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HomeMy WebLinkAboutDrainage Report 07-05-19PRELIMINARYDRAINAGE REPORT PREPARED FOR: LENNAR 9025 North River Road, Suite 100 Indianapolis, IN46240 Phone: (317) 659-3200 Contact: Keith Lash PREPARED BY.• Go�dan D. K�itz Stoeppeh-vef°th and Associates (317) 5704701 DATE PREPARED: May I5, 2019 Revised: July 5, 2019 TROY ESTATES PRELIMINARY DRAINAGE REPORT AND ANALYSIS David J. Stoeppelwerth, P. E. Indiana Registration No. 19358 a No. 19358 -0� '; STATE OF �NDIAt`�P irrrn�iuN��%% I, David J. Stoeppel�verth, certify that dus drainage report and supporting calculations are in compliance with die requirements set forth by the CitST of Carmel Engineering Department in the CitS� of Carmel Stormwater lJanagement Ordinance. TROY E S TATE S PRELIMINARY TABLE OF CONTENTS 1. PROJECT NARRATIVE 2. PRE & POST -DEVELOPED CONDITIONS 3. BACK COVER POCKET EXISTING CONDITIONS BASIN MAP POST -DEVELOPED STORAGE -ROUTING MODEL BASIN MAP TROY ESTATES PRELIMINARY DRAINAGE NARRATIVE Lennar is proposing the development of a residential subdivision in Hamilton County to be known as Tory Estates. The site is located on the north side of 141 st Street, east of West Road. The site is more specifically located in a part of the North Half of Section 19, Township 18 North, Range 3 East, Clay Township, Hamilton County, Indiana. EXISTING CONDITIONS The overall project is approximately 23 acres±. The site is currently made up of farm field an existing home and some trees. The overall site has an elevation range of 895 near the north property line to 879 along the west property line adjacent to an existing pond on the neighboring property. Very little offsite impacts this site as there is recent single-family development on the north and east side of the project. The majority of the ground on the west side of the prof ect drains south to an existing pond on the neighboring property. The majority of the project site drains to the same pond, then drains south, under 141 st Street to a portion of the Little Eagle Creek Drain (open ditch) that was reconstructed with the Longridge Estates Development. This site is located in the Little Eagle Creek Shed. Pre -Developed Discharge: Release Rates (Onsite): Soil Types: 2-Year cfs) 5. 0 0 10-Ye ar (cfs) 12.636 Brookston silty clay loam (Br) — Type B soil Crosby silt loam (CrA) — Type C soil Miami silty loam (MmB2) — Type B soil 100-Year(cfs� 31.539 PROPOSED CONDITIONS This PRELIMINARY Drainage Report reflects the final proposed conditions of Troy Estates. There will be one (1) retention pond in the post -developed site. LAKE 1 will be located near the southwest corner of the site and will discharge south, under 141 st Street, to the Little Eagle Creek Drain (open ditch) within the Longridge Estates development. Detention Volume Required; Detention Volume Provided: Lake #1 critical elevations: 2yr — 876.763 l0yr — 877.710 1 OOyr — 879.837 Lake # 1 227,678 cf 365,168 cf Lake # 1 as well as the outlet pipe has been sized to retain the 100 year flow. All internal pipes within the subdivision will be sized to handle the 10 year flow. Emergency flood routing will be provided for the 100 year flow to drain overland via a specifically designed route. The downstream impact will be reduced flows due to the proposed detention pond and required post -developed release rates. Pipes will be sized to handle the full width right-of-way of 141 st Street per the City of Carmel 20-year Thoroughfare Plan. Water Quality measures (BMP's) will most likely be the retention pond and hydromatic separators. This has yet to be determined; however, all City of Carmel water quality requirements will be met in the final design. Drainage Criteria: Per the Hamilton County Stormwater Ordinance, the drainage discharge rate criteria are as follows: Post -developed release rates from the site shall be no greater than 0.1 cfs/acre of the development for the 040 year return interval storms, and 0.30 cfs/acre of the development for the 11-100 year return interval storms. Post -Developed Discharge to the Little Eagle Creek Drain (21 + 0.96 acres (14111 street r/w)) Allowable vs. Proposed Discharge Rates: Allowable Release Rates (Onsite): Proposed Release Rates (Onsite): 2-Year (cfs) 0.832 10-Year cfs) 2.196 1.778 100-Year(cfs) 6.588 6.243 The post -developed site was analyzed using astorage-routing computer program. All pond routing and analysis was completed using Advanced ICPR. This program routes and analyzes all components in a storm system on a user -defined time interval. The discharge rate criteria are met per the Hamilton County Stormwater Ordinance. REFERENCES HERPICC Stormwater Drainage Manual Hamilton County Stormwater Technical Standards Manual Hamilton County Soil Survey City of Carmel Stormwater Ordinance LOCATION MAP SCALE: 1 "=800' M 0 M1nB2 SOILS MAP SCALE: 1 "S00' Map Unit: Br Map Unit: CrA Map Unit: MmB2 C� vImB2 141 st STREET Rainfall Intensities for Various Return Periods and Storm Durations (inches/hour) Duration Return Period ears 2 10 100 5 min. 4.63 6.12 9.12 10 min. 3.95 5.22 7.78 15 min. 3.44 4.55 6.77 20 min. 3.04 4.02 5.99 30 min. 2.46 3.25 4.84 40 min. 2.05 2.71 4.05 50 min. 1.76 2.33 3.47 1 hr. 1.54 2003 3.03 1.5 hr. 1.07 1.42 2.24 2 hr. 0.83 loll 1.87 3 hr. 0.59 0.84 1.42 4 hr. 0.47 0.68 1.15 5 hr. 0.4 0.58 0.97 6 hr. 0.35 0.5 0.85 7 hr. 0.31 0.44 0.75 8 hr. 0.28 0.4 0.67 9 hr. 0.25 0.36 0.61 10 hr. 0.23 0.33 0.56 12 hr. 0.2 0.29 0.48 14 hr. 0.17 0.25 0.42 16 hr. 0.16 0.23 0.38 18 hr. 0.14 0.2 0.34 20 hr. 0.13 0.19 0.31 24 hr. 0.11 0.16 0.27 NRCS Type 2 Rainfall Distribution Ordinates Cumulative Percent of Storm Time Cumulative Percent of Storm Depth 0 0 5 1 10 3 15 4 20 6 25 8 30 10 35 13 40 17 45 22 50 64 55 78 60 84 65 87 70 90 75 92 80 94 85 96 90 98 95 99 100 100 Table 1.0-1 City of Carmel Rainfall Data Troy Estates Job #87240LEN ❑ Pre -Developed Post -Developed BAS L1 CN = 81 Soil Group Cover Description (cover type, treatment, and hydrologic condition) CN acres ❑ % Area CN * Area D Impervious 98 1.13 111 � Pre -Developed ❑ Post -Developed pond N W c p _� U L 0 C ~ O M � F- v O 4. 0 ^ N r O v `c r LO 1— co O II r r _ v O O I J co f� r O II CD LO LL > d C C LL 0 U Q) Z 00 J ^ N N LO I O _ v O II O J ^ co m O II U O O LL N _d cC o a co L � � V V v oN 0 OD^ CD CD O � � J r O 0 0 0 u F= N O N y= C) u ^ Qc) N L CO d N I O O J r NC\l c � O c 0 N a m N Cl) (1) c70 ) N 0 U Un ama z 0" wz `0 W _ OO } V) O W d o C N Cl) Q m �1 OD` Q m O r J i.. Un m C O N CD O ,Q r c r 0 r ++ r m r � O U U O U O ~ 0 'P O cu O � N U C 0 O \ E C: 0 a) L Q 0 Q r � C O (D E 7 E X co E O O Q � U) U m � C° z N 0 U O O N r C/) C 0 c~ m O � N U c O U U 7 0 0 O Z cN0 N X N W W H H a a m ro x x w w Q T O Pa � U O H H Z 3 � o N rl bi � h ci) r-i � �d rrd N CO p m 4j i d ri U Q U P] cn ca Ei m O Ua co U) Ua rd rC� EH PaOOU>+N N $-4 U �4 H Q) c N bi ,� r-i �-I N �4 I~ P47� OH M U 4-) -H rn 04 OHM O -ri 4J a)�4 H 4-I -ri N .C! S4 �4 M $-I (1) •ri X 1~ W S U Q W P� M a4 fT4 W H� W U Q P] P- x W fm4 X Troy Estates PRELIMINARY ICPR Input Report 7-5-19 Basins Name: BAS Ll Group: BASE Unit Hydrograph: Rainfall File: Rainfall Amount(in): Area(ac): Curve Number: DCIA(%) : Uh484 0.000 24.000 81.00 0.00 Node: Lake 1 Type: SCS Unit Hydrograph CN Peaking Factor: Storm Duration(hrs): Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs): Status: Onsite 484.0 0.00 30.70 0.00 9999990000 UILOC; a EX BASIN Node: EX BASIN Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 21.000 Curve Number: 72.00 DCIA(%): 0.00 Name: EX BASIN Group: BASE Type: Stage/Area ing PeakFactor: Storm Duration(hrs): Time of Conc(min): Time Shift(hrs): Max Allowable Q(cfs): Base Flow(cfs): 0.000 484.0 0.00 18.50 0.00 9999999000 Init Stage(ft): 0.000 Warn Stage(ft): 0.000 Stage(ft) Area(ac) ------------------------------ -------------------------------------------------------------------------------------- Name: Lake 1 Base Flow(cfs): 0.000 Init Stage(ft): 875.500 Group: BASE Warn Stage(ft): 880.500 Type: Stage/Area Stage(ft) --------------- -- 875.500 876.500 877.500 878.500 879.500 880.500 8810500 Area(ac 1.1300 1.2100 1.3000 1.3900 1.4800 1.5700 1.6700 Name: outlet Group: BASE Type: Time/Stage Time(hrs) --------------- 0.00 12.00 30.00 Stage (ft) --------------- 875.000 876.000 875.000 Base ---------------------------------------------------------- Flow(cfs): 0.000 Init Stage(ft): 875.000 Warn Stage(ft): 876.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 4 Troy Estates PRELIMINARY ICPR Input Report 7-5-19 Drop Structures Name: Group: Geometry: Span (in) Rise(in): Invert(ft): Manning's N. Top Clip (in) : Bot Clip(in): L1 - outlet BASE UPSTREAM Circular 15.00 15.00 875.500 0.013000 0.000 0.000 From Node: Lake 1 To Node: outlet DOWNSTREAM Circular 15.00 15.00 875.000 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 3 for Drop Structure Ll - outlet *** Count: 1 Type: ertical: Mavis Flow: Both Geometry: Circular Span(in): 6.00 Rise(in): 6.00 Length(ft)a 235.00 Count: 1 Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.000 Exit Loss Coef: 1.000 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Solution Incs: 10 Bottom Clip(in): 0.000 Top Clip(in)a 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 875.500 Control Elev(ft): 875.500 *** Weir 2 of 3 for Drop Structure L1 - outlet *** Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 6.00 Invert(ft): 877.000 Rise(in): 6.00 Control Elev(ft): 877.000 *** Weir 3 of 3 for Drop Structure L1 - outlet *** Count: Type: Flow: Geometry: Span(in): Rise(in): 1 Horizontal Both Rectangular 36.00 36.00 Name: 002yr Filename: S:\55960\Drainage\ICPR\002yr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS Type II Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) ------------------------------ 24.000 5.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 879.600 Control Elev(ft): 879.600 TABLE TABLE TABLE -------------------------------------------------------------------------------------------------- Name: 010yr Filename: S:\55960\Drainage\ICPR\OlOyr.R32 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 4 Troy Estates PRELIMINARY ICPR Input Report 7-5-19 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS Type II Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) ------------------------------ 24.000 5.00 Name: 100yr Filename: S:\55960\Drainage\ICPR\100yr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS Type II Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) ------------------------------ 24.000 5.00 Name: 002yr Hydrology Sim: 002yr Filename: S:\55960\Drainage\ICPR\002yr.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages. Time(hrs) --------------- 24.000 Group Print Inc(min) --------------- 5.000 Run BASE Yes ---------------- Delta Z Factor: 0.01000 End Time(hrs): 24.00 Max Calc Time(sec): 100.0000 Boundary Flows: Name: 010yr ------------------------------------------------------------------------------------ Hydrology Sim: OlOyr Filename: S:\55960\Drainage\ICPR\OlOyr.I32 Execute: Yes Alternative: No Max Delta Z(ft): Time Step Optimizer: Start Time(hrs): Min Calc Time(sec): Boundary Stages: Restart: No 1.00 10.000 0.000 0.5000 Time(hrs) Print Inc (min) ------------------------------ 24.000 5.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.01000 End Time(hrs): 24.00 Max Calc Time(sec): 100.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 4 Troy Estates PRELIMINARY ICPR Input Report 7-5-19 Name: 100yr Hydrology Sim: 100yr Filename: S:\55960\Drainage\ICPR\100yr.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) ------------------------------ 30.000 5.000 Group Run --------------- ----- BASE Yes Delta Z Factor: 0.01000 End Time(hrs): 30.00 Max Calc Time(sec): 100.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. 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