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HomeMy WebLinkAboutDrainage Report DRAINAGE REPORT FULLER ENGINEERING BROWNING INVESTMENTS, INC. CARMEL, INDIANA NOVEMBER 2OO4 TABLE OF CONTENTS DRAINAGE SUMMARY ......................................................................................................SECTION 1 FULLER ENGINEERING DRAINAGE CALCULATIONS ............................................................. SECTION 2 COMBINED PROPERTIES DRAINAGE CALCULATIONS .......................................................... SECTION 3 OFFSlTE DRAINAGE CALCULATIONS ................................................................................. SECTION 4 STORM SEWER CALCULATIONS ....................................................................................... SECTION 5 Woolped Fuller Engineering November 2004 Browning Investments, Inc. DRAINAGE SUMMARY Pre-Developed Conditions The existing 1.768+/- acre site is located west of Michigan Road (US 421) on the south side of 99th Street in the City of Cannel, Hamilton County, Indiana. At present, the site is occupied by grass and brush. Soil types present on the site are Brookston Silty Clay Loam and Crosby Silt Loam. The entire site currently drains into the existing storm sewer system for 99th Street which is part of the Mayflower Arm of Crooked Creek Legal Drain. The release rate from the proposed development will be restricted to 0.25 cfs/acre, a total of 0.44 cfs. However, the 1.90 Ac. property just to the west will also require detention and the release rate for the two properties combined will be 0.92 cfs. This release rate is more restrictive than controlling the 10-year and 100-year post-development flows to the 2-year and 10-year pre- development flows respectively. According to the FEMA Flood Boundary and Floodway Map, Community Panel 18057C0215 F, the site lies outside of the 100-year floodplain or floodway. Post-Developed Conditions The developed conditions for this project include a 15,000 SF building, associated parking, storm sewers, detention facilities, and all necessary utilities. Except for the truck dock area, the storm drainage will sheet flow into the proposed detention ponds. The interconnected ponds will flow into the storm drainage system for 99th Street. This system is the Mayflower Park Ann of the Crooked Creek Legal Drain. Crooked Creek is the ultimate receiving water for the development. The site will drain to the proposed detention ponds, located on the north and west sides of the property. Pond A will outlet into an existing storm manhole that flows to the east. A 5.25-inch orifice will be grouted into the outlet pipe from Pond A to control the outflow to 0.92 cfs. This is a very restrictive flow. In order to prevent flooding, an emergency overflow weir will be placed at the 100-year pond elevation of 887.81 fi. The ponds were analyzed using the SCS Method and the Advanced Interconnected Channel and Pond Routing (AdlCPR) program version 3.02. The ponds are designed to regulate the 100-year, 24-hour rainfall event to 0.92 cfs into the existing manhole on the northeast side of the property. These calculations can be found in Section 3 of this report. Calculations were also run for just the Fuller Engineering development. In this scenario, there is only one pond, Pond A, and the allowable release rate is 0.44 cfs. The maximum outflow is 0.41 cfs and the 100-year flood elevation is 887.16. These calculations can be found in Section 2 of this report. Woolpert Fuller Engineering November 2004 Browning Investments, Inc. Runoff values can be found in Section 3 of the report. The time of concentration was assumed to be 5 minutes for all drainage calculations. At the request of the Hamilton County Surveyor, an analysis was done to determine the capacity of the downstream receiving system on the east side of Michigan Road. It should be noted that Duke Construction is planning a large retail development just east of Michigan Road with plans to re-route the Mayflower Park Ann of the Crooked Creek Regulated Drain. Calculations were performed previously for the retail development showing a 1 O-year peak flow of 33.6 cfs coming from Mayflower Park. This is the capacity of the 36-inch pipe where it crosses Michigan Road. Our analysis for this project consisted of determining the estimated peak runoff from the 56 acre watershed flowing to the 36-inch pipe at Michigan Road. To be conservative, it was assumed that 37.9 acres of this watershed would produce a peak flow based-on the existing 1 O-year peak rate during full build-out conditions, while 18.5 acres consisting of the ACES Power Marketing, Alt & Witzig, the Ed Martin automobile dealership, Stanley Steemer and Fuller Engineering would be detained to 0.25 cfs per acre. The reason that this is conservative is because the RCI building contains some detention volume and any future development projects within this watershed will be over-detained to 0.25 cfs per acre. The results of our analysis show that the peak flow would be 33.0 cfs which is slightly lower than that used in the Duke project calculations for the sizing of the re-routed drain. These calculations are included in Section 4 of this report. Conclusion The development of this property includes a 15,000 SF building, parking areas, detention ponds, the extension of all necessary utilities, and the reduction of the storm water outflow through restrictive release rates. The proposed development of Fuller Engineering has been designed in accordance with the Hamilton County Drainage Regulations. The post-developed release rate of 0.92 cfs is equal to the restrictive release rate of 0.92 cfs. Therefore, no adverse impacts are anticipated from this development. Woolpert Fuller Engineering November 2004 Browning Investments, Inc. IUU~ll;UlltlI. ..... o~,,~,o~,/ i ~ 's ~, 4 '~ . a Kendall ~ I ~ ~1~" Drain LittleEagle/~~ .. J ~-~k,...__~,.--,,. [ LI~LE EAGLE I ~ . J ~ ~ ..iL Mitche, -b¢~~ '~. ~ , ~ ~t ~~~-~ ~,_.,. - ~~18057C0: ~F'~i 180~7~ ~-18~~F ~o~~~2/~ ,~_ I ~~ o~/o~ [ · Will~--~ ~' ' - ~ ! '~ ~ ~~ I~ ~ ~ %/ ~i&x, ~, ~~_~.~ o Creek ~_ .14 %x ~ ~ ~ r _ ~ 1. , ']~~ , . ~~ ~8o5~co2o8h l~ ~8o5~co2o~ N' ~8~5~co~28~ 18057C0216F *180~?C0217F 18057C0236F 02119103 O2/19/O3 .18057C0215F - *PANEL NOT PRINTED - NO SPECIAL FLOOD HAZARD AREAS MmB2- MmB2 o o HAMILTON COUNTY, INDIANA _ SHEET NUMBER 55 CrA R. 3E. 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Grass Grass Manning's roughness coeff., n (table 3-1).. 0.15 0.15 Flow length, L (total L<=300ft.) ....... ft. 300 0 Two-yr 24hr rainfall, P2 ............... in. 2.64 2.64 Land slope, s ........................ ft/ft 0.012 0.01 P2^0.5 S^0.4 mil Surface description (PAVED or UNPAVED) ........... unpaved paved Flow length, L ......................... ft. 150 1720 Watercourse slope, s ................. ft/ft 0.01 0.003 Average velocit7, V (figure 3-1) ...... ft/s 1.61345 1.113421 Tt = L/(3600 V) ........... Computed Tt..hr. mill Bottom Width .................... ft Depth .................... ft Left Side Slope ?: 1 Right Side Slope ?: 1 Cross sectional flow area, a .......... ft^2 0 0 Wetted perimeter, Pw .................... ft 0 0' Hydraulic radius, r=a/Pw Compute r .... ft 0 0 Channel slope,s ...................... ft/ft Manning's roughness coeff.,n.. (See next sheet) V =(1.49 r^2/3 s^l/2)/n Computed V...ft/s 0 0 Flow length, L ........................ ft. Tt = L/(3600 V) ........... Computed Tt.. hr. :i:i~iii:i!ii!:i:i!i:i~i:~:i~'~:i/~,!!i.ii::,i~i.i..~:!:!,~'!~!i0~!,:0~0:. Velocity ........................................ ft/s 4 Length ........................................... ft 820 Tt=L/(3600v) ...................... Computed Tt..hr ~:!!!i?.!!?,!!!?:!?~:~!!i:iii!~!0~! ~.i~ii~i~:'~,iii:i~i?:i!~ iii~!i~i Il Watershed or subarea Tc or Tt ..... hr IWatershed or subarea Tc or Tt ..... min Total 62 MAYFLOWER PARK 001 3.52 AC x ) · LOTS 7 AND 8 OF B ;K 1 MAYFLOWER PARK LOT 8 BLOCK 1 4.91 AC O01 LOT 7 BLO6K- 1 2.48 AC REPLAT OF LOT 1 - BL( PARK LOT 1 OF BLOCK LOTS 1. 2. AND 3 OF BI LOTS I AND 2 OF BLOCl MAYFLOWER PARK DRIVE 001.002 LOT 1-A BLOCK 1 3.68 AC JETT PROPERTY CK 1 OF MAYFLO~ . LOT 1 OF OCK $. BLOCK 5. 6, LOT I OF ~ROUP LLC ooi.ooJ, , .~ LOT 1-B BLOCK 001 (PT LOT 4 BLOCK 1) x 2.61 AC ,: PARK LOT ~.!.. \ oo3 · \:, ............. LOT 1 BLOCK_..,~__~ 10.26 AC PER '~LAT RESORT CONDOMINIUMS MAYFLOWER PARK LO' ,,O04.00P- LOT 2B 2.37 AC X BLOCK ...... ~ x' /' ~ ~-~.,~. .' ' ................ ~. . ,.......~'~ ~ ~ ~.~?..AC ........ b,~.. ~ Indl Sp~li~lnvlltm~nli O~o~tJon LLC MAYFLOWER PARK LOT IF~LOCK 2 MAYFLOWER PARK LOTS 4, .5 &: 6 OF @.dOCK 1'" C1} !}~.i :.\~ ,~s..~,~,~r~.:~ , ,.- ~; ~.', [ ~,'~;~::~ .~:""~ ...... ~ .............. ] ~.4o A~ i x MAYFLOWER PARK x x ~ /'~' ....... ~'"'"'~'~'~ x -x~ ,, ,,~/.~ ...... .,.+" ..... ., ~..., ~,.,,~,.~,~ ............ ..~ .~. ~ ..... / ~'~.. .......................... 37 9Ac ..~ , ~ ' i } ~ ~: ............. ~ ..... : ........ .. ,. 1,2,~, OY BLOCK ,. - ;~- ~ ':~,,. 0o7 ~ 4 " ................. ..... ~ ................................ (BLOO~ RESORT CONDOMINIUMS~TERNATI~AL~ ~LC x PT LOT 4,52 AC ,~, ~ P^R~ ^SSOa^~S~LC 6 AND LO' MAYFLOWER PARK 006 AC :...' ,~ 009 ,, LOT 2,rBLOC m5 /).. $ '~ u ,,~ ~"P X . :042.0Q,2.. ", x\ ',, / = z 9o STORM SEWER CALCULATIONS Woolpert Fuller Engineering November 2004 Browning Investments, Inc. o ~ '"- Z 0 Z 0 0 IJJ Il ._i II 0 ~ ~ ~ ~ 0 o d c~i c~ o~ JO