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Drainage Summary
___ _~._ -~ 1 1 Drainage Summary For: Carmel Cemetery Expansion ' Rangeline Road Carmel, Indiana 1 1 1 sy: ' Weihe Engineers, Inc. 10505 North College Avenue Indianapolis, Indiana 46280 '' Date: ' Apri14, 2003 Project No. W02-0725 1 ~', Rfi~r~lifi ~n,~ocs ;~ ,-t ~ J _I/ c~~~ - ---- -- 1 ' Index 1.0 ' 2.0 ' 3.0 1 -1 - --- - 1 1 Drainage Summary Appendix A -Project Information and Drainage Calculations Appendix B -Drive Culvert Analysis -2- 1 1.0 DRAINAGE SUMMARY ' ansion Ex t . p ery PROJECT: Carmel Ceme Rangeline Road ' Carmel, Indiana PREPARED BY: Darrell G. Phillips, PE ' Weihe Engineers, Inc. 10505 N. College Ave. Indianapolis, Indiana Weihe Eng. Proj. No. W02-0725 Site Location The proposed project is located on an approximate 9.45-acre tract of land west of . the existing Carmel Cemetery on the west-side of Rangeline Road at t is in the Southeast Y< of Section 24, approximately Cool Creek Blvd. The projec Range 3 East, in Clay Township, Hamtlton County, Indiana Township 18 North ' , Proiect Description The proposed project is to expand the existing Cemetery"facilities on a vacan --- l of land has been under ownership to pazcel of land to the west. The vacant parce the Carmel Cemetery since the early 1970's, but the need for expansion has not occurred until this time. The proposed project will involve crossing the existing lar drive and approximately 5,339 i i rcu ng a c ravine at two locations and develop cemetery plots. ' Existing Site Conditions The existing approximate 9.45-acres that the expansion will occur on is primarily f h e t es that have been minimally maintained. At the eastern edge o range grass expansion azea there is a ravine that flows from the north to the south. At the in i g. ve cross northern end there aze 3 - 42" RCP culverts in place with a gravel dr st. h t flow to ~ i h ' ee s t The existing site generally drains overland w e form north to ximately 27 feet of elevational Chang h as appro The overall azea ' the south/southeast. Existin ' Q Z-n = 7.80 cfs Q ,an = 11.91 cfs Q ,ten = 17.0 cfs '~ 3 SC=i ._ _- - ' Proposed Site Development The proposed site development wIll consist of constructing approximately 2, 420 of 18 foot wide drive through the site. There will be approximately 5,339 L F ' . . cemetery plots developed interior and exterior to the looped drive. The drive will l be constructed at the approximate existing grade of the land so that the natura drainage sheet flow patterns across the site will not be impeded. The existing ravine will be crossed in two locations, one towazd the northern end of the site were three existing 42" RCP culverts exist. The second crossing will occur towazd the southern end of the ravine and there will be three 42" RCP culverts installed at this location also. The culverts have been checked for capacity with ' HY-8 per the information in Appendix B. As the different future sections of the cemetery aze developed, the lawn azeas will be reseeded and the lawn azeas will ' be maintained. Develoned: ' Q ,.n = 5.57 cfs Q ,an = 8.79 cfs Q ,~.n = 13.18 cfs See Attached Appendix "A" & "B" for Project Site information and Design Calculations. 1 t <:., 4 - --- - 1 z.o 1 1 1 1 1 1 1 1 1 t APPENDIX A "Project Inforrmation and Storm WaterRunoff Ealculations" -5- ~ WEIHE ENGINEERS, INC. ~~e "; ~ CIVIL ENGINEERS, LAND SURVEYORS, LAND PLANNERS, LANDSCAPE ARCHITECTS ony«.• ' WRITTEN BY: ~/' ~-~/ C I CE E~Fn `/ DATE: ~ ~ 3- ~? ' CHECKED BY: ~. ~L.~ILC ~ ,o, DATE: JOB NAME: JOB #:'~f '~42' ??~ SCALE: PAGE OF - - 1 I I i i i ~ I i I I I i i , rte ~ 7 ~s,. F ~ ~~ ~ l i l ! i l l I I ! ( i I I ~ ~~ i l I i t I ec, i f ~'~' G S I AJ ! i I i L Xr T/ G 2v r' ov I_ ~ ~~ i~E( /E! F_ G. //11 l~A v~ 2F ~ ~ 2 i i f- ° ~~ r EE (~ l ~ Pc !: FC~ i i i I i ! i i I I i l i l i i ~ i I A i.) r 9 I ' ~ -, c. SI I I (Lf V _ - 'AFC- ~ ; ~ ~ ~ i I I I I ~ 3 I i= ~ c s ~ ~/ .. e fT ., e ~1 `~ ~ 6 I = L EI s T = ~ ~,. .5 "i >. .U ~k F = l S I = S l S c FS = ~, _ .3 ~ ~. = 7 Fs i - 3 .0 I g' I = I 8 F .s ALLAN H. WEIHE. P.E.. L.S. -PRESIDENT ~' 10505 NORTH COLLEGE AVENUE INDIANAPOLIS. INDIANA 46260 1317) 846-661 i (BOO) 4526408 FAX: {317)843-0546 - - .. _ .. _. ' ---- --- ~__ =-- ~~ ~~ s ~~° ' ~ ~~ s' :.:. ~~ ;•~ `/ T,. io.~ ~i ii iii ii ~ 4~i (.< i/~ \i l ~~~.: ~ '1 ,* o ,~ ,~~~~ \1 ~~~~ ~~~' ~, „ ~~ --, - ~\ -~ it [i aF 1 31 1 ___ .„ - °-_~\V ~~ -1\~ ~ I I~ ~~~ "'g a€ • II ~„ g f§~ gg 6F~ 4~~ ~~II Ik CR 54 ie ~~ ~ ~ aa [5pp d° pp 0 5 9 ~ 1 gg ~_ ~ t9 ~' f [e i` ~~ j ~i I ~ ! ! ~~ ~9 B 4 9 I ~ i ~p~ Pg iy ~ ~ ~ ~ B ? ii9 's ~ d~ ;' ` s~ gs!ig ~a~~ e @ ~ R' K ) p ~ a $- - 6S ~~ s ~x 9 CARY~L CEA[STBRY A ~ e wxv iuu mw cu'ac amru W •wc room - rreic uusaxrs ' 9 ~ mcu wn® ~ w0.~ ~\ ~~ ~! ~/ \ \ ~ ~ i -~ ~~~~i'1 I ~\~I ~ h ~, ~~ 1 i / / - % ~I ~' , > . ~ \ I ~ /f' ~ o \ ~~ ~ \ / ~ 1 u~ ~ j,;~~ ~ i ~ L. \ - ~,~ II ~ ~~ ~ ~; ~ ~ 1 ~ ~ ~- ~ ~~ ~ ~ ~ ~~\~ \~ I~ ~~' ~ ~~~-~~ ~~'i~ ~' ~o i '~ ' ~°% i~ ~;!I~~ ~ ~ I,I! ~~ ~ 'I it 1 ~~~ ~1~ ~ II~1 ~ U - / J ~ ~ 8 ~ I I :I ~ ~ //r~; o~ .o ~ , , a ~`%' i '~ IuJ /1/' ~ x ~ 1J ~~~ ~~~ ~ ~ k RANGELINE ft (-y ~, . __. ~v .~-I ~I~ ~ e CL BHOUSEC % E I C I C~fr~ s i _ I ' a~ ~ ^ ~ rv CL * C ~ 'e Y I /~ '(~I .~L ~--- ~~I1 OODB IDG L ~ ~ ` (~ ° 414/03 ' Carmel Cemetery (W02-0725) 8:19 AM U.S. 31 and Rangeline Road By: DGP ' Time of Concentration or Travel Time Worksheet (Source: 210-VI-TR-55, Second Ed., June 1986) ' Choose one: Present Choose one: T~ i~ Notes: Space for as many as four segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet Flow (Applicable to T~ only) 1. Surface Description ..................... 2. Manning's roughness coeff., n ........... 3. Flow length, L (total L < 300 ft) .......... 4. Two-yr 24-hr rainfall, Pz ................. 5. Land slopes ........................... 6. T~ = 0.007 (nL)°'e Compute T, .. . Po.ss.a z Segment ~~ Shallow Concentrated Flow segment ID ' . 7. ___ _ __ Surface Description (paved or unpaved) .. 8. Flow length, L .......................... fl 9. Watercourse slope, s .................... fUfl 10 . Average velocity, V ..................... ft/` 11 . T~ = L Compute Tt ... hi ' 3600 V ' Channel Flow Segment 12. Cross sectional flow area, a ............. 13. Wetted Perimeter, p„ .................... ' 14. Hydraulic radius, r = a/pw Computer ... 15. Channelslope, s ....................... ' 16. Manning's roughness coeff., n ............ 17. V = (1.49 r~ sin) / n Compute V ... 18. Flow length, L .......................... 19 . T, = L Compute T, ... 3600 V A B Unpaved 500 0.036 >3 06 " - O'.0454 _ `.:::0:3680';: 0.0454;; ,r7 ~.-. 20. Watershed or subarea T~ or Tl(add T, in steps 6,11, and 19) .......................... hr ,0 4134 ~~x ~ ' min ~,~'24`80~~ :' EX-TC.xls 1 ' 4/4/03 ' Carmel Cemetery (W02-0725) 8:18 AM U.S. 31 and Rangeline Road By: DGP ' Time of Concentration or Travel Time Worksheet (Source: 210-VI-TR-55, Second Ed., June 1986) ' Choose one: Developed Choose one: T~ Notes: Space for as many as four segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. ' Sheet FIOW (Applicable to T~ only) Segment ID 1. Surface Description ..................... 2. . Manning's roughness coeff., n ....... ' 3. : :: Flow length, L (total L < 300 ft) .. fl 4. Two-yr 24-hr rainfall, PZ ................. it 5. Land slopes ........................... ft/f 6. T~ = 0.007 (nL)08 Compute T, ... hi P o.s s°.a z Shallow Concentrated Flow segment ID 7. Surface Description (paved or unpaved) 8. Flow length, L .......................... 9. Watercourse slope, s .................... fUf 10. Average velocity, V ..................... fU: ' 11. T, = L Compute Ti ... hi 3600 V Channel Flow Segment ' 12. Cross sectional flow area, a ............. 13. Wetted Perimeter, pw ................... ' 14. Hydraulic radius, r = a/pw Computer ... 15. Channelslope, s ....................... 16. Manning's roughness coeff., n ............ 17. V = (1.49 r'~ s'n) / n Compute V ... 18. Flow length, L .......................... 19. T~ = L Compute T, .. . 3600 V D R Grass~„~ Imperv. 0.24 0.011 264 36 2.9 2.9 0.0267 0.01 0.4839 0:0124 - _ %0.4963- C .. ... _. - - -- - Unpaved 500 0.036 3.06 ,.0.0454. 0:0454 ;: 20. Watershed or subarea T~ or T~ (add TI in steps 6, 11, and 19) ................... hr 0~541fi;;;i min n.r32:5~? ' DEV-TC.xls 1 ~., 1 '- 3.2.1 -Determination of Runoff Coefficient, C Values of the runoff coefficient are given in Table 3.2.1 for rural azeas and Table 3.2.2 for urban azeas. Table 3.2.2 presents runoff coefficients for particular types of urban azeas and Table 3.2.3 gives coefficients which aze used to compute a weighted C based on the actual percentage of lawns, streets, roofs, etc. The determination of the runoff coefficient is illustrated in Example 3.2.1. Table 3.2.1 Rural Runoff Coefficients (Schwab et al., 1966) Soil Texture Clay Vegetation Open and and Sandy Silt Tight T~oeraphv Loam Loam Clay Woodland Flat 0-5% slope 0.10 0.30 Rolling 5-10% slope 0.25 0.35 _.__ - ._~Ily-10-30% slope- -- --- - - --0.30 0.50 0.40 0.50 - - 0.60 -- - --- - ----__...----- _- - Pasture Flat 0.10 0.30 0.40 ' ~;s~Ny ~~Rolling 0.16 0 3 0.55 Hilly 0.22 0.42 0.60 1 Cultivated Flat 0.30 0.50 0.60 ' Rolling 0.40 0.60 0.70 Hilly 0.52 0.72 0.82 ' As mentioned before, this coefficient represents the runoff-rainfall ratio and includes many factors such as type of cover, soil types, infiltration, evaporation, evapo-transpiration, and any 1 antecedent moisrure condition. For many yeazs it has been known that C actually does not remain constant during a storm (Horner, 1910). The strong dependence on "engineering judgment" in selecting a runoff coefficient is one of the main weaknesses of the rational t 'method. ' HERPICC Stotmwater Drainage Manual -Revised July 1994 Chapter 3 - 4 Table 3.2.2 Urban Runoff Coefficienu for the Rational Method (ASCE, 1992) Description of Area Runoff Coefficients Business Downtown 0.70 to 0.95 Neighborhood 0.50 to 0.70 Residential Single-family 0.30 to 0.50 Multi-uniu, detached 0.40 to 0.60 Multi-uniu, attached 0.60 to 0.75 Residential (suburban) 0.25 to 0.40 Apartment 0.50 to 0.70 Industrial Light 0.50 to 0.80 Heavy ries t k 0.60 to 0.90 0.10 t 0.25 e S, ceme oo~~Par ^ , , Playgrounds 0.20 to 0.35 Railroad yard 0.20 to 0.35 Unimproved 0.10 to 0.30 Table 3?3 Values Used to Determine a Composite Runoff Coefficient for an Urban Area (ASCE, 1992) Character of Surface Runoff Coefficienu Pavement Asphalt and Concrete 0.70 to 0.95 Brick 0.70 to 0.85 Roofs 0.75 to 0.95 Lawns, sandy soil Flat, 2 percent 0.05 to 0.10 Average, 2 to 7 percent 0.10 to 0.15 Steep, 7 percent 0.15 to 0.20 Lawns, heavy soII Flat, 2 percent 0.13 to 0.17 Average, 2 to 7 percent 0.18 to 0.22 Steep, 7 percent 0.25 to 0.35 Water Impoundment 1.00 HERPICC Stormwazer Drainage Manual -Revised July 1994 Chapter 3 - 5 ti w w h Table 3'.6 Mapping's n Roua%mess Coefficients for Sheet Flow (Engman. 1983) Tv~e afSurface n Smooth surfaces 0.011 (concrete, asphalt gravel, or baze soil) Fallow (with no residue) 0.0~ Cultivated soils Cover <_ 20;% 0.06 Cover ? 20°.'0 0.17 Grass Short grass, prairie 0.1 Dense grass 0.24 Bermudagrass 0.41 Range 0. li Moods Light underbrush 0.40 Dense underbrush 0.80 Table 3 ?.7 Values of c for Iaazd's Formula Surface Smooth asphalt surface Concrete pavement Tar and gravel pavement Closely clipped sod Dense bluegrass turf c" 0.007 0.012 0.017 0.046 0.060 3.2.3 -Application of the Rarional Method The following procedure is used to apply the Rational Method Step 1: Determine the contributing basin azea ~_ (acres or hectares) by using USGS topographical maps, Indiana county drainage maps. maps developed from a survey of the azea_ or plans trade specifically for the basin. This area is found by tisins a planimeter or dieitizer. Step 2: By the use of Table 3.2.1 for rural azeas or Tabie 3.2:Z for urban azeas, estimate the appropriate value of C. If the land use is mired, a cocposite C value is estimated from Table 3.2.3 or is determined by: I-.cRPICC Stotmwazer Dreina~e Manual -Revised 7uly 1994 Chapter 3 - 9 2-29 :~ eu.v 15 0 . 10.0 -N07E- FREOUENC7 ANALYSIS BY MET HOD OF EXTREME VALUES, AFTER GU M6EL s.o i R.0 I F ~ ,..0 e~ Fr L "L c ~_ ra-. 4.0 < Er ~a%,. ^F,,. A~ ~ a .rs.,. ti m v z 1.0 ~p S 2 / y ~'PP z 0.8 F 0.6 :n 0.4 F Z ~ D.2 'L t C 0.1 .08 .06 ~ .04 I .02 I ~ SD 15 20 90 40 50 60 _ $ a 5 ~ A to t~ to on MINUTES DURATION. ~ HOURS Figure 2.17 Rainfall Intensity-Duration-Frequency Curves Incianapolis, Indiana 1963 - 1951 (U.S. Department of Coa¢terce - weather Bureau - Cooperative Studies Section) •. ~~ . . ~, RAINFALL - 2 YEAR FREQUENCY - 24 HOUR DURATION _. 2.7 " ~ 2 611 ..,o.. ~.,~,.,,. ....... .,.... .~... 2.8"~ ,. .. o..... 2.6` 2.7" I 2.9° 2.8" ~ 3.0'~ IVJ.v ~] .911 . v. w L Jrrusr _.. _ --_ _-- 3.1 ,...fir. 3.0" 3. III 3.3" ~'~ 3.2" Ja..J J..,v,[ r...J 3.3" o ,o b FI FEREIICC Technical Paper No. 40 US DEPARTMENT OF AGRICULTURE Figure rN-2-i Weather Bureau- SOIL CONSERVATION SERVICE U. S. Depi, of Commerce INDIANA Sheet 2 of 7 (EFM Notice IN-52, October 1989) IN 'j 1 '~ 1 RAINFALL -10 YEAR FREQUENCY - 24 HOUR DURATION 4.l NEFERENCC US DEPARTMENT OF AGRICULTURE Figure IN-2-~ Technical Paper No. 40 SOIL CONSERVATION SERVICE Weather Bureau U. S. Dept. of Commerce INDIANA Sheet a of ~ (EFM Notice IN-52> October 1989) IN-2-77 1 1 ftAIN~AL~-!00 YEAR ~r~~QU~f~CY -24 NOUR DURATION r _ C - ~--- \. iN-2-ia (EE"i Notice LN-52, October 1989) 1 1 1 1 '`~ RAINFALL-25 YEAR FREQUENCY- 24 HOUR DURATION 5.4 5.5 \ pEEEFf wLC - - - -- Technical Paper No. 40 US DEPARTMENT OF AGRICULTURE Weather Bureau SOIL CONSERVATION SERVICE U-S. Dept. of Commerce INDIAN A IN-7-17 i" Figure IN-2-~ Sheet 5 of 7 (EFM Not__e IN-52, October 1989) ' 3.0 - -- - -. 1 APPENDIX B "Drive Culvert Analysis" -6- 1 i t .. t ~~ `~` E I WEIHE NGINEERS, NC. CIVIL ENGINEERS LAND SURVEYORS, LAND PLANNERS LANDSCAPE ARCHITECTS WRITTEN BY: ~FEk F= C~,~e-ea i DATE: ~- `" -~~ CHECKED BY: ~. i H i ! ! i %5 DATE: JOB NAME: JOB #: N/0? -~'= ~ SCALE: PAGE OF I I ~ i t ~ 2 vf_ u~ ~F _~b I 7~ $ ~ ~ I ~ ~ ~ ~ I ' i i i I ~ ~ i I I R'r n Q c I I I ( I ~ N / ~ ~ I I I ~ ~ as I !- w ~ E ~ ~ .. 7 G { ~ ~ ~ ~ E~. ~. 7 _ ~d !~ ~ -. ' _ ~ ~. I ....._ I ___ _._- ..._ P.5_~ _ u S L. P__G ° _ _ .'. ~' S. Ty> F- - ..I ,Q__ ._. _..-.I I _. .-. I __- _. __._ _ I ELd c;~ `, ~ 71 / ~ J " / VSE II ~ I I ~ ( r 1 ( tc~ I ~y C'e:' % _ i i /n F-~ I I = 1 ,1 I I I I I ~ ~ i I I A iti S ems -a ~G C o ~ ~ o ~ i as Y I ~ Ui ~ ~ I I ((~J /J ROB 57~ / ( (~ %+ 0 % I N v -' ~ I I a !/ h 1. ^ 22 S ~ LF - 1 ~ ~ ~ / 1p . /~ // P% ~ 1 I ~ ~ I I J~ US 17 W n.~ ° ~ /~ ~~ ~ I I I I ' ALLAN H. WEIHE. P.E.. L.S. -PRESIDENT 10505 NORTH COLLEGE AVENUE INDIANAPOL75. INDIANA 46280 (317) 846-661 1 (800) 452-6408 FAX: (317)843-0546 CURRENT DATE: 04-03-2003 CURRENT TIME: 22:36:55 FILH DATE: 04-03-2003 PILE NAMfi: W020725A 1 FHWA CULVERT ANALYSIS HY-8. VERSION 6.0 ' C ' SITE DATA CGLVERT SHAPE, MATERIAL, INLET ' U ' L ' INLET OUTLET CULVERT ' BARRHLS ' ' V ' ELEV. ELEV. LENGTH ' SNAPH SPAN AISH MANNING ZNI,Ef ' 'NO.' (ft) (ft) (ft) ' MATERIAL (ft) (ft) n TYPE ' ' 1 ' 809.24 806.53 50.01 ' 3 ACP 3.50 3.50 .012 CONV5T7TIONAL' 2 ' ' 0 3 e . ' a 4 ~ ' ' S ' ' e 6 ' SUMMARY OF CULVERT FLOWS (Cfa) FILE: W020725A DATE: 04-03-2003 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ZTR ' 809 .24 0.0 0.0 0 .0 0. 0 0 .0 0. 0 0,.0 0.00 0 810 .83 35.0 0.0 0 .0 0. 0 0 .0 0. 0 0.0 0.00 0 811 .30 70.0 0.0 0 .0 0. 0 0 .0 0. 0 0.0 0.00 0 811 .85 105.0 0.0 0 .0 0. 0 0 .0 0. 0 0.0 0.00 0 812 .33 140.0 0.0 0 .0 0. 0 0 .0 0. 0 0.0 0.00 0 812 .80 175.0 0.0 0 .0 0. 0 0 .0 0. 0 0.0 0.00 0 813 .31 210.0 0.0 0 .0 0. 0 0 .0 0. 0 0.0 0.00 0 813 .91 245.0 0.0 0 .0 0. 0 0 .0 0. 0 0.0 0.00 0 . _...814 ..50.-- .275...0.._ _. _0...0__ _ __0. .0.. .____0. 0 _... 0 .0 0. 0 _ 0. 0 0.00 0 _ 615 .39 315.0 0.0 0 .0 0. 0 0 .0 0. 0 _ __ 0.0 _ _ _ _ _ .,. 0.00 0 616 .29 350.0 0.0 0 .0 0. 0 0 .0 0. 0 0.0 0.00 0 0 .00 0.0 0.0 0 .0 0. 0 0 .0 0. 0 0.0 OVERTOPPING SUhII4ARY OF ITERATIVE SOLUTION ERRORS £ILE: W020725A DATE : 04-03-2003 1 1 1 1 ED;AD HEAD TOTAL FLOW & FLAW SI,EV (ft) ERROR (ft) PLOW (cfs) ERROR (cfa) ERROR 809.24 0.000 0.00 0.00 0.00 810.83 0.000 35.00 0.00 0.00 811.30 0.000 70.00 0.00 0.00 811.85 0.000 105.00 0.00 0.00 812.33 0.000 140.00 0.00 0.00 812.80 0.000 175.00 0.00 0.00 813.31 0.000 210.00 0.00 0.00 813.91 0.000 245.00 0.00 0.00 814.50 0.000 275.00 0.00 0.00 815.39 0.000 315.00 0.00 0.00 .__-___816.29 -__..__-___0:000 .,_.._.350:00_..-__.--.0:00 -_.-,._-__.0:00 <1> TOLERANCE (ft) = 0.010 c2> TOLERANCE (&) = 1.000 G 2 CURRENT DATE: 04-03-2003 FILE DATE: 04-03-2003 CURRENT TIME: 22:36:55 FILE NAME: W020725A __. PERFORMANCE CURVE FOR CULVERT 1 - 3( 3.50 (ft) BY 3.50 (ft)) RCP DIE- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL PLOW NORMAL CRIT. ODTLSf TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DHPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (fU (ft) (ft) (fps) (fpa) 0.00 809.24 0.00 -0.71 0-NF 0.00 0.00 0.00 0.00 0.00 0.00 35.00 810.83 1.35 1.59 1-52a 0.71 1.03 1.03 0.70 4.91 3.54 1 1 70.00 811.30 2.06 1.91 1-S2n 1.00 1.48 1.10 0.98 9.08 4.26 105 .00 811.85 2.61 2.25 1-S2n 1.23 1. 83 1. 36 1. 18 9 .94 4 .73 140 .00 812.33 3.09 2.63 1-S2n 1.45 2. 13 1. 63 1. 34 10 .63 5 .10 175 .00 812.80 3.56 3.06 1-S2n 1.64 2. 39 1. 87 1. 48 11. 17 5 .40 ' 210 .00 813.31 4.07 3.54 5-S2n 1.83 2. 61 2. 08 1. 61 11 .74 5 .66 245 .00 613.91 4.67 4.07 5-S2n 2.01 2. 82 2. 30 1. 72 12 .22 5 .88 275 .00 814.50 5.26 4.56 5-S2n 2.17 2. 94 2. 49 1. 81 12. 78 6 .06 315 .00 815.39 6.15 5.26 5-S2n 2.39 3. 11 2. 66 1. 92 13. 29 6 .28 ' 350 .00 616.29 7.05 5.98 5_S2n 2.60 3. 26 2. 83 2. 01 13. 97 6 .45 E1. inlet face invert 809. 24 ft E1. outlet invent 808. 53 ft E1. inlet throat invert 0. 00 ft E1. inlet crest 0. 00 ft ' rrrr. SITE DATA ++++r CULVERT INVERT •••++a+rrrr+.+ INLET STATION 0. 00 ft INLET ELEVATION 809. 24 ft OUTLET STATION 50. 00 ft OUTLET ELEVATION 808. 53 ft NUMBER OP BARRELS 3 SLOPE (V/H) 0. 0142 CULVERT LENGTH ALONG SLOPE 50. 01 ft ' ...++ CULVERT DATA SUMMARY rrr.+++r+err....++++++rr BARREL SHAPE CIRCULAR BARREL DIAMETER 3.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.012 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE ............................................................................3 _.. -~~ -- --- CURRENT DATE:-04-03-2003 -- --~ --. ~ -- ~ - .FILE.DATE:_04-03 -2003______._ _ _ _ __ _ - _ CURRENT TIME:•22:36:55__________________________________FILE'NAMEi^W020*28A***** ' +++++++ REGULAR CHANNEL CROSS SECTION ++•*.++++++++..+ BOTTOM WIDTH 7.00 ft SIDE SLOPE H/V (X: 1) S'10.0 CHANNEL SLOPE V/H (ft/ft) 0.014 ' MANN7NG'S n (.01-0. 1) 0.030 CHANNEL INVERT ELHVATZON 808.53 ft CIILVERT NO.1 OUTLET INVERT ELEVATION 808.53 ft ' +re++++ UNIFORM FLOW RATING CDRVE FOR DOWNSTREAM CHANNEL FLOW W.S.E. FROUDE DEPTH VEL. SHEAR (cfs) (ft) NUMBER (ft) (f/s) (psf) 0.00 808.53 0.000 0. 00 0 .00 0.00 35.00 809.23 0.744 0. 70 3 .54 0.62 ' 70.00 809.51 0.758 0. 98 4 .26 0.86 105.00 809.71 0.768 1. 18 4 .73 1.04 140.00 809.87 0.775 1. 34 5 .10 1.18 175.00 810.01 0.781 1. 48 5 .40 1.31 ' 210.00 810.14 0.786 1 .61 5 .66 1.41 245.00 810.25 0.790 1. 72 5 .88 1.51 275.00 810.34 0.794 1 .81 6 .06 1.59 315.00 810.45 0.799 1 .92 6 .28 1.69 ' 350.00 - 810.54 0:802 2 .01 6 .45 1.76 ' ROADWAY SDRPACE PAVED EbIDANRMII4T TOP WIDTH 20.00 ft CREST LENGTH 20.00 ft OVERTOPP714G CREST ELEVATION 816.25 ft ~, ~n7s ICI ~~ ~ W J LL 0 .o Asti o o ,~7 9 = (^1 _~ m n~ m h1 Y u. I , , i , ~ ,. ,. ~ a s .n , l a a S-m ~ . f u 1 ~ ~~ ~- ~., Il~l~~ ~~ ,~~ai ~~V V~~~c, lu~hlib ~5~,~ ~~,~~ W Q _ 1 ~ I t ~ • ~ . y >• ~~ (~•/ O ~~ ~ ~ b '~ ~' ' f ~i~~ JttJ ~ Q? ~ (~~ S~ ~ L'~d)J ~ t 1 -1~~~~ N ~aav~ r~s sra I 1 ~ e~ ~.;_~ i° ~ ~c \ - ;.. j ~ ,.. ~ j . U W (7 V ~, t~ln ~~ ~ ,\, E _ I~ ~ ''/~,JV ^ ~ ~.. e 1 \:-A~-~ ~ ~ ~\~J~ )~ I o ~ ~~, ~ ~ CL' Q ~>_ ~ "~''~Y ~ ~/(O 1~3~ m \I r1"~ iU .~ J,<~ ~'~~ j~ ~ ~ L 4~-; '\ ~/~~, I ~ _ ~ ,~ ~O~a i• m.:~ .. ~_~y ~o ~~. Ij ~~~~~~' r ~`_'ij~ ~o ~6~(~:~ ' ~_ lr~ t'1 j a~ B9(\~B~--c/~~"~ 1" _~~~j~"~" ~ ~o.•: eo (D ~ ) ~( TVA. ~ nso C ~It A ~~ \_ ,~ ~ ~ /~ L_9 1 V (>7 b~ ~ ~ ) ~. ~~ ,~ j ~W m ~~ ~ ~ 1~ l~ 1 ~ ~1~ '~J~.- ~/4 _ '~ ~~~~U I~~-rv/ Gad (~`-~/~ ~ ~ ~l~V W i ~I ~~. \ / c e.. p. o ~ ~ ~( a 1!~ ~d ( o m'r n a\1 ~ ~ vA Y7. ~~~ \ t _{-, 44 0 ' r' ~~ 1 ~ ~I~ sill ill ~ S ~ ~) ~~ 1 ~I ~ llj ~~. ,' ~®~ A°~ o ~ ~Y o A~ s oar .~ 1~`= ~r ~ ti ( ~_ •,: ..••. ~ :, ~.0~ X11,° ~~ ~~~II ~ ~+m ~~ ~.~ ~~1 m~~~~..~ ~ - ~I~'::=~ ~:, ~. ~.. a ~ ~ ~ Nil - -I~ ~ r ~ ~~ I I I ~ ~ d o/ ~ L p ~~ t m ,~ ~ r_ ~ ~ ~ 1 ~ '~ „ I ~ ~ x ~ t~tji 1. 1 \ I.. t ~ c I I -, c.6 .... ~ ! -~T ji~C 1"f ~~ ~ ~I 111 ~~C' ~~ ~ 1~ ~~ m ~ ~p I ~ i~ ~`~~ ~J I~_-.- -•~~',~- ~ \~ ~ d \ ~' \~~ ~ ~ ~~~~~~~', ~Jl ~•:'~ I)~ ~ \~,\, \~ t' C~~ Vii'\~).~, <~ ; ~~ 050 ? ~ ~ '~I/ ~,, v ~ ~ O l \ -_ ti~A - ~ tl - -Z c• ~ _ - ~~ -~ _l~ l / .. .. 5 I m 'tam © m c ~ ~ (- ~ ~i~ ~,1 ~ j C~ m lD '_-.,, _9a~~~i ~_~c-9 ~_] eJ,~~vrF i ~ a _ _ _.~o W _ ~~~ ~ _ ~ uV w N ~ L Na~ S t ~~ I I~ [? I ~1 I- lu _ _ h ,~ I ~ti~ i~~ I ~\t, q1 -~ - - - -- - - ......:. d -~ AAA 1~l\ ~' ~~ t ase~l~r i ~ I ~ I P x n I ' ~~ ? ~ ~ . ~ ~ ~ ~~ I . jj ~ d I,Ij ~ 1 ~ £s - .,. ~~ as.~ t ~ t _ ~~~ 1 ~ \\ 1 I - V ~ I I ( ~~A .' ~3 ~~ o ._ p G ~ 1 I r ~~ ~ - ~ ,, ~ , ,~ / o_ ~ ~ _ .. 1 1 t 1 1 50 20 +~ . ? 0 W a .06 0 N N L ,.p4 - U L d N 3 02 ~,2q<- ol - .005 - t ~~ I I ~ t I t l l 1 !.~S~Is Z 4 6 10 Average velocity, ft/sec Figure 3.4.5 Average Velocities for Estimating Travel Time (SCS, 1986) HERPICC Stormwater Drainage Manual -Revised July 1994 1 I i ~ ; I I ~ I I ~ I ~ I I I II I I I I I I , I I I I I I I I I I I I I I I ( I I I I ~ ~ I I II I I I I I I I I I I I I I I I I I I II I I I I I I II I I i I I I I I I I I I I I I I I I I I I I I I I I I 1 I I ~ I ~ I I I I I I I I I I I I I I I I I I I t I I 1 I I I I 1 I I I ~ I I I I I I I I 1 I I I I 1 I I I I I ~ I I I I I t l I 1 I I I I I I I I I I I I I I I I I I I I' I I i t I I I I 'a I I ~ I i a ~ m I I Ji Q~ I I I V I I I I I I 1 1 1 1 1 I III I I i I I I I I I I II I I I I I I I I ~ I I I I I I I ~ ~ ~ ~ I I- IIII I II I ! I I I I I I I IIII I i i l l l l I! I I I I I I I i i l i l I 20 Chapter 3 - 32 _ `~' ° l7 zBIAIW ~ - ~ ['~ ~ ~- , C'3 --- P / Q {~ o r5 ~ ~ Q o 0 ~ Z~ -8 _ pQ ~ a u o O o~ o _ _ _ ~ ~ . V ~~ A~~11 ~ n r> Q l,3 „ - ~ ~ a 17 f] ~ ~ l?~ ~ ~ " ~ [L 4 Q - ~ 4 -~ ~ ~ ~ _ (1 _ ~ o ~ ~ G 4~ ^ -C ~ _ t~ ~_ _ ~ , ~ . ~ ,..p .~ b ~ ,~ ~ ' - -,L=-~ - nn QO ~ ~ s 8 ,~ ~ ~ _, a ~~_ - ~° a~ C7 O O O ' a £~ _~fI~C ~ ~ ~' Q Q`~~ o~CJ ci i~ r _- -; ~~ r - -~ u... ._ C; ~~ - _ _ ~ _~ ss ~` ~ _.~_ - O _-~C7~Oao~1 ~~ ~ ~i~ ~ L~ ~~ ~1, ~ C7 i tI 7 fl ~,J _ p - " o 4} [3 O ~~ ~ ~ ~ ~ ~~ r_7 ~ 5? Q o ~ - ~ t Q r~ (( ~ C y[ ICJ r] t' . ~_~ ~~ ~~ ~ 3 I3AMILTON COUNTY, INDIANA TABLE 14.--ENGINEEAING PROPERTIES AND CLASSIFICATIONS (The symbol > means more than. Absence of an entry indicates that data were not estimated] si Classification ;Frog- ?ercencage pass rg Soil name and ;Depth; USDA texture ~;menns sieve number-- Liquid ?las- map symbol Unified AASHTO > 3 ; limit tic ity ;inches; u 70 40 Z00 incex ` ~~ ~ 0-t1;Silty clay loam ;CL ;A-6, ,r _________________; ~Brookston ;11-49;Clay 1o am, silty;CL, CH ;A-6, ; clay loam. ;49-60;Loam, sandy ;CL IA-4, ' ; loam, clay ; ; loam. ; ; ~'CrA----------------; 0-11;Si1t loam-------;CL, CL-ML;A-4, Crosby ;i1-32;Clay loam, silty;CL, CH ;A-6, ' clay loam. ' , , , , ;32-60 ;Loam, clay 1oam,;CL, ML, ;A-4, ; ; sandy loam. ; CL-ML ; FnA, Fne2----------1; 0-10;Loam------------;ML ,A-4 Fox ;10-16;Si1ty clay loam,;CL ;A-6, ' clay loam. ;16-36 ;Gravelly clay ;CL, SC ;A-6, loam to A-2- ` gravelly sandy ; A-7 clay loam. - ' ' ;36-60;Sand and gravel ;SP, SM, ,A-1, ; GP, GM A-2, A-3 FxC3-------------'-~ 0-7 ;Clay loam-------;CL ;A-6 ' Fox ; 7-28;Gravelly clay ;CL, SC ;A-6, ; loam to sandy ; A-2- ; clay loam. A-7 128-b0;Santl and gravel ,SP, SM, ;A-1, ; GP, GM A-2, ' ~ ~ ; -~-- - ; - ; A-3 Ge-----------------; 0-7 ;Silt loam-------;ML, CL, ;A-4, Genesee , CL-ML 1; 7-38;Si1t loam, loam ~; ML, CL, ;A-4, ' ; ; CL-ML ;38-60;Stratified sandy;ML, CL, ;A-4, loam to silt CL-ML loam. ' HeF----------------I; 0-4 ;Loam------------CL., CL-ML;A-4, Hennepin ; 4-11;Lc am, sandy ;SC, ;A-4, loam, silt SM-SC, A-6, Loam. LL, A-7 CL-ML ;11-60;Lo am, sandy ;SC, ;A-4, loam, clay SM-SC, A-b, 1o am. CL, A-7 CL-ML , , ' Ho-----------------; 0-60;Sapric material ;Pt ,I --- Houghton ; ; ~ MmA, MmB2, MmC2, ; ; ; ~ MmD2--------------; 0-7 ;Silt loam-------,CL, CL-ML;A-4, Miami 7-30;Clay loam, sil ty;CL ;A-6, clay loam, sandy clay loam. x;30-60;Loam, clay loam,l CL, ;A-4, ' i sandy loam, CL-ML, ; ML See footnote at end of tahle. A-71 0 100 x;98-100;95-100;-5-95 ; 36-50 ; 15-25 A-7; 0 ;98-100;85-700;75-95 '80-35 36-52 18-'_0 A-6; 0-3 190-too;85-95 178-90 ;5,-70 22-30 7-15 ; A-b; 0 100 ;95-100;80-700 •, SO-90 22-34 ; 5-15 A-7; 0-3 192-99 ;39-97 178-93 :-:-75 ; 37-55 ; t7-31 A-6; 0-3 X188-9u ;83-39 ;74-87 '==-b4 17-30 ~ 2-lu ' 0 ;95-100;85-700175-95 ~'-:-90 ~; 20-30 ~' 2_u A-7{ 0 ;BS-100;75-100;70-95 ---90 25-~`, 10-25 0 ;85-700;75-95 ;50-95 120-65 25-u5 t0-25 6, 0-5 ;u0-100;35-100;15-c.5 _-1-` --- 9? 0 ;90-100;75-100;75-9 `_ 'S0-80 20-u0 10-27 0 ;85-700;75-95 150-95 '~^-65 125-^'S ~ ,7-25 6 0-5 ;40-100135-100;15-95 --15 --- 9? A-6, 0 i00 100 ;90-iC?~'-5-85 26-c0 ~-~5 A-6; 0 100 100 ~; 90-tC7 "5-35 26-'-'0 ;-15 A-6; 0 ;90-100;85-100160-8^_ 5J-70 ; 26-'0 ; 3-15 A-6; 0-5 190-100;85-100;70-1&7;50-95 ; 25-u0 ; :-20 0-5 ;85-100;80-100;65-10^_135-95 20-50 5-25 0-S ;85-100180-100;65-179135-96 20-50 ; .-25 , 0 ~ ~ ___ i ___ ~ ___ ; ___ ___ A-6; 0 100 ;95-100;80-1 T71 ;0-90 ; 22-34 ~ 5-15 A-7t 0 ;92-99 ;89-97 ;78-95 ;54-95 ; 35-50 ~ 17-3t A-61 0-3 ;88-94 ;83-89 ;74-87 ;50-64 ~; 17-30 ~; 2-74 82 SOII. SURVEY ' iABLB 1L,--ENGINEERING POOP Efl iIES AND CLASSIFICATIONS--Con::nueC ! n asst iicar,o !Pra¢- .. Pert en ta__ pas Soil name and ;Depth; USDA texture -T ;me ' map symbol Unified AASHTO > in In P ~ MoC'3, HoD3-------- ; 0-5 ;Clay loam-------;CL ;A-6, '~ Miami ; 5-19;C1 ay loam, silty;CL ;A-b, clay loam, sandy clay loam. ' ;19-50;Loam, clay loam,;CL, ..-4, sandy loam. CL-M!, ML ; ; ; ; M,x _________________ 0-1i;Si1t loam-------;ML CL-ML;A-4 ' ..__ton `Jar ant 71-26;Silty clay loam,;CL ;A-6, clay loam, silt; loam. ;25-et;Clay, flaggy ;CL, CH ;A-7 clay loam, flaggy clay. -- --- ut ;Heather ed bedrock. 9n6________________( 0-72;LOam____________;CL ;A-b ' „_neveh ;12-2°;1 C1 ay loam, si 12Y;CL ;A-b, clay loam. ; ;20-32;Grav elly clay ;SC, CL ;A-6, ' loam. GC ' 1;32-601Strat ified sand ;SP, GP, ~A-t to very SP-SM, gravelly sand. GP-GM 1 1 7cF., Oc22__________; 0_77;Silt loam, loam ;CL, ML, ;R-u, „ekley I ~ CL-ML 77-2°;Silty clay loam,;CL ;A-5, play loam. ;28-55:1 ay loam, ;CL, SC A-6, gravelly sandy ; GC ' I clay loam, loam. ;56-7'^;Stratiti ed sand ;SP, ;A-1 ; to gravelly ; SP -SM, sand. GP, GP-GM __* - ,Ort'ne.,a , , ' =a_________________; 0-29:Sapric material ;Pt --- Palms ;29-50;'lay loam, loam,;CL-ML, CL; -4, silty clay loam. ; p, ^a'~or______ Silty clay ______1 0-7 Si 1Sy clay loam loam ;CL ;CL, CH, ' ; ; ML, Mt 138-60 ;Stratified silt ;CL loam to si lty clay loam. ; ' ?s----------- ------; 0-13;Silty clay loam ~CL, CH Patton ;13-37;Silty clay loam ;CL, CH ;37-52;Stratified silty;CL ; clay loam to sandy 1o am . ' 52 ;Unueath er ed - -- bedrock. P. a ?its 1 . 1 ' See footnote at enC of :able. ;A-6 ;A-7 ;R-b A-7; 0 A-7; 0 A-6; 0-3 0-5 A-7; 0-10 5-20 0 A-71 0 A-7; 0-5 0-5 A-b; 0 A-u; 0 6-7; 0-2 A-5 ;' 7-5 _a_ A-fi, A-7; ;A-b, A-7; A-6, A-7; ; Liqu:d ; Plas- ; limit ; ticity 700 ;90-100;75-95 ;65-95 ; 30-u5 ~ 15-25 t92-99 ;89-97 ;78-95 ;6u-95 35-50 ; 77-37 ; ;BB-9u ;83-89 ;7u-87 ;50-bu ~ 17-30 2-1u ;95-700;90-100;85-95 ;80-90 26-36 u-70 ;85-95 ;80-95 ;75-95 ;65-90 ~; 30-u5 75-26 ;75-95 ;70-95 ;66-95 ;55-90 45-bo 28-40 ;95-100;85-100;75-95 ;50-75 25-35 70-15 ;95-100;90-100;85-100;65-80 ~; 35-45 ~; 15-25 ;65-75 ;60-75 ;50-60 ;40-60 ~; 30-45 75-25 ;30-70 ;20=55 ~; 5-20 ~; 0-10 ; --- NP too ;95-100;80-1eo;5D-9o 22-33 3-72.. 100 ;75-100;65-90 ;50-90 ; 20-35 8-17 70-85 ;60-90 f5o-7: 135-60 '; 30-u5 17-25 ;30-70 ;20-55 ; 5-b7 ~; 2-70 ~ --- NP ;85-100;80-100;70-96 ;50-90 ; 25-u0 5-20 too too ;95-700;75-95 30-u0 10-2D 100 100 ;96-700;90-1001; 40-55 75-25 100 100 ;95-100;75-95 25-40 10-20 700 1100 ;90-700;80-95 1; 35-55 ; 20-35 ; 100 ; too ;90-100;80-95 ; 35-55 ; 20-35 ; too ;95-100;90-100;65-95 ; 25-u5 ; 70-25 1 1 Hydrograph Plot English Hyd. No. 1 Culvert Watershed 10 yr Hydrograph type =SCS Runoff Storm frequency = 10 yrs Drainage area = 225.00 ac Basin Slope = 1.2 Tc method =USER Total precip. = 4.15 in Storm duration = 24 hrs Peak discharge = 256.21 cfs Time interval = 5 min Curve number = 78 Hydraulic length = 5500 ft Time of conc. (Tc) = 52.4 min Distribution = Type II Shape factor = 484 Total Volume = 1,668,618 tuft 1 -SCS Runoff - 10 Yr - Qp = 256.21 cfs 300 250 200 N ~ 150 +Hyd. 1 C1 100 50 0 0 5 10 15 20 25 Time (hrs) ,~ 1 1 Hydrograph Plot English Hyd. No. 2 Culvert Watershed 25 yr. Hydrograph type =SCS Runoff Storm frequency = 25 yrs Drainage area = 225.00 ac Basin Siope = 1.2 Tc method =USER Total precip. = 4.75 in Storm duration = 24 hrs Peak discharge = 322.26 cfs Time interval = 5 min Curve number = 78 Hydraulic length = 5500 ft Time of conc. (Tc) = 52.4 min Distribution = Type 11 Shape factor = 484 Total Volume = 2,079,015 tuft 2 -SCS Runoff - 25 Yr - Qp = 322.26 cfs 400 300 N Q 200 +Hyd. 2 100 0 0 5 10 15 20 25 Time (hrs)