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. . .
Packet Page. 877
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.
Packet Page. 878
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
Packet Page. 879
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
Packet Page. 880
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
Packet Page. 881
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
Packet Page. 882
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
Packet Page. 883
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
---------------------------------------------------------------------------- Packet Page. 884
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 . . . .
Packet Page. 885
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. . .
Packet Page. 886
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.
Packet Page. 887
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
Packet Page. 888
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
Packet Page. 889
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
Packet Page. 890
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
Packet Page. 891
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
Packet Page. 892
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
---------------------------------------------------------------------------- Packet Page. 893
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 . . . .
Packet Page. 894
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. . .
Packet Page. 895
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.
Packet Page. 896
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
Packet Page. 897
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
Packet Page. 898
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
Packet Page. 899
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
Packet Page. 900
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
Packet Page. 901
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 . . . .
Packet Page. 902
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 . . .
Packet Page. 903
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 .
Packet Page. 904
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
Packet Page. 905
Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix E: Proposed Alternative Conceptual
Plans
Packet Page. 906
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
Packet Page. 907
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
Packet Page. 908
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
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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
Packet Page. 909
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
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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
Packet Page. 910
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
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CHECKED BY:
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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
Packet Page. 911
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
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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
Packet Page. 912
HORIZONTAL SCALE: 1” is 40’
VERTICAL SCALE: 1" IS 8'
ON-SITE ENGINEER SEAL ON-SITE ENGINEER INFORMATION
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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
Packet Page. 913
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
Packet Page. 914
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
Packet Page. 915
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
Packet Page. 916
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
Packet Page. 917
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
Packet Page. 918
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
Packet Page. 919
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
Packet Page. 920
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
Packet Page. 921
Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix F: HEC-RAS Model Results – 100-YR 24-
Hour Event
Packet Page. 922
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 Packet Page. 923
F-2 Packet Page. 924
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 Packet Page. 925
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 Packet Page. 926
F-5 Packet Page. 927
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 Packet Page. 928
F-7 Packet Page. 929
F-8 Packet Page. 930
F-9 Packet Page. 931
Meyers Creek Drainage Study
Preliminary Design Report
11-59 Q3 Consulting
Appendix G: Preliminary Engineer’s Estimate of
Probable Costs for Proposed Channel
Improvements
Packet Page. 932
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 Packet Page. 933
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 Packet Page. 934
Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix H: Preliminary Engineer’s Estimate of
Probable Costs for Proposed Storm Drain
Packet Page. 935
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 Packet Page. 936
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 Packet Page. 937
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 Packet Page. 938
Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix I: NOAA Atlas 14 Precipitation Intensity
Duration and Depth Data
Packet Page. 939
Packet Page. 940
Packet Page. 941
Packet Page. 942
Packet Page. 943
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Packet Page. 947
Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix J: FEMA FIRM Map
Packet Page. 948
Packet Page. 949
Meyers Creek Drainage Study
Preliminary Design Report
11-63 Q3 Consulting
Appendix K: CONSPAN Precast Arched Waterway
Packet Page. 950
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
Packet Page. 951
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.
Packet Page. 952
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
Packet Page. 953
> 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
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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 Packet Page. 960
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 Packet Page. 961
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:
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SAMPLE PARTIAL FOUNDATION PLAN
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C STRUCTURE L
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(TYP.)
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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
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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.:
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N.T.S.
ARMORFLEX FULL INVERT - CLOSED CELL
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ARMORFLEX PARTIAL INVERT
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A-JACKS PARTIAL INVERT
C
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ARMORFLEX PARTIAL INVERT
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A
FLOW
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TERMINATION D
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A-JACKS WINGWALL
TERMINATION E
FLOW
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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
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Meyers Creek Drainage Study
Preliminary Design Report
Q3 Consulting
Appendix L: Tract Maps
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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" Packet Page. 1068 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 Packet Page. 1069
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.
Packet Page. 1070
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.
Packet Page. 1071
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.
Packet Page. 1072
Reference Material
Packet Page. 1073
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)
Packet Page. 1074
2358.55
HV-35
Civil Engineering - Land Surveying - Land Planning
16866 Seville Avenue
Fontana, California 92335
ALLARD ENGINEERING
Prepared By:
PHONE (909) 356-1815 Fax (909) 356-1795
ae Prepared For:
DEBRIS BASIN-1
DEBRIS BASIN-2
Packet Page. 1075
Reference Material
Packet Page. 1076
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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PF graphical
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Maps & aerials
Small scale terrain
Large scale terrain
Large scale map
+
–
3km
2mi
+
–
100km
60mi
+
–
100km
60mi
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [email protected]
Disclaimer
+
–
100km
60mi
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Rational Method Hydrology
100-Year Storm, AMC III Developed Condition Packet Page. 1081 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)
Packet Page. 1082
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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
Packet Page. 1083
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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)
Packet Page. 1084
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
Packet Page. 1085
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 Packet Page. 1086
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
Packet Page. 1087
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.)
Packet Page. 1088
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.
Packet Page. 1089
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
Packet Page. 1090
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.)
Packet Page. 1091
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.)
Packet Page. 1092
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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
Packet Page. 1093
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
Packet Page. 1094
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.)
Packet Page. 1095
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) Packet Page. 1096
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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) Packet Page. 1097
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
Packet Page. 1098
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
Packet Page. 1099
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.)
Packet Page. 1100
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
Packet Page. 1101
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.)
Packet Page. 1102
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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) +
Packet Page. 1103
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
Packet Page. 1104
Unit Hydrographs
100 Year Storm AMC III Developed Condition
Packet Page. 1105
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
Packet Page. 1106
********* 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
Packet Page. 1107
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
Packet Page. 1108
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
Packet Page. 1109
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
Packet Page. 1110
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
Packet Page. 1111
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
Packet Page. 1112
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
Packet Page. 1113
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
Packet Page. 1114
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
Packet Page. 1115
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
Packet Page. 1116
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 | | | |
Packet Page. 1117
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 | | | |
Packet Page. 1118
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 | | |
Packet Page. 1119
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 |
Packet Page. 1120
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|
----------------------------------------------------------------------- Packet Page. 1121
Basin Routing
WSPG for Pipe 2
H vs Q Graph
100 Year Storm AMC III Developed Condition
Packet Page. 1122
Packet Page. 1123
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 Packet Page. 1124
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 Packet Page. 1125
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
Packet Page. 1126
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
Packet Page. 1127
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
Packet Page. 1128
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
Packet Page. 1129
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * | 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
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Packet Page. 1130
| 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 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |-
Packet Page. 1131
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
Packet Page. 1132
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
Packet Page. 1133
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
Packet Page. 1134
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
Packet Page. 1135
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
Packet Page. 1136
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
Packet Page. 1137
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
Packet Page. 1138
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
Packet Page. 1139
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
Packet Page. 1140
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
Packet Page. 1141
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
Packet Page. 1142
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
Packet Page. 1143
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
Packet Page. 1144
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
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Packet Page. 1145
61.667 0.00 0.01 6.107 O | | | | 5.99
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Packet Page. 1146
66.917 0.00 0.01 6.104 O | | | | 5.99
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Packet Page. 1147
72.167 0.00 0.01 6.101 O | | | | 5.98
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Packet Page. 1148
77.417 0.00 0.01 6.099 O | | | | 5.98
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Packet Page. 1149
82.667 0.00 0.01 6.096 O | | | | 5.98
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Packet Page. 1150
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Packet Page. 1151
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Packet Page. 1152
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103.667 0.00 0.01 6.086 O | | | | 5.97
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108.917 0.00 0.01 6.083 O | | | | 5.97
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114.167 0.00 0.01 6.081 O | | | | 5.97
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119.417 0.00 0.01 6.078 O | | | | 5.97
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124.667 0.00 0.01 6.076 O | | | | 5.96
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129.917 0.00 0.01 6.073 O | | | | 5.96
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135.167 0.00 0.01 6.070 O | | | | 5.96
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140.417 0.00 0.01 6.068 O | | | | 5.96
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145.000 0.00 0.01 6.066 O | | | | 5.95
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145.667 0.00 0.01 6.065 O | | | | 5.95
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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
Packet Page. 1162
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
Packet Page. 1163
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
Packet Page. 1164
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
Packet Page. 1165
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
*********************************************************************** -------------------------------------------------------------------- Packet Page. 1166
Hydraulic Calculations
R.C Pipe and R.C Channel Sizing Calculation
Packet Page. 1167
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
Packet Page. 1168
============================================================================ 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
============================================================================ ============================================================================ Packet Page. 1169
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
Packet Page. 1170
============================================================================ 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
============================================================================ Packet Page. 1171
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
============================================================================ Packet Page. 1172
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
======================================================================================================== ===============================================
Packet Page. 1173
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
Packet Page. 1174
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 Packet Page. 1175
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
Packet Page. 1176
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 Packet Page. 1177
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
Packet Page. 1178
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 Packet Page. 1179
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
Packet Page. 1180
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 ============================================================================ Packet Page. 1181
Hydrology Exhibit
Developed Condition
Packet Page. 1182
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
Packet Page. 1183
Packet Page. 1184
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
Packet Page. 1185
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
Packet Page. 1186
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
Packet Page. 1187
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 Packet Page. 1188
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 Packet Page. 1189
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.
Packet Page. 1190
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.
Packet Page. 1191
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.
Packet Page. 1192
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.
Packet Page. 1193
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
Packet Page. 1194
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
Packet Page. 1195
TRACT# 20150
Water Quality Management Plan (WQMP)
2-5
Other: E N
Packet Page. 1196
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.
Packet Page. 1197
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
Packet Page. 1198
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
Packet Page. 1199
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%
Packet Page. 1200
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.
Potential pollutants of concern include bacteria vitus, nutrients, pesticides, sediments, and oxygen demanding substances. There is no evidence to suggest that any other pollutants will be produced from the project site other than these.
303(d) listed impairment:
Lytle Creek: Patheogens
Santa Ana River Reach 4: Pathogens
Prado Flood Control Basin: Pathogens and Nutrients
Santa Ana River Reach 2: Pathogens
Santa Ana River Reach 1 and Tidal prism Santa Ana River : NONE Packet Page. 1201
TRACT# 20150
Water Quality Management Plan (WQMP)
4-5
Environmentally Sensitive Areas (ESA)
Refer to Watershed Mapping Tool –
http://sbcounty.permitrack.com/WAP
NONE
Unlined Downstream Water Bodies
Refer to Watershed Mapping Tool –
http://sbcounty.permitrack.com/WAP
Meecham Creek
Cable Creek
Cajun Creek Wash
Lytle Creek Wash
Santa Ana River
Hydrologic Conditions of Concern
Yes Complete Hydrologic Conditions of Concern (HCOC) Assessment. Include Forms
4.2-2 through Form 4.2-5 and Hydromodification BMP Form 4.3-10 in submittal No
Watershed–based BMP included in a RWQCB
approved WAP
Yes Attach verification of regional BMP evaluation criteria in WAP • More Effective than On-site LID
• Remaining Capacity for Project DCV
• Upstream of any Water of the US
• Operational at Project Completion
• Long-Term Maintenance Plan
No
Packet Page. 1202
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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PF graphical
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Maps & aerials
Small scale terrain
Large scale terrain
Large scale map
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2mi
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100km
60mi
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100km
60mi
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [email protected]
Disclaimer
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TRACT# 20150
Water Quality Management Plan (WQMP)
4-6
Section 4 Best Management Practices (BMP)
4.1 Source Control BMP
4.1.1 Pollution Prevention
Non-structural and structural source control BMP are required to be incorporated into all new development and significant redevelopment projects. Form 4.1-1 and 4.1-2 are used to describe specific source control BMPs used in the WQMP or to explain why a certain BMP is not applicable. Table 7-3 of the TGD for WQMP provides a list of applicable source control BMP for projects with specific types of potential pollutant sources or activities.
The source control BMP in this table must be implemented for projects with these specific types of potential pollutant sources or activities.
The preparers of this WQMP have reviewed the source control BMP requirements for new development and significant redevelopment projects. The preparers have also reviewed the specific BMP required for project as specified in Forms 4.1-1 and 4.1-2. All applicable non-structural and structural source control BMP shall be implemented in the project.
Packet Page. 1207
TRACT# 20150
Water Quality Management Plan (WQMP)
4-7
Form 4.1-1 Non-Structural Source Control BMPs
Identifier Name
Check One Describe BMP Implementation OR,
Included if not applicable, state reason Not
Applicable
N1 Education of Property Owners, Tenants
and Occupants on Stormwater BMPs
Practical education materials will be provided to property owner and Truck & Auto Sales and Maintenance staffs covering various water quality issues that will need to be addressed on their specific site. These materials will include general practices that contribute to the protection of storm water quality and BMP’s that eliminate or reduce pollution during property improvements. The developer will request these materials in writing at least 30 days prior to intended distribution and will then be responsible for publication and distribution.
N2 Activity Restrictions
Restrictions may be developed by property owner or other mechanisms. Pesticide applications will be performed by an applicator certified by the California Department of Pesticide Regulation. Vehicle washing will be prohibited.
N3 Landscape Management BMPs
According to the California Stormwater Quality Associations Stormwater Best Management Practice Handbook, landscape planning is implemented to reduce groundwater and storm water contamination. This will be accomplished through an debris basins, infiltration basins, and landscape areas.
N4 BMP Maintenance See section 5, Table 5.1 for details on BMP maintenance N5 Title 22 CCR Compliance
(How development will comply)
Not applicable
N6 Local Water Quality Ordinances Not applicable
N7 Spill Contingency Plan Not applicable
N8 Underground Storage Tank Compliance No underground storage tank on the site.
Packet Page. 1208
TRACT# 20150
Water Quality Management Plan (WQMP)
4-8
Form 4.1-1 Non-Structural Source Control BMPs
N9 Hazardous Materials Disclosure
Compliance
Not applicable
Form 4.1-1 Non-Structural Source Control BMPs
Identifier Name
Check One Describe BMP Implementation OR,
Included Not if not applicable, state reason
Applicable
N10 Uniform Fire Code Implementation If necessary
N11 Litter/Debris Control Program
Where and how trash, debris and refuge containers are stored is dictated by municipal code.
N12 Employee Training
Gardenaers and other maintenance staff will have training regarding the location and maintenance of the BMP.
N13 Housekeeping of Loading Docks Not applicable
N14 Catch Basin Inspection Program
Catch basins will be inspected a minimum of once every three months during the dry season and a minimum of once every two months during the rainy season.
N15 Vacuum Sweeping of Private Streets and
Parking Lots
Parking lot and onsite pavement will be maintained by the owner.
N16 Other Non-structural Measures for Public
Agency Projects
Not applicable
Packet Page. 1209
TRACT# 20150
Water Quality Management Plan (WQMP)
4-9
N17 Comply with all other applicable NPDES
permits
Yes, if necessary.
Packet Page. 1210
TRACT# 20150
Water Quality Management Plan (WQMP)
4-10
Form 4.1-2 Structural Source Control BMPs
Identifier Name
Check One Describe BMP Implementation OR,
If not applicable, state reason Included Not
Applicable
S1 Provide storm drain system stencilling and signage
(CASQA New Development BMP Handbook SD-13)
Signs will be placed above storm drain inlets to warn the public of prohibitions against waste disposal
S2
Design and construct outdoor material storage
areas to reduce pollution introduction (CASQA
New Development BMP Handbook SD-34)
No material storages areas in the project
S3
Design and construct trash and waste storage
areas to reduce pollution introduction (CASQA
New Development BMP Handbook SD-32)
Where and how trash, debris and refuge containers are stored is dictated by municipal code
S4
Use efficient irrigation systems & landscape
design, water conservation, smart controllers, and
source control (Statewide Model Landscape
Ordinance; CASQA New Development BMP
Handbook SD-12)
Rain sensors will be incorporated into the onsite sprinkler system so that no unnecessary watering of landscaped areas occurs after storm events.
S5
Finish grade of landscaped areas at a minimum of
1-2 inches below top of curb, sidewalk, or
pavement
New landscaped areas will be constructed at a minimum of 1 inch below existing paved areas
S6
Protect slopes and channels and provide energy
dissipation (CASQA New Development BMP
Handbook SD-10)
Slopes and Channel will be protected with appropriate measure per San Bernardino County Standard.
S7 Covered dock areas (CASQA New Development
BMP Handbook SD-31)
No covered dock areas, Not applicable
S8
Covered maintenance bays with spill containment
plans (CASQA New Development BMP Handbook
SD-31)
No Bays, Not applicable
S9 Vehicle wash areas with spill containment plans
(CASQA New Development BMP Handbook SD-33)
No Vehicle Wash at the site, Not applicable
S10 Covered outdoor processing areas (CASQA New
Development BMP Handbook SD-36)
No outdoor Processing, Not applicable
Packet Page. 1211
TRACT# 20150
Water Quality Management Plan (WQMP)
4-11
Form 4.1-2 Structural Source Control BMPs
Identifier Name
Check One
Describe BMP Implementation OR,
If not applicable, state reason Included Not
Applicable
S11
Equipment wash areas with spill containment
plans (CASQA New Development BMP Handbook
SD-33)
No equipment wash areas, Not applicable
S12 Fueling areas (CASQA New Development BMP
Handbook SD-30)
No Fueling Areas, Not applicable
S13 Hillside landscaping (CASQA New Development
BMP Handbook SD-10)
No Hillside Landscaping, Not applicable
S14 Wash water control for food preparation areas No food Preparation, Not applicable S15 Community car wash racks (CASQA New
Development BMP Handbook SD-33)
No Community Car Wash, Not applicable
Packet Page. 1212
TRACT# 20150
Water Quality Management Plan (WQMP)
4-12
4.1.2 Preventative LID Site Design Practices
Site design practices associated with new LID requirements in the MS4 Permit should be considered in the earliest phases of a project. Preventative site design practices can result in smaller DCV for LID BMP and hydromodification control BMP by reducing runoff generation. Describe site design and drainage plan including:
Refer to Section 5.2 of the TGD for WQMP for more details.
Form 4.1-3 Preventative LID Site Design Practices Checklist Site Design Practices
If yes, explain how preventative site design practice is addressed in project site plan. If no, other LID BMPs must be selected to meet targets Minimize impervious areas: Yes No
Explanation: We will build landscaping, park, multiple planter areas in addition to debris basin and an infiltration basin.
Maximize natural infiltration capacity: Yes No
Explanation: Runoff from impervious surfaces will be conveyed through landscaped areas so that infiltration is maximized.
Runoff will also be intercepted by debris basin and an infiltration basin.
Preserve existing drainage patterns and time of concentration: Yes No Explanation: The site currently drains South to Meecham Creek. Post developed flow will also drain south to the Meecham Creek via the proposed drainage system and street gutter.This is consistent with existing and Master Planned flow patterns.
Disconnect impervious areas: Yes No
Explanation: Impervious areas will drain into landscaped areas and numerous planter areas..
Protect existing vegetation and sensitive areas: Yes No Explanation: There are no environmentally sensitive areas with in the proposed sub-division and existing vegetation will be kept as much as possible.
Re-vegetate disturbed areas: Yes No
Explanation: Part of the disturbed areas will be revegeated, see landscape plan.
Minimize unnecessary compaction in stormwater retention/infiltration basin/trench areas: Yes No Explanation: No compaction will be performed within the area where the debis basins and the infiltration basin are proposed.
Utilize vegetated drainage swales in place of underground piping or imperviously lined swales: Yes No Explanation: Runoff will also be intercepted by the proposed debis basins and infiltration basin and numerous landscaped areas/planters within the sub-division.
Stake off areas that will be used for landscaping to minimize compaction during construction : Yes No Explanation: No compaction will be performed within the area where landscape/planter areas are proposed. § A narrative of site design practices utilized or rationale for not using practices § A narrative of how site plan incorporates preventive site design practices § Include an attached Site Plan layout which shows how preventative site design practices are included in WQMP
Packet Page. 1213
TRACT# 20150
Water Quality Management Plan (WQMP)
4-13
4.2 Project Performance Criteria
The purpose of this section of the Project WQMP is to establish targets for post-development hydrology based on performance criteria specified in the MS4 Permit. These targets include runoff volume for water quality control (referred to as LID design capture volume), and runoff volume, time of concentration, and peak runoff for protection of any downstream waterbody segments with a HCOC. If the project has more than one outlet for stormwater runoff, then complete additional versions of these forms for each DA / outlet.
Methods applied in the following forms include:
§ For LID BMP Design Capture Volume (DCV), the San Bernardino County Stormwater Program requires use of the P6 method (MS4 Permit Section XI.D.6a.ii) – Form 4.2-1 § For HCOC pre- and post-development hydrologic calculation, the San Bernardino County Stormwater Program requires the use of the Rational Method (San Bernardino County Hydrology Manual Section D). Forms 4.2-2 through Form 4.2-5 calculate hydrologic variables including runoff volume, time of concentration, and peak runoff from the project site pre- and post-development using the Hydrology Manual Rational Method approach. For projects greater than 640 acres (1.0 mi2), the Rational Method and these forms should not be used. For such projects, the Unit Hydrograph Method (San Bernardino County Hydrology Manual Section E) shall be applied for hydrologic calculations for HCOC performance criteria.
Refer to Section 4 in the TGD for WQMP for detailed guidance and instructions.
Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA 1)
1 Project area DA 1 (ft2):
1,393,920
2 Imperviousness after applying preventative
site design practices (Imp%): 40%
3 Runoff Coefficient (Rc): 0.28
Rc = 0.858(Imp%)^3-0.78(Imp%)^2+0.774(Imp%)+0.04
4 Determine 1-hour rainfall depth for a 2-year return period P2yr-1hr (in): 0.87 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 1.2885 (Using C1=1.4807) P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3-1 Item 1 (Valley = 1.4807; Mountain = 1.909; Desert = 1.2371) 6 Drawdown Rate
Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also reduced.
24-hrs
48-hrs
7 Compute design capture volume, DCV (ft3): 82,179 (Using C2=1.963) DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item 2 Packet Page. 1214
TRACT# 20150
Water Quality Management Plan (WQMP)
4-14
Form 4.2-1 LID BMP Performance Criteria for Design Capture Volume (DA 2)
1 Project area DA 2 (ft2):
239,580
2 Imperviousness after applying preventative
site design practices (Imp%): 40%
3 Runoff Coefficient (Rc): 0.28
Rc = 0.858(Imp%)^3-0.78(Imp%)^2+0.774(Imp%)+0.04
4 Determine 1-hour rainfall depth for a 2-year return period P2yr-1hr (in): 0.87 http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 5 Compute P6, Mean 6-hr Precipitation (inches): 1.2885 (Using C1=1.4807) P6 = Item 4 *C1, where C1 is a function of site climatic region specified in Form 3-1 Item 1 (Valley = 1.4807; Mountain = 1.909; Desert = 1.2371) 6 Drawdown Rate
Use 48 hours as the default condition. Selection and use of the 24 hour drawdown time condition is subject to approval by the local jurisdiction. The necessary BMP footprint is a function of drawdown time. While shorter drawdown times reduce the performance criteria for LID BMP design capture volume, the depth of water that can be stored is also reduced.
24-hrs
48-hrs
7 Compute design capture volume, DCV (ft3): 14,125 (Using C2=1.963) DCV = 1/12 * [Item 1* Item 3 *Item 5 * C2], where C2 is a function of drawdown rate (24-hr = 1.582; 48-hr = 1.963) Compute separate DCV for each outlet from the project site per schematic drawn in Form 3-1 Item 2 Packet Page. 1215
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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PF graphical
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Maps & aerials
Small scale terrain
Large scale terrain
Large scale map
+
–
3km
2mi
+
–
100km
60mi
+
–
100km
60mi
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [email protected]
Disclaimer
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100km
60mi
Precipitation Frequency Data Server Page 4 of 4
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TRACT# 20150
Water Quality Management Plan (WQMP)
4-15
Per http://sbcounty.permitrack.com/WAP the project site does not located within the HCOC exempt area. Refer to the attached WQMP Project Report. The project site is proposing a Duel Purpose Detention/Infiltration Basin with outflow control structure to mitigate the Post-development outflow rate for the 2-year storm event at or below 90% of the Pre-development outflow rate. We will provide the project site hydrology analysis for 2-yr storm event with the final WQMP.
Form 4.2-2 Summary of HCOC Assessment
Does project have the potential to cause or contribute to an HCOC in a downstream channel: Yes No Go to: http://sbcounty.permitrack.com/WAP
If “Yes”, then complete HCOC assessment of site hydrology for 2yr storm event using Forms 4.2-3 through 4.2-5 and insert results below (Forms 4.2-3 through 4.2-5 may be replaced by computer software analysis based on the San Bernardino County Hydrology Manual) If “No,” then proceed to Section 4.3 Project Conformance Analysis Condition Runoff Volume (ft3) Time of Concentration (min) Peak Runoff (cfs) Pre-developed
1 Form 4.2-3 Item 12
2 Form 4.2-4 Item 13
3 Form 4.2-5 Item 10
Post-developed
4 Form 4.2-3 Item 13
5 Form 4.2-4 Item 14
6 Form 4.2-5 Item 14
Difference
7 Item 4 – Item 1
8 Item 5 – Item 2
9 Item 6 – Item 3
Difference
(as % of pre-developed)
10 %
Item 7 / Item 1
11 %
Item 8 / Item 2
12 %
Item 9 / Item 3
Packet Page. 1220
WQMP Project Report
County of San Bernardino Stormwater Program
Santa Ana River Watershed Geodatabase
Thursday, November 02, 2017
Note: The information provided in this report and on the Stormwater Geodatabase for the County of San Bernardino Stormwater Program is intended to provide basic guidance in the preparation of the applicant’s Water Quality Management Plan (WQMP) and should not be relied upon without independent verification.
Project Site Parcel Number(s): 034812120, 034811125, 034812125, 034811114, , 034812123, 034812121, 026103109, 026103110, 034811113, 034812118, 034811105, 034812114
Project Site Acreage: 143.133
HCOC Exempt Area: No
Closest Receiving Waters:
(Applicant to verify based on local drainage facilities and topography.) System Number - 311
Facility Name - Meecham Creek
Owner - SBCFCD
Closest channel segment’s susceptibility to
Hydromodification: M
Highest downstream hydromodification
susceptibility: High
Is this drainage segment subject to TMDLs? No
Are there downstream drainage segments
subject to TMDLs? No
Is this drainage segment a 303d listed stream? No
Are there 303d listed streams downstream? Yes
Are there unlined downstream waterbodies? No
Project Site Onsite Soil Group(s): A, B, C
Environmentally Sensitive Areas within 200': None
Groundwater Depth (FT): -148
Parcels with potential septic tanks within 1000': Yes
Known Groundwater Contamination Plumes
within 1000': No
Studies and Reports Related to Project Site: Devore Drainage Tokay Hill to Blue Cut Preliminary Report on Proposed North SBFCP
School Site Map
Comprehensive Storm Drain Plan
SBVMWD High Groundwater / Pressure Zone Area
San Bernardino - WAP Report Page 1 of 1
http://permitrack.sbcounty.gov/wap_report/report.asp?septic=Yes&SECAREA=&PNUM=... 11/2/2017 Packet Page. 1221
Packet Page. 1222
TRACT# 20150
Water Quality Management Plan (WQMP)
4-16
Form 4.2-3 HCOC Assessment for Runoff Volume
Weighted Curve Number
Determination for:
Pre-developed DA
1a Land Cover type
2a Hydrologic Soil Group (HSG)
3a DMA Area, ft2sum of areas of
DMA should equal area of DA
4a Curve Number (CN) use Items
1 and 2 to select the appropriate CN
from Appendix C-2 of the TGD for
WQMP
Weighted Curve Number
Determination for:
Post-developed DA
DMA C DMA D DMA E DMA F DMA G DMA H
1b Land Cover type
2b Hydrologic Soil Group (HSG)
3b DMA Area, ft2sum of areas of
DMA should equal area of DA
4b Curve Number (CN) use Items
5 and 6 to select the appropriate CN
from Appendix C-2 of the TGD for
WQMP
5 Pre-Developed area-weighted CN: 7 Pre-developed soil storage capacity, S (in S = (1000 / Item 5) – 10
9 Initial abstraction, Ia (in):
Ia = 0.2 * Item 7
6 Post-Developed area-weighted CN: 8 Post-developed soil storage capacity, S (in) S = (1000 / Item 6) – 10
10 Initial abstraction, Ia (in):
Ia = 0.2 * Item 8
11 Precipitation for 2 yr, 24 hr storm (in):
Go to: http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html 12 Pre-developed Volume (ft3):
Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 9)^2 / ((Item 11 – Item 9 + Item 7) 13 Post-developed Volume (ft3):
Vpre =(1 / 12) * (Item sum of Item 3) * [(Item 11 – Item 10)^2 / ((Item 11 – Item 10 + Item 8) 14 Volume Reduction needed to meet HCOC Requirement, (ft3):
VHCOC = (Item 13 * 0.95) – Item 12
Packet Page. 1223
TRACT# 20150
Water Quality Management Plan (WQMP)
4-17
Form 4.2-4 HCOC Assessment for Time of Concentration
Compute time of concentration for pre and post developed conditions for each DA (For projects using the Hydrology Manual complete the form below)
Variables
Pre-developed DA1
Use additional forms if there are more than 4 DMA
Post-developed DA1
Use additional forms if there are more than 4 DMA
DA 1 DMA B DMA C DMA D DA 1 DMA B DMA C DMA D
1 Length of flowpath (ft) Use Form 3-2
Item 5 for pre-developed condition
2 Change in elevation (ft)
3 Slope (ft/ft), So = Item 2 / Item 1
4 Land cover
5 Initial DMA Time of Concentration
(min) Appendix C-1 of the TGD for WQMP
6 Length of conveyance from DMA
outlet to project site outlet (ft)
May be zero if DMA outlet is at project
site outlet
7 Cross-sectional area of channel (ft2)
8 Wetted perimeter of channel (ft)
9 Manning’s roughness of channel (n)
10 Channel flow velocity (ft/sec)
Vfps = (1.49 / Item 9) * (Item 7/Item 8)^0.67
* (Item 3)^0.5
11 Travel time to outlet (min)
Tt = Item 6 / (Item 10 * 60)
12 Total time of concentration (min)
Tc = Item 5 + Item 11
13 Pre-developed time of concentration (min):
14 Post-developed time of concentration (min):
15 Additional time of concentration needed to meet HCOC requirement (min):
Packet Page. 1224
TRACT# 20150
Water Quality Management Plan (WQMP)
4-18
Form 4.2-5 HCOC Assessment for Peak Runoff
Compute peak runoff for pre- and post-developed conditions Variables
Pre-developed DA to Project
Outlet (Use additional forms if
more than 3 DMA)
Post-developed DA to Project
Outlet (Use additional forms if
more than 3 DMA)
DMA A DMA B DMA C DMA A DMA B DMA C
1 Rainfall Intensity for storm duration equal to time of concentration Ipeak = 10^(LOG Form 4.2-1 Item 4 - 0.6 LOG Form 4.2-4 Item 5 /60) 2 Drainage Area of each DMA (ft2)
For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 3 Ratio of pervious area to total area
For DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 4 Pervious area infiltration rate (in/hr)
Use pervious area CN and antecedent moisture condition with Appendix C-3 of the TGD for WQMP
5 Maximum loss rate (in/hr)
Fm = Item 3 * Item 4
Use area-weighted Fm from DMA with outlet at project site outlet, include upstream DMA (Using example schematic in Form 3-1, DMA A will include drainage from DMA C) 6 Peak Flow from DMA (cfs)
Qp =Item 2 * 0.9 * (Item 1 - Item 5)
7 Time of concentration adjustment factor for other DMA to site discharge point
Form 4.2-4 Item 12 DMA / Other DMA upstream of site discharge point (If ratio is greater than 1.0, then use maximum value of 1.0) DMA A n/a n/a
DMA B n/a n/a
DMA C n/a n/a
8 Pre-developed Qp at Tc for DMA A:
Qp = Item 6DMAA + [Item 6DMAB * (Item 1DMAA - Item
5DMAB)/(Item 1DMAB - Item 5DMAB)* Item 7DMAA/2] +
[Item 6DMAC * (Item 1DMAA - Item 5DMAC)/(Item 1DMAC -
Item 5DMAC)* Item 7DMAA/3]
9 Pre-developed Qp at Tc for DMA B:
Qp = Item 6DMAB + [Item 6DMAA * (Item 1DMAB - Item
5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAB/1] +
[Item 6DMAC * (Item 1DMAB - Item 5DMAC)/(Item 1DMAC -
Item 5DMAC)* Item 7DMAB/3]
10 Pre-developed Qp at Tc
for DMA C:
Qp = Item 6DMAC + [Item 6DMAA * (Item 1DMAC - Item
5DMAA)/(Item 1DMAA - Item 5DMAA)* Item 7DMAC/1] +
[Item 6DMAB * (Item 1DMAC - Item 5DMAB)/(Item 1DMAB
- Item 5DMAB)* Item 7DMAC/2]
10 Peak runoff from pre-developed condition confluence analysis (cfs): Maximum of Item 8, 9, and 10 (including additional forms as needed) 11 Post-developed Qp at Tc
for DMA A:
Same as Item 8 for post-developed values
12 Post-developed Qp at Tc
for DMA B:
Same as Item 9 for post-developed values
13 Post-developed Qp at Tc
for DMA C:
Same as Item 10 for post-developed
values
14 Peak runoff from post-developed condition confluence analysis (cfs): Maximum of Item 11, 12, and 13 (including additional forms as needed)
15 Peak runoff reduction needed to meet HCOC Requirement (cfs): Qp-HCOC = (Item 14 * 0.95) – Item 10 Packet Page. 1225
TRACT# 20150
Water Quality Management Plan (WQMP)
4-19
4.3 Project Conformance Analysis
Complete the following forms for each project site DA to document that the proposed LID BMPs conform to the project DCV developed to meet performance criteria specified in the MS4 Permit (WQMP Template Section 4.2). For the LID DCV, the forms are ordered according to hierarchy of BMP selection as required by the MS4 Permit (see Section 5.3.1 in the TGD for WQMP). The forms compute the following for on-site LID BMP:
§ Site Design and Hydrologic Source Controls (Form 4.3-2) § Retention and Infiltration (Form 4.3-3)
§ Harvested and Use (Form 4.3-4) or
§ Biotreatment (Form 4.3-5).
At the end of each form, additional fields facilitate the determination of the extent of mitigation provided by the specific BMP category, allowing for use of the next category of BMP in the hierarchy, if necessary.
The first step in the analysis, using Section 5.3.2.1 of the TGD for WQMP, is to complete Forms 4.3-1 and
4.3-3) to determine if retention and infiltration BMPs are infeasible for the project. For each feasibility criterion in Form 4.3-1, if the answer is “Yes,” provide all study findings that includes relevant calculations, maps, data sources, etc. used to make the determination of infeasibility.
Next, complete Forms 4.3-2 and 4.3-4 to determine the feasibility of applicable HSC and harvest and use BMPs, and, if their implementation is feasible, the extent of mitigation of the DCV.
If no site constraints exist that would limit the type of BMP to be implemented in a DA, evaluate the use of combinations of LID BMPs, including all applicable HSC BMPs to maximize on-site retention of the DCV. If no combination of BMP can mitigate the entire DCV, implement the single BMP type, or combination of BMP types, that maximizes on-site retention of the DCV within the minimum effective area.
If the combination of LID HSC, retention and infiltration, and harvest and use BMPs are unable to mitigate the entire DCV, then biotreatment BMPs may be implemented by the project proponent. If biotreatment BMPs are used, then they must be sized to provide sufficient capacity for effective treatment of the remainder of the volume-based performance criteria that cannot be achieved with LID BMPs (TGD for WQMP Section 5.4.4.2). Under no circumstances shall any portion of the DCV be released from the site without effective mitigation and/or treatment.
Packet Page. 1226
TRACT# 20150
Water Quality Management Plan (WQMP)
4-20
Form 4.3-1 Infiltration BMP Feasibility (DA 1)
Feasibility Criterion – Complete evaluation for each DA on the Project Site 1 Would infiltration BMP pose significant risk for groundwater related concerns? Yes No Refer to Section 5.3.2.1 of the TGD for WQMP
If Yes, Provide basis: (attach)
2 Would installation of infiltration BMP significantly increase the risk of geotechnical hazards? Yes No (Yes, if the answer to any of the following questions is yes, as established by a geotechnical expert):
· The location is less than 50 feet away from slopes steeper than 15 percent · The location is less than eight feet from building foundations or an alternative setback. · A study certified by a geotechnical professional or an available watershed study determines that stormwater infiltration would result in significantly increased risks of geotechnical hazards.
If Yes, Provide basis: (attach)
3 Would infiltration of runoff on a Project site violate downstream water rights? Yes No If Yes, Provide basis: (attach)
4 Is proposed infiltration facility located on hydrologic soil group (HSG) D soils or does the site geotechnical investigation indicate presence of soil characteristics, which support categorization as D soils? Yes No
If Yes, Provide basis: (attach)
5 Is the design infiltration rate, after accounting for safety factor of 2.0, below proposed facility less than 0.3 in/hr (accounting for soil amendments)? Yes No
If Yes, Provide basis: (attach) Refer to the Soil Percolation Capacity per the USGA Web Soil Survey. Actual percolation of soil at the proposed infiltration basin will be provided with final WQMP Plan. 6 Would on-site infiltration or reduction of runoff over pre-developed conditions be partially or fully inconsistent with watershed management strategies as defined in the WAP, or impair beneficial uses? Yes No See Section 3.5 of the TGD for WQMP and WAP
If Yes, Provide basis: (attach)
7 Any answer from Item 1 through Item 3 is “Yes”: Yes No If yes, infiltration of any volume is not feasible onsite. Proceed to Form 4.3-4, Harvest and Use BMP. If no, then proceed to Item 9 below. 8 Any answer from Item 4 through Item 6 is “Yes”: Yes No If yes, infiltration is permissible but is not required to be considered. Proceed to Form 4.3-2, Hydrologic Source Control BMP.
If no, then proceed to Item 9, below.
9 All answers to Item 1 through Item 6 are “No”: N/A
Infiltration of the full DCV is potentially feasible, LID infiltration BMP must be designed to infiltrate the full DCV to the MEP.
Proceed to Form 4.3-2, Hydrologic Source Control BMP.
Packet Page. 1227
TRACT# 20150
Water Quality Management Plan (WQMP)
4-21
4.3.1 Site Design Hydrologic Source Control BMP
Section XI.E. of the Permit emphasizes the use of LID preventative measures; and the use of LID HSC BMPs reduces the portion of the DCV that must be addressed in downstream BMPs. Therefore, all applicable HSC shall be provided except where they are mutually exclusive with each other, or with other BMPs. Mutual exclusivity may result from overlapping BMP footprints such that either would be potentially feasible by itself, but both could not be implemented. Please note that while there are no numeric standards regarding the use of HSC, if a project cannot feasibly meet BMP sizing requirements or cannot fully address HCOCs, feasibility of all applicable HSC must be part of demonstrating that the BMP system has been designed to retain the maximum feasible portion of the DCV. Complete Form 4.3- 2 to identify and calculate estimated retention volume from implementing site design HSC BMP. Refer to Section 5.4.1 in the TGD for more detailed guidance.
Packet Page. 1228
TRACT# 20150
Water Quality Management Plan (WQMP)
4-22
Form 4.3-2 Site Design Hydrologic Source Control BMPs (DA 1) 1 Implementation of Impervious Area Dispersion BMP (i.e. routing runoff from impervious to pervious areas), excluding impervious areas planned for routing to on-lot infiltration BMP: Yes No If yes, complete Items 2-5; If no,
proceed to Item 6
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
2 Total impervious area draining to pervious area (ft2) 3 Ratio of pervious area receiving runoff to impervious area 4 Retention volume achieved from impervious area
dispersion (ft3) V = Item2 * Item 3 * (0.5/12), assuming retention of 0.5 inches of runoff
5 Sum of retention volume achieved from impervious area dispersion (ft3): Vretention =Sum of Item 4 for all BMPs 6 Implementation of Localized On-lot Infiltration BMPs (e.g. on-lot rain gardens): Yes No If yes, complete Items 7-
13 for aggregate of all on-lot infiltration BMP in each DA; If no, proceed to Item 14
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
7 Ponding surface area (ft2)
8 Ponding depth (ft)
9 Surface area of amended soil/gravel (ft2)
10 Average depth of amended soil/gravel (ft)
11 Average porosity of amended soil/gravel
12 Retention volume achieved from on-lot infiltration (ft3 )
Vretention = (Item 7 *Item 8) + (Item 9 * Item 10 * Item 11) 13 Runoff volume retention from on-lot infiltration (ft3 ): Vretention =Sum of Item 12 for all BMPs
Packet Page. 1229
TRACT# 20150
Water Quality Management Plan (WQMP)
4-23
Form 4.3-2 cont. Site Design Hydrologic Source Control BMPs (DA 1) 14 Implementation of evapotranspiration BMP (green,
brown, or blue roofs): Yes No
If yes, complete Items 15-20. If no, proceed to Item 21 DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
15 Rooftop area planned for ET BMP (ft2
)
16 Average wet season ET demand (in/day)
Use local values, typical ~ 0.1
17 Daily ET demand (ft3
/day)
Item 15 * (Item 16 / 12)
18 Drawdown time (hrs)
Copy Item 6 in Form 4.2-1
19 Retention Volume (ft3
)
Vretention = Item 17 * (Item 18 / 24)
20 Runoff volume retention from evapotranspiration BMPs (ft3 ): 0 ft3 Vretention =Sum of Item 19 for all BMPs
21 Implementation of Street Trees: Yes No
If yes, complete Items 20-2. If no, proceed to Item 24
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
22 Number of Street Trees
23 Average canopy cover over impervious area (ft2
)
24 Runoff volume retention from street trees (ft3
)
Vretention = Item 22 * Item 23 * (0.05/12) assume runoff retention of
0.05 inches
25 Runoff volume retention from street tree BMPs (ft3
): 0 ft3 Vretention = Sum of Item 24 for all BMPs
26 Implementation of residential rain barrels/cisterns: Yes No If yes, complete Items 27-28; If no, proceed to
Item 29
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
27 Number of rain barrels/cisterns
28 Runoff volume retention from rain barrels/cisterns (ft3 )
Vretention = Item 27 * 3
29 Runoff volume retention from residential rain barrels/Cisterns (ft3): 0 ft3 Vretention =Sum of Item 28 for all BMPs
30 Total Retention Volume from Site Design Hydrologic Source Control BMPs: 0 ft3 Sum of Items 5, 13, 20, 25 and 29
Packet Page. 1230
TRACT# 20150
Water Quality Management Plan (WQMP)
4-24
4.3.2 Infiltration BMPs
Use Form 4.3-3 to compute on-site retention of runoff from proposed retention and infiltration BMPs.
Volume retention estimates are sensitive to the percolation rate used, which determines the amount of runoff that can be infiltrated within the specified drawdown time. The infiltration safety factor reduces field measured percolation to account for potential inaccuracy associated with field measurements, declining BMP performance over time, and compaction during construction. Appendix D of the TGD for WQMP provides guidance on estimating an appropriate safety factor to use in Form 4.3-3.
If site constraints limit the use of BMPs to a single type and implementation of retention and infiltration BMPs mitigate no more than 40% of the DCV, then they are considered infeasible and the Project Proponent may evaluate the effectiveness of BMPs lower in the LID hierarchy of use (Section 5.5.1 of the TGD for WQMP)
If implementation of infiltrations BMPs is feasible as determined using Form 4.3-1, then LID infiltration BMPs shall be implemented to the MEP (section 4.1 of the TGD for WQMP).
Packet Page. 1231
TRACT# 20150
Water Quality Management Plan (WQMP)
4-25
Form 4.3-3 Infiltration LID BMP - including underground BMPs (DA 1) 1 Remaining LID DCV not met by site design HSC BMP (ft3): 11,029 ft3 Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 BMP Type Use columns to the right to compute runoff volume retention from proposed infiltration BMP (select BMP from Table 5-4 in TGD for WQMP) - Use additional forms for more BMPs
DA 1 & DA 2 DMA
BMP Type Basin 1
DA DMA
BMP Type
DA DMA
BMP Type
2 Infiltration rate of underlying soils (in/hr) See Section 5.4.2 and Appendix D of the TGD for WQMP for minimum requirements for assessment methods
0.385
3 Infiltration safety factor See TGD Section 5.4.2 and Appendix D 2.25 4 Design percolation rate (in/hr) Pdesign = Item 2 / Item 3 0.17 5 Ponded water drawdown time (hr) Copy Item 6 in Form 4.2-1 48 6 Maximum ponding depth (ft) BMP specific, see Table 5-4 of the TGD for WQMP for BMP design details
8.0 ft
7 Ponding Depth (ft) dBMP = Minimum of (1/12*Item 4*Item 5) or Item 6 2.0 ft 8 Infiltrating surface area, SABMP (ft2) the lesser of the area needed for infiltration of full DCV or minimum space requirements from Table 5.7 of the TGD for WQMP
28,226 sq-ft
9 Amended soil depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 in the TGD for WQMP for reference to BMP design details 0 ft
10 Amended soil porosity 0
11 Gravel depth, dmedia (ft) Only included in certain BMP types, see Table 5-4 of the TGD for WQMP for BMP design details
3.5 ft
12 Gravel porosity 0.40
13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 3 hrs 14 Above Ground Retention Volume (ft3
) Vretention = Item 8 * [Item7 +
(Item 9 * Item 10) + (Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 98,368 ft3
15 Underground Retention Volume (ft3
) Volume determined using
manufacturer’s specifications and calculations
0 ft3
16 Total Retention Volume from LID Infiltration BMPs: 98,368 ft3 (Sum of Items 14 and 15 for all infiltration BMP included in plan) 17 Fraction of DCV achieved with infiltration BMP: 102 % Retention% = Item 16 / Form 4.2-1 Item 7 18 Is full LID DCV retained on-site with combination of hydrologic source control and LID retention and infiltration BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10; If no, then reduce Item 3, Factor of Safety to 2.0 and increase Item 8, Infiltrating Surface Area, such that the portion of the site area used for retention and infiltration BMPs equals or exceeds the minimum effective area thresholds (Table 5-7 of the TGD for WQMP) for the applicable category of development and repeat all above calculations.
Packet Page. 1232
TECHNICAL GUIDANCE DOCUMENT APPENDICES
VII-35 May 19, 2011
Worksheet H: Factor of Safety and Design Infiltration Rate and Worksheet Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25
Predominant soil texture 0.25
Site soil variability 0.25
Depth to groundwater / impervious
layer 0.25
Suitability Assessment Safety Factor, SA = p
B Design
Tributary area size 0.25
Level of pretreatment/ expected
sediment loads 0.25
Redundancy 0.25
Compaction during construction 0.25
Design Safety Factor, SB = p
Combined Safety Factor, STOT= SA x SB
Measured Infiltration Rate, inch/hr, KM
(corrected for test-specific bias)
Design Infiltration Rate, in/hr, KDESIGN = STOT × KM
Supporting Data
Briefly describe infiltration test and provide reference to test forms:
Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.
3 1
1 1
1.50 0.75
0.25 0.25
0.25 3
1 1
1 0.75
0.25 0.25
0.25 1.50
2.25 0.385
0.17 Used USDA Web Soil Survey for infiltration rate. The range was 0.20 in/hr to 0.57 in/hr and an average of 0.385 in/hr. For Final WQMP a in field infiltration test will be performed.
Packet Page. 1233
1) Calculate the "Watershed Imperviousness Ratio", I which is equal to the percent of impervious area in the BMP Drainage Area divided by 100
Imperviousness(i)= 0.4
Total Acreage(A) = 32.00 1,393,920 SF
2) Calculate the composite Runoff Coefficient Cbmp for the drainage area Cbmp = 0.858i3-0.78i2+0.774i+0.04
Cbmp = 0.28
3) Determine which Regression Coefficient to use by region the project is located in Valley 1.481
Mountain 1.909
Desert 1.237
Regression coefficient for this project is: 1.481
4) Determine the area averaged "6 hour Mean Storm Rainfall" , P6 2 yr 1 Hr Rainfall Depth per NOAA Atlas 14= 0.87 inches P6 = 2 yr 1 hr Rainfall x Regression coefficient
P6 = 1.2885 inches
5) Determine Regression Constant (a) for 48 hour drawdown a for 24 hour = 1.582 a for 48 hour = 1.963
a = 1.963
6) Calculate the Maximized Detention Volume, P0
P0 = C x a x P6
Po(inches) = 0.7075
7) Calculate the Target Capture Volume, V0, in acre feet V0 = (P0 * A)/12
V0 = 1.89 acre-feet
V0 = 82,179 CF
Combined Target Volume (DA1 & DA2): 96,304 CF
2.21 acre-feet
Target Captured Volume
Watershed DA 1
Packet Page. 1234
1) Calculate the "Watershed Imperviousness Ratio", I which is equal to the percent of impervious area in the BMP Drainage Area divided by 100
Imperviousness(i)= 0.4
Total Acreage(A) = 5.50 239,580 SF
2) Calculate the composite Runoff Coefficient Cbmp for the drainage area Cbmp = 0.858i3-0.78i2+0.774i+0.04
Cbmp = 0.28
3) Determine which Regression Coefficient to use by region the project is located in Valley 1.481
Mountain 1.909
Desert 1.237
Regression coefficient for this project is: 1.481
4) Determine the area averaged "6 hour Mean Storm Rainfall" , P6 2 yr 1 Hr Rainfall Depth per NOAA Atlas 14= 0.87 inches P6 = 2 yr 1 hr Rainfall x Regression coefficient
P6 = 1.2885 inches
5) Determine Regression Constant (a) for 48 hour drawdown a for 24 hour = 1.582 a for 48 hour = 1.963
a = 1.963
6) Calculate the Maximized Detention Volume, P0
P0 = C x a x P6
Po(inches) = 0.7075
7) Calculate the Target Capture Volume, V0, in acre feet V0 = (P0 * A)/12
V0 = 0.32 acre-feet
V0 = 14,125 CF
Target Captured Volume
Watershed DA 2
Packet Page. 1235
Provided Infiltration BasinCapacity Calculation:
Surface Area 28226 SF (half way between floor
Rock Depth 3.5 FT and water surface)
Surface Depth 2 FT
Infiltration 0.0425 FT
Infiltration (3 hr) 1199.605
Volume Provided 98368 CF
Volume Needed 96,304 CF
Difference 2,064 CF
Treated volume is 102% of the volume needed.
Packet Page. 1236
TRACT# 20150
Water Quality Management Plan (WQMP)
4-26
4.3.3 Harvest and Use BMP
Harvest and use BMP may be considered if the full LID DCV cannot be met by maximizing infiltration BMPs. Use Form 4.3-4 to compute on-site retention of runoff from proposed harvest and use BMPs.
Volume retention estimates for harvest and use BMPs are sensitive to the on-site demand for captured stormwater. Since irrigation water demand is low in the wet season, when most rainfall events occur in San Bernardino County, the volume of water that can be used within a specified drawdown period is relatively low. The bottom portion of Form 4.3-4 facilitates the necessary computations to show infeasibility if a minimum incremental benefit of 40 percent of the LID DCV would not be achievable with MEP implementation of on-site harvest and use of stormwater (Section 5.5.4 of the TGD for WQMP).
Form 4.3-4 Harvest and Use BMPs
1 Remaining LID DCV not met by site design HSC or infiltration BMP (ft3):
Vunmet = Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16 BMP Type(s) Compute runoff volume retention from proposed harvest and use BMP (Select BMPs from Table 5-4 of the TGD for WQMP) - Use additional forms for more BMPs
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
2 Describe cistern or runoff detention facility
3 Storage volume for proposed detention type (ft3) Volume of cistern
4 Landscaped area planned for use of harvested stormwater (ft2)
5 Average wet season daily irrigation demand (in/day)
Use local values, typical ~ 0.1 in/day
6 Daily water demand (ft3/day) Item 4 * (Item 5 / 12)
7 Drawdown time (hrs) Copy Item 6 from Form 4.2-1
8 Retention Volume (ft3)
Vretention = Minimum of (Item 3) or (Item 6 * (Item 7 / 24)) 9 Total Retention Volume (ft3) from Harvest and Use BMP Sum of Item 8 for all harvest and use BMP included in plan 10 Is the full DCV retained with a combination of LID HSC, retention and infiltration, and harvest and use BMPs? Yes No If yes, demonstrate conformance using Form 4.3-10. If no, then re-evaluate combinations of all LID BMP and optimize their implementation such that the maximum portion of the DCV is retained on-site (using a single BMP type or combination of BMP types). If the full DCV cannot be mitigated after this optimization process, proceed to Section 4.3.4.
Packet Page. 1237
TRACT# 20150
Water Quality Management Plan (WQMP)
4-27
4.3.4 Biotreatment BMP
Biotreatment BMPs may be considered if the full LID DCV cannot be met by maximizing retention and infiltration, and harvest and use BMPs. A key consideration when using biotreatment BMP is the effectiveness of the proposed BMP in addressing the pollutants of concern for the project (see Table 5-5 of the TGD for WQMP).
Use Form 4.3-5 to summarize the potential for volume based and/or flow based biotreatment options to biotreat the remaining unmet LID DCV w. Biotreatment computations are included as follows:
· Use Form 4.3-6 to compute biotreatment in small volume based biotreatment BMP (e.g. bioretention w/underdrains); · Use Form 4.3-7 to compute biotreatment in large volume based biotreatment BMP (e.g. constructed wetlands); · Use Form 4.3-8 to compute sizing criteria for flow-based biotreatment BMP (e.g. bioswales) Form 4.3-5 Selection and Evaluation of Biotreatment BMP 1 Remaining LID DCV not met by site design HSC,
infiltration, or harvest and use BMP for potential
biotreatment (ft3): 0 Form 4.2-1 Item 7 - Form 4.3-2 Item 30 – Form 4.3-3 Item 16- Form 4.3-4 Item 9
List pollutants of concern Copy from Form 2.3-1.
2 Biotreatment BMP Selected
(Select biotreatment BMP(s)
necessary to ensure all pollutants of
concern are addressed through Unit
Operations and Processes, described
in Table 5-5 of the TGD for WQMP)
Volume-based biotreatment
Use Forms 4.3-6 and 4.3-7 to compute treated volume
Flow-based biotreatment
Use Form 4.3-8 to compute treated volume
Bioretention with underdrain
Planter box with underdrain
Constructed wetlands
Wet extended detention
Dry extended detention
Vegetated swale
Vegetated filter strip
Proprietary biotreatment
3 Volume biotreated in volume based
biotreatment BMP (ft3): Form 4.3-
6 Item 15 + Form 4.3-7 Item 13
4 Compute remaining LID DCV with
implementation of volume based biotreatment
BMP (ft3): Item 1 – Item 3
5 Remaining fraction of LID DCV for
sizing flow based biotreatment BMP:
% Item 4 / Item 1
6 Flow-based biotreatment BMP capacity provided (cfs): Use Figure 5-2 of the TGD for WQMP to determine flow capacity required to provide biotreatment of remaining percentage of unmet LID DCV (Item 5), for the project’s precipitation zone (Form 3-1 Item 1) 7 Metrics for MEP determination:
·
Provided a WQMP with the portion of site area used for suite of LID BMP equal to minimum thresholds in Table 5-7 of the TGD for WQMP for the proposed category of development: If maximized on-site retention BMPs is feasible for partial capture, then LID BMP implementation must be optimized to retain and infiltrate the maximum portion of the DCV possible within the prescribed minimum effective area. The remaining portion of the DCV shall then be mitigated using biotreatment BMP.
Packet Page. 1238
TRACT# 20150
Water Quality Management Plan (WQMP)
4-28
Form 4.3-6 Volume Based Biotreatment–
Bioretention and Planter Boxes with Underdrains
Biotreatment BMP Type
(Bioretention w/underdrain, planter box w/underdrain, other comparable BMP)
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
1 Pollutants addressed with BMP List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP
2 Amended soil infiltration rate Typical ~ 5.0
3 Amended soil infiltration safety factor Typical ~ 2.0 4 Amended soil design percolation rate (in/hr) Pdesign = Item 2 / Item 3
5 Ponded water drawdown time (hr) Copy Item 6 from Form 4.2-1 6 Maximum ponding depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details
7 Ponding Depth (ft) dBMP = Minimum of (1/12 * Item 4 * Item 5) or Item 6
8 Amended soil surface area (ft2)
9 Amended soil depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details
10 Amended soil porosity, n
11 Gravel depth (ft) see Table 5-6 of the TGD for WQMP for reference to BMP design details
12 Gravel porosity, n
13 Duration of storm as basin is filling (hrs) Typical ~ 3hrs 14 Biotreated Volume (ft3
) Vbiotreated = Item 8 * [(Item 7/2) + (Item 9
* Item 10) +(Item 11 * Item 12) + (Item 13 * (Item 4 / 12))] 15 Total biotreated volume from bioretention and/or planter box with underdrains BMP:
Sum of Item 14 for all volume-based BMPs included in this form Packet Page. 1239
TRACT# 20150
Water Quality Management Plan (WQMP)
4-29
Form 4.3-7 Volume Based Biotreatment–
Constructed Wetlands and Extended Detention
Biotreatment BMP Type
Constructed wetlands, extended wet detention, extended dry detention, or other comparable proprietary BMP. If BMP includes multiple modules (e.g. forebay and main basin), provide separate estimates for storage and pollutants treated in each module.
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
Forebay Basin Forebay Basin
1 Pollutants addressed with BMP forebay and basin
List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in Table 5-5 of the TGD for WQMP
2 Bottom width (ft)
3 Bottom length (ft)
4 Bottom area (ft2) Abottom = Item 2 * Item 3
5 Side slope (ft/ft)
6 Depth of storage (ft)
7 Water surface area (ft2)
Asurface =(Item 2 + (2 * Item 5 * Item 6)) * (Item 3 + (2 * Item 5 * Item 6)) 8 Storage volume (ft3) For BMP with a forebay, ensure fraction of total storage is within ranges specified in BMP specific fact sheets, see Table 5-6 of the TGD for WQMP for reference to BMP design details V =Item 6 / 3 * [Item 4 + Item 7 + (Item 4 * Item 7)^0.5] 9 Drawdown Time (hrs) Copy Item 6 from Form 2.1
10 Outflow rate (cfs) QBMP = (Item 8forebay + Item 8basin) / (Item 9 * 3600) 11 Duration of design storm event (hrs)
12 Biotreated Volume (ft3
)
Vbiotreated = (Item 8forebay + Item 8basin) +( Item 10 * Item 11 * 3600) 13 Total biotreated volume from constructed wetlands, extended dry detention, or extended wet detention :
(Sum of Item 12 for all BMP included in plan)
Packet Page. 1240
TRACT# 20150
Water Quality Management Plan (WQMP)
4-30
Form 4.3-8 Flow Based Biotreatment
Biotreatment BMP Type
Vegetated swale, vegetated filter strip, or other comparable proprietary BMP
DA DMA
BMP Type
DA DMA
BMP Type
DA DMA
BMP Type
(Use additional forms
for more BMPs)
1 Pollutants addressed with BMP
List all pollutant of concern that will be effectively reduced through specific Unit Operations and Processes described in TGD Table 5-5 2 Flow depth for water quality treatment (ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details
3 Bed slope (ft/ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details
4 Manning's roughness coefficient
5 Bottom width (ft)
bw = (Form 4.3-5 Item 6 * Item 4) / (1.49 * Item 2^1.67 * Item 3^0.5) 6 Side Slope (ft/ft)
BMP specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details
7 Cross sectional area (ft2)
A = (Item 5 * Item 2) + (Item 6 * Item 2^2)
8 Water quality flow velocity (ft/sec)
V = Form 4.3-5 Item 6 / Item 7
9 Hydraulic residence time (min)
Pollutant specific, see Table 5-6 of the TGD for WQMP for reference to BMP design details
10 Length of flow based BMP (ft)
L = Item 8 * Item 9 * 60
11 Water surface area at water quality flow depth (ft2
)
SAtop = (Item 5 + (2 * Item 2 * Item 6)) * Item 10
Packet Page. 1241
TRACT# 20150
Water Quality Management Plan (WQMP)
4-31
4.3.5 Conformance Summary
Complete Form 4.3-9 to demonstrate how on-site LID DCV is met with proposed site design hydrologic source control, infiltration, harvest and use, and/or biotreatment BMP. The bottom line of the form is used to describe the basis for infeasibility determination for on-site LID BMP to achieve full LID DCV, and provides methods for computing remaining volume to be addressed in an alternative compliance plan. If the project has more than one outlet, then complete additional versions of this form for each outlet.
Form 4.3-9 Conformance Summary and Alternative
Compliance Volume Estimate (DA 1)
1 Total LID DCV for the Project DA-1 & DA-2 (ft3): 96,304 ft3Copy Item 7 in Form 4.2-1 2 On-site retention with site design hydrologic source control LID BMP (ft3): 0 ft3Copy Item 30 in Form 4.3-2 3 On-site retention with LID infiltration BMP (ft3): 98,368/ ft3 Copy Item 16 in Form 4.3-3 4 On-site retention with LID harvest and use BMP (ft3): 0 ft3 Copy Item 9 in Form 4.3-4 5 On-site biotreatment with volume based biotreatment BMP (ft3): 0 ft3 Copy Item 3 in Form 4.3-5 6 Flow capacity provided by flow based biotreatment BMP (cfs): 0 ft3 Copy Item 6 in Form 4.3-5 7 LID BMP performance criteria are achieved if answer to any of the following is “Yes”:
· Full retention of LID DCV with site design HSC, infiltration, or harvest and use BMP: Yes No If yes, sum of Items 2, 3, and 4 is greater than Item 1 · Combination of on-site retention BMPs for a portion of the LID DCV and volume-based biotreatment BMP that address all pollutants of concern for the remaining LID DCV: Yes No If yes, a) sum of Items 2, 3, 4, and 5 is greater than Item 1, and Items 2, 3 and 4 are maximized; or b) Item 6 is greater than Form
4.3--5 Item 6 and Items 2, 3 and 4 are maximized
§ On-site retention and infiltration is determined to be infeasible and biotreatment BMP provide biotreatment for all pollutants of concern for full LID DCV: Yes No
If yes, Form 4.3-1 Items 7 and 8 were both checked yes
8 If the LID DCV is not achieved by any of these means, then the project may be allowed to develop an alternative compliance plan. Check box that describes the scenario which caused the need for alternative compliance:
· Combination of HSC, retention and infiltration, harvest and use, and biotreatment BMPs provide less than full LID DCV capture:
Checked yes for Form 4.3-5 Item 7, Item 6 is zero, and sum of Items 2, 3, 4, and 5 is less than Item 1. If so, apply water quality credits and calculate volume for alternative compliance, Valt = (Item 1 – Item 2 – Item 3 – Item 4 – Item 5) * (100 - Form 2.4-1 Item 2)% · An approved Watershed Action Plan (WAP) demonstrates that water quality and hydrologic impacts of urbanization are more effective when managed in at an off-site facility:
Attach appropriate WAP section, including technical documentation, showing effectiveness comparisons for the project site and regional watershed
Packet Page. 1242
TRACT# 20150
Water Quality Management Plan (WQMP)
4-32
4.3.6 Hydromodification Control BMP
Use Form 4.3-10 to compute the remaining runoff volume retention, after LID BMP are implemented, needed to address HCOC, and the increase in time of concentration and decrease in peak runoff necessary to meet targets for protection of waterbodies with a potential HCOC. Describe hydromodification control BMP that address HCOC, which may include off-site BMP and/or in-stream controls. Section 5.6 of the TGD for WQMP provides additional details on selection and evaluation of hydromodification control BMP.
Form 4.3-10 Hydromodification Control BMPs
1 Volume reduction needed for HCOC
performance criteria (ft3):
(Form 4.2-2 Item 4 * 0.95) – Form 4.2-2 Item 1
2 On-site retention with site design hydrologic source control, infiltration, and harvest and use LID BMP (ft3): Sum of Form 4.3-9 Items 2, 3, and 4 Evaluate option to increase implementation of on-site retention in Forms 4.3-2, 4.3-3, and 4.3-4 in excess of LID DCV toward achieving HCOC volume reduction 3 Remaining volume for HCOC
volume capture (ft3): Item 1 –
Item 2
4 Volume capture provided by incorporating additional on-site or off-site retention BMPs (ft3): Existing downstream BMP may be used to demonstrate additional volume capture (if so, attach to this WQMP a hydrologic analysis showing how the additional volume would be retained during a 2-yr storm event for the regional watershed)
5 If Item 4 is less than Item 3, incorporate in-stream controls on downstream waterbody segment to prevent impacts due to hydromodification Attach in-stream control BMP selection and evaluation to this WQMP 6 Is Form 4.2-2 Item 11 less than or equal to 5%: Yes No If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below:
· Demonstrate increase in time of concentration achieved by proposed LID site design, LID BMP, and additional on-site or off-site retention BMP
BMP upstream of a waterbody segment with a potential HCOC may be used to demonstrate increased time of concentration through hydrograph attenuation (if so, show that the hydraulic residence time provided in BMP for a 2-year storm event is equal or greater than the addition time of concentration requirement in Form 4.2-4 Item 15) · Increase time of concentration by preserving pre-developed flow path and/or increase travel time by reducing slope and increasing cross-sectional area and roughness for proposed on-site conveyance facilities · Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California 7 Form 4.2-2 Item 12 less than or equal to 5%: Yes No
If yes, HCOC performance criteria is achieved. If no, select one or more mitigation options below:
· Demonstrate reduction in peak runoff achieved by proposed LID site design, LID BMPs, and additional on-site or off-site retention BMPs
BMPs upstream of a waterbody segment with a potential HCOC may be used to demonstrate additional peak runoff reduction through hydrograph attenuation (if so, attach to this WQMP, a hydrograph analysis showing how the peak runoff would be reduced during a 2-yr storm event)
· Incorporate appropriate in-stream controls for downstream waterbody segment to prevent impacts due to hydromodification, in a plan approved and signed by a licensed engineer in the State of California Packet Page. 1243
TRACT# 20150
Water Quality Management Plan (WQMP)
4-33
4.4 Alternative Compliance Plan (if applicable)
Describe an alternative compliance plan (if applicable) for projects not fully able to infiltrate, harvest and use, or biotreat the DCV via on-site LID practices. A project proponent must develop an alternative compliance plan to address the remainder of the LID DCV. Depending on project type some projects may qualify for water quality credits that can be applied to reduce the DCV that must be treated prior to development of an alternative compliance plan (see Form 2.4-1, Water Quality Credits). Form 4.3-9 Item 8 includes instructions on how to apply water quality credits when computing the DCV that must be met through alternative compliance. Alternative compliance plans may include one or more of the following elements:
· On-site structural treatment control BMP - All treatment control BMP should be located as close to possible to the pollutant sources and should not be located within receiving waters; · Off-site structural treatment control BMP - Pollutant removal should occur prior to discharge of runoff to receiving waters;
· Urban runoff fund or In-lieu program, if available
Depending upon the proposed alternative compliance plan, approval by the executive officer may or may not be required (see Section 6 of the TGD for WQMP).
Packet Page. 1244
TRACT# 20150
Water Quality Management Plan (WQMP)
5-1
Section 5 Inspection and Maintenance Responsibility
for Post Construction BMP
All BMP included as part of the project WQMP are required to be maintained through regular scheduled inspection and maintenance (refer to Section 8, Post Construction BMP Requirements, in the TGD for WQMP). Fully complete Form 5-1 summarizing all BMP included in the WQMP. Attach additional forms as needed. The WQMP shall also include a detailed Operation and Maintenance Plan for all BMP and may require a Maintenance Agreement (consult the jurisdiction’s LIP). If a Maintenance Agreement is required, it must also be attached to the WQMP.
Form 5-1 BMP Inspection and Maintenance
(use additional forms as necessary)
BMP Reponsible Party(s) Inspection/ Maintenance
Activities Required
Minimum Frequency
of Activities
Infiltration
Rock basins
Education of
Property
Owners,
Tenants and
Occupants on
Stormwater
BMPs
Little League, LLC
Little League, LLC
Remove accumulated trash and debris in the basin at the start and end of the wet season. Inspect for standing
water at the end of the wet season.
Trim vegetation at the beginning and end of the wet
season to prevent establishment of woody vegetation and for aesthetic and vector reasons.
Remove accumulated sediment and regrade when the
accumulated sediment volume exceeds 10% of the basin.
If erosion is occurring within the basin, re-vegetate
immediately and stabilize with an erosion control mulch or mat until vegetation cover is established
Practical education materials will be provided to property owners covering various water quality issues that will need to be addressed on their specific site. These materials will include general good house keeping practices that
contribute to the protection of storm water quality and BMP’s that eliminate or reduce pollution during property improvements.
2 times a year at the
beginning and end of
the rainy season
(October to March)
Ongoing
Packet Page. 1245
TRACT# 20150
Water Quality Management Plan (WQMP)
5-2
Landscape
maintenance
BMP
maintenance
Litter debris
control
program
Employee
training
Catch basin
inspection
program
Provide
storm drain
system
stencilling
and signage
Use efficient
irrigation
systems &
landscape
design, water
conservation,
smart
controllers,
and source
control
Little League, LLC
Little League, LLC
Little League, LLC
Little League, LLC
.
Little League, LLC
Little League, LLC
Little League, LLC
Landscape planning is implemented to reduce
groundwater and storm water contamination. This will be accomplished through an infiltration basin, and landscape areas.
See BMP fact sheets and Table 5-1 details hereon
Litter debris control program may be developed by City of San Bernardino
Employee training may be developed by City of San
Bernardino
Catch basins and the filter devices will be inspected/clean a minimum of once every three months during the dry
season and a minimum of once every two months during
the rainy season.
Signs will be placed above storm drain inlets to warn the public of prohibitions against waste disposal
Rain sensors will be incorporated into the onsite sprinkler system so that no unnecessary watering of landscaped
areas occurs after storm events.
Monthly
Ongoing with every
visit
Ongoing with every
visit
As stated
Place at grate
installation and
inspect once a year
Once a year or
according to
Manufacturer
Manuals
Packet Page. 1246
TRACT# 20150
Water Quality Management Plan (WQMP)
5-3
Finish grade
of landscaped
areas at a
minimum of
1-2 inches
below top of
curb,
sidewalk, or
pavement
Street
Sweeping
Little League, LLC
Little League, LLC
.
New landscaped areas will be constructed at a minimum
of 1 inch below existing paved areas
Street weeping and Vaccuming
Once a year
Bi Monthly
Packet Page. 1247
TRACT# 20150
Water Quality Management Plan (WQMP)
6-4
Section 6 WQMP Attachments
6.1. Site Plan and Drainage Plan
Include a site plan and drainage plan sheet set containing the following minimum information:
6.2 Electronic Data Submittal
Minimum requirements include submittal of PDF exhibits in addition to hard copies. Format must not require specialized software to open. If the local jurisdiction requires specialized electronic document formats (as described in their local Local Implementation Plan), this section will describe the contents (e.g., layering, nomenclature, geo-referencing, etc.) of these documents so that they may be interpreted efficiently and accurately.
6.3 Post Construction
Attach all O&M Plans and Maintenance Agreements for BMP to the WQMP.
6.4 Other Supporting Documentation
§ BMP Educational Materials
§ Activity Restriction – C, C&R’s & Lease Agreements
§ Project location
§ Site boundary
§ Land uses and land covers, as applicable
§ Suitability/feasibility constraints
§ Structural Source Control BMP locations
§ Site Design Hydrologic Source Control BMP locations
§ LID BMP details
§ Drainage delineations and flow information
§ Drainage connections
Packet Page. 1248