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Drainage Reports - 10/14/1994
.............. TMOINC. Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 303/482-5922 FAX: 303/482-6368 Mr. Glen Schlueter City of Fort Collins Stormwater Utility 235 Mathews Fort Collins, CO 80522 Re: Stetson Creek PUD McClellands Basin Drainageway RBD Job No. 395-003 Dear Mr. Schlueter: October 14, 1994 Final .Apprayfad R Dater - This letter is a follow up to our meeting of October 13, 1994 with reference to the McClellands Basin Drainageway. As discussed in the meeting, the City Stormwater Utility had previously given RBD permission to model, by SWMM, the undeveloped basins 301,303,304, and 316 as undeveloped areas per the criteria in the McClellands Basin Master Drainage Plan previously done by Greenhome and O'Mara, Inc.. Delays in the project approval have been caused by the efforts required to obtain off -site easements, otherwise the project would have been approved some time ago. Recently the Willow Springs project (located in Basins 303 and 304) came into the City for development review and approval. This project set out to follow the allowable McClellands Basin release rate of 0.5 cfs per acre and thus sized their detention facilities accordingly. When the project engineer for Willow Springs (Lidstone & Anderson) updated the SWMM model, they obtained a different flow value in the McClellands Basin Drainage at Timberline Road than RBD had previously, obtained. The difference in flows being 284 cfs by RBD and 314 cfs by L&A. The difference in flow values is a result of the lagging factor associated with detaining runoff versus directly releasing it, as illustrated on the enclosed graph. Because the Stetson Creek PUD should have been approved some time ago and its criteria was agreed upon on January 19, 1994, it was agreed upon in our meeting of October 13, 1994 to not revise the Stetson Creek PUD Drainage Report. Per our meeting, we agreed to demonstrate how the additional 30 cfs of flow in the McClellands Basin Drainageway will raise the water surface elevation at each cross section through the Stetson Creek development and what the resultant freeboard will now be. Please find below'a summary of this information. Denver303/458-5526 SUMMARY PRINTOUT TABLE 150 SECNO 0 CWSEL 0, CWSEL DIFFERENCE FREEBOARD .000 388.00 4922.60 418.00 4922.60 . 0.00 1.00 + Off -site 70.000 38B.00 4922.72 418.00 4922.73 0.01 1.00 + Off -site 270.000 388.00. 4922.83 418.00 4922.86 0.03 1.00 + Off -site 572.000 293.00 4923.20 323.00 4923.28 0.08 1.72 869.000 289.00 4923.92 319.00 4924.06 0.14 0.99 1070.000 287.00 4924.86 317.00 4925.01 0.15 0.99 1078.000 287.00 4925.83 317.00 4925.93 0.10 2.07 1278.000 287.00 - 4928.02 317.00 4928.16 0.14 0.86 13 287.06 4928.52 317.00 4928.67 -0.15 1.06 1457.000 287.00 4928.79 317.00 4928.95 0.16 1.12 1515.000 287.00 4929.05 317.00 4929.20 0.15 1.21 1558.000 287.00 4929.23 317.00 4929.38 0.15 1.32 1716.000 284.00 4930.18 314.00 4930.33 0.15 1.87 1762.000 284.00 4930.52 314.00 4930.96 0.44 1:54 1805.000 284.00 4931.33 314.00 4931.71 0.38 1.29 1877.000 284.00 4931.46 314.00 4931.81 0.35 1.19 2078.000 284.00 4931.96 314.00 4932.23 0.27 1.38 2278.000 284.00 4932.77 314.00 4932.95 0.18 1.05 2478.000 284.00 4933.81 314.00 4933.96 0.15 1.04 2594.000 284.00 4934.41 314.00 4934.56 0.15 1.02 2712.000 284.00 4935.02 314.00 4935.19 0.17 1.01 The freeboard determination is based on the grading plan contours as shown on sheets 18 and 19 within the Utility Plans. We have also included herein the Summary Printout Table 150 from each HEC H run, for your use.' Because of the way in which the Stetson Creek PUD was graded, adequate freeboard exists within the McClellands Basin Drainageway to pass the additional M cfs of runoff as, generated by the SWMM modeling. Thank you for your time and consideration of this matter. Please feel free to contact us should you have any questions. Sincerely, RB�fD Inc. Kevin W..Gingery, P.E. Water Resource Project Manager Ale sn 5 00hoz sp4bl/V/0 �W .iws 9."YZ W D Z .J M � 0 0 '9T M N O O SJO Ni =I=IONna qt O C7 C cz m O M .C/) cz m M C .N cu m SUMMARY PRINTOUT TABLE 150 ' SECNO 0 CWSEL DIFWSP DIFWSX DIFKSS TOPWID XLCH .000 388.00 4922.60 .00 .00 .00 38.13 .00 • 70.000 3B8.00 4922.72 .00 .12 .00 55.00 71.00 * 270.000 388.00 4922.83 .00 .11 .00 55.58 200.00 ' * 572.000 293.00 4923.20 .00 .37 .00 45.59 302.00 *_ 869.000 289.00 4923.92 .00 .72 .00 39.39 298.00 1070.000 287.00 4924.86 .00 .94 .00 38.91 201.00 * 1078.000 287.00 4925.83 .00 .97 ' .00 30.64 8.00 *, 1278.000 287.00 4928.02 .00 2.19 .00 40.15 200.00 1398.000 287.00 4928.52 .00' .50 .00 39.36 122.00 1457.000 287.00 4928.79 .00 .27 .00 42.77 58.00 1515.000 287.00 4929.05 .00 ..26 .00 i 45.92 58.00 1558.000 287.00 4929.23 .00 .18 .00 45.76 44.00 * 1716.000 284.00 4930.18 .00 .95 .00 16.60 157.00 1762.000 284.00 4930.52 .00 .34 .00 16.00 46.00 .* 1805.000 284.00 4931.33 .00 .82 .00 47.86 43.00 1877.000 284.00 4931.46 .00 .13 .00 48.49 72.00 2078.000 284.00 4931.96 .00 .50 .00 48.55 201.00 2278.000 284.00 4932.77 .00 .81 .00 39.54 200.00 2478.000 284.00 4933.81 .00 1.04 .00 38.50 200.00 2594.000 284.00 4934.41 .00 .59 .00 38.52 115.00 2712.000 284.00 4935.02 .00 .62 .00 44.26 118.00 SUMMARY PRINTOUT TABLE 150 SECNO 0 CWSEL DIFWSP DIFNSX DIFKWS TOPWID XLCH .000 418.00 4922.60 .00 .00 .00 38.13 .06. * 70.000 418.00 4922.73 .00 .13 .00 55.00 71.00 * 270.000 418.00 4922.86 .00 .13 .00 55.86 200.00 * 572.000 323.00 4923.28 .00 .42 .00 46.23 302.00 * 869.000 319.00 4924.06 .00 .79 .00 40.52 298.00 1070.000 317.00 4925.01 .00 .95 .00 40.09 201.00 * 1078.000 317.00 4025.93 .00 .92 00 31.47 8.00 * 1278.000 317.00 4928.16 .00 2.23 .00 41.36 200.00 1398.000 317.00 4928.67 .00 .51 .00 40.48 122.00 1457.000 317.00 4928.95 .00 .28 .00 44.21 58.00 1515.000 317.00 .4929.20 .00 .25 .00 47.55 58.00 1558.000 317.00 4929.38 .00 .18 .00 47.34 44.00 * 1716.000 314.00 4930.33 .00 .95 .00 16.00 157.00 1762.000 314.00 4930.96 .00 .62 .00 16.00 46.00 * 1805.000 314.00 4931.71 .00 .75 .00 51.07 43.00 1877.000 314.00 4931.81 .00 .10 .00 51.75 72.00 2078.000 314.00 4932.23 .00 .42 .00 51.54 201.00 2278.000 314.00 4932.95 .00 .72 .00 41.08 200.00 2478.000 314.00 4933.96 .00 1.01 .00 39.70 200.00 2594.000 314.00 4934.56 .00 .59 .00 39.60 115.00 2712.000 314.00 4935.19 .00 .63 .00 45.85 118.00 i LIDSTONE & ANDERSON, INC. Water Resources and Environmental Consultants 736 Whalers Way, Suite F-200 Fort Collins, Colorado 80525 (303) 226-0120 October 7, 1994 Mr. Basil Hamdan City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, CO 80524 Re: McClellands Regional Channel Design Discharges (LA Project No. COFC93.112) Dear Basil, This letter is a response to your question yesterday regarding design discharges in the McClellands Channel at Timberline Road. As we have discussed and noted in previous reviews of the regional SWMM model prepared in conjunction with the Stetson Creek P.U.D., the majority of the tributary area between the UPRR and Timberline Road was modeled as undeveloped (5 percent impervious). The design discharges shown in the Final Drainage Report for the Stetson Creek P.U.D. were given as 212 cfs at the UPRR and 284 cfs at Timberline Road. For the design of the regional channel through the Willow Springs development, local inflows from on -site detention ponds and local rainfall were added directly to the peak discharge at the UPRR. It was noted in the Willow Springs Final Drainage Report that the sum of all local inflows between the UPRR and Timberline Road add up to a total larger than 284 cfs. At your request, Lidstone & Anderson has modified the regional SWMM model to simulate developed conditions, including conceptual on -site detention routing. The percentage of imperviousness for Subbasins 301, 303 and 304 was increased from 5 to 45 percent. In addition, Detention Ponds 91, 92 and 303 were added to limit the peak discharge to 0.5 cfs/acre as specified in the McClellands Basin Master Drainage Plan. The results of the analysis indicate that the peak discharge at Timberline Road would be 314 cfs for the 100-year event. This represents an increase in discharge of approximately 10 percent compared to the previous regional SWMM model. We have provided a copy of the review comments pertinent to this issue as well as a schematic diagram of the two SWMM models in between the UPRR and Timberline Road. We have also included a diskette and printouts of the SWMM models. Please feel free to call if you have any questions regarding this analysis. Sincerely, L. Doherty, EIT CLD/GJK/tlt Enclosures JGr�r/gg�ineer E Branch Office: Box 27, Savery, Wyoming 82332 56614hc, Ib{alea;ri Belweeei UPk(R Gnd rmbe()ine RBD 5aefson Creek 5MYIM MCC- PR• Dffr OAween .,nPrni/�,Pc -G w / On - 5, le D6(ti f vn . j S0/o.MP 3( oa }—� q5. l-=/0 B, Iric 5oloirnp. �3 (+-50"roc g5lofmp. EO) c3m A - to, �ISgvimp 3 -7L5e,c. 5%, 6f .IA go• Q.9gr•ir ql � 95 I01 193 11 3 2�I6c(5 ro.& At-0. y5 %imp C�oq 9q V q4 SHEET OF 3?, Q�oo•o?�c� I (�roo- 3W A 357 55,8�,5 2 1 1 2 3 4 WATERSHED 0 COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK DRAINAGE MODEL FOR A 100 YEAR STORM (TOTAL DEVELOPED BUILDOUT : 39503100.DAT) 36 0 0 5.0 1 1.0 25 5 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 -2 .016 .250 0.1 0.5 0.5 0.5 1 80 8 313057.12 40 .01 1 60 6 1150 8.95 40 .01 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 1 150 15 50 1.84 80 .02 1 160 16 3500 4.02 84 .02 1 110 11 34 9.58 84 .02 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01 1 240 24 300 5.00 80 .01 1 280 28 50 6.90 80 .02 1 330 33 700 5.63 80 .01 1 304 92 200071.50 5 .01 1 201 320 31514.75 14.5.0183 1 202 322 70022.90 50.0165 1 203 172 100032.25 80.0100 1 204 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 1 207 176 65013.80 57.0235 1 208 178 95027.12 70.0170 1 209 321 43523.40 40.0085 1 165 324 400 8.90 40.0100 1 211 325 70010.90 40.0200 1 212 328 400 4.20 70.0380 1 213 180 70023.33 45.0055 1 214 179 2200 1.62 90.0110 1 215 331 35 0.70 90.0270 1 216 329 35 0.96 90.0060 1 301 91 240030.20 5.0077 .430 0.6 1 302 95 350047.30 45 .01 .390 0.6 1 303 3 4100108.9 5.0113 1 305 365 198878.50 3.9.0110 .25 1 306 372 1729 8.73 31.2.0200 .95 1 307 359 960 5.42 17.0.1262 .95 1 308 370 1335 7.03 40.0.0200 .60 1 309 361 507 1.63 4.0.1262 .99 1 311 371 315 2.78 40.0.0200 0.9 1 312 363 569 2.09 2.3.1262 .99 1 313 366 495 0.91 1.0.0500 0.9 1 314 373 304091.15 34.0.0200 .55 1 315 374 100014.39 40.0.0200 .35 1 316 39 276499.00 2.0.0169 0.3 0018 MCC-6X, NT mcciewLill C� aQwel ee9 tonal '%Imm Maacl From 5445on C✓eek Av, (� 0 4 301 302 303 304 0 15 4 0 1 0 1600 0.004 50 0 0.016 1.5 0 4 6 0 1 0 800 0.0044 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 17 0 1 0 1200 0.0032 4 4 0.035 5.0 0 8 17 0 1 0 1800 0.0033 4 4 0.035 5.0 0 13 17 0 1 0 3600 0.006 50 0 0.016 1.5 0 12 22 0 1 0 1300 0.006 50 0 0.016 2.5 0 16 22 0 1 0 3500 0.006 50 50 0.016 2.0 0 11 17 0 1 0 8350 0.006 50 0 0.016 1.5 0 10 17 0 1 0 1600 0.006 50 0 0.016 1.5 0 9 17 0 1 5 1000 0.006 15 15 0.035 5.0 0 18 17 0 1 0 1100 0.006 50 0 0.016 1.5 0 19 17 0 1 .0 200 0.005 100 100 0.016 1.5 0 20 17 0 1 0 2100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 17 0 1 3 800 0.005 10 10 0.035 2.0 -1 220 22 3 3 0 1 0 0 0.32 11.87 4.1 0 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 0 43 17 4 2 0.1 1 0.001 0.016 0.1 0 0 0 133 .01 140 .02 150 -1 230 23 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 23 18 0 1 0 1300 0.005 50 0 0.016 1.5 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 -1 250 25 3 3 0 1 0. 0. 6.08 0.32 5. 0.32 0 25 22 0 2 1.25 500 0.005 0.013 1.25 -1 260 26 3 3 0 1 0. 0. 0.24 11.19 6.99 0 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.0 0 42 22 0 2 6 1 0.005 0.016 6.0 -1 340 11 3 3 0 1 0. 0. 0.23 1.91 6.96 0 -1 270 27 3 3 0 1 0. 0. 0.24 5.89 6.98 0 0 27 41 0 1 0 800 0.005 50 0 0.016 1.5 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 1.0 0 28 27 0 1 0 5000 0.005 0 50 0.016 1.5 -1 290 29 3 3 0 1 0. 0. 0.22 3.06 6.98 0 0 29 18 0 2 1.00 500 0.005 0.013 1.0 0 166 167 0 2 2.51 96 0.0032 0 0 0.013 2.51 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 5.00 0 168 169 0 2 1.25 10 0.0017 0 0 0.013 1.25 0 169 170 0 2 2.47 40 0.0070 0 0 0.013 2.47 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 5.00 0 171 174 0 2 1.25 10 0.0038 0 0 0.013 1.25 0 172 173 0 2 1.50 120 0.0033 0 0 0.013 1.50 0 173 175 0 1 0 1200 0.0050 4 4 0.035 1.10 0 174 175 0 2 2.25 75 0.0211 0 0 0.013 2.25 0 175 177 0 2 2.50 853 0.0123 0 0 0.013 2.50 0 176 177 0 2 1.00 315 0.0020 0 0 0.013 1.00 0 177 180 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 178 177 0 2 2.25 1150 0.0038 0 0 0.013 2.25 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 5.00 h 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 0 322 323 0 2 1.50 10 0.0100 0 0 0.013 1.50 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 0 324 331 0 2 3.00 120 0.0050 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 3 3 0.035 3.00 0 326 327 0 2 3.50 100 0.0050 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 3 3 0.035 3.00 0 328 329 0 2 1.75 100 0.0100 0 0 0.013 1.75 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 0 179 324 0 2 1.50 80 0.0050 0 0 0.013 1.50 0 331 325 0 2 3.00 80 0.0050 0 0 0.013 3.00 0 180 30 0 2 5.20 130 0.00146 0 0 0.013 5.20 0 30 4 0 3 0 1 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 -1 310 31 11 3 0 1 0. 0. 0.08 0. 0.17 0. 0.25 2. 0.33 10. 0.42 25. 0.50 38. 0.58 53. 0.67 59. 0.75 55. 5.00 55. 0 31 27 0 3 0 1 0 17 2 0 1 10 500 0.005 15 15 0.040 5.0 0 2 1 10 2 0.1 1 0.0001 5.000 0.1 0.0 0.0 0.26 13.0 1.30 25.0 4.38 37.0 10.10 47.0 18.24 55.0 23.55 60.0 28.05 62.0 33.12 289.0 38.19 636.0 0 1 3 6 2 0.1 1 0.0001 5.000 0.1 0.0 0.0 0.03 6.00 0.22 93. 0.54 247. 0.93 380. 1.19 434. 0 3 357 0 1 4 2050 0.0100 50 60. 0.052 5.0 0 91 93 0 1 0 1325 0.0150 4 4 0.060 5.0 0 93 94 10 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.00 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14.40 5.41 20.7 6.52 93.90 0 94 357 0 1 0 1000 0.0027 3 3 0.035 5.0 0 92 357 0 1 2.0 2000 0.0100 2 2 0.036 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 0 364 366 0 1 16 90 0.0050 4 4 0.045 4.00 0 365 366 0 1 0 1125 0.0045 4 4 0.035 2.35 0 366 367 0 1 16 377 0.0050 4 4 0.045 4.00 0 38 373 0 1 0 1080 0.0050 4 4 0.035 3.50 0 39 38 0 1 0 2160 0.0050 4 4 0.035 3.50 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80 .19 1.14 .41 1.40 .57 3.52 .68 3.71 .80 3.88 .99 4.13 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.58 .550 1.75 0 372 363 0 2 1.25 80 0.0040 0.013 1.25 0 373 364 16 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 11.463 130.9 0 374 38 13 2 0.10 1 0.0040 0.013 0.10 0.00 0.0 .009 0.00 .119 0.0 0.230 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.678 3.94 0.827 4.84 1.062 5.60 1.297 6.27 1.532 6.87 1.711 7.29 0 8 1 3 91 92 93 94 95 357 ENDPROGRAM 1 ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) OTAPE OR DISK ASSIGNMENTS f JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JINGO) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK DRAINAGE MODEL FOR A 100 YEAR STORM (TOTAL DEVELOPED BUILDOUT : 39503100.DAT) ONUMBER OF TIME STEPS 36 OINTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 .00 f COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK DRAINAGE MODEL FOR A 100 YEAR STORM (TOTAL DEVELOPED BUILDOUT : 39503100.DAT) SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 0. .0 .0 .0300 .016 .250 .100 .500 .50 .50 .00180 80 8 3130. 57.1 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 60 6 1150. 8.9 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 70 7 1350. 29.4 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 130 13 675. 24.7 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 100 10 850. 13.2 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 150 15 50. 1.8 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 160 16 3500. 4.0 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 110 11 34. 9.6 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 120 12 500. 17.8 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 90 9 400. 13.1 10.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 190 19 250. 1.4 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 200 20 700. 31.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 210 21 500. 7.5 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 240 24 300. 5.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 280 28 50. 6.9 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 330 33 700. 5.6 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 304 92 2000. 71.5 5.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 201 320 315. 14.8 14.5 .0183 .016 .250 .100 .500 .50 .50 .00180 1 202 322 700. 22.9 50.0 .0165 .016 .250 .100 .500 .50 .50 .00180 1 203 172 1000. 32.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 204 166 900. 19.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 205 168 650. 5.8 47.0 .0105 .016 .250 .100 .500 .50 .50 .00180 1 206 171 650. 7.7 70.0 .0080 .016 .250 .100 .500 .50 .50 .00180 1 207 176 650. 13.8 57.0 .0235 .016 .250 .100 .500 .50 .50 .00180 1 208 178 950. 27.1 70.0 .0170 .016 .250 .100 .500 .50 .50 .00180 1 209 321 435. 23.4 40.0 .0085 .016 .250 .100 .500 .50 .50 .00180 1 165 324 400. 8.9 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 211 325 700. 10.9 40.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 212 328 400. 4.2 70.0 .0380 .016 .250 .100 .500 .50 .50 .00180 1 213 180 700. 23.3 45.0 .0055 .016 .250 .100 .500 .50 .50 .00180 1 214 179 2200. 1.6 90.0 .0110 .016 .250 .100 .500 .50 .50 .00180 1 215 331 35. .7 90.0 .0270 .016 .250 .100 .500 .50 .50 .00180 1 216 329 35. 1.0 90.0 .0060 .016 .250 .100 .500 .50 .50 .00180 1 301 91 2400. 30.2 5.0 .0077 .016 .430 .100 .600 .50 .50 .00180 1 302 95 3500. 47.3 45.0 .0100 .016 .390 .100 .600 .50 .50 .00180 1 303 3 4100. 108.9 5.0 .0113 .016 .250 .100 .500 .50 .50 .00180 1 305 365 1988. 78.5 3.9 .0110 .016 .250 .100 .250 .50 .50 .00180 1 306 372 1729. 8.7 31.2 .0200 .016 .250 .100 .950 .50 .50 .00180 1 307 359 960. 5.4 17.0 .1262 .016 .250 .100 .950 .50 .50 .00180 1 308 370 1335. 7.0 40.0 .0200 .016 .250 .100 .600 .50 .50 .00180 1 309 361 507. 1.6 4.0 .1262 .016 .250 .100 .990 .50 .50 .00180 1 311 371 315. 2.8 40.0 .0200 .016 .250 .100 .900 .50 .50 .00180 1 312 363 569. 2.1 2.3 .1262 .016 .250 .100 .990 .50 .50 .00180 1 313 366 495. .9 1.0 .0500 .016 .250 .100 .900 .50 .50 .00180 1 314 373 3040. 91.2 34.0 .0200 .016 .250 .100 .550 .50 .50 .00180 1 315 374 1000. 14.4 40.0 .0200 .016 .250 .100 .350 .50 .50 .00180 1 316 39 2764. 99.0 2.0 .0169 .016 .250 .100 .300 .50 .50 .00180 1 OTOTAL NUMBER OF SUBCATCHMENTS, 47 OTOTAL TRIBUTARY AREA (ACRES), 1024.32 r COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK DRAINAGE MODEL FOR A 100 YEAR STORM (TOTAL DEVELOPED BUILDOUT : 39503100.DAT) HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 4 SUBCATCHMENTS AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 301 302 303 304 0 5. 0. 0. 0. 0. 0 10. 0.. 0. 0. 0. 0. 15. 2. 7. 5. 3. 0 20. 3. 22. 9. 6. 0 25. 4. 42. 14. 9. 0 30. 7. 79. 26. 16. 0 35. 17. 155. 65. 38. 0 40. 20. 158. 80. 44. 0 45. 18. 94. 73. 37. 0 50. 20. 72. 77. 39. 0 55. 19. 60. 76. 38. 1 0. 19. 50. 73. 37. 1 5. 18. 42. 68. 35. 1 10. 16. 35. 64. 33. 1 15. 15. 30. 60. 31. 1 20. 14. 26. 56. 30. 1 25. 13. 23. 52. 28. 1 30. 13. 20. 49. 27. 1 35. 12. 18. 46. 26. 1 40. 11. 17. 44. 25. 1 45. 11. 16. 42. 24. 1 50. 10. 15. 40. 23. 1 55. 10. 14. 37. 22. 2 0. 9. 12. 35. 21. 1 2 5. 9. 11. 33. 20. 2 10. S. 9. 31. 19. 2 15. 8. 8. 29. 18. 2 20. 7. 7. 28. 17. 2 25. 7.' 6. 27. 17. 2 30. 7. 6. 25. 16. 2 35. 6. 5. 24. 15. 2 40. 6. 5. 23. 15. 2 45. 6. 5. 22. 14. 2 50. 5. 4. 21. 14. 2 55. 5. 4. 20. 13. 3 0. 5. 4. 19. 13. COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK DRAINAGE MODEL FOR A 100 YEAR STORM (TOTAL DEVELOPED BUILDOUT : 39503100.DAT) *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING 1N UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 1024.320 TOTAL RAINFALL (INCHES) 2.890 TOTAL INFILTRATION (INCHES) .545 TOTAL WATERSHED OUTFLOW (INCHES) 1.609 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .736 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .004 1 COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK DRAINAGE MODEL FOR A 100 YEAR STORM (TOTAL DEVELOPED BUILDOUT : 39503100.DAT) WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAN LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 15 4 0 1 CHANNEL .0 1600. .0040 50.0 .0 .016 1.50 0 4 6 0 1 CHANNEL .0 800. .0044 4.0 4.0 .035 5.00 0 7 6 8 13 12 16 11 10 9 18 19 20 21 44 220 22 43 230 23 24 250 25 260 26 42 340 270 27 41 28 290 29 166 167 168 169 170 171 172 173 174 175 6 0 1 CHANNEL .0 1400. .0100 .0 50.0 .016 1.50 0 17 0 1 CHANNEL .0 1200. .0032 4.0 4.0 .035 5.00 0 17 0 1 CHANNEL .0 1800. .0033 4.0 4.0 .035 5.00 0 17 0 1 CHANNEL .0 3600. .0060 50.0 .0 .016 1.50 0 22 0 1 CHANNEL .0 1300. .0060 50.0 .0 .016 2.50 0 22 0 1 CHANNEL .0 3500. .0060 50.0 50.0 .016 2.00 0 17 0 1 CHANNEL .0 8350. .0060 50.0 .0 .016 1.50 0 17 0 1 CHANNEL .0 1600. .0060 50.0 .0 .016 1.50 0 17 0 1 CHANNEL 5.0 1000. .0060 15.0 15.0 .035 5.00 0 17 0 1 CHANNEL .0 1100. .0060 50.0 .0 .016 1.50 0 17 0 1 CHANNEL .0 200. .0050 100.0 100.0 .016 1.50 0 17 0 1 CHANNEL .0 2100. .0050 4.0 4.0 .035 5.00 0 44 0 1 CHANNEL .0 1200. .0050 50.0 .0 .016 1.50 0 17 0 1 CHANNEL 3.0 800. .0050 10.0 10.0 .035 2.00 0 22 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 11.9 4.1 .0 43 0 1 CHANNEL .0 1600. .0070 4.0 4.0 .035 5.00 0 17 4 2 PIPE .1 1. .0010 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 133.0 .0 140.0 .0 150.0 23 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 7.2 7.2 .0 18 0 1 CHANNEL .0 1300. .0050 50.0 .0 .016 1.50 0 7 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 0 25 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .1 .3 5.0 .3 22 0 2 PIPE 1.3 500. .0050 .0 .0 .013 1.25 0 26 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 11.2 7.0 .0 42 0 5 PIPE 3.5 800. .0050 .0 .0 .016 3.50 0 OVERFLOW 10.0 800. .0050 4.0 4.0 .035 5.00 22 0 2 PIPE 6.0 1. .0050 .0 .0 .016 6.00 0 11 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 1.9 7.0 .0 27 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 5.9 7.0 .0 41 0 1 CHANNEL .0 800. .0050 50.0 .0 .016 1.50 0 26 0 5 PIPE 4.0 100. .0050 .0 .0 .016 4.00 0 OVERFLOW 10.0 100. .0050 50.0 50.0 .016 1.00 27 0 1 CHANNEL .0 5000. .0050 .0 50.0 .016 1.50 0 29 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 3.1 7.0 .0 18 0 2 PIPE 1.0 500. .0050 .0 .0 .013 1.00 0 167 0 2 PIPE 2.5 96. .0032 .0 .0 .013 2.51 0 169 0 1 CHANNEL 4.0 260. .0021 2.0 2.0 .035 5.00 0 169 0 2 PIPE 1.3 10. .0017 .0 .0 .013 1.25 0 170 0 2 PIPE 2.5 40. .0070 .0 .0, .013 2.47 0 174 0 1 CHANNEL 4.0 460. .0021 2.0 2.0 .035 5.00 0 174 0 2 PIPE 1.3 10. .0038 .0 .0 .013 1.25 0 173 0 2 PIPE 1.5 120. .0033 .0 .0 .013 1.50 0 175 0 1 CHANNEL .0 1200. .0050 4.0 4.0 .035 1.10 0 175 0 2 PIPE 2.3 75. .0211 .0 .0 .013 2.25 0 177 0 2 PIPE 2.5 853. .0123 .0 .0 .013 2.50 0 176 17 178 320 321 322 323 324 325 326 327 328 329 179 331 180 30 33 310 31 17 2 3 91 93 94 92 95 357 358 359 360 361 362 363 364 365 366 38 39 370 371 177 0 2 PIPE 1.0 315. .0020 .0 .0 .013 1.00 180 0 2 PIPE 3.0 480. .0100 .0 .0 .013 3.00 177 0 2 PIPE 2.3 1150. .0038 .0 .0 .013 2.25 321 0 1 CHANNEL 5.0 1350. .0050 4.0 4.0 .035 5.00 324 8 2 PIPE .1 300. .0053 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 .8 4.3 1.5 5.5 2.5 6.4 3.8 7.3 5.4 8.0 323 0 2 PIPE .1.5 10. .0100 .0 .0 .013 1.50 324 0 1 CHANNEL .0 1500. .0142 50.0 .0 .016 1.50 331 0 2 PIPE 3.0 120. .0050 .0 .0 .013 3.00 326 0 1 CHANNEL 4.0 420. .0050 3.0 3.0 .035 3.00 327 0 2 PIPE 3.5 100. .0050 .0 .0 .013 3.50 329 0 1 CHANNEL 4.0 750. .0050 3.0 3.0 .035 3.00 329 0 2 PIPE 1.8 100. .0100 .0 .0 .013 1.75 180 0 1 CHANNEL 5.0 240. .0050 4.0 4.0 .035 4.00 324 0 2 PIPE 1.5 80. .0050 .0 .0 .013 1.50 325 0 2 PIPE 3.0 80. .0050 .0 .0 .013 3.00 30 0 2 PIPE 5.2 130. .0015 .0 .0 .013 5.20 4 0 3 .0 1. .0010 .0 .0 .001 10.00 21 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 31 11 3 .0 1. .0010 .0 .0 .001 10.00 TIME IN HRS VS INFLOW IN CFS .0 .0 .1 .0 .2 .0 .3 2.0 .3 10.0 .4 25.0 .5 38.0 .6 53.0 .7 59.0 .8 55.0 5.0 55.0 27 0 3 .0 1. .0010 .0 .0 .001 10.00 2 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 1 10 2 PIPE .1 1. .0001 .0 .0 5.000 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 13.0 1.3 25.0 4.4 37.0 10.1 47.0 18.2 55.0 23.5 60.0 28.0 62.0 33.1 289.0 38.2 636.0 3 6 2 PIPE .1 1. .0001 .0 .0 5.000 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 6.0 .2 93.0 .5 247.0 .9 380.0 1.2 434.0 357 0 1 CHANNEL 4.0 2050. .0100 50.0 60.0 .052 5.00 93 0 1 CHANNEL .0 1325. .0150 4.0 4.0 .060 5.00 94 10 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 1.0 .0 1.6 1.9 2.4 5.4 3.3 7.7 4.3 14.0 5.4 20.7 6.5 93.9 357 0 1 CHANNEL .0 1000. .0027 3.0 3.0 .035 5.00 357 0 1 CHANNEL 2.0 2000. .0100 2.0 2.0 .036 5.00 93 0 3 .0 1. .0010 .0 .0 .001 10.00 358 0 1 CHANNEL 16.0 10. .0050 4.0 4.0 .045 4.00 359 0 2 PIPE 9.4 103. .0050 .0 .0 .013 9.44 360 0 1 CHANNEL 16.0 950. .0050 4.0 4.0 .045 4.00 361 0 2 PIPE 9.4 46. .0050 .0 .0 .013 9.44 362 0 1 CHANNEL 16.0 619. .0050 4.0 4.0 .045 4.00 363 0 1 CHANNEL 16.0 215. .0050 4.0 4.0 .045 4.00 364 0 1 CHANNEL 16.0 415. .0050 4.0 4.0 .045 4.00 366 0 1 CHANNEL 16.0 90. .0050 4.0 4.0 .045 4.00 366 0 1 CHANNEL .0 1125. .0045 4.0 4.0 .035 2.30 367 0 1 CHANNEL 16.0 377. .0050 4.0 4.0 .045 4.00 373 0 1 CHANNEL .0 1080. .0050 4.0 4.0 .035 3.50 38 0 1 CHANNEL .0 2160. .0050 4.0 4.0 .035 3.50 361 9 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .0 .8 .2 1.1 .4 1.4 .6 3.5 .7 3.7 .8 3.9 1.0 4.1 362 7 2 PIPE .1 1. .0015 .0 .0 .013 .10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .1 1.2 .6 1.8 372 363 0 2 PIPE 1.3 80. 373 364 16 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 6.9 18.0 7.6 18.8 8.2 19.6 10.3 49.4 10.7 72.6 11.1 99.7 374 38 13 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .5 2.8 .7 3.9 .8 4.8 1.7 7.3 OTOTAL NUMBER OF GUTTERS/PIPES, 90 1 COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK DRAINAGE MODEL FOR A 100 YEAR STORM (TOTAL DEVELOPED BUILDOUT : 39503100.DAT) ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE 1 2 0 0 0 0 0 0 0 0 0 2 17 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 15 30 0 0 0 0 0 0 0 0 6 4 7 0 0 0 0 0 0 0 0 7 24 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 0 11 340 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 0 17 6 8 13 11 10 9 ' 18 19 20 44 18 23 29 0 0 0 0 0 0 0 0 19 0 0 0 0 0 0 0 0 0 0 .2 1.4 .3 1.4 .4 1.6 .0040 .0 .0 .013 1.25 0 .0042 .0 .0 .013 .10 0 1.6 .0 3.6 6.4 6.3 16.8 8.9 20.8 9.5 21.6 9.9 31.5 11.5 130.9 .0040 .0 .0 .013 .10 0 .2 .0 .4 1.1 .5 2.1 1.1 5.6 1.3 6.3 1.5 6.9 TRIBUTARY SUBAREA D.A.(AC) 0 0 0 0 0 0 0 0 0 0 426.1 0 0 0 0 0 0 0 0 0 0 426.1 303 0 0 0 0 0 0 0 0' 0 535.0 0 0 0 0 0 0 0 0 0 0 219.2 60 0 0 0 0 0 0 0 0 0 262.5 70 0 0 0 0 0 0 0 0 0 34.4 80 0 0 0 0 0 0 0 0 0 57.1 90 0 0 0 0 0 0 0 0 0 13.1 100 0 0 0 0 0 0 0 0 0 13.2 110 0 0 0 0 0 0 0 0 0 9.6 120 0 0 0 0 0 0 0 0 0 17.8 130 0 0 0 0 0 0 0 0 0 24.7 150 0 0 0 0 0 0 0 0 0 1.8 160 0 0 0 0 0 0 0 0 0 4.0 0 0 0 0 0 0 0 0 0 0 426.1 0 0 0 0 0 0 0 0 0 0 .0 190 0 0 0 0 0 0 0 0 0 1.4 20 0 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 31.3 21 33 0 0 '0 0 0 0 0 0 0 210 0 0 0 0 0 0 0 0 0 13.1 22 12 16 220 25 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.7 23 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 24 0 0 0 0 0 0 0 0 0 0 240 0 0 0 0 0 0 0 0 0 5.0 25 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 26 260 41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.9 27 270 28 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.9 28 0 0 0 0 0 0 0 0 0 0 280 0 0 0 0 0 0 0 0 0 6.9 29 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 30 180 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 217.4 31 310 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 33 0 0 0 0 0 0 0 0 0 0 330 0 0 0 0 0 0 0 0 0 5.6 38 39 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 113.4 39 0 0 0 0 0 0 0 0 0 0 316 0 0 0 0 0 0 0 0 0 99.0 41 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.9 42 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.9 43 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.7 44 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13.1 91 0 0 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 30.2 92 0 0 0 0 0 0 0 0 0 0 304 0 0 0 0 0 0 0 0 0 71.5 93 91 95 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 77.5 94 93 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77.5 95 0 0 0 0 0 0 0 0 0 0 302 0 0 0 0 0 0 0 0 0 47.3 166 0 0 0 0 0 0 0 0 0 0 204 0 0 0 0 0 0 0 0 0 19.0 167 166 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19.0 168 0 0 0 0 0 0 0 0 0 0 205 0 0 0 0 0 0 0 0 0 5.8 169 167 168 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 170 169 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 171 0 0 0 0 0 0 0 0 0 0 206 0 0 0 0 0 0 0 0 0 7.7 w .5(S) 1.4( ) 1.1( ) 1.3( ) 5.5(S) 2.0( ) .0( ) 2.8( ) 2 10. 206. 238. 9. 20. 21. 24. 8. 282. .5(S) 1.4( ) 1.1( ) 1.3( ) 5.4(S) 1.9( ) .0( ) 2.8( ) 2 15. 202. 236. 8. 19. 21. 22. 8. 277. MS) 1.3( ) 1.0( ) 1.2( ) 5.4(S) 1.9( ) .0( ) 2.8( ) 2 20. 197. 233. 8. 18. 20. 21. 6. 272. .4(S) 1.3( ) 1.0( ) 1.2( ) 5.4(S) 1.9( ) .0( ) 2.8( ) 2 25. 192. 229. 7. 17. 20. 21. 7. 267. .4(S) 1.3( ) 1.0( ) 1.2( ) 5.3(S) 1.8( ) .0( ) 2.7( ) 2 30. 187. 224. 7. 17. 20. 20. 5. 261. .4(S) 1.3( ) 1.0( ) 1.2( ) 5.3(S) 1.8( ) .O( ) 2.7( ) 2 35. 182. 219. 7. 16. 19. 20. 6. 254. .4(S) 1.3( ) 1.0( ) 1.2( ) 5.2(S) 1.8( ) .0( ) 2.7( ) 2 40. 178. 213. 6. 15. 19. 20. 4. 248. MS) 1.3( ) .9( ) 1.1( ) 5.2(S) 1.8( ) .0( ) 2.6( ) 2 45. 171. 207. 6. 15. 19. 19. 5. 241. MS) 1.3( ) .9( ) 1.1( ) 5.1(S) 1.8( ) .0( ) 2.6( ) 2 50. 162. 200. 6. 14. 18. 19. 4. 234. MS) 1.3( ) .9( ) 1.1( ) 5.0(S) 1.8( ) .0( ) 2.6( ) 2 55. 150. 192. 6. 14. 18. 18. 4. 224. .3(S) 1.2( ) .9( ) 1.1( ) 5.0(S) 1.8( ) .0( ) 2.5( ) 3 0. 138. 182. 5. 13. 18. 18. 3. 214. .3(S) 1.2( ) .9( ) 1.0( ) 4.9(S) 1.8( ) .0( ) 2.4( ) COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK DRAINAGE MODEL FOR A 100 YEAR STORM (TOTAL DEVELOPED BUILDOUT : 39503100.DAT) *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 322 11. 1.5 2.1 1 25. 320 14. .8 0 40. 179 8. 1.5 .0 0 40. 323 11. .4 1 40. 321 7. .1 3.1 2 35. 166 25. 2.5 1.6 1 0. 324 51. 3.0 .0 0 35. 168 3. 1.3 .6 1 20. 167 26. 1.7 0 30. 331 51. 3.0 .1 0 40. 169 30. 1.8 0 30. 325 95. 2.3 0 35. .0(S) .2( ) .6( ) .6( ) .5(S) .0( ) .0( ) .4( ) 0 30. 13. 8. 4. 9. 0. 0. 103. 17. .0(S) .4( ) .8( ) .9( ) 1.1(S) .1( ) .0( ) .6( ) 0 35. 24. 23. 9. 23. 4. 1. 207. 46. .1(S) .5( ) 1.1( ) 1.4( ) 2.2(S) .5( ) .0( ) 1.1( ) 0 40. 34. 43. 15. 35. 8. 2. 108. 80. .1(S) .7( ) 1.3( ) 1.7( ) 3.3(S) .8( ) .0( ) 1.4( ) 0 45. 42. 61. 16. 36. 12. 5. 80. - 102. .1(S) .8( ) 1.3( ) 1.7( ) 4.0(S) 1.1( ) .0( ) 1.7( ) 0 50. 48. 78. 18. 38. 15. 9. 64. 124. .1(S) .9( ) 1.4( ) 1.7( ) 4.5(S) 1.4( ) .0( ) 1.8( ) 0 55. 52. 91. 19. 38. 18. 13. 56. 142. .1(S) .9( ) 1.4( ) 1.7( ) 4.9(S) 1.5( ) .0( ) 2.0( ) 1 0. 55. 102. 19. 38. 20. 16. 45. 155. .1(S) 1.0( ) 1.4( ) 1.7( ) 5.3(S) 1.7( ) .0( ) 2.1( ) 1 5. 57. 109. 18. 36. 28. 20. 39. 165. .1(S) 1.0( ) 1.4( ) 1.7( ) 5.5(S) 1.8( ) .0( ) 2.1( ) 1 10. 59. 113. 17. 35. 37. 28. 32. 175. .1(S) 1.0( ) 1.4( ) 1.7( ) 5.7(S) 2.1( ) .0( ) 2.2( ) 1 15. 61. 115. 16. 33. 41. 35. 28. 182. .1(S). 1.0( ) 1.3( ) 1.6( ) 5.7(S) 2.2( ) .0( ) 2.3( ) 1 20. 62. 115. 15. 31. 41. 39. 24. 185. .2(S) 1.0( ) 1.3( ) 1.6( ) 5.7(S) 2.3( ) .0( ) 2.3( ) 1 25. 89. 119. 14. 30. 40. 40. 22. 189. .2(S) 1.0( ) 1.3( ) 1.5( ) 5.7(S) 2.4( ) .0( ) 2.3( ) 1 30. 138. 133. 14. 28. 38. 39. 19. 200. .3(S) 1.1( ) 1.2( ) 1.5( ) 5.7(S) 2.3( ) .0( ) 2.4( ) 1 35. 172. 155. 13. 27. 36. 38. 18. 219. :4(S) 1.1( ) 1.2( ) 1.5( ) 5.6(S) 2.3( ) .0( ) 2.5( ) 1 40. 192. 179. 12. 26. 33. 36. 16. 240. .4(S) 1.2( ) 1.2( ) 1.4( ) 5.6(S) 2.3( ) .0( ) 2.6( ) 1 45. 204. 199. 11. 25. 31. 33. 16. 258. .5(S) 1.3( ) 1.2( ) 1.4( ) 5.6(S) 2.2( ) .0( ) 2.7( ) 1 50. 210. 216. 11. 24. 29. 31. 14. 271. .5(S) 1.3( ) 1.2( ) 1.4( ) 5.5(S) 2.2( ) .0( ) 2.8( ) 1 55. 212. 227. 10. 23. 27. 30. 13. 279. .5(S) 1.3( ) 1.1( ) 1.4( ) 5.5(S) 2.1( ) .0( ) 2.8( ) 2 0. 211. 234. 10. 22. 25. 28. 11. 284. .5(S) 1.3( ) 1.1( ) 1.3( ) 5.5(S) 2.1( ) .0( ) 2.8( ) 2 5. 209. 237. 9. 21. 23. 26. 10. 284. 4. 1.3 1.0 1 15. 28. 1.8 0 35. 6. 1.5 5.4 2 5. 76. 3.5 .2 0 45. 34. 1.4 0 40. 6. 1.0 2 25. 17. 1.8 .1 0 40. 76. 2.1 0 55. 21. 2.3 2.9 1 10. 2. 1.0 2.2 2 10. 39. 1.8 1 15. 101. 2.1 0 40. 63. 2.3 0 35. 119. 5.2 3.3 1 10. 33. .6 0 40. 3. (DIRECT FLOW) 0 15. 8. (DIRECT FLOW) 0 20. 27. .6 0 40. 159. (DIRECT FLOW) 0 30. 6. .4 0 45. 68. .9 0 40. 3. 1.0 .0 1 0. 7. .4 0 45. 2. (DIRECT FLOW) 0 15. 111. .9 0 40. 124. 2.9 0 50. 59. 1.4 0 45. 99. 2.6 0 45. 10. .2 0 35. 9. .4 0 55. 9. .5 0 45. 36. .7 0 40. 10. .4 1 30. 39. .7 0 45. 143. 3.3 0 40. 240. 4.0 0 45. 632. 3.1 0 45. 207. (DIRECT FLOW) 0 35. 19. 1.4 1 0. 212. .1 31.4 1 55. 41. .1 5.7 1 20. 212. .1 .5 1 55. 38. 1.7 0 55. 40. 2.4 1 25. 238. 1.4 2 10. 284. 2.8 2 5. 284. 3.4 2 5. 284. 2.8 2 5. 58. (DIRECT FLOW) 0 40. 4. .1 .8 1 10. 284. 3.4 2 5. 58. (DIRECT FLOW) 0 40. 10. .4 1 5. 6. (DIRECT FLOW) 0 15. 7. .1 1.7 1 25., 67. 2.3 1 0. 1. .1 .3 1 15. 287. 2.8 2 10. 70. .9 1 10. 73. 2.4 1 5. McCldlbnds Channel 4+ VP92. ! I � MeelCllunosI Citonnal kt 7,,,,1n6nc Woad E 372 4. 1.3 .6 1 15. 362 289. 2.9 2 10. 41 70. 2.8 1 10. 260 12. (DIRECT FLOW) 0 15. 373 105. .1 11.1 1 30. 363 293. 2.9 2 10. 26 79. 4.2 1 10. 250 0. (DIRECT FLOW) 0 5. 365 48. 2.1 0 55. 364 368. 3.2 2 5. 42 79. 2.4 1 10. 25 0. .2 0 35. 220 12. (DIRECT FLOW) 0 20. 16 12. .3 0 40. 12 83. .9 0 40. 366 394. 3.3 2 5. 22 155. 2.9 0 45. 367 394. (DIRECT FLOW) 2 5. 43 159. .1 .0 0 50. ENDPROGRAM PROGRAM CALLED 2 1 1 2 3 4 WATERSHED 0 COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK 100-YEAR SWMM MODEL -- WITH ON -SITE DETENTION WEST OF TIMBERLINE (FILE:MCC-FD) 36 0 0 5.0 1 1.0 1 25 5 0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 0.00 -2 .016 .250 0.1 0.5 0.5 0.5 .0018 1 80 8 313057.12 40 .01 1 60 6 1150 8.95 40 .01 1 70 7 135029.38 40 .01 1 130 13 67524.66 40 .01 1 100 10 85013.19 40 .01 1 150 15 50 1.84 80 .02 1 160 16 3500 4.02 84 .02 1 110 11 34 9.58 84 .02 1 120 12 50017.79 80 .02 1 90 9 40013.12 10 .01 1 190 19 250 1.38 80 .01 1 200 20 70031.34 80 .01 1 210 21 500 7.51 80 .01' 1 240 24 300 5.00 80 .01 1 280 28 50 6.90 80 .02 1 330 33 700 5.63 80 .01 1 304 92 200071.50 45 .01 1 201 320 31514.75 14.5.0183 1 202 322 70022.90 50.0165 1 203 172 100032.25 80.0100 1 204 166 90019.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 650 7.70 70.0080 1 207 176 65013.80 57.0235 1 208 178 95027.12 70.0170 1 209 321 43523.40 40.0085 1 165 324 400 8.90 40.0100 1 211 325 70010.90 40.0200 1 212 328 400 4.20 70.0380 1 213 180 70023.33 45.0055 1 214 179 2200 1.62 90.0110 1 215 331 35 0.70 90.0270 1 216 329 35 0.96 90.0060 1 301 91 240030.20 45.0077 .430 0.6 1 302 95 350047.30 45 .01 .390 0.6 1 303 303 4100108.9 45.0113 1 305 365 198878.50 3.9.0110 .25 1 306 372 1729 8.73 31.2.0200 .95 1 307 359 960 5.42 17.0.1262 .95 1 308 370 1335 7.03 40.0.0200 .60 1 309 361 507 1.63 4.0.1262 .99 1 311 371 315 2.78 40.0.0200 0.9 1 312 363 569 2.09 2.3.1262 .99 1 313 366 495 0.91 1.0.0500 0.9 1 314 373 304091.15 34.0.0200 .55 1 315 374 100014.39 40.0.0200 .35 1 316 39 276499.00 2.0.0169 0.3 MC6- ra. Dtqr (le dell(i ncj ehgWf (epoOcd 6WMM010id Folly-DevelTed W IA drl- 5 fe De4enP"on• 0 11 305 306 307 308 309 311 312 313 314 315 316 0 15 4 0 1 0 1600 0.004 50 0 0.016 1.5 0 4 6 0 1 0 800 0.0044 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 17 0 1 0 1200 0.0032 4 4 0.035 5.0 0 8 17 0 1 0 1800 0.0033 4 4 0.035 5.0 0 13 17 0 1 0 3600 0.006 50 0 0.016 1.5 0 12 22 0 1 0 1300 0.006 50 0 0.016 2.5 0- 16 22 0 1 0 3500 0.006 50 50 0.016 2.0 0 11 17 0 1 0 8350 0.006 50 0 0.016 1.5 0 10 17 0 1 0 1600 0.006 50 0 0.016 1.5 0 9 17 0 1 5 1000 0.006 15 15 0.035 5.0 0 18 17 0 1 0 1100 0.006 50 0 0.016 1.5 0 19 17 0 1 0 200 0.005 100 100 0.016 1.5 0 20 17 0 1 0 2100 0.005 4 4 0.035 5.0 0 21 44 0 1 0 1200 0.005 50 0 0.016 1.5 0 44 17 0 1 3 800 0.005 10 10 0.035 2.0 -1 220 22 3 3 0 1 0 0 0.32 11.87 4.1 0 0 22 43 0 1 0 1600 0.007 4 4 0.035 5.0 0 43 17 4 2 0.1 1 0.001 0.016 0.1 0 0 0 133 .01 140 .02 150 -1 230 23 3 3 0 1 0. 0. 0.30 7.21 7.16 0 0 23 18 0 1 0 1300 0.005 50 0 0.016 1.5 0 24 7 0 1 0 700 0.008 50 0 0.016 1.5 -1 250 25 3 3 0 1 0. 0. 0.08 0.32 5. 0.32 0 25 22 0 2 1.25 500 0.005 0.013 1.25 -1 260 26 3 3 0 1 0. 0. 0.24 11.19 6.99 0 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.0 0 42 22 0 2 6 1 0.005 0.016 6.0 -1 340 11 3 3 0 1 0. 0. 0.23 1.91 6.96 0 -1 270 27 3 3 0 1 0. 0. 0.24 5.89 6.98 0 0 27 41 0 1 0 800 0.005 50 0 0.016 1.5 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 1.0 0 28 27 0 1 0 5000 0.005 0 50 0.016 1.5 -1 290 29 3 3 0 1 0. 0. 0.22 3.06 6.98 0 0 29 18 0 2 1.00 500 0.005 0.013 1.0 0 166 167 0 2 2.51 96 0.0032 0 0 0.013 2.51 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 5.00 0 168 169 0 2 1.25 10 0.0017 0 0 0.013 1.25 0 169 170 0 2 2.47 40 0.0070 0 0 0.013 2.47 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 5.00 0 171 174 0 2 1.25 10 0.0038 0 0 0.013 1.25 0 172 173 0 2 1.50 120 0.0033 0 0 0.013 1.50 0 173 175 0 1 0 1200 0.0050 4 4 0.035 1.10 0 174 175 0 2 2.25 75 0.0211 0 0 0.013 2.25 0 175 177 0 2 2.50 853 0.0123 0 0 0.013 2.50 0 176 177 0 2 1.00 315 0.0020 0 0 0.013 1.00 0 177 180 0 2 3.00 480 0.0100 0 0 0.013 3.00 0 178 177 0 2 2.25 1150 0.0038 0 0 0.013 2.25 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 5.00 0 321 324 8 2 0.1 300 0.0053 0 0 0.013 0.10 0.0 0.0 0.05 0.0 0.31 2.6 0.79 4.3 1.52 5.5 2.55 6.4 3.85 7.3 5.40 8.0 0 322 323 0 2 1.50 10 0.0100 0 0 0.013 1.50 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 0 324 331 0 2 3.00 120 0.0050 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 3 3 0.035 3.00 0 326 327 0 2 3.50 100 0.0050 0 0 0.013 3.50 0 327 329 0 1 4.00 750 0.0050 3 3 0.035 3.00 0 328 329 0 2 1.75 100 0.0100 0 0 0.013 1.75 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 0 179 324 0 2 1.50 80 0.0050 0 0 0.013 1.50 0 331 325 0 2 3.00 80 0.0050 0 0 0.013 3.00 0 180 30 0 2 5.20 130 0.00146 0 0 0.013 5.20 0 30 4 0 3 0 1 0 33 21 0 1 0 700 0.008 50 0 0.016 1.5 -1 310 31 11 3 0 1 0. 0. 0.08 0. 0.17 0. 0.25 2. 0.33 10. 0.42 25. 0.50 38. 0.58 53. 0.67 59. 0.75 55. 5.00 55. 0 31 27 0 3 0 1 0 17 2 0 1 10 500 0.005 15 15 0.040 5.0 0 2 1 10 2 0.1 1 0.0001 5.000 0.1 0.0 0.0 0.26 13.0 1.30 25.0 4.38 37.0 10.10 47.0 18.24 55.0 23.55 60.0 28.05 62.0 33.12 289.0 38.19 636.0 0 1 3 6 2 0.1 1 0.0001 5.000 0.1 0.0 0.0 0.03 6.00 0.22 93. 0.54 247. 0.93 380. 1.19 434. 0 3 357 0 1 4 2050 0.0100 50 60 0.052 5.0 0 93 94 10 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.05 0.00 0.51 0.0 0.98 0.00 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14.40 5.41 20.7 6.52 93.90 0 94 357 0 1 0 1000 0.0027 3 3 0.035 5.0 0 95 93 0 3 0 1 0 357 358 0 1 16 10 0.0050 4 4 0.045 4.00 0 358 359 0 2 9.44 103 0.0050 0.013 9.44 0 359 360 0 1 16 950 0.0050 4 4 0.045 4.00 0 360 361 0 2 9.44 46 0.0050 0.013 9.44 0 361 362 0 1 16 619 0.0050 4 4 0.045 4.00 0 362 363 0 1 16 215 0.0050 4 4 0.045 4.00 0 363 364 0 1 16 415 0.0050 4 4 0.045 4.00 0 364 366 0 1 16 90 0.0050 4 4 0.045 4.00 0 365 366 0 1 0 1125 0.0045 4 4 0.035 2.35 0 366 367 0 1 16 377 0.0050 4 4 0.045 4.00 0 38 373 0 1 0 1080 0.0050 4 4 0.035 3.50 0 39 38 0 1 0 2160 0.0050 4 4 0.035 3.50 0 370 361 9 2 0.10 1 0.0050 0.013 0.10 0.00 0.0 .00 0.00 .04 0.80 .19 1.14 .41 1.40 .57 3.52 .68 3.71 .80 3.88 .99 4.13 0 371 362 7 2 0.10 1 0.0015 0.013 0.10 0.00 0.0 .00 0.52 .103 1.18 .219 1.39 .304 1.39 .371 1.58 .550 1.75 0 372 363 0 2 1.25 80 0.0040 0.013 1.25 0 373 364 16 2 0.10 1 0.0042 0.013 0.10 0.00 0.0 .061 0.00 .465 0.0 1.578 0.0 3.566 6.4 6.256 16.8 6.909 18.0 7.562 18.8 8.216 19.6 8.869 20.8 9.522 21.6 9.910 31.5 10.298 49.4 10.687 72.6 11.075 99.7 0 374 38 13 2 0.10 1 0.0040 0.00 0.0 .009 0.00 .119 0.0 0.409 1.13 0.469 2.11 0.528 2.76 0.827 4.84 1.062 5.60 1.297 6.27 1.711 7.29 0 91 93 2 2 0.1 1 0.0050 0.00 0.0 2.90 15.1 0 303 3 2 2 0.1 1 0.0050 0.00 0.0 10.60 54.5 0 92 357 2 2 0.1 1 0.0050 0.00 0.0 6.40 35.8 0 9 1 3 91 92 93 94 95 303 357 ENDPROGRAM 11.463 130.9 0.013 0.10 0.230 0.0 0.678 3.94 1.532 6.87 0.013 0.1 0.013 0.1 lOnt(��JG�!/�Fln lion �nn�l� befueen ii�e V�1�24n� 0.013 0.1 7,mbeiGtie 1� i d ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) OTAPE OR DISK ASSIGNMENTS w JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK 100-YEAR.SWMM MODEL -- WITH ON -SITE DETENTION WEST OF TIMBERLINE (FILE:MCC-FD) ONUMBER OF TIME STEPS 36 OINTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH OFOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OFOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 .00 0 COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK 100-YEAR SWMM MODEL -- WITH ON -SITE DETENTION WEST OF TIMBERLINE (FILE:MCC-FD) SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 0. .0 .0 .0300 .016 .250 .100 .500 .50 .50 .00180 80 8 3130. 57.1 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 60 6 1150. 8.9 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 70 7 1350. 29.4 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 130 13 675. 24.7 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 100 10 850. 13.2 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 150 15 50. 1.8 80.0 .0200 .016 .250 .100 500 .50 .50 .00180 1 160 16 3500. 4.0 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 110 11 34. 9.6 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 120 12 500. 17.8 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 90 9 400. 13.1 10.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 190 19 250. 1.4 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 200 20 700. 31.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 210 21 500. 7.5 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 240 24 300. 5.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 280 28 50. 6.9 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 330 33 700. 5.6 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 304 92 2000. 71.5 45.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 201 320 315. 14.8 14.5 .0183 .016 .250 .100 .500 .50 .50 .00180 1 202 322 700. 22.9 50.0 .0165 .016 .250 .100 .500 .50 .50 .00180 1 203 172 1000. 32.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 204 166 900. 19.0 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 205 168 650. 5.8 47.0 .0105 .016 .250 .100 .500 .50 .50 .00180 1 206 171 650. 7.7 70.0 .0080 .016 .250 .100 .500 .50 .50 .00180 1 207 176 650. 13.8 57.0 .0235 .016 .250 .100 .500 .50 .50 .00180 1 208 178 950. 27.1 70.0 .0170 .016 .250 .100 .500 .50 .50 :00180 1 209 321 435. 23.4 40.0 .0085 .016 .250 .100 .500 .50 .50 .00180 1 165 324 400. 8.9 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 211 325 700. 10.9 40.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 212 328 400. 4.2 70.0 .0380 .016 .250 .100 .500 .50 .50 .00180 1 213 180 700. 23.3 45.0 .0055 .016 .250 .100 .500 .50 .50 .00180 1 214 179 2200. 1.6 90.0 .0110 .016 .250 .100 .500 .50 .50 .00180 1 215 331 35. .7 90.0 .0270 .016 .250 .100 .500 .50 .50 .00180 1 216 329 35. 1.0 90.0 .0060 .016 .250 .100 .500 .50 .50 .00180 1 301 91 2400. 30.2 45.0 .0077 .016 .430 .100 .600 .50 .50 .00180 1 302 95 3500. 47.3 45.0 .0100 .016 .390 .100 .600 .50 .50 .00180 1 303 303 4100. 108.9 45.0 .0113 .016 .250 .100 .500 .50 .50 .00180 1 305 365 1988. 78.5 3.9 .0110 .016 .250 .100 .250 .50 .50 .00180 1 306 372 1729. 8.7 31.2 .0200 .016 .250 .100 .950 .50 .50 .00180 1 307 359 960. 5.4 17.0 .1262 .016 .250 .100 .950 .50 .50 .00180 1 308 370 1335. 7.0 40.0 .0200 .016 .250 .100 .600 .50 .50 .00180 1 309 361 507. 1.6 4.0 .1262 .016 .250 .100 .990 .50 .50 .00180 1 311 371 315. 2.8 40.0 .0200 .016 .250 .100 .900 .50 .50 .00180 1 312 363 569. 2.1 2.3 .1262 .016 .250 .100 .990 .50 .50 .00180 1 313 366 495. .9 1.0 .0500 .016 .250 .100 .900 .50 .50 .00180 1 314 373 3040. 91.2 34.0 .0200 .016 .250 .100 .550 .50 .50 .00180 1 315 374 1000. 14.4 40.0 .0200 .016 .250 .100 .350 .50 .50 .00180 1 316 39 2764. 99.0 2.0 .0169 .016 .250 .100 .300 .50 .50 .00180 1 OTOTAL NUMBER OF SUBCATCHMENTS, 47 OTOTAL TRIBUTARY AREA (ACRES), 1024.32 i COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK 100-YEAR SWMM MODEL -- WITH ON -SITE DETENTION WEST OF TIMBERLINE (FILE:MCC-FD) HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 11 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 305 306 307 308 309 311 312 313 314 315 316 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0 10. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0 15. 3. 3. 1. 2. 0. 1. 0. 0. 9. 3. 2. 0 20. 5. 5. 1. 5. 0. 2. 0. 0. 29. 7. 3. 0 25. B. 7. 3. 7. 0. 3. 0. 0. 58. 13. 5. 0 30. 17. 13. 5. 13. 0. 5. 0. 0. 110. 24. 15. 0 35. 41. 24. 10. 28. 1. 9. 1. 1. 225. 51. 43. 0 40. 51. 25. 16. 29. 5. 9. 6. 3. 243. 53. 63. 0 45. 46. 17. 13. 18. 4. 5. 6. 3. 158. 34. 67. 0 50. 48. 16. 11. 15. 3. 5. 4. 2. 125. 28. 72. 0 55. 48. 12. 8. 11. 2. 4. 3. 1. 107. 23. 71. 1 0. 47. 10. 6. 9. 2. 3. 2. 1. 92. 19. 70. 1 5. 45. 8. 4. 6. 1. 2. 1. 1. 79. 15. 66. 1 10. 42. 6. 3. 5. 1. 2. 1. 0. 68. 13. 62. 1 15. 40. 4. 2. 4. 0. 2. 1. 0. 59. 10. 59. 1 20. 38. 4. 2. 3. 0. 1. 1. 0. 52. 9. 55. 1 25. 36. 3. 1. 2. 0. 1. 0. 0. 47. 7. 52. 1 30. 35. 2. 1. 2. 0. 1. 0. 0. 42. 6. 49. 1 35. 33. 2. 1. 2. 0. 1. 0. 0. 38. 6. 47. 1 40. 32. 2. 1. 2. 0. 1. 0. 0. 35. 5. 44. 1 45. 30. 2. 1. 1. 0. 1. 0. 0. 33. 5. 42. 1 50. 29. 2. 1. 1. 0. 1. 0. 0. 31. 4. 40. 1 55. 28. 1. 0. 1. 0. 1. 0. 0. 28. 4. 38. 2 0. 27. 1. 0. 1. 0. 0. 0. 0. 26. 3. 36. 2 5. 25. 1. 0. 1. 0. 0. 0. 0. 23. 3. 34. 2 10. 24. 1. 0. 0. 0. 0. 0. 0. 20. 2. 32. 2 15. 23. 0. 0. 0. 0. 0. 0. 0. 18. 2. 31. 2 20. 22. 0. 0. 0. 0. 0. 0. 0. 17. 2. 29. 2 25. 21. 0. 0. 0. 0. 0. 0. 0. 15. 1. 28. 2 30. 20. 0. 0. 0. 0. 0. 0. 0. 14. 1. 26. 2 35. 20. 0. 0. 0. 0. 0. 0. 0. 13. 1. 25. 2 40. 19. 0. 0. 0. 0. 0. 0. 0. 12. 1. 24. 2 45. 18. 0. 0. 0. 0. 0. 0. 0. 11. 1. 23. 2 50. 18. 0. 0. 0. 0. 0. 0. 0. 11. 1. 22. 2 55. 17. 0. 0. 0. 0. 0. 0. 0. 10. 1. 21. 3 0. 16. 0. 0. 0. 0. 0. 0. 0. 9. 1. 20. COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK 100-YEAR SWMM MODEL -- WITH ON -SITE DETENTION WEST OF TIMBERLINE (FILE:MCC-FD) *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING INUDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 1024.320 TOTAL RAINFALL (INCHES) 2.890 TOTAL INFILTRATION (INCHES) .478 TOTAL WATERSHED OUTFLOW (INCHES) 1.788 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .623 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .005 1 COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK 100-YEAR SWMM MODEL -- WITH ON -SITE DETENTION WEST OF TIMBERLINE (FILE:MCC-FD) GUTTER NUMBER 15 4 7 6 8 13 12 16 11 10 9 18 19 20 21 44 220 22 43 230 GUTTER CONNECTION 4 6 6 17 17 17 22 22 17 17 17 17 17 17 44 17 22 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK (FT) (FT) (FT/FT) L R N (FT) 0 1 CHANNEL .0 1600. .0040 50.0 .0 .016 1.50 0 0 1 CHANNEL .0 800. .0044 4.0 4.0 .035 5.00 0 0 1 CHANNEL .0 1400. .0100 .0 50.0 .016 1.50 0 0 1 CHANNEL .0 1200. .0032 4.0 4.0 .035 5.00 0 0 1 CHANNEL .0 1800. .0033 4.0 4.0 .035 5.00 0 0 1 CHANNEL .0 3600. .0060 50.0 .0 .016 1.50 0 0 1 CHANNEL .0 1300. .0060 50.0 .0 .016 2.50 0 0 1 CHANNEL .0 3500. .0060 50.0 50.0 .016 2.00 0 0 1 CHANNEL .0 8350. .0060 50.0 .0 .016 1.50 0 0 1 CHANNEL .0 16DO. .0060 50.0 .0 .016 1.50 0 0 1 CHANNEL 5.0 1000. .0060 15.0 15.0 .035 5.00 0 0 1 CHANNEL .0 1100. .0060 50.0 .0 .016 1.50 0 0 1. CHANNEL .0 200. .0050 100.0 100.0 .016 1.50 0 0 1 CHANNEL .0 2100. .0050 4.0 4.0 .035 5.00 0 0 1 CHANNEL .0 1200. .0050 50.0 .0 .016 1.50 0 0 1 CHANNEL 3.0 800. .0050 10.0 10.0 .035 2.00 0 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .3 11.9 4.1 .0 43 0 1 CHANNEL .0 1600 17 4 2 PIPE .1 1 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 133.0 .0 140.0 23 3 3 .0 1 TIME IN HRS VS INFLOW IN CFS 0070 4.0 4.0 .035 0010 .0 .0 .016 .0 150.0 0010 .0 .0 .001 5.00 0 .10 0 10.00 -1 .0 .0 .3 7.2 7.2 .0 18 0 1 CHANNEL .0 1300. .0050 50.0 .0 .016 1.50 0 7 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 0 25 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .1 .3 5.0 .3 22 0 2 PIPE 1.3 500. .0050 .0 .0 .013 1.25 0 26 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 11.2 7.0 .0 42 0 5 PIPE 3.5 800. .0050 .0 .0 .016 3.50 0 OVERFLOW 10.0 800. .0050 4.0 4.0 .035 5.00 22 0 2 PIPE 6.0 1. .0050 .0 .0 .016 6.00 0 11 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 1.9 7.0 .0 27 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 5.9 7.0 .0 41 0 1 CHANNEL .0 800. .0050 50.0 .0 .016 1.50 0 26 0 5 PIPE 4.0 100. .0050 .0 .0 .016 4.00 0 OVERFLOW 10.0 100. .0050 50.0 50.0 .016 1.00 27 0 1 CHANNEL .0 5000. .0050 .0 50.0 .016 1.50 0 29 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 3.1 7.0 .0 18 0 2 PIPE 1.0 500. .0050 .0 .0 .013 1.00 0 167 0 2 PIPE 2.5 96. .0032 .0 .0 .013 2.51 0 169 0 1 CHANNEL 4.0 260. .0021 2.0 2.0 .035 5.00 0 169 0 2 PIPE 1.3 10. .0017 .0 .0 .013 1.25 0 170 0 2 PIPE 2.5 40. .0070 .0 .0 .013 2.47 0 174 0 1 CHANNEL 4.0 460. .0021 2.0 2.0 .035 5.00 0 174 0 2 PIPE 1.3 10. .0038 .0 .0 .013 1.25 0 173 0 2 PIPE 1.5 120. .0033 .0 .0 .013 1.50 0 175 0 1 CHANNEL .0 1200. .0050 4.0 4.0 .035 1.10 0 175 0 2 PIPE 2.3 75. .0211 .0 .0 .013 2.25 0 177 0 2 PIPE 2.5 853. .0123 .0 .0 .013 2.50 0 177 0 2 PIPE 1.0 315. .0020 .0 .0 .013 1.00 0 180 0 2 PIPE 3.0 480. .0100 .0 .0 .013 3.00 0 177 0 2 PIPE 2.3 1150. .0038 .0 .0 .013 2.25 0 321 0 1 CHANNEL 5.0 1350. .0050 4.0 4.0 .035 5.00 0 324 8 2 PIPE .1 300. .0053 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 .8 4.3 1.5 5.5 2.5 6.4 3.8 7.3 5.4 8.0 323 0 2 PIPE 1.5 10. .0100 .0 .0 .013 1.50 0 324 0 1 CHANNEL .0 1500. .0142 50.0 .0 .016 1.50 0 331 0 2 PIPE 3.0 120. .0050 .0 .0 .013 3.00 0 326 0 1 CHANNEL 4.0 420. .0050 3.0 3.0 .035 3.00 0 327 0 2 PIPE 3.5 100. .0050 .0 .0 .013 3.50 0 329 0 1 CHANNEL 4.0 750. .0050 3.0 3.0 .035 3.00 0 329 0 2 PIPE 1.8 100. .0100 .0 .0 .013 1.75 0 180 0 1 CHANNEL 5.0 240. .0050 4.0 4.0 .035 4.00 0 324 0 2 PIPE 1.5 80. .0050 .0 .0 .013 1.50 0 325 0 2 PIPE 3.0 80. .0050 .0 .0 .013 3.00 0 30 0 2 PIPE 5.2 130. .0015 .0 .0 .013 5.20 0 4 0 3 .0 1. .0010 .0 .0 .001 10.00 0 21 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 0 31 11 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS .0 .0 .1 .0 .2 .0 .3 2.0 .3 10.0 .5 38.0 .6 53.0 .7 59.0 .8 55.0 5.0 55.0 31 27 0 3 .0 1. .0010 .0 .0 .001 17 2 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 2 1 10 2 PIPE .1 1. .0001 .0 .0 5.000 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .3 13.0 1.3 25.0 4.4 37.0 10.1 47.0 23.5 60.0 28.0 62.0 33.1 289.0 38.2 636.0 1 3 6 2 PIPE .1 1. .0001 .0 .0 5.000 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 6.0 .2 93.0 .5 247.0 .9 380.0 3 357 0 1 CHANNEL 4.0 2050. .0100 50.0 60.0 .052 93 94 10 2 PIPE .1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 1.0 .0 1.6 1.9 3.3 7.7 4.3 14.0 5.4 20.7 6.5 93.9 94 357 0 1 CHANNEL .0 1000. .0027 3.0 3.0 .035 95 93 0 3 .0 1. .0010 .0 .0 .001 357 358 0 1 CHANNEL 16.0 10. .0050 4.0 4.0 .045 358 359 0 2 PIPE 9.4 103. .0050 .0 .0 .013 359 360 0 1 CHANNEL 16.0 950. .0050 4.0 4.0 .045 360 361 0 2 PIPE 9.4 46. .0050 .0 .0 .013 361 362 0 1 CHANNEL 16.0 619. .0050 4.0 4.0 .045 362 363 0 1 CHANNEL 16.0 215. .0050 4.0 4.0 .045 363 364 0 1 CHANNEL 16.0 415. .0050 4.0 4.0 .045 364 366 0 1 CHANNEL 16.0 90. .0050 4.0 4.0 .045 365 366 0 1 CHANNEL .0 1125. .0045 4.0 4.0 .035 366 367 0 1 CHANNEL 16.0 377. .0050 4.0 4.0 .045 38 373 0 1 CHANNEL .0 1080. .0050 4.0 4.0 .035 39 38 0 1 CHANNEL .0 2160. .0050 4.0 4.0 .035 370 361 9 2 PIPE .1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .0 .8 .2 1.1 .4 1.4 .7 3.7 .8 3.9 1.0 4.1 371 362 7 2 PIPE .1 1. .0015 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .1 1.2 .2 1.4 .3 1.4 .6 1.8 372 363 0 2 PIPE 1.3 80. .0040 .0 .0 .013 373 364 16 2 PIPE .1 1. .0042 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .5 .0 1.6 .0 3.6 6.4 6.9 18.0 7.6 18.8 8.2 19.6 8.9 20.8 9.5 21.6 10.3 49.4 10.7 72.6 11.1 99.7 11.5 130.9 374 38 13 2 PIPE .1 1. .0040 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .2 .0 _ .4 1.1 .5 2.8 .7 3.9 .8 4.8 1.1 5.6 1.3 6.3 1.7 7.3 91 93 2 2 PIPE 1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.9 15.1 303 3 2 2 PIPE .1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 10.6 54.5 92 357 2 2 PIPE 1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.4 35.8 OTOTAL NUMBER OF GUTTERS/PIPES, 91 1 .4 25.0 10.00 0 5.00 0 .10 0 18.2 55.0 .10 0 1.2 434.0 5.00 0 .10 0 2.4 5.4 5.00 0 10.00 0 4.00 0 9.44 0 4.00 0 9.44 0 4.00 0 4.00 0 4.00 0 4.00 0 2.30 0 4.00 0 3.50 0 3.50 0 .10 0 .6 3.5 .10 0 .4 1.6 1.25 0 .10 0 6.3 16.8 9.9 31.5 .10 0 .5 2.1 1.5 6.9 .10 0 .10 0 .10 0 COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK 100-YEAR SWMM MODEL -- WITH ON -SITE DETENTION WEST OF TIMBERLINE (FILE:MCC-FD) ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE 1 2 0 0 0 0 0 0 0 0 0 2 17 0 0 0 0 0 0 0 0 0 3 1 303 0 0 0 0 0 0 0 0 4 15 30 0 0 0 0 0 0 0 0 6 4 7 0 0 0 0 0 0 0 0 7 24 0.0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 0 11 340 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 0 17 6 8 13 11 10 9 18 19 20 44 18 23 29 0 0 0 0 0 0 0 0 19 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 0 21 33 0 0 0 0 0 0 0 0 0 22 12 16 220 25 42 0 0 0 0 0 23 230 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 0 25 250 0 0 0 0 0 0 0 0 0 26 260 41 0 0 0 0 0 0 0 0 27 270 28 31 0 0 0 0 0 0 0 TRIBUTARY SUBAREA D.A.(AC) 0 0 0 0 0 0 0 0 0 0 426.1 0 0 0 0 0 0 0 0 0 0 426.1 0 0 0 0 0 0 0 0 0 0 535.0 0 0 0 0 0 0 0 0 0 0 219.2 60 0 0 0 0 0 0 0 0 0 262.5 70 0 0 0 0 0 0 0 0 0 34.4 80 0 0 0 0 0 0 0 0 0 57.1 90 0 0 0 0 0 0 0 0 0 13.1 100 0 0 0 0 0 0 0 0 0 13.2 110 0 0 0 0 0 0 0 0 0 9.6 120 0 0 0 0 0 0 0 0 0 17.8 130 0 0 0 0 0 0 0 0 0 24.7 150 0 0 0 0 0 0 0 0 0 1.8 160 0 0 0 0 0 0 0 0 0 4.0 0 0 0 0 0 0 0 0 0 0 426.1 0 0 0 0 0 0 0 0 0 0 .0 190 0 0 0 0 0 0 0 0 0 1.4 200 0 0 0 0 0 0 0 0 0 31.3 210 0 0 0 0 0 0 0 0 0 13.1 0 0 0 0 0 0 0 0 0 0 28.7 0 0 0 0 0 0 0 0 0 0 .0 240 0 0 0 0 0 0 0 0 0 5.0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 6.9 0 0 0 0 0 0 0 0 0 0 6.9 28 0 0 0 0 0 0 0 a 0 0 29 290 0 0 0 0 0 0 0 0 0 30 180 0 0 0 0 0 0 0 0 0 31 310 0 0 0 0 0 0 0 0 0 33 0 0 0 0 0 0 0 0 0 0 38 39 374 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 0 41 27 0 0 0 0 0 0 0 0 0 42 26 0 0 0 0 0 0 0 0 0 43 22 0 0 0 0 0 0 0 0 0 44 21 0 0 0 0 0 0 0 0 0 91 0 0 0 0 0 0 0 0 0 0 92 0 0 0 0 0 0 0 0 0 0 93 95 91 0 0 0 0 0 0 0 0 94 93 0 0 0 0 0 0 0 0 0 95 0 0 0 0 0 0 0 0 0 0 166 0 0 0 0 0 0 0 0 0 0 167 166 0 0 0 0 0 0 0 0 0 168 0 0 0 0 0 0 0 0 0 0 169 167 168 0 0 0 0 0 0 0 0 170 169 0 0 0 0 0 0 0 0 0 171 0 0 0 0 0 0 0 0 0 0 172 0 0 0 0 0 0 0 0 0 0 173 172 0 0 0 0 0 0 0 0 0 174 170 171 0 0 0 0 0 0 0 0 175 173 174 0 0 0 0 0 0 0 0 176 0 0 0 0 0 0 0 0 0 0 177 175 176 178 0 0 0 0 0 0 0 178 0 0 0 0 0 0 0 0 0 0 179 0 0 0 0 0 0 0 0 0 0 280 0 0 0 0 0 0 0 0 0 6.9 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 217.4 0 0 0 0 0 0 0 0 0 0 .0 330 0 0 0 0 0 0 0 0 0 5.6 0 0 0 0 0 0 0 0 0 0 113.4 316 0 0 0 0 0 0 0 0 0 99.0 0 0 0 0 0 0 0 0 0 0 6.9 0 0 0 0 0 0 0 0 0 0 6.9 0 0 0 0 0 0 0 0 0 0 28.7 0 0 0 0 0 0 0 0 0 0 13.1 301 0 0 0 0 0 0 0 a 0 30.2 304 0 0 0 0 0 0 0 0 0 71.5 0 0 0 0 0 0 0 0 0 0 77.5 0 0 0 0 0 0 0 0 0 0 77.5 302 0 0 0 0 0 0 0 0 0 47.3 204 0 0 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 0 0 0 19.0 205 0 0 0 0 0 0 0 0 0 5.8 0 0 0 0 0 0 0 0 0 0 .24.9 0 0 0 0 0 0 0 0 0 0 24.9 206 0 0 0 0 0 0 0 0 0 7.7 203 0 0 0 0 0 0 0 0 0 32.3 0 0 0 0 0 0 0 0 0 0 32.3 0 0 0 0 0 0 0 0 0 0 32.5 0 0 0 0 0 0 0 0 0 0 64.8 207 0 0 0 0 0 0 0 0 0 13.8 0 0 00 0 0 0 0 0 0 105.7 208 0 0 0 0 0 0 0 0 0 27.1 214 0 0 0 0 0 0 0 0 0 1.6 180 177 329 0 0 0 0 0 0 0 0 213 0 0 0 0 0 0 0 0 0 217.4 220 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 260 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 270 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 303 0 0 0 0 0 0 0 0 0 0 303 0 0 0 0 0 0 0 0 0 108.9 310 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 320 0 0 0 0 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 14.8 321 320 0 0 0 0 0 0 0 0 0 209 0 0 0 0 0 0 0 0 0 38.2 322 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 22.9 323 322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22.9 324 321 323 179 0 0 0 0 0 0 0 165 0 0 0 0 0 0 0 0 0 71.6 325 331 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 83.2 326 325 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83.2 327 326 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83.2 328 0 0 0 0 0 0 0 0 0 0 212 0 0 0 0 0 0 0 0 0 4.2 329 327 328 0 0 0 0 0 0 0 0 216 0 0 0 0 0 0 0 0 0 88.3 331 324 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 72.3 340 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 357 3 94 92 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 684.0 358 357 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 684.0 359 358 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 689.4 360 359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 689.4 361 360 370 0 0 0 0 0 0 0 0 309 0 0 0 0 0 0 0 0 0 698.1 362 361 371 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 700.8 363 362 372 0 0 0 0 0 0 0 0 312 0 0 0 0 0 0 0 0 0 711.7 364 363 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 916.2 365 0 0 0 0 0 0 0 0 0 0 305 0 0 0 0 0 0 0 0 0 78.5 366 364 365 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 0 371 b 0 0 0 0 0 0 0 0 0 372 0 0 0 0 0 0 0 0 0 0 373 38 0 0 0 0 0 0 0 0 0 374 0 0 0 0 0 0 0 0 0 0 1 313 0 0 0 0 0 0 0 0 0 995.6 308 0 0 0 0 0 0 0 0 0 7.0 311 0 0 0 0 0 0 0 0 0 2.8 306 0 0 0 0 0 0 0 0 0 8.7 314 0 0 0 0 0 0 0 0 0 204.5 315 0 0 0 0 0 0 0 0 0 14.4 COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK 100-YEAR SWMM MODEL -- WITH ON -SITE DETENTION WEST OF TIMBERLINE (FILE:MCC-FD) HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 9 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 1 3 91 92 93 94 95 303 357 0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0(S) .0( ) 0(S) O(S) 0(S) .0( ) .0( ) 0(S) .0( ) 0 10. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0(S) .0( ) 0(S) 0(S) 0(S) .0( ) .0( ) O(S) .0( ) 0 15. 0. 0. 0. 0. 0. 0. 14. 0. 0. .0(S) .0( ) 0(S) 0(S) .1(S) .0( ) .0( ) .1(S) .0( ) 0 20. 1. 0. 1. 1. 0. 0. 30. 2. 1. .0(S) .0( ) .1(S) .2(S) .2(S) .O( ) .0( ) .3(S) .1( ) 0 25. 4. 0. 2. 2. 0. 0. 54. 4. 3. .0(S) .1( ) .3(S) MS) .5(S) .0( ) .0( ) .8(S) .2( ) 0 30. 13. 2. 3. 6. 0. 0. 103. 9. 7. .0(S) .2( ) .6(S) 1.0(S) 1.1(S) .1( ) .0( ) 1.8(S) .4( ) 0 35. 24. 7. 7. 12. 4. 1. 207. 20. 19. .1(S) .3( ) 1.3(S) 2.2(S) 2.1(S) .5( ) .0( ) 3.9(S) .6( ) 0 40. 34. 15. 10. 20. 7. 2. 108. 32. 38. .1(S) .5( ) 1.9(S) 3.6(S) 3.2(S) .8( ) .0( ) 6.2(S) 1.0( ) 0 45. 42. 28. 12. 25. 11. 5. 80. 39. 58. .1(S) .6( ) 2.2(S) 4.5(S) 3.9(S) 1.1( ) .0( ) 7.6(S) 1.2( ) 0 50. 48. 42. 13. 29. 14. 9. 64. 44. 79. .1(S) .7( ) 2.4(S) 5.1(S) 4.4(S) 1.3( ) .0( ) 8.6(S) 1.4( ) 0 55. 52. 56. 14. 31. 17. 12. 56. 48. 99. .1(S) .8( ) 2.6(S) 5.6(S) 4.8(S) 1.5( ) .0( ) 9.3(S) 1.6( ) 1 0. 55. 68. 14. 33. 19. 15. 45. 50. 116. .1(S) .8( ) 2.7(S) 5.9(S) 5.1(S) 1.6( ) .0( ) 9.8(S) 1.8( ) 1 5. 57. 79. 15. 34. 20. 18. 39. 52. 131. .1(S) .9( ) 2.8(S) 6.1(S) 5.4(S) 1.7( ) .0( ) 10.1(S) 1.9( ) 1 10. 59. 88. 15. 35. 29. 22. 32. 53. 145. .1(S) .9( ) 2.8(S) 6.3(S) 5.5(S) 1.9( ) .0( ) 10.4(S) 2.0( ) 1 15. 61. 96. 15. 36. 35. 28. 28. 54. 159. .1(S) 1.0( ) 2.9(S) 6.3(S) 5.6(S) 2.1( ) .0( ) 10.5(S) 2.1( ) 1 20. 62. 102. 15. 36. 37. 33. 24. 54. 170. .2(S) 1.0( ) 2.9(S) 6.4(S) 5.7(S) 2.2( ) .0( ) 10.6(S) 2.2( ) 1 25. 89. 110. 15. 36. 37. 36. 22. 55. 181. .2(S) 1.0( ) 2.9(S) 6.4(S) 5.7(S) 2.3( ) .0( ) 10.6(S) 2.2( ) 1 30. 138. 128. 15. 36. 37. 36. 19. 54. 200. .3(S) 1.1( ) 2.9(S) 6.4(S) 5.7(S) 2.3( ) .0( ) 10.6(S) 2.4( ) 1 35. 172. 154. 15. 35. 35. 36. 18. 54. 226. .4(S) 1.1( ) 2.8(S) 6.3(S) 5.6(S) 2.3( ) .0( ) 10.5(S) 2.5( ) 1 40. 192. 182. 15. 35. 34. 35. 16. 54. 252. .4(S) 1.2( ) 2.8(S) 6.3(S) 5.6(S) 2.3( ) .0( ) 10.4(S) 2.7( ) 1 45. 204. 206. 14. 35. 33. 34. 16. 53. 274. .5(S) 1.3( ) 2.8(S) 6.2(S) 5.6(S) 2.2( ) .0( ) 10.3(S) 2.8( ) 1 50. 210. 225. 14. 34. 31. 33. 14. 53. 292. .5(S) 1.3( ) 2.7(S) 6.2(S) 5.6(S) 2.2( ) .0( ) 10.2(S) 2.9( ) 1 55. 212. 238. 14. 34. 30. 32. 13. 52. 304. .5(S) 1.4( ) 2.7(S) 6.1(S) 5.6(S) 2.2( ) .0( ) 10.1(S) 2.9( ) 2 0. 211. 247. 14. 33. 29. 30. 11. 51. 311. .5(S) 1.4( ) 2.7(S) 6.0(S) 5.5(S) 2.1( ) .0( ) 10.0(S) 3.0( ) 2 5. 209. 252. 14. 33. 27. 29. 10. 50. 314. .5(S) 1.4( ) 2.6(S) 5.9(S) 5.5(S) 2.1( ) .0( ) 9.8(S) 3.0( ) 2 10. 206. 254. 13. 32. 25. 27. 8. 49. 314. .5(S) 1.4( ) 2.6(S) 5.8(S) 5.5(S) 2.0( ) .0( ) 9.6(S) 3.0( ) 2 15. 202. 254. 13. 32. 24. 26. 8. 48. 311. .4(S) 1.4( ) 2.5(S) 5.7('S) 5.5(S) 2.0( ) .0( ) 9.4(S) 3.0( ) 2 20. 197. 251. 13. 31. 22. 24. 6. 47. 306. .4(S) 1.4( ) 2.5(S) 5.5(S) 5.4(S) 2.0( ) .0( ) 9.2(S) 2.9( ) 2 25. 192. 248. 12. 30. 21. 23. 7. 46. 301. .4(S) 1.4( ) 2.4(S) 5.4(S) 5.4(S) 1.9( ) .0( ) 9.0(S) 2.9( ) a 359 358 0 0 0 0 0 0 0 0 0 360 359 0 0 0 0 0 0 0 0 0 361 360 370 0 0 0 0 0 0 0 0 362 361 371 0 0 0 0 - 0 0 0 0 363 362 372 0 0 0 0 0 0 0 0 364 363 373 0 0 0 0 0 0 0 0 365 0 0 0 0 0 0 0 0 0 0 366 364 365 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 0 371 0 0 0 0 0 0 0 0 0 0 372 0 0 0 0 0 0 0 0 0 0 373 38 0 0 0 0 0 0 0 0 0 374 0 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 689.4 0 0 0 0 0 0 0 0 0 0 689.4 309 0 0 0 0 0 0 0 0 0 698.1 0 0 0 0 0 0 0 0 0 0 700.8 312 0 0 0 0 0 0 0 0 0 711.7 0 0 0 0 0 0 0 0 0 0 916.2 305 0 0 0 0 0 0 0 0 0 78.5 313 0 0 0 0 0 0 0 0 0 995.6 308 0 0 0 0 0 0 0 0 0 7.0 311 0 0 0 0 0 0 0 0 0 2.8 306 0 0 0 0 0 0 0 0 0 8.7 314 0 0 0 0 0 0 0 0 0 204.5 315 0 0 0 0 0 0 0 0 0 14.4 COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK DRAINAGE MODEL FOR A 100 YEAR STORM (TOTAL DEVELOPED BUILDOUT : 39503100.DAT) HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 8 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENSION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 1 3 91 92 93 94 95 357 0 5. 0. 0. 0. 0. 0. 0. 0. 0. .O(S) .0( ) .0( ) .0( ) O(S) .0( ) .0( ) .0( ) 0 10. 0. 0. 0. 0. 0. 0. 0. 0. .O(S) .0( ) .0( ) .0( ) O(S) .0( ) .0( ) .0( ) 0 15. 0. 0. 0. 0. 0. 0. 14. 1. .O(S) .1( ) .3( ) .2( ) .1(S) .0( ) .0( ) .1( ) 0 20. 1. 1. 1. 2. 0. 0. 30. 3. .O(S) .2( ) .4( ) .4( ) .2(S) .0( ) .0( ) .2( ) 0 25. 4. 3. 2. 4. 0. 0. 54. 7. 172 0 0 0 0 0 0 0 0 0 0 173 172 0 0 0 0 0 0 0 0 0 174 170 171 0 0 0 0 0 0 0 0 175 173 174 0 0 0 0 0 0 0 0 176 0 0 0 0 0 0 0 0 0 0 177 175 176 178 0 0 0 0 0 0 0 178 0 0 0 0 0 0 0 0 0 0 179 0 0 0 0 0 0 0 0 0 0 180 177 329 0 0 0 0 0 0 0 0 220 0 0 0 0 0 0 0 0 0 0 230 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 0 260 0 0 0 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 0 0 0 290 0 0 0 0 0 0 0 0 0 0 310 0 0 0 0 0 0 0 0 0 0 320 0 0 0 0 0 0 0 0 0 0 321 320 0 0 0 0 0 0 0 0 0 322 0 0 0 0 0 0 0 0 0 0 323 322 0 0 0 0 0 0 0 0 0 324 321 323 179 0 0 0 0 0 0 0 325 331 0 0 0 0 0 0 0 0 0 326 325 0 0 0 0 0 0 0 0 0 327 326 0 0 0 0 0 0 0 0 0 328 0 0 0 0 0 0 0 0 0 0 329 327 328 0 0 0 0 0 0 0 0 331 324 0 0 0 0 0 0 0 0 0 340 0 0 0 0 0 0 0 0 0 0 357 3 94 92 0 0 0 0 0 0 0 358 357 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 32.3 0 0 0 0 0 0 0 0 0 0 32.3 0 0 0 0 0 0 0 0 0 0 32.5 0 0 0 0 0 0 0 0 0 0 64.8 207 0 0 0 0 0 0 0 0 0 13.8 0 0 0 0 0 0 0 0 0 0 105.7 208 0 0 0 0 0 0 0 0 0 27.1 214 0 0 0 0 0 0 0 0 0 1.6 213 0 0 0 0 0 0 0 0 0 217.4 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 .0 201 0 0 0 0 0 0 0 0 0 14.8 209 0 0 0 0 0 0 0 0 0 38.2 202 0 0 0 0 0 0 0 0 0 22.9 0 0 0 0 0 0 0 0 0 0 22.9 165 0 0 0 0 0 0 0 0 0 71.6 211 0 0 0 0 0 0 0 0 0 83.2 0 0 0 0 0 0 0 0 0 0 83.2 0 0 0 0 0 0 0 0 0 0 83.2 212 0 0 0 0 0 0 0 0 0 4.2 216 0 0 0 0 0 0 0 0 0 88.3 215 0 0 0 0 0 0 0 0 0 72.3 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 684.0 0 0 0 0 0 0 0 0 0 0 684.0 2 30. 187. 243. 12. 30. 21. 22. 5. 45. 295. .4(S) 1.4( ) 2.3(S) 5.3(S) 5.4(S) 1.9( ) .0( ) 8.8(S) 2.9( ) 2 35. 182. 238. 12. 29. 20. 21. 6. 44. 288. .4(S) 1.4( ) 2.3(S) 5.2(S) 5.4(S) 1.9( ) .0( ) 8.6(S) 2.9( ) 2 40. 178. 233. 12. 28. 20. 21. 4. 43. 282. .4(S) 1.3( ) 2.2(S) 5.0(S) 5.3(S) 1.8( ) .0( ) 8.4(S) 2.8( ) 2 45. 171. 227. 11. 27. 20. 20. 5. 42. 275. .4(S) 1.3( ) 2.2(S) 4.9(S) 5.3(S) 1.8( ) .0( ) 8.2(S) 2.8( ) 2 50. 162. 221. 11. 27. 20. 20. 4. 41. 268. .4(S) 1.3( ) 2.1(S) 4.8(S) 5.3(S) 1.8( ) .0( ) 8.0(S) 2.7( ) 2 55. 150. 212. 11. 26. 20. 20. 4. 40. 258. .3(S) 1.3( ) 2.1(S) 4.6(S) 5.3(S) 1.8( ) .0( ) 7.8(S) 2.7( ) 3 0. 138. 202. 10. 25. 19. 20. 3. 39. 247. .3(S) 1.3( ) 2.0(S) 4.5(S) 5.2(S) 1.8( ) .0( ) 7.6(S) 2.6( ) COTTONWOOD FARMS, OAKRIDGE, HARMONY CROSSING, STETSON CREEK, AND TIMBER CREEK 100-YEAR SWMM MODEL -- WITH ON -SITE DETENTION WEST OF TIMBERLINE (FILE:MCC-FD) *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 322 11. 1.5 2.1 1 25. 320 14. .8 0 40. 179 8. 1.5 .0 0 40. 323 11. .4 1 40. 321 7. .1 3.1 2 35. 166 25. 2.5 1.6 1 0. 324 51. 3.0 .0 0 35. 168 3. 1.3 .6 1 20. 167 26. 1.7 0 30. 331 51. 3.0 .1 0 40. 169 30. 1.8 0 30. 325 95. 2.3 0 35. 171 4. 1.3 1.0 1 15. 170 28. 1.8 0 35. 172 6. 1.5 5.4 2 5. 326 76. 3.5 .2 0 45. 174 34. 1.4 0 40. 173 6. 1.0 2 25. 328 17. 1.8 .1 0 40. 327 76. 2.1 0 55. 178 21. 2.3 2.9 1 10. 176 2. 1.0 2.2 2 10. 175 39. 1.8 1 15. 329 101. 2.1 0 40. 177 63. 2.3 0 35. 180 119. 5.2 3.3 1 10. 33. .6 0 40. 3. (DIRECT FLOW) 0 15. 8. (DIRECT FLOW) 0 20. 27. .6 0 40. 159. (DIRECT FLOW) 0 30. 6. .4 0 45. 68. .9 0 40. 3. 1.0 .0 1 0. 7. .4 0 45. 2. (DIRECT FLOW) 0 15. 111. .9 0 40. 124. 2.9 0 50. 59. 1.4 0 45. 99. 2.6 0 45. 10. .2 0 35. 9. .4 0 55. 9. .5 0 45. 36. .7 0 40. 10. .4 1 30. 39. .7 0 45. 143. 3.3 0 40. 240. 4.0 0 45. 632. 3.1 0 45. 15. .1 2.9 1 20. 207. (DIRECT FLOW) 0 35. 212. .1 31.4 1 55. 37. .1 5.7 1 25. 55. .1 10.6 1 25. 212. .1 .5 1 55. 36. .1 6.4 1 25. 36. 2.3 1 30. 254. 1.4 2 10. 314. 3.0 2 5. 314. 3.6 2 5. 314. 3.0 2 10. 58. (DIRECT FLOW) 0 40. 4. .1 .8 1 10. 314. 3.6 2 10. 58. (DIRECT FLOW) 0 40. 10. .4 1 5. 6. (DIRECT FLOW) 0 15. 7. .1 1.7 1 25. 67. 2.3 1 0. 1. .1 .3 1 15. 317. 3.0 2 10. 70. .9 1 10. 73. 2.4 1 5. 4. 1.3 .6 1 15. 318. 3.0 2 15. 70. 2.8 1 10. 12. (DIRECT FLOW) 0 15. 105. .1 11.1 1 30. 323. 3.0 2 15. 79. 4.2 1 10. 0. (DIRECT FLOW) 0 5. 48. 2.1 0 55. 394. 3.3 2 10. 79. 2.4 1 10. 0. .2 0 35. 12. (DIRECT FLOW) 0 20. - iirl-S,ie l7e%euihon-ro,-5dbbolf) wI n✓noAy('01)51A�jj D6elr7anavnA w - 0n-51�e D6cnfion Cor 5L)Vrt5,, 3o - McCfellandi CkannelcJ UDR2 - On S 4e pe4enba'1 far'ubba5+t1 504 McClcl iek Cnaanelti' rrAWo'f'rY&A 16 12. .3 0 40. 12 83. .9 0 40. 366 420. 3.4 2 10. 22 155. 2.9 0 45. 367 420. (DIRECT FLOW) 2 10. 43 159. .1 .0 0 50. ENDPROGRAM PROGRAM CALLED