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Drainage Reports - 11/13/1997
ad ReP00 �� V 519.97 OF L_ FORT CO -� ADDENDUM TO THE FINAL DRAINAGE AND EROSION CONTROL STUDY FOR RIDGEWOOD HILLS P.U.D SECOND FILING FORT COLLINS, COLORADO November 3, 1997 THE SEAR -BROWN GROUP Standards in Excellence ADDENDUM TO THE FINAL DRAINAGE AND EROSION CONTROL STUDY FOR RIDGEWOOD HILLS P.U.D SECOND FILING FORT COLLINS, COLORADO November 3, 1997 Prepared for: Melody Homes 11031 Sheridan Blvd. Westminster, Colorado Prepared by: The Sear -Brown Group 209 S. Meldrum Fort Collins, Colorado 80521 (303) 482-5922 RBD Job No. 780-001 1 THE SEAR -BROWN GROUP FULL -SERVICE DESIGN PROFESSIONALS FORMERLY RBD, INC. 209 SOUTH MELDRUM FORT COLLINS, COLORADO 80521-2603 970-482-5922 FAX:970-482-6368 November 3, 1997 Mr. Basil Hamdan City of Fort Collins Utility Services, Stormwater 235 Mathews Fort Collins, Colorado 80522 SUBJECT: Addendum to the Final Drainage and Erosion Control Study for Ridgewood Hills P.U.D. Second Filing Dear Basil, We are pleased to submit to you, for your review and approval, this Addendum to the Final Drainage and Erosion control Study for the Ridgewood Hills P.U.D. Second Filing. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, The Sears -Brown APreed By: /71 en-MorleyEngineer NEW YORK • PENNSYLVANIA COLORADO•UTAH STANDARDS IN EXCELLENCE EQUAL OPPORTUNITY EMPLOYER ADDENDUM TO THE FINAL DRAINAGE AND EROSION CONTROL STUDY FOR RIDGEWOOD HILLS PUD, 2ND FILING ' FORT COLLINS, COLORADO I. PURPOSE The purpose of the addendum to the Drainage report is to address the changes caused by regrading of all of the detention ponds. The purpose of the regrading is to facilitate the drainage in the bottom of the ponds. Generally the pond bottoms have been graded to 1 % ' fall and cross slope. Please note that some of the lots have been regraded and that some trickle pans have been added as noted on the utility plans, but these have little or no effect on the drainage patterns and are not addressed in this addendum. ' II. DRAINAGE FACILITY DESIGN ' We have regraded ponds 39,500 and 117 to generally have a 1% longitudinal fall and a 1% cross fall, a 3' wide trickle pan has also been installed to replace the proposed subdrain system. Pond 39 is minimally affected and the outlet pipe elevation and outlet orifice diameter ' remains the same. Pond 500 has the outlet pipe invert lowered to 5069.62 feet. The 100 year water surface ' elevation remains approximately the same and necessitates the resizing of the orifice opening to 6.75" diameter. ' Pondl 17 has the outlet pipe invert lowered to 5100.90 feet. The 100 year water surface elevation remains approximately the same and necessitates the resizing of the orifice opening to 8.5" diameter. ' As mentioned previously some lots have been regraded and additional trickle pans added along rear lot lines. The purpose of the trickle pans is to set the grade along rear lot lines ' so that the grade cannot be altered. All revised Calculations are contained the the following Appendix with revised pages noted. APPENDIX 2 n ' REVISED STRASBURG DRIVE ' DESIGN OF INLETS, STORM SEWER AND RIP RAP .1 AT CLIENT one sue_+ -I JOB NO.R INC PROJECT 2. —+ �� 'T CALCULATIONS FOR -> r-� •. Engineering Consultants MADE BY —DATE I ' CHECKED BY— DATE SHEET OF IL ' STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties 8 UDFCD Pool Fund Study USER---------- -------------------------------------------------------SUSS-- ---------------------------------------------------------------- USER:RDB Fort Collins Colorado ............................................... ON DATA 10-27-1997 AT TIME 09:25:50 VERSION=01-17-1997 ' *** PROJECT TITLE :Ridgewood Hills 2nd Filing - STRASBURG Dr. *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- 1.00 44.79 61.95 61.62 OK ' 2.00 44.79 65.95 63.40 OK 3.00 42.38 65.65 64.89 OK 4.00 24.00 71.03 68.18 OK 6.00 22.50 74.88 70.94 OK ' 7.00 19.54 90.92 83.47 OK 8.00 19.54 98.56 92.41 OK 9.00 19.54 98.89 93.48 OK 10.00 19.54 98.33 95.44 OK 11.00 15.86 98.33 96.60 OK ' 12.00 4.66 107.92 101.79 OK 13.00 4.66 107.92 102.35 OK 14.00 17.93 66.00 66.91 NO 15.00 14.13 71.60 68.62 OK 16.00 2.53 75.00 70.27 OK 17.00 11.60 83.42 76.04 OK 18.00 11.60 83.42 77.45 OK 19.00 5.50 68.82 64.76 OK ' 21.00 3.60 72.20 67.93 OK 23.00 3.60 75.12 69.32 OK 25.00 2.53 75.00 70.66 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ------------------------------------------------------------------------------- ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) 10.00 2.00 1.00 . ROUND. 25.24 27.00 30.00 0.00 20.00 3.00 2.00 ROUND 24.72 27.00 30.00 0.00 ' 30.00 4.00 3.00 ROUND 19.85 21.00 21.00 0.00 40.00 6.00 4.00 ROUND 16.54 18.00 21.00 0.00 60.00 7.00 6.00 ROUND 16.43 18.00 21.00 0.00 70.00 8.00 7.00 ROUND 17.18 18.00 21.00 0.00 ' 80.00 9.00 8.00 ROUND 19.95 21.00 21.00 0.00 90.00 10.00 9.00 ROUND 19.95 21.00 21.00 0.00 100.00 11.00 10.00 ROUND 18.45 21.00 21.00 0.00 110.00 12.00 11.00 ROUND 11.24 15.00 15.00 0.00 120.00 13.00 12.00 ROUND 11.24 15.00 15.00 0.00 ' 140.00 14.00 3.00 ROUND 22.00 24.00 24.00 0.00 150.00 15.00 14.00 ROUND 20.12 21.00 21.00 0.00 160.00 16.00 15.00 ROUND 9.14 15.00 15.00 0.00 250.00 25.00 16.00 ROUND 9.14 15.00 15.00 0.00 ' 170.00 17.00 15.00 ROUND 12.65 15.00 15.00 0.00 180.00 18.00 17.00 ROUND 12.65 15.00 15.00 0.00 190.00 19.00 2.00 ROUND 11.49 15.00 15.00 0.00 210.00 21.00 19.00 ROUND 8.37 15.00 15.00 0.00 ' 230.00 23.00 21.00 ROUND 8.37 15.00 15.00 0.00 ' DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE 1N INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ------------------------------------------------------------------------------- ' SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET ' FPS FEET FPS FPS ------------------------------------------------------------------------------- ' 10.0 44.8 71.2 1.44 15.34 2.20 9.80 9.12 2.49 V-OK 20.0 42.4 71.2 1.39 15.14 2.16 9.41 8.63 2.51 V-OK 30.0 24.0 28.0 1.25 13.08 1.64 10.25 9.98 2.14 V-OK 40.0 22.5 42.6 ' 0.90 17.97 1.62 9.69 9.35 3.74 V-OK ' 60.0 19.5 37.7 0.89 15.82 1.57 8.61 8.12 3.32 V-OK 70.0 19.5 33.5 0.96 14.46 1.57 8.61 8.12 2.89 V-OK 80.0 19.5 22.5 1.26 10.52 1.57 8.61 8.12 1.70 V-OK 90.0 19.5 22.5 1.26 10.52 1.57 8.61 8.12 1.70 V-OK 100.0 15.9 22.5 1.08 10.13 1.46 7.39 6.59 1.86 V-OK ' 110.0 4.7 10.1 0.60 8.06 0.89 5.02 3.80 2.09 V-OK 120.0 4.7 10.1 0.60 8.06 0.89 5.02 3.80 2.09 V-OK 140.0 17.9 22.7 1.34 8.01 1.53 6.97 5.71 1.29 V-OK 150.0 14.1 15.9 1.29 7.46 1.39 6.87 5.87 1.19 V-OK 160.0 2.5 9.5 0.44 6.56 0.65 3.94 2.06 2.03 V-OK 250.0 2.5 9.5 0.44 6.56 0.65 3.94 2.06 2.03 V-OK 170.0 11.6 18.3 0.72 15.80 1.19 9.62 9.45 3.61 V-OK 180.0 11.6 18.3 0.72 15.80 1.19 9.62 9.45 3.61 V-OK 190.0 5.5 11.2 0.62 9,09 0.95 5,49 4.48 2,30 V-OK ' 210.0 3.6 17.1 0.39 11.05 0.76 4.58 2.93 3.67 V-OK 230.0 3.6 17.1 0.39 11.05 0.76 4.58 2.93 3.67 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM IFTI IlTl IFTI ' X ---- ---- ---- ---- ------------------------------------------------- 10.00 3.00 60.77 59.60 2.68 -0.15 NO 20.00 3.00 61.73 60.89 1.42 2.56 NO 30.00 3.10 65.33 62.48 3.95 1.42 NO ' 40.00 7.20 69.32 65.53 3.81 3.75 OK 60.00 5.63 81.90 69.71 7.27 3.42 OK 70.00 4.44 90.84 81.90 5.97 7.27 OK 80.00 2.00 91.91 91.05 5.23 5.76 OK ' 90.00 2.00 93.87 92.11 2.71 5.03 OK 100.00 2.00 95.14 94.07 1.44 2.51 NO 110.00 2.43 100.90 95.65 5.77 1.43 NO 120.00 2.43 100.90 100.90 5.77 5.77 OK 140.00 1.00 62.73 62.20 1.27 1.45 NO ' 150.00 1.00 65.25 63.08 4.60 1.17 NO 160.00 2.16 69.62 65.73 4.13 4.62 OK 250.00 2.16 69.62 69.62 4.13 4.13 OK 170.00 8.00 74.85 67.17 7.32 3.18 OK ' 180.00 8.00 74.85 74.05 7.32 8.12 OK 190.00 3.00 63.47 61.97 4.10 2.73 OK 210.00 7.00 67.17 63.67 3.78 3.90 OK 230.00 7.00 67.17 67.16 6.70 3.79 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1.5 FEET ' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- ' SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- ' 10.00 39.00 0.00 63.27 62.10 63.40 61.62 JUMP 20.00 28.00 28.00 64.23 63.39 64.89 63.40 PRSSIED 30.00 91.96 91.96 67.08 64.23 68.18 64.89 PRSSIED 40.00 52.64 22.21 71.07 67.28 70.94 68.18 JUMP 60.00 216.46 0.00 83.65 71.46 83.47 70.94 JUMP ' 70.00 201.36 0.00 92.59 83.65 92.41 83.47 JUMP 80.00 43.15 0.00 93.66 92.80 93.48 92.41 JUMP 90.00 88.16 0.00 95.62 93.86 95.44 93.48 JUMP 100.00 53.42 0.00 96.89 95.82 96.60 95.44 JUMP 110.00 216.14 0.00 102.15 96.90 101.79 96.60 JUMP 120.00 0.10 0.00 102.15 102.15 102.35 101.79 JUMP 140.00 53.27 53.27 64.73 64.20 66.91 64.89 PRSSIED 150.00 217.00 217.00 67.00 64.83 68.62 66.91 PRSSIED 160.00 180.00 130.88 70.87 66.98 70.27 68.62 JUMP ' 250.00 0.10 0.00 70.87 70.87 70.66 70.27 JUMP 170.00 96.00 15.93 76.10 68.42 76.04 68.62 JUMP 180.00 10.00 10.00 76.10 75.30 77.45 76.04 PRSSIED 190.00 50.00 50.00 64.72 63.22 64.76 63.40 PRSSIED ' 210.00 50.00 0.00 68.42 64.92 67.93 64.76 JUMP 230.00 0.10 0.00 68.42 68.41 69.32 67.93 JUMP PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE ' SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT 10.0 2.00 64.69 3.07 1.00 0.00 0.00 0.00 1.00 61.62 20.0 3.00 66.05 0.30 0.05 0.06 0.25 1.00 2.00 64.69 30.0 4.00 69.72 2.10 1.02 1.58 0.00 0.00 3.00 66.05 40.0 6.00 72.40 2.60 0.05 0.07 0.00 0.00 4.00 69.72 60.0 7.00 84.62 12.17 0.05 0.05 0.00 0.00 6.00 72.40 70.0 8.00 93.56 8.86 0.08 0.08 0.00 0.00 7.00 84.62 80.0 9.00 94.63 0.70 0.36 0.37 0.00 0.00 8.00 93.56 90.0 10.00 96.59 1.63 0.32 0.33 0.00 0.00 9.00 94.63 100.0 11.00 97.45 0.17 1.02 0.69 0.00 0.00 10.00 96.59 110.0 12.00 102.18 4.71 0.05 0.01 0.00 0.00 11.00 97.45 ' 120.0 13.00 102.57 0.00 1.78 0.40 0.00 0.00 12.00 102.18 140.0 14.00 67.41 0.33 0.00 0.00 0.25 1.03 3.00 66.05 150.0 15.00 69.16 1.72 0.05 0.03 0.00 0.00 14.00 67.41 160.0 16.00 70.51 0.83 0.00 0.00 0.25 0.52 15.00 69.16 250.0 25.00 70.73 0.10 1.78 0.12 0.00 0.00 16.00 70.51 170.0 17.00 77.48 6.91 1.02 1.42 0.00 0.00 15.00 69.16 180.0 18.00 78.84 0.32 0.00 0.00 0.25 1.04 17.00 77.48 190.0 19.00 65.07 0.36 0.05 0.02 0.00 0.00 2.00 64.69 210.0 21.00 68.26 3.19 0.05 0.01 0.00 0.00 19.00 65.07 ' 230.0 23.00 69.45 1.16 0.25 0.03 0.00 0.00 21.00 68.26 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. REVISED SWMM MODELING 11 No Text 1 411 400 LEGEND A 40 1 3 4� Basin Element 39 ao Conveyance Element Detention Pond Element i DDirect Connection Element r 117 600 S10 ' SWMM SCHEMATIC RIDGEWOOD HILL PUD 2ND FILING � � .:��,, 1 � \ is • (� <-1 Ridgewood Second Filing - PHASE 1 DESIGN 014-054 ^ALC BY: JAM DATE: 02-Oct-97 6WMM BASIN DATA REVISED FOR PHASE 1 ONLY CATCHMENT AREAS ' BASIN SUB TOTAL IMPERV. PERCENT BASIN BASIN COMMENTS BASINS AREA AREA IMPERVIOUS LENGTH WIDTH /ar% far% 101 % On IM i i If0tal area 87.96 .,ASIN WIDTH = AREABASIN LENGTH 400 19.3 35% FROM FIRST FILING 411 406 0.82 0.03 3% 407 408 2.43 0.82 34% 409 0.54 0.32 60% 410 1.49 0.86 58% 411 1.05 0.03 2% 412 5.321 0.53 10% 413 1.78 0.36 20% 414 1.13 1.11 98% 415 2.08 0.86 41 % 416 1.02 0.49 48% 417 0.77 0.13 17% 418 2.08 0.51 25% 419 3.44 0.85 25% 420 0.76 0.49 65% 421 0.87 0.39 45% 422 0.77 0.43 56% 423 3.04 0.07 2% 424 1.36 0.02 1 % 30.75 8.30 27% 170 7879 600 301 2.02 0.01 1 % 302 2.11 0.85 40% 303 1.48 0.18 12% 304 2.81 0.36 13% 305 1.92 0.50 26% 306 307 308 2.26 0.03 1 % 309 1.01 0.19 19% 310 0.42 0.17 42% 311 4.05 0.00 0% 312 1.53 0.04 3% 313 4.94 0.06 1% 24.55 2.40 10% 166 6442 510 500 5.55 0.30 5% 501 0.98 0.48 49% 502 2.61 0.00 0% 503 1.13 0.00 0% 504 3.09 0.06 2% 13.36 0.84 6% 250 2328 D O O O n n o 3 a . O m x x + +++++ {p{per� {p{p��{p{p�� O m w w d O N w w o V J J V V V J J O S S 0 0 0 0 zo i t m 0 4 0 $ a 0 O n m O C O O C O O p +++ a A A Y> L Y V O S O O O O O S 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 = N U U U U U U U U a a a A A A A A c�'a�m W a,m ei e� mamoo'i giamm 00000000 pl W a w++ O O N m W N+ O O O p Op N .... S+ V A A U O O N W a O r O o m m m' z z G) O m N m N m T r m O N m A m zi z m r5r�m= rfi� T X T O T= r< vom ro vc0c< T p mu m T mmry �f Clr mom T m M2Mm MO m m m a r r m !9 D N gm N + mom mo 0 = z m r ,m J N O U O O S N m ggo oo_ m N 0 0 0 A O O N m + a < U m O N W J A J a a a a o 03 U N U O V Q m obn U r = > o 0 T N e T w z m O 6 O 0 R 0 SWMM input file RIDGE2AI.DAT: October 27, 1997 1 1 2 -�L-`- ��:.-i r r.-1 �j.t•�S -- :?' •.:. f1l.Y"•; �,=. ��i 3 J2 4 ATERSHED RW 1/0 HILLS 2ND 100 YR STORM EVENT ^-�� -J 15r. 'T J A.�'> `� _r'•-'-'`""""`w �� ' 1N:RIDGE2AI.DA1 300 0 0 5.0 1 1.0 1 25 5 0.60 0.96 1.44 1.68 3.00 5.40 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 0.12 0.12 0.00 �0.24 -2 .016 .250 0.1 0.5 0.5 0.5 .0018 1 150 15 3032 3.48 42 .02 1 200 20 3111 8.67 39 .02 1 250 25 1067 2.45 37 .02 1 300 30 6279 17.7 64 .02 1 400 40 7006 19.3 35 .04 * Begin 2nd filing changes 1 411 41 7880 30.7 30 .02 1 510 51 2328 13.4 14 .02 1 600 60 6442 24.5 17 .02 0 0 15 14 0 4 0 1800 0.020 . 0 50 0.016 0.4 18.0 1800 0.02 20 20 .02 10.0 0 14 13 5 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.04 0.87 0.15 1.20 0.41 1.45 0.62 1.56 13 0 0 1 0 1000 0.035 4 4 0.060 4.0 20 19 0 4 0 1800 0.020 50 0 0.016 0.4 18.0 1800 0.02 20 20 .02 10.0 0 19 18 5 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.02 0.50 0.44 1.31 1.55 1.80 1.60 2.00 18 25 0 4 0 550 0.020 4 4 0.060 3.0 10 550 0.02 4 4 0.06 10.0 0 25 24 4 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.05 1.79 0.28 2.62 0.70 2.95 24 29 0 2 1.25 110 0.005 0 0 0.013 1.25 30 29 0 4 0 900 0.035 0 50 0.016 0.4 18.0 900 0.035 20 20 0.02 10.0 29 28 0 4 0 650 0.020 50 50 0.016 0.4 36.0 650 0.02 20 20 0.02 10.0 0 28 27 7 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.05 1.20 .38 2.20 .88 2.90 1.58 3.50 2.48 4.00 3.01 4.20 27 0 0 1 0 500 0.025 4 4 0.060 4.0 40 3 0 4 0 1550 0.045 0 50 0.016 0.4 18.0 1550 0.045 20 20 0.02 10.0 Begin 2nd Filing changes 41 3 0 5 2.00 600 .045 .013 2.00 18.0 600 0.075 20 20 0.02 10.0 3 39 0 3 51 500 0 2 2.0 600 0.043 0.013 2.0 0 500 50 8 2 0.1 1 0.0001 .016 .1 0.0 0.0 0.00 0.51 0.06 1.23 0.24 1.70 0.65 2.06 1.26 2.37 1.96 2.65 2.74 2.91 50 1 0 2 2.0 510 0.028 0.013 2.0 60 117 0 4 0 810 0.008 0 50 0.016 0.4 18.0 810 0.008 20 20 0.02 10.0 0 117 11 9 2 0.1 1 0.0001 .016 .1 0.0 0.0 .04 1.6500 0.19 2.46 0.42 3.08 0.90 3.59 1.60 4.05 2.55 4.46 3.84 4.83 5.44 5.18 11 1 0 2 2.0 1050 0.042 0.013 2.0 1 39 0 3 0 39 38 9 2 0.1 1 0.0001 .016 .1 0.0 0.0 0.07 4.59 0.41 7.62 1.04 9.83 1.99 11.67 3.28 13.29 4.89 14.73 6.76 15.44 8.82 16.65 38 0 0 2 1.75 350 0.015 0.013 2.0 0 7 5 3 38 1 11 50 2 60 �NDPROGRAM SWMM output file RIDGUALOUT: 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) ,WATERSHED 1/PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** Ii RW HILLS 2ND 100 YR STORM EVENT FN:RIDGE2AI.DAT NUMBER OF TIME STEPS 300 INTEGRATION TIME INTERVAL (MINUTES) 5.00 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 .60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .12 .12 .00 RW HILLS 2ND 100 YR STORM EVENT FN:RIDGE2AI.DAT SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. -2 0 .0 .0 .0 .0300 .016 .250 .100 .500 150 15 3032.0 3.5 42.0 .0200 .016 .250 .100 .500 200 20 3111.0 8.7 39.0 .0200 .016 .250 .100 .500 250 25 1067.0 2.5 37.0 .0200 .016 .250 .100 .500 300 30 6279.0 17.7 64.0 .0200 .016 .250 .100 .500 400 40 7006.0 19.3 35.0 .0400 .016 .250 .100 .500 411 41 7880.0 30.7 30.0 .0200 .016 .250 .100 .500 510 51 2328.0 13.4 14.0 .0200 .016 .250 .100 .500 600 60 6442.0 24.5 17.0 .0200 .016 .250 .100 .500 TOTAL NUMBER OF SUBCATCHMENTS, 8 TOTAL TRIBUTARY AREA (ACRES), 120.20 RW HILLS 2ND 100 YR STORM EVENT FN:RIDGE2AI.DAT *•* CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 120.200 October 27, 1997 1.56 .24 INFILTRATION RATE(IN/HR) GAGE MAXIMUM MINIMUM DECAY RATE NO .50 .50 .00180 .50 .50 .00180 1 .50 .50 .00180 1 .50 .50 .00180 1 .50 .50 .00180 1 .50 .50 .00180 1 .50 .50 .00180 1 .50 .50 .00180 1 .50 .50 .00180 1 TOTAL RAINFALL (INCHES) 2.920 TOTAL INFILTRATION (INCHES) .895 TOTAL WATERSHED OUTFLOW (INCHES) 1.992 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .033 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 RW HILLS 2ND 100 YR STORM EVENT FN:RIDGE2AI.DAT 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) T 15 14 0 4 CHANNEL .0 1800. .0200 .0 50.0 .016 .40 0 OVERFLOW 18.0 1800. .0200 20.0 20.0 .020 10.00 14 13 5 2 PIPE .1 1. .0001 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .9 .1 1.2 .4 1.5 .6 1.6 13 0 0 1 CHANNEL .0 1000. .0350 4.0 4.0 .060 4.00 0 20 19 0 4 CHANNEL .0 1800. .0200 50.0 .0 .016 .40 0 OVERFLOW 18.0 1800. .0200 20.0 20.0 .020 10.00 19 18 5 2 PIPE .1 1. .0001 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .4 1.3 1.6 1.8 1.6 2.0 18 25 0 4 CHANNEL .0 550. .0200 4.0 4.0 .060 3.00 0 OVERFLOW 10.0 550. .0200 4.0 4.0 .060 10.00 25 24 4 2 PIPE .1 1. .0001 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.8 .3 2.6 .7 3.0 24 29 0 2 PIPE 1.3 110. .0050 .0 .0 .013 1.25 0 30 29 0 4 CHANNEL .0 900. .0350 .0 50.0 .016 .40 0 OVERFLOW 18.0 900. .0350 20.0 20.0 .020 10.00 29 28 0 4 CHANNEL .0 650. .0200 50.0 50.0 .016 .40 0 OVERFLOW 36.0 650. .0200 20.0 20.0 .020 10.00 28 27 7 2 PIPE .1 1. .0001 .0 .0 .013 .10 0 �1 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.2 .4 2.2 .9 2.9 1.6 3.5 2.5 4.0 3.0 4.2 27 0 0 1 CHANNEL .0 500. .0250 4.0 4.0 .060 4.00 0 40 3 0 4 CHANNEL .0 1550. .0450 .0 50.0 .016 .40 0 OVERFLOW 18.0 1550. .0450 20.0 20.0 .020 10.00 41 3 0 5 PIPE 2.0 600. .0450 .0 .0 .013 2.00 0 OVERFLOW 18.0 600. .0450 20.0 20.0 .020 10.00 3 39 0 3 .0 0. .0010 .0 .0 .001 10.00 0 51 500 0 2 PIPE 2.0 600. .0430 .0 .0 .013 2.00 0 500 50 8 2 PIPE .1 1. .0001 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .1 1.2 .2 1.7 .7 2.1 1.3 2.4 2.0 2.6 2.7 2.9 50 1 0 2 PIPE 2.0 510. .0280 .0 .0 .013 2.00 0 60 117 0 4 CHANNEL .0 810. .0080 .0 50.0 .016 .40 0 OVERFLOW 18.0 810. .0080 20.0 20.0 .020 10.00 117 11 9 2 PIPE .1 1. .0001 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.6 .2 2.5 .4 3.1 .9 3.6 1.6 4.0 2.5 4.5 3.8 4.8 5.4 5.2 11 1 0 2 PIPE 2.0 1050. .0420 .0 .0 .013 2.00 0 1 39 0 3 .0 0. .0010 .0 .0 .001 10.00 0 39 38 9 2 PIPE .1 1. .0001 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.6 .4 7.6 1.0 9.8' 2.0 11.7 3.3 13.3 4.9 14.7 6.8 15.4 8.8 16.6 38 0 0 2 PIPE 1.8 350. .0150 .0 .0 .013 2.00 0 TOTAL NUMBER OF GUTTERS/PIPES, 24 ! RW HILLS 2ND 100 YR STORM EVENT r FN:RIDGE2AI.DAT J ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 11 117 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.5 13 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.5 14 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.5 15 0 0' 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 3.5 18 19 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 8.7 19 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.7 20 0 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 8.7 - 24 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11.1 25 18 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 11.1 27 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.8 28 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.8 29 24 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.8 30 0 0 0 0 0 0 0 0 0 0 300 0 0 0 0 0. 0 0 0 0 17.7 38 39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 87.9 39 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 87.9 40 0 0 0 0 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 19.3 41 0 0 0 0 0 0 0 0 0 0 411 0 0 0 0 0 0 0 0 0 30.7 -� 50 500 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13.4 51 0 0 0 0 0 0 0 0 0 0 510 0 0 0 0 0 0 0 0 0 13.4 60 0 0 0 0 0 0 0 0 0 0 600 0 0 0 0 0 0 0 0 0 24.5 117 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.5 500 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13.4 NONCONVERGENCE IN GUTTER DURING TIME STEP 149 AT CONVEYANCE ELEMENT 500 RW HILLS 2ND 100 YR STORM EVENT FN:RIDGE2AI.DAT #HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 7 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 DETENTION 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 2 3 11 38 50 60 0 5. .00 .00 .01 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .01( ) .00( ) .01( ) 0 30. 3.49 .00 92.23 2.17 9.22 1.32 20.71 .00( ) .00( ) .00( ) .29( ) .85( ) .26( ) .47( ) 0 55. 6.56 .00 78.30 4.29 15.09 2.27 42.63 .00( ) .00( ) .00( ) .41( ) 1.16( ) .33( ) .59( ) 1 20. 7.00 .00 16.51 4.56 15.58 2.44 11.94 .00( ) .00( ) .00( ) .42( ) 1.19( ) .34( ) .41( ) 1 45. 7.06 .00 7.85 4.59 15.62 2.48 4.74 .00( ) .00( ) .00( ) .42( ) 1.19( ) .35( ) .29( ) 2 10. 7.05 .00 2.28 4.58 15.56 2.47 1.99 .00( ) .00( ) .00( ) .42( ) 1.19( ) .35( ) .21( ) 2 35. 7.00 .00 .80 4.55 15.42 2.45 .89 .00( ) .00( ) .00( ) .42( ) 1.18( ) .35( ) .15( ) 3 0. 6.94 .00 .31 4.51 15.32 2.43 .44 .00( ) .00( ) .00( ) .42( ) 1.17( ) .34( ) .12( ) 3 25. 6.87 .00 .10 4.47 15.21 2.40 .20 A .00( ) .00( ) .00( ) .42( ) 1.17( ) .34( ) .09( ) 3 50. 6.78 .00 .02 4.40 15.11 2.37 .08 .00( ) .00( ) .00( ) .42( ) 1.16( ) .34( ) .06( ) 4 15. 6.67 .00 .00 4.34 15.00 2.33 .02 .00( ) .00( ) .00( ) .41( ) 1.15( ) .34( ) .04( ) 4 40. 6.57 .00 .00 4.28 14.89 2.29 .01 .00( ) .00( ) .00( ) .41( ) 1.15( ) .33( ) .02( ) 5 5. 6.47 .00 .00 4.21 14.78 2.25 .00 .00( ) .00( ) .00( ) .41( ) 1.14( ) .33( ) .02( ) 5 30. 6.36 .00 .00 4.15 14.59 2.21 .00 .00( ) .00( ) .00( ) AN ) 1.13( ) .33( ) .01( ) 5 55. 6.26 .00 .00 4.09 14.34 2.17 .00 .00( ) .00( ) .00( ) AN ) 1.12( ) .33( ) .01( ) 6 20. 6.16 .00 .00 4.02 14.09 2.14 .00 .00( ) .00( ) .00( ) AN ) 1.11( ) .32( ) .01( ) 6 45. 6.03 .00 .00 3.93' 13.85 2.10 .00 .00( ) .00( ) .00( ) .39( ) 1.09( ) .32( ) .01( ) 7 10. 5.90 .00 .00 3.84 13.61 2.06 .00 .00( ) .00( ) .00( ) .39( ) 1.08( ) .32( ) .01( ) 7 35. 5.76 .00 .00 3.76 13.38 2.00 .00 .00( ) .00( ) .00( ) .38( ) 1.07( ) .31( ) .01( ) 8 0. 5.62 .00 .00 3.67 13.09 1.94 .00 ` .00( ) .00( ) .00( ) .38( ) 1.05( ) .31( ) .01( ) 8 25. 5.47 .00 .00 3.59 12.77 1.89 .00 .00( ) .00( ) .00( ) .38( ) 1.04( ) .30( ) .01( ) 8 50. 5.29 .00 .00 3.46 12.45 1.83 .00 .00( ) .00( ) .00( ) .37( ) 1.02( ) .30( ) .01( ) 9 15. 5.11 .00 .00 3.34 12.15 1.78 .00 .00( ) .00( ) .00( ) .36( ) 1.00( ) .29( ) .01( ) 9 40. 4.94 .00 .00 3.22 11.85 1.72 .00 .00( ) .00( ) .00( ) .36( ) .99( ) .29( ) .01( ) ' 10 5. 4.72 .00 .00 3.10 11.48 1.62 .00 .00( ) .00( ) .00( ) .35( ) .97( ) .28( ) .01( ) 10 30. 4.33 .00 .00 2.85 11.04 1.48 .00 .00( ) .00( ) .00( ) .34( ) .95( ) .27( ) .01( ) 10 55. 3.95 .00 .00 2.60 10.59 1.35 .00 .00( ) .00( ) .00( ) .32( ) .92( ) .26( ) .01( ) 11 20. 3.52 .00 .00 2.28 10.15 1.23 .00 .00( ) .00( ) .00( ) .30( ) .90( ) .25( ) .01( ) # 11 45. 2.73 .00 .00 1.90 9.59 .83 .00 .00( ) .00( ) .00( ) .28( ) .87( ) .20( ) .01( ) 12 10. 1.74 .00 .00 1.20 8.77 .55 .00 .00( ) .00( ) .00( ) .22( ) .82( ) .17( ) .01( ) 12 35. 30 .00 .00 .30 7.86 .00 .00 .00( ) .00( ) .00( ) .12( ) .78( ) .01( ) .01( ) 13 0. .08 .00 .00 .08 6.11 .00 .00 .00( ) .00( ) .00( ) .06( ) .67( ) .01( ) .01( ) 13 25. 02 .00 .00 .02 4.05 .00 .00 .00( ) .00( ) .00( ) .03( ) .54( ) .01( ) .01( ) 13 50. .01 .00 .00 .01 .45 .00 .00 .00( ) .00( ) .00( ) .02( ) .18( ) .01( ) .01( ) 14 15. .00 .00 .00 .00 .05 .00 .00 .00( ) .00( ) .00( ) .01( ) .07( ) .01( ) .01( ) 14 40. .00 .00 .00 .00 .01 .00 .00 .00( ) .00( ) .00( ) .01( ) .03( ) .01( ) .01( ) 15 5. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 15 30. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 15 55. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 16 20. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( j .01( ) .01( ) .01( ) .01( ) 16 45. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 17 10. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 17 35. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 18 0. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 18 25. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 18 50. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 19 15. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 19 40. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 20 5. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 20 30. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 20 55. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 21 20. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 21 45. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 22 10. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) 22 35. .00 .00 .00 .00( ) .00( ) .00( ) 23 0. .00 .00 .00 r .00( ) .00( ) .00( ) 23 25. 00 .00 .00 .00( ) .00( ) .00( ) 23 50. .00 .00 .00 .00( ) .00( ) .00( ) �j 24 15. 00 .00 .00 .00( ) .00( ) .00( ) 24 40. .00 .00 .00 .00( ) .00( ) .00( ) ITHE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 11 14 19 24 25 28 .29 30 38 39 41 50 51 117 500 RW HILLS 2ND 100 YR STORM EVENT It FN:RIDGE2AI.DAT .00 .00 .00 .00 .01( ) .01( ) .01( ) .01( ) .00 .00 .00 .00 .01( ) .01( ) .01( ) .01( ) .00 .00 .00 .00 .01( ) .01( ) .01( ) .01( ) .00 .00 .00 .00 .01( ) .01( ) .01( ) .01( ) .00 .00 .00 .00 .01( ) .01( ) .Ot( ) .01( ) .00 .00 .00 .00 .01( ) .01( ) .01( ). .01( ) *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** r CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 7.1 (DIRECT FLOW) 1 50. 3 247.1 (DIRECT 'FLOW) 0 35. 11 4.6 .4 1 50. 13 1.5 .5 1 30. 14 1.5 .1 .5 1 20. 15 17.8 .4 0 40. 18 1.7 .5 1 45. 19 1.7 .1 1.3 1 40. 20 38.9 .5 0 40. 24 2.6 .7 1 5. 25 2.6 .1 .3 1 10. 27 4.3 .7 2 5. 28 4.3 .1 3.3 2 5. 29 114.5 .6 0 40. . 30 136.1 .7 0 35. 38 15.6 1.2 1 40. 39 15.6 .1 7.1 1 40. J 0 35. 41 146.0 2.5 0 35. 50 2.5 .3 1 55. 51 42.1 1.5 0 35. 60 9. .8 0 4. 177 4 .6 .1 3.0 1 45. 500 2.5 .1 1.5 1 55. ENDPROGRAM PROGRAM CALLED \%'j • SWMM input file RIDGE2BI.DAT: October 27, 1997 2 1 1 2 3 4 ATERSHED 1/0 � _ RW HILLS 2ND 100 YR STORM EVENT - 'J! j� : '�J '� `y = FE2b1 300 10.60 0 0 5.0 1 .0 0 5.01 1 1 25 5 0.96 1.44 1.68 3.00 5.40 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 1 150 15 3032 3.48 42 .02 1 200 20 3111 8.67 39 .02 1 250 25 1067 2.45 37 .02 1 300 30 6279 17.7 64 .02 1 400 40 7006 19.3 35 .04 * Begin 2nd filing changes 1 411 41 7880 30.7 30 .02 1 510 51 2328 13.4 14 .02 1 600 60 6442 24.5 17 .02 0 0 15 14 0 4 0 1800 0.020 0 50 0.016 0.4 18.0 1800 0.02 20 20 .02 10.0 0 14 13 5 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.04 0.87 0.15 1.20 0.41 1.45 0.62 1.56 13 0 0 1 0 1000 0.035 4 4 0.060 4.0 20 19 0 4 0 1800 0.020 50 0 0.016 0.4 18.0 180D 0.02 20 20 .02 10.0 0 19 18 5 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.02 0.50 0.44 1.31 1.55 1.80 1.60 2.00 18 25 0 4 0 550 0.020 4 4 0.060 3.0 10 550 0.02 4 4 0.06 10.0 0 25 24 4 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.05 1.79 0.28 2.62 0.70 2.95 24 29 0 2 1.25 110 0.005 0 0 0.013 1.25 30 29 0 4 0 900 0.035 0 50 0.016 0.4 18.0 900 0.035 20 20 0.02 10.0 29 28 0 4 0 650 0.020 50 50 0.016 0.4 36.0 650 0.02 20 20 0.02 10.0 0 28 27 7 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.05 1.20 .38 2.20 .88 2.90 1.58 3.50 2.48 4.00 3.01 4.20 27 0 0 1 0 500 0.025 4 4 0.060 4.0 40 3 0 4 0 1550 0.045 0 50 0.016 0.4 18.0 1550 0.045 20 20 0.02 10.0 Begin 2nd filing changes 41 3 0 5 2.00 600 .045 .013 2.00 18.0 600 0.075 20 20 0.02 10.0 3 39 0 3 51 500 .0 2 2.0 600 0.043 0.013 2.0 0 500 50 8 2 0.1 1 0.0001 .016 .1 0.0 0.0 0.00 0.06 0.24 0.65 1.26 1.96 2.74 50 1 0 2 2.0 510 0.028 0.013 2.0 60 117 0 4 0 810 0.008 0 50 0.016 0.4 18.0 810 0.008 20 20 0.02 10.0 0 117 11 9 2 0.1 1 0.0001 .016 .1 0.0 0.0 .04 0.19 0.42 0.90 1.60 2.55 3.84 5.44 11 1 0 2 2.0 1050 0.042 0.013 2.0 1 39 0 3 0 39 38 9 2 0.1 1 0.0001 .016 .1 0.0 0.0 0.07 4.59 0.41 7.62 1.04 9.83 1.99 11.67 3.28 13.29 4.89 14.73 6.76 15.44 8.82 16.65 38 0 0 2 1.75 350 0.015 0.013 2.0 0 7 5 3 38 1 11 50 2 60 ENDPROGRAM ' SWMM output file RIDGE213LOUT: October 27, 1997 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) WATERSHED 1/PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** RW HILLS 2ND 100 YR STORM EVENT FN:RIDGE2b1.DAT NUMBER OF TIME STEPS 300 INTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH .FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .12 .12 .00 RW HILLS 2ND 100 YR STORM EVENT FN:RIDGE2b1.DAT SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. .2 0 .0 .0 .0 .0300 .016 .250 .100 .500 ` 150 15 3032.0 3.5 42.0 .0200 .016 .250 .100 .500 200 20 3111.0 8.7 39.0 .0200 .016 .250 .100 .500 250 25 1067.0 2.5 37.0 .0200 .016 .250 .100 .500 300 30 6279.0 17.7 64.0 .0200 .016 .250 .100 .500 400 40 7006.0 19.3 35.0 .0400 .016 .250 .100 .500 411 41 7880.0 30.7 30.0 .0200 .016 .250 .100 .500 510 51 2328.0 13.4 14.0 .0200 .016 .250 .100 .500 600 60 6442.0 24.5 17.0 .0200 .016 .250 .100 .500 TOTAL NUMBER OF SUBCATCHMENTS, 8 TOTAL 11 TRIBUTARY AREA (ACRES), 120.20 RW HILLS 2ND 100 YR STORM EVENT FN:RIDGE2b1.DAT -*** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) I 120.200 1.56 .24 INFILTRATION RATE(IN/HR) GAGE MAXIMUM MINIMUM DECAY RATE NO .50 .50 .00180 .50 .50 .00180 1 .50 .50 .00180 1 .50 .50 .00180 1 .50 .50 .00180 1 .50 .50 .00180 1 .50 .50 ' .00180 1 .50 .50 .00180 1 .50 .50 .00180 1 TOTAL RAINFALL (INCHES) 2.920 TOTAL INFILTRATION (INCHES) .895 TOTAL WATERSHED OUTFLOW (INCHES) 1.992 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .033 .ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 RW HILLS 2ND 100 YR STORM EVENT FN:RIDGE2bl.DAT WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR D1AM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 15 14 0 4 CHANNEL .0 1800. .0200 .0 50.0 .016 .40 0 OVERFLOW 18.0 1800. .0200 20.0 20.0 .020 10.00 14 13 5 2 PIPE .1 1. .0001 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .9 .1 1.2 .4 1.5 .6 1.6 13 0 0 1 CHANNEL .0 1000. .0350 4.0 4.0 .060 4.00 0 20 19 0 4 CHANNEL .0 1800. .0200 50.0 .0 .016 .40 0 OVERFLOW 18.0 1800. .0200 20.0 20.0 .020 10.00 19 18 5 2 PIPE .1 1. .0001 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 .0 .0 .5 .4 1.3 1.6 1.8 1.6 2.0 18 25 0 4 CHANNEL .0 550. .0200 4.0 4.0 .060 3.00 0 OVERFLOW 10.0 550. .0200 4.0 4.0 .060 10.00 25 24 4 2 PIPE .1 1. .0001 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.8 .3 2.6 .7 3.0 24 29 0 2 PIPE 1.3 110. .0050 .0 .0 .013 1.25 0 30 29 0 4 CHANNEL .0 900. .0350 .0 50.0 .016 .40 0 1 OVERFLOW 18.0 900. .0350 20.0 20.0 .020 10.00 29 28 0 4 CHANNEL .0 650. .0200 50.0 50.0 .016 .40 0 OVERFLOW 36.0 650. .0200 20.0 20.0 .020 10.00 28 27 7 2 PIPE .1 1. .0001 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.2 .4 2.2 .9 2.9 1.6 3.5 2.5 4.0 3.0 4.2 27 0 0 1 CHANNEL .0 500. .0250 4.0 4.0 .060 4.00 0 40 3 0 4 CHANNEL .0 1550. .0450 .0 50.0 .016 .40 0 OVERFLOW 18.0 1550. .0450 20.0 20.0 .020 10.00 41 3 0 5 PIPE 2.0 600. .0450 .0 .0 .013 2.00 0 OVERFLOW 18.0 600. .0450 20.0 20.0 .020 10.00 3 39 0 3 .0 0. .0010 .0 .0 .001 10.00 0 51 500 0 2 PIPE 2.0 600. .0430 .0 .0 .013 2.00 0 500 50 8 2 PIPE .1 1. .0001 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .1 .0 .2 .0 .7 .0 1.3 .0 2.0 .0 2.7 .0 50 1 0 2 PIPE 2.0 510. .0280 .0 .0 .013 2.00 0 60 117 0 4 CHANNEL .0 810. .0080 .0 50.0 .016 .40 0 OVERFLOW 18.0 810. .0080 20.0 20.0 .020 10.00 117 11 9 2 PIPE .1 1. .0001 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .2 .0 .4 .0 .9 .0 1.6 .0 2.5 .0 3.8 .0 5.4 .0 11 1 0 2 PIPE 2.0 1050. .0420 .0 .0 .013 2.00 0 1 39 0 3 .0 0. .0010 .0 .0 .001 10.00 0 39 38 9 2 PIPE .1 1. .0001 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.6 .4 7.6 1.0 9.8 2.0 11.7 3.3 13.3 4.9 14.7 6.8 15.4 8.8 16.6 38 0 0 2 PIPE 1.8 350. .0150 .0 .0 .013 2.00 0 OTAL NUMBER OF GUTTERS/PIPES, 24 RW HILLS 2ND 100 YR STORM EVENT FN:RIDGE2bl.DAT ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 11 117 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.5 13 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.5 14 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0, 0 0 0 3.5 15 0 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 3.5 ' 18 19 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.7 19 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.7 20 0 0 0 O 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 D 8.7 24 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11.1 25 18 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 11.1 27 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.8 28 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.8 29 24 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.8 30 0 0 0 0 0 0 0 0 0 0 300 0 0 0 0 0 0 0 0 0 17.7 38 39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 87.9 39 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 87.9 40 0 0 0 0 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 19.3 41 0 0 0 0 0 0 0 0 0 0 411 0 0 0 0 0 0 0 0 0 30.7 1 50 500 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13.4 51 0 0 0 0 0 0 0 0 0 0 510 0 0 0 0 0 0 0 0 0 13.4 60 0 0 0 0 0 0 0 0 0 0 600 0 0 0 0 0 0 0 0 0 24.5 117 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.5 500 51 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 13.4 RW HILLS 2ND 100 YR STORM EVENT FN:RIDGE2b1.DAT YDROGRAPHS ARE LISTED FOR THE FOLLOWING 7 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 DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER ITIME(HR/MIN) (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER 1 2 3 11 38 50 60 0 5. .00 .00 .01 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .01( ) .00( ) .01( ) 0 30. .00 .00 92.23 .00 9.04 .00 20.71 .00( ) .00( ) .00( ) .01( ) .84( ) .01( ) .47( ) 0 55. .00 .00 78.30 .00 15.02 .00 42.63 r .00( ) .00( ) .00( ) .01( ) 1.16( ) .01( ) .59( ) 1 20. .00 .00 16.51 .00 15.36 .00 11.94 .00( ) .00( ) .00( ) .01( ) 1.17( ) .01( ) .41( ) 1 45. .00 .00 7.85 .00 15.30 00 4.74 .00( ) .00(.) .00( ) .01( ) 1.17( ) .01( ) .29( ) 2 10. 00 .00 2.28 .00 15.17 .00 1.99 .00( ) .00( ) .00( ) .01( ) 1.16( ) .01( ) .21( ) 2 35. .00 .00 .80 .00 14.99 .00 .89 .00( ) .00( ) .00( ) .01( ) 1.15( ) .01( ) .15( ) 3 0. .00 .00 .31 .00 14.80 .00 .44 .00( ) .00( ) .00( ) .01( ) 1.14( ) .01( ) .12( ) 3 25. .00 .00 .10 .00 14.45 .00 .20 .00( ) .00( ) .00( ) .01( ) 1.13( ) .01( ) .09( ) 3 50. .00 .00 .02 .00 14.02 .00 .08 .00( ) .00( ) .00( ) .01( ) 1.10( ) .01( ) .06( ) 4 15. .00 .00 .00 .00 13.59 .00 .02 .00( ) .00( ) .00( ) .01( ) . 1.08( ) .01( ) .04( ) 4 40. .00 .00 .00 .00 13.14 .00 .01 .00( ) .00( ) .00( ) .01( ) 1.06( ) .01( ) .02( ) 5 5. .00 .00 .00 .00 12.58 .00 .00 .00( ) .00( ) .00( ) .01( ) 1.03( ) .01( ) .02( ) 5 30. .00 .00 .00 .00 12.05 .00 .00 .00( ) .00( ) .00( ) .01( ) 1.00( ) .01( ) .01( ) 5 55. .00 .00 .00 .00 11.47 .00 .00 .00( ) .00( ) .00( ) .01( ) .97( ) .01( ) .01( ) 6 20. .00 .00 .00 .00 10.73 .00 .00 ' .00( ) .00( ) .00( ) .01( ) .93( ) .01( ) .01( ) 6 45. 00 .00 .00 .00 10.03 .00 .00 00( ) .00( ) .00( ) .01( ) .89( ) .01( ) .01( ) 7 10. .00 .00 .00 .00 9.04 .00 .00 .00( ) .00( ) .00( ) .01( ) .84( ) .0% ) .01( ) ' 7 35. .00 .00 .00 .00 8.01 .00 .00 .00( ) .00( ) .00( ) .01( ) .78( ) .01( ) .01( ) 8 0. .00 .00 .00 .00 6.38 .00 .00 I .00( ) .00( ) .00( ) .01( ) .69( ) .01( ) .01( ) 8 25. .00 .00 .00 .00 4.69 .00 .00 .00( ) .00( ) .00( ) .01( ) .59( ) .01( ) .01( ) 8 50. .00 .00 .00 .00 .59 .00 .00 .00( ) .00( ) .00( ) .01( ) .21( ) .01( ) .01( ) 9 15. .00 .00 .00 .00 .07 .00 .00 . .00( ) .00( ) .00( ) .01( ) .07( ) .01( ) .01( ) 9 40. .00 .00 .00 .00 .01 .00 .00 .00( ) .00( ) .00( ) .01( ) .03( ) .01( ) .01( ) 10 5. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 10 30. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 1 10 55. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 11 20. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 11 45. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 12 10. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 12 35. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 13 0. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 13 25. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 13 50. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( > 14 15. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 14 40. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 15 5. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 15 30. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 15 55. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 16 20. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 16 45. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 17 10. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 17 35. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 18 0. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 18 25. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 18 50. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 19 15. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 19 40. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 20 5. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 20 30. .00 .00 .00 .00 .00 .00 .00 .00( ) 00( ) 00( ) .01( ) .02( ) .01( ) .01( ) 20 55. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 21 20. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 21 45. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 22 10. 00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 22 1 35. .00 .00 .00 .00 .00 .00. .00 .00( ) .00( ) .00( ) Ou ) .02( ) .01( ) .01( ) 23 0. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 23 25. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 23 50. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 24 15. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) 24 40. .00 .00 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .01( ) .02( ) .01( ) .01( ) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS. THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 11 14 19 24 25 28 29 30 38 39 41 50 51 117 RW HILLS 2ND 100 YR STORM EVENT ' FN:RIDGE2b1.DAT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND OETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 .0 (DIRECT FLOW) 7 55. 3 247.1 (DIRECT FLOW) 0 35. 11 .0 .0 7 55. 13 1.5 .5 1 30. 14 1.5 .1 .5 1 20. 15 17.8 .4 0 40. 18 1.7 .5 1 45. 19 1.7 .1 1.3 1 40. 20 38.9 .5 0 40. 24 2.6 .7 1 5. 25 2.6 .1 .3 1 10. 27 4.3 .7 2 5. 28 4.3 .1 3.3 2 5. 29 1..6 0 . 30 13636.1 35 .7 0 35. 38 15.4 1.2 1 20. 39 15.4 .1 6.5 1 20. 40 101.1 .6 0 35. 41 146.0 2.5 0 35. 50 .0 .0 4 30. 51 42.1 1.5 0 35. 60 90.8 .8 0 40. 117 .0 .1 3.7 5 55. on 7 1 D �5c INDPROGRAM PROGRAM CALLED �'Q SWMM input file RIDGE2CI.DAT: IDGE2CI.DAT - POND 39 OUTLET BLOCKED October 27, 1997 1EVISED DUE TO NEW TRICKLE PAN -7�-" D 35 c�JT(,�+ fi �C�( . 2 1 1 2 3 4 ATERSNED 1/0 RW HILLS 2ND 100 YR STORM EVENT - POND 39 OUTLET CLOSED FN:RIDGE2C.DAT 300 0 0 5.0 1 1.0 1 25 5 0.60 0.96 1.44 1.68 3.00 5.40 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 1 150 15 3032 3.48 42 .02 1 200 20 3111 8.67 39 .02 1 250 25 1067 2.45 37 .02 1 300 30 6279 17.7 64 .02 1 400 40 7006 19.3 35 .04 Begin 2nd filing changes 1 411 41 788030.7 30 .02 1 510 51 2300 13.4 14 .02 1 600 60 6442 24.5 17 .02 0 0 15 14 0 4 0 1800 0.020 0 50 0.016 0.4 18.0 1800 0.02 20 20 .02 10.0 0 14 13 5 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.04 0.87 0.15 1.20 0.41 1.45 0.1 13 1 13 0 0 1 0 1000 0.035 4 4 0.060 4.0 20 19 0 4 0 1800 0.020 50 0 0.016 0.4 18.0 1800 0.02 20 20 .02 10.0 0 19 18 5 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.02 0.50 0.44 1.31 1.55 1.80 1.60 2.00 18 25 0 4 0 550 0.020 4 4 0.060 3.0 10 550 0.02 4 4 0.06 10.0 0 25 24 4 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.05 1.79 0.28 2.62 0.70 2.95 24 29 0 2 1.25 110 0.005 0 0 0.013 1.25 30 29 0 4 0 900 0.035 0 50 0.016 0.4 18.0 900 0.035 20 20 0.02 10.0 29 28 0 4 0 650 0.020 50 50 0.016 0.4 36.0 650 0.02 20 20 0.02 10.0 0 28 27 7 2 0.1 1 0.0001 0.013 0.1 0.0 0.0 0.05 1.20 .38 2.20 .88 2.90 1.58 3.50 2.48 4.00 3.01 4.20 27 0 0 1 0 500 0.025 4 4 0.060 4.0 40 3 0 4 0 1550 0.045 0 50 0.016 0.4 18.0 1550 0.045 20 20 0.02 10.0 Begin 2nd Filing changes 41 3 0 5 2.00 600 .045 .013 2.00 18.0 600 0.075 20 20 0.02 10.0 3 39 0 3 51 500 0 2 2.0 600 0.043 0.013 2.0 0 500 50 6 2 0.1 1 0.0001 .016 .1 0.0 0.0 0.09 1.10 0.47 1.71 1.09 2.15 1.80 2.53 2.58 2.84 50 1 0 2 2.0 510 0.028 0.013 2.0 60 117 0 4 0 810 0.008 0 50 0.016 0.4 18.0 810 0.008 20 20 0.02 10.0 0 117 11 6 2 0.1 1 0.0001 .016 .1 0.0 0.0 .016 1.91 0.74 3.11 1.70 3.97 3.01 4.67 4.63 5.28 11 1 0 2 2.0 1050 0.042 0.013 2.0 1 39 0 3 0 39 38 19 2 0.1 1 0.0001 .016 .1 0.0 0.0 0.07 0.41 1.04 1.99 3.28 4.89 6.76 7.00 7.20 7.41 1.19 7.62 3.37 7.83 6.19 8.03 9.54 8.24 13.33 8.45 15.84. 8.65 15.84 8.86 15.84 38 0 0 2 1.75 350 0.015 0.013 2.0 j r- - • I C; -r 1 0 7 5 3 38 1 11 50 2 60 NDPROGRAM r 1 11 SWMM output file RIDGE2CI.OUT: October 27, 1997 ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEERS, 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) ' WATERSHED 1/PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** RW HILLS 2ND 100 YR STORM EVENT POND 39 OUTLET CLOSED FN:RIDGE2C.DAT NUMBER OF TIME STEPS 300 INTEGRATION TIME INTERVAL (MINUTES) 5.00 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 .60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 .00 RW HILLS 2ND 100 YR STORM EVENT - POND 39 OUTLET CLOSED FN:RIDGE2C.DAT ISUBAREA 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 150 15 3032.0 3.5 42.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 200 20 3111.0 8.7 39.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 250 25 1067.0 2.5 37.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 300 30 6279.0 17.7 64.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 400 40 7006.0 19.3 35.0 .0400 .016 .250 .100 .500 .50 .50 .00180 1 411 41 7880.0 30.7 30.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 510 51 2300.0 13.4 14.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 600 60 6442.0 24.5 17.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 8 TOTAL TRIBUTARY AREA (ACRES), 120.20 RW HILLS 2ND 100 YR STORM EVENT - POND 39 OUTLET CLOSED LFN:RIDGE2C.DAT t*** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 120.200 TOTAL RAINFALL (INCHES) 2.920 TOTAL INFILTRATION (INCHES) .895 TOTAL WATERSHED OUTFLOW (INCHES) 1.992 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .033 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 1 RW HILLS 2ND 100 YR STORM EVENT - POND 39 OUTLET CLOSED FN:RIDGE2C.DAT 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) 15 14 0 4 CHANNEL .0 1800. .0200 .0 50.0 .016 .40 0 OVERFLOW 18.0 1800. .0200 20.0 20.0 .020 10.00 14 13 5 2 PIPE .1 1. .0001 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .9 .1 1.2 .4 1.5 . .6 1.6 '.0 13 0 0 1 CHANNEL .0 1000. .0350 4.0 4.0 .060 4.00 0 20 19 0 4 CHANNEL .0 1800. .0200 50.0 .0 .016 .40 0 OVERFLOW 18.0 1800. .0200 20.0 20.0 .020 10.00 19 18 5 2 PIPE .1 1. .0001 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .4 1.3 1.6 1.8 1.6 2.0 18 25 0 4 CHANNEL .0 550. .0200 4.0 4.0 .060 3.00 0 OVERFLOW 10.0 550. .0200 4.0 4.0 .060 10.00 25 24 4 2 PIPE .1 1. .0001 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.8 .3 2.6 .7 3.0 24 29 0 2 PIPE 1.3 110. .0050 .0 .0 .013 1.25 0 30 29 0 4 CHANNEL .0 900. .0350 .0 50.0 .016 .40 0 OVERFLOW 18.0 900. .0350 20.0 20.0 .020 10.00 29 28 0 4 CHANNEL .0 650. .0200 50.0 50.0 .016 .40 0 OVERFLOW 36.0 650. .0200 20.0 20.0 .020 10.00 28 27 7 2 PIPE .1 1. .0001 .0 .0 .013 .10 • 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.2 .4 2.2 .9 2.9 1.6 3.5 2.5 4.0 3.0 4.2 27 0 0 1 CHANNEL .0 500. .0250 4.0 4.0 .060 4.00 0 40 3 0 4 CHANNEL .0 1550. .0450 .0 50.0 .016 .40 0 OVERFLOW 18.0 1550. .0450 20.0 20.0 .020 10.00 41 3 0 5 PIPE 2.0 600. .0450 .0 .0 .013 2.00 0 OVERFLOW 18.0 600. .0450 20.0 20.0 .020 10.00 3 39 0 3 0 0. .0010 .0 .0 .001 10.00 0 51 500 0 2 PIPE 2.0 600. .0430 .0 .0 .013 2.00 0 500 50 6 2 PIPE .1 1. .0001 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.1 .5 1.7 1.1 2.1 1.8 2.5 2.6 2.8 50 1 0 2 PIPE 2.0 510. .0280 .0 .0 .013 2.00 0 60 117 0 4 CHANNEL .0 810. .0080 A 50.0 .016 .40 0 OVERFLOW 18.0 810. .0080 20.0 20.0 .020 10.00 117 11 6 2 PIPE .1 1. .0001 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.9 .7 3.1 1.7 4.0 3.0 4.7 4.6 5.3 11 1 0 2 PIPE 2.0 1050. .0420 .0 .0 .013 2.00 0 1 39 0 3 .0 0. .0010 .0 .0 .001 10.00 0 39 38 19 2 PIPE .1 1. .0001 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .4 .0 1.0 .0 2.0 .0 3.3 .0 4.9 .0 6.8 .0 7.0 .0 7.2 .0 7.4 1.2 7.6 3.4 7.8 6.2 8.0 9.5 8.2 13.3 8.4 15.8 8.7 15.8 8.9 15.8 .0 .0 38 0 0 2 PIPE 1.8 350. .0150 .0 .0 .013 2.00 0 TOTAL NUMBER OF GUTTERS/PIPES, 24 iRW HILLS 2ND 100 YR STORM EVENT POND 39 OUTLET CLOSED FN:RIDGE2C.DAT J ✓ ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 11 117 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.5 13 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.5 14 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.5 15 0 0 0 0 0 0 0 0 0 0 150 0 0 0 0 0 0 0 0 0 3.5 18 19 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.7 19 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.7 20 0 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 8.7 24 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11.1 25 18 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 11.1 27 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.8 28 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.8 29 24 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.8 30 0 0 0 0 0 0 0 0 0 0 300 0 0 0 0 0 0 0 0 0 17.7 38 39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 87.9 39 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 87.9 40 0 0 0 0 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 19.3 41 0 0 0 0 0 0 0 0 0 0 411 0 0 0 0 0 0 0 0 0 30.7 50 500 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13.4 51 0 0 0 0 0 0 0 0 0 0 510 0 0 0 0 0 0 0 0 0 13.4 60 0 0 0 0 0 0 0 0 0 0 600 0 0 0 0 0 0 0 0 0 24.5 117 60 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.5 500 51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13.4 RW HILLS 2ND 100 YR STORM EVENT - POND 39 OUTLET CLOSED FN:RIDGE2C.DAT �HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 7 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 DETENTION 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 2 3 11 38 50 60 0 5. .00 .00 .01 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .01( ) 0 30. 3.12 .00 92.23 2.08 .00 1.04 20.71 .00( ) .00( ) .00( ) .29( ) .01( ) .23( ) .47( ) 0 55. 6.36 78.30 4.21 .00 2.15 42:63 .00( .00 ) .00( ) .00( ) .41( ) .01( ) .32( ) .59( ) 1 20. 6.95 .00 16.51 4.60 8.66 2.35 11.94 .00( ) .00( ) .00( ) .43( ) .82( ) .34( ) .41( ) 1 45. 7.05 .00 7.85 4.66 12.85 2.39 4.74 .00( ) .00( ) .00( ) .43( ) 1.04( ) .34( ) .29( ) 2 10. 7.03 .00 2.28 4.64 12.47 2.39 1.99 .00( ) .00( ) .00( ) .43( ) 1.02( ) .34( ) .21( ) 2 35. 6.95 .00 .80 4.58 10.56 2.37 .89 .00( ) .00( ) .00( ) .42( ) .92( ) .34( ) .15( ) 3 0. 6.84 .00 .31 4.51 9.12 2.34 .44 .00( ) .00( ) .00( ) .42( ) .84( ) .34( ) .12( ) 3 25. 6.73 .00 .10 4.43 8.18 2.30 .20 .00( ) .00( ) .00( ) .42( ) .79( ) .33( ) .09( ) 3 50. 6.62 .00 .02 4.35 7.54 2.26 .08 .00( ) .00( ) .00( ) .41( ) .76( ) .33( ) .06( ) 4 15. 6.50 .00 .00 4.28 7.11 2.22 .02 .00( ) .00( ) .00( ) .41(.) .73( ) .33( ) .04( ) 4 40. 6.38 .00( .00 ) .00( ) AD .00( ) 4.20 .41( ) 6.82 .72( ) 2.18 .33( ) .01 .02( ) 5 5. 6.26 .00 .00 4.12 6.60 2.14 .00 .00( ) .00( ) .00( ) .40( ) .70( ) .32( ) .02( ) 5 30. 6.14 .00 .00 4.05 6.42 2.09 .00 .00( ) .00( ) .00( ) .40( ) .69( ) .32( ) .01( ) 5 55. 6.01 .00 .00 3.97 6.27 2.04 .00 .00( ) .00( ) .00( ) .40( ) .68( ) .32( ) .01(- ) 6 20. 5.84 .00 .00 3.85 6.13 1.99 .00 .00( ) .00( ) .00( ) .39( ) .68( ) .31( ) .01( ) 6 45. 5.68 .00 .00 3.74 5.99 1.94 .00 .00( ) .00( ) .00( ), .38( ) .67( ) .31( ) .01( ) 7 10. 5.52 .00 .00 3.62 5.85 1.90 .00 .00( ) .00( ) .00( ) .38( ) .66( ) .30( ) .01( ) 7 35. 5.36 .00 .00 3.51 5.69 1.85 .00 .00( ) .00( ) .00( ) .37( ) .65( ) .30( ) .01( ) 8 0. 5.21 .00 .00 3.41 5.54 1.80 .00 .00( ) .00( ) .00( ) .37( ) .64( ) .30( ) .01( ) 8 25. 5.06 .00 .00 3.30 5.39 1.76 .00 .00( ) .00( ) .00( ) .36( ) .63( ) .29( ) .01( ) 8 50. 4.92 .00 .00 3.20 5.24 1,72 .00 .00( ) .00( ) .00( ) .36( ) .62( ) .29( ) .01( ) 9 15. 4.73 .00, .00 3.10 5.09 1.64 .00 .00( ) .00( ) .00( ) .35( ) .61( ) .28( ) .01( ) 9 40. 4.48 .00 .00 2.93 4.91 1.55 .00 .00( ) .00( ) .00( ) .34( ) .60( ) .28( ) .01( ) ' 10 5. 4.23 .00 .00 2.77 4.70 1.46 .00 .00( ) .00( ) .00( ) .33( ) .59( ) .27( ) .01( ) 10 30. 4.00 .00 .00 2.61 4.48 1.39 .00 .00( ) .00( ) .00( ) .32( ) .57( ) .26( ) .01( ) 10 55. 3.78 .00 .00 2.47 4.26 1.31. .00 .00( ) .00( ) .00( ) .31( ) .56( ) .25( ) .01( ) 11 20. 3.57 .00 .00 2.33 4.04 1.24 .00 .00( ) .00( ) .00( ) .30( ) .54( ) .25( ) .01( ) 11 45. 3.38 .00 .00 2.20 3.83 1.17 .00 .00( ) .00( ) .00( ) .30( ) .53( ) .24( ) .01( ) 12 10. 3.19 .00 .00 2.08 3.63 1.11 .00 .00( ) .00( ) .00( ) .29( ) .51( ) .24( ) .01( ) 12 35. 2.74 .00 .00 1.96 3.39 .78 .00 .00( ) .00( ) .00( ) .28( ) .49( ) .20( ) .01( ) 13 0. .79 .00 .00 .28 2.97 .51 .00 .00( ) .00( ) .00( ) .11( ) .46( ) .16( ) .01( ) 13 25. .35 .00 .00 .01 2.23 .34 .00 .00( ) .00( ) .00( ) .03( ) AN ) ' .13( ) .01( ) 13 50. 22 .00 .00 .00 1.64 .22 .00 .00( ) .00( ) .00( ) .01( ) .34( ) .11( ) .01( ) 14 15. .15 .00 .00 .00 1.21 .15 .00 .00( ) .00( ) .00( ) .01( ) .30( ) .09( ) .01( ) 14. 40. .10 .00 .00 .00 1.01 .10 .00 .00( ) .00( ) .00( ) .01( ) .27( ) .07( ) .01( ) 15 5. .06 .00 .00 .00 .84 .06 .00 .00( ) .00( ) .00( ) .01( ) .25( ) .06( ) .01( ) 15 30. 04 .00 .00 .00 .70 .04 .00 ' .00( ) .00( ) .00( ) .01( ) .23( ) .05( ) .01( ) 15 55. .03 .00 .00 .00 .59 .03 .00. .00( ) .00( ) .00( ) .01( ) .21( ) .04( ) :01( ) 16 20. .02 .00 .00 .00 .49 .02 .00 .00( ) .00( ) .00( ) .01( ) .19( ) .03( ) .01( ) 16 45. .01 .00 .00 .00 .40 .01 .00 .00( ) .00( ) .00( ) .01( ) .17( ) .03( ) .01( ) 17 10. .01 .00 .00 .00 .33 .01 .00 .00( ) .00( ) .00( ) .01( ) .16( ) .02( ) .01( ) 17 35. .01 .00 .00 .00 .28 .01 .00 .00( ) .00( ) .00( ) .01( )_ .15( ) .02( ) .01( ) 18 0. .00 .00 .00 .00 .23 .00 .00 .00( ) .00( ) .00( ) .01( ) .13( ) .02( ) .01( ) 18 25. 00 .00 .00 .00 .19 .00 .00 .00( ) .00( ) .00( ) .01( ) .12( ) .01( ) .01( ) 18 50. .00 .00 .00 .00 .16 .00 .00 .00( ) .00( ) .00( ) .01( ) .11( ) .01( ) .01( ) 19 15. 00 .00 .00 .00 .13 .00 .00 .00( ) .00( ) .00( ) .01( ) .10( ) .01( ) .01( ) 19 40. .00 .00 .00 .00 .11 .00 .00 .00( ) .00( ) .00( ) .01( ) .09( ) .01( ) .01( ) 20 5. 00 .00 .00 .00 .09 .00 .00 .00( ) .00( ) .00( ) .01( ) .09( ) .01( ) .01( ) 20 30. .00 .00 .00 .00 .07 .00 .00 .00( ) .00( ) .00( ) .01( ) .08( ) .01( ) .01( ) 20 55. .00 .00 .00 .00 .06 .00 .00 L .00( ) .00( ) .00( ) .01( ) .07( ) .01( ) .01( ) 21 20. .00 .00 00 .00 OS 00 .00 .00( ) .00( ) .00( ) .01( ) .07( ) .01( ) .01( ) 21 45. .00 .00 .00 .00 .04 .00 .00 .00( ) .00( ) .00( ) .01( ) .06( ) .01( ) .01( ) 1 22 10. .00 .00 .00 .00 .03 .00 .00 .00( ) .00( ) .00( ) .01( ) .05( ) .01( ) .01( ) 22 35. .00 .00 .00 .00 .03 .00 .00 I_.-> V. 131 0 Imo`-'-• 'J` .00( ) .00( ) .00( ) 23 0. .00 .00 .00 .00( ) .00( ) .00( ) 23 25. .00 .00 .00 .00( ) .00( ) .00( ) 23 50. .00 .00 .00 .00( ) .00( ) .00( ) 24 15. 00 .00 .00 .00( ) .00( ) .00( ) 24 40. .00 .00 .00 .00( ) .00( ) .00( ) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL 'STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 11 14 19 24 25 28 29 30 38 39 41 50 51 117 500 .01( ) .05( ) .01( ) .01( ) .00 .02 .00 .00 .01( ) .05( ) .01( ) .01( ) .00 .02 .00 .00 .01( ) .04( ) .01( ) .01( ) .00 .02 .00 .00 .01( ) .04( ) .01( ) .01( ) .00 .01 .00 .00 .01( ) .04( ) .01( ) .01( ) .00 .01 .00 .00 .01( ) .03( ) .01( ) .01( ) RW HILLS 2ND 100 YR STORM EVENT - POND 39 OUTLET CLOSED ' FN:RIDGE2C.DAT *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** . CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 1 7.1 (DIRECT FLOW) 1 50. 3 247.1 (DIRECT FLOW) 0 35. 11 4.7 .4 1 45. 13 1.5 .5 1 30. 14 1.5 .1 .5 1 20. 15 17.8 .4 0 40. 18 1.7 .5 1 45. 19 1.7 .1 1.3 1 40. 20 38.9 .5 0 40. 24 2.6 .7 1 5. 25 2.6 .t .3 1 10. 27 4.3 .7 2 5. 28 4.3 .1 3.3 2 5. 29 114.5 .6 0 40. ' 30 136.1 .7 0 35. 38 13.1 1.1 1 55. 39 13.1 .1 8.2 1 55. 40 101.1 .6 0 35. 41 146.0 2.5 0 35. 50 2.4 .3 1 55. 51 41.9 1.5 0 35. 60 90.8 .8 0 40. 117 4.7 .1 3.0 1 45, 500 2.4 .1 1.5 1 55. ENDPROGRAM PROGRAM CALLED . REVISED DETENTION DESIGN 12 RIDGEWOOD HILLS 2ND FILING JOB. NO. 014-054 DETENTION POND SUMMARY TABLE POND POND VOLUM VOLUME VOLUME VOLUME MAXIMUM 100 YR. 100 YR. NO. NO. RE�UIRI REQUIRED REQUIRED PROVIDED OUTFALL W.S. ELEV. W.S. ELEV. (unblock (unblocked (blocked @ ELEV. (unblocked (blocked conemoi condition) condition) condition) condition) (ac-ft) (ac-ft) (ac-ft) (ac-ft) (cfs) (ac-ft) (ac-ft) 500 500 1.5 1.9 2.74@5076 2.53 5074.34 5074.92 117 117 3.0 3.7 5.44@5109 4.66 5107.35 5107.90 39 39 7.1 8.2 8.82@5057 15.6 5056.17 5056.70 Note: Maximum outfal determined as follows: Pond 500 13.36 ac' 0.19 cfs/ac = 2.53 Pond 117 24.55 ac ' 0.19 cfs/ac = 4.66 Pond 39 from pg 4 RW1st report = 15.6 RBD, Inc., Engineering Consultants Ridgewood Hills Second Filing Detention Pond Rating Curve Pond 39 Cumulative Elev Area Area Storage Storage Outflow (ft) (ft2) (ac) (ac-ft) (ac-ft) (cfs) 5049.0 0 0.00 0.00 0 5050.0 9,734 0.22 0.07 0.07 4.59 5051.0 20,715 0.48 0.34 0.41 7.62 5052.0 35,052 0.80 0.63 1.04 9.83 5053.0 49,392 1.13 0.95 1.99 11.67 5054.0 63,962 1.47 1.28 3.28 13.29 5055.0 78,057 1.79 1.61 4.89 14.73 5056.0 86,400 1.98 1.87 6.76 15.44 5057.0 95,387 2.19 2.06 8.82 16.65 V=1/3d(A+B+(AB)^.5) 02-Oct-97 ' RBD, Inc., Engineering Consultants Ridgewood Hills Second Filing Detention Pond Rating Curve ' Pond 39 Elev Area Area (ft) (ft2) (ac) 5049.0 0 0.00 5050.0 10,136 0.23 5051.0 20,990 0.48 ' 5052.0 35,240 0.81 5053.0 49,784 1.14 64,250 1.47 '5054.0 5055.0 78,057 1.79 5056.0 86,400 1.98 ' 5057.0 95,387 2.19 1 ' - Area Ca'pacit z.s Cumulative Storage Storage (ac-ft) (ac-ft) ------------------------ 0.00 0.08 0.07 0.35 0.41 0.63 1.04 0.96 1.99 1.29 3.28 1.61 4.89 1.87 6.76 2.06 8.82 V=1 /3d(A+B+(AB)A. ..1 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _______________/- .- STn ' ; 0_________j6 ____ __________5 2 ' 5048 - 5050 5052 _: 5054'.5056ir-r5058 Stage (ft eq - capacdy ..... .. . 11-Nov-97 ' RBD, Inc., Engineering Consultants ' Ridgewood Hills Second Filing Detention Pond Rating Curve ' Pond 117 Cumulative Elev Area Area Storage Storage (ft) (ft2) (ac) (ac-ft) (ac-ft) 5100.9 0 0.00 0.00 0.00 5102 4,635 0.11 0.04 0.04 5103.0 8,883 0.20 0.15 0.19 ' 5104.0 15,340 0.35 0.27 0.42 5105.0 27,032 0.62 0.48 0.90 ' 5106.0 34,606 0.79 0.70 1.60 5107.0 49,500 1.14 0.95 2.55 5108.0 64,419 1.48 1.29 3.84 5109.0 76.971 1.77 1.60 5.44 V=1 /3d(A+B+(AB)A. Area Capacity Curve t.e s `1.6 -- -- 5: a 1.2 -- ---------- - - - --- - - -- -- u t________ ____ ________ 9... ' 0.6 ___ _________ _______ 1 _ .',.-. .: 0.4i----- -- -------------- -------- 0 --02 5103 5104 ��� 5105 5106 -: 5107 .5108 �5109 _ -.: .- viS-� i +� . . /T 11-Nov-97 ' RBD, Inc., Engineering Consultants ' RIDGEWOOD HILLS 2ND FILING Detention Pond Orifice Restriction NO. 014-054 'JOB C = 0.6 ' Orifice Calculations for Pond117 TAIL ORIFICE ORIFICE WATER DEPTHS WATER HEAD CALC. MAX STORAGE ' DIA AREA SURFACE DEPTH OUTFLOW OUTFLOW VOLUME POND (in) (sq. ft.) (elev) (ft) (ft) (ft) (cfs) (cfs) (ac. ft.) 117 8.5 0.00 5100.9 117 8.5 0.39 5102.00 1.1 0.34 0.76 1.65 4.66 0.04 ' 117 8.5 0.39 5103.00 2.1 0.42 1.68 2.46 4.66 0.19 117 8.5 0.39 5104.00 3.1 0.47 2.63 3.08 4.66 0.42 117 8.5 0.39 5105.00 4.1 0.52 3.58 3.59 4.66 0.90 '117 8.5 0.39 5106.00 5.1 0.55 4.55 4.05 4.66 1.60 117 8.5 0.39 5107.00 6.1 0.58 5.52 4.46 4.66 2.55 117 8.5 0.39 5108.00 7.1 0.62 6.48 4.83 4.66 3.84 ' 117 8.5 0.39 5109.00 8.1 0.64 7.46 5.18 4.66 5.44 SEL(3.0 ac-ft) = 5107.35 Note: All tailwater depths calculated as normal depth(see associated rating Table) except at elev. 5075 ' which was taken from UDSEWER calculations. The tail water Depth for elev. 5076 is an approximation. ' Orifice Equation Q = CA(2gH)^0.5 ' Where: Q = Flow in cfs ' C= coefficient of constriction A = Area of orifice in sq. ft. g= accelation of gravity ' H= head of water over the centroid of orifice 11-Nov-97 Table Rating Table for Circular Channel Project Description Project File c:\haestad\fmw\014-054.fm2 Worksheet Pond 117 outfall rating curve ' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Constant Data ' annings oe Iclent 0.013 Channel Slope 0.024300 fUft Diameter 15.00 in Input Data 'Minimum Maximum Increment Discharge 0.11 7.00 0.50 c s 'Rating Table ' Discharge Depth Velocity (cfs) (ft) (ems) 0.11 0.09 2.71 0.61 0.21 4.53 1.11 0.28 5.40 1.61 0.34 6.01 ' 2.11 0.39 6.49 2.61 0.43 6.89 3.11 0.48 7.23 3.61 0.52 7.53 4.11 0.56 7.79 4.61 0.59 8.02 ' 5.11 0.63 8.24 5.61 0.67 8.43 6.11 0.70 8.60 ' 6.61 0.74 8.75 . 7.11 0.78 8.89 10/02/97 FlowMaster v5.13 12:26:19 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 RBD, Inc., Engineering Consultants Ridgewood Hills Second Filing Detention Pond Rating Curve ' Pond 500 ' Elev Area Area (ft) (ft2) (ac) ____ 5069.62 0 0.01 5070 889 0.0: ' 5071.0 4,997 0.1' 5072.0 11,177 0.21 5073.0. 25,510 0.5i ' 5074.0 28,870 0.61 5075.0 32,350 0.7, 5076.0 36,029 0.8, ' Area,Caj 0.6^ -------------- t_ t 04 N: 0 5071 5072 -77777777 5073 ' 3 Sta Cumulative Storage Storage Outflow (ac-ft) (ac-ft) (cfs) 0.00 0.00 (ac. ft.) 0.00 0.00 0.51 0.06 0.06 1.23 0.18 0.24 1.70 0.41 0.65 2.06 0.62 1.26 2.37 0.70 1.96 2.65 0.78 2.74 2.91 V=1/3d(A+B+(AB)^.5) O2-Oct-97 RBD, Inc., Engineering Consultants RIDGEWOOD HILLS 2ND FILING Detention Pond Orifice Restriction JOB NO. 014-054 C = 0.6 Orifice Calculations for Pond 500 TAIL ' ORIFICE ORIFICE WATER DEPTHS WATER HEAD DIA AREA SURFACE DEPTH POND (in) (sq. ft.) (elev) (ft) (ft) (ft) 500 ' 500 6.75 0.00 5069.62 500 6.75 0.25 5070.00 ' 500 500 6.75 6.75 0.25 0.25 5071,00 5072.00 500 6.75 0.25 5073.00 500 6.75 0.25 5074.00 500 6.75 0.25 5075.00 500 6.75 0.25 5076.00 ' SEL(1.50 ac-ft) = 5074.34 CALC. MAX STORAGE OUTFLOW OUTFLOW VOLUME (cfs) (cfs) (ac. ft.) 0.4 0.2 0.18 0.51 2.53 0.00 1.4 0.32 1.06 1.23 2.53 0.06 2.4 0.37 2.01 1.70 2.53 0.24 3.4 0.42 2.96 2.06 2.53 0.65 4.4 0.46 3.92 2.37 2.53 1.26 5.4 0.48 4.90 2.65 2.53 1.96 6.4 0.48 5.90 2.91 2.53 2.74 Note: All tailwater depths calculated as normal depth(see associated rating Table) except at elev. 5075 which was taken from UDSEWER calculations. The tail water Depth for elev. 5076is an approximation. Orifice Equation Q = CA(2gH)^0.5 Where: Q = Flow in cfs C= coefficient of constriction A = Area of orifice in sq. ft. g= accelation of gravity H= head of water over the centroid of orifice 02-Oct-97 U Table Rating Table for Circular Channel Project Description Project File c:\haestad\fmw\014-054.fm2 Worksheet pond 500 discharge table Flow Element Circular Channel .Method Manning's Formula Solve For Channel Depth Constant Data annings Coe Icient 0.013 Channel Slope 0.021600 ft/ft Diameter 15.00 in Input Data 'Minimum Maximum Increment Discharge 0.06 7.00 0.50 c s Rating Table Discharge Depth Velocity (cfs) (ft) (ft/s) ' 0.06 0.56 0.07 0.21 2.16 4.23 1.06 0.28 5.11 1.56 2.06 0.34 0.40 5.71 6.18 2.56 0.44 6.57 3.06 0.49 6.90 3.56 0.53 7.18 4.06 0.57 7.43 4.56 0.61 7.66 ' 5.06 0.65 7.86 5.56 0.69 8.04 6.06 0.73 8.20 6.56 0.76 8.35 7.06 0.80 8.48 Fl L '10/02/97 FlowMaster v5.13 12:27:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I 'Ridgewood Second Filing - PHASE 1 DESIGN 014-054 ^ALC BY: JAM DATE: 30-Sep-97 SWMM BASIN DATA ' CATCHMENT AREAS ' BASIN SUB TOTAL IMPERV. PERCENT BASIN BASIN COMMENTS BASINS AREA AREA IMPERVIOUS LENGTH WIDTH 10rA 10r1 10%1 !R1 IR1 400 19.3 35% FROM FIRST FILING 411 406 0.82 0.03 3% 407 408 2.43 0.82 34% 409 0.54 0.32 60% 410 1.49 0.86 58% 411 1.05 0.03 2% 412 5.32 0.53 1 % 413 1.78 0.36 20% 414 1.13 1.11 98% 415 2.08 0.86 41 % 416 1.02 0.49 48% 417 0.77 0.13 17% 418 2.08 0.51 25% 419 3.44 0.85 25% 420 0.76 0.49 65% 421 0.87 0.39 45% 422 0.77 0.43 56% 423 3.04 0.07 2% 424 1.36 0.02 1 % 30.75 8.30 27% 170 7879 6001 301 2.02 0.01 1 % 302 2.11 0.85 40% 303 1.48 0.18 12% 304 2.81 0.36 13% 305 1.92 0.50 26% 306 307 308 2.26 0.03 1 % 309 1.01 0.19 19% 310 0.42 0.17 42% 311 4.05 0.00 0% 312 1.53 0.04 3% 313 4.94 0.06 1% 24.55 2.40 10% 166 6442 510 500 5.55 0.30 50% 501 0.98 0.48 49% 502 2.61 0.00 % 503 1.13 0.00 0% 504 3.09 0.06 2% 13.36 0.84 6% 250 2328 al area 87.96 BASIN WIDTH = AREABASIN LENGTH