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Home My WebLink AboutDrainage AnalysisDrainage Analysis THE BARRINGTON OF CARMEL CCRC Guilford Road Carmel, Indiana Job #: GDC.001 Date: 12/02/08 Revised: 2118109 Prepared by: Ben E. Deichmann, P.E. Reviewed by: Roger C. Ward, Jr. P.E. ,,~,, ROGER WARD - ENGINEERING INCORPORATE D 5420 North College Avenue, Suite 202 Indianapolis, IN 46220 (317) 251-1738 (Fax) 251-1923 RECEIYFD ~ ..,,;y Q{~ , =~ TABLE OF CONTENTS Section I: Report A. Project Title B. Project Description C. Design Method and Criteria D. References E. Existing Conditions F, Proposed Conditions G. Stormwater Quality and BMP Recommendations Section II: Appendix A. Site Information (maps, exhibits, etc.) B. Existing Conditions C. Proposed Conditions D. Stormwater Quality Data E. adICPR Input Data A. Proiect Title The Barrington of Carmel CCRC B. Proiect Description This project is located north of the intersection of 116`h Street and Guilford Road in Carmel, Indiana. The site is on the east side of Guilford Road. The site is approximately +/- 19.55 acres. The existing site is currently undeveloped and is covered mainly with grass, trees, scrub, brush and 4 man-made ponds. The existing site drains to the northeast and is collected by the W.R. Fertig Legal Drain. The proposed development will consist of a 363,838 SF, multi-story continuing care retirement community (CCRC) building. The proposed building will also have an underground parking garage below the northern portion of the building. The proposed development will disturb approximately 16.29 acres and will consist of the utility and transportation infrastructure, as well as the construction and implementation of an overall site drainage and stormwater quality plan. The runoff from the proposed development will be collected by the proposed storm sewer infrastructure and proposed wet-detention basin. The wet-detention basin will discharge into the W.R. Fertig Legal Drain. The existing land uses adjacent to the site are as follows: North: PUD (Residential) West: PUD/R-3 (Residential) South: I-1 (Duke Energy Building) East: M-3 (Manufacturing) C. Design Method and Criteria 1. Soil Tvpe: Soil maps from the United States Department of Agriculture, Soil Conservation Service, identify Crosby silty loam (CrA - 48% site), Miami silty loam (Mm62 - 11 % site), Brookston silty loam (Br - 32% site) & Shoals Silt Loam (Sh - 10% Site). The Miami &Brookston soils are classified as type "B" soils. The Crosby & Shoals soils are classified as type "C" soils. 2. Design Storm: The 2-year, 10-year, and 100-year storm events have been analyzed for the existing & proposed condition. The NRCS type-II 24-hour distribution was used in the calculations. 3. Overall Watershed: W.R. Fertig Legal Drain (Carmel Creek). :j:^ D. References 1. TR55 Stormwater Design Manual. 2. Hamilton County Soil Survey. 3. adICPR computer pond routing program by Streamline Technologies. E. Existing Conditions This project is located north of the intersection of 116" Street and Guilford Road in Carmel, IN. The site is on the east side of Guilford Road, just north of the Duke Energy Building. The site is approximately +/- 19.55 acres. The existing site is currently undeveloped and is covered mainly with grass, trees, scrub, brush and 4 man-made ponds. The existing site is comprised of 6 drainage basins (EX1, EX2, DS1, DS2, DS3 & DS4) Basin EX1 drains via sheet flow to the northeast and is collected by the W.R. Fertig Legal Drain. Basin EX2 drains via sheet flow to the south and is ultimately collected by Carmel Creek. The 4 man-made ponds are represented by basins DS1, DS2, DS3 8 DS4 as depressional storage basins. DS4 fills up and spills into DS3, DS3 fills up and spills into DS2, DS 2 fills up and spills into DS1 and DS1 fills up and spills into the W.R. Fertig Legal Drain. The following are the computed 2-year, 10-year, and 100-year overall discharge rates from the site utilizing the NRCS type-II 24-hour storm event. The BDRY node represents the discharge point for basins DS1, DS2, DS3 &DS4. Basins EX1 -Northeastern basin. EX1 -Existing 2-year discharge 1.82 cfs EX1 -Existing 10-year discharge 5.60 cfs EX1 -Existing 100-year discharge 19_19 cfs EX2 -Southern basin. EX2 -Existing 2-year discharge 0.13 cfs EX2 -Existing 10-year discharge 0.39 cfs EX2 -Existing 100-year discharge 1.29 cfs Nodes BDRY -Discharge point for basins DS1, DS2, DS3 &DS4. BDRY -Existing 2-year discharge 0.88 cfs BDRY -Existing 10-year discharge 2.62 cfs BDRY -Existing 100-year discharge 11_25 cfs . ,y. ` ~y ' F. Proposed Conditions The proposed development will consist of a 389,797 SF, multi-story continuing care retirement community (CCRC) building. The proposed building will also have an underground parking garage below the northern portion of the building. The proposed development will disturb approximately 16.29 acres and will consist of the utility and transportation infrastructure, as well as the construction and implementation of an overall site drainage and stormwater quality plan. The runoff from the proposed development will be collected by the proposed storm sewer infrastructure and proposed wet-detention basin. The wet-detention basin will discharge into the W.R. Fertig Legal Drain. A letter from IDNR dated April 13, 2004, for the adjacent parcel to the north of the project site, indicates a 100-year elevation of 834.20 for Carmel Creek. This elevation is at the downstream limit of the parcel to the north, which is our northern boundary. For design purposes, the 834.20 elevation was utilized for the 100-year elevation for that portion of Carmel Creek situated on the project site. A copy of the IDNR letter is contained within the Appendix. Basin PR1 is the remaining undisturbed portion of the existing basin EX1. Basin PR1 drains via sheet flow to the northeast and is collected by the W.R. Fertig Legal Drain. No detention is being proposed for basin PR1. Basin PR2 drains via sheet flow to the south and is ultimately collected by Carmel Creek. No detention is being proposed for basin PR2. The following are the computed 2-year, 10-year, and 100-year overall discharge rates from the proposed basins PR1 and PR2. The following rates were calculated utilizing the NRCS type-II distribution, 24-hour storm event. Basins PR1 -Undisturbed portion of existing basin EX1. PR1 -Proposed 2-year discharge PR1 -Proposed 10-year discharge PR1 -Proposed 100-year discharge 0.71 cfs < 1.82 cfs 1.90 cfs < 5.60 cfs 5.23 cfs < 19.19 cfs PR2 -Proposed southern basin. PR2 -Proposed 2-year discharge PR2 -Proposed 10-year discharge 0.17 cfs > 0.13 cfs 0.30 cfs < 0.39 cfs PR2 -Proposed 100-year discharge 0.62 cfs < 1.29 cfs As required by the Carmel Stormwater ordinance, the wet-detention basin has been designed to accommodate the run-off for the full build out of the right-of- way along the site's frontage. For the purpose of designing the detention facility and the primary outfall pipe, all off-site flows have been ignored. As required by the Carmel Stormwater ordinance, the allowed 10-yr flow rate is 0.1 cfs/acre of disturbed area. There is a restriction on the flow rate for the 100- yr storm to W.R. Fertig Legal Drain of 0.25 cfs/acre of disturbed area. The overall disturbed site acreage equals 15.29 acres (entire site area minus basins PR-1 & PR-2), plus the western %rRNV of Guilford Avenue (1.00 acres) is equal to 16.29 acres and the allowable 10-yr and 100-yr discharge rates are 1.63 cfs and 4.07 cfs, respectively. An outlet control structure is proposed at the wet pond to restrict the flows discharging from the detention facility. A 6" circular orifice is proposed at an elevation 834.40 to control the 2-yr and 10-yr flows. This orifice will have a hood over it, to prevent any floatable debris from clogging it. A 15" x 4 %"(L x W) rectangular orifice is proposed at elevation 836.67 to control the 100-yr discharge. The following are the computed 2-year, 10-year, and 100-year overall discharge rates, excluding the off-site run-off, from the proposed wet-detention facility after being collected by the proposed storm sewer system. The following rates were calculated utilizing the NRCS type-II distribution, 24-hour storm event. Node POND -Wet-detention facility outlet control structure (Str. 301). POND -Proposed 2-year discharge 0.94 cfs < 1.63 cfs POND -Proposed 10-year discharge 1.25 cfs < 1.63 cfs POND -Proposed 100-year discharge 4.00 cfs > 4.07 cfs Currently off-site run-off from Lennox Trace and Townhomes at Guilford developments discharge onto the project site. The aforementioned off-site run- off is conveyed onto the project site via an existing 18" CMP pipe running beneath Guilford Road. Per the Carmel Stormwater ordinance, off-site run-off can be routed through a proposed detention pond, if a secondary ouffall is provided. A second analysis was conducted to include all off-site run-off in order to determine the 100-year elevation of the detention facility. We are proposing a 189' extension of the existing culvert pipe to route the off-site run-off to the proposed detention facility. The initial analysis (proposed conditions w/ out off-site run-off) indicated a 100- year elevation of the proposed detention basin of 838.04. We are proposing the emergency weir at an elevation of 838.10. The second analysis (proposed conditions w/ off-site run-off) indicated a 100-year elevation for the proposed detention basin of 838.34. . ~, G. Stormwater Quality and BMP Recommendations According to Chapter 7, section 701 of the City of Carmel Stormwater Management Ordinance, any project that disturbs '/< acre or more of land is required to provide 2 post-construction stormwater quality measures. The proposed development will disturb approximately +/- 15.81 acres. As part of this development, we are proposing 1wet-detention pond (Pond) and an Aqua-Swirl (Model AS-8) to meet this requirement. According to Chapter 7, table 701-1 (Pre-Approved Post-Construction BMPs) of the City of Carmel Stormwater Technical Standards Manual, indicates that wet detention ponds are considered an acceptable Best Management Practice (BMPs) and have an anticipated Total Suspended Solids (TSS) removal rate of 80%. Per BMP PC-110 (Wet Pond) details, a wet pond can be utilized as a post- construction BMP as long as it meets the suggested design criteria. The proposed wet-detention pond's normal pool volume is greater than 3 times the water quality volume (WQv). The pond's length to width ratio for is greater than the suggested 3 to 1 ratio. The proposed wet pond is to be 8 feet deep. As part of the pond's design, the littoral ledge will be planted with some aquatic species to aide in water soluble mineral removal. Please see the project's landscape plans for designated species. According to Chapter 7, table 701-1 (Pre-Approved Post-Construction BMPs) of the City of Carmel Stormwater Technical Standards Manual, indicates that storm drain inserts are considered an acceptable Best Management Practice (BMPs) and the anticipated Total Suspended Solids (TSS) removal rates are dependant on the specific model utilized. Per BMP PC-107 (Storm Drain Inserts) details, a hydro-dynamic separator can be utilized as apost-construction BMP as long as it meets the suggested design criteria. We are proposing the use of an Aqua-Swirl model AS-8, in an off-line configuration, to treat the calculated Q„~. The details of Aqua-Swirl's water quality design are contained in the Appendix. ~IAlVIILTON COUNTY 1VIAP z i~ ! IBC "~ COLLEGE fTl -I AVENUE --~ =,o ~ `~ m I~ GUILFORD 0 ~~ ~m H- i ROAD 1.5 MILESf STATE ROAD X431 \ ~V tiicy ~~~ \ ~~ . ~ D O y °-d __ GULLFORD-... ROAD....... ~: ..- -__ _ , ,Ff ,ty E ~ Zf'~ L-~ 1 / ~ ,~~ N x~ 4 1 9NN0 N30N3d30N1 ~ >; ~ ~ ~ i 1 II~~I ~ J A ~ ~a~RR A~ ~ ~ ~ l ~~ ,~ ~, A ~, ~ ~l n V il ~i , . ~" ~x . ! ., o~ : L a ~~ ~ . ' bN~n a~sssv ~ ~ ~~ ~ ~ Q ,. ~, ' ~ ~ ~, '~ `~ ~ , ~ sNHn A~~"~ .., ~ . ~ ~ ix3ur~ara EE ~ " ~ .I j i i v~ ~ : y c a ~ ~ ~ ii~ ~ ti seonroa - ~ i,~ ~~ ~ , oom~ , ~ ~ L L ~ y ~~ ,. ~ ~ ~_=x.~ LL ~ L ibara~aw ~ ~ !_ ~ ;~ ~~~~~~ ~ ~p' ~~ c, ~• ~ ~ 1 v 9NNf1 ti ~lQOtad3UNl ti . t~~~ ~~ Q ~J _ APPROXIMATE SCALE 500 0 500 FEET •-i ,~ /~,__ NATIONAL FL000 INSURANCE PROGRAM ='~ ~ FIRM FL000 INSURANCE RATE MAP ~~ ( /5~~ HAMILTON COUNTY, LENOX LN ~~ INDIANA ~ ' AND WCOAPORATED AREAS i i LIMI / ~ ~ ~ OETAILE PANEL 209 OF 290 ISEE MAP INDF% FOP P~FIELS NOr PPINTEO / ~ fAMPNS: [OMMUNIn NUMBER PPNFL SUFfl% ~ ZONE A 09 ~ ~ ~P ~ 2 ~ . ~ sT N M N.. Nuuw .,.~ ..,. ~..a.. MAP NUMBER 18051C0209F ~~ EFFECTIVE DATEL FEBRUARY 19,2003 Federil Emugevry ManagemmL Agenry Thla le en omclel copy of a portion pl ins elww rerorenceo nppa map. was aztractetl uaing F-MIT On-Line Thle map Eoas not tenet[ cnanpee or ementlmeMe wnich may new been meae euweQUent to the Gate on Me title dock. Far lne leteel protlucl In(ormetipn abaul National Flootl Insurance Proprem aoo0 maps check Ne FEMA FIOOC Mep Store et www.mec.fema.pov Map Output Yage 1 of I -~ i ~ ~ .~~ i ~Jr II?E}~..11 {~ 18T ~ a~ I a t' l e 1 ~~ ~~' I_ N' I '' r 'I ,}rl I,`U , , ~` ,. f jq~ -~ I tli S_ '"~Ila ilt y 1 'r (:~ T ° Z V X4,7 y ~ k a 1 i ~r'i'~ I i I 4 . ~' f ' y , Ii r~ ~ y.. `'-~~ ~~O_.. ~ rf t,,, 1~~` i~~a is iFr ~' Y~;1 ~ C as4~Y I .: 1 4 ~ I { ~ ~ I t e • ; ~~ ..'!. ~~) I 'ate fj - I ti\+ ~%'t ~~~ rr ~. ~ r.Y ~ P r'~ K f,~ t ' y. ~ r ..t ~ .' ~ c".+~ 1 • Y'y :C -k~y.;R rd7', ! _ i ~- i y~'rJi'~lr, _ ' ~~ `fi I f4 `f .I i~ 1 0 `r} 61~ 4r~~{aPti 1Jj~ ~tt,C~'' ~. ~'S~ Ili.:. /C'... ~ i'\i'::'- :~f,'!' ~Ll :~~ -~'su '~ 0 2DOD 4000 ft ~~ z -; mis map was prepamE er me manna Gepkgkal spryer, palnq aata IxreYea m ee aKpate; npweyer, a marok a empr a mnemnt m $Cale 1:20558 all maps, mk pmqutt Is Gh[riEU[eE'a5-IS' wimout warrantkz o1 any klnE, either expresses or implies, incluglnq put hat Ilmiteq to wamantles of zulra0ilhy of a partkukr puryase or use. mere is no attempt In ertRer Eesign ar pmEUNOn M N6 map [o G<Rne [M Ilmits or )urisEktlon o! any Ie0e21, state ar Ipral gpvemment. ~ Oe[aileE an-Ne-gmunE survey and aiztorkal analysis afa single site may OI%er rmm [Riz map Intllana Geological Survey http:// 129.79.145.7/servlet/com.esri. esrimap.Esrimap?ServiceName=statewideIndex&Clie... 6/26/2008 ,ooz = << ~ ~~~d~s ~8 ZB~W dJ~ ~S Map 1 Carmel Trails - Bike Loop - North South Bike Route - West East Bike Route Crime Watch ^ CW_062408 ^ CW_062108 ^ CW_061708 ^ CW_061408 ^ CW_061108 Roads - Interstate - US Highway - State Road - Major Roads Minor Roads N - SCALE 1:14,338 1,000 0 1.000 2.000 3.000 / FEET !!!///////// http:l/gis.carmel.in.govlmap/carmel.mwf Friday, June 27, 2008 9:40 AM EXISTING BASIN CONDITIONS Simulation Basin Group Time MaX Flow MaX Volume Volume hrs cfs in ft3 100YA-29HR DS1 EXIST 11. 67 13. 02 3. 27 43790. 65 100YR-29HR DS2 EXIST 11. 96 5. 76 3. 07 23530. 78 100YR-29HR DS3 EXIST 11. 91 6. 10 3. 47 23298. 65 100YR-29HR D54 EXIST 12. 00 12. 76 3. 57 52752. 11 . 100YR-29HR -EX1 EXIST 11. 90 •19. 19 2. 78 74945. 41 • 100YR-24HR •EX2 EXIST 11. 87 • 1 .29 2 .97 4927. 93 lOYR-24HR DS1 EXIST 11. 87 9 .49 1 .28 17110. 63 lOYA-24HR D52 EXIST 12. 00 1 .91 1 .16 8853. 64 lOYR-24HR DS3 EXIST 11. 95 2 .26 1 .40 9433. 90 lOYR-24HR DS9 EXIST 12. 00 9. 92 1 .47 21728. 85 • lOYR-24HR • EX1 EXIST 11. 97 • 5. 60 0 .98 26516. 55 • lOYR-24HR • EX2 EXIST 11. 89 • 0. 39 1. 10 1633. 20 2YR-24HR DS1 EXIST 12. 05 1. 59 0. 57 7665. 99 2YR-24HR D52 EXIST 12. 12 0. 69 0. 50 3794. 67 2YR-24HR DS3 EXIST 12. 05 0. 91 0. 66 4401. 20 2YR-29HR D54 EXIST 12. 04 2. 09 0 .70 10331. 91 • 2YR-24HR • EX1 EXIST 12. 10 • 1 .62 0 .39 10534. 97 • 2YR-29HR • EX2 EXIST 12. 05 • 0 .13 0 .96 683. 97 The Barrington of Catmel_GDCDOI By: BED 12-02-08 Interconnected Channel and Pond Rou[ing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 EXISTING NODE CONDITIONS Max Time Max Warning Max Delta Max Surf MaX Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs ~ HDRY EXIST • 100YR-29HR 0. 00 825. 46 825 .99 0. 0000 0 12 .18 • 11. 25 0. 00 0. 00 DS1 EXIST 100YR-29HR 12. 18 838. 35 839 .00 0. 0050 17979 12 .00 14. 19 12. 18 11. 25 D52 EXIST 100YR-24HR 12. 79 839. 72 839 .50 0. 0049 12543 12 .64 5. 72 12. 79 5. 19 D53 EXIST 100YA-24HR 12. 66 893. 29 843 .24 0. 0035 27887 12 .32 7. 13 12. 66 9. 65 D59 EXIST 100YR-24HR 12. 47 893. 67 843 .50 0. 0029 44666 12 .00 12. 75 12. 39 9. 71 • BDRY EXIST • lOYA-24HR 0. 00 825. 96 825 .49 0. 0000 0 12 .20 ~ 2. 62 0. 00 0. 00 DS1 EXIST lOYR-24HR 12. 20 837. 93 839 .00 0. 0099 15341 11 .84 9. 07 12. 20 2. 62 D52 EXIST lOYR-24HR 12. 96 839. 57 839 .50 0. 0092 10041 12 .00 1. 91 12. 46 0. 78 D53 EXIST lOYR-24HR 48. 00 643. 20 843 .29 0. 0025 21657 12 .00 2. 18 0. 00 0. 00 D54 EXIST lOYR-24HR 17. 51 843. 49 843 .50 0. 0024 93662 12 .00 4. 91 17. 51 0. 25 • BDRY EXIST • 2YR-24HR 0. 00 825. 46 825 .49 0. 0000 0 12 .39 • 0. 88 0. 00 0. 00 DS1 EXIST 2YR-24HR 12. 34 637. 79 839 .00 0. 0050 13950 12 .01 1. 55 12. 34 0. 88 DS2 EXIST 2YR-24HR 17. 54 839. 52 839 .50 0 .0037 9663 12 .17 0. 66 17. 54 0. 05 D53 EXIST 2YR-29HR 29 .84 842 .56 893 .24 0 .0026 17758 12 .01 0. 90 0. 00 0. 00 D54 EXIST 2YR-24HR 25 .01 843 .36 843 .50 0 .0025 41632 12 .01 2. 02 0. 00 0. 00 The Harrington of Carmel_GD0001 By: BED 12-02-OB Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. 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Y .I i ~ f .1 ~~'°"° ~ '/ GREYSTONE DEVELOPMENT EXISTING CONDITIONS ,,~~, RO~RR wARD ENGINEERING m ~`'.; = THE BARRIIVGTON - INC ORPOAATHD _ a m _ ,a ~ ~ - ~ ~~ f^ ' ° . „ m X = - ? _~ _ - Q ~ OF CARMEL CCRC crvE E°°mEEas-wmsuRVFrogs-oEVEr_a n[<rvrcoxsu~u+rs ~ + +, ~; i`~~s '--~'-.. ~ ~„~ GUILFORD ROAD REVISIONS: ~- °ruwN °v: BED °".E:°~'°'°° f~F IWG 0C/Oll/pYL/flll $(pp N,LIXLE°E"VFH°E SIME M] .°°I"!NP°LI5.1°~~ '°`~„~,~, CARMEL, INDIANA ,.- '_ ~: ,~nrys,-,Idd,FA%h5,-,Y9 .enYl~mYq.mn EXISTING OVERALL CONDITIONS Runoff Curve Coefficient Number Impervious Area = 0.85 98 Open Area = 0.20 68 "Open Space (Good Condition) Woods = 0.20 64 "Wood or Forest Land (Good Cover) Miami Silty Loam (Mm62 -11% Slte) Type "B" Soil Crosby Silty Loam (CrA • 48% Site) Type "C" Soil Brookston Silty Clay Loam (Br • 32°/ Site) Type "B" Soil Shoals Silty Loam (S h - 9% Site) Type "C" Soil ON SITE IEX11 Impervious Area Open Area Woods Total Total Composite Composite (ft"2) 1ft"2) 1ft^2) (ft"2) (Acres) "CN" "c" 550 189506 133356 323412 7.42 66 0.20 ON SITE (EX21 Impervious Area Open Area Woods Total Total Composite Composite (ft^2) (ft"2) (ft^2) (ft^2) (Acres) "CN" "c" 686 12946 4235 17867 0.41 68 0.22 ON SITE (DS1) Impervious Area Open Area Woods Total Total Composite Composite (ft"2) Ift"2) (ft"2) lft^2) (Acres) "CN" "c" 15022 138356 7491 160868 3.69 71 0.26 ON SITE IDS21 Impervious Area Open Area Woods Total Total Composite Composite (ft^2) (ft"2) (ft"2) (ft"2) (Acres) "CN" "c" 5184 57650 29106 91940 2.11 69 0.24 ON SITE IDS3) Impervious Area Open Area Woods Total Total Composite Composite (ft"2) (ft"2) (ft^2) (K^2) (Acres) "CN" "c" 13300 67141 0 80441 ,_ 1.85 73 0.31 ON SITE IDS41 Impervious Area Open Area Woods Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "CN" "c" 37625 107525 32091 177241 4.07 74 0.34 PROPOSED BASIN CONDITIONS Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 100YR-24HR PR1 PROPOSED 12. 03 5 .23 2. 88 41165 .39 100YR-24HR PR2 PROPOSED 12. 00 0 .62 9. 30 5150 .31 l OYR-24HR PR1 PROPOSED 12. 03 1 .90 1. 04 14677 .32 lOYR-24HR PR2 PROPOSED 12. 00 0 .30 1. 98 2367 .93 2YR-24HR PR1 PROPOSED 12. 07 0 .71 0. 92 6070 .81 2YR-24HR PR2 PROPOSED 12. 00 0 .17 1. 06 1265 .74 The Barrington of Carmel_GD0001 Hy: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 PROPOSED NODE CONDITIONS W/OUT OFFSI TE RUN-OFF Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs BDRY-1 PROPOSED 100YR-24HR 0. 00 834 .20 834. 20 0. 0000 55 14. 46 4 .00 0. 00 0. 00 ~ POND PROPOSED 100YR-24HR 14. 96 >838 .04 839. 00 0. 0019 60168 11. 91 32 .24 19. 46 •4. 00 BDRY-1 PROPOSED lOYA-29HR - 0. 00 834 .20 834. 20 0. 0000 55 16. 92 1 .25 0. 00 0. 00 s POND PROPOSED lOYR-29HR 16. 92 •836 .65 839. 00 0. 0010 53236 12. 00 17 .95 16. 92 • 1. 25 BDRY-1 PROPOSED 2YA-29HR 0. 00 834 .20 834. 20 0. 0000 55 15. 09 0 .94 0. 00 0. 00 POND PROPOSED 2YR-29HR 15. 09 • 635 .81 839. 00 0. 0009 99719 12. 00 11 .40 15. 09 • 0. 94 The Barrington of Carmel_GD0001 By: HED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 PROPOSED NODE CONDITIONS WITH OFF SI TE RUN-OFF Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow outflow Out Elow hrs ft ft ft ft2 hrs cfs hrs cfs BDRY-1 PROPOSED100YR-29HR with 0.00 834.20 839.20 0.0000 0 12.01 92.83 0.00 0.00 • POND PROP08ED100YR-29HR with 12.01 •838.34 839.00 0.0038 61982 12.00 43.08 12.01 42.83 The Harrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 iR S'~u~ I F~ g~ap~~~m ~~1 ~S5S ' ~ I n ",~ f I c \ _ m ~ ,n ~ 1e _ v *. ti ,- ' _. _ ., I ~ a. 3' ~ ~T ~ s ~~Z II III' ~.:~. -... ~ rv. ~_" + ~` a'!' :t ~ ~• + « r ~ a r i c i a ~ 1 I III ]~ ~ ` 'y _~ ~ t - ~\'~ - ~\ ~ 11 l ~ M ~ ~'. 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INV I _ 9 Nr 834 90 5 _ ___-__ y ®`A N . INV. . OUi 074.79 ~ NW A , ~ I ~~~ g-I - ~ INV. TR- G1 OUi 835.92 ~ ~ j _ M i T.C. =843. INV. IN =835.04 INV. OUT =834.94 I NE W ~ I I 8 WA1ERp I _ _ ~ _- ! a i m 0 51R 202 ro I i ._._._.INV IN 4835 28 E -.._. _!...__. _._........... ~°+, ~ ! -_- 1 . , INV IN 878.19 5 ! INV. W7 835.18 I - - - - - 5W ~ yz b -0.. -- - i o 7.- ~ I H II I _____..._.i..._..._-_. ~ !_ _ STR.! 203_ --- - .-...._.._.._ .._.____ C.I=843. I INV.IIN =835.54 i I SE I INV.~WT=8J5.4 4W ~ a I I I ............... .._.........._ I - ................._........... I a ~ Ai'. ~ _ _L-_. -___._ -~- ~-~-- i i ____-STR. ~20t___.__. .-__..____ .____-. ~ T ~=847. INV. IN =835.74 S I E j INV. WT =835.64 NW `1' $ '_'~5 -- _ _ I ~- I _ ~. i~ ~ 9i i i ~ I !SiR.!20.5 ____._ ~ INV IN~ 835.94 S E i ! INV. OUT =835.84 NW ~ ! ®~- .A.~ _ - ~ I ... ~ _........_._ __ __ _____ NB Q, I I I .- I .......STR 206 _. .- ...... ........ ~ B IN IN BJ6.14 SE } 5 AN lAT NV L i INV OUT =836.0 _ _ _ .. I ~ ' _ 4 NW -_ i5 ' ~~5~5~~ I ° P ~ NS3~ ' i _ I 57R. 207 __ _ ! ofSi I n ~ I 7 BM.IB ~ INV IN -83fi.34 INV OUT =836. SE 24 NW 8 I. a.9 I ~ m sTR. zoe I ..............:5 ... ....... F T C =843.75 ........1NV IN'=B36.SI .S ... ............................... L ~4 ] INV. CUT =836.4 3 NW r 8 p u ~ QAn _ g N B.T__. ...._. _I I I • . _ i ................ . . _._.... _. .... ........__................ I S 209 5' I ~. _ II IAN. LAT e N I 4, - i i =84 . I _ INV._1N =.837.22 INV. IN =840.07 IN. Wi =83fi.6 .5 $W 2 N y $ 8 ~ ° _ I ~+ 5.210 I GUT =844. ~ w ---~ ~ N ! I INV. IN =877.41 ~ - i EIEC7RIC WV OUT=837.3 SE 4 N -_ ... _ ® I ± e m I I I ~ ~ N 9' I I } ES ~ g I I sTR 211 __ ....... SAN EAT I Tc ea 23 I INY IN 837.65 SW ~ ~'g~- I~ o' ' ~~ . _ I __.-...W0. WT -837.5 i I I 5_NW____ __ STR. 212 I , GUT 844.2 I INV IN -837.87 5W L .__-. -- ... INV OUL=837.1 I_...__.___ 7_NE . __- - _. .. I Op8 ° ~ 1 ! I JQ~ I I 11 {~ y .._.I. __ ]] _. ! _ . _ _ _. ! I I I ~ ~ ~ $ ~ ~ ~ ~ <_ mp A ~ ~ N II .O 0 8 V / T~ v D Z N n n m it (P L ~ D (~ !/] D (n C m ~ m o III ~ O ~ .~ ~~1 f~ tia l~ • M • jm.- s . .I sV ' ~ -e~ , s. ~ ~ ~ .. '+J~ .. ~ flay, ~iLs ~ ..Le .< ~ ' @"° w ~ ~~ ~e " I rat ~ \ ~ ~ L Av~i. L ey i~yb I ~ ~ ~ ~ - _,. , §y ¢ ~ 1 _'• i Z l °m ~ I i 4 ~ ' Z Z _q c5 r°~~ t _~ b~ ~~ ~ ,a : I I id\ : it , y r t 1 S / ~~ I i/ S I , l - / a e ~ t 8~ p'r ~ ~ ' 'n _=_ .:. • ~ I f ~~ • . JI ~ 1 I ~1~ ~\I i, ;~/ ~ SING '~ ' ~ b. .~ ~ ~ F, l _ ~~1 ~ ~ ~-- ~ ~ `~ ~ I`*i ', ,.' j ~ ~~ I~ + I I , \ i ,' ~ c, y 1 \ ) * ~ I ~ / y ° ~p \°^i' IY % ~ i r I f'l y~ $ N o~ g~ Z i '~ g ~~ g S ~ A ~ A ; lA ~ g K A 9 ~m c ~ ~ ~ ~ > 9 ~ m F, ~ b m £ ~ ~ !n ()~ D C m m ,o Oro Ln ~ o NPC~ ~" T'a ?'~+ Y P!VN~ gy~~ ~~sA~~~R~~ojppj ~R f~~R1~ ~~~~~p~~ 4~~~~(~~~ ~. ~~~ ~~~~'~~~ ~~~~~~~~ r s s ~~~ ~~~~~+4~ N ~ ~ ~~~ ~ ~~~Q egg ~~~~~~~ ~^ ~g~~ ~~~ ~ w ~~z ~~4$ ~~ q~q ~ p2 ~~~ A~~~9 ~~~~~~~~m ~~~ ° ~ "" - ' I n1 GREYSTONE DEV' ELOPMENT STORM SEWER ~~ xo~R w~tD l/~' m R .... 0~,; r^ , '~ ,,-I RPO TH ~ R I Vf " =~ ~ ~A= THE BARRINGTON PLAN & PROFILE NC O A D I R °~" ~Oe i ep - ~ °° ~"- ~Oti _~ FS ~~ A OF CARMEL CCRC V I N onAwN EV eeo un~Er]°@EEw.uxo auavarons. oEL~ELOFrnExr mNStxrAm W ~~ ~ D `~ "'~~` ~ GUILFORD ROAD RE IS O S: i- : ~r,~° ~°,~w,~3] 3,30 N. C°LLEOE AVEMIE BUI]EA3 IN°I^NAF°°a.ln°W~A~°n° ~ P9I25f-0IDGIFAYI39d@] "^^'^~ CARMEL, INDIANA ~' xxw.n~upNrM19~mn --- -- ------- ----- ------- - ,;, ~ ~ i ~ : ~ ~'' 9NIAll Q S ~ d~ ~ ) 2 ~ ~ .. IIAN I ,~~~ II ~ ~ ~' ~ ~ T I , C, 844.48 V. OUT =84 I 0179 SE ~ \ ~. ~4y7~: +' ~ V~ 3 ~:~! yy ~ ; ,: •- ` \ ] + , J X ~~~ i ~ " 8 I V IN 840 4 8 NW ', } ' yR = . 8 _ I V IN =839.5 9 5 m I V OUi =838 '99 E ~ / ~ \ I ~ V ` s3 __ ~ - ~ ~' ~ ~ .~.UL1. ~ L C ~ i ~ ~ ~p ~~ ~"~ ~ T I . =84445 C j .~ , ~ ~ ~ = _ I ~I! V. IN 848.8 V 9 { W ? E ~ ~ Z '`~ .. ~ C "'~" 8 Qi _ ~ . UT -878 : i-N I ~ j ~ ;l ~~ ~ ~ , I ~ /1 ( / ~~ ~ I I Z g ~1 Si I ~ I S 13 ~ , t 1 I ,~ '<. r G I T -844 23 1 ~ ~ ~ ~~ ~ {`3 F g - - - - IN SIN IN =838.09 W~=B37, SW 99-NE j n ~ > ~ ,( 1 n«' JX' ~ -' ~ S ~ m ~ ~, " ~ ~ . / r ~ ~ ( ° I:, ~ _. , . -, -~- , r' %. ._.. I ~ w._.. ". '. ~ ~ _. ~ 9TR. 02 _ ql INV. IN 843.10 =835.28 E ~ "~- "~ ~ rn N ~ INV. IN INV. W =838.19 SE i =835.18 S N t 7~ ` II ~ ~ ~ c S o ~ ~ ~ ~___ ~ -- ~ fo N ~ ~ CUT 84 .10 ~ ~ ' I II ° O _ INV. UT =878.25 NW ( _ .: , 1 o A ,, f s z T ~ ~.; -..~~ »- i N N ~.. - I ~~{/i a a - ~--1 V ~ 5 09 i i =8{4.23 2 WATER M IN IN IN IN =837.2 IN -840.07, S SW Z ~--~.~ d-~ ~IN .OUT -836.6 2 N ~ - ~ ~~~~ ~.~ ~ ~ - ~ I ~ I Y - ' ~ 1 -- ~ -._ - - ---- - _ ~ ' . . 4 ~ i ~ n ~ I L ~ ' ~ n~ r ~ = ~ 1 S 218 " I ' ~ ~,,~,~,. • F~9 ~ 1 e i ! m m - ° R „~, IN - e4sn-r WT =840. NE ~ , ~ ~ / ~ ~ 4 y . I Y ~ ~ O ~ ~ / \ , ~ I ~. / , i o ~ , I '~ _ - ~ ! I I ~ ~ I ; I~) rI m _ I ~ y ~ '~ 8 I . (i. , • m °; ~ I g I A N ~ m o- ~ g a 8 ~ > I r .~ ~ - 9 GJ ~ ~ ~ ~ N a ~~ r-I ' - - ' ~ k~'~ / // A ' >' ' ~ 1 I ~~-.. " _. «_ ~ o m ~ ~ o ~ o ~ ~ '~ \ ON ~~ go~A~g - WATER MAIN ) UN / ~ r ~, rn m a ` m m - ~ ~ m = v 7 /~~1 ° A ~ I T . -844.45 I m c § ~ ) '~11 ry V. N =840.48 N % \ ¢ _ _ I N 'I W i , ~ m .-..__. - ~ ~ - I V IN,=839.S9 9 1 ~ ~_ -I IN V. OUT =838 99E ' ~ ~ ~ .., y I l7 D ,• Z2~ST Wl ~ NaF+N LRntr WS~~ .F i~ ~z 4 ay ~ ~ py yy py ~ ~ 9 78 6 g T ..ea4.as I y X ~o~~ me>a~~~~go^~~o~~~ a ' ° ~ * = I I V. IN =840.48 V IN=840 48 N NW a ~ g 8~ 9 ~m~ ''~~'~L~" ~ G7 i l Z7 -1 p A N ~ ® °~ I I . . V. IN =839.59 V. OUT =8381 S 99E ~ m ~ ~ . g ~~~p~. €~~~ ~ ~$A§ ~ e~ Qo~~m ~~FR b €~~~~ ~ 4~ g fTl T _ N • _ - ~ g~ ~ g y ~ L s~ m l I _ f N ~ $ 219 ~ n s { Q $LF X ~w [~•~ 9 F ~~~~ ~ w~ I ~ ~gig $2~V i~~ ~~~~~~~ L C r II II =843.0 p q A a ~P Ai ~' ~ ~~ m~~Z F ~ _~ '~`~4 ~ ~ . U ~ I V. OUT=879 84N ~ ~ 9 t dl ~~ ~ ~ ~ ~ ~,~,~ =~~g~ pR~ Z A 9 p !7f S at ~ rn 29 Si S 5 ~~ R ~ ~~ 9 y 'yU" ~~ ~ ~ ~ W ~ a ~ ~ { , { ,y ~y L [ j g ~~Z ~~A$ L~~ REiY Uri R o bbL ~ ~ ~ 2 ~ ~ ~ S 3 ° m """""' 'R GREYSTONE DEVELOPMENT STORM SEWER ,o, ~~ w~,xD ~ m `~,~w....~... O~," °~'_ ~ 9 A`= THE BARRINGTON PLAN & PROFILE ~ , , ENGIIVEBRIIVG ~ INCORPORATHD ~ n '" O O m _ r I oo ~_ ~ OF CARMEL CCRC - CIVIL EHOINEER9-LN1O811RVEYOR9-CEYELCPMFNIC@LVM1TAttB 8 O~ ~ o;~_ , ='A ~' ~ :.0: ` REVISIONS: ,: DMWN OV: BEO ORTE:OMSU9 yILO N. COILEOEAVENVE SUlE302 .... .: C~~•`' ~ ' ""~ ~ ~~ GUILFORD ROAD L- fi[X4L 6C/DJINLC/Tdi, ~ ,noIANAPOLIS.InLVMN 11L20 (L,]fi„-„~X{EA19L„-,~ ' ^~~~~~~~ CARMEL, INDIANA ,- ~_ n.MIre.XVam ROGER WARD ENGINEERING, INC. STORM DRAIN FLOW TABULATION FORM ~ RATIONAL METHOD PROJECT NAME THE BARRINGTON OF CARMEL STORM FREQUENCY DESIGN YEAR 10 oznM9a PROJECT NO. GDC.001 GOMPUTEO BY: BED CHECKED BY: RCW LOCATION INLET ACRES LQEF. BUM TIME CONC. min INT. C "Q'= ALCULATED PIPE toll n= 0.013 DEBIGN Pipe Pipe MazQ Mazy MAN HOLE hom to AREA sub total 'C' CA CA Inlet oraln tool "1" CIA alza aloe val len N slo a hll full INV out INV In !;~'$i;,S¢,d Ii..`7+"§L~$:1 110 O.d6 :4j>,'f 0.4] 0.22 !:1isFG!A`S 15 5iirt'e~4 s,~] 15 4.61 1.00 WAd "M..d.1ak7X~.dl67Rrx"'..w?) cYtl~~.+!ni'?T:v~'~.~i11~iM'i4~hv~'~~"fu:k T.C= 644.20 5 i10 109 RL Po4,LN"~,4fY~N19u`M 0.46 `ll~~".~v'~4S~.& 0.22 14.62 0.66 15.2] 4.61 1.00 12 0.06 1.27 96 0.31 1.96 2.52 83&06 638.6 G'1:~ ~~,!P+yP° 109 0.55 ~;r%7r7?~:1 0.64 0.35 E,wpy~~ 11 ~1'fY:'..we' 11 5.20 1.83 'e`t~',I"p".:I~t~s~F'Elr4?4 ~+~ 6i:':'.'.W nFp: ~fltluullh''"'""41 L`~f S^4'^~g+""'4'!~",It,N T.C= 644.20 109 106 9Ff'iA`~'1 q1 `~l&~~"~Yfp~v 101 ~~"~ ~I 0.67 15.27 0.66 16.13 4.51 2.56 15 0.16 2.09 130 0.23 3.10 2.52 038.20 837.80 +nu 3a.,,y mum ~. C,~ft,(5f .... ~. _.._. ....o 115 042 ... Gx1!fl4Tde~"f .......~........ 073 031 ~1~II(~ 5 ~'W~,AN,".I 5 6.98 2.14 " Y $e/t'i"diF~tll. t.N~yYF.`1i~T3Y~ ». ~++°~'S..T;e 4R.o:p~'fluC?~"~Tsu~i J~ T.C.- 644.10 115 '~FuidW""xd 174 ~3 If6rr.~f"9s4„'s~`u~'e 114 0.24 0.42 '+sx:?'. ':iSCi! u G '414Mka"1~ihk O.fiS 0.16 0.31 S$~"x"~"'~T".I~' 5.00 5 0.67 IFg~..^-_*~ 5.6] 5 fi_B6 6.98 2.14 1.09 12 0.36 273 I''",,,'Y~:~,„M1?sxl!`~5ir bll"~°n'i1T7~1 L~Mx 110 0.37 247 2.76 GNi'RN'7i'x1N~k,Fr,'u4r~7'~°..aw 8r&~"d d 11,flu°ui~'1:!ip B36.Bd T.C= 636.43 844.10 114 106 '¢xA""s~"."w~'.nGa~,"A"~@4 O.6fi ~7FYS~"1k~~G 0.4fi 587 0.50 8.17 6.73 3,11 15 0.23 2.64 77 0.23 3.12 2.55 63608 83].90 s5a~:sw "+~Fi3'ix 106 0.36 ~7W'G!?~!la 0.43 0.15 , I?~6Mu,+'s 15 1"i1&dllf~a 15 4.61 0.71 t3?dnpr yfli rui~`+w",1;"dk1'k"1~ ~~:'fls"~~"+'-"'4+Jr{4*i'=°~`~`~>~~Ait T.C: 643.85 108 107 v.,roti+Air'~Y~`,"^~. v'x".u$; 2.03 .,u+d,{~'4 JV2A}'c"i~R 1.19 16.13 0.28 16.41 bB9 6.20 16 0.24 2.94 49 0.24 5.20 2.94 837.65 637.43 aaG.6' ~~1~ 107 0.26 NrR"sx";9°.~Ti. 0.56 0.15 ~'F8Y 5 1(e'~'M"^.$,'iN 5 6.98 1.06 dnR"r4:3'eA~11'2IYY+kF~~ d'.T4/4 Nl9W'~!F~Ae't~m'~51p13k x!'~e111i8l~IN T.L = 643.62 107 106 "Y"~~4 u'~OCti'S'PPI$!,. 231 " T~x'~'3N'Fn.1+V1;csG!S 1.36 16.41 0.7] 17.16 4.35 5.82 24 O.W 1.65 116 0.12 7.87 2.50 636.83 63669 ~+913 ~S.'h~2~i 106 0.28 F+2aaP;4sdu 021 006 ,'l~1Cl.„„?t31'i B '„":didW 0.'":1. B 5.99 0.35 5".TT3.~63~J,'b"15i!Y'!r9u,:.uGrMS..~v.3 .;%;~4"w7xLPo64 qly"+y^,~"~{'yi h;`tix""#yu°3~te T.C: 843.25 108 105 _ ? 384 "k;9i~'"?kti~kG~iM~lt~i" 2.32 17.18 0.53 1771 4.25 9.88 24 0.19 3.1d 100 0.19 9.86 3.14 636.59 836.40 dk~'C$.i ' Z~YT14%?& 105 0.]3 1~,`ilnli 0.77 0.56 l;uf„~! B iti4~U'~~- 8 5.95 3.3d 6°C'p"„~Yh!u"akf~i+~t yTh`C~iRS% I~+`k'~=~~=1'x~"~`~rn::~ T.C = 843.25 105 104 Tz'v7..,~'~fF'"':t;,':7~e'.yf 4.57 ~?2 +E' ~SK,'SC~R!k 2.69 17.71 0.63 16.34 4.iB 12.06 30 0.09 2.46 100 0.10 12.97 2.64 835.00 835.70 Page 1 C ALCULATED DESIGN LOCATION INLET ACRES LOEF. SUM TORE LDNL. min INT. "q"= PIPE full nv 0.01] Plpa PIp4 Maaq MaaV MANHOLE from to AREA sub total "L" CA CA Inlet tlraln total "P LIA slz4 clo a val. len M st fu0 full INV out INV In Y:;w 1~~X 218 0.31 '" t'.M.::;'fr!P 0.52 0.16 :w s`{~~Ida 72 .d";G7~1,"h 12 4.97 0.60 i;"i "'1~',"^ti~Fi~d k"'w a~i~'~` »r`, 'E".~"''~:'SL"a+1Y~~S1F1.4 T.C= 844.45 NB 215 ~Y"~ro,"vMY~N' ~$l,~ti;1$":~ 0.31 ~'iyAY a'~m ?ir'Xk.![ 0.16 12.48 0.66 13.14 4.97 0.60 12 0.05 1.02 100 0.31 198 2.52 640]9 640.46 „'%"T;~ ;~ 215 0.22 ~.`n~PE;'~'.' 0.65 0.14 'S,giE'dii!$ilaP 8 N.@G 6 5.91 0.84 mow, '„~4'd„G.uL'.'41N~,vi YT+°»i1;1i1,.1'P~e"Ai`i'G%. L'~«v iPil(;y,', ~;7!'6PM: "~'i T.C: 844.45 215 214 T~`,~e;.t n.~;«hi'u 1.33 9iN,"~~uL)h,''~!F'P!9s`*.'T 0.65 2838 0.6] 29.05 3.20 2.OB 18 0.06 1.18 100 0.18 4.42 2.50 838.99 838.81 '*.~ 214 0.59 p ~1.51:tR'~ 0.75 0.44 fi4~ili 11 n5.v;~'.7'""i~F' 11 5.29 2.34 w J~'"Pl:'r1$7~F"GG'm:'dn"'3~G' ''x'"iL1k~d' 93"i"s:x4n419'4~~ "'iN541.'03~`~:aY '.: T.C = 844.45 214 213 ~!!~'6t2Tk;„'"9iTui)F~"4. 1.92 Inxw'1~~'Mu "$~p 0~71I'dl~ 1.09 29.05 0.6] 29.]1 3.75 3.45 24 0.02 1.10 100 0.12 ].87 2.50 838.21 838.09 ¢ZS~'~t'£ .213 0.28 ?~'G"v+.9^S 0.50 0.14 Yx,M1.`'iYTt 17 >! 17 4.25 060 ~ °J~OS:°F91:'~Yr`9!i.', ~idv.fxS"Iti r$lnbe"'"":f~"Y'a~~iGiR?irti "YS~zM`6hi7r T.C.= 844.23 213 212 Ha1""'~'-'Q"~'~'u";'!'$ 220 eP1u'IPM3~yT~n'AR3'W$!';4:. 1.23 29.71 0.67 30.38 3.11 3.83 24 003 1.22 100 0.12 7.87 2.50 83].99 837.87 Crh€d++ac+!Fa S,'C,'E" 212 0.23 ~ 0.60 0.14 '~,Y~ 17 '+u."~i,!+~'IY;3 77 4.25 0.59 Iiflk~+~,"I°,i~u'!F'W` d?"~~nn C+r"Lei;:~rlf.'Cif'~PRd'PI,~.",~~`+_#r~r~nJ1Eb~Yd~'.:::~#s~?i~1 T.C~ 644.23 212 271 ;n"x;''~««;.c5~'.;]l;~'I 2.43 i1PF''0.~. 9!~'Jd 1.37 30.38 0.65 31.03 3.07 4.21 24 0.03 7.36 97 0.12 7.87 2.50 837.77 837.65 $~'s'~'>~ Y[iC,~$?a 211 0.58 ne1P.a1:eAFi! B.BS 0.49 ,u;0',7x1~IL'3~ 6 Ld""a:u~`r%`'r 6 fi.60 3.26 Yx~'~L a^~,:,~H"~7~T.ti~1`t ~t"1.:w""~3kv~tlau~~~:u'-9iddk.~d T.C? 84423 637 44 211 210 ~:, ~I~ ~,Pa3$I 3.01 ~ltlf iuG1:b:XIPoA' 1 B6 31.03 0.65 31.68 3.03 5.64 2d 0.06 1.80 98 0.72 7.87 2.50 837.55 ;iu]~ !'x,~ 210 0.21 Y"v.4~r~ 0.66 0.14 '1°;m"4$0 8 7:°xiS'o-e~d 8 5.94 0.02 4"av'?r§.~5:1%Gl'.'x',i~:1iL'Ni,:~;Ta11SAh&~k~i IwkwAPl9i:Y1'~~41ti1$t l4^:(ikti_'i' M"I;:'d''xYYCIl.L`~itY9(Sifl~«;d T.C: Bd4.23 210 209 1Th7~'G~~P~IidP 3.22 ~x mb°t$?%~'^a"fli(f$ 2.00 31.68 0.61 32.29 2.99 6.98 24 0.07 1.91 92 0.12 ].6] 2.50 83].34 837.22 gx°°zaM hmtis~.". 209 0.18 i5vz7k 069 0.12 'J<GC:v'$'i;r:$ 10 P.wl.li «'P~4 10 5.52 0.69 l'`en"I.ud;ITIR.':~N;GCi$:'7"u1T 4e.~.'w~" ~~1'-~~e±~3~CIP.InT1P'`~~ T.C= 844.23 209 208 A6' fa~iW.33„a'::SU't 4.65 ~1$rwah+2lU 4k~U!8ES 274 32.29 0.69 32.88 296 808 30 0.04 1.65 93 0.10 12.97 2.64 836.62 836.53 "i~llU° ~'ea" 208 0.22 ~ 0.65 0.14 L:II.tS"$~';It 10 ~IC$`u~~ 10 5.57 0.80 1'w'f"aG;"AIW"M1b'~`ulx1itlinv~ 7$~:ul~k1;+0.5;Tx~Mi6N ~G46 ~",S,n'.;,':.`1P;Mi~?;s.2': T.L: Bd375 208 207 kL~k<49l'~d61:5Y+YPf~ 4.67 i.GaEFss"yta"n"x~iF 2.88 32.88 0.53 33.41 2.92 8.41 30 0.04 1.71 84 0.10 12.97 2.64 836.43 836.34 ~';t~;`,q,ATa "~yf"y7,y?EZ"'ti 207 0.14 °iwz"°. ~,IE~1, O.6B 0.10 331'.°.fi'"~4' 0 `ul""~,PGi 8 8.02 0.57 °"`«'„ ~'I';~:i".e'1iw,"'"5..'TV'~:"~."."»;~! ~~ Pw""{r;ku$ "ww.s4'."~`.~.::uY..u,'a4Y!'~`e~~a~`J T.C = 844.18 207 206 a:~,.~cam'a$ 4.61 uv{';A;I}+~'~!:P;lw"t'r'I 2.97 33.41 0.63 34.04 2.89 8.60 30 0.04 1.75 100 0.10 12.9] 2.64 836.24 036.14 '~"~y.~:.`4'j ,n°'""m.d;"~P? 206 0.39 ~'N4~uGl. 0.62 0.32 w4i4"?'84~I 7 ?"ilyll 7 643 2.06 t~"~Ja~f ,iii ~";£F'^~; 1."'>'f~ Vl~'a°$r"»;1'fs'u'~fl~'L"A~,ut~~:'itikw!?'.Uk"Y$ T.C= 06 6 844.03 835 94 206 205 pk".Pk1'*Ip'arT{~ 5.20 EJih't~ktl"^"~~.~".dx 3.29 34.04 0.63 34.67 2.86 9.42 30 0.05 1.92 100 0.10 12.97 2.64 83 . . (:x'~,"T~ ;,ry1., ff~. 205 0.32 m«"*•i;u~ 0.54 0.17 P*,~i 12 'PyI ~ItO••:~.': 12 5.03 0.87 4'~&"7"u`'L~„eu:?h'u'ifl1~9P,`S CN$s':~GIY,Fjd'!~!~$~uM,;y `OiG"Ny~?;:1P~""Pp T.C= 843.29 76 205 204 i~NN"~' tik-~ 5.52 GmL's"'su~."fkr`!i 347 34.67 0.63 35.30 2.83 9.80 30 0.06 2.00 100 0.10 12.9] 2.64 835.84 035 ~+..$u, ?'„'I„Slj„; 204 0.15 dli~t~,",t+jP 0.65 0.10 $~'*r~i 7 'A$'4!Y"x 7 6.37 0.62 h;'%'GIS{~Sn:?~~'f1;i.;~i'~!'ii0 ~$s`~'.~za'~:ikd'.AE`'''~~~"x4iti'+JF'Pn':~,i°i T.C= 843.29 204 203 f'~~ix . 5.67 11A`~~ic":G'$ha$C$1w'~'ti°$'i,~ 3.56 35.30 0.62 35.92 2]9 996 30 0.06 2.03 100 0.10 13.13 2.61 835.64 835.54 „YRtis"iti~:l. ivm~;: 203 0.66 '1?£i;;~.H'+SG~: 0.77 0.51 sn1M;~'A 9 ,73L~'d+. 9 5.67 2.fiB ~T;,~rv"!tg Fx„:;$";.1„Gtl{~ 0"eu"$'M~d iLdY.fi"v"$~!.~.1"wx; J"Att ;GJMGw!?i'h:'4S~ T.L: 843.50 203 202 rCq#+C~"vP,Oni:Li'Cdfai;u. 6.33 ~"P21Fi~'1hP 4.07 35.92 1.02 36.95 2.76 17.25 30 0.08 2.29 162 0.10 12.9] 2.66 835.44 835.28 {ig ~'7 202 0.11 ~'P',,0 0.65 0.09 A4•iF.",.+:7''~$ 5 hGiG ik.:"~i!a 5 6.96 0.65 '"~p'^',!;I'i~;dn!i:'i;'3:1$'.5?3,~"+~5;~1 e°y'C ~6N~'4~~.,::arsthtl_~b"r;7."Gu~'n'3'$4`t6' T.C = 843.10 202 201 ~°,,,°~; ~x"`~"~. 7.27 ~° 74i!~ 4.71 36.96 0.86 37.60 2.71 1278 30 0.10 2.67 136 0.10 12.9] 2.04 835.18 035.04 ~:.£:A'$Glb ~;ts~"Yis`1 201 0.00 ~4a1me1~tii.. 000 0.00 E"1"M"d$iti14 5 :;LriG1L"!3 5 6.98 0.00 ;;$tll~:d.V~ua"'T"Pa-I',xWIC~?:i7± "i:s'~'.h1~7~- 'u~maE9''e$S++xJuli!d~."PJuxi~':e T.C= 643.00 201 102 ~~x'1'':1M ;1.J'^„1'S~~ik „~flPi 7.27 Ia;G""e~6k4 6'i1NN$I: 4.]1 37.80 0.34 38.15 2.67 12.61 30 0.09 2.5] 55 0.10 12.97 2.64 834.94 834.09 Page 2 L ALCU LAT ED -D~E~S-I - -- - --- LOLAi10N INLET AL RES LOEF. SUM TIME CONC. min INT. "O"v PIPE toll n• 0.011 Plpa Plpa MaaO MaxV MAN HOLE hom to AREA cub taUl 'C" LA LA Inlet drain toM! "1' CIA slxa sloe val. len N sloe hll full INV OUt INV in Lek ia"C~„a-'G`~ 102 0.05 9L'`"«i"w OB5 0.04 ~iA i'0 5 fR^T'ii 5 6.98 0.30 ~:~k'1a,4`T ae~C'"x':rs~.!?.R!~i~,.;'i~(p'1"ei ai".~~af9$i&`AuR,~tk'~2'?+3F "2.+7»'4i1r`Nk"Pf~1~ T.C= 842.60 102 WQU 'L~S2;u~.Ua~a~'"a v~$ 13.45 G.~:&ArhliC'~:''1~ 8.6] 38.15 0.10 38.25 2.66 23.06 18 4ffi 13.05 15 0.18 446 2.52 834.79 634.76 wl'q±„.I;~A~~~P WQU 0.00 ~~} 000 000 F,du,"a.'r".':i"P 5 `,s~,°",~ 5 6.98 0.00 k!"Crt~'}'1x1~wT.«!8uc°T.^kSm:~l!+1": ~'~!«++2'."7~v~~d~'"~e:+SG µr"9sr'~ T.C? 843.00 WOU 101 a"'r„~x"b'«d7G,NUi~'~~.~ 13.46 i1'iWl ,~s'z it%6~ 8.87 38.25 010 38.35 2.65 23,02 18 4.80 1303 16 018 646 2.52 834.71 634.69 G ({4"~.Nd C~iu+~:~i9F~~~$ 101 0.00 Cft?:i?V7'l9P,l~! 000 0.00 °', `,»',I'',@? 5 9F,aM~nu!II±TI 5 6.98 0.00 u'x:~'~:L-?7E~I~I Yn'41dS!P «t1:71 Y~~'N"ui."a rttite_~ii«&"%Ip'3,~71,mx~~"_hAt.'~".SMK>I('12J~ 29 4 14 9 T.C.= 834 59 B42.B0 834 40 101 100 s~.~?i"~i~"7F 13.45 3~~~e7t ~E'~'4."1 6.67 3835 0.39 36.74 2.65 22.98 36 0.12 3.25 . 97 0.1 29. . . OFFSRE ` CULVERT E%TEN610N ' 00 - 0 fi '~'i 1 S«"~ 5 a« 5 6 98 0 00 "~?^:ru4^~ru T. "d °,~' ~W7n+~1!u~!«~"-~°~+''" ~I :NIIM',uti$6~`i T.C: 843.08 m S~j S$m 112 0.00 ~p: i6d 0.00 . : : . . . . . 076 609 105 839 23 838 67 112 11&A ~'~. ,~~tl".'WTi1, 000 "u`S"'{i+~!'«~`id.~T.ds"Ji 000 5.00 0.15 5.15 6.98 0.00 i8 0.00 000 53 1 . . !"~~I}q~"= ~$~ ~ °~ 112A 0.00 ~,°$t"LSa'$'?~ 000 000 ~I„,31IS'~+~Il" 5 ii`~",c„;E 5 6.98 0.00 NvM'v%"'~5']"L`~P,i~"~~«c^aCGYM64iai:9l i~'}4eMl S6$l'~I;`;5o~7ViYr;~;fl'u"L",C6rC~?"~4:°a T.C= 843.50 , 112-A it2-g rcA's In,M3,~.r~i`~k 000 i$;.^~t'9uT'1a1S9 0.00 5.15 0.37 5.52 6.93 0.00 10 000 0.00 136 1.05 1076 6.09 838.57 037.14 Page 3 I. ; /~n'r loo. I: ; PROPOSED OVERALL CONDITIONS 1282009 Runoff Curve CoeRCient Number Roof Area = 0.90 98 Impervious Area = 0.85 98 Open Area= 020 ]] "Open Space (GOOtl contlition) Wootls= 0.20 64 "W octl or Forest Land (GOOtl Cover) Mlaml Silty Loam (MmB2 -11X Slte) Typa 'C' Soll Crosby Silty Loam (DfA-48% Slle) Typa'D' Shc erookaton Sllty Clay L oam (Br - 32X Site) Type'C^ Soil Shoals Silty Loam (Sh - eX 511e) Type'D' Soil ON SITE IPRtI Root Area Impervious Area Open Area Wootls Total Total Composite Gomposile (ft^2) (fl"2) (ft^2) lft"2) (fl"2) (Aces) 'CN- 'c 0 5526 91393 ]399] 1]1416 3.04 6] 022 ON SRE IPR21 Roo(Area Impervioos Area Open Area Wootls Total Total Composite Composite (fl"2) lft"2J (fl^2) (fl"2) lft"2) (Acres) 'CN' 'c' 0 2345 11853 0 14199 0 33 81 0.31 ON SITE 11011 Roof Area Impervious Area Open Prey WooQS Total Tonal Composite Composite (fl"2) (ft"2) (ft^2) (R^2) (ft"2) (Apes) 'CN' 'c 0 23]] 0 0 23]] 0.05 98 085 ON SRE 110]1 Roo(Area Impervious Area Open Area Wootls Total Total Compos4e Composite (ft"2) (fl"2) (ft^2) (ft^2) (fl"2) (Acres) 'CN' 'c- 9]18 38]0 8]13 0 22101 0.51 90 X82 ON SITE OOdI Roof Area Impervious Area Open Area Wootls Total Total Composite Composite (ft^2) lft^2) (R^21 (fl"2) lft"21 (ALres) 'CN' 'c 0 276 5643 0 SB19 0.10 ]8 023 - ON SOE H051 Root Area Impervious Area Open Area Woptls Total Total Composite Composite (fl^2) (fl"2) (ft^2) (ft"2) (ft^2) (Apes) 'CN- 'c' 25905 0 5]68 0 316]3 0 ]3 B4 0.]] ON SITE (1061 Roof Area Impervious Area Open Area Wootls Total Total Cpmpasim Composite (R^2) lft^2) (R^2) (ft"2) lfl"21 (Acres! 'CN' 'c' - 0 24] 12064 0 12312 0.28 ]8 021 ON SITE 110]1 Roof Area Impervious Nee Open Area Wootls Total Total Composite Composite (ft^2) (fl"2) (ft^2) (R^2) (ft"2) (Apes) 'CN' 'c' I 0 1 6591 5648 0 12239 0.28 39 0.55 ON SITE 11081 Roof Area Impervious Area Open Area Wootls Total Total COmposlle CompOSite (ft"2) (ft"2) (fl"2) (h"2) (fl^2) (Acres) 'CN' 'c' 0 55]9 10138 0 15718 0 36 85 0.43 ON SITE 11081 Roof Area Impervious Area Open Area Wootls Total Total Composite Composite (fl^2) (fl"2) (fl^2) lfM2) (fM2) (Acres) 'CN' 'c' 10132 5290 6"!06 0 24135 0.55 81 0.64 ON SITE 11101 Roof Area Impervious Area Open Area Wootls Total Total Composite Composite (fl"2) (ft^2) (fN2) (ft^2) (ft"2) lAaes) 'CN' 'c' 0 6319 11566 0 19684 0 46 66 0 49 ON SITE 11111 Roof Area Impervious Area Open fuse Wootls Total Total Composite Composite (ft"2) (ft"2) (ft^2) (fl"2) (fl^2) (Acres) 'CN' 'i 21088 228]0 10558 0 54516 1.25 94 0.]0 ON SRE 11131 Roof Area Impervious Area Open Area WooQe ToUI ToUI Composite Composite (fl"2) (ft^2) (fl"2) (fl"2) lfl"2) (Aaes) 'CN' 'c 0 1]8]6 5310 0 23186 0.53 93 0 ]0 ON SITE (1141 Roof Area Impervious Area Open Area Wootls Total Total Composite Composite (fl"2) lfl"2) (fl^2) lft"2) (ft"2) (Acres) 'CN' 'c' 0 3080 3162 0 6242 0.14 88 0.52 ON SITE 11151 RaofArea Impervious Area Open Area Wootls Total Total Composite Composite (fl^2) (0^2) (ft"2) (fl"2) (ft^2) (Acres) 'CN' 'c' 0 6628 3396 0 100ZJ 023 91 0.63 ON SITE 12021 Roof Area ImperviousArea Open Area Woo05 Total Total Composite Composite (fl^2) lfl"2) (fl"2) lfl^2) Ift"2) (Acres) 'CN' 'c' 0 4994 0 0 4]14 0.11 98 0 85 SON SITE 120]1 Roof Area Impervious Area Open Area Wootls Total Total Composite Composite (ft^2) lft"2) (ft"2) Ifl"2) lft"z) (Acres) 'CN' Y ~I 14342 9610 4121 0 288]3 0.68 95 011 4ON SITE (2041 Roof Area ~ Impervious Area Open Mee Wootls Total Total Composite Composite ~ (ft^2) lft^2) (ft^2) (fl"2) lft"2) (Acres) 'CN' 'C o aa9z zoz9 o fisa6 a.15 92 oes ON SITE 12051 Roof Area Impervious Area Open Mee Wootls Total Total Composite Composite (ft^27 (ft^2) (ft^2) (fl"2) (ft"2) (Acres) 'CN' 'C 3T5 6900 6833 0 14101 032 88 054 ON SRE 120fi1 Roof Area Impervious Area Open Area Wootls Total Total Composite Composite (fl"2) (fM2) lft"2) lfl"2) (ft^2) (AUes) 'CN' 'c' 11]58 3510 1]08 0 16818 0.39 96 082 ON SRE 120]1 Roof Area Impervious Area Open Area Wootls Total Total Composite Composite (fl"2J lfl^2) l%"2) (fl"2) lfl"2) IACres) 'CN' 'c' 0 4649 1598 0 6046 0.14 93 088 ON SRE 12081 Roof Area Impervious Area Open Mee Wootls Total Total Composite Composite (ft^2) lfl^2) (ft^21 (ft^2) lfl"2) (Acres) 'CN' Y 292 8184 2915 0 9391 0 22 92 0.65 ON SRE (2081 Roof Area Impervious Area Open Area Wootls Total Total Composite Composite (ft"2J (ft"2) (ft"z) lft"2) (tM2) (Aeres) 'CN' 'c' 1]5 5601 1852 0 1636 0.18 93 0.69 ON SRE f2101 Roof Area Impervious Area Open Area Wootls Total Total Composite Composite (ft"2) lfl"2) lft"2j (fl"2) (fl^2) lAUes) 'CN' 'C 0 8395 2128 0 9121 0.21 92 0.66 i ON SRE (2111 Roof Area Impervious Area Open Area Wootls Total Total Composite Composite (ft^2) lft"2) lft"z) (ft^2) lfl"2) (Acres) 'CN' 'c' ' 20051 3959 1369 0 25359 0.58 W 0.85 ON SITE 8121 RoofArea Impervious Mea Open Area Wootls Total Total Composite Composite (fl"2) lft"21 lft"2) (fl"2) lfl"2) IACres) 'GN' 'c' 0 6244 3964 0 10181 023 90 0.60 ,; ~~-, _` ON SITE 12111 Root Area Impervious Area Open Area Wootls Total Total Composite Composite (R^2) (%"2) lfl"2) (R"2) (fl"2) lACresl 'CN' 'c' 0 5603 5815 1114 1233] 028 S6 050 ON SITE 12141 Roof Area Impervious Area Open Area WOOtls Total Total Composite Composite (ft^21 lfl"2) l%"2) (%^2) (fl"2) (Acres) 'CN' 'c' 15098 5]fi5 4519 422 25803 0.59 94 Ol5 ON SITE 12151 ROOF Area ~ Impervious Area Open Area Woo05 Total Total Composite Composite (ft"2) (ft^2) lR"2) lft^2) (ft^2) lACres) 'CN' 'c' 0 65]6 302] 0 9602 022 92 0.65 ON SITE (2161 Root Area Impervious Area Open Area Wootls Total Total Composite Composite Ift^2) (ft"2) (fl"2) (%"2) (ft"2) lACes) 'CN' 'i 0 6683 6882 0 13546 0.31 88 0.52 ON SITE (2171 Roof Area Impervious Area Open Area Wootls Total Total Composite Composite (fl^2) (ft^2) (fl"2) lft^2) lft^2) (AUes) 'CN' 'O' 14928 9]43 11665 0 3fi33] 083 91 0.66 ON SRE 8181 Roof Area Impervious NBd Open Area Wootls Total Total Composite Composite (ft"2) lft^2) lft"2) lR^2) (fM2) (Apes) 'CN' 'c' 3683 1]255 19999 0 45942 1.05 39 0.56 ON SRE (2191 Root Area Impervious Area Open Area Weotls Total Total Composite Composite (iM2) lfl"2) l%"2) (fl"2) lfl"2) (AUes) 'CN' 'i 0 ]]0 3209 ]]32 11]11 027 ]0 0.24 ON SRE 8201 Roof Area Impervious Area Open Area WOOtls Total Total Composite Composite (ft"2) (%"2} (R^2) (M2) (fl"2) (Acres) 'CN' 'C 920 10980 11348 0 23248 053 88 0.53 ON SRE IROWit Roof Area Impervious Area Open Area Wootls TOlal TOlal Composite Composite (ft^2) (ft^2) (R^21 lire) (fl"2) (Apes) 'GN' 'C 0 9988 1638 0 11626 0.2] 95 0]6 1 I OFF SRE IROW21 I Rool Area Impervious Area Open NBa- Wootls TOlal TOlal Composite Composite (ft"2) (ft^2) lR"2) (M2) (ft^2) (Apes) 'CN' 'c' ~ 0 14266 300 0 14566 0 33 98 0.84 i OFF SRE IROW31 Roo(Area Impervious Area Open Area WooQS Total TOlal Composite Composite (%"2) (fl"2) (ft^21 (ft^2) (%"2) (Acres) 'CN' 'c' 0 16128 400 0 16528 038 98 O.B3 OFF SITE IROW41 RoM Area ImperviOas Area Open Nea Wootls Total Total Composite Composite (ft^2) (fl"2) lfr2) (%^2) (ft"2) lACres) 'CN' 'c' 0 4121 100 0 4221 0.10 98 0 B3 OFF SITE IROW51 t Roof Area Impervious Area Open Area WooQS Total Total Composite Composite ' (%"2) (%^27 (R"2) (fl^2) (ft"2) (Acres) 'CN' 'i 0 8120 100 0 8220 0.19 98 0.84 ON SITE IPONDI Roof Area Impervious Area Open Area Woods Total Total Composite Composite (ft"2) (%"2) (%"2) (R^2) (ft"2) lACres) 'CN' 'i 0 48553 48417 0 969]0 223 68 - 0.53 Total Total (SF) (Acres) TOTAL = 895364.21 20.55 NVDRO-0YNAMIC SIZING CALCULATION WOU SITE ARFA= 812]99 140] (Exdutles PR i, PR28 POND) WOU IMPERVIOUS AREA= 414361 9.51 %IMPERVIOUS= 68% WET POND WO SIZI NG CALCULATION WO SITE AREA= ]09]49 1629 (FxduOes PR 18 PR2) WO IMPERVIOUS AREA = 462915 10 63 F IMPERVIOUS • 65% f Chapter 3 Time of Concentration and Travel Time Technical Release 55 Urban Hydrology for Small Watersheds Sheet flow Sheet flow is flow over plane surfaces. It usually occurs in the headwater of streams. With sheet flow, the friction value (Manning's n) is an effective rough- ness coefficient that includes the effect of raindrop impact; drag over the plane surface; obstacles such as litter, crop ridges, and rocks; and erosion and trans- portation of sediment. These n values aze for very shallow flow depths of about 0.1 foot or so. Table 31 gives Manning's n values for sheet flow for various surface conditions. Table 3-1 Roughness coefficients (Manning's n) for ~ sheetflow Surface description n L Smooth surfaces (concrete, asphalt, gravel, or bare soil) .......................... ................ 0.011 Fallow (no residue) .................................. ................ 0.05 Cultivated soils: Residue cover <_209G ......................... ................ 0.06 Residue cover >2096 ......................... ................ 0.17 Grass: Short grass prairie ............................ ................ 0.15 Dense gasses 7/ ................................ ................ 0.24 Betmudagrass .................................. ................ 0.41 Range (natural) ......................................... ................ 0.13 Woods: Light underbrush .............................. ................ 0.40 Dense underbrush ............................ ................ O.SO ~ The n values are a composite of informaROn compiled by Engman (1986). ~ Includes species such as weeping lvegrass, bluegrass, buffalo grass, blue grama grass, and native grass mixtures. a When selecting n ,consider cover to a height of about 0.1 ft. This is the oeily part of the plant cover that will obstruct sheet flow. For sheet flow of less than 300 feet, use Manning's kinematic solution (Overtop and Meadows 1976) to compute Tt: 0.007(nL)o.a Tt - /P )o.5so.4 [eq. 33] 2 where: Tt =travel time (hr), n = Marlrlirtg's roughness coefficient (table 31) L =flow length (ft) PZ = 2-yeaz, 24-hour rainfall (in) s =slope of hydraulic grade line (land slope, ft!ft) This simplified form of the Mannirtg's lanematc solu- tion is based on the following: (1) shallow steady uniform flow, (2) constant intensity of rainfall excess (that part of a rain available for runoff), (3) rainfall duration of 24 hours, and (4) minor effect of infiltra- tion on travel time. Rainfall depth can be obtained from appendix B. Shallow concentrated flow After a maximum of 300 feet, sheet flow usually be- comes shallow concentrated flow. The average veloc- ity for this flow can be determined from figure 31, in which average velocity is a function of watercourse slope and type of channel. For slopes less than 0.005 fUft, use equations given in appendix F for figure 31. Tillage can affect the direction of shallow concen- tmtedflow. Flow may not always be directly down the watershed slope if tillage runs across the slope. After determining average velocity in figure 31, use equation 3-1 to estimate travel time for the shallow concentrated flow segment. Open channels Open channels are assumed to begin where surveyed cross section information has been obtained, where channels aze visible on aerial photographs, or where blue lines (indicating streams) appear on United States Geological Survey (USGS) quadrangle sheets. Manning's equation or water surface profile infonna- tioncan be used to estimate average flow velocity. Average flow velocity is usually determined for bank- full elevation. (210.VI-TR-55, Second Ed., June 1956) 3-3 S ~ Tlme of Goncentrahon Worksheet '- -;. '. , ~raaecr 'fne aeaarNo2or7 oa onaMrr. .=. ~," ,,.. - ] .. .~ . 1Based on TR-55 ....,.L ~ ,- ; , . _ . - :: .roe a dncom„ .. `in .. ,. ,,~-:~ ,..~ ., ~ T ul I f M - ..., - . 1 . Y I Bia LrM Ovl dPbw- 1ym 34 Atw 411 366 wLe Cl~iPbw bxtg t 0150 ~gaU o0]0 tea g St 0360 ~ pe 0015 ava~mD '] 0011 _ . ~ f ~ ` - '. .: ' OWS : i _ ' nx~'.'4':Y.vr, - ..... .. ...... ...:o- ... . _ ,. . .. 1ti ;...r C.. U L`5~ "fl :QrMssd 7lhti;F~ ,1 ObrMT7tl8ois !2~ 8YSheWw".Cnaantrs4d T+b1+ ` .. S'i8'ia'a5i~ ' ChideN~... t~"+~ RiaV`rt~' ~ ~ ' n ~~ fi length ' nF' ` Tats ` S . B 'a' Vet •[~i. m t f fl ._ ., u fl ft Ud. Ty`} sY mtu '`L 5" ~.t 's iid.~ _ 8 a mis ~ te - f ,m . 8. . _ 110 100 100 0.160 ::-'tF~o. ...__.. 54 100 P 203 0,". •-]. ._ . -..... r' °,.15 ~:~ 1. >s' ~ 3 ID9 6i 1.00 0.160 10's' 33 L00 LLO11 1 -: N 1.00 P - 203 .. .. 0:-. ~- _Hl 6 n ~ i ~ ' q 115 50 1.00 0011 ,1 - o_. _. . - _~~ .r °~"6 "' - 1N ,y EO LW 0011 1 i 0"`' ~'° .. ~ .x 100 100 1.00 0.160 tl e. .rv; 50 1.00 P 203 ~ ~ 0~*' x13 '15 ~~ ~5A mi 100 1.00 0.011 ~+&2 .~~ 61 1.00 P 203" ' 1,.;-~ q p - e- _ ~ 5'" . G. ~ {... is ZL ~ 111 62 1.00 0.160 ..ID. i 78 1.00 0 011 - L:'a 71 1.00 P 2 03 ` 1 :- -=1169 a ~ ~ ~ m6 e se voo oaw < e ~ ' , tm 50 100 oeso ::e :: _s r s: 113 100 1.00 0011 -2-a~= 101 1.00 P "2.03 1 ~ -°"~"''0'O° 1 10C 50 100 0.150 x0 ~ nr- .. .e . z .. ~ .:. Y0. ~:';. E._t .. .. m -s: .3:,.56 ~ P ~ L ID3 100 1.00 0.150 .iCb.: 90 1.10 P 2.13 1-' '"16 ' Page 1 ~~~ ~ xi6 00 1.00 0.150 'tx r. x0 1,00 0.011 0 r_ Ifi 1.00 P 203 0 ::.12 ~ . "" 219 1W 1.50 D90o 26 1]0 1.00 U 161 ~ .1 :.: "'x9 F xxD 15 100 0.160 ~-] ~' 3i 100 0.011 -- 1 N- - e ~'' a ~ ~ d:S.n- 215 d6 1110 O.16D 1 ~. Oi 1.OD 0011 °1 Y' f5 `Q ~- ~ 0 x11 fib 1.00 0.160 10 - 35 100 0011 1 -. 6 1.00 P x 03 - 0 ± , °.'11 ...... a.._q ~ .. ~.~Ya.- F r L. x„yi.. 21J B1 0.50 0.150 tfi -'- 16 1.00 0011 -0 '"~- 58 1.00 P 203-x'- .0-' -da -,-: as, fdi a- ~ ~~ ° 212 8! 050 0450 - .18:--. tfi 1.OD 0011 ~ 0 = 56 1.00 P ,x03° 0 - - a ' 1] ` ' RH 29 100 0.150 S .x 05 100 0.011 r 1-c. 6 " ~ 2m as too o.15D i«.- a too D.Dn - 1--. .e~ ° - - _ h,z .. _.: xtfi ]9 D.6o DdsD a::: 61 asD oDl~ ,..,z 1~ a .a. . e 209 55 1.00 0.150 ~ 9~~~: dfi 1.00 0011 ~1~-..- 13 - 1.00 P x03 0~ ` "~'10' . m U. ~ x09 Sd 100 0.160 9'- OB 1.00 0.011 1 - s10 ~ ~ - x0i H 100 0.150 b's db 1.00 0.011 t -' ~0 ~ x - - J 206 3x 1.00 0.150 - 6 +: 60 1.W 0011 L '; " "i'-' g_c: 205 i6 100 0.150 11 r 2d 1.00 0.011 1.--~ xd 100 P 20] - 0-~ +~1z~~;1 ~~'~~`- xD4 JO 100 0.150 5 = ]0 1.00 0011 1 ,' ~ 203 5x tW 0.150 -~0~': 98 1.00 0.011 = T.'~ ""9 °~' x xli 100 100 0.150 - 14` . -•fl1i-. zgx is too Doll 1 ~~ . r,~x s ~~Ye x01 5 ;: ' ~ mz mD uD oDn z . '`5 t'' ~° ~ w[tu 's ~~ t ~ - 101 5 ra :, , _. - _ PR1 100 225 D.150 d0 ~ _. ]d1 x90 U x50 5 ~ '. 15 !! PRI 50 2.W 0200 t 10 ..~ ,- W ~ I 1 1 Page 2 Emergency Overflow Weir-Pond _ (2/3)*Cd*b*sgrt(2g)*H^(3/2) (100) = 43.08 cfs -Inflow (100x1.25) = 53.85 cfs = 100 ft d = 0.63 = 32.2 ft/s^2 H = 0.29 ft H (depth) = 3.5 inches Base Elevation 838.10 ft Top-of-Bank = 839.50 ft Freeboard = 1.11 ft ~K' k , 2-YR BASIN CONDITIONS Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 2YR-29HA 102 PROPOSED 12. 00 0. 05 2. 93 440. 43 2YA-29HR 103 PROPOSED 12. 02 0. 37 1. 67 3095. 94 2YR-29HR 104 PROPOSED 12. 00 0. 06 0. 89 453. 47 2YR-29HA 105 PROPOSED 12. 00 0. 62 2. 02 5352. 38 2YR-24HR 106 PROPOSED 12. 00 0. 12 0. 69 906. 93 2YR-24HR 107 PROPOSED 12. 00 0. 20 1. 59 1619. 51 2YR-24HR 108 PROPOSED 12. 03 0. 21 1. 31 1705. 94 2YR-24HR 109 PROPOSED 12. 00 0. 92 1. 75 3501. 57 2YR-24HR 110 PROPOSED 12. 03 0. 29 1. 37 2293. 96 2YR-24HR 111 PROPOSED 12. 00 1. 06 2. 02 9163. 10 2YR-24HR 113 PROPOSED 12. 00 0. 44 1. 93 3709. 02 2YR-24HR 114 PROPOSED 12. 00 0. 10 1. 52 771. 12 2YR-24HR 115 PROPOSED 12. 00 0. 18 1. 75 1464. 63 2YR-29HR 202 PROPOSED 12. 00 0. 10 2. 93 968. 95 2YR-29HR 203 PROPOSED 12. 00 0. 58 2. 12 5068. 32 2YR-24HR 209 PROPOSED 11. 99 0. 12 1. 84 1001. 40 2YR-24HR 205 PROPOSED 12. 00 0. 22 1. 52 1762. 56 2YR-24HR 206 PROPOSED 11. 99 0. 35 2. 21 3135. 92 2YR-24HR 207 PROPOSED 12 .00 0. 12 1. 93 979 .79 2YR-24HR 208 PROPOSED 12 .00 0. 18 1. 84 1468 .94 2YA-24HR 209 PROPOSED 12 .00 0. 15 1. 93 1259 .67 2YR-24HR 210 PROPOSED 12 .00 0. 17 1. 84 1402 .17 2YR-24HR 211 PROPOSED 12 .00 0. 53 2. 32 4881 .72 2YA-24HR 212 PROPOSED 12 .01 0. 17 1. 67 1396 .02 2YR-29HR 213 PROPOSED 12 .01 0. 17 1. 37 1395 .81 2YR-24HR 214 PROPOSED 12 .00 0. 50 2. 02 4329 .99 2YR-24HR 215 PROPOSED 12 .00 0. 18 1. 84 1968 .94 2YR-24HR 216 PAOPO SED 12 .00 0 .21 1. 52 1707 .98 2YR-24HR 218 PROPOSED 12 .00 0 .75 1. 59 6073 .17 2YR-24HR 220 PROPOSED 12 .00 0 .37 1. 52 2919 .24 2YR-24HR POND PROPOSED 12 .00 1 .57 1. 52 12282 .83 2YR-24HR PR1 PROPOSED 12 .07 0 .71 0. 42 6070 .81 2YR-24HR PA2 PROPOSED 12 .00 0 .17 1. 06 1265 .74 2YR-24HR ROW1 PROPOSED 12 .00 0 .24 2. 12 2073 .40 2YR-24HR ROW2 PROPOSED 12 .00 0 .31 2. 93 2906 .84 2YR-24HR ROW3 PROPOSED 12 .00 0 .35 2. 43 3397 .27 2YR-29HR ROW4 PROPOSED 12 .00 0 .09 2. 43 860 .86 2YR-29HR ROWS PROPOSED 12 .00 0 .18 2 .43 1673 .63 The Barrington of Carmel_GD0001 Hy: HED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 POND_2-YEAR STAGE/STORAGE DISCHARGE CALCULATIONS -WITHOUT OFF-SITE Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs of of 2YR-24HR POND PROPOSED 0. 00 834. 90 839. 00 43622 0. 00 '0. 00 0. 0 0. 2YR-24HR POND PROPOSED 0. 50 834. 40 839. 00 43622 0. 00 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 1. 02 834. 40 839. 00 43622 0. 00 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 1. 52 834. 40 839. 00 43617 0. 00 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 2. 02 839. 40 839. 00 43615 0. 00 0. 00 0. 0 0. 2YR-29HR POND PROPOSED 2. 52 834. 90 839. 00 93616 0. 00 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 3. 02 834. 90 839. 00 43617 0. 00 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 3. 52 834. 40 839. 00 43623 0. 00 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 9. 02 634. 40 839. 00 43636 0. 01 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 4. 52 834. 40 839. 00 43652 0. 02 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 5. 02 839. 40 839. 00 93662 0. 03 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 5. 52 834. 90 839. 00 93676 0. 05 0. 00 0. 0 0. 2YR-29HR POND PROPOSED 6. 02 834. 41 839. 00 43693 0. 08 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 6. 52 834. 41 839. 00 43710 0. 10 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 7. 02 834. 41 839. 00 43731 0. 11 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 7. 52 839. 42 839. 00 43757 0. 16 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 8. 02 834. 93 839. 00 43801 0. 23 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 8. 52 834. 44 839. 00 43844 0. 30 0. 00 0. 0 0. 2YR-24HR POND PROPOSED 9. 02 834. 45 839. 00 43916 0. 41 0. 01 0. 1 0. 2YR-24HR POND PROPOSED 9. 52 834. 47 839. 00 43997 0 .50 0. 01 0. 1 0. 2YR-24HR POND PROPOSED 10. 02 839. 49 839. 00 44097 0 .65 0. 02 0. 1 0. 2YR-29HR POND PROPOSED 10. 51 834. 52 839. 00 94220 0 .76 0. 03 0. 1 0. 2YR-24HR POND PROPOSED 10. 67 834. 53 839. 00 44261 0 .61 0. 04 0. 1 0. 2YR-24HR POND PROPOSED 10. 84 834. 54 839. 00 44314 1. 08 0. 04 0. 1 0. 2YR-24HR POND PROPOSED 11. 00 834. 57 839. 00 44433 3 .07 0. 06 0. 2 0. 2YR-24HR POND PROPOSED 11. 17 834. 63 839. 00 44715 6 .35 0. 10 0. 2 0. 2YR-29HR POND PROPOSED 11. 33 839. 73 839. 00 95146 8 .66 0. 20 0. 3 0. 2YR-24HR POND PROPOSED 11. 50 834. 85 839. 00 45647 9 .74 0. 32 0. 5 0. 2YR-24HR POND PROPOSED 11. 67 834 .98 839. 00 46186 10 .47 0. 47 0. 6 0. 2YR-24HR POND PROPOSED 11. 63 835 .11 839. 00 46741 10 .99 0. 58 0. 8 0. 2YR-24HR POND PROPOSED 12. 00 835 .24 839. 00 97313 11 .90 0. 66 0. 9 0. 2YR-29HR POND PROPOSED 12. 17 835 .37 839. 00 47831 9 .03 0. 73 1 .1 0. 2YR-24HR POND PROPOSED 12 .33 ~ 835 .45 839. 00 48195 6 .49 0. 77 1 .2 0, 2YR-24HR POND PROPOSED 12 .50 835 .51 839. 00 48448 4 .80 0 .80 1 .2 0. 2YR-24HR POND PROPOSED 12 .67 835 .56 839 .00 48639 4 .21 0 .82 1 .3 0. 2YR-24HR POND PROPOSED 12 .83 835 .60 839 .00 48812 9 .09 0 .84 1 .4 0. 2YR-24HR POND PROPOSED 13 .00 835 .64 839 .00 48978 4 .12 0 .86 1 .4 0 2YR-29HR POND PROPOSED 13 .17 835 .68 839. 00 49143 4 .03 0. 88 1 .5 0 2YR-24HR POND PROPOSED 13 .33 635 .71 839 .00 49290 3 .29 0 .89 1 .5 0. 2YR-24HR POND PROPOSED 13 .50 835 .79 839 .00 49393 2 .51 0 .90 1 .6 0. 2YR-24HR POND PROPOSED 13 .67 835 .75 839 .00 99960 2 .02 0 .91 1 .6 0 2YR-29HR POND PROPOSED 13 .83 835 .76 839 .00 49511 1 .83 0 .92 1 .6 0 2YR-24HR POND PROPOSED 14 .00 835 .77 839 .00 49556 1 .78 0 .92 1 .6 0 2YR-24HR POND PROPOSED 14 .17 835 .76 839 .00 49599 1 .77 0 .92 1 .7 0 2YR-29HR POND PROPOSED 14 .33 835 .79 839 .00 99692 2 .69 0 .93 1 .7 0 2YR-29HR POND PROPOSED 14 .50 835 .80 839 .00 49680 1 .56 0 .93 1 .7 0 The Barrington of Carmel_GDC 001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 - - ------- -- - - - POND_2-YEAR STAGE/STORAGE DI SCHAAGE CALCULATIONS -WITHOUT OFF-SITE Simulation Node Group Time hrs Stage ft warning Stage ft Surface Area ft2 Total Inflow cfs Total Outflow cfs Total Vol In of Total Vol Out of 2YR-24HA POND PROPOSED 14. 67 835. 81 839. 00 49709 0. 38 0. 94 1. 7 '0. 2 2YR-24HA POND PROPOSED 14. 83 835. 81 839. 00 49715 0. 27 0. 94 1. 7 0. 2 2YR-24HA POND PROPOSED 15. 00 835. 81 839. 00 99718 0. 29 0. 94 1. 8 0. 2 2YR-29HR POND PROPOSED 15. 17 835. 81 839. 00 99719 0. 22 0. 94 1. 8 0. 3 2YR-24HA POND PROPOSED 15. 33 835. 81 839. 00 49717 0. 23 0. 94 1. 6 0. 3 2YR-24HA POND PROPOSED 15. 50 835. 81 839. 00 49716 0. 23 0. 94 1. 8 0. 3 2YR-24HA POND PROPOSED 15. 67 835. 81 839. 00 49715 0. 23 0. 94 1. 8 0. 3 2YR-24HA POND PROPOSED 15. 83 835. 81 839. 00 49713 0. 23 0. 94 1. 8 0. 3 2YR-24HA POND PROPOSED 16. 00 835. 81 839. 00 99712 0. 23 0. 94 1. 8 0. 3 2YR-24HA POND PROPOSED 16. 17 835. 81 839. 00 49710 0. 23 0. 94 1. 8 0. 3 2YR-24HA POND PROPOSED 17. 17 835. 81 839. 00 49692 0. 13 0. 93 1. 8 0. 4 2YR-29HR POND PROPOSED 18 .17 835. 79 839. 00 49603 -0. 22 0. 93 1. 8 0. 5 2YR-24HA POND PROPOSED 19. 17 635. 76 839. 00 49512 0. 12 0. 92 1 .8 0. 6 2YR-24HA POND PROPOSED 20. 17 835. 74 839. 00 49423 0. 14 0. 91 1. 8 0. 6 2YR-24HA POND PROPOSED 21. 17 835. 72 839. 00 99337 0. 13 0. 90 1. 6 0. 7 2YR-24HA POND PROPOSED 22. 17 835. 70 839. 00 99229 -0. 18 0. 89 1. 8 0. 8 2YR-24HA POND PROPOSED 23. 17 835. 66 839. 00 49063 -0. 26 0. 87 1. 8 0. 9 2YR-29HR POND PROPOSED 24 .17 835. 62 839. 00 48895 -0. 24 0. 85 1. 8 0. 9 2YR-29HR POND PROPOSED 25 .17 835. 56 839. 00 48668 -0. 49 0. 83 1 .7 1. 0 2YR-24HA POND PROPOSED 26 .17 835. 51 839. 00 48426 -0. 41 0. 60 1 .7 1. 1 2YR-24HA POND PROPOSED 27 .17 835. 45 839. 00 98187 -0. 42 0. 77 1 .7 1. 1 2YR-24HA POND PROPOSED 28 .17 835. 40 839. 00 47953 -0. 34 0. 74 1 .6 1 .2 2YR-29HR POND PROPOSED 29 .17 835. 39 839. 00 47726 -0. 34 0. 71 1 .6 1 .3 2YR-24HA POND PROPOSED 30 .17 635. 29 839. 00 47506 -0. 33 0. 69 1 .6 1 .3 2YR-24HA POND PROPOSED 31 .17 835 .24 839. 00 47293 -0. 25 0. 66 1 .5 1 .4 2YR-24HA POND PROPOSED 32 .17 835 .19 839. 00 97087 -0. 24 0. 63 1 .5 1 .4 2YR-24HA POND PROPOSED 33 .17 835 .15 839. 00 96888 -0. 22 0 .60 1 .5 1 .5 2YR-24HA POND PROPOSED 34 .17 835 .10 839. 00 46697 -0. 21 0 .58 1 .5 1 .5 2YR-29HR POND PROPOSED 35 .17 835 .06 839 .00 46519 -0. 18 0 .55 1 .5 1 .6 2YR-24HA POND PROPOSED 36 .17 835 .02 839 .00 46338 -0. 16 0 .52 L 5 1 .6 2YR-24HA POND PROPOSED 37 .17 834 .98 839. 00 96172 -0. 17 0. 48 1 .9 1 .7 2YR-24HA POND PROPOSED 38 .17 834 .95 839. 00 46022 -0. 12 0 .43 1 .4 1 .7 2YR-24HA POND PROPOSED 39 .17 834 .91 839 .00 45888 -0. 11 0 .38 1 .4 1 .7 2YR-24HA POND PROPOSED 40 .17 834 .89 839 .00 45768 -0. 09 0 .35 1 .4 1 .6 2YR-29HR POND PROPOSED 41 .17 639 .86 839 .00 45659 -0. 10 0 .33 1 .4 1 .8 2YR-29HR POND PROPOSED 42 .17 839 .84 839 .00 45598 -0 .07 0 .30 1 .4 1 .8 2YR-24HA POND PROPOSED 93 .17 834 .81 839 .00 95449 -0 .06 0 .28 1 .9 1 .8 2YR-24HA POND PROPOSED 44 .17 834 .79 839 .00 45357 -0 .05 0 .26 1 .4 1 .9 2YR-24HA POND PROPOSED 45 .17 834 .77 839 .00 45272 -0 .04 0 .24 1 .4 1 .9 2YR-29HR POND PROPOSED 46 .17 834 .75 839 .00 45193 -0 .03 0 .22 1 .4 1 .9 2YR-29HR POND PROPOSED 97 .17 839 .74 839 .00 95121 -0 .02 0 .20 1 .4 1 .9 2YR-24HA POND PROPOSED 48 .01 834 .72 839 .00 45064 -0 .02 0 .19 1 .4 1 .9 The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 10-YEAR BASIN CONDITIONS Simulation Ha sin Group Time Max Flow Max Volume Volume hrs cfs in ft3 lOYR-24HR 102 PROPOSED 12. 00 0.07 3. 59 651. 72 lOYR-24HR 103 PROPOSED 11. 98 0.60 2. 75 5099. 60 lOYR-24HR 109 PROPOSED 12. 00 0.12 1. 75 889. 40 lOYR-24HR 105 PROPOSED 12. 00 0.93 3. 15 8356. 97 lOYR-24HR 106 PROPOSED 12. 00 0.23 1. 75 1776. 80 lOYR-24HR 107 PROPOSED 12. 00 0.33 2. 66 2703. 93 1DYR-24HR 108 PROPOSED 12. 00 0.37 2. 30 3010. 06 lOYR-29HR 109 PROPOSED 12. 00 0.66 2. 65 5690. H9 lOYR-24HR 110 PROPOSED 12. 00 0.48 2. 39 3990. 26 l OYR-24HR 111 PROPOSED 12. 00 1.60 3. 15 19307. 09 lOYR-24HR 113 PROPOSED 12. 00 D.67 3. 05 5868 .90 lOYR-29HR 114 PROPOSED 12. 00 0.16 2. 57 1305. 10 lOYR-24HR 115 PROPOSED 12. 00 0.28 2. 85 2380. 33 l OYR-24HR 202 PROPOSED 12. 00 0.15 3. 59 1933. 76 l OYR-24HR 203 PROPOSED 12. 00 0.86 3. 26 7808 .46 lOYR-29HR 204 PROPOSED 11. 99 0.19 2. 95 1605 .87 lOYR-24HR 205 PROPOSED 12. 00 0.36 2. 57 2983 .08 l OYR-24HR 206 PROPOSED 11. 99 0.51 3. 37 4766 .35 lOYR-24HR 207 PROPOSED 12. 00 0.18 3. 05 1550 .28 lOYR-29HR 208 PROPOSED 12. 00 0.27 2 .95 2355 .60 lOYR-24HR 209 PROPOSED 12 .00 0.23 3 .05 1993 .21 l OYR-24HR 210 PROPOSED 12 .00 0.26 2 .95 2298 .52 lOYR-24HR 211 PROPOSED 12 .00 0.77 3 .48 7321 .91 lOYR-24HR 212 PROPOSED 12 .01 0.27 2 .75 2299 .54 lOYR-24HR 213 PROPOSED 12 .01 0.29 2 .39 2428 .53 lOYR-24HR 214 PROPOSED 12 .00 0.75 3 .15 6752 .92 lOYR-24HR 215 PROPOSED 12 .00 0.27 2 .95 2355 .60 lOYR-29HR 216 PROPOSED 12 .00 0.35 2 .57 2889 .86 lOYR-24HR 218 PROPOSED 12 .00 1.21 2 .66 10139 .75 lOYR-24HR 220 PROPOSED 12 .00 0.60 2 .57 9940 .73 lOYA-24HR POND PROPOSED 12 .00 2.54 2 .57 20788 .35 lOYR-29HR PR1 PROPOSED 12 .03 1.90 1 .09 14877 .32 lOYR-24HR PR2 PROPOSED 12 .00 0.30 1 .98 2367 .93 lOYR-24HR ROW1 PROPOSED 12 .00 0.35 3 .26 3194 .37 lOYR-24HR ROW2 PROPOSED 12 .00 0.44 3 .59 4301 .34 lOYR-29HR ROWS PROPOSED 12 .00 0.51 3 .59 4953 .06 lOYR-24HR ROW4 PROPOSED 12 .00 0.13 3 .59 1303 .44 lOYR-24HR AO WS PROPOSED 12 .00 0.25 3 .59 2476 .53 The Barrington of Carmel_GD0001 By: HED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 POND_10-YEAR STAGE/STORAGE DISCHARGE CALCULATIONS -WITHOUT OFF-SITE Simulation Node Group Time hrs Stage Warning Surface Stage AYea ft ft ft2 Total Total Total Total Inflow Outflow Vol In Vol Out cfs cfs of of lOYR-24HR POND PROPOSED 0. 00 834. 40 839. 00 93622 0. 00 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 0. 50 839. 40 839. 00 43622 0. 00 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 1. 02 834. 40 839. 00 43622 0. 00 0. 00 0. 0 0. 0 lOYR-24HR POND. PROPOSED 1. 52 834. 40 839. 00 43621 0. 00 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 2. 02 834. 40 839. 00 43616 0. 01 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 2. 52 834. 40 839. 00 43619 0. 01 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 3. 02 839. 40 839. 00 93650 0. 02 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 3. 52 839. 40 839. 00 43654 0. 02 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 4. 02 834. 90 839. 00 43665 0. 04 0. 00 0. 0 0. 0 lOYR-29HR POND. PROPOSED 4. 52 834. 41 839. 00 43687 0. 09 0. 00 0. 0 0. 0 lOYR-29HR POND PROPOSED 5. 02 834. 41 839. 00 43719 0. 13 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 5. 52 834. 42 839. 00 43744 0. 17 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 6. 02 834. 42 839. 00 93785 0. 22 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 6. 52 834. 43 839. 00 93828 0. 25 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 7. 02 639. 45 839. 00 93872 0. 29 0. 00 0. 0 0. 0 lOYR-24HR POND PROPOSED 7. 52 839. 46 839. 00 43938 0. 40 0. 01 0. 1 0. 0 lOYR-24HR POND PROPOSED 8. 02 839. 48 839. 00 44025 0 .55 0. 01 0. 1 0. 0 lOYR-24HR POND PROPOSED 8. 52 834. 50 839. 00 44128 0 .67 0. 02 0. 1 0. 0 lOYA-24HR POND PROPOSED 9. 00 834. 53 839. 00 49261 0 .90 0. 04 0. 1 0. 0 lOYA-24HR POND PROPOSED 9. 51 834. 57 839. 00 49422 1 .D2 0. 06 0 .2 0. 0 lOYR-24HR POND PROPOSED 10. 00 834. 61 839. 00 44605 1. 28 0. 09 0. 2 0. 0 SOYR-24HR POND PROPOSED 10. 50 839. 66 839. 00 94826 1 .47 0. 13 0. 3 0. 0 lOYR-24HR POND PROPOSED 10. 67 839. 68 839. 00 44902 1 .51 0. 15 0. 3 0. 0 lOYR-24HR POND PROPOSED 10. 84 834. 70 839. 00 44994 2 .02 0. 17 0. 3 0. 0 lOYR-24HR POND PROPOSED 11 .00 834. 75 639. 00 45197 5 .61 0. 21 0 .4 0. 0 lOYR-24HR POND PROPOSED 11 .17 834. 86 839. 00 95688 11 .46 0. 32 0 .5 0. 0 lOYR-24HR POND PROPOSED 11 .33 835. 03 839. 00 96400 14 .81 0. 53 0 .7 0. 0 lOYR-24HR POND PROPOSED 11 .50 835. 22 839. 00 47205 16 .03 0. 65 0 .9 0 .0 lOYR-24HR POND PROPOSED 11 .67 835. 92 839. 00 48043 16 .87 0. 75 1 .1 0 .0 lOYR-24HR POND PROPOSED 11 .83 835. 62 639. 00 48901 17 .51 0. 85 1 .4 0 .1 lOYR-24HR POND PROPOSED 12 .00 835. 82 839. 00 49767 17 .95 0. 94 1 .6 0 .1 lOYR-29HR POND PROPOSED 12 .17 836. 01 839. 00 50590 13 .89 1. 02 1 .8 0 .1 lOYR-29HR POND PROPOSED 12 .33 636. 13 839. 00 51057 9 .16 1 .07 2 .0 0 .1 lOYR-29HR POND PROPOSED 12 .50 836 .21 839. 00 51390 6 .85 1 .10 2 .1 0 .1 lOYA-24HR POND PROPOSED 12 .67 836 .27 839 .00 51647 6 .08 1 .12 2 .2 0 .1 lOYR-24HR POND PROPOSED 12 .83 836 .33 639 .00 51885 6 .03 1 .14 2 .3 0 .1 lOYR-24HR POND PROPOSED 13 .00 836 .38 839 .00 52122 5 .95 1 .16 2 .3 0 .2 lOYR-24HR POND PROPOSED 13 .17 836 .44 839 .00 52356 6 .07 1 .18 2 .9 0 .2 lOYR-24HR POND PROPOSED 13 .33 836 .49 839 .00 52565 9 .92 1 .20 2 .5 0 .2 lOYR-24HR POND PROPOSED 13 .50 836 .52 839 .00 52704 3 .47 1 .21 2 .6 0 .2 lOYR-24HR POND PROPOSED 13 ,67 836 .54 639 .00 52792 5 .04 1 .21 2 .6 0 .2 lOYR-24HR POND PROPOSED 13 .83 836 .56 839 .00 52863 1 .44 1 .22 2 .7 0 .2 lOYR-24HR POND PROPOSED 14 .00 636 .58 839 .00 52930 1 .38 1 .23 2 .7 0 .3 lOYR-24HR POND PROPOSED 14 .17 836 .59 839 .00 52996 1 .26 1 .23 2 .7 0 .3 lOYR-24HR POND PROPOSED 14 .33 836 .61 839 .00 53062 1 .17 1 .24 2 .7 0 .3 lOYR-24HR POND PROPOSED 19 .50 836 .62 839 .00 53118 0 .49 1 .24 2 .7 0 .3 The Barrington of Carmel_GD0001 By: BED 02-16-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 POND_10-YEAR STAGE/STORAGE -WITHOUT OFF-SITE Simulation DI SCHAAGE Node CALCULATIONS Group Time hrs Stage ft Warning Stage ft Surface Area ft2 Total Inflow cfs Total Outflow cfs Total Vol In of Total Vol Out of lOYR-24HR POND PROPOSED 19. 67 836. 63 639 .00 53152 -0. 60 1 .24 2. 7 '0 .3 lOYR-24HR POND PROPOSED 19. 83 836. 63 839 .00 53167 -1. 01 1 .24 2. 7 0 .3 lOYR-24HR POND PROPOSED 15. 00 836. 63 839 .00 53175 -1. 06 1 .25 2. 7 0 .4 lOYR-29HR POND PROPOSED 15. 17 636. 64 839 .00 53181 -0. 60 1 .25 2. 7 0 .4 lOYR-29HR POND PROPOSED 15. 33 836. 64 839 .00 53187 -0. 63 1 .25 2. 7 0 .4 lOYR-29HR POND PROPOSED 15. 50 836. 69 839 .00 53192 -0. 62 1 .25 2. 7 0 .4 lOYR-24HR POND PROPOSED 15. 67 836. 69 839 .00 53197 -0. 65 1 .25 2. 7 0 .4 lOYR-24HR POND PROPOSED 15. 83 836. 64 839 .00 53203 -0. 67 1 .25 2. 7 0 .4 lOYR-24HR - POND PROPOSED 16. 00 836. 64 839 .00 53208 -0. 68 1 .25 2. 6 0 .5 lOYR-24HR POND PROPOSED 16. 17 836. 64 839 .00 53213 -0. 68 1 .25 2. 6 0 .5 lOYR-24HR POND PROPOSED 17. 17 836. 65 839 .00 53227 -1. 42 1 .25 2. 5 0 .6 lOYR-24HR POND PROPOSED 18. 17 836. 63 839 .00 53144 -1. 45 1 .24 2. 4 0 .7 lOYR-24HR POND PROPOSED 19. 17 836. 61 839 .00 53060 -1. 34 1 .24 2. 3 0 .8 lOYR-24HR POND PROPOSED 20. 17 836. 59 839 .00 52977 -1. 24 1 .23 2. 2 0 .9 lOYR-24HR POND PROPOSED 21. 17 836. 57 839 .00 52897 -1. 13 1 .22 - 2. 1 1 .0 lOYR-24HR POND PROPOSED 22. 17 836. 54 839 .00 52778 -1. 56 1 .21 2. 0 1 .1 lOYR-29HR POND PROPOSED 23. 17 836. 49 839 .00 52582 -1. 40 1 .20 1. 9 1 .2 lOYR-24HR POND PROPOSED 24. 17 836. 49 839 .00 52383 -1. 50 1 .18 1. 8 1 .3 lOYR-29HR POND PROPOSED 25. 17 836. 36 839 .00 52091 -1. 02 1 .16 1. 7 1 .4 lOYR-24HR POND PROPOSED 26. 17 836. 30 839 .00 51783 0. 07 1 .13 1. 6 1 .5 lOYA-24HR POND PROPOSED 27. 17 836. 23 839 .00 51478 0. 11 1 .10 1. 6 1 .6 1DYR-24HR POND PROPOSED 28. 17 836. 16 839 .00 51178 0. 11 1 .06 1. 6 1 .7 lOYR-24HR POND PROPOSED 29. 17 836. 09 839 .00 50882 1. 03 1 .05 1. 7 1 .8 lOYR-24HR POND PROPOSED 30. 17 836. 02 839 .00 50590 1. 09 1 .02 1. 8 1 .8 lOYR-24HR POND PROPOSED 31. 17 835. 95 839 .00 50304 1. 00 0 .99 1. 9 1 .9 SOYA-29HR POND PROPOSED 32. 17 835. 86 839 .00 50023 0. 87 0 .97 1. 9 '2 .0 lOYR-29HR POND PROPOSED 33. 17 835. 82 839 .00 99747 0. 76 0 .99 2. 0 2 .1 lOYR-29HR POND PROPOSED 34. 17 835. 75 839 .00 99476 0. 64 0 .91 2. 1 2 .2 lOYR-24HR POND PROPOSED 35. 17 835. 69 839 .00 49210 0. 67 0 .68 2. 1 2 .2 lOYR-24HR POND PROPOSED 36. 17 835. 63 839 .00 48950 0. 57 0 .86 2. 2 2 .3 lOYR-24HR POND PROPOSED 37. 17 835. 57 839 .00 48695 0. 47 0 .83 2. 2 2 .4 lOYR-24HR POND PROPOSED 38. 17 835. 51 839 .00 48446 0 .48 0 .80 2. 2 2 .9 lOYR-24HR POND PROPOSED 39. 17 835 .46 839 .00 48204 0 .48 0 .77 2 .3 2 .5 lOYR-24HR POND PROPOSED 90. 17 835 .40 839 .00 97969 0 .39 0 .79 2 .3 2 .6 lOYR-24HR POND PROPOSED 41. 17 835. 35 839 .00 47740 0. 38 0 .72 2 .3 2 .6 lOYR-29HR POND PROPOSED 42. 17 835. 30 839 .00 47519 0. 30 0 .69 2. 4 2 .7 lOYR-29HR POND PROPOSED 43. 17 835. 25 839 .00 47305 0. 29 0 .66 2. 9 2 .7 lOYR-24HR POND PROPOSED 44. 17 635. 20 839 .00 47099 0. 27 0 .63 2. 4 2 .8 lOYR-24HR POND PROPOSED 95. 17 835 .15 839 .00 46900 0. 25 0 .61 2. 4 2 .8 lOYR-24HR POND PROPOSED 46. 17 835 .11 639 .00 46708 0 .23 0 .58 2 .5 2 .9 lOYR-24HR POND PROPOSED 47. 17 835 .06 839 .00 96529 0 .21 0 .55 2 .5 2 .9 lOYA-29HR POND PROPOSED 48 .00 835 .03 839 .00 46377 0 .19 0 .53 2 .5 3 .0 The Barrington of Caxmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 10-YEAR HYDRAULIC GRADE LINE CALCULATIONS MaX Time MaX Max MaX Time MaX Max Time MaX Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft 100-101 PROPOSED lOYR-24HR 12. 02 14. 69 -6. 69 16. 89 836. 65 16. 92 836. 65 101-102 PROPOSED lOYR-29HR 12. 01 7. 73 2. 69 12. 01 837. 20 12. 01 836. 79 101-WqU PROPOSED lOYR-24HR 11. 38 7. 31 -1. 90 12. 01 836. 89 16. 89 836. 65 102-103 PROPOSED lOYR-24HR 11. 82 8. 63 4. 12 12. 01 637. 24 12. 01 837. 20 102-201 PROPOSED lOYR-24HR 12. 03 8. 53 3. 31 12. 03 837. 29 12. 01 837. 20 103-104 PROPOSED lOYR-29HR 12. 01 6. 80 1. 10 12. 01 837. 30 12. 01 837. 24 104-105 PROPOSED lOYR-24HR 12. 00 5. 39 0. 11 12. 01 837. 38 12. 01 637. 30 104-113 PROPOSED lOYA-24HR 11. 99 1. 18 0. 01 12. 00 637. 36 12. 01 837. 30 105-106 PROPOSED lOYR-24HR 12. 00 4. 47 0. 11 12. 01 837. 66 12. 00 837. 34 106-107 PROPOSED lOYR-24HR 12. 00 2. 65 0. 01 12. 01 837. 79 12. 01 837. 66 106-111 PROPOSED lOYA-24HR 12. 00 1. 59 0. 01 12. 00 838. 02 12. 00 837. 69 107-108 PROPOSED lOYR-24HR 12. 00 2. 33 -0. 01 12. 01 838. 40 12. 00 838. 13 108-109 PROPOSED lOYR-24HR 12. 00 1. 14 0. 01 12. 00 836. 81 12. 00 838. 43 106-114 PROPOSED lOYR-24HR 12. 00 0. 83 0. 01 12. 00 838. 62 12. 00 838. 34 109-110 PROPOSED lOYR-29HR 12. 00 0. 48 0. 00 ~ 12. 00 839. 25 12. 00 838. 89 114-115 PROPOSED lOYA-24HR 11. 99 0. 53 0. 00 12 .00 839. 24 11. 99 838. 79 201-202 PROPOSED lOYR-24HR 12. 01 7. 99 0. 55 12 .01 837. 30 12. 03 837 .24 202-203 PROPOSED lOYR-24HR 12. 03 7. 21 0. 08 12 .01 837. 37 12. 01 837 .30 202-217 PROPOSED lOYR-24HR 0. 00 0. 00 0. 00 0. 00 838. 25 12. 01 837. 30 203-204 PROPOSED lOYR-24HR 12. 03 6. 40 0. 02 12 .01 837. 92 12. 01 837. 37 204-205 PROPOSED lOYR-24HR 12. 02 6. 21 0. 01 12 .01 837. 48 12. 01 837 .42 205-206 PROPOSED lOYR-24HR 12. 01 5. 86 0. 02 12 .01 837. 55 12. 01 837 .98 206-207 PROPOSED lOYR-24HR 12. 02 5 .38 -0. 08 12 .01 837. 63 12. 01 837 .55 207-208 PROPOSED lOYR-29HR 12. 01 5 .21 -0. 03 12 .01 637. 71 12. 01 837 .63 208-209 PROPOSED lOYR-24HR 12. 01 4 .95 0. 14 12 .01 837 .82 12 .01 837 .71 209-210 PROPOSED lOYR-24HR 12 .00 3 .53 0 .04 12 .00 838 .30 12 .00 838 .14 209-218 PROPOSED lOYR-24HR 12 .00 1 .21 0 .01 12 .00 840 .91 12 .00 640 .61 210-211 PROPOSED lOYA-29HR 12 .00 3 .28 0 .01 12 .00 838 .47 12 .00 836 .30 211-212 PROPOSED lOYR-29HR 12 .02 2 .52 0 .06 12 .01 838 .60 12 .00 838 .47 212-213 PROPOSED lOYR-24HR 12 .01 2 .25 0 .01 12 .01 838 .76 12 .01 838 .60 213-214 PROPOSED lOYR-29HR 12 .00 1 .96 -0 .03 12 .00 838 .92 12 .01 838 .76 214-215 PROPOSED lOYR-29HR 12 .00 1 .21 0 .01 12 .00 839 .59 12 .00 839 .34 215-216 PROPOSED lOYR-24HR 12 .00 0 .35 0 .00 12 .00 891 .12 12 .00 840 .76 215-220 PROPOSED lOYR-24HR 12 .00 0 .60 0 .00 12 .00 891 .24 12 .00 840 .86 219-215 PROPOSED lOYR-29HR 0 .00 0 .00 0 .00 0 .00 839 .84 12 .00 839 .59 301-302 PROPOSED lOYR-29HR 16 .92 1 .25 0 .00 16 .92 836 .65 0 .00 834 .20 WQU-102 PROPOSED lOYR-24HR 11 .34 7 .33 1 .41 12 .01 837 .20 12 .01 836 .89 The Barrington of Carmel_GD0001 Ey: BED 02-18-09 ;. Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page I of 1 100-YEAR BASIN CONDITIONS Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 100YR-24HA 102 PROPOSED 12. 00 0. 11 6. 21 1127. 68 100YR-29HA 103 PROPOSED 11. 98 1. 09 5. 29 9788. 92 100YR-29HA 104 PROPOSED 12. 00 0. 25 3. 98 2024. 03 100YR-24HA 105 PROPOSED 12. 00 1. 63 5. 74 15223. 19 100YR-24HA 106 PROPOSED 12. 00 0. 50 3. 98 9098. 05 100YR-24HA 107 PROPOSED 12. 00 0. 60 5. 18 5259. 89 100YR-24HA 108 PROPOSED 12. 00 0. 72 4. 73 6183. 31 100YR-24HA 109 PROPOSED 12. 00 1 .19 5. 40 10780. 72 100YA-24HA 110 PROPOSED 12. 00 0 .93 4. 84 8084. 24 100YR-24HA 111 PROPOSED 11. 98 2 .78 5. 79 26062. 27 100YR-24HA 113 PROPOSED 12. 00 1 .17 5. 63 10830. 55 100YR-24HA 114 PROPOSED 12. 00 0 .30 5. 06 2573. 08 100YR-24HA 115 PROPOSED 12. 00 - 0 .50 5. 40 4509. 18 100YA-24HA 202 PROPOSED 12. 00 0 .25 6. 21 2480. 89 100YR-24HA 203 PROPOSED 12. 00 1 .48 5. 86 19091. 92 100YR-24HA 204 PROPOSED 11. 99 0 .33 5. 51 3002. 44 100YR-24HA 205 PROPOSED 12. 00 0 .67 5. 06 5881. 33 100YR-24HA 206 PROPOSED 11. 99 0 .88 5. 98 8461. 44 100YR-29HA 207 PROPOSED 12. 00 0 .31 5. 63 2860. 90 100YR-24HA 208 PROPOSED 12. 00 0 .48 5. 51 4409. 14 100YR-24HA 209 PROPOSED 12. 00 0 .40 5. 63 3678. 30 100YR-24HA 210 PROPOSED 12. 00 0 .46 5 .51 4203. 95 100YR-24HA 211 PROPOSED 12. 00 1 .31 6 .09 12832. 38 100YR-24HA 212 PROPOSED 11. 98 0 .49 5 .29 9919. 13 100YR-24HA 213 PROPOSED 12. 01 0 .57 4 .84 4920 .26 100YR-24HA 214 PROPOSED 11. 98 1 .31 5 .74 12301 .39 100YR-24HA 215 PROPOSED 12. 00 0 .48 5 .51 4404. 14 100YR-24HA 216 PROPOSED 12. 00 0 .65 5 .06 5697. 54 100YR-29HA 218 PROPOSED 12. 00 2 .23 5 .18 19729. 58 100YA-24HA 220 PROPOSED 12. 00 1 .12 5 .06 9740 .96 100YR-24HA POND PROPOSED 12. 00 4 .71 5 .06 40985 .54 100YR-24HA PR1 PROPOSED 12 .03 5 .23 2 .88 41165 .39 S OOYR-24HA PA2 PROPOSED 12 .00 0 .62 4 .30 5150 .31 100YR-24HA ROW1 PROPOSED 12 .00 0 .61 5 .86 5744 .22 100YA-24HA RDW2 PROPOSED 12 .00 0 .75 6 .21 7442 .66 100YR-24HA ROWS PROPOSED 12 ,00 0 .86 6 .21 8570 .34 100YR-24HA ROW4 PROPOSED 12 ,00 0 .23 6 .21 2255 .35 100YR-24HA ROWS PROPOSED 12 .00 0 .43 6 .21 9285 .17 The Barrington of Carmel_GD0001 By: HED 02-16-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 ~'- POND_100-YEAR STAGE/STORAGE DISCHARGE CALCULATIONS ' ~- J -WITHOUT OFF-SITE Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft £t2 cfs cfs of of 100YR-29HR POND PROPOSED 0. 00 634. 40 839. 00 93622 0. 00 0. 00 0. 0 "'0. 100YR-24HR POND PROPOSED 0 .50 839. 40 839. 00 43622 0. 00 0. 00 0. 0 0. SOOYR-24HR POND PROPOSED 1 .02 834. 90 839. 00 43621 0. 00 0. 00 0. 0 0. 100YR-24HR POND PROPOSED 1 .52 834. 40 839. 00 43616 0. 01 0. 00 0. 0 0. 100YA-24HR POND PROPOSED 2. 02 834. 40 839. 00 43636 0. 03 0. 00 0. 0 0. 100YR-24HR POND PROPOSED 2. 52 834. 40 839. 00 43676 0. 07 0. 00 0. 0 0. 100YA-24HR POND PROPOSED 3 .02 634. 41 639. 00 93700 0. 12 0. 00 0. 0 0. 100YR-24HR POND PROPOSED 3 .52 834. 41 839. 00 43730 0. 14 0. 00 0. 0 0. 100YR-24HR POND PROPOSED 4 .02 834. 92 839. 00 43768 0. 25 0. 00 0. 0 0. 100YR-24HR POND PROPOSED 4 .52 834. 43 839. 00 43836 0. 42 0. 00 0. 0 0. 100YR-24HR POND PROPOSED 5 .02 834. 45 839. 00 43923 0. 54 0. 01 0. 1 0. 100YR-24HR POND PROPOSED 5 .52 834. 48 839. 00 44025 0. 63 0. 01 0. 1 0. 100YA-24HR POND PROPOSED 6 .01 834. 50 839. 00 94190 0. 72 0. 02 0. 1 0. 100YR-24HR POND PROPOSED 6 .51 834. 53 639. 00 94264 0. 79 0 .04 0. 1 0. 100YR-24HR POND PROPOSED 7 .01 839. 56 839. 00 44398 0. 85 0. 06 0. 2 0. SOOYR-24HR POND PROPOSED 7 .51 834. 60 839. 00 44553 1. 14 0 .08 0. 2 0. 100YR-24HR POND PROPOSED 8 .00 834. 65 839. 00 44767 1. 46 0 .12 0. 3 0. 100YA-24HR POND PROPOSED 8 .50 834. 71 839. 00 45004 1. 68 0. 17 0. 3 0. 100YR-24HR POND PROPOSED 9 .00 834. 77 839. 00 45301 2. 17 0. 24 0. 4 0. 100YR-24HR POND PROPOSED 9 .50 834. 85 839. 00 95632 2. 33 0. 32 0. 5 0. 100YR-29HR POND PROPOSED 10 .00 839. 99 839. 00 96002 2. 88 0 .42 0. 6 0. 100YR-24HR POND PROPOSED 10 .50 835. 04 839. 00 46428 3. 17 0 .54 0. 7 0. 100YR-24HR POND PROPOSED 10 .67 835. 07 839. 00 46572 3. 21 0 .56 0. 8 0. 100YR-24HR POND PROPOSED 10 .83 835. 11 839. 00 46742 4. 26 0 .58 0. 8 0. 100YR-29HR POND PROPOSED 11 .00 835. 20 839. 00 97138 12. 88 0 .69 0. 9 0. 100YA-29HR POND PROPOSED 11 .17 635 .43 639. 00 98098 23. 65 0 .76 1. 2 0. 100YA-24HR POND PROPOSED 11 .33 835 .74 839. 00 49902 27. 83 0 .91 1. 6 0. 100YR-24HR POND PROPOSED 11 .50 836 .07 839. 00 50809 29. 66 1 .04 2. 0 0. 100YR-29HR POND PROPOSED 11 .67 836 .41 839. 00 52233 30. 70 1 .17 2. 4 0. 100YR-24HR POND PROPOSED 11 .83 836 .75 839. 00 53660 31. 51 1 .37 2. 8 0. 100YR-29HR POND PROPOSED 12 .00 837 .08 839. 00 55112 31. 71 2 .36 3. 2 0. 100YA-29HR POND PROPOSED 12 .17 837 .35 839. 00 56536 23. 52 2 .98 3. 6 0. SOOYA-29HR POND PROPOSED 12 .33 837 .53 839. 00 57961 16. 99 3 .28 3. 9 0. 100YR-24HR POND PROPOSED 12 .50 837 .63 839. 00 .58007 14. 41 3 .44 4. 1 0. 100YR-24HR POND PROPOSED 12 .67 837 .70 839. 00 58407 4 .56 3 .55 4. 2 0. 100YR-29HR POND PROPOSED 12 .83 837 .78 839 .00 58789 15 .05 3 .65 9. 4 0. 100YR-24HR POND PROPOSED 13 .00 837 .85 839 .00 59164 3 .98 3 .74 9. 5 0. 100YR-24HR POND PROPOSED 13 .17 837 .91 839 .00 59535 13 .72 3 .84 4. 6 0. 100YR-24HR POND PROPOSED 13 .33 637 .97 839 .00 59823 2 .66 3 .91 4. 7 0. 100YR-24HR POND PROPOSED 13 .50 837 .99 839 .00 59965 2 .43 3 .94 4. 8 0. 100YR-24HR POND PROPOSED 13 .67 838 .00 839 .00 60020 2 .51 3 .96 4 .6 0. 100YR-29HR POND PROPOSED 13 .63 838 .01 839 .00 60056 -0 .19 3 .97 4 .8 0 100YA-24HR POND PROPOSED 19 .00 838 .02 839 .00 60089 2 .45 3 .98 4. 8 0. 100YR-24HR POND PROPOSED 14 .17 838 .03 839 .00 60122 -0 .14 3 .99 4. 8 0. 100YR-24xR POND PROPOSED 14 .33 838 .03 839 .00 60155 -0 .42 4 .00 4. 8 0 100YR-24HR POND PROPOSED 14 .50 638 .09 839 .00 60166 -1 .06 4 .00 4. 8 1 The Harrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 POND_100-YEAR STAGE/STORAGE DISCHARGE CALCULATIONS -WITHOUT OFF-SITE Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs of of 100YR-24HR POND PROPOSED 14. 67 838. 03 839 .00 60137 -2. 41 3. 99 4. 8 ~ 1. 0 100YR-24HR POND PROPOSED 1q. 63 838. 02 839 .00 60079 -2. 93 3. 97 4. 8 1. 1 100YR-24HR POND PROPOSED 15. 00 838. 00 839 .00 60017 -2. 99 3. 96 4. 7 1. 1 100YR-24HR POND PROPOSED 15. 17 837. 99 839 .00 59943 -2. 98 3. 94 4. 7 1. 2 100YR-24HR POND PROPOSED 15. 33 837. 98 839 .00 59867 -2. 99 3. 92 4 .6 1. 2 100YR-24HR POND PROPOSED 15. 50 837. 96 839 .00 59793 -2. 91 3. 90 4 .6 1. 3 100YR-24HR POND PROPOSED 15. 67 837. 95 839 .00 59718 -2. 86 3. 88 9 .6 1. 3 100YR-29HR POND PROPOSED 15. 83 837. 93 839 .00 59645 -2. 85 3. 67 9 .5 1. 4 100YR-29HR POND PROPOSED 16. 00 837. 92 839 .00 59573 -2. 82 3. 85 9 .5 1. 4 100YR-29HR POND PROPOSED 16. 17 837. 91 839 .00 59501 -2. 78 3. 83 9 .5 1. 5 100YA-29HR POND PROPOSED 17. 17 837. 62 839 .00 59043 -3. 68 3. 71 9 .2 1 .8 100YR-29HR POND PROPOSED 18. 17 837. 71 839 .00 58430 -3. 72 3. 55 3 .9 2 .1 100YA-29HR POND PROPOSED 19. 17 837. 60 839 .00 57857 -4. 36 3. 39 3. 5 2. 4 100YR-29HR POND PROPOSED 20. 17 837. 51 839 .00 57391 -5. 95 3. 24 3. 1 2. 7 100YR-29HR POND PROPOSED 21. 17 837. 42 839 .00 56858 -4. 89 3. 08 2. 7 2. 9 100YR-29HR POND PROPOSED 22. 17 837. 32 839 .00 56361 -5. 25 2. 91 2. 3 3. 2 100YR-29HR POND PROPOSED 23. 17 837. 20 839 .00 55757 -4. 58 2. 67 1. 9 3. 4 100YR-29HR POND PROPOSED 24. 17 637. 10 839 .00 55204 -4. 40 2. 41 1. 5 3. 6 100YR-24HR POND PROPOSED 25. 17 636. 97 839 .00 54573 -4. 10 1. 97 1 .2 3. 8 100YR-24HR pONn PROPOSED 26. 17 836. 86 839 .00 54125 -3. 49 1. 64 0 .9 3. 9 100YR-24HR POND PROPOSED 27. 17 836. 77 839 .00 53741 -3. 01 1. 91 0 .6 4. 1 100YR-24HR POND PROPOSED 28. 17 836. 69 839 .00 53399 -2. 61 1. 27 0 .4 4 .2 100YR-24HR POND PROPOSED 29. 17 836. 61 839 .00 53074 -2. 26 1 .24 0 .1 4 .3 100YR-24HR POND PROPOSED 30. 17 836. 53 839 .00 52752 -1. 94 1 .21 -0 .0 9 .4 100YR-24HR POND PROPOSED 31. 17 836. 46 839 .00 52433 -1. 64 1 .19 -0 .2 9 .5 100YR-24HR POND PROPOSED 32. 17 836. 38 839 .00 52118 -1. 11 1 .16 -0 .3 4 .6 100YR-24HR POND PROPOSED 33. 17 836. 31 839 .00 51807 0. 05 1 .13 -0 .3 4 .7 100YR-24HR POND PROPOSED 34. 17 836. 23 839 .00 51501 0. 10 1 .11 -0 .3 4 .8 100YR-24HR POND PROPOSED 35. 17 836. 16 839 .00 51199 0. 11 1. 08 -0 .3 4. 9 100YR-24HR POND PROPOSED 36. 17 836. 09 839 .00 50902 1. 03 1. 05 -0 .3 4. 9 100YR-24HR POND PROPOSED 37. 17 836. 02 839 .00 50610 1. 09 1. 02 -0 .2 5 .0 100YR-24HR POND PROPOSED 38. 17 835. 96 839 .00 50323 1. 00 1. 00 -0 .1 5 .1 100YR-24HR POND PROPOSED 39. 17 835. 89 839 .00 50092 0. 88 0 .97 -0 .0 5 .2 100YR-24HR POND PROPOSED 40. 17 835. 82 839 .00 49765 0. 76 0 .99 0 .1 5 .3 100YR-29HR POND PROPOSED 41. 17 835. 76 839 .00 99494 0. 64 0 .91 0 .1 5 .9 100YR-24HR POND PROPOSED 42. 17 835. 70 839 .00 99227 0. 68 0 .89 0 .2 5 .4 100YR-24HR POND PROPOSED 93. 17 835 .69 839 .00 48967 0. 56 0 .86 0 .2 5 .5 100YR-24HR POND PROPOSED 44. 17 835 .57 639 .00 48712 0 .48 0 .63 0 .3 5 .6 100YR-24HR POND PROPOSED 45. 17 835 .52 839 .00. 46463 0 .49 0 .60 0 .3 5 .6 100YR-24HR POND PROPOSED 46. 17 835 .96 839 .00 48220 0 .90 0 .78 0 .3 5 .7 100YR-24HR POND PROPOSED 47 .17 835 .40 839 .00 47984 0 .50 0 .75 0 .4 5 .8 100YR-24HR POND PROPOSED 46 .00 835 .36 839 .00 97793 0 .40 0 .72 0 .4 5 .8 The Barrington of Carmel_GD0001 Hy: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 POND 100-YEAR STAGE/STORAGE DISCHARGE CALCULATIONS -WITH OFF-SITE Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs of of 100YR-29HR with POND PROPOSED 0. 00 839. 40 839. 00 43622 0. 00 0. 00 0. 0 ~ 0. 0 100YR-24HR with POND PROPOSED 0. 50 834. 41 839. 00 43662 0. 45 0. 00 0. 0 0. 0 100YR-24HR with POND PROPOSED 1. 02 834. 44 839. 00 43781 0. 91 0. 00 0. 0 0. 0 100YA-24HR with POND PROPOSED 1. 52 834. 48 839. 00 43971 1. 37 0. 02 0. 1 0. 0 100YR-24HR with POND PROPOSED 2. 02 834. 55 839. 00 94297 1. 84 0. 05 0. 2 0. 0 100YR-24HR with POND PROPOSED 2. 52 834. 63 839. 00 44657 2. 33 0. 10 0. 2 0. 0 100YR-24HR with POND PROPOSED 3. 02 839. 73 839. 00 45081 2. 82 0. 19 0. 3 0. 0 100YR-24HR with POND PROPOSED 3. 50 834. 84 839. 00 45546 3. 26 0. 30 0. 5 0. 0 100YR-24HR with POND PROPOSED 4. 00 834. 96 639. 00 46085 3. 71 0. 45 0. 6 0. 0 100YR-24HR with POND PROPOSED 4. 50 835: 10 839. 00 46681 4. 91 0. 57 0. 8 0. 1 100YR-24HR with POND PROPOSED 5. 00 835. 25 839. 00 97396 4. 95 0. 67 1. 0 0. 1 100YR-29HR with POND PROPOSED 5. 50 835. 42 839. 00 48069 5. 08 0. 76 1. 2 0. 1 100YR-29HR with POND PROPOSED 6. 00 835. 61 839. 00 48844 5. 50 0. 85 1. 4 0. 1 100YR-24HR with POND PROPOSED 6. 50 835. 80 839. 00 49665 5. 97 0. 93 1. 6 0. 2 100YR-24HR with POND PROPOSED 7. 00 836. 00 839. 00 50522 5. 95 1. 02 1. 9 0. 2 100YR-24HR with POND PROPOSED 7. 50 836. 22 839. 00 51426 7. 91 1. 10' 2. 2 0. 3 100YR-24HR with POND PROPOSED 8. 00 836. 45 839. 00 52411 9. 57 1. 18 2. 5 0. 3 100YR-24HR with POND PROPOSED 8. 50 836. 70 639. 00 53435 11. 70 1. 28 3. 0 0. 4 100YR-24HR with POND PROPOSED 9. 00 836. 95 839. 00 59505 13. 77 1. 92 3. 5 0. 4 100YR-29HR with POND PROPOSED 9. 50 837. 20 839. 00 55752 15. 80 2. 67 4. 1 0. 5 100YR-24HR with POND PROPOSED 10. 00 837. 45 839. 00 57032 18. 38 3. 14 9. 8 0. 6 100YR-24HR with POND PROPOSED 10. 50 837. 70 839 .00 58907 17. 09 3. 55 5. 5 0. 8 100YR-24HR with POND PROPOSED 10. 67 837. 79 839 .00 58869 17. 39 3. 67 5. 8 0, 8 100YR-24HR with POND PROPOSED 10. 83 837. 68 839 .00 59368 18. 61 3. 80 6. 0 0. 9 100YR-24HR with POND PROPOSED 11. 00 638. 05 839 .00 60203 27. 74 4. 01 6. 3 0. 9 100YA-24HR with POND PROPOSED 11. 17 838 .28 839 .00 62318 33. 69 14 .99 6. 8 1. 1 100YR-24HR with POND PROPOSED 11. 33 838 .39 839 .00 62819 37. 79 31 .90 7. 3 1. 4 100YR-24HR with POND PROPOSED 11. 50 838 .42 839 .00 62967 40. 11 38 .30 7. 8 1. 9 100YA-24HR with POND PROPOSED 11. 67 638 .43 839 .00 63020 41. 53 40 .74 8. 4 2. 4 100YR-29HR with POND PROPOSED 11. 83 838 .44 839 .00 63046 42. 42 41 .96 8 .9 3. 0 100YA-24HR with POND PROPOSED 12. 00 838 .44 839 .00 63062 43. 05 42 .75 9 .5 3. 6 100YA-29HR with POND PROPOSED 12. 17 838 .42 839 .00 62971 34. 04 38 .47 10 .1 4. 1 100YR-29HR with POND PROPOSED 12. 33 836 .38 839 .00 62791 27. 03 30 .76 10 .5 4 .6 100YR-29HR with POND PROPOSED 12. 50 838 .36 839 .00 62658 23. 03 25 .65 10 .8 5 .0 100YR-24HR with POND PROPOSED 12. 67 838 .34 839 .00 62581 21. 72 22 .94 11. 1 5. 3 100YR-24HR with POND PROPOSED 12. 83 838 .33 839 .00 62593 21. 78 21 .65 11 .4 5. 6 IOOYR-24HR with POND PROPOSED 13 .00 838 .33 839 .00 62528 21. 93 21 .17 11 .7 5. 9 100YR-24HR with POND PROPOSED 13 .17 838 .33 839 .00 62522 19. 71 20 .97 12 .0 6 .2 100YR-29HR with POND PROPOSED 13 .33 838 .31 839 .00 62470 22. 11 19 .33 12 .3 6 .5 100YR-29HR with POND PROPOSED 13 .50 838 .30 839 .00 62392 19. 60 17 .00 12 .6 6 .8 100YR-24HR with POND PROPOSED 13 .67 838 .28 839 .00 62327 19 .30 15 .22 12 .9 7 .0 100YA-24HR with POND PROPOSED 13 .83 838 .28 839 .00 62296 19 .20 14 .42 13 .1 7 .2 100YA-24HR with POND PROPOSED 19 .00 838 .27 839 .00 62281 19 .03 14 .03 13 .9 7 .4 100YR-24HR with POND PROPOSED 14 .17 838 .27 839 .00 62272 18 .86 13 .80 13 .7 7 .6 100YA-24HR with POND PROPOSED 14 .33 838 .27 839 .00 62265 18 .69 13 .62 13 .9 7 .8 100YR-24HR with POND PROPOSED 14 .50 838 .26 839 .00 62243 18 .08 13 .09 14 .2 7 .9 The Barrington of Carmel_GD0001 By: HED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 POND 100-YEAR SyT~AGE/STORAGE DISCHARGE CALCULATIONS -WITH OFF-SITE iT Simulation Node Group Time Stage warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs of of 100YR-24HR with POND PROPOSED 14. 67 838 .26 839. 00 62204 17. 62 12. 19 14. 4 8 .1 100YR-24HR with POND PROPOSED 14. 83 838 .25 839. 00 62169 17. 27 11. 91 14. 7 8 .3 100YR-24HR with POND PROPOSED 15. 00 838 .24 839. 00 62146 17. 06 10. 92 14. 9 8 .4 100YR-24HR with POND PROPOSED 15. 17 836 .29 839. 00 62131 16. 89 10. 62 15. 1 8 .6 100YR-24HR with POND PROPOSED 15. 33 838 .24 839. 00 fi2121 16. 73 10. 41 15. 4 6 .7 100YR-24HR with POND PROPOSED 15. 50 838 .24 839. 00 62112 16. 57 10 .23 15. 6 8 .9 100YR-24HR with POND PROPOSED 15. 67 838 .23 839 .00 62104 16. 41 10 .07 15. 6 9 .0 100YR-29HR with POND PROPOSED 15. 83 838 .23 839. 00 62096 16. 25 9. 9Z 16. 0 9 .1 100YR-24HR with POND PROPOSED 16. 00 838 .23 839. 00 62088 16. 10 9. 77 16. 3 9 .3 100YR-24HR with POND PROPOSED 16. 17 838 .23 839. 00 62080 15. 94 9. 62 16. 5 9 .4 100YR-24HR with POND PROPOSED 17. 17 638 .21 839. 00 62008 14. 53 8. 34 17. 7 10 .2 100YA-24HR with POND PROPOSED 18. 17 838 .19 839. 00 61927 13. 51 7. 10 18. 9 10 .8 100YR-24HR with POND PROPOSED 19. 17 838 .18 839. 00 61860 12. 57 6. 23 20. 0 11 .3 100YR-24HR with POND PROPOSED 20. 17 838 .16 839. 00 61761 11. 62 5. 40 21. 0 11 .8 100YR-24HR with POND PROPOSED 21. 17 838 .14 839. 00 61679 10. 66 9. 63 21. 9 12 .2 100YR-24HR with POND PROPOSED 22. 17 838 .09 839. 00 60409 9. 10 4 .07 22. 7 12 .6 100YR-29HR with POND PROPOSED 23. 17 837 .98 839. 00 59898 7. 94 3 .93 23. 4 12 .9 100YR-24HR with POND PROPOSED 24. 17 837 .83 839 .00 59075 6. 71 3 .72 24. 0 13 .2 100YR-24HR with POND PROPOSED 25. 17 837 .63 639 .00 58009 7. 07 3 .94 24. 6 13 .5 100YR-24HR with - POND PROPOSED 26. 17 837 .44 839 .00 57009 7. 62 3 .13 25. 2 13 .8 100YR-24HR with POND PROPOSED 27. 17 637 .27 839. 00 56125 6. 39 2 .82 25. 8 14 .1 100YR-24HR with POND PROPOSED 28. 17 637 .12 839. 00 55305 5. 34 2. 47 26. 3 19 .3 100YA-24HR with POND PROPOSED 29. 17 836 .96 839. 00 59619 4. 23 2. 01 26. 7 19 .5 100YR-24HR with POND PROPOSED 30. 17 836 .87 839. 00 54162 3. 54 1. 66 27. 0 14 .6 100YR-24HR with POND PROPOSED 31. 17 836 .78 639 .00 53773 3. 01 1 .42 27. 2 14 .7 100YR-24HR with POND PROPOSED 32. 17 836 .69 839 .00 53927 2. 56 1 .28 27. 5 14 .9 100YR-24HR with POND PROPOSED 33. 17 636 .62 839 .00 53101 2. 23 1 .24 27. 7 15 .0 100YR-24HR with POND PROPOSED 34. 17 836 .59 839 .00 52779 1. 90 1 .21 27. 8 15 .1 100YR-24HR with POND PROPOSED 35. 17 836 .46 839 .00 52460 1. 59 1 .19 28. 0 15 .2 100YR-29HR with POND PROPOSED 36. 17 836 .39 639 .00 52145 1. 37 1 .16 28. 1 15 .3 100YR-29HR with POND PROPOSED 37. 17 836 .31 839 .00 51833 0, 29 1 .13 28. 2 15 .3 100YR-29HR with POND PROPOSED 38. 17 836 .24 839 .00 51526 0. 04 1 .11 28. 2 15 .4 100YR-29HR with POND PROPOSED 39. 17 836 .17 839 .00 51229 0. 02 1 .08 28. 2 15 .5 100YR-24HR with POND PROPOSED 40. 17 836 .10 839 .00 50927 -0. 68 1 .05 28. 2 15 .6 100YA-24HR with POND PROPOSED 91. 17 836 .03 839 .00 50635 -0. 98 1 .03 28. 1 15 .7 100YR-24HR with POND PROPOSED 42. 17 835 .96 839 .00 50347 -0. 90 1 .00 26. 0 15 .6 100YR-24HR With POND PROPOSED 93. 17 835 .89 839 .00 50065 -0. 79 0 .97 27. 9 15 .9 100YA-29HR with POND PROPOSED 44. 17 835 .83 839 .00 49788 -0. 66 0 .99 27. 9 15 .9 100YR-29HR with POND PROPOSED 45. 17 835 .76 839 .00 49516 -0. 76 0 .92 27. 8 16 .0 100YR-29HR with POND PROPOSED 46. 17 635 .70 839 .00 49299 -0. 62 0 .89 27. 8 16 .1 100YR-29HR with POND PROPOSED 47. 17 835 .69 839 .00 48968 -0. 51 0 .86 27. 7 16 .2 100YR-24HR with POND PROPOSED 98. 00 835 .59 839 .00 98775 0. 50 0 .84 27. 7 16 .2 The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 WATER QUALITY SIZING CALCULATIO~,1 Simulation Basin WQU-29HR WQU-SIZING } e Group Time Max Flow Max Volume Volume hrs cfs in ft3 WQU 12.07 3.56 0.63 32132.82 The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 EXISTING CONDITIONS INPUT DATA -_-= Basins ____________ ___ ___--_ _______-- __________--_-____ --__________--________ Name: DSl Node : 051 Status: Onsite Group: EXIST Type : SCS Unit Hydrograph Unit Hydrograph: Uh 494 Peaking Factor: 984.0 Rainfall File: Storm Duration (hrs): 0.00 Rainfall Amount(in): 0. 00 Time of Conc (min): 12.00 Arealac): 3. 69 Time Shift(hrs): 0.00 Curve Number: 71 .00 Max Allowable Q(cf s): 999999.00 DCIA($): 0. 00 Name: DS2 _ Node ________ : DS2 __________________________________ Status: Onsi to ' Group: EXIST Type : SCS Unit Hydrograph Unit Hydrograph: Uh 489 Peaking Factor: 964.0 Rainfall File: Storm Duration (hrs): 0.00 Rainfall Amount(in): 0. 00 Time of Conc (min): 18.00 Area (ac): 2. 11 Time Shift (hrs): 0.00 Curve Number: 69 .00 Max Allowable Q(cfs): 999999.00 ' DCIA($): 0. 00 ________________________ Name: 053 ___ ________ _________ Node ______________________ : 053 _________________________ Status: Onsite i Group: EXIST Type : SCS Unit Hydrograph Unit Hydrograph: Uh489 Peaking Factor: 964.0 Rainfall File: Storm Duration (hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conclmin): 16.00 Arealac): 1.85 Time Shift (hrs): 0.00 Curve Number: 73.00 Max Allowable 4(cfs): 999999.00 DCIA($1: 0.00 _______________________ Name: DS4 ___________ _______________________________ Node: DS9 __________________________________ Status: Onsi to Group: EXIST Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration (hrsl: 0.00 Rainfall Amount(in): 0.00 Time Of Conc (min): 20.00 Area(ac): 9.07 Time Shift(hrs): 0.00 Curve Number: 74.00 Max Allowable 41cf s): 999999.00 DCIA($): 0.00 _________________________ Name: EX1 __________ __________________________ Node: EX1 __________________ Status: Onsi to Group: EXIST Type: SCS Unit Hydrograph Unit Hydrograph: [7h994 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs~: 0.00 Rainfall Amount(in): 0.00 Time of Conc (mini: 15.00 Area(ac): 7.42 Time Shift(hrs): 0.00 Curve Number: 66.00 Max Allowable Q(cf s): 999999.00 DCIA($): 0.00 The Barrington of Carmel _GD0001 Hy: HED 12-02-OB Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 6 EXISTING CONDITIONS INPUT DATA Name: EX2 Group: EXIST unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.00 Area(ac): 0.91 Curve Number: 68.00 DCIA($~: 0.00 Node: EX2 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 984.0 Storm Duration(hrs): 0.00 Time of Conc(min): 12.00 Time Shift(hrsl: 0.00 Max Allowable Q(cf s): 999999.00 __-= Nodes -__-___--.-___- -_______-______-______--____--____________________ Name: BDRY Base Flow lcf s): 0.00 Group: EXIST Type: Time/Stage Time (hrs) Stage (f t) _______________ _______________ 0.00 825.46 24.00 825.46 98.00 825.96 Name: DS1 Base Flow(cf s): 0 00 Group: EXIST Type: Stage/Area Init Stagelft): 825.46 Warn Stage (ft): 825.99 _______ _ _______ Init Stage (ftl: 837.67 Warn Stage (ft): 839.00 Stage (ft) Area(ac) 837.67 0.3030 639.00 0.4810 840.00 0.6600 ________ ___________ ________ Name: DS2 Base Flow(cf s): 0.00 Group: EXIST Type: Stage/Area Stage (ft) Area(ac) _______________ _______________ 839.20 0.0510 ~ 839.50 0.0510 840.00 0.1150 ___________ ____ Name: D53 Base Flowlcf s): 0.00 Group: EXIST Type: Stage/Area Init Stage (ft): 839.20 Warn Stage (fU : 839.50 Init Stage(ft): 842.30 Warn Stage(ft): 843.24 Stage (ft) Area(ac) _______________ _______________ 842.30 0.3090 843.24 0.4350 849.00 0.4650 Name: D54 Base Flow(cfs): 0.00 Init Stage (ftl: 843.10 Group: EXIST Warn Stage (ft): 843.50 The Barrington of Carmel_GD0001 By: BED 12-02-OS Interconnected Channel and Pond Rou[ing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 6 EXISTING CONDITIONS INPUT DATA Type: Stage/Area Stage (ft) Area(ac) _______________ _______________ 843.10 0.8670 893.50 1.0000 844.00 1.0640 ___- Channels °_________-__________--_________-_______ __-__--__-___--_____ _____ Name: DS2-DS1 From Node: DS2 Group: EXIST To Node: DS1 Length (ft): 120.00 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ftl: 839.50 837.80 Flow: Both TC1pInitZ (ft): 9999.00 9999.00 Contraction Coef: 0.000 Manning's N: 0.035000 0.035000 Expansion Coef: 0.000 Top Clip (ft): 0.00 0.00 Entrance Loss Coef: 0.00 Bot Clip(ft): 0.00 0.00 Exit Loss Coef: 0.00 ' Main XSec: Outlet Ctrl Spec: Use do or tw AuxElevl (ft): Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2 (ft): Aux XSec2: Top Width (ft): Depth (ft): Bot Width (ft): 10.00 10.00 LtSdSlp (h/v): 4.00 4.00 RtSdSlp(h/v): 4.00 4.00 Name: DS3-DS2 From Node: DS3 Length (ft): 166.00 ~, Group: EXIST To Node: DS2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert (ftl: 843.24 639.20 Flow: Hoth ITClpInitZ (ft): 9999.00 9999.00 Contraction Coef: 0.000 Manning's N: 0.035000 0.035000 Expansion Coef: 0.000 Top Clip (ft): 0.00 0.00 Entrance Loss Coef: 0.00 Bot Clip (ft): 0.00 0.00 Exit Loss Caef: 0.00 Main XSec: Outlet Ctrl Spec: use do or tw AuxElevl (ft): Inlet Ctrl Spec. Use do Aux XSecl: StabilizeY Option: None AuxElev2 (ft): Aux XSec2: Top Width (ft): Depth (f t): Bot Width (ft): 100,00 100.00 LtSdSlp (h/v): 10.00 10.00 RtSdSlp (h/v): 10.00 10.00 _ Name: D54-DS3 _______________ From Node: DS4 _ Length(ft): ________ 57.00 Group: EXIST To Node: DS3 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 843.45 842.30 Flow: Both TC1pInitZ lft): 9999.00 9999.00 Contraction Coef: 0.000 Manning's N: 0.035000 0.035000 Expansion Coef: 0.000 The Barrington of Carmel_GDC 001 By: BED 12-02-OB Interconnected Channel and Pond Routing Model (ICP R) ©2002 Streamline Technologies, Inc. Page 3 of 6 EXISTING CONDITIONS INPUT DATA Top Clip (ftl: 0. 00 0. 00 Entrance Loss Coef: 0.00 Bot Clip (ft): 0, 00 0. 00 Exit Loss Coef: 0.00 Main XSec: Outlet Ctrl Spec: Use do or tw AuxElevl (ft): Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2 (ft): Aux XSec2: Top width (ft): Depth (ft): Bot Width (ft): 10 .00 10.00 LtSdSlp lh/v): 4. 00 4 .00 Rtsdslp (h/v): 4. 00 4 .00 ___= Drop Structures _____________---___________ -____-__ -_______-__--______-_ Name: DS1-BDRY Group: EXIST UPSTREAM Geometry: Circular Span (inl : 12.00 Ri se (in): 12.00 Invert (ft): 830.570 Manning's N: 0.013000 Top Clip (in): 0.000 Hot Clip(in): 0.000 From Node: DS1 To Node: BDRY DOWNSTREAM Circular 12.00 12.00 828.000 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 1 £or DYOp St ructuie DB1-BDRY *** Count: 1 Type: Horizontal Flow: Both Geometry: Circular Span(in): 24.00 Rise (inl: 24.00 Length (ftl: 61.00 Count: 1 Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Solution Incs Average Conveyance Automatic Both 0.000 0.000 Use do or tw Use do 10 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert (ft): 837.670 Control Elev (ftl: 837.670 ~ -_= Weirs - ______________ --_______________ ___________________ _____-___ ____________ _______--___ ______________ Name: DS1-BDRYWEIR Fiom Node: DS1 Group: EXIST To Node: BDRY Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width (ft) Left Side Slope(h/v) Right Side Slope(h/v) Invert (ft) Control Elevation (ft) Struct Opening Dim(ft) 15.00 4.00 4.00 838.SOC 638.SOC 9999.OC Bottom Clip (ft): 0.000 Top Clip (ttl: 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 TABLE The Barrington of Carmel_GD0001 By: BED 12-02-OB Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 6 EXISTING CONDITIONS INPUT DATA ___= Hydrology Simulations ________________________ ____ Name: 100YR-24HR Filename: S: \j obs\Gdc\001\ICPA\100YR-24HR.R32 Override Defaults: Yes Storm Durati on (hrs): 24.00 Rainfall File: NRC S-TYPE-II Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) 98.000 10.00 ____________ _ Name: lOYR-29HR Filename: S: \j obs\Gdc\001\ICPA\lOYR-24HR.R32 Override Defaults: Yes Storm Durati on (hrs): 24.00 Rainfall File: MRCS-TYPE-II Rainfall Amount(in): 3.83 Time(hrs) Print Znc(min) 48.000 10.00 Name: 2YR-24HR Filename: S: \j obs\Gdc\001\ICPA\2YR-24HR. R32 Override Defaults: Yes Storm Duration (hrs): 24.00 Rainfall File: NRGB-TYPE-II Rainfall Amount(in): 2.66 Time (hrs) Print Eaclmin) 48.000 10.00 I __= Routin4 Simulations =__________________--_-_____-__--___________-_______-___ Name: 100YR-24HR Hydrology Sim: 100YA-24HR Filename: S:\jobs\Gdc\001\ICPA\100YR-24HR.I32 Execute: No Restart: No Alternative: No Max Delta Z(f t): 1.00 Time Step Optimizer: 10.00 Start Time (hrs): 0.00 Min Calc Time (sec): 0.5000 Boundary Stages: Time hrs) Print Inclmin) 48.000 10.000 Group Run EXIST Yes Patch: No Delta Z FdC tor: 0.00500 End Time lhrs): 48.00 Max Calc Time (sec): 60.0000 Boundary Flows: The Barrington of Carmel_GD0001 By: BED 12-02-08 Interconnected Channel and Pond Routing Model (ICPA) ©2002 Streamline Technologies, Inc. Page 5 of 6 EXISTING CONDITIONS INPUT DATA ___ _ ______ Name: lOYR-24HR Hydrology Sim: lOYR-24HR Filename: S:\jobs\Gdc\001\ICPR\lOYR-24HR.I32 Execute: No Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.00 Start Time (hrs): 0.00 Min Calc Time(sec~: 0.5000 Boundary Stages: Time(hrsl Print Inc(min) _______________ _______________ 48.000 10.000 Group Run EXIST Yes Patch: No Delta Z Factor: 0.00500 End Time (hrs): 48.00 Max Calc Time (sec): 60.0000 Boundary Flows: ~ Name: 2YR-24HR Hydrology Sim: 2YA-24HR Filename: S: \j obs\Gdc\001\ICPR\2YR-24HR.132 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(f t): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.00 Start Time (hrs): 0.00 End Time (hrs): 48.00 Min Calc Time(secl: 0.5000 Max Calc Time lsecl: 60.0000 Boundary Stages: Boundary Flows: Time (hrsl Print inc(min) i 18.000 10.000 Group Run t i EXIST Yes ~ _° Boundary Conditions =__________________-----_______________-__________-_-___ L________________________________________ _______________________________________________________ The Barrington o£ Carmel_GD0001 By: BED 12-02-08 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 6 PROPOSED CONDITIONS INPUT DATA ___= Basins =_____----_-_______--_________________- Name: 102 Group: PROPOSED Node: 102 Type: SCS Unit Hydrograph Status: Onsite Unit Hydrograph: [Jh484 Rainfall File: Rainfall Amount (in): 0.00 Area(ac): 0.05 Curve Number: 96.00 DCIA 1$1: 0.00 Peaking Factor: 984.0 Storm Duration (hrsl: 0.00 Time of Conclmin): 5.00 Time Shift (hrs): 0.00 Max Allowable 4(cf s): 999999.00 Name: 103 Node: 103 Status: Onsi to Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh964 Peaking Factor: 484.0 Rainfall File: Storm Duration lhrs): 0.00 Rainfall Amount (in): 0.00 Time of Conclmin): 16.00 Area(ac): D.51 Time Shift (hrs): 0.00 Curve Number: 90.00 Max Allowable Q(cfs): 999999.00 DCIA($): 0.00 Name: 104 _ _______ Node: 104 _________ Status: Onsi to Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: iJh984 Peaking Factor: 984.0 Rainfall File: Storm Durationlhrsl: 0.00 Rainfall Amount(in): 0.00 Time of Conc (min): 8.00 Arealacl: 0.14 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cf s): 999999.00 DCIA($): 0.00 ~, Name: 105 Node: 105 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.00 Arealacl: 0.73 Curve Number: 94.00 DCIA($): o.oo Peaking Factor: 484.0 Storm Duration (hrs~: 0.00 Time of Conc (min): 8.00 Time Shift(hrsl: 0.00 Max Allowable 4(cf s): 999999.00 ------------------ Name: 106 Node: 106 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.00 Area(acl: 0.28 Curve Number: 78.00 DCIA($): 0.00 Peaking Factor: 489.0 Storm Duration (hrs): 0.00 Time of Conclmin~: 8.00 Time Shift(hrsl: 0.00 Max Allowable 4(cf s): 999999.00 The Barrington of Carmel_GD0001 By: HED 02-18-09 Interconnected Channel and Pond Routing Mode] (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 30 PROPOSED CONDITIONS INPUT DATA Name: 107 Group: PROPOSED Unit Hydrograph: Uh489 Rainfall File: Rainfall Amount(in): 0.00 Area(ac): 0.28 Curve Number: 89.00 DCIA($): 0.00 _____________________________ Name: 108 Group: PROPOSED Unit Hydrograph: Uh464 Rainfall File: Rainfall Amount(in): 0.00 Arealac): 0.36 Curve Number: 85.00 DCIA($): 0.00 Node: 107 Status: Onsi to Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration lhrs): 0.00 Time of Conc (mini: 5.00 Time Shift(hrsl: 0.00 Max Allowable 4(cf s): 999999.00 Node: 108 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs): 0.00 Time of Conc (min): 15.00 Time Shift (hrs): 0.00 Max Allowable 4(cf s): 999999.00 Name: 109 Node: 109 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh 464 Peaking Factor: 964.0 Rainfall File: Storm Duration (hrs1: 0.00 Rainfall Amount(in): 0. 00 Time of Conc lmin): 11.00 Area(ac): 0. 55 Time Shift (hrs): 0.00 Curve Number: 91 .00 Max Allowable 4(cfs): 999999.00 DCIA($): 0. 00 Name: 110 Node: 110 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: [7h 484 Peaking Factor: 484.0 Rainfall File: Storm Durati on (hrs): 0.00 Rainfall Amount(in): 0. 00 Time of Conc (min): 15.00 Area(ac): 0. 96 Time Shift(hrs): 0.00 Curve Number: 66 .00 Max Allowable 4(cf s): 999999.00 DCIA($): 0. 00 _ 1 Name: 111 ___ __ Node : 111 _ ____________________ Status: Onsite Group: PROPOSED Type : SCS Unit Hydrograph Unit Hydrograph: [7h484 Rainfall File: Rainfall Amount (in): 0.00 Area(ac): 1.25 Curve Number: 94.00 DCIA($): 0.00 Peaking Factor: 484.0 Storm Durationlhrsl: 0.00 Time of Conclmin~: 11.00 Time Shift(hrs): 0.00 Max Allowable 4(cf s): 999999.00 _______ _ ________________ Name: 113 Node: 113 Status: Onsi to Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Vh464 Rainfall File: Peaking Factor: 984.0 Storm Duration (hrs): 0.00 The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 30 PROPOSED CONDITIONS INPUT DATA Rainfall Amount (in): 0.00 Area(ac): 0.53 Curve Number: 93.00 DCIA($): 0.00 Name: 119 Group: PROPOSED Unit Hydrograph: Uh984 Rainfall File: Rainfall Amount(in): 0.00 Area (ac): 0.14 Curve Number: 88.00 DCIA($): 0.00 __________ Name: 115 ' GIOUp: PROPOSED ~, Unit Hydrograph: [Th484 I Rainfall File: Rainfall Amountlin): 0.00 Area(ac): 0.23 Curve Number: 91.OD DCPA1$): 0.00 Time of Conclmin): 5.00 Time Shift (hrs): 0.00 Max Allowable 4(cfs): 999999.00 Node: 114 Status: Onsi to Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs): 0.00 Time of Conc (min): 5.00 Time Shift lhrs): 0.00 Max Allowable Qlcfs): 999999.00 _ _____________________ Node: 115 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 984.0 Storm Duration(hrs): 0.00 Time of Conc (min): 5.00 Time Shift(hrs): 0.00 Max Allowable 4(cf sl: 999999.00 Name: 202 Node: 202 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(inl: 0.00 I Area(acl: 0.11 Curve Number: 98.00 1 DCIA($): 0.00 Peaking Factor: 489.0 Storm Duration (hrs): 0.00 Time of Conc (min): 5.00 Time Shiftlhrs): 0.00 Max Allowable 41cf s): 999999.00 Name: 203 Node: 203 Status: Onsi to Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh984 Rainfall File: Rainfall Amount(in): 0.00 Area(ac): 0.66 Curve Number: 95.00 DCIA($): 0.00 Peaking Factor: 484.0 Storm Durationlhrs): 0.00 Time of Conclmin): 9.00 Time Shift(hrs): 0.00 Max Allowable 4(cf sl: 999999.00 Name: 204 Node: 204 Status: Onsi to Group: PROPOSED Type: SCS Unit Hydrograph Unit xydrograph: Uh484 Rainfall File: Rainfall Amount(inl: 0.00 Area(ac): 0.15 Curve Number: 92.00 DCIA($): 0.00 Peaking Factor: 489.0 Storm Durati on (hrsl: 0.00 Time of Conc (mint: 7.00 Time Shift(hrs): 0.00 Max Allowable 4(cf s): 999999.00 The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 30 PROPOSED CONDITIONS INPUT DATA Name: 205 Node: 205 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(inl: 0.00 Area(ac) 0.32 Curve Number: 88.00 DCIA I$): 0.00 Peaking Factor: 984.0 Storm Duration(hrs): 0.00 Time of Conc(min): 12.00 Time Shift(hrs): 0.00 Max Allowable 4lcf s): 999999.00 Name: 206 Node: 206 Status: Onsi to Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh 984 Peaking Factor: 484.0 Rainfall File: Storm Duration (hrs): 0.00 Rainfall Amountlin): 0. 00 Time of Conc(min): 7.00 ' Area (ac): 0. 39 Time Shiftlhrs): 0.00 Curve Number: 96 .00 Max Allowable Q(cf s): 999999.00 DCIA($): 0. 00 ~ Name: 207 Node: 207 Status: Onsi to ~~ Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh 484 Peaking Factor: 484.0 Rainfall File: Storm Duration lhrs): 0.00 Rainfall Amount(in): 0. 00 Time of Conclmin): 8.00 Area(ac): 0. 14 Time Shift(hrs): 0.00 Curve Number. 93 .00 Max Allowable Q(cf s): 999999.00 ~, DCIA($): 0. 00 1 Name: 208 Node: 208 Status: Onsi to ~ Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Factor: 984.0 Rainfall File: Storm Durati on (hrs): 0.00 Rainfall Amount (ink: 0.00 Time of Conc(min): 10.00 Area(ac): 0.22 Time Shift (hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cf s): 999999.00 DCIA($): 0.00 Name: 209 Node: 209 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Un484 Rainfall File: Rainfall Amount(in): 0.00 Area(acl: 0.18 • Curve Number: 93.00 '~ DCIA($): 0.00 Peaking Factor: 464.0 Storm Duration(hrs(: 0.00 Time of Conc(minl: 10.00 Time Shift(hrsl: 0.00 Max Allowable 4lcf s): 999999.00 Name: 210 Node: 210 Status: Onsi to Group: PROPOSED Type: SCS Unit Hydrograph The Barrington of Carmel_GD0001 By: HED 02-16-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 30 PROPOSED CONDITIONS INPUT DATA Unit Hydrograph: Uh464 Peaking Factor: 969.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amountlin): 0.00 Time of Conc(min): 8.00 Area (ac): 0.21 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cf s): 999999.00 DCIA(&): 0.00 Name: 211 Node: 211. Status: Onsi to Group: PROPOSED Type: SCS Unit Hydrograph ' Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.00 Area(ac): 0.58 Curve Number: 97.00 DCIA($): 0.00 Peaking Factor: 489.0 Stone Duration(hrsl: 0.00 Time of Conc(min): 6.00 Time Shift(hrs): 0.00 Max Allowable 4(cfs): 999999.00 i ____________ Name: 212 Node: 212 _ Status: ________ _ Onsi to Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.00 Area(ac): 0.23 Curve Number: 90.00 DCIA (~): 0.00 Peaking Factor: 484.0 Storm Durationlhrs): 0.00 Time of Conc min): 17.00 Time Shift(hrs): 0.00 Max Allowable Q(cf s): 999999.00 Name: 213 Node : 213 Status: Onsi to Group: PROPOSED Type : SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration lhrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc (min): 17.00 Area(acl: 0.28 Time Shift(hrs): 0.00 Curve Number: 86.00 Max Allowable Q(cf s): 999999.00 DCIAI$): 0.00 _____________ Name: 219 Node : 214 _ ______________________ Status: Onsi to Group: PROPOSED Type : SCS Unit Hydrograph Unit Hydrograph: Uh984 Peaking Factor: 984.0 Rainfall File: Storm Duration~hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc (min): 11.00 Area(ac): 0.59 Time Shift(hrsl: 0.00 Curve Number: 94.00 Max Allowable Q(cf s): 999999.00 DCIA(8): 0.00 Name: 215 Node: 215 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in): 0.00 Area(ac): 0.22 Peaking Factor: 984.0 Storm Duration(hrs): 0.00 Time of Conc (min): 8.00 Time Shift(hrs): 0.00 The Harrington of Cannel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 30 PROPOSED CONDITIONS INPUT DATA Curve Number: 92.00 Max Allowable 4(cfs): 999999.00 DCIA($): 0.00 ~ Name: 216 Node: 216 _ ________ ______ Status: Onsi to Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrsl: 0.00 Rainfall Amount (in): 0.00 Time of Conc(minl: 12.00 Area (ac): 0.31 Time Shift(hrs): 0.00 Curve Number: 68.00 Max Allowable 4(cfs): 999999.00 DCIA($): 0.00 Name: 218 Node: 218 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph i Unit Hydrograph: ITh484 Peaking Factor: 484.0 ! Rainfall File: Storm Durationlhrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc (mint: 12.00 ! Area(ac): 1.05 Time Shift lhrs): 0.00 Curve Number: 89.00 Max Allowable 4(cfs): 999999.00 ~ DCIA ($1: 0.00 Name: 220 Node : 220 Status: Onsi to I Group: PROPOSED Type : SCS Unit Hydrograph ~ Unit Hydrograph: [Jh484 Rainfall File: Rainfall Amount(in): 0.00 Arealac): 0.53 Curve Number: 88.00 DCIA($): 0.00 Peaking Factor: 489.0 Storm Duration (hrs): 0.00 Time of Conclmin): 8.00 Time Shift (hrs): 0.00 Max Allowable 4(cfs): 999999.00 _ _________________ Name: POND Node: POND Status: Onsi to Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh984 Rainfall File: Rainfall Amount(in): 0.00 Area(ac): 2.23 Curve Number: 68.00 DCIA($): D.00 Peaking Factor: 484.0 Storm Duration (hrs): 0.00 Time of Conclmin): 5.00 Time Shift (hrs): 0.00 Max Allowable 4(cfs): 999999.00 _ _________________ Name: PR1 Node: PR1 Status: Onsi to Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh984 Rainfall File: Rainfall Amount (inl: 0.00 Area (ac): 3.94 Curve Number: 67.00 DCIA($): 0.00 Peaking Factor: 489.0 Storm Duration (hrs): 0.00 Time of Conc (min): 15.00 Time Shift(hrs): 0.00 Max Allowable Qlcfs): 999999.00 The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 30 PROPOSED CONDITIONS INPUT DATA Name: PR2 Node: PR2 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (inl: 0.00 Area(acl: 0.33 Curve Number: 81.00 DCIA($): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrsl: 0.00 Max Allowable 4(cf s): 999999.00 Name: ROW1 Node: POND Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount (in): 0.00 Area(ac): 0.27 Curve Number: 95.00 DCIA($): 0.00 Name: ROW2 Group: PROPOSED Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.00 Area(ac): 0.33 Curve Number: 96.00 DCIA($): 0.00 --------Name: ROW3 Group: PROPOSED Unit Hydrograph: Uh484 Rainfall File: Rainfall Amountlin): 0.00 Area (ac): 0.36 Curve Number: 98.00 DCIA ($): 0.00 Peaking Factor: 984.0 Storm Duration(hrs): 0.00 Time of Conc(min): 5.00 Time Shift(hrs): 0.00 Max Allowable 4(cf s): 999999.00 Node: POND Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc (min): 5.00 Time Shift(hrs): 0.00 Max Allowable Qlcfs): 999999.00 Node: 113 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Durati on (hrs): 0.00 Time of Conc (min): 5.00 Time Shift(hrs): 0.00 Max Allowable 4(cf sl: 999999.00 Name: AOW4 Node: 114 Status: On si to Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.00 Area(ac): 0.10 Curve Number: 98.00 DCIA($~: 0.00 Peaking Factor: 484.0 Storm nuration(hrs): 0.00 Time of Conc (mint: 5.00 Time Shift(hrs): 0.00 Max Allowable 4(cfs): 999999.00 Name: ROWS Node: 115 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph Unit Hydrograph: Uh489 Peaking Factor: 484.0 The Harrington of Carmel_GDC 001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Sheamline Technologies, Inc. Page 7 of 30 PROPOSED CONDITIONS INPUT DATA Rainfall File: Rainfall Amount(in): 0.00 Arealac): 0.19 Curve Number: 98.00 DCIA (~): 0.00 Storm Durati onlhrs): 0.00 Time of Conc(min): 5.00 Time Shift(hrs): 0.00 Max Allowable Q(cf s): 999999.00 ______ _ _____________ ' Name: WQU-SIZING Node: WQU-SIZING Status: Onsite Group: WQU Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Factor: 969.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc (min): 38.25 Area(ac): 14.07 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cf s): 999999.00 DCIA(8): 0.00 ___= Nodes ___________________________-___________________-__-__--______________-_ -__ Name: 101 Base Flow (cf s): 0.00 Init Stage (ft): 839.59 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 892.80 Type: Manhole, Flat Floot S[age(ft) Area(ac) 834.59 0.0006 842.80 0.0006 Name: 102 Hase Flow (cf s): 0.00 Init Stage (f t): 834.79 Group: PROPOSED Warn Stage (f t): 842.60 Type: Stage/Area Stage (f t) Area(ac) 834.79 0.0006 892.60 0.0006 Name: 103 Base Flowlcfsl: 0.00 Init Stage(ft): 834.93 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 842.60 Type: Manhole, Flat Floor Stage (ft) Area(ac) 834.93 0.0004 892.60 0.0004 Name: 109 Base Flow (cEs): 0.00 Group: PROPOSED Plunge Factor: 1.00 Type: Manhole, Flat FIooY Stage (ft) Area(ac) 835.60 0.0003 Init Stage (ft): 835.60 Warn Stage(ft): 843.25 The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 8 of 30 PROPOSED CONDITIONS INPVP DATA 893.25 0.0003 ____ ______________________________ Name: 105 Hase Flow(cf s): 0.00 Init Stage (ft): 835.80 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 843.25 Type: Manhole, Flat Floor Stage (ft) Area(ac) 835.80 0.0003 893.25 0.0003 Name: 106 Base Flow(cf s): 0.00 Init Stage (ft): 836.59 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 843.25 Type: Manhole, Flat Floor Stage (ft) Area(ac) _______________ _______________ 836.59 0.0003 843.25 0.0003 ______________________________________ Name: 107 Base Flow(cfs): 0.00 Init Stage (ft): 836.63 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 843.62 Type: Manhole, Flat Floor Stage (ft) Area(ac) 836.85 0.0002 843.62 0.0002 _____________________ Name: 108 ___________ _______________ Base Flow(cf s): _________ 0.00 Init Stage (fU : 837 .55 i Group: PROPOSED Plunge Fac to Y: 1.00 Warn Stage (ft): 843 .85 i Type: Manhole, Flat Floor Stage (f t) Area(ac) 837.55 0.0002 843.85 0.0002 ____________________ Name: 109 ____________ _______________ Hase Flow(cf s): _______ 0.00 Init Stage(£t1: 838 _____ .20 Group: PROPOSED Plunge Factor: 1.00 Warn Stage(ft): 844 .20 Type: Manhole, Flat Floor Stage (ft) Area(ac) 838.20 0.0001 849.20 0.0001 Name: 110 Base Flow(cf s): 0.00 Init Stage(ft): 836.85 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 694.20 Type: Manhole, Flat Floor Stage (ftJ Area(ac) The Barrington of Carmel_GD0001 By: HED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 9 of 30 PROPOSED CONDITIONS INPUT DATA 638.85 0.0001 i 644.20 0.0001 Name: 111 Base Flowlcfsl: 0.00 Init Stage(ft): 637.36 Group: PROPOSED Plunge Factor: 1.00 Wain Stage(ft): 643.86 Type: Manhole, Flat Floor Stage (Et1 Area (ac) 837.36 0.0002 843.86 0.0002 ' Name 113 Hase Flow(cf s): 0.00 Init Stage(Et): 836.80 ' Group: PROPOSED Plunge Factor: 1.00 Warn Stage(Et): 841.90 ', Type: Manhole, Flat Floor Stage lft) Area (ac) 836.80 0.0002 891.40 0.0002 ___________ Name: _______________ 114 _____________________ Base Flow (cf s): ___________ 0.00 ____________________ Init Stage (ftl: _____ 836 _______ .10 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 844 .10 Type: I Manhole, Flat Floor Stagelft) Arealac) 838.10 0.0002 894.10 0.0002 Name: 115 Base Flow (cf s): 0.00 Group: PROPOSED Plunge Factor: 1.00 Type: Manhole, Flat Floor Init Stage (fU : 838.82 Warn Stage (ft): 644.10 Stage(ft) Area (ac) ~~~~~~~--836 62 -------_0.0001 894.10 0.0001 -- Name: 201 Base Flow (cfs): 0.00 Init Stage (ft): 834.94 Group: PROPOSED Plunge Factor: 1.00 Wain Stage(ft): 893.00 Type: Manhole, Flat Floor 1 Stage (ft) Area~ac) 834.94 0.0004 843.00 0.0004 ~ Name: 202 Base Flow (cf s): 0.00 Init Stage (ft): 835.18 Group: PROPOSED Plunge Factor: 1.00 Warn Stage(ft): 843.10 Type: Manhole, Fla[ F1ooZ The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 10 of 30 PROPOSED CONDITIONS INPUT DATA Stage(ft) Area(ac) _________ _______________ 835.18 0.0004 843.10 0.0004 _ _ ________________ Name: 203 Base Flow (cfs): 0.00 Init Stage (ft): 835.94 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 893.50 Type: Manhole, Flat Floor Stage~ft) Area lac) 835.49 0.0004 843.50 0.0004 _____________________________________________________________________________________ Name: 204 Base Flow(cf s): 0.00 Init Stage(Etl: 835.64 Group: PROPOSED Plunge Factor: 1.00 Warn Stage(Et): 843.29 Type: Manhole, Flat Floor Stage (ft) Area (ac) 835.64 0.0004 843.29 0.0004 ________________________________________________________________________________ Name: 205 Base Flow(cf s): 0.00 Init Stage (ft): 835.84 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 843.29 Type: Manhole, Flat Floor Stage (ft) Area(ac) _______________ _______________ 83 h.84 0.0004 i 843.29 0.0004 ________________________________________________________________________________________ Name: 206 Base Flow(cf s): 0.00 Init Stage (ft): 636.04 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 844.03 Type: Manhole, Flat Floor Stage (ft) Area (ac) ~ 836.04 0.0004 844.03 0.0004 __________________________________________________________________________________________ Name: 207 Base Flow(cf sl: 0.00 Init Stage (ft): 636.24 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 844.18 Type: Manhole, Flat Floor Stage(ft) Area(ac) 836.24 0.0004 844.18 0.0009 ____________________________________________________ _____________________________ Name: 206 Base Flow(cf s): 0.00 Init Stage (ft): 836.43 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 893.75 Type: Manhole, Flat Floor The Barrington of Carmel_GDC 001 By: BED 02-18-09 Interconnected Channel and Pond Rou[ing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 11 of 30 PROPOSED CONDITIONS INPUT DATA Stage(ft) Area (ac) 836.43 0.0004 843.75 0.0009 Name: 209 Base Flowlcf s): 0.00 Init Stage lft): 636.62 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 844.23 Type: Manhole, Flat Floor Stage (ft) Area (ac) 836.62 0.0004 894.23 0.0009 Name: 210 Base Flowlcf s): 0.00 Group: PROPOSED Plunge Factor: 1.00 Type: Manhole, Flat Floor Init Stage (f t): 837.34 Warn Stage (ft): 844.23 Stage (ft) Area(ac) 637.39 0.0003 649.23 0.0003 Name: 211 Base Flow (cfsl: 0.00 Init Stage (ft): 637.55 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 844.23 Type: Manhole, Flat Floor Stage (ft) Area (ac) 837.55 0.0003 ~ 844.23 0.0003 Name: 212 Base Flow (cf s): 0.00 Group: PROPOSED Plunge Factor: 1.00 Type: Manhole, Flat Floor Init Stage (ft): 837.77 Warn Stage (f t): 844.23 Stage (ft) Area(ac) 837.77 0.0003 844.23 0.0003 Name: 213 Base Flowlcf s): 0.00 Group: PROPOSED Plunge Factor: 1.00 Type: Manhole, Flat Floor Init Stage (fU : 837.99 Warn Stage (ftl: 894.23 Stage (ft) Arealac) 837.99 0.0003 644.23 0.0003 Name: 214 Base Flow (cf s): 0.00 Init Stage (ft): 838.21 The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Sheamline Technologies, Inc. Page 12 of 30 PROPOSED CONDITIONS INPUT DATA Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 844.45 Type: Manhole, Flat Floor Stage (ft) Area(ac) 836.21 0.0003 894.45 0.0003 Name: 215 Base Flowlcf s): 0.00 Init Stage lEt): 838.99 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 844.45 Type: Manhole, Flat F1ooI Stage (ft) Area(ac) 838.99 0.0003 644.45 0.0003 ______________ ____________________ ___________ Name: 216 Base Flowlcf s1: 0.00 Init Stage lft): 840.79 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 644.45 Type: Manhole, Flat Floor Stage (ft) Area(ac) 840.79 0.0001 844.45 0.0001 ______ _ _______________________________________________________ Name: 217 Base Flowlcf s): 0.00 Init Stage lftl: 638.25 Group: PROPOSED Plunge Factor: L DO Warn Stage lft): 643.10 Type: Manhole, Flat Floor Stage (ft) Area(ac) ______________ _______________ 838.25 0.0002 843.10 0.0002 Name: 218 Base Flowlcf s): 0.00 Init Stage(Et1: 840.30 Group: PROPOSED Plunge Factor: 1.00 Warn Stage eft): 644.21 Type: Manhole, Flat Floor Stage(ft) Area(ac) 840.30 0.0002 844.21 0.0002 Name: 219 Base Flowlcf s): 0.00 Init Stage (ft): 839.84 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft~: 893.50 Type: Manhole, Flat Floor Stage (ft) Area (ac) 839.89 0.0002 893.50 0.0002 The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 13 of 30 PROPOSED CONDITIONS INPUT DATA Name: 220 Base Flowlcfsl: 0.00 Init Stage (ft): 840. 79 Group: PROPOSED Plunge Factor: 1.00 Warn Stage (ft): 844. 45 Type: Manhole, Flat Floor Stage (ft) Area(ac) _______________ _______________ 840.79 0.0001 844.95 0.0001 __________________________________ Name: BDRY-1 Base Flow (cfs): 0.00 Init Stage lft): 834.20 Group: PROPOSED Warn Stage (ft): 839.20 Type: Time/Stage Time (hrs) Stage lft) 0.00 634.20 12.00 839.20 24.00 834.20 98.00 834.20 Name POND Base Flow(cf sl: 0.00 Init Stage (ft): 839.40 Group: PROPOSED Warn Stage (ft): 839.00 Type: Stage/Area Stage (ft) Area (ac) 834.40 1.0000 835.00 1.0580 836.00 1.1550 837.00 1.2520 838.00 1.3760 ~ 839.00 1.4790 Name: WQU Base Flow(cf s) : 0.00 Init Stage(Etl : 834.71 Group: PRO POSED Plunge Factor : 1.00 Warn Stage(ft~ : 843.00 Type: Man hole, Flat Floor ~ Stage(£t) Ar ea (ac) 834.71 0.0004 843.00 0.0004 ___= Pipes -_- _______ ___________-----__ _______- _-- ______..-_- ____ ___- ____-_ Name: 100-101 From Node: 101 Length (ft): 97.00 Group: PROPOSED To Node: POND Count: 1 Friction Equation: Automa tie UPSTREAM DOWNSTREAM Solution Algorithm: Most Restiictive Geome txy: Circular Circular Flaw: Both Span(in): 36.00 36.00 Entrance Loss Coef: 0.00 Rise lint: 36.00 36.00 Exit Loss Coef: 0.00 Invert lft): 834.59 834.40 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip (in): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Clip (in): 0.00 0.00 Stabilizer Option: None The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 14 of 30 PROPOSED CONDITIONS INPUT DATA Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 101-102 _ ___________ From Node: 102 ___________________ Length (ft): 21.00 Group: PROPOSED To Node: 101 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span (in): 30.00 30.00 Entrance Loss Coef: 0.00 Ri se (inl: 30.00 30.00 Exit Loss Coef: 0.00 Invert (ft): 835.92 835.84 Hend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip (in): 0.00 0.00 Inlet Ctrl Spec: Use do Hot Clip (in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 101-WQU From Node: WQU Group: PROPOSED To Node: 101 ~ UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 18.00 18.00 Ri se (in): 18.00 18.00 I Invert (ft): 834.71 839.69 Manning's N: 0.013000 0.013000 •TOp Clip lin): 0.00 0.00 ~ Hot Clip (in): 0.00 0.00 Lengthlftl Count Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Hend Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option 15.00 1 Automatic Most Restrictive Both 0.00 0.00 0.00 Use do or tw Use do None { i Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: _ 102-103 ____________________________ From Node: 103 Group: PROPOSED To Node: 102 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 30.00 30.00 Rise (in): 30.00 30.00 Invert lft): 834.93 834.90 Manning's N: 0.013000 0.013000 Top Clip(in): 0.00 0.00 Bot Clip (in): 0.00 0.00 Length(ft): 24.00 Count: 1 Friction Equation: Automatic Solution Algorithm: Most Restric ti;e Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 15 of 30 PROPOSED CONDITIONS INPUT DATA Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ____________ ._ Name: _____________ 102-201 ___ Flom Node: 201 ___________H_______ Len th (ft): ________________________ 55.00 Group: PROPOSED To Node: 102 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise (in): 30.00 30.00 Exit Loss Coef: 0.00 Invert lft): 839.94 839.89 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip (in): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Clip (in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name 103-104 From Node: 104 Group: PROPOSED To Node: 103 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 30.00 30.00 ~, Ai se (in): 30.00 30-00 ~ Invert (ft): 835.60 835.45 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 1 BOt Clip (in): 0.00 0.00 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Length (ft) Count Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Bend Loss Coef outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option 117.00 1 Automatic Most Restrictive Both 0.00 0.00 0.00 Use do or tw Use do None ___________P_ Name: ____________ 104-105 _______ From Node: 105 Length (f t): 100.00 Grou PROPOSED To Nade: 109 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Mast Restrictive Geometry: Circular Circular Flow: Both Span (in): 30.00 30.00 Entrance Loss Coef: 0.00 Ri se lin): 30.00 30.00 Exit Loss Coef: 0.00 Invert lft): 835.80 635.70 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip (in): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Clip (inl: 0.00 0.00 Stabilizer Option: None The Barrington of Carmel_GD0001 By: HED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 16 of 30 PROPOSED CONDITIONS INPUT DATA Upstream FHWA Inlet Edge Description: (:i rcular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 104-113 From Node: 113 Group: PROPOSED To Node: 104 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in): 18.00 18.00 Rise (in): 18.00 18.00 Invert (ft): 836.80 836.70 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 Bot Clip (in): 0.00 0.00 Length(ft) Count Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Bend Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option 49.00 1 Automatic Most Eestiic tiVe Both 0.00 0.00 0.00 Use do or tw Use do None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 105-106 From Node: 106 Group: PROPOSED To Node: 105 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 24.00 24.00 Rise (in): 24.00 24.00 Invert(Et): 836.59 836.40 Manning's N: 0.013000 0.013000 Top Clip (inl: 0.00 0.00 Bot Clip(in): 0.00 0.00 Length (ft) Count Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Bend Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option 100.00 1 Automatic Mast Restrictive Both 0.00 0.00 0.00 Use do oI tw Use do None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 106-107 From Node: 107 Length(ft): 116.00 Group: PROPOSED To Node: 106 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise (in): 24.00 24.00 Exit Loss Coef: 0.00 Invert (ft): 836.83 836.69 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip lin): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Cliplin): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 17 of 30 PROPOSED CONDITIONS INPUT DATA Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 106-111 From Node: 111 Length (ft): 122.00 Group: PROPOSED To Node: 106 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algori [hm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Aise (in): 16.00 18.00 Exit Loss Coef: 0.00 Invert (ft): 837.36 837.10 Bead Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip (in): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Clip (in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ____________ Name: 107-108 _______________________ From Node: 108 Group: PROPOSED To Node: 107 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 18.00 18.00 Ri se (in): 18.00 18.00 Invert (ft): 837.55 837.43 Manning's N: 0.013000 0.013000 'Top Clip (in7: 0.00 0.00 BOt Clip (inl: 0.00 0.00 Length(ft) Count Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Bend Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option ________________ 49.00 1 Automatic Most Restrictive Hoth 0.00 0.00 0.00 Use do or tw Use do None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall >_____________ Name: ____________ 108-109 ___________________________ From Node: 109 _______________g_______ Len th (ftl: ________--___ 130.00 Group: PROPOSED To Node: 108 GOUat: 1 FYi ction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Mast Restrictive Geometry: Circular Circular Flow: Both Span (in): 15.00 15.00 Entrance Lo55 Coef: 0.00 Rise (in): 15.00 15.00 Exit Loss Coef: 0.00 Invert (ft): 838.20 837.90 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip lin): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Clip (inl: 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall The Barrington of Carmel_GD0001 Hy: BED 02-16-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 18 of 30 PROPOSED CONDITIONS INPUT DATA Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 108-114 From Node: 114 Length (ft): 87.00 GYOUp: PROPOSED To Node: 108 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Hoth Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Ai se (in): 15.00 15.00 Exit Loss Coef: 0.00 Invert (ft): 638.10 837.90 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top C1 ip (in): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Cl ip (in): 0.00 0.00 Stabilize) Option: None Upstream FHWA Inlet Edge De SC Yip ti on: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge De Seription: Circular Concrete: Square edge w/ headwall Name: 109-110 From Node: 110 Length (ft): 98.00 Group: PROPOSED To Node: 109 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise (in): 12.00 12.00 Exit Loss Coef: 0.00 Invert (f t): 838.85 838.55 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip (in): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Clip (in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 1 Name: 114-115 From Node: 115 Group: PROPOSED To Node: 114 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in): 12.00 12.00 Rise lin): 12.00 12.00 Invert lft): 838.82 838.45 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 Bot Clip (in): 0.00 0.00 Length(ft) Count Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Bend Loss Coef outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option 100.00 1 Automatic Most Restrictive Both 0.00 0.00 0.00 Use do or tw Use do None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall The Harrington of Carmel_GDC 001 Hy: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 19 of 30 PROPOSED CONDITIONS INPUT DATA Uownstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 201-202 From Node: 202 Length(ft): 136.00 Group: PROPOSED To Node: 201 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span (inl: 30.00 30.00 Entrance Loss Coef: 0.00 Aise (inl: 30.00 30.00 Exit Loss Coef: 0.00 Invert (ft): 835.18 835.04 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip (in): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Clip lin): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ______________ Name: ___________ 202-203 ________________ FYOm Node: 203 Group: PROPOSED To Node: 202 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in): 30.00 30.00 Ri se (in): 30.00 30.00 Invert(Et): 835.44 835.28 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 Hot Clip (in): 0.00 0.00 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Length (ft) Count Friction Equation Solution Algorithm Flow Entrance Loss Caef Exit Loss Coef Bend Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option 162.00 1 Automatic Mast Re Stli ctiVe Both 0.00 o.oo o.oo Use do or tw Use do None Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ______________ Name: _____________ 202-217 ______________________ From Node: 217 _ Length (ft): ____________ 25.00 GYOUp: PROPOSED To Node: 202 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span (in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise (in): 15.00 15.00 ~ Exit Loss Coef: 0.00 Invert (ft): 838.25 838.19 Hend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Clip (in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: 'Phe Barrington of Carmel_GDC 001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 20 of 30 PROPOSED CONDITIONS INPUT DATA Circular Concrete: Square edge w/ headwall Name: 203-204 From Node: 204 Group: PROPOSED To Node: 203 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in): 30.00 30.00 Ri se (in): 30.00 30.00 Invert (ft): 835.69 835.54 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 Bot Clip (inl: 0.00 0.00 Length (f t) Count Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Hend Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option 100.00 1 Automatic Most Restrictive Both 0.00 0.00 0.00 Use do or tw Use do None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 204-205 From Node: 205 Lengthlft): 100.00 Group: PROPOSED To Node: 209 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise (in): 30.00 30.00 Exit Loss Coef: 0.00 Invert (ft): 835.84 835.79 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctzl Spec: Use do or tw Top Clip (in): 0.00 0.00 Inlet Ctrl Spec: use do Bot Clip (in): 0.00 0.00 Stabilize) Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall I Name: 205-206 From Node: 206 Group: PROPOSED To Node: 205 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 30.00 30.00 Ri se (in): 30.00 30.00 Invert (ft): 836.09 635.99 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 Bot Clip (inl: 0.00 0.00 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Length (ft) Count Friction Equation Solution Algorithm Flow Entrance Loss COe£ Exit Loss Coef Bend Loss Ccef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option ________________ 100.00 1 Automatic Most Restrictive Both o.oo 0.00 0.00 Use do or tw Use do None The Harrington of Carmel_GDC 001 By: HED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 21 of 30 PROPOSED CONDITIONS INPUT DATA Name: 206-207 From Node: 207 Group: PROPOSED To Node: 206 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in ): 30.00 30.00 Rise (in): 30.00 30.00 Invert (ft): 836.24 836.14 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 Hot Clip (inl: 0.00 0.00 Length(ft) Count Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Bend Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option ________ 100.00 1 Automatic Most Restrictive Both 0.00 0.00 0.00 Use do or tw Use do None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ______________ Name: ___________ 207-208 From Node: 208 Group: PROPOSED To Node: 207 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in): 30.00 30.00 Ri se (in): 30.00 30.00 Invert (ft): 836.43 636.39 Manning's N: 0.013000 0.013000 Top Clip (inl: 0.00 0.00 Bot Clip (in): 0.00 0.00 Length (ft): 64.00 Count: 1 Friction Equation: Automatic Solution Algorithm: MOSt Restrictive Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall __________________________ Name: 208-209 From Node: 209 ~ Group: PROPOSED To Node: 208 ) UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in): 30.00 30.00 Ri se (in): 30.00 30.00 Invert lft): 836.62 836.53 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 Bot Clip (in): 0.00 0.00 Upstream FHWA Inlet Edge De SC rip ti on: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Lengthlft) Count Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Bend Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option 93.00 1 Automatic Most Restrictive Both 0.00 0.00 0.00 Use do or tw Use do None The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 22 of 30 i PROPOSED CONDITIONS INPUT DATA Name: 209-210 From Node 210 Length (ft): 92.00 Group: PROPOSED To Node: 209 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Spanlin): 24.00 24.00 Entrance Loss Coef: 0.00 Rise (in)~: 24.00 24.00 Exit Loss Coef: 0.00 Invert (ft): 837.34 837.22 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 outlet Ctrl Spec: Use do or tw Top Clip(in): 0.00 0.00 Inlet Ctll Spec: Use do Bot Clip (in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 209-218 From Node: 218 Length (ft): 97.00 Group: PROPOSED To Node: 209 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise (in): 15.00 15.00 Exit Loss Coef: 0.00 Invert lft): 890.30 840.07 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip (in): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall I Name: 210-211 From Node: 211 Group: PROPOSED To Node: 210 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 24.00 24.00 Rise (in): 24.00 24.00 Invert (ft): 837.55 837.99 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 Bot Clip lin): 0.00 0.00 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Length(ft) Count Friction Equation Solution Algorithm Flow Entrance Lass Coef Exit Loss Coef Bend Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option 98.00 1 Automatic Most Restrictive Both o.oo O.oo 0.00 Use do or tw Use do None The Barrington of Carmel_GDC 001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 23 of 30 PROPOSED CONDITIONS INPUT DATA Name: 211-212 From Node: 212 Group: PROPOSED To Node: 211 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span lin): 24.00 24.00 Ri se lin): 24.00 29.00 Invert (ft): 837.77 837.65 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 Bot Clip (in): 0.00 0.00 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 212-213 From Node: 213 Group: PROPOSED To Node: 212 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 29.00 29.00 Ri se (in): 29.00 24.00 Invert (ftl: 837.99 837.87 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 Bot Clip (in): 0.00 0.00 Length (ftl Count Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit Loss Coef Hend Loss Coef Outlet Ctrl Spec Inlet Ctrl Spec Stabilizer Option 97.00 1 Automatic Most Restrictive Both 0.00 0.00 0.00 Use do or tw Use do None Length (fU : 100.00 Count: 1 Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall i Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: 213-214 From Node: 214 Length (ft): _ _______ 100.00 Group: PROPOSED To Node: 213 Count: 1 Friction Equation: Automatic ' UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: ~ Circular Circular Flow: E L C f Both 0 00 Span (rn) Rise (in) Invert (ft) Manning'S N Top Clip~in) Hot Clip (in) 24.00 24.00 838.21 0.013000 0.00 0.00 24.00 24.00 838.09 0.013000 0.00 0.00 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ntrance oss oe . Exit Loss Coef: 0.00 Bend Loss Caef: 0.00 Outlet .Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 24 of 30 i PROPOSED CONDITIONS INPUT DATA Name: 214-215 From Node: 215 Group: PROPOSED To Node: 214 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in): 18.00 18.00 Ri se (inl: 18.00 18.00 Invert (ft): 838.99 638.81 Manning's N: 0.013000 0.013000 Top Clip lin): 0.00 0.00 Bot Clip (in): 0.00 0.00 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge De SC ripti on: Circular Concrete: Square edge w/ headwall Length (ft): 100.00 Count: 1 Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None Name: 215-216 From Node: 216 Length (ft): 100.00 Group: PROPOSED To Node: 215 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Ri se (in): 12.00 12.00 Exit Loss Coef: 0.00 Invertltt): 840.79 840.48 Hend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip (in): 0.00 0.00 Inlet Ctrl Spec: Use do Bot Clip (in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall I ______________ ___________ ~ Name: 215-220 From Node: 220 Length (ft): 100.00 ~ Group: PROPOSED To Node: 215 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive 1 Geometry: Circular Circular Flow: Both { Span (in): 12.00 12.00 Entrance Loss Coef: 0.00 I Ri se (inj: 12.00 12.00 Exit Loss Coef: 0.00 Invert (ft): 840.79 840.48 Hend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip lin): 0.00 0.00 Inlet Ctrl Spec: Use do Hot Clip (in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 25 of 30 i PROPOSED CONDITIONS INPUT DATA Name: 219-215 GTOllp: PROPOSED UPSTREAM Geometry: Circular Span lin): 12.00 Rise (in): 12.00 Invert (ft): 839.84 Manning's N: 0.013000 Top Clip (in ).: 0.00 Bot Clip (in): 0.00 From Node: 219 To Node: 215 DOWNSTREAM Circular 12.00 12.00 839.59 0.013000 0.00 0.00 Length (f t): Count: Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Stabilizer Option: 81.00 1 Automatic Most Restrictive Both 0.00 0.00 0.00 Use do or tw Use do None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WQU-102 Group: PROPOSED From Node: 102 Length (ft): To Node: WQU COUnt: Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Stabilizer Option: 15.00 1 Automatic Most Restrictive Both 0.00 o.oo 0.00 Use do or tw Use do None UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 18.00 18.00 Rise (in): 18.00 18.00 Invert (ftl: 634.79 834.76 Manning's N: 0.013000 0.013000 Top Clip (in): 0.00 0.00 Hot Clip (in): 0.00 0.00 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 1 === Drop Structures _____________________ ________ ____________________________________________________ Name: 301-302 From Node: POND Group: PROPOSED To Node: BDRY-1 ~ UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 24.00 24 .00 Rise(in): 24.00 24 .00 Invert(£t): 834.400 63 2.960 Manning's N: 0.013000 0. 013000 Top Clip (in): 0.000 0. 000 Bot Clip (in): 0.000 0. 000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall **' Weir 1 of 2 for Drop Structure 301-302 *** Length (ft): 102.00 Count: 1 Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coe E: Outlet Ctrl Spec: Inlet Ctrl Spec: Solution Inc s: Automatic Most Restrictive Both 0.000 0.000 Use do or tw Use do 10 The Harrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 26 of 30 ( PROPOSED CONDITIONS INPUT DATA Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span ( in) : 6 . 00 Ri se (in): 6.00 *** Weir 2 of. 2 for Drop Structure 301-302 *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span (in): 15.00 Rise (in): 4.50 Bottom Clip (in): 0.000 Top Clip (in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert (f t): 834.900 Control Elev (ft): 834.900 Bottom Clip (in): 0.000 Top Clip lin): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert (ft): 836.670 Control Elev(ft): 836.670 _________________________________________________ __-= Weirs =______________________-__- _________________________________________________ Name: OVERFLOW From Node: POND Group: PROPOSED TO Node: BDAY-1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width (ftl Left Side Sl opelh/v) Right Side Slope(h/v) Invert(Et) Control Elevation (ft) Struct Opening Dim(f t) 100.00 4.00 4.00 838.100 838.100 9999.00 Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 TABLE TAHLE TAHLE ____ Hydrology Simulations =_______° __°-____--_____ --_______________ -_____ Name: 100YR-24HR Filename: B: \j obs\Gdc\001\ICPR\02-18-09 \100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 29.00 Rainfall File: NACS-TYPE-II Rainfall Amount (in): 6.46 'Cime(hrs) Print Inc (min) _______________ _______________ 98.000 10.00 Name: lOYR-24HR Filename: S: \j obs\Gdc\001\ICPR\02-18-09 \lOYR-24HA.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-TYPE-II Rainfall Amount lin): 3.63 Timelhrs) Print Inclmin) The Harrington of Carmel_GD0001 ~ , By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 27 of 30 i PROPOSED CONDITIONS INPUT DATA 98.000 10.00 ____________________________________________________________________________________________________ Name: 2YR-24HR Filename: S:\jabs\Gdc\001\ICPR\02-18-09\2YR-29HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-TYPE-II Rainfall Amount lin): 2.66 Time lhrsl Print Inc (min) 48.000 10.00 Name: WQU-24HR Filename: S:\jobs\Gdc\001\ICPR\02-18-09\WQU-24HA.R32 Override Defaults: Yes Storm Duration (hrs): 24.00 Rainfall File: MRCS-TYPE-II Rainfall Amount(in): 1.00 Time(hrs) Print Inc (min) 48.000 10.00 _____ROUting Simulations =_-______-______ _ _ __ _-______________________- _____ __________________________________________________________________________________________ __________________________________________________________________________________________ Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: S: \j obs\Gdc\001\ICPR\02-18-09 \100YR-24HR.132 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ftl: 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.00 i Start Timelhrs): 0.00 End Time (hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time (sec): 60.0000 Boundary Stages: Boundary Flows: Timelhrs) Print Inc (min) 10.000 30.000 16.000 10.000 48.000 60.000 Group Run _______________ _____ PROPOSED Yes Name: 100YR-24HR with Hydrology Sim: 100YA-24HR Filename: S:\jobs\Gdc\001\ICPR\02-18-09\100YA-29HR with OFF SI TE.132 Execute: Yes Restart: NO Patch: No Alternative: No Max Delta Zlftl: 1.00 Delta Z Pactor: 0.00500 Time Step Optimizer: 10.00 Start Time (hrs): 0.00 End Timelhrs): 98.00 Min Calc Timelsec): 0.5000 Max Calc Time (sec): 60.0000 Boundary Stages: Boundary Flows: UPSTREAM The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 28 of 30 PROPOSED CONDITIONS INPUT DATA Time (hrs) Print inclmin) 10.000 30.000 16.000 10.000 98.000 60.000 Group Run PROPOSED Yes Name: lOYA-24HA Hydrology Sim: lOYR-29HR Filename: S:\j obs\Gdc\001\ICPA\02-16-09\lOYR-24HR.132 Execute: No Restart: No Patch: No i Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.00 ~ Start Time (hrs): 0.00 End Time lhrsl: 98.00 Min Calc Time (sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time hrs) Print Inc (min) 10.000 30.000 16.000 10.000 48.000 60.000 Group Run PROPOSED Yes __________________y ____~ _____ Name: 2YR-24HA H drolo Sim: 2YR-24HA Filename: S:\jobs\Gdc\001\ICPA\02-18-09\2YR-29HR.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Zlft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.00 Start Time (hrs): 0.00 End Time (hrsl: 48.00 Min Calc Time (sec): 0.5000 Max Calc Time (sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 10.000 30.000 16.000 10.000 48.000 60.000 Group Run PROPOSED Yes _______________________________________________ ___= Boundary Conditions ______________________ Name: UPSTREAM Node: POND Type: Flow The Barrington of Carmel_GD0001 By: BED 02-18-09 Interconnected Channel and Pond Routing Model (ICPA) ©2002 Streamline Technologies, Inc. Page 29 of 30 i PROPOSED CONDITIONS INP[TT DATA Time (hrs) Flow(cf s) 0.000 0.000 12.000 10.760 z4.ooo o.ooo 48.000 0.000 The Barrington of Carmel_GD0001 Hy: BED 02-16-09 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 30 of 30