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Drainage Reports - 04/19/2000
i OVERALL DRAINAGE CONCEPT FOR THE OVERALL DEVELOPMENT PLAN FOR OAKRIDGE BUSINESS PARK . Prepared for: The Everitt Companies 3030 South College Fort Collins, CO 80525 Prepared by: North Star Design 1194 W. Ash Street, Suite B Windsor, Colorado 80550 (970)686-6939 April 19, 2000 Job Number 102-08 North Star ftm, design ri_ ' April 19, 2000 ' Basil Harridan City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 ' RE: Overall Drainage Concept for the Overall Development Plan for Oakridge Business Park ' Dear Basil, I am pleased to submit for your review and approval, this Overall Drainage Concept for the Overall Development Plan for Oakridge Business Park. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. ' SincereLv- Patricia Kroetch, P.E. I ii 1 194 W. Ash Street, Suite B Windsor, Colorado 80550 ' 970-686-6939 Phone • 970-686-1188 Fax ' TABLE OF CONTENTS ' TABLE OF CONTENTS............................................................................................................... iii 1. GENERAL LOCATION AND DESCRIPTION ' 1.1 Location and Description of Property......................................................................1 1.2 Purpose of Report .................................................................................................... I ' 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description..........................................................................................1 3. 2.2 Sub -Basin Description.............................................................................................I DRAINAGE DESIGN CRITERIA 3.1 Area 1.......................................................................................................................2 3.2 Area 1.......................................................................................................................2 3.3 Area 2.......................................................................................................................2 3.4 Area 3.......................................................................................................................3 3.5 Area 4.......................................................................................................................3 3.6 Area 5.......................................................................................................................4 4. CONCLUSIONS 4.1 Compliance with Standards....................................................................................4 ' 4.2 Drainage Concept....................................................................................................4 5. REFERENCES....................................................................................................................5 APPENDICES A Excerpts from Master Drainage Study for the Oakridge Business Park B ICON Engineering SWM Model I 1 iii 1. GENERAL LOCATION AND DESCRIPTION ' 1.1 Location and Description of Property The subject property is located in the Oakridge Business Park, P.U.D. on the south side ' of Harmony Road, east of Wheaton Drive and west of the existing railroad right-of-way. The property consists of five parcels of land and contains a total of approximately 46 ' acres. The entire property is located in the Northeast Quarter of Section 6, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. 1 !J 1 I 1 1 The land is currently undeveloped and slopes at varying rates to the southeast. See the drainage plan in the back pocket for locations of the parcels and approximate contours indicating the slope of each parcel. See Section 3 for specific information on each parcel of property. There are no specific improvements planned for these parcels at this time. Specific uses for each parcel will be determined when final development plans are completed. 1.2 . Purpose of Report The purpose of this report is to establish criteria that will be utilized when development of the property in the Overall Development Plan (ODP) area occurs. 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description The proposed ODP area lies within the McClellands Drainage Basin. The parcels have been included in the Oakridge Business Park Master Drainage Plan, as prepared by RBD Inc., dated June 22, 1990 and updated April 1, 1996. An excerpt of the drainage schematic is shown in Appendix A. 2.2 Sub -basin Description The parcels within the proposed ODP are contained in Basins 200, 210, 220, 230 and 290 of the Oakridge Business Park Master Drainage Plan. See* Section 3 to ascertain which basin each parcel exists within. 1 3. DRAINAGE'DESIGN CRITERIA ' 3.1 General Concept In general, the drainage design of the five areas in this ODP will be required to conform to the previously completed drainage studies, plans and SWM models -that govern the ' drainage design of Oakridge Business Park. The drainage design of these five parcels will 'be required to accommodate the Rainfall Intensity -Duration -Frequency curve data adopted by the City of Fort Collins on March 26, 1999. The parcels will also be required to provide water quality enhancement in conjunction with the drainage design of each site. 3.2 Area 1 Area 1 contains approximately 6.8 acres and is located at the southwest corner of the intersection of Harmony Road and Wheaton Drive. The parcel is bounded on the south ' by Oakridge Drive, on the east by a cemetery and the proposed KinderCare, on'the north by Harmony Road and on the west by Wheaton Drive. The parcel is currently covered in ' grasses and slopes to the south and southeast at approximately 1.2% Area 1 its a portion of Basin 230 of the Oakridge Business Park Master Drainage Plan. This basin requires detention with a 10 year, control of 0.2 cfs per -acre and a 100 year control of 0.5 cfs per acre.; The SWMModel indicates that Basin 230 is detained ' (Detention Pond 47) and releases into routing element 12 (McMurray Drive). In a practical application, the detention pond or ponds for Area 1 will release into Oakridge Drive (there is no storm system in Oakridge Drive) and be conveyed to McMurray Drive. There is a storm system in McMurray that will intercept a portion of the flows but a ' majority of the flows will be carried in the street. The runoff will eventually reach a low point in McMurray and be routed in a swale (routing element 51) to the Regional Detention Pond. 3.3 Area 2 ' Area 2 is located directly south of Area 1. It contains approximately 27.5 acres and is ' bounded by Oakridge Drive on the north, Wheaton Drive on the west, existing residential development (Oakridge Village 8 h and 91h Filings) on the south and McMurray Drive on . 2 I I 7 h I the east. The parcel slopes to the south and east at slopes varying from 0.6% to 2.0%. The parcel is currently undeveloped and coved in grasses. A drainage swale exists along the south boundary of the parcel. Area 2 is shown as Basin 220 )in the Oakridge Business Park Master Drainage Plan. Basin 220 requires detention with a 10 year release rate of 0.2 cfs per acre and a 100 year release rate of 0.5 cfs per acre. The SWMModel indicates Basin 220 is to be detained in Detention Pond 45 and released into routing element 51. Realistically, the detention pond(s) required for Area 2 will release into the existing swale along the south boundary and be conveyed to McMurray Drive. A pipe exists under McMurray Drive that will convey the flow into a swale (routing element 51) on the east side of Area 5 and into the Regional Detention Pond. 3.4 Area 3 Area 3 is approximately 1.2 acres in size and is located at the southeast corner of the intersection of Oakridge Drive and McMurray Drive. This parcel is bounded by Oakridge Drive on the north, McMurray Drive on the west and existing development on the east and south. The site slopes from the north to the south and is currently covered in grasses. Area 3 is contained in Basin 290 of the Oakridge Business Park Master Drainage Plan which requires detention to a release of 0.2 cfs per acre in a 10 year storm and a release of 0.5 cfs per acre in a 100 year storm. The development directly south and adjacent to this parcel is providing parking lot detention and is releasing into the storm system in McMurray Drive. The SWMModel shows that Basin 290 is detained in Detention Pond 291 which releases into routing element 12 (McMurray Drive). As with Basin 230, this runoff is conveyed to a low point in McMurray and into a swale (routing element 51) that conveys the flow into the Regional Detention Pond. L _�`�;� r—�,t`s -� f G,►►�1c�? w� t 1�', , I, `�- U� 3.5 Area �O-V-\'Ol Area 4 is located ea�t'of McMurray Drive, north and west of Innovation Drive and south of Oakridge Drive. The parcel contains approximately 2.6 acres and is bounded by existing development on the north, east and south and by. McMurray Drive on the west. The site slopes from the northwest to the southeast at approximately 1%. 3 11 ' Area 4 is located in Basin 210 of the Oakridge Business Park Master Drainage Plan. Basin 210 does not require detention and, according to the SWMModel, all runoff shall ' be conveyed to routing element 21 (Innovation Drive) which will flow into routing element 44 (swale from the low point in Innovation, Drive) ((,,andLLinto the Regional ' Detention Pond. GL Q.Yi�VLI l`Drt N QQQ�(� FU✓ ' .6 Area 5 Area 5 contains approximately 7.9 acres and is located on the souteast side of Innovation Drive. The site is bounded on the east by the existing railroad, on the south and west by existing residential development and on the north by existing commercial development. The site is currently covered in grasses and slopes from the north to the south at approximately 1.2%. Area 5 lies within Basin 200 of the Oakridge Business Park Master Drainage Plan. The SWMModel indicates that Basin 200 shall release undetained into routing element 20 ' - (drainage swale along the railroad) which will release into the Regional Detention Pond. 4. CO NCLUSIONS ' 4.1 Compliance with Standards All computations in conjunction with preliminary and final developlent plans (PDP and ' FDP) completed for the ODP areas shall be in compliance with the/City of Fort Collins Storm Drainage Design Criteria Manual and the Erosion Control eference Manual for ' Construction Sites. ' 4.2 Drainage Concept The Overall Development Plan area shall be designed to nice the criteria set forth in the Oakridge Business Park Master Drainage Plan and the mos ecent SWM Model. Parcels 1, 2 and 3 will require detention and parcels 4 and 55 a ow for release undetained into existing conveyance systems. All runoff from the ODP area will eventually reach the Regional Detention Pond #2. 1 W 5. 2 3 Cm REFERENCES City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. Oakridge Business Park Master Drainage Study by RBD, Inc. Engineering Consultants, dated September 1990. McClellands Basin 100 Year Master Plan Update by RBD, Inc. Engineering Consultants, dated April 1, 1996. McClellands Creek Master Drainage Plan Hydrology Update by ICON Engineering, Inc., dated June 30, 1999. 5 APPENDIX A ' EXCERPTS FROM MASTER DRAINAGE STUDY ' FOR THE OAKRIDGE BUSINESS PARK ►AI I I 11 I I 1 MASTER DRAINAGE STUDY FOR THE OAKRIDGE BUSINESS PARK FORT COLLINS, COLORADO I 1 100 YEAR 10 YEAR BASIN # CONTROL CONTROL 340 YES NONE 330 NO if 320 NO it 310 YES 300 YES 290 YES 280 NO n 270 YES 260 --- YES - -- 250 ___... 240 NO 230 YES 220 YES 210 NO 200 NO 160 NO 120 NO 110 NO REMARKS Possible, if onsite problems exist Cemetary Offsite from north of Harmony Offsite from west to Lemay Existing Street Existing Downstream street capacity is'OK From sump in Innovation to channel Possible YES*; Direct to Pond Internal street system13 Possible YES*; Includes Comlinear Internal street system14 The 10 year storm model did not include any site specific �! detention for the Oakridge site. The above results indicate that control at Pond 1 is adequate to bring the 10 year release,rate below the allowable 0.2 cfs per acre discharge. This includes offsite Basin 300. * There may be a need for local detention due to certain physical site constraints. As an example there may be flat topography that restricts longitudinal street grade. 2.2.2 Flow Characteristics STREET SYSTEM FLOW DEPTH Page 8 of Appendix A is a sorted list of all the basins and conveyance elements with their respective flow depths. The internal street system was evaluated according to allowable flow. depth. The City of Fort Collins criteria states that15 both local and collector streets may have an 18" depth of runoff in the gutter for the major (.100 year) storm event and arterial streets are only allowed a depth of 0.5' above the crown. There are no arterial streets internal to the Oakridge site. For comparative purposes only, the above mentioned evaluation is based on the arterial standard. Ridge13 . West half of Harmony, Wheaton and a small portion of oak 14 East half of Harmony, Innovative, McMurry and about half of the easterly portion of Oak Ridge. 15 City of Fort Collins, Op. Cit., Table 4-4, page 4-6. 11 n 1 APPENDIX B 1 ICON ENGINEERING SWM MODEL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 B 1 i i ICON Engineering model Schematic. i i SUBBASIN CONNECTION SUBBASIN BOUNDARY o�� ROUTING ELEMENT i 'I s1a BASIN DETENTION POND 500 o 10 NODE I. inch 600 i ® SECTION NUMBER wm- BASIN 113 IS OAKRIDGE DRIVE BETWEEN WHEATON DRIVE AND MCMURRAY DRIVE. BASIN 114 IS MCMURRAY DRIVE BETWEEN OAKRIDGE DRIVE AND HARMONY ROAD, BASIN 115 IS MCMURRAY DRIVE BETWEEN OAKRIDGE DRIVE AND INLETS AT ELEMENT 51. BASIN 116 IS INNOVATIVE DRIVE. BASIN 117 IS MCMURRAY DRIVE BETWEEN 31 KEENLAND DRIVE AND INLETS AT ELEMENT 51, tt0 itt 112 O 75 • 271 340 320 1 272 7134 230 330 I 36o j 47 I r 7 121 16 2!N 6 ...,,, .... • 113 270 '' ,.._.-. 122 OAKRIDGE114 - ,..��6 i ................ 4e f-- ' 21 ;c 220 1° 2 ....... ........ 210 ./ 115 200 IL li ,.... .... .'a ., :. 4s .. T 44 !` ' / r, .. 12 6 r LIN J 173 . . .......... ............ 207 17 7 ............ . 79 21 177 f .............. 27 . 114 .. ...... 114 122 OAK RIDGE 113 2 ...... . .... .. 210 I ON I M '111�w OAKR G I ... L ... A • TtNil( .......... ,: ..... .......... ...... .... . .. .. . L FIT: ! if ............ -p . ........... v ' INPUT FILE AMC-IOOR.DAT z 1 1 z 3 4 WATERSHED 0 - MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ' ADOPTED 111-YEAR EVENT FILE: MMC-100R.DAT ICON ENGINEERING, INC. 01 AUG 99 600 0 0 1.0 1 1 0 25 5 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 ' 0.73 0.71 0.69 0.67 -.2 .016 .250 0.1 0.3 .51 0.5 .0018 * UPDATED BASIN WIDTHS 1 80 50 7109 86.2 40 .01 ' 1 60 50 1151 8.95 40 .01 1 70 61023929.38 40 .01 1 130 51 716124.66 40 .01 1 100 51 287513.19 40 .01 1 150 4 1590 1.84 80 .02 * BASIN 110 SPLIT INTO 110-118 BY ICON 1 110 11 1250 1.93 99 .02 1 111 11 700 1.05 99 .01 1 112 112 750 1.34 99 .01 1 113 12 1200 1.34 99 .01 ' 1 114 12 950 1.67 99 .01 1 115 13 1050 1.70 99 .01 1 116 13 1400 2.16 99 .01 1 117 51 1000 2.85 99 .01 ' .1 118 14 1250 1.07 99 .01 1 320 11 305 2.14 10 .01 1 120 22 387517.79 80 .02 1 90 2 571513.12 10 .01 1 190 51 250 1.38 80 .01 1 1 200 20 455031.34 80 .01 1 210 44 1090 7.51 80 .01 1 240 7 1742 5,00 80 .01 1 220 45 322822.23 10 .01 1 211 46 341123,79 50.3 .11 1 230 47 213414.70 10 .01 1 290 291 1278 5.87 80 .01 1 340 34 1260 4.34 80 .01 * BASIN 280 SPLIT INTO 280-283 BY ICON 1 280 275 1000 2.04 99 .02 1 281 28 1650 3.16 99 .01 1 282 29 850 1.50 99 .01 1 283 30 1250 2.02 99 .01 ' 1 110 33 101 1,63 80 .11 1 160 16 3500 4.02 84 .02 1 121 16 850 1.43 80 .01 1 122 22 1200 1.81 80 .01 1 250 250 500 1.60 80 .01 * OAKRIDGE BLOCK ONE 1 270 270 625 3.30 60 .01 1 271 271 2017 6.30 55 .01 1, 272 272 817 1.50 31 .09 .02 1 --- 36 ---- ---- 87 --- * ALL FOLLOWING BASINS FROM MIRAMONT MASTER PLAN, RBD. INC. 1 201 320 321314.75 25.0183 1 202 322 187321.50 50.0165 1 203 172 702432.25 80.0100 1 204 166 413819.00 80.0100 1 205 168 650 5.85 47.0105 1 206 171 958 7.70 70.0080 1 207 176 171813.80 57.0235 1 208 178 293633.61 70.0170 1 209 321 679523.40 40.0085 1 165 324 299110.30 40.0100 1 211 325 316510.90 64.0200 1 212 328 1221 4.21 10,0311 1 213 180 147216.89 30.0055 1 214 179 465 1.62 90.0110 1 215 331 500 0.70 90.0270 1 216 327 1405 0.96 90.0060 * ----------------------------------------------------------------------- * ALL FOLLOWING BASINS FROM STETSON CREEK MASTER PLAN, RBD. INC. * SUBBASINS 301 & 302 MODIFIED FOR HARMONY VILLAGE BY JR ENGINEERING. * ADDED TO MODEL BY ICON 1 301 301 331528.54 71 .005 .430 0.6 1 302 951373647.50 45 .01 .390 0.6 * SUBBASIN 303 DELETED FOR WILLOW SPRINGS NORTH. BY [CON - * CE 365 CHANGED TO 396 BY ICON 1 305 369 683978.50 3.9.D110 •' 1 306 372 2535 8.73 31.2.0200 1 307 360 2951 5.42 17.0.1262 1 308 370 2042 7.03 40.0.0200 1 309 362 888 1.63 4.0.1262 1 311 371 807 2.78 40.0.0200 1 312 363 569 2.09 2.3.1262 1 313 367 495 0.91 1.0.0500 1 314 402647091.15 34.0.0200 1 315 374 417914.39 40.0.0200 * BASIN 316 CHANGED TO REFLECT POUDRE VALLEY HOSPITAL BY ICON 1 316 39 192467.00 5.0.017 0.3 1 317 594 150717.30 57.0,0140 0.3 1 318 593 169919.50 47.0.0150 0.3 * -------------------------------------------------- ALL FOLLOWING SUBBASINS ARE FROM G&O 1986 MCCLELLANDS - ----------------- BASIN MASTER PLAN * 1 EXISTING CONDITION SUBBASINS BTWN STETSON CREEK & CTY RD 9 1 217 368 1603 18.4 5.0 .010 1 218 368 1515 17.4 5.0 .030 1 1 222 223 32 102 1681 2004 19.3 23.0 5.0 5.0 .008 .040 1 224 102 1202 13.8 5.0 .010 * G&O SUBBASIN 215 RENUMBERED AS 225, REDUCED TO EXCLUDE WILDWOOD 1 225 35 5715 65.6 5.0 .006 * -------------------- ---- ------- ------------------------------------- * 1 SUBBASIN 304 MODELED BY FOLLOWING DEVELOPED BASINS. FROM * WILLOW SPRINGS PUD DRAINAGE PLAN, LIDSTONE & ANDERSON, JUNE 1996 1 1 201 1200 8.5 40.0.0200 .016 .250 .1 .3 .51 .5 .00180 1 -2 202 2000 4.1 68.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 3 203 800 5.7 44.0.0200 .016 .250 .1 .3. .51 .50 .00180 1 4 209 750 1.6 74.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 5 209 1600 2.7 68.070200 .016 .250 .1 .3 .51 .50 .00180 1 6 210 3800 7.6 66.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 7 209 750 3.3 57.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 6 210 450 2.3 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 9 209 3000 20.2 30.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 10 210 1400 9.1 26.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 14 214 1000 4.8 54.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 15 215 1300 4.4 9.0,0200 .016 .250 .1 .3 .51 .50 .00180 1 16 216 200 1.8 12.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 20 223 600 4.1 46.0,0200 .016 .250 .1 .3 .51 .50 .00180 1 21 223 1400 9.0 46.0.0200 .016 .250 .1 .3 .51 .50 .00180 ' 1 1 22 23 223 224 1800 1000 7.3 2.2 52.0.0200 61.0.0200 .016 .016 .250 .250 .1 .1 .3 .51 .3 .51 .50 .50 .00180 .00180 1 24 224 600 3.1 34.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 25 226 900 4.0 65.0,0200 .016 .250 .1 .3 .51 .50 .00180 1 26 226 1000 2.7 32.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 30 130 2750 5.9 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 ' 1 31 131 1700 3.6 67.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 32 330 400 2.0 48.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 39 216 700 3.1 11.0.0200 .016 .250 .1 .3 .51 ,50 .00180 1 1 40 41 141 357 1311 800 6.4 4.3 30.0.0200 43.0.0200 .016 .016 .250 .250 .1 .1 .3 .51 .3 .51 .50 .50 .00180 .00180 1 42 241 900 1.5 75.0.0200 .016 .250 .1 .3 .51 .50 .00180 - 1 50 251 1800 8.1 42.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 63 252 2250 8.9 61.0.0200 .016 .250 .1 .3 .51 .50 .00180 1 61 261 650 2.1 80.0.0200 .016 .250 .1 .3 .51 .50 .00180 * 1 62 262 1200 4.7 42.0.0200 .016 .250 l .3 .51 .50 .00180 - -- --- ---- SUBBASINS 370 TO 397 ----------- UPSTREAM OF ---- LEMAY ---- AVENUE - (LIDSTONE -- --- --- & ANDERSON. ----- 1997) 1 370 570 1050 6.1 63. .010 .016 .25 .1 .3 .51 .5 .0018 1 371 571 2000 11.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 ' 1 372 572 4900 26.7 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 373 73 2000 8.2 90. .015 .016 .25 .1 .3 .51 .5 .0018 1 374 574 8000 18.3 86. .020 .016 .25 .1 .3 .51 .5 .0018 1 375 75 5400 28.4 48. .020 .016 .25 .1 .3 .51 .5 .0018 1 376 576 1000 5.1 10. .010 .016 .25 .1 .3 .51 .5 .0018 1 377 577 400 1.9 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 378 577 450 2.3 70. .010 .016 .25 .1 .3 .51 .5 .0013 1 379 479 450 1.5 70. .010 .016 .25 .1 .3 .51 .5 .0018 1 380 480 350 1.4 70, .010 .016 .25 .1 .3 .51 .5 .0018 1 381 481 550 2.6 70. .010 .016 .25 .1 .3 .51 .5 .0018 .. 1 382 582 700 0.8 67. .013 .016 .25 .1 .3 .51 .5 .0018 t1 383 483 1200 5.6 69 .020.616 .25 .1 .3 .51 .5 .0018 1 384 84 2400 6.9 84. .020 .016 .25 .1 .3 .51 .5 .0018 1 385 85 2100 6.3 52, .020 .016 .25 .1 .3 .51 .5 .0018 1 386 586 2000 12.2 60. .010 .016 .25 1 .3 .51 .5 0018 1 387 586 800 3.2 70, .025 .016 .25 .1 .3 .51 .5 .0018 1 388 588 1548 16.0 5. .020 - 016 .25 .1 .3 51 .5 .0018 1 389 88 1220 7.0 5. .t20 .016 .25 .1 .3 .51 .5 .0018 ' 1 390 490 550 1.4 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 391 491 600 2.8 70. .020 .016 .25 .1 .3 .51 .5 .0018 1 392 588 1100 6.6 90. .020 .016 .25 .1 .3 .51 .5 .0018 1 393 88 4400 11.8 95. .020 .016 .25 .1 .3 .51 .5 .0018 1 394 92 900 1.4 90. .020 .016 .25 .1 .3 .51 .5 .0018 ' 1 396 496 2950 13.5 93, .013 .016 .25 .1 .3 .51 .5 .0018 1 397 497 810 3.9 85. .021 .016 .25 .1 .3 .51 .5 .0018 * ------------------------------------------------------- ------ ------- * SUBBASINS 400 TO 407 WILD WOOD FARMS (ICON ENGINEERING, INC. OCT. 1998) 1 400 400 860 9.9 50. .020 .016 .25 .1 .3 .51 .5 .0018 1 401 406 1170 16.7 20. .015 .016 .25 .1 .3 .51 .5 .0018 1 402 406 1520 17.4 45. .020 .016 .25 .1 .3 .51 .5 .0018 1 403 381 1920 11.0 45. .017 .016 .25 .1 .3 .51 .5 .0018 1 404 382 1790 10.4 55. .025 .016 .25 .1 .3 .51 .5 .0018 1 1 405 402 3080 3.5 90 .020.016 .25 .1 .3 .51 .5 .0018 1 406 383 2053 14.1 38, .015 .016 .25 .1 .3 .51 .5 .0018 1 407 384 1921 13.2 40. .015 .016 .25 .1 .3 .51 .5 .0018 1 408 404 3378 38.B 5. .015 .016 .25 .1 .3 .51 .5 .0018 * ----------------------------------------------------------------------- ' * SUBBASINS 500 TO 510 FOSSIL LAKE VILLAGE (ICON ENGINEERING. OCT, 1998) 1 500 517 3899 26.9 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 501 416 2750 18.9 5. .020 .016 .25 .1 .3 .51 .5 .0018 1 502 517 3785 17.4 5. .020 .016 .25 .1 .3 .51 .5 .0018 ' 1 503 415 3893 44.7 5. .015 .016 .25 .1.3 .51 .5 .0018 1 504 415 2570 11.8 5. .020 .016 .25 .1 .3 .51 .5 .0018 * SUBBASIN 504 SPLIT INTO 504 & 514 BY ICON 1 514 413 4080 28.1 5. .020 .016 .25 .1 .3 .51 .5 .0018 t 1 505 409 5861 67.3 5. .020 .016 .25 .1 .3 .11 .5 .0018 1 506 412 2143 14.8 5. .020 .016 .25 .1 .3 .51 .5 .OD18 1 507 412 2277 15.7 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 508 281 3833 26.4 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 509 411 1936 13.3 S. .010 .016 .25 .1 .3 .51 .5 .0018 1 510 411 2611 18.0 5. .010 .016 .25 .1 .3 .51 .5 .0018 *--------------- ------------------------------------------------------- _ * SUBBASINS 511 TO 513 HOMESTEAD (ICON ENGINEERING. OCT. 1998) 1 511 283 5670 39.1 5. .010 .016 .25 .1 .3 .51 .5 .0018 1 512 386 6803 46.9 25. .010 .016 .25 .1 .3 .51 .5 .0018 ' 1 513 38816060124.4 5. .610 .016 .25 .1 .3 .51 .5 .0018 0 0 ' * CE 15 REMOVED BY ICON 0 4 8 0 1 0 800 0.0044 4 4 0.035 5.0 * CONVEYANCE ELEMENT 8 ADDED BY ICON 0 8 2 0 1 10 1750 0.010 4 4 0.035 5.0 0 7 6 0 1 0 1400 0.0100 0 50 0.016 1.5 0 6 50 0 1 0 1200 0,0032 4 4 0.035 5.0 * CE 13 REMOVED BY ICON 0 35 102 0 1 0 1250 0.010 50 50 0.045 5.0 0 16 22 0 1 0 540 0.006 50 50 0.016 2.0 * CE 11 SPLIT INTO 11-14 BY ICON 0 11 12 0 1 0 700 0,006 50 0 0.016 1.5 0 12 13 0 1 0 850 0.006 50 0 0.016 1.5 0 13 51 0 1 0 500 0.006 50 0 0.016 1.5 0 14 51 0 1 0 900 0.006 50 0 0.016 1.5 * CE 112 ADDED BY ICON 0 112 11 0 1 0 700 0.010 50 0 0.016 1.5 * CE 9 REMOVED BY ICON * CE 1B REMOVED BY ICON ' 0 20 51 0 1 0 1100 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 51 0 1 3 800 0.005 10 10 0.035 2.0 * CE 220 CHANGED TO BASIN BY ICON * -1 220 43 3 3 0 1 I * 0 0 0.32 11.87 4.1 0 0 45 43 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.87 10, 11.87 0 22 43 0 1 0 1600 0,007 4 4 0.035 5.0 * CE 43 CHANGED TO NON -ROUTING ELEMENT BY ICON 0 43 51 3 0.1 1 0.001 0.016 0.1 * CONVEYANCE ELEMENTS 50 AND 51 REPLACE C.E. 17 FOR PROPER ROUTING TO POND 2 0 50 2 0 1 10 1000 0.005 15 15- 0.040 5.0 1 0 51 9 0 1 10 500 0.005 15 15 0.040 5.0 0 9 2 0 1 5 1000 0.006 15 15 0.035 5.0 * CE 230 CHANGED TO BASIN BY ICON * -1 230 18 3 3 0 1 * 0. 0. 0.30 7.21 , 7.16 0 0 47 12 3 1 0.1 1.. 0.001 0.016 0.1 0 0 0.1 - -7.21 10. 7.21 * 0 24 7 0 1 1 701 0.001 50 0 0.016 1.5 * OAKRIDGE BUSINESS PARK 4TH 8 BTH FILING OUTLET 0 250 25 6 2 0.1 1 0.005 0.013 0.1 0 0 0.0 0.19 0.01 0.24 0.08 0.28 0.31 0.32 0.33 5 0 25 22 0 2 1.25 500 0.005 0.013 1.25 * CE 260 CHANGED TO BASIN BY ICON * -1 260 42 3 3 0 1 * 0. 0. 0.24 11.19 6.99 0 * CE 290 CHANGED TO BASIN BY ICON '* -1 290 18 3 3 0 1 * 0. 0. 0.22 3.06 6.98 0 291 12 3 2 .1 1. 0.005 0.016 .1 0. 0. 0.10 3.06 10.0 3.06 0 46 42 3 1 0.1 1 0.001 0.016 0.1 0 0 0.1 11.19 10. 11.19 0 26 42 0 5 3.5 800 0.005 0.016 3.5 10 800 0.005 4 4 0.035 5.5 0 42 22 0 2 6 1 0.005 0.016 6.0 ' * OAKRIDGE BLOCK ONE 0 270 27 0 3 0 1 0.001 0.001 10.0 0 271 27 0 5 2.25 45 0.004 0.013 2.25 0 45 0.004 198 117 0.020 5.0 0 272 275 6.2 0.1 10 0.001 0.013 0.1 0 0 0.02 0.43 0.13 0.76 0.29 0.98 0.50 1.16 0.76 1.32 0 275 27 0 2 3.5 676 0.0084 0.013 3.5 0 27 41 8 2 0.1 10 0.001 0.013 0.1 0 0 0.03 0.78 0.22 2.51 0.52 3.46 0.90 4.21 1.37 4.84 2.10 57.63 3.20 191.38 0 41 26 0 5 4.0 100 0.005 0.016 4.0 10 100 0.005 50 50 0.016 5.0 0 36 26 0 5 1.25 90 0.011 0.013 1.21 0 90 0.014 200 200 0.020 5.0 * CE 28 SPLIT INTO 28-30 BY ICON 0 28 275 0 1 0 1000 0.005 0 50 0.016 1.5 0 29 28 0 1 0 1650 0.005 0 50 0.016 1.5 '. 0 30 29 0 1 0 850 0.005 0 50 0.016 1.5 * CE 340 CHANGED TO BASIN BY ICON * -1 340 16 3 3 0 1 * 0. 0. 0.23 1.91 6.96 0 34 16 3 2 .1 1. 0.005 0.016 .1 '0.0 0.0 0.1 1.91 10.0 1.91 * COVEYANCE ELEMENTS BETWEEN 92 AND 470 UPSTREAM OF LEMAY AVENUE Q 8 A. 1997) 92 89 0 2 2. 1000. .010 0. 0. .013 2. -1 395 89 4 3 .1 1. .1 0.0 0.0 0.5 3.6 9.6 3.6 9.85 0.0 ' 89 88 0 1 0. 800. .007 4. 4. .035 5. 490 90 4 2 .1 1. .1 0.00 0. 0.20 0.46 0.22 0.48 0.24 2.50 * POND 491 REVISED BY ICON 491 90 4 2 .1 1. - .1 0.00.00 0. 0.50 1.0 0.60 91.9 0.70 260, 90 88 0 4 0. 500. .010 50. 50. .016 .5 50. 500. -.010 10. 10. .035 5. 88 6 2 .1 1. 1 0.00.00 0. 0.01 12.0 0.11 12.4 0.79 12.8 2.06 13.2 3.53 31.6 88 588 0 1 0. 700. .008 4. 4. .035 5. 497 588 7 2 .1 1. .1 0.00 0. 0.01 1.57 0.05 1.61 0.36 1.67 0.67 1.73 0.84 1.76 1.30 20.16 588 488 0 3 .1 1. * -HARMONY CENTRE DETENTION POND RATING CURVE WAS COMPILED FROM THE '* RESULTS OF EXTRAN DYNAMIC FLOW MODEL AND IS NOT APPLICABLE TO ANY * INFLOW CONDITION OTHER THAN THAT WHICH IS MODELED HEREIN * POND 488 REVISED BY ICON FROM EXTRAN ANALYSIS 6/30/99 488 586 9 2 .1 1. .1 0.00 0.0 0.07 0.37 0.25 5.62 1.11 9.88 ' 7.37 10.16 8.70 11.97 9.94 13.83 10.24 16.14 10.61 21.24 '683 582 682 3 3 .1 1. .1 I 0.0 0.0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. 683 0 3 .1 1. 82 85 0 4 0. 1306. .014 50. 50. .016 .5 50. 1300. .014 10. 10. .035 5. 85 586 0 4 0. 1000... .011 50. 50. .016 .5 50. A00- .011 10. 10. .035 5. 84 586 0 4 0. 700. .010 50. 50. .016 .5 50. 700. .010 10. 10. .035 5. 586 486 0 3 .1 I. * PIER DETENTION POND REVISED BY ICON 6/30/99 486 584 7 2 .1 1. .1 0.00 0.0 0.02 0.1 0.38 11.23 1.42 15.73 4.55 29.63 5.58 74.29 5.87 85.28 673 584 684 7 3 .1 1. .1 0.0 0.0 20.0 0.0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 48.0 27.0 684 83 0 3 .1 1. ' 673 73 0 3 .1 1. 83 583 0 1 5. 400. .005 4. 4. .035 5. * POND 483 REVISED BY ICON 483 583 4 2 .1 1. .1 0.00 0. 0.94 2.8 1.14 2.8 4.0 2.8 583 72 0 3 .1 1. 72 572 0 5 3. 700. .004 0. 0. .013 3. 0. 700. .006 50. 50. .016 5. 73 572 0 4 0. 1300. .006 50. 50. .016 .5 50. 1300. .006 10. 10. .035 S. 481 577 11 2 .1. 1. .1 0.00 0. 0.12 1. 0.15 2. 0.16 4. ' 0.17 0.22 6. 16. 0.19 0.22 10: 18. 0.20 0.23 12. 20, 0.21 14. 480 577 6 2 .1 1. .1 0.00 0. 0.02 1. 0.03 2, 0.05 4. 0.06 6. 0.07 9. 577 6 2 .1 1. .1 0.00.00 0. 0.03 0.5 0.04 1. 0.05 2.5 0.07 8. 0.08 12.7 577 477 0 3 .1 1. 477 0.00 76 14 2 0. .1 0.05 1. 2. 0.19 4. 0.25 .1 6. ' O:27 8. 0.29 12. 0.30 16. 0.32 20. 0.34 .30. 0.36 45. 0.39 60. 0.46 75. 0.50 90. 0.55 105. 76 576 0 1 0. 800. .007 4. 4. .035 5. ' 576 574 0 3 .1 1. 75 574 0 1 5. 600. .007 4. 4. .035 5. 574 474 0 3 .1 I. 474 74 8 2 .1 1. .1 0.00 0.0 2.23 0.5 5.94 2.0 10.23 4.4 13.60 8.0 15.13 10.2 16.66 12.5 18.20 13.5 74 572 0 1 10. 700. .008 10. 10. .035 5. 572 472 0 3 .1 1. 472 571 12 2 .1 1. .1 0.00 0. 0.71 3. 0.89 6. 1.18 9. 1.73 12. 2.52 15. 3.66 18. 5.11 21. 6.95 24. 7.76 27. 8.04 30. 9.50 81. 571 471 0 3 .1 1. 471 570 9 2 .1 1. .1 ' 0.00 0. 0.19 10. 0.39 20. 0.68 30. 0.77 32. 0.84 40, 0.87 50. 0.89 60. 0.97 100. 70 4 40 3 3170 31 7 2 .1 .1 1. 1. .1 0.00 0. 0.08 10, 0.12 20. 0.24 30. 0.66 40. 1.00 44. 1.47 160. * END OF LIDSTONE 8 ANDERSON INSERT UPSTREAM OF LEMAY AVENUE 0 31 275 0 5 3 108 0.0075 0.013 3.0 30 108 0.0075 50. 50. .035 5. * ARTIFICIAL OVERFLOW CHANNEL TO ELIMINATE SURCHARGE 0 33 . 21 0 1 0 700 0.008 50 0 0.016 1.5 * OAKRIOGE POND WITH REVISED OUTLET HYDRAULICS 0 2 216 15 2 0.1 77 0.007 0.013 0.1 ' 0.0 0.0 0.00 2.30 0.02 16.06 0.11 . 51.28 0.59 86.17 2.36 115.72 6.17 144.72 12.05 169.80 19.65 193.70 28.60 214.81 33.64 224.38. 38.67 233.10 49.31 * 251.39 59.39 269.69 70.59 287.99 ---------------------------------------------------------------------- * ALL FOLLOWING CONVEYANCE ELEMENTS FROM MIRAMONT MASTER PLAN, RBD. INC. I ' POND 166 (301) RATING CURVE COMPOSITES 3 DETENTION PONDS IN BASIN 204 0 166 167 3 2 0.1 96 0.0060 0 0 0 013 0.10 0.0 0.0 1.6 24.0 3.4 26.4 0 167 169 0 1 4.00 260 0.0021 2 2 0.035 4.00 * POND 168 (303) RATING CURVE FROM EVANGELICAL COVENANT REPORT BY LANDMARK * POND 168 EXTENDED BY ICON 0 168 169 5 2 0.1 - 10 0.0010 0 0 0.013 0.10 ' 0.0 0.0 0.01 0.90 0.43 1.36 0.72 93.26 1.01 261.36 * CE 169 CHANGED TO PIPE W/OVERFLOW BY ICON 0 169 170 0 5 2.27 40 0.0070 0 0 0.013 2.27 40 40 0.0070 50 50 0.016 4.00 0 170 174 0 1 4.00 460 0.0021 2 2 0.035 4.00 * FUTURE DETENTION POND 171 (306) 0 171 174 3 2 0.1 10 0.0038 0 0 0.013 0.10 0.0 0.0 1.0 4.0 2.0 4.3 * POND 112 1317) RATING CURVE COMPOSITES 5 DETENTION PONDS IN BASIN 103 * POND 172 EXTENDED BY ICON 0 172 173 5 2 0.1 120 0.0033 0 0 0.013 0.10 0.0 0.0 6.5 5.5 8.0 6.0 9.0 97.9 10.0 266. * CE 173 CHANGED TO CHANNEL W/OVERFLOW BY ICON 0 173 175 0 4 0 1200 0.0050 4 4 0.035 1.10 30 1200 0.0050 150 150 0.035 3.00 * CE 174 CHANGED TO PIPE W/OVERFLOW BY ICON 0 114 175 0 5 2.25 75 0.0211 0 0 0.013 2.25 40 75 0.0211 50 50 0.016 4.00 * CE 175 CHANGED TO PIPE W/OVERFLOW BY ICON 0 175 177 0 5 2.50 853 0.0123 0 0 0.013 2.50 50 853 0.0123 50 50 0.016 4.00 * POND 176 (311) RATING CURVE FROM OAKRIDGE WEST PUD REPORT BY RBD * POND 176 EXTENDED BY ICON 0 176 177 7 2 0.1 315 0.0020 0 0 0.013 0.10 0.0 0.0 0.04 1.10 0.23 1.71 0.79 2.15 1.78 2.56 2.44 94.46 3.10 261.78 * CE 177 CHANGED TO PIPE W/OVERFLOW BY ICON 0 177 341 0 5 3.00 480 0.0100 0 0 0.013 3.00 10.0 480 0.0100 50 50 0.016 5.00 0 178 177 9 2 0.10 1310 0.0033 0 0 0.013 0.10 0.0 0.0 1.95 5.0 2.70 5.8 3.4 6.5 4.2 8.8 4.6 16.2 4.9 29.5 5.2 44. 5.5 60. 0 320 321 0 1 5.00 1350 0.0050 4 4 0.035 4.00 * POND 321 EXTENDED BY ICON 0 321 324 10 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 6.30 99.9 7.20 268. * FUTURE DETENTION POND 322 ' 0 322 323 3 2 0.1 10 0.0100 0 0 0.013 0.10 0.0 0.0 1.9 11.0 4.0 11.3 0 323 324 0 1 0 1500 0.0142 50 0 0.016 1.50 * CE 324 MODELED USING HGL AS SLOPE 0 324 331 0 2 3.00 36 0.0222 0 0 0.013 3.00 0 325 326 0 1 4.00 420 0.0050 4 4 0.035 3.00 * CE 326 MODELED USING HGL AS SLOPE * ADDED OVERFLOW TO CE 326 TO ELIMINATE SURCHARGE - ICON O 326 327 0 5 3.50 214 0.0168 0 0 0.013 3.50 40 214 0.0168 50 50 0.016 5.0 0 327 329 0 1 4.00 750 0.0050 4 4 0.035 3.00 * CE 328 MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 328 329 0 5 1.75 101 0.0149 0.013 1.75 ' 0 101 0.0149 133 44 0.016 5.0 0 329 180 0 1 5.00 240 0.0050 4 4 0.035 4.00 * CE 179 (330) MODELED WITH STREET CROWN OVERFLOW USING HGL AS SLOPE 0 179 324 0 5 1.50 80 0.0110 0.013 1.50 0 80 0.0110 167 167 0.016 5.0 * CE 331 MODELED USING HGL AS SLOPE 0 331 325 0 2 3.00 30 0.0267 0 0 0.013 3.00 * POND 180 (340) RATING CURVE REVISED BY ICON 0 180 341 11 2 0.10 20 0.0040 0 0 0.013 0.10 ' 0.0 0.0 0.44 4.00 0.99 9.60 1.55 18.00 2.28 28.40 3.01 37.20 3.85 45.60 4.69 52.40 5.0 55.52 5.3 79.94 5.6 139.96 0 341 4 0 5 5.20 120 0.0040 0 0 0.013 5.20 0 80 0.0040 50 50 0.016 7.00 * ALL FOLLOWING CONVEYANCE ELEMENTS FROM STETSON CREEK MASTER PLAN. RBD. INC. * CONCEPTUAL DETENTION FOR SUBeASINS 301 AND 303 ' * CE 303 REMOVED BY ICON * POND 301 REVISED BY JR ENGINEERING FOR HARMONY VILLAGE. ADDED BY ICON 0 301 91 9 2 0.1 1 0.0050 0.013 0.1 0.00 0.0 0.10 2.21 -0.85 4.20 1.88 5.32 2.45 5.76 3.27 13.38 4.26 14.36 4.56 36.21 5.73 57,76 0 91 93 0 1 0 -1325 0.0150 4 4 0.060 5.0 ' 0 93 94 11 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.( 1.62 1.9 2.40 5.40 3.33 7.7 4.35 14. 5.41 20.7 6.52 93.90 7.65 219.5 0 94 241 0 1 0 500 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 * OVERFLOW ADDED TO CE 364 FOR DEV. COND. BY ICON 0 364 366 0 4 16 90 0.0050 4 4 0.045 5.00 40 90 0.0050 50 50 0.035 6.00 * CE 365 CHANGED TO 396 BY ICON 0 369 366 0 4 0 1125 0.0045 4 4 0.035 2.30 50 1125 0.0045 50 50 0.035 5.00 * OVERFLOW ADDED TO CE 366 FOR DEV. COND, BY ICON 0 366 367 0 4 16 377 0.0050 4 4 0.045 5.00 40 377 0.0050 50. 50 0.035 6.00 * OVERFLOW ADDED TO CE 38 AND 39 FOR DEV. COND. BY ICON 0 38 373 0 4 0 1080 0.0050 4 4 0.035 3.50 40 1080 .0,0050 50 50 0.016 4.50 0 39 38 0 4 0 860 0.0050 4 4 0.035 3.50 40 860 0.0050 50 50 0.016 4.50 * ----------------------------------------------------------------------- * THE SEAR -BROWN GROUP - POUDRE VALLEY HOSPITAL SITE * CONVEYANCE ELEMENTS CHANGED TO 591. 592. 593. 594 BY ICON * POND 593 WITHIN BASIN 318 0 593 592 10 2 0.10 1 0.005 0.013 0.10 0.01 0.0 .57 0.50 1.14 3.04 1.40 3.51 1.79 6.40 2.45 9.32 2.60 9.71 3.23 11.14 4.01 12.73 4.97 14.12 0 592 39 0 1 4.0 1000 0.016 4.0 4.0 0.035 3.5 * POND 594 WITHIN BASIN 317 0 594 591 15 2 0.10 1 0.005 0.013 0.10 0.00 0.0 0.0 0.19 0.00 0.95 0.04 1.5E 0.07 1.99 0.22 2.37 0.36 2.70 0.74 2.99 1.12 3.26 1.40 3.39 1.69 5.44 2.26 8.42 2,40 8.55 2.90 8.96 3.54 9.46 0 591 39 0 1 0 1300 0.005 4.0 4.0 0.035 3.5 * -------------------------------------------------------=--------------- * CONVEYANCE ELEMENT 40 ADDED BY ICON 0 40 373 0 1 5 1400 0.0050 4 4 0.035 5.00 * POND 370 REVISED BY ICON ' 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 1.13 .41 1.40 .57 2.8 .68 3.23 .76 3.52 0.96 33.52 ' 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 * POND 372 RATING CURVE FROM STETSON CREEK 2ND FILING. BY NORTHERN ENGINEERING ' 0 372 363 6 2 0.10 1 0.0020 0.013 0.10 0.00 0.00 0.17 10.00 0.42 22.37 0.74 33.27 0.94 37.98 1.17 50.54 0 373 364 18 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 13.4 333.7 15.52 429.6 * POND 374 EXTENDED BY ICON 0 374 38 14 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 59.9 1-7.29 2341 ---- * ALL FOLLOWING CONV. ELEMENTS ARE FROM G&O 1986 McCLELLANDS BASIN MASTER PLAN I I I 11 I J 11 I� * EXISTING CONDITION CONVEYANCE ELEMENTS SUBBAS[NS BTWN STETSON CREEK & CTY RD 0 32 102 0 1 1.0 500 0.006 75 1.5 0.045 5.0 0 367 368 0 4 5.0 950 0.007 2.0 2.5 0,045 8.0 35.0 950 0.007 75.0 45.0 0.045 14.0 0 368 102 0 4 5.0 1960 0.010 3.0 3.0 0.045 5.0 30.0 1960 0.010 60.0 . 30.0 0.045 11.0 * CROSSING UNDER CTY RD 9: PER-RBD 1987 MCCLELLANDS BASIN CH. IMP, PHASE ONE 0 102 410 0 5 4.5 50 0.005 0.024 5.6 29.0 50 0.005 25 100 0.018 10.0 * SUBBASIN 304 MODELED BY FOLLOWING CONVEYANCE ELEMENTS. FROM * WILLOW SPRINGS PUD DRAINAGE PLAN. LIDSTONE & ANDERSON, JUNE 1996 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 310 0 3 .1 1. 310 140 16 2 .1 1. 0.0 0.0 0.38 0.13 1.00 1.19 1.50 1.97 3.40 3.93 4.36 6.64 6.73 7.74 8.87 8.36 10.27 8.76 11.47 9.03 12.41 9.21 12.99 9.32 13.37 9.39 13.72 9.45 13.85 9.48 13.89 9.48 214 315 0 3 .1 1. 215 315 0 3 .1 1. * POND 315 REVISED BY ICON 315 216 8 2 .1 1. 0.0 0.0 0.06 2.00 0.24 3.00 0.59 4.00 0.85 4.60 1.23 5.00 1.43 96.9 1.63 265.0 216 116 0 3 .1 1. 116 140 0 1 10. 1650. .003 4.0 4.0 .035 5.0 140 357 0 1 10. 700. .003 4.0 4.0 .035 5.0 223 224 0 3 .1 I. 224 334 0 3 .1 1. * POND 334 REVISED BY ICON 6/25/99 334 124 11 2 .1 1. 0.0 0.0 0.07 4.00 0.24 6.00 0.52 8.00 0.97 10.0 1.64 12.0 2.46 14.0 3.44 16.0 4.66 18.0 5.09 18.63 5.58 19.33 124 226 0 2 3.0 825. .0080 0.0 0.0 .011 5.0 226 336 0 3 .1 1. * POND 336 REVISED BY ICON 336 357 8 2 .1 1. 0.0 0.0 0.15 4.00 0.44 6.00 0.98 8.00 1.85 10.0 2.27 10.7 2.54 36.8 2.81 84.3 130 131 0 2 3.0 450. .0070 0.0 0.0 .013 3.0 131 330 0 2 3.5 250. .0070 0.0 0.0 .013 3.5 330 241 7 2 .1 1. 0.0 0.0 0.07 1.00 0.23 2.00 0.57 3.00 1.05 4.0 1.85 5.00 2.96 6.00 251 350 0 3 .1 1. * POND 350 REVISED BY ICON 350 216 9 2 .1 1. 0.0 0.0 0.07 1.00 0.25 2.00 0.63 3.00 0.82 3.5 1.10 4.00 1.15 4.10 1.30 96.0 1.45 264.1 252 160 0 3 .1 1. 160 261 0 5 1.5 275. .0100 0.0 0.0 .013 1.5 0.0 275. .0100 10. 10. .035 5.0 261 262 0 3 .1 1. 262 365 0 3 .1 1. 365 241 7 2 .1 1. 0.0 0.0 1.25 6.3 ' 2.42 7.5 .2.52 14.0 2.63 25.9 2.73 41.3 2.83 59.5 241 141 0 3 .1 1. 141 357 0 1 10.0 500. .0030 4.0 4.0 .035 5.0 ----------------------------------------------------------------------- * WILDWOOD FARM SUBDIVISION (ICON ENGINEERING. INC) 381 382 5 2 .1 1. 1 0.0 0.0 0.48 2.2 0.96 5.51 2.03 6.3 2.14 48.9 382 401 16 2 .1 1. .1 0.0 0.0 0.09 1.2 0.24 2.4 0.51 3.6 0.59 4.0 0.65 6.0 0.70 7.2 0.76 8.4 0.83 9.6 0.84 10.0 0.93 12.0 1.10 26.0 1.24 30.0 1.35 40.0 1.47 50.0 1.51 55.0 401 402 0 1 2. 550. .013 50. 50. .016 1. 402 406 0 1 2. 950.. .006 50. 50. 016 1. 400 .406 0 1 10. 710. .006 5. 6. .040 2. 406 380 0 3 .1 1. .1 11 * POND 380 REVISED BY ICON 6/25/99 380 403 12 2 .1 1. .1 0.0 0.0 2.70 8.8 3.09 9.3 3.19 10.0 3.59 15.0 3.99 20.0 4.87 21.8 5.00 22.0 5.54 22.9 6.24 52.4 6.58 75.1 6.93 107.7 384 404 5 2 .1 I:. .1 0.0 0.0 1.01 _ 3.7 1.89 9.3 1.94 11.5 1.98 15.5 383 407 7 2 .1 1. .1 0.0 0.0 .736 1.34 1.328 3.89 1.58 4.37 1.76 4.65 2.05 22.32 2.10 58.67 403 407 0 1 5. 950. .004 4. 4. 045 S. 407 405 0 3 .1 I. 1 405 410 0 5 3.5 2000. .002 0. 0. .013 3.5 40. 2000. .002 50. 50. .016 5. 404 407 0 5 3.5 900. 0.015 0. 0. .016 3.5 * 40, 900. 0.015 50. 50 .016 5. ----------------------------------------------------------------------- * HOMESTEAD SUBDIVISION (ICON ENGINEERING. INC) 388 387 0 1 5. 1300. .007 150. 150. .045 S. 387 386 0 1 5. 750. .007 150. 150. .045 5. 386 284 0 1 4. 800. .003 150. ISO. .046 S. 284 283 0 1 4. 700. .0063 150. 150. .045 5. 283 282 0 1 7. 1000. .0057 70. 40. .045 5. 282 * 410 0 1 9. 800. .046 9. 1.5 .045 S. ----------------------------------------------------------------------- * FOSSIL CREEK VILLAGE (ICON ENGINEERING. INC) 281 414 0 1 2. 1500. .015 55. 76. .035 5. 409 413 0 1 1. 1500. .010 50. 50. .045 5.0 410 411 0 4 5. 600. .045 2.5 3.0 .035 7. 45. 600. .045 25.0 50.0 .035 13. 411 412 0 4 5. 1060. .0038 3. 2. .035 6. 30. 1060. .0038 35.0 60.0 .035 11. 412 413 0 4 S. 870. .006 5.0 2.0 .035 6. 50. 870. .006 30.0 45.0 .035 12. 413 414 0 5 S. 40. .006 0. 0. .035 5. 50. 40. .006 100. 100. .016 10. 414 415 0 1 S. 1180. .006 30.0 25.0 .035 10. 415 416 0 1 5. 1050. .006 40. 50. .035 10. 416 517 0 1 5. 800. .006 40. 25. .035 6. 517 417 0 3 .1 1. .1 * SWIFT RESERVIOR NOT MODEL AS A ROUTING ELEMENT 417 0 0 2 .1 1. .003 0. 0. .035 .1 0 0 ENDPROGRAM i r [1 r OUTPUT FILE MMC-100R.OUT ' 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) TAPE OR DISK ASSIGNMENTS JIN M 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 JOUTM JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7l JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRATM 111RAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** ' MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100R.DAT ICON ENGINEERING. INC. 01 AUG 99 NUMBER OF TIME STEPS 600 INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH ' FOR 25 RAINFALL STEPS. THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91.81 .84 .81 .78 .75 ' .73 .71 .69 .67 .00 MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100R.DAT ICON ENGINEERING, INC. 01 AUG 99 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 .300 .51 .50 .00180 80 50 7109.0 86.2 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 60 50 1150.0 8.9 40.0 1100 .116 .250 .100 .300 .51 .50 .00180 1 70 6 10239.0 29.4 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 ' 130 51 7161.0 24.7 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 I I 1 u I I I L1 100 51 2875.0 13.2 40.0 0100 .016 .250 .100 .300 .51 .50 .00180 150 4 . 1590.0 1.8 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 110 11 1250.0 1.9 99.0 .0200 .016 .250 .100 .300 .5l .50 .00180 111 11 700.0 1.1 99.0 .0100 .016 .250 .100 .300 .51 .50 .00180 112 112 750.0 1.3 99.0 .0100 .016 .250 .100 .300 .51 .50 .00180 113 12 1200.0 1.3 99.0 .0100 .016 .250 .100 .300 .51 .50 .00180 114 12 950.0 1.-7 99.0 .0100 .016 .250 100 .300 .51 .50 .00180 115 13 1050.0 1.7 99.0 .0100 .016 .250 .100 .300 .51 .50 .00180 116 13 1400.0 2.2 99.0 .0100 .016 .250 .100 .300 .51 .50 .00180 117 51 1000.0 2.9 99.0 .0100 .010 250 .100 .300 .51 .50 .00180 118 14 1250.0 1.1 99.0 .0100 .016 .250 .100 .300 .51 .50 .00180 320 11 305.0 2.1 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 120 22 3875.0 17.8 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 90 2 5715.0 13.1 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 190 51 250.0 1.4 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 200 20 4550.0 31.3 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 210 44 1090.0 7.5 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 240 7 1742.0 5.0 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 220 45 3228.0 22.2 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 260 46 3454.0 23.8 50.3 .0100 .016 .250 .100 .300 .51 .50 .00180 230 47 2134.0 14.7 10.0 .0100 .016 .250 .100 .300 .51 .50 .00180 290 291 1278.0 5.9 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 340 34 1260.0 4.3 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 280 275 1000.0 2.0 99.0 .0200 .016 .250 .100 .300 .51 .50 .00180 281 28 1650.0 3.2 99.0 .0100 .016 .250 .100 .300 .51 .50 .00180 282 29 850.0 1.5 99.0 .0100 .016 .250 .100 .300 .51 .50 .00180 283 30 1250.0 2.0 99.0 .0100 .016 .250 .100 .300 .51 .50 .00180 330 33 700.0 5.6 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 160 16 3500.0 4.0 84.0 .0200 .016 .250 .100 .300 .51 .50 .00180 121 16 850.0 1.4 80.0 .0100 .016 250 .100 .300 .51 .50 00180 122 22 1200.0 1.8 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 250 250 500.0 1.6 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 270 270 625.0 3.3 60.0 .0100 .016 .250 .100 .300 .51 .50 .00180 271 271 2017.0 6.3 55.0 .0100 .016 .250 .100 .300 .51 .50 .00180 272 272 817.0 1.5 31.0 .0900 .016 .250 .100 .300 .51 .50 .00180 360 36 3223.0 2.4 87.0 .0200 .016 .250 .100 .300 .51 .50 .00180 201 320 3213.0 14.8 25.0 .0183 .016 .250 .100 .300 .51 .50 .00180 202 322 1873.0 21.5 50.0 .0165 .016 .250 .100 .300 .51 .50 .00180 203 172 7024.0 32.3 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 204 166 4138.0 19.0 80.0 .0100 .016 .250 .100 .300 .51 .50 .00180 205 168 650.0 5.8 47.0 .0105 .016 .250 .100 .300 .51 .50 .00180 206 171 958.0 7.7 70.0 .0080 .016 .250 .100 .300 .51 .50 .00180 207 176 1718.0 13.8 57.0 .0235 .016 .250 .100 .300 .51 .50 .00180 208 178 2936.0 33.6 70.0 .0170 .016 .250 .100 .300 .51 .50 .00180 209 321 6795.0 23.4 40.0 .0085 .016 .250 .100 .300 .51 .50 .00180 165 324 2991.0 10.3 40.0 .0100 .016 .250 .100 .300 .51 .50 .00180 211 325 3165.0 10.9 64.0 .0200 .016 .250 .100 .300 .51 .50 .00180 212 328 1220.0 4.2 80.0 .0380 .016 .250 .100 .300 .51 .50 00180 213 180 1472.0 16.9 30.0 .0055 .016 .250 .100 .300 .51 .50 .00180 214 179 465.0 1.6 90.0 .0110 .016 .250 .100 .300 .51 .50 .00180 215 331 500.0 .7 90.0 .0270 .016 .250 .100 .300 .51 .50 .00180 216 327 1405.0 1.0 90.0 .0060 .016 .250 .100 .300 .51 .50 .00180 301 301 3315.0 28.5 71.0 .0050 .016 .430 .100 .600 .51 .50 .00180 302 95 13736.0 47.5 45.0 .0100 .016 .390 .100 .600 .51 .50 .00180 305 369 6839.0 78.5 3.9 .0110 .016 .250 .100 .300 .51 .50 .00180 306 372 2535.0 8.7 31.2 .0200 .016 .250 .100 .300 .51 .50 .00180 307 360 2951.0 5.4 17.0 .1262 .016 .250 .100 .300 .51 .50 .00180 308 370 2042.0 7.0 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 309 362 888.0 1.6 4.0 .1262 .016 .250 .100 .300 .51 .50 .00180 311 371 807.0 2.8 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 312 363 569.0 2.1 2.3 .1262 .016 .250 .100 .300 .51 .50 .00180 313 367 495.0 .9 1.0 .0500 .016 .250 .100 .300 .51 .50 .00180 314 40 26470.0 91.2 34.0 .0200 .016 .250 .100 .300 .51 .50 .00180 315 374 4179.0 14.4 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 316 39 1924.0 67.0 5.0 .0170 .016 .250 .100 .300 .51 .50 .00180 317 594 1507.0 17.3 57.0 .0140 .016 .250 .100 .300 .51 .50 .00180 318 593 1699.0 19.5 47.0 .0150 .016 .250 .100 .300 .51 .50 .00180 217 368 1603.0 18.4 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 218 368 1515.0 17.4 5.0 .0300 .016 .250 .100 .300 .51 .50 .00180 222 32 1681.0 19.3 5.0 - .0080 .016 .250 .100 .300 .51 .50 .00180 223 102 2004.0 23.0 5.0 .0400 .016 .250 .100 .300 .51 .50 .00180 224 102 1202.0 13.8 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 225 35 5715.0 65.6 5.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 201 1200.0 8.5 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 2 ' 202 2000.0 4.1 68.0 .0200 .016 .250 .100 .300 .51 .50 .00180 3 203 800.0 5.7 44.0 .0200 .016 .250 .100 .300 .51 .50 .00180 4 209 750.0 1.6 74.0 .0200 .016 .250 .100 .300 .51 .50 .00180 5 209 1600.0 2.7 68.0 .0200 .016 .250 .100 .300 .51 .50 .00180 6 210 3800.0 7.6 66.0 .0200 .016 .250 .100 .300 .51 .50 .00180 7 209 750.0 3.3 57.0 .0200 .016 .250 .100 .300 .51 .50 .00180 8 210 450.0 2.3 67.0 .0200 .016 .250 .100 .300 .51 .50 .00180 9 209 3000.0 20.2 11,1 .0201 .011 .211 .101 .300 .51 .50 .01111 10 210 1400.0 9.1 26.0 .0200 .016 250 .100 .300 .51 .50 .00180 14 214 1000.0 4.8 54.0 .0200 .016 .250 .100 .300 .51 .50 .00180 15 215 1300.0 4.4- 9:0 .0200 .016 .250 .100 .300 .51 .50 .00180 16 216 200.0 1.8 12.0 .0200 .016 .250 .100 .300 .51 .50 .00180 20 223 600.0 4.1 46.0 .0200 .016 .250 .100 .300 .51 .50 .00180 21 223 1400.0 9.0 46.0 .0200 .016 .250 .100 .300 .51 .50 .00180 22 223 1800.0 7.3 52.0 .0200 .016 .250 .100 .300 .51 .50 .00180 23 224 1000.0 2.2 61.0 .0200 .016 .250 .100 .300 .51 .50 .00180 24 224 600.0 3.1 34.0 .0200 .016 .250 100 .300 .51 .50 .00180 25 226 900.0 4.0 65.0. .0200 .016 .250 .100 .300 .51 .50 .00180 ' 26 226 1000.0 2.7 32.0 .0200 .016 .250 .100 .300 .51 .50 .00180 30 130 2750.0 5.9 67.0 .0200 '.016 .250 .100 .300 .51 .50 .00180 31 131 1700.0 3.6 67.0 .0200 .016 .250 .100 .300 .51 .50 .00180 32 39 330 216 400.0 700.0 2.0 3.1 48.0 11.0 .0200 .0200 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 40 140 1300.0 6.4 30.0 .0200 .016 .250 .100 .300 .51 .50 .00180 41 357 800.0 4.3 43.0 .0200 .016 .250 .100 .300 .51 .50 .00180 42 241 900.0 1.5 75.0 .0200 .016 .250 .100 .300 .51 .50 .00180 50 251 1800.0 8.1 42.0 .0200 .016 .250 .100 .300 .51 .50 .00180 ' 63 252 2250.0 8.9 61.0 .0200 .016 .250 .100 .300 .51 .50 .00180 61 261 650.0 2.1 80.0 .0200 .016 .250 .100 300 .51 .50 .00180 62 262 1200.0 4.7 42.0 .0200 .016 .250 .100 .300 .51 .50 .00180 ' 370 371 110 571 1050.0 2000.0 6.1 11.7 63.0 45.0 .0101 .0200 .116 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .01111 .00180 372 572 4900.0 26.7 46.0 .0200 .016 250 .100 .300 .51 .50 .00180 373 73 2000.0 8.2 90.0 .0150 .016 .250 .100 .300 .51 .50 .00180 374 574 8000.0 18.3 86.0 .0200 .016 .250 .100 .300 .51 .50 .00180 375 75 5400.0 28.4 48.0 .0200 .016 .250 .100 .300 .51 .50 .00180 ' 376 576 1000.0 5.1 10.0 .0100 .016 .250 .100 .300 .51 50 .00180 377 577 400.0 1.9 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 378 577 450.0 2.3 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 371 479 450.0 1.5 70.0 .301 .51 .50 00180 380 480 350.0 1.4 70.0 .1100 .0100 .016 .016 .251 .250 .111 .100 .300 .51 .50 .00180 381 481 550.0 2.6 70.0 .0100 .016 .250 .100 .300 .51 .50 .00180 382 582 700.0 .8 67.0 .0130 .016 .250 .100 .300 .51 .50 .00180 383 483 1200.0 5.6 69.0 .0200 .016 .250 .100 .300 .51 .50 .00180 384 84 2400.0 6.9 84.0 .0200 .016 250 .100 .306 . .51 .50 .00180 385 85 2100.0 6.3 52.0 .0200 .016 .250 .100 .300 .51 .50 .00180 386 586 2000.0 12.2 60.0 .0100 .016 .250 .100 .300 .51 .50 .00180 387 586 800.0 3.2 70.0 .0250 .016 .250 .100 .300 .51 .50 .00180 388 588 1548.0 16.0 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 389 88 1220.0 7.0 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 ' 390 490 550.0 1.4 70.0 '.0200 .016 .250 .100 .300 .51 .50 .00180 391 491 600.0 2.8 70.0 .0200 .016 .250 .100 .300 .51 .50 .00180 392 588 1100.0 6.6 90.0 .0200 .016 .250 .100 .300 .51 .50 .00180 393 394 88 92 4400.0 900.0 11.8 1.4 95.0 90.0 .0200 .0200 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 396 496 2950.0 13.5 93.0 .0130 .016 .250 .100 .300 .51 .50 .00180 397 497 810.0 3.9 85.0 .0210 .016 .250 .100 .300 .51 .50 .00180 400 400 860.0 9.9 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 401 406 1170.0 16.7 20.6 .0150 .016 .250 .100 .300 .51 .50 .00180 402 406 1520.0 17.4 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 403 361 1920.0 11.0 45.0 .0170 .016 .250 .100 300 .51 .50 .00180 404 382 1790.0 10.4 55.0 .0250 .016 .250 .100 .300 .51 .50 .00180 415 406 402 383 3080.0 2053.0 3.5 14.1 90.0 .38.0 .0211 .0150 .016 .016 .210 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00111 .00180 407 384 1921.0 13.2 40,0 .0150 .016 .250 .100 .300 .51 .50 .00180 408 404 3378.0 38.8 5.0 .0150 .016 .250 .100 .300 .51 .50 .00180 500 517 3899.0 26'9 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 501 416 2750.0 18.9 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 502 517 3785.0 17.4 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 503 415 3893.0 44.7 5.0 0150 .016 .250 .100 .300 .51 .50 .00180 504 415 2570.0 11.8 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 514 413 4080.0 28.1 5.0 .0200 .016 .211 .100 .311 .51 .50 .10110 505 409 5867.0 67.3 5.0 .0200 .016 .250 .100 300 .51 .50 .00180 ' 506 412 2143.0 14.8 5.0 .0200 .016 .250 .100 .300 .51 .50 .00180 507 412 2277.0 15.7 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 508 281 3833.0 26.4 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 509 411 1936.0 13.3 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 510 411 2611.0 18.0 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 511 283 5670.0 39.1 5.0 .0100 .016 .250 .100 .300 .51 .50 .00180 512 386 6803.0 46.9 25.0 .0100 .016 .250 .100 .300 .51 .50 .00180 513 388 16060.0 124.4 5.0 .0100 .016 .250 .100 .300 .51 50 .00180 NUMBER OF SUBCATCHMENTS. 159 'TOTAL TOTAL TRIBUTARY AREA (ACRES). 2154.02 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-1EAR EVENT FILE: MMC-1001.DAT ICON ENGINEERING. INC. 11 AUG 99 ' *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 2154.020 RAINFALL (INCHES) 3.669 'TOTAL TOTAL INFILTRATION (INCHES) .806 TOTAL WATERSHED OUTFLOW (INCHES) 2.672 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .190 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 ' McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100R.DAT ICON ENGINEERING. INC. 01 AUG 99 1 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK ' NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 4 8 0 1 CHANNEL .0 800. .0044 4.0 4.0 .035 5.00 0 8 2 0 1 CHANNEL 10.0 1750. .0100 4.0 4.0 .035 5.00 0 7 6 6 0 50 0 1 1 CHANNEL 0 CHANNEL 0 1400. 1200. 1100 .0032 .0 4.0 50.0 4.0 .011 .035 1,11 5.00 0 0 35 102 0 1 CHANNEL .0 1250, .0100 50.0 50.0 .045 5.00 0 16 22 0 1 CHANNEL .0 540, .0060 50.0 50.0 .016 2.00 0 11 12 0 1 CHANNEL .0 700. .0060 50.0 .0 .016 1.50 0 12 13 0 1 CHANNEL .0 850, .0060 50.0 .0 .016 1.50 0 13 51 0 1 CHANNEL .0 Soo. .0060 50.0 .0 .016 1.50 0 14 51 0 1 CHANNEL .0 900. .0060 50.0 .0 .016 1.50 0 112 11 0 1 CHANNEL .0 700, .O100 50.0 .0 .016 1.50 0 20 51 0 1 CHANNEL 0 1101, 1010 4.0 4.0 .111 5.00 0 21 44 0 1 CHANNEL .0. 1200. .0050 50.0 .0 .016 1.50 0 44 51 0 1 CHANNEL 3.0 800. .0050 10.0 10.0 035 2.00 0 45 43 3 1 CHANNEL .1 1. .0010 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 11.9 10.0 11.9 22 43 0 1 CHANNEL .0 1600. .0070 4.0 4.0 .035 5.00 0 43 51 0 3 .1 1. .0010 .0 .0 .016 .10 0 50 2 0 1 CHANNEL 10.0 1000. .0050 15.0 15.0 .040 5.00 0 51 9 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 0 9 2 0 1 CHANNEL 5.0 1000. .0060 15.0 15.0 .035 5.000 47 12 3 1 CHANNEL .1 1. .0010 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .l 7.2 10.0 7.2 250 25 6 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .2 .0 .2 .1 .3 .3 .3 .3 5.0 25 22 0 2 PIPE 1.3 500. .0050 .0 .0 .013 1.25 0 291 12 3 2 PIPE .1 1. .0050 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 3.1 10.0 3.1 46 42 3 1 CHANNEL .1 1. .0010 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' 26 .0 42 0 .0 5 .I 11.2 3.5 PIPE 3.5 800 1 800. 0050 .0 .0 .016 3.50 0 OVERFLOW 10.0 800. .0050 4.0 4.0 .035 5.50 42 22 0 2 PIPE 6.0 1. .0050 .0 .0 .016 6.00 0 270 27 0 3 .0 1. .0010 .0 .0 .001 10.00 0 271 27 0 5 PIPE 2.3 45. .0040 .0 .0 .013 2.25 0 OVERFLOW .0 45, .0040 198.0 117.0 .020 5.00 272 275 6 2 PIPE 1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .4 .1 .8 .3 1.0 .5 1.2 .8 1.3 275 27 0 2 PIPE 3.5 676. .0084 .0 .0 .013 3.50 0 ' 27 41 8 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .8 .2 2.5 .5 3.5 .9 4.2 1.4 4.8 2.1 57.6 3.2 191.4 41 26 0 5 PIPE 4.0 100. .0050 .0 .0 .116 4.00 0 OVERFLOW 10.0 100. .0050 50.0 50.0 .016 5.00 36 26 0 5 PIPE 1.3 90. .0140 .0 .0 .013 1.25 0 _ OVERFLOW .0 90. .0140 200.0 200.0 .020 5.00 28 275 0 '- 1 CHANNEL .0 1000. .0050 .0 50.0 .016 1.50 0 29 28 0 1 CHANNEL .0 1650. .0050 .0 50.0 .016 1.50 0 ' 30 29 0 1 CHANNEL .0 850. .0050 .0 50.0 .016 1.50 0 34 16 3 2 PIPE .1 1. .0050 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 _1 1.9 10.0 92 89 0 2 PIPE 2.0 1000000 . 0100 .0 .0 .013 2.00 0 395 89 4 3 .1 1. .0010 .0 .0 .001 .10 1 TIME IN HRS VS INFLOW IN CFS .0 .0 .5 3.6 9.6 3.6 9.8 .0 89 88 0 1 CHANNEL .0 800. .0070 4.0 4.0 .035 5.00 0 ' 490 90 4 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 .5 .2 .5 .2 2.5 491 90 4 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .5 1.0 .6 91.9 .7 260.0 90 88 0 4 CHANNEL .0 500. .0100 50.0 50.0 .016 .50 0 OVERFLOW 50.0 500. .0100 10.0 10.0 .035 5.00 496 88 6 RESERVOIR 2 STORAGE IN PIPE 1 1. ACRE-FEET VS SPILLWAY OUTFLOW .0010 .0 .0 .001 .10 0 .0 .0 .0 12.0 1 12.4 .8 12.8 2.1 13.2 3.5 31.6 88 588 0 1 CHANNEL .0 700. .0080 4.0 4.0 .035 5.00 0 497 588 7 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 1.6 .1 1.6 .4 1.7 .7 1.7 .8 1.8 1.3 20.2 588 488 0 3 .1 1. .0010 .0 .0 .001 10.00 0 488 586 9 2 PIPE 1 1. 0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .1 .4 .3 5.6 1.1 9.9 7.4 10.2 8.7 12.0 9.9 13.8 10.2 16.1 10.6 21.2 582 682 3 3 .1 1. .0010 .0 .0 .001 .10 683 - DIVERSION TO GUTTER NUMBER 683 - TOTAL 0 VS DIVERTED Q IN CFS .0 .0 4.6 1.3 8.0 1.8 682 82 0 3 .1 1. 0010 .0 .0 .001 10.00 0 683 0 0 3 1 1. 0010 .0 .0 .001 10.00 0 82 85 0 4 CHANNEL .0 1300. .1140 50.0 50.0 .016 .50 - 0 OVERFLOW 50.0 1300. 0140 10.0 10.0 .035 5.00 ' 85 586 0 4 CHANNEL .0 1000. .0110 50.0 50.0 .016 .50 0 OVERFLOW 50.0 1000. .0110 10.0 10.0 .035 5.00 84 586 0 4 CHANNEL .0 700. .0100 50.0 50.0 .016 .50 0 OVERFLOW 50.0 700. .0100 10.0 10.0 .035 5.00 ' 586 486 0 3 .1 1. .0010 .0 .0 .001 10.00 0 486 584 7 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1 .4 11.2 1.4 15.7 4.5 29.6 5.6 74.3 5.9 85.3 584 684 7 3 .1 1. 0010 .0 .0 .001 .10 673 DIVERSION TO GUTTER NUMBER 673 - TOTAL Q VS DIVERTED Q IN CFS .0 .0 20.0 .0 21.0 1.0 24.0 3.0 27.0 6.0 30.0 9.0 48.0 27.0 ' 684 83 0 3 .1 1. 0010 .0 .0 .001 10.00 0 673 73 0 3 .1 1. .0010 .0 .0 .001 10.00 0 83 583 0 1 CHANNEL 5.0 400. .0050 4.0 4.0 .035 5.00 0 483 583 4 2 PIPE .1 1. .0010 .0 .0 - .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 2.8 1.1 2.8 4.0 2.8 583 72 0 3 .1 1. .0010 .0 .0 .001 10.00 0 72 572 0 5 PIPE 3.0 700. .0040 .0 .0 .013 3.00 0 OVERFLOW 700. - 50.0 50.0 .016 5.00 73 572 0 4 .0 CHANNEL .0 1300. .0040 .0060 50.0 50.0 .016 .50 0 ' OVERFLOW 50.0 1300. 0060 10.0 10.0 .035 5.00 481 577 11 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .1 2.0 .2 4.0 .2 6.0 .2 10.0 ' .2 12.0 .2 14.0 .2 16.0 .2 18.0 .2 20.0 480 577 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW . .0 .0 .0 1.0 .0 2.0 .1 4.0 .1 6.0 .1 9.0 479 577 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .0 1.0 .1 2.5 .1 8.0 .1 12.7 577 477 76 ' 57 75 574 474 74 572 472 571 ' 471 ' 70 470 1 31 33 2 166 I 167 168 169 170 171 172 173 174 175 176 177 178 320 321 322 323 477 0 3 .1 1. .0010 .0 .0 .001 10.00 0 76 14 2 P[PE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.0 .2 4.0 .3 6.0 .3 8.0 .3 12.0 3 16.0 .3 20.0 .3 30.0 .4 45.0 .4 60.0 .5 75.0 .5 90-0 .6 105.0 576 0 1 CHANNEL .0 800. :0070 4.0 4.0 .035 5.00 0 574 0 3 .1 1. .0010 .0 .0 .001 10.00 0 574 0 1 CHANNEL 5.0 600. .0070 4.0 4.0 .035 5.00 0 474 0 3 .1 1. .0010 .0 .0 .001 10.00 0 74 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.2 .5 5.9 2.0 10.2 4.4 13.6 8.0 15.1 10.2 16.7 12.5 18.2 13.5 572 0 1 CHANNEL 10.0 700. 0080 10.0 10.0 .035 5.00 0 472 0 3 .1 1. .0010 .0 .0 .001 10.00 0 571 12 2 PIPE .1 1. 0010 .0 .0 .001 .10 O RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .7 3.0 .9 6.0 1.2 9.0 1.7 12.0 2.5 15.0 3.7 18.0 5.1 21.0 7.0 24.0 7.8 27.0 8.0 30.0 9.5 81.0 471 0 3 .1 1. .0010 .0 .0 .001 10.00 0 570 9 2 PIPE 1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.0 .4 20.0 .7 30.0 .8 32.0 .8 40.0 .9 50.0 .9 60.0 1.0 100.0 470 0 3 .1 1. .0010 . .0 .0 .001 10.00 0 31 7 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 10.0 .1 20.0 .2 30.0 .7 40.0 1.0 44.0 1.5 160.0 275 0 5 PIPE 3.0 108. .0075 .0 .0 .013 3.00 0 . OVERFLOW 30.0 108. .0075 50.0 50.0 .035 5.00 21 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 0 216 15 2 PIPE .1 77. .0070 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 2.3 .0 16.1 .1 51.3 .6 86.2 2.4 115J . 6.2 144.7 12.1 169.8 19.6 193.7 28.6 214.8 33.6 224.4 38.7 233.1 49.3 251.4 59.4 269.7 70.6 288.0 167 3. 2 PIPE .1 96. .0060 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.6 24.0 3.4 26.4 169 0 1 CHANNEL 4.0 260. .0021 2.0 2.0 .035 4.00 0 169 5 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .9 .4 1.4 .7 93.3 1.0 261.4 170 0 5 PIPE 2.3 40. .0070 .0 .0 .013 2.27 0 OVERFLOW 40.0 40. .0070 50.0 50.0 .016 4.00 174 0 1 CHANNEL 4.0 460. .0021 2.0 2.0 .035 4.00 0 174 3 2 PIPE .1 10. .0038 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 4.0 2.0 4.3 173 5 2 PIPE .1 120. .0033 .O .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.5 5.5 8.0 6.0 9.0 97.9 10.0 266.0 175 0 4 CHANNEL .0 1200. .0050 4.0 4.0 .035 1.10 0 OVERFLOW 30.0 1200. .0050 150.0 150.0 .035 3.00 175 0 5 PIPE 2.3 75. .0211 .0 .0 .013 2.25 0 OVERFLOW 40.0 75. .0211 50.0 50.0 .016 4.00 177 0 5 PIPE 2.5 853. .0123 .0 .0 .013 2.50 0 OVERFLOW 50.0 853. .0123 50.0 50.0 .016 4.00 177 7 2 PIPE .1 315. .0020 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.1 .2 1.7 .8 2.1 1.8 2.6 2.4 94.5 3.1 261.8 341 0 5 PIPE 3.0 480. .0100 .0 .0 .013 3.00 0 OVERFLOW 10.0 480. .0100 50.0 50.0 .016 5.00 177 9 2 PIPE .1 1310. .0033 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .O .0 2.0 5.0 2.7 5.8 3.4 6.5 4.2 8.8 4.6 16.2 4.9 29.5 5.2 44.0 5.5 60.0 321 0 1 CHANNEL 5.0 1350. .0050 4.0 4.0 .035 4.00 0 324 10 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 3.9 7.3 5.4 8.0 6.3 99.9 7.2 268.0 323 3 2 PIPE .1 10. .0100 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.9 11.0 4.0 11.3 324 0 1 CHANNEL .0 1500.. .0142 50.0 .0 .016 1.50 0 324 331 0 2 PIPE 3 0 36 .0222 .0 .0 .013 325 326 0 1 CHANNEL 4.0 420. .0050 4.0 4.0 .035 326 327 0 5 PIPE 3.5 214. 0168 .0 :0 OVERFLOW 40.0 214. .0168 50.0 50.0 .013 .016 327 329 0 1 CHANNEL 4.0 750. .0050 4.0 4.0 .035 328 329 0 5 - PIPE 1.8 101. .0149 .0 .o .013 _ OVERFLOW .0 101. .0149 133.0 44,0 .016 329 180 0 1 CHANNEL 5.0 240, .0050 4.0 4.0 .035 179 324 0 5 PIPE 1.5 80. .0110 .0 .0 .013 OVERFLOW .0 80. .0110 167.0 167.0 .016 331 325 0 2 PIPE 3.0 30. .0267 .0 .0 .013 180 341 11 2 PIPE .1 20. .0040 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 4.0 1.0 9.6 1.6 18.0 2.3 28.4 3.9 45.6 4.7 52.4 5.0 55.5 5.3 79.9 5.6 140.0 341 4 0 5 PIPE 5.2 120, .0040 .0 .0 .013 301 91 9 2 OVERFLOW .0 80. PIPE .1 1. .0060 .0050 50.0 .0 50.0 .0 .016 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.2 .8 4.2 1.9 5.3 2.5 5.8 4.3 14.4 4.6 36.2 5.7 57.8 91 93 0 1 CHANNEL .0 1325. .0150 4.0 4.0 .060 ' 93 94 11 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 ' 94 241 3.3 0 7.7 1 4.3 14.0 5.4 20.7 CHANNEL 0 500. 6.5 .0027 93.9 3.0 7.7 3.0 219.5 .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 4.0 364 366 0 4 CHANNEL 16.0 90, .0050 4.0 4.0 .045 .045 OVERFLOW 40.0 90. .0050 50.0 50.0 .035 369 366 0 4 CHANNEL .0 1125, .0045 4.0 4.0 .035 OVERFLOW 50.0 1125. .0045 50.0 50.0 .035 366 367 0 4 CHANNEL 16.0 377. .0050 4.0 4.0 .045 OVERFLOW 40.0 377. .0050 50.0 50.0 .035 38 373 0 4 CHANNEL .0 1080. .0050 4.0 4.0 .035 OVERFLOW 40.0 1080. .0050 50.0 50.0 .016 39 38 0 4 CHANNEL .0 860, .0050 4.0 4.0 .035 OVERFLOW 40.0 860. .0050 50.0 50.0 .016 I 593 592 10 2 PIPE .1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .5 1.1 3.0 1.4 3.6 1.8 6.4 592 39 2.6 0 9.7 1 3.2 11.1 4.0 12.7 CHANNEL 4.0 1000. 5.0 .0160 14.1 4.0 4.0 .035 594 591 15 2 PIPE .1 1. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .2 .0 .9 .0 1.6 1 2.0 .4 2.7 .7 3.0 1.1 3.3 1.4 3.4 1.7 5.4 2.4 8.6 2.9 9.0 3.5 9.5 591 39 0 1 CHANNEL .0 1300. .0050 4.0 4.0 .035 40 373 0 1 CHANNEL 5.0. 1400, .0050 4.0 4.0 .035 310 361 9 RESERVOIR 2 STORAGE IN PIPE 1 1. ACRE-FEET VS SPILLWAY OUTFLOW 0050 .0 .0 .013 .0 .0 .0 .0 .0 .8 .2 1.1 .4 1.4 .7 3.2 .8 3.5 1.0 33.5 371 362 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 6 2 PIPE 1. .0020 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 10.0 .4 22.4 .7 33.3 .9 38.0 373 364 18 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 13.4 333.7 374 38 14 2 PIPE .1 I. .0040 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .a .o .o .o .1 .o .z .a .4 1.1 5 2.8 .7 3.9 .8 4.8 1.1 5.6 1.3 6.3 1.7 7.3 2.3 59.9 32 102 0 1 CHANNEL 1.0 500. .0060 75.0 1.5 .045 3.00 3.00 3.50 5.00 3.00 1.75 5.00 4.00 1.50 5.00 3.00 10 3.0 37.2 0 0 0 0 0 0 0 0 0 5.20 0 7,00 .10 0 3.3 13.4 5.00 0 .10 0 2.4 5.4 5.00 10.00 4.00 9.44 4.00 9.44 4.00 4.00 4.00 5.00 6.00 •2.30 5.00 5.00 6.00 3.50 4.50 3.50 4.50 10 2.5 9.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.50 0 .10 0 .2 2.4 2.3 8.4 3.50 0 5.00 0 .10 0 .6 2.8 .10 0 .4 1.6 .10 0 1.2 50.5 .10 0 6.3 16.8 9.9 31.5 15.5 429.6 .10 0 .5 2.1 1.5 6.9 5.00 0 FJ 367 368 0 4 CHANNEL 5.0 950. OVERFLOW 35.0 950. 368 102 0 4 CHANNEL 5.0 1960. OVERFLOW 30.0 1960. 102 410 0 5 PIPE 4.5 50. - - OVERFLOW 29.0 50. 201 202 0- 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 310 0 3 .1 1. 310 140 16 2 PIPE I 1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 .1 1.0 1.2 6.7 7.7 8.9 8.4 10.3 8.8 13.4 9.4 13.7 9.4 13.9 9.5 214 315 0 3 .1 1. 215 315 0 3 .1 1. 315 216 8 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.0 .2 3.0 1.4 96.9 1.6 265.0 216 116 0 3 .1 1. 116 140 0 1 CHANNEL 10.0 1650. 140 357 0 1 CHANNEL 10.0 700, 223 224 0 3 .1 1. 224 334 0 3 .1 1. 334 124 11 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.0 .2 6.0 2.5 14.0 3.4 16.0 4.7 18.0 124 226 0 2 PIPE 3.0 825, 226 336 0 3 .1 1. 336 357 8 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.0 .4 6.0 2.5 36.8 2.8 84.3 130 131 0 2 PIPE 3.0 450, 131 330 0 2 PIPE 3.5 250. 330 241 7 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .2 2.0 3.0 6.0 251 350 0 3 .1 1. 350 216 9 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 2.0 1.1 4.1 1.3 96.0 1.5 264.1 252 160 0 3 .1 1. 160 261 0 5 PIPE - 1.5 275. OVERFLOW .0 275. 261 262 0 3 .1 1. 262 365 0 3 .1 1. 365 241 7 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.3 6.3 2.4 7.5 2.8 59.5 241 141 0 3 .1 1. 141 357 0 1 CHANNEL 10.0 500. 381 382 5 2 PIPE 1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .5 2.2 1.0 5.5 382 401 16 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.2 .2 2.4 .7 7.2 .8 8.4 .8 9.6 1.2 30.0 1.4 40.0 1.5 50.0 401 402 0 1 CHANNEL 2.0 550. 402 406 0 1 CHANNEL 2.0 950. 400 406 0 1 CHANNEL 10.0 710. 406 380 0 3 1 1. 380 403 12 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.7 8.8 3.1 9.3 4.9 21.8 5.0 22.0 5.5 22.9 384 404 5 2 PIPE .1 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 3.7 1.9 9.3 383 407 7 2 PIPE .1 1. .0070 2.0 2.5 .045 .0010 75.0 45.0 .045 .0100 3.0 3.0 .OnS .0100 60.0 30.0 .045 .0050 .0 .0.024 .0050 25.0 100.0 .018 0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 1.5 2.0 3.4 3.9 11.5 9.0 12.4 9.2 13.9 9.5 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .6 4.0 .8 4.5 .0010 .0 .0 .001 .0030 4.0 4.0 .035 .0030 4.0 4.0 .035 .0010 .0 .0 .001 .0010 .0 .0 .001 .0010 .0 .0 .001 .5 8.0 1.0 10.0 5.1 18.6 5.6 19.3 .0080 .0 .0 .011 .0010 .0 .0 .001 .0010 .0 .0 .001 1.0 8.0 1.9 10.0 .0070 .0 .0 .013 .0070 .0 .0 .013 .0010 .0. .0 .001 .6 3.0 1.1 4.0 .0010 .0 .0 .001 .0010 .0 .0 001 .6 3,0 .8 3.5 .0010 .0 .0 .001 .0100 .0 .0 .013 .0100 10.0 10.0 .035 .0010 .0 .0 .001 .0010 .0 .0 .001 0010 .0 .0 .001 2.5 14.0 2.6 25.9 .0010 .0 .0 .001 .0030 4.0 4.0 .035 .0010 .0 .0 .001 2.0 6.3 2.1 48.9 .0010 .0 .0 .001 .5 3.6 .6 4.0 .8 10.0 .9 12.0 1.5 55.0 .0130 50.0 50.0 .016 .0060 50.0 50.0 .016 .0060 5.0 6.0 .040 .0010 .0 .0 .001 .0010 .0 .0 .001 3.2 10.0 3.6 15.0 6.2 52.4 6.6 75.1 .0010 .0 .0 .001 1.9 11.5 2.0 15.5 .0010 .0 .0 .001 8.00 0 14.00 5.00 0 11.00 5.60 0 10.00 10.00 0 10.00 0 10.00 0 10.00 0 10.00 0 .10 0 4.4 6.6 13.0 9.3 10.00 0 10.00 0 .10 0 1.2 5.0 10.00 0 5.00 0 5.00 0 10.00 0 10.00 0 .10 0 1.6 12.0 5.00 0 10.00 0 .10 0 2.3 10.7,. 3.00 0 3.50 0 .10 0 1.9 5.0 10.00 0 .10 0 1.1 4.0 10.00 0 1.50 0 5.00 10.00 0 10.00 0 .10 0 2.7 41.3 10.00 0 5.00 0 .10 0 .10 0 .7 6.0 1.1 20.0 1.00 0 1.00 0 2.00 0 .10 0 10 0 4.0 20.0 6.9 107.7 .10 0 10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 .0 .7 1.3 1.3 3.9 1.6 4.4 1.8 4.7 2.0 22.3 2.1 58.7 403 407 0 1 CHANNEL 5.0 950. 0040 4.0 4.0 .045 5.00 0 407 405 0 3 . 1. 0010 .0 .0 .001 .10 0 405 410 0 5 PIPE 3.5 2000. 0020 .0 .0 .013 3.50 0 OVERFLOW 40.0 2000. .0020 50.0 50.0 .016 5.00 404 407 0 5 PIPE 3.5 900.- .0150 .0 .0 .016 3.50 0 OVERFLOW 40.0 900. .0150 50.0 50.0 .016 5.00 388 387 0 1 CHANNEL 5.0 1300. .0070 150.0 150.0 .045 5.00 0 387 386 0 1 CHANNEL 5.0 750. .0070 150.0 150.0 .045 5.00 0 386 284 0 1 CHANNEL 4.0 800. .0030 150.0 150.0 .045 5.00 0 ' 284 283 0 1 CHANNEL 4.0 700. .0063 150.0 150.0 .045 5.00 0 283 282 0 1 CHANNEL 7.0 1000. .0057 70.0 40.0 .045 5.00 0 282 410 0 1 CHANNEL 9.0 B00. .0460 9.0 1.5 .045 5.00 0 281 414 0 1 CHANNEL 2.0 1500. .0150 55.0 76.0 .035 5.00 0 119 413 0 1 CHANNEL 1.0 1110, 1100 50.0 50.0 .041 5.00 1 410 411 0 4 CHANNEL 5.0 600. .0450 2.5 3.0 .035 7.00 0 OVERFLOW 45.0 600. .0450 25.0 50.0 .035 13.00 411 412 0 4 CHANNEL 5.0 1060. .0038 3.0 2.0 .035 6.00 0 OVERFLOW 30.0 1060. .0038 35.0 60.0 .035 11.00 ' 412 413 0 4 CHANNEL 5.0 870. .0060 5.0 2.0 .035 6.00 0 OVERFLOW 50.0 870. .0060 30.0 45.0 .035 12.00 413 414 0 5 PIPE 5.0 40. .0060 .0 .0 .035 5.00 0 OVERFLOW 50.0 40. .0060 100.0 100.0 .016 10.00 ' 414 411 0 1 CHANNEL 5.0 1180, 0011 30.0 25.0 .131 10.00 0 415 416 0 1 CHANNEL 5.0 1050. .0060 40.0 50.0 .035 10.00 0 416 517 0 1 CHANNEL 5.0 800. .0060 40.0 25.0 .035 6.00 0 517 417 0 3 .1 1. .0010 .0 .0 .001 .10 0 417 0 0 2 PIPE .1 1. .0030 .0 .0 .035 .10 0 ' TOTAL NUMBER OF GUTTERS/PIPES. 203 'MCCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS 111 30 1111 ADOPTED 100-YEAR EVENT FILE: MMC-100R.DAT ICON ENGINEERING. INC. 01 AUG 99 ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 2 8 50 9 0 0 0 0 0 0 0 90 0 0 0 0 0 0 0 0 0 796.3 4 341 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 219.3 6 7 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 34.4 7 0 0 0 0 0 0 0 0 0 0 240 0 0 0 0 0 0 0 0 0 5.0 8 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 219.3 9 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 434.3 11 112 0 0 0 0 0 0 0 0 0 110 Ill 320 0 0 0 0 0 0 0 6.5 12 11 47 291 0 0 0 0 0 0 0 113 114 0 0 0 0 0 0 0 0 30.0 13 12 0 0 0 0 0 0 0 0 0 115 116 0 0 0 0 0 0 0 0 33.9 14 0 0 0 0 0 0 0 0 0 0 118 0 0 0 0 0 0 0 0 0 1.1 16 34 0 0 0 0 0 0 0 0 0 160 121 0 0 0 0 0 0 0 0 9.8 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 0 0 0 0 0 0 0 0 0 0 5.6 22 16 25 42 0 0 0 0 0 0 0 120 122 0 0 0 0 0 0 0 0 290.6 25 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.6 ' 26 41 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 231,1 27 270 271 275 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 233.4 28 29 0 0 0 0 0 0 0 0 0 281 0 0 0 0 0 0 0 0 0 6.7 29 30 0 0 0 0 0 0 0 0 0 282 0 0 0 0 0 0 0 0 0 3.5 30 0 0 0 0 0 0 0 0 0 0 283 0 0 0 0 0 0 0 0 0 2.0 ' 31 470 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 213.6 32 0 0 0 0 0 0 0 0 0 0 222 0 0 0 0 0 0 0 0 0 19.3 33 0 0 0 0 0 0 0 0 0 0 330 0 0 0 0 0 0 0 0 0 5.6 34 0 0 0 0 0 0 0 0 0 0 340 0 0 0 0 0 0 0 0 0 4.3 ' 35 0 0 0 0 0 0 0 0 0 0 221 0 0 0 0 0 0 0 0 0 65.6 36 0 0 0 0 0 0 0 0 0 0 360 0 0 0 0 0 0 0 0 0 2.4 38 39 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 118.2 39 592 591 0 0 0 0 0 0 0 0 316 0 0 0 0 0 0 0 0 0 103.8 40 0 0 0 0 0 0 0 0 0 0 314 0 0 0 0 0 0 0 0 0 91.2 41 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 233.4 ' 42 46 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 259.6 43 45 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 312.8 44 21 0 0 0 0 0 0 0 0 0 210 0 0 0 0 0 0 0 0 0 13.1 45 0 0 0 0 0 0 0 0 0 0 220 0 0 0 0 0 0 0 0 0 22.2 ' 46 0 0 0 0 0 0 0 0 0 0 260 0 0 0 0 0 0 0 0 0 23.8 47 0 0 0 0 0 0 0 0 0 0 230 0 0 0 0 0 0 0 0 0 14.7 50 6 0 0 0 0 0 0 0 0 0 80 60 0 0 0 0. 0 0 0 0 129.5 I 1 0 1 7 l 51 13 14 20 44 43 0 0 0 0 0 130 100 117 190 0 0 0 0 0 0 434.3 72 583 0 0 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 U 0 99.4 73 673 0 0 0 0 0 0 0 0 0 373 0 0 0 0 0 0 0 0 0 8.2 74 474 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.5 75 0 0 0 0 0 0 0 0 0 0 375 0 0 0 0 0 0 0 0 0 28.4 76 477 0 0 0= 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 82 682 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 83 684 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 84 0 0 0 0 0 0 0. 0 0 0 384 0 0 0 0 0 0 0 0 0 6.9 85 82 0 0 0 0 0 0 0 0 0 385 0 0 0 0 0 0 0 0 0 7.1 88 89 90 496 0 0 0 0 0 0 0 389 393 0 0 0 0 0 0 0 0 37.9 89 92 395 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.4 90 490 491 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.2 91 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.5 92 0 0 0 0 0 0 0 0 0 0 394 0 0 0 0 0 0 0 0 0 1.4 93 91 95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 76.0 94 93 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 76.0 95 0 0 0 0 0 0 0 0 0 0 302 0 0 0 0 0 0 0 0 0 47.5 102 35 32 368 0 0 0 0 0 0 0 223 224 0 0 0 0 0 0 0 0 1505.3 112 0 0 0 0 0 0 0 0 0 0 112 0 0 0 0 0 0 0 0 0 1.3 116 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 818.5 124 334 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 130 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 5.9 131 130 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 9.5 140 310 116 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 890.0 141 241 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 104.7 160 252 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.9 166 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 7.7 172 0 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 32.3 173 172 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.3 174 170 171 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.6 175 173 174 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.8 176 0 0 0 0 0 0 0 0 0 0 207 0 0 0 0 0 0 0 0 0 13.8 177 175 176 178 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 178 0 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 33.6 179 0 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 0 0 0 1.6 180 329 0 0 0 0 0 0 0 0 0 213 0 0 0 0 0 0 0 0 0 105.2 201 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8.5 202 201 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 12.6 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5.7 209 202 203 0 0 0 0 0 0 0 0 4 5 7 9 0 0 0 0 0 0 46.1 210 209 0 0 0 0 0 0 0 0 0 6 8 10 0 0 0 0 0 0 0 65.1 214 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 4.8 215 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 4.4 216 2 315 350 0 0 0 0 0 0 0 16 39 0 0 0 0 0 0 0 0 818.5 223 0 0 0 0 0 0 0 0 0 0 20 21 22 0 0 0 0 0 0 0 20.4 224 223 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.7 226 124 0 0 0 0 0 0 0 0 0 25 26 0 0 0 0 0 0 0 0 32.4 241 94 330 365 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 0 0 104.7 250 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 1.6 251 0 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 8.1 252 0 0 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 8.9 261 160 0 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 11.0 262 261 0 0 0 0 0 0 0 0 0 62 0 0 0 0 0 0 0 0 0 15.7 270 0 0 0 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 0 0 3.3 271 0 0 0 0 0 0 0 0 0 0 271 0 0 0 0 0 0 0 0 0 6.3 272 0 0 0 0 0 0 0 0 0 0 272 0 0 0 0 0 0 0 0 0 1.5 275 272 28 31 0 0 0 0 0 0 0 280 0 0 0 0 0 0 0 0 0 223.8 281 0 0 0 0 0 0 0 0 0 0 508 0 0 0 0 0 0 0 0 0 26.4 282 283 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 210.4 283 284 0 0 0 0 0 0 0 0 0 511 0 0 0 0 0 0 0 0 0 210.4 284 386 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 171.3 291 0 0 0 0 0 0 0 0 0 0 290 0 0 0 0 0 0 0 0 0 5.9 301 0 0 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 28.5 310 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.1 315 214 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.2 320 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 38.1 322 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 21.5 323 322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.5 324 321 323 179 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 0 216 0 0 0 0 0 0 0 0 0 84.1 t 11 1 1 1 LJ 1 r 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 0 0 0 0 0 0 0 0 0 0 88.3 330 131 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 11.5 331 324 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 72 3 334 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 25.7 336 226 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.4 341 177 180 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 217.4 350 251 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.1 357 140 336 141 0 0 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 1031.4 358 357 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1031.4 359 358 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1031.4 360 359 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 1036.8 361 360 370 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1043.8 362 361 371 0 0 0 0 0 0 0 0 309 0 0 0 0 0 0 0 0 0 1048.3 363 362 372 0 0 0 0 0 0 0 0 312 0 0 0 0 0 0 0 0 0 1059.1 364 363 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1268.4 365 262 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15.7 366 364 369 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1346.9 367 366 0 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0. 0 0 1347.8 368 367 0 0 0 0 0 0 0 0 0 217 218 0 0 0 0 0 0 0 0 1383.6 369 0 0 0 0 0 0 0 0 0 0 305 0 0 0 0 0 0 0 0 0 78.5 370 0 0 0 0 0 0 0 0 0 0 308 0 0 0 0 0 0 0 0 0 7.0 371 0 0 0 0 0 0 0 0 0 0 311 0 0 0 0 0 0 0 0 0 2.8 372 0 0. 0 0 0 0 0 0 0 0 306 0 0 0 0 0 0 0 0 0 8.7 373 38 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 209.3 374 0 0 0 0 0 0 0 0 0 0 315 0 0 0 0 0 0 0 0 0 14.4 380 406 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.9 381 0 0 0 0 0 0 0 0 0 0 403 0 0 0 0 0 0 0 0 0 11.0 382 381 0 0 0 0 0 0 0 0 0 404 0 0 0 0 0 0 0 0 0 21.4 383 0 0 0 0 0 0 0 0 0 0 406 0 0 0 0 0 0 0 0 0 14.1 384 0 0 0 0 0 0 0 0 0 0 407 0 0 0 0 0 0 0 0 0 13.2 386 387 0 0 0 0 0 0 0 0 0 512 0 0 0 0 0 0 0 0 0 171.3 387 388 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 124.4 388 0 0 0 0 0 0 0 0 0 0 513 0 0 0 0 0 0 0 0 0 124.4 395 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 400 0 0 0 0 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 9.9 401 382 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.4 402 401 0 0 0 0 0 0 0 0 0 405 0 0 0 0 0 0 0 0 0 24.9 403 380 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68.9 404 384 0 0 0 0 0 0 0 0 0 408 0 0 0 0 0 0 0 0 0 52.0 405 407 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 135.0 406 402 400 0 0 0 0 0 0 0 0 401 402 0 0 0 0 0 0 0 0 68.9 407 383 403 404 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 135.0 409 0 0 0 0 0 0 0 0 0 0 505 0 0 0 0 0 0 0 0 0 67.3 410 102 405 282 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1850.7 411 410 0 0 0 0 0 0 0 0 0 509 510 0 0 0 0 0 0 0 0 1882.0 412 411 0 0 0 0 0 0 0 0 0 506 507 0 0 0 0 0 0 0 0 1912.5 413 409 412 0 0 0 0 0 0 0 0 514 0 0 0 0 0 0 0 0 0 2007.9 414 281 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2034.3 415 414 0 0 0 0 0 0 0 0 0 503 504 0 0 0 0 0 0 0 0 2090.8 416 415 0 0 0 0 0 0 0 0 0 501 0 0 0 0 0 0 0 0 0 2109.7 417 517 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2154.0 470 570 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 213.6 471 571 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 207.5 472 572 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 195.8 474 574 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.5 477 577 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.7 479 0 0 0 0 0 0 0 0 0 0 379 0 0 0 0 0 0 0 0 0 1.5 480 0 0 0 0 0 0 0 0 0 0 380 0 0 0 0 0 0 0 0 0 1.4 481 0 0 0 0 0 0 0 0 0 0 381 0 0 0 0 0 0 0 0 0 2.6 483 0 0 0 0 0 0 0 0 0 0 383 0 0 0 0 0 0 0 0 0 5.6 486 586 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 488 588 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.4 490 0 0 0 0 0 0 0 0 0 0 390 0 0 0 0 0 0 0 0 0 1.4 491 0 0 0 0 0 0 0 0 0 0 391 0 0 0 0 0 0 0 0 0 2.8 496 0 0 0 0 0 0 0 0 0 0 396 0 0 0 0 0 0 0 0 0 13.5 497 0 0 0 0 0 0 0 0 0 0 397 0 0 0 0 0 0 0 0 0 3.9 517 416 0 0 0 0 0 0 0 0 0 500 502 0 0 0 0 0 0 0 0 2154.0 570 471 0 0 0 0 0 0 0 0 0 370 0 0 0 0 0 0 0 0 0 213.6 571 472 0 0 0 0 0 0 0 0 0 371 0 0 0 0 0 0 0 0 0 207.5 572 72 73 74 0 0 0 0 0 0 0 372 0 0. 0 0 0 0 0 0 0 195.8 574 576 75 0 0 0 0 0 0 0 0 374 0 0 0 0 0 0 0 0 0 61.5 576 76 0 0 0 0 0 0 0 0 0 376 0 0 0 0 0 0 0 0 0 14.8 577 481 480 479 0 0 0 0 0 0 0 377 378 0 0 0 0 0 0 0 0 9.7 582 0 0 0 0 0 0 0 0 0 0 382 0 0 0 0 0 0 0 0 0 .8 583 83 483 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 99.4 584 486 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 93.8 586 488 85 84 0 0 0 0 0 0 0 386 387 0 0 0 0 0 0 0 0 93.8 588 88 497 0 0 0 0 0 0 0 0 388 392 0 0 0 0 0 0 0 0 64.4 I .1 [1 i 591 594 0 0 0 0 0 0 0 0 0 592 593 0 0 0 0 0 0 0 0 0 593 0 0 0 0 0 0 0 0 0 0 594 0 0 0 0 0 0 . 0 0 0 0 673 0 0 0 0 0 0 0 0 0 0 682 582 0 0.0:. 0 0 0 0 0 0 683 0 0 0 '- 0 0 0 0 0 0 0 684 584 0 0 0 0 0 0 0 0 0 NONCONVERGENCE IN GUTTER DURING TIME STEP 387 AT CONVEYANCE ELEMENT 371 NONCONVERGENCE IN GUTTER DURING TIME STEP 430 AT CONVEYANCE ELEMENT 45 NONCONVERGENCE IN GUTTER DURING TIME STEP 439 AT CONVEYANCE ELEMENT 334 NONCONVERGENCE IN GUTTER DURING TIME STEP 443 AT CONVEYANCE ELEMENT 481 NONCONVERGENCE IN GUTTER DURING TIME STEP 449 AT CONVEYANCE ELEMENT 477 THE FOLLOWING CONVEYANCE ELEMENTS WERE SURCHARGED DURING THE SIMULATION, THIS COULD LEAD TO ERRORS IN THE SIMULATION RESULTS!! 417 THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 2 27 34 36 41 42 45 46 47 93 102 166 168 169 171 172 174 176 178 179 180 250 271 272 291 301 310 315 321 322 324 326 328 330 331 334 336 350 357 358 360 365 370 371 372 373 374 380 381 382 383 384 413 470 471 472 474 477 479 480 481 483 486 488 490 491 496 497 593 594 0 0 0 0 0 0 0 0 0 0 17.3 0 0 0 0 0 0 0 0 0 0 19.5 318 0 0 0 0 0 0 0 0 0 19.5 317 0 0 0 0 0 0 0 0 0 17.3 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 .8 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 93.8 McCLELLANDS BASIN MODEL (FULLY INTEGRATED) EXISTING CONDITIONS JUN 30 1999 ADOPTED 100-YEAR EVENT FILE: MMC-100R.DAT ICON ENGINEERING, INC. 01 AUG 99 *** PEAK FLOWS. STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CPS) (FT) (AC -FT) (HR/MIN) 2 273.9 .1 62.0 2 24. 4 196.4 3.5 1 1. 6 173.7 3.5 0 37. 7 35.4 .6 0 36. 8 190.4 2.0 1 7. 9 744.1 3.1 0 41. 11 40.0 .7 0 36. 12 68.0 .8 0 36. 13 95.3 .9 0 36. 14 7.9 .4 0 36. 16 51.4 .6 0 35. 20 218.8 3.6 0 36. 21 31.2 .6 0 41. 22 214.1 3.3 0 '37. 25 1.5 .5 1 10. 26 102.1 4.6 0 56. 27 101.6 .1 2.5 0 51. 28 35.0 .7 0 37. 29 18.2 .5 0 40. 30 15.5 .5 0 36. 31 70.0 3.2 2 1. 32 29.9 .8 0 48. 33 41.5 .7 0 36, 34 1.9 .1 .9 2 1. 35 86.1 .9 0 55. 36 23.6 1.5 0 35. 38 98.8 2.6 0 59, 39 76.7 2.4 0 58, 40 490.7 4.2 0 36. 41 101.6 4.3 0 52. 42 113.3 2.9 0 56. 43 226.0 (DIRECT FLOW) 0 37. 44 67.9 1.5 0 40. 45 11.9 .1 2.2 1 52, 46 11.2 .1 3.9 2 1. 47 7.2 .1 1.6 1 58, 50 497.3 2.8 0 39. 51 807.0 3.4 0 37. 1 I 1] [J t 23.8 1.6 1 31. 51.5 .6 0 37. 8.8 .4 2 26, 188.8 2.6 0 35. 51.3 1.9 0 41. 3.4 .2 _ 0 36. 21.0 1.0- 0 53. 57.3 .5 0 35. 44.2 .5 0 36. 152.0 2.8 0 35. 13.6 1.2 0 37. 4.9 .2 1 0. 27.1 1.6 1 23. 13.3 IA 0 35. 72.1 .1 6.2 1 2. 71.8 2.9 1 6. 289.3 (DIRECT FLOW) 0 35. 891.0 7.0 1 10. 11.4 .4 0 35, 283.4 3.3 2 26. 16.9 1.0 1 32. 55.3 2.4 0 35, 88.6 3.1 0 35. 293.4 3.3 2 26. 95.3 1.9 1 6. 74.3 2.9 0 35. 25.6 .1 2.8 0 55, 25.6 1.7 0 56. 19.0 .1 .5 0 42. 44.1 2.4 0 42. 42.1 2.2 0 46. 4.1 .1 1.5 2 1. 10.8 .1 8.1 2 3. 8.8 1.1 2 9, 46.2 1.9 0 46. 48.7 2.3 0 49. 25.8 .1 1.9 0 51. 117.1 3.4 0 55. 46.9 .1 5.3 0 58, 15.6 1.6 0 35. 88.8 .1 5.3 1 19. 53.5 (DIRECT FLOW) 0 35. 92.4 (DIRECT FLOW) 0 35. 37.8 (DIRECT FLOW) 0 35. 310.1 (DIRECT FLOW) 0 35. 449.5 (DIRECT FLOW) 0 35. 38.5 (DIRECT FLOW) 0 35. 23.0 (DIRECT FLOW) 0 35. 283.6 (DIRECT FLOW) 2 21. 150.0 (DIRECT FLOW) 0 35. 189.9 (DIRECT FLOW) 0 35. 67.0 (DIRECT FLOW) 0 35. 96.0 (DIRECT FLOW) 1 3. 1.5 .1 .3 1 7. 58.5 (DIRECT FLOW) 0 35. 77.4 (DIRECT FLOW) 0 35. 94.6 (DIRECT FLOW) 0 35. 129.6 (DIRECT FLOW) 0 35. 25.9 (DIRECT FLOW) 0 35. 51.2 2.6 0 35. .9 .1 .2 1 15. 86.3 2.7 0 50. 53.0 :6 0 50. 298.4 1.9 1 17. 298.7 1.5 1 15. 259.3 1.0 1 12. 3.1 .1 1.2 2 1. 28.3 .1 4.5 1 14. 9.5 .1 13.8 2 10. 11.3 .1 1.2 1 0. 56.2 1.6 0 41. 38.4 .1 5.7 1 12. 11.2 .1 3.5 2 0. 11.2 .4 1 59. 96.2 2.4 0 35. 188.2 2.9 0 35. 184.0 3.7 0 36. 167.4 2.8 0 38. 41.0 2.0 0 35. 1 11 I 1 1 1 1 329 189.9 2.8 0 38, 330 5.4 .1 2.3 2 1. 331 102.9 2.3 -0 35. 334 16.9 .1 4.0 1 31. 336 19.0 .1 2.4 2 1. 341 196.6 4.8 1 0. 350 11.7 .1 1.2 0 56. 357 380.5 3.3 1 20. 358 380.5 4.0 1 20. 359 380.4 3.3 1 23. 360 383.0 4.0 1 22. 361 388.3 3.3 1 21, 362 390.7 3.3 1 21. 363 402.9 3.4 1 18. 364 613.5 4.2 1 7. 365 18.3 .1 2.6 1 0. 366 723.2 4.5 1 5. 367 722.4 6.2 1 8. 368 751.6 5.2 1 13. 369 125.4 2.6 0 52, 370 17.0 .1 .8 0 47, 371 1.6 .1 .4 1 31. 372 27.1 .1 .6 0 45. 373 251.1 .1 12.6 0 58. 374 24.8 .1 1.9 0 51. 380 72.7 .1 6.5 1 12. 381 6.2 .1 1.8 1 44. 382 31.9 .1 1.3 0 46. 383 16.0 .1 1.9 1 7. 384 10.9 .1 1.9 1 21. 386 265.7 1.2 1 6. 387 211.2 .9 1 1. 388 223.9 .9 0 53. 395 3.6 (DIRECT FLOW) 0 30. 400 48.7 1.2 0 37. 401 31.3 .4 0 48. 402 35.6 .5 0 50. 403 70.6 2.1 1 18. 404 84.0 2.5 0 45. 405 129.0 4.0 1 25. 406 234.0 (DIRECT FLOW) 0 35. 407 138.4 (DIRECT FLOW) 1 13. 409 122.1 1.1 0 52. 410 1304.7 4.5 1 15, 411 1329.2 7.2 1 18. 412 1355.6 6.4 1 20. 413 1463.1 6.3 1 18. 414 1489.7 3.3 1 21. 415 1536.0 2.8 1 24. 416 1548.8 3.2 1 26. 417 .0 .1 412.6 10 0. 470 70.0 .1 1.1 2 0. 471 66.9 .1 .9 2 0. 472 61.6 .1 8.9 2 1. 474 8.8 .1 14.1 2 21. 477 61.9 .1 .4 0 37. 479 12.2 .1 .1 0 35. 480 10.1 .1 .1 0 36. 481 15.2 .1 .2 0 37. 483 2.8 .1 1.1 2 O. 486 40.0 .1 4.8 1 8. 488 25.3 .1 10.9 2 29. 490 2.1 .1 .2 0 50. 491 3.6 .1 .5 0 55. 496 13.2 .1 2.1 1 7. 497 1.8 .1 .8 2 1. 517 1584.8 (DIRECT FLOW) 1 25. 570 92.0 (DIRECT FLOW) 0 40. 571 97.5 (DIRECT FLOW) 0 35. 572 256.6 (DIRECT FLOW) 0 35. 574 409.1 (DIRECT FLOW) 0 35. 576 67.4 (DIRECT FLOW) 0 40. 577 71.6 (DIRECT FLOW) 0 35. 582 7.8 (DIRECT FLOW) 0 34, 583 23.8 (DIRECT FLOW) 0 53. 584 40.0 (DIRECT FLOW) 1 B. 586 232.7 (DIRECT FLOW) 0 35, 588 256.1 (DIRECT FLOW) 0 35. 591 9.1 1.1 2 5. 1 592 11.0 .6 1 59, 593 11.0 .1 3.2 1 56, 594 9.1 .1 3.0 2 1. 673 19.0 (DIRECT FLOW) 1 8. 682 6.0 (DIRECT FLOW) 0 34. 683 1.8 (DIRECT FLOW) 0 34, 684 21.0 (DIRECT FLOW) 0 40. ENDPROGRAM PROGRAM CALLED HARMONY ROAD t _... i R Z AREA 2 a, 0L r Q� W.-,0i%K,RlD,GE , ESS PARK B Sl W _ o Q S� �sof- L /I i f 100 so o me SCALE. 1' 100' NOTES C�V OJRE SFJld+ _ - >PORC%IVA-E 2- STORM SEWER SFOWN IS SCHEMATIC IN AND NOT TENDED TO - _ .. To, .. LEGEND S� m ma2AD m a w omgW�m �a 3G`LL 200 0 I CRALL DEVELOPMENT PLAN (OGP) AREA - -- EXISTING CONTOURS --- EXISTING INDEX CONTOURS .............��.-- EXISTING DRAINAGE PPE I /I Ya ir J ¢(LZ a�g U)Wa W (L a a zoZ J �Wo m >uj U W 0 Q p J w J v Yavt Qw Oj O SHEET 2 2 OF Toe No. t02-08