HomeMy WebLinkAboutDrainage Report
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I 7260 SHADELAND STATION
INDIANAPOLIS, INDIANA
46256-3957
I (317) 547-5580
FAX (31 7) 543-0270
W\NW.amercons.com
I J,'\,\1E5 A WURSTER. PE, AlA, LS
WilliS R. CONNER, PE
JAlvIES A. KOVACS
GREGORY L. HENNEKE, PE
CHARLES P. UNTERREINER, PE, PS
RANDAL]. SAGE, PE
IVIARLlN A. KNOWLES, JR., PE
I MAX P. NEWKIRK, LS
A ROY SHURTLEFF, PE
MICHAEL H. WENNING, PE
CLINTON L SPARKS, PE
GORDON L. RICHARDSON, lS
I DAVID A. DAY, Pf
MICHAEL R. HOOPINGARNER, AlA
MICHAEl M. JONES, AlA
CYNTHIA L. FORT, PE
JEfFREY A. CLAYTON, PE
ROBERT E. HITILE
M!CHAEl J- KOYAK, PE
I FRED ,\.1. FACKENTHAl, AlA
JAMES K. KEEFE, PE
IOSE?H j. GUIDROZ !!I, AlA
STEVEN R. BRUNS, PE
ROBERT E. CREVISTON, JR., AlA
EDWARD J. SWEETLAND, LS
I CASH E. CANFIELD, Pf
DONALD G. CORSON, PE
ALEN FETAHr'\C!C, PE
JAMIE l. PCX::ZEKAY, PE, LS
MiCHAEL B. CUNE, PE
M. SEAN PORTER, PE
WEBB BERNHARDT, PE
I WIlliAM J. BOUCHER, PE
CHRISTOPHER F. MURPHY, PE
DALE T. (SKIP) FRANCIS, PE
GREGORY R. SUSEMICHEl, PE
PETER M. HODAPP, PE
KATHLEEN M. BERGER. RlA.
KEITH A CORBAN, PE
I ROBERT S. BROWN, PE
MICHAEL T. tAU, PE
RUSSELL L. BUECHE, AlA
JOHN N. HOOD, lS
ANDREW D. RENTSCHLER, PE
JENNIFER M. ALFORD, PE
MICHAEL L. BISHOp, LS
I DAVID C. GEORGE, PE
CRAIG M. PARKS, PE
GERRY S. MANG, CFEI
BLAINE J. PAUL, PE
MOLAro R, M, KGABO, PE
CHRISTINE A. MEADOR
I ANDREW D. SNYDER, PE
W!lLLAM S. lYON, PE
KEVIN G. JASINSKI, PE
DANIEL C. BARNHART, PE
ANDREW H. GERDOM, PE, lS
DANII::L L. W!:INHEIMER, AlA
WAllO A. ANTONIOS, PE
I TIMOTHY J. DICKSON, PE
JOSEPH R. SCH\1ELTZER, PE
JOHN A. LASHENfK, PE
GARY P. DURN, PE
JOHN J. TUCKER, PE
I REGISTRATION
!NDfANA - OHIO
AL-AR.AZ-CA
CO - CT. FL-GA
IA-ID-IL-KS
KY-LA-MA-MD
I ,\1E-MI-MN-MO
MS - NC - NO - N[
NJ - NY - PA-SC
SO - TN - TX - UT - VA
WA - VV! - \VV
I OFFICES
!NOIAN,&'POtIS, fN
COLUMBUS, OH
SOUTH BEND, IN
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IN2003.0833,INO I O,RPT.
CE.OOOI.RO.doc
AMERICAN CONSULTING~ INC.
Architects
Consultants
Engineer,y
Drainage Computations Summary
Clarian North Medical Center
North Expansion
116th Street and Meridian Street
Carmel, Indiana
PREPARED FOR:
CLARIAN HEALTH
INDIANAPOLIS, INDIANA
PREPARED BY:
AMERICAN CONSULTING, INC.
7260 SHADELAND STATION
INDIANAPOLIS, INDIANA 46256
May 27,2004
Submitted by:
Jamie L. Poczekay, PE, LS
Kathleen M. Berger, RLA
ARCHITECTURE STRUCTURAL CIVIL ENVIRONMENTAL TRANSPORTATION PLANNING SURVEYING FORENSIC ENCINEERING
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AMERICAN CONSULTING, INC.
TABLE OF CONTENTS
DRAINAGE COMPUTATIONS SUMMARY
APPENDIX 1
SITE MAPS
APPENDIX 2
STORM SEWER INFORMATION
APPENDIX 3
DRAINAGE COMPUTATIONS SUMMARY FOR CLARlAN NORTH
MEDICAL CENTER DATED MAY 9, 2003
APPENDIX 4
DRAINAGE REVIEW FOR THE CLARlAN NORTH MEDICAL CENTER
DATED MARCH 15,2004
IN2003.0833.INO 1 0 .RPT.CEOOO I .RO.doc
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AMERICAN CONSULTING, INC.
Drainage Computations Summary
Clarian North Medical Center
North Expansion
Location
This project is located on the north side of the Clarian North Medical Center currently under
construction. The project site is located north of 116th Street, west of US 31, east of the proposed
l11inois Street, and south of the Ritz Charles property in Hamilton County, Carmel, Indiana. The project
is not within the 100-year flood zone as shown by the Flood Insurance Rate Map 18057C0208F,
effective February 19, 2003. A copy of the site vicinity map and flood insurance rate map are included
in Appendix 1.
Description
This project consists of the construction of an expansion to the Clarian North Medical Center currently
under construction. Additional parking lots wi]] be constructed north of the expansion with a storm
drainage system which outlets into the north pond. Please see the storm sewer design information and
project limits information in Appendix 2.
Existing Drainage
The expansion was anticipated and included in the drainage master plan. The drainage master plan
provided for detention of up to 8 1.22 developed acres of the total 107 -acre Clarian property. The proj ect
site is currently under construction and drains via a storm sewer system to the north pond. This system
is part of the restricted W. R. Fertig Watershed.
Proposed Drainage
The site wi11 continue to drain via a storm sewer system into the north pond. The capacity of the pond
system was designed to support the expansion development. The Drainage Computations Summary
report for the Clarian North Medical Center is included in Appendix 3. Additiona]]y, the Drainage
Review report for the additional restrictions to the W.R. Fertig Drain is included in Appendix 4. Storm
sewer calculations are provided in Appendix 2.
Conclusions
No adverse impacts are expected from the construction ofthe proposed project.
fN2003.0833.fNO 1 O.RPT.CE.OOOJ .RO.doc
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7260 SHADELAND STATtON
INDIANAPOLIS, INDIANA
46256-3957
(317) 547-5580
FAX (317) 543-0270
www.amercons.com
I
I
JA/vIES A. WURSTER, PE, AlA, LS
WILLIS R. CONNER, PE
)AMES A. KOVACS
GREGORY l. HENNEKE, PE
CHARLES P. UNTERREINER. PE, PS
RANDAL j. SAGE, PE
MARLIN A. KNOWlES, JR., PE
I
MAX P. NEWKIRK, LS
A. ROY SHURTLEFF, PE
MICHAEL H. WENNING, PE
CliNTON L. SPARKS, PE
GORDDN L. RICHARDSON, LS
DAVID A. DAY, PE
MICHAEL R. HOOPINGARNER, AlA
MICHAEL M. JONES, AlA
CYNTHIA l. FORT. PE
JEFFREY A. CLAYTON, PE
ROBERT E. HllTLE, ES
MICHAELj. KOYAK PE
FRED M. FACKENTHAL, AlA
JAMES K. KEEFE. PE
JOSEPH J. GUIDROZ III, AlA
STeVEN R. BRUNS, PE
ROBERT E. CREVISTON, JR., AlA
EDWARD j. SWEETLAND, LS
CASH E. CANFIELD, PE
DONALD G. CORSON, PE
ALEN FETAHAGIC. PE
)AMIE l. POCZEKAY. PE
MICHAEL B. CLINE, PE
M. SEAN PORTER, PE
PAUL A. ENDRIS II. RA
WEBB BERNHARDT, PE
MICHAEL S. HARKNESS, PE
WILLIAM J. BOUCHER, PE
CHRISTOPHER F. MURPHY, PE
DALE T. {SKIP} FRANCIS, PE
GREGORY R. SU5EMICHEl, PE
SABER ATMAR, PE
PETER M. HODAPP, PE
KATHLEEN M. BERGER. RLA
DAVID A. SMITH, AlA
KEITH A. CORBAN, PE
ROBERT S. BROWN, PE
MICHAEL T. LA1Z, PE
THOMAS W. CANCilLA, AlA
RU5SELL L. BUECHE. AlA
JOH N N. HOOD. LS
ANDREW D. RENTSCHLER, PE
JENNIFER M. ALFORD, PE
PAUL DENNY, PE
MICHAEL L. BISHOP, LS
DAVID C. GEORGE, PE
CRAIG M. PARKS, PE
GERRY S. MANG, CFEJ
BLAINE I. PAUL, PE
MOLAPO R. M. KGABO, PE
SCOTT D. BOND, AlA
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REGISTRATION
INDIANA - OHIO
KENTUCKY" MICHIGAN
ILLINOIS. MISSOURI
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SOUTH DAKOTA - IOWA
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OFFICES
INDIANAPOLIS, IN
COLUMBUS, OH
SOUTH BEND, IN
I IN2002,0920,INO IORPT.SLOOO
LRJ.DOC
AMERICAN CONSULTING& INC.
.)
Architects
Consultants
Engineers
Drainage Computations Summary
for
Clarian North Medical Center
11Sth and Meridian
Hamilton County
Carmel, Indiana
PREPARED FOR:
ClARIAN HEALTH
INDIANAPOLIS, INDIANA 46268
PREPARED BY:
AMERICAN CONSULTING, INC.
7260 SHADElAND STATION
INDIANAPOLIS, INDIANA 46256
January 17, 2003
Revised February 4, 2003
Revised March 17, 2003
Revised May 9, 2003
Submitted by:
Jamie l. Poczekay, PE
Kathy Berger, RlA
ARCHITECTURE STRUCTURAL CIVil ENVIRONMENTAL TRANSPORTATION PLANNING SURVEYING FORENSIC ENGINEERING
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AMERICAN CONSULTING, INC.
TABLE OF CONTENTS
DRAINAGE COMPUTATIONS SUMMARY
APPENDIX A SITE MAPS
APPENDIX B EXISTING DRAINAGE INFORMATION
APPENDIX C PROPOSED DRAINAGE INFORMATION
IN2002.0920.INOIO.R.PT.SI.OOOI.R3.DOC
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AMERICAN CONSULTING, INC.
Drainage Computations Summary
Clarian North Medical Center
Location:
This project site is located north of 1 16th Street, west of US 31, east of Spring Mill Road, and south of the Ritz
Charles property in Hamilton County, Carmel, Indiana. The proposed Illinois Street will bisect the property. The
medical center will be constructed on the east side of Illinois Street. The project is not within the I DO-year flood
zone as shown by the Flood Insurance Rate Map 180081 0007 C, effective May 19, 1981. A copy of the site
vicinity map, flood insurance rate map, and soils survey map are included in Appendix A.
Project Description:
This project consists of the construction of a hospital and adjoining medical office building. This building
includes a recessed loading dock and emergency helicopter pad. A central plant located to the northeast will
support the facility. The northern pond will collect stormwater from the area north of the hospital and west of
Illinois Street that is part of the W.R. Fertig Watershed. The southern pond will collect stormwater from the east
and south sides of the hospital and the southern portion of Illinois Street. These ponds will be interconnected
with a 36" RCP along Illinois Street. The southern pond will then outlet to an existing culvert under US 31 in the
southeast corner of the property.
Existing Drainage:
The property contains 107 acres, of which approximately 66.4 acres drain to the southeast and through two
culverts under US 31. Approximately 28.2 acres drain to a private tile in the southwest corner. Approximately
three acres drain to the northeast corner of the site to an existing culvert under US 31. The remaining 10.9 acres
drain to the northwest corner of the site.
Proposed Drainage:
The majority of the site is part of the restricted W.R. Fertig Watershed. The allowable discharge for the site has
been predetern1ined by Hamilton County to be 0.24 cfs per acre for the 1 DO-year storm for only the area already
included in the watershed. The portion of the Clarian North site draining toward the proposed outlet is 66.357
acres. A 4. I 64 strip of land will remain undeveloped along the US 31 right-of-way. Therefore, 62.193 acres was
used to determine the allowable outflow rate of 14.93 cfs from the proposed detention areas.
A pond has been designed using ICPR to meet the restrictions noted above. The pond outfall consists of a 19"
control orifice at the normal pool elevation. The outfall structure conveys stonnwater to a ditch that flows to the
culvert under US 31. Please find below a summary of the proposed drainage results.
toO-yr. Stage
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854. I 0
852.39
Discharge
efs
N/A
14.40
Based on the results presented above, the proposed 1 DO-year peak discharge meets the maximum allowable
discharge. Site drainage calculations can be found in Appendix C.
Conclusions:
No adverse impacts are anticipated as a result ofthis design.
1
IN2002.0920.!NO I O.RPT.SI.OOO I.R3.DOC
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AMERICAN CONSULTING, INC.
APPENDIX A
SITE MAPS
1N2002. 0920.JNO] O.RPT.SLOOO] .R3 .DOC
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NA.TlONAL FLOOD IN~URANCE PROGRAM
FIRM
FlOUD INSURANCE RATE MAP
CITY OF
CARMEL,
INDIANA
HAM ILTON COUNTY
~$~E MAP IND.:>:. "Of'. PANELS NOT PRINTEDl
COMMUNI1y.pANEl NUMBER
180081 0001 C
EFFECTIVE DATE:
MAY 19, 1981
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AMERICAN CONSULTING, INC.
APPENDIX B
EXISTING DRAINAGE INFORMATION
!N2002.0920.!NOl O.RPT.SIOOO I.R3.DOC
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AMERICAN CONSULTING, INC.
APPENDIX C
PROPOSED DRAINAGE INFORMATION
1N2002.0920.lNO I O.RPT.SI.OOOI.R3.DOC
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NODAL
DIAGRAM
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36'RCP/
LENG11i 17~
INV UI5 849.00
INV DIS 848.77
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LEN1ITH131'
INY UI5 848.59
INV DIS 848.42
MH7
STAGE AREA
856Mij01
848.42 0.0001
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LENG11i 19~
INYU/S 648.3
INY 01S 848.01
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'w'IJODED BUFFER
18.075 ACRES
1.../\ V'J -v.., , I"....... ,. , _ ow -.....___
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Max Time Max Warning Max Delta Max Surf Max Time Max Max T
Name St;age Stage Stage Stage Area Inflow Inflow Outf
hrs ft ft ft ft2 hr. of.
I BOUNDARY BASE 10-1 HUFF2 0.00 848.300 853.000 0.0000 0 3.48 6.191 0
BOUNDARY BASE 10-12 HUFF2 0.00 848.300 853.000 0.0000 0 11.19 11. 060 0
BOUNDARY BASE 10-2 HUFF2 0.00 848.300 853.000 0.0000 0 3.97 8.618 0
BOUNDARY BASE 10-24 HUFF2 0.00 848.300 853.000 0.0000 0 lS.90 9.965 0
BOIJNDARY BASE 10-3 HUFF2 0.00 848.300 853.000 0.0000 0 4.57 9.506 0
I BOIJNDARY BASE 10-6 HUFF2 0.00 848.300 853.000 0.0000 0 6.46 10.901 0
BOUNDARY BASE 100-1 HUFF2 0.00 848.300 853.000 0.0000 0 3.68 ~~
BOUNDARY BASE 100-12 HUFF2 0.00 848.300 853.000 0.0000 0 12.05
BOUNDARY BASE 100-2 HUFF2 0.00 848.300 853.000 0.0000 0 4.82 . 0
BOUNDARY BASE 100 -24 HUFF2 0.00 848.300 853.000 0.0000 0 19.18 13.572 ~ 0
BOUNDARY BASE 100-3 HUFF2 0.00 848.300 853.000 0.0000 0 5.60 12.565 100-0
I BOUNDARY BASE 100-6 HUFF2 0.00 848.300 853.000 0.0000 0 6.95 13.842,R. 0
MHl BASE 10-1 HUFF2 1.11 851.858 856.000 0.0050 537 1. 07 19.090 t-A~
MHl BASE 10-12 HUFF2 6.10 851. 653 8S6.000 0.0050 582 6.00 16.237
MHl BASE 10-2 HUFF2 2.02 852.129 856.000 0.0050 446 1.97 21. 524
I MH1 BASE 10-24 HUFF2 12.06 851.249 856.000 0.0049 631 10.83 11.419 \'D 1 ;vJ
MH1 BASE 10-3 HUFF2 2.76 852.091 856.000 0.0049 461 2.52 20 . 963 D\J1fi..-D
MHl BASE 10-6 HUFF2 3.73 851. 880 856.000 0.0050 531 3.40 18.984
MHl BASE 100-1 HUFF2 1.10 853.048 856.000 0.0050 139 1. 00 26.414 1
MHl BASE 100-12 HUFF2 9.72 853.105 856.000 0.0050 139 5.23 22.319 5
I MHl BASE 100-2 HUFF2 2.08 853.575 856.000 0.0059 139 1.57 26.395 1
MHl BASE 100-24 HUFF2 13.36 852.499 856.000 0.0049 167 8.66 16.605 8
MHl BASE 100-3 HUFF2 3.06 853 . 778 856.000 0.0070 139 1. 80 25.953 1
MHl BASE 100-6 HUFF2 5.53 853.629 856.000 0.0064 139 2.88 24.857 2
I MH2 BASE 10-1 HUFF2 1.11 851. 630 856.000 0.0049 468 1. 06 19.055 1
MH2 BASE 10-12 HUFF2 6.10 851. 457 856.000 0.0049 500 6.10 16.231 6
MH2 BASE 10-2 HUFF2 2.02 851. 881 856.000 0.0050 401 1. 98 21.558 2
MH2 BASE 10-24 HUFF2 12.10 851.116 856.000 0.0050 538 10.79 11.406 11
MH2 BASE 10-3 HUFF2 2.78 851. 855 856.000 0.0050 409 2.64 20.983 2
MH2 BASE 10-6 HUFF2 4.90 851.693 856.000 0.0048 454 3.38 19.003 3
I MH2 BASE 100-1 HUFF2 1.10 852.500 856.000 0.0050 135 1. 03 26.493 1
MH2 BASE 100-12 HUFF2 9.79 852.966 856.000 -0.0081 135 5.37 22.327 5
MH2 BASE 100-2 HUFF2 2.09 853.OS3 856.000 0.0050 135 1. 61 26.366 1
MH2 BASE 100-24 HUFF2 14.26 852.422 856.000 0.0049 135 8.73 16.615 8
MH2 BASE 100-3 HUFF2 3.09 853.399 856.000 0.0050 135 1. 80 26.068 1
I MHZ BASE 100-6 HUFF2 6.00 853.383 856.000 0.0050 135 2.83 25.200 2
MH3 BASE 10-1 HUFF2 1.12 851. 424 856.000 0.0050 339 1. 09 19.016 1
MH3 BASE 10-12 HUFF2 9.76 851. 341 856.000 0.0050 349 6.10 16.326 6
MH3 BASE 10-2 HUFF2 2.03 851. 660 856.000 0.0050 303 2.00 21. 502 2
I MH3 BASE 10-24 KUF1?2 12.23 851. 023 856.000 0.0050 373 11. 52 11.658 10
MH3 BASE 10-3 HUFF2 2.89 851. 647 856.000 0.0049 305 2.S4 21. 209 2
MIB BASE 10-6 HUFF2 4.98 851. 545 856.000 0.0050 323 3.44 18.961 3
MH3 BASE 100-1 HUFF2 1.12 852.148 856.000 0.0050 133 1. 03 26.346 1
MH3 BASE 100-12 HUFF2 10.84 852.859 856.000 -0.0165 127 5.23 22.744 5
MH3 BASE 100-2 HUFF< 2.13 852.588 856.000 -0.0057 127 1. 57 26.557 1
I M113 BASE lOO~24 HUFF2 17.03 852.361 656.000 -0.0064 127 8. B2 16.936 B
MH3 BASE 100-3 HUFF2 3.14 853.064 B56.000 -0.0055 127 1. 61 25.921 1
MH3 BASE 100-6 HUFF2 6.02 853 .172 856.000 -0.0063 127 2.75 25.240 2
MH4 BASE 10-1 HUFF2 1.12 851. 256 856.000 0.0050 415 1.12 19.696 1
I MH4 BASE 10-12 HUFF2 10.84 851.308 856.000 0.0050 402 6.15 17.281 6
MH4 BASE 10-2 HUFF2 2.04 851.481 B56.000 0.0050 380 2.03 22.591 2
MH4 BASE 10-24 HUFF2 13.34 850.964 856.000 0.0050 441 10.54 11. 788 9
MH4 BASE 10-3 HUFF2 3.02 851. 486 856.000 0.0050 378 2.64 22.160 2
MH4 BASE 10-6 HUFF2 6.02 851. 449 856.000 0.0050 380 3.26 19.944 3
I MH4 BASE 100-1 HUFF2 1.12 851. 929 856.000 0.0050 239 1. 03 27.401 1
MH4 BASE 100-12 HUFF2 10.72 852.775 856.000 0.0194 130 5.06 23.048 5
M114 BASE 100-2 HUFF2 2.15 852.256 856.000 0.0060 130 1. 81 27.372 1
MH4 BASE 100-24 HUFF2 16.76 852.313 856.000 -0.0084 130 8.73 17.B16 9
MH4 BASE 100-3 HUFF2 3.14 852.793 856.QOO 0.0060 130 1. ao 27.069 2
MH4 BASE 100-6 HUFF2 6.07 853.005 856.000 0.0057 130 2. B3 26.062 2
I MH5 BASE 10-1 HUFF2 1.12 850.968 856.000 0.0046 540 1.10 18.984 1
MH5 BASE 10-12 HUFF2 10.84 851.270 856.000 0.0046 476 6.10 16.291 6
MH5 BASE 10-2 HUFF2 2.09 851.178 856.000 0.0044 499 2.00 21. 4S2 2
MH5 BASE 10-24 HUFF2 14.65 850.918 856.000 0.0047 548 9.95 11. 668 10
I MH5 BASE 10-3 HUFF2 3.07 851. 227 856.000 0.0046 487 2.54 21.326 2
MH5 BASE 10-6 HUFF2 6.07 851.346 B56.000 0.0049 454 3.13 18.958 3
MH5 BASE 100-1 HUFF2 1.14 851. 556 856.000 0.0043 365 1.04 26.318 1
MH5 BASE 100-12 HUFF2 11. 02 852.657 856.000 0.0135 137 5.10 22.688 5
MH5 BASE 100-2 HUFF2 3.77 851. 900 856.000 -0.0051 137 1. 67 26.523 1
I MH5 BASE 100-24 HUFF2 19.17 852.243 856.000 -0.0081 137 9.23 17.476 8
MH5 BASE 100-3 HUFF2 3.18 852.417 B56.000 -0.0049 137 2.12 26.256 1
MH5 BASE 100-6 HUFF2 6.07 B52.763 856.000 -0.0047 137 2.75 25.019 2
MH6 BASE 10-1 HUFF2 1.13 850.678 856.000 0.0050 494 1.12 19.162 1
I MH6 BASE 10-12 HUFF2 10.96 851.240 856.000 0.0048 380 6.15 16.537 6
MH6 BASE 10-2 HUFF2 2.11 850.882 856.000 0.0050 465 2.03 21. 752 2
MH6 BASE 10-24 HUFF2 15.41 850.892 856.000 0.0043 463 10.66 11.649 10
MH6 BASE 10-3 HUFF2 3.12 850.990 B56.000 0.0050 445 2.64 21.218 2
MH6 BASE 10-6 HUFF2 6.12 851.263 B58.000 0.0045 374 3.51 19.159 3
I Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page I of2
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Max Time Max Warning Max Delta Max SUrf Max Time Max Max T
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outf
hrs ft ft ft ft2 hrs cfs
MH6 BASE 100-1 HUFF2 2.08 851.229 856.000 0.0049 385 1.03 26.445 1
MH6 BASE 100-12 HUFF2 11.91 852.556 856.000 0.0141 134 5.06 22.315 5
MH6 BASE 100-2 HUFF2 4.16 851. 726 656.000 0.0061 134 1.61 26.366 1
MH6 BASE 100-24 HllFF2 19.00 852.182 656.000 0.0139 134 8.13 17.021 9
MH6 BASE 100-3 HUFF2 3.56 852. OB3 656.000 -0.0064 134 LBO 25.999 1
MH6 BASE 100-6 HUFF2 6.11 652.540 856.000 0.0140 134 2.83 24.922 2
MH7 BASE 10-1 HUFF2 1.14 850.344 856.000 -0.0050 430 1.13 16.966 1
MH7 BASE 10-12 HUFF2 11. 06 851.219 856.000 0.0072 265 6.11 16.139 6
MH7 BASE 10-2 HUFF2 2.19 850.560 856.000 -0.0050 412 2.02 21. 437 2
M117 BASE 10-24 HUFF2 15.93 650.674 656.000 0.0064 371 10.86 11. 799 10
M117 BASE 10-3 HUFF2 3.66 850.777 656.000 0.0064 366 2.54 20.946 2
M117 BASE 10-6 HUFF2 6.21 651.196 656.000 0.0063 293 3.44 18.69l 3
M117 BASE 100-1 HUFF2 2.79 651. 019 656.000 0.0066 341 1.05 26.254 0
M117 BASE 100-12 HUFF2 12.02 652.470 656.000 -0.0179 130 5.23 22.269 5
M117 BASE 100-2 HUFF2 4.40 851.576 656.000 0.0064 130 1.57 26.162 1
MH7 BASE 100-24 HUFF2 19.16 652.123 656.000 -0.0179 130 9.23 17.236 9
M117 BASE 100-3 HllFF2 4.21 851. 636 656.000 0.0062 130 1.Bl 25.765 1
M117 BASE 100-6 HUFF2 6.12 652.332 656.000 -0.0177 130 2.99 24.656 2
POND N BASE 10-1 HUFF2 1.12 855.500 0.0021 76924 0.50 96.866 1
POND N BASE 10-12 HUFF2 6.11 655.500 0.0042 77364 3.59 21.394 6
POND N BASE 10-2 HUFF2 2.02 855.500 0.0037 B0975 0.92 70.76B 2
POND N BASE 10-24 HUFF2 12.03 655.500 0.0034 74277 7.25 12. 7B 9 10
POND N BASE 10-3 HUFF2 2.75 855.500 0.0045 80646 1.33 54.846 2
POND N BASE 10-6 HUFF2 3.69 855.500 0.0050 79062 2.67 34.755 3
POND N BASE 100-1 HUFF2 1.13 855.500 0.0021 89727 0.50 171. 622 1
POND N BASE 100-12 HUFF2 9.73 655.500 0.0050 97494 3.58 34.665 5
POND N BASE 100-2 HUFF2 2.06 655.500 0.0044 93350 0.92 117.866 2
POND N BASE 100-24 HUFF2 13.31 855.500 0.0049 82597 7.00 21. 069 8
POND N BASE 100-3 HUFF2 3.06 855.500 0.0050 93994 1.33 90.141 2
POND N BASE 100-6 HUFF2 5.51 655.500 0.0050 92110 1.83 56.862 3
POND S BASE 10-1 HUFF2 3.48 849.999 853.000 0.0020 146701 0.50 79.925 3
POND S BASE 10-12 HUFF2 11.19 651.193 653.000 0.0025 158634 5.34 26.544 11
POND S BASE 10-2 HUFF2 3.97 650.465 653.000 0.0023 151440 1. 00 58.766 3
POND S BASE 10-24 HUFF2 15.90 850.651 853.000 0.0026 155356 10.54 19.918 15
POND S BASE 10-3 HUFF2 4.57 650.715 853.000 0.0022 153979 1.37 48.916 4
POND S BASE 10-6 HUFF2 6.46 851.142 653.000 0.0025 156311 2.67 37.964 6
POND S BASE 100-1 HUFF2 3.66 650.963 653.000 0.0018 156479 0.50 129.079 3
POND S BASE 100-12 HUFF2 12.05 \ 652. 39~1 653.000 0.0027 171895 5.23 41.710 12
POND S BASE 100-2 H!JPP2 4.62 6Sr. 4. 653.000 0.0019 161756 0.94 94.631 4
POND S BASE 100 -24 HUFF2 19.16 852.070 653.000 0.0032 167999 9.09 29.436 19
POND S BASE 100-3 HUFF2 5.60 651.701 653.000 0.0023 164050 1.33 79.6n 5
POND S BASE 100-6 HUFF2 6.95 852.173 853.000 0.0026 169244 2.67 58.292 6
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Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 2 of2
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~f- dolo-
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=============-==========.-.-================================_.=======.====...========.====
_=:= Basins ...c=========...=======...__===_...===========......===================.......
._..===a....____.__._.____=_=_=_=====_======_.==_=..._====a=.=.======_===._._._======...==
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Name, DA 4
Group: BASE
Node: MHl
Type, scs uni t Hydrograph
Status: Onsite
Unit Hydrograph, U11484
Rainfall File, Huff2
Rainfall Amount (in) : 0.000
Area (ae) , 2.223
Curve Number, 96.00
DClA(t), 0.00
Peaking Factor: 484.0
Storm Duration (hrs) : 24.00
Time of Cone (min) : 10.00
Time Shift (hrs) , 0.00
Max Allowable Q(efs), 999999.000
Name: DA 5
Group: BASE
Node: POND S
Type: SCS Unit Hydrograph
----------------------------------------------------------------------------------------------------
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Unit Hydrograph,
Rainfall File,
Rainfall Amount (in) ,
Are.a(ac) :
Curve Numbe r:
DClA(t) ,
Peaking Factor:
Storm Duration(hrs}:
Time of Cone (min) :
Time Shift (hrs) ~
Max Allowable Q{cfa) :
Status: Onsite
484.0
24.00
10.00
0.00
999999.000
---------~-~-------~----------~----------------------------------------------------------~----------
Status: Onsite
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UH484
Huff2
0.000
19.160
96.00
0.00
Name: DA G
Group: BASE
Node: POND S
Type, SCS Un! t Hydrograph
Unit Hydrograph: 1JH484
Rainfall File, Huff2
Rainfall Amount (in) : 0.000
Area (ae): 6.604
CUrve Number: 99.00
DClA('), 0.00
Peaking Factor: 484.0
Storm Duration (hrs) : 24.00
Time of Cone {min} : 1.00
Time Shift (hrs) : 0.00
Max Allowable Q{cfs): 999999.000
Name: DA Rl
Group: BASE
Node: POND N
T:ype: Bes Unit Hydrogra.ph
---------~------------------------------------------------------------------------------------------
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Unit Hydrograph:
Rainfall File,
Rainfall Amount (in) :
Area (ae) :
Curve Number:
DClA(t) :
UH484
Huff2
0.000
4.358
85.00
0.00
Peaking Factor:
Storm Duration (hrs) :
Time of Conc(min):
Time Shift (hrs) :
Max Allowable Q(efs) ,
Status: Onsite
484.0
24.00
10.00
0.00
999999.000
--------------------~--~~-----------------------------------~---------------------------------------
Status: Onsite
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I
Name: DA R,2
Group: BASE
Node, POND S
Type: SCS Unit Hydrograph
Unit Hydrograph, UH484
Rainfall File, Huff2
Rainfall Amount (in) , 0.000
Area (ac) : 3.178
CUrve NUmber: 95.00
DCIA(t): 0.00
Peaking Factor: 484.0
Storm Duration (hrs) , 24.00
Time of Cone (min) : 10.00
Time Shifc(hrs): 0.00
Max Allowable Q(cfs}: 999999.000
Name: DAl
Group: BASE
Unit Hydrograph:
Rainfall File,
Rainfall Amount (in) :
Area (ae) :
Curve Number:
DClA(t) ,
Node: POND N
Type: SCS Unit Hydrograph
----------------------------------------------------------------------------------------------------
I
I
I
Uh484
Huff2
0.000
18. 075
87.00
0.00
Peaking Factor:
Storm Duration (hrs) :
Time of Cone (min) :
Time Shift (hra) :
Max Allowable Q(efa} ,
Status I Onsite
484.0
24.00
10.00
0.00
999999.000
-------------------------------~--------------------------------------------------------------------
Status: onsite
I
Name: DA2
Group: BASE
Node, POND N
Type: SCS Unit Hydrograph
Page 1 of 14
Interconnected Channel and Pond Routing Model (ICPR) @ZOOZ Streamline Technologies, Inc.
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Unit Hydrograph, Uh4S4
Rainfall File, Huff2
Rainfall Amount (in) , 0.000
Area (ae) , 2.693
CUrve Number: 98.00
DCIA(%), 0.00
Peaking Factor: 484.0
Storm puration{brs}: 24.00
Time of Cone (min) , 1.00
Time Shift (hra) , 0.00
Max Allowable o(efa), 999999.000
----------------------------------------------------------------------------------------------------
Name: DA3
Group: SASE
Node: POND N
Type, scs unit Hycirograph
Status: Onsite
Unit Hydrograph, Uh484
Rainfall File, Huff2
Rainfall Amount (in) , 0.000
Area (ae) , 24.934
Curve Number: 92.00
DCIAI%) , 0.00
;eaking Factor: 484.0
Storm Duration (hra) , 24.00
Time of concCmin): 10.00
Time Shift (hral , 0.00
Max Allowahle O(efal, 999999.000
m==========.D================a~=====a==.============.......===============================
==== Nodes =========.======================~_=========================...._====__=========
==.---===.-..============:============================.....===============================
Name, BOUNDARY
Group: BASE
Type, Time/Stage
Baee Flow(de), 0.000
Init Stage(ft), 848.300
Warn Stage (ft) , 853.000
Time (hra) Stage(ft)
*-----*-------- ---------*-----
0.00 648.300
999999.00 848.300
------------------------------------------------------------------------------------------
Name:
Group:
Type:
MHl
BASE
Manhole, Flat Floor
Base Flow(efa), 0.000
Plunge Factor: 1.00
Init Stage (ft), 849.450
Warn Stage(ft), 856.000
Stage (ft)
Area (ac)
--------------- ---------------
849.450
S56.000
0.0001
0.0001
------------------------------------------------------------------------------------------
Name:
Group:
Type,
Base Flow(efs), 0.000
Plunge Factor: 1.00
MH2
BASE
Manhole, Flat Floor
Init Stage(ftl, 849.240
Warn Stage (ft) , 856.000
Stage (ft)
Area (ac)
--------------- ---------------
849.240 0.0001
856.000 0.0001
------------------------------------------------------------------------------------------
Name:
Group:
Type,
Base Flow(cfs): 0.000
Plunge Factor: 1.00
Init Stage (ft) , 849.070
Warn Stage (ft) , 856.000
MH3
BASE
Manhole, Flat Floor
Stage (ft) Area (ae)
--------------- ---------------
849.070 0.0001
856.000 0.0001
------------------------------------------------------------------------------------------
Name~
Group:
Type,
Base Flow(cfs}: 0.000
Plunge Factor, 1.00
Init Stage (ft) , 849.000
Warn Stage (ft) , 856.000
MH4
BASE
Manhole,
Flat Floor
Stage 1ft) Area lac}
--------------- ---------------
849.000
0.0001
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 2 of 14
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0.0001
856.000
~---------------------------~-------------------------~---------------------~-------------
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Base Flow (cfsl : 0.000
Plunge Factor: 1.00
Init Stage/ft). 848.770
Warn Stag. (ft), 856.000
Name: MH5
Group: BASS
Type: Manhole, Flat Floor
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I
Stage(ftl
--------.------
848.770
856.000
Area Cae}
---------------
0.0001
0.0001
------------------------------------------------------------------------------------------
Init Stag. 1ft) : 848.590
Warn Stage 1ft) : 856.000
Name: MH6
Group: BASE
TYPe: Manhole, Flat Fleor
I
Stage 1ft)
Base Flow(cfs): 0.000
Plunge Factor: 1.00
Area (ac)
-----_.------.- ---------------
I
848.590
856.000
0.0001
0.0001
------------------------------------------------------------------------------------------
Init Stage 1ft) : 848.420
Warn Stage 1ft) : 856.000
Ease Flow (cfs) : 0.000
Plunge Factor: 1.00
I
Name: MH7
Group: BASE
Type: Manhole I Flat Floor
I
Stage (ft)
-~---~-~-~----- ------------~--
Area (ac)
848.420 0.0001
8SG.DOD 0.0002
--------------~--------~----~-------------------------------------------------------------
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Name: POND N
Group: BASE
Type: Stage/Area
Stagelftl
-~------------~
849.700
aso.ooo
851. 000
a52.000
853.000
854.000
855.000
856.000
Base Flow (cfs) , 0.000
Init Stage{ftl, 849.700
Warn Staselft), 855.500
Area lac)
-~----------.._-
1. 4340
1. 4620
1..6400
1. 8030
1.9700
2.1400
2.3130
2.4900
-------~----------------------------------------------------------------------------------
Init Stase (ftl, 848.300
Warn Stase Iftl, 853.000
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Name: POND S
Group: BASE
Type: Stage/Area
Stage 1ft)
Sase Flow(cfs): 0.000
-------------~- ---------------
Area (ac)
I
I
a48.300
849.000
850.000
B51. 000
B52.000
853.000
2.9750
3.1340
3 .3650
3.5990
3.8370
4.1150
=======~===========================....~.....=..=c==============:=======================:=
a=== Cross Sections =================================================.~.============...a==
=======~==================================================================================
I
Name:
Encroachment: No
Group: BASE
I
Station(ft) Elevation (ft) Manning's N
~--~~---------- --._----------- ---------------
=========~====.===~=========~================_===============~$=4=========================
==== Operating Tables ---=.-._.=-==========.====-==___=_==================================
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Page3 of14
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
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=================================================-====~=============~=============~=======
II
Name: Group: BASE
Type: Bottom Clip
Function: Time VB. Depth of Clip
I
Time (hrs) Clip Depth(in)
-------~------- ---------------
=======================================~===================-_.=~==============----==--=-==
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==== Pipes ====:====================================================:====:::==============
===================================================================================:======
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Name: MHl-MII2 From Node: MIll
Group: BASE To Node: M112
UPSTREAM DOWNBTREAM
Geometry: Circular Circular
Span(in) : 36.00 36.00
Rise(in): 36.00 36.00
Invert (ft) ; 849.450 849.250
Manning's N: 0.013000 0.013000
TOp Clip (in) : 0.000 0.000
Bot Clip (in) : 0.000 0.000
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Upstream FHWA Inlet Edge Deacription;
Circular Concrete: Groove end projecting
I
Downstream ~HWA Inlet Edge Description:
Circular Concrete~ Groove end projecting
Length (ft), 167.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Caef: 0.20
Exit Loss Cbef: 0.00
Bend Loss Coef: 0.00
Outlet Ct~l Spec: Use de or tw
Inlet Ctrl spec, Use dn
Stabilizer Option: None
I
Name: MH2-MH3
Group: BASE
From Node: MH2
To Node: MH3
------------------------------------------------------------------------------------------------~---
UPSTREAM
Geometry: Circular
Span (in): 36.00
Rise (in): 36.00
Invert (ftl : 849.250
Manning's N: 0.013000
Top Clip(inl: 0.000
Bot Clip(inl: 0.000
DOWNSTREAM
Circular
36.00
36.00
849.090
0.013000
0.000
0.000
I
I
Upstream FHWA Inlet Edge Description:
Circular Concre~e: Groove end projecting
I
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Length(ftl: 125.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Bot.h
Entrance Loss Caef: 0.20
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use de ar tw
Inlet Ctrl Spec: Use dn
Stabilizer Option: None
I
____________w____ww______~___________________________~______________________________________________
I
Name: MID-MH4 From Node: M113
Group: BASE To Node: M114
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span (in) : 36.00 J6.00
Rise{in) : 36.00 J6.00
Invert (ft) : 6451. 090 849.020
Manning's N: 0.010000 0.013000
Top Clip (in) = 0.000 0.000
Bot Clip {in} : 0.000 O.QOO
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upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
I
Length (ftl : 56.00
Count: 1
Friction Equation: Average Conveyance
Solu~ion Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.20
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl spec: Use dc or tw
Inlet Ctrl Spec: Use dn
stabilizer Option: None
From Node: NH4
'to Node: MHS
~-----~--------------------------------------------------~------------------------------------------
Length/ft): 175.00
Count: 1
Name: MH4-MHS
Group: BASE
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Page 4 of14
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
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UPSTREAM
Geometry: Circular
Span (in) , 36.00
Rise(in), 36.00
Invert (ft) , 849.020
Manning's N: 0.013000
Top Clip (in) : 0.000
Bot Clip (in) , 0.000
DOWNSTREAM
Circular
36.00
36.00
848.790
0.013000
0.000
0.000
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I
upstream FEWA Inlet Edge Description:
Circular Concrete~ Groove end projecting
Downstream FHWA Inlet Edge Description:
Circular Concretet Groove end projecting
I
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow, Both
Entrance Loss Caef: 0.20
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
OUtlet Ctrl Spec: Use de or tw
Inlet Ctrl Spec, Use dn
Stabilizer Option: None
~-------------------------------------------------------------------------------------------------
Name: MH5-MH6 From Node: MHS
Group: BASE To Node: MH6
UPSTRElIM DOWNSTREAM
Geometry: Circular Circular
Span lin) , 36.00 36.00
Rise (in) : 36.00 36.00
Invert 1ft), 848.790 848.600
Manning I s N: 0.013000 0.013000
Top Clip (in) , 0.000 0.000
Bot Clip (in) , 0.000 0.000
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Upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
I
Downstream FHWA Inlec Edge Description:
Circular Concrete: Groove end projecting
Length(ft): 144.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Ccef: 0.20
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use de or tw
Inlet Ctrl Spec: Use dn
Stabilizer Option: None
I
Name: MHG-MH7
Group: BASE
From Node: MH6
To Node: MH7
.---------------------------------------------------------------------------------------------------
UPSTREAM
Geometry: Circular
Span (in) , 36.00
Rise(in): 36.00
Inver!:..CftJ: 848.600
Manning's N: 0.013000
Top Clip (in) , 0.000
Bot Clip (in) , 0,000
DOWNSTREAM
Circular
36.00
36.00
848.430
0,013000
0,000
0.000
I
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Upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
I
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
I
LengthCft), 131.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.20
Exit Loss Coef: 0.00
Bend Loss Caef: 0.00
Outlet Ctrl Spec: Use de or tw
Inlet Ctrl Spec: Use dn
Stabilizer Option: None
Name: MH7-S
Group: BASE
From Node: MH7
To Node: POND S
---------------------.------------------------------------------------------------------------------
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UPSTREAM
Geometry: Circular
Span(in), 36.00
Rise{in}: 36.00
Invert (ftl, 848.430
Manning's N: 0.013000
Top Clip (in I , 0.000
Bot Clip{in): 0.000
DOWNSTREAM
Circular
36.00
36.00
848.310
0.013000
0.000
0.000
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Upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
I
Length (ft) , 89.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.20
Exit Loss Caef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use de or tw
Inlet Ctrl Spec' crse dn
Stabilizer Option: None
Page 5 of 14
IntercoIU1ected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
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-------------~~--------------------------------------------------------------~----------------------
Name: N-MHl
Group' BASE
From Node; POND N
To Node, MH1
Length(ft), 18S.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm, Automatic
Flow: Both
Entrance Loss Caef: O~20
Exit Loss Coef: 0.00
Send Loss Coef: 0.00
OUtlet Ctrl Spec: Use de or tw
Inlet Ctrl Spec, Use dn
Stabilizer Option: None
I
UPSTREAM
Geometry: Circular
Span (in!, 36.00
Rise(in) , 36.00
Invert (ft) , 849.700
Manningls N: 0.013000
Top Clip (in), 0.000
Bot Clip(inl, 0.000
DOWNSTREAM
Circular
36.00
36.00
64~.450
0.013000
0.000
0.000
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upstream FHWA Inlet Edge Description:
Circular Cancrete~ Groove end projecting
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
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=:~===~==========~=========~==========.========a=_..=============================~=~====.=
==== Channels ===~====================~=============~=====================================
===========..====~======================..================================================
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Name: From Node: Length (ftl , 0.00
Group: BASE To Node: Count: 1
UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance
Geometry: Trapezoidal Trapezoidal solution Algorithm: Automatic
Invert (ft) , 0.000 0.000 Flow: Both
TClpInitZ (ft) , 99~9.000 999~.000 Contraction Coef: 0.000
Manningls N: 0.000000 0.000000 Expansion Coef: 0.000
TOp Clip (ft) , 0.000 0.000 Entrance Loss Coef, 0.000
Bot Clip (ft) , 0.000 0.000 Exit Loss Coef: 0.000
Main XSec: Outlet CtrJ. Spec: Use de or tw
AuxElev1 (ftl , Inlet CtrJ. Spec, Use dn
Aux XSecl: Stabilizer Option: NonE!
AuxElev2 (ft) ,
AWt XSec:2:
Top Width (ft) ,
Depth(ft) ,
Bot Width (ft) , 0.000 0.000
LtSdSlp(h/v) , 0.00 0.00
RtSdSlp (h/vl , 0.00 0.00
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=..========================~===..=====~=====~====~=======::===============:===:=========:=
==== Drop Strcutures ======~==============.==Q============================================
I
======~====================~================================..================:========:==
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Name: OUTLET From Node: POND S Length (ft) , 197.00
Group: BASE To Node: BOUNDARY Count: J.
UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance
Geometry: Circula.r Circular Solution Algorithm: Automatic
Span 'in) , 30.00 30.00 Plow: Both
Rise {in) : 30.00 30.00 Entrance Loss coef: 0.000
Invert [fl:) : 848.300 848.010 Exit Loss Coef: 0.000
Manning1S N: 0.013000 0.013000 Outlet Ctrl Spec: Use de or tw
Top Clip (in) : 0.000 0.000 Inlet Ctr1 Spec: Use rJ.n
Bot Clip (in) , 0.000 0.000 Solution Incs: 10
I
Upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
I
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
I
'*** Weir 1 of 1 for Drop Structure OUTLET '**'*"
Count.: 1 Bottom CJ.ip(in) , 0.000
Type, Vertical: Mavis Top Clip (in) , 0.000
Flew: Both Weir Disc Coef, 3.200
Geometry: Citcular Orifice Disc Coef: 0.600
Span (in) , 19.00 Invert (ft) , 848.300
Rise (in} : 1~.00 Control E1ev(ftl , 648.300
TABLE
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Interconnected Channel and Pond Routing Model (ICPR) <&:12002 Streamline Technologies, Inc.
Page 6 of 14
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=====..==========~==Z~~...========================..=================~=====.=..===========
_=m_ Weirs ===~_.=========================================================================
=======================.========================~===.========~=============-_.-._=_.=-==.-
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Name:
Group' BASE
.Flow: Both
Type: Horizontal
From Node:
To Node,
Count: 1
Geometry: Circular
I
span(inl :
Rise (inl :
Invert (ftl :
control Elevation(ft),
0.00
0.00
0.000
0.000
l"ABLB
I
Bottom Clip (inl : 0.000
l"ap Clip (in) : 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
I
==========..===============~=========.=.========~=================....====================
=._= Bridges -=--=====--===~-=========================..=======================~====:....=
=_._==~.._.=====..=~=======~=========__._============================c====================
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===========================~==============================================================
==== Ereaches =====a..._========================:=====...======_====~~=~=====-=~=========-
=======..=======================================================...===..._------=====-=---
=======~========================================~=========================.====~==========
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=g== Rating CUrves c=======~=~====================....====================================
================================..==========================.=.==========~================
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Name:
Group: BASE
Prom Node:
To Node:
Count: 1
Flow: Both
TABLE
ELEV ON(ft)
0.000
0.000
0.000
0.000
BLEV OFF(ft)
0.000
0.000
0.000
0.000
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#1:
#2,
#3,
#4,
======================~====~==================_..=========~=======================a=======
I
==== Hydrology Simulations =============================.=.===================~____ma__==_
======================~====~========..=.============_A====____====_.a____..__=============
Na.me: 10-1 HUFF2
Filename, D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\lO-l HUFF.R32
I
Override Defaults: Yea
Storm Duration(hrs): 1.~C
Rainfall File: Huff2
Rainfall Amounclin), 1.96
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l"ime (bra)
!)rint Inc{min)
----~----------
.._...._------~---
4.000
12.000
36.000
5.00
5.00
5.00
I
....-------------------------..---....-------------------------------------------------------------------
Name: 10-12 HUFF2
Filename, D,\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-12 HUFF.R32
I
OVerride Defaults: Yes
Storm uuration(hrs): 12.00
Rainfall File: Huff2
Rainfall Amount (in) , 3.60
Time (hra)
Frint Inc (min)
I
---------------
..--------------
4.000
12.000
36.000
5.00
5.00
5.00
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-
-------------------------------------~--------------------.._----------------------------------------
Name: 10-2 RUFF2
Filename, D,\IN2002\0920 - Clarian North\ICPR\PRBLIMINARY\10-2 HUFF.R32
Override Defaults: Yes
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 7 of 14
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Storm Duration (nr.) : 2.00
Rainfall File; Huff2
Rainfall Amount (in) : 2.40
Time (hrsl
------...-------~
4.000
12.000
36.000
Print Inc (min)
-----------.._--
5.00
5.00
5.00
..----------------..----------------------------------------------------------------------------------
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Name: 1.0-24 mJFF2
Filename, D,\IN2002\0920 - Clarian North\ICPR\FRELIMINARY\10-24 HUFF.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File, HUff2
Rainfall Arnount(in): 4.08
Time (hr.)
---------------
10.000
14.000
36.000
Print Inc (mini
--~--------.._--
15.00
5.00
15.00
----------------------------------------------------------------------------------------------------
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Name: 10-24 SCSII
Filename: D,\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-24 SCSII.R32
Override Defaults: Yes
Sto~ Duration{hrs); 24.00
Rainfall File: SCSII-24
Rainfall Amount (in) ; 4.08
Time (hrs)
---------------
10.000
14.000
36.000
Print Inc (min)
~_._-----------
15.00
5.~0
15.00
----------------~-----------._----------------------------~---------~-------------------------------
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Name: 10 -3 1!U1?F2
Filename, D,\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-3 HUFF.R32
Override Defaults: Yes
Storm Duration{hrs): 3.00
Rainfall File: Huff2
Rainfall Amount (in): 2.64
Time (hrs)
--~~-----------
4.000
12.000
36 .~OO
Print Inc: (min}
~--------------
5.00
5.00
5.00
----------------------------------------------------------~--------------------~--------------------
I
Name: 10-6 HUFF2
Filename: D,\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-6 HUFF.R32
Override Defaults: Yes
Storm Duration{hrs): 6.00
Rainfall File: Huff2
Rainfall Amount tin) : 3.~2
Time (hrs) Print Inc:Cmin)
--------------- ---------------
I
4.000
12.000
J6.000
5.00
5.00
5.00
----------------------------------------------------------------------------------------------------
I
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Name: 100-1 HUFF2
Filename, V,\IN2002\0920 - Clarian North\ICPR\FRELIMlNARY\lOO-l HUFF.R32
Override Defaults: Yea
Storm Duration{hrs): 1.00
Rainfall File: HUff2
Rainfall Amount (in): 2.88
Time (hrs)
--------------- ---------------
Print Inc (min)
I
4.000
12.000
36.000
5.00
5.00
5.00
_______________________________________________________w____________________________________________
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Page 8 of! 4
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
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-~
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Name, 100-12 HUFF2
Filename, D,\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-12 HUPF.R32
Override Defaults: Yes
Storm Duration(hrs1 = 12.00
Rainfall File: Huff2
Rainfall Amcuntlin): 5.16
Time (hral
-----.-.-------
4.000
12.000
36.000
Print Ine (m1n)
-...---------..._~-
5.00
5.00
5.00
----------------------------------------------------------------------------------------------------
I
I
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Name, 100-2 HUFF2
Filename, D,\IN2002\0920 - Clarian North\ICPR\FRELIMINARY\100-2 HUPF.R32
Override Defaults: Yes
Storm Duration(hrs): 2.00
Rainfall File: Huff2
Rainfall Amount (in) , 3.50
Timelhrel
_..----.._-------
4.000
12.000
36.000
Print Ine (m1nl
---------------
5.00
5.00
5.00
------------------------------------------------...---------------------------------------------------
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I
1-
Name, 100-24 HUFF2
Filename, D:\IN2002\0920 - Clarion North\ICPR\PRELIMINARY\100-24 HUFF.R32
Override Defaults: Yes
Storm DurationChrs]: 24.00
Rainfall File: Huff2
Rainfall Amount (in] : 6.00
Time (hra)
~-----~--------
10.000
14.000
36.000
Print Inc(min)
---------------
15.00
5.00
15.00
------~---------------------------------------------------------------------------------------------
Name: 100-24 SCSII
-Fnename, Di\INZO[)2\09:<O-~ Clarian North\ICPR\FRELIMINARY\100.24 SCSnoR32-
I
Override Defaults: Yes
Storm Duration {hrs] : 24.00
Rainfall File: SCSII-24
Rainfall Amount (in) : 6.00
Time (hJ:s) Print: Inc (rnin)
------~-------- ---------------
I
10.000
14.000
36.000
15.00
5.00
15.00
------~---------------------------------------------------------------------------------------------
I
I
Name, 100-3 HUFF2
Filename, D:\IN2002\0920 - Clarian North\ICPR\FRELIMINARY\100-3 HUFF.R32
Override Defaults: Yes
Storm Duration (hrs) : 3.00
Rainfall File: Huff2
Rainfall Amount (in) : 3.B7
Time(hrB)
--------------- ---------------
Print Inc(min)
I
4.000
12.000
36.000
5.00
5.00
5.00
----------------------------------------------------------------------------------------------------
I
Name, 100-6 HUFF2
Filename, D,\IN2002\0920 - Clerian North\ICPR\PRELIMINARY\100-6 HOFF.R32
Override Defaults~ Yes
Storm Duration (hrs) : 6.00
Rainfall Filel Huff2
Rainfall Amount (in) , 4.50
Ii
Time (hrB) Frint Inc(min)
5.00
--------------- ---------------
Ii
4. 000
Page 9 of 14
IntercolUlected ChalUle1 and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
I
I
5.00
5.00
I
12.000
36.000
=.======~====.a================a=======~=========_=_=====....==_======_==_====_==....=====
==== Routing Simulations ===========......--....----------===-..-==---..-----------...-.==
=====================================================_....a==a================......=__===
I
Name, 10-1 HUFF2 Hydrology Sim: 10-1 HUFF2
Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\lO-l HUFF2.132
Restart: No
Patch: No
Execute: Yes
Alternative; No
Delta Z Factor: 0.00500
I
I
I
I
Max Delta Z(ft), 1.00
Time Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Timelsec), 0.5000
Boundary Stages:
Time (hra)
-------~-------
4.000
12.000
36.000
Group
---------------
End Time(hrs): 36.00
Max Calc Time(sec): 60.0000
Boundary Flows:
print lnc (min)
---------------
5.000
5.000
5.000
BASE Yes
Run
-----------------------------------------------~--------------~---------------~---------------------
I
Name: 10-12 HUFF2 Hydrology Sim: 10-12 HUFF2
Filename, D:\lN2002\0920 - Clarian North\ICPR\PRELIMlNARY\10-l2 HUFF2.l32
Restart: No
Patch: No
Execute: Yes
Alternative: No
Delta Z Factor: 0.00500
I
I
Max Delta Z(ft), 1.00
Time Step Optimizer: 10.000
Start Time{hrs): 0.000
Min Calc Time (sec) : 0.5000
Boundary stages:
Time (hrsJ
End Time (hrs) : 36.00
Max Calc Time (see) : 60.0000
Boundary Flows:
Print Inc (min)
---~----------- ---------------
I
I
4.000
12.000
36.000
Group
--- ------ -- ----
BASE
5.000
5.000
5.000
Run
------------------------------------------------------------------~---------------------------------
Yes
I
Name, 10-2 HUFF2 Hydrology Sim: 10-2 HUFF2
Filename: D,\IN2002\0920 - Clarion North\ICPR\PRELlMlNARY\10-2 HUFF2.132
Restart: No
Patch: No
Execute: Yes
Alternative: No
Delta Z Factor: 0.00500
I
I
Max Delta Z(ft}: 1.00
Time Step Optimizer: 10.000
Start Time (hrs) , 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time (hra)
End Time (hrs) : 36.00
Max Calc Time (see) : 60.0000
Boundary Flows:
--------------- ---------------
Print Inc {minI
I
I
4.000
12.000
36.000
Group
--- ------------
BASE
5.000
5.000
5.000
Run
Yes
-------~--------------------------------------------------------------------------------------------
Name: 10-24 HUFF2
Hydrology Sim: 10-24 HUFF2
I
Page 10 of 14
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
1\
I
Restart: No
Patch: No
Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-24 HUFF2.I32
I
Execute: Yes;
Alternative: No
Delta Z Factor: 0.00500
I
I
I
I
Max Delta Z{ft):
Time Step Optimizer:
Start Time(hre) :
Min Calc Tim~{6ec) :
Boundary Stages:
Time {hrsj
~------~-------
10.000
14.000
36.000
Group
.------.-------
BASE
1.00
10.000
0.000
0.5000
End Time (hrs) : 36.00
Max Calc Time (sec) , 60.0000
Boundary .Flows;
P:r:int Inc (min)
---------------
15.000
5.000
15.000
R11Il
Ye.
-----------------~----------------------------------------------------------------------------------
Name, 10-24 SCSII Hydrology Sim, 10-24 SCSII
Filename, D,\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-24 SCSII.I32
Restart: No
Patch 1 No
I
Execute: Yes
Alternative: No
Delta Z Factor: 0.00500
I'
Ii
Ii
Ii
Max Delta Z (ft) :
Time Step Optimizer:
Start Time (hrs J :
Min Calc Time(sec) :
Boundary Stages:
Time (hrs)
-------._------
10.000
14.000
36.000
Group
---------------
BASE
1.00
10.000
0.000
0.5000
Ernd Time (hrs) , 36.00
Max Calc Time (see) : 60.0000
Boundary Flows:
Print Inc (min)
-.~~~--~~---~--
15.000
5.000
lS . 00 0
Run
Yes
~-----~--------~-._-~---~-~~~--------------------~---~--------------~-~-~-----~------~-~----------~-
Ii
I
I
I
Execute: Yes
Alternative: No
Name: 10-3 HUFF2 Hydrology gim: ~O-3 EUFF2
Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-3 HUFF2.I32
Patch: No
Restar\:: No
Max Delta Z {ft) :
Time Step Optimizer:
Start Time{hrs) :
Min Calc Time(sec) :
Boundary Stages:
Time (hrs)
---------------
4.000
12.000
36.000
Group
---------------
BASEr
1. 00
10.000
0.000
0.5000
Delta Z Factor~ 0.00500
End Time (hrsl : 36.00
Max Calc Time (sec) : 60.0000
Boundary Flows:
Print: Inc (min}
--~-~~~--------
5.000
5.000
5.000
Run
Yes
I
-~----------~--~--~-------------------------------------------------------------------------~-------
Ii
Ii
Execute: Yes
Alternative: No
Name: 10-6 HUFF2 Hydrology Sim: 10-6 HUFF2
Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-6 HUFF2.132
Patch, No
Restart: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time (hrsJ: 0.000
Delta Z Factor, 0.00500
End Time (hre) , 36.00
Page 11 of 14
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
I
I.
I
Min Calc Time(see) , 0.5000
Boundary Stages:
Time (hrs)
Max Calc Time (see) , 60,0000
Boundary Flews:
Print Ine (min)
~~--_.._------- ------------..-
I
I:
4,000
12,000
36,000
Group
---------------
EASE
5.000
5.000
5.000
Run
Yes
-~------------------------------~-----------------------~-------------------------------------------
I'
Name, 100-1 HUFF2 Hydrology Sim, 100-1 HUFF2
Filename, D,\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\lOO-l HUFF2,I32
Resta.rt: No
Patch: No
Execute: Yes
Alternat:.ive: No
Delta Z Factor: 0.00500
I
11
Max Delta Z(ft), 1,00
Time Step Optimizer: 10.000
Start Time (hra) : 0.000
Min Calc Time (see) , 0,5000
Boundary Stages:
Time (hrs)
End Time (hrs) , 36,00
Max Calc Time (see) , 60,0000
Boundary Flews:
Print Inc (min)
----------_.--- ------._.--_.--
Ii
Ii
4,000
12,000
36.000
Group
--------...._----
EASE
5,000
5.000
5.000
Run
Yes
-_.----------------------_.-----------------------------------------._----------------------.-._.---
Ii
Name: 100-12 HUFF2 Hydrology Sim: 100-12 HUFF2
Filename, D,\IN2002\092a - Clarian North\ICPR\PRELIMINARY\laO-12 HUFF2.132
Restart: No
Patch: No
Execute: Yes
Alternative: No
Delta Z Factorl 0.00500
I
Ii
I
I
Max Delta Z(ft): 1.00
Time Step Optimizer I 10.000
Start Time(hrs), 0,000
Min Calc Timetsec): 0.5000
Eoundary Stages:
Time (hrs)
---~----._-----
4.000
12.000
36,000
Group
-~------~------
BASE
End Time (hrs) : 36'.00
Max Calc Time(sec): 60.0000
BOW1d.ary Flows:
Print Inc {min)
---------------
5.000
5.000
5.000
Run
---~-----.------------------------------------------------------------------------------------------
Yes
I
Name: 100-2 HUFF2 Hydrology 81m: 100-2 HUFF2
Filename, D,\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\lOO-2 HUPF2,I32
Execute: Yes
Alternative: No
Delta Z Factor: 0.00500
I
I
Restart: No
Patch: No
Max Dslta Z(ft), 1.00
Time Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Time (see) : 0.5000
aoundary Stages:
End Time!hrs), 36.00
Max Calc Time!see), 60.0000
Boundary Flows:
Time (hrs) print Inc (min)
5,000
.-------------- ---------------
I
4.000
Page 12 of 14
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc,
II
I
5.000
5.000
I
I
12.000
36.000
Group
________~_w____
BASE
Run
Yes
.--------------------.-.-----------------------------------------------------------._--------------.
Name, 100-24 HUFF2 Hydrology Sim, 100-24 RUFF2
Filename, D:\IN2002\092o - Clarian North\rCPR\PRELIMINARY\100-24 HUFF2.I32
I
Execute: Yes
Alternative: No
Delta Z Factor: 0.00500
Ii
Ii
I
I
Restart: No
Patch, No
Max Delta Z{ft):
Time Step Optimizer:
Start Time (hr.) ,
Min Calc Time (see] :
Boundary Stages:
Time I hr.)
---------------
10.000
14.000
36.000
Group
---------------
BASE
1.00
10.000
0.000
0.5000
End Time {hrs} , 36.00
Max Calc Time (see) : 60.0000
Boundary Flows:
print Inc (min)
---------------
15.000
5.000
15.000
Run
Yes
-------------------~--------------------------------------------------------.-.--------------------.
Name, 100-24 SCSII Hydrology Sim: 100-24 SCSI I
Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10Q-24 SCSII.I32
Restart: No
Ii
EXecute! Yes
Alternat.ive: No
Delta Z Factor: 0.00500
I
I
Ii
Patch: No
Max Delta Z{ft) ,
Time Step Optimizer:
Start Time (nrs) :
Min Calc Time (sec) :
Boundary Stages:
Time (hra)
---~-~-..,-------
10.000
14.000
36.000
Group
--------------.
BASS
1.00
10.000
0.000
0.5000
End Time (hrs) : 3G.OO
Max Calc Time {see} : 60.0000
Boundary Flows:
print. Inc (min)
---~-----------
15.000
5.000
15.000
Run
Yes
-------------------------------------------~--------------------------------------------------------
I
Name, 100-3 HUFF2 Hydrology Sim, 100-3 HUFF2
Filename, D,\IN20a2\0920 - Clarian North\ICPR\PRBLIMINARY\100-3 HUFF2.I32
Execute: Yes
Alternative: No
I
I
I
I]
IJ
Restart: No
Patch: No
Max Delta Zlft), 1.00
Time Step optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time Ihrs)
---------------
4.000
12.000
36.000
Group
---------------
BASE
Delta Z Factor: 0.00500
End Time(hrs), 36.00
Max Calc Time(sec]: 60.0000
Boundary Flows:
Print Inc: (minI
---~-----------
5.000
5.000
S.OOO
Run
Yes
Page 13 of14
Interconnected Channel and Pond Routing Model (ICPR) rQ2002 Streamline Technologies, Inc.
I]
-------;;
I
-----------------~----------------------------------------------------------------------------------
I
Name, 100-S HOFF2 Hydrology Sim, 100-S RUFF2
Filename: D,\IN2002\0920 - Clarian North\ICPR\FRELIMINARY\100-6 HUFF2.I32
Execute: Yes
Alternative~ No
Restart: No
Patch: No
I
Max Delta Z (ft): 1. 00
Time Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Timefsec): 0.5000
\3oundary Stages:
Delta Z Factor: 0.00500
End Time (hrs) : 36.00
Max Calc Time (sec), 60.0000
Boundary Flowa:
I
Time (hrs)
Print Inc (min)
__~____________ ___w___________
I
4. 000
12.000
36.000
5.000
5.000
5.000
Group
Run
-------------_.-
I!
BASE
yes
I
I
I
I
I
I
Ii
Ii
Ii
IJ
IJ
I]
IntercolIDected Channel and Pond Routing Model (ICPR) @ZOOZ Streamline Technologies, Inc.
Page 14 of 14
Ii
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7260 SHADELAND STATION
INDIANAPOLIS, INDIANA
46256-3957
(317) 547-5580
FAX (317) 543-0270
W\oVW.amercons.com
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JAMES A WURSTER, PE, AlA, LS
WilLIS R. CONNER, PE
JANi.ES A. KOVACS
GREGORY L HENNEKE, PE
CHARLES P. UNTERREINER, PE, PS
RANDAL J. SAGE, PE
MARLIN A KNOWLES, JR., PE
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MAX P. NEWKIRK, LS
A. ROY SHURTLEFF, PE
MICHAEL H. WENNING, PE
CLINTON L. SPARKS, PE
GORDON L. RICHARDSON, LS
DAVID A. DAY, PE
MICHAEL R. HOOPINGARNER, AlA
MICHAEL M. JONES, AlA
CYNTHIA l. FORT, PE
JEFFREY A CLAYTON, PE
ROBERT E. HnTLE
MICHAEL J. KaYAK, PE
FRED M. FACKENTHAL, AlA
JAMES K. KEEFE, PE
JOSEPH J. GUIDROZ III, AlA
STEVEN R. BRUNS, PE
ROBERT E. CREVISTON, JR., AlA
EDWARD J. SWEETLAND, LS
CASH E. CANFIELD, PE
DONALD G. CORSON, PE
AlEN FETAHAGIC, PE
JAMIE L POCZEKAY, PE, LS
MICHAEL B. CUNE, PE
M. SEAN PORTER, PE
WEBB BERNHARDT, PE
MICHAEL S. HARKNESS, PE
W!LlIAM J. BOUCHER, PE
CHRISTOPHER F. MURPHY, PE
DALE T (SKIP) FRANCIS, PE
GREGORY R. SUSEMICHEL, PE
PETER M. HODAPP, PE
KATHLEEN M. BERGER, RLA
DAVID A. SMITH, AlA
KEITH A. CORBAN, PE
ROBERT S. BROWN, PE
MICHAEL T. lATZ, PE
THOMAS W. CANCILlA, AlA
RUSSELL L BUECHE, AlA
JOHN N. HOOD. LS
ANDREW D. RENTSCHLER, PE
JENNIFER M. ALFORD, PE
MICHAEL L. BISHOP, LS
DAVID c. GEORGE, PE
CRAIG M. PARKS, PE
GERRY S. MANG, CFEI
BLAINE J. PAUL, PE
MOLAPO R. M. KGABO, PE
CHRISTINE A. MEADOR
ANDREW D. SNYDER, PE
WILLlAJv1 5. LYON, PE
KEVIN G. JASiNSKI, PE
DANIEL c. BARNHART, PE
ANDREW H. GERDOM, PE, LS
DAVID J.lv\ATOUSEK, PE
DANIEL L. WEINHEIMER, AlA
WAllO A ANTONIOS, PE
TIMOTHY). DICKSON, PE
JOSEPH R. SCHMELTZER, PE
JOHN A. lASHENIK, PE
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REGISTRATION
INDIANA - OHIO
AR-AL-AZ-CA
co-cr. Fl-GA
IA.ID.IL-KS
KY-LA-MA-MD
ME-MI-MN-MO
MS- NC- ND- NE
NJ - NY - PA - 5C
SD-TN- TX. UT -VA
WA-WI-WV
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OFFICES
INDIANAPOLIS, IN
COlUMBUS, OH
SOUTH BEND, IN
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IN2002.0920.1N010.RPT.
CE.0003.RO.DOC
ARCHITECTURE STRUCTURAL CIVil ENVIRONMENTAL TRANSPORTATION PLANNING SURVEYING FORENSIC ENGINEERING
AMERICAN CONSULTING~ INCe
Arcldtects
Consultants
Engineers
Drainage Review
for
Clarian North Medical Center
116th and Meridian
Hamilton County
Carmel, Indiana
PREPARED FOR:
ClARIAN HEALTH
INDIANAPOLIS, INDIANA 46268
PREPARED BY:
AMERICAN CONSULTING, INC.
7260 SHADELAND STATION
INDIANAPOLIS, INDIANA 46256
March is, 2004
Submitted by:
Jamie l. Poczekay, PE
Kathy Berger, RlA
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AMERICAN CONSULTING, INC.
TABLE OF CONTENTS
DRAINAGE NARRATIVE
APPENDIX A PAUL I. CRIPE DRAINAGE ANALYSIS
APPENDIX B W. R. FERTIG DRAINAGE AREA MAP
APPENDIX C ACE COMPUTATIONS
APPENDIX D EMH&T RESPONSE
!N2002 .0920.!N0 1 O.RPT.CE.0003. RO.DOC
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AMERICAN CONSULTING, INC.
Drainage Review
For
Clarian North Medical Center
116th and Meridian Street
Carmel, Indiana
Background & Narrative
Clarian North has filed a Petition for Regulated Drain to include on-site portions of the Clarian drainage
system into the Regulated Drain system within Hamilton County, Indiana. This regulated drain is to be
known as the Clarian Ann to the W.R. Fertig Drain. To alleviate a "gap" in the legal drain system that
would exist between the Clarian site and the most upstream limit of the W.R Fertig drain, the Hamilton
County Surveyor's Office requested that a portion of the existing drainage system on the Meridian Mark
property located at 11611 North Meridian Street, be included with the Clarian petition. To better
understand the impacts of the Clarian drainage on the Meridian Mark property, Zeller Realty
Corporation hired EMH&T to prepare a drainage study.
A drainage study was conducted by EMH&T, Inc., for the Meridian Mark Office Complex at 11611
North Meridian Street in Carmel, Indiana, dated January 13, 2004. The report was prepared to help gain
an understanding of the impacts of the Clarian North development on the Meridian Mark detention pond
located immediately off the northeast corner of the Meridian Street (US31 )/116th Street intersection.
The report was prepared in a three tier fashion. First, a base model was prepared considering the
20-acre, on-site acreage ftom Meridian Mark to the detention pond. Secondly, the base model was
utilized and the off-site area ftom Clarian in an existing condition was added to the model. Lastly, the
base model was utilized adding the Clarian outflow in a proposed condition. The EMH&T models
indicated the pond functions satisfactorily in the base model condition. Adding off-site flow in both the
existing and proposed conditions causes the pond to "overtop". Of particular concern, as noted in the
EMH&T report, is the lack of a defmed emergency outlet for the Meridian Mark pond.
A meeting was held on February 10, 2004, at the Hamilton County Surveyor's Office in regard to the
Drainage Petition filed by Clarian North. Representatives ftom Zeller Realty Corporation, EMH&T,
Clarian North, American Consulting, Inc., (ACE) and the Surveyor's Office were present. Zeller Realty
Corporation has the option of including the Meridian Mark property in the Clarian petition. Should
Zeller Realty Corp. choose not to allow an easement to lie over a portion of the Meridian Mark pond, a
gap will exist in the W.R. Fertig drain over this property. The Hamilton County Surveyor's Office has
reviewed and approved the C1arian drainage plans and computations. The petition is ready to be
forwarded to the drainage board.
As a result of some discussion held at the February lOth meeting, Clarian and ACE agreed to review the
report prepared by EMH&T and analyze the impacts of further restriction of the Clarian pond outlet.
EMH&T prepared some additional modeling and provided this information to ACE at the meeting. The
additional modeling utilized the base model and added incremental levels of "base flow" to simulate
outflow ftom the Clarian site. From this modeling effort, EMH&T determined an acceptable level of
discharge ftomthe Clarian site at which point the Meridian Mark pond would not "overtop" and would
remain at acceptable levels. Representatives ftom Meridian Mark requested that Clarian consider a
reduction in the pond outflow to 9.59 cfs.
1
IN2002 .0920.INO 1 O.RPT.CE.0003 .RO.DOC
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______n__ ~
AMERICAN CONSULTING, INC.
In addition, the Hamilton County Surveyor's Office provided ACE and EMH&T with additional
information in regard to the establishment of the W.R. Fertig Drain. The first document is a report
prepared by Paul 1. Cripe, Inc., dated July 13th, 1982, as attached in Appendix A. This report includes
the drainage area used to establish the restriction in proposed discharge along the W.R. Fertig Drain.
From this watershed map, ACE determined the acreage on the Clarian site to be 59.73 acres. Using the
prorated discharge/acre of 0.24 cfs, an allowable discharge rate of 14.4 cfs can be established for the
Clarian site (See Appendix A). The second document provided is a map of the W.R. Fertig drain that
indicates the location of particular drainage structures and the capacity of those structures. At the outlet
for the Meridian Mark pond, upstream of Structure #11 shown on the W.R Fertig plans, a capacity of
14.5 cfs is noted. (See Appendix B)
ACE ran multiple iterations of the Clarian drainage model, utilizing sequentially smaller outlet
restrictions until a maximum pond outflow of 9.59 cfs was achieved. The results for a lOa-year storm
event increased the lOa-year elevations in the south pond by nine inches. This caused ponding on some
on-site inlets and pushed lOa-year elevation up throughout the site. It was determined that a cap should
be placed on the maximum rise in 100-year elevation of the south pond. ACE produced a model that
produced a 100-year elevation in the south pond of 852.61 with a peak discharge of 13.68 cfs. The
output hydrographs were provided to EMH&T to incorporate into the Meridian Mark Model. (See
Appendix C)
The results proved positive for the Meridian Mark pond. Outflow ftom the Meridian Mark pond was
reduced to 14.32 cf~ below the 14.5 cfs noted on the design plans for the Fertig Drain. The Meridian
Mark pond did not overtop in the 100-year condition, and favorable fteeboard was maintained in the
pond. (See Appendix D).
Conclusions
This report contains updated information and supersedes data provided in the Clarian North "Drainage
Computations Summary" prepared by American Consulting, Inc., with a revision date of May 9,2003.
The Clarian North Construction Documents will be revised to incorporate an 18" restriction on the outlet
end ofthe southern pond.
These restriction to the Clarian outlet is beyond that required by Hamilton County.
2
1N2002.0920JNOI 0.RPT.CE.OOO3. RO.DOC
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AMERICAN CONSULTING, INC.
APPENDIX A
PAUL I. CRIPE DRAINAGE ANALYSIS
!N2002.0nO.!N0 1 O.RPT. CE.0003 .RO .DOC
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77j-6",'1 exL '9
Jlob!esville, !/nJ. 46060 September ].
198~
TO: Jim Hufford
1717 East Pleasant Street
Noblesville, In 46060
RE: Fertig Drain
Enclosed is a report by Paul I Cripe, Inc. on the Drainage Area of
the Fertig Drain.
On August 30th, I had a meeting with Lynn Utterback from Schneider
Engineering, representing R.V. Welch and Larry Pensing and Al Oak from
Cripe, representing Springmill Properties and Guilford Associates.
This meoe:-t,:tng concerned the drainage shed and how it relates to their
clients proposals for development. At this time it was agreed to
design the projects allowing for a maximum runoff of 0.25 CFS per acre.
On page two (2) you will find a list of culverts between Guilford,
and 106th Street. Note that the culverts
under Ralston restricts
the flow to 0.16 CFS per acre. Concern has been expressed over this
situation and was decided to bring it to your attention. Please
investigate the situation and let me know what you decide.
KCW/no
Sincerely,
lib.. ( v-~-/'
K€nton C. Ward-County Surveyor
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Sutl>eyo~
776-9626
J/ob!esville, !JrzcL 46060
June 25,
198~
TO: Lynn Utterback,
% Schneider Engineering Corp.
3675 North Post Road
Indianapolis, In 46226
RE: Fertig DIain
This letter is to confirm that the portion of the Fertig Drain
reconstructed by R.V.Welch Invest~ents was li~itedto 0.2 CFS
per acre. The calculations for this was submitted to me by
Schneider Enginnering Corp_ Lynn Utterback Project Engineer,
on April 21, 1983.
All future developments, which will enter this section of the
drain will also be limited to 0.2 CFS per .acre.
KCW/no
Sincerely,
Ken~W~d~~ Cwn'Y
Surveyor
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..j...""1" ",':jt<'2,."'...f,eJ'/:'== ..~...V'.'JL."l,; "r'V"'u/:':L.i .1....2d.t-"_/1_.(j,~)......L.--t')(.._..
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.?
INDEPENDENT CONCRETE PIPE CORPORATION
INDIANAPOLIS PLANT
2050 S. Harding St., P.O. Sox 21007
Indianapolis, IN 46221
317-632-5535
MISHAWAKA PLANT
401 S. Seiger St., P.O. Box 973
Mishawaka, IN 46544
219-259-5401
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PAUL I.CRIPE,INC./7172 Graham Road/Indianapolis, Indiana 46250/(317) 842-6777
July 13,. 1982
PIC Job #80381-00000
Hamilton County Surveyor
Hamilton Courthouse
Noblesville, Indiana 46060
Attention Mr. Kent Ward
Dear Kent:
RE: Fertig Drain and Carmel Creek
-
Enclosed is a copy of our report on existing conditions downstream
from the Fertig Drain along Carmel Creek.
Please review and call me so we can arrange a meeting to discuss with
the interested parties.
Yours very truly,
LEP/hjh
Enclosure
cc: Tom Schellenberger
Lynn Utterback
A 1 Oa k
Land Development Engineers/Land Surveyors/Architects/Land Planners
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R4UL I. CRIPE, INC./7172 Graham Road/Indianapolis, Indiana 46250/(317) 842-6m
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July 12, 1982
PIC Job #80381-00000
RE:
Carmel Research & Development Park
Guilford Associates
REVIEW OF FERTIG DRAIN
The following is a list of restrictive culverts between Guilford Road and 106th
Street:
Q10 -
QlO -
420 Ac.
1240 Ac.
tc = 1.1 hr Q= 420x.5x1.7 = 360 cfs
tc = 2.5 hr Q= 1240x.3x.9 = 335 cfs
Culvert
AreajSq Ft
65
64
48
25
34
76
68
56
Upstream
@ HWfD=l Drainage Discharge
Cap. cfs Area cfslacre
500 820 .61
500 950 .53
375 1200 .31
195 1230 .16
320*** 1275 .25'
600 1300 .46
550 1420 .39
435 1440 .30
While Ralston is the apparent bottleneck. it does no good to restrict ground west
of Guilford to that discharge because all the culverts upstream are more per-
missive and flooding of Ralston will occur on the shorter concentration of the 420
acreS between Guilford and the restriction, i.e.
Location
Culvert Size
Guilford Road* -1 7'-3"xll'-5" CMPA
Railroad** -2 8'x8' Box
116th Street -3 2'66" CMP
Ralston -4 2.5'x10' Box
~~~~~~~:~~~~);~~~65 ~~~~~~~~~~~e~r~~h
Ii Pi~~i~:i~e~o~~) 3.5x16' Bridge
* Overflow road before pipe is full
** Backwater at top of opening is to Guilford Road
*** With 8' of head, capacity increases to 450 cfs
QIQ peak is approximately 360 cfs from the lower end of the watershed and at
STlghtly longer than one hour time of concentration. The peak from the overall
watershed is slightly less, which indicates we will have between 300-350 cfs for
a peak period of probably two hours. All the structures in the above list will
accommodate this runoff except the Box culvert at Ralston. which will top the
street at approximately 200 cfs. The additional 100-150 cfs overtopping the street
Land Development Engineers/Land Surveyors/Architects/Land Planners
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(-1~
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ft(..<-
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-z.,'7>
O.
July 12, 1982
PIC Job #80381-00000
Review of Fertig Drain Cont'd.
would not appear to flood any houses adjacent to the stream at this point.
A constant discharge of 310 cfs would allow a discharge over this overall
acreage of Q.25 cfs per acre, i.e. 310/1240. This would require the following
storage ratios for a 100 year storm of 6.1 inches in 24 hours.
Ac/Ft
Total Runoff Required Storage Storage
Type Ground (CN) inches/24 hr. Ac Ft/ Ac per 10 Ac
Residential-Single .75 3.0 .25 2.5
Residential-Multi .85 4.3 .36 3.6
Commercial/In dust. .90 5.0 .42 4.2
Undi sturbed Farm .75 2.8 .23 2.3
Since 0.25 cfs also translates to 1/4 inch runoff per acre per hour, the time of
,storage would vary from 11 hours on farm field to 20 hours on commercial/
industrial ground. If the amount of discharge is halved, (0.125 cfsJAc) these
times would double.
The depth of storage in most cases will be minimal, so approximately 1 acre in
10 will be lost to storage area if 0.25 cfs per acre is used, or 1 acre in 5 if
0.125 cfs per acre. However, it appears Spri ngmill Properti es is restri cted
to under 0.10 discharge because of restriction at Old Meridian and Pennsylvania
Streets. This would be for the extreme northwest 140 acres of the watershed.
While it can be said that the overall watershed above Guilford stores most of the
rainfall now, let it be noted that there is 40 feet of fall in the approximate
7000 feet. Even with a C of 0.2 and a time of 110 minutes (from Steel Handbook)
a 10 year Q would be 230 cfs and a 100 year Q would be 360 cfs. The 10 year Q
would be at a rate of 0.28 cfs per acre. If this is not true, then why is the
large culvert under Guilford?
If this watershed is regulated to an artificially low (under 0.25) runoff
coefficient, how can it be administered, expecially while the area is in the
development stages? A large ,area of undeveloped ground above a proposed develop-
ment will cause undue hardship on developers. i.e. the Welch tract with 15 acres
of highway right of way to the west or the Guilford tract with 660 acres upstream
discharging 180 cfs onto the tract, while it can only discharge 82 in the case of
a 0.10 coefficient!
PAUL I. CRIPE, INC/7172 Graham Road/Indianapolis. Indiana 46250/(317) 842-6m
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SCHNEIDER ENGINEERING CORP.
3675 N. Post Rd.
INDIANAPOLIS, INDIANA 46226
[]J~uu[EOO @[f uOO~~~[iG1]Duu~[L
I
DATE
JOB NO
Phone (317) 898-8282
4/21/83
438.6
ATTENTION
ITO
Kenton Ward
County Surveyor - Hamilton County
RE
Ferti
Court House
I
Nnhlpovillp, Tn~iana
46060
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GENTLEMEN:
WE ARE SENDING YOU
~ Attached 0 Under separate cover via
o Shop drawings
o Copy of letter
[]I: Prints
o Change order
o Plans 0 Samples
o Drainage Calculations
the following items:
o Specifications
COPIES
DATE
NO.
DESCRIPTION
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THESE ARE TRANSMITTED as checked below:
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0 For approval 0 Approved as submitted
0 For your use 0 Approved as noted
0 As requested 0 Returned for corrections
~ For review and comment 0
0 FOR BIDS DUE 19
o Resubmit_copies for approval
o Submit_copies for distribution
o Return_corrected prints
o PRINTS RETURNED AFTER LOAN TO US
REMARKS
Kent:
Enclosed ~s the drainage calculations for the reconstruction of Fertig
Legal Drain. If you have any Questions or comments, please call.
COPY TO
SIGNED ~1!Iitt::l
It enclosures are not as not~d.. kindly notify us at once.
I SCHNEIDER ENG.
CIVIL ENGINEERS
LAND SURVEYORS
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of /
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NOTE: ~ (FS/ STRUCTU$ PClSED cAP~1J )AJI...ET
CI7P;i.UTY Ft)a.. st.J.RF.4CE ~ulJc)Fr' A/lJ/J
THE r:l/JO/nON &;=- ~XI.5T1NV ftRr;,s.
1k$./~/IJ U;!'f}ClTY
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776-96.6
JLob!esvilLe, !fnd. 46060
March 23
198~
TO: Hamilton County Drainage Board
RE: Fertig Drain
Attached lS a report on the Fertig Drainage Area by Paul I. Cripe, Inc.
with the developments in the area, it has been agreed that any future
developing in the area should be limited to a maximum runnoff of 0.25
CFS per acre. Thiscshould help alleviate future drainage problems.
Sincerely,
KCW!no
J
Id /I -
.I I (I::;) ~)
11 J.~ ~,. L--j
Kenton C. Ward
Hamilton County Surveyor
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AMERICAN CONSULTING, INC.
APPENDIX B
w. R. FERTIG DRAINAGE AREA MAP
IN2002,0920,INO 1 O.RPT.CE.0003.RO.DOC
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AMERICAN CONSULTING, INC.
APPENDIX C
ACE COMPUTATIONS
1N2002.0920.INO 1 Q,RPT.CE.0003 ,RO .DOC
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Sch~me 2
Max Time Max Warning Max Delta Max Surf Fvlax Time Max Max T
I Name Group Simulation Stage Stage Stage Stage Area InflO1;\' Inflow Outf
hrs ft ft ft ft2 hrs cfs
BOUNDJI._RY BASE 10-1 HUFF2 0 .00 848.300 853 .000 0,0000 0 3 .40 6 .399 0
BOUNDARY BASE 10-12 HUFF2 O. 00 848.300 853 .000 0,0000 0 11 .82 10 .567 0
I BOlThIDARY BASE 10--2 HUFF2 0 .00 848.300 853 .000 0.0000 0 4 .00 8 .274 0
BOUNDARY BASE 10-24 HUFF2 0 .00 848.300 853 .000 0,0000 0 15.98 9. 602 0
BOUNDARY BASE 10-24 SCSII O. 00 848.300 853 .000 0.0000 0 16.65 11 .443 0
BOUNDARY BASE 10-3 HUFF2 O. 00 848.300 853 .000 0.0000 0 4.58 9 .083 0
BOUNDARY BASE 10-6 HUFF2 0 .00 848.300 853 .000 0.0000 0 6.45 10_365 0
I BOUNDARY BASE 100-1 HUFF2 O. 00 848.300 853 000 0.0000 0 3.69 9.841 0
BOUNDARY BASE 100-12 HUFF2 0 .00 848.300 853 .000 0.0000 0 12.07 ~ 0
BOUNDARY BASE 100-2 HUFF2 O. 00 848.300 853 .000 0.0000 0 4.96 11.217 0
BOuEIDARY BASE 100-24 HtJFF2 0.00 848.300 853 .000 0.0000 0 19.37 13.006 0
BOUNDARY BASE 100-24 SCSII 0.00 848.300 853 ,000 0.0000 0 18.36 14.655 0
BOUNDARY BASE 100-3 HUFF2 0.00 848.300 853 .000 0.0000 0 5.54 11. 890 0
I BotThiTIARY BASE 100-6 HUFF2 0.00 848.300 853 .000 0.0000 0 7.03 13.087 0
BOUNDARY BASE 50-1 HUFF2 0.00 848.300 853 .000 0.0000 0 3.54 9.040 0
BOUNDARY B}\SE 50-12 HUFF2 O.DO 848.300 853 .000 0.0000 0 12.05 12.784 0
BOUNDARY BASE 50-2 HUFF2 0,00 848.300 853 .000 0.0000 0 4.36 10.652 0
BOlThliJARY B~.SE 50 --24 HUFF2 0.00 848.300 853 .000 0.0000 0 19.27 1 L 849 0
1 BOUNDARY BASE 50-3 HUFF2 0.00 848.300 853 .000 0.0000 0 5 .33 11.247 0
BOUNIJAR Y BASE 50-6 }["LIFF2 0.00 848.300 853 .000 0.0000 0 6 .73 12.318 0
MHl BASE 10-1 HUFF2 1. 11 851- 858 856 . 000 0 .0050 537 .07 19 .090 1
MHl BASE 10-12 HUPF2 6 .12 851.659 856 .000 0 .0050 580 .00 16 .173 5
MH1 BASE 10 -.2 HUFF2 2. 02 852.131 856 .000 O. 0050 445 1. 96 21 463 1
I MH1 BASE 10-24 HUFF2 12 .08 851. 275 856. 000 0 .0049 629 10 .79 11 .266 10
MH1 BASE 10-24 SCSII 12.38 852.970 856. 000 0 .0052 139 12 .12 26 .040 12
MHl BASE 10-3 HUFF2 2.76 852.095 856. 000 0 .0049 459 2 .51 20 .868 2
MHl BASE 10-6 HUFF2 4.86 851.891 856. 000 0 .0050 527 3 .38 18. 92'1 3
MH1 BASE 100-1 HUFF2 1. 09 853.057 856 .000 0 .0050 139 1 .00 26 .289 1
I MH1 BASE 100-12 HUFF2 9.79 853.234 856 .000 0 ,0050 139 5 .20 21 959 5
MHl B.Zl...SE 100-2 HUFF2 2.08 853.627 856 .000 O. 0066 139 1 .54 26 .079 1
MH1 BASE 100-24 HUFF2 19.25 852.689 856 .000 0 .0054 139 8 .79 16 .351 8
MH1 BASE 100-24 SCSI I 12.89 855.117 856 .000 -0 .0056 139 12 00 27 .789 12
MH1 BASE 100-3 HUFF2 3.06 853.842 856 .000 0 .0067 139 1 .71 25 .749 1
I MHl BASE 100-6 HUFF2 5.57 853.713 856. 000 0 .0060 139 2 .81 24 .603 2
MHl BASE 50-1 HUFF2 1.10 852.683 856 .000 0 .0050 139 1 .03 25 .331 1
MH1 BASE 50-12 HUFF2 10.84 852.696 856 .000 -0 .0059 139 5 .46 20 .868 5
MHl BASE 50-2 HUFF2 2.07 853.076 856 .000 0 .0050 139 1 .63 25 .427 1
MH1 BASE 50-24 HUFF2 19.24 852.050 856 .000 0 .0045 472 9 .27 14 .522 10
MHl BASE 50-3 HUFF2 3.07 853.235 856 .000 0 .0050 139 1 .88 24 .973 1
1 MH1 Rl\.SE 50-6 HUFF2 5.52 853,113 856 .000 0 .0065 139 3 .03 24 .062 3
MH2 BASE 10-1 HUFF 2 1. 11 851 .630 856. 000 O. 0049 468 1 .08 19.072 1
MH2 BASE 10-12 HUFF2 9. 77 851 .483 856 .000 0 .0049 496 5. 96 16.172 5
MH2 BASE 10-2 HUFF2 2.03 851. 885 856 .000 0 .0050 399 1 .99 21.500 1
I MH2 BASE 10-24 HUFF2 12.12 851.164 856.000 O. 0050 534 10 .81 11.250 11
MH2 BASE 10..24 SCSII 12.76 852.475 856.000 0 .0049 135 12 .14 26.087 12
1'112 BASE 10w3 HUFF2 2.80 851.865 856.000 0 .0050 406 2 .51 20.900 2
MH2 BP*SE 10-6 HUFF2 4.93 851.724 856.000 0 .0048 447 3 .44 18.950 3
MH2 BASE 100-1 HUFF 2 1.10 852.510 856.000 O. 0050 135 1 .00 26.378 0
MH2 BASE 100-12 HUFF2 10.75 853.120 856.000 -0. 0144- 135 5 .20 22.017 5
I MH2 BASE 100-2 HUFF2 2.11 853.148 856.000 0.0050 135 1 .36 26.130 1
MH2 BASE 100-24 HUFF2 19.26 852.629 856.000 -0.0086 135 8. 80 16.365 9
MH2 BASE 100..24 SCSI I 13.27 854.640 856.000 -0.0168 135 12 .00 27.345 12
MH2 BASE 100.-.3 HUFF2 3.08 853.487 856.000 0.0050 135 1 .71 25.818 1
MH2 BASE 100-6 HUFF2 6.03 853.481 856.000 -0.0084 135 2 .74 24.964 3
I MH2 BASE 50-1 HUFF 2 1. 09 852.304 856.000 0.0049 147 1 .04 25.677 1
MH2 BASE 50-12 HUFF2 10.86 852.613 856.000 -0.0079 135 5 .53 20.880 5
M.H2 BASE 50-2 HUFF2 2.09 852.579 856.000 0.0050 135 1 .62 25.545 1
MH2 BASE 50-24 HUFF2 19.25 852.024 856.000 0.0049 345 10 .59 14.706 10
MH2 BASE 50-3 HUFF 2 3.10 852.896 856.000 0.0050 135 1 .78 25<203 2
MH2 BASE 50-6 HUFF2 6.00 852.932 856.000 0.0049 135 3 .12 24.355 3
I MH3 BASE 10-1 HUFF2 1.12 851.424 856 .000 0 .0050 339 1 09 19 .015 1
MH3 BASE 10-12 HUFF2 10.87 851.452 856 .000 0 .0050 337 5 .90 16. 207 6
MH3 BASE 10-2 HUFF2 2.04 851.666 856 .000 0 .0050 302 1 .98 21 .435 2
MH3 BASE 10'"24 HUFF 2 14.60 851.087 856 .000 O. 0050 370 11 14 11 .738 9
I MH3 BASE 10--24 SCSII 14.45 852.228 856. 000 0 .0061 127 12 .16 26 .182 12
MH3 BASE 10--3 HUFF2 2.94 851.664 856 .000 0 .0049 303 2.44 21. 098 2
MH3 BASE 10-6 HUFF2 5.56 851.590 856 .000 0 .0050 317 3.39 18.896 3
MH3 BASE 100-1 HUFF2 1-12 852.158 856 .000 -0. 0052 132 0.93 26.577 1
MH3 BASE 100-12 HUFF2 10.89 853.026 856. 000 -0. 0217 127 5.20 22.156 5
MH3 BJI..$E 100-2 HUFF2 2.15 852.723 856.000 0 .0056 127 1. 54 26.379 1
I MH3 BASE 100-24 HUF'F2 19.25 852.581 856.000 -0 .0176 127 9.62 16.681 8
MH3 BASE 100-.24 SCSII 13.43 854.235 856.000 0 .0246 127 12.00 26.930 12
MH3 BASE 100-3 HUFF2 3.10 853.174 856.000 -0. 0057 127 1. 90 25.731 1
MH3 BASE 100-6 HUFF2 5.99 853.284 856.000 0 .0146 127 3.03 24.695 2
MH3 BASE 50-1 HUFF2 1. 12 852.018 8S6.000 0 .0050 188 1. 04 25.303 1
I MH3 BASE 50-.12 HUFF2 10.84 852.544 856.000 -0. 0180 127 5 .35 21 . 128 5
MH3 BASE 50-2 HUFF2 2.13 852.231 856.000 0 .0057 127 1 .63 25.365 1
MH3 BASE 50-24 huFF2 19.13 852.005 856.000 0 0049 210 10 .03 15.087 8
MH3 BASE 50-3 HUFF2 3.15 852.597 856.000 -0. 0056 127 2 .1B 25.327 1
MH3 BASE 50-6 HUFF2 6.05 852.774 856.000 -0. 0055 127 3 .03 24.016 3
I -".--".".__.^
Interconnected Channel and Pond Routing Model (ICPR) 192002 Streamline Technologies, Inc. Page 1 on
I
I Scheme 2
Max Time Max Warning Max Delta Max Surf Max Time Max Max T
I Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outf
hrs ft ft ft H2 hrs cfs
MH4 BASE 10 1 HUFF2 1.12 851.256 856.000 0 .0050 415 1.12 19 .709 1
1 MH4 BASE 10-12 HUFF2 10.90 851.430 856.000 0 .0050 381 6,22 17. 342
MH4 BASE 10-2 HUFF2 2.05 851.491 856.000 0 .0050 378 2.04 22 .337 1
MH4 BASE 10-24 HUFF2 16 81 851. 067 856.000 0 .0050 432 9.71 11 .692 11
MH4 BASE 10-24 SCS II 14.43 852.124 856.000 0 .0065 130 12.25 26 .895 12
MH4 BASE 10-3 HUFF2 3.03 851.511 856.000 0 .0050 373 2.72 21 .832 2
1 !>lli4 BASE 10--6 HUFF2 6.04 851.531 856,000 0.0050 363 3.44 19. 755 3
MH4 BASE 100-1 HUFF2 1.13 851.942 856,000 0.0050 230 1. 00 27 .356 0
MH4 BASE 100-12 HUFF2 10.75 852.947 856.000 0.0268 130 5,04 23 .206 5
MH4 BASE 100-2 HUFF2 2.22 852.391 856.000 -0.0064 130 1. 36 27 .068 1
!>lli4 BASE 100-24 HUFF2 19.00 852.535 856,000 0,0235 130 8.59 17 .782 8
!>lli4 BASE 100-24 SCSII 14.00 853,930 856.000 0.0279 130 12.03 26 .597 11
I MH4 BASE 100-3 HUFF2 3.11 852"915 856.000 0.0052 130 1. 87 26 .697 1
MH4 BASE 100-6 HUFF2 6.04 853.123 856.000 -0.0200 130 2.74 25. 608 3
MH4 BASE 50 --1 HUFF2 1,11 851.813 856.000 0,0050 292 1. 04 26 .469 1
MH4 BASE 50-12 HUFF2 10.93 852.482 856.000 0,0212 130 5.79 22.048 5
MH4 BASE 50-2 HUFF2 2.12 852.040 856,000 0.0052 147 1. 62 26.350 1
1 !'-tl-I4 BASE 50-24 HUFF2 19.25 851.985 856.000 0.0065 178 8.91 15.688 8
MH4 BASE 50-3 HUFF2 3.16 852.363 856.000 0.0058 130 L 72 25.910 2
MH4 BASE 50 --6 HUFF2 6.09 852.648 856.000 0.0074 130 3.12 25.170 3
MH5 BASE 10-1 HUFF2 1.12 850.968 856.000 0 .0046 540 1.11 18.985 1
I HH5 BASE: 10-12 HUFF2 10.93 851.399 856.000 O. 0046 435 5.90 16.148 6
MH5 BASE 10 -2 HUFF2 2.10 851.196 856.000 0.0044 495 1. 99 21 410 2
MH5 BASE 10--24 HUFF2 16.85 851.041 856.000 0.0047 527 11.05 11.563 10
MH5 BASE 10-24 SCSI! 15.11 851.960 855.000 -0.0067 137 12.16 26.032 12
MH5 BASE 10-3 HUFF2 3.09 851.267 856.000 0.0046 477 2.44 21.225 2
MH5 BASE 10-6 HUFF2 6.06 851. 442 856,000 0.0049 420 3.42 18.870 3
I MH5 BASE 100-1 HUFF2 1.19 851. 578 856.000 0.0043 354 0.93 26.322 1
MH5 BASE 100-12 HUFP2 12.00 852.848 856.000 0.0127 137 5.33 22.216 5
MH5 BASE 100--2 HUFF2 2.96 852.029 856.000 0.0053 137 1. 54 26.288 1
MH5 BASE 100-24 HUFF2 19.33 852.476 856.000 0.0187 137 8.15 16.800 8
MH5 BASE 100-24 SCSII 14.73 853.558 856.000 -0.0158 137 11.97 26 .494 12
I MH5 BASE 100-3 HUFF2 3.16 852.556 856.000 0.0047 137 1. 90 25.659 1
MH5 BASE 100-6 HUFF2 6.10 852.897 856.000 0.0187 137 3.03 24.549 2
MH5 BASE 50-1 HUFF2 1.15 851.460 856.000 0.0041 411 1.06 25.277 1
MH5 BASE 50-12 HUFF2 11.99 852.409 856.000 0.0130 137 5.37 21.166 5
MH5 BASE 50...2 HUFF2 3.05 851.746 856.000 0.0047 229 1. 63 25.315 1
MH5 BASE 50-24 HUFF2 19.13 851.958 856.000 -0.0066 149 8.99 15.004 9
I MH5 BASE 50-3 HUFF2 3.29 852.057 856.000 -0.0055 137 2.18 25.078 1
MH5 BASE 50-6 HUFF2 6.07 852.467 856.000 0.0068 137 3.03 23.954 3
MH6 BASE 10-1 !fUFF2 1 .13 850 .678 856.000 0.0050 494 1.12 19 .168 1
MH6 BASE 10-12 HUFF2 11 .39 851 .374 856.000 0.0048 329 5.22 16 .434 6
1 MH6 BASE 10-2 HUFF2 2.12 850. 908 856.000 0.0048 461 2.04 21.624 2
MH6 BASE 10-24 HUFF2 16.69 851.023 856.000 0.0047 438 10.33 11 .354 10
MH6 BASE 10-24 SCSII 15.66 851.833 856.000 -0.0060 134 12.25 25.937 12
MH6 BASE 10-3 HUFF2 3.17 851.047 856.000 0.0050 433 2.62 21 019 2
MH6 BASE 10-5 !fUFF2 6,12 851.369 856.000 0.0048 332 3.44 19 103 3
MH6 BASE 100-1 HUFF2 2.13 851.298 856.000 0.0049 361 1. 00 26.289 1
I MH6 BASE 100-12 HUFF2 11.91 852.763 856.000 0.0144 134 5.16 22.150 5
MH6 BASE 100-2 HUFF2 3.97 851. 827 856.000 -0.0068 134 1. 44 26.049 1
MH6 BASE 100-24 HUFF2 19.31 852.417 856.000 -0.0195 134 8.89 16.878 9
MII6 BASE 100-24 SCSI I 16.60 853.314 856.000 0.0143 134 12.01 26.101 12
MH6 BASE 100-3 HUFF2 3.23 852.227 855.000 -0.0051 134 1. 81 25.723 1
I MH6 BASE 100--6 HUFP2 6.13 852.688 856.000 ~0.0196 134 2.82 24.610 2
MH6 BASE 50-1 HUFF2 1. 24 851.120 856.000 0.004.7 415 1. 04 25.447 1
MH6 BASE 50-12 HUFF2 12.02 852.340 856.000 -0.0192 134 5.53 21.074 5
MH6 BASE 50-2 HUFF2 3.20 851.562 856.000 0.0050 207 1. 62 25.423 1
MH6 BASE 50-24 HUFP2 19.26 851.911 856.000 -0.0059 134 9.33 15.032 10
MH6 B-Z\.SE 50-3 !fUFF2 4.35 851.842 856.000 -0.0066 134 1. 92 25.005 1
I MH6 BASE 50-6 HUFF2 6 .09 852.301 856.000 0.0137 134 3.12 24.100 3
MH" BASE 10-1 HUFF2 1 .14 850 .344 856 .000 0 .0050 430 1. 13 18 .968 1
HH7 BASE 10-12 HUFF2 11 .22 851 .358 856.000 0.0072 216 6. 06 16 .002 6
MH7 BASE 10-2 !fUFF2 2 .26 850 .608 856.000 0.0055 407 2 .01 21 .352 2
1 MH7 BASE 10-24 HUFF2 17 .04 851 .009 856.000 0.0065 344 10 .47 11 .959 11
MH7 BASE 10-24 SCSII 16 .01 851. 729 856.000 -0.0094 130 12 .16 25 .761 12
MH7 BASE 10-3 HUFF2 4 .21 850 .862 856.000 0.0067 373 2 .44 20. 753 2
H117 BASE 10-6 HUFF2 6 .18 851 .311 856.000 0.0064 245 3.42 18 .810 3
MH7 BASE 100-1 HUFF2 3 .20 851 .124 856.000 0.0067 315 1. 03 26. 071 1
HH7 BASE 100-12 HUFF2 12 .06 852 .685 856.000 -0.0117 130 5.20 21 .793 5
I MH7 BASE 100-2 HUFF2 4 .42 851. 681 856.000 0.0059 130 1. 54 25 .852 1
MH7 BASE 100-24 HUFF2 19 .40 852 .365 856.000 0.0210 130 9.43 17 074 8
MH7 RZ\.SE 100-24 SCSII 17. 77 853 ,168 856.000 -0.0125 130 12.03 25 .854 12
H117 B~.SE 100-3 HUFF2 4 .47 851 .969 856.000 0.0060 130 1. 74 25 .521 1
MH7 BASE 100-6 HUFF2 6 .25 852 .495 856.000 0.0211 130 2.84 24 .367 2
I MH7 BASE 50-1 HUFF2 3 .25 850 .848 856.000 0.0065 375 1. 08 25 .224 0
MH7 BASE 50-12 HUFF'2 12 .04 852 .277 856.000 0.0212 130 5.35 20 .767 5
MH7 BASE 50.2 HUFF2 3 .93 851 .426 856.000 0.0065 138 1. 64 25 .200 1
MH7 BASE 50-24 HUFF2 19 .25 851- 869 856.000 -0.0097 130 10.19 15 563 9
HH7 BASE 50-3 HUFF2 4 .79 851 .694 856.000 0.0061 130 1 89 24 .811 1
1 ~~~_.._----
Interconnected Channel and Pond Routing Model (ICPR) iGJ2002 Streamline Technologies, Inc. Page 2 00
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Scheme 2
Max Time Max Narning Max Delta Max Surf r4ax Time Max Max T
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outf
hrs ft ft ft ft2 hes cfs
MH7 BASE 50-6 HUFF2 6. 19 852. 146 856.000 -0.0169 130 3. 06 23 .839
POND N BASE 10-1 HUFF2 1 .12 852 .021 855.500 0.0031 78924 O. 50 95 .869 1
POND N BASE 10-12 HUFF2 6. 12 851 .802 855.500 0.0042 77387 3 .59 21 .394 6
POND N BASE 10-2 HUFF2 2 _03 852 .310 855.500 0.0037 80979 O. 92 70 .792 2
POND N BASE 10-24 HUFF2 12 .05 851 .377 855.500 0.0034 74391 7 .25 12 .789 10
POND N BASE 10."24 SCSII 12 .41 853 .434 855.500 0.0050 89043 12.00 191.928 12
POND N BASE 10-3 HUFF2 2 .75 852 .265 855.500 0.0045 80661 1. 33 54.848 2
POND N BASE 10-6 HUFF2 3 .70 852 .043 855_500 0.0050 79075 2.57 34.757 3
POND N BASE 100-1 HUFF2 1 .13 853 .528 855.500 0.0031 89735 0.50 171.790 1
POND N BASE 100-12 HUFF2 9. 75 853 .346 855.500 0.0050 88390 3.58 34.889 5
POND N BASE 100-2 HUFF2 2 .09 854.031 855.500 0.0044 93467 0.92 117.868 1
POND N BASE 100-24 HUFF2 19 .27 852.736 855_500 0.0049 83903 7.00 21.069 8
POND N BASE 100-24 SCSII 12 .88 855.534 855.500 0.0049 104885 12.00 302.148 12
POND N BASE 100-3 HUFF2 3 .06 854.143 855.500 0.0050 94309 1.33 90.144 1
POND N BASE 100-6 HUFF2 5_53 853.921 855.500 0.0050 92649 1. 83 56.888 3
POND N BASE 50-1 HUFF2 1.13 853.086 855_500 0.0033 86465 0.50 150.235 1
POND N BASE 50-12 HUFF2 9.80 852.768 855.500 0.0046 84143 3.58 30.712 5
POND N BASE 50-2 HUFF2 2.07 853.496 855.500 0.0041 89502 0_92 104.087 2
POND N BASE 50-24 HUFF2 19.24 852.073 855.500 0.0050 79283 7.25 17.931 9
POND N BASE 50-3 HUFF2 3.04 853.529 855.500 0.0049 89744 1. 33 79.784 2
POND N BASE 50-6 HUFF2 5 .52 853.286 855.500 0.0050 87943 1. 83 49.730 3
POND S BASE 10-1 HUFF2 3 .40 850 .053 853 .000 0 .0021 147254 O. 50 85 .360 3
POND S BASE 10-12 HUFF2 11 .82 851 .336 853 .000 0 .0026 160269 5 .33 29 .519 11
POND S BASE 10-2 HUFF2 4.00 850 .555 853 .000 0 .0024 152356 1 .00 62 .124 4
POND S BASE 10-24 HUFF2 16.98 850. 992 853 .000 0 .0027 156775 10 .35 20 .072 16
POND S BASE 10-24 SCSII 16.65 851- 669 853.000 0 .0032 163719 12 .00 155 .670 16
POND S BASE 10-3 HUFF2 .58 850 .816 853.000 0 .0022 154997 1 .33 51 .717 4
POND S BASE 10~6 HUFF2 6 .45 851 .262 853.000 0 .0027 159528 2 .67 39 .711 6
POND S BASE 100-1 HUFF2 3 .69 851.075 853.000 0 .0019 157622 0 .50 137 .986 3
POND S BASE 100-12 HUFF2 12 .07 Q5~. ~.~!J 853.000 0 .0029 174579 5 .16 43 .015 12
POND S BASE 100-2 HUFF2 4. 96 5 . 81. 853_000 0 .0020 152801 O. 92 100 .661 4
POND S BASE 100-24 HUFF2 19 .37 852.316 853.000 0 .0034 170977 8 .75 30 .115 19
POND S BASE 100-24 SCSI! 18 .36 853.066 853.000 0 .0029 180056 12 .00 228 .098 18
POND S BASE 100'"3 HUFF2 5. 54 851.848 853.000 0 .0024 165570 1 .33 84 .260 5
POND S BASE 100-6 HUFF2 7. 03 852.351 853.000 0 0028 171402 2 .66 60 .779 7
POND S BASE 50-1 HUFF2 3. 54 850.802 853.000 0 _0021 154852 0 .50 122 .673 3
POND S BASE 50-12 HUFF2 12. 05 852.221 853.000 0.0028 169820 5 .31 39 .601 12
POND S BASE 50-2 HUFF2 4 .36 851.367 853.000 0.0020 160590 0 .95 89 .354 4
POND S BASE 50-24 HUFF2 19 .27 851.831 853.000 0.0031 165394 9 .33 26 .548 19
POND S BASE 50-3 HUFF2 5 .33 851.593 853.000 0.0023 162923 1 .33 74 .998 5
POND S BASE 50-6 HlJFF2 6. 73 852.024 853 000 0.0027 167433 2 .67 55 .343
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Interconnected Channel and Pond Routing Model (rCPR) @2002 Streamline Technologies, Inc.
Page 3 on
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I k
Scheme 2
I Simulation Node Group Time Stage Warning Surface Total Total Total To
Stage Area Inflow Out flow Vol In Vol
hrs ft _c ft2 cfs cfs af
100--1 HUFF2 BOUNDARY BASE 0 .00 848.300 853 .000 0 0.000 O. 000 0.0
100-1 HUFF2 BOUNDARY BASE 0 .60 848.300 853 .000 0 1. 875 O. 000 0.0
I 100-1 HUFF2 BOUNDARY RZ\..SE 1 20 848.300 853 .000 0 7.047 0 ,000 0.3
100'-1 HUFF2 BOUNDARY BASE 1. 80 848.300 853 .000 0 8.003 O. 000 0.6
100-1 HUFF2 BOUNDARY BASE 2 .40 848.300 853 .000 0 8.625 O. 000 1.1
100-1 HUFF2 BOUNDARY BASE 3 .00 848.300 853 .000 0 8.987 O. 000 1.5
100-1 HUFF2 BOlThi"DARY BASE 3 60 848.300 853 .000 0 9.135 0 .000 1.9
I 100..1 HUFF2 BOUNDARY B.Zl..SE 4 .20 848.300 853 .000 0 9.122 0.000 2.4
100-1 HUFF2 BOUNDARY BASE 4 .80 848.300 853 .QOO 0 9.000 0.000 2.8
100-1 HUFF2 BOUNDARY B.~SE 5 .40 848.300 853 .000 0 B.810 O. ODD 3.3
100-1 HUFF2 BOl.ThJ"DARY BASE 6. 00 848.300 8S3 .000 0 8.583 O.QOO 3.7
100-1 HUFF2 BOUNDARY BASE 6.60 848.300 853.000 0 8.335 0.000 4.1
100-1 I-illFF2 BOUNDARY BASE 7.20 848.300 853.000 0 8.081 0.000 4,5
I 100-1 HUFF 2 BOUNDARY BASE 7.80 848.300 853.000 0 7.821 O.QOO 4.9
100-1 HUFF2 BOlThJDARY BASE 8.40 848.300 853.000 0 7.558 0.000 5 3
100-1 HUFF2 BOUNDARY BASE 9.00 848.300 853.000 0 7.294 0.000 5.7
100-1 HUFF 2 BOUNDARY BASE 9.60 848.300 853.000 0 7.029 0.000 6.0
100-1 HUFF2 BOUNDARY R~SE 10.20 848.300 853.000 0 6.765 0.000 6.4
I 100-1 F0FF2 BOUNDARY BASE 10.80 848.300 853.000 0 6.313 0.000 6.7
100-1 HUFF2 BOlThiTIARY B.~SE 11.40 848.300 853.000 0 5.868 0,000 7.0
100-1 HUFF2 BOUNDARY BASE 12.00 848.300 853.000 0 5.455 0.000 7.3
100-1 HUFF2 BOUNDARY BASE 12.60 848.300 853.000 0 5.059 0.000 7.5
100-1 HUFF2 BOUNDARY BASE 13.20 848.300 853.000 0 4.724 0.000 .8
I 100-1 HUFF2 BOUtiTIARY BASE 13 80 848.300 853.000 0 4.573 0.000 8.0
100-1 HUFF 2 BOUNDARY BASE 14.40 848.300 853.000 0 4.367 0.000 8.2
100-1 HUFF2 BOUNDARY BASE 15.00 848.300 853.000 0 4.140 0.000 8.5
100~1 HUFF2 BOUNDARY BASE 15.60 848.300 853.000 0 3.900 0.000 8,7
100..1 HUFF2 BOUNDARY B.~SE 16.20 848.300 853.000 0 3.664 0.000 8.8
100-1 HUFF2 BOUNDARY BASE: 16.80 848.300 853.000 0 3.437 0.000 9.0
I 100-1 HUFF2 BOUNDARY BASE 17.40 848.300 853.000 0 3.221 0.000 9.2
100-1 HUFF2 BOUNDARY B.rl.SE 18.00 848.300 853.000 0 3.019 0.000 9.3
100-1 HUFF2 BOUN~ARY B.~SE 18.60 848.300 853.000 0 2.827 0.000 9.5
100 --1 HUFF 2 BOUNDARY BASE 19.20 848.300 853.000 0 2.651 0.000 9.6
100-1 HUFF2 BOUNDARY BASE 19.80 848.300 853.000 0 2.486 O.QOO 9.7
1 100-1 HUFF2 BOUNDARY BASE 20.40 848.300 853.000 0 2.334 0.000 9.9
100-1 HUFF2 BOUNDARY B.l\..SE 21.00 848.300 853.QOO 0 2.192 0.000 10.0
100-1 HUFF2 BOUNDARY BASE 21.60 848.300 853.000 0 2.062 0.000 10.1
100-1 HUFF2 BOUNDARY BASE 22.20 848.300 853.000 0 1.942 O.QOO 10.2
100---1 HUFF2 BOUNDARY BASE 22.80 848.300 853.000 0 1.831 0.000 10.3
100-1 HUFF2 BOUNDARY BASE 23.40 848.300 853.000 0 1.727 0.000 10 .4
I 100-1 HUFF2 BOUNDARY BASE 24.00 848.300 853.000 0 1.632 0.000 10 .4
100-1 HUFF2 BOUNDARY BASE 24.60 848.300 853.QOO 0 1. 543 0.000 10.5
100-1 HUFF2 BOUNDARY BASE 25.20 848.300 853.QOO 0 1.460 0.000 10.6
100-1 HUFF2 BOUNDARY BASE 25.80 848.300 853.000 0 1.383 0.000 10.7
100-1 HUFF2 BOUNDARY BASE 26.40 848.300 853.000 0 1. 312 0.000 10.7
I 100--1 HUFF2 BOUNDARY BASE 27.00 848.300 853.000 0 1.246 0.000 10.8
100-1 HUFF2 BOUNDARY BASE 27.60 848.300 853.000 0 1.184 0.000 10.9
100-1 HUFF2 BOUNDARY BASE 28.20 848.300 853.000 0 1.126 0.000 10.9
100-1 HUFF2 BOUNDARY BASE 28.80 848.300 853.000 0 1.072 0.000 11.0
100-1 HUFF2 BOUNDARY BASE 29.40 848.300 853.000 0 1.022 0.000 11. 0
100-1 HUFF2 BOUNDARY BASE 30.00 848.300 853.000 0 0.976 0.000 11.1
1 100-1 HUFF2 BOUNDARY BASE 30.60 848.300 853.000 0 0.932 0.000 11.1
100-1 HUFF2 BOUNDARY BASE 31. 20 848.300 853.000 0 0.891 0.000 11.2
100-1 HUFF2 BOUNDARY BASE 31.80 848.300 853.000 0 0.853 0.000 11.2
100-1 HUFF2 BOUNDARY BASE 32.40 848.300 853.000 0 0.817 0.000 11.3
100-1 HUFF2 BOU1\i"DAR Y BASE 33.00 848.300 853.000 0 0.783 0.000 11. 3
I 100-.1 HUFF2 BOillIDARY BASE 33.60 848.300 853.000 0 0.754 0.000 11.3
100-1 HUFF2 BOUNDARY BASE; 31.20 848.300 853.000 0 0.726 0.000 11.4
100-1 HUFF2 BOUNDARY BASE 34.80 848.300 853.000 0 0.700 0.000 11. 4
100-1 HUFP2 BOUNDARY BASE 35.40 848.300 853.000 0 0.676 0.000 11 4
100-1 HUFF2 BOUNDARY BASE 36.00 848.300 853.000 0 0.653 0.000 11. 5
100-.1 HUFF2 BOillIDAR Y BASE 36.00 848.300 853.000 0 0.653 0.000 1] .5
1 100 -12 HUFF2 BOUNDARY BASE 0 .00 848.300 853.000 0 0 .000 0 .000 0 .0
100 .12 h'UFF2 BOUNDARY BASE O. 60 848,300 853.000 0 0 .000 O. 000 0 .0
100-12 HUFF2 BOUNDARY BASE 1 .20 848.300 853.000 0 0.002 O. 000 0 .0
100-12 HUFF2 BOUNDARY BASE 1 .80 848.300 853.000 0 0.100 0 .000 0 .0
I 100-12 HUFF2 BOUNDARY :ap.~SE 2 .40 848.300 853.000 0 0.501 0 .000 0 .0
100-12 HUFF2 BOUNDARY BASE 3 .00 848.300 853.000 0 1.525 0.000 0.1
100-12 HUFF2 BOUNDARY BASE 3 .60 848.300 853.000 0 3.599 O.QOO 0.2
100-12 HUFF2 BOUNDARY BASE 4.20 848.300 853.000 0 6.219 0.000 0.4
100-12 HUFF2 BOUNDARY BASE 4.80 848.300 853.000 0 8.160 0.000 0.8
100-12 HUFF2 BOUNDARY BASE 5.40 848.300 853.000 0 9.598 0.000 1.2
I 100-12 HUFF2 BOUNDARY BASE 6.00 848.300 853.000 0 10.683 0.000 1.7
100-12 HUFF2 BOUNDARY BASE 6.60 848.300 853.000 0 11.334 0.000 2.3
100-12 HUFF2 BOUNDARY BASE 7.20 848.300 853.000 0 11.806 0.000 2.9
100-12 HUFF2 BOUNDARY BASE 7.80 848.300 853.000 0 12.195 O.QOO 3 5
100-12 :rnJFF2 BOUNDARY BASE 8.40 848.300 853.000 0 12.529 0.000 4.1
I 100-12 HUFF2 BOUNDARY BASE 9.00 848.300 853.000 0 12.816 0.000 4.7
100-12 HUFF2 BOUNDARY BASE 9.60 848.300 853.000 0 13.075 0.000 5.3
100-12 HUFF2 BOUNDA.'!ZY BASE 10.20 848.300 853.000 0 13.260 O.QOO 6.0
100-12 HUFF2 BOUNDARY BASE 10.80 848.300 853.000 0 13.405 0.000 6.6
100-12 HUFF2 BOUNDARY BASE 11.40 84.8.300 853.000 0 13.497 0.000 7.3
I Interconnected Channel and Pond Routing Model (ICPR) i!,;J2002 Streamline Technologies, Inc. Page 1 of 5
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Scheme 2
I Simulation Node Group Time Stage Warning Surface Total Total Total To
Stage Area Inflow Outflow Vol In Vol
hrs ft ft ft2 ds cfs af
100...12 HUFF2 BOUNDARY BASE 12.00 848.300 853 .000 0 13 . 565 0,000 8.0
100-12 HUFF2 BOUNDARY BASE 12.60 848.300 853 .000 0 13 _ 538 0.000 8.7
I 100-12 HUFF2 BOlJNDARY BASE 13.20 848.300 853 .000 0 13.395 0.000 9.3
100-12 HUFF2 BOUNDARY BASE 13.80 848.300 853 ,QOO 0 13.219 0.000 10.0
100-12 HUFF2 BOUNDARY BASE 14.40 848,300 853 .000 0 13.017 0.000 10.6
100-12 HUFF2 BOUNDARY BASE 15.00 848.300 853 .000 0 12.795 0.000 11.3
100-12 HUFF2 BOUNDARY BJ'.8E 15.60 848.300 853 .000 0 12.559 0.000 11. 9
I 100-12 HUFF2 BOUNDARY BASE 16,20 848.300 853 .000 0 12.302 O,QOO 12.5
100-12 HUFF2 BOUNDARY BASE 16.80 848.300 853 .000 0 12.053 0.000 13 .1
100-12 HUFF2 BOUNDARY BASE 17.40 848_300 853 .000 0 11.808 0.000 13.7
100-12 HUFF2 BOUNDARY BASE 18.00 848.300 853 .000 0 11.551 0.000 14.3
100-12 HUFF2 BOUNDARY BASE 18.60 848.300 853.000 0 11. 293 0.000 14.9
I 100-12 HUFF2 BOUNDARY BASE 19.20 848.300 853,000 0 11.045 0.000 15.4
100-12 HUFF2 BOUNDARY BASE 19.80 848.300 853.000 0 10.790 0.000 16.0
100-12 HUFF2 BOUNDARY BASE 20.40 848.300 853.000 0 10.533 O,QOO 16.5
100--12 HUFF2 BOUNDARY BASE 21.00 848.300 853.000 0 10.274 0.000 17.0
100-12 HUFF2 BOUNDARY BASE 21.60 848.300 853.000 0 10.013 0.000 17.5
100-12 HUFF2 BOUNDARY BASE 22.20 848.300 853.000 0 9.752 0.000 18.0
I 100-12 HUFF2 BOUNDARY BASE 22.80 848.300 853.000 0 9.489 0.000 18.5
100-12 HUFF2 BOTJNDJI.,RY BASE 23.40 848.300 853.000 0 9.229 0.000 18.9
100-12 HUFF2 BOUNDARY BASE 24.00 848.300 853.000 0 8.966 0.000 19.4
100-12 HUFF2 BOUNDARY BASE 24.60 848.300 853.000 0 8.704 0.000 19.8
100-12 HUFF2 BOUNDARY BASE 25.20 848.300 853.000 0 8.442 0.000 20.3
I 100-12 HUFF2 BOUNDARY BASE 25.80 848.300 853.000 0 8.179 0.000 20.7
100-12 HUFF2 BOUNDARY BASE 26.40 848.300 853.000 0 7.917 0.000 21.1
100--12 HUFF2 BOUNDARY BASE 27.00 848.300 853.000 0 7.653 0.000 21. 4
100-12 HUFF2 BOUNDARY BASE 27.60 848.300 853.000 0 7,389 0.000 21. 8
100-12 HUPF2 BOUNDARY BASE 28.20 848.300 853.000 0 7.123 0,000 22.2
100-12 HUFF2 BOUND.a.RY BASE 28.80 848.300 853.000 0 6.859 0.000 22.5
I 100-12 HUFF2 BOUNDARY BASE 29.40 848.300 853.000 0 6.480 0.000 22.9
100-12 HUFF2 BOUNDARY BASE 30.00 848.300 853.000 0 6.021 0.000 23.2
100-12 HUFF2 BOUNDARY BASE 30.60 848.300 853.000 0 5.596 0.000 23.5
100-12 HUFF2 BOUNDARY BASE 31. 20 848.300 853.000 0 5.197 0.000 23.7
100-12 HUFF2 BOUNDARY BASE 31. 80 848,300 853.000 0 4.809 0.000 24 0
I 100-12 HUFF2 BOUNDARY BASE 32.40 848.300 853.000 0 4.644 0.000 24 .2
100-12 HUFF2 BOUNDARY BASE 33.00 848.300 853.000 0 4.442 0.000 24 .4
100-12 HUPF2 BOUNDARY BASE 33.60 848.300 853.000 0 4.219 0.000 24 ,6
100-12 HUFF2 BOUNDARY BASE 34.20 848.300 853.000 0 3.985 0.000 24 .8
100-12 HUPF2 BOUNDARY BASE 34.80 848.300 853.000 0 3.747 0.000 25 .0
1 100-12 HUFF2 BOUNDARY BASE 35.40 848.300 853.000 0 3.514 0.000 25. 2
100-12 HUFF2 BOUNDARY BASE 36.00 848.300 853.000 0 3.295 O.QOO 25 .4
100-2 HUFF2 BOUNDARY BASE 0.00 848,300 853.000 0 0.000 0 .000 o. 0
100-2 HUFP2 BOUNDARY BASE 0.60 848.300 853.000 0 1. 2 85 0 .000 0 .0
100-2 HUFF2 BOUNDARY BASE 1.20 848.300 853.000 0 7.029 0.000 0 .2
I 100-2 HUFF2 BOUND.~Y BASE 1. 80 848.300 853.000 0 9.526 0.000 0 .6
100-2 HUFF2 BOUNDARY BASE 2.40 848.300 853.000 0 10.568 0.000 1 .1
100-2 HUFF2 BOUNDARY BASE 3.00 848.300 853.000 0 10.881 0.000 1 .7
100-2 HUFF2 BOUNDARY BASE 3.60 848.300 853.000 0 11,083 0.000 2 .2
100-2 HUFF2 BOUNDARY BASE 4.20 848.300 853.000 0 11. 212 0.000 2 .8
I 100-2 HUFF2 BOUNDARY BASE 4.80 848.300 853.000 0 11.2'70 0.000 3 .3
100-2 HUFF2 BOUNDARY BASE 5,40 848,300 853.000 0 11.237 0.000 3 .9
100-2 HUFF2 BOUNDARY BASE 6.00 848.300 853.000 0 11.109 0.000 4 .4
100-2 HUFF2 BOUNDARY BASE 6.60 848.300 853.000 0 10,909 0.000 5. 0
100-2 HUPF2 BOUNDARY B1>_SE 7.20 848.300 853.000 0 10.666 0.000 5 .5
100-2 HUFF2 BOUNDARY BASE 7.80 848.300 853.000 0 10.411 0.000 6. 0
I 100-2 HUFF2 BOUNDARY BASE 8.40 848,300 853.000 0 10.152 0.000 6 .6
100-2 HUFF2 BOUNDARY BASE 9.00 848.300 853.000 0 9.892 0.000 7. 1
100-2 HUFF2 BOUNDARY BASE 9.60 848.300 853.000 0 9.629 0.000 7 .5
100-2 HUFF2 BOUNDARY BASE 10.20 848.300 853.000 0 9.368 0.000 8. 0
100-2 HUFF2 BOUNDARY BASE 10.80 848.300 853.000 0 9.107 0.000 8 .5
I 100-2 HUFF2 BOUNDARY BASE 11. 40 848.300 853.000 0 8.844 0.000 8. 9
10Q-2 HUFF2 BOUNDARY BASE 12.00 848.300 853.000 0 8.582 0.000 9. 3
100-2 HUFF2 BOUNDARY BASE 12.60 848.300 853.000 0 8.320 0.000 9. 8
100-2 HUFF2 BOUNDARY BASE 13.20 848.300 853.000 0 8.058 0.000 10 .2
100-2 HUFP2 BOUNDARY BASE 13.80 848.300 853.000 0 7.794 0,000 10. 6
I 100-2 HUFF2 BOUNDARY BASE 14.40 848.300 853.000 0 7.530 0,000 10 .9
100-2 HUFF2 BOUNDARY BASE 15.00 848.300 853.000 0 7.264 0.000 11 .3
100-2 HUFF2 BOUNDARY BASE 15.60 848.300 853.000 0 7.000 o.ooe 11 .7
100-2 HUFF2 BOUNDARY BASE 16.20 848.300 853.000 0 6.734 0.000 12 .0
100-2 HUFF2 BOUNDARY BASE 16,80 848.300 853.000 0 6.260 0.000 12 .3
100-2 HUFF2 BOUNDARY BASE 17.40 848.300 853.000 0 5.819 0.000 12. 6
I 100-2 HUFF2 BOUNDARY BASE 18.00 848.300 853.000 0 5.408 0.000 12. 9
100-2 HUFF2 BOUNDARY BASE 18.60 848.300 853.000 0 5.014 0.000 13 .2
100-2 HUFF2 BOUNDARY BASE 19.20 848.300 853.000 0 4.713 0.000 13 .4
100-2 HUFF2 BOtiNDARY BASE 19,80 848.300 853.000 0 4.550 0.000 13. 6
100-2 HUFF2 BOUNDARY BASE 20.40 848.300 853.000 0 4.340 0.000 13. 9
I 100-2 HUFF2 BOUNDARY BASE 21.00 848.300 853.000 0 4.114 0.000 14. 1
100~2 HUFF2 BOUNDARY BASE 21.60 848.300 853.000 0 3.872 0.000 14 .3
100-2 HUFF2 BOUNDARY BASE 22.20 848.300 853.000 0 3.637 0.000 14 .4
100-2 HUFF2 BOUNDARY BASE 22.80 848.300 853.000 0 3.411 0.000 14 .6
100-2 HUFF2 BOUNDARY BASE 23.40 848.300 853.000 0 3.196 0.000 14. 8
100-2 HUFF2 BOUNDARY BASE 24.00 848.300 853.000 0 2.995 0.000 14 .9
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Interconnected Channel and Pond Routing Model (ICPR) <<:12002 Streamline T eclmologies, Inc. Page 2 of5
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Scheme 2
I Simulation Node Group Time Stage Warning Surface Total Total Total To
Stage Area Inflow Out flow Vol In Vol
hrs It ft ft2 cfs ofs af
I 100-3 HUFF2 BOl1NDARY BASE 0 .00 848,300 853.000 0 .000 0 .000 0.0
100-3 HIJFF2 BOUNDARY BASE 0 .60 848.300 853.000 0 .314 0 .000 0.0
100-3 HUFF2 BOUNDARY BASE 1.20 848.300 853.000 0 3.551 0 .000 0.1.
100-3 HUFF2 BOUNDARY BASE 1. 80 848.300 853.000 0 7.943 0 .000 0.4
100-3 HUFF2 BOUNDARY BASE 2.40 848.300 853.000 0 9.891 0 .000 0.8
100-3 HUFF2 BOUNDARY BASE 3.00 848.300 853.000 0 11.108 O. 000 1.4
I 100-3 HUFF2 BOUNDARY BASE 3.60 848.300 853.000 0 11.657 0.000 .9
100~3 HUFF2 BOUNDARY BASE 4.20 848.300 853.000 0 11.841 O,QOO .5
100-3 HUFF2 BOUNDARY BASE 4.80 848.300 853.000 0 11.950 0.000 .1
100-3 HUFF2 BOUNDARY BASE 5.40 848.300 853.000 0 11.986 0.000 .7
100-3 HUFF2 BOUNDARY BASE 6.00 848.300 853.000 0 11.967 0.000 4.3
I 100-3 HUFF2 BOUNDARY BASE 6.60 848.300 853.000 0 11.894 0.000 4.9
100-3 HUFF2 BOUNDARY BASE 7.20 848.300 853.000 0 11.762 0.000 5.5
100-3 HUFF2 BOUNDARY BASE 7.80 848.300 853.000 0 11. 569 0.000 6.0
100-3 HUFF2 BOUNDA.."Q.Y BASE 8.40 848.300 853.000 0 11. 329 0.000 6.6
100-3 HUFF2 BOUNDARY BASE 9.00 848.300 853.000 0 11.084 0.000 7.2
I 100-3 HUFF2 BOUNDARY BASE 9.60 848.300 853.000 0 10.833 0.000 7.7
100-3 HUFF2 BOUNDARY BASE 10.20 848.300 853.000 0 10.577 0.000 8.2
100.3 HUFF2 BOUNDARY BASE 10.80 848.300 853.000 0 10.319 0.000 8.7
100-3 HUFF2 BOUNDARY BASE 11.40 848.300 853.000 0 10.059 0.000 9.3
100-3 HUFF2 BOUNDA.'<Y BASE 12.00 848.300 853.000 0 9.798 0.000 9.7
100-3 HUFF2 BOUNDARY BASE 12.60 848.300 853.000 0 9.536 O.QOO 10.2
I 100-3 HUFF2 BOUNDARY BASE 13.20 848.300 853.000 0 9.275 0.000 10.7
100-3 HUFF2 BOUNDARY BASE 13.80 848.300 853.000 0 9.013 0.000 11.1
100-3 HUFF2 BOUNDARY BASE 14.40 848.300 853.000 0 8.751 0.000 11. 6
10Q-3 HUFF2 BOUNDARY BASE 15.00 848.300 853.000 0 8.489 0.000 12.0
100-3 HUPF2 BOUNDARY BASE 15.60 848.300 853.000 0 8.226 0.000 12.4
I 100..3 HUFF2 BOUNDARY BASE 16.20 848.300 853.000 0 7.964 0.000 12.8
100-3 HUFF2 BOUNDARY BASE 16.80 848.300 853.000 0 7.700 0.000 13.2
100-3 HUFF2 BOUNDARY BASE 17.40 848.300 853.000 0 7.436 0.000 13.6
100-3 HUFF2 BOUNDARY BASE 18.00 848.300 853.000 0 7.170 0.000 14.0
100-3 HUFF2 BOUNDARY BASE 18.60 848.300 853.000 0 6.906 0.000 14.3
100-3 HUFF2 BOUNDARY BASE 19.20 848.300 853.000 0 6.567 0.000 14.6
I 100-3 HUFF2 BOUNDARY BASE 19,80 848.300 853.000 0 6.099 0.000 15.0
100-3 HUFF2 BOUNDARY BASE 20.40 848.300 853.000 0 5.670 0.000 15.2
100-3 HUFF2 BOUNDARY BASE 21.00 848.300 853.000 0 5.268 0.000 15.5
100-3 HUFF2 BOUNDARY BASE 21. 60 848.300 853.000 0 4.877 0.000 15.8
100-3 HUFF2 BOUNDARY BASE 22.20 848.300 853.000 0 4.679 0.000 16.0
I 100-3 HUFF2 BOUNDARY BASE 22.80 848,300 853.000 0 4.478 0.000 16.2
100-3 HUFF2 BOUNDARY BASE 23.40 848.300 853.000 0 4.259 0.000 16.4
100-3 HUFF2 BOUNDARY BASE 24.00 848.300 853.000 0 4.029 0.000 16.7
100-3 HUFF2 BOUNDARY BASE 24.60 848.300 853.000 0 3.'789 0.000 16.8
100-3 HUFF2 BOUNDARY BASE 25.20 848,300 853.000 0 3.555 0.000 17.0
I 100-3 HUFF2 BOUNDARY BASE 25.80 848.300 853.000 0 3.334 0.000 17.2
100-3 HUFF2 BOUNDARY BASE 26.40 848.300 853.000 0 3,123 0.000 17.4
100-3 HUFF2 BOUNDARY BASE 27.00 848.300 853.000 0 2.926 0.000 17.5
100-3 HUFF2 BOUNDARY BASE 27,60 848.300 853.000 0 2.742 0.000 17.6
100-3 HUFF2 BOUNDARY BASE 28.20 848.300 853.000 0 2.571 0.000 17.8
100-3 HUFF2 BOUl\1DARY BASE 28.80 848.300 853.000 0 2.413 0.000 17.9
I 100-3 htJFF2 BOUNDARY BASE 29.40 848.300 853.000 0 2,266 0.000 18.0
100-3 HUFF2 BOUNDARY BASE 30.00 848.300 853.000 0 2.129 0.000 18.1
100-3 HUFF2 BOUNDARY BASE 30,60 848.300 853.000 0 2.004- 0.000 18.2
100-3 HUFF2 BOUNDARY BASE 31. 20 848.300 853.000 0 1.888 0.000 18.3
100 -3 HUFF2 BOill-iTIARY BASE 31. 80 848.300 853.000 0 1.781 0.000 18.4
I 100-3 HUFF2 BOUNDARY BASE 32.40 848.300 853.000 0 1.681 0.000 18.5
100-3 HUFF2 BOUNDARY BASE 33 .00 848.300 853.000 0 1. 589 0.000 18.6
100-3 HUFF2 BOUNDARY BASE 33 ,60 848.300 853.000 0 1. 503 0,000 18.7
100-3 HUFF2 BOUNDARY BASE 34.20 848.300 853.000 0 1.423 0.000 18.7
100-3 HUFF2 BOill.'DARY BASE 34.80 848.300 853.000 0 1.349 0.000 18.8
100-3 HUFF2 BOUNDARY BASE 35.40 848.300 853.000 0 1.280 0.000 18.9
1 100-3 HUFF2 BOUNDARY BASE 36.00 848.300 853.000 0 1.216 0.000 18.9
100-6 HUFF2 BOUNDARY BASE 0.00 848.300 853.000 0 0 .000 0 .000 0 .0
100-6 HUFF2 BOUNDARY BASE 0.60 848.300 853.000 0 0.000 o. 000 o. 0
100-6 HUFF2 BOUNDARY BASE 1.20 848.300 853.000 0 0.387 0 .000 0 .0
I 100-6 HUFF2 BOUNDARY BASE 1. 80 848.300 853.000 0 2.478 O. 000 O. 1
100-6 HUFF2 BOUNDARY BASE 2.40 848.300 853.000 0 6.529 0 .000 0 .3
100-6 HUFF2 BOUNDARY BASE 3.00 848.300 853.000 0 9.006 0.000 0 .7
100-6 HUFF2 BOUNDARY BASE 3.60 848.300 853.000 0 10.501 0.000 1 .2
100-6 HUFF2 BOUNDARY BASE 4.20 848.300 853.000 0 11.405 0.000 1 .7
100-6 HUFF2 BOUNDARY BASE 4.80 848,300 853.000 0 12.141 O.QOO 2 .3
I 100-6 HUFF2 BOUNDARY BASE 5.40 848.300 853.000 0 12.696 0.000 2 .9
100-6 HUFF2 BOUNDARY BASE 6.00 848.300 853.000 0 13 .094 0.000 3 .6
100-6 HUFF2 BOUNDARY BASE 6.60 848.300 853.000 0 13.228 0.000 4 .2
100-6 HUFF2 BOUNDARY BASE 7.20 848.300 853.000 0 13.240 0.000 4. 9
100-6 HUFF2 BOUNDARY BASE 7,80 848.300 853.000 0 13.195 0.000 5 .5
I 100-6 HUFF2 BOUNDARY BASE 8.40 848.300 853.000 0 13.100 0.000 6 .2
100-6 HUFF2 BOUNDARY BASE 9.00 848.300 853.000 0 12,962 0.000 6 .8
100-6 HUFF2 BOUNDARY BASE 9.60 848.300 853.000 0 12.790 0.000 7 .5
100-6 HUFF2 BOUNDARY BASE 10.20 848.300 853.000 0 12.589 0.000 8. 1
100-6 HUFF2 BOUNDARY BASE 10.80 848.300 853.000 0 12.358 0.000 8. 7
100-6 HUFF2 BOUNDAR Y BASE 11.40 848,300 853.000 0 12.107 0.000 9. 3
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Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Teclmologies, mc, Page 4 of5
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Scheme 2
Simulation Node Group Time Stage Warning Surface Total Total Total To
Stage Area Inflow Outflow Vol In Vol
hrs ft ft ft2 cfs cfs af
100-6 HUFF2 BOUNDA-11. Y BASE 12.00 848 .300 853. 000 0 11. 868 0.000 9 .9
100-6 HUFF2 BOUNDARY BASE 12.60 848.300 853.000 0 11.614 0.000 10. 5
100-6 HUFF2 BOUNDARY BASE 13.20 848.300 853,000 0 11. 358 0.000 11 .1
100-6 HUFF2 BOUNDARY BASE 13.80 848.300 853.000 0 11.108 0.000 11.6
100-6 HUFF2 BOUNDARY BASE 14.40 848.300 853.000 0 10.858 0.000 12.2
100-6 HUFF2 BOUNDARY BASE 15.00 848.300 853.000 0 10.597 0.000 12.7
100-6 HUFF2 BOUNDARY BASE 15.60 848.300 853.000 0 10.340 0.000 13.2
100-6 HUFF2 BOUNDARY BASE 16.20 848.300 853.000 0 10.080 0.000 13.7
100-6 HUFF2 BOUNDARY BASE 16.80 848.300 853.000 0 9.819 0.000 14.2
100-6 HUFF2 BOUNDARY BASE 17.40 848.300 853.000 0 9.556 0.000 14.7
100-6 HUFF2 BOUNDARY BASE 18.00 848.300 853.000 0 9.295 0.000 15.2
100-6 HUFF2 BOUNDARY BASE 18.60 848.300 853.000 0 9.034 0.000 15.6
100-6 HUFF2 BOUNDARY BASE 19,20 848.300 853.000 0 8.771 0.000 16.1
100-6 HUFF2 BOUNDARY BASE 19.80 848.300 853.000 0 8.509 0.000 16.5
100-6 HUFF2 BOUNDARY BASE 20.40 848.300 853.000 0 8.247 0.000 16.9
100-6 HUFF2 BOUNDARY BASE 21.00 848.300 853.000 0 7.984 0.000 17.3
100-6 HUFF2 BOUNDARY BASE 21. 60 848.300 853.000 0 7.720 0.000 17.7
100-6 HUFF2 BOUNDARY BASE 22,20 848.300 853.000 0 7.456 0.000 18.1
100-6 HUFF2 BOUNDARY BASE 22.80 848.300 853.000 0 7.191 0.000 18.4
100-6 HUFF2 BOUNDARY BASE 23.40 848.300 853.000 0 6.927 0.000 18.8
100-6 HUFF2 BOUNDARY BASE 24.00 848.300 853.000 0 5.606 0.000 19.1
100-6 HUFF2 BOUNDARY BASE 24,60 848.300 853.000 0 6.133 0.000 19.4
100-6 HUFF2 BOUNDARY BASE 25.20 848.300 853.000 0 5.702 0.000 19.7
100-6 HUFF2 BOUNDARY BASE 25.80 848.300 853.000 0 5.298 0.000 20.0
100-6 HUFF2 BOUNDARY BASE 26.40 848.300 853.000 0 4.906 0.000 20.2
100-6 HUFF2 BOUNDARY BASE 27.00 848.300 853.000 0 4.686 0.000 20.5
100-6 HUFF2 BOUNDARY BASE 27.60 848.300 853.000 0 4.493 0.000 20.7
100-6 HUFF2 BOUNDARY BASE 28.20 848.300 853.000 0 4.277 0.000 20.9
100-6 HUFF2 BOUNDARY BASE 28.80 848.300 853.000 0 4.048 0.000 21.1
100-6 HUFF2 BOUNDARY BASE 29.40 848.300 853.000 0 3.807 0.000 21.3
100-6 HUFF2 BOUNDARY BASE 30.00 848.300 853.000 0 3.572 0.000 21.5
100-6 HUFF2 BOUNDARY BASE 30,60 848.300 853.000 0 3.351 0.000 21.7
100-6 HUFF2 BOUNDARY BASE 31.20 848.300 853.000 0 3.138 0.000 21.8
100-6 HUFF2 BOUNDARY BASE 31.80 848.300 853.000 0 2.941 0.000 22.0
100..6 HUFF2 BOUNDARY BASE 32.40 848.300 853.000 0 2.756 0.000 22.1
100-6 HUFF2 BOUNDA.~Y BASE 33.00 848.300 853.000 0 2.585 0.000 22.3
100-6 HUFF2 BOUNDARY BASE 33,60 848.300 853.000 0 2.425 0.000 22.4
100-6 HUFF2 BOUNDARY BASE 34.20 848.300 853.000 0 2.276 0.000 22,5
100-6 HUFF2 BOUNDARY BASE 34.80 848.300 853.000 0 2.13 9 0.000 22.6
100-6 HUFF2 BOUNDARY BASE 35.40 848.300 853.000 0 2.014 0.000 22.7
100-6 HUFF2 BOUNDARY BASE 36,00 848.300 853.000 0 1.897 0.000 22.8
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 5 of5
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AMERICAN CONSULTING, INC.
APPENDIX D
EMH&T RESPONSE
IN2002.0920.INO 1 O.RPT.CE,0003,RO.DOC
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Meridian MarklClarian Hospital Drainage Study
Page 1 of2
Poczekay, Jamie
From: Kelly, Rich [RKelly@emht.com]
Sent: Thursday, March 11, 2004 10:27 AM
To: Poczekay, Jamie
Cc: mvollbrecht@zellercorp,net; etaylor@zellercorp.net; Birge, J. Tag
Subject: Meridian MarklClarian Hospital Drainage Study
Jamie,
Attached you will find a calculation summary of the analysis of the Meridian Mark (Zeller) pond using the revised
Clarian pond outflow hydrograph data provided to EMH&T from ACE via e-mail on March 9, 2004.
Based upon the information provided, the reduced flow rates identified in the revised Clarian pond outflow
hydrographs when added to the on-site flows generated from the Meridian Mark development will produce a
satisfactory peak 100-year water surface elevation within the existing pond,
The finish floor elevation of the existing Meridian Mark 1 building is determined to be 850.87 feet by survey. The
peak 1 OO-year water surface elevation in the existing pond is determined to be 848.79 feet using the revised
hydrograph information provided to our office on March 9, 2004. Thus, the required 2 feet of freeboard for flood
protection of the existing office building is realized, The associated peak outflow rate from the Meridian Mark
pond for the 100-year, 12-hour storm event is 14.32 cfs.
This peak outflow rate compares favorably to documentation found by EMH&T at the Hamilton County Surveyor's
Office which identified that the peak outflow rate for this pond was assumed to be 14.5 cfs for the design of the
downstream W.R. Fertig Drain.
Based upon this information, EMH& T is of the opinion that the reduced outflow rates provided to our office from
ACE are acceptable. We would request that a copy of the revised calculations and construction plans (including a
detail of the proposed pond outlet control structure) be provided to our office for final review.
Sincerely,
Rich Kelly, P,E,
EMH&T,lnc,
6994 Hillsdale CI.
Indianapolis, Indiana 46250
ph: 317/913-6930
fx: 317/913-6928
<<Rev-MMPondOut-031104.tif>>
CONFIDENTIALITY NOTICE: This e-mail message
is intended only for the person or entity to which it
is addressed and may contain confidential and/or
privileged material. Any unauthorized review, use,
disclosure or distribution is prohibited. If you are
not the intended re(:ipient, please contact the sender
by reply e-mail and destroy all copies of the original
message. If you are the intended recipient but do not
wish to receive communications through this medium,
3/15/2004
.- -.
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Type. . .. Master Network Summary
Name.. " Watershed
File.... Q:\PROJECT\_2003PROJECTS\20031641\DRAINAGE\
Title.. .
Page 2.01
.,
MASTER DESIGN STORM SUMMARY
Default Network Design Storm File. ID IND-HUFF.RNQ 100-yr
Total
Depth Rainfall
Return Event in Type RNF File RNF 10
--............--.......... ------ ---~--~--------- -----...-- ...---------------
100-3 3.8700 Synthetic Curve CUSTOM Ind-Huff
100-6 4.5000 Synthetic Curve CUSTOM Ind-Huff
100-12 5.1600 Synthetic Curve CUSTOM Ind-Huff
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
Hydrograph File Import Option Used For 1 node(s)
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond
Storage
Node 10 Type Event ac-ft Trun min cfs ft ac-ft
_____..~____w_____ --..--- -----..-......- --..----"'- ----..-..- ----...--- -----..-----
J 10 JeT 100-3 18.824 72.00 40.64
J 10 JCT 100-6 21.283 144.00 28.49
J 10 JeT 100-12 21.292 324.00 22.31
OFF - SITE HYG 100-3 18.923 360.00 11.97
OFF-SITE HYG 100-6 2.2.847 432.00 13.24
OFF-SITE HYG 100-12 25.394 720. 00 13.57
ON-SITE AREA 100-3 4.880 72.00 37.09
ON-SITE AREA 100-6 6.105 108.00 23.94
ON-SITE AREA 100-12 6.996 216.00 14.53
*OUTLET JeT 100-3 18.813 396.00 11.85
*OUTLET JeT 100-6 21.272 396.00 13.48
"'OUTLET JCT 100-12 21. 281 756.00 14.32
POND IN POND 100-3 18.824 72.00 40.64
POND IN POND 100-6 21. 283 144.00 28 .49
POND IN POND 100-12 21 . 292 324.00 22,31
POND OUT POND 100-3 18.813 396.0D 11,85 847.59 4.708
POND OUT POND 100-6 21. 272 396.00 13.48 848.36 5.930
POND OUT POND 100-12 21.281 756.00 14.32 848.79 6.654
SIN: 321105F06A8A
PondPacK Ver, 7.5 (765)
Compute Time: 09:01:51
Date: 03/11/2004