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HomeMy WebLinkAboutDrainage Report 10-09-02 0 0 0 7260 SHADELAND STATION INDIANAPOLIS, INDIANA 46256-3957 0 (317) 547-5580 FI\X(317)543~270 www.amercons.com 'W JAMES A. WURSTER. PE, AlA, LS WILLIS R. CONNER, PE JAMES A. KOVACS, ES GREGORY l. HENNEKE, PE CHARLES P. UNTERREINER, PE, PS RANDAL j. SAGE, PE 0 MAX P. NEWKIRK, LS A. ROY SHURTLEFF, PE MICHAEL H. WENNING, PE ClI NTON l. SPARKS, PE GORDON l. RICHARDSON, LS 0 DAVID A. DAY, PE MICHAEL R. HOOPINGARNER, AlA MICHAEL M. JONES, AlA CYNTH IA l. FORT, PE JEFFREY A. CLAYTON, PE ROBERT E. HITTLE, ES MARLIN A. KNOWLES, JR., PE D MICHAEL J. KOYAK, PE FRED M. FACKENTHAL, AlA JAMES K. KEEFE, PE JOSEPH j. GUIDROZ Ill, AlA STEVEN R. BRUNS, PE ROBERT E. CREVISTON, JR., AlA 0 EDWARD J. SWEETLAND, LS CASH E. CANFIELD, PE DONALD G. CORSON, PE ALEN FETAHAGIC, PE JAMIE L. POCZEKAY, PE MICHAEL B. CLINE, PE M. SEAN PORTER, PE 0 PAUL A. EN ORIS 11, RA WEBB BERNHARDT, PE MICHAEL S. HARKNESS, PE WILLIAM J. BOUCHER, PE CHRISTOPHER F. MURPHY, PE DALE T. (SKIP) FRANCIS, PE TROY A. MADLEM, PE 0 GREGORY R. SUSEMICHEL, PE SABER ATMAR, PE PETER M. HODAPP, PE KATHLEEN M. BERGER, RLA DAVID A. SMITH, AlA KEITH A. CORBAN, PE ROBERT S. BROWN, PE 0 MICHAEL T. LATZ, PE MICHAEL j. PROBST, RLA THOMAS W. CANCILLA, RA RUSSELLl. BUECHE, RA JOHN N. HOOD, LS ASVIN MANDADI, PE ANDREW D. RENTSCHLER, PE 0 JENNIFER M. JONES, PE PAUL DENNY, PE MICHAELl. BISHOP, LS STEPHEN R. APOSTOllCO, PE DAVID C. GEORGE, PE 0 REGISTRATION INDIANA - OHIO KENTUCKY - MICHIGAN ILLINOIS - MISSOURI MARYLAND - ARKANSAS 0 SOUTH DAKOTA-IOWA NEBRASKA - KANSAS TENNESSEE - WISCONSIN FLORIDA - WEST VIRGINIA GEORGIA - MISSISSIPPI PENNSYLVANIA - IDAHO VIRGINIA - MINNESOTA 0 COLORADO - CALIFORNIA ARIZONA - WASHINGTON ALABAMA - NEW YORK NEW JERSEY - LOUISIANA CONNEGICUT - MASSACHUSETTS SOUTH CAROLINA - TEXAS 0 MAINE OFFICES INDIANAPOLIS, IN 0 COLUMBUS, OH SOUTH BEND, IN 0 ~ I...:.J AMERICAN CONSULTING~ INC. Architects Consultants Engineers DRAINAGE REPORT CLARIAN NORTH HOSPITAL On-site Detention Ponds Hamilton County Carmel, Indiana Prepared by: American Consulting, Inc. 7260 Shadeland Station Indianapolis, Indiana 46256-3957 October 9, 2002 ~~ << . \~,;)J.JJ lJ'0- /~'\ // -.<~/ /v, ~ ',<~~. ,/':;~. _ ':l' .\c ! or:r~ ~ \- 00 C \~), CS/?/ \" .,')..~ ./<, )/ "'<" '., "'---r ~--, ..--(,""" ~// "': I 'I '\ '. '- .~-- ~----^,::: :.:~..--).- ARCHITECTURE STRUCTURAL CIVIL ENVIRONMENTAL TRANSPORTATION PLANNING SURVEYING FORENSIC ENGINEERING o o o o o o o o o o o D o o o o o o o AMERICAN CONSULTING, INC. DRAINAGE REPORT CLARIAN NORTH HOSPITAL Location This project site is located south of Pennsylvania Parkway, west of College Avenue, north of Interstate 1-465, and east of the Wyndham Garden Hotel in Hamilton County, Carmel, Indiana. The project is not within the 100-year flood zone as shown by the Flood Insurance Rate Map 180081 0012 C effective May 19, 1981. A copy of the site vicinity map, flood insurance rate map, and soils type map are included in Appendix A. Project description The project consists of the construction of a 5-story hospital facility and medical office building and related parking areas. A basement level and 2-story underground parking garage will be incorporated into the facility. A central plant will be located on the eastern portion of the site to serve the facility. This report identifies the storm drainage plan for the site. In order for construction of the hospital facility to commence, a temporary relocation of the existing on-site pond will be required. A previous report has been submitted regarding the relocation of an on-site pond. This report contains information and calculations required to achieve the final build-out condition. This report contains information regarding the use of on-site detention ponds located along the southern and eastern property boundaries. As previously discussed in the report titled "Meridian Corporate Center - Pond Relocation", the pond constructed at the southwestern comer of the Clarian site will serve the Wyndham Garden Hotel site and Methodist Medical Building. Existing Drainage Conditions There are currently 74.92 acres draining to the existing detention pond. The existing Methodist Medical Building, Wyndham Garden Hotel, and Unisys Building constitute 47.75 acres of the existing drainage area. The remaining 27.17 acres come from a residential neighborhood north of Pennsylvania Parkway. The drainage from the residential neighborhood passes under Pennsylvania Parkway and onto the site at three points via 18", 15", and 12" pipes, respectively. The undeveloped condition of Meridian Corporate Center was reviewed to determine the original storm flows produced by its 47.75 acres. The existing pond for Meridian Corporate Center also received storm drainage from the residential neighborhood to the north. To emulate calculations performed for Meridian Corporate Center, 47.75 acres were utilized in an undeveloped condition (i.e., prior to the construction of the Methodist Medical Building, Wyndham Garden Hotel, and Unisys facilities) and 27.17 acres were evaluated in their existing condition (i.e., after the construction of the residential neighborhood). This is because the neighborhood is well established and would have existed prior to the construction of the existing detention pond. 1 Q:\emp\jlp\020222 dr rpt.DOC o o o o o o o o o o o o o o o o o o o AMERICAN CONSULTING, INC. TR-20 was used to evaluate these pre-development conditions for Meridian Corporate Center. The complete results from this evaluation can be found in Appendix B. They are summarized below: E .. P ak D' h S xlstmg e ISC arge ummary Storm Event Storm Duration Peak Dischar[?e 2-year 2-hour 12.87 cfs 10- year 2-hour 35.65 cfs IOO-year I-hour 73.20 cfs Proposed Drainage Conditions Under proposed conditions, the detention pond constructed during Phase I of the project (Pond 10) will continue to be used as a source of detention. In addition, a second detention pond (Pond 20) will be constructed to interconnect to the Phase I pond along the southern edge of the Clarian property. A third detention pond (Pond 30) will be constructed directly north of the Central Plant at the east end of the site. Pond 30 will be connected to Pond 20 via a 36" concrete pipe. Pond 20 then discharges to a culvert that flows under 1-465. Pond 10 also discharges to the same culvert. Identical outfall structures were chosen for Pond 10 and Pond 20. The structures each consist of an 11" orifice on a 24" concrete pipe at the normal pool elevation and a Type C manhole with a Neenah R-4342 casting at elevation 828.25. The 11" orifices are used to control discharges from the lO-year storm event, while the 100-year discharges are controlled by the manholes in combination with the orifices. ICPR version 2.20 was used in the design of the proposed detention facilities and outfall structures. The complete input and results from the ICPR model can be found in Appendix D. The proposed peak discharges are summarized below: P d P ak D' h S ropose e ISC arge ummary Storm Event Storm Duration Peak Discharge 10- year 6-hour 11.83 cfs 100-year 3-hour 34.92 cfs It should be noted that the ponds will appear as individual ponds every day. During higher frequency storm events the area between the southern ponds will detain storm water. In these events, it would appear as if one pond existed. Conclusion The peak proposed 10-year discharge is less than the peak existing 2-year discharge, and the peak proposed 100-year discharge is less than the peak existing 10-year discharge. Therefore, this design meets with the requirements set forth by Hamilton County. No adverse impacts are anticipated from this design. 2 Q:\emp\jlp\020222 dr rpt.DOC o o o o o o D o o o o o o o o o D D o AMERICAN CONSULTING, INC. CLARIAN NORTH HOSPITAL DRAINAGE REPORT TABLE OF CONTENTS DRAINAGE SUMMARY APPENDIX A: SITE LOCATION MAP FLOOD INSURANCE RATE MAP SOILS TYPE MAP APPENDIX B: TR-20 INPUT AND RESULTS (EXISTING CONDITIONS) STORM SEWER DESIGN CALCULATIONS STORM SEWER INLET DRAINAGE BASINS MAP APPENDIX C: APPENDIX D: ICPR INPUT AND RESULTS (PROPOSED CONDITIONS) PROPOSED DRAINAGE BASINS MAP q:\emp\awh\02211-003.doc o o o o o o o o o o o o o o o o o o o AMERICAN CONSULTINGl INC. 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'i 0 ~J-~ n - ~ f ' ,U f r.:..T \,)i1(~~f- U t , ' "," , , (1, qW~"" ~";1,\ 1 _ Ji- _ r.< F-0 . 342 ,-.~;;~ -;:: S\-rS- Loc.AlloJ mAp CJ: _ I::J CJ ~ fmM FLOOD INSURANCE RATE MAP CITY OF CARMEL, IND IAN A HAMILTON COUNTY COMMUNITY.PANEL NUMBER 180081 0012 C EfFECTIVE DATE: MAY 19, 1981 federal emergency management agency federal insurance administration NATIONAL flOOD INSURANCE PROGRAM fiRM FLOOD INSURANCE RATE MAP CITY OF CARMEL INDIANA HAMILTON COUNTY COMMUNITY.PANEL NUMBER 180081 0013 C EFFECTIVE DATE: MAY 19, 1981 federal emergency management agency federal insurance administration ICJ . ':~i' .~;, z <( o [( UJ :;;: Cl a:::l ~ I:=J Cl I::l t::J c:J E:J L-J L...J EXTRATERRITORIAL LI M ITS // /(/ ./ // /l._ // // //. ~IA.~ ./ ,NDfQ1t v/ L--J L.-J --- I::J II::J Cl CJ E:l c:J I::l EJ c:J I::J c:::J t::l c:J IE::J -=:J CJ r::::J I::::J -=:J o o o o o o o o o o o o o o o o o o o AMERICAN CONSULTING, INC. APPENDIX B: TR-20 INPUT AND RESULTS (EXISTING CONDITIONS) q:\emp\awh\02211-003.doc E:J 1 E:J CJ CJ CJ t.:::=J t::=J EJ CJ t=J r::=J ******************80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY****************** JOB TR-20 SUMMARY NOPLOTS TITLE CLARIAN NORTH - ex. condo for entire development ( INCLUDES OFFSITE F/N TITLE 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS 5 RAINFL 7 .05 8 O. .1 .20 .304 .408 8 .479 .55 .587 .625 .656 HUFF1 8 .688 .727 .767 .799 .831 8 .864 .897 .923 .95 .975 8 1. 1. 1. 1. 1. 9 ENDTBL 5 RAINFL 8 .05 8 O. .033 .065 .123 .181 8 .26 .359 .447 .529 .61 HUFF2 8 .679 .725 .765 .802 .838 8 .872 .907 .933 .959 .979 8 1. 1. 1. 1. 1. 9 ENDTBL 5 RAINFL 9 .05 8 O. .026 .053 .084 .116 8 .143 .171 .207 .242 .31 HUFF3 8 .378 .481 .583 .682 .78 8 .834 .887 .92 .953 .976 8 1. I. I. 1. I. 9 ENDTBL 6 RUNOFF 1 001 1 0.07461 77. 1. 00 6 RUNOFF 1 002 2 0.00045 74. 0.083 6 RUNOFF 1 003 3 0.017 82. 0.517 6 RUNOFF 1 004 4 0.025 79. 0.333 6 ADDHYD 4 005 1 2 5 6 ADDHYD 4 006 3 4 6 6 ADDHYD 4 007 5 6 7 1 1 ENDATA 7 INCREM 6 0.10 ENDCMP 1 7 COM PUT 7 001 007 0.00 1. 96 1. 8 2 1 10 ENDCMP 1 7 COMPUT 7 001 007 0.00 2.40 2. 8 2 2 10 ENDCMP 1 7 COM PUT 7 001 007 0.00 2.65 3. 8 2 3 10 ENDCMP 1 7 COMPUT 7 001 007 0.00 3.12 6. 8 2 6 10 ENDCMP 1 7 COMPUT 7 001 007 0.00 3.60 12. 8 2 12 10 ENDCMP 1 7 COMPUT 7 001 007 0.00 4.08 24. 8 2 24 10 ENDCMP 1 CJ r=J CJ EJ E:J t=J CJ r::=J t=J r=J CJ t=J t=J E:J t=J CJ CJ CJ t=:J CJ CJ CJ 1 CJ L:J CJ **********************80-80 LIST OF INPUT DATA (CONTINUED)********************** 7 COMPUT 7 001 007 0.00 2.88 1. 8 2 1 99 ENDCMP 1 7 COMPUT 7 001 007 0.00 3.50 2. 8 2 2 99 ENDCMP 1 7 COMPUT 7 001 007 0.00 3.87 3. 8 2 3 99 ENDCMP 1 7 COMPUT 7 001 007 0.00 4.50 6. 8 2 6 99 ENDCMP 1 7 COMPUT 7 001 007 0.00 5.16 12. 8 2 12 99 ENDCMP 1 7 COMPUT 7 001 007 0.00 6.00 24. 8 2 24 99 ENDCMP 1 7 COMPUT 7 001 007 0.00 1.25 1. 8 2 1 2 ENDCMP 1 7 COMPUT 7 001 007 0.00 1.52 2. 8 2 2 2 ENDCMP 1 7 COMPUT 7 001 007 0.00 1. 68 3. 8 2 3 2 ENDCMP 1 7 COMPUT 7 001 007 0.00 1. 98 6. 8 2 6 2 ENDCMP 1 7 COMPUT 7 001 007 0.00 2.40 12. 8 2 12 2 ENDCMP 1 7 COMPUT 7 001 007 0.00 2.64 24. 8 2 24 2 END JOB 2 O*******************************END OF 80-80 LIST******************************** EXECUTIVE CONTROL OPERATION INCREM RECORD ID + MAIN TIME INCREMENT .10 HOURS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 1 EXECUTIVE CONTROL OPERATION COMPUT + + FROM XSECTION 1 TO XSECTION 1.96 RAIN DURATION= MAIN TIME INCREMENT 7 1.00 RAIN TABLE NO.= B .10 HOURS STARTING TIME = ALTERNATE NO.= 1 .00 RAIN DEPTH STORM NO.=10 *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = .15 CFS. RECORD ID ANT. MOIST. COND= 2 CJ r:::::::J c=J a=J r=::J r=::J E=:J OPERATION ADDHYD CROSS SECTION PEAK TIME(HRS) 1. 06 RUNOFF VOLUME ABOVE BASEFLOW EXECUTIVE CONTROL OPERATION ENDCMP + EXECUTIVE CONTROL OPERATION COMPUT + + STARTING TIME = ALTERNATE NO. = 2 *** CJ 7 r:::=J r:::=J r=::J a=:J PEAK DISCHARGE (CFS) 33.67 .47 WATERSHED INCHES, 35.51 CFS-HRS, COMPUTATIONS COMPLETED FOR PASS .00 FROM XSECTION 1 RAIN DEPTH = STORM NO.=10 WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = OPERATION ADDHYD CROSS SECTION PEAK TIME (HRS) 1.69 RUNOFF VOLUME ABOVE BASEFLOW EXECUTIVE CONTROL OPERATION ENDCMP + 1 TR20 XEQ 10-09-02 09:14 REV PC 09/83(.2) EXECUTIVE CONTROL OPERATION COMPUT + + STARTING TIME = ALTERNATE NO.= 3 7 TO XSECTION 2.40 RAIN DURATION= MAIN TIME INCREMENT .08 CFS. PEAK DISCHARGE (CFS) 35.65 .73 WATERSHED INCHES, 55.41 CFS-HRS, COMPUTATIONS COMPLETED FOR PASS a=J CJ E=:J CJ PEAK ELEVATION(FEET) (NULL) 2.93 ACRE-FEET; 2 7 2.00 RAIN TABLE NO.= 8 .10 HOURS CJ BASEFLOW r=::J E=:J .00 CFS RECORD ID RECORD ID ANT. MOIST. COND= 2 PEAK ELEVATION(FEET) (NULL) 4.58 ACRE-FEET; 3 CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS .00 FROM XSECTION 1 RAIN DEPTH STORM NO.=10 *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = TO XSECTION 2.65 RAIN DURATION= MAIN TIME INCREMENT .06 CFS. 7 3.00 RAIN TABLE NO.= 8 .10 HOURS BASEFLOW .00 CFS RECORD ID JOB 1 RECORD ID ANT. MOIST. COND= 2 r=J t=J PASS PAGE 4 1 l:.::::::J r:=J LJ CJ LJ OPERATION ADDHYD -==:J CJ CJ CJ LJ t=J CJ LJ E::J CROSS SECTION 7 PEAK TIME(HRS) 1. 90 RUNOFF VOLUME ABOVE BASE FLOW EXECUTIVE CONTROL OPERATION ENDCMP + EXECUTIVE CONTROL OPERATION COMPUT + + STARTING TIME = ALTERNATE NO.= 6 PEAK DISCHARGE (CFS) 32.50 PEAK ELEVATION(FEET) (NULL) .90 WATERSHED INCHES, 67.75 CFS-HRS, 5.60 ACRE-FEET; COMPUTATIONS COMPLETED FOR PASS 4 FROM XSECTION 1 .00 TO XSECTION 3.12 RAIN DURATION= MAIN TIME INCREMENT 7 6.00 RAIN TABLE NO.= 8 .10 HOURS ANT. MOIST. COND= 2 RAIN DEPTH = STORM NO.=10 *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = OPERATION ADDHYD CROSS SECTION PEAK TIME (HRS) 3.09 RUNOFF VOLUME ABOVE BASEFLOW EXECUTIVE CONTROL OPERATION ENDCMP + EXECUTIVE CONTROL OPERATION COMPUT + + STARTING TIME = .00 ALTERNATE NO.=12 .04 CFS. 7 PEAK DISCHARGE (CFS) 28.43 PEAK ELEVATION(FEET) (NULL) 1.23 WATERSHED INCHES, 7.65 ACRE-FEET; 92.60 CFS-HRS, COMPUTATIONS COMPLETED FOR PASS 5 FROM XSECTION 1 ANT. MOIST. COND= 2 TO XSECTION 7 RAIN DEPTH 3.60 RAIN DURATION= 12.00 RAIN TABLE NO.= 8 STORM NO.=10 MAIN TIME INCREMENT .10 HOURS 1 *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = .03 CFS. TR20 XEQ 10-09-02 09:14 REV PC 09/83 ( . 2 ) CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS LJ BASEFLOW BASE FLOW CJ LJ .00 CFS RECORD ID RECORD ID .00 CFS RECORD ID RECORD ID JOB 1 a.= t=J PASS PAGE 6 2 CJ CJ CJ CJ -=:=J OPERATION ADDHYD CROSS SECTION PEAK TIME (HRS) 5.58 9.59 RUNOFF VOLUME ABOVE BASEFLOW EXECUTIVE CONTROL OPERATION ENDCMP + EXECUTIVE CONTROL OPERATION COMPUT + + STARTING TIME = .00 ALTERNATE NO.=24 CJ CJ CJ CJ t==J EJ CJ C:J C:J 7 PEAK DISCHARGE (CFS) 20.11 11.47 PEAK ELEVATION(FEET) (NULL) (NULL) 1.59 WATERSHED INCHES, 119.77 CFS-HRS, 9.90 ACRE-FEET; COMPUTATIONS COMPLETED FOR PASS 6 FROM XSECTION 1 TO XSECTION 7 RAIN DEPTH 4.08 RAIN DURATION= 24.00 RAIN TABLE NO.= 8 STORM NO.=10 MAIN TIME INCREMENT .10 HOURS .02 CFS. *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE .67 CFS. *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE .94 CFS. *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE OPERATION ADDHYD CROSS SECTION 7 PEAK TIME (HRS) 10.87 19.17 21.49 23.95 RUNOFF VOLUME ABOVE BASEFLOW EXECUTIVE CONTROL OPERATION ENDCMP + EXECUTIVE CONTROL OPERATION COMPUT + + PEAK DISCHARGE (CFS) 12.95 6.91 5.27 4.31 PEAK ELEVATION(FEET) (NULL) (NULL) (NULL) (NULL) 1.96 WATERSHED INCHES, 148.29 CFS-HRS, 12.25 ACRE-FEET; COMPUTATIONS COMPLETED FOR PASS 7 FROM XSECTION 1 TO XSECTION 7 CJ BASEFLOW CJ CJ .00 CFS RECORD ID RECORD ID ANT. MOIST. COND= 2 BASEFLOW .00 CFS RECORD ID RECORD ID r:=J CJ -==:J -==:J LJ LJ STARTING TIME = ALTERNATE NO.= 1 -==:J .00 CJ LJ RAIN DEPTH = STORM NO.=99 1 *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = TR20 XEQ 10-09-02 09:14 REV PC 09/83(.2) OPERATION ADDHYD LJ t:==J LJ 2.88 RAIN DURATION= MAIN TIME INCREMENT .49 CFS. EJ LJ CJ LJ 1.00 RAIN TABLE NO.= 8 .10 HOURS LJ CJ LJ ANT. MOIST. COND= 2 CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE FIN 02222EX1.t20, 10108/02, 2- 10- & 100- YEAR STORMS CROSS SECTION PEAK TIME(HRS) 1. 04 RUNOFF VOLUME ABOVE BASE FLOW 7 PEAK DISCHARGE(CFS) 73 .20 1.05 WATERSHED INCHES, + EXECUTIVE CONTROL OPERATION ENDCMP COMPUTATIONS COMPLETED FOR PASS + + EXECUTIVE CONTROL OPERATION COMPUT FROII' XSECTION 1 STARTING TIME = ALTERNATE NO. = 2 .00 RAIN DEPTH = STORM NO.=99 *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = OPERATION ADDHYD CROSS SECTION PEAK TIME (HRS) 1. 55 RUNOFF VOLUME ABOVE BASE FLOW 7 PEAK ELEVATION(FEET) (NULL) 79.65 CFS-HRS, 6.58 ACRE-FEET; TO XSECTION 3.50 RAIN DURATION= MAIN TIME INCREMENT .14 CFS. PEAK DISCHARGE (CFS) 71.52 8 7 2.00 RAIN TABLE NO.= 8 .10 HOURS PEAK ELEVATION(FEET) (NULL) 1.51 WATERSHED INCHES, 114.03 CFS-HRS, 9.42 ACRE-FEET; + EXECUTIVE CONTROL OPERATION ENDCMP COMPUTATIONS COMPLETED FOR PASS EXECUTIVE CONTROL OPERATION COMPUT 9 JOB 1 BASE FLOW .00 CFS RECORD ID RECORD ID ANT. MOIST. COND= 2 BASE FLOW .00 CFS RECORD ID RECORD ID LJ r:=J PASS PAGE 8 3 CJ CJ CJ CJ LJ CJ L=:J L=:J CJ CJ CJ CJ CJ CJ CJ CJ r::=J LJ t:=J + FROM XSECTION 1 + TO XSECTION 7 STARTING TIME = .00 RAIN DEPTH = 3.87 RAIN DURATION= 3.00 RAIN TABLE NO.= 8 ANT. MOIST. COND= 2 ALTERNATE NO.= 3 STORM NO.=99 MAIN TIME INCREMENT .10 HOURS *** WARNING-NO PEAK FOUND, MkXIMUM DISCHARGE = . 11 CFS. OPERATION ADDHYD CROSS SECTION 7 PEAK TIME (HRS) 1. 76 PEAK DISCHARGE (CFS) 66.97 PEAK ELEVATION(FEET) (NULL) RUNOFF VOLUME ABOVE BASEFLOW 1.80 WATERSHED INCHES, 135.69 CFS-HRS, 11.21 ACRE-FEET; BASE FLOW .00 CFS 1 TR20 XEQ 10-09-02 09:14 REV PC 09/83(.2) CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS JOB 1 PASS 11 PAGE 4 EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 10 EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + + FROM XSECTION 1 STARTING TIME = ALTERNATE NO.= 6 .00 RAIN DEPTH = STORM NO.=99 TO XSECTION 4.50 RAIN DURATION= MAIN TIME INCREMENT 7 6.00 RAIN TABLE NO.= 8 .10 HOURS ANT. MOIST. COND= 2 *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = .07 CFS. OPERATION ADDHYD CROSS SECTION 7 PEAK TIME(HRS) 3.03 PEAK DISCHARGE (CFS) 53.83 PEAK ELEVATION(FEET) (NULL) RUNOFF VOLUME ABOVE BASEFLOW 2.31 WATERSHED INCHES, 174.14 CFS-HRS, 14.39 ACRE-FEET; BASE FLOW .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 11 r:::=J c..:::J EJ ~ EXECUTIVE CONTROL OPERATION COMPUT + + STARTING TIME = .00 ALTERNATE NO.=12 CJ .t:== r:::=J c=J c=J c=J C-:J t=J .t=] r:=J LJ FROM XSECTION 1 ANT. MOIST. COND= 2 TO XSECTION 7 RAIN DEPTH = 5.16 RAIN DURATION= 12.00 RAIN TABLE NO.= 8 STORM NO.=99 MAIN TIME INCREMENT .10 HOURS *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = OPERATION ADDHYD CROSS SECTION PEAK TIME (HRS) 5.51 9.58 RUNOFF VOLUME ABOVE BASEFLOW EXECUTIVE CONTROL OPERATION ENDCMP + 1 TR20 XEQ 10-09-02 09:14 REV PC 09/83 (.2) EXECUTIVE CONTROL OPERATION COMPUT + + STARTING TIME = .00 ALTERNATE NO.=24 .04 CFS. 7 PEAK DISCHARGE (CFS) 36.04 18.66 PEAK ELEVATION(FEET) (NULL) (NULL) 2.86 WATERSHED INCHES, 216.13 CFS-HRS, 17.86 ACRE-FEET; BASEFLOW COMPUTATIONS COMPLETED FOR PASS 12 CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS FROM XSECTION 1 ANT. MOIST. COND= 2 TO XSECTION 7 RAIN DEPTH = 6.00 RAIN DURATION= 24.00 RAIN TABLE NO.= 8 STORM NO.=99 MAIN TIME INCREMENT .10 HOURS *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = OPERATION ADDHYD CROSS SECTION PEAK TIME (HRS) 10.83 19.16 23.95 RUNOFF VOLUME ABOVE BASEFLOW .03 CFS. 7 PEAK DISCHARGE (CFS) 23.03 11.37 6.99 PEAK ELEVATION(FEET) (NULL) (NULL) (NULL) 3.59 WATERSHED INCHES, 271.36 CFS-HRS, 22.42 ACRE-FEET; BASEFLOW LJ t:::=J RECORD ID . 00 CFS RECORD ID JOB 1 RECORD ID .00 CFS t:=J L:J PASS 13 PAGE 5 CJ ,CJ CJ c:::J CJ c=J EXECUTIVE CONTROL OPERATION ENDCMP E:J r==:J t=J c:::J -==:J CJ t=J .t=J CJ t=:J CJ c=J RECORD ID CJ + COMPUTATIONS COMPLETED FOR PASS 13 EXECUTIVE CONTROL OPERATION COM PUT RECORD ID + + FROM XSECTION 1 STARTING TIME = ALTERNATE NO. = 1 .00 RAIN DEPTH STORM NO.= 2 TO XSECTION 1.25 RAIN DURATION= MAIN TIME INCREMENT 7 1.00 RAIN TABLE NO.= 8 .10 HOURS ANT. MOIST. COND= 2 *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = .05 CFS. OPERATION ADDHYD CROSS SECTION 7 PEAK TIME (HRS) 1. 08 PEAK DISCHARGE (CFS) 10.61 PEAK ELEVATION(FEET) (NULL) RUNOFF VOLUME ABOVE BASEFLOW .14 WATERSHED INCHES, 10.51 CFS-HRS, .87 ACRE-FEET; BASE FLOW .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 14 EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + + FROM XSECTION 1 STARTING TIME = ALTERNATE NO.= 2 .00 RAIN DEPTH STORM NO.= 2 TO XSECTION 1.52 RAIN DURATION= MAIN TIME INCREMENT 7 2.00 RAIN TABLE NO.= 8 .10 HOURS ANT. MOIST. COND= 2 *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = .03 CFS. 1 TR20 XEQ 10-09-02 09:14 REV PC 0 9/83 ( . 2 ) CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS JOB 1 PASS 15 PAGE 6 OPERATION ADDHYD CROSS SECTION 7 PEAK TIME(HRS) 1. 83 PEAK DISCHARGE (CFS) 12.87 PEAK ELEVATION(FEET) (NULL) RUNOFF VOLUME ABOVE BASEFLOW .25 WATERSHED INCHES, 18.76 CFS-HRS, 1. 55 ACRE-FEET; BASEFLOW .00 CFS t:=J CJ t=J 'C'J CJ t:=J CJ EXECUTIVE CONTROL OPERATION ENDCMP t=J c:J t=J t=J t::::::J C~ COMPUTATIONS COMPLETED FOR PASS 15 + EXECUTIVE CONTROL OPERATION COMPUT STARTING TIME = ALTERNATE NO.= 3 .00 FROM XSECTION 1 + + 'RAIN DEPTH STORM NO.= 2 *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = OPERATION ADDHYD CROSS SECTION 7 PEAK TIME (HRS) 2.47 TO XSECTION 1.68 RAIN DURATION= MAIN TIME INCREMENT 7 3.00 RAIN TABLE NO.= 8 .10 HOURS .03 CFS. PEAK DISCHARGE(CFS) 11. 95 PEAK ELEVATION(FEET) (NULL) RUNOFF VOLUME ABOVE BASE FLOW .32 WATERSHED INCHES, 2.02 ACRE-FEET; EXECUTIVE CONTROL OPERATION ENDCMP 24.42 CFS-HRS, COMPUTATIONS COMPLETED FOR PASS 16 + EXECUTIVE CONTROL OPERATION COMPUT .00 FROM XSECTION 1 + + STARTING TIME = ALTERNATE NO.= 6 RAIN DEPTH STORM NO.= 2 *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE = TR20 XEQ 10-09-02 09:14 TO XSECTION 1.98 RAIN DURATION= MAIN TIME INCREMENT 7 6.00 RAIN TABLE NO.= 8 .10 HOURS CJ E-=:J CJ a::=J r=J CJ .02 CFS. PEAK ELEVATION (FEET) (NULL) (NULL) 36.35 CFS-HRS, 3.00 ACRE-FEET; RECORD ID RECORD ID ANT. MOIST. COND= 2 BASEFLOW .00 CFS RECORD ID RECORD ID ANT. MOIST. COND= 2 BASEFLOW CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE FIN OPERATION ADDHYD CROSS SECTION 7 PEAK TIME(HRS) PEAK DISCHARGE (CFS) 3.19 10.59 4.80 8.63 RUNOFF VOLUME ABOVE BASEFLOW .48 WATERSHED INCHES, 1 .00 CFS JOB 1 PASS 18 t=J CJ CJ 4: J REV PC 0 9 / 8 3 ( . 2 ) CJ . J c.:J t=J 02222EXl.t20, 10/08/02, L~ .~ t=J a:=J t=J 2- 10- & 100- YEAR STORMS EXECUTIVE CONTROL OPERATION ENDCMP + COMPUTATIONS COMPLETED FOR PASS 17 EXECUTIVE CONTROL OPERATION COMPUT + + FROM XSECTION 1 STARTING TIME = .00 ALTERNATE NO.=12 TO XSECTION 7 RAIN DEPTH 2.40 RAIN DURATION= 12.00 RAIN TABLE NO.= 8 STORM NO.= 2 MAIN TIME INCREMENT .10 HOURS *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE .01 CFS. *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE .66 CFS. *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE .88 CFS. OPERATION ADDHYD CROSS SECTION 7 PEAK TIME (HRS) 6.02 9.61 PEAK DISCHARGE(CFS) 9.37 6.11 PEAK ELEVATION(FEET) (NULL) (NULL) RUNOFF VOLUME ABOVE BASE FLOW .73 WATERSHED INCHES, 55.38 CFS-HRS, 4.58 ACRE-FEET; EXECUTIVE CONTROL OPERATION ENDCMP + COMPUTATIONS COMPLETED FOR PASS 18 EXECUTIVE CONTROL OPERATION COMPUT + + FROM XSECTION 1 TO XSECTION 7 RAIN DURATION= 24.00 RAIN TABLE NO.= 8 TIME INCREMENT .10 HOURS STARTING TIME = .00 RAIN DEPTH 2.64 ALTERNATE NO.=24 STORM NO.= 2 MAIN *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE *** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE ,*** WARNING-NO PEAK FOUND, MAXIMUM DISCHARGE .01 CFS. .38 CFS. .51 CFS. .89 CFS. t=J CJ CJ CJ RECORD ID RECORD ID ANT. MOIST. COND= 2 BASE FLOW .00 CFS RECORD ID RECORD ID ANT. MOIST. COND= 2 LJ PAGE CJ 7 l:=:J CJCJ CJ c=J EJ r=J ..t::=J t:=J L:J L:J c=J Cl E:J CJ CJ CJ c=JCJ OPERATION ADDHYD 1 CROSS SECTION 7 TR20 XEQ 10-09-02 09:14 REV PC 09/83 (.2) CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS JOB 1 PASS 19 PAGE 8 PEAK TIME (HRS) 11.98 23.95 10.90 PEAK DISCHARGE (CFS) 5.75 2.32 5.95 PEAK ELEVATION (FEET) (NULL) (NULL) (NULL) RUNOFF VOLUME ABOVE BASE FLOW .89 WATERSHED INCHES, 67.22 CFS-HRS, 5.56 ACRE-FEET; BASE FLOW .00 CFS EXECUTIVE CONTROL OPERATION END JOB 1 RECORD ID TR20 XEQ 10-09-02 09:14 REV PC 09/83(.2) CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS JOB 1 SUMMARY PAGE 9 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------------------------------- ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 1 STORM 10 + XSECTION 1 RUNOFF .07 8 2 .10 .0 1. 96 1. 00 .43 1. 31 19.75 264.7 XSECTION 2 RUNOFF .00 8 2 .10 .0 1. 96 1. 00 .33 .50 .18 397.7 XSECTION 3 RUNOFF .02 8 2 .10 .0 1. 96 1. 00 .62 .92 8.79 517.3 XSECTION 4 RUNOFF .03 8 2 .10 .0 1. 96 1. 00 .50 .76 11.68 467.3 XSECTION 5 ADDHYD .08 8 2 .10 .0 1. 96 1. 00 .43 1. 31 19.75 263.1 XSECTION 6 ADDHYD .04 8 2 .10 .0 1.96 1. 00 .55 .85 20.16 479.9 XSECTION 7 ADDHYD .12 8 2 .10 .0 1. 96 1. 00 .47 1. 06 33.67 287.6 ALTERNATE 2 STORM 10 CJ CJ t=J EJ w:::=J LJ .t=:J 't::=::J c:J t:=J c=J t:=J t=J I:=:J t=J E:J r=J a::=J 't:=J + XSECTION 1 RUNOFF .07 8 2 .10 .0 2.40 2.00 .68 1. 84 21. 42 287.1 XSECTION 2 RUNOFF .00 8 2 .10 .0 2.40 2.00 .55 1. 00 .17 372 .4 XSECTION 3 RUNOFF .02 8 2 .10 .0 2.40 2.00 .92 1. 24 8.22 483.7 XSECTION 4 RUNOFF .03 8 2 .10 .0 2.40 2.00 .77 1.12 11.30 451. 9 XSECTION 5 ADDHYD .08 8 2 .10 .0 2.40 2.00 .68 1. 84 21.51 286.5 ' XSECTION 6 ADDHYD .04 8 2 .10 .0 2.40 2.00 .83 1.16 19.11 455.1 XSECTION 7 ADDHYD .12 8 2 .10 .0 2.40 2.00 .73 1. 69 35.65 304.5 ALTERNATE 3 STORM 10 + XSECTION 1 RUNOFF .07 8 2 .10 .0 2.65 3.00 .84 2.14 19.77 264.9 XSECTION 2 RUNOFF .00 8 2 .10 .0 2.65 3.00 .69 1.40 .14 315.6 XSECTION 3 RUNOFF .02 8 2 .10 .0 2.65 3.00 1.11 1. 64 7.42 436.4 XSECTION 4 RUNOFF .03 8 2 .10 .0 2.65 3.00 .94 1. 55 9.97 398.8 XSECTION 5 ADDHYD .08 8 2 .10 .0 2.65 3.00 .83 2.14 19.86 264.6 XSECTION 6 ADDHYD .04 8 2 .10 .0 2.65 3.00 1. 01 1. 58 17.28 411.4 XSECTION 7 ADDHYD .12 8 2 .10 .0 2.65 3.00 .90 1. 90 32.50 277.6 ALTERNATE 6 STORM 10 + XSECTION 1 RUNOFF .07 8 2 .10 .0 3.12 6.00 1.15 3.32 17.00 227.8 XSECTION 2 RUNOFF .00 8 2 .10 .0 3.12 6.00 .98 2.70 .11 234.1 XSECTION 3 RUNOFF .02 8 2 .10 .0 3.12 6.00 1.47 2.92 5.42 319.1 XSECTION 4 RUNOFF .03 8 2 .10 .0 3.12 6.00 1. 28 2.82 7.14 285.7 XSECTION 5 ADDHYD .08 8 2 .10 .0 3.12 6.00 1.15 3.32 17.07 227.4 XSECTION 6 ADDHYD .04 8 2 .10 .0 3.12 6.00 1. 36 2.84 12.53 298.3 XSECTION 7 ADDHYD .12 8 2 .10 .0 3.12 6.00 1.23 3.09 28.43 242.9 1 TR20 XEQ 10-09-02 09:14 REV PC 09/83(.2) CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS JOB 1 SUMMARY PAGE 10 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGP~PH WITH PEAK AS LAST POINT.) SECTION/ STRUCTURE ID STANDARD CONTROL OPERATION DRAINAGE AREA (SQ MI) RAIN ANTEC TABLE MOIST # COND MAIN TIME INCREM (HR) PRECIPITATION ------------------------- RUNOFF BEGIN AMOUNT DURATION AMOUNT (HR) (IN) (HR) (IN) PEAK DISCHARGE ELEVATION (FT) TIME (HR) RATE (CFS) RATE (CSM) ALTERNATE 12 STORM 10 + c=J CJ 'CJ t==J t:=1 CJ CJ t=J CJ t=J -==:l LJ CJ t=J CJ t=J CJ t=J CJ XSECTION 1 RUNOFF .07 8 2 .10 .0 3.60 12.00 1. 50 5.92 12.23 164.0 XSECTION 2 RUNOFF .00 8 2 .10 .0 3.60 12.00 1.30 5.40 .07 157.0 XSECTION 3 RUNOFF .02 8 2 .10 .0 3.60 12.00 1. 86 5.50 3.53 207.7 XSECTION 4 RUNOFF .03 8 2 .10 .0 3.60 12.00 1. 64 5.50 4.69' 187.6 XSECTION 5 ADDHYD .08 8 2 .10 .0 3.60 12.00 1. 50 5.92 12.30 163.9 XSECTION 6 ADDHYD .04 8 2 .10 .0 3.60 12.00 1. 73 5.47 8.23 196.0 XSECTION 7 ADDHYD .12 8 2 .10 .0 3.60 12.00 1. 59 5.58 20.11 171.8 ALTERNATE 24 STORM 10 + XSECTION 1 RUNOFF .07 8 2 .10 .0 4.08 24.00 1. 87 11.06 7.89 105.7 XSECTION 2 RUNOFF .00 8 2 .10 .0 4.08 24.00 1. 65 10.80 .04 99.0 XSECTION 3 RUNOFF .02 8 2 .10 .0 4.08 24.00 2.27 10.80 2.17 127.4 XSECTION 4 RUNOFF .03 8 2 .10 .0 4.08 24.00 2.03 10.80 2.92 116.7 XSECTION 5 ADDHYD .08 8 2 .10 .0 4.08 24.00 1. 87 11. 06 7.92 105.6 XSECTION 6 ADDHYD .04 8 2 .10 .0 4.08 24.00 2.12 10.80 5.08 121.0 XSECTION 7 ADDHYD .12 8 2 .10 .0 4.08 24.00 1. 96 10.87 12.95 110.7 ALTERNATE 1 STORM 99 + XSECTION 1 RUNOFF .07 8 2 .10 .0 2.88 1. 00 .99 1. 26 44.84 601.0 XSECTION 2 RUNOFF .00 8 2 .10 .0 2.88 1. 00 .82 .50? .49? 1087.3 XSECTION 3 RUNOFF .02 8 2 .10 .0 2.88 1. 00 1.28 .85 18.03 1060.6 XSECTION 4 RUNOFF .03 8 2 .10 .0 2.88 1. 00 1.10 .70 26.29 1051.4 XSECTION 5 ADDHYD .08 8 2 .10 .0 2.88 1. 00 .99 1. 26 44.84 597.4 XSECTION 6 ADDHYD .04 8 2 .10 .0 2.88 1. 00 1.17 .76 42.55 1013 .2 XSECTION 7 ADDHYD .12 8 2 .10 .0 2.88 1. 00 1. 05 1.04 73.20 625.3 ALTERNATE 2 STORM 99 + XSECTION 1 RUNOFF .07 8 2 .10 .0 3.50 2.00 1.43 1. 70 44.49 596.3 XSECTION 2 RUNOFF .00 8 2 .10 .0 3.50 2.00 1. 22 .90 .37 831. 3 XSECTION 3 RUNOFF .02 8 2 .10 .0 3.50 2.00 1. 78 1.19 16.12 947.9 XSECTION 4 RUNOFF .03 8 2 .10 .0 3.50 2.00 1. 57 1. 08 23.31 932.3 XSECTION 5 ADDHYD .08 8 2 .10 .0 3.50 2.00 1. 43 1. 70 44.67 595.2 XSECTION 6 ADDHYD .04 8 2 .10 .0 3.50 2.00 1. 65 1.12 39.02 929.1 XSECTION 7 ADDHYD .12 8 2 .10 .0 3.50 2.00 1. 51 1. 55 71.52 611.0 1 TR20 XEQ 10-09-02 09:14 REV PC 09/83(.2) CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS JOB 1 SUMMARY PAGE 11 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH c.J CJ EJ CJ .t=J CJ CJ t=J t=J t=J r:=J t=:J CJ CJ CJ ..::=J t=J (=:J t=J A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION! STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------------------------------- ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 3 STORM 99 + XSECTION 1 RUNOFF .07 8 2 .10 .0 3.87 3.00 1.71 2.01 41. 27 553.1 XSECTION 2 RUNOFF .00 8 2 .10 .0 3.87 3.00 1. 50 1. 40 .30 675.6 XSECTION 3 RUNOFF .02 8 2 .10 .0 3.87 3.00 2.09 1. 59 14.09 828.7 XSECTION 4 RUNOFF .03 8 2 .10 .0 3.87 3.00 1. 86 1. 50 19.67 786.8 XSECTION 5 ADDHYD .08 8 2 .10 .0 3.87 3.00 1.71 2.01 41. 45 552.2 XSECTION 6 ADDHYD .04 8 2 .10 .0 3.87 3.00 1. 95 1. 54 33.57 799.3 XSECTION 7 ADDHYD .12 8 2 .10 .0 3.87 3.00 1. 80 1. 76 66.97 572.1 ALTERNATE 6 STORM 99 + XSECTION 1 RUNOFF .07 8 2 .10 .0 4.50 6.00 2.21 3.23 32.87 440.6 XSECTION 2 RUNOFF .00 8 2 .10 .0 4.50 6.00 1. 96 2.70 .21 460.8 XSECTION 3 RUNOFF .02 8 2 .10 .0 4.50 6.00 2.63 2.85 9.56 562.3 XSECTION 4 RUNOFF .03 8 2 .10 .0 4.50 6.00 2.37 2.78 13.08 523.1 XSECTION 5 ADDHYD .08 8 2 .10 .0 4.50 6.00 2.21 3.22 33.00 439.7 XSECTION 6 ADDHYD .04 8 2 .10 .0 4.50 6.00 2.48 2.80 22.61 538.3 XSECTION 7 ADDHYD .12 8 2 .10 .0 4.50 6.00 2.31 3.03 53.83 459.8 ALTERNATE 12 STORM 99 + XSECTION 1 RUNOFF .07 8 2 .10 .0 5.16 12.00 2.76 5.75 22.16 297.1 XSECTION 2 RUNOFF .00 8 2 .10 .0 5.16 12.00 2.48 5.40 .13 290.5 XSECTION 3 RUNOFF .02 8 2 .10 .0 5.16 12.00 3.22 5.47 5.93 349.0 XSECTION 4 RUNOFF .03 8 2 .10 .0 5.16 12.00 2.94 5.42 8.16 326.6 XSECTION 5 ADDHYD .08 8 2 .10 .0 5.16 12.00 2.75 5.75 22.28 296.8 XSECTION 6 ADDHYD .04 8 2 .10 .0 5.16 12.00 3.05 5.44 14.09 335.4 XSECTION 7 ADDHYD .12 8 2 .10 .0 5.16 12.00 2.86 5.51 36.04 307.9 ALTERNATE 24 STORM 99 + XSECTION 1 RUNOFF .07 8 2 .10 .0 6.00 24.00 3.48 10.99 14.25 191.0 XSECTION 2 RUNOFF .00 8 2 .10 .0 6.00 24.00 3.17 10.80 .08 183.5 XSECTION 3 RUNOFF .02 8 2 .10 .0 6.00 24.00 3.98 10.80 3.66 215.4 XSECTION 4 RUNOFF .03 8 2 .10 .0 6.00 24.00 3.68 10.80 5.10 203.8 XSECTION 5 ADDHYD .08 8 2 .10 .0 6.00 24.00 3.48 10.98 14.33 190.8 XSECTION 6 ADDHYD .04 8 2 .10 .0 6.00 24.00 3.80 10.78 8.76 208.5 XSECTION 7 ADDHYD .12 8 2 .10 .0 6.00 24.00 3.59 10.83 23.03 196.8 1 CJ t=) CJ r:=J r=1 c=J CJ t=J E:J t=J r:=J L:J CJ LJ LJ l:":.=J a=J CJ t:=J TR20 XEQ 10-09-02 09:14 REV PC 09/83(.2) CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS JOB 1 SUMMARY PAGE 12 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR (*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGFAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------------------------------- ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MIl (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 1 STORM 2 + XSECTION 1 RUNOFF .07 8 2 .10 .0 1. 25 1. 00 .12 1. 37 5.63 75.4 XSECTION 2 RUNOFF .00 8 2 .10 .0 1. 25 1. 00 .07 .80? .05? 102.2 XSECTION 3 RUNOFF .02 8 2 .10 .0 1.25 1. 00 .22 1. 01 3.25 191.3 XSECTION 4 RUNOFF .03 8 2 .10 .0 1. 25 1.00 .15 .93 3.92 156.9 XSECTION 5 ADDHYD .08 8 2 .10 .0 1. 25 1.00 .12 1. 37 5.63 75.0 XSECTION 6 ADDHYD .04 8 2 .10 .0 1. 25 1. 00 .18 .96 7.15 170.2 XSECTION 7 ADDHYD .12 8 2 .10 .0 1. 25 1. 00 .14 1. 08 10.61 90.7 ALTERNATE 2 STORM 2 + XSECTION 1 RUNOFF .07 8 2 .10 .0 1. 52 2.00 .22 2.05 7.39 99.1 XSECTION 2 RUNOFF .00 8 2 .10 .0 1. 52 2.00 .15 1. 60 .04 97.2 XSECTION 3 RUNOFF .02 8 2 .10 .0 1. 52 2.00 .36 1. 34 3.05 179.7 XSECTION 4 RUNOFF .03 8 2 .10 .0 1. 52 2.00 .27 1. 20 3.66 146.4 XSECTION 5 ADDHYD .08 8 2 .10 .0 1. 52 2.00 .22 2.04 7.41 98.7 XSECTION 6 ADDHYD .04 8 2 .10 .0 1. 52 2.00 .30 1. 27 6.58 156.7 XSECTION 7 ADDHYD .12 8 2 .10 .0 1. 52 2.00 .25 1. 83 12.87 109.9 ALTERNATE 3 STORM 2 + XSECTION 1 RUNOFF .07 8 2 .10 .0 1. 68 3.00 .29 2.69 6.95 93.1 XSECTION 2 RUNOFF .00 8 2 .10 .0 1. 68 3.00 .21 1. 50 .04 94.2 XSECTION 3 RUNOFF .02 8 2 .10 .0 1. 68 3.00 .45 1. 72 2.90 170.7 XSECTION 4 RUNOFF .03 8 2 .10 .0 1. 68 3.00 .35 1. 60 3.54 141.8 XSECTION 5 ADDHYD .08 8 2 .10 .0 1. 68 3.00 .29 2.68 6.98 93.0 XSECTION 6 ADDHYD .04 8 2 .10 .0 1. 68 3.00 .39 1. 65 6.39 152.1 XSECTION 7 ADDHYD .12 8 2 .10 .0 1. 68 3.00 .32 2.47 11.95 102.1 ALTERNATE 6 STORM 2 c=J t=J c=J r=:J t::=:J t=J c=J CJ CJ t=J L:=J t::=J r:=J CJ t=J t:::=J CJ t=J ~ + XSECTION 1 RUNOFF .07 8 2 .10 .0 1. 98 6.00 .44 3.49 6.14 82.3 XSECTION 2 RUNOFF .00 8 2 .10 .0 1. 98 6.00 .34 3.00 .04 80.6 XSECTION 3 RUNOFF .02 8 2 .10 .0 1. 98 6.00 .63 3.00 2.35 138.1 XSECTION 4 RUNOFF .03 8 2 .10 .0 1. 98 6.00 .51 3.00 2.84 113.6 XSECTION 5 ADDHYD .08 8 2 .10 .0 1. 98 6.00 .44 3.49 6.16 82.1 XSECTION 6 ADDHYD .04 8 2 .10 .0 1. 98 6.00 .56 3.00 5.19 123.6 XSECTION 7 ADDHYD .12 8 2 .10 .0 1. 98 6.00 .48 3.19 10.59 90.5 1 TR20 XEQ 10-09-02 09:14 REV PC 09/83 (.2) CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS JOB 1 SUMMARY PAGE 13 SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK or SCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------------------------------- ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 12 STORM 2 + XSECTION 1 RUNOFF .07 8 2 .10 .0 2.40 12.00 .68 6.15 5.53 74.1 XSECTION 2 RUNOFF .00 8 2 .10 .0 2.40 12.00 .55 5.40 .03 66.4 XSECTION 3 RUNOFF .02 8 2 .10 .0 2.40 12.00 .92 5.60 1. 78 104.8 XSECTION 4 RUNOFF .03 8 2 .10 .0 2.40 12.00 .77 5.50 2.24 89.6 XSECTION 5 ADDHYD .08 8 2 .10 .0 2.40 12.00 .68 6.14 5.55 73.9 XSECTION 6 ADDHYD .04 8 2 .10 .0 2.40 12.00 .83 5.50 4.02 95.7 XSECTION 7 ADDHYD .12 8 2 .10 .0 2.40 12.00 .73 6.02 9.37 80.1 ALTERNATE 24 STORM 2 + XSECTION 1 RUNOFF .07 8 2 .10 .0 2.64 24.00 .83 11.20 3.52 47.2 XSECTION 2 RUNOFF .00 8 2 .10 .0 2.64 24.00 .68 10.80 .02 41.9 XSECTION 3 RUNOFF .02 8 2 .10 .0 2.64 24.00 1.10 10.90 1. 09 64.0 XSECTION 4 RUNOFF .03 8 2 .10 .0 2.64 24.00 .93 10.80 1. 38 55.2 XSECTION 5 ADDHYD .08 8 2 .10 .0 2.64 24.00 .83 11. 20 3.54 47.1 XSECTION 6 ADDHYD .04 8 2 .10 .0 2.64 24.00 1. 00 10.80 2.47 58.7 XSECTION 7 ADDHYD .12 8 2 .10 .0 2.64 24.00 .89 10.90 5.95 50.8 1 C] r:=J LJ CJ CJ CJ t=J LJ t==l E.:J SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (SQ MIl 2 10 99 0 XSECTION 1 .07 + ALTERNATE 1 5.63 19.75 44.84 ALTERNATE 2 7.39 21. 42 44.49 ALTERNATE 3 6.95 19.77 41. 27 ALTERNATE 6 6.14 17.00 32.87 ALTERNATE 12 5.53 12.23 22.16 ALTERNATE 24 3.52 7.89 14.25 0 XSECTION 2 .00 + ALTERNATE 1 .05 .18 .49 ALTERNATE 2 .04 .17 .37 ALTERNATE 3 .04 .14 .30 ALTERNATE 6 .04 .11 .21 ALTERNATE 12 .03 .07 .13 ALTERNATE 24 .02 .04 .08 0 XSECTION 3 .02 + ALTERNATE 1 3.25 8.79 18.03 ALTERNATE 2 3.05 8.22 16.12 ALTERNATE 3 2.90 7.42 14.09 ALTERNATE 6 2.35 5.42 9.56 ALTERNATE 12 1. 78 3.53 5.93 ALTERNATE 24 1. 09 2.17 3.66 0 XSECTION 4 .03 + ALTERNATE 1 3.92 11.68 26.29 ALTERNATE 2 3.66 11.30 23.31 ALTERNATE 3 3.54 9.97 19.67 ALTERNATE 6 2.84 7.14 13.08 ALTERNATE 12 2.24 4.69 8.16 ALTERNATE 24 1.38 2.92 5.10 0 XSECTION 5 .08 + ALTERNATE 1 5.63 19.75 44.84 ALTERNATE 2 7.41 21. 51 44.67 a=::=J t=J CJ CJ TR20 XEQ 10-09-02 09:14 REV PC 09/83(.2) CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS CJ t=:J CJ t::=J E:J JOB 1 SUMMARY PAGE 14 t:=J t=J a=J CJ ALTERNATE 3 ALTERNATE 6 CJ t=J t:=J 6.98 19.86 6.16 17.07 CJ 41.45 33.00 a:=J 1 t=J CJ E:=J CJ TR20 XEQ 10-09-02 09:14 REV PC 09/83(.2) CLARIAN NORTH - ex. condo for entire development (INCLUDES OFFSITE F/N 02222EX1.t20, 10/08/02, 2- 10- & 100- YEAR STORMS CJ SUMJIIlAR Y TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 2 10 99 0 XSECTION 5 .08 + ALTERNATE 12 5.55 12.30 22.28 ALTERNATE 24 3.54 7.92 14.33 0 XSECTION 6 .04 + ALTERNATE 1 7.15 20.16 42.55 ALTERNATE 2 6.58 19.11 39.02 ALTERNATE 3 6.39 17.28 33.57 ALTERNATE 6 5.19 12.53 22.61 ALTERNATE 12 4.02 8.23 14.09 ALTERNATE 24 2.47 5.08 8.76 0 XSECTION 7 .12 + ALTERNATE 1 10.61 33.67 73.20 ALTERNATE 2 12.87 35.65 71.52 ALTERNATE 3 11. 95 32.50 66.97 ALTERNATE 6 10.59 28.43 53.83 ALTERNATE 12 9.37 20.11 36.04 ALTERNATE 24 5.95 12.95 23.03 lEND OF 1 JOBS IN THIS RUN t==J r=:J CJ r:=J t=J JOB 1 SUMJIIlARY PAGE 15 o o D o o o Q D a D o o a o ~ o Q o D X 830.7 ~. .- 7':) \ I ! x.<'Sf I u _ _ __ ASStJP\.etJ Tc. P",t ~ o o o o o o D D o o D o o o o o o o o Runoff Curve Number (CN) Project: Location: Clarian North DA OFF-18 By: TH Checked: Date: Date: 1 0/9/2002 Check one: Present x Developed Soil Name and Hydrologic Group Product of CN Cover Description CN Area x area (cover type, treatment, and hydrologic condition; percent C\I C") "f - acres I impervious; I C\I C\I _sq.mi. C\I Q) Q) l!? unconnected/connected .... x % :0 :J :J (Appendix A) impervious area ratio) III 0) 0) I- u:: u:: Miami, Brookston B Residential, 1/4 acre lot 75 50 3750 Crosby C Residential, 1/4 acre lot 83 50 4150 Totals:: 100 7900 CN (weighted) :: total product total area 79 :: 79 Use CN =1 o o o o o o o o o o o o o o o o o o o Runoff Curve Number (CN) Clarian North DA OFF-15 By: TH Checked: Date: Date: 10/9/2002 Project: Location: Check one: Present x Developed Soil Name and Hydrologic Group Product of CN Cover Description CN Area x area (cover type, treatment, and hydrologic condition; percent C\l ('t) '<t - acres I I impervious; I C\l C\l _sq.mi. C\l (I) (I) (I) unconnected/connected ..... ..... x % :0 :J :J (Appendix A) impervious area ratio) ro Cl Cl l- iI: iI: Miami, Brookston B Residential, 1/4 acre lot 75 10 750 Crosby C Residential, 1/4 acre lot 83 90 7470 Totals = 100 8220 CN (weighted) = total product total area 82.2 Use CN =1 = 82 o o o o o o o o o o o o D. o D o o o o Runoff Curve Number (CN) Project: Location: Clarian North DA OFF-12 By: TH Checked: Date: Date: 10/9/2002 Check one: Present ~ Developed _ Soil Name and Hydrologic Group Product of CN Cover Description CN Area x area (cover type, treatment, and hydrologic condition; percent C\l ('I') -.:t - acres I I impervious; I N N _sq.mi. N Q) Q) unconnected/connected Q) .... .... x % :n ::l ::l (Appendix A) impervious area ratio) ttl Ol Ol l- ii: ii: Crosby C Residential, 1/4 acre lot 74 100 7400 Totals = 100 7400 CN (weighted) = total product total area = 74 Use CN =) 74 o o o o o o o o o o o o o o D o o o o Time of Concentration (T c) or Travel Time (Tt) Project: Location: Clarian North Existing DA OFF-18 Check one: Check one: Present Tc x Developed ~ Tt through subarea Sheet Flow 1. Surface description (Table 3-1 ) 2. Manning's roughness coeff., n (Table 3-1) 3. Flow Length, L (L < 300 ft) 4. Two-year 24-hr rainfall, P2 5. Land slope, s 6. Tt = 0.007 (nL)0.8 P20.5 SO.4 Shallow Concentrated Flow 7. Surface description, (paved or unpaved) 8. Flow length, L 9. Watercourse slope, s 10. Average velocity, V (Figure 3-1) 11. Tt=L 3600 V Channel and Storm Sewer Flow 12. Cross sectional flow area, a 13. Wetted perimeter, Pw 14. Hydraulic radius, r = a/Pw 15. Channel slope, s 16. Mannings roughness coeff., n 17. V = 1.49 ,-2'3 51/2 n 18. Flow length, L 19. Tt=L 3600 V By: TH Checked: Date: 10/9/2002 Date: Segment ID Range 0.13 150 2.64 0.037 0.17 + =1 ft in ft/ft hr Segment 10 ft ft/ft ft/s hr + + -I 2.00 (assumed s.s. veloci 1200 I I 0.17 Segment 10 ft2 ft2 ft2 ft/ft ft/s ty) ft hr =1 20. Watershed or subarea Tc or Tt (add Tt in steps 6,11, and 19) hr min 0.171 0.001 0.171 O.;~I o o o o o o o o o o o o o o D o o o o Time of Concentration (T c) or Travel Time (Tt) Clarian North Existing DA OFF-15 By: TH Checked: Date: 10/9/2002 Date: Project: Location: Check one: Check one: Present Tc x Developed !..... Tt through subarea ft in ftlft hr Range 0.13 300 2.64 0.0205 0.38 + =1 0.381 Sheet Flow 1. Surface description (Table 3-1) 2. Manning's roughness coeff., n (Table 3-1) 3. Flow Length, L (L < 300 ft) 4. Two-year 24-hr rainfall, P2 5. Land slope, s 6. Tt = 0.007 (nUO.8 P2o.5 SO.4 Segment ID Shallow Concentrated Flow 7. Surface description, (paved or unpaved) 8. Flow length, L 9. Watercourse slope, s 10. Average velocity, V (Figure 3-1) 11 . Tt = L 3600 V Segment ID ft ftlft ftls hr + + =1 0.001 ft hr 2.00 (assumed velocity) 1000 0.14 =1 0.141 Channel and Storm Sewer Flow 12. Cross sectional flow area, a 13. Wetted perimeter, Pw 14. Hydraulic radius, r = alPw 15. Channel slope, s 16. Mannings roughness coeff., n 17. V = 1 .49 ,.m s 1/2 n 18. Flow length, L 19. Tt= L 3600 V Segment ID ft2 ft2 ft2 ftlft ftls 0.;~1 20. Watershed or subarea Tc or Tt (add Tt in steps 6,11, and 19) hr min D o D D D D o D o D D o o D D o o o u Time of Concentration (T c) or Travel Time (Tt) Project: Location: Clarian North Existing DA OFF-12 By: TH Checked: Date: 10/9/2002 Date: Check one: Check one: Present Tc x Developed ~ Tt through subarea Sheet Flow 1. Surface description (Table 3-1) 2. Manning's roughness coeff., n (Table 3-1) 3. Flow Length, L (L < 300 ft) 4. Two-year 24-hr rainfall, P2 5. Land slope, s 6. Tt = 0.007 (nUO.8 P20.5 SO.4 Segment ID ft in fUft hr + = I 0.081 (assume 5 minutes to storm sewer) Shallow Concentrated Flow 7. Surface description, (paved or unpaved) 8. Flow length, L 9. Watercourse slope,s 10. Average velocity, V (Figure 3-1) 11 . Tt = L 3600 V Segment 10 ft fUft fUs hr + + =1 0.001 fUs I(assumed 5.5. veloci I I I(assumed s.S. oath I ty) Channel and Storm Sewer Flow 12. Cross sectional flow area, a 13. Wetted perimeter, Pw 14. Hydraulic radius, r = alPw 15. Channel slope, s 16. Mannings roughness coeff., n 17. V = 1.49 ~3 s 1/2 n 18. Flow length, L 19. Tt= L 3600 V Segment 10 ft2 ft2 ft2 fUft ft hr =1 0.001 0.0:1 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) hr min D D D o o o o D o D D D D D o o o o o AMERICAN CONSULTING, INC. APPENDIX C: STORM SEWER DESIGN CALCULATIONS STORM SEWER INLET DRAINAGE BASINS MAP q:\emp\awh\02211-003.doc STORM SEWER DESIGN TABLE - RATIONAL METHOD 10yr CLARIAN NORTH - HAMILTON COUNTY, INDIANA JOB# IN20020222 MANNINGS n = 0.013 _ __i,,""'M"" ''''''''''''''' '~'4'",,",,'" 1URS;F;RM ;0""_ ';;;'4~rc':;-;;:~i ';(A~RES "~,,c''"~~;?i;;,'miilhW'" 6e '~':I;~\':"',*i\;"'j ~~ff~~'~-'ftr~"'" .~~~~:' ,[)WNsi~~.tJesmM iD:~~~:~ !:(C0:veR!' iP!'I1lPI;.i 'C:.'}1Jftltt-!'$!' ~,..".;;(ft'J~' Y..)'. .' " :l\,irt\:;';jj In'" ':';'i', " Ii :3' ~h; -: _.,i," " 6 .'!-~)r' :;"i",c'L)." see :"'1 :,' ,." ,'.',:'.. . _ -- ,_ .1,' '..' -" , .' - ,.. <~<-.':~;.t?;;. . .-;~';';.: 1 5 26 0.90 0.14 0.13 0.13 5.00 6.76 0.88 12 0.30 1.95 2.5 0.17 831.28 833.50 828.60 828.52 1.51 3.81 1 i 5 2 3 147 0.90 0.50 0.45 0.45 5.00 6.76 3.02 15 0.25 3.23 2.6 0.93 833.21 832.08 827.80 827.43 3.97 3.21 2 . 3 . 3 4 22 0.90 0.11 0.10 0.54 5.93 6.42 3.48 15 0.35 3.82 3.1 0.12 832.08 832.08 827.43 827.36 3.21 3.29 3 I 4 4 5 23 0.90 0.62 0.56 1.10 6.05 6.38 7.01 18 0.45 7.05 4.0 0.10 832.08 833.50 827.36 827.25 3.02 4.54 4 , 5 5 7 86 0.00 0.00 0.00 1.23 6.14 6.35 7.80 18 0.60 8.14 4.6 0.31 833.50 831.08 827.25 826.74 4.54 2.64 5 7 6 7 22 0.95 2.51 2.38 2.38 5.00 6.76 16.11 24 0.55 16.78 5.3 0.07 831.08 831.08 827.30 827.18 1.53 1.65 6 I 7 7 8 173 0.95 0.20 0.19 3.81 6.46 6.25 23.79 30 0.35 24.27 4.9 0.58 831.08 831.56 826.74 826.13 1.55 2.64 7 8 8 9 22 0.90 0.04 0.04 3.84 7.04 6.07 23.32 30 0.35 24.27 4.9 0.07 831.56 831.56 826.13 826.05 2.64 2.71 8 I 9 9 10 32 0.90 0.04 0.04 3.88 7.11 6.05 23.47 30 0.35 24.27 4.9 0.11 831.56 831.43 826.05 825.94 2.71 2.70 9 : 10 10 11 22 0.90 0.04 0.04 3.92 7.22 6.02 23.57 30 0.35 24.27 4.9 0.07 831.43 831.43 825.94 825.86 2.70 2.77 10 11 11 13 103 0.90 0.05 0.04 3.96 7.30 5.99 23.74 30 0.35 24.27 4.9 0.35 831.43 833.00 825.86 825.50 2.77 4.70 11 13 12 13 31 0.90 0.36 - - - - 9.37 24 0.20 10.12 3.2 0.16 831.10 833.00 827.30 827.24 1.55 3.51 12 13 13 14 194 0.00 0.00 0.00 3.96 7.64 5.90 32.72 36 0.25 33.35 4.7 0.69 833.00 831.74 825.50 825.02 4.16 3.39 13 14 14 15 22 0.90 0.05 0.04 4.00 8.33 5.71 32.23 36 0.25 33.35 4.7 0.08 831.74 831.74 825.02 824.96 3.39 3.44 14 15 15 16 32 0.90 0.04 0.04 4.04 8.41 5.69 32.35 36 0.25 33.35 4.7 0.11 831.74 831.72 824.96 824.88 3.44 3.50 15 16 16 17 22 0.90 0.04 0.03 4.07 8.52 5.66 32.43 36 0.25 33.35 4.7 0.08 831.72 831.72 824.88 824.83 3.50 3.56 16 I 17 17 19 134 0.90 0.05 0.04 4.12 8.60 5.64 32.60 36 0.25 33.35 4.7 0.47 831.72 831.20 824.83 824.49 3.56 3.37 17 . 19 18 19 22 0.95 2.49 2.37 2.37 5.00 6.76 16.00 24 0.50 16.00 5.1 0.07 831.20 831.20 827.40 827.29 1.55 1.66 18 19 19 22 78 0.90 0.10 0.09 6.58 9.07 5.52 45.70 48 0.11 47.64 3.8 0.34 831.20 830.00 824.10 824.01 2.68 1.57 19 I 22 20 22 19 0.90 0.46 - - - - 7.15 18 0.50 7.43 4.2 0.08 830.00 830.00 826.20 826.11 2.09 2.19 20 22 21 22 30 0.90 0.22 0.20 0.20 5.00 6.76 1.33 12 0.35 2.11 2.7 0.19 830.00 830.00 827.30 827.20 1.53 1.64 21 22 22 24 124 0.90 0.27 0.25 7.02 9.41 5.44 54.72 48 0.15 55.63 4.4 0.47 830.00 832.80 824.01 823.83 1.57 4.56 22 24 23 24 23 0.90 0.49 - - - - 5.33 18 0.40 6.64 3.8 0.10 831.91 832.80 828.70 828.61 1.50 2.48 23 24 24 OUT 126 0.00 0.00 0.00 7.02 9.51 5.42 59.89 48 0.70 120.18 9.6 0.22 832.80 n1a 820.40 819.52 7.98 n/a 24 OUT 25 26 33 0.90 0.18 0.17 0.17 5.00 6.76 1.12 12 0.30 1.95 2.5 0.22 832.18 832.41 829.50 829.40 1.51 1.84 25 26 26 OUT 56 0.90 0.06 0.05 0.22 5.22 6.67 1.45 12 4.50 7.56 9.6 0.10 832.41 nfa 825.30 822.78 5.94 nfa 26 OUT 27 28 103 0.90 0.45 0.40 0.40 5.00 6.76 2.71 15 0.25 3.23 2.6 0.65 833.12 832.01 828.50 828.24 3.18 2.33 27 28 28 29 22 0.90 0.15 0.13 0.53 5.65 6.52 3.47 15 0.30 3.54 2.9 0.13 832.01 832.01 828.24 828.18 2.33 2.40 28 29 29 OUT 91 0.90 0.94 0.85 1.38 5.78 6.48 8.94 24 1.90 31.18 9.9 0.15 832.01 nfa 822.00 820.27 7.76 nla 29 OUT 30 31 92 0.95 0.61 0.58 0.58 5.00 6.76 3.90 18 0.20 4.70 2.7 0.58 815.00 833.00 827.30 827.12 nfa 4.18 30 31 31 32 267 0.95 1.12 1.06 1.64 5.58 6.55 10.75 24 0.25 11.31 3.6 1.24 833.00 830.58 827.12 826.45 3.63 1.88 31 32 32 34 18 0.90 0.84 0.76 2.40 6.81 6.14 14.73 24 0.45 15.18 4.8 0.06 830.58 830.66 826.45 826.37 1.88 2.04 32 34 33 34 45 0.90 0.50 0.45 0.45 5.00 6.76 3.05 15 0.25 3.23 2.6 0.28 83D.66 830.66 827.70 827.59 1.52 1.63 33 34 34 35 24 0.90 0.05 0.05 2.90 6.87 6.12 17.74 30 0.20 18.34 3.7 0.11 83D.66 830.66 826.37 826.32 1.50 1.55 34 35 35 OUT 64 0.90 0.05 0.05 4.33 6.98 6.09 26.34 30 1.40 48.53 9.9 0.11 830.66 n1a 820.60 819.70 7.27 nla 35 OUT 36 39 22 0.90 0.20 0.18 0.18 5.00 6.76 1.19 12 0.30 1.95 2.5 0.15 828.93 828.93 826.20 826.13 1.56 1.63 36 39 37 38 22 0.90 0.12 0.11 0.11 5.00 6.76 0.72 12 0.30 1.95 2.5 0.15 830.71 830.71 826.30 826.23 3.24 3.31 37 38 38 39 105 0.90 0.12 0.11 0.21 5.15 6.70 1.42 12 0.30 1.95 2.5 0.70 830.71 828.93 826.23 825.92 3.31 1.84 38 39 39 OUT 68 0.90 0.11 0.10 0.49 5.85 6.45 3.16 15 3.60 12.26 10.0 0.11 828.93 nfa 823.50 821.05 3.99 nfa 39 OUT 40 41 22 0.95 0.88 0.84 0.84 5.00 6.76 5.65 18 0.30 5.75 3.3 0.11 831.71 831.71 828.50 828.43 1.50 1.57 40 41 41 OUT 64 0.90 0.05 0.05 0.88 5.11 6.72 5.92 18 2.80 17.58 9.9 0.11 831.71 nfa 823.55 821.76 6.45 n/a 41 OUT 42 44 67 0.90 0.25 0.22 0.22 5.00 6.76 1.50 12 0.30 1.95 2.5 0.45 833.18 832.34 829.80 829.60 2.21 1.57 42 44 43 44 59 0.90 0.40 0.36 0.36 5.00 6.76 2.42 12 0.50 2.52 3.2 0.31 831.47 832.34 827.90 827.61 2.40 3.57 43 44 44 45 115 0.90 0.24 0.22 0.80 5.45 6.59 5.26 18 0.30 5.75 3.3 0.59 832.34 830.96 827.61 827.26 3.03 1.99 44 45 45 46 22 0.90 0.29 0.26 1.06 6.04 6.39 6.76 18 0.45 7.05 4.0 0.09 830.96 830.96 827.26 827.16 1.99 2.09 45 46 46 OUT 39 0.90 0.16 0.14 1.20 6.13 6.36 7.64 24 1.90 31.18 9.9 0.07 830.96 nfa 822.00 821.26 6.71 n/a 46 OUT 47 48 59 0.90 0.48 0.43 0.43 5.00 6.76 2.91 15 0.25 3.23 2.6 0.37 830.92 831.52 827.90 827.75 1.58 2.33 47 48 48 49 22 0.90 0.21 0.19 0.62 5.37 6.62 4.12 15 0.50 4.57 3.7 0.10 831.52 831.92 827.75 827.64 2.33 2.84 48 49 49 OUT 89 0.90 0.26 0.24 0.86 5.47 6.58 5.65 18 2.80 17.58 9.9 0.15 831.92 nla 824.75 822.26 5.46 n/a 49 OUT 50 51 56 0.75 0.45 0.34 0.34 5.00 6.76 2.27 12 0.45 2.39 3.0 0.31 830.50 831.38 827.80 827.55 1.53 2.67 50 51 51 52 22 0.90 0.06 0.05 0.39 5.31 6.64 2.59 15 0.25 3.23 2.6 0.14 831.38 831.38 827.55 827.49 2.39 2.45 51 52 52 OUT 38 0.95 0.07 0.06 0.45 5.45 6.59 2.99 15 3.50 12.09 9.8 0.06 831.38 nla 823.40 822.07 6.54 n/a 52 I OUT 53A 538 34 - - - - - - - 36 0.50 47.16 6.7 0.08 n1a 831.00 824.50 824.33 nfa 3.34 53A 536 538 53 175 - - - - - - - 36 0.50 47.16 6.7 0.44 831.00 830.52 824.33 823.46 3.34 3.73 538 53 53 54 22 0.95 0.15 0.14 0.14 5.00 6.76 0.96 36 0.50 47.16 6.7 0.05 830.52 830.52 820.80 820.69 6.39 6.50 53 I 54 54 OUT 54 0.95 0.09 0.08 0.22 5.05 6.74 1.50 36 1.10 69.95 9.9 0.09 830.52 nfa 820.69 820.10 6.50 nla 54 OUT ~ :~K~ "<:'<.,. ."'.~~--- '.',.",. """--- "'- 1 0.144 ACRES -~U.:olU4_ - '1 -;-----;.--- -,~ - If - ~ ~~... '",",..<, ..,.''''.~~, i I ~ \.1 ~ 1.1 U U I I ..-o;lu2 ACRES ~ T ....... .~.~.... ""'.,,', J I : ....\ u~ 'lIII ~.,.. .,.. 0 I . C\ 0 ~/ Ta1!fQ] ( 0 ~ .:/ h~ 0 o,/l....~ 0 0' 0 0 0 0 o. 0 ~~\.. ff ~ \ I ..~,' 0 ~\~~:~i ;:.\ :~~~~~:",.~)O """,~,;"",,__ ...,/ ! ~ L n 0 0 I 0 0" ~O 0 '--..) ~~ ~ \;".;.\. ,to' . ~.'... .,~ I I /0106 ACRES l -:Jro::JJ :xl ~ II - ..., II ~ ::JJ j - .: ..,' ,/ - .,.),. <>';;,.... l : ,,_ _ " :,------.., rn m..-- -,.. ~ ::JJ ~ 0 m ,------.., I CD Cl ;-- + - ~ _J;$~,. . ,.,'""",... ---1',,\'''' 't ~ 0.619 ACRES ~I _#-. " .- : ~ rn fn -=1- ~ .. Ii (1) v, '--------l !)> -- ----- -"'" '--";""'r~j',' . · ._l ~ OA9 ACFES ~ I ~ . /."--" - ..0 .~~ ~ ~ I ~ i ~ ~.~.~ :::.-1 ___ / ~ · .509 ACl ~S ~.49 fCRES I ~ lfi, .,~" '. 1r it" 11 ~ ~ - -=-1 D /J / \ \\ C=J c-:~ /( 1((1 :~ ~..~.~ II I I 1- I I ~ ,.--- //1/ I AT.,"" ... '\ '\ . ---.... I / V L......~0.057 ACRES !! \ I J '--------./ ~ r I U .....---....... 0.184 ACRES ~. :: V 1 : 1 I +: /~~ \ I (\ , ~ ']! ~ Ii P,.\ \ I n ( I ) ----L' 1- - l ) ..... ---~ - j-- ---.M-_j-_ - .... I II:: v '\ ~I 21 0.446 ACRES ~ . \0.~~7 AC~ES--'" '-...:0.213',ACRES/ 'I ] ii ,;, \ I (I II ~ /' ~ ; . " :\ t' (& ii' \ g~ \ ~J 0.501 ACRES I] HOSPITAl I I~ HOSPITAL I , U \1 ~ Y rJ :: . \OJ .)0.145 ACRES~ ) C F c==) , I" II. J L"'~ !r- -. ~ "", ~\ .: \! ~ \ (p.880 ACRES / 0 l--- r '- <I: I +< 0.943 ACRES----.J 11.120 ACRES r -. I 0.242.. ACRES ~ -ji I \~ MOBilE TECH DOCK . . 0.608 ACRES 0.149 AC~ES I ,~ ./ ~~ ___ ~ n.t1ll-ACRES j~O ACRES : 0.066 ACRES =I::: 0.085 ACR~. :- · v.;1rAeRE- ~~ ~ ~ !! : R,+ _, --=---~:___--.::--=!_=. I ~ ~~ j! :..! II ___n -- -- -- I --- "'--~--i (II :rft 0., :~, ~t::,. " '\. I \ / ) , I ,:"""",. f ,( [j :: . ii, I I I,., " [ -. _ ---L.._.._ ;> .~._. _..-L...._.._..-..- D D D D D D D D D D D D D o D D D D D AMERICAN CONSULTING, INC. APPENDIX D: ICPR INPUT AND RESULTS (PROPOSED CONDITIONS) PROPOSED DRAINAGE BASINS MAP q:lemplawhI02211-003.doc CJ LJ E:J t:=J t=J CJ t=J LJ CJCJ CJ t=J t=J E:J CJ r-=:J L:J t=J t=J ICPR \ \ \ \ P[]ND-l0 10 YR. ELEV,=828.23 100 YR, ELEV,=829,51 , . .~ , , MH-l0 o YR, EL.=824,0 00 YR, EL=824.7 SCHEMA TIC P[]ND-20 10 YR. ELEV.=828.23 100 YR. ELEV.=829.52 , # ----..---..---- # , P[]ND-30 10 YR. ELEV.=828.28 100 YR. ELEV.=830,02 , , ---)----(--- , , I ',j.... I , I 'J.' I I . ' ,1. , , H-20 o YR, EL.=824.62 00 YR, EL.=825.19 " ..'", I.,' \ ,,If.. \ " B D U N D A. R Y 10 YR. PEAK FL[]'J = 11.83 CFS 100 YR. PEAK FL[]'J = 34.89 CFS LEGEND -.-- UN< # - ~- - IJVERFU1V VEJR , o BAS~ DtIJE a::=J CJ r:=J t=J .r::=J E:J C:::JCJ -=:J EJ EJ CJ OIJ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1] Copyright 1995, Streamline Technologies, Inc. CJ DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Node-------------------------------------________________________ Name: BOUNDARY Base Flow(cfs): 0 Init Stage(ft): 823 Group: BASE Warn Stage(ft): 824 Comment: Time(hrs) Stage(ft) o 823 99999 823 --------Class: Node--------------------------------------------_________________ Name: MH-10 Base F1ow(cfs): 0 Init Stage(ft): 822.96 Group: BASE Warn Stage(ft): 829 Comment: Stage(ft) Area(ac) [Manhole, Flat Floor] --------Class: Node------------------------------------------___________________ Name: MH-20 Base Flow(cfs): 0 Init Stage(ft): 823.49 Group: BASE Warn Stage(ftl: 829 Comment: Stage(ft) Area(ac) [Manhole, Flat Floor] --------Class: Node------------------------------------------___________________ Name: POND-10 Base Flow(cfs): 0 Init Stage(ft): 823 Group: BASE Warn Stage(ft): 829 Comment: Stage(ft) Area(ac) 823 0.38 824 0.43 825 0.48 826 0.53 827 0.58 828 0.68 829 0.73 830 0.81 --------Class: Node--------------------------------------------------___________ Name: POND-20 Base Flow(cfs}: 0 Init Stage(ft): 824 Group: BASE Warn Stage(ft): 829 Comment: Stage(ft) 824 825 826 827 Area (ac) 0.46 0.53 0.654 0.781 t:::=J C:J l I <<==J CJ CJ o o o o o o o o o o o o o o o ~ ~ ~ rl~\D O'\Or-i o 0 r-i rl o 00 0'\ 0 NNM 000000 -0 o t=J r=J CJ r::=J t=J CJ CJ CJ r:=J LJ a::=J t:=J CJ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [2] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Node---------------------------------------.._____________________ Name: POND-30 Base Flow(cfs): 0 Init Stage(ftl: 824.5 Group: BASE Warn Stage(ft): 830 Comment: Stage(ft) Area (ac) 824.5 0.453 825 0.471 826 0.508 827 0.547 828 0.587 829 0.629 830 0.672 831 0.716 --------Class: Operating Table------------------------------------______________ Name: R-4342 Type: Rating Curve Comment: --------Class: Basin-----------------------------------------------_____________ Basin: DA-1 Node: POND-IO Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve #: DCIA(%) : U/s Stage (ft) 828.25 828.5 829 829.5 830 Discharge (cfs) o 2.25 8.34 10.77 12.74 UH484 HUFF2 o 10.21 90 o Peak Factor: 484 Storm Duration (hrs) : 24 Concentration Time (min) : 19.2 Time Shift (hrs) : 0 --------Class: Basin----------------------------------------____________________ Basin: DA-2 Node: POND-10 Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: UH484 Rainfall File: HUFF2 Peak Factor: 484 Storm Duration (hrs) : 24 r:=:J CJ a::=J CJ r:=J a:=J t=Ja=JCJCJCJCJCJt=JCJt=JC=:Ja:=JCJr:=JCJt=JEJc=JCJ Rainfall Amount (in) : 0 Area (ac) : 3.742 Curve #: 90 DCIA(%): 0 Concentration Time (min) : 10 Time Shift (hrs) : 0 CJ CJ CJ E::J CJ LJ r~ t=J CJ CJ l::J Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [3] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS CJ CJ ********** Input Report ******************************************************** --------Class: Basin---------------------------------------_____________________ Basin: DA-3 Node: POND-I0 Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve #: DCIA{%) : 00484 HUFF2 o 9.546 90 o Peak Factor: 484 Storm Duration (hrs) : 24 Concentration Time (min) : 12 Time Shift (hrs) : 0 --------Class: Basin------------------------------------________________________ Basin: DA-4 Node: POND-30 Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve #: DCIA(%) : 00484 HUFF2 o 12.026 95 o Peak Factor: 484 Storm Duration (hrs) : 24 Concentration Time (min) : 14 Time Shift (hrs) : 0 --------Class: Basin---------------------------------------_____________________ Basin: DA-5 Node: POND-20 Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve #: DCIA(%) : 00484 HUFF2 o 3.075 95 o Peak Factor: 484 Storm Duration{hrs): 24 Concentration Time (min) : 6 Time Shift (hrs) : 0 --------Class: Basin-------------------------------------_______________________ Basin: DA-6 Node: POND-I0 Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : 00484 HUFF2 o Peak Factor: 484 Storm Duration (hrs) : 24 CJ CJ CJ r:=J CJ CJ o o o o o o o o o r-- O ~~ ~~ l:: CIl -.-f ~ -S:5 O Q).I.J .~ o~ f-<~ CIl l:: O .~ ~ .l.Jo.-f III f-< ~ .I.J l:: Q) O~ J~ ("Ij . <"'l 1l10l0 J i#;; 11lQ)~ ~>~ III J.. H ] Q)::l U ~UO c=J CJ CJ ~ CJ CJ a=J CJ CJ r:=J CJ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [4] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS CJ CJ ********** Input Report ******************************************************** --------Class: Basin-----------------------------------_________________________ Basin: OFF-12 Node: POND-30 Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve #: DCIA(%) : UH484 HUFF2 o 0.29 74 o Peak Factor: 484 Storm Duration (hrs) : 24 Concentration Time (min) : S Time Shift (hrs) : 0 --------Class: Basin---------------------------------___________________________ Basin: OFF-IS Node: POND-30 Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve #: DCIA(%) : UH484 HUFF2 o 10.9 82 o Peak Factor: 484 Storm Duration (hrs) : 24 Concentration Time (min) : 31 Time Shift (hrs) : 0 --------Class: Basin-------------------------------------------_________________ Basin: OFF-18 Node: POND-30 Status: On Site Type: SCS Unit Hydr Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount (in) : Area (ac) : Curve #: DCIA(%) : UH484 HUFF2 o 15.98 79 o Peak Factor: 484 Storm Duration (hrs) : 24 Concentration Time (min) : 20 Time Shift (hrs) : 0 CJ CJ EJ CJ CJ t=J CJ CJ E:J CJ EJ CJ CJ CJ EJ CJ CJ EJ t=J Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [5] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Pipe----------------------------------------------____----_______ Name: 10-0UTB From Node: MH-10 Length(ft) : 82 Group: BASE To Node: BOUNDARY Count: 1 UPSTREAM DOWNSTREAM Equation: Average K Geometry: Circular Circular Flow: Both Span (in) : 30 30 Entrance Loss Coef: 0.5 Rise (in) : 30 30 Exit Loss Coef: 0 Invert (ft) : 822.96 822.7 Bend Loss Coef: 0 Manning's N: 0.013 0.013 Outlet Cntrl Spec: Use dc or tw Top Clip (in) : 0 0 Inlet Cntrl Spec: Use dn Bottom Clip(in) : 0 0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall 1 1 Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall 1 1 --------Class: Pipe------------------------------------------------------------- Name: 20-0UTB From Node: MH-20 Length(ft) : 213 Group: BASE To Node: BOUNDARY Count: 1 UPSTREAM DOWNSTREAM Equation: Average K Geometry: Circular Circular Flow: Both Span (in) : 30 30 Entrance Loss Coef: 0.5 Rise(in) : 30 30 Exit Loss Coef: 0 Invert (ft) : 823.49 822.7 Bend Loss Coef: 0 Manning's N: 0.013 0.013 Outlet Cntrl Spec: Use dc or tw Top Clip (in) : 0 0 Inlet Cntrl Spec: Use dn Bottom Clip(in) : 0 0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall 1 1 CJ CJ r:=J CJ CJ CJ LJ LJ -==:J LJ EJ r=J CJ r=J Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall CJ .:=J LJ 1 CJ 1 LJ LJ CJ E=:J CJ CJ CJ CJ t:=J. LJ CJ CJ CJ CJ r:=J CJ CJ LJ CJ CJ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [6] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Pipe--------------------------------_____________________________ Name: 30-20 From Node: POND-3D Length(ft} : 260 Group: BASE To Node: POND-20 Count: 1 UPSTREAM DOWNSTREAM Equation: Average K Geometry: Circular Circular Flow: Both Span(in} : 36 36 Entrance Loss Coef: 0.5 Rise(in) : 36 36 Exit Loss Coef: 0 Invert (ft) : 824.5 823 Bend Loss Coef: 0 Manning's N: 0.013 0.013 Outlet Cntrl Spec: Use dc or tw Top Clip (in) : 0 0 Inlet Cntrl Spec: Use dn Bottom Clip(in) : 0 0 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall 1 1 Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall 1 1 --------Class: Weir-------------------------------------________________________ Name: W10-20 From Node: POND-IO Group: BASE To Node: POND-20 Count: 1 Type: Mavis Flow: Both Geometry: Trapezoidal Bottom Width(ft): 13 Left Side Slope (h/v) : 3 Right Side Slope (h/v) : 3 Invert (ft) : 827.5 Control Elev(ft}: 827.5 StructOpeningDim(ft}: 999 Bottom Clip(ft): 0 Top Clip (ft): 0 Weir Discharge Coef: 3 Orifice Discharge Coef: 0.6 TABLE CJ CJ CJ LJ a=J L:J r:=J CJ CJ .::=J .::=J .::=J CJ t::=J CJ CJ CJ r=:J CJ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [7] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Drop Structure--------------------------------------------------- Name: 10-0UT From Node: POND-10 Length (ft) : 13 Group: BASE To Node: MH-10 Count: 1 Outlet Cntrl Spec: Use dc or tw Upstream Geometry: Circular UPSTREAM Inlet Cntrl Spec: Use dn Downstream Geometry: Circular DOWNSTREAM Span (in): 24 Rise (in): 24 Invert (ft) : 823 Manning's N: 0.013 Top Clip (in): 0 Bottom Clip(in): 0 24 24 822.96 0.013 o o Entrance Loss Coef: 0.5 Exit Loss Coef: 0 Flow: Both Equation: Aver Conveyance Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall 1 1 1 1 *** Weir Count: Type: Flow: Geometry: 1 of 1 for Drop 1 Mavis Both Circular [TABLE] Structure IO-OUT *** Bottom Clip (in) : Top Clip (in) : Weir Discharge Coef: Orifice Discharge Coef: o o 3 0.6 Span(in): 11 Rise (in): 11 Invert (ft): 823 Control Elev(ft): 823 CJ CJ CJ CJ C::J a:::=J CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [8] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Drop Structure---------------------------------------------______ Name: 20-0UT From Node: POND-20 Length(ft): 11 Group: BASE To Node: MH-20 Count: 1 Outlet Cntrl Spec: Use dc or tw Upstream Geometry: Circular UPSTREAM Inlet Cntrl Spec: Use dn Downstream Geometry: Circular DOWNSTREAM Span (in): 24 Rise (in): 24 Invert (ft) : 824 Manning'S N: 0.013 Top Clip (in): 0 Bottom Clip(in): 0 Entrance Loss Coef: 0.5 Exit Loss Coef: 0 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge wi headwall *** Weir Count: Type: Flow: Geometry: 1 of 1 for Drop 1 Mavis Both Circular Structure 20-0UT *** Bottom Clip(in) : Top Clip (in) : Weir Discharge Coef: Orifice Discharge Coef: Span (in): 11 Rise (in): 11 24 24 823.49 0.013 o o Flow: Both Equation: Aver Conveyance 1 1 1 1 [TABLE] o o 3 0.6 Invert (ft): 824 Control Elev(ft): 824 --------Class: Rating Curve----------------------------------------------------- Name: PlO-lOO Count: 1 From Node: POND-10 Group: BASE Flow: Both To Node: MH-lO TABLE ELEV ON(ft) ELEV OFF(ft) #1: R-4342 828.25 827 #2: 0 0 #3: 0 0 #4: 0 0 CJ CJ CJ CJ CJ CJ r=J CJ E:=J CJ CJ CJ .:=J CJ E.::J CJ r::=J ~ CJ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [9] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Rating Curve----------------------------------------------------- Name: P20-100 Count: 1 From Node: POND-20 Group: BASE Flow: Both To Node: MH-20 TABLE ELEV ON(ft) ELEV OFF(ft) #1: R-4342 828.25 827 #2: 0 0 #3: 0 0 #4: 0 0 --------Class: Simulation-----------------------------------------------________ C:\ICPR2\CLARIANN\SIMS-3\10Y-1H Execution: Both Header: 10 YEAR, 1 HOUR STORM ---------HYDRAULICS-----------------------------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Sim Start Time (hrs) : 0 Sim End Time (hrs) : 2 Min Calc Time (sec) : 0.5 Max Calc Time (sec) : 60 To Hour: Plnc(min): To Hour: Plnc(min) : 2 5 2 5 ---------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02] Override Defaults: Storm Dur (hrs) : Rain Amount (in) : Rainfall File: Yes 1 1. 96 HUFF2 CJ CJ CJ E.::J ~--::J t=J a==J E:J r=:J CJ CJ E:J CJ t:=J r=J CJ CJ CJ CJ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [10] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Simulation------------------------------------------------------- C:\ICPR2\CLARIANN\SIMS-3\10Y-2H Execution: Both Header: 10 YEAR, 2 HOUR STORM ---------HYDRAULICS-----------------------------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Sim Start Time (hrs) : 0 Sim End Time (hrs) : 4 Min Calc Time (see) : 0.5 Max Calc Time (sec) : 60 To Hour: PInc(min) : To Hour: PInc(min): 4 5 4 5 ---------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02] --------Class: Simulation------------------------------------------------------- C:\ICPR2\CLARIANN\SIMS-3\10Y-3H Execution: Both Header: 10 YEAR, 3 HOUR STORM Override Defaults: Storm Dur (hrs) : Rain Amount (in) : Rainfall File: Yes 2 2.4 HUFF2 ---------HYDRAULICS-----------------------------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Sim Start Time (hrs) : 0 Sim End Time (hrs) : 4 Min Calc Time (sec) : 0.5 Max Calc Time (sec) : 60 To Hour: PInc(min): To Hour: PInc(min): 4 5 4 5 ---------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02] Override Defaults: Storm Dur(hrs): Rain Amount (in) : Rainfall File: Yes 3 2.64 HUFF2 L:J E:J CJ t=J a==J a==J CJ r=:J CJ EJ CJ CJ CJ CJ r::=J CJ CJ CJ CJ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [11] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Simulation------------------------------------------------------_ C:\ICPR2\CLARIANN\SIMS-3\10Y-6H Execution: Both Header: 10 YEAR, 6 HOUR STORM ---------HYDRAULICS-----------------------------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Sim Start Time (hrs) : 0 Sim End Time (hrs) : 8 Min Calc Time(sec): 0.5 Max Calc Time (sec) : 60 To Hour: PInc(min): To Hour: PInc(min) : 8 10 8 10 ---------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02] --------Class: Simulation-----------------------------------------------------__ C:\ICPR2\CLARIANN\SIMS-3\10Y-12H Execution: Both Header: 10 YEAR, 12 HOUR STORM Override Defaults: Storm Dur (hrs) : Rain Amount (in) : Rainfall File: Yes 6 3.12 HUFF2 ---------HYDRAULICS-----------------------------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Sim Start Time (hrs) : 0 Sim End Time (hrs) : 18 Min Calc Time (sec) : 0.5 Max Calc Time(sec): 60 To Hour: PInc(min): To Hour: PIne (min) : 5 15 5 15 8 5 8 5 18 15 18 15 ---------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02] Override Defaults: Storm Dur (hrs) : Rain Amount (in) : Rainfall File: Yes 12 3.6 HUFF2 t=J EJ EJ t:::=::J CJ t=J r=:=J CJ r=:=J t=J r=:=J CJ t=J CJ CJ CJ LJ CJ CJ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [12] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Simulation------------------------------------------------------- C:\ICPR2\CLARIANN\SIMS-3\10Y-24H Execution: Both Header: 10 YEAR, 24 HOUR STORM ---------HYDRAULICS-----------------------------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Sim Start Time (hrs) : 0 Sim End Time (hrs) : 36 Min Calc Time(sec): 0.5 Max Calc Time (sec) : 60 To Hour: PInc(min): To Hour: PInc(min) : 36 15 36 15 ---------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02] --------Class: Simulation------------------------------------------------------- C:\ICPR2\CLARIANN\SIMS-3\100Y-IH Execution: Both Header: 100 YEAR, 1 HOUR STORM Override Defaults: Storm Dur(hrs): Rain Amount (in) : Rainfall File: Yes 24 4.08 HUFF2 ---------HYDRAULICS-----------------------------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Sim Start Time (hrs) : 0 Sim End Time (hrs) : 2 Min Calc Time (sec) : 0.5 Max Calc Time (sec) : 60 To Hour: PInc(min): To Hour: PInc(min): 2 5 2 5 ----------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02] Override Defaults: Storm Dur(hrs) : Rain Amount (in) : Rainfall File: Yes 1 2.88 HUFF2 EJ E:J r=:=J CJ CJ CJ r::=J LJ a:=J CJ CJ LJ CJ LJ CJ LJ r=J LJ r=J Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [13] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Simulation--------------------------------------------------_____ C:\ICPR2\CLARIANN\SIMS-3\100Y-2H Execution: Both Header: 100 YEAR, 2 HOUR STORM ---------HYDRAULICS-----------------------------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Sim Start Time (hrs) : 0 Sim End Time (hrs) : 4 Min Calc Time(sec): 0.5 Max Calc Time (see) : 60 To Hour: PInc(min): To Hour: PIne (min) : 4 5 4 5 ---------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02] --------Class: Simulation------------------------------------------------------- C:\ICPR2\CLARIANN\SIMS-3\100Y-3H Execution: Both Header: 100 YEAR, 3 HOUR STORM Override Defaults: Storm Dur (hrs) : Rain Amount (in) : Rainfall File: Yes 2 3.5 HUFF2 ---------HYDRAULICS-----------------------------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Sim Start Time (hrs) : 0 Sim End Time (hrs) : 4 Min Calc Time (sec) : 0.5 Max Calc Time (sec) : 60 To Hour: Plnc(min): To Hour: Plnc(min) : 4 5 4 5 ---------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02] Override Defaults: Storm Dur (hrs) : Rain Amount (in) : Rainfall File: Yes 3 3.87 HUFF2 L:J CJ LJ CJ .:::=J CJ c=J r=J r:=J CJ c=J r=:J E::J a::::=J c=J CJ CJ r=:J r=:J Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [14] Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS ********** Input Report ******************************************************** --------Class: Simulation----------------------------------------_______________ C:\ICPR2\CLARIANN\SIMS-3\100Y-6H Execution: Both Header: 100 YEAR, 6 HOUR STORM ---------HYDRAULICS-----------------------------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Siro Start Time (hrs) : 0 Sim End Time (hrs) : 8 Min Calc Time (sec) : 0.5 Max Calc Time (sec) : 60 To Hour: PInc(min): To Hour: PInc(min): 8 10 8 10 ---------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02] --------Class: Simulation------------------------------------------------_______ C:\ICPR2\CLARIANN\SIMS-3\100Y-12H Execution: Both Header: 100 YEAR, 12 HOUR STORM Override Defaults: Storm Dur(hrs) : Rain Amount (in) : Rainfall File: Yes 6 4.5 HUFF2 ---------HYDRAULICS-----------------------------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Sim Start Time (hrs) : 0 Sim End Time (hrs) : 18 Min Calc Time (sec) : 0.5 Max Calc Time (sec) : 60 To Hour: PInc(min): To Hour: PIne (min) : 5 15 5 15 8 5 8 5 18 15 18 15 ---------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02] Override Defaults: Storm Dur(hrs) : Rain Amount (in) : Rainfall File: Yes 12 5.16 HUFF2 t==J t=J r=:J CJ CJ l:==:J c:J c:J t::=J r:=J c:J c:J c:J LJ r=J t::=J CJ c:J Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [15) Copyright 1995, Streamline Technologies, Inc. DIFFERENT BASINS TO PONDS CJ ********** Input Report ******************************************************** --------Class: Simulation-----------------------------------------------________ C:\ICPR2\CLARIANN\SIMS-3\100Y-24H Execution: Both Header: 100 YEAR, 24 HOUR STORM ---------HYDRAULICS--------------------~--------HYDROLOGY-------------------- Max Delta Z (ft): 1 Delta Z Factor: 0.005 Time Step Optimizer: 10 Drop Structure Optimizer: 0 Sim Start Time (hrs) : 0 Sim End Time (hrs) : 36 Min Calc Time(sec): 0.5 Max Calc Time(sec): 60 To Hour: Plnc(min): To Hour: Plnc(min): 36 15 36 15 ---------GROUP SELECTIONS---------------------------------------------------- + BASE [10/08/02) Override Defaults: Storm Dur(hrs): Rain Amount (in) : Rainfall File: Yes 24 6 HUFF2 CJ LJ c:J CJ t=J a==J CJ CJ OiJ CJ CJ CJ r=J t=:J CJ CJ t=:J t=:J CJ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) Copyright 1995, Streamline Technologies, Inc. CJ [1] CJ CJ CJ CJ CJ CJ 10 YEAR AND 100 YEAR, VARIOUS STORMS ********** Node Maximum Comparisons ******************************************************************************* (Time units - hours) Sim Max Time Max Stage Warning Max Delta Max Surface Max Time Max Inflow Max Time Max Outflow Name Conditions (ft) Stage (ft) Stage (ft) Area (sf) Inflow (cfs) Outflow (cfs) ------------------------------------------------------------------------------------------------------------------- *** Node Name: BOUNDARY Group: BASE 10Y-1H 0.00 823.00 824.00 0.0000 188.55 1. 35 9.91 0.00 0.00 10Y-2H 0.00 823.00 824.00 0.0000 188.55 2.17 11. 06 0.00 0.00 10Y-3H 0.00 823.00 824.00 0.0000 188.55 3.17 11.47 0.00 0.00 10Y-6H 0.00 823.00 824.00 0.0000 188.55 6.02 11.83 0.00 0.00 10Y-12H 0.00 823.00 824.00 0.0000 188.55 9.93 11.17 0.00 0.00 10Y-24H 0.00 823.00 824.00 0.0000 188.55 12.35 9.86 0.00 0.00 100Y-1H 0.00 823.00 824.00 0.0000 188.55 1.42 21. 34 0.00 0.00 100Y-2H 0.00 823.00 824.00 0.0000 188.55 2.16 33.16 0.00 0.00 100Y-3H 0.00 823.00 824.00 0.0000 188.55 3.05 34.89 0.00 0.00 100Y-6H 0.00 823.00 824.00 0.0000 188.55 4.91 32.14 0.00 0.00 100Y-12H 0.00 823.00 824.00 0.0000 188.55 6.42 28.08 0.00 0.00 100Y-24H 0.00 823.00 824.00 0.0000 188.55 12.06 21. 60 0.00 0.00 *** Node Name: MH-10 Group: BASE 10Y-1H 1.22 823.95 829.00 0.0032 212.08 1. 22 5.79 1. 23 5.79 10Y-2H 1.87 823.98 829.00 0.0032 212.54 1. 86 6.06 1. 87 6.06 10Y-3H 3.16 823.98 829.00 0.0035 212.66 3.15 6.14 3.16 6.14 10Y-6H 6.04 824.00 829.00 -0.0040 212.92 6.04 6.31 6.04 6.31 10Y-12H 9.86 823.97 829.00 0.0046 212.40 9.86 6.01 9.16 5.98 10Y-24H 12.14 823.90 829.00 -0.0049 211. 01 12.14 5.27 12.14 5.27 100Y-1H 1.42 824.31 829.00 0.0034 215.05 1. 41 10.80 1. 42 10.79 100Y-2H 2.15 824.69 829.00 0.0032 209.39 2.15 16.79 2.15 16.79 100Y-3H 3.02 824.74 829.00 0.0034 207.86 3.04 17.64 3.02 17.64 100Y-6H 4.90 824.66 829.00 0.0046 210.18 4.90 16.31 4.90 16.31 100Y-12H 6.42 824.54 829.00 0.0043 212.85 6.42 14 .26 6.42 14 .26 100Y-24H 12.05 824.33 829.00 -0.0050 214.99 12.03 11. 07 12.05 11.07 *** Node Name: MH-20 Group: BASE 10Y-1H 1.46 824.46 829.00 0.0030 367.22 1.44 4.17 1. 43 4.17 10Y-2H 2.30 824.58 829.00 0.0047 372.36 2.28 5.11 2.30 5.11 10Y-3H 3.21 824.60 829.00 0.0044 373.26 3.20 5.34 3.21 5.34 10Y-6H 6.06 824.62 829.00 0.0046 373.91 6.06 5.53 6.02 5.53 10Y-12H 9.93 824.59 829.00 0.0050 372.70 9.89 5.19 9.93 5.19 10Y-24H 14.55 824.53 829.00 0.0048 370.34 14.65 4.68 14.55 4.68 100Y-1H 1.42 824.74 829.00 0.0050 378.68 1.41 10.55 1.42 10.55 100Y-2H 2.17 825.13 829.00 -0.0050 369.08 2.17 16.37 2.17 16.37 100Y-3H 3.06 825.19 829.00 0.0050 365.49 3.05 17.25 3.06 17.25 100Y-6H 4.92 825.09 829.00 0.0050 370.97 4.91 15.83 4.92 15.83 I I N M Ol N N N CO to O dl O N Im O l0 l0 in .--1 r-1 ri r-I r-I r-1 N N N VD N M V, O N CO d' U1 6 N ri H N r`1 r-1 I N rn VD O 10 LIl N Lfl 0 lO Ol r"1 IM O H O 1-1 O H r-I Ul cr, r•1 N IN t0 a0 N N (� w o in rn cl, LO 10 N O O r-I N CO N O LO 1.0 r4 Ir-I 10 N M U) Ol 10 CO CO O O 0) N N O 10 01 r-I rh M 10 r4 Ul r4 N Ol 0) 0 N N N M I 0 0 O O O O Lfl U) Ul In Ul Lfl O 0 0 0 0 0 I 0 0 O O O O O O C. 000 1 1 I0 0 0 0 0 O O O O O O O 01 0) al 0) 0) 0) N N N N N N CO CO 0000 I G7 g W ■0 'd+ (l,d' 0\ Ol m al N LIl CO 01 N d' 4 S-I L� !` L- OD N N O N N N N CO OD corn CO m 0 IN N I N 10 in dI sr O Q N a0 r-1 O 1.0N O r1 r1 Cl 10 r-I a 1 CO CO z IN •I 'C} r I N r"1 1..0 r-1 N 0 ' I I I I z ›-. a >-, a > III O O O O O O * ri H H - O O I 1 CJ E=:J L:J E=:J r=::=J r=::=J E=:J r=::=J E=:J E=:J E=:J E=:J CJ E=:J EJ E=:J EJ CJ ~ Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [2] Copyright 1995, Streamline Technologies, Inc. 10 YEAR AND 100 YEAR, VARIOUS STORMS ********** Node Maximum Comparisons ******************************************************************************* (Time units - hours) Sim Max Time Max Stage Warning Max Delta Max Surface Max Time Max Inflow Max Time Max Outflow Name Conditions (ft) Stage (ft) Stage (ft) Area (sf) Inflow (cfs) Outflow (cfs) ------------------------------------------------------------------------------------------------------------------- 10Y-12H 9.86 827.82 829.00 -0.0050 28836.14 5.42 12.28 6.24 8.03 10Y-24H 12.14 826.88 829.00 -0.0050 24993.62 7.25 7.58 12.14 5.27 100Y-1H 1.41 828.67 829.00 0.0050 31081.66 0.50 90.84 0.91 50.11 100Y-2H 2.15 829.35 829.00 0.0050 33031.68 0.92 68.04 1. 22 45.41 100Y-3H 3.04 829.51 829.00 0.0050 33592.94 1. 33 52.59 1. 56 42.01 100Y-6H 4.90 829.26 829.00 0.0050 32718.13 1. 83 32.70 2.58 27.32 100Y-12H 6.42 828.95 829.00 -0.0050 31688.63 3.50 20.05 4.55 16.82 100Y-24H 12.03 828.69 829.00 0.0050 31129.47 7.25 12.38 8.55 10.26 *** Node Name: POND-20 Group: BASE 10Y-1H 1.44 826.74 829.00 0.0042 32657.57 0.90 45.53 1. 44 4.17 10Y-2H 2.28 827.74 829.00 o .0037 38474.58 1.29 42.44 2.28 5.11 10Y-3H 3.20 828.01 829.00 -0.0044 40085.77 1. 78 26.71 3.20 5.34 10Y-6H 6.06 828.23 829.00 -0.0045 41328.43 2.70 21. 07 6.06 5.53 10Y-12H 9.89 827.83 829.00 0.0032 39029.78 4.35 14 .03 9.89 5.19 10Y-24H 14.65 827.26 829.00 0.0044 35674.65 7.52 10.45 14.65 4.68 100Y-1H 1.41 828.70 829.00 0.0031 43858.38 0.86 79.59 1. 41 10.55 100Y-2H 2.17 829.37 829.00 0.0033 47504.52 1.18 70.89 2.17 16.37 100Y-3H 3.05 829.52 829.00 0.0037 48345.17 1. 55 62.15 3.05 17.25 100Y-6H 4.91 829.27 829.00 -0.0037 46964.49 2.59 38.36 4.91 15.83 100Y-12H 6.42 828.96 829.00 0.0031 45261.85 4.47 22.28 6.42 13.82 100Y-24H 12.06 828.70 829.00 -0.0041 43852.86 8.58 13.24 12.06 10.53 *** Node Name: POND-30 Group: BASE 10Y-1H 0.90 826.89 830.00 0.0032 23949.79 0.58 43.01 0.90 42.26 10Y-2H 2.27 827.78 830.00 0.0049 25206.10 1. 08 37.85 1. 29 39.73 10Y-3H 3.14 828.08 830.00 0.0049 25734.01 1.50 31. 96 1. 79 24.60 10Y-6H 6.04 828.28 830.00 -0.0049 26101.08 2.83 21.79 2.70 18.68 10Y-12H 9.81 827.87 830.00 0.0043 25362.71 5.42 13.90 4.35 12.56 10Y-24H 14 .60 827.28 830.00 -0.0031 24468.25 10.75 8.33 7.52 9.59 100Y-1H 1.21 829.33 830.00 0.0032 28029.46 0.58 81.54 0.67 49.89 100Y-2H 2.08 830.02 830.00 -0.0050 29322.19 1. 00 68.64 0.96 46.46 100Y-3H 2.86 830.02 830.00 -0.0050 29324.43 1.42 56.78 1. 21 42.79 100Y-6H 4.88 829.59 830.00 -0.0050 28522.95 2.67 36.67 2.15 32.39 100Y-12H 6.23 829.24 830.00 0.0050 27866.28 5.42 22.45 3.64 17.41 100Y-24H 12.03 828.84 830.00 -0.0047 27126.19 7.25 14.03 11.06 11.80 ! i I I I I I ! I II WR ; , ~ ::s 'u ^ ~ t:x:J J> d < < J> 0 Q. ro < ~ ro o:l POSED >. lli III ~ lli -, 3: ClJ Z n ro ::s c+ ~ p J> < ro 10.21 ACRES 2,411 ACRES 9.546 ACRES FROM NORTH OF PENNSYL VANIA PK\JAY. I ------=-~-----==-----==~ --=~ ~ ~~~ ~- 12.026 ACRES 5,257 ACRES I 3,075 ACRES 1- 465 z n o ro (() ro J> < ro