083 0.0162 2.35 Q . . . .
0.167 0.0787 9.08 Q . . . .
0.250 0.2126 19.44 Q . . . .
0.333 0.4705 37.45 Q . . . .
0.417 0.9813 74.17 Q . . . .
0.500 1.6544 97.72 VQ . . . .
0.583 2.4122 110.04 VQ . . . .
0.667 3.2358 119.59 VQ . . . .
0.750 4.1091 126.80 VQ . . . .
0.833 5.0257 133.09 VQ . . . .
0.917 5.9778 138.25 VQ . . . .
1.000 6.9590 142.46 VQ . . . .
1.083 7.9655 146.15 VQ . . . .
1.167 8.9940 149.35 VQ . . . .
1.250 10.0414 152.07 VQ . . . .
1.333 11.1045 154.36 VQ . . . .
1.417 12.1800 156.17 VQ . . . .
1.500 13.2663 157.73 VQ . . . .
1.583 14.3630 159.24 VQ . . . .
1.667 15.4653 160.05 V Q . . . .
1.750 16.5722 160.71 V Q . . . .
1.833 17.6835 161.36 .VQ . . . .
1.917 18.7994 162.04 .VQ . . . .
2.000 19.9199 162.70 .VQ . . . .
2.083 21.0451 163.38 .VQ . . . .
2.167 22.1749 164.05 .VQ . . . .
2.250 23.3095 164.74 .VQ . . . .
2.333 24.4488 165.42 .VQ . . . .
2.417 25.5928 166.12 .VQ . . . .
2.500 26.7417 166.81 .VQ . . . .
2.583 27.8954 167.52 .VQ . . . .
2.667 29.0539 168.22 .VQ . . . .
2.750 30.2175 168.94 .VQ . . . .
2.833 31.3859 169.65 .VQ . . . .
2.917 32.5594 170.39 .VQ . . . .
3.000 33.7378 171.11 .VQ . . . .
3.083 34.9209 171.79 .VQ . . . .
3.167 36.1079 172.34 . Q . . . .
3.250 37.2988 172.92 . Q . . . .
Meyers Creek – Concentration Point D 2024
3.333 38.4936 173.49 . Q . . . .
3.417 39.6924 174.07 . Q . . . .
3.500 40.8953 174.65 . Q . . . .
3.583 42.1022 175.25 . Q . . . .
3.667 43.3132 175.84 . Q . . . .
3.750 44.5284 176.45 . Q . . . .
3.833 45.7478 177.05 . Q . . . .
3.917 46.9714 177.67 . Q . . . .
4.000 48.1992 178.28 . Q . . . .
4.083 49.4315 178.92 . Q . . . .
4.167 50.6680 179.54 . Q . . . .
4.250 51.9090 180.19 . Q . . . .
4.333 53.1544 180.83 . QV . . . .
4.417 54.4044 181.49 . QV . . . .
4.500 55.6588 182.14 . QV . . . .
4.583 56.9179 182.82 . QV . . . .
4.667 58.1816 183.48 . QV . . . .
4.750 59.4500 184.18 . QV . . . .
4.833 60.7231 184.86 . QV . . . .
4.917 62.0011 185.56 . QV . . . .
5.000 63.2838 186.26 . QV . . . .
5.083 64.5716 186.98 . QV . . . .
5.167 65.8642 187.69 . QV . . . .
5.250 67.1619 188.43 . QV . . . .
5.333 68.4646 189.15 . QV . . . .
5.417 69.7726 189.91 . QV . . . .
5.500 71.0856 190.65 . Q V . . . .
5.583 72.4039 191.43 . Q V . . . .
5.667 73.7275 192.18 . Q V . . . .
5.750 75.0565 192.98 . Q V . . . .
5.833 76.3909 193.75 . Q V . . . .
5.917 77.7309 194.56 . Q V . . . .
6.000 79.0763 195.36 . Q V . . . .
6.083 80.4275 196.19 . Q V . . . .
6.167 81.7843 197.00 . Q V . . . .
6.250 83.1469 197.86 . Q V . . . .
6.333 84.5153 198.69 . Q V . . . .
6.417 85.8897 199.57 . Q V . . . .
6.500 87.2701 200.42 . Q V . . . .
6.583 88.6565 201.32 . Q V . . . .
6.667 90.0491 202.20 . Q V . . . .
6.750 91.4479 203.11 . Q V . . . .
6.833 92.8530 204.02 . Q V . . . .
6.917 94.2646 204.96 . Q V . . . .
7.000 95.6825 205.88 . Q V . . . .
7.083 97.1071 206.85 . Q V . . . .
7.167 98.5383 207.80 . Q V . . . .
7.250 99.9763 208.80 . Q V . . . .
7.333 101.4210 209.77 . Q V . . . .
7.417 102.8728 210.80 . Q V . . . .
Meyers Creek – Concentration Point D 2024
7.500 104.3315 211.80 . Q V . . . .
7.583 105.7974 212.85 . Q V . . . .
7.667 107.2704 213.89 . Q V . . . .
7.750 108.7509 214.97 . Q V . . . .
7.833 110.2388 216.03 . Q V . . . .
7.917 111.7343 217.15 . Q V . . . .
8.000 113.2373 218.24 . Q V . . . .
8.083 114.7483 219.39 . Q V . . . .
8.167 116.2670 220.52 . Q V . . . .
8.250 117.7939 221.70 . Q V . . . .
8.333 119.3287 222.86 . Q V . . . .
8.417 120.8720 224.09 . Q V . . . .
8.500 122.4236 225.29 . Q V . . . .
8.583 123.9838 226.55 . Q V . . . .
8.667 125.5526 227.78 . Q V . . . .
8.750 127.1303 229.09 . Q V . . . .
8.833 128.7168 230.36 . Q V . . . .
8.917 130.3126 231.71 . Q V . . . .
9.000 131.9175 233.03 . Q V . . . .
9.083 133.5320 234.42 . Q V . . . .
9.167 135.1559 235.79 . Q V . . . .
9.250 136.7897 237.23 . Q V . . . .
9.333 138.4333 238.65 . Q V . . . .
9.417 140.0871 240.14 . Q V . . . .
9.500 141.7511 241.60 . Q V . . . .
9.583 143.4257 243.15 . Q V . . . .
9.667 145.1107 244.67 . Q V . . . .
9.750 146.8068 246.27 . Q V . . . .
9.833 148.5138 247.85 . Q V . . . .
9.917 150.2323 249.52 . Q V . . . .
10.000 151.9621 251.16 . Q V . . . .
10.083 153.7038 252.89 . Q V . . . .
10.167 155.4572 254.60 . Q V . . . .
10.250 157.2231 256.40 . Q V . . . .
10.333 159.0012 258.18 . Q V. . . .
10.417 160.7922 260.06 . Q V. . . .
10.500 162.5959 261.91 . Q V. . . .
10.583 164.4132 263.87 . Q V. . . .
10.667 166.2438 265.80 . Q V. . . .
10.750 168.0884 267.84 . Q V. . . .
10.833 169.9469 269.86 . Q V. . . .
10.917 171.8202 271.99 . Q V. . . .
11.000 173.7079 274.11 . Q V. . . .
11.083 175.6111 276.34 . Q V. . . .
11.167 177.5296 278.55 . Q V . . .
11.250 179.4641 280.90 . Q V . . .
11.333 181.4147 283.22 . Q V . . .
11.417 183.3822 285.68 . Q V . . .
11.500 185.3665 288.12 . Q V . . .
11.583 187.3686 290.71 . Q V . . .
Meyers Creek – Concentration Point D 2024
11.667 189.3884 293.27 . Q V . . .
11.750 191.4269 296.00 . Q V . . .
11.833 193.4841 298.70 . Q .V . . .
11.917 195.5611 301.58 . Q .V . . .
12.000 197.6578 304.44 . Q .V . . .
12.083 199.7772 307.73 . Q .V . . .
12.167 201.9222 311.46 . Q .V . . .
12.250 204.0969 315.77 . Q .V . . .
12.333 206.3067 320.86 . Q .V . . .
12.417 208.5665 328.13 . Q .V . . .
12.500 210.8667 333.99 . Q .V . . .
12.583 213.2008 338.91 . Q . V . . .
12.667 215.5666 343.52 . Q . V . . .
12.750 217.9642 348.14 . Q . V . . .
12.833 220.3929 352.65 . Q . V . . .
12.917 222.8539 357.32 . Q . V . . .
13.000 225.3463 361.90 . Q . V . . .
13.083 227.8719 366.72 . Q . V . . .
13.167 230.4304 371.50 . Q . V . . .
13.250 233.0238 376.57 . Q . V . . .
13.333 235.6519 381.60 . Q . V . . .
13.417 238.3170 386.96 . Q . V . . .
13.500 241.0189 392.32 . Q . V . . .
13.583 243.7607 398.10 . Q . V . . .
13.667 246.5420 403.85 . Q . V . . .
13.750 249.3661 410.06 . Q . V . . .
13.833 252.2334 416.33 . Q . V . . .
13.917 255.1475 423.14 . Q . V . . .
14.000 258.1092 430.03 . Q . V . . .
14.083 261.1195 437.09 . Q . V . . .
14.167 264.1732 443.40 . Q . V . . .
14.250 267.2705 449.73 . Q . V . . .
14.333 270.4021 454.70 . Q . V . . .
14.417 273.5485 456.86 . Q . V . . .
14.500 276.7298 461.92 . Q . V . . .
14.583 279.9699 470.47 . Q . V . . .
14.667 283.2777 480.28 . Q . V . . .
14.750 286.6696 492.50 . Q . V . . .
14.833 290.1579 506.51 . Q . V . . .
14.917 293.7638 523.58 . Q . V . . .
15.000 297.4968 542.03 . Q . V . . .
15.083 301.3783 563.59 . Q . V . . .
15.167 305.4192 586.73 . Q . V . . .
15.250 309.6465 613.82 . Q . V . . .
15.333 314.0759 643.15 . Q . V . . .
15.417 318.7776 682.69 . Q . V . . .
15.500 323.8372 734.66 . Q. V . . .
15.583 329.3593 801.80 . Q V . . .
15.667 335.4908 890.30 . .Q V. . .
15.750 342.5569 1026.01 . . Q V. . .
Meyers Creek – Concentration Point D 2024
15.833 350.3970 1138.37 . . Q V. . .
15.917 358.9854 1247.03 . . Q V . .
16.000 368.4433 1373.29 . . Q V . .
16.083 379.3179 1578.99 . . Q.V . .
16.167 392.2530 1878.18 . . . VQ . .
16.250 407.4685 2209.29 . . . V Q . .
16.333 425.5508 2625.56 . . . V . Q .
16.417 447.2357 3148.64 . . . V . Q.
16.500 464.9644 2574.20 . . . V . Q .
16.583 479.1086 2053.75 . . . Q V . .
16.667 491.4357 1789.89 . . . Q V . .
16.750 501.9017 1519.67 . . Q . V . .
16.833 511.1098 1337.02 . . Q . V. .
16.917 519.2676 1184.50 . . Q . V. .
17.000 526.5396 1055.89 . . Q . V. .
17.083 533.1088 953.86 . .Q . V .
17.167 539.0659 864.96 . Q . V .
17.250 544.4741 785.28 . Q. . V .
17.333 549.4245 718.80 . Q . . .V .
17.417 553.9833 661.94 . Q . . .V .
17.500 558.2267 616.14 . Q . . .V .
17.583 562.1906 575.55 . Q . . .V .
17.667 565.7874 522.27 . Q . . . V .
17.750 569.1740 491.74 . Q . . . V .
17.833 572.4156 470.69 . Q . . . V .
17.917 575.5335 452.71 . Q . . . V .
18.000 578.5519 438.27 . Q . . . V .
18.083 581.4829 425.58 . Q . . . V .
18.167 584.3316 413.63 . Q . . . V .
18.250 587.1023 402.31 . Q . . . V .
18.333 589.7945 390.91 . Q . . . V .
18.417 592.3981 378.04 . Q . . . V .
18.500 594.9245 366.84 . Q . . . V .
18.583 597.3849 357.25 . Q . . . V .
18.667 599.7827 348.16 . Q . . . V .
18.750 602.1218 339.64 . Q . . . V .
18.833 604.4050 331.53 . Q . . . V .
18.917 606.6329 323.49 . Q . . . V .
19.000 608.8030 315.10 . Q . . . V .
19.083 610.9021 304.78 . Q . . . V .
19.167 612.9260 293.87 . Q . . . V .
19.250 614.9045 287.27 . Q . . . V .
19.333 616.8416 281.26 . Q . . . V .
19.417 618.7416 275.89 . Q . . . V .
19.500 620.6089 271.13 . Q . . . V .
19.583 622.4456 266.68 . Q . . . V .
19.667 624.2537 262.55 . Q . . . V .
19.750 626.0350 258.65 . Q . . . V .
19.833 627.7908 254.94 . Q . . . V .
19.917 629.5223 251.41 . Q . . . V .
Meyers Creek – Concentration Point D 2024
20.000 631.2306 248.04 . Q . . . V .
20.083 632.9164 244.79 . Q . . . V .
20.167 634.5806 241.64 . Q . . . V .
20.250 636.2240 238.61 . Q . . . V .
20.333 637.8473 235.70 . Q . . . V .
20.417 639.4512 232.88 . Q . . . V .
20.500 641.0364 230.17 . Q . . . V .
20.583 642.6035 227.55 . Q . . . V .
20.667 644.1531 225.01 . Q . . . V .
20.750 645.6859 222.55 . Q . . . V .
20.833 647.2022 220.17 . Q . . . V .
20.917 648.7026 217.86 . Q . . . V .
21.000 650.1877 215.63 . Q . . . V .
21.083 651.6578 213.46 . Q . . . V .
21.167 653.1135 211.37 . Q . . . V .
21.250 654.5552 209.33 . Q . . . V .
21.333 655.9833 207.36 . Q . . . V .
21.417 657.3981 205.44 . Q . . . V .
21.500 658.8001 203.57 . Q . . . V .
21.583 660.1895 201.75 . Q . . . V .
21.667 661.5667 199.97 . Q . . . V .
21.750 662.9320 198.24 . Q . . . V .
21.833 664.2857 196.55 . Q . . . V .
21.917 665.6281 194.91 . Q . . . V .
22.000 666.9594 193.30 . Q . . . V .
22.083 668.2798 191.74 . Q . . . V .
22.167 669.5898 190.21 . Q . . . V .
22.250 670.8895 188.71 . Q . . . V .
22.333 672.1791 187.25 . Q . . . V .
22.417 673.4588 185.82 . Q . . . V .
22.500 674.7289 184.42 . Q . . . V .
22.583 675.9896 183.06 . Q . . . V .
22.667 677.2411 181.72 . Q . . . V .
22.750 678.4836 180.41 . Q . . . V .
22.833 679.7173 179.13 . Q . . . V .
22.917 680.9423 177.87 . Q . . . V .
23.000 682.1588 176.64 . Q . . . V .
23.083 683.3669 175.43 . Q . . . V .
23.167 684.5670 174.25 . Q . . . V .
23.250 685.7591 173.09 . Q . . . V.
23.333 686.9434 171.95 . Q . . . V.
23.417 688.1199 170.84 . Q . . . V.
23.500 689.2889 169.74 . Q . . . V.
23.583 690.4506 168.67 . Q . . . V.
23.667 691.6049 167.61 . Q . . . V.
23.750 692.7521 166.57 . Q . . . V.
23.833 693.8923 165.56 . Q . . . V.
23.917 695.0256 164.56 . Q . . . V.
24.000 696.1522 163.57 . Q . . . V.
24.083 697.2559 160.26 . Q . . . V.
Meyers Creek – Concentration Point D 2024
24.167 698.3070 152.62 .Q . . . V.
24.250 699.2809 141.41 .Q . . . V.
24.333 700.1257 122.66 .Q . . . V.
24.417 700.7139 85.41 .Q . . . V.
24.500 701.1380 61.58 Q . . . V.
24.583 701.4769 49.21 Q . . . V.
24.667 701.7501 39.68 Q . . . V.
24.750 701.9745 32.59 Q . . . V.
24.833 702.1569 26.47 Q . . . V.
24.917 702.3053 21.55 Q . . . V.
25.000 702.4265 17.59 Q . . . V.
25.083 702.5245 14.23 Q . . . V.
25.167 702.6027 11.36 Q . . . V.
25.250 702.6648 9.01 Q . . . V.
25.333 702.7137 7.10 Q . . . V.
25.417 702.7531 5.71 Q . . . V.
25.500 702.7845 4.56 Q . . . V.
25.583 702.8086 3.50 Q . . . V.
25.667 702.8302 3.13 Q . . . V.
25.750 702.8504 2.94 Q . . . V.
25.833 702.8693 2.74 Q . . . V.
25.917 702.8868 2.54 Q . . . V.
26.000 702.9030 2.35 Q . . . V.
26.083 702.9178 2.16 Q . . . V.
26.167 702.9313 1.97 Q . . . V.
26.250 702.9435 1.78 Q . . . V.
26.333 702.9545 1.59 Q . . . V.
26.417 702.9641 1.40 Q . . . V.
26.500 702.9725 1.21 Q . . . V.
26.583 702.9796 1.03 Q . . . V.
26.667 702.9854 0.84 Q . . . V.
26.750 702.9899 0.66 Q . . . V.
26.833 702.9932 0.48 Q . . . V.
26.917 702.9952 0.30 Q . . . V.
27.000 702.9960 0.12 Q . . . V
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1620.0
10% 410.0
20% 130.0
30% 85.0
40% 55.0
50% 40.0
60% 25.0
Meyers Creek – Concentration Point D 2024
70% 20.0
80% 15.0
90% 5.0
============================================================================ END OF FLOODSCx ROUTING ANALYSIS
500YR-E-SAUH.docx Page 1 of 16
____________________________________________________________________________ ****************************************************************************
F L O O D R O U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1673
Analysis prepared by:
************************** DESCRIPTION OF STUDY ************************** * MEYERS CREEK - HYDROGAPH WATERSHED E - 500YR 24HR *
* Q3 - 7/31/2024 *
* *
************************************************************************** FILE NAME: 500_MC_E.DAT
TIME/DATE OF STUDY: 09:49 07/31/2024
**************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #1)
WATERCOURSE LENGTH = 4798.590 FEET
LENGTH FROM CONCENTRATION POINT TO CENTROID = 2299.180 FEET ELEVATION VARIATION ALONG WATERCOURSE = 637.670 FEET
BASIN FACTOR = 0.040
WATERSHED AREA = 134.790 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
WATERCOURSE "LAG" TIME = 0.194 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
FOOTHILL S-GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.260
LOW LOSS FRACTION = 0.310
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.80
SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 2.04
SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 3.09
SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 4.99
SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 7.02
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 13.50
Meyers Creek – Watershed E 2024
PRECIPITATION DEPTH-AREA REDUCTION FACTORS:
5-MINUTE FACTOR = 0.994
30-MINUTE FACTOR = 0.994
1-HOUR FACTOR = 0.994
3-HOUR FACTOR = 0.999
6-HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG-TIME = 42.884
============================================================================
UNIT HYDROGRAPH DETERMINATION
---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
---------------------------------------------------------------------------- 1 3.493 56.938
2 17.030 220.675
3 52.294 574.836
4 71.413 311.663
5 80.875 154.246
6 87.159 102.438
7 91.468 70.244
8 94.547 50.187
9 96.526 32.265
10 97.804 20.825
11 98.208 6.593
12 98.430 3.616
13 98.652 3.616
14 98.874 3.617
15 99.096 3.616
16 99.317 3.616
17 99.539 3.616
18 99.761 3.616
19 99.983 3.616
20 100.000 0.280
Meyers Creek – Watershed E 2024
****************************************************************************
UNIT UNIT UNIT EFFECTIVE
PERIOD RAINFALL SOIL-LOSS RAINFALL
(NUMBER) (INCHES) (INCHES) (INCHES)
---------------------------------------------------------------------------- 1 0.0221 0.0069 0.0153
2 0.0222 0.0069 0.0153
3 0.0223 0.0069 0.0154
4 0.0223 0.0069 0.0154
5 0.0224 0.0069 0.0154
6 0.0224 0.0070 0.0155
7 0.0225 0.0070 0.0155
8 0.0225 0.0070 0.0156
9 0.0226 0.0070 0.0156
10 0.0227 0.0070 0.0156
11 0.0228 0.0071 0.0157
12 0.0228 0.0071 0.0157
13 0.0229 0.0071 0.0158
14 0.0229 0.0071 0.0158
15 0.0230 0.0071 0.0159
16 0.0231 0.0072 0.0159
17 0.0232 0.0072 0.0160
18 0.0232 0.0072 0.0160
19 0.0233 0.0072 0.0161
20 0.0234 0.0072 0.0161
21 0.0235 0.0073 0.0162
22 0.0235 0.0073 0.0162
23 0.0236 0.0073 0.0163
24 0.0237 0.0073 0.0163
25 0.0238 0.0074 0.0164
26 0.0238 0.0074 0.0164
27 0.0239 0.0074 0.0165
28 0.0240 0.0074 0.0165
29 0.0241 0.0075 0.0166
30 0.0241 0.0075 0.0166
31 0.0242 0.0075 0.0167
32 0.0243 0.0075 0.0167
33 0.0244 0.0076 0.0168
34 0.0244 0.0076 0.0169
35 0.0245 0.0076 0.0169
36 0.0246 0.0076 0.0170
37 0.0247 0.0077 0.0170
38 0.0248 0.0077 0.0171
39 0.0249 0.0077 0.0172
40 0.0249 0.0077 0.0172
41 0.0250 0.0078 0.0173
42 0.0251 0.0078 0.0173
43 0.0252 0.0078 0.0174
44 0.0253 0.0078 0.0174
45 0.0254 0.0079 0.0175
Meyers Creek – Watershed E 2024
46 0.0255 0.0079 0.0176
47 0.0256 0.0079 0.0177
48 0.0256 0.0080 0.0177
49 0.0258 0.0080 0.0178
50 0.0258 0.0080 0.0178
51 0.0260 0.0080 0.0179
52 0.0260 0.0081 0.0180
53 0.0262 0.0081 0.0180
54 0.0262 0.0081 0.0181
55 0.0264 0.0082 0.0182
56 0.0264 0.0082 0.0182
57 0.0266 0.0082 0.0183
58 0.0266 0.0083 0.0184
59 0.0268 0.0083 0.0185
60 0.0268 0.0083 0.0185
61 0.0270 0.0084 0.0186
62 0.0271 0.0084 0.0187
63 0.0272 0.0084 0.0188
64 0.0273 0.0085 0.0188
65 0.0274 0.0085 0.0189
66 0.0275 0.0085 0.0190
67 0.0277 0.0086 0.0191
68 0.0277 0.0086 0.0191
69 0.0279 0.0086 0.0192
70 0.0280 0.0087 0.0193
71 0.0281 0.0087 0.0194
72 0.0282 0.0087 0.0195
73 0.0284 0.0088 0.0196
74 0.0285 0.0088 0.0196
75 0.0286 0.0089 0.0198
76 0.0287 0.0089 0.0198
77 0.0289 0.0090 0.0199
78 0.0290 0.0090 0.0200
79 0.0292 0.0090 0.0201
80 0.0293 0.0091 0.0202
81 0.0294 0.0091 0.0203
82 0.0295 0.0092 0.0204
83 0.0297 0.0092 0.0205
84 0.0298 0.0092 0.0206
85 0.0300 0.0093 0.0207
86 0.0301 0.0093 0.0208
87 0.0303 0.0094 0.0209
88 0.0304 0.0094 0.0210
89 0.0306 0.0095 0.0211
90 0.0307 0.0095 0.0212
91 0.0309 0.0096 0.0213
92 0.0310 0.0096 0.0214
93 0.0313 0.0097 0.0216
94 0.0314 0.0097 0.0216
95 0.0316 0.0098 0.0218
Meyers Creek – Watershed E 2024
96 0.0317 0.0098 0.0219
97 0.0319 0.0099 0.0220
98 0.0321 0.0099 0.0221
99 0.0323 0.0100 0.0223
100 0.0324 0.0101 0.0224
101 0.0327 0.0101 0.0225
102 0.0328 0.0102 0.0226
103 0.0331 0.0102 0.0228
104 0.0332 0.0103 0.0229
105 0.0335 0.0104 0.0231
106 0.0336 0.0104 0.0232
107 0.0339 0.0105 0.0234
108 0.0340 0.0105 0.0235
109 0.0343 0.0106 0.0237
110 0.0344 0.0107 0.0238
111 0.0347 0.0108 0.0240
112 0.0349 0.0108 0.0241
113 0.0352 0.0109 0.0243
114 0.0353 0.0110 0.0244
115 0.0357 0.0111 0.0246
116 0.0358 0.0111 0.0247
117 0.0362 0.0112 0.0249
118 0.0363 0.0113 0.0251
119 0.0367 0.0114 0.0253
120 0.0368 0.0114 0.0254
121 0.0372 0.0115 0.0257
122 0.0374 0.0116 0.0258
123 0.0378 0.0117 0.0261
124 0.0380 0.0118 0.0262
125 0.0384 0.0119 0.0265
126 0.0386 0.0120 0.0266
127 0.0390 0.0121 0.0269
128 0.0392 0.0121 0.0270
129 0.0396 0.0123 0.0273
130 0.0398 0.0123 0.0275
131 0.0403 0.0125 0.0278
132 0.0405 0.0126 0.0280
133 0.0410 0.0127 0.0283
134 0.0412 0.0128 0.0285
135 0.0417 0.0129 0.0288
136 0.0420 0.0130 0.0290
137 0.0425 0.0132 0.0293
138 0.0428 0.0133 0.0295
139 0.0434 0.0134 0.0299
140 0.0436 0.0135 0.0301
141 0.0442 0.0137 0.0305
142 0.0445 0.0138 0.0307
143 0.0452 0.0140 0.0312
144 0.0455 0.0141 0.0314
145 0.0482 0.0149 0.0333
Meyers Creek – Watershed E 2024
146 0.0486 0.0151 0.0335
147 0.0493 0.0153 0.0340
148 0.0497 0.0154 0.0343
149 0.0504 0.0156 0.0348
150 0.0508 0.0158 0.0351
151 0.0516 0.0160 0.0356
152 0.0521 0.0161 0.0359
153 0.0529 0.0164 0.0365
154 0.0534 0.0166 0.0368
155 0.0543 0.0168 0.0375
156 0.0548 0.0170 0.0378
157 0.0559 0.0173 0.0385
158 0.0564 0.0175 0.0389
159 0.0575 0.0178 0.0397
160 0.0581 0.0180 0.0401
161 0.0593 0.0184 0.0409
162 0.0600 0.0186 0.0414
163 0.0613 0.0190 0.0423
164 0.0620 0.0192 0.0428
165 0.0635 0.0197 0.0438
166 0.0643 0.0199 0.0444
167 0.0660 0.0205 0.0455
168 0.0669 0.0207 0.0462
169 0.0615 0.0191 0.0425
170 0.0625 0.0194 0.0431
171 0.0647 0.0200 0.0446
172 0.0658 0.0204 0.0454
173 0.0683 0.0212 0.0471
174 0.0696 0.0216 0.0480
175 0.0725 0.0217 0.0508
176 0.0740 0.0217 0.0524
177 0.0775 0.0217 0.0558
178 0.0794 0.0217 0.0578
179 0.0837 0.0217 0.0620
180 0.0860 0.0217 0.0644
181 0.0914 0.0217 0.0697
182 0.0945 0.0217 0.0728
183 0.1015 0.0217 0.0799
184 0.1057 0.0217 0.0840
185 0.1559 0.0217 0.1343
186 0.1619 0.0217 0.1403
187 0.1760 0.0217 0.1544
188 0.1853 0.0217 0.1637
189 0.1842 0.0217 0.1625
190 0.2029 0.0217 0.1812
191 0.2693 0.0217 0.2477
192 0.3473 0.0217 0.3256
193 0.7952 0.0217 0.7735
194 0.2288 0.0217 0.2072
195 0.1961 0.0217 0.1744
Meyers Creek – Watershed E 2024
196 0.1684 0.0217 0.1467
197 0.1103 0.0217 0.0887
198 0.0978 0.0217 0.0762
199 0.0886 0.0217 0.0669
200 0.0815 0.0217 0.0598
201 0.0757 0.0217 0.0541
202 0.0710 0.0217 0.0493
203 0.0670 0.0208 0.0462
204 0.0636 0.0197 0.0439
205 0.0678 0.0210 0.0468
206 0.0651 0.0202 0.0450
207 0.0628 0.0195 0.0433
208 0.0606 0.0188 0.0418
209 0.0587 0.0182 0.0405
210 0.0570 0.0177 0.0393
211 0.0553 0.0172 0.0382
212 0.0539 0.0167 0.0372
213 0.0525 0.0163 0.0362
214 0.0512 0.0159 0.0353
215 0.0500 0.0155 0.0345
216 0.0489 0.0152 0.0338
217 0.0458 0.0142 0.0316
218 0.0448 0.0139 0.0309
219 0.0439 0.0136 0.0303
220 0.0431 0.0134 0.0297
221 0.0423 0.0131 0.0292
222 0.0415 0.0129 0.0286
223 0.0408 0.0126 0.0281
224 0.0401 0.0124 0.0276
225 0.0394 0.0122 0.0272
226 0.0388 0.0120 0.0267
227 0.0382 0.0118 0.0263
228 0.0376 0.0117 0.0259
229 0.0370 0.0115 0.0255
230 0.0365 0.0113 0.0252
231 0.0360 0.0112 0.0248
232 0.0355 0.0110 0.0245
233 0.0350 0.0109 0.0242
234 0.0346 0.0107 0.0239
235 0.0341 0.0106 0.0236
236 0.0337 0.0105 0.0233
237 0.0333 0.0103 0.0230
238 0.0329 0.0102 0.0227
239 0.0325 0.0101 0.0225
240 0.0322 0.0100 0.0222
241 0.0318 0.0099 0.0220
242 0.0315 0.0098 0.0217
243 0.0312 0.0097 0.0215
244 0.0308 0.0096 0.0213
245 0.0305 0.0095 0.0211
Meyers Creek – Watershed E 2024
246 0.0302 0.0094 0.0208
247 0.0299 0.0093 0.0206
248 0.0296 0.0092 0.0204
249 0.0293 0.0091 0.0202
250 0.0291 0.0090 0.0201
251 0.0288 0.0089 0.0199
252 0.0286 0.0089 0.0197
253 0.0283 0.0088 0.0195
254 0.0281 0.0087 0.0194
255 0.0278 0.0086 0.0192
256 0.0276 0.0086 0.0190
257 0.0274 0.0085 0.0189
258 0.0271 0.0084 0.0187
259 0.0269 0.0083 0.0186
260 0.0267 0.0083 0.0184
261 0.0265 0.0082 0.0183
262 0.0263 0.0082 0.0181
263 0.0261 0.0081 0.0180
264 0.0259 0.0080 0.0179
265 0.0257 0.0080 0.0177
266 0.0255 0.0079 0.0176
267 0.0253 0.0079 0.0175
268 0.0252 0.0078 0.0174
269 0.0250 0.0077 0.0172
270 0.0248 0.0077 0.0171
271 0.0246 0.0076 0.0170
272 0.0245 0.0076 0.0169
273 0.0243 0.0075 0.0168
274 0.0242 0.0075 0.0167
275 0.0240 0.0074 0.0166
276 0.0239 0.0074 0.0165
277 0.0237 0.0073 0.0164
278 0.0236 0.0073 0.0163
279 0.0234 0.0073 0.0162
280 0.0233 0.0072 0.0161
281 0.0231 0.0072 0.0160
282 0.0230 0.0071 0.0159
283 0.0229 0.0071 0.0158
284 0.0227 0.0070 0.0157
285 0.0226 0.0070 0.0156
286 0.0225 0.0070 0.0155
287 0.0223 0.0069 0.0154
288 0.0222 0.0069 0.0153
TOTAL STORM RAINFALL(INCHES) = 13.50
TOTAL SOIL-LOSS(INCHES) = 3.41
TOTAL EFFECTIVE RAINFALL(INCHES) = 10.09
---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 38.2707
Meyers Creek – Watershed E 2024
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 113.2684
---------------------------------------------------------------------------- Meyers Creek – Watershed E 2024
============================================================================ 2 4 - H O U R S T O R M
R U N O F F H Y D R O G R A P H
============================================================================
HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0
----------------------------------------------------------------------------
0.083 0.0060 0.87 Q . . . .
0.167 0.0352 4.24 Q . . . .
0.250 0.1249 13.03 Q . . . .
0.333 0.2476 17.82 VQ . . . .
0.417 0.3869 20.22 VQ . . . .
0.500 0.5374 21.84 VQ . . . .
0.583 0.6956 22.98 VQ . . . .
0.667 0.8596 23.81 VQ . . . .
0.750 1.0274 24.37 VQ . . . .
0.833 1.1979 24.75 VQ . . . .
0.917 1.3695 24.93 VQ . . . .
1.000 1.5421 25.05 VQ . . . .
1.083 1.7155 25.18 VQ . . . .
1.167 1.8898 25.31 VQ . . . .
1.250 2.0650 25.44 VQ . . . .
1.333 2.2410 25.57 VQ . . . .
1.417 2.4180 25.70 VQ . . . .
1.500 2.5959 25.83 VQ . . . .
1.583 2.7747 25.96 VQ . . . .
1.667 2.9540 26.04 .Q . . . .
1.750 3.1340 26.12 .Q . . . .
1.833 3.3144 26.20 .Q . . . .
1.917 3.4954 26.28 .Q . . . .
2.000 3.6769 26.36 .Q . . . .
2.083 3.8591 26.44 .Q . . . .
2.167 4.0417 26.52 .Q . . . .
2.250 4.2250 26.61 .Q . . . .
2.333 4.4088 26.69 .Q . . . .
2.417 4.5932 26.78 .Q . . . .
2.500 4.7782 26.86 .Q . . . .
2.583 4.9638 26.95 .Q . . . .
2.667 5.1500 27.03 .Q . . . .
2.750 5.3368 27.12 .Q . . . .
2.833 5.5241 27.21 .Q . . . .
2.917 5.7122 27.30 .QV . . . .
3.000 5.9008 27.39 .QV . . . .
3.083 6.0900 27.48 .QV . . . .
3.167 6.2799 27.57 .QV . . . .
3.250 6.4705 27.67 .QV . . . .
Meyers Creek – Watershed E 2024
3.333 6.6616 27.76 .QV . . . .
3.417 6.8534 27.85 .QV . . . .
3.500 7.0459 27.95 .QV . . . .
3.583 7.2391 28.05 .QV . . . .
3.667 7.4328 28.14 .QV . . . .
3.750 7.6273 28.24 .QV . . . .
3.833 7.8225 28.34 .QV . . . .
3.917 8.0184 28.44 .QV . . . .
4.000 8.2149 28.54 .QV . . . .
4.083 8.4122 28.64 .QV . . . .
4.167 8.6101 28.74 .Q V . . . .
4.250 8.8089 28.85 .Q V . . . .
4.333 9.0083 28.95 .Q V . . . .
4.417 9.2084 29.06 .Q V . . . .
4.500 9.4093 29.17 .Q V . . . .
4.583 9.6110 29.28 .Q V . . . .
4.667 9.8134 29.39 .Q V . . . .
4.750 10.0166 29.50 .Q V . . . .
4.833 10.2205 29.61 .Q V . . . .
4.917 10.4253 29.73 .Q V . . . .
5.000 10.6308 29.84 .Q V . . . .
5.083 10.8372 29.96 .Q V . . . .
5.167 11.0443 30.08 .Q V . . . .
5.250 11.2523 30.20 .Q V . . . .
5.333 11.4611 30.32 .Q V . . . .
5.417 11.6708 30.44 .Q V . . . .
5.500 11.8812 30.56 .Q V . . . .
5.583 12.0926 30.69 .Q V . . . .
5.667 12.3048 30.81 .Q V . . . .
5.750 12.5180 30.95 .Q V . . . .
5.833 12.7319 31.07 .Q V . . . .
5.917 12.9469 31.21 .Q V . . . .
6.000 13.1627 31.33 .Q V . . . .
6.083 13.3794 31.47 .Q V . . . .
6.167 13.5971 31.61 .Q V . . . .
6.250 13.8158 31.75 .Q V . . . .
6.333 14.0353 31.88 .Q V . . . .
6.417 14.2559 32.03 .Q V . . . .
6.500 14.4775 32.17 .Q V . . . .
6.583 14.7000 32.32 .Q V . . . .
6.667 14.9236 32.46 .Q V . . . .
6.750 15.1482 32.61 .Q V . . . .
6.833 15.3738 32.76 .Q V . . . .
6.917 15.6005 32.92 .Q V . . . .
7.000 15.8282 33.07 .Q V . . . .
7.083 16.0571 33.23 .Q V . . . .
7.167 16.2870 33.38 .Q V . . . .
7.250 16.5181 33.55 .Q V . . . .
7.333 16.7502 33.71 .Q V . . . .
7.417 16.9835 33.88 .Q V . . . .
Meyers Creek – Watershed E 2024
7.500 17.2180 34.04 .Q V . . . .
7.583 17.4537 34.22 .Q V . . . .
7.667 17.6905 34.39 .Q V . . . .
7.750 17.9286 34.57 .Q V . . . .
7.833 18.1678 34.74 .Q V . . . .
7.917 18.4084 34.93 .Q V . . . .
8.000 18.6502 35.11 . Q V . . . .
8.083 18.8933 35.30 . Q V . . . .
8.167 19.1377 35.48 . Q V . . . .
8.250 19.3834 35.68 . Q V . . . .
8.333 19.6305 35.87 . Q V . . . .
8.417 19.8790 36.08 . Q V . . . .
8.500 20.1288 36.27 . Q V . . . .
8.583 20.3801 36.49 . Q V . . . .
8.667 20.6328 36.69 . Q V . . . .
8.750 20.8870 36.91 . Q V . . . .
8.833 21.1426 37.12 . Q V . . . .
8.917 21.3998 37.35 . Q V . . . .
9.000 21.6585 37.56 . Q V . . . .
9.083 21.9188 37.80 . Q V . . . .
9.167 22.1807 38.02 . Q V . . . .
9.250 22.4442 38.27 . Q V . . . .
9.333 22.7094 38.50 . Q V . . . .
9.417 22.9762 38.75 . Q V . . . .
9.500 23.2448 38.99 . Q V . . . .
9.583 23.5151 39.25 . Q V . . . .
9.667 23.7872 39.50 . Q V . . . .
9.750 24.0611 39.78 . Q V . . . .
9.833 24.3369 40.04 . Q V . . . .
9.917 24.6145 40.32 . Q V . . . .
10.000 24.8941 40.59 . Q V . . . .
10.083 25.1757 40.89 . Q V . . . .
10.167 25.4592 41.17 . Q V . . . .
10.250 25.7448 41.48 . Q V. . . .
10.333 26.0325 41.77 . Q V. . . .
10.417 26.3223 42.09 . Q V. . . .
10.500 26.6143 42.39 . Q V. . . .
10.583 26.9086 42.73 . Q V. . . .
10.667 27.2051 43.05 . Q V. . . .
10.750 27.5040 43.40 . Q V. . . .
10.833 27.8052 43.73 . Q V. . . .
10.917 28.1089 44.10 . Q V. . . .
11.000 28.4151 44.45 . Q V . . .
11.083 28.7239 44.84 . Q V . . .
11.167 29.0352 45.21 . Q V . . .
11.250 29.3494 45.61 . Q V . . .
11.333 29.6661 46.00 . Q V . . .
11.417 29.9859 46.42 . Q V . . .
11.500 30.3084 46.83 . Q V . . .
11.583 30.6340 47.28 . Q V . . .
Meyers Creek – Watershed E 2024
11.667 30.9626 47.71 . Q V . . .
11.750 31.2944 48.18 . Q .V . . .
11.833 31.6294 48.64 . Q .V . . .
11.917 31.9678 49.14 . Q .V . . .
12.000 32.3095 49.62 . Q .V . . .
12.083 32.6555 50.23 . Q .V . . .
12.167 33.0071 51.06 . Q .V . . .
12.250 33.3683 52.44 . Q .V . . .
12.333 33.7363 53.43 . Q .V . . .
12.417 34.1100 54.26 . Q . V . . .
12.500 34.4886 54.98 . Q . V . . .
12.583 34.8724 55.73 . Q . V . . .
12.667 35.2610 56.42 . Q . V . . .
12.750 35.6546 57.16 . Q . V . . .
12.833 36.0530 57.85 . Q . V . . .
12.917 36.4566 58.60 . Q . V . . .
13.000 36.8651 59.32 . Q . V . . .
13.083 37.2792 60.13 . Q . V . . .
13.167 37.6986 60.90 . Q . V . . .
13.250 38.1241 61.77 . Q . V . . .
13.333 38.5553 62.61 . Q . V . . .
13.417 38.9930 63.56 . Q . V . . .
13.500 39.4371 64.48 . Q . V . . .
13.583 39.8883 65.51 . Q . V . . .
13.667 40.3463 66.51 . Q . V . . .
13.750 40.8122 67.64 . Q . V . . .
13.833 41.2855 68.74 . Q . V . . .
13.917 41.7676 69.99 . Q . V . . .
14.000 42.2580 71.20 . Q . V . . .
14.083 42.7560 72.32 . Q . V . . .
14.167 43.2558 72.57 . Q . V . . .
14.250 43.7466 71.27 . Q . V . . .
14.333 44.2373 71.24 . Q . V . . .
14.417 44.7347 72.23 . Q . V . . .
14.500 45.2406 73.45 . Q . V . . .
14.583 45.7584 75.18 . Q . V . . .
14.667 46.2896 77.14 . Q . V . . .
14.750 46.8404 79.98 . Q . V . . .
14.833 47.4123 83.04 . Q . V . . .
14.917 48.0110 86.93 . Q . V . . .
15.000 48.6372 90.92 . Q . V . . .
15.083 49.2970 95.81 . Q . V . . .
15.167 49.9914 100.83 . Q . V . . .
15.250 50.7286 107.04 . Q . V . . .
15.333 51.5103 113.50 . Q . V . . .
15.417 52.3638 123.94 . Q . V . . .
15.500 53.3385 141.52 . Q . V . . .
15.583 54.5502 175.94 . Q V. . .
15.667 55.9329 200.77 . .Q V. . .
15.750 57.4610 221.87 . . Q V . .
Meyers Creek – Watershed E 2024
15.833 59.1100 239.44 . . Q V . .
15.917 60.8766 256.51 . . Q .V . .
16.000 62.8891 292.22 . . Q . V . .
16.083 65.5258 382.85 . . .Q V . .
16.167 69.1102 520.45 . . . V Q. .
16.250 73.8550 688.95 . . . V . Q.
16.333 77.4031 515.18 . . . V Q. .
16.417 80.1142 393.65 . . . Q V . .
16.500 82.3339 322.30 . . Q . V. .
16.583 84.0709 252.21 . . Q . V. .
16.667 85.4753 203.92 . .Q . V .
16.750 86.6268 167.21 . Q. . V .
16.833 87.5869 139.41 . Q . . V .
16.917 88.3821 115.47 . Q . . .V .
17.000 89.0799 101.32 . Q . . .V .
17.083 89.7162 92.39 . Q . . .V .
17.167 90.3127 86.61 . Q . . .V .
17.250 90.8935 84.33 . Q . . . V .
17.333 91.4560 81.67 . Q . . . V .
17.417 91.9982 78.74 . Q . . . V .
17.500 92.5200 75.76 . Q . . . V .
17.583 93.0205 72.67 . Q . . . V .
17.667 93.4904 68.23 . Q . . . V .
17.750 93.9427 65.67 . Q . . . V .
17.833 94.3799 63.48 . Q . . . V .
17.917 94.8032 61.46 . Q . . . V .
18.000 95.2147 59.75 . Q . . . V .
18.083 95.6150 58.13 . Q . . . V .
18.167 96.0034 56.40 . Q . . . V .
18.250 96.3772 54.27 . Q . . . V .
18.333 96.7397 52.62 . Q . . . V .
18.417 97.0928 51.28 . Q . . . V .
18.500 97.4378 50.09 . Q . . . V .
18.583 97.7753 49.00 . Q . . . V .
18.667 98.1057 47.99 . Q . . . V .
18.750 98.4298 47.05 . Q . . . V .
18.833 98.7477 46.17 . Q . . . V .
18.917 99.0601 45.36 . Q . . . V .
19.000 99.3672 44.59 . Q . . . V .
19.083 99.6693 43.86 . Q . . . V .
19.167 99.9665 43.16 . Q . . . V .
19.250 100.2592 42.49 . Q . . . V .
19.333 100.5474 41.85 . Q . . . V .
19.417 100.8314 41.24 . Q . . . V .
19.500 101.1114 40.66 . Q . . . V .
19.583 101.3876 40.09 . Q . . . V .
19.667 101.6600 39.56 . Q . . . V .
19.750 101.9289 39.04 . Q . . . V .
19.833 102.1943 38.54 . Q . . . V .
19.917 102.4565 38.06 . Q . . . V .
Meyers Creek – Watershed E 2024
20.000 102.7154 37.60 . Q . . . V .
20.083 102.9713 37.16 . Q . . . V .
20.167 103.2242 36.72 . Q . . . V .
20.250 103.4743 36.31 . Q . . . V .
20.333 103.7216 35.90 . Q . . . V .
20.417 103.9662 35.51 . Q . . . V .
20.500 104.2081 35.14 . Q . . . V .
20.583 104.4476 34.77 .Q . . . V .
20.667 104.6846 34.41 .Q . . . V .
20.750 104.9192 34.07 .Q . . . V .
20.833 105.1515 33.73 .Q . . . V .
20.917 105.3816 33.40 .Q . . . V .
21.000 105.6094 33.09 .Q . . . V .
21.083 105.8352 32.78 .Q . . . V .
21.167 106.0588 32.48 .Q . . . V .
21.250 106.2805 32.18 .Q . . . V .
21.333 106.5002 31.90 .Q . . . V .
21.417 106.7179 31.62 .Q . . . V .
21.500 106.9338 31.35 .Q . . . V .
21.583 107.1479 31.08 .Q . . . V .
21.667 107.3602 30.83 .Q . . . V .
21.750 107.5708 30.57 .Q . . . V .
21.833 107.7797 30.33 .Q . . . V .
21.917 107.9869 30.09 .Q . . . V .
22.000 108.1925 29.85 .Q . . . V .
22.083 108.3965 29.62 .Q . . . V .
22.167 108.5990 29.40 .Q . . . V .
22.250 108.7999 29.18 .Q . . . V .
22.333 108.9994 28.96 .Q . . . V .
22.417 109.1974 28.75 .Q . . . V .
22.500 109.3941 28.55 .Q . . . V .
22.583 109.5893 28.34 .Q . . . V .
22.667 109.7831 28.15 .Q . . . V .
22.750 109.9756 27.95 .Q . . . V .
22.833 110.1668 27.76 .Q . . . V .
22.917 110.3567 27.58 .Q . . . V .
23.000 110.5454 27.39 .Q . . . V.
23.083 110.7328 27.21 .Q . . . V.
23.167 110.9190 27.04 .Q . . . V.
23.250 111.1041 26.86 .Q . . . V.
23.333 111.2879 26.70 .Q . . . V.
23.417 111.4706 26.53 .Q . . . V.
23.500 111.6522 26.37 .Q . . . V.
23.583 111.8327 26.20 .Q . . . V.
23.667 112.0121 26.05 .Q . . . V.
23.750 112.1904 25.89 .Q . . . V.
23.833 112.3677 25.74 .Q . . . V.
23.917 112.5439 25.59 .Q . . . V.
24.000 112.7191 25.44 .Q . . . V.
24.083 112.8874 24.43 .Q . . . V.
Meyers Creek – Watershed E 2024
24.167 113.0315 20.93 .Q . . . V.
24.250 113.1145 12.05 Q . . . V.
24.333 113.1642 7.23 Q . . . V.
24.417 113.1976 4.84 Q . . . V.
24.500 113.2199 3.25 Q . . . V.
24.583 113.2348 2.16 Q . . . V.
24.667 113.2443 1.38 Q . . . V.
24.750 113.2504 0.88 Q . . . V.
24.833 113.2543 0.56 Q . . . V.
24.917 113.2574 0.46 Q . . . V.
25.000 113.2602 0.40 Q . . . V.
25.083 113.2625 0.34 Q . . . V.
25.167 113.2645 0.28 Q . . . V.
25.250 113.2661 0.23 Q . . . V.
25.333 113.2672 0.17 Q . . . V.
25.417 113.2680 0.12 Q . . . V.
25.500 113.2684 0.06 Q . . . V
25.583 113.2685 0.00 Q . . . V
-------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE:
(Note: 100% of Peak Flow Rate estimate assumed to have
an instantaneous time duration)
Percentile of Estimated Duration
Peak Flow Rate (minutes)
======================= =========
0% 1535.0
10% 225.0
20% 85.0
30% 55.0
40% 35.0
50% 25.0
60% 15.0
70% 15.0
80% 5.0
90% 5.0
============================================================================ END OF FLOODSCx ROUTING ANALYSIS
Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix E: Proposed Alternative Conceptual
Plans
City of San Bernardino, California
Department of Public Works INDEX OF SHEETS
24. 18.
23. 3.
4. 15.
2. 22.
19. 16.
21. 9.
20. 10.
11. 12.
13. 5.
1. GENERAL NOTES
17. 14.
8. 7.
6. VICINITY MAP N N.T.S.
CONCEPTUAL STORM DRAIN PLANS
AND CONCEPTUAL IMPROVEMENT
PLANS FOR MEYERS CREEK
ALTERNATIVE 1:
STORM DRAIN EXTENTS FROM MEYERS CREEK
CROSSING TO CABLE CREEK CROSSING
ALTERNATIVE 2:
CHANNEL IMPROVEMENTS FROM 1500 LF NORTH
OF MEYERS ROAD TO 415 LF SOUTH OF BELMONT
AVE
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770
CONSTRUCTION NOTES
1 2
3 4
5 6
7 8
9 10
13 14
15 16
18 19
20 DEMOLITION NOTES
1 2
3 4
5 6
7 8
9 10
21 22
23 24
25 26
27 28
29 30
31 32
33 11
34 35
36 37
38 39
40 41
42 43
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770 STA. 19+00 MATCH LINE SEE SHEET 4 STA. 10+00 BEGIN CONSTRUCTION STA. 19+00 MATCH LINE SEE SHEET 4 Feet 0 80 160 STA. 10+00 BEGIN CONSTRUCTION LITTLE LEAGUE DR 026113202
026113103
026113201
026113104
026117218
026113104 CABLE CREEK CABLE CREEK
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770 STA. 28+00 MATCH LINE SEE SHEET 5 STA. 19+00 MATCH LINE SEE SHEET 3 STA. 19+00 MATCH LINE SEE SHEET 3 STA. 28+00 MATCH LINE SEE SHEET 5 Feet 0 80 160
LITTLE LEAGUE DR
026113202
026113102
026113103
026113203
026106106
026106205
026106127
026113204
LITTLE LEAGUE DR
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770
STA. 33+50 MATCH LINE SEE SHEET 6 STA. 28+00 MATCH LINE SEE SHEET 4 STA. 28+00 MATCH LINE SEE SHEET 4 Feet 0 80 160 STA. 33+50 MATCH LINE SEE SHEET 6 MEYERS RD
LITTLE LEAGUE DR
026106107 026106110
026106205
LITTLE LEAGUE DR MEYERS RD
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770 STA. 33+50 MATCH LINE SEE SHEET 5 STA. 33+50 MATCH LINE SEE SHEET 5
MEYERS RD
026106103
026106109
026106101
026106110
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770
BELMONT AVE
026113102
026106127 026106128 LITTLE LEAGUE DR
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770 026177103 026106103
LITTLE LEAGUE DR MEYERS RD
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770 026177103 026106103
LITTLE LEAGUE DR MEYERS RD
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770
STA. 19+00 MATCH LINE SEE SHEET 11 STA. 10+00 BEGIN CONSTRUCTION STA. 10+00 BEGIN CONSTRUCTION STA. 19+00 MATCH LINE SEE SHEET 11 026106128
026106107
034811119
026113102
034811123 BELMONT AVE
026106107
034820112
026106128
026106106
026113103
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770
STA. 19+00 MATCH LINE SEE SHEET 10 STA. 19+00 MATCH LINE SEE SHEET 10 STA. 28+00 MATCH LINE SEE SHEET 12 STA. 28+00 MATCH LINE SEE SHEET 12 026106101
026106109
026106107
034820112
034820101
026106101
MEYERS RD
026106103
034820112
034811120
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770
STA. 28+00 MATCH LINE SEE SHEET 11 STA. 19+00 MATCH LINE SEE SHEET 11 034811120
SEE SHEET 13
034811120
034811112
034821108
034821107
026106101
034811120
HORIZONTAL SCALE: 1” is 10’
VERTICAL SCALE: 1" IS 10'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770
SEE SHEET 12
034811120
034821109
034821115
034819107
034811120
HORIZONTAL SCALE: 1” is 10’
VERTICAL SCALE: 1" IS 10'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770
HORIZONTAL SCALE: 1” is 10’
VERTICAL SCALE: 1" IS 10'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
DRAWN BY:
CHECKED BY:
RECORDED BY:
APPROVED _________________________ 2022
_______________________________________ CITY ENGINEER___________________________ REGISTERED CIVIL ENGINEER NO. ____________
CITY OF SAN BERNARDINO
Public Works Department
PRELIMINARY IMPROVEMENT PLANS
FOR
ADDRESS
ACTIVITY #
SHEET _______
OF __________
Consulting
27051 Towne Centre Drive, Suite 270
Foothill Ranch, CA 92610
949.295.6770
Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix F: HEC-RAS Model Results – 100-YR 24-
Hour Event
2D Rain-On-Grid Model Limits
Existing Bridges
Existing Drainage Infrastructure
Ex. Earthen Channel
Ex. Storm Drain
Natural Stream
Observation Lines
Boundary Conditions
Effective FIRM BFE
Max Flooding Depth (Feet)
0.1-0.5'
0.5-1'
1-3'
>3' Existing FIRM SFHA for Cable Creek
AE
Google Satellite
Google Roads
Legend
F-1
F-2
2D Rain-On-Grid Model Limits
Existing Bridges
Existing Drainage Infrastructure
Ex. Earthen Channel
Ex. Storm Drain
Natural Stream
Observation Lines
Boundary Conditions
Effective FIRM BFE
Max Flooding Depth (Feet)
0.1-0.5'
0.5-1'
1-3'
>3' Existing FIRM SFHA for Cable Creek
AE
Google Satellite
Google Roads
Legend
F-3
2D Rain-On-Grid Model Limits
Existing Bridges
Existing Drainage Infrastructure
Ex. Earthen Channel
Ex. Storm Drain
Natural Stream
Observation Lines
Boundary Conditions
Effective FIRM BFE
Max Flooding Depth (Feet)
0.1-0.5'
0.5-1'
1-3'
>3' Existing FIRM SFHA for Cable Creek
AE
Google Satellite
Google Roads
Legend
F-4
F-5
2D Rain-On-Grid Model Limits
Existing Bridges
Existing Drainage Infrastructure
Ex. Earthen Channel
Ex. Storm Drain
Natural Stream
Observation Lines
Boundary Conditions
Effective FIRM BFE
Max Flooding Depth (Feet)
0.1-0.5'
0.5-1'
1-3'
>3' Existing FIRM SFHA for Cable Creek
AE
Google Satellite
Google Roads
Legend
F-6
F-7
F-8
F-9
Meyers Creek Drainage Study
Preliminary Design Report
11-59 Q3 Consulting
Appendix G: Preliminary Engineer’s Estimate of
Probable Costs for Proposed Channel
Improvements
MEYERS CREEK DRAINAGE STUDY 4/1/2026
# Description Quantity Unit Cost Total Cost
General
1 Mobilization (LS) 1.0 $ 100,000.00 $ 100,000.00
2 SWPPP Implementation and Dust
Abatement (LS) 1.0 $ 120,000.00 $ 120,000.00
3 Miscellaneous Repairs (LS) 1.0 $ 20,000.00 $ 20,000.00 4 Construction Traffic Control (LS) 1.0 $ 100,000.00 $ 100,000.00 Demolition
5 Protect-In-Place. Description To Be
Shown in Final Plan (LS) 1 $ 15,000.00 $ 15,000.00
6 Sawcut and Remove Existing 6" Thick
Asphalt and 8" Thick Base (SF) 3800 $ 4.50 $ 17,100.00
7 Remove and dispose of existing outlet
structure (EA) 1 $ 1 0,000.00 $ 10,000.00
8 Demolish existing 10' by 7.5' box
culvert (LS) 1 $ 4 0,000.00 $ 40,000.00
9 Demolish existing 2x36" RCP
culvert(EA) 1 $ 2 5,000.00 $ 25,000.00
10 Demolish existing catch basin (EA) 2 $ 2,500.00 $ 5,000.00 11 Cut and remove existing 87" storm
drain RCP. (Length per plan)(LF) 6 $ 2 00.00 $ 1,200.00 Land Acquisition
12 Parcel Acquisition (AC) 7.91 $ 595,693.14 $ 4 ,709,542.55 Environmental Mitigation
13 Riparian/Streambed Mitigation 6.9 $ 250,000.00 $ 1,736,000.00 14 Monitoring/Reporting 1.00 $ 1 50,000.00 1 $ 50,000.00 Earthwork
15 Channel grading(CY)[FILL] 11400 45.00$ 513,000.00$
16 Clearing (EA) 1 250,000.00$ 250,000.00$
17 Channel excavation and export
(CY)[CUT] 138000 90.00$ 12,420,000.00$
Site Improvements
18 Cold Mill Existing AC Pavement 2"'
Depth in Street. Construct 2" AC
Overlay per City Standard (SF) 2400 4.50$ 10,800.00$
19 Replace striping in kind (LS) 1 3,000.00$ 3,000.00$
20 Construct curb and gutter per Standard
(LF) 160 40.00$ 6,400.00$
21 Construct Sidewalk per Standard (SF) 0 20.00$ -$
22 Repair asphalt section with 6" AC over
8" AB per City Standard (SF) 2400 30.00$ 72,000.00$
Site Utilities
23 CONSPAN O-Series (O432) Precast
Arch Culvert (EA) 2 2,500,000.00$ 5,000,000.00$
24 Construct Access Gates (EA) 9 9,500.00$ 85,500.00$
CHANNEL IMPROVEMENTS
1 MEYERS CREEK DRAINAGE STUDY 4/1/2026
# Description Quantity Unit Cost Total Cost
25 Construct access road with 12" CMB,
(CY) 2586 $ 250.00 $ 646,500.00
26 Construct rock slope protection class
V, depth per plan (CY) 14590 $ 1 00.00 $ 1,458,992.59
27 Rock slope protection fabric for
channel slopes (SY) 8807 $ 1 6.00 $ 140,910.22
28 Filter material, 12" depth(CY) 2936 $ 1 00.00 $ 293,562.96 29 Construct concrete lined channel per
inv., width, side slope, and dike per
plan nad profile hereon and typical
section sheet 14. (CY) 2280 $ 1 ,000.00 $ 2,279,592.59
30 6' Chain Link Fence (LF) 5047 $ 60.00 $ 302,820.00
31 Utility Relocations at W. Meyers Road
(LS) 1 $ 100,000.00 $ 100,000.00
32 Trench Safety System. Sheeting,
Shoring, and Bracing. Includes
preparation of Shoring Plan. *Utilized
for all alternatives 1 $ 1 00,000.00 $ 100,000.00
33 Construct 48" RCP. Includes bends,
fittings, and other appurtenances(LF) 310 $ 4 00.00 $ 124,000.00 34 Construct riser structure and
connection to 48" RCP (EA) 1 $ 1 00,000.00 $ 100,000.00 Subtotal Construction Hard Costs $ 3 0,955,920.92
Design Contingency (%) 20% $ 6 ,191,184.18
Subtotal Construction Hard Costs with Contingency $ 3 7,147,105.10 Design Soft Costs
Final Engineering (%) 10.0% $ 3 ,714,710.51
Agency Project Management (%) 5.0% $ 1 ,857,355.26
CEQA Planning and Permitting (%) 5.0% $ 1 ,857,355.26
Subtotal Design Soft Costs $ 7 ,429,421.02
Construction Soft Costs
Construction Staking (%) 5.0% $ 1 ,857,355.26
Construction Administration (%) 10.0% $ 3 ,714,710.51
Contractor's General Conditions (%) 20.0% $ 7 ,429,421.02 Contractor's Overhead and Profit (%) 8.0% $ 2 ,971,768.41 Contractor's Insurance and Bonds (%) 2.0% $ 7 42,942.10 Escalation at 5% per year. Mid point in April 2027 (%) 7.5% $ 2 ,786,032.88 Subtotal Construction Soft Costs $ 1 9,502,230.18
TOTAL PROJECT COST 64,078,756.30$
Disclaimer: This is a preliminary Engineer's estimate of probable costs only. This estimate should be used for reference only. Final design and timeline of construction are required to finalize the estimate. 2 Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix H: Preliminary Engineer’s Estimate of
Probable Costs for Proposed Storm Drain
MEYERS CREEK DRAINAGE STUDY
PRELIMINARY DESIGN COST ESTIMATE
4/1/2026
# Description Quantity Unit Cost Total Cost
General
1 Mobilization (LS) 1.0 80,000$ 80,000$
2 SWPPP Implementation (LS) 1.0 50,000$ 50,000$
3 Miscellaneous Repairs (LS) 1.0 25,000$ 25,000$
4 Construction Traffic Control (LS) 1.0 50,000$ 50,000$ Demolition
5 Protect-In-Place. Description To Be Shown in
Final Plan (LS) 27 15,000$ 405,000$
6 Sawcut and Remove Existing 6" Thick Asphalt
and 8" Thick Base per standard (SF) 65497 5$ 294,738$
7 Remove and dispose of outlet structure (EA) 1 20,000$ 20,000$ 8 Remove and dispose of existing 48" SD Junction
Structure (LS) 1 5,000$ 5,000$
9 Sawcut and remove existing side walk joint to
joint (SF) 0 5$ -$
10 Remove and dispose of CMP Riser (EA) 2 2,000$ 4,000$ 11 Remove and dispose of existing manhole (EA) 3 2,000$ 6,000$ 12 Cut and remove existing 48" storm drain RCP
(LF) 150 120$ 18,058$
13 Cut and remove existing 81" storm drain RCP
(LF) 338 250$ 84,470$
14 Cut and remove 24" storm drain RCP lateral(LF) 127 90$ 11,430$ 15 Cut and remove existing 87" storm drain RCP.
(LF) 294 255$ 74,970$
Earthwork
15 Excavation and Export (CY) 23269 90$ 2,094,226$
16 Excavation and Backfill of unclassified soils.
Trench Repair (CY) 20377 45$ 916,944$
Site Improvements
16 Repair side walk. 4" PCC Over 4" AB. #3 at 16"
O.C. (SF) 0 20$ -$
17 Cold Mill Existing AC Pavement 2"' Depth in
Street. Construct 2" AC Overlay per City
Standard (SF) 49263 5$ 221,683$
18 Replace striping in kind (LS) 1 3,000$ 3,000$
19 Repair asphalt section with 6" AC over 8" AB per
City Standard (SF) 65497 30$ 1,964,917$
Site Utilities
20 Construct Manhole per SPPWC Standard 320-2
(EA) 1 12,000$ 12,000$
21 Construct junction structure per SPPWC
Standard 333-2(EA) 2 35,000$ 70,000$
PROPOSED STORM DRAIN
1 MEYERS CREEK DRAINAGE STUDY
PRELIMINARY DESIGN COST ESTIMATE
4/1/2026
# Description Quantity Unit Cost Total Cost
22 Construct Manhole per SPPWC Standard 322-3
(EA) 4 8,000$ 32,000$
23 Construct junction structure, 7'x6' RCB with 72"
RCP lateral per SPPWC Standard 333-2 (EA) 1 50,000$ 50,000$ 24 Construct junction structure, 9'x7' RCB with 84"
RCP lateral per SPPWC Standard 333-2 (EA) 1 60,000$ 60,000$ 25 Construct RCB transition, 6' RCP to 7'x6' RCB
per SPPWC Standard 342-2 (EA) 1 30,000$ 30,000$
26 Construct RCB transition, 9'x7' RCB to 11'x7'
RCB per SPPWC Standard 341-2 (EA) 1 30,000$ 30,000$
27 Construct RCB transition, 7' x 6' RCB to 9' by 7'
RCB per SPPWC Standard 341-2 (EA) 1 25,000$ 25,000$
28 Remove and Relocate 8" Sewer line(LF) 1350 300$ 405,000$ 29 Construct 54" RCP D-1800. Includes Bends,
Fittings, and Other Appurtenances. Includes (LF) 62 500$ 31,000$ 30 Catch Basin filter inserts(EA) 10 1,500$ 15,000$
31 Trench Safety System. Sheeting, Shoring, and
Bracing. Includes preparation of Shoring Plan.
(LS) 1 100,000$ 100,000$
32 Construct 36" Manhole per City of San
Bernardino Standard 415. Includes rim, cover,
frame, steps, and other appurtenances (EA) 4 4,500$ 18,000$ 33 Construct 24" RCP. Includes Bends, Fittings, and
other Appurtenances.(LF) 310 300$ 93,000$
34 Construct Rectangular Channel per Detail (LF) 364 3,000$ 1,092,000$ 35 Construct manhole per SPPWC Standard 323-2
(EA) 10 4,500$ 45,000$
36 Construct outlet structure, Warped Wingwalls per
CALTRANS Standard D86B (EA) 1 100,000$ 100,000$
37 Plug Opening in existing catch basin after
removal of existing RCP Lateral (EA) 2 1,500$ 3,000$
38 Construct 48" RCP. Includes bends, fittings, and
other appurtenances(LF) 411 380$ 156,180$
39 Construct 60" RCP. Includes bends, fittings, and
other appurtenances(LF) 34 350$ 11,900$
40 Construct 72" RCP. Includes bends, fittings, and
other appurtenances (LF) 640 600$ 384,000$
41 Construct 84" RCP. Includes bends, fittings, and
other appurtenances (LF) 492 720$ 354,240$
42 Construct 7'x6' RCB. Includes bends, fittings, and
other appurtenances (LF) 643 1,100$ 707,377$
43 Contruct 9'x7' RCB. Includes bends, fittings, and
other appurtenances (LF) 909 1,300$ 1,182,103$
2 MEYERS CREEK DRAINAGE STUDY
PRELIMINARY DESIGN COST ESTIMATE
4/1/2026
# Description Quantity Unit Cost Total Cost
44 Construct 11'x7' RCB. Includes bends, fittings,
and other appurtenances (LF) 474 $ 1,500 $ 710,655
45 Construct 14' W CB per City of San Bernardino
Standard 405 (EA) 7 $ 12,500 $ 87,500
46 Construct Junction Structure No. 4 per City of
San Bernardino Standard 414. Includes rim,
cover, frame, steps, and other appurtenances
(EA) 2 $ 4,500 $ 9,000
47 Construct Junction structure No. 2 per City of San
Bernardino Standard 413. Includes rim, cover,
frame, steps, and other appurtenances (EA) 2 $ 4,500 $ 9,000 Subtotal Construction Hard Costs $ 12,152,390
Design Contingency (%) 20% $ 2,430,478
Subtotal Construction Hard Costs with Contingency $ 14,582,869 Design Soft Costs
Final Engineering (%) 10.0% $ 1,458,287
Agency Project Management (%) 5.0% $ 729,143
CEQA Planning and Permitting (%) 1.5% $ 218,743
Subtotal Design Soft Costs $ 2,406,173
Construction Soft Costs
Construction Staking (%) 5.0% $ 729,143
Construction Administration (%) 10.0% $ 1,458,287
Contractor's General Conditions (%) 20.0% $ 2,916,574
Contractor's Overhead and Profit (%) 8.0% $ 1,166,629
Contractor's Insurance and Bonds (%) 2.0% $ 291,657
Escalation at 5% per year. Mid point in July 2026 (%) 10.0% $ 1,458,287 Subtotal Construction Soft Costs $ 8,020,578
TOTAL PROJECT COST 25,009,619$
Disclaimer: This is a preliminary Engineer's estimate of probable costs only. This estimate should be used for reference only. Final design and timeline of construction are required to finalize the 3 Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix I: NOAA Atlas 14 Precipitation Intensity
Duration and Depth Data
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Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix J: FEMA FIRM Map
Meyers Creek Drainage Study
Preliminary Design Report
11-63 Q3 Consulting
Appendix K: CONSPAN Precast Arched Waterway
Precast Waterway Charts
DESIGN SPECIFICATIONS
AASHTO Standard Specifications for Highway Bridges - Section
16.8 & AASHTO LRFD Bridge Design - Section 12.14
MANUFACTURING SPECIFICATIONS
ASTM C1504
www.ContechES.com • 800-338-1122
© 2018 Contech Engineered Solutions LLC, a QUIKRETE Company. All rights reserved.
ENGINEERED SOLUTIONS
O-100 Series
SHAPE SPAN (FEET) RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
O113 13' - 0'' 3'-2 7/8" 33 0.86
O114 14' - 0'' 4'-1 1/4" 45 0.96
O115 15' - 0'' 4'-11 5/8" 57 1.06
O116 16' - 0'' 5'-10'' 71 1.17
O117 17' - 0'' 6'-8 3/8" 85 1.28
O118 18' - 0'' 7'-6 3/4" 100 1.40
O119 19' - 0'' 8'-5 1/8" 116 1.52
O120 20' - 0'' 9'-3 5/8" 133 1.63
O121 21' - 0'' 10'-2'' 151 1.76
O122 22' - 0'' 11'-0 3/8" 170 1.88
O123 23' - 0'' 11'-10 3/4" 189 2.01
O124 24' - 0'' 12'-9 1/8" 209 2.14
O-200 Series
SHAPE SPAN (FEET) RISE (FEET) WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
O215 15' - 0'' 3'-2 3/4" 40 0.96
O216 16' - 0'' 4'-1 1/8" 53 1.06
O217 17' - 0'' 4'-11 5/8" 67 1.16
O218 18' - 0'' 5'-10'' 83 1.27
O219 19' - 0'' 6'-8 3/8" 99 1.38
O220 20' - 0'' 7'-6 3/4" 115 1.50
O221 21' - 0'' 8'-5 1/8" 133 1.62
O222 22' - 0'' 9'-3 1/2" 152 1.73
O223 23' - 0'' 10'-1 7/8" 171 1.86
O224 24' - 0'' 11'-0 3/8" 192 1.98
O225 25' - 0'' 11'-10 3/4" 213 2.11
O226 26' - 0'' 12'-9 1/8" 235 2.24
O-300 Series
SHAPE SPAN (FEET) RISE (FEET) WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
O321 21' - 0'' 4'-2 3/8" 69 1.58
O322 22' - 0'' 5'-0 3/4" 88 1.70
O323 23' - 0'' 5'-11 1/8" 107 1.83
O324 24' - 0'' 6'-9 5/8" 128 1.97
O325 25' - 0'' 7'-8'' 149 2.11
O326 26' - 0'' 8'-6 3/8" 171 2.26
O327 27' - 0'' 9'-4 3/4" 194 2.41
O328 28' - 0'' 10'-3 1/8" 218 2.56
O329 29' - 0'' 11'-1 1/2" 243 2.72
O330 30' - 0'' 11'-11 7/8" 268 2.89
O331 31' - 0'' 12'-10 3/8" 294 3.06
O-400 Series
SHAPE SPAN (FEET) RISE (FEET) WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
O425 25' - 0'' 5'-0'' 95 1.86
O426 26' - 0'' 5'-10 3/8" 117 1.99
O427 27' - 0'' 6'-8 3/4" 140 2.12
O428 28' - 0'' 7'-7 1/8" 164 2.26
O429 29' - 0'' 8'-5 1/2" 189 2.40
O430 30' - 0'' 9'-3 7/8" 214 2.54
O431 31' - 0'' 10'-2 1/4" 241 2.70
O432 32' - 0'' 11'-0 3/4" 268 2.85
O433 33' - 0'' 11'-11 1/8" 296 3.01
O434 34' - 0'' 12'-9 1/2" 325 3.18
O-500 Series
SHAPE SPAN (FEET) RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
O529 29' - 0'' 5'-7'' 128 2.39
O530 30' - 0'' 6'-5 3/8" 154 2.56
O531 31' - 0'' 7'-3 3/4" 180 2.74
O532 32' - 0'' 8'-2 1/8" 207 2.92
O533 33' - 0'' 9'-0 1/2" 235 3.12
O534 34' - 0'' 9'-10 7/8" 264 3.32
O535 35' - 0'' 10'-9 1/4" 294 3.54
O536 36' - 0'' 11'-7 3/4" 325 3.76
O537 37' - 0'' 12'-6 1/8" 357 4.00
O-600 Series
SHAPE SPAN (FEET) RISE (FEET) WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
O633 33' - 0'' 6'-4 1/8" 163 3.05
O634 34' - 0'' 7'-2 1/2" 192 3.22
O635 35' - 0'' 8'-1'' 222 3.39
O636 36' - 0'' 8'-11 3/8" 253 3.58
O637 37' - 0'' 9'-9 3/4" 285 3.78
O638 38' - 0'' 10'-8 1/8" 317 3.99
O639 39' - 0'' 11'-6 1/2" 350 4.21
O640 40' - 0'' 12'-4 7/8" 385 4.43
O641 41' - 0'' 13'-3 1/4" 420 4.67
O-700 Series
SHAPE SPAN (FEET) RISE (FEET) WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
O737 37' - 0'' 7'-2 1/4" 204 3.49
O738 38' - 0'' 8'-0 5/8" 236 3.68
O739 39' - 0'' 8'-11 1/8" 270 3.88
O740 40' - 0'' 9'-9 1/2" 304 4.09
O741 41' - 0'' 10'-7 7/8" 339 4.31
O742 42' - 0'' 11'-6 1/4" 375 4.54
O743 43' - 0'' 12'-4 5/8" 412 4.78
O744 44' - 0'' 13'-3'' 449 5.03
O-800 Series
SHAPE SPAN (FEET) RISE (FEET) WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
O843 43' - 0'' 8'-9 3/8" 283 4.10
O844 44' - 0'' 9'-7 3/4" 321 4.29
O845 45' - 0'' 10'-6 1/8" 359 4.50
O846 46' - 0'' 11'-4 1/2" 399 4.72
O847 47' - 0'' 12'-2 7/8" 439 4.94
O848 48' - 0'' 13'-1 3/8" 480 5.18
O-900 Series
SHAPE SPAN (FEET) RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
O949 49' - 0'' 8'-7'' 320 4.56
O950 50' - 0'' 9'-5 3/8" 363 4.77
O951 51' - 0'' 10'-3 3/4" 406 5.00
O952 52' - 0'' 11'-2 1/8" 451 5.23
O953 53' - 0'' 12'-0 1/2" 496 5.45
O954 54' - 0'' 12'-10 7/8" 543 5.72
O955 55' - 0'' 13'-9 1/4" 590 5.98
O-1000 Series
SHAPE SPAN (FEET) RISE (FEET) WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
O1055 55' - 0'' 8'-11 1/8" 380 5.69
O1056 56' - 0'' 9'-9 1/2" 428 5.91
O1057 57' - 0'' 10'-7 7/8" 477 6.14
O1058 58' - 0'' 11'-6 3/8" 527 6.38
O1059 59' - 0'' 12'-4 3/4" 577 6.63
O1060 60' - 0'' 13'-3 1/8" 629 6.89
O-1100 Series
SHAPE SPAN (FEET) RISE (FEET) WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
O1161 61' - 0'' 10'-0 7/8" 465 6.36
O1162 62' - 0'' 10'-11 1/4" 519 6.60
O1163 63' - 0'' 11'-9 3/4" 573 6.84
O1164 64' - 0'' 12'-8 1/8" 628 7.10
O1165 65' - 0'' 13'-6 1/2" 684 7.37
ARCH LAY LENGTHS
O-100 to O-400 8'-0" LAY LENGTH
O-500 to O-800 5'-11 3/4" LAY LENGTH
O-900 to O-1100 3'-11 3/4" LAY LENGTH
* 1/4" Joints between Precast Concrete Units
ARCH LAY LENGTHS (Nominal)
12’-24’ SPAN 8’ LAY LENGTH
28’-42’ SPAN 6’ LAY LENGTH
48’-60’ SPAN 4’ LAY LENGTH
*1/4” Joints between Precast Concrete Units
Standard CON/SPAN® Bridge Units
WATERWAY AREA (FT²) WEIGHT (TONS/FT)
RISE SPAN (FEET) SPAN (FEET)
12 14 16 20 24 28 32 36 42 48 54 60 12 14 16 20 24 28 32 36 42 48 54 60 3 30 - - - - - - - - - - - .94 - - - - - - - - - - -
4 42 50 55 65 - - - - - - - - 1.04 1.14 1.59 1.73 - - - - - - - - 5 54 64 71 85 95 - - - - - - - 1.14 1.24 1.71 1.86 2.05 - - - - - - - 6 66 78 87 105 119 139 - - - - - - 1.24 1.34 1.83 1.99 2.18 2.84 - - - - - - 7 78 92 103 125 143 167 184 - - - - - 1.34 1.44 1.96 2.12 2.31 2.99 3.56 - - - - - 8 90 106 119 145 167 195 216 232 - - - - 1.44 1.54 2.09 2.24 2.44 3.14 3.71 4.06 - - - - 9 102 120 135 165 191 223 248 268 - - - - 1.54 1.64 2.21 2.36 2.57 3.29 3.86 4.23 - - - - 10 114 134 151 185 215 251 280 304 334 387 435 - 1.64 1.74 2.33 2.49 2.69 3.44 4.01 4.40 4.87 5.27 6.52 - 11 - - - - 239 279 312 340 376 435 489 - - - - - 2.81 3.59 4.16 4.58 5.04 5.48 6.72 - 12 - - - - - - 344 376 418 483 543 578 - - - - - - 4.31 4.76 5.21 5.67 6.92 7.76 13 - - - - - - - 412 460 531 599 638 - - - - - - - 4.93 5.38 5.88 7.12 7.98 14 - - - - - - - 448 501 579 652 698 - - - - - - - 5.11 5.58 6.08 7.32 8.21 1’ Cover 10’ Cover
MODEL Span
(ft)
Effective
Rise
(ft)
Waterway
Area
(sf)
Total Precast
Weight (Tons/
ft)
Total Precast
Weight (Tons/
ft)
i1203 12.00 3.00 30.00 1.65 1.65
i1204 12.00 4.00 42.00 1.75 1.75
i1205 12.00 5.00 54.00 1.85 1.85
i1206 12.00 6.00 66.00 1.95 1.95
i1207 12.00 7.00 78.00 2.05 2.07
i1208 12.00 8.00 90.00 2.15 2.17
i1209 12.00 9.00 102.00 2.25 2.27
i1209.83 12.00 9.83 111.96 2.35
i1210 12.00 10.00 114.00 2.35
i1403 14.00 3.00 36.00 1.83 1.83
i1404 14.00 4.00 50.00 1.93 1.93
i1405 14.00 5.00 64.00 2.03 2.05
i1406 14.00 6.00 78.00 2.13 2.15
i1407 14.00 7.00 92.00 2.23 2.25
i1408 14.00 8.00 106.00 2.33 2.35
i1409 14.00 9.00 120.00 2.43 2.46
i1409.67 14.00 9.67 129.38 2.53
i1410 14.00 10.00 134.00 2.53
i1603 16.00 3.00 39.00 2.37 2.37
i1604 16.00 4.00 55.00 2.50 2.50
i1605 16.00 5.00 71.00 2.62 2.64
i1606 16.00 6.00 87.00 2.75 2.77
i1607 16.00 7.00 103.00 2.87 2.91
i1608 16.00 8.00 119.00 3.00 3.04
i1609 16.00 9.00 135.00 3.12 3.19
i1609.50 16.00 9.50 143.00 3.25
i1610 16.00 10.00 151.00 3.25
1’ Cover 10’ Cover
MODEL Span
(ft)
Effective
Rise
(ft)
Waterway
Area
(sf)
Total Precast
Weight (Tons/
ft)
Total Precast
Weight (Tons/
ft)
i1803 18.00 3.00 42.00 2.60 2.60
i1804 18.00 4.00 60.00 2.72 2.72
i1805 18.00 5.00 78.00 2.85 2.87
i1806 18.00 6.00 96.00 2.97 2.99
i1807 18.00 7.00 114.00 3.10 3.14
i1808 18.00 8.00 132.00 3.22 3.27
i1809 18.00 9.00 150.00 3.35 3.41
i1809.50 18.00 9.50 159.00 3.47
i1810 18.00 10.00 168.00 3.47
i2004 20.00 4.00 65.00 2.83 3.30
i2005 20.00 5.00 85.00 2.94 3.44
i2006 20.00 6.00 105.00 3.07 3.57
i2007 20.00 7.00 125.00 3.20 3.71
i2008 20.00 8.00 145.00 3.33 3.84
i2009 20.00 9.00 165.00 3.45 3.99
i2009.33 20.00 9.33 171.60 4.03
i2010 20.00 10.00 185.00 3.86
i2204 22.00 4.00 68.00 3.02 3.74
i2205 22.00 5.00 90.00 3.14 3.89
i2206 22.00 6.00 112.00 3.27 4.03
i2207 22.00 7.00 134.00 3.39 4.16
i2208 22.00 8.00 156.00 3.83 4.30
i2209 22.00 9.00 178.00 3.96 4.45
i2210 22.00 10.00 200.00 4.08
i2404 24.00 4.00 71.00 3.20 3.98
i2405 24.00 5.00 95.00 3.33 4.13
i2406 24.00 6.00 119.00 3.79 4.28
i2407 24.00 7.00 143.00 3.92 4.42
i2408 24.00 8.00 167.00 4.04 4.57
i2408.83 24.00 8.83 186.92 4.69
i2409 24.00 9.00 191.00 4.17
i2410 24.00 10.00 215.00 4.29
O-1200 Twin Series
SHAPE SPAN (FEET) RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
1266T 66'-0" 10'-6" 549.66 7.63
1267T 67'-0" 11'-4 3/8" 607.25 7.89
1268T 68'-0" 12'-2 3/4" 665.71 8.16
1269T 69'-0" 13'-1 1/8" 725.03 8.44
1270T 70'-0" 13'-11 5/8" 785.22 8.73
1271T 71'-0" 14'-10" 846.27 9.03
1272T 72'-0" 15'-8 3/8" 908.19 9.35
1273T 73'-0" 16'-6 3/4" 970.98 9.67
1274T 74'-0" 17'-5 1/8" 1034.63 10.01
1275T 75'-0" 18'-3 1/2" 1099.15 10.36
O-100 Multi-Cell
SHAPE SPAN
(FEET)
RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
BO1-12.5 26.67 3.24 66 1.82
BO1-13 27.67 4.10 88 2.01
BO1-13.5 28.67 4.97 111 2.20
BO1-14 29.67 5.83 135 2.39
BO1-14.5 30.67 6.70 159 2.59
BO1-15 31.67 7.56 185 2.79
BO1-15.5 32.67 8.43 211 3.00
BO1-16 33.67 9.30 239 3.20
BO1-16.5 34.67 10.17 267 3.41
BO1-17 35.67 11.03 296 3.62
BO1-17.5 36.67 11.90 326 3.83
BO1-18 37.67 12.76 357 4.05
O-200 Multi-Cell
SHAPE SPAN
(FEET) RISE (FEET) WATERWAY AREA (SF)
WEIGHT PER
FOOT (TONS)
BO2-14.5 30.67 3.23 79 2.02
BO2-15 31.67 4.09 104 2.21
BO2-15.5 32.67 4.97 131 2.40
BO2-16 33.67 5.83 158 2.59
BO2-16.5 34.67 6.70 186 2.79
BO2-17 35.67 7.56 215 2.99
BO2-17.5 36.67 8.43 245 3.20
BO2-18 37.67 9.29 276 3.40
BO2-18.5 38.67 10.16 307 3.61
BO2-19 39.67 11.03 340 3.82
BO2-19.5 40.67 11.90 373 4.03
BO2-20 41.67 12.76 407 4.25
O-300 Multi-Cell
SHAPE SPAN
(FEET) RISE (FEET) WATERWAY AREA (SF)
WEIGHT PER
FOOT (TONS)
BO3-20.5 43.00 4.20 138 3.34
BO3-21 44.00 5.06 174 3.58
BO3-21.5 45.00 5.93 211 3.82
BO3-22 46.00 6.80 249 4.06
BO3-22.5 47.00 7.67 287 4.31
BO3-23 48.00 8.53 327 4.56
BO3-23.5 49.00 9.40 367 4.82
BO3-24 50.00 10.26 408 5.08
BO3-24.5 51.00 11.13 450 5.35
BO3-25 52.00 11.99 493 5.63
BO3-25.5 53.00 12.86 537 5.91
O-400 Multi-Cell
SHAPE SPAN
(FEET)
RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
BO4-24.5 51.00 5.00 190 3.93
BO4-25 52.00 5.86 233 4.16
BO4-25.5 53.00 6.73 277 4.40
BO4-26 54.00 7.59 321 4.64
BO4-26.5 55.00 8.46 367 4.89
BO4-27 56.00 9.32 413 5.15
BO4-27.5 57.00 10.19 460 5.41
BO4-28 58.00 11.06 508 5.67
BO4-28.5 59.00 11.93 557 5.94
BO4-29 60.00 12.79 607 6.22
O-500 Multi-Cell
SHAPE SPAN
(FEET) RISE (FEET) WATERWAY AREA (SF)
WEIGHT PER
FOOT (TONS)
BO5-28.5 59.32 5.58 255 5.17
BO5-29 60.33 6.45 305 5.47
BO5-29.5 61.33 7.31 356 5.77
BO5-30 62.33 8.18 407 6.09
BO5-30.5 63.33 9.04 460 6.42
BO5-31 64.33 9.91 513 6.75
BO5-31.5 65.33 10.77 567 7.10
BO5-32 66.33 11.65 622 7.45
BO5-32.5 67.33 12.51 678 7.81
O-600 Multi-Cell
SHAPE SPAN
(FEET) RISE (FEET) WATERWAY AREA (SF)
WEIGHT PER
FOOT (TONS)
BO6-32.5 67.32 6.34 326 6.51
BO6-33 68.33 7.21 382 6.81
BO6-33.5 69.33 8.08 440 7.12
BO6-34 70.33 8.95 498 7.44
BO6-34.5 71.33 9.81 558 7.77
BO6-35 72.33 10.68 618 8.10
BO6-35.5 73.33 11.54 679 8.45
BO6-36 74.33 12.41 741 8.81
BO6-36.5 75.33 13.27 804 9.18
O-700 Multi-Cell
SHAPE SPAN
(FEET) RISE (FEET) WATERWAY AREA (SF)
WEIGHT PER
FOOT (TONS)
BO7-36.5 75.67 7.19 407 7.40
BO7-37 76.67 8.05 471 7.74
BO7-37.5 77.67 8.93 535 8.09
BO7-38 78.67 9.79 601 8.46
BO7-38.5 79.67 10.66 667 8.83
BO7-39 80.67 11.52 734 9.21
BO7-39.5 81.67 12.39 802 9.60
BO7-40 82.67 13.25 871 10.00
BO5-32.5 32.50 12.51 678 7.81
O-800 Multi-Cell
SHAPE SPAN
(FEET)
RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
BO8-42.5 87.66 8.78 566 8.74
BO8-43 88.67 9.65 640 9.08
BO8-43.5 89.67 10.51 715 9.44
BO8-44 90.67 11.38 791 9.81
BO8-44.5 91.67 12.24 867 10.19
BO8-45 92.67 13.11 945 10.57
O-900 Multi-Cell
SHAPE SPAN
(FEET) RISE (FEET) WATERWAY AREA (SF)
WEIGHT PER
FOOT (TONS)
BO9-48.5 99.96 8.58 639 9.56
BO9-49 101.00 9.45 723 9.94
BO9-49.5 102.00 10.31 808 10.34
BO9-50 103.00 11.18 895 10.74
BO9-50.5 104.00 12.04 981 11.15
BO9-51 105.00 12.91 1069 11.58
BO9-51.5 106.00 13.77 1158 12.01
O-1000 Multi-Cell
SHAPE SPAN
(FEET) RISE (FEET) WATERWAY AREA (SF)
WEIGHT PER
FOOT (TONS)
BO10-54.5 111.92 8.93 759 11.99
BO10-55 113.00 9.79 853 12.39
BO10-55.5 114.00 10.66 949 12.79
BO10-56 115.00 11.53 1046 13.20
BO10-56.5 116.00 12.40 1143 13.63
BO10-57 117.00 13.26 1241 14.06
O-1100 Multi-Cell
SHAPE SPAN
(FEET) RISE (FEET) WATERWAY AREA (SF)
WEIGHT PER
FOOT (TONS)
BO11-60.5 124.25 10.07 931 13.25
BO11-61 125.33 10.94 1037 13.69
BO11-61.5 126.33 11.81 1143 14.13
BO11-62 127.33 12.68 1250 14.59
BO11-62.5 128.33 13.54 1358 15.05
O-1300 Twin Series
SHAPE SPAN (FEET) RISE (FEET) WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
1372T 72'-0" 11'-0" 614.42 9.47
1373T 73'-0" 11'-10 1/2" 677.21 9.73
1374T 74'-0" 12'-8 7/8" 740.86 10.00
1375T 75'-0" 13'-7 1/4" 805.38 10.28
1376T 76'-0" 14'-5 5/8" 870.76 10.57
1377T 77'-0" 15'-4" 937.01 10.87
1378T 78'-0" 16'-2 3/8" 1004.13 11.18
1379T 79'-0" 17'-0 3/4" 1072.11 11.50
1380T 80'-0" 17'-11 1/4" 1140.96 11.83
1381T 81'-0" 18'-9 5/8" 1210.68 12.17
O-1400 Twin Series
SHAPE SPAN (FEET) RISE (FEET) WATERWAY
AREA (SF)
WEIGHT PER
FOOT (TONS)
1478T 78'-0" 13'-1 3/4" 799.45 11.50
1479T 79'-0" 14'-0 1/8" 867.43 11.84
1480T 80'-0" 14'-10 5/8" 936.28 12.18
1481T 81'-0" 15'-9" 1005.99 12.53
1482T 82'-0" 16'-7 3/8" 1076.58 12.87
1483T 83'-0" 17'-5 3/4" 1148.02 13.21
1484T 84'-0" 18'-4 1/8" 1220.34 13.55
1485T 85'-0" 19'-2 1/2" 1293.52 13.90
1486T 86'-0" 20'-0 7/8" 1367.56 14.24
1487T 87'-0" 20'-11 3/8" 1442.47 14.58
Twin Leaf
Multi-Cell*
ARCH LAY LENGTHS (Nominal)
E12 - E24: 8’ LAY LENGTH
E30 - E66T: 6’ LAY LENGTH
E72T - E84T: 4’ LAY LENGTH
C30T - C54T: 6’ LAY LENGTH
T22 - T24: 6’ LAY LENGTH
T26 - T42: 8’ LAY LENGTH
T44 - T52: 6’ LAY LENGTH
T54 - T62: 4’ LAY LENGTH
T64 - T82: 6’ LAY LENGTH
T84 - T102: 4’ LAY LENGTH
*1/2” Joints between Precast Concrete Units
BEBO
SERIES
SPAN
(FEET)
RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER FOOT
LENGTH (TONS)
E54T 53'-7" 14'-0" 588 4.96
E54T 53'-11" 15'-0" 641 5.12
E54T 54'-0" 16'-0" 695 5.28
E54T 54'-0" 17'-0" 749 5.41
E54T 54'-0" 18'-0" 803 5.58
E54T 54'-0" 19'-0" 857 5.73
E54T 54'-0" 20'-0" 911 5.88
E60T 59'-11" 17'-0" 807 6.65
E60T 60'-0" 18'-0" 867 6.80
E60T 60'-0" 19'-0" 927 7.01
E60T 60'-0" 20'-0" 987 7.18
E60T 60'-0" 21'-0" 1047 7.36
E60T 60'-0" 22'-0" 1107 7.53
E66T 65'-11" 19'-0" 992 7.36
E66T 66'-0" 20'-0" 1058 7.54
E66T 66'-0" 21'-0" 1124 7.72
E66T 66'-0" 22'-0" 1190 7.89
E66T 66'-0" 23'-0" 1256 8.07
E66T 66'-0" 24'-0" 1322 8.24
E72T 71'-8 1/2" 19'-10" 1121 9.02
E72T 71'-11" 20'-10" 1192 9.23
E72T 72'-0" 21'-10" 1264 9.44
E72T 72'-0" 22'-10" 1336 9.64
E72T 72'-0" 23'-10" 1408 9.84
E72T 72'-0" 24'-10" 1480 10.04
E72T 72'-0" 25'-10" 1552 10.24
E78T 77'-9" 21'-10" 1137 9.84
E78T 77'-11" 22'-10" 1415 10.04
E78T 78'-0" 23'-10" 1493 10.25
E78T 78'-0 24'-10" 1571 10.45
E78T 78'-0 25'-10" 1649 10.65
E78T 78'-0 26'-10" 1727 10.85
E78T 78'-0 27'-10" 1805 11.05
E84T 83'-5 1/2" 22'-10" 1489 11.70
E84T 83'-9" 23'-10" 1572 11.94
E84T 83'-11" 24'-10" 1656 12.18
E84T 84'-0" 25'-10" 1740 12.41
E84T 84'-0" 26'-10" 1824 12.64
E84T 84'-0" 27'-10" 1908 12.86
E84T 84'-0" 28'-10" 1992 13.09
E84T 84'-0" 29'-10" 2076 13.31
E-Series Twin Leaf
BEBO
SERIES
SPAN
(FEET)
RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER FOOT
LENGTH (TONS)
T64T 64 7'-5" 340 5.51
T66T 66 7'-11" 375 5.70
T68T 68 8'-6" 413 5.88
T70T 70 9'-1" 454 6.07
T72T 72 9'-8" 497 6.26
T74T 74 8'-9" 460 6.86
T76T 76 9'-4" 504 7.06
T78T 78 9'-10" 545 7.26
T80T 80 10'-5" 592 7.47
T82T 82 11'-1" 641 7.67
T84T 84 10'-0" 599 8.82
T86T 86 10'-7" 646 9.04
T88T 88 11'-2" 695 9.27
T90T 90 11'-9" 747 9.50
T92T 92 12'-4" 802 9.74
T94T 94 11'-5" 755 11.04
T96T 96 11'-11" 808 11.30
T98T 98 12'-6" 863 11.56
T100T 100 13'-1" 921 11.82
T102T 102 13'-8" 982 12.08
T-Series Twin Leaf
E-Series Single Leaf
BEBO
SERIES
SPAN
(FEET)
RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER FOOT
LENGTH (TONS)
E12 11'-2" 3'-6" 28 0.74
E12 11'-9 1/2" 4'-6" 40 0.84
E12 12'-0" 5'-6" 52 0.95
E12 12'-0" 6'-6" 64 1.06
E16 14'-4 1/2" 3'-10" 40 0.88
E16 15'-3 1/2" 4'-10" 54 1.00
E16 15'-10" 5'-10" 70 1.11
E16 16'-0" 6'-10" 86 1.21
E16 16'-0" 7'-10" 102 1.31
E20 18'-7" 5'-2" 70 1.16
E20 19'-4 1/2" 6'-2" 89 1.27
E20 19'-10" 7'-2" 108 1.37
E20 20'-0" 8'-2" 128 1.48
E20 20'-0" 9'-2" 148 1.58
E24 22'-9" 6'-6" 108 1.42
E24 23'-5 1/2" 7'-6" 132 1.53
E24 23'-10 1/2" 8'-6" 155 1.64
E24 24'-0" 9'-6" 179 1.74
E24 24'-0" 10'-6" 203 1.84
E24 24'-0" 11'-6" 227 1.94
E30 28'-11 1/2" 8'-6" 182 2.27
E30 29'-6 1/2" 9'-6" 211 2.43
E30 29'-11" 10'-6" 241 2.56
E30 30'-0" 11'-6" 271 2.69
E30 30'-0" 12'-6" 301 2.81
E30 30'-0" 13'-6" 331 2.94
E36 34'-8 1/2" 9'-2" 235 2.63
E36 35'-4 1/2" 10'-2" 270 2.78
E36 35'-9 1/2" 11'-2" 305 2.91
E36 36'-0" 12'-2" 341 3.05
E36 36'-0" 13'-2" 377 3.16
E42 40'-8 1/2" 10'-2" 307 3.05
E42 41'-4 1/2" 11'-2" 348 3.20
E42 41'-9 1/2" 12'-2" 389 3.33
E42 42'-0" 13'-2" 431 3.46
E48 47'-4" 12'-1" 431 3.96
E48 47'-9" 13'-1" 479 4.10
C-Series Twin Leaf
BEBO
SERIES
SPAN
(FEET)
RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER FOOT
LENGTH (TONS)
C30T 29'-4" 11'-4" 260 2.61
C30T 29'-9" 12'-4" 290 2.73
C30T 29'-11" 13'-4" 319 2.86
C30T 30'-0" 14'-4" 349 2.98
C30T 30'-0" 15'-4" 379 3.11
C30T 30'-0" 16'-4" 409 3.24
C30T 30'-0" 17'-4" 439 3.36
C30T 30'-0" 18'-4" 469 3.49
C36T 35'-6" 14'-4" 397 3.53
C36T 35'-9 1/2" 15'-4" 433 3.67
C36T 35'-11 1/2" 16'-4" 469 3.81
C36T 36'-0" 17'-4" 505 3.94
C36T 36'-0" 18'-4" 541 4.08
C36T 36'-0" 19'-4" 577 4.22
C36T 36'-0" 20'-4" 613 4.36
C36T 36'-0" 21'-4" 648 4.50
C36T 36'-0" 22'-4" 685 4.64
C36T 36'-0" 23'-4" 721 4.77
C42T 41'-7" 17'-0" 549 4.57
C42T 41'-10" 18'-0" 590 4.72
C42T 41'-11 1/2" 19'-0" 632 4.87
C42T 42'-0" 20'-0" 674 5.02
C42T 42'-0" 21'-0" 716 5.17
C42T 42'-0" 22'-0" 758 5.32
C42T 42'-0" 23'-0" 800 5.47
C42T 42'-0" 24'-0" 842 5.63
C42T 42'-0" 25'-0" 884 5.78
C42T 42'-0" 26'-0" 926 5.93
C54T 52'-7 1/2" 20'-4" 819 5.95
C54T 53'-0 1/2" 21'-4" 871 6.11
C54T 53'-5" 22'-4" 925 6.28
C54T 53'-8" 23'-4" 978 6.45
C54T 53'-10" 24'-4" 1032 6.62
C54T 53'-11 1/2" 25'-4" 1086 6.79
C54T 54'-0" 26'-4" 1140 6.96
T-Series Single Leaf
BEBO
SERIES
SPAN
(FEET)
RISE
(FEET)
WATERWAY
AREA (SF)
WEIGHT PER FOOT
LENGTH (TONS)
T22 22 2'-7 1/4" 39.1 1.49
T24 24 3'-2 1/4" 53.4 1.64
T26 26 3'-2 1/2" 56.1 1.58
T28 28 3'-9" 71.0 1.71
T30 30 4'-4 1/4" 88.6 1.84
T32 32 5'-0 1/4" 109.2 1.97
T34 34 4'-0 1/2" 92.0 2.27
T36 36 4'-6 1/2" 110.2 2.41
T38 38 5'-1" 130.8 2.55
T40 40 5'-8 1/4" 154.1 2.70
T42 42 6'-4" 180.4 2.85
T44 44 5'-4" 158.4 3.51
T46 46 5'-10 1/2" 182.3 3.68
T48 48 6'-5 1/4" 208.7 3.85
T50 50 7'-0" 237.8 4.03
T52 52 7'-8" 269.7 4.20
T54 54 6'-8" 242.9 4.29
T56 56 7'-3" 272.5 4.46
T58 58 7'-9" 304.6 4.64
T60 60 8'-4" 339.5 4.81
T62 62 9'-0" 377.2 4.99
* Span assumes 4” betwwwn cells. Both waterway
area and weight per foot include both cells.
O-Series® Precast Details
DESIGN Specifications
AASHTO:
Standard Specifications for Highway Bridges - Section 16.8 LRFD Bridge Design Specifications - Section 12.14
MANUFACTURING Specifications
ASTM C1504
ENGINEERED SOLUTIONS
SPAN
WINGWALL #4
WINGWALL #3
WINGWALL #1
HEADWALL HEIGHT
WINGWALL #2
END HEIGHT
WINGWALL ANGLE
FLOW
LENGTH
WINGWALL LENGTH
RISE
CLEAR RISE
PRECASTRISE
CON/SPAN O-SERIES
INVERT ELEVATION
BOTTOM OF ARCH
TOP OF ARCH
FINISHED GRADE ELEVATION
FOUNDATION WITH PRECAST SPAN
ONE-SIDED KEYWAY
BOTTOM OF LEG
BOTTOM OF FOOTING
C STRUCTURE
ROADWAY WIDTH
LENGTH
BRIDGE SECTION
DEG. 3 WINGWALL 3
DEG. 4 WINGWALL 4
X X
ROADWAY SKEW ANGLE
L
CLEAR RISE
PRECASTRISE
CON/SPAN O-SERIES
INVERT ELEVATION
BOTTOM OF ARCH
TOP OF ARCH
FINISHED GRADE ELEVATION
FOUNDATION WITH PRECAST SPAN
ONE-SIDED KEYWAY
BOTTOM OF LEG
BOTTOM OF FOOTING
FLOW
C STRUCTURE
ROADWAY WIDTH
LENGTH
BRIDGE SECTION
WINGWALL 1
DEG. 1
WINGWALL 2
DEG. 2
DEG. 3 WINGWALL 3
DEG. 4 WINGWALL 4
X X
ROADWAY SKEW ANGLE
L
BRIDGE PLAN BRIDGE ISOMETRIC
BRIDGE SECTION
> 24'-0"
≤ 24'-0"
≤ 24'-0" ≥ 12'-0"
< 12'-0"
ALL A1, A3
A1, A2, A3, A4
A1, A3
SPAN FILL HEIGHT ACCEPTABLE MATERIAL
INSIDE ZONE B
BACKFILL REQUIREMENTS
WINGWALL DETAIL
In-situ
Soil
tu
Limits of Critical
Backfill - Zone B
A A
B B
C C
4’-0” min
To Roadway Base/
Finish Grade or 2’-0”
min.
Fill Height
Finished Grade
Significant Economic Advantages are
gained from Precast Wingwalls through:
• Narrower Footings
• Thinner Walls
• Reduced Excavation
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
RISE
SPAN
PRECAST HEADWALL
1" GROUT
FOOTING PRECAST
WINGWALL
RISE
SPAN
1" GROUT
PRECAST
WINGWALL
END ELEVATION
ZAPATA SENCILLA
DETALLES DE ZAPATA
ZAPATA CON PARED DE PEDESTAL
MULTI CELL PEDESTAL
WALL FOOTING
END ELEVATION
3"
FOOTING
3"
PRECAST HEADWALL
> 24'-0"
≤ 24'-0"
≤ 24'-0" ≥ 12'-0"
< 12'-0"
ALL A1, A3
A1, A2, A3, A4
A1, A3
SPAN FILL HEIGHT ACCEPTABLE MATERIAL
INSIDE ZONE B
BACKFILL REQUIREMENTS
WINGWALL DETAIL
In-situ
Soil
In-situ
Soil
Limits of Critical
Backfill - Zone B
A A
B B
C C
4’-0” min
To Roadway Base/
Finish Grade or 2’-0”
min.
Fill Height
Finished Grade
Significant Economic Advantages are
gained from Precast Wingwalls through:
• Narrower Footings
• Thinner Walls
• Reduced Excavation
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
RISE
SPAN
1" GROUT
FOOTING PRECAST
WINGWALL
SPAN
END ELEVATION
ZAPATA SENCILLA
DETALLES DE ZAPATA
ZAPATA CON PARED DE PEDESTAL
MULTI CELL PEDESTAL
WALL FOOTING
END ELEVATION
3"
FOOTING
3"
PRECAST HEADWALL
> 24'-0"
≤ 24'-0"
≤ 24'-0" ≥ 12'-0"
< 12'-0"
ALL A1, A3
A1, A2, A3, A4
A1, A3
SPAN FILL HEIGHT ACCEPTABLE MATERIAL
INSIDE ZONE B
EQUIREMENTS
WALL DETAIL
In-situ
Soil
Limits of Critical
Backfill - Zone B
A
B
C
4’-0” min
adway Base/
Grade or 2’-0”
Finished Grade
Economic Advantages are
m Precast Wingwalls through:
er Footings
Walls
d Excavation
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
SPAN
FOOTING
W
ZAPATA SENCILLA
DETALLES DE ZAPAT
ZAPATA CON PARED DE PEDESTAL
MULTI CELL PEDESTAL
WALL FOOTING
END ELEVATION
3"
> 24'-0"
≤ 24'-0"
≤ 24'-0" ≥ 12'-0"
< 12'-0"
ALL A1, A3
A1, A2, A3, A4
A1, A3
SPAN FILL HEIGHT ACCEPTABLE MATERIAL
INSIDE ZONE B
L REQUIREMENTS
GWALL DETAIL
In-situ
Soil
Limits of Critical
Backfill - Zone B
A
B
C
4’-0” min
To Roadway Base/
Finish Grade or 2’-0”
min.
Finished Grade
nt Economic Advantages are
rom Precast Wingwalls through:
ower Footings
ner Walls
ced Excavation
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
SPAN
FOOTING
ZAPATA SENCILLA
DETALLES DE ZAPATA
ZAPATA CON PARED DE PEDESTAL
MULTI CELL PEDESTAL
WALL FOOTING
END ELEVATION
3"
> 24'-0"
≤ 24'-0"
≤ 24'-0" ≥ 12'-0"
< 12'-0"
ALL A1, A3
A1, A2, A3, A4
A1, A3
SPAN FILL HEIGHT ACCEPTABLE MATERIAL
INSIDE ZONE B
LL REQUIREMENTS
NGWALL DETAIL
In-situ
Soil
Limits of Critical
Backfill - Zone B
A
B
C
4’-0” min
To Roadway Base/
Finish Grade or 2’-0”
min.
Finished Grade
cant Economic Advantages are
d from Precast Wingwalls through:
arrower Footings
inner Walls
duced Excavation
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
SPAN
FOOTING
ZAPATA SENCILLA
DETALLES DE ZAPATA
ZAPATA CON PARED DE PEDESTAL
MULTI CELL PEDESTAL
WALL FOOTING
END ELEVATION
3"
> 24'-0"
≤ 24'-0"
≤ 24'-0" ≥ 12'-0"
< 12'-0"
ALL A1, A3
A1, A2, A3, A4
A1, A3
SPAN FILL HEIGHT ACCEPTABLE MATERIAL
INSIDE ZONE B
BACKFILL REQUIREMENTS
WINGWALL DETAIL
In-situ
Soil
In-situ
Soil
Limits of Critical
Backfill - Zone B
A A
B B
C C
4’-0” min
To Roadway Base/
Finish Grade or 2’-0”
min.
Fill Height
Finished Grade
Significant Economic Advantages are
gained from Precast Wingwalls through:
• Narrower Footings
• Thinner Walls
• Reduced Excavation
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
1" NOMINAL
GROUT
3" KEYWAY
3"
RISE
SPAN
PRECAST HEADWALL
1" GROUT
FOOTING PRECAST
WINGWALL
RISE
SPAN
1" GROUT
PRECAST
WINGWALL
END ELEVATION
ZAPATA SENCILLA
DETALLES DE ZAPATA
ZAPATA CON PARED DE PEDESTAL
MULTI CELL PEDESTAL
WALL FOOTING
END ELEVATION
3"
FOOTING
3"
PRECAST HEADWALL
Strip Footing
Pedestal Wall Footing
Multi Cell Pier Footing 1. In-situ material must be sufficiently stable to allow support of the precast units
2. Zone A: Embankment or overfill material shall be properly graded and compacted, per project specifications
3. Zone B: Structural backfill material per CON/SPAN O-Series specifications. (Generally, a well-graded angular sand or gravel placed in 8” lifts and compacted to 95% of the maximum dry density, per AASHTO T-99 specification)
4. Zone C: Roadway base and surface materials, per project specifications.
Footing for
Cast-in-Place
Wingwall
Footing for
Precast Wingwall
Grout
Cast-in-Place
Wingwall
Integral Precast
Wingwall Anchor
Precast
Wingwall
Significant Economic Advantages are gained
from Precast Wingwalls through:
• Narrower Footings
• Thinner Walls
• Reduced Excavation
• Faster Installation
WINGWALL DETAIL
STRIP FOOTING BASE SLAB
O-Series BACKFILL REQUIREMENTS
FOOTING DETAILS
SPAN FILL HEIGHT ACCEPTABLE MATERIAL INSIDE ZONE B
≤ 24’-0” ≥ 12’-0” A1, A3
≤ 24’-0” < 12’-0” A1, A2, A3, A4
> 24’-0” ALL A1, A3
© 2013 Contech Engineered Solutions LLC
1. DESCRIPTION 1.1. TYPE - THIS WORK SHALL CONSIST OF FURNISHING AND CONSTRUCTING A CON/SPAN® O-SERIES BRIDGE SYSTEM IN ACCORDANCE WITH THESE SPECIFICATIONS AND IN REASONABLY CLOSE CONFORMITY WITH THE LINES, GRADES, DESIGN AND DIMENSIONS SHOWN ON THE PLANS OR AS ESTABLISHED BY THE ENGINEER. IN SITUATIONS WHERE TWO OR MORE SPECIFICATIONS APPLY TO THIS WORK, THE MOST STRINGENT REQUIREMENTS SHALL GOVERN. 1.2. DESIGNATION - PRECAST REINFORCED CONCRETE CON/SPAN® O-SERIES BRIDGE UNITS MANUFACTURED IN ACCORDANCE WITH THIS SPECIFICATION SHALL BE DESIGNATED BY SPAN AND RISE. PRECAST REINFORCED CONCRETE WINGWALLS AND HEADWALLS MANUFACTURED IN ACCORDANCE WITH THIS SPECIFICATION SHALL BE DESIGNATED BY LENGTH, HEIGHT, AND DEFLECTION ANGLE. PRECAST REINFORCED CONCRETE EXPRESS™ FOUNDATION UNITS MANUFACTURED IN ACCORDANCE WITH THIS SPECIFICATION SHALL BE DESIGNATED BY LENGTH, HEIGHT AND WIDTH. 2. DESIGN 2.1. SPECIFICATIONS - THE PRECAST ELEMENTS ARE DESIGNED IN ACCORDANCE WITH THE "AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS" 8TH EDITION, ADOPTED BY THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS, 2017. A MINIMUM OF ONE FOOT OF COVER ABOVE THE CROWN OF THE BRIDGE UNITS IS REQUIRED IN THE INSTALLED CONDITION. (UNLESS NOTED OTHERWISE ON THE SHOP DRAWINGS AND DESIGNED ACCORDINGLY.) 3. MATERIALS 3.1. CONCRETE - THE CONCRETE FOR THE PRECAST ELEMENTS SHALL BE AIR-ENTRAINED WHEN INSTALLED IN AREAS SUBJECT TO FREEZE-THAW CONDITIONS, COMPOSED OF PORTLANDCEMENT, FINE AND COARSE AGGREGATES, ADMIXTURES AND WATER. AIR-ENTRAINED CONCRETE SHALL CONTAIN 6 ± 2 PERCENT AIR. THE AIR- ENTRAINING ADMIXTURE SHALL CONFORM TO AASHT0 M154. THE MINIMUM CONCRETE COMPRESSIVE STRENGTH SHALL BE AS SHOWN ON THE SHOP DRAWINGS. 3.1.1.PORTLAND CEMENT - SHALL CONFORM TO THE REQUIREMENTS OF ASTM SPECIFICATIONS C150-TYPE I, TYPE II, OR TYPE III CEMENT. 3.1.2.COARSE AGGREGATE - SHALL CONSIST OF STONE HAVING A MAXIMUM SIZE OF 1 INCH. AGGREGATE SHALL MEET REQUIREMENTS FOR ASTM C33. 3.1.3.WATER REDUCING ADMIXTURE - THE MANUFACTURER MAY SUBMIT, FOR APPROVAL BY THE ENGINEER, A WATER-REDUCING ADMIXTURE FOR THE PURPOSE OF INCREASING WORKABILITY AND REDUCING THE WATER REQUIREMENT FOR THE CONCRETE. 3.1.4.CALCIUM CHLORIDE - THE ADDITION TO THE MIX OF CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM CHLORIDE WILL NOT BE PERMITTED. 3.1.5.MIXTURE - THE AGGREGATES, CEMENT AND WATER SHALL BE PROPORTIONED AND MIXED IN A BATCH MIXER TO PRODUCE A HOMOGENEOUS CONCRETE MEETING THE STRENGTH REQUIREMENTS OF THIS SPECIFICATION. THE PROPORTION OF PORTLAND CEMENT IN THE MIXTURE SHALL NOT BE LESS THAN 564 POUNDS (6 SACKS) PER CUBIC YARD OF CONCRETE. 3.2. STEEL REINFORCEMENT 3.2.1.THE MINIMUM STEEL YIELD STRENGTH SHALL BE 60,000 PSI, UNLESS OTHERWISE NOTED ON THE SHOP DRAWINGS. 3.2.2. ALL REINFORCING STEEL FOR THE PRECAST ELEMENTS SHALL BE FABRICATED AND PLACED IN ACCORDANCE WITH THE DETAILED SHOP DRAWINGS SUBMITTED BY THE MANUFACTURER. 3.2.3.REINFORCEMENT SHALL CONSIST OF WELDED WIRE REINFORCING CONFORMING TO ASTM SPECIFICATION A 1064, OR DEFORMED STEEL BARS CONFORMING TO ASTM SPECIFICATION A 615, GRADE 60. LONGITUDINAL DISTRIBUTION REINFORCEMENT MAY CONSIST OF WELDED WIRE FABRIC OR DEFORMED BILLET-STEEL BARS. 3.3. STEEL HARDWARE 3.3.1.BOLTS AND THREADED RODS FOR WINGWALL CONNECTIONS SHALL CONFORM TO ASTM A 307. NUTS SHALL CONFORM TO AASHTO M292 (ASTM A194) GRADE 2H.
ALL BOLTS, THREADED RODS AND NUTS USED IN WINGWALL CONNECTIONS SHALL BE MECHANICALLY ZINC COATED IN ACCORDANCE WITH ASTM B695 CLASS 50. 3.3.2.STRUCTURAL STEEL FOR WINGWALL CONNECTION PLATES AND PLATE WASHERS SHALL CONFORM TO AASHTO M 270 (ASTM A 709) GRADE 36 AND SHALL BE HOT DIP GALVANIZEDAS PER AASHTO M111 (ASTM A123). 3.3.3.INSERTS FOR WINGWALLS SHALL BE 1" DIAMETER TWO-BOLT PRESET WINGWALL ANCHORS AS MANUFACTURED BY DAYTON SUPERIOR CONCRETE ACCESSORIES, MIAMISBURG, OHIO, (800) 745-3700 AND SHALL BE ELECTRO GALVANIZED IN ACCORDANCE WITH ASTM B633 SC-1. 3.3.4.FERRULE LOOP INSERTS SHALL BE F-64 FERRULE LOOP INSERTS AS MANUFACTURED BY DAYTON SUPERIOR CONCRETE ACCESSORIES, MIAMISBURG, OHIO, (800) 745-3700 AND SHALL BE ELECTRO GALVANIZED. 3.3.5.HOOK BOLTS USED IN ATTACHED HEADWALL CONNECTIONS SHALL BE ASTM A307. 3.3.6.INSERTS FOR DETACHED HEADWALL CONNECTIONS SHALL BE AISI TYPE 304 STAINLESS STEEL, EXPANDED COIL INSERTS AS MANUFACTURED BY DAYTON SUPERIOR CONCRETE ACCESSORIES, MIAMISBURG, OHIO, (800) 745-3700. COIL RODS AND NUTS USED IN HEADWALL CONNECTIONS SHALL BE AISI TYPE 304 STAINLESS STEEL. WASHERS USED IN HEADWALL CONNECTIONS SHALL BE EITHER AISI TYPE 304 STAINLESS STEEL PLATE WASHERS OR AASHTO M270 (ASTM A709) GRADE 36 PLATE WASHERS HOT DIP GALVANIZED AS PER AASHTO M111 (ASTM A123). 3.3.7.MECHANICAL SPLICES OF REINFORCING BARS SHALL BE MADE USING THE DOWEL BAR SPLICER SYSTEM AS MANUFACTURED BY DAYTON SUPERIOR CONCRETE ACCESSORIES, MIAMISBURG, OHIO, (800) 745-3700, AND SHALL CONSIST OF THE DBDI SPLICE SYSTEM (DOWEL BAR SPLICER AND DOWEL-IN), OR AS MANUFACTURED BY BARSPLICE PRODUCTS INC, DAYTON, OHIO, (937)-275-8700, AND SHALL CONSIST OF BARSPLICER XP TYPE 2 SYSTEM. 4. MANUFACTURE OF PRECAST ELEMENTS - SUBJECT TO THE PROVISIONS OF SECTION 5, BELOW, THE PRECAST ELEMENT DIMENSION AND REINFORCEMENT DETAILS SHALL BE AS PRESCRIBED IN THE PLAN AND SHOP DRAWINGS PROVIDED BY THE MANUFACTURER. 4.1. FORMS - THE FORMS USED IN MANUFACTURE SHALL BE SUFFICIENTLY RIGID AND ACCURATE TO MAINTAIN THE REQUIRED PRECAST ELEMENT DIMENSIONS WITHIN THE PERMISSIBLE VARIATIONS GIVEN IN SECTION 5 OF THESE SPECIFICATIONS. ALL CASTING SURFACES SHALL BE OF A SMOOTH MATERIAL. 4.2. PLACEMENT OF REINFORCEMENT 4.2.1.PLACEMENT OF REINFORCEMENT IN PRECAST BRIDGE UNITS - THE COVER OF CONCRETE OVER THE OUTSIDE CIRCUMFERENTIAL REINFORCEMENT SHALL BE 2" MINIMUM. THE COVER OF CONCRETE OVER THE INSIDE CIRCUMFERENTIAL REINFORCEMENT SHALL BE 1 1 2" MINIMUM, UNLESS OTHERWISE NOTED ON THE SHOP DRAWINGS. THE CLEAR DISTANCE OF THE END CIRCUMFERENTIAL WIRES SHALL NOT BE LESS THAN 1" NOR MORE THAN 2" FROM THE ENDS OF EACH SECTION. REINFORCEMENT SHALL BE ASSEMBLED UTILIZING SINGLE OR MULTIPLE LAYERS OF WELDED WIRE FABRIC (NOT TO EXCEED 3 LAYERS), SUPPLEMENTED WITH A SINGLE LAYER OF DEFORMED BILLET-STEEL BARS, WHEN NECESSARY. WELDED WIRE FABRIC SHALL BE COMPOSED OF CIRCUMFERENTIAL AND LONGITUDINAL WIRES MEETING THE SPACING REQUIREMENTS OF 4.3, BELOW, AND SHALL CONTAIN SUFFICIENT LONGITUDINAL WIRES EXTENDING THROUGH THE BRIDGE UNIT TO MAINTAIN THE SHAPE AND POSITION OF THE REINFORCEMENT. LONGITUDINAL DISTRIBUTION REINFORCEMENT MAY BE WELDED WIRE FABRIC OR DEFORMED BILLET-STEEL BARS AND SHALL MEET THE SPACING REQUIREMENTS OF 4.3, BELOW. THE ENDS OF THE LONGITUDINAL DISTRIBUTION REINFORCEMENT SHALL BE NOT MORE THAN 3" AND NOT LESS THAN 1 1 2" FROM THE ENDS OF THE BRIDGE UNIT. 4.2.2.BENDING OF REINFORCEMENT FOR PRECAST BRIDGE UNITS - THE OUTSIDE AND INSIDE CIRCUMFERENTIAL REINFORCING STEEL FOR THE CORNERS OF THE BRIDGE SHALL BE BENT TO SUCH AN ANGLE THAT IS APPROXIMATELY EQUAL TO THE CONFIGURATION OF THE BRIDGE'S OUTSIDE CORNER. 4.2.3.PLACEMENT OF REINFORCEMENT FOR PRECAST WINGWALLS AND HEADWALLS - THE COVER OF CONCRETE OVER THE LONGITUDINAL AND TRANSVERSE REINFORCEMENT SHALL BE 2" MINIMUM. THE CLEAR DISTANCE FROM THE END OF EACH PRECAST ELEMENT TO THE END OF REINFORCING STEEL SHALL NOT BE LESS THAN 1½" NOR MORE THAN 3". REINFORCEMENT SHALL BE ASSEMBLED UTILIZING A SINGLE LAYER OF WELDED WIRE FABRIC, OR A SINGLE LAYER OF DEFORMED BILLET-STEEL BARS. WELDED WIRE FABRIC SHALL BE COMPOSED OF TRANSVERSE AND LONGITUDINAL WIRES MEETING THE SPACING REQUIREMENTS OF 4.3, BELOW, AND SHALL CONTAIN SUFFICIENT LONGITUDINAL WIRES EXTENDING THROUGH THE ELEMENT TO MAINTAIN THE SHAPE AND POSITION OF THE REINFORCEMENT. LONGITUDINAL REINFORCEMENT MAY BE WELDED WIRE FABRIC OR DEFORMED BILLET-STEEL BARS AND SHALL MEET THE SPACING REQUIREMENTS OF 4.3, BELOW. 4.2.4.PLACEMENT OF REINFORCMENT FOR PRECAST FOUNDATION UNITS - THE COVER OF CONCRETE OVER THE BOTTOM REINFORCEMENT SHALL BE 3 INCHES MINIMUM. THE COVER OF CONCRETE FOR ALL OTHER REINFORCEMENT SHALL BE 2 INCHES MINIMUM. THE CLEAR DISTANCE FROM THE END OF EACH PRECAST ELEMENT TO THE END OF REINFORCING STEEL SHALL NOT BE LESS THAN 2 INCHES NOR MORE THAN 3 INCHES. REINFORCEMENT SHALL BE ASSEMBLED UTILIZING A SINGLE LAYER OF WELDED WIRE FABRIC OR A SINGLE LAYER OF DEFOREMED BILLET-STEEL BARS. WELDED WIRE FABRIC SHALL BE COMPOSED OF TRANSVERSE AND LONGITUDINAL WIRES MEETING THE SPACING REQUIREMENTS OF 4.3, BELOW, AND SHALL CONTAIN SUFFICIENT LONGITUDINAL WIRES EXTENDING THROUGH THE ELEMENT TO MAINTAIN THE SHAPE AND POSITION OF THE REINFORCEMENT. LONGITUDINAL REINFORCEMENT MAY BE WELDED WIRE FABRIC OR DEFORMED BILLET-STEEL BARS AND SHALL MEET THE SPACING REQUIREMENTS OF 4.3, BELOW. 4.3. LAPS, WELDS, SPACING 4.3.1.LAPS, WELDS, AND SPACING FOR PRECAST BRIDGE UNITS - TENSION SPLICES IN THE CIRCUMFERENTIAL REINFORCEMENT SHALL BE MADE BY LAPPING. LAPS MAY BE TACK WELDED TOGETHER FOR ASSEMBLY PURPOSES. FOR SMOOTH WELDED WIRE FABRIC, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.5B AND 5.10.8.5.2. FOR DEFORMED WELDED WIRE FABRIC, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.5A AND 5.10.8.5.1. THE OVERLAP OF WELDED WIRE FABRIC SHALL BE MEASURED BETWEEN THE OUTER-MOST LONGITUDINAL WIRES OF EACH FABRIC SHEET. FOR DEFORMED BILLET-STEEL BARS, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.1 FOR SPLICES OTHER THAN TENSION SPLICES, THE OVERLAP SHALL BE A MINIMUM OF 1'-0" FOR WELDED WIRE FABRIC OR DEFORMED BILLET-STEEL BARS. THE SPACING CENTER TO CENTER OF THE CIRCUMFERENTIAL WIRES IN A WIRE FABRIC SHEET SHALL BE NOT LESS THAN 2" NOR MORE THAN 4". THE SPACING CENTER TO CENTER OF THE LONGITUDINAL WIRES SHALL NOT BE MORE THAN 8". THE SPACING CENTER TO CENTER OF THE LONGITUDINAL DISTRIBUTION STEEL FOR EITHER LINE OF REINFORCING IN THE TOP SLAB SHALL BE NOT MORE THAN 1'-4". 4.3.2.LAPS, WELDS, AND SPACING FOR PRECAST WINGWALLS, HEADWALLS AND FOUNDATIONS - SPLICES IN THE REINFORCEMENT SHALL BE MADE BY LAPPING. LAPS MAY BE TACK WELDED TOGETHER FOR ASSEMBLY PURPOSES. FOR SMOOTH WELDED WIRE FABRIC, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.5B AND 5.10.8.5.2. FOR DEFORMED WELDED WIRE FABRIC, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.5A AND 5.10.8.5.1. FOR DEFORMED BILLET-STEEL BARS, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.1. THE SPACING CENTER-TO-CENTER OF THE WIRES IN A WIRE FABRIC SHEET SHALL BE NOT LESS THAN 2" NOR MORE THAN 8". 4.4. CURING - THE PRECAST CONCRETE ELEMENTS SHALL BE CURED FOR A SUFFICIENT LENGTH OF TIME SO THAT THE CONCRETE WILL DEVELOP THE SPECIFIED COMPRESSIVE STRENGTH IN 28 DAYS OR LESS. ANY ONE OF THE FOLLOWING METHODS OF CURING OR COMBINATIONS THERE OF SHALL BE USED: 4.4.1.STEAM CURING - THE PRECAST ELEMENTS MAY BE LOW-PRESSURE STEAM CURED BY A SYSTEM THAT WILL MAINTAIN A MOIST ATMOSPHERE. 4.4.2.WATER CURING - THE PRECAST ELEMENTS MAY BE WATER CURED BY ANY METHOD THAT WILL KEEP THE SECTIONS MOIST. 4.4.3.MEMBRANE CURING - A SEALING MEMBRANE CONFORMING TO THE REQUIREMENTS OF ASTM SPECIFICATION C309 MAY BE APPLIED AND SHALL BE LEFT INTACT UNTIL THE REQUIRED CONCRETE COMPRESSIVE STRENGTH IS ATTAINED. THE CONCRETE TEMPERATURE AT THE TIME OF APPLICATION SHALL BE WITHIN +/- 10 DEGREES F OF THE ATMOSPHERIC TEMPERATURE. ALL SURFACES SHALL BE KEPT MOIST PRIOR TO THE APPLICATION OF THE COMPOUNDS AND SHALL BE DAMP WHEN THE COMPOUND IS APPLIED. 4.5. STORAGE, HANDLING & DELIVERY 4.5.1.STORAGE - PRECAST CONCRETE BRIDGE ELEMENTS SHALL BE LIFTED AND STORED IN “AS-CAST” POSITION. PRECAST CONCRETE HEADWALL AND WINGWALL UNITS ARE CAST, STORED AND SHIPPED IN A FLAT POSITION. THE PRECAST ELEMENTS SHALL BE STORED IN SUCH A MANNER TO PREVENT CRACKING OR DAMAGE. STORE ELEMENTS USING TIMBER SUPPORTS AS APPROPRIATE. THE UNITS SHALL NOT BE MOVED UNTIL THE CONCRETE COMPRESSIVE STRENGTH HAS REACHED A MINIMUM OF 2500 PSI (3000 PSI FOR SPANS >48 FEET), AND THEY SHALL NOT BE STORED IN AN UPRIGHT POSITION. 4.5.2.HANDLING - HANDLING DEVICES SHALL BE PERMITTED IN EACH PRECAST ELEMENT FOR THE PURPOSE OF HANDLING AND SETTING. SPREADER BEAMS MAY BE REQUIRED FOR THE LIFTING OF PRECAST CONCRETE BRIDGE ELEMENTS TO PRECLUDE DAMAGE FROM BENDING OR TORSION FORCES. 4.5.3.DELIVERY - PRECAST CONCRETE ELEMENTS MUST NOT BE SHIPPED UNTIL THE CONCRETE HAS ATTAINED THE SPECIFIED DESIGN COMPRESSIVE STRENGTH, OR AS DIRECTED BY THE DESIGN ENGINEER. PRECAST CONCRETE ELEMENTS MAY BE UNLOADED AND PLACED ON THE GROUND AT THE SITE UNTIL INSTALLED. STORE ELEMENTS USING TIMBER SUPPORTS AS APPROPRIATE. 4.6. QUALITY ASSURANCE - THE PRECASTER SHALL DEMONSTRATE ADHERENCE TO THE STANDARDS SET FORTH IN THE NPCA QUALITY CONTROL MANUAL. THE PRECASTER SHALL MEET EITHER SECTION 4.6.1 OR 4.6.2 4.6.1.CERTIFICATION - THE PRECASTER SHALL BE CERTIFIED BY THE PRECAST/PRESTRESSED CONCRETE INSTITUTE PLANT CERTIFICATION PROGRAM OR THE NATIONAL PRECAST CONCRETE ASSOCIATION'S PLANT CERTIFICATION PROGRAM PRIOR TO AND DURING PRODUCTION OF THE PRODUCTS COVERED BY THIS SPECIFICATION. 4.6.2.QUALIFICATIONS, TESTING AND INSPECTION 4.6.2.1. THE PRECASTER SHALL HAVE BEEN IN THE BUSINESS OF PRODUCING PRECAST CONCRETE PRODUCTS SIMILAR TO THOSE SPECIFIED FOR A MINIMUM OF THREE YEARS. HE SHALL MAINTAIN A PERMANENT QUALITY CONTROL DEPARTMENT OR RETAIN AN INDEPENDENT TESTING AGENCY ON A CONTINUING BASIS. THE AGENCY SHALL ISSUE A REPORT, CERTIFIED BY A LICENSED ENGINEER, DETAILING THE ABILITY OF THE PRECASTER TO PRODUCE QUALITY PRODUCTS CONSISTENT WITH INDUSTRY STANDARDS. 4.6.2.2. THE PRECASTER SHALL SHOW THAT THE FOLLOWING TESTS ARE PERFORMED IN ACCORDANCE WITH THE ASTM STANDARDS INDICATED. TESTS SHALL BE PERFORMED AS INDICATED IN SECTION 6 OF THESE SPECIFICATIONS. 4.6.2.2.1. AIR CONTENT: C231 OR C173 4.6.2.2.2. COMPRESSIVE STRENGTH: C31,C39,C497 4.6.2.3. THE PRECASTER SHALL PROVIDE DOCUMENTATION DEMONSTRATING COMPLIANCE WITH THIS SECTION TO CONTECH® ENGINEERED SOLUTIONS AT REGULAR INTERVALS OR UPON REQUEST. 4.6.2.4. THE OWNER MAY PLACE AN INSPECTOR IN THE PLANT WHEN THE PRODUCTS COVERED BY THIS SPECIFICATION ARE BEING MANUFACTURED. 4.6.3.DOCUMENTATION - THE PRECASTER SHALL SUBMIT PRECAST PRODUCTION REPORTS TO CONTECH® ENGINEERED SOLUTIONS AS REQUIRED. 5. PERMISSIBLE VARIATIONS 5.1. BRIDGE UNITS 5.1.1.INTERNAL DIMENSIONS - THE INTERNAL DIMENSION SHALL VARY NOT MORE THAN 1% FROM THE DESIGN DIMENSIONS NOR MORE THAN 1 1 2" WHICHEVER IS LESS. 5.1.2.SLAB AND WALL THICKNESS - THE SLAB AND WALL THICKNESS SHALL NOT BE LESS THAN THAT SHOWN IN THE DESIGN BY MORE THAN 1 4". A THICKNESS MORE THAN THAT REQUIRED IN THE DESIGN SHALL NOT BE CAUSE FOR REJECTION. 5.1.3.LENGTH OF OPPOSITE SURFACES - VARIATIONS IN LAYING LENGTHS OF TWO OPPOSITE SURFACES OF THE BRIDGE UNIT SHALL NOT BE MORE THAN 1 2" IN ANY SECTION, EXCEPT WHERE BEVELED ENDS FOR LAYING OF CURVES ARE SPECIFIED BY THE PURCHASER. 5.1.4.LENGTH OF SECTION - THE UNDERRUN IN LENGTH OF A SECTION SHALL NOT BE MORE THAN 1 2" IN ANY BRIDGE UNIT. 5.1.5.POSITION OF REINFORCEMENT - THE MAXIMUM VARIATION IN POSITION OF THE REINFORCEMENT SHALL BE ± 1 2". IN NO CASE SHALL THE COVER OVER THE REINFORCEMENT BE LESS THAN 1 1 2" FOR THE OUTSIDE CIRCUMFERENTIAL STEEL OR BE LESS THAN 1" FOR THE INSIDE CIRCUMFERENTIAL STEEL AS MEASURED TO THE EXTERNAL OR INTERNAL SURFACE OF THE BRIDGE. THESE TOLERANCES OR COVER REQUIREMENTS DO NOT APPLY TO MATING SURFACES OF THE JOINTS. 5.1.6. AREA OF REINFORCEMENT - THE AREAS OF STEEL REINFORCEMENT SHALL BE THE DESIGN STEEL AREAS AS SHOWN IN THE MANUFACTURER'S SHOP DRAWINGS. STEEL AREAS GREATER THAN THOSE REQUIRED SHALL NOT BE CAUSE FOR REJECTION. THE PERMISSIBLE VARIATION IN DIAMETER OF ANY REINFORCEMENT SHALL CONFORM TO THE TOLERANCES PRESCRIBED IN THE ASTM SPECIFICATION FOR THAT TYPE OF REINFORCEMENT. 5.2. WINGWALLS & HEADWALLS 5.2.1.WALL THICKNESS - THE WALL THICKNESS SHALL NOT VARY FROM THAT SHOWN IN THE DESIGN BY MORE THAN 1 2". 5.2.2.LENGTH/HEIGHT OF WALL SECTIONS - THE LENGTH AND HEIGHT OF THE WALL SHALL NOT VARY FROM THAT SHOWN IN THE DESIGN BY MORE THAN 1 2". 5.2.3.POSITION OF REINFORCEMENT - THE MAXIMUM VARIATION IN THE POSITION OF THE REINFORCEMENT SHALL BE ± 1 2". IN NO CASE SHALL THE COVER OVER THE REINFORCEMENT BE LESS THAN 1 1 2". 5.2.4.SIZE OF REINFORCEMENT - THE PERMISSIBLE VARIATION IN DIAMETER OF ANY REINFORCING SHALL CONFORM TO THE TOLERANCES PRESCRIBED IN THE ASTM SPECIFICATION FOR THAT TYPE OF REINFORCING. STEEL AREA GREATER THAN THAT REQUIRED SHALL NOT BE CAUSE FOR REJECTION. 5.3. FOUNDATION UNITS 5.3.1.WALL THICKNESS - THE WALL THICKNESS SHALL NOT VARY FROM THAT SHOWN IN THE DESIGN BY MORE THAN 1 2". 5.3.2.LENGTH/ HEIGHT/WIDTH OF FOUNDATION SECTIONS - THE LENGTH, HEIGHT AND WIDTH OF THE FOUNDATION UNITS SHALL NOT VARY FROM THAT SHOWN IN THE DESIGN BY MORE THAN 1 2". 5.3.3.POSITION OF REINFORCEMENT - THE MAXIMUM VARIATION IN THE POSITION OF THE REINFORCEMENT SHALL BE ± 1 2". IN NO CASE SHALL THE COVER OVER THE REINFORCEMENT BE LESS THAN 1 1 2". 5.3.4.SIZE OF REINFORCEMENT - THE PERMISSIBLE VARIATION IN DIAMETER OF ANY REINFORCING SHALL CONFORM TO THE TOLERANCES PRESCRIBED IN THE ASTM SPECIFICATION FOR THAT TYPE OF REINFORCING. STEEL AREA GREATER THAN THAT REQUIRED SHALL NOT BE CAUSE FOR REJECTION. 6. TESTING/ INSPECTION 6.1. TESTING 6.1.1.TYPE OF TEST SPECIMEN - CONCRETE COMPRESSIVE STRENGTH SHALL BE DETERMINED FROM COMPRESSION TESTS MADE ON CYLINDERS OR CORES. FOR CYLINDER TESTING, A MINIMUM OF 4 CYLINDERS SHALL BE TAKEN FOR EACH BRIDGE ELEMENT. FOR CORE TESTING, A MINIMUM OF 2 CORES SHALL BE TAKEN FOR EACH BRIDGE ELEMENT. EACH ELEMENT SHALL BE CONSIDERED SEPARATELY FOR THE PURPOSE OF TESTING AND ACCEPTANCE. 6.1.2.COMPRESSION TESTING - CYLINDERS SHALL BE MADE AND TESTED AS PRESCRIBED BY THE ASTM C39 SPECIFICATION. CYLINDERS SHALL BE CURED IN THE SAME ENVIRONMENT AS THE BRIDGE ELEMENTS. CORES SHALL BE OBTAINED AND TESTED FOR COMPRESSIVE STRENGTH FROM EACH ELEMENT IN ACCORDANCE WITH THE PROVISIONS OF THE ASTM C42 SPECIFICATION. 6.1.3. ACCEPTABILITY OF CYLINDER TESTS - WHEN THE AVERAGE COMPRESSIVE STRENGTH OF ALL CYLINDERS TESTED IS EQUAL TO OR GREATER THAN THE DESIGN COMPRESSIVE STRENGTH, AND NOT MORE THAN 10% OF THE CYLINDERS TESTED HAVE A COMPRESSIVE STRENGTH LESS THAN THE DESIGN CONCRETE STRENGTH, AND NO CYLINDER TESTED HAS A COMPRESSIVE STRENGTH LESS THAN 90% OF THE REQUIRED CONCRETE STRENGTH, THEN THE ELEMENT SHALL BE ACCEPTED. WHEN THE COMPRESSIVE STRENGTH OF THE CYLINDERS TESTED DOES NOT CONFORM TO THESE ACCEPTANCE CRITERIA, THE ACCEPTABILITY OF THE ELEMENT MAY BE DETERMINED AS DESCRIBED IN SECTION 6.1.4, BELOW. 6.1.4. ACCEPTABILITY OF CORE TESTS - THE COMPRESSIVE STRENGTH OF THE CONCRETE IN A BRIDGE ELEMENT IS ACCEPTABLE WHEN EACH CORE TEST STRENGTH IS EQUAL TO OR GREATER THAN THE DESIGN CONCRETE STRENGTH. WHEN THE COMPRESSIVE STRENGTH OF A CORE TESTED IS LESS THAN THE DESIGN CONCRETE STRENGTH, THE PRECAST ELEMENT FROM WHICH THAT CORE WAS TAKEN MAY BE RE-CORED. WHEN THE COMPRESSIVE STRENGTH OF THE RE-CORE IS EQUAL TO OR GREATER THAN THE DESIGN CONCRETE STRENGTH, THE COMPRESSIVE STRENGTH OF THE CONCRETE IN THAT BRIDGE ELEMENT IS ACCEPTABLE. 6.1.4.1. WHEN THE COMPRESSIVE STRENGTH OF ANY RECORE IS LESS THAN THE DESIGN CONCRETE STRENGTH, THE PRECAST ELEMENT FROM WHICH THAT CORE WAS TAKEN SHALL BE REJECTED. 6.1.4.2. PLUGGING CORE HOLES - THE CORE HOLES SHALL BE PLUGGED AND SEALED BY THE MANUFACTURER IN A MANNER SUCH THAT THE ELEMENTS WILL MEET ALL OF THE TEST REQUIREMENTS OF THIS SPECIFICATION. PRECAST ELEMENTS SO SEALED SHALL BE CONSIDERED SATISFACTORY FOR USE. 6.1.4.3. TEST EQUIPMENT - EVERY MANUFACTURER FURNISHING PRECAST ELEMENTS UNDER THIS SPECIFICATION SHALL FURNISH ALL FACILITIES AND PERSONNEL NECESSARY TO CARRY OUT THE TEST REQUIRED. 6.2. INSPECTION - THE QUALITY OF MATERIALS, THE PROCESS OF MANUFACTURE, AND THE FINISHED PRECAST ELEMENTS SHALL BE SUBJECT TO INSPECTION BY THE PURCHASER. 7. JOINTS THE BRIDGE UNITS SHALL BE PRODUCED WITH FLAT BUTT ENDS. THE ENDS OF THE BRIDGE UNITS SHALL BE SUCH THAT WHEN THE SECTIONS ARE LAID TOGETHER THEY WILL MAKE A CONTINUOUS LINE WITH A SMOOTH INTERIOR FREE OF APPRECIABLE IRREGULARITIES, ALL COMPATIBLE WITH THE PERMISSIBLE VARIATIONS IN SECTION 5, ABOVE. THE JOINT WIDTH BETWEEN ADJACENT PRECAST UNITS SHALL NOT EXCEED 3 4". 8. WORKMANSHIP/ FINISH THE BRIDGE UNITS, WINGWALLS, HEADWALLS AND FOUNDATION UNITS SHALL BE SUBSTANTIALLY FREE OF FRACTURES. THE ENDS OF THE BRIDGE UNITS SHALL BE NORMAL TO THE WALLS AND CENTERLINE OF THE BRIDGE SECTION, WITHIN THE LIMITS OF THE VARIATIONS GIVEN IN SECTION 5, ABOVE, EXCEPT WHERE BEVELED ENDS ARE SPECIFIED. THE FACES OF THE WINGWALLS AND HEADWALLS SHALL BE PARALLEL TO EACH OTHER, WITHIN THE LIMITS OF VARIATIONS GIVEN IN SECTION 5, ABOVE. THE SURFACE OF THE PRECAST ELEMENTS SHALL BE A SMOOTH STEEL FORM OR TROWELED SURFACE. TRAPPED AIR POCKETS CAUSING SURFACE DEFECTS SHALL BE CONSIDERED AS PART OF A SMOOTH, STEEL FORM FINISH. 9. REPAIRS PRECAST ELEMENTS MAY BE REPAIRED, IF NECESSARY, BECAUSE OF IMPERFECTIONS IN MANUFACTURE OR HANDLING DAMAGE AND WILL BE ACCEPTABLE IF, IN THE OPINION OF THE PURCHASER, THE REPAIRS ARE SOUND, PROPERLY FINISHED AND CURED, AND THE REPAIRED SECTION CONFORMS TO THE REQUIREMENTS OF THIS SPECIFICATION. 10.REJECTION THE PRECAST ELEMENTS SHALL BE SUBJECT TO REJECTION ON ACCOUNT OF ANY OF THE SPECIFICATION REQUIREMENTS. INDIVIDUAL PRECAST ELEMENTS MAY BE REJECTED BECAUSE OF ANY OF THE FOLLOWING: 10.1.FRACTURES OR CRACKS PASSING THROUGH THE WALL, EXCEPT FOR A SINGLE END CRACK THAT DOES NOT EXCEED ONE HALF THE THICKNESS OF THE WALL. 10.2.DEFECTS THAT INDICATE PROPORTIONING, MIXING, AND MOLDING NOT IN COMPLIANCE WITH SECTION 4 OF THESE SPECIFICATIONS. 10.3.HONEYCOMBED OR OPEN TEXTURE. 10.4.DAMAGED ENDS, WHERE SUCH DAMAGE WOULD PREVENT MAKING A SATISFACTORY JOINT. SPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® O-SERIES BRIDGE SYSTEMS DYO DYO CHECKED: DRAWN: DYO DESIGNED: APPROVED:
C:\USERS\JEREMY.JOHNSON\ONEDRIVE - THE QUIKRETE COMPANIES\DOCUMENTS\DRAWING2.DWG 1/12/2022 10:35 AM SHEET NO.: OF D9 DYO PROJECT No.: SEQ. No.: DATE: D6 DRAWING DYOB 800-338-1122 513-645-7000 513-645-7993 FAX 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 MARK DATE REVISION DESCRIPTION BY The design and information shown on this drawing is providedas a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use.
If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com CON/SPAN O-SERIES SPECIFICATIONS
GW, GP, SP
GM, SW,
SP, SM TYPICAL USCS MATERIALS AASHTO GROUP AASHTO SUBGROUP GM, SM, ML, SP, GP
SC, GC, GM ACCEPTABLE SOILS FOR USE IN ZONE B BACKFILL PERCENT PASSING US SIEVE NO. #10 #40 #200 50 MAX 30 MAX 15 MAX 50 MAX 25 MAX 35 MAX 35 MAX SP, SM, SW ML, SM, SC A1 A2A3A4 A-1a A-1b A-2-4 A-2-5 CHARACTER OF FRACTION PASSING NO. 40 SIEVE LIQUID LIMIT PLASTICITY INDEX 6 MAX 6 MAX 40 MAX 10 MAX 41 MIN 10 MAX 51 MIN 10 MAX 36 MIN 40 MAX 10 MAX NON- PLASTIC SOIL DESRIPTION LARGELY GRAVEL BUT CAN INCLUDE SAND AND FINES GRAVELLY SAND OR GRADED SAND, MAY INCLUDE FINES SANDS, GRAVELS WITH LOW- PLASTICITY SILT FINES SANDS, GRAVELS WITH PLASTIC SILT FINES FINE SANDS LOW-COMPRESSIBILTY SILTS C C
FILL HEIGHT FINISHED GRADE TO ROADWAY BASE/ FINISH GRADE OR 2'-0" MIN. 4'-0" MIN
A
B B
A LIMITS OF CRITICAL BACKFILL ZONE B > 24'-0" ≤ 24'-0" ≤ 24'-0" ≥ 12'-0" < 12'-0" ALL A1, A3 A1, A2, A3, A4 A1, A3 SPAN FILL HEIGHT ACCEPTABLE MATERIAL INSIDE ZONE B BACKFILL REQUIREMENTS IN-SITU SOIL IN-SITU SOIL LIMITS OF CRITICAL BACKFILL ZONE (C.B.Z.) ZONE A LIMITS OF EXCAVATION VARIES BY ANCHOR TYPE A= 3'-2" B= 4'-1" C= 5'-1" D= 6'-1" E= 7'-1" F= 8'-1" 1'-0" MIN. FINISHED GRADE COMPACTED MATERIAL (SAME AS UNIT BACKFILL) PRECAST WINGWALL GROUT IN-SITU SOIL WALL BACKFILL REQUIREMENTS 1'-0" TIE RODS VARIES SEE FABRICATION DRAWINGS SPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® O-SERIES BRIDGE SYSTEMS (CONT'D) 11. MARKING EACH BRIDGE UNIT SHALL BE CLEARLY MARKED BY WATERPROOF PAINT. THE FOLLOWING SHALL BE SHOWN ON THE INSIDE OF THE VERTICAL LEG OF THE BRIDGE SECTION: BRIDGE SPAN x BRIDGE RISE DATE OF MANUFACTURE NAME OR TRADEMARK OF THE MANUFACTURER 12. INSTALLATION PREPARATION TO ENSURE CORRECT INSTALLATION OF THE PRECAST CONCRETE BRIDGE SYSTEM, CARE AND CAUTION MUST BE EXERCISED IN FORMING THE SUPPORT AREAS FOR BRIDGE UNITS, HEADWALL, AND WINGWALL ELEMENTS. EXERCISING SPECIAL CARE WILL FACILITATE THE RAPID INSTALLATION OF THE PRECAST COMPONENTS. 12.1. FOOTINGS DO NOT OVER EXCAVATE FOUNDATIONS UNLESS DIRECTED BY SITE SOIL ENGINEER TO REMOVE UNSUITABLE SOIL. THE SITE SOILS ENGINEER SHALL CERTIFY THAT THE BEARING CAPACITY MEETS OR EXCEEDS THE FOOTING DESIGN REQUIREMENTS, PRIOR TO THE CONTRACTOR POURING OF THE FOOTINGS. THE BRIDGE UNITS AND WINGWALLS SHALL BE INSTALLED ON EITHER PRECAST OR CAST-IN-PLACE CONCRETE FOOTINGS. THE SIZE AND ELEVATION OF THE FOOTINGS SHALL BE AS DESIGNED BY THE ENGINEER. A KEYWAY SHALL BE FORMED IN THE TOP SURFACE OF THE BRIDGE FOOTING AS SPECIFIED ON THE PLANS. NO KEYWAY IS REQUIRED IN THE WINGWALL FOOTINGS, UNLESS OTHERWISE SPECIFIED ON THE PLANS. THE FOOTINGS SHALL BE GIVEN A SMOOTH FLOAT FINISH AND SHALL REACH A COMPRESSIVE STRENGTH OF 2,000 PSI BEFORE PLACEMENT OF THE BRIDGE AND WINGWALL ELEMENTS. BACKFILLING SHALL NOT BEGIN UNTIL THE FOOTING HAS REACHED THE FULL DESIGN COMPRESSIVE STRENGTH. THE FOOTING SURFACE SHALL BE CONSTRUCTED IN ACCORDANCE WITH GRADES SHOWN ON THE PLANS. WHEN TESTED WITH A 10'-0" STRAIGHT EDGE, THE SURFACE SHALL NOT VARY MORE THAN 1 4" IN 10'-0". IF A PRECAST CONCRETE FOOTING IS USED, THE CONTRACTOR SHALL PREPARE A 4" THICK BASE LAYER OF COMPACTED GRANULAR MATERIAL THE FULL WIDTH OF THE FOOTING PRIOR TO PLACING THE PRECAST FOOTING. THE FOUNDATIONS FOR PRECAST CONCRETE BRIDGE ELEMENTS AND WINGWALLS MUST BE CONNECTED BY REINFORCEMENT TO FORM ONE MONOLITHIC BODY. EXPANSION JOINTS SHALL NOT BE USED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION OF THE FOUNDATIONS PER THE PLANS AND SPECIFICATIONS. 13. INSTALLATION 13.1. GENERAL - THE INSTALLATION OF THE PRECAST CONCRETE ELEMENTS SHALL BE AS EXPLAINED IN THE PUBLICATION CON/SPAN BRIDGE SYSTEMS INSTALLATION HANDBOOK. 13.1.1. LIFTING - IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THAT A CRANE OF THE CORRECT LIFTING CAPACITY IS AVAILABLE TO HANDLE THE PRECAST CONCRETE UNITS. THIS CAN BE ACCOMPLISHED BY USING THE WEIGHTS GIVEN FOR THE PRECAST CONCRETE COMPONENTS AND BY DETERMINING THE LIFTING REACH FOR EACH CRANE UNIT. SITE CONDITIONS MUST BE CHECKED WELL IN ADVANCE OF SHIPPING TO ENSURE PROPER CRANE LOCATION AND TO AVOID ANY LIFTING RESTRICTIONS. THE LIFT ANCHORS OR HOLES PROVIDED IN EACH UNIT ARE THE ONLY MEANS TO BE USED TO LIFT THE ELEMENTS. THE PRECAST CONCRETE ELEMENTS MUST NOT BE SUPPORTED OR RAISED BY OTHER MEANS THAN THOSE GIVEN IN THE MANUALS AND DRAWINGS WITHOUT WRITTEN APPROVAL FROM CONTECH® ENGINEERED SOLUTIONS. 13.1.2. CONSTRUCTION EQUIPMENT WEIGHT RESTRICTIONS - IN NO CASE SHALL EQUIPMENT OPERATING IN EXCESS OF THE DESIGN LOAD (HL-93) BE PERMITTED OVER THE BRIDGE UNITS UNLESS APPROVED BY CONTECH® ENGINEERED SOLUTIONS. 13.1.2.1. IN THE IMMEDIATE AREA OF THE BRIDGE UNITS, THE FOLLOWING RESTRICTIONS FOR THE USE OF HEAVY CONSTRUCTION MACHINERY DURING BACKFILLING OPERATIONS APPLY: NO CONSTRUCTION EQUIPMENT SHALL CROSS THE BARE PRECAST CONCRETE BRIDGE UNIT. AFTER THE COMPACTED FILL LEVEL HAS REACHED A MINIMUM OF 4" OVER THE CROWN OF THE BRIDGE, CONSTRUCTION EQUIPMENT WITH A WEIGHT OF LESS THAN 10 TONS MAY CROSS THE BRIDGE. AFTER THE COMPACTED FILL LEVEL HAS REACHED A MINIMUM OF 1'-0" OVER THE CROWN OF THE BRIDGE, CONSTRUCTION EQUIPMENT WITH A WEIGHT OF LESS THAN 30 TONS MAY CROSS THE BRIDGE. AFTER THE COMPACTED FILL LEVEL HAS REACHED THE DESIGN COVER, OR 2'-0" MINIMUM, OVER THE CROWN OF THE PRECAST CONCRETE BRIDGE, CONSTRUCTION EQUIPMENT WITHIN THE DESIGN LOAD LIMITS FOR THE ROAD MAY CROSS THE PRECAST CONCRETE BRIDGE. 13.2. LEVELING PAD/SHIMS - THE BRIDGE UNITS AND WINGWALLS SHALL BE SET ON HARDBOARD SHIMS CONFORMING TO ASTM D1037 OR PLASTIC SHIMS (DAYTON SUPERIOR P-80, P-81 OR APPROVED EQUAL) MEASURING 5" x 5", MINIMUM, UNLESS SHOWN OTHERWISE ON THE PLANS. A MINIMUM GAP OF 1 2" SHALL BE PROVIDED BETWEEN THE FOOTING AND THE BOTTOM OF THE BRIDGE'S VERTICAL LEGS OR THE BOTTOM OF THE WINGWALL. ALSO, A SUPPLY OF 1 4", 1
2" AND 1
8" THICK HARDBOARD OR PLASTIC SHIMS FOR VARIOUS SHIMMING PURPOSES SHALL BE ON SITE. 13.3. PLACEMENT OF BRIDGE UNITS - THE BRIDGE UNITS SHALL BE PLACED AS SHOWN ON THE ENGINEER'S PLAN DRAWINGS. SPECIAL CARE SHALL BE TAKEN IN SETTING THE ELEMENTS TO THE TRUE LINE AND GRADE. THE JOINT WIDTH BETWEEN ADJACENT PRECAST UNITS SHALL NOT EXCEED 3 4". 13.4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN THE STRUCTURE SPAN DURING ALL PHASES OF INSTALLATION. DUE TO THE ARCH SHAPE, BRIDGE ELEMENTS WILL TEND TO SPREAD UNDER SELF-WEIGHT. IT IS IMPERATIVE THAT ANY LATERAL SPREADING OF THE BRIDGE ELEMENTS BE AVOIDED DURING AND AFTER THEIR PLACEMENT. GENERALLY, HORIZONTAL CABLE TIES OR TIE RODS ARE SHIPPED IN THE LARGER BRIDGE ELEMENTS TO ASSIST IN PREVENTING THIS SPREADING. CABLE TIES/TIE RODS SHALL NOT BE REMOVED UNTILL BRIDGE UNITS ARE GROUTED AND GROUT HAS CURED. IT IS RECOMMENDED THAT TEMPORARY HARDWOOD BLOCKS BE USED IN CONJUNCTION WITH THE CABLE TIES/TIE RODS TO MAINTAIN SPAN. IF, HOWEVER, DUE TO SITE
RESTRICTIONS, THESE CABLE TIES/TIE RODS MUST BE REMOVEDPRIOR TO PLACEMENT OF THE BRIDGE ELEMANTS, THE CONTRACTOR MUST NOTIFY CONTECH (MANUFACTURER) AND REQUEST A SUGGESTED INSTALLATION PROCEDURE. IN ADDITION, IF THE CABLE TIES/TIE RODS MUST BE REMOVED PRIOR TO SETTING ARCH UNITS, THE FOLLOWING QUALITY CONTROL PROCEDURE MUST BE FOLLOWED: 1) FIND "MEASURED SPAN" UPON ARCH UNIT'S DELIVERY TO SITE, PRIOR TO LIFTING FROM TRUCK AND REMOVING CABLE TIES/TIE RODS. "MEASURED SPAN" SHALL BE THE AVERAGE OF (3) SPAN MEASUREMENTS ALONG THE LAY LENGTH OF THE ARCH UNIT. 2) AFTER SETTING OF BRIDGE UNIT ON THE FOUNDATION, VERIFY THE SPAN. THIS "INSTALLED SPAN MEASUREMENT" SHALL NOT EXCEED THE MAXIMUM OF: A) THE NOMINAL SPAN + 1 2" OR B) THE "MEASURED SPAN"
IF THE "INSTALLED SPAN MEASUREMENT" EXCEEDS THIS AMOUNT, THE ARCH UNIT SHALL BE LIFTED AND RE-SET UNTIL THE "INSTALLED SPAN MEASUREMENT" MEETS THE LIMITS. 13.5. PLACEMENT OF WINGWALLS, HEADWALLS AND FOUNDATION UNITS - THE WINGWALLS, HEADWALLS AND FOUNDATIONS SHALL BE PLACED AS SHOWN ON THE PLAN DRAWINGS. SPECIAL CARE SHALL BE TAKEN IN SETTING THE ELEMENTS TO THE TRUE LINE AND GRADE. 13.6. JOINT PROTECTION AND SUBSURFACE DRAINAGE 13.6.1. EXTERNAL PROTECTION OF JOINTS - THE BUTT JOINT MADE BY TWO ADJOINING BRIDGE UNITS SHALL BE COVERED WITH A 7 8" x 1
3 8" PREFORMED BITUMINOUS JOINT SEALANT AND A MINIMUM OF A 9" WIDE JOINT WRAP. THE SURFACE SHALL BE FREE OF DIRT BEFORE APPLYING THE JOINT MATERIAL. A PRIMER COMPATIBLE WITH THE JOINT WRAP TO BE USED SHALL BE APPLIED FOR A MINIMUM WIDTH OF 9" ON EACH SIDE OF THE JOINT. THE EXTERNAL WRAP SHALL BE CS212 BY CONCRETE SEALANTS INC., EZ-WRAP RUBBER BY PRESS-SEAL GASKET CORPORATION, SEAL WRAP BY MAR MAC MANUFACTURING CO. INC. OR APPROVED EQUAL. THE JOINT SHALL BE COVERED CONTINUOUSLY FROM THE BOTTOM OF ONE BRIDGE SECTION LEG, ACROSS THE TOP OF THE BRIDGE AND TO THE OPPOSITE BRIDGE SECTION LEG. ANY LAPS THAT RESULT IN THE JOINT WRAP SHALL BE A MINIMUM OF 6" LONG WITH THE OVERLAP RUNNING DOWNHILL. 13.6.2. IN ADDITION TO THE JOINTS BETWEEN BRIDGE UNITS, THE JOINT BETWEEN THE END BRIDGE UNIT AND THE HEADWALL SHALL ALSO BE SEALED AS DESCRIBED ABOVE. IF PRECAST WINGWALLS ARE USED, THE JOINT BETWEEN THE END BRIDGE UNIT AND THE WINGWALL SHALL BE SEALED WITH A 2'-0" STRIP OF FILTER FABRIC. ALSO, IF LIFT HOLES ARE FORMED IN THE BRIDGE UNITS, THEY SHALL BE PRIMED AND COVERED WITH A 9" x 9" SQUARE OF JOINT WRAP. 13.6.3. DURING THE BACKFILLING OPERATION, CARE SHALL BE TAKEN TO KEEP THE JOINT WRAP IN ITS PROPER LOCATION OVER THE JOINT. 13.6.4. SUBSOIL DRAINAGE SHALL BE AS DIRECTED BY THE ENGINEER. 13.7. GROUTING 13.7.1. GROUTING SHALL NOT BE PERFORMED WHEN TEMPERATURES ARE EXPECTED TO GO BELOW 35° FOR A PERIOD OF 72 HOURS. GROUTING SHOULD BE COMPLETED AS SOON AS PRACTICAL AFTER PRECAST ARCHES HAVE BEEN INSTALLED. FILL THE BRIDGE-FOUNDATION KEYWAY WITH CEMENT GROUT (PORTLAND CEMENT AND WATER OR CEMENT MORTAR COMPOSED OF PORTLAND CEMENT, SAND AND WATER) WITH A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI. VIBRATE AS REQUIRED TO ENSURE THAT THE ENTIRE KEY AROUND THE BRIDGE ELEMENT IS COMPLETELY FILLED. IF BRIDGE ELEMENTS HAVE BEEN SET WITH TEMPORARY TIES (CABLES, BARS, ETC.) GROUT MUST ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI BEFORE TIES MAY BE REMOVED. 13.7.2. ALL GROUT SHALL HAVE A MAXIMUM AGGREGATE SIZE OF ¼". 13.7.3. LIFTING AND ERECTION ANCHOR RECESSES SHALL BE FILLED WITH GROUT. 13.7.4. AFTER GROUT HAS REACHED ITS DESIGN STRENGTH THE TEMPORARY HARDWOOD WEDGES SHALL BE REMOVED AND THEIR HOLES FILLED WITH GROUT. 13.8. BACKFILL 13.8.1. DO NOT PERFORM BACKFILLING DURING WET OR FREEZING WEATHER. 13.8.2. NO BACKFILL SHALL BE PLACED AGAINST ANY STRUCTURAL ELEMENTS UNTIL THEY HAVE BEEN APPROVED BY THE ENGINEER. 13.8.3. BACKFILL SHALL BE CONSIDERED AS ALL REPLACED EXCAVATION AND NEW EMBANKMENT ADJACENT TO THE PRECAST CONCRETE ELEMENTS. THE PROJECT CONSTRUCTION AND MATERIAL SPECIFICATIONS, WHICH INCLUDE THE SPECIFICATIONS FOR EXCAVATION FOR STRUCTURES AND ROADWAY EXCAVATION AND EMBANKMENT CONSTRUCTION, SHALL APPLY EXCEPT AS MODIFIED IN THIS SECTION. 13.8.4. BACKFILL ZONES: IN-SITU SOIL ZONE A: CONSTRUCTED EMBANKMENT OR OVERFILL. ZONE B: FILL THAT IS DIRECTLY ASSOCIATED WITH PRECAST CONCRETE BRIDGE INSTALLATION. ZONE C: ROAD STRUCTURE. 13.8.5. REQUIRED BACKFILL PROPERTIES 13.8.5.1. IN-SITU SOIL - NATURAL GROUND IS TO BE SUFFICIENTLY STABLE TO ALLOW EFFECTIVE SUPPORT TO THE PRECAST CONCRETE BRIDGE UNITS. AS A GUIDE, THE EXISTING NATURAL GROUND SHOULD BE OF SIMILAR QUALITY AND DENSITY TO ZONE B MATERIAL FOR MINIMUM LATERAL DIMENSION OF ONE BRIDGE SPAN OUTSIDE OF THE BRIDGE FOOTING. 13.8.5.2. ZONE A - ZONE A REQUIRES FILL MATERIAL WITH SPECIFICATIONS AND COMPACTING PROCEDURES EQUAL TO THAT FOR NORMAL ROAD EMBANKMENTS. 13.8.5.3. ZONE B - GENERALLY, SOILS SHALL BE REASONABLY FREE OF ORGANIC MATTER, AND, NEAR CONCRETE SURFACES, FREE OF STONES LARGER THAN 3" IN DIAMETER SEE CHARTS FOR DETAILED DESCRIPTIONS OF ACCEPTABLE SOILS. 13.8.5.4. ZONE C - ZONE C IS THE ROAD SECTION OF GRAVEL, ASPHALT OR CONCRETE BUILT IN COMPLIANCE WITH LOCAL ENGINEERING PRACTICES. 13.8.5.5. GEOTECHNICAL ENGINEER SHALL REVIEW GRADATIONS OF ALL INTERFACING MATERIALS AND, IF NECESSARY, RECOMMEND GEOTEXTILE FILTER FABRIC (PROVIDED BY CONTRACTOR) 13.8.6. PLACING AND COMPACTING BACKFILL DUMPING FOR BACKFILLING IS NOT ALLOWED ANY NEARER THAN 3'-0" FROM THE BRIDGE LEG. THE FILL MUST BE PLACED AND COMPACTED IN LAYERS NOT EXCEEDING 8". THE MAXIMUM DIFFERENCE IN THE SURFACE LEVELS OF THE FILL ON OPPOSITE SIDES OF THE BRIDGE MUST NOT EXCEED 2'-0". THE FILL BEHIND WINGWALLS MUST BE PLACED AT THE SAME TIME AS THAT OF THE BRIDGE FILL. IT MUST BE PLACED IN PROGRESSIVELY PLACED HORIZONTAL LAYERS NOT EXCEEDING 8" PER LAYER. THE BACKFILL OF ZONE B SHALL BE COMPACTED TO A MINIMUM DENSITY OF 95% OF THE STANDARD PROCTOR, AS REQUIRED BY AASHTO T-99. SOIL WITHIN 1'-0" OF CONCRETE SURFACES SHALL BE HAND-COMPACTED. ELSEWHERE, USE OF ROLLERS IS ACCEPTABLE. IF VIBRATING ROLLER-COMPACTORS ARE USED, THEY SHALL NOT BE STARTED OR STOPPED WITHIN ZONE B AND THE VIBRATION FREQUENCY SHOULD BE AT LEAST 30 REVOLUTIONS PER SECOND. THE BACKFILL MATERIAL AND COMPACTING BEHIND WINGWALLS SHALL SATISFY THE CRITERIA FOR THE BRIDGE BACKFILL, ZONE B. BACKFILL AGAINST A WATERPROOFED SURFACE SHALL BE PLACED CAREFULLY TO AVOID DAMAGE TO THE WATERPROOFING MATERIAL. 13.8.7. BRIDGE UNITS FOR FILL HEIGHTS OVER 12 FEET (AS MEASURED FROM TOP CROWN OF BRIDGE TO FINISHED GRADE), NO BACKFILLING MAY BEGIN UNTIL A BACKFILL COMPACTION TESTING PLAN HAS BEEN COORDINATED WITH AND APPROVED BY CONTECH® ENGINEERED SOLUTIONS. 13.8.8. WINGWALLS BACKFILL IN FRONT OF WINGWALLS SHALL BE CARRIED TO GROUND LINES SHOWN IN THE PLANS. 13.8.9. MONITORING THE CONTRACTOR SHALL CHECK SETTLEMENTS AND HORIZONTAL DISPLACEMENT OF FOUNDATION TO ENSURE THAT THEY ARE WITHIN THE ALLOWABLE LIMIT PROVIDED BY THE ENGINEER. THESE MEASUREMENTS SHOULD GIVE AN INDICATION OF THE SETTLEMENTS AND DEFORMATIONS ALONG THE LENGTH OF THE FOUNDATIONS. THE FIRST MEASUREMENT SHOULD TAKE PLACE AFTER THE ERECTION OF ALL PRECAST BRIDGE SYSTEM ELEMENTS, A SECOND AFTER COMPLETION OF BACKFILLING, AND A THIRD BEFORE OPENING OF THE BRIDGE TO TRAFFIC. FURTHER MEASUREMENTS MAY BE MADE ACCORDING TO LOCAL CONDITIONS. DYO DYO CHECKED: DRAWN: DYO DESIGNED: APPROVED:
C:\USERS\JEREMY.JOHNSON\ONEDRIVE - THE QUIKRETE COMPANIES\DOCUMENTS\DRAWING2.DWG 1/12/2022 10:35 AM SHEET NO.: OF D9 DYO PROJECT No.: SEQ. No.: DATE: D7 DRAWING DYOB 800-338-1122 513-645-7000 513-645-7993 FAX 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 MARK DATE REVISION DESCRIPTION BY The design and information shown on this drawing is providedas a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use.
If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com CON/SPAN O-SERIES SPECIFICATIONS
DRAWING
DYOB 800-338-1122 513-645-7000 513-645-7993 FAX
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use.
If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.
www.ContechES.com
CHECKED:
DESIGNED: DRAWN:
APPROVED:
SHEET NO.:
OF
PROJECT No.: DATE:
D9
DYO DYO
DYO DYO
1'-0"
(TYP.)
SECTION B
SAMPLE PARTIAL FOUNDATION PLAN
A
B
C STRUCTURE L
1 2" JOINT
(TYP.)
KEYWAY
(NOT PROJECT SPECIFIC)
SAMPLE DRAWING ONLY
(NOT PROJECT SPECIFIC)
EXPRESS FOUNDATIONS
FOUNDATION WIDTH
3"
FTG. DEPTH
3" KEYWAY
1" GROUT
3"CLR. 3"CLR.
SECTION A
(NOT PROJECT SPECIFIC)
MARK DATE REVISION DESCRIPTION BY D8
CON/SPAN O-SERIES
EXPRESS FOUNDATION SAMPLES
DRAWING
DYOB 800-338-1122 513-645-7000 513-645-7993 FAX
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use.
If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.
www.ContechES.com
CHECKED:
DESIGNED: DRAWN:
APPROVED:
SHEET NO.:
OF
PROJECT No.: DATE:
D9
DYO DYO
DYO DYO
SAMPLE DRAWING ONLY
N.T.S.
ARMORFLEX FULL INVERT - CLOSED CELL
N.T.S.
ARMORFLEX PARTIAL INVERT
N.T.S.
A-JACKS PARTIAL INVERT
C
B
N.T.S.
ARMORFLEX PARTIAL INVERT
PARTIAL LAYOUT PLAN
A
A
FLOW
1 2 UNIT
MIN.
1 N.T.S.
STANDARD TERMINATION C
N.T.S.
ARMORFLEX WINGWALL
TERMINATION B
N.T.S.
ARMORFLEX STRUCTURE TERMINATION A
N.T.S.
ARMORFLEX FULL INVERT
PARTIAL LAYOUT PLAN
C
B
A
A
E
N.T.S.
A-JACKS PARTIAL INVERT
PARTIAL LAYOUT PLAN
D
FLOW
N.T.S.
A-JACKS STRUCTURE
TERMINATION D
N.T.S.
A-JACKS WINGWALL
TERMINATION E
FLOW
C
6" MIN
OPTION A OPTION B OPTION C
CONSIDER A COMPLETE SYSTEM WITH ARMORTEC REVETMENT
MARK DATE REVISION DESCRIPTION BY D9
CON/SPAN O-SERIES
ARMORTEC EXAMPLES
Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix L: Tract Maps
13'-2 3/4"
24'-8"
11'-11 1/4" 6'-6 3/4"37'-1" 33'-2 1/4"
TYPICAL SECTION TYPICAL SECTION SITE SECTION "A-A" SECTION "B-B" SECTION "C-C" SECTION "D-D" SECTION "E-E" Tentative Parcel Map No. 20150
Little League and Verdemont
Drainage Report
November 8, 2017
Prepared For:
Little League, LLC.
C/O, G.F.R. Enterprises, Inc.
434 N. Second Avenue
Upland, CA 91786
(909) 949-1400
Prepared By:
Allard Engineering
16866 Seville Avenue
Fontana, CA 92335
Phone: (909) 356-1815
Fax (909) 356-1795
Prepared under the supervision of:
_____________________________________
Raymond J Allard, P.E. RCE 36052 Exp. 06-30-18
16866 Seville Avenue Fontana, CA 92335 (909) 356-1815 * (909) 356-1795 Discussion
Introduction
The proposed sub-division GFR Tract# 20150 comprises an area of approximately 37.5 acres in the City of San Bernardino, County of San Bernardino. The site lies north of Verdemont Drive, west of Magnolia Avenue, Little League Drive runs through the middle of the proposed sub-division to the north. The proposed tract consists of 85 single family residential lots, and will be built out in a single phase. The tract is bounded by Verdemont Drive to the south & Tract# 17329 and by the vacant tracts around three sides. The site is located within Storm Drain System maintained (84-inch Storm Drain at Meyers Road) by the City of San Bernardino. The proposed Tract 20150 and its offsite tributaries will drains to the proposed Detention/Infiltration Basin via a network of storm drain pipes/concrete swales and two debris basins (Will be used for intercepting debris and water flow from offsite tributaries). The proposed two debris basin will intercept the debris and storm water from upstream offsite areas. The proposed detention/infiltration basin will discharge to the proposed 48-inch RC pipe which runs through Tract# 17329 via the proposed outfall structure in the detention basin. The proposed 48-inch RC pipe will continue to the south and will confluence to the existing 84-inch storm drain at Meyers Road to the south of Tract# 17329 and will follow the existing storm drain system to the receiving channel (Meecham Creek). The mitigated outflow will be below 90% of the pre-developed flow rate to satisfy City Detention Basin Policy. Meecham Creek is tributary to Santa Ana River.
Purpose
The purpose of this Drainage Report is to determine storm water runoff for the site and the associated tributary areas offsite and show that the dual purpose detention/infiltration basin is adequately sized to convey the runoff in a safe manner. Detailed hydrology analysis and calculations are provided with this report for the Developed Condition. The Pre-developed and developed hydrology analysis for 2-yr, 5-yr, 10-yr storm events and the detail hydraulic calculations for streets, storm drain systems, catch basins, outflow structure will be provided with the final report. Calculation demonstrating the site is protected from debris flows and offsite water flows are included.
Criteria
The criteria utilized for hydrologic analysis is the San Bernardino County Hydrology Manual. Rational Method Hydrology was used to quantify flows. Civil Cad, Civild software and AES software were used to size the channel, swales, storm drain pipes to convey the flow into the proposed detention/infiltration basin and outflow to the existing downstream drainage system. The outflow drainage structure will mitigate the outflow rate from the basin below 90% of the pre-developed flow rate for the 100-year 1- hour storm event. In accordance with San Bernardino County policy, the detention/infiltration basin analysis utilizes the following antecedent moisture content (AMC) of the soil and rainfall intensities.
The debris yield for the proposed two debris basin has been calculated according to the US Army Corps of Engineers, Los Angeles District method.
Development Condition
2 Year Storm Event 5 Year Storm Event 10 Year Storm Event 100 Year Storm Event AMC 3 3 3 3
Intensity 2 Year 5 Year 10 Year 100 Year
Rainfall Intensities
1 Hour (in/hr) 6 Hour (in/hr) 24 Hour (in/hr)
100 Year Storm Event 2.31 5.44 10.60
10 Year Storm Event 1.43 3.58 6.98
5 Year Storm Event 1.18 3.04 5.88
2 Year Storm Event 0.87 2.36 4.51
Findings
The proposed Tract# 20150 will be built in a single phase and the drainage system will comprise of storm drain pipe, concrete channel, onsite catch basin with filtration device, two debris basins, and the dual purpose infiltration/detention basin. Army corps of Engineers, Los Angeles District methodology was used to size the debris basin which has the capacity to retain the offsite debris and storm water flow from north of the proposed Tract# 20150. The debris basin will retain the debris and will convey offsite storm water to the proposed detention/infiltration basin via storm drain pipes/concrete channel. The proposed detention/infiltration basin includes an underground rock basin to be used to retain part of the WQMP volume from Tract# 20150 and to mitigate infiltration into the sub-soil under the basin. The detention/infiltration basin was sized for the 100-year 1-hour storm event using the AES basin routing method which has the capacity to detain storm water from the proposed Tract (No 20150), the Tract (No. 17329) to the south of Verdemont Drive and the storm water from offsite tributary areas north of the proposed Tract (No. 20150). The detention/infiltration basin will discharge via the outflow structure below the 90% of the pre-developed flow rate for a 100-year 1-hour storm event from combined tracts (Tract# 20150 & 17329). The unit hydrograph calculation was performed for tract no. 20150. The basin routing calculation (100-yr 1-hr) was performed using the geometry of the detention basin which was located in tract 20150 initially proposed to be used for as detention basin for tract no. 17329 and its tributary offsite areas.
The now proposed detention/infiltration basin which will be identical in size and geometry with the previously proposed basin and will be located in tract 20150 to the west of the previously located detention basin. The proposed detention/infiltration basin is adequately sized to route the flow from 100- year 1 hour storm event from both tract 20150, 17329 and their offsite tributary areas.
The basin routing for the 2-yr 1-hour, 5-yr 1-hr, 10-yr 1-hr storm event in the developed condition and the detail of the outflow structure in the proposed detention/infiltration basin will be provided with the final drainage report.
Results
The proposed tract 20150 can be developed in the intended fashion. The following table illustrates that the proposed dual purpose detention/infiltration basin will be able to mitigate the increased runoff to the level dictated by the City of San Bernardino Detention Basin Policy.
PRE-DEVELOPED CONDITION
TR 20150 & OFFSITE AREASTR 17329 Q 0.9 x Q
cfs cfs cfs cfs
100 YEAR 594.0 218.0 812.0 730.8
DEVELOPED CONDITION
Q (AMC3)
TR 20150
OUTFLOW
BASIN
TR 20150
OUTFLOW
BASIN
TR 17329
TOTAL
cfs cfs cfs cfs
100 YEAR 399.8 128.7 136.2 664.7
Total outflow from basin: 664.7 cfs < 730.8 cfs (90% of the pre-developed flow). Therefore ok.
Reference Material
GFR Homes TR 20150
Debris Yield for Offsite Watersheds
November 8, 2017
4 Years Since Wildfire 1 Year Since Wildfire
RR A Dy* Dy**
Watershed
High
Elevation
Low
Elevation
Distance
(ft)
Relief Ratio
(ft/mi)
Drainage
Area (ac)
Unit Debris Yield
(CY/Sq Mi)
*Debris
Volume (CY)
Unit Debris Yield
(CY/Sq Mi)
Debris Volume
(CY)
Node #1 2590 2040 2,008 1,446 29.50 19,965 920 34,694 1,599 Node #2 2290 2055 1,230 1,009 22 15,147 521 26,323 905
*U S Army Corps of Engineers, Los Angeles District Method for Predicting Debris Yield, Updated February 2000 Equation 1: LOG Dy=0.65(LOG P) + 0.62(LOG RR) + 0.18(LOG A) + 0.12(FF) 100 Year 1-Hr Precipitation = 2.31 inches
P = 1-Hour Precipitationx100=231
*Fire Factor (FF) for 4 Years Since 100% Wildfire = 4.5 **Fire Factor (FF) for 1 Year Since 100% Wildfire = 6.5 RR=Elevation Change(ft)/WS Length (miles)
2358.55
HV-35
Civil Engineering - Land Surveying - Land Planning
16866 Seville Avenue
Fontana, California 92335
A
L
LA
R
D
E
N
GIN
E
E
RIN
G
Prepared By:
PHONE (909) 356-1815 Fax (909) 356-1795
ae
Prepared For:
DEBRIS BASIN-1
DEBRIS BASIN-2
Reference Material
NOAA Atlas 14, Volume 6, Version 2
Location name: San Bernardino, California,
USA*
Latitude: 34.2112°, Longitude: -117.3637°
Elevation: 2012.6 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 NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.161
(0.133-0.195)
0.222
(0.184-0.270)
0.301
(0.249-0.368)
0.366
(0.300-0.450)
0.453
(0.359-0.577)
0.521
(0.404-0.678)
0.590
(0.447-0.787)
0.662
(0.487-0.909)
0.762
(0.537-1.09)
0.841
(0.573-1.25)
10-min 0.230
(0.191-0.280)
0.318
(0.264-0.387)
0.432
(0.357-0.527)
0.524
(0.430-0.645)
0.649
(0.515-0.827)
0.746
(0.579-0.971)
0.846
(0.640-1.13)
0.949
(0.698-1.30)
1.09 (0.770-1.56)
1.21 (0.821-1.79)
15-min 0.278
(0.231-0.338)
0.384
(0.319-0.468)
0.522
(0.432-0.637)
0.634
(0.520-0.780)
0.785
(0.623-1.00)
0.903
(0.701-1.17)
1.02 (0.774-1.36)
1.15 (0.845-1.58)
1.32 (0.931-1.89)
1.46 (0.993-2.16)
30-min 0.414
(0.344-0.504)
0.572
(0.475-0.697)
0.777
(0.643-0.949)
0.944
(0.774-1.16)
1.17 (0.927-1.49)
1.34 (1.04-1.75)
1.52 (1.15-2.03)
1.71 (1.26-2.35)
1.97 (1.39-2.82)
2.17 (1.48-3.22)
60-min 0.629
(0.523-0.765)
0.870
(0.722-1.06)
1.18 (0.977-1.44)
1.43 (1.18-1.77)
1.78 (1.41-2.26)
2.04 (1.59-2.66)
2.31 (1.75-3.09)
2.60 (1.91-3.56)
2.99 (2.11-4.28)
3.30 (2.25-4.89)
2-hr 0.964
(0.801-1.17)
1.27 (1.06-1.55)
1.68 (1.39-2.05)
2.01 (1.65-2.47)
2.45 (1.94-3.12)
2.79 (2.17-3.63)
3.14 (2.38-4.19)
3.51 (2.58-4.81)
4.01 (2.83-5.74)
4.40 (3.00-6.53)
3-hr 1.23
(1.02-1.50)
1.60 (1.33-1.95)
2.09 (1.73-2.55)
2.48 (2.03-3.05)
3.00 (2.38-3.83)
3.41 (2.65-4.44)
3.83 (2.90-5.10)
4.25 (3.13-5.84)
4.84 (3.42-6.93)
5.31 (3.61-7.87)
6-hr 1.84
(1.53-2.24)
2.36 (1.96-2.88)
3.04 (2.51-3.71)
3.58 (2.94-4.41)
4.31 (3.42-5.49)
4.87 (3.78-6.34)
5.44 (4.12-7.26)
6.03 (4.43-8.27)
6.82 (4.81-9.76)
7.44 (5.06-11.0)
12-hr 2.51
(2.08-3.05)
3.23 (2.68-3.93)
4.16 (3.44-5.08)
4.91 (4.03-6.04)
5.90 (4.68-7.51)
6.65 (5.16-8.65)
7.41 (5.61-9.88)
8.17 (6.02-11.2)
9.20 (6.49-13.2)
10.00 (6.81-14.8)
24-hr 3.44
(3.05-3.96)
4.51 (3.99-5.20)
5.88 (5.19-6.80)
6.98 (6.11-8.13)
8.43 (7.14-10.2)
9.53 (7.90-11.7)
10.6 (8.60-13.4)
11.7 (9.24-15.2)
13.2 (9.99-17.8)
14.3 (10.5-20.0)
2-day 4.25
(3.77-4.90)
5.70 (5.04-6.57)
7.58 (6.68-8.76)
9.09 (7.96-10.6)
11.1 (9.44-13.4)
12.7 (10.5-15.6)
14.3 (11.6-18.0)
15.9 (12.6-20.6)
18.1 (13.7-24.5)
19.9 (14.5-27.7)
3-day 4.51
(3.99-5.19)
6.15 (5.44-7.09)
8.30 (7.32-9.60)
10.1 (8.80-11.7)
12.5 (10.6-15.0)
14.4 (11.9-17.6)
16.3 (13.2-20.5)
18.3 (14.4-23.7)
21.0 (15.9-28.4)
23.2 (17.0-32.4)
4-day 4.82
(4.27-5.55)
6.65 (5.88-7.67)
9.06 (7.99-10.5)
11.1 (9.68-12.9)
13.8 (11.7-16.6)
16.0 (13.2-19.6)
18.2 (14.7-22.9)
20.5 (16.2-26.6)
23.7 (18.0-32.0)
26.3 (19.2-36.7)
7-day 5.44
(4.82-6.27)
7.65 (6.77-8.82)
10.6 (9.34-12.2)
13.0 (11.4-15.2)
16.4 (13.9-19.7)
19.0 (15.8-23.4)
21.8 (17.7-27.5)
24.7 (19.5-32.0)
28.8 (21.8-38.8)
32.0 (23.4-44.7)
10-day 5.84
(5.18-6.73)
8.30 (7.34-9.57)
11.6 (10.2-13.4)
14.3 (12.5-16.7)
18.1 (15.3-21.8)
21.1 (17.5-26.0)
24.3 (19.7-30.6)
27.6 (21.7-35.7)
32.2 (24.4-43.5)
35.9 (26.3-50.2)
20-day 7.11
(6.30-8.19)
10.2 (9.04-11.8)
14.4 (12.7-16.7)
18.0 (15.8-21.0)
23.0 (19.5-27.7)
27.0 (22.4-33.2)
31.2 (25.3-39.3)
35.7 (28.2-46.3)
42.1 (31.9-56.8)
47.3 (34.6-66.0)
30-day 8.33
(7.38-9.59)
12.0 (10.6-13.8)
16.9 (14.9-19.6)
21.2 (18.5-24.7)
27.2 (23.0-32.7)
32.0 (26.6-39.4)
37.1 (30.1-46.8)
42.7 (33.6-55.3)
50.6 (38.3-68.2)
57.1 (41.7-79.6)
45-day 10.1
(8.91-11.6)
14.3 (12.6-16.5)
20.1 (17.8-23.3)
25.1 (22.0-29.3)
32.3 (27.4-38.9)
38.1 (31.7-46.9)
44.4 (36.0-55.9)
51.2 (40.3-66.3)
61.0 (46.1-82.3)
69.1 (50.5-96.5)
60-day 11.8
(10.5-13.6)
16.5 (14.6-19.1)
23.1 (20.3-26.7)
28.7 (25.1-33.5)
36.9 (31.2-44.4)
43.6 (36.1-53.6)
50.8 (41.1-63.9)
58.7 (46.2-76.0)
70.1 (53.0-94.6)
79.7 (58.3-111)
1 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 NOAA Atlas 14 document for more information.
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.2112&lon=-117.3637&da... 11/2/2017 Rational Method Hydrology
100-Year Storm, AMC III Developed Condition
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 11/07/17
------------------------------------------------------------------------ gfr north rational method
100 year storm
developed condition offsite and onsite
AMC III
------------------------------------------------------------------------ Program License Serial Number 6019
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 2.310 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 78.00
Adjusted SCS curve number for AMC 3 = 92.80
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data:
Initial area flow distance = 953.000(Ft.)
Top (of initial area) elevation = 2290.000(Ft.)
Bottom (of initial area) elevation = 2070.000(Ft.)
Difference in elevation = 220.000(Ft.)
Slope = 0.23085 s(%)= 23.08
TC = k(0.525)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.943 min.
Rainfall intensity = 6.412(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 40.645(CFS)
Total initial stream area = 7.200(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.140(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.000(CFS) Depth of flow = 0.437(Ft.), Average velocity = 6.728(Ft/s) ******* Irregular Channel Data ***********
----------------------------------------------------------------- Information entered for sub channel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 2.00
2 100.00 0.00
3 200.00 5.00
Manning's 'N' friction factor = 0.025
----------------------------------------------------------------- Sub-Channel flow = 44.956(CFS)
' ' flow top width = 30.585(Ft.)
' ' velocity= 6.728(Ft/s)
' ' area = 6.682(Sq.Ft)
' ' Froude number = 2.537
Upstream point elevation = 2070.000(Ft.)
Downstream point elevation = 2005.000(Ft.)
Flow length = 667.000(Ft.)
Travel time = 1.65 min.
Time of concentration = 12.60 min.
Depth of flow = 0.437(Ft.)
Average velocity = 6.728(Ft/s)
Total irregular channel flow = 44.956(CFS)
Irregular channel normal depth above invert elev. = 0.437(Ft.) Average velocity of channel(s) = 6.728(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 78.00
Adjusted SCS curve number for AMC 3 = 92.80
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 5.894(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.879
Subarea runoff = 8.548(CFS) for 2.300(Ac.)
Total runoff = 49.193(CFS)
Effective area this stream = 9.50(Ac.)
Total Study Area (Main Stream No. 1) = 9.50(Ac.)
Area averaged Fm value = 0.140(In/Hr)
Depth of flow = 0.452(Ft.), Average velocity = 6.882(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 9.500(Ac.)
Runoff from this stream = 49.193(CFS)
Time of concentration = 12.60 min.
Rainfall intensity = 5.894(In/Hr)
Area averaged loss rate (Fm) = 0.1400(In/Hr)
Area averaged Pervious ratio (Ap) = 1.0000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data:
Initial area flow distance = 838.000(Ft.)
Top (of initial area) elevation = 2124.000(Ft.)
Bottom (of initial area) elevation = 2003.000(Ft.)
Difference in elevation = 121.000(Ft.)
Slope = 0.14439 s(%)= 14.44
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.960 min.
Rainfall intensity = 7.230(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.867 Subarea runoff = 31.347(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.264(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1997.000(Ft.)
Downstream point/station elevation = 1995.000(Ft.)
Pipe length = 310.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 31.347(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 31.347(CFS)
Normal flow depth in pipe = 23.39(In.)
Flow top width inside pipe = 24.87(In.)
Critical Depth = 22.90(In.)
Pipe flow velocity = 7.64(Ft/s)
Travel time through pipe = 0.68 min.
Time of concentration (TC) = 9.64 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 5.000(Ac.)
Runoff from this stream = 31.347(CFS)
Time of concentration = 9.64 min.
Rainfall intensity = 6.921(In/Hr)
Area averaged loss rate (Fm) = 0.2640(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 49.19 9.500 12.60 0.140 5.894
2 31.35 5.000 9.64 0.264 6.921
Qmax(1) =
1.000 * 1.000 * 49.193) +
0.846 * 1.000 * 31.347) + = 75.702
Qmax(2) =
1.179 * 0.765 * 49.193) +
1.000 * 1.000 * 31.347) + = 75.702
Total of 2 streams to confluence:
Flow rates before confluence point:
49.193 31.347
Maximum flow rates at confluence using above data:
75.702 75.702
Area of streams before confluence:
9.500 5.000
Effective area values after confluence:
14.500 12.268
Results of confluence:
Total flow rate = 75.702(CFS)
Time of concentration = 12.595 min.
Effective stream area after confluence = 14.500(Ac.)
Study area average Pervious fraction(Ap) = 0.862
Study area average soil loss rate(Fm) = 0.183(In/Hr)
Study area total (this main stream) = 14.50(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1995.000(Ft.)
Downstream point/station elevation = 1980.000(Ft.)
Pipe length = 750.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 75.702(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 75.702(CFS)
Normal flow depth in pipe = 24.42(In.)
Flow top width inside pipe = 33.63(In.)
Critical Depth = 32.71(In.)
Pipe flow velocity = 14.84(Ft/s)
Travel time through pipe = 0.84 min.
Time of concentration (TC) = 13.44 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 14.500(Ac.)
Runoff from this stream = 75.702(CFS)
Time of concentration = 13.44 min.
Rainfall intensity = 5.669(In/Hr)
Area averaged loss rate (Fm) = 0.1828(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8621
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 180.000 to Point/Station 171.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data:
Initial area flow distance = 242.000(Ft.)
Top (of initial area) elevation = 2088.000(Ft.)
Bottom (of initial area) elevation = 2068.000(Ft.)
Difference in elevation = 20.000(Ft.)
Slope = 0.08264 s(%)= 8.26
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.095 min.
Rainfall intensity = 9.110(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.874 Subarea runoff = 7.165(CFS)
Total initial stream area = 0.900(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.264(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 171.000 to Point/Station 171.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.900(Ac.)
Runoff from this stream = 7.165(CFS)
Time of concentration = 6.10 min.
Rainfall intensity = 9.110(In/Hr)
Area averaged loss rate (Fm) = 0.2640(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 170.000 to Point/Station 171.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data:
Initial area flow distance = 372.000(Ft.)
Top (of initial area) elevation = 2110.000(Ft.)
Bottom (of initial area) elevation = 2068.200(Ft.)
Difference in elevation = 41.800(Ft.)
Slope = 0.11237 s(%)= 11.24
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.808 min.
Rainfall intensity = 8.525(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 10.409(CFS)
Total initial stream area = 1.400(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.264(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 171.000 to Point/Station 171.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.400(Ac.)
Runoff from this stream = 10.409(CFS)
Time of concentration = 6.81 min.
Rainfall intensity = 8.525(In/Hr)
Area averaged loss rate (Fm) = 0.2640(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 7.17 0.900 6.10 0.264 9.110
2 10.41 1.400 6.81 0.264 8.525
Qmax(1) =
1.000 * 1.000 * 7.165) +
1.071 * 0.895 * 10.409) + = 17.145
Qmax(2) =
0.934 * 1.000 * 7.165) +
1.000 * 1.000 * 10.409) + = 17.101
Total of 2 streams to confluence:
Flow rates before confluence point:
7.165 10.409
Maximum flow rates at confluence using above data:
17.145 17.101
Area of streams before confluence:
0.900 1.400
Effective area values after confluence:
2.153 2.300
Results of confluence:
Total flow rate = 17.145(CFS)
Time of concentration = 6.095 min.
Effective stream area after confluence = 2.153(Ac.)
Study area average Pervious fraction(Ap) = 0.600
Study area average soil loss rate(Fm) = 0.264(In/Hr)
Study area total (this main stream) = 2.30(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 171.000 to Point/Station 101.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 2068.200(Ft.)
End of street segment elevation = 2026.200(Ft.)
Length of street segment = 322.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 19.002(CFS) Depth of flow = 0.329(Ft.), Average velocity = 8.225(Ft/s) Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.141(Ft.)
Flow velocity = 8.23(Ft/s)
Travel time = 0.65 min. TC = 6.75 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 8.571(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877
Subarea runoff = 3.559(CFS) for 0.600(Ac.)
Total runoff = 20.704(CFS)
Effective area this stream = 2.75(Ac.)
Total Study Area (Main Stream No. 2) = 17.40(Ac.)
Area averaged Fm value = 0.216(In/Hr)
Street flow at end of street = 20.704(CFS)
Half street flow at end of street = 10.352(CFS)
Depth of flow = 0.337(Ft.), Average velocity = 8.389(Ft/s) Flow width (from curb towards crown)= 10.523(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 101.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 2.753(Ac.)
Runoff from this stream = 20.704(CFS)
Time of concentration = 6.75 min.
Rainfall intensity = 8.571(In/Hr)
Area averaged loss rate (Fm) = 0.2160(In/Hr)
Area averaged Pervious ratio (Ap) = 0.4910
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data:
Initial area flow distance = 726.000(Ft.)
Top (of initial area) elevation = 2077.000(Ft.)
Bottom (of initial area) elevation = 2026.000(Ft.)
Difference in elevation = 51.000(Ft.)
Slope = 0.07025 s(%)= 7.02
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.771 min.
Rainfall intensity = 6.863(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.865 Subarea runoff = 26.728(CFS)
Total initial stream area = 4.500(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.264(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 101.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 4.500(Ac.)
Runoff from this stream = 26.728(CFS)
Time of concentration = 9.77 min.
Rainfall intensity = 6.863(In/Hr)
Area averaged loss rate (Fm) = 0.2640(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 150.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data:
Initial area flow distance = 354.000(Ft.)
Top (of initial area) elevation = 2037.000(Ft.)
Bottom (of initial area) elevation = 2026.200(Ft.)
Difference in elevation = 10.800(Ft.)
Slope = 0.03051 s(%)= 3.05
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.662 min.
Rainfall intensity = 7.378(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.868 Subarea runoff = 10.244(CFS)
Total initial stream area = 1.600(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.264(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 101.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 3
Stream flow area = 1.600(Ac.)
Runoff from this stream = 10.244(CFS)
Time of concentration = 8.66 min.
Rainfall intensity = 7.378(In/Hr)
Area averaged loss rate (Fm) = 0.2640(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 20.70 2.753 6.75 0.216 8.571
2 26.73 4.500 9.77 0.264 6.863
3 10.24 1.600 8.66 0.264 7.378
Qmax(1) =
1.000 * 1.000 * 20.704) +
1.259 * 0.691 * 26.728) +
1.168 * 0.779 * 10.244) + = 53.254
Qmax(2) =
0.796 * 1.000 * 20.704) +
1.000 * 1.000 * 26.728) +
0.928 * 1.000 * 10.244) + = 52.704
Qmax(3) =
0.857 * 1.000 * 20.704) +
1.078 * 0.886 * 26.728) +
1.000 * 1.000 * 10.244) + = 53.533
Total of 3 streams to confluence:
Flow rates before confluence point:
20.704 26.728 10.244
Maximum flow rates at confluence using above data:
53.254 52.704 53.533
Area of streams before confluence:
2.753 4.500 1.600
Effective area values after confluence:
7.107 8.853 8.343
Results of confluence:
Total flow rate = 53.533(CFS)
Time of concentration = 8.662 min.
Effective stream area after confluence = 8.343(Ac.)
Study area average Pervious fraction(Ap) = 0.566
Study area average soil loss rate(Fm) = 0.249(In/Hr)
Study area total (this main stream) = 8.85(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 111.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 2026.200(Ft.)
End of street segment elevation = 2014.600(Ft.)
Length of street segment = 320.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 53.613(CFS) Depth of flow = 0.532(Ft.), Average velocity = 6.297(Ft/s) Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 1.28(Ft.) Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.272(Ft.)
Flow velocity = 6.30(Ft/s)
Travel time = 0.85 min. TC = 9.51 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) The area added to the existing stream causes a
lower flow rate of Q = 53.006(CFS)
therefore the upstream flow rate of Q = 53.533(CFS) is being used Rainfall intensity = 6.976(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.869
Subarea runoff = 0.000(CFS) for 0.400(Ac.)
Total runoff = 53.533(CFS)
Effective area this stream = 8.74(Ac.)
Total Study Area (Main Stream No. 2) = 23.90(Ac.)
Area averaged Fm value = 0.240(In/Hr)
Street flow at end of street = 53.533(CFS)
Half street flow at end of street = 26.767(CFS)
Depth of flow = 0.532(Ft.), Average velocity = 6.296(Ft/s) Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 1.27(Ft.) Flow width (from curb towards crown)= 20.259(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 8.743(Ac.)
Runoff from this stream = 53.533(CFS)
Time of concentration = 9.51 min.
Rainfall intensity = 6.976(In/Hr)
Area averaged loss rate (Fm) = 0.2397(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5448
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data:
Initial area flow distance = 667.000(Ft.)
Top (of initial area) elevation = 2040.000(Ft.)
Bottom (of initial area) elevation = 2014.600(Ft.)
Difference in elevation = 25.400(Ft.)
Slope = 0.03808 s(%)= 3.81
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.676 min.
Rainfall intensity = 6.508(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.863 Subarea runoff = 20.231(CFS)
Total initial stream area = 3.600(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.264(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.600(Ac.)
Runoff from this stream = 20.231(CFS)
Time of concentration = 10.68 min.
Rainfall intensity = 6.508(In/Hr)
Area averaged loss rate (Fm) = 0.2640(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 53.53 8.743 9.51 0.240 6.976
2 20.23 3.600 10.68 0.264 6.508
Qmax(1) =
1.000 * 1.000 * 53.533) +
1.075 * 0.891 * 20.231) + = 72.904
Qmax(2) =
0.931 * 1.000 * 53.533) +
1.000 * 1.000 * 20.231) + = 70.044
Total of 2 streams to confluence:
Flow rates before confluence point:
53.533 20.231
Maximum flow rates at confluence using above data:
72.904 70.044
Area of streams before confluence:
8.743 3.600
Effective area values after confluence:
11.949 12.343
Results of confluence:
Total flow rate = 72.904(CFS)
Time of concentration = 9.509 min.
Effective stream area after confluence = 11.949(Ac.)
Study area average Pervious fraction(Ap) = 0.561
Study area average soil loss rate(Fm) = 0.247(In/Hr)
Study area total (this main stream) = 12.34(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 111.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 78.00
Adjusted SCS curve number for AMC 3 = 92.80
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Time of concentration = 9.51 min.
Rainfall intensity = 6.976(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871
Subarea runoff = 14.849(CFS) for 2.500(Ac.)
Total runoff = 87.753(CFS)
Effective area this stream = 14.45(Ac.)
Total Study Area (Main Stream No. 2) = 30.00(Ac.)
Area averaged Fm value = 0.228(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 14.449(Ac.)
Runoff from this stream = 87.753(CFS)
Time of concentration = 9.51 min.
Rainfall intensity = 6.976(In/Hr)
Area averaged loss rate (Fm) = 0.2283(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6369
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 78.00
Adjusted SCS curve number for AMC 3 = 92.80
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data:
Initial area flow distance = 750.000(Ft.)
Top (of initial area) elevation = 2190.000(Ft.)
Bottom (of initial area) elevation = 2130.000(Ft.)
Difference in elevation = 60.000(Ft.)
Slope = 0.08000 s(%)= 8.00
TC = k(0.525)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.290 min.
Rainfall intensity = 5.981(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 37.849(CFS)
Total initial stream area = 7.200(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.140(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 42.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 92.952(CFS) Depth of flow = 0.619(Ft.), Average velocity = 12.124(Ft/s) ******* Irregular Channel Data ***********
----------------------------------------------------------------- Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 5.00
2 50.00 0.00
3 100.00 5.00
Manning's 'N' friction factor = 0.025
----------------------------------------------------------------- Sub-Channel flow = 46.476(CFS)
' ' flow top width = 12.383(Ft.)
' ' velocity= 12.124(Ft/s)
' ' area = 3.833(Sq.Ft)
' ' Froude number = 3.840
Upstream point elevation = 2130.000(Ft.)
Downstream point elevation = 2065.000(Ft.)
Flow length = 325.000(Ft.)
Travel time = 0.45 min.
Time of concentration = 12.74 min.
Depth of flow = 0.619(Ft.)
Average velocity = 12.124(Ft/s)
Total irregular channel flow = 46.476(CFS)
Irregular channel normal depth above invert elev. = 0.619(Ft.) Average velocity of channel(s) = 12.124(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 78.00
Adjusted SCS curve number for AMC 3 = 92.80
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 5.854(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.878
Subarea runoff = 17.178(CFS) for 3.500(Ac.)
Total runoff = 55.026(CFS)
Effective area this stream = 10.70(Ac.)
Total Study Area (Main Stream No. 3) = 40.70(Ac.)
Area averaged Fm value = 0.140(In/Hr)
Depth of flow = 0.660(Ft.), Average velocity = 12.647(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 42.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 78.00
Adjusted SCS curve number for AMC 3 = 92.80
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Time of concentration = 12.74 min.
Rainfall intensity = 5.854(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.878
Subarea runoff = 6.685(CFS) for 1.300(Ac.)
Total runoff = 61.712(CFS)
Effective area this stream = 12.00(Ac.)
Total Study Area (Main Stream No. 3) = 42.00(Ac.)
Area averaged Fm value = 0.140(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 2045.000(Ft.)
Downstream point/station elevation = 1980.000(Ft.)
Pipe length = 690.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 61.712(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 61.712(CFS)
Normal flow depth in pipe = 17.63(In.)
Flow top width inside pipe = 21.20(In.)
Critical depth could not be calculated.
Pipe flow velocity = 24.97(Ft/s)
Travel time through pipe = 0.46 min.
Time of concentration (TC) = 13.20 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 12.000(Ac.)
Runoff from this stream = 61.712(CFS)
Time of concentration = 13.20 min.
Rainfall intensity = 5.731(In/Hr)
Area averaged loss rate (Fm) = 0.1400(In/Hr)
Area averaged Pervious ratio (Ap) = 1.0000
Program is now starting with Main Stream No. 4
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 78.00
Adjusted SCS curve number for AMC 3 = 92.80
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data:
Initial area flow distance = 980.000(Ft.)
Top (of initial area) elevation = 2590.000(Ft.)
Bottom (of initial area) elevation = 2190.000(Ft.)
Difference in elevation = 400.000(Ft.)
Slope = 0.40816 s(%)= 40.82
TC = k(0.525)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.874 min.
Rainfall intensity = 6.820(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.882 Subarea runoff = 34.872(CFS)
Total initial stream area = 5.800(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.140(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 130.341(CFS) Depth of flow = 0.579(Ft.), Average velocity = 9.720(Ft/s) ******* Irregular Channel Data ***********
----------------------------------------------------------------- Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 5.00
2 100.00 0.00
3 200.00 5.00
Manning's 'N' friction factor = 0.025
----------------------------------------------------------------- Sub-Channel flow = 65.171(CFS)
' ' flow top width = 23.160(Ft.)
' ' velocity= 9.720(Ft/s)
' ' area = 6.705(Sq.Ft)
' ' Froude number = 3.184
Upstream point elevation = 2190.000(Ft.)
Downstream point elevation = 2103.000(Ft.)
Flow length = 622.000(Ft.)
Travel time = 1.07 min.
Time of concentration = 10.94 min.
Depth of flow = 0.579(Ft.)
Average velocity = 9.720(Ft/s)
Total irregular channel flow = 65.171(CFS)
Irregular channel normal depth above invert elev. = 0.579(Ft.) Average velocity of channel(s) = 9.720(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 78.00
Adjusted SCS curve number for AMC 3 = 92.80
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 6.413(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.880
Subarea runoff = 60.546(CFS) for 11.100(Ac.)
Total runoff = 95.418(CFS)
Effective area this stream = 16.90(Ac.)
Total Study Area (Main Stream No. 4) = 58.90(Ac.)
Area averaged Fm value = 0.140(In/Hr)
Depth of flow = 0.668(Ft.), Average velocity = 10.692(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 220.364(CFS) Depth of flow = 0.749(Ft.), Average velocity = 9.816(Ft/s) ******* Irregular Channel Data ***********
----------------------------------------------------------------- Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 5.00
2 100.00 0.00
3 200.00 5.00
Manning's 'N' friction factor = 0.025
----------------------------------------------------------------- Sub-Channel flow = 110.183(CFS)
' ' flow top width = 29.966(Ft.)
' ' velocity= 9.816(Ft/s)
' ' area = 11.224(Sq.Ft)
' ' Froude number = 2.827
Upstream point elevation = 2103.000(Ft.)
Downstream point elevation = 2060.000(Ft.)
Flow length = 425.000(Ft.)
Travel time = 0.72 min.
Time of concentration = 11.66 min.
Depth of flow = 0.749(Ft.)
Average velocity = 9.816(Ft/s)
Total irregular channel flow = 110.182(CFS)
Irregular channel normal depth above invert elev. = 0.749(Ft.) Average velocity of channel(s) = 9.816(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 78.00
Adjusted SCS curve number for AMC 3 = 92.80
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 6.172(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.880
Subarea runoff = 29.449(CFS) for 6.100(Ac.)
Total runoff = 124.867(CFS)
Effective area this stream = 23.00(Ac.)
Total Study Area (Main Stream No. 4) = 65.00(Ac.)
Area averaged Fm value = 0.140(In/Hr)
Depth of flow = 0.785(Ft.), Average velocity = 10.128(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 51.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 78.00
Adjusted SCS curve number for AMC 3 = 92.80
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Time of concentration = 11.66 min.
Rainfall intensity = 6.172(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.880
Subarea runoff = 2.172(CFS) for 0.400(Ac.)
Total runoff = 127.038(CFS)
Effective area this stream = 23.40(Ac.)
Total Study Area (Main Stream No. 4) = 65.40(Ac.)
Area averaged Fm value = 0.140(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 2018.000(Ft.)
Downstream point/station elevation = 1980.000(Ft.)
Pipe length = 502.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 127.038(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 127.038(CFS)
Normal flow depth in pipe = 23.86(In.)
Flow top width inside pipe = 29.54(In.)
Critical depth could not be calculated.
Pipe flow velocity = 27.61(Ft/s)
Travel time through pipe = 0.30 min.
Time of concentration (TC) = 11.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 4
Stream flow area = 23.400(Ac.)
Runoff from this stream = 127.038(CFS)
Time of concentration = 11.96 min.
Rainfall intensity = 6.078(In/Hr)
Area averaged loss rate (Fm) = 0.1400(In/Hr)
Area averaged Pervious ratio (Ap) = 1.0000
Program is now starting with Main Stream No. 5
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/Station 131.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data:
Initial area flow distance = 622.000(Ft.)
Top (of initial area) elevation = 2110.000(Ft.)
Bottom (of initial area) elevation = 2047.000(Ft.)
Difference in elevation = 63.000(Ft.)
Slope = 0.10129 s(%)= 10.13
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.537 min.
Rainfall intensity = 7.443(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.868 Subarea runoff = 14.860(CFS)
Total initial stream area = 2.300(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.264(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 131.000 to Point/Station 131.000 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Time of concentration = 8.54 min.
Rainfall intensity = 7.443(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.868
Subarea runoff = 4.523(CFS) for 0.700(Ac.)
Total runoff = 19.382(CFS)
Effective area this stream = 3.00(Ac.)
Total Study Area (Main Stream No. 5) = 68.40(Ac.)
Area averaged Fm value = 0.264(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 131.000 to Point/Station 131.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 5 in normal stream number 1
Stream flow area = 3.000(Ac.)
Runoff from this stream = 19.382(CFS)
Time of concentration = 8.54 min.
Rainfall intensity = 7.443(In/Hr)
Area averaged loss rate (Fm) = 0.2640(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 131.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data:
Initial area flow distance = 725.000(Ft.)
Top (of initial area) elevation = 2080.000(Ft.)
Bottom (of initial area) elevation = 2030.300(Ft.)
Difference in elevation = 49.700(Ft.)
Slope = 0.06855 s(%)= 6.86
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.814 min.
Rainfall intensity = 6.846(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.865 Subarea runoff = 25.471(CFS)
Total initial stream area = 4.300(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.264(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 131.000 to Point/Station 131.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 5 in normal stream number 2
Stream flow area = 4.300(Ac.)
Runoff from this stream = 25.471(CFS)
Time of concentration = 9.81 min.
Rainfall intensity = 6.846(In/Hr)
Area averaged loss rate (Fm) = 0.2640(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 19.38 3.000 8.54 0.264 7.443
2 25.47 4.300 9.81 0.264 6.846
Qmax(1) =
1.000 * 1.000 * 19.382) +
1.091 * 0.870 * 25.471) + = 43.549
Qmax(2) =
0.917 * 1.000 * 19.382) +
1.000 * 1.000 * 25.471) + = 43.241
Total of 2 streams to confluence:
Flow rates before confluence point:
19.382 25.471
Maximum flow rates at confluence using above data:
43.549 43.241
Area of streams before confluence:
3.000 4.300
Effective area values after confluence:
6.741 7.300
Results of confluence:
Total flow rate = 43.549(CFS)
Time of concentration = 8.537 min.
Effective stream area after confluence = 6.741(Ac.)
Study area average Pervious fraction(Ap) = 0.600
Study area average soil loss rate(Fm) = 0.264(In/Hr)
Study area total (this main stream) = 7.30(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 131.000 to Point/Station 121.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 2030.000(Ft.)
End of street segment elevation = 2007.900(Ft.)
Length of street segment = 566.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 43.630(CFS) Depth of flow = 0.491(Ft.), Average velocity = 6.334(Ft/s) Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.214(Ft.)
Flow velocity = 6.33(Ft/s)
Travel time = 1.49 min. TC = 10.03 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 41.813(CFS)
therefore the upstream flow rate of Q = 43.549(CFS) is being used Rainfall intensity = 6.758(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.866
Subarea runoff = 0.000(CFS) for 0.400(Ac.)
Total runoff = 43.549(CFS)
Effective area this stream = 7.14(Ac.)
Total Study Area (Main Stream No. 5) = 73.10(Ac.)
Area averaged Fm value = 0.252(In/Hr)
Street flow at end of street = 43.549(CFS)
Half street flow at end of street = 21.775(CFS)
Depth of flow = 0.491(Ft.), Average velocity = 6.331(Ft/s) Flow width (from curb towards crown)= 18.201(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 121.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 5 in normal stream number 1
Stream flow area = 7.141(Ac.)
Runoff from this stream = 43.549(CFS)
Time of concentration = 10.03 min.
Rainfall intensity = 6.758(In/Hr)
Area averaged loss rate (Fm) = 0.2516(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5720
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 121.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(3 - 4 dwl/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Adjusted SCS curve number for AMC 3 = 75.80
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data:
Initial area flow distance = 805.000(Ft.)
Top (of initial area) elevation = 2040.000(Ft.)
Bottom (of initial area) elevation = 2007.000(Ft.)
Difference in elevation = 33.000(Ft.)
Slope = 0.04099 s(%)= 4.10
TC = k(0.412)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.342 min.
Rainfall intensity = 6.276(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.862 Subarea runoff = 29.761(CFS)
Total initial stream area = 5.500(Ac.)
Pervious area fraction = 0.600
Initial area Fm value = 0.264(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 121.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 5 in normal stream number 2
Stream flow area = 5.500(Ac.)
Runoff from this stream = 29.761(CFS)
Time of concentration = 11.34 min.
Rainfall intensity = 6.276(In/Hr)
Area averaged loss rate (Fm) = 0.2640(In/Hr)
Area averaged Pervious ratio (Ap) = 0.6000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 43.55 7.141 10.03 0.252 6.758
2 29.76 5.500 11.34 0.264 6.276
Qmax(1) =
1.000 * 1.000 * 43.549) +
1.080 * 0.884 * 29.761) + = 71.967
Qmax(2) =
0.926 * 1.000 * 43.549) +
1.000 * 1.000 * 29.761) + = 70.086
Total of 2 streams to confluence:
Flow rates before confluence point:
43.549 29.761
Maximum flow rates at confluence using above data:
71.967 70.086
Area of streams before confluence:
7.141 5.500
Effective area values after confluence:
12.003 12.641
Results of confluence:
Total flow rate = 71.967(CFS)
Time of concentration = 10.026 min.
Effective stream area after confluence = 12.003(Ac.)
Study area average Pervious fraction(Ap) = 0.584
Study area average soil loss rate(Fm) = 0.257(In/Hr)
Study area total (this main stream) = 12.64(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 200.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 2001.000(Ft.)
Downstream point/station elevation = 1980.000(Ft.)
Pipe length = 167.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 71.967(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 71.967(CFS)
Normal flow depth in pipe = 17.77(In.)
Flow top width inside pipe = 21.05(In.)
Critical depth could not be calculated.
Pipe flow velocity = 28.89(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 10.12 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 5
Stream flow area = 12.003(Ac.)
Runoff from this stream = 71.967(CFS)
Time of concentration = 10.12 min.
Rainfall intensity = 6.719(In/Hr)
Area averaged loss rate (Fm) = 0.2570(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5842
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 75.70 14.500 13.44 0.183 5.669
2 87.75 14.449 9.51 0.228 6.976
3 61.71 12.000 13.20 0.140 5.731
4 127.04 23.400 11.96 0.140 6.078
5 71.97 12.003 10.12 0.257 6.719
Qmax(1) =
1.000 * 1.000 * 75.702) +
0.806 * 1.000 * 87.753) +
0.989 * 1.000 * 61.712) +
0.931 * 1.000 * 127.038) +
0.837 * 1.000 * 71.967) + = 386.047
Qmax(2) =
1.238 * 0.708 * 75.702) +
1.000 * 1.000 * 87.753) +
1.223 * 0.720 * 61.712) +
1.151 * 0.795 * 127.038) +
1.040 * 0.939 * 71.967) + = 394.983
Qmax(3) =
1.011 * 0.982 * 75.702) +
0.815 * 1.000 * 87.753) +
1.000 * 1.000 * 61.712) +
0.942 * 1.000 * 127.038) +
0.847 * 1.000 * 71.967) + = 389.017
Qmax(4) =
1.075 * 0.890 * 75.702) +
0.867 * 1.000 * 87.753) +
1.062 * 0.907 * 61.712) +
1.000 * 1.000 * 127.038) +
0.901 * 1.000 * 71.967) + = 399.786
Qmax(5) =
1.191 * 0.753 * 75.702) +
0.962 * 1.000 * 87.753) +
1.177 * 0.767 * 61.712) +
1.108 * 0.846 * 127.038) +
1.000 * 1.000 * 71.967) + = 399.114
Total of 5 main streams to confluence:
Flow rates before confluence point:
76.702 88.753 62.712 128.038 72.967
Maximum flow rates at confluence using above data:
386.047 394.983 389.017 399.786 399.114
Area of streams before confluence:
14.500 14.449 12.000 23.400 12.003
Effective area values after confluence:
76.352 63.227 76.093 73.642 66.376
Results of confluence:
Total flow rate = 399.786(CFS)
Time of concentration = 11.965 min.
Effective stream area after confluence = 73.642(Ac.)
Study area average Pervious fraction(Ap) = 0.840
Study area average soil loss rate(Fm) = 0.183(In/Hr)
Study area total = 76.35(Ac.)
End of computations, Total Study Area = 78.60 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.832
Area averaged SCS curve number = 69.3
Unit Hydrographs
100 Year Storm AMC III Developed Condition
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/07/17
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Program License Serial Number 6019
--------------------------------------------------------------------- gfr north unit hydrograph
100 year storm
developed condition offsite and onsite
AMC III
-------------------------------------------------------------------- Storm Event Year = 100
Antecedent Moisture Condition = 3
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:
Sub-Area Duration Isohyetal
(Ac.) (hours) (In)
Rainfall data for year 100
73.64 1 2.31
-------------------------------------------------------------------- Rainfall data for year 100
73.64 6 5.44
-------------------------------------------------------------------- Rainfall data for year 100
73.64 24 10.60
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ********
SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm
No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr)
50.0 70.0 73.64 1.000 0.532 0.832 0.443
Area-averaged adjusted loss rate Fm (In/Hr) = 0.443
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC3) Yield Fr
61.27 0.832 50.0 70.0 4.29 0.638
12.37 0.168 98.0 98.0 0.20 0.977
Area-averaged catchment yield fraction, Y = 0.695
Area-averaged low loss fraction, Yb = 0.305
Direct entry of lag time by user
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 73.64(Ac.)
Catchment Lag time = 0.160 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 52.0833
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.443(In/Hr)
Average low loss rate fraction (Yb) = 0.305 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.855(In)
Computed peak 30-minute rainfall = 1.751(In)
Specified peak 1-hour rainfall = 2.310(In)
Computed peak 3-hour rainfall = 3.906(In)
Specified peak 6-hour rainfall = 5.440(In)
Specified peak 24-hour rainfall = 10.600(In)
Rainfall depth area reduction factors:
Using a total area of 73.64(Ac.) (Ref: fig. E-4)
5-minute factor = 0.997 Adjusted rainfall = 0.852(In)
30-minute factor = 0.997 Adjusted rainfall = 1.745(In)
1-hour factor = 0.997 Adjusted rainfall = 2.302(In)
3-hour factor = 1.000 Adjusted rainfall = 3.904(In)
6-hour factor = 1.000 Adjusted rainfall = 5.439(In)
24-hour factor = 1.000 Adjusted rainfall = 10.599(In)
--------------------------------------------------------------------- U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
--------------------------------------------------------------------- (K = 890.58 (CFS))
1 4.951 44.090
2 32.173 242.440
3 71.993 354.632
4 91.514 173.849
5 97.565 53.885
6 98.956 12.394
7 100.000 9.295
--------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall
Number (In) (In)
1 0.8520 0.8520
2 1.1242 0.2722
3 1.3222 0.1980
4 1.4834 0.1612
5 1.6219 0.1385
6 1.7446 0.1227
7 1.8556 0.1110
8 1.9574 0.1018
9 2.0518 0.0944
10 2.1401 0.0883
11 2.2233 0.0832
12 2.3020 0.0787
13 2.3923 0.0903
14 2.4791 0.0868
15 2.5627 0.0836
16 2.6435 0.0808
17 2.7217 0.0782
18 2.7975 0.0758
19 2.8712 0.0737
20 2.9429 0.0717
21 3.0127 0.0698
22 3.0809 0.0681
23 3.1474 0.0666
24 3.2125 0.0651
25 3.2762 0.0637
26 3.3385 0.0624
27 3.3997 0.0611
28 3.4596 0.0600
29 3.5185 0.0589
30 3.5763 0.0578
31 3.6331 0.0568
32 3.6890 0.0559
33 3.7440 0.0550
34 3.7981 0.0541
35 3.8514 0.0533
36 3.9040 0.0525
37 3.9555 0.0515
38 4.0062 0.0508
39 4.0563 0.0501
40 4.1057 0.0494
41 4.1545 0.0488
42 4.2027 0.0482
43 4.2503 0.0476
44 4.2973 0.0470
45 4.3437 0.0464
46 4.3896 0.0459
47 4.4350 0.0454
48 4.4799 0.0449
49 4.5243 0.0444
50 4.5682 0.0439
51 4.6117 0.0435
52 4.6547 0.0430
53 4.6973 0.0426
54 4.7395 0.0422
55 4.7813 0.0418
56 4.8227 0.0414
57 4.8637 0.0410
58 4.9043 0.0406
59 4.9446 0.0403
60 4.9845 0.0399
61 5.0241 0.0396
62 5.0633 0.0392
63 5.1022 0.0389
64 5.1408 0.0386
65 5.1791 0.0383
66 5.2170 0.0380
67 5.2547 0.0377
68 5.2921 0.0374
69 5.3291 0.0371
70 5.3660 0.0368
71 5.4025 0.0365
72 5.4387 0.0363
73 5.4750 0.0362
74 5.5109 0.0360
75 5.5467 0.0357
76 5.5821 0.0355
77 5.6174 0.0352
78 5.6524 0.0350
79 5.6871 0.0348
80 5.7217 0.0345
81 5.7560 0.0343
82 5.7901 0.0341
83 5.8239 0.0339
84 5.8576 0.0337
85 5.8911 0.0335
86 5.9243 0.0333
87 5.9574 0.0331
88 5.9902 0.0329
89 6.0229 0.0327
90 6.0554 0.0325
91 6.0877 0.0323
92 6.1198 0.0321
93 6.1517 0.0319
94 6.1834 0.0317
95 6.2150 0.0316
96 6.2464 0.0314
97 6.2776 0.0312
98 6.3087 0.0311
99 6.3396 0.0309
100 6.3704 0.0307
101 6.4009 0.0306
102 6.4314 0.0304
103 6.4616 0.0303
104 6.4917 0.0301
105 6.5217 0.0300
106 6.5515 0.0298
107 6.5812 0.0297
108 6.6107 0.0295
109 6.6401 0.0294
110 6.6694 0.0293
111 6.6985 0.0291
112 6.7275 0.0290
113 6.7563 0.0288
114 6.7850 0.0287
115 6.8136 0.0286
116 6.8421 0.0285
117 6.8704 0.0283
118 6.8986 0.0282
119 6.9267 0.0281
120 6.9546 0.0280
121 6.9824 0.0278
122 7.0102 0.0277
123 7.0378 0.0276
124 7.0652 0.0275
125 7.0926 0.0274
126 7.1199 0.0273
127 7.1470 0.0271
128 7.1740 0.0270
129 7.2009 0.0269
130 7.2278 0.0268
131 7.2545 0.0267
132 7.2811 0.0266
133 7.3076 0.0265
134 7.3340 0.0264
135 7.3602 0.0263
136 7.3864 0.0262
137 7.4125 0.0261
138 7.4385 0.0260
139 7.4644 0.0259
140 7.4902 0.0258
141 7.5159 0.0257
142 7.5415 0.0256
143 7.5670 0.0255
144 7.5925 0.0254
145 7.6178 0.0253
146 7.6430 0.0252
147 7.6682 0.0252
148 7.6932 0.0251
149 7.7182 0.0250
150 7.7431 0.0249
151 7.7679 0.0248
152 7.7926 0.0247
153 7.8173 0.0246
154 7.8418 0.0245
155 7.8663 0.0245
156 7.8907 0.0244
157 7.9150 0.0243
158 7.9392 0.0242
159 7.9633 0.0241
160 7.9874 0.0241
161 8.0114 0.0240
162 8.0353 0.0239
163 8.0591 0.0238
164 8.0829 0.0238
165 8.1066 0.0237
166 8.1302 0.0236
167 8.1537 0.0235
168 8.1772 0.0235
169 8.2006 0.0234
170 8.2239 0.0233
171 8.2471 0.0232
172 8.2703 0.0232
173 8.2934 0.0231
174 8.3165 0.0230
175 8.3394 0.0230
176 8.3623 0.0229
177 8.3852 0.0228
178 8.4079 0.0228
179 8.4306 0.0227
180 8.4533 0.0226
181 8.4758 0.0226
182 8.4983 0.0225
183 8.5208 0.0224
184 8.5432 0.0224
185 8.5655 0.0223
186 8.5877 0.0223
187 8.6099 0.0222
188 8.6320 0.0221
189 8.6541 0.0221
190 8.6761 0.0220
191 8.6981 0.0219
192 8.7200 0.0219
193 8.7418 0.0218
194 8.7636 0.0218
195 8.7853 0.0217
196 8.8069 0.0217
197 8.8285 0.0216
198 8.8501 0.0215
199 8.8715 0.0215
200 8.8930 0.0214
201 8.9144 0.0214
202 8.9357 0.0213
203 8.9569 0.0213
204 8.9781 0.0212
205 8.9993 0.0212
206 9.0204 0.0211
207 9.0414 0.0210
208 9.0624 0.0210
209 9.0834 0.0209
210 9.1043 0.0209
211 9.1251 0.0208
212 9.1459 0.0208
213 9.1666 0.0207
214 9.1873 0.0207
215 9.2080 0.0206
216 9.2286 0.0206
217 9.2491 0.0205
218 9.2696 0.0205
219 9.2900 0.0204
220 9.3104 0.0204
221 9.3308 0.0203
222 9.3511 0.0203
223 9.3713 0.0202
224 9.3915 0.0202
225 9.4117 0.0202
226 9.4318 0.0201
227 9.4518 0.0201
228 9.4719 0.0200
229 9.4918 0.0200
230 9.5118 0.0199
231 9.5316 0.0199
232 9.5515 0.0198
233 9.5713 0.0198
234 9.5910 0.0197
235 9.6107 0.0197
236 9.6304 0.0197
237 9.6500 0.0196
238 9.6696 0.0196
239 9.6891 0.0195
240 9.7086 0.0195
241 9.7280 0.0194
242 9.7475 0.0194
243 9.7668 0.0194
244 9.7861 0.0193
245 9.8054 0.0193
246 9.8247 0.0192
247 9.8439 0.0192
248 9.8630 0.0192
249 9.8822 0.0191
250 9.9012 0.0191
251 9.9203 0.0190
252 9.9393 0.0190
253 9.9582 0.0190
254 9.9772 0.0189
255 9.9961 0.0189
256 10.0149 0.0188
257 10.0337 0.0188
258 10.0525 0.0188
259 10.0712 0.0187
260 10.0899 0.0187
261 10.1086 0.0187
262 10.1272 0.0186
263 10.1458 0.0186
264 10.1643 0.0185
265 10.1828 0.0185
266 10.2013 0.0185
267 10.2198 0.0184
268 10.2382 0.0184
269 10.2565 0.0184
270 10.2749 0.0183
271 10.2932 0.0183
272 10.3114 0.0183
273 10.3296 0.0182
274 10.3478 0.0182
275 10.3660 0.0182
276 10.3841 0.0181
277 10.4022 0.0181
278 10.4203 0.0181
279 10.4383 0.0180
280 10.4563 0.0180
281 10.4742 0.0180
282 10.4922 0.0179
283 10.5101 0.0179
284 10.5279 0.0179
285 10.5457 0.0178
286 10.5635 0.0178
287 10.5813 0.0178
288 10.5990 0.0177
--------------------------------------------------------------------- Unit Unit Unit Effective
Period Rainfall Soil-Loss Rainfall
(number) (In) (In) (In)
--------------------------------------------------------------------- 1 0.0177 0.0054 0.0123
2 0.0178 0.0054 0.0123
3 0.0178 0.0054 0.0124
4 0.0179 0.0054 0.0124
5 0.0179 0.0055 0.0125
6 0.0180 0.0055 0.0125
7 0.0180 0.0055 0.0125
8 0.0181 0.0055 0.0126
9 0.0181 0.0055 0.0126
10 0.0182 0.0055 0.0126
11 0.0182 0.0056 0.0127
12 0.0183 0.0056 0.0127
13 0.0183 0.0056 0.0127
14 0.0184 0.0056 0.0128
15 0.0184 0.0056 0.0128
16 0.0185 0.0056 0.0128
17 0.0185 0.0057 0.0129
18 0.0186 0.0057 0.0129
19 0.0187 0.0057 0.0130
20 0.0187 0.0057 0.0130
21 0.0188 0.0057 0.0131
22 0.0188 0.0057 0.0131
23 0.0189 0.0058 0.0131
24 0.0189 0.0058 0.0132
25 0.0190 0.0058 0.0132
26 0.0190 0.0058 0.0132
27 0.0191 0.0058 0.0133
28 0.0192 0.0058 0.0133
29 0.0192 0.0059 0.0134
30 0.0193 0.0059 0.0134
31 0.0194 0.0059 0.0135
32 0.0194 0.0059 0.0135
33 0.0195 0.0059 0.0136
34 0.0195 0.0060 0.0136
35 0.0196 0.0060 0.0136
36 0.0197 0.0060 0.0137
37 0.0197 0.0060 0.0137
38 0.0198 0.0060 0.0138
39 0.0199 0.0061 0.0138
40 0.0199 0.0061 0.0139
41 0.0200 0.0061 0.0139
42 0.0201 0.0061 0.0139
43 0.0202 0.0061 0.0140
44 0.0202 0.0062 0.0140
45 0.0203 0.0062 0.0141
46 0.0203 0.0062 0.0141
47 0.0204 0.0062 0.0142
48 0.0205 0.0062 0.0142
49 0.0206 0.0063 0.0143
50 0.0206 0.0063 0.0143
51 0.0207 0.0063 0.0144
52 0.0208 0.0063 0.0145
53 0.0209 0.0064 0.0145
54 0.0209 0.0064 0.0146
55 0.0210 0.0064 0.0146
56 0.0211 0.0064 0.0147
57 0.0212 0.0065 0.0147
58 0.0213 0.0065 0.0148
59 0.0214 0.0065 0.0149
60 0.0214 0.0065 0.0149
61 0.0215 0.0066 0.0150
62 0.0216 0.0066 0.0150
63 0.0217 0.0066 0.0151
64 0.0218 0.0066 0.0151
65 0.0219 0.0067 0.0152
66 0.0219 0.0067 0.0153
67 0.0221 0.0067 0.0153
68 0.0221 0.0067 0.0154
69 0.0223 0.0068 0.0155
70 0.0223 0.0068 0.0155
71 0.0224 0.0068 0.0156
72 0.0225 0.0069 0.0156
73 0.0226 0.0069 0.0157
74 0.0227 0.0069 0.0158
75 0.0228 0.0070 0.0159
76 0.0229 0.0070 0.0159
77 0.0230 0.0070 0.0160
78 0.0231 0.0070 0.0161
79 0.0232 0.0071 0.0162
80 0.0233 0.0071 0.0162
81 0.0235 0.0071 0.0163
82 0.0235 0.0072 0.0164
83 0.0237 0.0072 0.0165
84 0.0238 0.0072 0.0165
85 0.0239 0.0073 0.0166
86 0.0240 0.0073 0.0167
87 0.0241 0.0074 0.0168
88 0.0242 0.0074 0.0168
89 0.0244 0.0074 0.0170
90 0.0245 0.0075 0.0170
91 0.0246 0.0075 0.0171
92 0.0247 0.0075 0.0172
93 0.0249 0.0076 0.0173
94 0.0250 0.0076 0.0174
95 0.0252 0.0077 0.0175
96 0.0252 0.0077 0.0175
97 0.0254 0.0077 0.0177
98 0.0255 0.0078 0.0177
99 0.0257 0.0078 0.0179
100 0.0258 0.0079 0.0179
101 0.0260 0.0079 0.0181
102 0.0261 0.0080 0.0181
103 0.0263 0.0080 0.0183
104 0.0264 0.0080 0.0184
105 0.0266 0.0081 0.0185
106 0.0267 0.0081 0.0186
107 0.0269 0.0082 0.0187
108 0.0270 0.0082 0.0188
109 0.0273 0.0083 0.0189
110 0.0274 0.0083 0.0190
111 0.0276 0.0084 0.0192
112 0.0277 0.0084 0.0193
113 0.0280 0.0085 0.0194
114 0.0281 0.0086 0.0195
115 0.0283 0.0086 0.0197
116 0.0285 0.0087 0.0198
117 0.0287 0.0087 0.0200
118 0.0288 0.0088 0.0201
119 0.0291 0.0089 0.0202
120 0.0293 0.0089 0.0203
121 0.0295 0.0090 0.0205
122 0.0297 0.0090 0.0206
123 0.0300 0.0091 0.0208
124 0.0301 0.0092 0.0209
125 0.0304 0.0093 0.0212
126 0.0306 0.0093 0.0213
127 0.0309 0.0094 0.0215
128 0.0311 0.0095 0.0216
129 0.0314 0.0096 0.0218
130 0.0316 0.0096 0.0220
131 0.0319 0.0097 0.0222
132 0.0321 0.0098 0.0223
133 0.0325 0.0099 0.0226
134 0.0327 0.0100 0.0227
135 0.0331 0.0101 0.0230
136 0.0333 0.0101 0.0231
137 0.0337 0.0103 0.0234
138 0.0339 0.0103 0.0236
139 0.0343 0.0105 0.0239
140 0.0345 0.0105 0.0240
141 0.0350 0.0107 0.0243
142 0.0352 0.0107 0.0245
143 0.0357 0.0109 0.0248
144 0.0360 0.0110 0.0250
145 0.0363 0.0111 0.0252
146 0.0365 0.0111 0.0254
147 0.0371 0.0113 0.0258
148 0.0374 0.0114 0.0260
149 0.0380 0.0116 0.0264
150 0.0383 0.0117 0.0266
151 0.0389 0.0119 0.0270
152 0.0392 0.0120 0.0273
153 0.0399 0.0122 0.0278
154 0.0403 0.0123 0.0280
155 0.0410 0.0125 0.0285
156 0.0414 0.0126 0.0288
157 0.0422 0.0129 0.0293
158 0.0426 0.0130 0.0296
159 0.0435 0.0132 0.0302
160 0.0439 0.0134 0.0305
161 0.0449 0.0137 0.0312
162 0.0454 0.0138 0.0316
163 0.0464 0.0142 0.0323
164 0.0470 0.0143 0.0327
165 0.0482 0.0147 0.0335
166 0.0488 0.0149 0.0339
167 0.0501 0.0153 0.0348
168 0.0508 0.0155 0.0353
169 0.0525 0.0160 0.0365
170 0.0533 0.0162 0.0371
171 0.0550 0.0168 0.0382
172 0.0559 0.0170 0.0389
173 0.0578 0.0176 0.0402
174 0.0589 0.0179 0.0409
175 0.0611 0.0186 0.0425
176 0.0624 0.0190 0.0434
177 0.0651 0.0198 0.0452
178 0.0666 0.0203 0.0463
179 0.0698 0.0213 0.0486
180 0.0717 0.0218 0.0498
181 0.0758 0.0231 0.0527
182 0.0782 0.0238 0.0544
183 0.0836 0.0255 0.0581
184 0.0868 0.0264 0.0603
185 0.0787 0.0240 0.0547
186 0.0832 0.0253 0.0578
187 0.0944 0.0288 0.0657
188 0.1018 0.0310 0.0708
189 0.1227 0.0369 0.0858
190 0.1385 0.0369 0.1016
191 0.1980 0.0369 0.1610
192 0.2722 0.0369 0.2353
193 0.8520 0.0369 0.8151
194 0.1612 0.0369 0.1243
195 0.1110 0.0338 0.0771
196 0.0883 0.0269 0.0614
197 0.0903 0.0275 0.0628
198 0.0808 0.0246 0.0562
199 0.0737 0.0225 0.0512
200 0.0681 0.0208 0.0474
201 0.0637 0.0194 0.0443
202 0.0600 0.0183 0.0417
203 0.0568 0.0173 0.0395
204 0.0541 0.0165 0.0376
205 0.0515 0.0157 0.0358
206 0.0494 0.0151 0.0344
207 0.0476 0.0145 0.0331
208 0.0459 0.0140 0.0319
209 0.0444 0.0135 0.0309
210 0.0430 0.0131 0.0299
211 0.0418 0.0127 0.0291
212 0.0406 0.0124 0.0282
213 0.0396 0.0121 0.0275
214 0.0386 0.0118 0.0268
215 0.0377 0.0115 0.0262
216 0.0368 0.0112 0.0256
217 0.0362 0.0110 0.0252
218 0.0355 0.0108 0.0247
219 0.0348 0.0106 0.0242
220 0.0341 0.0104 0.0237
221 0.0335 0.0102 0.0233
222 0.0329 0.0100 0.0228
223 0.0323 0.0098 0.0225
224 0.0317 0.0097 0.0221
225 0.0312 0.0095 0.0217
226 0.0307 0.0094 0.0214
227 0.0303 0.0092 0.0210
228 0.0298 0.0091 0.0207
229 0.0294 0.0090 0.0204
230 0.0290 0.0088 0.0201
231 0.0286 0.0087 0.0199
232 0.0282 0.0086 0.0196
233 0.0278 0.0085 0.0194
234 0.0275 0.0084 0.0191
235 0.0271 0.0083 0.0189
236 0.0268 0.0082 0.0186
237 0.0265 0.0081 0.0184
238 0.0262 0.0080 0.0182
239 0.0259 0.0079 0.0180
240 0.0256 0.0078 0.0178
241 0.0253 0.0077 0.0176
242 0.0251 0.0076 0.0174
243 0.0248 0.0076 0.0172
244 0.0245 0.0075 0.0171
245 0.0243 0.0074 0.0169
246 0.0241 0.0073 0.0167
247 0.0238 0.0073 0.0166
248 0.0236 0.0072 0.0164
249 0.0234 0.0071 0.0163
250 0.0232 0.0071 0.0161
251 0.0230 0.0070 0.0160
252 0.0228 0.0069 0.0158
253 0.0226 0.0069 0.0157
254 0.0224 0.0068 0.0156
255 0.0222 0.0068 0.0154
256 0.0220 0.0067 0.0153
257 0.0218 0.0067 0.0152
258 0.0217 0.0066 0.0151
259 0.0215 0.0065 0.0149
260 0.0213 0.0065 0.0148
261 0.0212 0.0064 0.0147
262 0.0210 0.0064 0.0146
263 0.0208 0.0064 0.0145
264 0.0207 0.0063 0.0144
265 0.0205 0.0063 0.0143
266 0.0204 0.0062 0.0142
267 0.0202 0.0062 0.0141
268 0.0201 0.0061 0.0140
269 0.0200 0.0061 0.0139
270 0.0198 0.0060 0.0138
271 0.0197 0.0060 0.0137
272 0.0196 0.0060 0.0136
273 0.0194 0.0059 0.0135
274 0.0193 0.0059 0.0134
275 0.0192 0.0059 0.0134
276 0.0191 0.0058 0.0133
277 0.0190 0.0058 0.0132
278 0.0188 0.0057 0.0131
279 0.0187 0.0057 0.0130
280 0.0186 0.0057 0.0129
281 0.0185 0.0056 0.0129
282 0.0184 0.0056 0.0128
283 0.0183 0.0056 0.0127
284 0.0182 0.0055 0.0126
285 0.0181 0.0055 0.0126
286 0.0180 0.0055 0.0125
287 0.0179 0.0055 0.0124
288 0.0178 0.0054 0.0124
-------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 2.92(In)
Total effective rainfall = 7.68(In)
Peak flow rate in flood hydrograph = 374.24(CFS)
--------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 100.0 200.0 300.0 400.0 ----------------------------------------------------------------------- 0+ 5 0.0037 0.54 Q | | | |
0+10 0.0281 3.53 Q | | | |
0+15 0.0826 7.91 Q | | | |
0+20 0.1519 10.07 VQ | | | |
0+25 0.2261 10.77 VQ | | | |
0+30 0.3015 10.95 VQ | | | |
0+35 0.3779 11.09 VQ | | | |
0+40 0.4545 11.12 VQ | | | |
0+45 0.5313 11.15 VQ | | | |
0+50 0.6083 11.19 VQ | | | |
0+55 0.6856 11.22 VQ | | | |
1+ 0 0.7631 11.25 VQ | | | |
1+ 5 0.8408 11.28 VQ | | | |
1+10 0.9187 11.31 VQ | | | |
1+15 0.9968 11.35 VQ | | | |
1+20 1.0752 11.38 VQ | | | |
1+25 1.1538 11.41 VQ | | | |
1+30 1.2326 11.45 |Q | | | |
1+35 1.3117 11.48 |Q | | | |
1+40 1.3909 11.51 |Q | | | |
1+45 1.4705 11.55 |Q | | | |
1+50 1.5502 11.58 |Q | | | |
1+55 1.6302 11.62 |Q | | | |
2+ 0 1.7105 11.65 |Q | | | |
2+ 5 1.7910 11.69 |Q | | | |
2+10 1.8717 11.72 |Q | | | |
2+15 1.9527 11.76 |Q | | | |
2+20 2.0339 11.80 |Q | | | |
2+25 2.1154 11.83 |Q | | | |
2+30 2.1972 11.87 |Q | | | |
2+35 2.2792 11.91 |Q | | | |
2+40 2.3615 11.95 |QV | | | |
2+45 2.4440 11.98 |QV | | | |
2+50 2.5268 12.02 |QV | | | |
2+55 2.6099 12.06 |QV | | | |
3+ 0 2.6932 12.10 |QV | | | |
3+ 5 2.7768 12.14 |QV | | | |
3+10 2.8607 12.18 |QV | | | |
3+15 2.9449 12.22 |QV | | | |
3+20 3.0293 12.26 |QV | | | |
3+25 3.1140 12.30 |QV | | | |
3+30 3.1991 12.34 |QV | | | |
3+35 3.2844 12.39 |QV | | | |
3+40 3.3700 12.43 |QV | | | |
3+45 3.4559 12.47 |QV | | | |
3+50 3.5421 12.52 |Q V | | | |
3+55 3.6286 12.56 |Q V | | | |
4+ 0 3.7154 12.60 |Q V | | | |
4+ 5 3.8025 12.65 |Q V | | | |
4+10 3.8899 12.69 |Q V | | | |
4+15 3.9776 12.74 |Q V | | | |
4+20 4.0657 12.79 |Q V | | | |
4+25 4.1541 12.83 |Q V | | | |
4+30 4.2428 12.88 |Q V | | | |
4+35 4.3318 12.93 |Q V | | | |
4+40 4.4212 12.98 |Q V | | | |
4+45 4.5109 13.02 |Q V | | | |
4+50 4.6009 13.07 |Q V | | | |
4+55 4.6913 13.12 |Q V | | | |
5+ 0 4.7820 13.17 |Q V | | | |
5+ 5 4.8731 13.22 |Q V | | | |
5+10 4.9645 13.28 |Q V | | | |
5+15 5.0563 13.33 |Q V | | | |
5+20 5.1485 13.38 |Q V | | | |
5+25 5.2410 13.43 |Q V | | | |
5+30 5.3339 13.49 |Q V | | | |
5+35 5.4272 13.54 |Q V | | | |
5+40 5.5208 13.60 |Q V | | | |
5+45 5.6148 13.65 |Q V | | | |
5+50 5.7093 13.71 |Q V | | | |
5+55 5.8041 13.77 |Q V | | | |
6+ 0 5.8993 13.83 |Q V | | | |
6+ 5 5.9949 13.89 |Q V | | | |
6+10 6.0910 13.94 |Q V | | | |
6+15 6.1874 14.00 |Q V | | | |
6+20 6.2843 14.07 |Q V | | | |
6+25 6.3816 14.13 |Q V | | | |
6+30 6.4793 14.19 |Q V | | | |
6+35 6.5775 14.25 |Q V | | | |
6+40 6.6761 14.32 |Q V | | | |
6+45 6.7751 14.38 |Q V | | | |
6+50 6.8747 14.45 |Q V | | | |
6+55 6.9746 14.52 |Q V | | | |
7+ 0 7.0751 14.58 |Q V | | | |
7+ 5 7.1760 14.65 |Q V | | | |
7+10 7.2774 14.72 |Q V | | | |
7+15 7.3792 14.79 |Q V | | | |
7+20 7.4816 14.86 |Q V | | | |
7+25 7.5845 14.94 |Q V | | | |
7+30 7.6878 15.01 |Q V | | | |
7+35 7.7917 15.09 |Q V | | | |
7+40 7.8962 15.16 |Q V | | | |
7+45 8.0011 15.24 |Q V | | | |
7+50 8.1066 15.32 |Q V | | | |
7+55 8.2126 15.40 |Q V | | | |
8+ 0 8.3192 15.48 |Q V | | | |
8+ 5 8.4264 15.56 |Q V | | | |
8+10 8.5341 15.64 |Q V | | | |
8+15 8.6424 15.73 |Q V | | | |
8+20 8.7513 15.81 |Q V | | | |
8+25 8.8608 15.90 |Q V | | | |
8+30 8.9709 15.99 |Q V | | | |
8+35 9.0816 16.08 |Q V | | | |
8+40 9.1930 16.17 |Q V | | | |
8+45 9.3050 16.26 |Q V | | | |
8+50 9.4176 16.36 |Q V | | | |
8+55 9.5309 16.45 |Q V | | | |
9+ 0 9.6449 16.55 |Q V | | | |
9+ 5 9.7596 16.65 |Q V | | | |
9+10 9.8750 16.75 |Q V | | | |
9+15 9.9910 16.86 |Q V | | | |
9+20 10.1079 16.96 |Q V | | | |
9+25 10.2254 17.07 |Q V | | | |
9+30 10.3437 17.18 |Q V | | | |
9+35 10.4628 17.29 |Q V | | | |
9+40 10.5826 17.40 |Q V | | | |
9+45 10.7033 17.52 |Q V| | | |
9+50 10.8247 17.63 |Q V| | | |
9+55 10.9470 17.76 |Q V| | | |
10+ 0 11.0701 17.88 |Q V| | | |
10+ 5 11.1941 18.00 |Q V| | | |
10+10 11.3190 18.13 |Q V| | | |
10+15 11.4448 18.26 |Q V| | | |
10+20 11.5715 18.39 |Q V| | | |
10+25 11.6991 18.53 |Q V| | | |
10+30 11.8277 18.67 |Q V | | |
10+35 11.9572 18.81 |Q V | | |
10+40 12.0878 18.96 |Q V | | |
10+45 12.2194 19.11 |Q V | | |
10+50 12.3520 19.26 |Q V | | |
10+55 12.4857 19.42 |Q V | | |
11+ 0 12.6206 19.57 |Q V | | |
11+ 5 12.7565 19.74 |Q V | | |
11+10 12.8936 19.91 |Q V | | |
11+15 13.0319 20.08 | Q |V | | |
11+20 13.1714 20.25 | Q |V | | |
11+25 13.3121 20.44 | Q |V | | |
11+30 13.4541 20.62 | Q |V | | |
11+35 13.5975 20.81 | Q |V | | |
11+40 13.7421 21.01 | Q |V | | |
11+45 13.8882 21.21 | Q |V | | |
11+50 14.0357 21.42 | Q |V | | |
11+55 14.1847 21.63 | Q | V | | |
12+ 0 14.3351 21.85 | Q | V | | |
12+ 5 14.4871 22.07 | Q | V | | |
12+10 14.6405 22.26 | Q | V | | |
12+15 14.7951 22.45 | Q | V | | |
12+20 14.9512 22.67 | Q | V | | |
12+25 15.1091 22.92 | Q | V | | |
12+30 15.2688 23.18 | Q | V | | |
12+35 15.4303 23.46 | Q | V | | |
12+40 15.5938 23.74 | Q | V | | |
12+45 15.7594 24.04 | Q | V | | |
12+50 15.9270 24.34 | Q | V | | |
12+55 16.0968 24.66 | Q | V | | |
13+ 0 16.2689 24.99 | Q | V | | |
13+ 5 16.4434 25.33 | Q | V | | |
13+10 16.6203 25.68 | Q | V | | |
13+15 16.7997 26.06 | Q | V | | |
13+20 16.9819 26.44 | Q | V | | |
13+25 17.1668 26.85 | Q | V | | |
13+30 17.3546 27.27 | Q | V | | |
13+35 17.5456 27.72 | Q | V | | |
13+40 17.7397 28.18 | Q | V | | |
13+45 17.9372 28.68 | Q | V | | |
13+50 18.1382 29.19 | Q | V | | |
13+55 18.3430 29.74 | Q | V | | |
14+ 0 18.5517 30.30 | Q | V | | |
14+ 5 18.7647 30.93 | Q | V | | |
14+10 18.9824 31.61 | Q | V | | |
14+15 19.2053 32.37 | Q | V | | |
14+20 19.4334 33.12 | Q | V | | |
14+25 19.6670 33.92 | Q | V | | |
14+30 19.9064 34.75 | Q | V | | |
14+35 20.1520 35.67 | Q | V | | |
14+40 20.4043 36.63 | Q | V | | |
14+45 20.6639 37.70 | Q | V | | |
14+50 20.9314 38.84 | Q | V | | |
14+55 21.2077 40.11 | Q | V | | |
15+ 0 21.4934 41.49 | Q | V | | |
15+ 5 21.7899 43.05 | Q | V | | |
15+10 22.0981 44.76 | Q | V | | |
15+15 22.4198 46.72 | Q | V| | |
15+20 22.7567 48.92 | Q | V| | |
15+25 23.1081 51.02 | Q | V| | |
15+30 23.4619 51.37 | Q | V| | |
15+35 23.8139 51.11 | Q | V | |
15+40 24.1826 53.54 | Q | V | |
15+45 24.5856 58.52 | Q | V | |
15+50 25.0412 66.15 | Q | |V | |
15+55 25.5868 79.22 | Q | |V | |
16+ 0 26.3135 105.52 | Q | V | |
16+ 5 27.5108 173.86 | | Q | V | |
16+10 29.7266 321.72 | | | V | Q |
16+15 32.3040 374.24 | | | V | Q |
16+20 33.8385 222.82 | | | Q V | |
16+25 34.6303 114.96 | |Q | V| |
16+30 35.1253 71.88 | Q | | V| |
16+35 35.5529 62.09 | Q | | V |
16+40 35.9025 50.76 | Q | | V |
16+45 36.2209 46.23 | Q | | V |
16+50 36.5147 42.65 | Q | | |V |
16+55 36.7890 39.83 | Q | | |V |
17+ 0 37.0467 37.43 | Q | | |V |
17+ 5 37.2906 35.41 | Q | | |V |
17+10 37.5223 33.65 | Q | | |V |
17+15 37.7433 32.09 | Q | | | V |
17+20 37.9551 30.74 | Q | | | V |
17+25 38.1587 29.57 | Q | | | V |
17+30 38.3551 28.52 | Q | | | V |
17+35 38.5450 27.57 | Q | | | V |
17+40 38.7290 26.72 | Q | | | V |
17+45 38.9076 25.93 | Q | | | V |
17+50 39.0812 25.21 | Q | | | V |
17+55 39.2503 24.55 | Q | | | V |
18+ 0 39.4151 23.93 | Q | | | V |
18+ 5 39.5760 23.37 | Q | | | V |
18+10 39.7335 22.87 | Q | | | V |
18+15 39.8880 22.43 | Q | | | V |
18+20 40.0394 21.98 | Q | | | V |
18+25 40.1878 21.55 | Q | | | V |
18+30 40.3333 21.13 | Q | | | V |
18+35 40.4762 20.74 | Q | | | V |
18+40 40.6165 20.37 | Q | | | V |
18+45 40.7543 20.01 | Q | | | V |
18+50 40.8898 19.68 |Q | | | V |
18+55 41.0231 19.36 |Q | | | V |
19+ 0 41.1544 19.05 |Q | | | V |
19+ 5 41.2836 18.76 |Q | | | V |
19+10 41.4108 18.48 |Q | | | V |
19+15 41.5363 18.21 |Q | | | V |
19+20 41.6599 17.96 |Q | | | V |
19+25 41.7819 17.71 |Q | | | V |
19+30 41.9022 17.47 |Q | | | V |
19+35 42.0210 17.25 |Q | | | V |
19+40 42.1383 17.03 |Q | | | V |
19+45 42.2541 16.82 |Q | | | V |
19+50 42.3685 16.61 |Q | | | V |
19+55 42.4816 16.42 |Q | | | V |
20+ 0 42.5933 16.23 |Q | | | V |
20+ 5 42.7038 16.04 |Q | | | V |
20+10 42.8131 15.86 |Q | | | V |
20+15 42.9211 15.69 |Q | | | V |
20+20 43.0281 15.53 |Q | | | V |
20+25 43.1339 15.36 |Q | | | V |
20+30 43.2386 15.21 |Q | | | V |
20+35 43.3423 15.06 |Q | | | V |
20+40 43.4450 14.91 |Q | | | V |
20+45 43.5467 14.76 |Q | | | V |
20+50 43.6474 14.63 |Q | | | V |
20+55 43.7472 14.49 |Q | | | V |
21+ 0 43.8461 14.36 |Q | | | V |
21+ 5 43.9441 14.23 |Q | | | V |
21+10 44.0412 14.10 |Q | | | V |
21+15 44.1375 13.98 |Q | | | V |
21+20 44.2329 13.86 |Q | | | V |
21+25 44.3276 13.75 |Q | | | V |
21+30 44.4215 13.63 |Q | | | V |
21+35 44.5146 13.52 |Q | | | V |
21+40 44.6070 13.41 |Q | | | V |
21+45 44.6986 13.31 |Q | | | V |
21+50 44.7896 13.20 |Q | | | V |
21+55 44.8798 13.10 |Q | | | V |
22+ 0 44.9694 13.00 |Q | | | V |
22+ 5 45.0583 12.91 |Q | | | V |
22+10 45.1465 12.81 |Q | | | V |
22+15 45.2342 12.72 |Q | | | V |
22+20 45.3211 12.63 |Q | | | V |
22+25 45.4075 12.54 |Q | | | V |
22+30 45.4933 12.46 |Q | | | V |
22+35 45.5785 12.37 |Q | | | V |
22+40 45.6631 12.29 |Q | | | V |
22+45 45.7472 12.20 |Q | | | V |
22+50 45.8307 12.12 |Q | | | V |
22+55 45.9136 12.05 |Q | | | V |
23+ 0 45.9961 11.97 |Q | | | V|
23+ 5 46.0780 11.89 |Q | | | V|
23+10 46.1593 11.82 |Q | | | V|
23+15 46.2402 11.75 |Q | | | V|
23+20 46.3206 11.67 |Q | | | V|
23+25 46.4005 11.60 |Q | | | V|
23+30 46.4800 11.53 |Q | | | V|
23+35 46.5589 11.47 |Q | | | V|
23+40 46.6374 11.40 |Q | | | V|
23+45 46.7155 11.33 |Q | | | V|
23+50 46.7931 11.27 |Q | | | V|
23+55 46.8703 11.20 |Q | | | V|
24+ 0 46.9470 11.14 |Q | | | V|
----------------------------------------------------------------------- Basin Routing
WSPG for Pipe 2
H vs Q Graph
100 Year Storm AMC III Developed Condition
F I L E : g f r p i p 2 . W S W W S P G W - C I V I L D E S I G N V e r s i o n P r o g r a m P a c k a g e S e r i a l N u m b e r : 1 8 3 7
W A T E R S U R F A C E P R O F I L E L I
G F R T M 20150
P I P E 2
1 0 0 Y E A R S T O R M
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * | I n v e r t | D e p t h | W a t e r | Q | V e l V e l | E n e r g y | S t a t i o n | E l e v | ( F T ) | E l e v | ( C F S ) | ( F P S ) H e a d | G r d . E l . | - | - - | - - | - - | - - | - - | - - | - - |
L / E l e m | C h S l o p e | | | | S F A v e | H F |
* * * * * * * * * | * * * * * * * * * | * * * * * * * * | * * * * * * * * * | * * * * * * * * * | * * * * * * * | * * * * * * * | * * * * * * * * * | | | | | | | |
1 0 0 0 . 0 0 0 1 8 4 2 . 1 2 0 2 . 9 0 6 1 8 4 5 . 0 2 6 2 5 9 . 0 0 2 6 . 4 9 1 0 . 8 9 1 8 5 5 . 9 2 - | - - | - - | - - | - - | - - | - - | - - |
1 5 . 0 0 0 . 0 0 2 8 . 0 4 3 8 . 6 6
| | | | | | |
1 0 1 5 . 0 0 0 1 8 4 2 . 1 6 2 2 . 8 2 3 1 8 4 4 . 9 8 5 2 5 9 . 0 0 2 7 . 3 2 1 1 . 5 9 1 8 5 6 . 5 8 - | - - | - - | - - | - - | - - | - - | - - |
1 0 . 9 8 5 . 0 1 0 6 . 0 4 6 4 . 5 1
| | | | | | |
1 0 2 5 . 9 8 5 1 8 4 2 . 2 7 9 2 . 7 7 5 1 8 4 5 . 0 5 4 2 5 9 . 0 0 2 7 . 8 4 1 2 . 0 3 1 8 5 7 . 0 9 - | - - | - - | - - | - - | - - | - - | - - |
2 7 . 3 4 5 . 0 1 0 6 . 0 5 0 4 1 . 3 8
| | | | | | |
1 0 5 3 . 3 3 0 1 8 4 2 . 5 7 0 2 . 6 5 9 1 8 4 5 . 2 2 9 2 5 9 . 0 0 2 9 . 2 0 1 3 . 2 4 1 8 5 8 . 4 7 - | - - | - - | - - | - - | - - | - - | - - |
J U N C T S T R . 0 0 7 5 . 0 5 5 1 . 2 2
| | | | | | |
1 0 5 7 . 3 3 0 1 8 4 2 . 6 0 0 2 . 4 8 9 1 8 4 5 . 0 8 9 2 4 3 . 2 0 2 9 . 5 9 1 3 . 6 0 1 8 5 8 . 6 9 - | - - | - - | - - | - - | - - | - - | - - |
1 1 . 4 9 7 . 0 0 8 5 . 0 5 8 6 . 6 7
| | | | | | |
1 0 6 8 . 8 2 7 1 8 4 2 . 6 9 8 2 . 4 4 2 1 8 4 5 . 1 4 0 2 4 3 . 2 0 3 0 . 2 6 1 4 . 2 2 1 8 5 9 . 3 6 - | - - | - - | - - | - - | - - | - - | - - |
2 3 . 8 3 3 . 0 0 8 5 . 0 6 4 2 1 . 5 3
| | | | | | |
1 0 9 2 . 6 6 0 1 8 4 2 . 9 0 0 2 . 3 4 7 1 8 4 5 . 2 4 7 2 4 3 . 2 0 3 1 . 7 4 1 5 . 6 4 1 8 6 0 . 8 9 - | - - | - - | - - | - - | - - | - - | - - |
J U N C T S T R . 0 1 0 0 . 0 7 2 8 . 2 9
| | | | | | |
1 0 9 6 . 6 6 0 1 8 4 2 . 9 4 0 2 . 0 6 8 1 8 4 5 . 0 0 8 2 1 1 . 6 0 3 2 . 2 8 1 6 . 1 8 1 8 6 1 . 1 8 - | - - | - - | - - | - - | - - | - - | - - |
2 . 5 7 9 . 0 0 8 4 . 0 7 8 1 . 2 0
| | | | | | |
1 0 9 9 . 2 4 0 1 8 4 2 . 9 6 2 2 . 0 5 9 1 8 4 5 . 0 2 0 2 1 1 . 6 0 3 2 . 4 6 1 6 . 3 7 1 8 6 1 . 3 9 - | - - | - - | - - | - - | - - | - - | - - |
2 0 . 6 2 1 . 0 0 8 4 . 0 8 4 1 1 . 7 3
F I L E : g f r p i p 2 . W S W W S P G W - C I V I L D E S I G N V e r s i o n P r o g r a m P a c k a g e S e r i a l N u m b e r : 1 8 3 7
W A T E R S U R F A C E P R O F I L E L I
G F R T M 20150
P I P E 2
1 0 0 Y E A R S T O R M
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * | I n v e r t | D e p t h | W a t e r | Q | V e l V e l | E n e r g y | S t a t i o n | E l e v | ( F T ) | E l e v | ( C F S ) | ( F P S ) H e a d | G r d . E l . | - | - - | - - | - - | - - | - - | - - | - - |
L / E l e m | C h S l o p e | | | | S F A v e | H F |
* * * * * * * * * | * * * * * * * * * | * * * * * * * * | * * * * * * * * * | * * * * * * * * * | * * * * * * * | * * * * * * * | * * * * * * * * * | | | | | | | |
1 1 1 9 . 8 6 1 1 8 4 3 . 1 3 4 1 . 9 8 3 1 8 4 5 . 1 1 7 2 1 1 . 6 0 3 4 . 0 5 1 8 . 0 0 1 8 6 3 . 1 2 - | - - | - - | - - | - - | - - | - - | - - |
1 9 . 8 3 9 . 0 0 8 4 . 0 9 5 5 1 . 8 9
| | | | | | |
1 1 3 9 . 7 0 0 1 8 4 3 . 3 0 0 1 . 9 1 1 1 8 4 5 . 2 1 1 2 1 1 . 6 0 3 5 . 7 1 1 9 . 8 0 1 8 6 5 . 0 1 - | - - | - - | - - | - - | - - | - - | - - |
3 . 8 5 0 . 1 1 6 9 . 1 0 1 4 . 3 9
| | | | | | |
1 1 4 3 . 5 5 0 1 8 4 3 . 7 5 0 1 . 9 1 2 1 8 4 5 . 6 6 2 2 1 1 . 6 0 3 5 . 6 7 1 9 . 7 6 1 8 6 5 . 4 2 - | - - | - - | - - | - - | - - | - - | - - |
J U N C T S T R . 1 1 7 5 . 1 0 4 3 . 4 2
| | | | | | |
1 1 4 7 . 5 5 0 1 8 4 4 . 2 2 0 1 . 7 9 9 1 8 4 6 . 0 1 9 1 9 5 . 8 0 3 5 . 7 3 1 9 . 8 3 1 8 6 5 . 8 5 - | - - | - - | - - | - - | - - | - - | - - |
3 9 . 4 2 4 . 1 1 7 1 . 1 0 5 7 4 . 1 7
| | | | | | |
1 1 8 6 . 9 7 4 1 8 4 8 . 8 3 6 1 . 8 1 5 1 8 5 0 . 6 5 1 1 9 5 . 8 0 3 5 . 3 2 1 9 . 3 7 1 8 7 0 . 0 2 - | - - | - - | - - | - - | - - | - - | - - |
8 7 . 5 9 4 . 1 1 7 1 . 0 9 7 8 8 . 5 6
| | | | | | |
1 2 7 4 . 5 6 8 1 8 5 9 . 0 9 3 1 . 8 8 3 1 8 6 0 . 9 7 6 1 9 5 . 8 0 3 3 . 6 8 1 7 . 6 1 1 8 7 8 . 5 9 - | - - | - - | - - | - - | - - | - - | - - |
4 9 . 2 0 1 . 1 1 7 1 . 0 8 6 0 4 . 2 3
| | | | | | |
1 3 2 3 . 7 6 9 1 8 6 4 . 8 5 4 1 . 9 5 4 1 8 6 6 . 8 0 8 1 9 5 . 8 0 3 2 . 1 1 1 6 . 0 1 1 8 8 2 . 8 2 - | - - | - - | - - | - - | - - | - - | - - |
3 3 . 3 6 2 . 1 1 7 1 . 0 7 5 7 2 . 5 3
| | | | | | |
1 3 5 7 . 1 3 1 1 8 6 8 . 7 6 1 2 . 0 2 8 1 8 7 0 . 7 8 9 1 9 5 . 8 0 3 0 . 6 2 1 4 . 5 5 1 8 8 5 . 3 4 - | - - | - - | - - | - - | - - | - - | - - |
2 4 . 6 9 8 . 1 1 7 1 . 0 6 6 7 1 . 6 5
| | | | | | |
1 3 8 1 . 8 2 9 1 8 7 1 . 6 5 3 2 . 1 0 6 1 8 7 3 . 7 5 9 1 9 5 . 8 0 2 9 . 1 9 1 3 . 2 3 1 8 8 6 . 9 9 - | - - | - - | - - | - - | - - | - - | - - |
1 9 . 2 2 3 . 1 1 7 1 . 0 5 8 8 1 . 1 3
F I L E : g f r p i p 2 . W S W W S P G W - C I V I L D E S I G N V e r s i o n P r o g r a m P a c k a g e S e r i a l N u m b e r : 1 8 3 7
W A T E R S U R F A C E P R O F I L E L I
G F R T M 20150
P I P E 2
1 0 0 Y E A R S T O R M
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * | I n v e r t | D e p t h | W a t e r | Q | V e l V e l | E n e r g y | S t a t i o n | E l e v | ( F T ) | E l e v | ( C F S ) | ( F P S ) H e a d | G r d . E l . | - | - - | - - | - - | - - | - - | - - | - - |
L / E l e m | C h S l o p e | | | | S F A v e | H F |
* * * * * * * * * | * * * * * * * * * | * * * * * * * * | * * * * * * * * * | * * * * * * * * * | * * * * * * * | * * * * * * * | * * * * * * * * * | | | | | | | |
1 4 0 1 . 0 5 2 1 8 7 3 . 9 0 3 2 . 1 8 8 1 8 7 6 . 0 9 2 1 9 5 . 8 0 2 7 . 8 3 1 2 . 0 3 1 8 8 8 . 1 2 - | - - | - - | - - | - - | - - | - - | - - |
1 5 . 4 4 4 . 1 1 7 1 . 0 5 1 9 . 8 0
| | | | | | |
1 4 1 6 . 4 9 5 1 8 7 5 . 7 1 2 2 . 2 7 5 1 8 7 7 . 9 8 6 1 9 5 . 8 0 2 6 . 5 4 1 0 . 9 3 1 8 8 8 . 9 2 - | - - | - - | - - | - - | - - | - - | - - |
1 2 . 6 6 9 . 1 1 7 1 . 0 4 5 8 . 5 8
| | | | | | |
1 4 2 9 . 1 6 5 1 8 7 7 . 1 9 5 2 . 3 6 6 1 8 7 9 . 5 6 1 1 9 5 . 8 0 2 5 . 3 0 9 . 9 4 1 8 8 9 . 5 0 - | - - | - - | - - | - - | - - | - - | - - |
1 0 . 5 4 5 . 1 1 7 1 . 0 4 0 5 . 4 3
| | | | | | |
1 4 3 9 . 7 1 0 1 8 7 8 . 4 3 0 2 . 4 6 2 1 8 8 0 . 8 9 2 1 9 5 . 8 0 2 4 . 1 2 9 . 0 4 1 8 8 9 . 9 3 - | - - | - - | - - | - - | - - | - - | - - |
7 2 . 5 0 6 . 0 4 4 9 . 0 3 6 2 2 . 6 2
| | | | | | |
1 5 1 2 . 2 1 6 1 8 8 1 . 6 8 4 2 . 5 5 1 1 8 8 4 . 2 3 6 1 9 5 . 8 0 2 3 . 1 5 8 . 3 2 1 8 9 2 . 5 5 - | - - | - - | - - | - - | - - | - - | - - |
5 1 . 8 1 7 . 0 4 4 9 . 0 3 2 4 1 . 6 8
| | | | | | |
1 5 6 4 . 0 3 3 1 8 8 4 . 0 1 0 2 . 6 5 9 1 8 8 6 . 6 7 0 1 9 5 . 8 0 2 2 . 0 7 7 . 5 6 1 8 9 4 . 2 3 - | - - | - - | - - | - - | - - | - - | - - |
3 5 . 5 1 2 . 0 4 4 9 . 0 2 8 8 1 . 0 2
| | | | | | |
1 5 9 9 . 5 4 5 1 8 8 5 . 6 0 4 2 . 7 7 6 1 8 8 8 . 3 8 0 1 9 5 . 8 0 2 1 . 0 4 6 . 8 7 1 8 9 5 . 2 5 - | - - | - - | - - | - - | - - | - - | - - |
2 6 . 0 2 9 . 0 4 4 9 . 0 2 5 7 . 6 7
| | | | | | |
1 6 2 5 . 5 7 5 1 8 8 6 . 7 7 3 2 . 9 0 1 1 8 8 9 . 6 7 3 1 9 5 . 8 0 2 0 . 0 6 6 . 2 5 1 8 9 5 . 9 2 - | - - | - - | - - | - - | - - | - - | - - |
1 9 . 7 1 8 . 0 4 4 9 . 0 2 3 0 . 4 5
| | | | | | |
1 6 4 5 . 2 9 2 1 8 8 7 . 6 5 8 3 . 0 3 7 1 8 9 0 . 6 9 4 1 9 5 . 8 0 1 9 . 1 3 5 . 6 8 1 8 9 6 . 3 8 - | - - | - - | - - | - - | - - | - - | - - |
1 5 . 1 1 6 . 0 4 4 9 . 0 2 0 7 . 3 1
F I L E : g f r p i p 2 . W S W W S P G W - C I V I L D E S I G N V e r s i o n P r o g r a m P a c k a g e S e r i a l N u m b e r : 1 8 3 7
W A T E R S U R F A C E P R O F I L E L I
G F R T M 20150
P I P E 2
1 0 0 Y E A R S T O R M
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * | I n v e r t | D e p t h | W a t e r | Q | V e l V e l | E n e r g y | S t a t i o n | E l e v | ( F T ) | E l e v | ( C F S ) | ( F P S ) H e a d | G r d . E l . | - | - - | - - | - - | - - | - - | - - | - - |
L / E l e m | C h S l o p e | | | | S F A v e | H F |
* * * * * * * * * | * * * * * * * * * | * * * * * * * * | * * * * * * * * * | * * * * * * * * * | * * * * * * * | * * * * * * * | * * * * * * * * * | | | | | | | |
1 6 6 0 . 4 0 9 1 8 8 8 . 3 3 6 3 . 1 8 7 1 8 9 1 . 5 2 3 1 9 5 . 8 0 1 8 . 2 4 5 . 1 7 1 8 9 6 . 6 9 - | - - | - - | - - | - - | - - | - - | - - |
1 1 . 4 5 4 . 0 4 4 9 . 0 1 8 7 . 2 1
| | | | | | |
1 6 7 1 . 8 6 3 1 8 8 8 . 8 5 0 3 . 3 5 7 1 8 9 2 . 2 0 7 1 9 5 . 8 0 1 7 . 3 9 4 . 7 0 1 8 9 6 . 9 0 - | - - | - - | - - | - - | - - | - - | - - |
8 . 1 5 5 . 0 4 4 9 . 0 1 7 2 . 1 4
| | | | | | |
1 6 8 0 . 0 1 8 1 8 8 9 . 2 1 6 3 . 5 5 8 1 8 9 2 . 7 7 4 1 9 5 . 8 0 1 6 . 5 8 4 . 2 7 1 8 9 7 . 0 4 - | - - | - - | - - | - - | - - | - - | - - |
3 . 9 8 2 . 0 4 4 9 . 0 1 6 3 . 0 7
| | | | | | |
1 6 8 4 . 0 0 0 1 8 8 9 . 3 9 5 3 . 8 3 3 1 8 9 3 . 2 2 8 1 9 5 . 8 0 1 5 . 8 1 3 . 8 8 1 8 9 7 . 1 1 - | - - | - - | - - | - - | - - | - - | - - |
J U N C T S T R . 0 4 4 8 . 0 1 4 3 . 0 9
| | | | | | |
1 6 9 0 . 0 0 0 1 8 8 9 . 6 6 4 6 . 0 9 3 1 8 9 5 . 7 5 7 1 6 0 . 2 0 1 2 . 7 5 2 . 5 2 1 8 9 8 . 2 8 - | - - | - - | - - | - - | - - | - - | - - |
2 . 6 8 0 . 0 4 7 1 . 0 1 2 4 . 0 3
| | | | | | |
1 6 9 2 . 6 8 0 1 8 8 9 . 7 9 0 6 . 0 0 0 1 8 9 5 . 7 9 0 1 6 0 . 2 0 1 2 . 7 5 2 . 5 2 1 8 9 8 . 3 1 - | - - | - - | - - | - - | - - | - - | - - |
7 0 . 5 7 0 . 0 0 9 9 . 0 1 2 4 . 8 8
| | | | | | |
1 7 6 3 . 2 5 0 1 8 9 0 . 4 9 0 6 . 6 8 2 1 8 9 7 . 1 7 2 1 6 0 . 2 0 1 2 . 7 5 2 . 5 2 1 8 9 9 . 7 0 - | - - | - - | - - | - - | - - | - - | - - |
1 2 1 . 1 5 0 . 0 1 0 2 . 0 1 2 4 1 . 5 1
| | | | | | |
1 8 8 4 . 4 0 0 1 8 9 1 . 7 2 0 6 . 9 5 9 1 8 9 8 . 6 7 9 1 6 0 . 2 0 1 2 . 7 5 2 . 5 2 1 9 0 1 . 2 0 - | - - | - - | - - | - - | - - | - - | - - |
1 5 . 1 8 3 . 0 1 0 1 . 0 1 2 4 . 1 9
| | | | | | |
1 8 9 9 . 5 8 3 1 8 9 1 . 8 7 4 7 . 1 5 6 1 8 9 9 . 0 3 0 1 6 0 . 2 0 1 2 . 7 5 2 . 5 2 1 9 0 1 . 5 5 - | - - | - - | - - | - - | - - | - - | - - |
H Y D R A U L I C J U M P
F I L E : g f r p i p 2 . W S W W S P G W - C I V I L D E S I G N V e r s i o n P r o g r a m P a c k a g e S e r i a l N u m b e r : 1 8 3 7
W A T E R S U R F A C E P R O F I L E L I
G F R T M 20150
P I P E 2
1 0 0 Y E A R S T O R M
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * | I n v e r t | D e p t h | W a t e r | Q | V e l V e l | E n e r g y | S t a t i o n | E l e v | ( F T ) | E l e v | ( C F S ) | ( F P S ) H e a d | G r d . E l . | - | - - | - - | - - | - - | - - | - - | - - |
L / E l e m | C h S l o p e | | | | S F A v e | H F |
* * * * * * * * * | * * * * * * * * * | * * * * * * * * | * * * * * * * * * | * * * * * * * * * | * * * * * * * | * * * * * * * | * * * * * * * * * | | | | | | | |
1 8 9 9 . 5 8 3 1 8 9 1 . 8 7 4 2 . 0 5 6 1 8 9 3 . 9 3 0 1 6 0 . 2 0 2 4 . 6 3 9 . 4 2 1 9 0 3 . 3 5 - | - - | - - | - - | - - | - - | - - | - - |
9 . 8 0 1 . 0 1 0 1 . 0 4 6 6 . 4 6
| | | | | | |
1 9 0 9 . 3 8 4 1 8 9 1 . 9 7 3 2 . 0 2 4 1 8 9 3 . 9 9 7 1 6 0 . 2 0 2 5 . 1 2 9 . 8 0 1 9 0 3 . 7 9 - | - - | - - | - - | - - | - - | - - | - - |
2 2 . 1 3 6 . 0 1 0 1 . 0 5 1 1 1 . 1 3
| | | | | | |
1 9 3 1 . 5 2 0 1 8 9 2 . 1 9 8 1 . 9 4 9 1 8 9 4 . 1 4 7 1 6 0 . 2 0 2 6 . 3 4 1 0 . 7 8 1 9 0 4 . 9 2 - | - - | - - | - - | - - | - - | - - | - - |
. 4 8 0 . 0 3 3 3 . 0 5 4 3 . 0 3
| | | | | | |
1 9 3 2 . 0 0 0 1 8 9 2 . 2 1 4 1 . 9 4 9 1 8 9 4 . 1 6 2 1 6 0 . 2 0 2 6 . 3 6 1 0 . 7 9 1 9 0 4 . 9 5 - | - - | - - | - - | - - | - - | - - | - - |
J U N C T S T R . 0 8 5 7 . 0 7 0 0 . 4 2
| | | | | | |
1 9 3 8 . 0 0 0 1 8 9 2 . 7 2 8 1 . 5 6 6 1 8 9 4 . 2 9 4 1 3 6 . 2 0 2 9 . 8 6 1 3 . 8 4 1 9 0 8 . 1 4 - | - - | - - | - - | - - | - - | - - | - - |
1 3 7 . 0 0 0 . 0 8 5 6 . 0 8 5 6 1 1 . 7 3
| | | | | | |
2 0 7 5 . 0 0 0 1 9 0 4 . 4 5 6 1 . 5 6 6 1 9 0 6 . 0 2 2 1 3 6 . 2 0 2 9 . 8 6 1 3 . 8 4 1 9 1 9 . 8 7 - | - - | - - | - - | - - | - - | - - | - - |
T R A N S S T R . 0 8 5 5 . 0 8 5 7 . 3 4
| | | | | | |
2 0 7 9 . 0 0 0 1 9 0 4 . 7 9 8 1 . 5 6 5 1 9 0 6 . 3 6 3 1 3 6 . 2 0 2 9 . 8 8 1 3 . 8 6 1 9 2 0 . 2 2 - | - - | - - | - - | - - | - - | - - | - - |
9 3 . 0 8 3 . 0 8 5 8 . 0 8 5 8 7 . 9 8
| | | | | | |
2 1 7 2 . 0 8 3 1 9 1 2 . 7 8 1 1 . 5 6 5 1 9 1 4 . 3 4 6 1 3 6 . 2 0 2 9 . 8 8 1 3 . 8 6 1 9 2 8 . 2 1 - | - - | - - | - - | - - | - - | - - | - - |
2 2 6 . 3 5 5 . 0 8 5 8 . 0 8 4 7 1 9 . 1 6
| | | | | | |
2 3 9 8 . 4 3 8 1 9 3 2 . 1 9 3 1 . 5 7 7 1 9 3 3 . 7 7 0 1 3 6 . 2 0 2 9 . 5 9 1 3 . 6 0 1 9 4 7 . 3 7 - | - - | - - | - - | - - | - - | - - | - - |
1 6 1 . 3 0 4 . 0 8 5 8 . 0 7 8 5 1 2 . 6 5
F I L E : g f r p i p 2 . W S W W S P G W - C I V I L D E S I G N V e r s i o n P r o g r a m P a c k a g e S e r i a l N u m b e r : 1 8 3 7
W A T E R S U R F A C E P R O F I L E L I
G F R T M 20150
P I P E 2
1 0 0 Y E A R S T O R M
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * | I n v e r t | D e p t h | W a t e r | Q | V e l V e l | E n e r g y | S t a t i o n | E l e v | ( F T ) | E l e v | ( C F S ) | ( F P S ) H e a d | G r d . E l . | - | - - | - - | - - | - - | - - | - - | - - |
L / E l e m | C h S l o p e | | | | S F A v e | H F |
* * * * * * * * * | * * * * * * * * * | * * * * * * * * | * * * * * * * * * | * * * * * * * * * | * * * * * * * | * * * * * * * | * * * * * * * * * | | | | | | | |
2 5 5 9 . 7 4 2 1 9 4 6 . 0 2 6 1 . 6 3 4 1 9 4 7 . 6 6 0 1 3 6 . 2 0 2 8 . 2 2 1 2 . 3 6 1 9 6 0 . 0 2 - | - - | - - | - - | - - | - - | - - | - - |
6 3 . 0 0 6 . 0 8 5 8 . 0 6 8 9 4 . 3 4
| | | | | | |
2 6 2 2 . 7 4 9 1 9 5 1 . 4 3 0 1 . 6 9 4 1 9 5 3 . 1 2 3 1 3 6 . 2 0 2 6 . 9 0 1 1 . 2 4 1 9 6 4 . 3 6 - | - - | - - | - - | - - | - - | - - | - - |
3 7 . 9 6 4 . 0 8 5 8 . 0 6 0 5 2 . 3 0
| | | | | | |
2 6 6 0 . 7 1 2 1 9 5 4 . 6 8 6 1 . 7 5 6 1 9 5 6 . 4 4 1 1 3 6 . 2 0 2 5 . 6 5 1 0 . 2 2 1 9 6 6 . 6 6 - | - - | - - | - - | - - | - - | - - | - - |
2 6 . 4 8 5 . 0 8 5 8 . 0 5 3 2 1 . 4 1
| | | | | | |
2 6 8 7 . 1 9 7 1 9 5 6 . 9 5 7 1 . 8 2 1 1 9 5 8 . 7 7 8 1 3 6 . 2 0 2 4 . 4 6 9 . 2 9 1 9 6 8 . 0 7 - | - - | - - | - - | - - | - - | - - | - - |
1 9 . 8 9 0 . 0 8 5 8 . 0 4 6 7 . 9 3
| | | | | | |
2 7 0 7 . 0 8 7 1 9 5 8 . 6 6 3 1 . 8 8 9 1 9 6 0 . 5 5 2 1 3 6 . 2 0 2 3 . 3 2 8 . 4 4 1 9 6 9 . 0 0 - | - - | - - | - - | - - | - - | - - | - - |
1 5 . 5 9 3 . 0 8 5 8 . 0 4 1 1 . 6 4
| | | | | | |
2 7 2 2 . 6 8 0 1 9 6 0 . 0 0 0 1 . 9 6 1 1 9 6 1 . 9 6 1 1 3 6 . 2 0 2 2 . 2 3 7 . 6 8 1 9 6 9 . 6 4 - | - - | - - | - - | - - | - - | - - | - - |
3 7 . 4 3 8 . 0 4 4 1 . 0 3 7 6 1 . 4 1
| | | | | | |
2 7 6 0 . 1 1 8 1 9 6 1 . 6 5 1 1 . 9 8 8 1 9 6 3 . 6 4 0 1 3 6 . 2 0 2 1 . 8 4 7 . 4 0 1 9 7 1 . 0 4 - | - - | - - | - - | - - | - - | - - | - - |
6 2 . 1 0 0 . 0 4 4 1 . 0 3 4 5 2 . 1 4
| | | | | | |
2 8 2 2 . 2 1 8 1 9 6 4 . 3 9 1 2 . 0 6 5 1 9 6 6 . 4 5 5 1 3 6 . 2 0 2 0 . 8 2 6 . 7 3 1 9 7 3 . 1 9 - | - - | - - | - - | - - | - - | - - | - - |
3 8 . 8 0 1 . 0 4 4 1 . 0 3 0 4 1 . 1 8
| | | | | | |
2 8 6 1 . 0 1 9 1 9 6 6 . 1 0 2 2 . 1 4 5 1 9 6 8 . 2 4 6 1 3 6 . 2 0 1 9 . 8 5 6 . 1 2 1 9 7 4 . 3 7 - | - - | - - | - - | - - | - - | - - | - - |
2 7 . 3 0 4 . 0 4 4 1 . 0 2 6 8 . 7 3
F I L E : g f r p i p 2 . W S W W S P G W - C I V I L D E S I G N V e r s i o n P r o g r a m P a c k a g e S e r i a l N u m b e r : 1 8 3 7
W A T E R S U R F A C E P R O F I L E L I
G F R T M 20150
P I P E 2
1 0 0 Y E A R S T O R M
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * | I n v e r t | D e p t h | W a t e r | Q | V e l V e l | E n e r g y | S t a t i o n | E l e v | ( F T ) | E l e v | ( C F S ) | ( F P S ) H e a d | G r d . E l . | - | - - | - - | - - | - - | - - | - - | - - |
L / E l e m | C h S l o p e | | | | S F A v e | H F |
* * * * * * * * * | * * * * * * * * * | * * * * * * * * | * * * * * * * * * | * * * * * * * * * | * * * * * * * | * * * * * * * | * * * * * * * * * | | | | | | | |
2 8 8 8 . 3 2 3 1 9 6 7 . 3 0 6 2 . 2 2 9 1 9 6 9 . 5 3 5 1 3 6 . 2 0 1 8 . 9 3 5 . 5 6 1 9 7 5 . 1 0 - | - - | - - | - - | - - | - - | - - | - - |
2 0 . 4 1 5 . 0 4 4 1 . 0 2 3 7 . 4 8
| | | | | | |
2 9 0 8 . 7 3 8 1 9 6 8 . 2 0 6 2 . 3 1 7 1 9 7 0 . 5 2 4 1 3 6 . 2 0 1 8 . 0 5 5 . 0 6 1 9 7 5 . 5 8 - | - - | - - | - - | - - | - - | - - | - - |
1 5 . 7 9 3 . 0 4 4 1 . 0 2 0 9 . 3 3
| | | | | | |
2 9 2 4 . 5 3 0 1 9 6 8 . 9 0 3 2 . 4 1 1 1 9 7 1 . 3 1 4 1 3 6 . 2 0 1 7 . 2 1 4 . 6 0 1 9 7 5 . 9 1 - | - - | - - | - - | - - | - - | - - | - - |
1 2 . 4 6 1 . 0 4 4 1 . 0 1 8 5 . 2 3
| | | | | | |
2 9 3 6 . 9 9 1 1 9 6 9 . 4 5 3 2 . 5 1 0 1 9 7 1 . 9 6 3 1 3 6 . 2 0 1 6 . 4 1 4 . 1 8 1 9 7 6 . 1 4 - | - - | - - | - - | - - | - - | - - | - - |
9 . 9 1 2 . 0 4 4 1 . 0 1 6 4 . 1 6
| | | | | | |
2 9 4 6 . 9 0 3 1 9 6 9 . 8 9 0 2 . 6 1 6 1 9 7 2 . 5 0 5 1 3 6 . 2 0 1 5 . 6 4 3 . 8 0 1 9 7 6 . 3 1 - | - - | - - | - - | - - | - - | - - | - - |
7 . 8 8 2 . 0 4 4 1 . 0 1 4 6 . 1 2
| | | | | | |
2 9 5 4 . 7 8 6 1 9 7 0 . 2 3 7 2 . 7 2 9 1 9 7 2 . 9 6 6 1 3 6 . 2 0 1 4 . 9 2 3 . 4 5 1 9 7 6 . 4 2 - | - - | - - | - - | - - | - - | - - | - - |
6 . 1 9 5 . 0 4 4 1 . 0 1 3 0 . 0 8
| | | | | | |
2 9 6 0 . 9 8 1 1 9 7 0 . 5 1 0 2 . 8 5 0 1 9 7 3 . 3 6 0 1 3 6 . 2 0 1 4 . 2 2 3 . 1 4 1 9 7 6 . 5 0 - | - - | - - | - - | - - | - - | - - | - - |
4 . 7 3 9 . 0 4 4 1 . 0 1 1 6 . 0 6
| | | | | | |
2 9 6 5 . 7 2 0 1 9 7 0 . 7 1 9 2 . 9 8 1 1 9 7 3 . 7 0 1 1 3 6 . 2 0 1 3 . 5 6 2 . 8 5 1 9 7 6 . 5 6 - | - - | - - | - - | - - | - - | - - | - - |
3 . 4 2 1 . 0 4 4 1 . 0 1 0 4 . 0 4
| | | | | | |
2 9 6 9 . 1 4 1 1 9 7 0 . 8 7 0 3 . 1 2 6 1 9 7 3 . 9 9 6 1 3 6 . 2 0 1 2 . 9 3 2 . 6 0 1 9 7 6 . 5 9 - | - - | - - | - - | - - | - - | - - | - - |
2 . 1 5 4 . 0 4 4 1 . 0 0 9 4 . 0 2
F I L E : g f r p i p 2 . W S W W S P G W - C I V I L D E S I G N V e r s i o n P r o g r a m P a c k a g e S e r i a l N u m b e r : 1 8 3 7
W A T E R S U R F A C E P R O F I L E L I
G F R T M 20150
P I P E 2
1 0 0 Y E A R S T O R M
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|
L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | |
2971.295 1970.965 3.287 1974.252 136.20 12.33 2.36 1976.61 .00 3.47 3.06 4.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
.785 .0441 .0086 .01 3.29 1.14 1.88 .013 .00 .00 PIPE
WALL ENTRANCE
| | | | | | | | | | | | |
2972.080 1971.000 3.475 1974.475 136.20 11.75 2.14 1976.62 .00 3.47 2.70 4.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
Depth Elevation Surface Area (SF) Volume (cuft) Volume (ac-ft) Accumulated Volume (ac-ft) Q (cfs) Head (ft) 0 1979 26,845 0 0 0.000 0 0
1 1980 28,124 639.50 0.015 0.015 0.001 1
2 1981 29,429 652.50 0.015 0.030
3 1982 30,758 664.50 0.015 0.045 0.003 3
4 1983 32,113 677.50 0.016 0.060
5 1984 33,493 690.00 0.016 0.076 0.005 5
6 1985 34,898 702.50 0.016 0.092 0.006 6
7 1986 36,328 715.00 0.016 0.109 9.000 7
Basin (New)
New Design
7 1986 36,328 715.00 0.016 0.109 9.000 7
8 1987 37,783 727.50 0.017 0.126 20.000 8
9 1988 39,263 740.00 0.017 0.143 44.000 9
10 1989 40,769 753.00 0.017 0.160 70.000 10
11 1990 42,299 765.00 0.018 0.177 95.000 11
12 1991 43,856 778.50 0.018 0.195 110.000 12
13 1992 45,436 790.00 0.018 0.213 135.000 13
14 1993 47,052 808.00 0.019 0.232 150.000 14
15 1994 48,673 810.50 0.019 0.251 163.000 15
16 1995 50,330 828.50 0.019 0.270 180.000 16
17 1996 52,011 840.50 0.019 0.289 192.000 17
18 1997 53,718 853.50 0.020 0.308
19 1998 55,450 866.00 0.020 0.328 210.000 19
20 1999 57,206 878.00 0.020 0.348
21 2000 58,988 891.00 0.020 0.369 240.000 21
22 2001 60,796 904.00 0.021 0.390
23 2002 62,628 916.00 0.021 0.411
Total 23 1,048,246 17,891.500 0.411 4.637
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005
Study date: 10/10/17
--------------------------------------------------------------------- gfr north
DEVELOPED CONDITION
100 year storm
AMC III
-------------------------------------------------------------------- Program License Serial Number 6019
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: gfrnorth.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 294
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 374.237 (CFS)
Total volume = 47.102 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
*********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 20.000 **** RETARDING BASIN ROUTING ****
______________________________________________________________________ User entry of depth-outflow-storage data
-------------------------------------------------------------------- Total number of inflow hydrograph intervals = 294
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
-------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
--------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2)
(Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft)
---------------------------------------------------------------------
0.000 0.000 0.000 0.000 0.000
1.000 0.873 0.001 0.873 0.873
3.000 2.740 0.003 2.740 2.740
5.000 4.951 0.005 4.951 4.951
6.000 6.119 0.006 6.119 6.119
7.000 7.348 9.000 7.317 7.379
8.000 8.639 20.000 8.570 8.708
9.000 9.991 44.000 9.839 10.143
10.000 11.405 70.000 11.164 11.646
11.000 12.881 95.000 12.554 13.208
12.000 14.421 110.000 14.042 14.800
13.000 16.025 135.000 15.560 16.490
14.000 17.693 150.000 17.176 18.210
15.000 19.425 163.000 18.864 19.986
16.000 21.223 180.000 20.603 21.843
17.000 23.087 192.000 22.426 23.748
19.000 27.004 210.000 26.281 27.727
21.000 31.144 240.000 30.318 31.970
-------------------------------------------------------------------- Hydrograph Detention Basin Routing
--------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth
(Hours) (CFS) (CFS) (Ac.Ft) .0 93.6 187.12 280.68 374.24 (Ft.)
0.083 0.54 0.00 0.002 O | | | | 0.00
0.167 3.53 0.00 0.016 O | | | | 0.02
0.250 7.91 0.00 0.055 O | | | | 0.06
0.333 10.07 0.00 0.117 O | | | | 0.13
0.417 10.77 0.00 0.189 O | | | | 0.22
0.500 10.95 0.00 0.264 O | | | | 0.30
0.583 11.09 0.00 0.340 O | | | | 0.39
0.667 11.12 0.00 0.416 O | | | | 0.48
0.750 11.15 0.00 0.493 O | | | | 0.56
0.833 11.19 0.00 0.570 O | | | | 0.65
0.917 11.22 0.00 0.647 O | | | | 0.74
1.000 11.25 0.00 0.724 O | | | | 0.83
1.083 11.28 0.00 0.802 O | | | | 0.92
1.167 11.31 0.00 0.880 O | | | | 1.01
1.250 11.35 0.00 0.958 O | | | | 1.09
1.333 11.38 0.00 1.036 O | | | | 1.17
1.417 11.41 0.00 1.114 O | | | | 1.26
1.500 11.45 0.00 1.193 O | | | | 1.34
1.583 11.48 0.00 1.272 O | | | | 1.43
1.667 11.51 0.00 1.351 O | | | | 1.51
1.750 11.55 0.00 1.431 O | | | | 1.60
1.833 11.58 0.00 1.510 O | | | | 1.68
1.917 11.62 0.00 1.590 O | | | | 1.77
2.000 11.65 0.00 1.670 O | | | | 1.85
2.083 11.69 0.00 1.751 O | | | | 1.94
2.167 11.72 0.00 1.831 OI | | | | 2.03
2.250 11.76 0.00 1.912 OI | | | | 2.11
2.333 11.80 0.00 1.993 OI | | | | 2.20
2.417 11.83 0.00 2.074 OI | | | | 2.29
2.500 11.87 0.00 2.156 OI | | | | 2.37
2.583 11.91 0.00 2.238 OI | | | | 2.46
2.667 11.95 0.00 2.320 OI | | | | 2.55
2.750 11.98 0.00 2.402 OI | | | | 2.64
2.833 12.02 0.00 2.485 OI | | | | 2.73
2.917 12.06 0.00 2.568 OI | | | | 2.82
3.000 12.10 0.00 2.651 OI | | | | 2.90
3.083 12.14 0.00 2.735 OI | | | | 2.99
3.167 12.18 0.00 2.818 OI | | | | 3.07
3.250 12.22 0.00 2.902 OI | | | | 3.15
3.333 12.26 0.00 2.987 OI | | | | 3.22
3.417 12.30 0.00 3.071 OI | | | | 3.30
3.500 12.34 0.00 3.156 OI | | | | 3.38
3.583 12.39 0.00 3.241 OI | | | | 3.45
3.667 12.43 0.00 3.327 OI | | | | 3.53
3.750 12.47 0.00 3.412 OI | | | | 3.61
3.833 12.52 0.00 3.498 OI | | | | 3.69
3.917 12.56 0.00 3.585 OI | | | | 3.76
4.000 12.60 0.00 3.671 OI | | | | 3.84
4.083 12.65 0.00 3.758 OI | | | | 3.92
4.167 12.69 0.00 3.846 OI | | | | 4.00
4.250 12.74 0.00 3.933 OI | | | | 4.08
4.333 12.79 0.00 4.021 OI | | | | 4.16
4.417 12.83 0.00 4.109 OI | | | | 4.24
4.500 12.88 0.00 4.198 OI | | | | 4.32
4.583 12.93 0.00 4.286 OI | | | | 4.40
4.667 12.98 0.00 4.376 OI | | | | 4.48
4.750 13.02 0.00 4.465 OI | | | | 4.56
4.833 13.07 0.00 4.555 OI | | | | 4.64
4.917 13.12 0.00 4.645 OI | | | | 4.72
5.000 13.17 0.00 4.736 OI | | | | 4.81
5.083 13.22 0.00 4.827 OI | | | | 4.89
5.167 13.28 0.00 4.918 OI | | | | 4.97
5.250 13.33 0.01 5.009 OI | | | | 5.05
5.333 13.38 0.01 5.101 OI | | | | 5.13
5.417 13.43 0.01 5.194 OI | | | | 5.21
5.500 13.49 0.01 5.286 OI | | | | 5.29
5.583 13.54 0.01 5.379 OI | | | | 5.37
5.667 13.60 0.01 5.473 OI | | | | 5.45
5.750 13.65 0.01 5.567 OI | | | | 5.53
5.833 13.71 0.01 5.661 OI | | | | 5.61
5.917 13.77 0.01 5.755 OI | | | | 5.69
6.000 13.83 0.01 5.850 OI | | | | 5.77
6.083 13.89 0.01 5.946 OI | | | | 5.85
6.167 13.94 0.01 6.041 OI | | | | 5.93
6.250 14.00 0.14 6.137 OI | | | | 6.01
6.333 14.07 0.82 6.231 OI | | | | 6.09
6.417 14.13 1.47 6.320 OI | | | | 6.16
6.500 14.19 2.10 6.405 OI | | | | 6.23
6.583 14.25 2.69 6.486 OI | | | | 6.30
6.667 14.32 3.26 6.564 OI | | | | 6.36
6.750 14.38 3.81 6.639 OI | | | | 6.42
6.833 14.45 4.33 6.710 OI | | | | 6.48
6.917 14.52 4.83 6.778 OI | | | | 6.54
7.000 14.58 5.31 6.843 OI | | | | 6.59
7.083 14.65 5.77 6.906 OI | | | | 6.64
7.167 14.72 6.20 6.966 OI | | | | 6.69
7.250 14.79 6.62 7.023 OI | | | | 6.74
7.333 14.86 7.03 7.078 OI | | | | 6.78
7.417 14.94 7.41 7.131 OI | | | | 6.82
7.500 15.01 7.79 7.182 OI | | | | 6.87
7.583 15.09 8.14 7.231 OI | | | | 6.90
7.667 15.16 8.49 7.278 OI | | | | 6.94
7.750 15.24 8.82 7.323 OI | | | | 6.98
7.833 15.32 9.16 7.366 OI | | | | 7.01
7.917 15.40 9.51 7.408 OI | | | | 7.05
8.000 15.48 9.85 7.447 OI | | | | 7.08
8.083 15.56 10.17 7.485 OI | | | | 7.11
8.167 15.64 10.48 7.522 OI | | | | 7.13
8.250 15.73 10.78 7.556 OI | | | | 7.16
8.333 15.81 11.06 7.590 OI | | | | 7.19
8.417 15.90 11.33 7.622 OI | | | | 7.21
8.500 15.99 11.60 7.653 OI | | | | 7.24
8.583 16.08 11.85 7.682 |O | | | | 7.26
8.667 16.17 12.09 7.711 |O | | | | 7.28
8.750 16.26 12.33 7.739 |O | | | | 7.30
8.833 16.36 12.56 7.765 |O | | | | 7.32
8.917 16.45 12.77 7.791 |O | | | | 7.34
9.000 16.55 12.99 7.816 |O | | | | 7.36
9.083 16.65 13.19 7.840 |O | | | | 7.38
9.167 16.75 13.39 7.864 |O | | | | 7.40
9.250 16.86 13.59 7.886 |O | | | | 7.42
9.333 16.96 13.78 7.909 |O | | | | 7.43
9.417 17.07 13.96 7.930 |O | | | | 7.45
9.500 17.18 14.14 7.951 |O | | | | 7.47
9.583 17.29 14.32 7.972 |O | | | | 7.48
9.667 17.40 14.49 7.992 |O | | | | 7.50
9.750 17.52 14.66 8.012 |O | | | | 7.51
9.833 17.63 14.83 8.032 |O | | | | 7.53
9.917 17.76 14.99 8.051 |O | | | | 7.54
10.000 17.88 15.15 8.070 |O | | | | 7.56
10.083 18.00 15.31 8.089 |O | | | | 7.57
10.167 18.13 15.47 8.107 |O | | | | 7.59
10.250 18.26 15.62 8.125 |O | | | | 7.60
10.333 18.39 15.78 8.143 |O | | | | 7.62
10.417 18.53 15.93 8.161 |O | | | | 7.63
10.500 18.67 16.08 8.179 |O | | | | 7.64
10.583 18.81 16.23 8.197 |O | | | | 7.66
10.667 18.96 16.39 8.215 |O | | | | 7.67
10.750 19.11 16.54 8.232 |O | | | | 7.69
10.833 19.26 16.69 8.250 |O | | | | 7.70
10.917 19.42 16.84 8.268 |O | | | | 7.71
11.000 19.57 16.99 8.286 |O | | | | 7.73
11.083 19.74 17.14 8.304 |O | | | | 7.74
11.167 19.91 17.29 8.321 |O | | | | 7.75
11.250 20.08 17.45 8.340 |O | | | | 7.77
11.333 20.25 17.60 8.358 |O | | | | 7.78
11.417 20.44 17.76 8.376 |O | | | | 7.80
11.500 20.62 17.92 8.395 |O | | | | 7.81
11.583 20.81 18.08 8.413 |O | | | | 7.83
11.667 21.01 18.24 8.432 |O | | | | 7.84
11.750 21.21 18.40 8.451 |O | | | | 7.85
11.833 21.42 18.57 8.471 |O | | | | 7.87
11.917 21.63 18.74 8.491 |O | | | | 7.89
12.000 21.85 18.91 8.511 |O | | | | 7.90
12.083 22.07 19.08 8.531 |O | | | | 7.92
12.167 22.26 19.26 8.552 |O | | | | 7.93
12.250 22.45 19.43 8.573 |O | | | | 7.95
12.333 22.67 19.61 8.594 |O | | | | 7.96
12.417 22.92 19.79 8.615 |O | | | | 7.98
12.500 23.18 19.98 8.637 |O | | | | 8.00
12.583 23.46 20.34 8.658 |OI | | | | 8.01
12.667 23.74 20.72 8.680 |OI | | | | 8.03
12.750 24.04 21.08 8.700 |OI | | | | 8.05
12.833 24.34 21.44 8.720 |OI | | | | 8.06
12.917 24.66 21.79 8.740 |OI | | | | 8.07
13.000 24.99 22.14 8.760 |OI | | | | 8.09
13.083 25.33 22.49 8.779 |OI | | | | 8.10
13.167 25.68 22.84 8.799 |OI | | | | 8.12
13.250 26.06 23.19 8.819 |OI | | | | 8.13
13.333 26.44 23.54 8.838 | O | | | | 8.15
13.417 26.85 23.90 8.859 | O | | | | 8.16
13.500 27.27 24.26 8.879 | O | | | | 8.18
13.583 27.72 24.64 8.900 | O | | | | 8.19
13.667 28.18 25.02 8.922 | O | | | | 8.21
13.750 28.68 25.41 8.944 | O | | | | 8.23
13.833 29.19 25.82 8.967 | O | | | | 8.24
13.917 29.74 26.24 8.990 | O | | | | 8.26
14.000 30.30 26.67 9.015 | O | | | | 8.28
14.083 30.93 27.13 9.040 | O | | | | 8.30
14.167 31.61 27.60 9.067 | O | | | | 8.32
14.250 32.37 28.11 9.096 | O | | | | 8.34
14.333 33.12 28.64 9.126 | O | | | | 8.36
14.417 33.92 29.21 9.158 | O | | | | 8.38
14.500 34.75 29.80 9.191 | O | | | | 8.41
14.583 35.67 30.42 9.226 | OI | | | | 8.43
14.667 36.63 31.08 9.263 | OI | | | | 8.46
14.750 37.70 31.78 9.303 | OI | | | | 8.49
14.833 38.84 32.53 9.345 | OI | | | | 8.52
14.917 40.11 33.33 9.390 | OI | | | | 8.56
15.000 41.49 34.19 9.438 | OI | | | | 8.59
15.083 43.05 35.12 9.491 | O | | | | 8.63
15.167 44.76 36.13 9.548 | O | | | | 8.67
15.250 46.72 37.24 9.610 | O | | | | 8.72
15.333 48.92 38.46 9.679 | OI | | | | 8.77
15.417 51.02 39.78 9.753 | OI | | | | 8.82
15.500 51.37 41.10 9.828 | OI | | | | 8.88
15.583 51.11 42.27 9.893 | OI | | | | 8.93
15.667 53.54 43.43 9.959 | OI | | | | 8.98
15.750 58.52 44.91 10.040 | O I | | | | 9.03
15.833 66.15 46.98 10.153 | OI | | | | 9.11
15.917 79.22 50.04 10.320 | O I | | | | 9.23
16.000 105.52 55.08 10.594 | O |I | | | 9.43
16.083 173.86 65.16 11.142 | O | I | | | 9.81
16.167 321.72 85.65 12.329 | O| | | I | 10.63
16.250 374.24 106.52 14.064 | |O | | I 11.77
16.333 222.82 124.10 15.326 | | O | I | | 12.56
16.417 114.96 128.66 15.618 | |I O | | | 12.75
16.500 71.88 125.07 15.388 | I | O | | | 12.60
16.583 62.09 119.15 15.008 | I | O | | | 12.37
16.667 50.76 112.76 14.598 | I |O | | | 12.11
16.750 46.23 107.59 14.174 | I |O | | | 11.84
16.833 42.65 103.49 13.753 | I O | | | 11.57
16.917 39.83 99.45 13.338 | I O | | | 11.30
17.000 37.43 95.50 12.933 | I O | | | 11.03
17.083 35.41 89.34 12.547 | I O| | | | 10.77
17.167 33.65 83.30 12.190 | I O| | | | 10.53
17.250 32.09 77.74 11.862 | I O | | | | 10.31
17.333 30.74 72.64 11.561 | I O | | | | 10.11
17.417 29.57 67.79 11.285 | I O | | | | 9.91
17.500 28.52 63.17 11.034 | I O | | | | 9.74
17.583 27.57 58.99 10.806 | I O | | | | 9.58
17.667 26.72 55.20 10.600 | I O | | | | 9.43
17.750 25.93 51.76 10.413 | I O | | | | 9.30
17.833 25.21 48.64 10.243 | I O | | | | 9.18
17.917 24.55 45.81 10.089 | IO | | | | 9.07
18.000 23.93 43.27 9.950 | IO | | | | 8.97
18.083 23.37 41.01 9.822 |I O | | | | 8.88
18.167 22.87 38.95 9.706 |I O | | | | 8.79
18.250 22.43 37.07 9.600 |I O | | | | 8.71
18.333 21.98 35.36 9.504 |I O | | | | 8.64
18.417 21.55 33.79 9.416 |IO | | | | 8.57
18.500 21.13 32.36 9.335 |IO | | | | 8.51
18.583 20.74 31.04 9.261 |IO | | | | 8.46
18.667 20.37 29.83 9.193 |IO | | | | 8.41
18.750 20.01 28.72 9.130 |IO | | | | 8.36
18.833 19.68 27.70 9.073 |IO | | | | 8.32
18.917 19.36 26.76 9.020 |IO | | | | 8.28
19.000 19.05 25.89 8.971 |IO | | | | 8.25
19.083 18.76 25.08 8.925 |IO | | | | 8.21
19.167 18.48 24.34 8.883 |IO | | | | 8.18
19.250 18.21 23.65 8.844 |IO | | | | 8.15
19.333 17.96 23.01 8.808 |O | | | | 8.13
19.417 17.71 22.41 8.775 |O | | | | 8.10
19.500 17.47 21.85 8.743 |O | | | | 8.08
19.583 17.25 21.34 8.714 |O | | | | 8.06
19.667 17.03 20.85 8.687 |O | | | | 8.04
19.750 16.82 20.40 8.662 |O | | | | 8.02
19.833 16.61 19.99 8.638 |O | | | | 8.00
19.917 16.42 19.79 8.614 |O | | | | 7.98
20.000 16.23 19.59 8.591 |O | | | | 7.96
20.083 16.04 19.39 8.568 |O | | | | 7.94
20.167 15.86 19.20 8.545 |O | | | | 7.93
20.250 15.69 19.00 8.522 |O | | | | 7.91
20.333 15.53 18.81 8.499 |O | | | | 7.89
20.417 15.36 18.62 8.477 |O | | | | 7.87
20.500 15.21 18.43 8.455 |O | | | | 7.86
20.583 15.06 18.24 8.433 |O | | | | 7.84
20.667 14.91 18.05 8.411 |O | | | | 7.82
20.750 14.76 17.87 8.389 |O | | | | 7.81
20.833 14.63 17.69 8.368 |O | | | | 7.79
20.917 14.49 17.51 8.347 |O | | | | 7.77
21.000 14.36 17.34 8.326 |O | | | | 7.76
21.083 14.23 17.16 8.306 |O | | | | 7.74
21.167 14.10 16.99 8.286 |O | | | | 7.73
21.250 13.98 16.82 8.266 |O | | | | 7.71
21.333 13.86 16.66 8.247 |O | | | | 7.70
21.417 13.75 16.50 8.228 |O | | | | 7.68
21.500 13.63 16.34 8.209 |O | | | | 7.67
21.583 13.52 16.18 8.190 |O | | | | 7.65
21.667 13.41 16.02 8.172 |O | | | | 7.64
21.750 13.31 15.87 8.154 |O | | | | 7.62
21.833 13.20 15.72 8.137 |O | | | | 7.61
21.917 13.10 15.58 8.120 |O | | | | 7.60
22.000 13.00 15.43 8.103 |O | | | | 7.58
22.083 12.91 15.29 8.086 |O | | | | 7.57
22.167 12.81 15.15 8.070 |O | | | | 7.56
22.250 12.72 15.02 8.054 |O | | | | 7.55
22.333 12.63 14.88 8.038 |O | | | | 7.53
22.417 12.54 14.75 8.023 |O | | | | 7.52
22.500 12.46 14.62 8.008 |O | | | | 7.51
22.583 12.37 14.50 7.993 |O | | | | 7.50
22.667 12.29 14.37 7.979 |O | | | | 7.49
22.750 12.20 14.25 7.964 |O | | | | 7.48
22.833 12.12 14.13 7.951 |O | | | | 7.47
22.917 12.05 14.02 7.937 |O | | | | 7.46
23.000 11.97 13.90 7.923 |O | | | | 7.45
23.083 11.89 13.79 7.910 |O | | | | 7.44
23.167 11.82 13.68 7.897 |O | | | | 7.43
23.250 11.75 13.57 7.885 |O | | | | 7.42
23.333 11.67 13.47 7.872 IO | | | | 7.41
23.417 11.60 13.36 7.860 IO | | | | 7.40
23.500 11.53 13.26 7.848 IO | | | | 7.39
23.583 11.47 13.16 7.836 IO | | | | 7.38
23.667 11.40 13.06 7.825 IO | | | | 7.37
23.750 11.33 12.96 7.813 IO | | | | 7.36
23.833 11.27 12.87 7.802 IO | | | | 7.35
23.917 11.20 12.78 7.791 IO | | | | 7.34
24.000 11.14 12.68 7.780 IO | | | | 7.33
24.083 10.54 12.58 7.768 IO | | | | 7.33
24.167 7.50 12.38 7.744 IO | | | | 7.31
24.250 3.09 11.97 7.697 IO | | | | 7.27
24.333 0.94 11.40 7.630 O | | | | 7.22
24.417 0.27 10.79 7.558 O | | | | 7.16
24.500 0.11 10.18 7.487 O | | | | 7.11
24.583 0.00 9.61 7.419 O | | | | 7.06
24.667 0.00 9.06 7.355 O | | | | 7.01
24.750 0.00 8.61 7.294 O | | | | 6.96
24.833 0.00 8.18 7.236 O | | | | 6.91
24.917 0.00 7.78 7.181 O | | | | 6.86
25.000 0.00 7.40 7.129 O | | | | 6.82
25.083 0.00 7.03 7.079 O | | | | 6.78
25.167 0.00 6.69 7.032 O | | | | 6.74
25.250 0.00 6.36 6.987 O | | | | 6.71
25.333 0.00 6.05 6.945 O | | | | 6.67
25.417 0.00 5.75 6.904 O | | | | 6.64
25.500 0.00 5.47 6.865 O | | | | 6.61
25.583 0.00 5.20 6.829 O | | | | 6.58
25.667 0.00 4.94 6.794 O | | | | 6.55
25.750 0.00 4.70 6.760 O | | | | 6.52
25.833 0.00 4.47 6.729 O | | | | 6.50
25.917 0.00 4.25 6.699 O | | | | 6.47
26.000 0.00 4.04 6.670 O | | | | 6.45
26.083 0.00 3.84 6.643 O | | | | 6.43
26.167 0.00 3.65 6.617 O | | | | 6.41
26.250 0.00 3.47 6.593 O | | | | 6.39
26.333 0.00 3.30 6.569 O | | | | 6.37
26.417 0.00 3.14 6.547 O | | | | 6.35
26.500 0.00 2.99 6.526 O | | | | 6.33
26.583 0.00 2.84 6.506 O | | | | 6.31
26.667 0.00 2.70 6.487 O | | | | 6.30
26.750 0.00 2.57 6.469 O | | | | 6.28
26.833 0.00 2.44 6.452 O | | | | 6.27
26.917 0.00 2.32 6.435 O | | | | 6.26
27.000 0.00 2.21 6.420 O | | | | 6.24
27.083 0.00 2.10 6.405 O | | | | 6.23
27.167 0.00 1.99 6.391 O | | | | 6.22
27.250 0.00 1.90 6.377 O | | | | 6.21
27.333 0.00 1.80 6.365 O | | | | 6.20
27.417 0.00 1.71 6.353 O | | | | 6.19
27.500 0.00 1.63 6.341 O | | | | 6.18
27.583 0.00 1.55 6.330 O | | | | 6.17
27.667 0.00 1.47 6.320 O | | | | 6.16
27.750 0.00 1.40 6.310 O | | | | 6.16
27.833 0.00 1.33 6.300 O | | | | 6.15
27.917 0.00 1.27 6.291 O | | | | 6.14
28.000 0.00 1.20 6.283 O | | | | 6.13
28.083 0.00 1.15 6.275 O | | | | 6.13
28.167 0.00 1.09 6.267 O | | | | 6.12
28.250 0.00 1.04 6.260 O | | | | 6.11
28.333 0.00 0.98 6.253 O | | | | 6.11
28.417 0.00 0.94 6.246 O | | | | 6.10
28.500 0.00 0.89 6.240 O | | | | 6.10
28.583 0.00 0.85 6.234 O | | | | 6.09
28.667 0.00 0.81 6.228 O | | | | 6.09
28.750 0.00 0.77 6.223 O | | | | 6.08
28.833 0.00 0.73 6.218 O | | | | 6.08
28.917 0.00 0.69 6.213 O | | | | 6.08
29.000 0.00 0.66 6.208 O | | | | 6.07
29.083 0.00 0.63 6.204 O | | | | 6.07
29.167 0.00 0.59 6.199 O | | | | 6.07
29.250 0.00 0.57 6.195 O | | | | 6.06
29.333 0.00 0.54 6.192 O | | | | 6.06
29.417 0.00 0.51 6.188 O | | | | 6.06
29.500 0.00 0.49 6.185 O | | | | 6.05
29.583 0.00 0.46 6.181 O | | | | 6.05
29.667 0.00 0.44 6.178 O | | | | 6.05
29.750 0.00 0.42 6.175 O | | | | 6.05
29.833 0.00 0.40 6.172 O | | | | 6.04
29.917 0.00 0.38 6.170 O | | | | 6.04
30.000 0.00 0.36 6.167 O | | | | 6.04
30.083 0.00 0.34 6.165 O | | | | 6.04
30.167 0.00 0.32 6.163 O | | | | 6.04
30.250 0.00 0.31 6.160 O | | | | 6.03
30.333 0.00 0.29 6.158 O | | | | 6.03
30.417 0.00 0.28 6.156 O | | | | 6.03
30.500 0.00 0.27 6.154 O | | | | 6.03
30.583 0.00 0.25 6.153 O | | | | 6.03
30.667 0.00 0.24 6.151 O | | | | 6.03
30.750 0.00 0.23 6.149 O | | | | 6.02
30.833 0.00 0.22 6.148 O | | | | 6.02
30.917 0.00 0.21 6.146 O | | | | 6.02
31.000 0.00 0.20 6.145 O | | | | 6.02
31.083 0.00 0.19 6.144 O | | | | 6.02
31.167 0.00 0.18 6.142 O | | | | 6.02
31.250 0.00 0.17 6.141 O | | | | 6.02
31.333 0.00 0.16 6.140 O | | | | 6.02
31.417 0.00 0.15 6.139 O | | | | 6.02
31.500 0.00 0.15 6.138 O | | | | 6.02
31.583 0.00 0.14 6.137 O | | | | 6.01
31.667 0.00 0.13 6.136 O | | | | 6.01
31.750 0.00 0.12 6.135 O | | | | 6.01
31.833 0.00 0.12 6.134 O | | | | 6.01
31.917 0.00 0.11 6.134 O | | | | 6.01
32.000 0.00 0.11 6.133 O | | | | 6.01
32.083 0.00 0.10 6.132 O | | | | 6.01
32.167 0.00 0.10 6.131 O | | | | 6.01
32.250 0.00 0.09 6.131 O | | | | 6.01
32.333 0.00 0.09 6.130 O | | | | 6.01
32.417 0.00 0.08 6.130 O | | | | 6.01
32.500 0.00 0.08 6.129 O | | | | 6.01
32.583 0.00 0.08 6.128 O | | | | 6.01
32.667 0.00 0.07 6.128 O | | | | 6.01
32.750 0.00 0.07 6.127 O | | | | 6.01
32.833 0.00 0.06 6.127 O | | | | 6.01
32.917 0.00 0.06 6.127 O | | | | 6.01
33.000 0.00 0.06 6.126 O | | | | 6.01
33.083 0.00 0.06 6.126 O | | | | 6.01
33.167 0.00 0.05 6.125 O | | | | 6.01
33.250 0.00 0.05 6.125 O | | | | 6.00
33.333 0.00 0.05 6.125 O | | | | 6.00
33.417 0.00 0.05 6.124 O | | | | 6.00
33.500 0.00 0.04 6.124 O | | | | 6.00
33.583 0.00 0.04 6.124 O | | | | 6.00
33.667 0.00 0.04 6.124 O | | | | 6.00
33.750 0.00 0.04 6.123 O | | | | 6.00
33.833 0.00 0.04 6.123 O | | | | 6.00
33.917 0.00 0.03 6.123 O | | | | 6.00
34.000 0.00 0.03 6.123 O | | | | 6.00
34.083 0.00 0.03 6.122 O | | | | 6.00
34.167 0.00 0.03 6.122 O | | | | 6.00
34.250 0.00 0.03 6.122 O | | | | 6.00
34.333 0.00 0.03 6.122 O | | | | 6.00
34.417 0.00 0.02 6.122 O | | | | 6.00
34.500 0.00 0.02 6.121 O | | | | 6.00
34.583 0.00 0.02 6.121 O | | | | 6.00
34.667 0.00 0.02 6.121 O | | | | 6.00
34.750 0.00 0.02 6.121 O | | | | 6.00
34.833 0.00 0.02 6.121 O | | | | 6.00
34.917 0.00 0.02 6.121 O | | | | 6.00
35.000 0.00 0.02 6.121 O | | | | 6.00
35.083 0.00 0.02 6.120 O | | | | 6.00
35.167 0.00 0.02 6.120 O | | | | 6.00
35.250 0.00 0.02 6.120 O | | | | 6.00
35.333 0.00 0.01 6.120 O | | | | 6.00
35.417 0.00 0.01 6.120 O | | | | 6.00
35.500 0.00 0.01 6.120 O | | | | 6.00
35.583 0.00 0.01 6.120 O | | | | 6.00
35.667 0.00 0.01 6.120 O | | | | 6.00
35.750 0.00 0.01 6.120 O | | | | 6.00
35.833 0.00 0.01 6.120 O | | | | 6.00
35.917 0.00 0.01 6.120 O | | | | 6.00
36.000 0.00 0.01 6.119 O | | | | 6.00
36.083 0.00 0.01 6.119 O | | | | 6.00
36.167 0.00 0.01 6.119 O | | | | 6.00
36.250 0.00 0.01 6.119 O | | | | 6.00
36.333 0.00 0.01 6.119 O | | | | 6.00
36.417 0.00 0.01 6.119 O | | | | 6.00
36.500 0.00 0.01 6.119 O | | | | 6.00
36.583 0.00 0.01 6.119 O | | | | 6.00
36.667 0.00 0.01 6.119 O | | | | 6.00
36.750 0.00 0.01 6.119 O | | | | 6.00
36.833 0.00 0.01 6.119 O | | | | 6.00
36.917 0.00 0.01 6.119 O | | | | 6.00
37.000 0.00 0.01 6.119 O | | | | 6.00
37.083 0.00 0.01 6.119 O | | | | 6.00
37.167 0.00 0.01 6.119 O | | | | 6.00
37.250 0.00 0.01 6.119 O | | | | 6.00
37.333 0.00 0.01 6.119 O | | | | 6.00
37.417 0.00 0.01 6.119 O | | | | 6.00
37.500 0.00 0.01 6.119 O | | | | 6.00
37.583 0.00 0.01 6.119 O | | | | 6.00
37.667 0.00 0.01 6.119 O | | | | 6.00
37.750 0.00 0.01 6.119 O | | | | 6.00
37.833 0.00 0.01 6.118 O | | | | 6.00
37.917 0.00 0.01 6.118 O | | | | 6.00
38.000 0.00 0.01 6.118 O | | | | 6.00
38.083 0.00 0.01 6.118 O | | | | 6.00
38.167 0.00 0.01 6.118 O | | | | 6.00
38.250 0.00 0.01 6.118 O | | | | 6.00
38.333 0.00 0.01 6.118 O | | | | 6.00
38.417 0.00 0.01 6.118 O | | | | 6.00
38.500 0.00 0.01 6.118 O | | | | 6.00
38.583 0.00 0.01 6.118 O | | | | 6.00
38.667 0.00 0.01 6.118 O | | | | 6.00
38.750 0.00 0.01 6.118 O | | | | 6.00
38.833 0.00 0.01 6.118 O | | | | 6.00
38.917 0.00 0.01 6.118 O | | | | 6.00
39.000 0.00 0.01 6.118 O | | | | 6.00
39.083 0.00 0.01 6.118 O | | | | 6.00
39.167 0.00 0.01 6.118 O | | | | 6.00
39.250 0.00 0.01 6.118 O | | | | 6.00
39.333 0.00 0.01 6.118 O | | | | 6.00
39.417 0.00 0.01 6.118 O | | | | 6.00
39.500 0.00 0.01 6.118 O | | | | 6.00
39.583 0.00 0.01 6.118 O | | | | 6.00
39.667 0.00 0.01 6.118 O | | | | 6.00
39.750 0.00 0.01 6.118 O | | | | 6.00
39.833 0.00 0.01 6.117 O | | | | 6.00
39.917 0.00 0.01 6.117 O | | | | 6.00
40.000 0.00 0.01 6.117 O | | | | 6.00
40.083 0.00 0.01 6.117 O | | | | 6.00
40.167 0.00 0.01 6.117 O | | | | 6.00
40.250 0.00 0.01 6.117 O | | | | 6.00
40.333 0.00 0.01 6.117 O | | | | 6.00
40.417 0.00 0.01 6.117 O | | | | 6.00
40.500 0.00 0.01 6.117 O | | | | 6.00
40.583 0.00 0.01 6.117 O | | | | 6.00
40.667 0.00 0.01 6.117 O | | | | 6.00
40.750 0.00 0.01 6.117 O | | | | 6.00
40.833 0.00 0.01 6.117 O | | | | 6.00
40.917 0.00 0.01 6.117 O | | | | 6.00
41.000 0.00 0.01 6.117 O | | | | 6.00
41.083 0.00 0.01 6.117 O | | | | 6.00
41.167 0.00 0.01 6.117 O | | | | 6.00
41.250 0.00 0.01 6.117 O | | | | 6.00
41.333 0.00 0.01 6.117 O | | | | 6.00
41.417 0.00 0.01 6.117 O | | | | 6.00
41.500 0.00 0.01 6.117 O | | | | 6.00
41.583 0.00 0.01 6.117 O | | | | 6.00
41.667 0.00 0.01 6.117 O | | | | 6.00
41.750 0.00 0.01 6.117 O | | | | 6.00
41.833 0.00 0.01 6.116 O | | | | 6.00
41.917 0.00 0.01 6.116 O | | | | 6.00
42.000 0.00 0.01 6.116 O | | | | 6.00
42.083 0.00 0.01 6.116 O | | | | 6.00
42.167 0.00 0.01 6.116 O | | | | 6.00
42.250 0.00 0.01 6.116 O | | | | 6.00
42.333 0.00 0.01 6.116 O | | | | 6.00
42.417 0.00 0.01 6.116 O | | | | 6.00
42.500 0.00 0.01 6.116 O | | | | 6.00
42.583 0.00 0.01 6.116 O | | | | 6.00
42.667 0.00 0.01 6.116 O | | | | 6.00
42.750 0.00 0.01 6.116 O | | | | 6.00
42.833 0.00 0.01 6.116 O | | | | 6.00
42.917 0.00 0.01 6.116 O | | | | 6.00
43.000 0.00 0.01 6.116 O | | | | 6.00
43.083 0.00 0.01 6.116 O | | | | 6.00
43.167 0.00 0.01 6.116 O | | | | 6.00
43.250 0.00 0.01 6.116 O | | | | 6.00
43.333 0.00 0.01 6.116 O | | | | 6.00
43.417 0.00 0.01 6.116 O | | | | 6.00
43.500 0.00 0.01 6.116 O | | | | 6.00
43.583 0.00 0.01 6.116 O | | | | 6.00
43.667 0.00 0.01 6.116 O | | | | 6.00
43.750 0.00 0.01 6.116 O | | | | 6.00
43.833 0.00 0.01 6.115 O | | | | 6.00
43.917 0.00 0.01 6.115 O | | | | 6.00
44.000 0.00 0.01 6.115 O | | | | 6.00
44.083 0.00 0.01 6.115 O | | | | 6.00
44.167 0.00 0.01 6.115 O | | | | 6.00
44.250 0.00 0.01 6.115 O | | | | 6.00
44.333 0.00 0.01 6.115 O | | | | 6.00
44.417 0.00 0.01 6.115 O | | | | 6.00
44.500 0.00 0.01 6.115 O | | | | 6.00
44.583 0.00 0.01 6.115 O | | | | 6.00
44.667 0.00 0.01 6.115 O | | | | 6.00
44.750 0.00 0.01 6.115 O | | | | 6.00
44.833 0.00 0.01 6.115 O | | | | 6.00
44.917 0.00 0.01 6.115 O | | | | 6.00
45.000 0.00 0.01 6.115 O | | | | 6.00
45.083 0.00 0.01 6.115 O | | | | 6.00
45.167 0.00 0.01 6.115 O | | | | 6.00
45.250 0.00 0.01 6.115 O | | | | 6.00
45.333 0.00 0.01 6.115 O | | | | 6.00
45.417 0.00 0.01 6.115 O | | | | 6.00
45.500 0.00 0.01 6.115 O | | | | 6.00
45.583 0.00 0.01 6.115 O | | | | 6.00
45.667 0.00 0.01 6.115 O | | | | 6.00
45.750 0.00 0.01 6.115 O | | | | 6.00
45.833 0.00 0.01 6.115 O | | | | 6.00
45.917 0.00 0.01 6.114 O | | | | 6.00
46.000 0.00 0.01 6.114 O | | | | 6.00
46.083 0.00 0.01 6.114 O | | | | 6.00
46.167 0.00 0.01 6.114 O | | | | 6.00
46.250 0.00 0.01 6.114 O | | | | 6.00
46.333 0.00 0.01 6.114 O | | | | 6.00
46.417 0.00 0.01 6.114 O | | | | 6.00
46.500 0.00 0.01 6.114 O | | | | 6.00
46.583 0.00 0.01 6.114 O | | | | 6.00
46.667 0.00 0.01 6.114 O | | | | 6.00
46.750 0.00 0.01 6.114 O | | | | 6.00
46.833 0.00 0.01 6.114 O | | | | 6.00
46.917 0.00 0.01 6.114 O | | | | 6.00
47.000 0.00 0.01 6.114 O | | | | 6.00
47.083 0.00 0.01 6.114 O | | | | 6.00
47.167 0.00 0.01 6.114 O | | | | 6.00
47.250 0.00 0.01 6.114 O | | | | 6.00
47.333 0.00 0.01 6.114 O | | | | 6.00
47.417 0.00 0.01 6.114 O | | | | 6.00
47.500 0.00 0.01 6.114 O | | | | 6.00
47.583 0.00 0.01 6.114 O | | | | 6.00
47.667 0.00 0.01 6.114 O | | | | 6.00
47.750 0.00 0.01 6.114 O | | | | 6.00
47.833 0.00 0.01 6.114 O | | | | 6.00
47.917 0.00 0.01 6.113 O | | | | 6.00
48.000 0.00 0.01 6.113 O | | | | 6.00
48.083 0.00 0.01 6.113 O | | | | 6.00
48.167 0.00 0.01 6.113 O | | | | 6.00
48.250 0.00 0.01 6.113 O | | | | 6.00
48.333 0.00 0.01 6.113 O | | | | 6.00
48.417 0.00 0.01 6.113 O | | | | 6.00
48.500 0.00 0.01 6.113 O | | | | 6.00
48.583 0.00 0.01 6.113 O | | | | 5.99
48.667 0.00 0.01 6.113 O | | | | 5.99
48.750 0.00 0.01 6.113 O | | | | 5.99
48.833 0.00 0.01 6.113 O | | | | 5.99
48.917 0.00 0.01 6.113 O | | | | 5.99
49.000 0.00 0.01 6.113 O | | | | 5.99
49.083 0.00 0.01 6.113 O | | | | 5.99
49.167 0.00 0.01 6.113 O | | | | 5.99
49.250 0.00 0.01 6.113 O | | | | 5.99
49.333 0.00 0.01 6.113 O | | | | 5.99
49.417 0.00 0.01 6.113 O | | | | 5.99
49.500 0.00 0.01 6.113 O | | | | 5.99
49.583 0.00 0.01 6.113 O | | | | 5.99
49.667 0.00 0.01 6.113 O | | | | 5.99
49.750 0.00 0.01 6.113 O | | | | 5.99
49.833 0.00 0.01 6.113 O | | | | 5.99
49.917 0.00 0.01 6.112 O | | | | 5.99
50.000 0.00 0.01 6.112 O | | | | 5.99
50.083 0.00 0.01 6.112 O | | | | 5.99
50.167 0.00 0.01 6.112 O | | | | 5.99
50.250 0.00 0.01 6.112 O | | | | 5.99
50.333 0.00 0.01 6.112 O | | | | 5.99
50.417 0.00 0.01 6.112 O | | | | 5.99
50.500 0.00 0.01 6.112 O | | | | 5.99
50.583 0.00 0.01 6.112 O | | | | 5.99
50.667 0.00 0.01 6.112 O | | | | 5.99
50.750 0.00 0.01 6.112 O | | | | 5.99
50.833 0.00 0.01 6.112 O | | | | 5.99
50.917 0.00 0.01 6.112 O | | | | 5.99
51.000 0.00 0.01 6.112 O | | | | 5.99
51.083 0.00 0.01 6.112 O | | | | 5.99
51.167 0.00 0.01 6.112 O | | | | 5.99
51.250 0.00 0.01 6.112 O | | | | 5.99
51.333 0.00 0.01 6.112 O | | | | 5.99
51.417 0.00 0.01 6.112 O | | | | 5.99
51.500 0.00 0.01 6.112 O | | | | 5.99
51.583 0.00 0.01 6.112 O | | | | 5.99
51.667 0.00 0.01 6.112 O | | | | 5.99
51.750 0.00 0.01 6.112 O | | | | 5.99
51.833 0.00 0.01 6.112 O | | | | 5.99
51.917 0.00 0.01 6.111 O | | | | 5.99
52.000 0.00 0.01 6.111 O | | | | 5.99
52.083 0.00 0.01 6.111 O | | | | 5.99
52.167 0.00 0.01 6.111 O | | | | 5.99
52.250 0.00 0.01 6.111 O | | | | 5.99
52.333 0.00 0.01 6.111 O | | | | 5.99
52.417 0.00 0.01 6.111 O | | | | 5.99
52.500 0.00 0.01 6.111 O | | | | 5.99
52.583 0.00 0.01 6.111 O | | | | 5.99
52.667 0.00 0.01 6.111 O | | | | 5.99
52.750 0.00 0.01 6.111 O | | | | 5.99
52.833 0.00 0.01 6.111 O | | | | 5.99
52.917 0.00 0.01 6.111 O | | | | 5.99
53.000 0.00 0.01 6.111 O | | | | 5.99
53.083 0.00 0.01 6.111 O | | | | 5.99
53.167 0.00 0.01 6.111 O | | | | 5.99
53.250 0.00 0.01 6.111 O | | | | 5.99
53.333 0.00 0.01 6.111 O | | | | 5.99
53.417 0.00 0.01 6.111 O | | | | 5.99
53.500 0.00 0.01 6.111 O | | | | 5.99
53.583 0.00 0.01 6.111 O | | | | 5.99
53.667 0.00 0.01 6.111 O | | | | 5.99
53.750 0.00 0.01 6.111 O | | | | 5.99
53.833 0.00 0.01 6.111 O | | | | 5.99
53.917 0.00 0.01 6.111 O | | | | 5.99
54.000 0.00 0.01 6.110 O | | | | 5.99
54.083 0.00 0.01 6.110 O | | | | 5.99
54.167 0.00 0.01 6.110 O | | | | 5.99
54.250 0.00 0.01 6.110 O | | | | 5.99
54.333 0.00 0.01 6.110 O | | | | 5.99
54.417 0.00 0.01 6.110 O | | | | 5.99
54.500 0.00 0.01 6.110 O | | | | 5.99
54.583 0.00 0.01 6.110 O | | | | 5.99
54.667 0.00 0.01 6.110 O | | | | 5.99
54.750 0.00 0.01 6.110 O | | | | 5.99
54.833 0.00 0.01 6.110 O | | | | 5.99
54.917 0.00 0.01 6.110 O | | | | 5.99
55.000 0.00 0.01 6.110 O | | | | 5.99
55.083 0.00 0.01 6.110 O | | | | 5.99
55.167 0.00 0.01 6.110 O | | | | 5.99
55.250 0.00 0.01 6.110 O | | | | 5.99
55.333 0.00 0.01 6.110 O | | | | 5.99
55.417 0.00 0.01 6.110 O | | | | 5.99
55.500 0.00 0.01 6.110 O | | | | 5.99
55.583 0.00 0.01 6.110 O | | | | 5.99
55.667 0.00 0.01 6.110 O | | | | 5.99
55.750 0.00 0.01 6.110 O | | | | 5.99
55.833 0.00 0.01 6.110 O | | | | 5.99
55.917 0.00 0.01 6.110 O | | | | 5.99
56.000 0.00 0.01 6.109 O | | | | 5.99
56.083 0.00 0.01 6.109 O | | | | 5.99
56.167 0.00 0.01 6.109 O | | | | 5.99
56.250 0.00 0.01 6.109 O | | | | 5.99
56.333 0.00 0.01 6.109 O | | | | 5.99
56.417 0.00 0.01 6.109 O | | | | 5.99
56.500 0.00 0.01 6.109 O | | | | 5.99
56.583 0.00 0.01 6.109 O | | | | 5.99
56.667 0.00 0.01 6.109 O | | | | 5.99
56.750 0.00 0.01 6.109 O | | | | 5.99
56.833 0.00 0.01 6.109 O | | | | 5.99
56.917 0.00 0.01 6.109 O | | | | 5.99
57.000 0.00 0.01 6.109 O | | | | 5.99
57.083 0.00 0.01 6.109 O | | | | 5.99
57.167 0.00 0.01 6.109 O | | | | 5.99
57.250 0.00 0.01 6.109 O | | | | 5.99
57.333 0.00 0.01 6.109 O | | | | 5.99
57.417 0.00 0.01 6.109 O | | | | 5.99
57.500 0.00 0.01 6.109 O | | | | 5.99
57.583 0.00 0.01 6.109 O | | | | 5.99
57.667 0.00 0.01 6.109 O | | | | 5.99
57.750 0.00 0.01 6.109 O | | | | 5.99
57.833 0.00 0.01 6.109 O | | | | 5.99
57.917 0.00 0.01 6.109 O | | | | 5.99
58.000 0.00 0.01 6.108 O | | | | 5.99
58.083 0.00 0.01 6.108 O | | | | 5.99
58.167 0.00 0.01 6.108 O | | | | 5.99
58.250 0.00 0.01 6.108 O | | | | 5.99
58.333 0.00 0.01 6.108 O | | | | 5.99
58.417 0.00 0.01 6.108 O | | | | 5.99
58.500 0.00 0.01 6.108 O | | | | 5.99
58.583 0.00 0.01 6.108 O | | | | 5.99
58.667 0.00 0.01 6.108 O | | | | 5.99
58.750 0.00 0.01 6.108 O | | | | 5.99
58.833 0.00 0.01 6.108 O | | | | 5.99
58.917 0.00 0.01 6.108 O | | | | 5.99
59.000 0.00 0.01 6.108 O | | | | 5.99
59.083 0.00 0.01 6.108 O | | | | 5.99
59.167 0.00 0.01 6.108 O | | | | 5.99
59.250 0.00 0.01 6.108 O | | | | 5.99
59.333 0.00 0.01 6.108 O | | | | 5.99
59.417 0.00 0.01 6.108 O | | | | 5.99
59.500 0.00 0.01 6.108 O | | | | 5.99
59.583 0.00 0.01 6.108 O | | | | 5.99
59.667 0.00 0.01 6.108 O | | | | 5.99
59.750 0.00 0.01 6.108 O | | | | 5.99
59.833 0.00 0.01 6.108 O | | | | 5.99
59.917 0.00 0.01 6.108 O | | | | 5.99
60.000 0.00 0.01 6.107 O | | | | 5.99
60.083 0.00 0.01 6.107 O | | | | 5.99
60.167 0.00 0.01 6.107 O | | | | 5.99
60.250 0.00 0.01 6.107 O | | | | 5.99
60.333 0.00 0.01 6.107 O | | | | 5.99
60.417 0.00 0.01 6.107 O | | | | 5.99
60.500 0.00 0.01 6.107 O | | | | 5.99
60.583 0.00 0.01 6.107 O | | | | 5.99
60.667 0.00 0.01 6.107 O | | | | 5.99
60.750 0.00 0.01 6.107 O | | | | 5.99
60.833 0.00 0.01 6.107 O | | | | 5.99
60.917 0.00 0.01 6.107 O | | | | 5.99
61.000 0.00 0.01 6.107 O | | | | 5.99
61.083 0.00 0.01 6.107 O | | | | 5.99
61.167 0.00 0.01 6.107 O | | | | 5.99
61.250 0.00 0.01 6.107 O | | | | 5.99
61.333 0.00 0.01 6.107 O | | | | 5.99
61.417 0.00 0.01 6.107 O | | | | 5.99
61.500 0.00 0.01 6.107 O | | | | 5.99
61.583 0.00 0.01 6.107 O | | | | 5.99
61.667 0.00 0.01 6.107 O | | | | 5.99
61.750 0.00 0.01 6.107 O | | | | 5.99
61.833 0.00 0.01 6.107 O | | | | 5.99
61.917 0.00 0.01 6.107 O | | | | 5.99
62.000 0.00 0.01 6.106 O | | | | 5.99
62.083 0.00 0.01 6.106 O | | | | 5.99
62.167 0.00 0.01 6.106 O | | | | 5.99
62.250 0.00 0.01 6.106 O | | | | 5.99
62.333 0.00 0.01 6.106 O | | | | 5.99
62.417 0.00 0.01 6.106 O | | | | 5.99
62.500 0.00 0.01 6.106 O | | | | 5.99
62.583 0.00 0.01 6.106 O | | | | 5.99
62.667 0.00 0.01 6.106 O | | | | 5.99
62.750 0.00 0.01 6.106 O | | | | 5.99
62.833 0.00 0.01 6.106 O | | | | 5.99
62.917 0.00 0.01 6.106 O | | | | 5.99
63.000 0.00 0.01 6.106 O | | | | 5.99
63.083 0.00 0.01 6.106 O | | | | 5.99
63.167 0.00 0.01 6.106 O | | | | 5.99
63.250 0.00 0.01 6.106 O | | | | 5.99
63.333 0.00 0.01 6.106 O | | | | 5.99
63.417 0.00 0.01 6.106 O | | | | 5.99
63.500 0.00 0.01 6.106 O | | | | 5.99
63.583 0.00 0.01 6.106 O | | | | 5.99
63.667 0.00 0.01 6.106 O | | | | 5.99
63.750 0.00 0.01 6.106 O | | | | 5.99
63.833 0.00 0.01 6.106 O | | | | 5.99
63.917 0.00 0.01 6.106 O | | | | 5.99
64.000 0.00 0.01 6.106 O | | | | 5.99
64.083 0.00 0.01 6.105 O | | | | 5.99
64.167 0.00 0.01 6.105 O | | | | 5.99
64.250 0.00 0.01 6.105 O | | | | 5.99
64.333 0.00 0.01 6.105 O | | | | 5.99
64.417 0.00 0.01 6.105 O | | | | 5.99
64.500 0.00 0.01 6.105 O | | | | 5.99
64.583 0.00 0.01 6.105 O | | | | 5.99
64.667 0.00 0.01 6.105 O | | | | 5.99
64.750 0.00 0.01 6.105 O | | | | 5.99
64.833 0.00 0.01 6.105 O | | | | 5.99
64.917 0.00 0.01 6.105 O | | | | 5.99
65.000 0.00 0.01 6.105 O | | | | 5.99
65.083 0.00 0.01 6.105 O | | | | 5.99
65.167 0.00 0.01 6.105 O | | | | 5.99
65.250 0.00 0.01 6.105 O | | | | 5.99
65.333 0.00 0.01 6.105 O | | | | 5.99
65.417 0.00 0.01 6.105 O | | | | 5.99
65.500 0.00 0.01 6.105 O | | | | 5.99
65.583 0.00 0.01 6.105 O | | | | 5.99
65.667 0.00 0.01 6.105 O | | | | 5.99
65.750 0.00 0.01 6.105 O | | | | 5.99
65.833 0.00 0.01 6.105 O | | | | 5.99
65.917 0.00 0.01 6.105 O | | | | 5.99
66.000 0.00 0.01 6.105 O | | | | 5.99
66.083 0.00 0.01 6.104 O | | | | 5.99
66.167 0.00 0.01 6.104 O | | | | 5.99
66.250 0.00 0.01 6.104 O | | | | 5.99
66.333 0.00 0.01 6.104 O | | | | 5.99
66.417 0.00 0.01 6.104 O | | | | 5.99
66.500 0.00 0.01 6.104 O | | | | 5.99
66.583 0.00 0.01 6.104 O | | | | 5.99
66.667 0.00 0.01 6.104 O | | | | 5.99
66.750 0.00 0.01 6.104 O | | | | 5.99
66.833 0.00 0.01 6.104 O | | | | 5.99
66.917 0.00 0.01 6.104 O | | | | 5.99
67.000 0.00 0.01 6.104 O | | | | 5.99
67.083 0.00 0.01 6.104 O | | | | 5.99
67.167 0.00 0.01 6.104 O | | | | 5.99
67.250 0.00 0.01 6.104 O | | | | 5.99
67.333 0.00 0.01 6.104 O | | | | 5.99
67.417 0.00 0.01 6.104 O | | | | 5.99
67.500 0.00 0.01 6.104 O | | | | 5.99
67.583 0.00 0.01 6.104 O | | | | 5.99
67.667 0.00 0.01 6.104 O | | | | 5.99
67.750 0.00 0.01 6.104 O | | | | 5.99
67.833 0.00 0.01 6.104 O | | | | 5.99
67.917 0.00 0.01 6.104 O | | | | 5.99
68.000 0.00 0.01 6.104 O | | | | 5.99
68.083 0.00 0.01 6.103 O | | | | 5.99
68.167 0.00 0.01 6.103 O | | | | 5.99
68.250 0.00 0.01 6.103 O | | | | 5.99
68.333 0.00 0.01 6.103 O | | | | 5.99
68.417 0.00 0.01 6.103 O | | | | 5.99
68.500 0.00 0.01 6.103 O | | | | 5.99
68.583 0.00 0.01 6.103 O | | | | 5.99
68.667 0.00 0.01 6.103 O | | | | 5.99
68.750 0.00 0.01 6.103 O | | | | 5.99
68.833 0.00 0.01 6.103 O | | | | 5.99
68.917 0.00 0.01 6.103 O | | | | 5.99
69.000 0.00 0.01 6.103 O | | | | 5.99
69.083 0.00 0.01 6.103 O | | | | 5.99
69.167 0.00 0.01 6.103 O | | | | 5.99
69.250 0.00 0.01 6.103 O | | | | 5.99
69.333 0.00 0.01 6.103 O | | | | 5.99
69.417 0.00 0.01 6.103 O | | | | 5.99
69.500 0.00 0.01 6.103 O | | | | 5.99
69.583 0.00 0.01 6.103 O | | | | 5.99
69.667 0.00 0.01 6.103 O | | | | 5.99
69.750 0.00 0.01 6.103 O | | | | 5.99
69.833 0.00 0.01 6.103 O | | | | 5.99
69.917 0.00 0.01 6.103 O | | | | 5.99
70.000 0.00 0.01 6.103 O | | | | 5.99
70.083 0.00 0.01 6.102 O | | | | 5.99
70.167 0.00 0.01 6.102 O | | | | 5.99
70.250 0.00 0.01 6.102 O | | | | 5.99
70.333 0.00 0.01 6.102 O | | | | 5.99
70.417 0.00 0.01 6.102 O | | | | 5.99
70.500 0.00 0.01 6.102 O | | | | 5.99
70.583 0.00 0.01 6.102 O | | | | 5.99
70.667 0.00 0.01 6.102 O | | | | 5.99
70.750 0.00 0.01 6.102 O | | | | 5.99
70.833 0.00 0.01 6.102 O | | | | 5.99
70.917 0.00 0.01 6.102 O | | | | 5.99
71.000 0.00 0.01 6.102 O | | | | 5.99
71.083 0.00 0.01 6.102 O | | | | 5.99
71.167 0.00 0.01 6.102 O | | | | 5.99
71.250 0.00 0.01 6.102 O | | | | 5.99
71.333 0.00 0.01 6.102 O | | | | 5.99
71.417 0.00 0.01 6.102 O | | | | 5.99
71.500 0.00 0.01 6.102 O | | | | 5.99
71.583 0.00 0.01 6.102 O | | | | 5.99
71.667 0.00 0.01 6.102 O | | | | 5.99
71.750 0.00 0.01 6.102 O | | | | 5.99
71.833 0.00 0.01 6.102 O | | | | 5.99
71.917 0.00 0.01 6.102 O | | | | 5.99
72.000 0.00 0.01 6.102 O | | | | 5.99
72.083 0.00 0.01 6.102 O | | | | 5.99
72.167 0.00 0.01 6.101 O | | | | 5.98
72.250 0.00 0.01 6.101 O | | | | 5.98
72.333 0.00 0.01 6.101 O | | | | 5.98
72.417 0.00 0.01 6.101 O | | | | 5.98
72.500 0.00 0.01 6.101 O | | | | 5.98
72.583 0.00 0.01 6.101 O | | | | 5.98
72.667 0.00 0.01 6.101 O | | | | 5.98
72.750 0.00 0.01 6.101 O | | | | 5.98
72.833 0.00 0.01 6.101 O | | | | 5.98
72.917 0.00 0.01 6.101 O | | | | 5.98
73.000 0.00 0.01 6.101 O | | | | 5.98
73.083 0.00 0.01 6.101 O | | | | 5.98
73.167 0.00 0.01 6.101 O | | | | 5.98
73.250 0.00 0.01 6.101 O | | | | 5.98
73.333 0.00 0.01 6.101 O | | | | 5.98
73.417 0.00 0.01 6.101 O | | | | 5.98
73.500 0.00 0.01 6.101 O | | | | 5.98
73.583 0.00 0.01 6.101 O | | | | 5.98
73.667 0.00 0.01 6.101 O | | | | 5.98
73.750 0.00 0.01 6.101 O | | | | 5.98
73.833 0.00 0.01 6.101 O | | | | 5.98
73.917 0.00 0.01 6.101 O | | | | 5.98
74.000 0.00 0.01 6.101 O | | | | 5.98
74.083 0.00 0.01 6.101 O | | | | 5.98
74.167 0.00 0.01 6.100 O | | | | 5.98
74.250 0.00 0.01 6.100 O | | | | 5.98
74.333 0.00 0.01 6.100 O | | | | 5.98
74.417 0.00 0.01 6.100 O | | | | 5.98
74.500 0.00 0.01 6.100 O | | | | 5.98
74.583 0.00 0.01 6.100 O | | | | 5.98
74.667 0.00 0.01 6.100 O | | | | 5.98
74.750 0.00 0.01 6.100 O | | | | 5.98
74.833 0.00 0.01 6.100 O | | | | 5.98
74.917 0.00 0.01 6.100 O | | | | 5.98
75.000 0.00 0.01 6.100 O | | | | 5.98
75.083 0.00 0.01 6.100 O | | | | 5.98
75.167 0.00 0.01 6.100 O | | | | 5.98
75.250 0.00 0.01 6.100 O | | | | 5.98
75.333 0.00 0.01 6.100 O | | | | 5.98
75.417 0.00 0.01 6.100 O | | | | 5.98
75.500 0.00 0.01 6.100 O | | | | 5.98
75.583 0.00 0.01 6.100 O | | | | 5.98
75.667 0.00 0.01 6.100 O | | | | 5.98
75.750 0.00 0.01 6.100 O | | | | 5.98
75.833 0.00 0.01 6.100 O | | | | 5.98
75.917 0.00 0.01 6.100 O | | | | 5.98
76.000 0.00 0.01 6.100 O | | | | 5.98
76.083 0.00 0.01 6.100 O | | | | 5.98
76.167 0.00 0.01 6.099 O | | | | 5.98
76.250 0.00 0.01 6.099 O | | | | 5.98
76.333 0.00 0.01 6.099 O | | | | 5.98
76.417 0.00 0.01 6.099 O | | | | 5.98
76.500 0.00 0.01 6.099 O | | | | 5.98
76.583 0.00 0.01 6.099 O | | | | 5.98
76.667 0.00 0.01 6.099 O | | | | 5.98
76.750 0.00 0.01 6.099 O | | | | 5.98
76.833 0.00 0.01 6.099 O | | | | 5.98
76.917 0.00 0.01 6.099 O | | | | 5.98
77.000 0.00 0.01 6.099 O | | | | 5.98
77.083 0.00 0.01 6.099 O | | | | 5.98
77.167 0.00 0.01 6.099 O | | | | 5.98
77.250 0.00 0.01 6.099 O | | | | 5.98
77.333 0.00 0.01 6.099 O | | | | 5.98
77.417 0.00 0.01 6.099 O | | | | 5.98
77.500 0.00 0.01 6.099 O | | | | 5.98
77.583 0.00 0.01 6.099 O | | | | 5.98
77.667 0.00 0.01 6.099 O | | | | 5.98
77.750 0.00 0.01 6.099 O | | | | 5.98
77.833 0.00 0.01 6.099 O | | | | 5.98
77.917 0.00 0.01 6.099 O | | | | 5.98
78.000 0.00 0.01 6.099 O | | | | 5.98
78.083 0.00 0.01 6.099 O | | | | 5.98
78.167 0.00 0.01 6.099 O | | | | 5.98
78.250 0.00 0.01 6.098 O | | | | 5.98
78.333 0.00 0.01 6.098 O | | | | 5.98
78.417 0.00 0.01 6.098 O | | | | 5.98
78.500 0.00 0.01 6.098 O | | | | 5.98
78.583 0.00 0.01 6.098 O | | | | 5.98
78.667 0.00 0.01 6.098 O | | | | 5.98
78.750 0.00 0.01 6.098 O | | | | 5.98
78.833 0.00 0.01 6.098 O | | | | 5.98
78.917 0.00 0.01 6.098 O | | | | 5.98
79.000 0.00 0.01 6.098 O | | | | 5.98
79.083 0.00 0.01 6.098 O | | | | 5.98
79.167 0.00 0.01 6.098 O | | | | 5.98
79.250 0.00 0.01 6.098 O | | | | 5.98
79.333 0.00 0.01 6.098 O | | | | 5.98
79.417 0.00 0.01 6.098 O | | | | 5.98
79.500 0.00 0.01 6.098 O | | | | 5.98
79.583 0.00 0.01 6.098 O | | | | 5.98
79.667 0.00 0.01 6.098 O | | | | 5.98
79.750 0.00 0.01 6.098 O | | | | 5.98
79.833 0.00 0.01 6.098 O | | | | 5.98
79.917 0.00 0.01 6.098 O | | | | 5.98
80.000 0.00 0.01 6.098 O | | | | 5.98
80.083 0.00 0.01 6.098 O | | | | 5.98
80.167 0.00 0.01 6.098 O | | | | 5.98
80.250 0.00 0.01 6.097 O | | | | 5.98
80.333 0.00 0.01 6.097 O | | | | 5.98
80.417 0.00 0.01 6.097 O | | | | 5.98
80.500 0.00 0.01 6.097 O | | | | 5.98
80.583 0.00 0.01 6.097 O | | | | 5.98
80.667 0.00 0.01 6.097 O | | | | 5.98
80.750 0.00 0.01 6.097 O | | | | 5.98
80.833 0.00 0.01 6.097 O | | | | 5.98
80.917 0.00 0.01 6.097 O | | | | 5.98
81.000 0.00 0.01 6.097 O | | | | 5.98
81.083 0.00 0.01 6.097 O | | | | 5.98
81.167 0.00 0.01 6.097 O | | | | 5.98
81.250 0.00 0.01 6.097 O | | | | 5.98
81.333 0.00 0.01 6.097 O | | | | 5.98
81.417 0.00 0.01 6.097 O | | | | 5.98
81.500 0.00 0.01 6.097 O | | | | 5.98
81.583 0.00 0.01 6.097 O | | | | 5.98
81.667 0.00 0.01 6.097 O | | | | 5.98
81.750 0.00 0.01 6.097 O | | | | 5.98
81.833 0.00 0.01 6.097 O | | | | 5.98
81.917 0.00 0.01 6.097 O | | | | 5.98
82.000 0.00 0.01 6.097 O | | | | 5.98
82.083 0.00 0.01 6.097 O | | | | 5.98
82.167 0.00 0.01 6.097 O | | | | 5.98
82.250 0.00 0.01 6.096 O | | | | 5.98
82.333 0.00 0.01 6.096 O | | | | 5.98
82.417 0.00 0.01 6.096 O | | | | 5.98
82.500 0.00 0.01 6.096 O | | | | 5.98
82.583 0.00 0.01 6.096 O | | | | 5.98
82.667 0.00 0.01 6.096 O | | | | 5.98
82.750 0.00 0.01 6.096 O | | | | 5.98
82.833 0.00 0.01 6.096 O | | | | 5.98
82.917 0.00 0.01 6.096 O | | | | 5.98
83.000 0.00 0.01 6.096 O | | | | 5.98
83.083 0.00 0.01 6.096 O | | | | 5.98
83.167 0.00 0.01 6.096 O | | | | 5.98
83.250 0.00 0.01 6.096 O | | | | 5.98
83.333 0.00 0.01 6.096 O | | | | 5.98
83.417 0.00 0.01 6.096 O | | | | 5.98
83.500 0.00 0.01 6.096 O | | | | 5.98
83.583 0.00 0.01 6.096 O | | | | 5.98
83.667 0.00 0.01 6.096 O | | | | 5.98
83.750 0.00 0.01 6.096 O | | | | 5.98
83.833 0.00 0.01 6.096 O | | | | 5.98
83.917 0.00 0.01 6.096 O | | | | 5.98
84.000 0.00 0.01 6.096 O | | | | 5.98
84.083 0.00 0.01 6.096 O | | | | 5.98
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84.250 0.00 0.01 6.095 O | | | | 5.98
84.333 0.00 0.01 6.095 O | | | | 5.98
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84.500 0.00 0.01 6.095 O | | | | 5.98
84.583 0.00 0.01 6.095 O | | | | 5.98
84.667 0.00 0.01 6.095 O | | | | 5.98
84.750 0.00 0.01 6.095 O | | | | 5.98
84.833 0.00 0.01 6.095 O | | | | 5.98
84.917 0.00 0.01 6.095 O | | | | 5.98
85.000 0.00 0.01 6.095 O | | | | 5.98
85.083 0.00 0.01 6.095 O | | | | 5.98
85.167 0.00 0.01 6.095 O | | | | 5.98
85.250 0.00 0.01 6.095 O | | | | 5.98
85.333 0.00 0.01 6.095 O | | | | 5.98
85.417 0.00 0.01 6.095 O | | | | 5.98
85.500 0.00 0.01 6.095 O | | | | 5.98
85.583 0.00 0.01 6.095 O | | | | 5.98
85.667 0.00 0.01 6.095 O | | | | 5.98
85.750 0.00 0.01 6.095 O | | | | 5.98
85.833 0.00 0.01 6.095 O | | | | 5.98
85.917 0.00 0.01 6.095 O | | | | 5.98
86.000 0.00 0.01 6.095 O | | | | 5.98
86.083 0.00 0.01 6.095 O | | | | 5.98
86.167 0.00 0.01 6.095 O | | | | 5.98
86.250 0.00 0.01 6.095 O | | | | 5.98
86.333 0.00 0.01 6.094 O | | | | 5.98
86.417 0.00 0.01 6.094 O | | | | 5.98
86.500 0.00 0.01 6.094 O | | | | 5.98
86.583 0.00 0.01 6.094 O | | | | 5.98
86.667 0.00 0.01 6.094 O | | | | 5.98
86.750 0.00 0.01 6.094 O | | | | 5.98
86.833 0.00 0.01 6.094 O | | | | 5.98
86.917 0.00 0.01 6.094 O | | | | 5.98
87.000 0.00 0.01 6.094 O | | | | 5.98
87.083 0.00 0.01 6.094 O | | | | 5.98
87.167 0.00 0.01 6.094 O | | | | 5.98
87.250 0.00 0.01 6.094 O | | | | 5.98
87.333 0.00 0.01 6.094 O | | | | 5.98
87.417 0.00 0.01 6.094 O | | | | 5.98
87.500 0.00 0.01 6.094 O | | | | 5.98
87.583 0.00 0.01 6.094 O | | | | 5.98
87.667 0.00 0.01 6.094 O | | | | 5.98
87.750 0.00 0.01 6.094 O | | | | 5.98
87.833 0.00 0.01 6.094 O | | | | 5.98
87.917 0.00 0.01 6.094 O | | | | 5.98
88.000 0.00 0.01 6.094 O | | | | 5.98
88.083 0.00 0.01 6.094 O | | | | 5.98
88.167 0.00 0.01 6.094 O | | | | 5.98
88.250 0.00 0.01 6.094 O | | | | 5.98
88.333 0.00 0.01 6.093 O | | | | 5.98
88.417 0.00 0.01 6.093 O | | | | 5.98
88.500 0.00 0.01 6.093 O | | | | 5.98
88.583 0.00 0.01 6.093 O | | | | 5.98
88.667 0.00 0.01 6.093 O | | | | 5.98
88.750 0.00 0.01 6.093 O | | | | 5.98
88.833 0.00 0.01 6.093 O | | | | 5.98
88.917 0.00 0.01 6.093 O | | | | 5.98
89.000 0.00 0.01 6.093 O | | | | 5.98
89.083 0.00 0.01 6.093 O | | | | 5.98
89.167 0.00 0.01 6.093 O | | | | 5.98
89.250 0.00 0.01 6.093 O | | | | 5.98
89.333 0.00 0.01 6.093 O | | | | 5.98
89.417 0.00 0.01 6.093 O | | | | 5.98
89.500 0.00 0.01 6.093 O | | | | 5.98
89.583 0.00 0.01 6.093 O | | | | 5.98
89.667 0.00 0.01 6.093 O | | | | 5.98
89.750 0.00 0.01 6.093 O | | | | 5.98
89.833 0.00 0.01 6.093 O | | | | 5.98
89.917 0.00 0.01 6.093 O | | | | 5.98
90.000 0.00 0.01 6.093 O | | | | 5.98
90.083 0.00 0.01 6.093 O | | | | 5.98
90.167 0.00 0.01 6.093 O | | | | 5.98
90.250 0.00 0.01 6.093 O | | | | 5.98
90.333 0.00 0.01 6.092 O | | | | 5.98
90.417 0.00 0.01 6.092 O | | | | 5.98
90.500 0.00 0.01 6.092 O | | | | 5.98
90.583 0.00 0.01 6.092 O | | | | 5.98
90.667 0.00 0.01 6.092 O | | | | 5.98
90.750 0.00 0.01 6.092 O | | | | 5.98
90.833 0.00 0.01 6.092 O | | | | 5.98
90.917 0.00 0.01 6.092 O | | | | 5.98
91.000 0.00 0.01 6.092 O | | | | 5.98
91.083 0.00 0.01 6.092 O | | | | 5.98
91.167 0.00 0.01 6.092 O | | | | 5.98
91.250 0.00 0.01 6.092 O | | | | 5.98
91.333 0.00 0.01 6.092 O | | | | 5.98
91.417 0.00 0.01 6.092 O | | | | 5.98
91.500 0.00 0.01 6.092 O | | | | 5.98
91.583 0.00 0.01 6.092 O | | | | 5.98
91.667 0.00 0.01 6.092 O | | | | 5.98
91.750 0.00 0.01 6.092 O | | | | 5.98
91.833 0.00 0.01 6.092 O | | | | 5.98
91.917 0.00 0.01 6.092 O | | | | 5.98
92.000 0.00 0.01 6.092 O | | | | 5.98
92.083 0.00 0.01 6.092 O | | | | 5.98
92.167 0.00 0.01 6.092 O | | | | 5.98
92.250 0.00 0.01 6.092 O | | | | 5.98
92.333 0.00 0.01 6.091 O | | | | 5.98
92.417 0.00 0.01 6.091 O | | | | 5.98
92.500 0.00 0.01 6.091 O | | | | 5.98
92.583 0.00 0.01 6.091 O | | | | 5.98
92.667 0.00 0.01 6.091 O | | | | 5.98
92.750 0.00 0.01 6.091 O | | | | 5.98
92.833 0.00 0.01 6.091 O | | | | 5.98
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93.000 0.00 0.01 6.091 O | | | | 5.98
93.083 0.00 0.01 6.091 O | | | | 5.98
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93.250 0.00 0.01 6.091 O | | | | 5.98
93.333 0.00 0.01 6.091 O | | | | 5.98
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93.500 0.00 0.01 6.091 O | | | | 5.98
93.583 0.00 0.01 6.091 O | | | | 5.98
93.667 0.00 0.01 6.091 O | | | | 5.98
93.750 0.00 0.01 6.091 O | | | | 5.98
93.833 0.00 0.01 6.091 O | | | | 5.98
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94.000 0.00 0.01 6.091 O | | | | 5.98
94.083 0.00 0.01 6.091 O | | | | 5.98
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94.333 0.00 0.01 6.091 O | | | | 5.98
94.417 0.00 0.01 6.090 O | | | | 5.98
94.500 0.00 0.01 6.090 O | | | | 5.98
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94.667 0.00 0.01 6.090 O | | | | 5.98
94.750 0.00 0.01 6.090 O | | | | 5.98
94.833 0.00 0.01 6.090 O | | | | 5.98
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95.000 0.00 0.01 6.090 O | | | | 5.98
95.083 0.00 0.01 6.090 O | | | | 5.98
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95.250 0.00 0.01 6.090 O | | | | 5.98
95.333 0.00 0.01 6.090 O | | | | 5.98
95.417 0.00 0.01 6.090 O | | | | 5.98
95.500 0.00 0.01 6.090 O | | | | 5.98
95.583 0.00 0.01 6.090 O | | | | 5.98
95.667 0.00 0.01 6.090 O | | | | 5.98
95.750 0.00 0.01 6.090 O | | | | 5.98
95.833 0.00 0.01 6.090 O | | | | 5.97
95.917 0.00 0.01 6.090 O | | | | 5.97
96.000 0.00 0.01 6.090 O | | | | 5.97
96.083 0.00 0.01 6.090 O | | | | 5.97
96.167 0.00 0.01 6.090 O | | | | 5.97
96.250 0.00 0.01 6.090 O | | | | 5.97
96.333 0.00 0.01 6.090 O | | | | 5.97
96.417 0.00 0.01 6.089 O | | | | 5.97
96.500 0.00 0.01 6.089 O | | | | 5.97
96.583 0.00 0.01 6.089 O | | | | 5.97
96.667 0.00 0.01 6.089 O | | | | 5.97
96.750 0.00 0.01 6.089 O | | | | 5.97
96.833 0.00 0.01 6.089 O | | | | 5.97
96.917 0.00 0.01 6.089 O | | | | 5.97
97.000 0.00 0.01 6.089 O | | | | 5.97
97.083 0.00 0.01 6.089 O | | | | 5.97
97.167 0.00 0.01 6.089 O | | | | 5.97
97.250 0.00 0.01 6.089 O | | | | 5.97
97.333 0.00 0.01 6.089 O | | | | 5.97
97.417 0.00 0.01 6.089 O | | | | 5.97
97.500 0.00 0.01 6.089 O | | | | 5.97
97.583 0.00 0.01 6.089 O | | | | 5.97
97.667 0.00 0.01 6.089 O | | | | 5.97
97.750 0.00 0.01 6.089 O | | | | 5.97
97.833 0.00 0.01 6.089 O | | | | 5.97
97.917 0.00 0.01 6.089 O | | | | 5.97
98.000 0.00 0.01 6.089 O | | | | 5.97
98.083 0.00 0.01 6.089 O | | | | 5.97
98.167 0.00 0.01 6.089 O | | | | 5.97
98.250 0.00 0.01 6.089 O | | | | 5.97
98.333 0.00 0.01 6.089 O | | | | 5.97
98.417 0.00 0.01 6.088 O | | | | 5.97
98.500 0.00 0.01 6.088 O | | | | 5.97
98.583 0.00 0.01 6.088 O | | | | 5.97
98.667 0.00 0.01 6.088 O | | | | 5.97
98.750 0.00 0.01 6.088 O | | | | 5.97
98.833 0.00 0.01 6.088 O | | | | 5.97
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99.000 0.00 0.01 6.088 O | | | | 5.97
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99.250 0.00 0.01 6.088 O | | | | 5.97
99.333 0.00 0.01 6.088 O | | | | 5.97
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99.500 0.00 0.01 6.088 O | | | | 5.97
99.583 0.00 0.01 6.088 O | | | | 5.97
99.667 0.00 0.01 6.088 O | | | | 5.97
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99.833 0.00 0.01 6.088 O | | | | 5.97
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100.000 0.00 0.01 6.088 O | | | | 5.97
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100.167 0.00 0.01 6.088 O | | | | 5.97
100.250 0.00 0.01 6.088 O | | | | 5.97
100.333 0.00 0.01 6.088 O | | | | 5.97
100.417 0.00 0.01 6.088 O | | | | 5.97
100.500 0.00 0.01 6.087 O | | | | 5.97
100.583 0.00 0.01 6.087 O | | | | 5.97
100.667 0.00 0.01 6.087 O | | | | 5.97
100.750 0.00 0.01 6.087 O | | | | 5.97
100.833 0.00 0.01 6.087 O | | | | 5.97
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101.000 0.00 0.01 6.087 O | | | | 5.97
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101.250 0.00 0.01 6.087 O | | | | 5.97
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101.417 0.00 0.01 6.087 O | | | | 5.97
101.500 0.00 0.01 6.087 O | | | | 5.97
101.583 0.00 0.01 6.087 O | | | | 5.97
101.667 0.00 0.01 6.087 O | | | | 5.97
101.750 0.00 0.01 6.087 O | | | | 5.97
101.833 0.00 0.01 6.087 O | | | | 5.97
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102.000 0.00 0.01 6.087 O | | | | 5.97
102.083 0.00 0.01 6.087 O | | | | 5.97
102.167 0.00 0.01 6.087 O | | | | 5.97
102.250 0.00 0.01 6.087 O | | | | 5.97
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102.417 0.00 0.01 6.087 O | | | | 5.97
102.500 0.00 0.01 6.086 O | | | | 5.97
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102.667 0.00 0.01 6.086 O | | | | 5.97
102.750 0.00 0.01 6.086 O | | | | 5.97
102.833 0.00 0.01 6.086 O | | | | 5.97
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103.500 0.00 0.01 6.086 O | | | | 5.97
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103.667 0.00 0.01 6.086 O | | | | 5.97
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103.833 0.00 0.01 6.086 O | | | | 5.97
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104.500 0.00 0.01 6.085 O | | | | 5.97
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104.667 0.00 0.01 6.085 O | | | | 5.97
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105.500 0.00 0.01 6.085 O | | | | 5.97
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105.667 0.00 0.01 6.085 O | | | | 5.97
105.750 0.00 0.01 6.085 O | | | | 5.97
105.833 0.00 0.01 6.085 O | | | | 5.97
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106.417 0.00 0.01 6.085 O | | | | 5.97
106.500 0.00 0.01 6.085 O | | | | 5.97
106.583 0.00 0.01 6.084 O | | | | 5.97
106.667 0.00 0.01 6.084 O | | | | 5.97
106.750 0.00 0.01 6.084 O | | | | 5.97
106.833 0.00 0.01 6.084 O | | | | 5.97
106.917 0.00 0.01 6.084 O | | | | 5.97
107.000 0.00 0.01 6.084 O | | | | 5.97
107.083 0.00 0.01 6.084 O | | | | 5.97
107.167 0.00 0.01 6.084 O | | | | 5.97
107.250 0.00 0.01 6.084 O | | | | 5.97
107.333 0.00 0.01 6.084 O | | | | 5.97
107.417 0.00 0.01 6.084 O | | | | 5.97
107.500 0.00 0.01 6.084 O | | | | 5.97
107.583 0.00 0.01 6.084 O | | | | 5.97
107.667 0.00 0.01 6.084 O | | | | 5.97
107.750 0.00 0.01 6.084 O | | | | 5.97
107.833 0.00 0.01 6.084 O | | | | 5.97
107.917 0.00 0.01 6.084 O | | | | 5.97
108.000 0.00 0.01 6.084 O | | | | 5.97
108.083 0.00 0.01 6.084 O | | | | 5.97
108.167 0.00 0.01 6.084 O | | | | 5.97
108.250 0.00 0.01 6.084 O | | | | 5.97
108.333 0.00 0.01 6.084 O | | | | 5.97
108.417 0.00 0.01 6.084 O | | | | 5.97
108.500 0.00 0.01 6.084 O | | | | 5.97
108.583 0.00 0.01 6.083 O | | | | 5.97
108.667 0.00 0.01 6.083 O | | | | 5.97
108.750 0.00 0.01 6.083 O | | | | 5.97
108.833 0.00 0.01 6.083 O | | | | 5.97
108.917 0.00 0.01 6.083 O | | | | 5.97
109.000 0.00 0.01 6.083 O | | | | 5.97
109.083 0.00 0.01 6.083 O | | | | 5.97
109.167 0.00 0.01 6.083 O | | | | 5.97
109.250 0.00 0.01 6.083 O | | | | 5.97
109.333 0.00 0.01 6.083 O | | | | 5.97
109.417 0.00 0.01 6.083 O | | | | 5.97
109.500 0.00 0.01 6.083 O | | | | 5.97
109.583 0.00 0.01 6.083 O | | | | 5.97
109.667 0.00 0.01 6.083 O | | | | 5.97
109.750 0.00 0.01 6.083 O | | | | 5.97
109.833 0.00 0.01 6.083 O | | | | 5.97
109.917 0.00 0.01 6.083 O | | | | 5.97
110.000 0.00 0.01 6.083 O | | | | 5.97
110.083 0.00 0.01 6.083 O | | | | 5.97
110.167 0.00 0.01 6.083 O | | | | 5.97
110.250 0.00 0.01 6.083 O | | | | 5.97
110.333 0.00 0.01 6.083 O | | | | 5.97
110.417 0.00 0.01 6.083 O | | | | 5.97
110.500 0.00 0.01 6.083 O | | | | 5.97
110.583 0.00 0.01 6.082 O | | | | 5.97
110.667 0.00 0.01 6.082 O | | | | 5.97
110.750 0.00 0.01 6.082 O | | | | 5.97
110.833 0.00 0.01 6.082 O | | | | 5.97
110.917 0.00 0.01 6.082 O | | | | 5.97
111.000 0.00 0.01 6.082 O | | | | 5.97
111.083 0.00 0.01 6.082 O | | | | 5.97
111.167 0.00 0.01 6.082 O | | | | 5.97
111.250 0.00 0.01 6.082 O | | | | 5.97
111.333 0.00 0.01 6.082 O | | | | 5.97
111.417 0.00 0.01 6.082 O | | | | 5.97
111.500 0.00 0.01 6.082 O | | | | 5.97
111.583 0.00 0.01 6.082 O | | | | 5.97
111.667 0.00 0.01 6.082 O | | | | 5.97
111.750 0.00 0.01 6.082 O | | | | 5.97
111.833 0.00 0.01 6.082 O | | | | 5.97
111.917 0.00 0.01 6.082 O | | | | 5.97
112.000 0.00 0.01 6.082 O | | | | 5.97
112.083 0.00 0.01 6.082 O | | | | 5.97
112.167 0.00 0.01 6.082 O | | | | 5.97
112.250 0.00 0.01 6.082 O | | | | 5.97
112.333 0.00 0.01 6.082 O | | | | 5.97
112.417 0.00 0.01 6.082 O | | | | 5.97
112.500 0.00 0.01 6.082 O | | | | 5.97
112.583 0.00 0.01 6.082 O | | | | 5.97
112.667 0.00 0.01 6.081 O | | | | 5.97
112.750 0.00 0.01 6.081 O | | | | 5.97
112.833 0.00 0.01 6.081 O | | | | 5.97
112.917 0.00 0.01 6.081 O | | | | 5.97
113.000 0.00 0.01 6.081 O | | | | 5.97
113.083 0.00 0.01 6.081 O | | | | 5.97
113.167 0.00 0.01 6.081 O | | | | 5.97
113.250 0.00 0.01 6.081 O | | | | 5.97
113.333 0.00 0.01 6.081 O | | | | 5.97
113.417 0.00 0.01 6.081 O | | | | 5.97
113.500 0.00 0.01 6.081 O | | | | 5.97
113.583 0.00 0.01 6.081 O | | | | 5.97
113.667 0.00 0.01 6.081 O | | | | 5.97
113.750 0.00 0.01 6.081 O | | | | 5.97
113.833 0.00 0.01 6.081 O | | | | 5.97
113.917 0.00 0.01 6.081 O | | | | 5.97
114.000 0.00 0.01 6.081 O | | | | 5.97
114.083 0.00 0.01 6.081 O | | | | 5.97
114.167 0.00 0.01 6.081 O | | | | 5.97
114.250 0.00 0.01 6.081 O | | | | 5.97
114.333 0.00 0.01 6.081 O | | | | 5.97
114.417 0.00 0.01 6.081 O | | | | 5.97
114.500 0.00 0.01 6.081 O | | | | 5.97
114.583 0.00 0.01 6.081 O | | | | 5.97
114.667 0.00 0.01 6.080 O | | | | 5.97
114.750 0.00 0.01 6.080 O | | | | 5.97
114.833 0.00 0.01 6.080 O | | | | 5.97
114.917 0.00 0.01 6.080 O | | | | 5.97
115.000 0.00 0.01 6.080 O | | | | 5.97
115.083 0.00 0.01 6.080 O | | | | 5.97
115.167 0.00 0.01 6.080 O | | | | 5.97
115.250 0.00 0.01 6.080 O | | | | 5.97
115.333 0.00 0.01 6.080 O | | | | 5.97
115.417 0.00 0.01 6.080 O | | | | 5.97
115.500 0.00 0.01 6.080 O | | | | 5.97
115.583 0.00 0.01 6.080 O | | | | 5.97
115.667 0.00 0.01 6.080 O | | | | 5.97
115.750 0.00 0.01 6.080 O | | | | 5.97
115.833 0.00 0.01 6.080 O | | | | 5.97
115.917 0.00 0.01 6.080 O | | | | 5.97
116.000 0.00 0.01 6.080 O | | | | 5.97
116.083 0.00 0.01 6.080 O | | | | 5.97
116.167 0.00 0.01 6.080 O | | | | 5.97
116.250 0.00 0.01 6.080 O | | | | 5.97
116.333 0.00 0.01 6.080 O | | | | 5.97
116.417 0.00 0.01 6.080 O | | | | 5.97
116.500 0.00 0.01 6.080 O | | | | 5.97
116.583 0.00 0.01 6.080 O | | | | 5.97
116.667 0.00 0.01 6.079 O | | | | 5.97
116.750 0.00 0.01 6.079 O | | | | 5.97
116.833 0.00 0.01 6.079 O | | | | 5.97
116.917 0.00 0.01 6.079 O | | | | 5.97
117.000 0.00 0.01 6.079 O | | | | 5.97
117.083 0.00 0.01 6.079 O | | | | 5.97
117.167 0.00 0.01 6.079 O | | | | 5.97
117.250 0.00 0.01 6.079 O | | | | 5.97
117.333 0.00 0.01 6.079 O | | | | 5.97
117.417 0.00 0.01 6.079 O | | | | 5.97
117.500 0.00 0.01 6.079 O | | | | 5.97
117.583 0.00 0.01 6.079 O | | | | 5.97
117.667 0.00 0.01 6.079 O | | | | 5.97
117.750 0.00 0.01 6.079 O | | | | 5.97
117.833 0.00 0.01 6.079 O | | | | 5.97
117.917 0.00 0.01 6.079 O | | | | 5.97
118.000 0.00 0.01 6.079 O | | | | 5.97
118.083 0.00 0.01 6.079 O | | | | 5.97
118.167 0.00 0.01 6.079 O | | | | 5.97
118.250 0.00 0.01 6.079 O | | | | 5.97
118.333 0.00 0.01 6.079 O | | | | 5.97
118.417 0.00 0.01 6.079 O | | | | 5.97
118.500 0.00 0.01 6.079 O | | | | 5.97
118.583 0.00 0.01 6.079 O | | | | 5.97
118.667 0.00 0.01 6.079 O | | | | 5.97
118.750 0.00 0.01 6.078 O | | | | 5.97
118.833 0.00 0.01 6.078 O | | | | 5.97
118.917 0.00 0.01 6.078 O | | | | 5.97
119.000 0.00 0.01 6.078 O | | | | 5.97
119.083 0.00 0.01 6.078 O | | | | 5.97
119.167 0.00 0.01 6.078 O | | | | 5.97
119.250 0.00 0.01 6.078 O | | | | 5.97
119.333 0.00 0.01 6.078 O | | | | 5.97
119.417 0.00 0.01 6.078 O | | | | 5.97
119.500 0.00 0.01 6.078 O | | | | 5.96
119.583 0.00 0.01 6.078 O | | | | 5.96
119.667 0.00 0.01 6.078 O | | | | 5.96
119.750 0.00 0.01 6.078 O | | | | 5.96
119.833 0.00 0.01 6.078 O | | | | 5.96
119.917 0.00 0.01 6.078 O | | | | 5.96
120.000 0.00 0.01 6.078 O | | | | 5.96
120.083 0.00 0.01 6.078 O | | | | 5.96
120.167 0.00 0.01 6.078 O | | | | 5.96
120.250 0.00 0.01 6.078 O | | | | 5.96
120.333 0.00 0.01 6.078 O | | | | 5.96
120.417 0.00 0.01 6.078 O | | | | 5.96
120.500 0.00 0.01 6.078 O | | | | 5.96
120.583 0.00 0.01 6.078 O | | | | 5.96
120.667 0.00 0.01 6.078 O | | | | 5.96
120.750 0.00 0.01 6.077 O | | | | 5.96
120.833 0.00 0.01 6.077 O | | | | 5.96
120.917 0.00 0.01 6.077 O | | | | 5.96
121.000 0.00 0.01 6.077 O | | | | 5.96
121.083 0.00 0.01 6.077 O | | | | 5.96
121.167 0.00 0.01 6.077 O | | | | 5.96
121.250 0.00 0.01 6.077 O | | | | 5.96
121.333 0.00 0.01 6.077 O | | | | 5.96
121.417 0.00 0.01 6.077 O | | | | 5.96
121.500 0.00 0.01 6.077 O | | | | 5.96
121.583 0.00 0.01 6.077 O | | | | 5.96
121.667 0.00 0.01 6.077 O | | | | 5.96
121.750 0.00 0.01 6.077 O | | | | 5.96
121.833 0.00 0.01 6.077 O | | | | 5.96
121.917 0.00 0.01 6.077 O | | | | 5.96
122.000 0.00 0.01 6.077 O | | | | 5.96
122.083 0.00 0.01 6.077 O | | | | 5.96
122.167 0.00 0.01 6.077 O | | | | 5.96
122.250 0.00 0.01 6.077 O | | | | 5.96
122.333 0.00 0.01 6.077 O | | | | 5.96
122.417 0.00 0.01 6.077 O | | | | 5.96
122.500 0.00 0.01 6.077 O | | | | 5.96
122.583 0.00 0.01 6.077 O | | | | 5.96
122.667 0.00 0.01 6.077 O | | | | 5.96
122.750 0.00 0.01 6.076 O | | | | 5.96
122.833 0.00 0.01 6.076 O | | | | 5.96
122.917 0.00 0.01 6.076 O | | | | 5.96
123.000 0.00 0.01 6.076 O | | | | 5.96
123.083 0.00 0.01 6.076 O | | | | 5.96
123.167 0.00 0.01 6.076 O | | | | 5.96
123.250 0.00 0.01 6.076 O | | | | 5.96
123.333 0.00 0.01 6.076 O | | | | 5.96
123.417 0.00 0.01 6.076 O | | | | 5.96
123.500 0.00 0.01 6.076 O | | | | 5.96
123.583 0.00 0.01 6.076 O | | | | 5.96
123.667 0.00 0.01 6.076 O | | | | 5.96
123.750 0.00 0.01 6.076 O | | | | 5.96
123.833 0.00 0.01 6.076 O | | | | 5.96
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124.000 0.00 0.01 6.076 O | | | | 5.96
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124.250 0.00 0.01 6.076 O | | | | 5.96
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124.500 0.00 0.01 6.076 O | | | | 5.96
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124.667 0.00 0.01 6.076 O | | | | 5.96
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124.833 0.00 0.01 6.075 O | | | | 5.96
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125.250 0.00 0.01 6.075 O | | | | 5.96
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125.500 0.00 0.01 6.075 O | | | | 5.96
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125.667 0.00 0.01 6.075 O | | | | 5.96
125.750 0.00 0.01 6.075 O | | | | 5.96
125.833 0.00 0.01 6.075 O | | | | 5.96
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126.000 0.00 0.01 6.075 O | | | | 5.96
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126.250 0.00 0.01 6.075 O | | | | 5.96
126.333 0.00 0.01 6.075 O | | | | 5.96
126.417 0.00 0.01 6.075 O | | | | 5.96
126.500 0.00 0.01 6.075 O | | | | 5.96
126.583 0.00 0.01 6.075 O | | | | 5.96
126.667 0.00 0.01 6.075 O | | | | 5.96
126.750 0.00 0.01 6.075 O | | | | 5.96
126.833 0.00 0.01 6.074 O | | | | 5.96
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127.000 0.00 0.01 6.074 O | | | | 5.96
127.083 0.00 0.01 6.074 O | | | | 5.96
127.167 0.00 0.01 6.074 O | | | | 5.96
127.250 0.00 0.01 6.074 O | | | | 5.96
127.333 0.00 0.01 6.074 O | | | | 5.96
127.417 0.00 0.01 6.074 O | | | | 5.96
127.500 0.00 0.01 6.074 O | | | | 5.96
127.583 0.00 0.01 6.074 O | | | | 5.96
127.667 0.00 0.01 6.074 O | | | | 5.96
127.750 0.00 0.01 6.074 O | | | | 5.96
127.833 0.00 0.01 6.074 O | | | | 5.96
127.917 0.00 0.01 6.074 O | | | | 5.96
128.000 0.00 0.01 6.074 O | | | | 5.96
128.083 0.00 0.01 6.074 O | | | | 5.96
128.167 0.00 0.01 6.074 O | | | | 5.96
128.250 0.00 0.01 6.074 O | | | | 5.96
128.333 0.00 0.01 6.074 O | | | | 5.96
128.417 0.00 0.01 6.074 O | | | | 5.96
128.500 0.00 0.01 6.074 O | | | | 5.96
128.583 0.00 0.01 6.074 O | | | | 5.96
128.667 0.00 0.01 6.074 O | | | | 5.96
128.750 0.00 0.01 6.074 O | | | | 5.96
128.833 0.00 0.01 6.073 O | | | | 5.96
128.917 0.00 0.01 6.073 O | | | | 5.96
129.000 0.00 0.01 6.073 O | | | | 5.96
129.083 0.00 0.01 6.073 O | | | | 5.96
129.167 0.00 0.01 6.073 O | | | | 5.96
129.250 0.00 0.01 6.073 O | | | | 5.96
129.333 0.00 0.01 6.073 O | | | | 5.96
129.417 0.00 0.01 6.073 O | | | | 5.96
129.500 0.00 0.01 6.073 O | | | | 5.96
129.583 0.00 0.01 6.073 O | | | | 5.96
129.667 0.00 0.01 6.073 O | | | | 5.96
129.750 0.00 0.01 6.073 O | | | | 5.96
129.833 0.00 0.01 6.073 O | | | | 5.96
129.917 0.00 0.01 6.073 O | | | | 5.96
130.000 0.00 0.01 6.073 O | | | | 5.96
130.083 0.00 0.01 6.073 O | | | | 5.96
130.167 0.00 0.01 6.073 O | | | | 5.96
130.250 0.00 0.01 6.073 O | | | | 5.96
130.333 0.00 0.01 6.073 O | | | | 5.96
130.417 0.00 0.01 6.073 O | | | | 5.96
130.500 0.00 0.01 6.073 O | | | | 5.96
130.583 0.00 0.01 6.073 O | | | | 5.96
130.667 0.00 0.01 6.073 O | | | | 5.96
130.750 0.00 0.01 6.073 O | | | | 5.96
130.833 0.00 0.01 6.073 O | | | | 5.96
130.917 0.00 0.01 6.072 O | | | | 5.96
131.000 0.00 0.01 6.072 O | | | | 5.96
131.083 0.00 0.01 6.072 O | | | | 5.96
131.167 0.00 0.01 6.072 O | | | | 5.96
131.250 0.00 0.01 6.072 O | | | | 5.96
131.333 0.00 0.01 6.072 O | | | | 5.96
131.417 0.00 0.01 6.072 O | | | | 5.96
131.500 0.00 0.01 6.072 O | | | | 5.96
131.583 0.00 0.01 6.072 O | | | | 5.96
131.667 0.00 0.01 6.072 O | | | | 5.96
131.750 0.00 0.01 6.072 O | | | | 5.96
131.833 0.00 0.01 6.072 O | | | | 5.96
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132.000 0.00 0.01 6.072 O | | | | 5.96
132.083 0.00 0.01 6.072 O | | | | 5.96
132.167 0.00 0.01 6.072 O | | | | 5.96
132.250 0.00 0.01 6.072 O | | | | 5.96
132.333 0.00 0.01 6.072 O | | | | 5.96
132.417 0.00 0.01 6.072 O | | | | 5.96
132.500 0.00 0.01 6.072 O | | | | 5.96
132.583 0.00 0.01 6.072 O | | | | 5.96
132.667 0.00 0.01 6.072 O | | | | 5.96
132.750 0.00 0.01 6.072 O | | | | 5.96
132.833 0.00 0.01 6.072 O | | | | 5.96
132.917 0.00 0.01 6.071 O | | | | 5.96
133.000 0.00 0.01 6.071 O | | | | 5.96
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133.167 0.00 0.01 6.071 O | | | | 5.96
133.250 0.00 0.01 6.071 O | | | | 5.96
133.333 0.00 0.01 6.071 O | | | | 5.96
133.417 0.00 0.01 6.071 O | | | | 5.96
133.500 0.00 0.01 6.071 O | | | | 5.96
133.583 0.00 0.01 6.071 O | | | | 5.96
133.667 0.00 0.01 6.071 O | | | | 5.96
133.750 0.00 0.01 6.071 O | | | | 5.96
133.833 0.00 0.01 6.071 O | | | | 5.96
133.917 0.00 0.01 6.071 O | | | | 5.96
134.000 0.00 0.01 6.071 O | | | | 5.96
134.083 0.00 0.01 6.071 O | | | | 5.96
134.167 0.00 0.01 6.071 O | | | | 5.96
134.250 0.00 0.01 6.071 O | | | | 5.96
134.333 0.00 0.01 6.071 O | | | | 5.96
134.417 0.00 0.01 6.071 O | | | | 5.96
134.500 0.00 0.01 6.071 O | | | | 5.96
134.583 0.00 0.01 6.071 O | | | | 5.96
134.667 0.00 0.01 6.071 O | | | | 5.96
134.750 0.00 0.01 6.071 O | | | | 5.96
134.833 0.00 0.01 6.071 O | | | | 5.96
134.917 0.00 0.01 6.070 O | | | | 5.96
135.000 0.00 0.01 6.070 O | | | | 5.96
135.083 0.00 0.01 6.070 O | | | | 5.96
135.167 0.00 0.01 6.070 O | | | | 5.96
135.250 0.00 0.01 6.070 O | | | | 5.96
135.333 0.00 0.01 6.070 O | | | | 5.96
135.417 0.00 0.01 6.070 O | | | | 5.96
135.500 0.00 0.01 6.070 O | | | | 5.96
135.583 0.00 0.01 6.070 O | | | | 5.96
135.667 0.00 0.01 6.070 O | | | | 5.96
135.750 0.00 0.01 6.070 O | | | | 5.96
135.833 0.00 0.01 6.070 O | | | | 5.96
135.917 0.00 0.01 6.070 O | | | | 5.96
136.000 0.00 0.01 6.070 O | | | | 5.96
136.083 0.00 0.01 6.070 O | | | | 5.96
136.167 0.00 0.01 6.070 O | | | | 5.96
136.250 0.00 0.01 6.070 O | | | | 5.96
136.333 0.00 0.01 6.070 O | | | | 5.96
136.417 0.00 0.01 6.070 O | | | | 5.96
136.500 0.00 0.01 6.070 O | | | | 5.96
136.583 0.00 0.01 6.070 O | | | | 5.96
136.667 0.00 0.01 6.070 O | | | | 5.96
136.750 0.00 0.01 6.070 O | | | | 5.96
136.833 0.00 0.01 6.070 O | | | | 5.96
136.917 0.00 0.01 6.070 O | | | | 5.96
137.000 0.00 0.01 6.069 O | | | | 5.96
137.083 0.00 0.01 6.069 O | | | | 5.96
137.167 0.00 0.01 6.069 O | | | | 5.96
137.250 0.00 0.01 6.069 O | | | | 5.96
137.333 0.00 0.01 6.069 O | | | | 5.96
137.417 0.00 0.01 6.069 O | | | | 5.96
137.500 0.00 0.01 6.069 O | | | | 5.96
137.583 0.00 0.01 6.069 O | | | | 5.96
137.667 0.00 0.01 6.069 O | | | | 5.96
137.750 0.00 0.01 6.069 O | | | | 5.96
137.833 0.00 0.01 6.069 O | | | | 5.96
137.917 0.00 0.01 6.069 O | | | | 5.96
138.000 0.00 0.01 6.069 O | | | | 5.96
138.083 0.00 0.01 6.069 O | | | | 5.96
138.167 0.00 0.01 6.069 O | | | | 5.96
138.250 0.00 0.01 6.069 O | | | | 5.96
138.333 0.00 0.01 6.069 O | | | | 5.96
138.417 0.00 0.01 6.069 O | | | | 5.96
138.500 0.00 0.01 6.069 O | | | | 5.96
138.583 0.00 0.01 6.069 O | | | | 5.96
138.667 0.00 0.01 6.069 O | | | | 5.96
138.750 0.00 0.01 6.069 O | | | | 5.96
138.833 0.00 0.01 6.069 O | | | | 5.96
138.917 0.00 0.01 6.069 O | | | | 5.96
139.000 0.00 0.01 6.068 O | | | | 5.96
139.083 0.00 0.01 6.068 O | | | | 5.96
139.167 0.00 0.01 6.068 O | | | | 5.96
139.250 0.00 0.01 6.068 O | | | | 5.96
139.333 0.00 0.01 6.068 O | | | | 5.96
139.417 0.00 0.01 6.068 O | | | | 5.96
139.500 0.00 0.01 6.068 O | | | | 5.96
139.583 0.00 0.01 6.068 O | | | | 5.96
139.667 0.00 0.01 6.068 O | | | | 5.96
139.750 0.00 0.01 6.068 O | | | | 5.96
139.833 0.00 0.01 6.068 O | | | | 5.96
139.917 0.00 0.01 6.068 O | | | | 5.96
140.000 0.00 0.01 6.068 O | | | | 5.96
140.083 0.00 0.01 6.068 O | | | | 5.96
140.167 0.00 0.01 6.068 O | | | | 5.96
140.250 0.00 0.01 6.068 O | | | | 5.96
140.333 0.00 0.01 6.068 O | | | | 5.96
140.417 0.00 0.01 6.068 O | | | | 5.96
140.500 0.00 0.01 6.068 O | | | | 5.96
140.583 0.00 0.01 6.068 O | | | | 5.96
140.667 0.00 0.01 6.068 O | | | | 5.96
140.750 0.00 0.01 6.068 O | | | | 5.96
140.833 0.00 0.01 6.068 O | | | | 5.96
140.917 0.00 0.01 6.068 O | | | | 5.96
141.000 0.00 0.01 6.068 O | | | | 5.96
141.083 0.00 0.01 6.067 O | | | | 5.96
141.167 0.00 0.01 6.067 O | | | | 5.96
141.250 0.00 0.01 6.067 O | | | | 5.96
141.333 0.00 0.01 6.067 O | | | | 5.96
141.417 0.00 0.01 6.067 O | | | | 5.96
141.500 0.00 0.01 6.067 O | | | | 5.96
141.583 0.00 0.01 6.067 O | | | | 5.96
141.667 0.00 0.01 6.067 O | | | | 5.96
141.750 0.00 0.01 6.067 O | | | | 5.96
141.833 0.00 0.01 6.067 O | | | | 5.96
141.917 0.00 0.01 6.067 O | | | | 5.96
142.000 0.00 0.01 6.067 O | | | | 5.96
142.083 0.00 0.01 6.067 O | | | | 5.96
142.167 0.00 0.01 6.067 O | | | | 5.96
142.250 0.00 0.01 6.067 O | | | | 5.96
142.333 0.00 0.01 6.067 O | | | | 5.96
142.417 0.00 0.01 6.067 O | | | | 5.96
142.500 0.00 0.01 6.067 O | | | | 5.96
142.583 0.00 0.01 6.067 O | | | | 5.96
142.667 0.00 0.01 6.067 O | | | | 5.96
142.750 0.00 0.01 6.067 O | | | | 5.96
142.833 0.00 0.01 6.067 O | | | | 5.96
142.917 0.00 0.01 6.067 O | | | | 5.96
143.000 0.00 0.01 6.067 O | | | | 5.96
143.083 0.00 0.01 6.066 O | | | | 5.96
143.167 0.00 0.01 6.066 O | | | | 5.95
143.250 0.00 0.01 6.066 O | | | | 5.95
143.333 0.00 0.01 6.066 O | | | | 5.95
143.417 0.00 0.01 6.066 O | | | | 5.95
143.500 0.00 0.01 6.066 O | | | | 5.95
143.583 0.00 0.01 6.066 O | | | | 5.95
143.667 0.00 0.01 6.066 O | | | | 5.95
143.750 0.00 0.01 6.066 O | | | | 5.95
143.833 0.00 0.01 6.066 O | | | | 5.95
143.917 0.00 0.01 6.066 O | | | | 5.95
144.000 0.00 0.01 6.066 O | | | | 5.95
144.083 0.00 0.01 6.066 O | | | | 5.95
144.167 0.00 0.01 6.066 O | | | | 5.95
144.250 0.00 0.01 6.066 O | | | | 5.95
144.333 0.00 0.01 6.066 O | | | | 5.95
144.417 0.00 0.01 6.066 O | | | | 5.95
144.500 0.00 0.01 6.066 O | | | | 5.95
144.583 0.00 0.01 6.066 O | | | | 5.95
144.667 0.00 0.01 6.066 O | | | | 5.95
144.750 0.00 0.01 6.066 O | | | | 5.95
144.833 0.00 0.01 6.066 O | | | | 5.95
144.917 0.00 0.01 6.066 O | | | | 5.95
145.000 0.00 0.01 6.066 O | | | | 5.95
145.083 0.00 0.01 6.065 O | | | | 5.95
145.167 0.00 0.01 6.065 O | | | | 5.95
145.250 0.00 0.01 6.065 O | | | | 5.95
145.333 0.00 0.01 6.065 O | | | | 5.95
145.417 0.00 0.01 6.065 O | | | | 5.95
145.500 0.00 0.01 6.065 O | | | | 5.95
145.583 0.00 0.01 6.065 O | | | | 5.95
145.667 0.00 0.01 6.065 O | | | | 5.95
145.750 0.00 0.01 6.065 O | | | | 5.95
145.833 0.00 0.01 6.065 O | | | | 5.95
145.917 0.00 0.01 6.065 O | | | | 5.95
146.000 0.00 0.01 6.065 O | | | | 5.95
146.083 0.00 0.01 6.065 O | | | | 5.95
146.167 0.00 0.01 6.065 O | | | | 5.95
146.250 0.00 0.01 6.065 O | | | | 5.95
146.333 0.00 0.01 6.065 O | | | | 5.95
146.417 0.00 0.01 6.065 O | | | | 5.95
146.500 0.00 0.01 6.065 O | | | | 5.95
146.583 0.00 0.01 6.065 O | | | | 5.95
146.667 0.00 0.01 6.065 O | | | | 5.95
146.750 0.00 0.01 6.065 O | | | | 5.95
146.833 0.00 0.01 6.065 O | | | | 5.95
146.917 0.00 0.01 6.065 O | | | | 5.95
147.000 0.00 0.01 6.065 O | | | | 5.95
147.083 0.00 0.01 6.065 O | | | | 5.95
147.167 0.00 0.01 6.064 O | | | | 5.95
147.250 0.00 0.01 6.064 O | | | | 5.95
147.333 0.00 0.01 6.064 O | | | | 5.95
147.417 0.00 0.01 6.064 O | | | | 5.95
147.500 0.00 0.01 6.064 O | | | | 5.95
147.583 0.00 0.01 6.064 O | | | | 5.95
147.667 0.00 0.01 6.064 O | | | | 5.95
147.750 0.00 0.01 6.064 O | | | | 5.95
147.833 0.00 0.01 6.064 O | | | | 5.95
147.917 0.00 0.01 6.064 O | | | | 5.95
148.000 0.00 0.01 6.064 O | | | | 5.95
148.083 0.00 0.01 6.064 O | | | | 5.95
148.167 0.00 0.01 6.064 O | | | | 5.95
148.250 0.00 0.01 6.064 O | | | | 5.95
148.333 0.00 0.01 6.064 O | | | | 5.95
148.417 0.00 0.01 6.064 O | | | | 5.95
148.500 0.00 0.01 6.064 O | | | | 5.95
148.583 0.00 0.01 6.064 O | | | | 5.95
148.667 0.00 0.01 6.064 O | | | | 5.95
148.750 0.00 0.01 6.064 O | | | | 5.95
148.833 0.00 0.01 6.064 O | | | | 5.95
148.917 0.00 0.01 6.064 O | | | | 5.95
149.000 0.00 0.01 6.064 O | | | | 5.95
149.083 0.00 0.01 6.064 O | | | | 5.95
149.167 0.00 0.01 6.063 O | | | | 5.95
149.250 0.00 0.01 6.063 O | | | | 5.95
149.333 0.00 0.01 6.063 O | | | | 5.95
149.417 0.00 0.01 6.063 O | | | | 5.95
149.500 0.00 0.01 6.063 O | | | | 5.95
149.583 0.00 0.01 6.063 O | | | | 5.95
149.667 0.00 0.01 6.063 O | | | | 5.95
149.750 0.00 0.01 6.063 O | | | | 5.95
149.833 0.00 0.01 6.063 O | | | | 5.95
149.917 0.00 0.01 6.063 O | | | | 5.95
150.000 0.00 0.01 6.063 O | | | | 5.95
150.083 0.00 0.01 6.063 O | | | | 5.95
150.167 0.00 0.01 6.063 O | | | | 5.95
150.250 0.00 0.01 6.063 O | | | | 5.95
150.333 0.00 0.01 6.063 O | | | | 5.95
150.417 0.00 0.01 6.063 O | | | | 5.95
150.500 0.00 0.01 6.063 O | | | | 5.95
150.583 0.00 0.01 6.063 O | | | | 5.95
150.667 0.00 0.01 6.063 O | | | | 5.95
150.750 0.00 0.01 6.063 O | | | | 5.95
150.833 0.00 0.01 6.063 O | | | | 5.95
150.917 0.00 0.01 6.063 O | | | | 5.95
151.000 0.00 0.01 6.063 O | | | | 5.95
151.083 0.00 0.01 6.063 O | | | | 5.95
151.167 0.00 0.01 6.063 O | | | | 5.95
151.250 0.00 0.01 6.062 O | | | | 5.95
151.333 0.00 0.01 6.062 O | | | | 5.95
151.417 0.00 0.01 6.062 O | | | | 5.95
151.500 0.00 0.01 6.062 O | | | | 5.95
151.583 0.00 0.01 6.062 O | | | | 5.95
151.667 0.00 0.01 6.062 O | | | | 5.95
151.750 0.00 0.01 6.062 O | | | | 5.95
151.833 0.00 0.01 6.062 O | | | | 5.95
151.917 0.00 0.01 6.062 O | | | | 5.95
152.000 0.00 0.01 6.062 O | | | | 5.95
152.083 0.00 0.01 6.062 O | | | | 5.95
152.167 0.00 0.01 6.062 O | | | | 5.95
152.250 0.00 0.01 6.062 O | | | | 5.95
152.333 0.00 0.01 6.062 O | | | | 5.95
152.417 0.00 0.01 6.062 O | | | | 5.95
152.500 0.00 0.01 6.062 O | | | | 5.95
152.583 0.00 0.01 6.062 O | | | | 5.95
152.667 0.00 0.01 6.062 O | | | | 5.95
152.750 0.00 0.01 6.062 O | | | | 5.95
152.833 0.00 0.01 6.062 O | | | | 5.95
152.917 0.00 0.01 6.062 O | | | | 5.95
153.000 0.00 0.01 6.062 O | | | | 5.95
153.083 0.00 0.01 6.062 O | | | | 5.95
153.167 0.00 0.01 6.062 O | | | | 5.95
153.250 0.00 0.01 6.061 O | | | | 5.95
153.333 0.00 0.01 6.061 O | | | | 5.95
153.417 0.00 0.01 6.061 O | | | | 5.95
153.500 0.00 0.01 6.061 O | | | | 5.95
153.583 0.00 0.01 6.061 O | | | | 5.95
153.667 0.00 0.01 6.061 O | | | | 5.95
153.750 0.00 0.01 6.061 O | | | | 5.95
153.833 0.00 0.01 6.061 O | | | | 5.95
153.917 0.00 0.01 6.061 O | | | | 5.95
154.000 0.00 0.01 6.061 O | | | | 5.95
154.083 0.00 0.01 6.061 O | | | | 5.95
154.167 0.00 0.01 6.061 O | | | | 5.95
154.250 0.00 0.01 6.061 O | | | | 5.95
154.333 0.00 0.01 6.061 O | | | | 5.95
154.417 0.00 0.01 6.061 O | | | | 5.95
154.500 0.00 0.01 6.061 O | | | | 5.95
154.583 0.00 0.01 6.061 O | | | | 5.95
154.667 0.00 0.01 6.061 O | | | | 5.95
154.750 0.00 0.01 6.061 O | | | | 5.95
154.833 0.00 0.01 6.061 O | | | | 5.95
154.917 0.00 0.01 6.061 O | | | | 5.95
155.000 0.00 0.01 6.061 O | | | | 5.95
155.083 0.00 0.01 6.061 O | | | | 5.95
155.167 0.00 0.01 6.061 O | | | | 5.95
155.250 0.00 0.01 6.060 O | | | | 5.95
155.333 0.00 0.01 6.060 O | | | | 5.95
155.417 0.00 0.01 6.060 O | | | | 5.95
155.500 0.00 0.01 6.060 O | | | | 5.95
155.583 0.00 0.01 6.060 O | | | | 5.95
155.667 0.00 0.01 6.060 O | | | | 5.95
155.750 0.00 0.01 6.060 O | | | | 5.95
155.833 0.00 0.01 6.060 O | | | | 5.95
155.917 0.00 0.01 6.060 O | | | | 5.95
156.000 0.00 0.01 6.060 O | | | | 5.95
156.083 0.00 0.01 6.060 O | | | | 5.95
156.167 0.00 0.01 6.060 O | | | | 5.95
156.250 0.00 0.01 6.060 O | | | | 5.95
156.333 0.00 0.01 6.060 O | | | | 5.95
156.417 0.00 0.01 6.060 O | | | | 5.95
156.500 0.00 0.01 6.060 O | | | | 5.95
156.583 0.00 0.01 6.060 O | | | | 5.95
156.667 0.00 0.01 6.060 O | | | | 5.95
156.750 0.00 0.01 6.060 O | | | | 5.95
156.833 0.00 0.01 6.060 O | | | | 5.95
156.917 0.00 0.01 6.060 O | | | | 5.95
157.000 0.00 0.01 6.060 O | | | | 5.95
157.083 0.00 0.01 6.060 O | | | | 5.95
157.167 0.00 0.01 6.060 O | | | | 5.95
157.250 0.00 0.01 6.060 O | | | | 5.95
157.333 0.00 0.01 6.059 O | | | | 5.95
157.417 0.00 0.01 6.059 O | | | | 5.95
157.500 0.00 0.01 6.059 O | | | | 5.95
157.583 0.00 0.01 6.059 O | | | | 5.95
157.667 0.00 0.01 6.059 O | | | | 5.95
157.750 0.00 0.01 6.059 O | | | | 5.95
157.833 0.00 0.01 6.059 O | | | | 5.95
157.917 0.00 0.01 6.059 O | | | | 5.95
158.000 0.00 0.01 6.059 O | | | | 5.95
158.083 0.00 0.01 6.059 O | | | | 5.95
158.167 0.00 0.01 6.059 O | | | | 5.95
158.250 0.00 0.01 6.059 O | | | | 5.95
158.333 0.00 0.01 6.059 O | | | | 5.95
158.417 0.00 0.01 6.059 O | | | | 5.95
158.500 0.00 0.01 6.059 O | | | | 5.95
158.583 0.00 0.01 6.059 O | | | | 5.95
158.667 0.00 0.01 6.059 O | | | | 5.95
158.750 0.00 0.01 6.059 O | | | | 5.95
158.833 0.00 0.01 6.059 O | | | | 5.95
158.917 0.00 0.01 6.059 O | | | | 5.95
159.000 0.00 0.01 6.059 O | | | | 5.95
159.083 0.00 0.01 6.059 O | | | | 5.95
159.167 0.00 0.01 6.059 O | | | | 5.95
159.250 0.00 0.01 6.059 O | | | | 5.95
159.333 0.00 0.01 6.058 O | | | | 5.95
159.417 0.00 0.01 6.058 O | | | | 5.95
159.500 0.00 0.01 6.058 O | | | | 5.95
159.583 0.00 0.01 6.058 O | | | | 5.95
159.667 0.00 0.01 6.058 O | | | | 5.95
159.750 0.00 0.01 6.058 O | | | | 5.95
159.833 0.00 0.01 6.058 O | | | | 5.95
159.917 0.00 0.01 6.058 O | | | | 5.95
160.000 0.00 0.01 6.058 O | | | | 5.95
160.083 0.00 0.01 6.058 O | | | | 5.95
160.167 0.00 0.01 6.058 O | | | | 5.95
160.250 0.00 0.01 6.058 O | | | | 5.95
160.333 0.00 0.01 6.058 O | | | | 5.95
160.417 0.00 0.01 6.058 O | | | | 5.95
160.500 0.00 0.01 6.058 O | | | | 5.95
160.583 0.00 0.01 6.058 O | | | | 5.95
160.667 0.00 0.01 6.058 O | | | | 5.95
160.750 0.00 0.01 6.058 O | | | | 5.95
160.833 0.00 0.01 6.058 O | | | | 5.95
160.917 0.00 0.01 6.058 O | | | | 5.95
161.000 0.00 0.01 6.058 O | | | | 5.95
161.083 0.00 0.01 6.058 O | | | | 5.95
161.167 0.00 0.01 6.058 O | | | | 5.95
161.250 0.00 0.01 6.058 O | | | | 5.95
161.333 0.00 0.01 6.058 O | | | | 5.95
161.417 0.00 0.01 6.057 O | | | | 5.95
161.500 0.00 0.01 6.057 O | | | | 5.95
161.583 0.00 0.01 6.057 O | | | | 5.95
161.667 0.00 0.01 6.057 O | | | | 5.95
161.750 0.00 0.01 6.057 O | | | | 5.95
161.833 0.00 0.01 6.057 O | | | | 5.95
161.917 0.00 0.01 6.057 O | | | | 5.95
162.000 0.00 0.01 6.057 O | | | | 5.95
162.083 0.00 0.01 6.057 O | | | | 5.95
162.167 0.00 0.01 6.057 O | | | | 5.95
162.250 0.00 0.01 6.057 O | | | | 5.95
162.333 0.00 0.01 6.057 O | | | | 5.95
162.417 0.00 0.01 6.057 O | | | | 5.95
162.500 0.00 0.01 6.057 O | | | | 5.95
162.583 0.00 0.01 6.057 O | | | | 5.95
162.667 0.00 0.01 6.057 O | | | | 5.95
162.750 0.00 0.01 6.057 O | | | | 5.95
162.833 0.00 0.01 6.057 O | | | | 5.95
162.917 0.00 0.01 6.057 O | | | | 5.95
163.000 0.00 0.01 6.057 O | | | | 5.95
163.083 0.00 0.01 6.057 O | | | | 5.95
163.167 0.00 0.01 6.057 O | | | | 5.95
163.250 0.00 0.01 6.057 O | | | | 5.95
163.333 0.00 0.01 6.057 O | | | | 5.95
163.417 0.00 0.01 6.056 O | | | | 5.95
163.500 0.00 0.01 6.056 O | | | | 5.95
163.583 0.00 0.01 6.056 O | | | | 5.95
163.667 0.00 0.01 6.056 O | | | | 5.95
163.750 0.00 0.01 6.056 O | | | | 5.95
163.833 0.00 0.01 6.056 O | | | | 5.95
163.917 0.00 0.01 6.056 O | | | | 5.95
164.000 0.00 0.01 6.056 O | | | | 5.95
164.083 0.00 0.01 6.056 O | | | | 5.95
164.167 0.00 0.01 6.056 O | | | | 5.95
164.250 0.00 0.01 6.056 O | | | | 5.95
164.333 0.00 0.01 6.056 O | | | | 5.95
164.417 0.00 0.01 6.056 O | | | | 5.95
164.500 0.00 0.01 6.056 O | | | | 5.95
164.583 0.00 0.01 6.056 O | | | | 5.95
164.667 0.00 0.01 6.056 O | | | | 5.95
164.750 0.00 0.01 6.056 O | | | | 5.95
164.833 0.00 0.01 6.056 O | | | | 5.95
164.917 0.00 0.01 6.056 O | | | | 5.95
165.000 0.00 0.01 6.056 O | | | | 5.95
165.083 0.00 0.01 6.056 O | | | | 5.95
165.167 0.00 0.01 6.056 O | | | | 5.95
165.250 0.00 0.01 6.056 O | | | | 5.95
165.333 0.00 0.01 6.056 O | | | | 5.95
165.417 0.00 0.01 6.055 O | | | | 5.95
165.500 0.00 0.01 6.055 O | | | | 5.95
165.583 0.00 0.01 6.055 O | | | | 5.95
165.667 0.00 0.01 6.055 O | | | | 5.95
165.750 0.00 0.01 6.055 O | | | | 5.95
165.833 0.00 0.01 6.055 O | | | | 5.95
165.917 0.00 0.01 6.055 O | | | | 5.95
166.000 0.00 0.01 6.055 O | | | | 5.95
166.083 0.00 0.01 6.055 O | | | | 5.95
166.167 0.00 0.01 6.055 O | | | | 5.95
166.250 0.00 0.01 6.055 O | | | | 5.95
166.333 0.00 0.01 6.055 O | | | | 5.95
166.417 0.00 0.01 6.055 O | | | | 5.95
166.500 0.00 0.01 6.055 O | | | | 5.95
166.583 0.00 0.01 6.055 O | | | | 5.95
166.667 0.00 0.01 6.055 O | | | | 5.95
Remaining water in basin = 6.05 (Ac.Ft)
****************************HYDROGRAPH DATA**************************** Number of intervals = 2001
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 128.663 (CFS)
Total volume = 41.047 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
*********************************************************************** -------------------------------------------------------------------- Hydraulic Calculations
R.C Pipe and R.C Channel Sizing Calculation
Conc. Pipe-1: From Debris Basin-1 to Detention Basin
**************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE SLOPE(FEET/FEET) = 0.0800
PIPEFLOW(CFS) = 127.10
MANNINGS FRICTION FACTOR = 0.013000
>>>>>SOFFIT-FLOW PIPE DIAMETER(FEET) = 2.587
Use 3’ diameter pipe
NORMAL DEPTH:
**************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<<
---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000
PIPE SLOPE(FEET/FEET) = 0.0800
PIPEFLOW(CFS) = 127.10
MANNINGS FRICTION FACTOR = 0.013000
============================================================================ CRITICAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.96
CRITICAL FLOW AREA(SQUARE FEET) = 7.049
CRITICAL FLOW TOP-WIDTH(FEET) = 0.698
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 5085.01
CRITICAL FLOW VELOCITY(FEET/SEC.) = 18.030
CRITICAL FLOW VELOCITY HEAD(FEET) = 5.05
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 10.10
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 8.01
============================================================================ NORMAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.80
FLOW AREA(SQUARE FEET) = 4.44
FLOW TOP-WIDTH(FEET) = 2.938
FLOW PRESSURE + MOMENTUM(POUNDS) = 7269.65
FLOW VELOCITY(FEET/SEC.) = 28.639
FLOW VELOCITY HEAD(FEET) = 12.736
HYDRAULIC DEPTH(FEET) = 1.51
FROUDE NUMBER = 4.106
SPECIFIC ENERGY(FEET) = 14.54
============================================================================ ============================================================================ Conc. Pipe-2: From Debris Basin-2 to Detention Basin
**************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<<
---------------------------------------------------------------------------- PIPE SLOPE(FEET/FEET) = 0.0800
PIPEFLOW(CFS) = 61.70
MANNINGS FRICTION FACTOR = 0.013000
>>>>>SOFFIT-FLOW PIPE DIAMETER(FEET) = 1.973
USE 3’ diameter pipe
============================================================================ **************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<<
---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000
PIPE SLOPE(FEET/FEET) = 0.0800
PIPEFLOW(CFS) = 61.70
MANNINGS FRICTION FACTOR = 0.013000
============================================================================ CRITICAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.53
CRITICAL FLOW AREA(SQUARE FEET) = 6.363
CRITICAL FLOW TOP-WIDTH(FEET) = 2.179
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1623.53
CRITICAL FLOW VELOCITY(FEET/SEC.) = 9.697
CRITICAL FLOW VELOCITY HEAD(FEET) = 1.46
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.92
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.99
============================================================================ NORMAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.18
FLOW AREA(SQUARE FEET) = 2.58
FLOW TOP-WIDTH(FEET) = 2.931
FLOW PRESSURE + MOMENTUM(POUNDS) = 2935.07
FLOW VELOCITY(FEET/SEC.) = 23.884
FLOW VELOCITY HEAD(FEET) = 8.858
HYDRAULIC DEPTH(FEET) = 0.88
FROUDE NUMBER = 4.483
SPECIFIC ENERGY(FEET) = 10.04
============================================================================ Conc. Pipe-3: From DA-2 to Detention Basin
**************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<<
---------------------------------------------------------------------------- PIPE SLOPE(FEET/FEET) = 0.0250
PIPEFLOW(CFS) = 75.70
MANNINGS FRICTION FACTOR = 0.013000
>>>>>SOFFIT-FLOW PIPE DIAMETER(FEET) = 2.649
USE 3’ diameter pipe
= **************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<<
---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 3.000
PIPE SLOPE(FEET/FEET) = 0.0250
PIPEFLOW(CFS) = 75.70
MANNINGS FRICTION FACTOR = 0.013000
============================================================================ CRITICAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- CRITICAL DEPTH(FEET) = 2.73
CRITICAL FLOW AREA(SQUARE FEET) = 6.748
CRITICAL FLOW TOP-WIDTH(FEET) = 1.726
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 2190.33
CRITICAL FLOW VELOCITY(FEET/SEC.) = 11.218
CRITICAL FLOW VELOCITY HEAD(FEET) = 1.95
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 3.91
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 4.68
============================================================================ NORMAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.88
FLOW AREA(SQUARE FEET) = 4.66
FLOW TOP-WIDTH(FEET) = 2.902
FLOW PRESSURE + MOMENTUM(POUNDS) = 2618.58
FLOW VELOCITY(FEET/SEC.) = 16.228
FLOW VELOCITY HEAD(FEET) = 4.089
HYDRAULIC DEPTH(FEET) = 1.61
FROUDE NUMBER = 2.256
SPECIFIC ENERGY(FEET) = 5.97
======================================================================================================== ===============================================
Conc. V-Channels: To the North-West
**************************************************************************** >>>>CHANNEL INPUT INFORMATION<<<<
---------------------------------------------------------------------------- CHANNEL Z1(HORIZONTAL/VERTICAL) = 5.00
Z2(HORIZONTAL/VERTICAL) = 5.00
BASEWIDTH(FEET) = 0.00
CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.050000
UNIFORM FLOW(CFS) = 55.00
MANNINGS FRICTION FACTOR = 0.0150
============================================================================ NORMAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- >>>>> NORMAL DEPTH(FEET) = 0.92
FLOW TOP-WIDTH(FEET) = 9.17
FLOW AREA(SQUARE FEET) = 4.21
HYDRAULIC DEPTH(FEET) = 0.46
FLOW AVERAGE VELOCITY(FEET/SEC.) = 13.07
UNIFORM FROUDE NUMBER = 3.400
PRESSURE + MOMENTUM(POUNDS) = 1473.22
AVERAGED VELOCITY HEAD(FEET) = 2.652
SPECIFIC ENERGY(FEET) = 3.569
============================================================================ CRITICAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 14.96
CRITICAL FLOW AREA(SQUARE FEET) = 11.19
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.75
CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 4.91
CRITICAL DEPTH(FEET) = 1.50
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 872.07
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.375
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.871
Use 10’ wide 1’ depth, with 5:1 side slope Conc. V-Channel Conc. V-Channels: To the North-East
============================================================================ **************************************************************************** >>>>CHANNEL INPUT INFORMATION<<<<
---------------------------------------------------------------------------- CHANNEL Z1(HORIZONTAL/VERTICAL) = 5.00
Z2(HORIZONTAL/VERTICAL) = 5.00
BASEWIDTH(FEET) = 0.00
CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.045000
UNIFORM FLOW(CFS) = 63.00
MANNINGS FRICTION FACTOR = 0.0150
============================================================================ NORMAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- >>>>> NORMAL DEPTH(FEET) = 0.99
FLOW TOP-WIDTH(FEET) = 9.86
FLOW AREA(SQUARE FEET) = 4.86
HYDRAULIC DEPTH(FEET) = 0.49
FLOW AVERAGE VELOCITY(FEET/SEC.) = 12.96
UNIFORM FROUDE NUMBER = 3.252
PRESSURE + MOMENTUM(POUNDS) = 1681.67
AVERAGED VELOCITY HEAD(FEET) = 2.607
SPECIFIC ENERGY(FEET) = 3.593
============================================================================ CRITICAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 15.80
CRITICAL FLOW AREA(SQUARE FEET) = 12.47
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.79
CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.05
CRITICAL DEPTH(FEET) = 1.58
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1026.41
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.396
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.976
============================================================================ Use 10’ wide 1’ depth, with 5:1 side slope Conc. V-Channel Conc. Trap-Channels: To the North-West
**************************************************************************** >>>>CHANNEL INPUT INFORMATION<<<<
---------------------------------------------------------------------------- CHANNEL Z1(HORIZONTAL/VERTICAL) = 5.00
Z2(HORIZONTAL/VERTICAL) = 5.00
BASEWIDTH(FEET) = 3.00
CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.050000
UNIFORM FLOW(CFS) = 55.00
MANNINGS FRICTION FACTOR = 0.0150
============================================================================ NORMAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- >>>>> NORMAL DEPTH(FEET) = 0.68
FLOW TOP-WIDTH(FEET) = 9.77
FLOW AREA(SQUARE FEET) = 4.32
HYDRAULIC DEPTH(FEET) = 0.44
FLOW AVERAGE VELOCITY(FEET/SEC.) = 12.72
UNIFORM FROUDE NUMBER = 3.370
PRESSURE + MOMENTUM(POUNDS) = 1431.01
AVERAGED VELOCITY HEAD(FEET) = 2.513
SPECIFIC ENERGY(FEET) = 3.190
============================================================================ CRITICAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 15.31
CRITICAL FLOW AREA(SQUARE FEET) = 11.28
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.74
CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 4.88
CRITICAL DEPTH(FEET) = 1.23
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 856.00
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.369
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.601
Use 10’ Top Width, 3- Bottom Width, with 5:1 side slope Trap Channel Conc. Trap-Channels: To the North-East
**************************************************************************** >>>>CHANNEL INPUT INFORMATION<<<<
---------------------------------------------------------------------------- CHANNEL Z1(HORIZONTAL/VERTICAL) = 5.00
Z2(HORIZONTAL/VERTICAL) = 5.00
BASEWIDTH(FEET) = 2.00
CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.050000
UNIFORM FLOW(CFS) = 63.00
MANNINGS FRICTION FACTOR = 0.0150
============================================================================ NORMAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- >>>>> NORMAL DEPTH(FEET) = 0.79
FLOW TOP-WIDTH(FEET) = 9.92
FLOW AREA(SQUARE FEET) = 4.72
HYDRAULIC DEPTH(FEET) = 0.48
FLOW AVERAGE VELOCITY(FEET/SEC.) = 13.36
UNIFORM FROUDE NUMBER = 3.414
PRESSURE + MOMENTUM(POUNDS) = 1721.66
AVERAGED VELOCITY HEAD(FEET) = 2.771
SPECIFIC ENERGY(FEET) = 3.563
============================================================================ CRITICAL-DEPTH FLOW INFORMATION:
---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 15.96
CRITICAL FLOW AREA(SQUARE FEET) = 12.54
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.79
CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.03
CRITICAL DEPTH(FEET) = 1.40
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1018.09
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.392
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.788
Use 10’ Top Width, 2- Bottom Width, with 5:1 side slope Trap Channel ============================================================================ Hydrology Exhibit
Developed Condition
Civil Engineering - Land Surveying - Land Planning
16866 Seville Avenue
Fontana, California 92335
ALLARD ENGINEERING
Prepared By:
(909) 356-1815 Fax (909) 356-1795
Prepared For: ae
VICINITY MAP
SITE
Allard Engineering
Preliminary
Water Quality Management Plan
For:
Tentative Tract Map No.: 20150
WQMP No. ____________
Prepared for:
Little League, LLC.
Delbert P. Winston and Regina Michell Funderburk-Winston C/O, G.F.R Enterprises, Inc.
434 North 2nd. Avenue
Upland, CA 91786
Phone: (909) 949-1400
Prepared by:
Allard Engineering
16866 Seville Avenue
Fontana, CA 92335
Phone (909) 356-1815
[email protected]
Approval Date:_____________________
WQMP
Allard Engineering
Project Owner’s Certification
This Water Quality Management Plan (WQMP) has been prepared for Shiba Irrevocable Trust. by Allard Engineering. The WQMP is intended to comply with the requirements of the City of Upland and the NPDES Area wide Stormwater Program requiring the preparation of a WQMP. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with San Bernardino County’s Municipal Storm Water Management Program and the intent of the NPDES Permit for San Bernardino County and the incorporated cities of San Bernardino County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors in interest and the city/county shall be notified of the transfer. The new owner will be informed of its responsibility under this WQMP. A copy of the approved WQMP shall be available on the subject site in perpetuity.
“I certify under a penalty of law that the provisions (implementation, operation, maintenance, and funding) of the WQMP have been accepted and that the plan will be transferred to future successors.” Project Data
Permit/Application
Number(s): Grading Permit Number(s):
Tract/Parcel Map
Number(s): Tract: 20150 Building Permit Number(s):
CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract):
APN : 0348-111-05,24,25 & 26
0348-121-18,20,21 & 25
Owner’s Signature
Owner Name:
Title Delbert P. Winston and Regina Michell Funderburk-Winston Company Little League, LLC.
Address
155 W. Foothill Boulevard
Upland, CA 91786
Email
Telephone #
-----
Signature Date
Allard Engineering
Preparer’s Certification
Project Data
Permit/Application
Number(s): Grading Permit Number(s):
Tract/Parcel Map
Number(s): Tract: 20150 Building Permit Number(s):
CUP, SUP, and/or APN (Specify Lot Numbers if Portions of Tract):
APN : 0348-111-05,24,25 & 26
0348-121-18,20,21 & 25
“The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan were prepared under my oversight and meet the requirements of Regional Water Quality Control Board Order No. R8-2010-0036.”
Engineer: RAYMOND ALLARD PE Stamp Below
Title PRESIDENT
Company Allard Engineering
Address 16866 Seville Avenue
Email [email protected]
Telephone # (909) 356-1815
Signature
Date
TRACT# 20150
Water Quality Management Plan (WQMP)
Contents ii
Table of Contents
Section 1 Discretionary Permits ................................................................................. 1-1 Section 2 Project Description...................................................................................... 2-1
2.1 Project Information........................................................................................ 2-1
2.2 Property Ownership / Management .............................................................. 2-2
2.3 Potential Stormwater Pollutants ................................................................... 2-3
2.4 Water Quality Credits ........……………………………………………………………………………. 2-4 Section 3 Site and Watershed Description ................................................................. 3-1 Section 4 Best Management Practices ....................................................................... 4-1
4.1 Source Control BMP ....................................................................................... 4-1
4.1.1 Pollution Prevention.................................................................................... 4-1
4.1.2 Preventative LID Site Design Practices ....................................................... 4-7
4.2 Project Performance Criteria ......................................................................... 4-8
4.3 Project Conformance Analysis ....................................................................... 4-14
4.3.1 Site Design Hydrologic Source Control BMP .............................................. 4-19
4.3.2 Infiltration BMP .......................................................................................... 4-26
4.3.3 Harvest and Use BMP .................................................................................. 4-30
4.3.4 Biotreatment BMP ....................................................................................... 4.31
4.3.5 Conformance Summary ............................................................................... 4-35
4.3.6 Hydromodification Control BMP ............................................................... 4-38
4.4 Alternative Compliance Plan (if applicable) ................................................. 4-39 Section 5 Inspection & Maintenance Responsibility Post Construction BMPs ........... 5-1 Section 6 Site Plan and Drainage Plan ........................................................................ 6-1
6.1. Site Plan and Drainage Plan .......................................................................... 6-1
6.2 Electronic Data Submittal ............................................................................. 6-1 Forms
Form 1-1 Project Information ............................................................................................... 1-1 Form 2.1-1 Description of Proposed Project ......................................................................... 2-1 Form 2.2-1 Property Ownership/Management ..................................................................... 2-2 Form 2.3-1 Pollutants of Concern ......................................................................................... 2-3 Form 2.4-1 Water Quality Credits ......................................................................................... 2-4 Form 3-1 Site Location and Hydrologic Features ................................................................. 3-1 Form 3-2 Hydrologic Characteristics .................................................................................... 3-2 Form 3-3 Watershed Description .......................................................................................... 3-5 Form 4.1-1 Non-Structural Source Control BMP ................................................................... 4-2 Form 4.1-2 Structural Source Control BMP .......................................................................... 4-5 Form 4.1-3 Site Design Practices Checklist ........................................................................... 4-7 Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume ............................. 4-8 Form 4.2-2 Summary of HCOC Assessment .......................................................................... 4-11 TRACT# 20150
Water Quality Management Plan (WQMP)
Contents iii
Form 4.2-3 HCOC Assessment for Runoff Volume ............................................................... 4-12 Form 4.2-4 HCOC Assessment for Time of Concentration .................................................. 4-13 Form 4.2-5 HCOC Assessment for Peak Runoff .................................................................... 4-14 Form 4.3-1 Infiltration BMP Feasibility ................................................................................ 4-16 Form 4.3-2 Site Design Hydrologic Source Control BMP ..................................................... 4-20 Form 4.3-3 Infiltration LID BMP ........................................................................................... 4-27 Form 4.3-4 Harvest and Use BMP ......................................................................................... 4-30 Form 4.3-5 Selection and Evaluation of Biotreatment BMP ................................................ 4-31 Form 4.3-6 Volume Based Biotreatment – Bioretention and Planter Boxes w/Underdrains 4-32 Form 4.3-7 Volume Based Biotreatment- Constructed Wetlands and Extended Detention 4-33 Form 4.3-8 Flow Based Biotreatment ................................................................................... 4-34 Form 4.3-9 Conformance Summary and Alternative Compliance Volume Estimate .......... 4-35 Form 4.3-10 Hydromodification Control BMP ..................................................................... 4-38 Form 5-1 BMP Inspection and Maintenance ........................................................................ 5-1 TRACT# 20150
Water Quality Management Plan (WQMP)
1-1
Section 1 Discretionary Permit(s)
Form 1-1 Project Information
Project Name Tentative Tract Map No. 20150
Project Owner Contact Name: Little League, LLC.
Mailing
Address:
C/O GFR Enterprises, Inc.
434 N. 2nd Ave., Upland, CA 91786
E-mail
Address: Telephone: 909-949-1400
Permit/Application Number(s): Tract/Parcel Map
Number(s): 17812
APN : 0348-111-05,24,25 & 26
0348-121-18,20,21 & 25
Additional Information/
Comments:
N/A
Description of Project:
The project (TR 20150) comprises the site area of approximately 37.5 acre of the proposed sub-division which consist of 85 single family residential lots is located in the City of San Bernardino, County of San Bernardino, State of California. The site lies north of Verdemont Drive, west of Magnolia Avenue, Little League runs through the middle of the proposed subdivision. The current condition is vacant which consists of undeveloped dirt field. In the existing condition stormwater drains via sheet flow to the southeast to the earthen Meecham Creek which drains to the Cable Creek.
This project is proposing eighty five single family residential lots in the proposed sub-division with single family residences, park, planters and landscape areas.
The project is also proposing to construct frontage street, existing street expansion and improvements, local streets & roadways within the sub-division which includes sidewalk and curb & gutter, driveways, street lights etc.
The proposed drainage includes two debris basins to intercept drainage from offsite watershed area, a duel purpose detention/infiltration basin for infiltration of the WQMP runoff volume), City of San Bernardino standard catch basins with filtration devices, grate inlets, street gutters etc. For larger storms the water will be detained in the proposed detention/infiltration basin and will discharge to the street gutter via RCP pipes controlled by the outfall structure (at 90% of the pre-development flowrate) within the basin. The street gutter will drain to the earthen Meecham Creek close to the Tract.
TRACT# 20150
Water Quality Management Plan (WQMP)
1-2
Provide summary of Conceptual
WQMP conditions (if previously
submitted and approved). Attach
complete copy.
Two Drainage Area: DA-1 & DA-2
On site drainage systems consist of swales, gutters, grated inlets, catch basin with pretreatment devices and pipes will convey the flows to the proposed dual purpose detention/infiltration basin for infiltration of the WQMP runoff volume. For the larger storm events the duel purpose detention/infiltration basin will drains out to the gutter at Verdemont Drive via RCP pipes within 24 hour. The proposed outfall control structure will mitigate the discharge rate at or under the 90% of the pre-development flowrate for upto 100-yr storm event.
TRACT# 20150
Water Quality Management Plan (WQMP)
2-1
Section 2 Project Description
2.1 Project Information
This section of the WQMP should provide the information listed below. The information provided for Conceptual/ Preliminary WQMP should give sufficient detail to identify the major proposed site design and LID BMPs and other anticipated water quality features that impact site planning. Final Project WQMP must specifically identify all BMP incorporated into the final site design and provide other detailed information as described herein. The purpose of this information is to help determine the applicable development category, pollutants of concern, watershed description, and long term maintenance responsibilities for the project, and any applicable water quality credits. This information will be used in conjunction with the information in Section 3, Site Description, to establish the performance criteria and to select the LID BMP or other BMP for the project or other alternative programs that the project will participate in, which are described in Section 4.
Form 2.1-1 Description of Proposed Project
1 Development Category (Select all that apply):
Significant redevelopment involving the
addition or replacement of
5,000 ft2 or more of
impervious surface on an
already developed site
New development involving
the creation of 10,000 ft2 or
more of impervious surface
collectively over entire site
Automotive repair
shops with standard
industrial classification (SIC)
codes 5013, 5014, 5541,
7532- 7534, 7536-7539
Restaurants (with SIC
code 5812) where the land
area of development is
5,000 ft2or more
Hillside developments of
5,000 ft2or more which are
located on areas with known
erosive soil conditions or
where the natural slope is
25 percent or more
Developments of 2,500 ft2
of impervious surface or more
adjacent to (within 200 ft) or
discharging directly into
environmentally sensitive areas
or waterbodies listed on the
CWA Section 303(d) list of
impaired waters.
Parking lots of 5,000 ft2
or more exposed to storm
water
Retail gasoline outlets
that are either 5,000 ft2or
more, or have a projected
average daily traffic of 100
or more vehicles per day
Non-Priority / Non-Category Project May require source control LID BMPs and other LIP requirements. Please consult with local jurisdiction on specific requirements.
2 Project Area (ft2): 1,633,500 sf 3Number of Dwelling Units: 85 4 SIC Code: N/A 5 Is Project going to be phased? Yes No If yes, ensure that the WQMP evaluates each phase as a distinct DA, requiring LID BMPs to address runoff at time of completion.
TRACT# 20150
Water Quality Management Plan (WQMP)
2-2
6 Does Project include roads? Yes No If yes, ensure that applicable requirements for transportation projects are addressed (see Appendix A of TGD for WQMP)
The proposed roads will be a part of a private new development and the proposed development area will be non-adjoining to the existing public roads. Therefore transportation project guidance does not apply to this project.
TRACT# 20150
Water Quality Management Plan (WQMP)
2-3
2.2 Property Ownership/Management
Describe the ownership/management of all portions of the project and site. State whether any infrastructure will transfer to public agencies (City, County, Caltrans, etc.) after project completion. State if a homeowners or property owners association will be formed and be responsible for the long-term maintenance of project stormwater facilities. Describe any lot-level stormwater features that will be the responsibility of individual property owners.
Form 2.2-1 Property Ownership/Management
Describe property ownership/management responsible for long-term of WQMP stormwater facilities:
Little League, LLC. will be responsible to build the site and the maintenance of the post-developed BMPs.
Address:
C/O, G.F.R. Enterprises, Inc.
434 N. Second Avenue
Upland, CA 91786
Phone Number:
909-949-1400
TRACT# 20150
Water Quality Management Plan (WQMP)
2-4
2.3 Potential Stormwater Pollutants
Determine and describe expected stormwater pollutants of concern based on land uses and site activities (refer to Table 3-3 in the TGD for WQMP).
Form 2.3-1 Pollutants of Concern
Pollutant
Please check:
E=Expected, N=Not
Expected
Additional Information and Comments
Pathogens (Bacterial / Virus) E N
Bacteria and viruses are a potential pollutant for Residential subdivision developments if the land use involves animal waste. Due to the nature of the development there will be minimal animal waste associated with this land use, and the site will be treated using site and source and treatment control BMPs. Bacteria and virus can also be detected in pavement runoff, therefore, the site has incorporated treatment control throughout. All paved and hardened surfaces will flow through the infiltration basin as part of Low Impact Design (LID).
Phosphorous E N
Nitrogen E N
Sediment E N
Metals E N
Oil and Grease E N
Trash/Debris E N
Debris/trush are a potential pollutant for Residential sub-division developments near by the hillside. The site will intercept debris into two proposed debris basin within the sub-division. Also trush/debris from paved surfaces will be intercepted in the proposed catch basin with filtration devices as part of the source and treatment control BMPs.
Pesticides / Herbicides E N
Organic Compounds E N
Other: Nutrients E N
Other: Oxygen Demanding
Compounds E N
TRACT# 20150
Water Quality Management Plan (WQMP)
2-5
Other: E N
TRACT# 20150
Water Quality Management Plan (WQMP)
2-6
2.4 Water Quality Credits
A water quality credit program is applicable for certain types of development projects if it is not feasible to meet the requirements for on-site LID. Proponents for eligible projects, as described below, can apply for water quality credits that would reduce project obligations for selecting and sizing other treatment BMP or participating in other alternative compliance programs. Refer to Section 6.2 in the TGD for WQMP to determine if water quality credits are applicable for the project.
TRACT# 20150
Water Quality Management Plan (WQMP)
4-1
Form 2.4-1 Water Quality Credits
1 Project Types that Qualify for Water Quality Credits: Select all that apply Redevelopment projects that
reduce the overall impervious
footprint of the project site.
[Credit = % impervious reduced]
Higher density
development projects
Vertical density [20%]
7 units/ acre [5%]
Mixed use development,
(combination of residential,
commercial, industrial, office,
institutional, or other land uses
which incorporate design principles
that demonstrate environmental
benefits not realized through single
use projects) [20%]
Brownfield
redevelopment
(redevelop real property
complicated by presence
or potential of hazardous
contaminants) [25%]
Redevelopment projects in
established historic district,
historic preservation area, or
similar significant core city center
areas [10%]
Transit-oriented
developments (mixed use
residential or commercial
area designed to maximize
access to public
transportation) [20%]
In-fill projects (conversion of
empty lots & other underused
spaces < 5 acres, substantially
surrounded by urban land uses, into
more beneficially used spaces, such
as residential or commercial areas)
[10%]
Live-Work
developments (variety of
developments designed
to support residential and
vocational needs) [20%]
2 Total Credit % 0 (Total all credit percentages up to a maximum allowable credit of 50 percent) Description of Water Quality
Credit Eligibility (if applicable)
N/A
TRACT# 20150
Water Quality Management Plan (WQMP)
4-2
Section 3 Site and Watershed Description
Describe the project site conditions that will facilitate the selection of BMP through an analysis of the physical conditions and limitations of the site and its receiving waters. Identify distinct drainage areas (DA) that collect flow from a portion of the site and describe how runoff from each DA (and sub-watershed DMAs) is conveyed to the site outlet(s). Refer to Section 3.2 in the TGD for WQMP. The form below is provided as an example.
Then complete Forms 3.2 and 3.3 for each DA on the project site. If the project has more than one drainage area for stormwater management, then complete additional versions of these forms for each DA / outlet.
Form 3-1 Site Location and Hydrologic Features
Site coordinates take GPS
measurement at approximate
center of site
Latitude 34.1079ᵒ N Longitude 117.6793ᵒ W Thomas Bros Map page PAGE ___ GRID _ _
1 San Bernardino County climatic region: Valley Mountain 2 Does the site have more than one drainage area (DA): Yes No If no, proceed to Form 3-2. If yes, then use this form to show a conceptual schematic describing DMAs and hydrologic feature connecting DMAs to the site outlet(s). An example is provided below that can be modified for proposed project or a drawing clearly showing DMA and flow routing may be attached `
Conveyance
DA1 & DA2 to Outlet 1
On site drainage systems consist of swales, pipes and grated inlets, catch basin with filtration devices will convey the flows to the proposed infiltration basin for infiltration of the WQMP runoff volume. For larger storm event the infiltration basin will discharge to the street gutter via RCP pipes at or below 90% of the pre-development flow rate.
Outlet 1
DA1, DA2
Detention/Infiltration
Basin 1
TRACT# 20150
Water Quality Management Plan (WQMP)
4-3
Form 3-2 Existing Hydrologic Characteristics for Drainage Areas For Drainage Areas 1-3 sub-watershed DMA,
provide the following characteristics DA1 DA2
1 DMA drainage area (ft2) 1,393,920 sf 239,580 sf
2 Existing site impervious area (ft2)
0 sf 0 sf
3 Antecedent moisture condition For desert
areas, use
http://www.sbcounty.gov/dpw/floodcontrol/pdf/2
0100412_map.pdf
III III
4 Hydrologic soil group Refer to Watershed
Mapping Tool –
http://sbcounty.permitrack.com/WAP
B B
5 Longest flowpath length (ft) 1150 800
6 Longest flowpath slope (ft/ft) 1.5% 2.0%
7 Current land cover type(s) Select from Fig C-3
of Hydrology Manual
Barren Barren
8 Pre-developed pervious area condition:
Based on the extent of wet season vegetated cover
good >75%; Fair 50-75%; Poor <50% Attach photos
of site to support rating
83% 83%
TRACT# 20150
Water Quality Management Plan (WQMP)
4-4
Form 3-3 Watershed Description for Drainage Area DA1
Receiving waters
Refer to Watershed Mapping Tool -
http://sbcounty.permitrack.com/WAP
See ‘Drainage Facilities” link at this website
Meecham Creek.
Cable Creek
Davil Creek Division Channel
Cajon Creek Wash
Lytle Creek Wash
Lytle/Cajun Creek Channel
Warm Creek
Santa Ana River Reach 5
Applicable TMDLs
Refer to Local Implementation Plan
Meecham Creek: NONE
Cable Creek: NONE
Davil Creek Division Channel: NONE
Cajun Creek Wash: NONE
Lytle Creek Wash: Pathogens “Fical indicator bacteria”
Lytle/Cajun Creek Channel: Pathogens “Fical indicator bacteria” Warm Creek: Chlorpyrifos “Pesticides”
Santa Ana River Reach 5: NONE
Santa Ana River Reach 4: Pathogens “Fical indicator bacteria” Santa Ana River Reach 3:
Pathogens “Bacterial Indicator TMLDs for Middle Santa Ana River Watershed Waterbodies (Bill Rice)
Nitrate : Santa Ana River Reach 3 Nitrate TMDL (Hope Smythe) Prado Flood Control basin
Pathogens “Bacterial Indicator TMLDs for Middle Santa Ana River Watershed Waterbodies (Bill Rice)
Santa Ana River Reach 2 NONE
Santa Ana River Reach 1 NONE
Tidal Prism, Santa Ana River NONE
303(d) listed impairments
Refer to Local Implementation Plan and Watershed
Mapping Tool –
http://sbcounty.permitrack.com/WAP and State
Water Resources Control Board website –
http://www.waterboards.ca.gov/santaana/water_iss
ues/programs/tmdl/index.shtml
Expected pollutants of concern include organic compounds and trash/debris.