HomeMy WebLinkAboutDrainage Report10505 North College Avenue | Indianapolis, IN 46280 | .www.weihe.net | (317) 846-6611 | (800) 452-6408 | Fax: (317) 843-0546
Allan H. Weihe, P.E., L.S., - Founder
STORMWATER TECHNICAL REPORT
For:
WATERFRONT OF WEST CLAY
SECTION 5B
4455 W. 121st Street
Carmel, Indiana
Project #W16-0409
Detention and
Storm Infrastructure Calculations
Prepared For:
Waterfront Homes
11731 Cold Creek Road
Zionsville, IN 46077
317-714-2406
Prepared By: Brittany C. Hansen
Checked By: Travis P. Gaither, P.E.
Certified By: Travis P. Gaither, P.E.
Date:
18 November 2019
Revised 23 December 2019
Revised 20 May 2020
Revised 30 June 2020
Revised 13 August 2020
Revised 26 August 2020
11/16/20
Stormwater Technical Report
Prepared For:
Waterfront of West Clay Section 5B
Carmel, IN
Project #W16-0409
TABLE OF CONTENTS
1. Project Narrative
a. Overall Project Narrative
b. Existing Conditions
c. Proposed Conditions
d. Location Maps
2. Northest Detention Calculations
a. Exhibits
b. Supporting Calculations
c. ICPR Input/Results
3. Pipe Sizing Calculations
a. Existing Conditions Map
b. Storm Inlet Basin Map
c. Supporting Calculations
d. Hydraflow Calculations
e. Gutter Spread/Inlet Capacity
4. Appendix
a. Section 5A Report May 10, 2016
b. Schneider Master Drainage Plane February 11, 2004
c. Paul I. Cripe, Inc. Revised Drainage Plan July 31, 2006
11/16/20
PROJECT NARRATIVE
11/16/20
Waterfront of West Clay Section 5B Carmel, IN Weihe Engineers, Inc.
8/26/2020
Stormwater Technical Report
Prepared For:
Waterfront of West Clay Section 5B
Carmel, IN
Project #W16-0409
Project Narrative:
Waterfront Homes is proposing to develop Section 5B in the Waterfront of West Clay
subdivision on approximately 19+ acres of land in Carmel, Indiana. Section 5B will
develop 27 single family residential lots. The overall development is located between
116th Street and 121st Street, approximately 0.6 miles east of US 421 (Michigan Road).
Section 5B is north of Section 5A in the overall development.
The proposed development is on a site at a Latitude of N 39° 57' 42" and Longitude W
86° 13' 58", falling within Carmel, Indiana. The site is generally located in the Southwest
Quarter of Section 31, Township 18 North, Range 3 East, Clay Township, Hamilton
County, Indiana. Please refer to Figure 1.1.
Floodzone:
Based upon a scaled interpretation of the Flood Insurance Map No.18057C0205G for
Hamilton County, Indiana, dated November 19, 2017 Section 5A IS NOT located within
a Special Flood Hazard Area. See Figure 1.2.
Overall Stormwater Design:
The Schneider Corporation prepared a master drainage report dated February 10, 2004
for this development, which was then called The Lakes at Hamilton Place. Paul I.
Cripe, Inc. then revised the master drainage calculations on July 31, 2006 and the name
of the development was changed to Sanctuary at 116th Street. CESO has also
submitted revised master drainage calculations for review with the most current drainage
report dated May 10, 2016 for Section 2B. The current master plan detention is provided
by two large existing ponds, the East Pond and the West Pond. The two existing ponds
will provide all the necessary detention for the overall site and are not interconnected.
Each pond discharges through their own 12 RCP with both discharge pipe systems
eventually draining into Long Branch Creek. The entire subject tract is part of the Long
Branch Creek Watershed.
11/16/20
Waterfront of West Clay Section 5B Carmel, IN Weihe Engineers, Inc.
8/26/2020
Existing Conditions:
Currently the subject tract is covered with grass and some sporadic trees. The subject
tract is adjoined by 121st Street to the north, existing Waterfront of West Clay Sections to
the west, the existing East Pond and Waterfront of West Clay Section 5A to the south,
and Long Branch Estates common area to the east. The pond in the adjacent Long Branch
Estates has a normal pool level of 881.5. Refer to Figure 1.3.
The subject tract consists of the following soil types: Brookston, Miami and Crosby. A
soil map has been included with this report.
11/16/20
Waterfront of West Clay Section 5B Carmel, IN Weihe Engineers, Inc.
8/26/2020
Proposed Conditions:
A stub of approximately 150 of Stone Lake Drive has been designed in the Section 5A
plans. This street will be extended to through section 5B, wrapping back onto itself in a
loop. The proposed improvements in Section 5B adhere to the revised master planned
drainage basin of the East Pond from the Section 5A drainage report. The proposed
Section 5B lies within the master planned drainage basin for the East Pond and the Direct
East drainage basin. The proposed design of the northeast corner has changed from the
master plan. The original masterplan indicated that the rear yards and common area in
the northeast corner would be directly discharged without being detained. Section 5B is
proposing a small dry detention basin to regulate the onsite runoff prior to discharging
into the existing adjacent offsite pond in Long Branch Estates.
The proposed dry basin is located behind lots 172-174. 4.28 acres of existing onsite land
pass through the location where the dry basin is located. The dry basin drains 2.37 acres
of proposed land. A 21.7 acre offsite drainage basin drains onto Section 5B through an
existing 30 culvert under 121st Street. A proposed 30 pipe is proposed to route
discharge from the existing culvert to the Long Branch Estates pond while bypassing the
dry detention basin. An outlet control structure with a 10 orifice and a 12 pipe will
regulate the release from the dry detention basin and connect to the proposed 30 pipe
system. A comparison of existing from the 4.28 acre basin shown on Figure 2.1 to
proposed flows outletting from the dry basin.
Storm Event Existing
Flow (cfs)
Proposed
Flow (cfs)
Dry Basin
Stage
2 yr, 24 hr 2.47 1.58 886.86
10 yr, 24 hr 5.84 2.74 887.51
100 yr, 24 hr 10.89 4.05 888.45
Storm Sewers:
The proposed Section 5B storm sewer design has changed somewhat from the original
master plan. The locations of curb inlets on Stone Lake Drive have slightly changed but
still outlet to the East Pond. This change does not change the master detention basin for
the East Pond. The changes to the master storm layout will also not adversely impact any
existing storm sewer infrastructure.
The frontage of lots 182-184 and 159-163 drain to storm inlets on Stone Lake Drive that
were constructed with Section 5A. The frontage of lots 164-181 and lot 185 drain to new
storm inlets on Stone Lake Drive. A small area in the side yards of lots 176 and 175 will
drain into a beehive inlet that is part of the system draining into the East Pond. The rear
of lots 159-164 drain into beehive inlets that were constructed with Section 2C. The rear
of lots 165-168 drain into new beehive inlets. This storm sewer system will drain into the
East Pond.
The rear of lots 176-184 will drain directly into the East Pond.
11/16/20
Waterfront of West Clay Section 5B Carmel, IN Weihe Engineers, Inc.
8/26/2020
The storm sewer system is designed to convey stormwater at a minimum velocity of 2.5
feet/second through reinforced concrete pipes. In accordance with the HERPIC manual,
the 10 year design flow does not exceed the capacity of the proposed pipes. Refer to
Section 3 for the pipe and inlet sizing calculations and Figure 3.2 for the Pipe Sizing
Basin Map.
Water Quality:
Water quality for Section 5B of Waterfront of West Clay was provided and accounted for
in the master plan for the development.
11/16/20
LOCATION MAP
Date: November 14, 2019FIGURE 1.1
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611 E N G I N E E R S
PROJECT LOCATION
WATERFRONT OF WEST CLAY
SECTION 5B
CARMEL, IN
11/16/20
FEMA MAP
Date: November 14, 2019FIGURE 1.2
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611 E N G I N E E R S
PROJECT LOCATION
WATERFRONT OF WEST CLAY
SECTION 5B
CARMEL, IN
11/16/20
AERIAL MAP
Date: November 14, 2019FIGURE 1.3
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611 E N G I N E E R S
PROJECT LOCATION
WATERFRONT OF WEST CLAY
SECTION 5B
CARMEL, IN
11/16/20
6
Custom Soil Resource Report
Soil Map (Waterfront Sec 5B)4423570 4423630 4423690 4423750 4423810 44238704423570 4423630 4423690 4423750 4423810 4423870 4423930565210 565270 565330 565390 565450 565510 565570 565630 565690 565750
565210 565270 565330 565390 565450 565510 565570 565630 565690 565750
39° 57' 46'' N 86° 14' 12'' W39° 57' 46'' N86° 13' 47'' W39° 57' 34'' N 86° 14' 12'' W39° 57' 34'' N
86° 13' 47'' W N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 100 200 400 600
Feet
0 35 70 140 210
Meters
Map Scale: 1:2,620 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
11/16/20
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Hamilton County, Indiana
Survey Area Data: Version 20, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 1, 2018—Sep
30, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
7
11/16/20
Map Unit Legend (Waterfront Sec 5B)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Br Brookston silty clay loam, 0 to 2
percent slopes
4.3 12.0%
CrA Crosby silt loam, fine-loamy
subsoil, 0 to 2 percent slopes
8.2 23.0%
MmC2 Miami silt loam, 6 to 12 percent
slopes, eroded
4.1 11.4%
MoC3 Miami clay loam, 6 to 12
percent slopes, severely
eroded
1.1 3.2%
Sh Shoals silt loam, 0 to 2 percent
slopes, frequently flooded,
brief duration
0.1 0.4%
W Water 4.1 11.4%
YbvA Brookston silty clay loam-Urban
land complex, 0 to 2 percent
slopes
1.9 5.4%
YclA Crosby silt loam, fine-loamy
subsoil-Urban land complex,
0 to 2 percent slopes
8.0 22.5%
YmsC2 Miami silt loam-Urban land
complex, 6 to 12 percent
slopes, eroded
3.8 10.7%
Totals for Area of Interest 35.7 100.0%
Map Unit Descriptions (Waterfront Sec 5B)
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
Custom Soil Resource Report
8
11/16/20
1257+($67DETENTION
&$/&8/$7,216
11/16/20
S89°29'45"E 200.01'NP = 898.832 YR = 899.05EXISTING PONDTOP OF BANK = 900.1SPILLWAY=899.710 YR = 899.25100 YR = 899.60WEXISTING PONDSTONE LAKEDRIVEW WW WWW WWWWW66 65646362615756 5554WWPRAIRIE FALCONDRIVENP = 898.832 YR = 899.05EXISTING PONDTOP OF BANK = 900.1SPILLWAY=899.7***10 YR = 899.25100 YR = 899.60525367 6869 70 7172156157158 **BLOCK "B" 159160 161162163164165 166 167 179180 181178177 176 175182183184168 169 170171172173174185EXISTING PONDNP = 898.83100 YR = 899.602YR =899.0510YR = 899.25TOP OF BANK = 900.1SPILLWAY = 899.7EX-NE4.28 AC.PR-NE2.37 AC.FIGURE 2.1
NORTHEAST
BASIN MAP
Date: August 26, 2020
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611 E N G I N E E R S
WATERFRONT OF WEST CLAY
SECTION 5B
CARMEL, IN
11/16/20
Basin Type of Cover/ Percent Weighted
Name AB C D Condition of Cover of Basin AB C D CN
EX-NE 0% 40% 60% 0% Impervious 6% 98 98 98 98 98.0
0% 40% 60% 0% Woods-Grass Good Cond. 32% 32 58 72 79 66.4
0% 40% 60% 0% Open Space, Good Cond. 62% 39 6174 80 68.8
EX-NE 100% 69.8
PR-NE 0% 40% 60% 0% Impervious 20% 98 98 98 98 98.0
0% 40% 60% 0% Woods-Grass Good Cond. 29% 32 58 72 79 66.4
0% 40% 60% 0% Open Space, Good Cond. 51% 39 6174 80 68.8
PR-NE 100% 73.9
Weighted Curve Project: Waterfront of West Clay 5B
Number Calculations Date: 8/13/2020
Prepared By: TPG
Soil Group % Curve Number (CN)
Job No.: W160409-5B
Proposed Conditions Checked By: DAS
11/16/20
Shallow Conc Flow Travel Time:
Channel Flow Travel Time:
Farm Field 0.17Grass 0.03
Dense Grass 0.24Concrete 0.015 Shallow Conc Flow (Unpaved):
Pavement 0.011 Rip-Rap 0.035
Shallow Conc Flow (Paved):
2 Yr, 24 Hr Rainfall= 2.93 Overland Flow Travel Time:
Tc minimum= 5 Paved Gutter & Channel Flow
Tc
Basin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t
(ft) % (min) (ft) % (min) (ft) % P or U (ft/s) (min) (ft) (sf) (ft) (ft) % (ft/s) (min) (min)
EX-NE 68 1.00 0.24 14 0 968 1.80 U 2.16 7 3.00 0 22
PR-NE 100 1.50 0.24 17 0 577 2.60 U 2.60 4 3.00 0 20
Prepared By: TPG
Time of Concentration Calculations Project: Waterfront of West Clay 5B
Proposed Conditions Date: 8/13/2020
Job No.: W160409-5B
Checked By: DAS
Channel Flow
Mannings Values (n)
Overland Flow Channel Flow
Overland Flow Overland Flow Shallow Conc. Flow
11/16/20
WATERFRONT OF WEST CLAY SECTION 5B ‐ W160409‐5B
NE DETENTION CALCULATIONS
ICPR INPUT REPORT
==========================================================================================
==== Basins ==============================================================================
==========================================================================================
Name: EX‐NE Node: EX LONG BRANCH Status: Onsite
Group: BASE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 22.00
Area(ac): 4.280 Time Shift(hrs): 0.00
Curve Number: 69.80 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
‐‐‐‐‐‐‐‐‐
Name: PR‐NE Node: DRY BASIN NE Status: Onsite
Group: BASE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 20.00
Area(ac): 2.370 Time Shift(hrs): 0.00
Curve Number: 73.90 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
==========================================================================================
==== Nodes ===============================================================================
==========================================================================================
Name: DRY BASIN NE Base Flow(cfs): 0.000 Init Stage(ft): 886.000
Group: BASE Warn Stage(ft): 888.200
Type: Stage/Area
Stage(ft) Area(ac)
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
886.000 0.0001
887.000 0.0425
888.000 0.0720
889.000 0.1053
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
Name: EX LONG BRANCH Base Flow(cfs): 0.000 Init Stage(ft): 881.500
Group: BASE Warn Stage(ft): 881.500
11/16/20
Type: Time/Stage
Time(hrs) Stage(ft)
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
0.00 881.500
99.00 881.500
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
Name: PR LONG BRANCH Base Flow(cfs): 0.000 Init Stage(ft): 883.000
Group: BASE Warn Stage(ft): 883.000
Type: Time/Stage
Time(hrs) Stage(ft)
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
0.00 883.000
99.00 883.000
==========================================================================================
==== Drop Structures =====================================================================
==========================================================================================
Name: DRY BASIN OCS From Node: DRY BASIN NE Length(ft): 24.00
Group: BASE To Node: PR LONG BRANCH Count: 1
UPSTREAM DOWNSTREAM Friction Equation: Automatic
Geometry: Circular Circular Solution Algorithm: Most
Restrictive
Span(in): 12.00 12.00 Flow: Both
Rise(in): 12.00 12.00 Entrance Loss Coef: 0.500
Invert(ft): 883.800 883.700 Exit Loss Coef: 0.000
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc
Bot Clip(in): 0.000 0.000 Solution Incs: 10
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 DRY BASIN OCS ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
11/16/20
Geometry: Circular Orifice Disc Coef: 0.600
Span(in): 10.00 Invert(ft): 886.000
Rise(in): 10.00 Control Elev(ft): 886.000
*** Weir 2 of 2 for Drop Structure DRY BASIN OCS ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 24.00 Invert(ft): 888.400
Rise(in): 24.00 Control Elev(ft): 888.400
==========================================================================================
==== Hydrology Simulations ===============================================================
==========================================================================================
Name: 002YR‐24HR
Filename: H:\2016\W160409\ENGINEERING\DESIGN\SITE DESIGN\DRAINAGE\POND
MODELING\ICPR\002YR‐24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii‐24
Rainfall Amount(in): 2.93
Time(hrs) Print Inc(min)
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
24.000 5.00
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
‐‐‐‐‐‐‐‐‐
Name: 010YR‐24HR
Filename: H:\2016\W160409\ENGINEERING\DESIGN\SITE DESIGN\DRAINAGE\POND
MODELING\ICPR\010YR‐24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii‐24
Rainfall Amount(in): 4.19
Time(hrs) Print Inc(min)
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
24.000 5.00
11/16/20
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
‐‐‐‐‐‐‐‐‐
Name: 100YR‐24HR
Filename: H:\2016\W160409\ENGINEERING\DESIGN\SITE DESIGN\DRAINAGE\POND
MODELING\ICPR\100YR‐24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii‐24
Rainfall Amount(in): 5.82
Time(hrs) Print Inc(min)
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
24.000 5.00
==========================================================================================
==== Routing Simulations =================================================================
==========================================================================================
Name: 002YR‐24HR Hydrology Sim: 002YR‐24HR
Filename: H:\2016\W160409\ENGINEERING\DESIGN\SITE DESIGN\DRAINAGE\POND
MODELING\ICPR\002YR‐24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 30.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
30.000 5.000
Group Run
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐
BASE Yes
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
‐‐‐‐‐‐‐‐‐
Name: 010YR‐24HR Hydrology Sim: 010YR‐24HR
Filename: H:\2016\W160409\ENGINEERING\DESIGN\SITE DESIGN\DRAINAGE\POND
MODELING\ICPR\010YR‐24HR.I32
11/16/20
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 30.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
30.000 5.000
Group Run
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐
BASE Yes
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
‐‐‐‐‐‐‐‐‐
Name: 100YR‐24HR Hydrology Sim: 100YR‐24HR
Filename: H:\2016\W160409\ENGINEERING\DESIGN\SITE DESIGN\DRAINAGE\POND
MODELING\ICPR\100YR‐24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 30.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
30.000 5.000
Group Run
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐
BASE Yes
11/16/20
WATERFRONT OF WEST CLAY SECTION 5B ‐ W160409‐5B
NE DETENTION CALCULATIONS
ICPR BASIN REPORT
Simulation Basin Group Time Max Flow Max Volume Volume
hrs cfs in ft3
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
002YR‐24HR EX‐NE BASE 12.17 2.47 0.665 10339
010YR‐24HR EX‐NE BASE 12.12 5.98 1.442 22398
100YR‐24HR EX‐NE BASE 12.12 11.30 2.640 41012
002YR‐24HR PR‐NE BASE 12.13 2.03 0.858 7381
010YR‐24HR PR‐NE BASE 12.09 4.27 1.728 14862
100YR‐24HR PR‐NE BASE 12.09 7.59 3.021 25986
11/16/20
WATERFRONT OF WEST CLAY SECTION 5B ‐ W160409‐5B
NE DETENTION CALCULATIONS
ICPR NODE REPORT
Max Warning Max Delta Max Surf Max Max
Name Simulation Stage Stage Stage Area Inflow Outflow
ft ft ft ft2 cfs cfs
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐
DRY BASIN NE 002YR‐24HR 886.86 888.20 0.0050 1590 1.97 1.58
DRY BASIN NE 010YR‐24HR 887.51 888.20 0.0050 2507 4.22 2.74
DRY BASIN NE 100YR‐24HR 888.45 888.20 0.0050 3793 7.52 4.05
EX LONG BRANCH 002YR‐24HR 881.50 881.50 0.0000 0 2.47 0.00
EX LONG BRANCH 010YR‐24HR 881.50 881.50 0.0000 0 5.84 0.00
EX LONG BRANCH 100YR‐24HR 881.50 881.50 0.0000 0 10.89 0.00
PR LONG BRANCH 002YR‐24HR 883.00 883.00 0.0000 0 1.58 0.00
PR LONG BRANCH 010YR‐24HR 883.00 883.00 0.0000 0 2.74 0.00
PR LONG BRANCH 100YR‐24HR 883.00 883.00 0.0000 0 4.05 0.00
11/16/20
SECTION A-A SECTION B-B
A
A
BB
DRY BASIN OUTLET STR. #82
NOT TO SCALE
DETAIL EXHIBIT
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611E N G I N E E R S
11/16/20
SPILLWAY DETAIL
NOT TO SCALE
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611E N G I N E E R S
DETAIL EXHIBIT
11/16/20
PIPE SIZING
CALCULATIONS
11/16/20
STONE LAKE DRIVEW WWWW WW W WWW66 656463 6261595857 565554WWPRAIRIE FALCONDRIVENP = 898.832 YR = 899.05EXISTING PONDTOP OF BANK = 900.1SPILLWAY=899.7*** 10 YR = 899.25100 YR = 899.6052536768697172156157158 **EXISTING PONDNP = 898.83100 YR = 899.602YR =899.0510YR = 899.25TOP OF BANK = 900.1SPILLWAY = 899.7FIGURE 3.1
EXISTING CONDITIONS
EXHIBIT
Date: November 14, 2019
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611 E N G I N E E R S
WATERFRONT OF WEST CLAY
SECTION 5B
CARMEL, IN
11/16/20
S89°29'45"E 200.01'NP = 898.832 YR = 899.05EXISTING PONDTOP OF BANK = 900.1SPILLWAY=899.710 YR = 899.25100 YR = 899.60STONE LAKEDRIVEW WW WW W W W WW W66 656463 62615857565554W WPRAIRIE FALC ONDRIVENP = 898.832 YR = 899.05EXISTING PONDTOP OF BANK = 900.1SPILLWAY=899.7*** 10 YR = 899.25100 YR = 899.60525367 68 69 70 7172156 157158 **BLOCK "B"271.77 AC.300.44 AC.310.37 AC.159160 161162163164165 166 167179180 181178177176175182183184168 169 17017117217317418530072.27 AC. 30031.17 AC.30040.47 AC.30050.89 AC.30061.51 AC.30080.07 AC.390.67 AC.400.67 AC.410.51 AC.331.01 AC.33A0.57 AC.350.36 AC.360.87 AC.30020.61 AC.EXISTING PONDNP = 898.83100 YR = 899.602YR =899.0510YR = 899.25TOP OF BANK = 900.1SPILLWAY = 899.730100.83 AC.30110.51 AC.380.04 AC.430.58 AC.75 1.14 AC.FIGURE 3.2
STORM INLET
BASIN MAP
Date: August 26, 2020
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611 E N G I N E E R S
WATERFRONT OF WEST CLAY
SECTION 5B
CARMEL, IN
11/16/20
Project:
Date:
Job No.:
Checked By:
Prepared By:
Typical Driveway (Ld, Wd) 29 16
Street Width, B-B (Wst) 30
Sidewalk Width (Wsw) 5
Walking Path Width (Wwp) 10
Str. # Total Pad Number Street Sidewalk Walking Total Impervious Total Pervious Composite
Drainage Area, of Length Length Path Length Area Area "c" Value
Area, At Apad Driveways Lst Lsw Lwp Aimp Aper
(acre) (sq. ft.) (ft) (ft) (ft) (acre) (acre) Cw
43 0.58 11416 0 0 0 0 0.26 0.32 0.49
39 0.67 6336 0 0 0 0 0.15 0.52 0.34
40 0.67 10911 4 364 376 0 0.46 0.21 0.65
41 0.51 10670 3 364 340 0 0.44 0.07 0.76
33 1.01 18000 6 419 460 0 0.67 0.34 0.63
33A 0.57 0 0 419 0 0 0.14 0.43 0.36
35 0.36 0 0 424 0 0 0.15 0.21 0.46
36 0.87 9463 6 424 475 0 0.48 0.39 0.56
38 0.04 777 0.25 0 0 0 0.02 0.01 0.58
75 1.14 0 0 845 0 854 0.49 0.66 0.48
TPG
BCH
Composite "c"
Value Calculations
Waterfront Sec 5B
8/13/2020
W16-0409
11/16/20
Shallow Conc Flow Travel Time:
Channel Flow Travel Time:
Short Grass 0.15 Grass 0.03
Dense Grass 0.24 Concrete 0.015 Shallow Conc Flow (Unpaved):
Pavement 0.011 Rip‐Rap 0.035
Shallow Conc Flow (Paved):
2 Yr, 24 Hr Rainfall= 2.66 Overland Flow Travel Time:
Tc minimum= 5 Paved Gutter & Channel Flow
Tc
Basin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t
(ft) % (min) (ft) % (min) (ft) % P or U (ft/s) (min) (ft) (sf) (ft) (ft) % (ft/s) (min) (min)
43 76 1.20 0.24 15 0 190 1.00 U 1.61 2 0 17.4
39 67 1.80 0.24 12 0 92 1.00 U 1.61 1 0 12.8
40 71 1.20 0.24 15 0 191 0.90 P 1.93 2 0 16.2
41 80 1.10 0.24 17 0 182 0.90 P 1.93 2 0 18.2
33 80 2.4 0.24 12 0 367 0.6 P 1.57 4 0 16.1
33A 100 1.1 0.24 20 0 106 0.6 P 1.57 1 0 21.0
35 30 3.20 0.24 5 0 205 0.63 P 1.61 2 0 7.1
36 80 2.70 0.24 12 0 281 0.63 P 1.61 3 0 14.5
38 51 1.70 0.24 10 0 0 0.00 P 0.00 0 0 9.7
75 100 0.60 0.24 25 0 543 1.60 U 2.04 4 0 29.8
Channel Flow
Overland Flow Channel Flow
Mannings Values (n)
Overland Flow Overland Flow Shallow Conc. Flow
Waterfront Sec 5B
8/13/2020
W16-0409
TPG
BCH
Time of Concentration
Calculations
Prepared By:
Checked By:
Job No.:
Date:
Project: 11/16/20
11/16/20
11/16/20
11/16/20
Project:
Date:
Job No.:
Checked By:
Prepared By:
Min. Travel Lane Required =10ft
Street Width =30ft
Total Flow, %Net Flow, Longitudinal Cross Slope, Manning's Depth at Gutter Spread, Min. Clear Travel
Q Flow Flow Qnet Slope, S Sx Coefficient, Casting, D GS Lane Width
Str. # (cfs)Direction (%) (cfs) (%) (%) N (ft) (ft) (ft)
Left 60 1.15 0.90 2.08 0.013 0.15 7.03
Right 40 0.77 0.60 2.08 0.013 0.14 6.51
Left 35 0.57 0.60 2.08 0.013 0.12 5.82
Right 65 1.06 0.90 2.08 0.013 0.14 6.81
Left 20 0.56 0.60 2.08 0.013 0.12 5.79
Right 80 2.25 0.60 2.08 0.013 0.20 9.74
Left 75 0.61 0.60 2.08 0.013 0.12 5.96
Right 25 0.20 0.60 2.08 0.013 0.08 3.95
Left 25 0.60 0.68 2.08 0.013 0.12 5.80
Right 75 0.63 0.88 2.08 0.013 0.12 5.63
Left 70 0.63 0.88 2.08 0.013 0.12 5.63
Right 30 0.60 0.68 2.08 0.013 0.12 5.80
Gutter Spread Calculations Waterfront Sec. 5B
3/13/2020
W16-0409
TPG
BCH
40 1.92
12.2
41 1.63
33 2.81
10.3
33A 0.81
35 0.95
14.4
36 2.25
11/16/20
Project:
Date:
Job No.:
Checked By:
Prepared By:
Single Double Weir Flow (d<0.3')
1.4 2.8 Orifice Flow (d>0.4')
4.6 9.2
0.7 1.4 Gutter Spread
3.45 4.6
0.1 Min. Travel Lane Required = 10 ft
2.00 Street Width = 30 ft
Flow, Depth Depth Street Cross Gutter Spread, Gutter Spread, Clear Travel
Q # of Weir, d Orifice, d Slope, Sx GS (weir) GS (orifice) Lane Width Inlet Type
Str. # (cfs) Inlets (ft) (ft) (%) (ft) (ft) (ft) (single/double)
40 1.92 2 0.27 0.08 2.08 10.10 0.97 DOUBLE INLET
41 1.63 2 0.24 0.06 2.08 8.77 0.00 DOUBLE INLET
33 2.81 2 0.35 0.17 2.08 13.83 5.29 DOUBLE INLET
33A 0.81 1 0.18 0.06 2.08 5.99 0.00 SINGLE INLET
35 0.95 1 0.20 0.08 2.08 6.98 0.90 SINGLE INLET
36 2.25 2 0.30 0.11 2.08 11.54 2.39 DOUBLE INLET
Curb Inlet
Capacity Calculations
Waterfront Sec. 5B
W16-0409
TPG
BCH
3/13/2020
P, 50% Clogged (ft) =
A, 50% Clogged (ft2) =
Weir Perimeter, P (ft) =
Open Area, A (ft2) =
Neenah R‐3501‐TR or TL
11.5
10.2
11.1
Casting Length, Cl (ft) =
Casting Depth, Cd (ft) =
11/16/20
APPENDIX
Section 5A Report
May 10, 2016
11/16/20
10505 North College Avenue | Indianapolis, IN 46280 | .www.weihe.net | (317) 846-6611 | (800) 452-6408 | Fax: (317) 843-0546
Allan H. Weihe, P.E., L.S., - Founder
STORMWATER TECHNICAL REPORT
For:
WATERFRONT OF WEST CLAY
SECTION 5A
4455 W. 121st Street
Carmel, Indiana
Project #W16-0409
Revised Detention and
Storm Infrastructure Calculations
Prepared For:
Waterfront Homes
12080 Abney Run Drive
Zionsville, IN 46077
317-714-2406
Prepared By: Travis P. Gaither, P.E.
Checked By: Alvin E. Skoog, Jr., P.E.
Certified By: Travis P. Gaither, P.E.
Date:
19 April 2017
Revised:
7 May 2018
25 July 2018
11/16/20
Stormwater Technical Report
Prepared For:
Waterfront of West Clay Section 5A
Carmel, IN
Project #W16-0409
TABLE OF CONTENTS
1. Project Narrative
a. Overall Project Narrative
b. Existing Conditions
c. Proposed Conditions
d. Location Maps
2. Revised Detention Calculations
a. ICPR Routing Schematic
b. ICPR Input Report
c. ICPR Results Report
d. Emergency Overflow Calculations
e. Emergency Overland Spillway Detail
3. Pipe Sizing Calculations
a. Existing Conditions Map
b. Storm Inlet Basin Map
c. Supporting Calculations
d. Hydraflow Calculations
e. Gutter Spread/Inlet Capacity
f. Flood Routing Calculations
4. Appendix
a. CESO – Section 2B Report – May 10, 2016
11/16/20
PROJECT NARRATIVE
11/16/20
Waterfront of West Clay Section 5A– Carmel, IN Weihe Engineers, Inc.
5/7/2018
Stormwater Technical Report
Prepared For:
Waterfront of West Clay Section 5A
Carmel, IN
Project #W16-0409
Project Narrative:
Waterfront Homes is proposing to develop Section 5A in the “Waterfront of West Clay”
subdivision on approximately 12+ acres of land in Carmel, Indiana. Section 5A will
develop 13 single family residential lots. The overall development is located between
116th Street and 121st Street, approximately 0.6 miles east of US 421 (Michigan Road).
Section 5A is east of Section 2C in the overall development.
The proposed development is on a site at a Latitude of N 39° 57' 37" and Longitude W
86° 14' 01", falling within Carmel, Indiana. The site is generally located in the Southwest
Quarter of Section 31, Township 18 North, Range 3 East, Clay Township, Hamilton
County, Indiana. Please refer to Figure 1.1.
Floodzone:
Based upon a scaled interpretation of the Flood Insurance Map No.18057C0205G for
Hamilton County, Indiana, dated November 19, 2017 Section 5A IS located within a
Special Flood Hazard Area inundated by 100-year flood-Base Flood Elevation or
Floodway Area in Zone AE. Zone AE for Long Branch Creek is adjacent to the overall
site along the eastern boundary. See Figure 1.2.
Overall Stormwater Design:
The Schneider Corporation prepared a master drainage report dated February 10, 2004
for this development, which was then called “The Lakes at Hamilton Place”. Paul I.
Cripe, Inc. then revised the master drainage calculations on July 31, 2006 and the name
of the development was changed to “Sanctuary at 116th Street”. CESO has also
submitted revised master drainage calculations for review with the most current drainage
report dated May 10, 2016 for Section 2B. The current master plan detention is provided
by two large existing ponds, the East Pond and the West Pond. The two existing ponds
will provide all the necessary detention for the overall site and are not interconnected.
Each pond discharges through their own 12” RCP with both discharge pipe systems
eventually draining into Long Branch Creek. The entire subject tract is part of the Long
Branch Creek Watershed.
11/16/20
Waterfront of West Clay Section 5A– Carmel, IN Weihe Engineers, Inc.
5/7/2018
Existing Conditions:
Currently the subject tract is covered with grass and some sporadic trees. The subject
tract is adjoined by future Waterfront of West Clay Sections to the north, existing
Waterfront of West Clay Sections to the west, the existing West Pond to the south, and
Long Branch Estates common area to the east. Refer to Figure 1.3.
The subject tract consists of the following soil types: Brookston, Miami and Crosby. A
soil map has been included with this report.
11/16/20
Waterfront of West Clay Section 5A– Carmel, IN Weihe Engineers, Inc.
5/7/2018
Proposed Conditions:
The proposed Section 5A lies entirely within the master planned drainage basin for the
East Pond. Section 5A does not require much infrastructure to be built to service the
proposed lots. A stub of approximately 175’ of Prairie Falcon Drive has been designed in
the Section 2C plans. This street will be extended to the end of the cul-de-sac with Stone
Lake Drive providing a stub to the north of approximately 150’. The proposed
improvements in Section 5A adheres to the approved master planned drainage basin of
the East Pond from previous reports.
Revised detention calculations have been included in Section 2 of this report. The CESO
Section 2B revised drainage calculations contained two ICPR detention models, one was
called “Schneider Original Master Plan Model-Cripe Revised” and the second was called
“Schneider Original Master Plan Model-Cripe Revised and Updated”. It was noticed in
each calculation that both pond outlets were regulated with a rating curve and operating
table. This created inaccurate calculations because the elevations set for the rating curves
to turn on were higher than the 100-year elevations for each pond, resulting in no
discharge leaving the pond because the rating curve never turned on. Therefore, Weihe
Engineers has recreated the ponds in ICPR with the existing outlets to create more
accurate release rates and staging elevations for each pond. Please note that the direct
discharge basins indicated in the overall master planned design are not included in the
revised detention model as Section 5A is not included in these areas and these areas don’t
impact the ponds.
Pond Normal Pool
Elev.
Revised Pond Staging Revised Release Rates (cfs)
2-YR 10-YR 100-YR 2-YR 10-YR 100-YR
East 898.83 899.05 899.25 899.60 1.93 3.56 4.20
West 898.88 899.16 899.48 899.98 2.66 3.66 4.49
Based on the results, it has been determined that the emergency overland spillway for
each pond needs to be raised from the existing spillway elevation. The existing spillway
elevation for the East Pond is currently 899.3 and is proposed to be raised to 899.7. The
existing spillway elevation for the West Pond is 899.4 and needs to be raised to 900.0.
Weihe Engineers propose that the emergency overland spillway for the east pond be
relocated from the northeast corner of the pond to the east side of the pond during
spillway reconstruction. Revised emergency overflow spillway calculations and a detail
can be found in Section 2 of this report.
Storm Sewers:
The proposed Section 5A storm sewer design has changed somewhat from the original
master plan. There is a storm change on Prairie Falcon Drive which now drains to the
end of the cul-de-sac. This change will require revisions to the master storm layout, but
does not change the master detention basin for the East Pond. The changes to the master
storm layout will also not adversely impact any existing storm sewer infrastructure.
11/16/20
Waterfront of West Clay Section 5A– Carmel, IN Weihe Engineers, Inc.
5/7/2018
Future storm sewers north of Section 5A (Section 5) still need further design when those
lots are designed and developed to convey runoff into the East Pond.
The rear of lots 98-109 will drain directly into the East Pond. The rear lot of lot 110 will
drain into a proposed inlet to be constructed with Section 2C. The frontage lots 98-109
will drain onto Prairie Falcon Drive, all but lot 98 and part of lot 99 will drain to the east
to a new storm inlet at the end of the cul-de-sac. This storm system will discharge into
the East Pond.
The frontage of Lots 98, 110 and part of lot 99 will drain to the west and tie into the
storm system designed in Section 2C.
The remaining frontage of Lots 109 and 110 will drain onto Stone Lake Drive and tie into
new storm inlets just north of these lots. These inlets will also drain lots to the north in a
future section. This storm system will extend the outlet an upstream storm sewer system
designed in Section 2C to the East Pond.
The storm sewer system is designed to convey stormwater at a minimum velocity of 2.5
feet/second through reinforced concrete pipes. In accordance with the HERPIC manual,
the 10 year design flow does not exceed the capacity of the proposed pipes. Refer to
Section 3 for the pipe and inlet sizing calculations and Figure 3.2 for the Pipe Sizing
Basin Map.
Water Quality:
Water quality for Section 5A of Waterfront of West Clay was provided and accounted for
in the master plan for the development.
11/16/20
LOCATION MAP
Date: May 7, 2018FIGURE 1.1
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611 E N G I N E E R S
PROJECT LOCATION
WATERFRONT OF WEST CLAY
SECTION 5A
CARMEL, IN
11/16/20
FEMA MAP
Date: May 7, 2018FIGURE 1.2
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611 E N G I N E E R S
PROJECT LOCATION
WATERFRONT OF WEST CLAY
SECTION 5A
CARMEL, IN
11/16/20
AERIAL MAP
Date: May 7, 2018FIGURE 1.3
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611 E N G I N E E R S
PROJECT LOCATION
WATERFRONT OF WEST CLAY
SECTION 5A
CARMEL, IN
11/16/20
Soil Map—Hamilton County, IndianaNatural ResourcesConservation ServiceWeb Soil SurveyNational Cooperative Soil Survey8/9/2017Page 1 of 34423500 4423550 4423600 4423650 4423700 44237504423500 4423550 4423600 4423650 4423700 4423750565210 565260 565310 565360 565410 565460 565510 565560 565610 565660565210 565260 565310 565360 565410 565460 565510 565560 565610 56566039° 57' 41'' N86° 14' 11'' W39° 57' 41'' N86° 13' 52'' W39° 57' 31'' N 86° 14' 11'' W39° 57' 31'' N86° 13' 52'' W NMap projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS840 100 200 400 600Feet0 30 60 120 180MetersMap Scale: 1:2,130 if printed on A landscape (11" x 8.5") sheet.Soil Map may not be valid at this scale.11/16/20
MAP LEGEND MAP INFORMATIONArea of Interest (AOI)Area of Interest (AOI)SoilsSoil Map Unit PolygonsSoil Map Unit LinesSoil Map Unit PointsSpecial Point FeaturesBlowoutBorrow PitClay SpotClosed DepressionGravel PitGravelly SpotLandfillLava FlowMarsh or swampMine or QuarryMiscellaneous WaterPerennial WaterRock OutcropSaline SpotSandy SpotSeverely Eroded SpotSinkholeSlide or SlipSodic SpotSpoil AreaStony SpotVery Stony SpotWet SpotOtherSpecial Line FeaturesWater FeaturesStreams and CanalsTransportationRailsInterstate HighwaysUS RoutesMajor RoadsLocal RoadsBackgroundAerial PhotographyThe soil surveys that comprise your AOI were mapped at1:15,800.Warning: Soil Map may not be valid at this scale.Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soilline placement. The maps do not show the small areas ofcontrasting soils that could have been shown at a more detailedscale.Please rely on the bar scale on each map sheet for mapmeasurements.Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL:Coordinate System: Web Mercator (EPSG:3857)Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if moreaccurate calculations of distance or area are required.This product is generated from the USDA-NRCS certified data asof the version date(s) listed below.Soil Survey Area: Hamilton County, IndianaSurvey Area Data: Version 17, Sep 14, 2016Soil map units are labeled (as space allows) for map scales1:50,000 or larger.Date(s) aerial images were photographed: Jun 27, 2014—Aug28, 2014The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minorshifting of map unit boundaries may be evident.Soil Map—Hamilton County, IndianaNatural ResourcesConservation ServiceWeb Soil SurveyNational Cooperative Soil Survey8/9/2017Page 2 of 311/16/20
Map Unit Legend
Hamilton County, Indiana (IN057)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CrA Crosby silt loam, fine-loamy
subsoil, 0 to 2 percent
slopes
4.1 22.4%
MmC2 Miami silt loam, 6 to 12 percent
slopes, eroded
6.4 34.7%
W Water 7.9 42.9%
Totals for Area of Interest 18.4 100.0%
Soil Map—Hamilton County, Indiana
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/9/2017
Page 3 of 3
11/16/20
REVISED
DETENTION
CALCULATIONS
11/16/20
WATERFRONT OF WEST CLAY - W160409
REVISED DETENTION CALCULATIONS ICPR
BASIN REPORT
A:POND WEST
U:POND WEST
,v
D:OUT WEST
W:EX WEST WEIR
,v
T:OUT WEST
A:POND EAST
U:POND EAST
U:OFFSITE E POND
"-
D:OUT EAST
W:EX EAST WEIR
,v
T:OUT EAST
11/16/20
WATERFRONT OF WEST CLAY - W160409
REVISED DETENTION CALCULATIONS
ICPR INPUT REPORT
==========================================================================================
==== Basins ==============================================================================
==========================================================================================
Name: OFFSITE E POND Node: POND EAST Status: Offsite
Group: BASE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 20.00
Area(ac): 3.164 Time Shift(hrs): 0.00
Curve Number: 70.00 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
------------------------------------------------------------------------------------------
----------
Name: POND EAST Node: POND EAST Status: Onsite
Group: BASE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 27.00
Area(ac): 61.686 Time Shift(hrs): 0.00
Curve Number: 77.00 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
------------------------------------------------------------------------------------------
----------
Name: POND WEST Node: POND WEST Status: Onsite
Group: BASE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 25.00
Area(ac): 52.161 Time Shift(hrs): 0.00
Curve Number: 77.00 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
==========================================================================================
==== Nodes ===============================================================================
==========================================================================================
Name: OUT EAST Base Flow(cfs): 0.000 Init Stage(ft): 881.500
Group: BASE Warn Stage(ft): 881.500
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 881.500
99.00 881.500
11/16/20
------------------------------------------------------------------------------------------
Name: OUT WEST Base Flow(cfs): 0.000 Init Stage(ft): 874.360
Group: BASE Warn Stage(ft): 874.360
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 874.360
99.00 874.360
------------------------------------------------------------------------------------------
Name: POND EAST Base Flow(cfs): 0.000 Init Stage(ft): 898.830
Group: BASE Warn Stage(ft): 899.300
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
898.000 16.8440
899.000 17.5280
900.000 18.2260
901.000 18.9240
901.570 19.0000
------------------------------------------------------------------------------------------
Name: POND WEST Base Flow(cfs): 0.000 Init Stage(ft): 898.880
Group: BASE Warn Stage(ft): 899.400
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
898.000 8.8010
899.000 9.2570
900.000 9.7180
901.000 10.1820
901.950 10.2000
==========================================================================================
==== Drop Structures =====================================================================
==========================================================================================
Name: OUT EAST From Node: POND EAST Length(ft): 430.00
Group: BASE To Node: OUT EAST Count: 1
UPSTREAM DOWNSTREAM Friction Equation: Automatic
Geometry: Circular Circular Solution Algorithm: Most
Restrictive
Span(in): 12.00 12.00 Flow: Both
Rise(in): 12.00 12.00 Entrance Loss Coef: 0.500
Invert(ft): 897.660 881.500 Exit Loss Coef: 1.000
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc
Bot Clip(in): 0.000 0.000 Solution Incs: 10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
11/16/20
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
*** Weir 1 of 1 for Drop Structure OUT EAST ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 18.00 Invert(ft): 898.830
Rise(in): 18.00 Control Elev(ft): 898.830
------------------------------------------------------------------------------------------
----------
Name: OUT WEST From Node: POND WEST Length(ft): 134.00
Group: BASE To Node: OUT WEST Count: 1
UPSTREAM DOWNSTREAM Friction Equation: Automatic
Geometry: Circular Circular Solution Algorithm: Most
Restrictive
Span(in): 12.00 12.00 Flow: Both
Rise(in): 12.00 12.00 Entrance Loss Coef: 0.500
Invert(ft): 897.860 889.830 Exit Loss Coef: 0.000
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc
Bot Clip(in): 0.000 0.000 Solution Incs: 10
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 for Drop Structure OUT WEST ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 18.00 Invert(ft): 898.880
Rise(in): 18.00 Control Elev(ft): 898.880
==========================================================================================
==== Weirs ===============================================================================
==========================================================================================
Name: EX EAST WEIR From Node: POND EAST
11/16/20
Group: BASE To Node: OUT EAST
Flow: None Count: 1
Type: Vertical: Fread Geometry: Trapezoidal
Bottom Width(ft): 18.00
Left Side Slope(h/v): 20.00
Right Side Slope(h/v): 20.00
Invert(ft): 899.300
Control Elevation(ft): 899.300
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
------------------------------------------------------------------------------------------
----------
Name: EX WEST WEIR From Node: POND WEST
Group: BASE To Node: OUT WEST
Flow: None Count: 1
Type: Vertical: Fread Geometry: Trapezoidal
Bottom Width(ft): 20.00
Left Side Slope(h/v): 100.00
Right Side Slope(h/v): 100.00
Invert(ft): 899.400
Control Elevation(ft): 899.400
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
==========================================================================================
==== Hydrology Simulations ===============================================================
==========================================================================================
Name: 002YR-24HR
Filename: C:\USERS\GAITHERT\DESKTOP\WORK\SANCTUARY\ICPR\002YR-24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 2.93
Time(hrs) Print Inc(min)
--------------- ---------------
24.000 5.00
------------------------------------------------------------------------------------------
----------
Name: 010YR-24HR
Filename: C:\USERS\GAITHERT\DESKTOP\WORK\SANCTUARY\ICPR\010YR-24HR.R32
Override Defaults: Yes
11/16/20
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 4.19
Time(hrs) Print Inc(min)
--------------- ---------------
24.000 5.00
------------------------------------------------------------------------------------------
----------
Name: 100YR-24HR
Filename: C:\USERS\GAITHERT\DESKTOP\WORK\SANCTUARY\ICPR\100YR-24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 5.82
Time(hrs) Print Inc(min)
--------------- ---------------
24.000 5.00
==========================================================================================
==== Routing Simulations =================================================================
==========================================================================================
Name: 002YR-24HR Hydrology Sim: 002YR-24HR
Filename: C:\USERS\GAITHERT\DESKTOP\WORK\SANCTUARY\ICPR\002YR-24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 30.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.000
Group Run
--------------- -----
BASE Yes
------------------------------------------------------------------------------------------
----------
Name: 010YR-24HR Hydrology Sim: 010YR-24HR
Filename: C:\USERS\GAITHERT\DESKTOP\WORK\SANCTUARY\ICPR\010YR-24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
11/16/20
Start Time(hrs): 0.000 End Time(hrs): 30.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.000
Group Run
--------------- -----
BASE Yes
------------------------------------------------------------------------------------------
----------
Name: 100YR-24HR Hydrology Sim: 100YR-24HR
Filename: C:\USERS\GAITHERT\DESKTOP\WORK\SANCTUARY\ICPR\100YR-24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 30.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.000
Group Run
--------------- -----
BASE Yes
11/16/20
WATERFRONT OF WEST CLAY - W160409
REVISED DETENTION CALCULATIONS ICPR
BASIN REPORT
Simulation Basin Group Time Max Flow Max Volume Volume
hrs cfs in ft3
--------------------------------------------------------------------------------------
002YR-24HR OFFSITE E POND BASE 12.13 2.01 0.675 7751
010YR-24HR OFFSITE E POND BASE 12.13 4.72 1.456 16723
100YR-24HR OFFSITE E POND BASE 12.09 8.87 2.660 30546
002YR-24HR POND EAST BASE 12.18 54.75 1.021 228724
010YR-24HR POND EAST BASE 12.18 108.59 1.959 438661
100YR-24HR POND EAST BASE 12.18 184.74 3.318 742956
002YR-24HR POND WEST BASE 12.17 48.42 1.021 193406
010YR-24HR POND WEST BASE 12.17 95.65 1.959 370927
100YR-24HR POND WEST BASE 12.17 162.32 3.318 628235
11/16/20
WATERFRONT OF WEST CLAY - W160409
REVISED DETENTION CALCULATIONS ICPR
NODE REPORT
Max Warning Max Delta Max Surf Max Max
Name Simulation Stage Stage Stage Area Inflow Outflow
ft ft ft ft2 cfs cfs
------------------------------------------------------------------------------------------
OUT EAST 002YR-24HR 881.50 881.50 0.0000 0 1.93 0.00
OUT EAST 010YR-24HR 881.50 881.50 0.0000 0 3.56 0.00
OUT EAST 100YR-24HR 881.50 881.50 0.0000 0 4.20 0.00
OUT WEST 002YR-24HR 874.36 874.36 0.0000 0 2.66 0.00
OUT WEST 010YR-24HR 874.36 874.36 0.0000 0 3.66 0.00
OUT WEST 100YR-24HR 874.36 874.36 0.0000 0 4.49 0.00
POND EAST 002YR-24HR 899.05 899.30 0.0030 764926 55.93 1.93
POND EAST 010YR-24HR 899.25 899.30 0.0030 771055 112.01 3.56
POND EAST 100YR-24HR 899.60 899.30 0.0031 781829 191.60 4.20
POND WEST 002YR-24HR 899.16 899.40 0.0050 406481 48.30 2.66
POND WEST 010YR-24HR 899.48 899.40 0.0049 412841 95.54 3.66
POND WEST 100YR-24HR 899.98 899.40 0.0050 422893 161.95 4.49
11/16/20
WATERFRONT OF WEST CLAY - W160409
REVISED DETENTION CALCULATIONS ICPR
LINK REPORT
Max Max Max Max
Name Simulation Flow Delta Q US Stage DS Stage
cfs cfs ft ft
-----------------------------------------------------------------------
EX EAST WEIR 002YR-24HR 0.00 0.000 0.00 0.00
EX EAST WEIR 010YR-24HR 0.00 0.000 0.00 0.00
EX EAST WEIR 100YR-24HR 0.00 0.000 0.00 0.00
EX WEST WEIR 002YR-24HR 0.00 0.000 0.00 0.00
EX WEST WEIR 010YR-24HR 0.00 0.000 0.00 0.00
EX WEST WEIR 100YR-24HR 0.00 0.000 0.00 0.00
OUT EAST 002YR-24HR 1.93 0.022 899.05 881.50
OUT EAST 010YR-24HR 3.56 0.033 899.25 881.50
OUT EAST 100YR-24HR 4.20 0.046 899.60 881.50
OUT WEST 002YR-24HR 2.66 0.043 899.16 874.36
OUT WEST 010YR-24HR 3.66 0.064 899.48 874.36
OUT WEST 100YR-24HR 4.49 0.069 899.98 874.36
11/16/20
Weir Location Depth, d (ft) Bottom Width, b (ft) n Slope, S (ft/ft) Side Slope, y (H:V) Area, A (ft 2) Wetted Perimeter, Pw (ft) Hydraulic Radius, R (ft) Velocity, V (ft/s) Max. Discharge, Q (cfs) 1.25*MaxPond Inflow (cfs) CapacityCheckEAST POND 0.40 282.0 0.030 0.0200 4 113.44 285.30 0.40 3.80 240.21 239.50 OKWEST POND 1.00 61.0 0.030 0.0200 4 65.00 69.25 0.94 6.73 205.39 202.44 OKEmergency OverflowWeir CalculationsProject:Date:Job No.:Checked By:Prepared By:Waterfront of West Clay5/7/2018W16-0409AESTPG11/16/20
WEIHE weihe.net
Indianapolis, Indiana 46280
10505 N. College Avenue
317 | 846 - 6611E N G I N E E R S
DETAIL EXHIBIT
11/16/20
PIPE SIZING
CALCULATIONS
11/16/20
51
52
53
67
68
BLOCK "D"BLOCK "C"EXISTING POND
NP = 898.83
100 YR = 899.60
2YR =899.05
10YR = 899.25
TOP OF BANK = 900.1
SPILLWAY = 899.7
EXISTING POND
NP = 898.83
100 YR = 899.60
2YR =899.05
10YR = 899.25
TOP OF BANK = 900.1
SPILLWAY = 899.7
FIGURE 3.1EXISTING CONDITIONS EXHIBITDate: May 7, 2018WEIHEweihe.netIndianapolis, Indiana 4628010505 N. College Avenue317 | 846 - 6611 E N G I N E E R SWATERFRONT OF WEST CLAYSECTION 5ACARMEL, IN11/16/20
121st STREETONLYWEST ROAD
FM FM FMFMFM FM FM FM FM FM FM FM FM FM FMFM FM FM FM FM FM FME(A)E(A)E(A) E(A) E(A) E(A)E(A) E(A) E(A) E(A) E(A) E(A) E(A)E(A)E(A) E(A)E(A) E(A)E(A) E(A)E(A)80797877T(U)T(U) T(U) T(U) T(U) T(U) T(U)T(U) T(U)T(U)T(U) T(U) T(U) T(U)T(U)T(U) T(U)T(U) T(U)T(U) T(U) T(U) T(U) T(U) T(U)T(U)T(U)T(U)T(U) T(U)T(U) T(U) T(U)T(U)T(U) T(U)T(U)T(U)159160 161162 163164165 166 167 179180 18117818218318416849505152536768 69 70 71 72156157158 **BLOCK "B"BLOCK "D"
BLOCK "A"
BLOCK "C"EXISTING PONDNP = 898.83100 YR = 899.602YR =899.0510YR = 899.25TOP OF BANK = 900.1SPILLWAY = 899.7271.77 AC.300.44 AC.310.37 AC.66 6564 6362 616059585756 5554***30072.84 AC.30031.17 AC.30040.47 AC.30050.89 AC.30061.51 AC.30080.07 AC.391.21 AC.400.83 AC.410.63 AC.30020.61 AC. EXISTING PONDNP = 898.83100 YR = 899.602YR =899.0510YR = 899.25TOP OF BANK = 900.1SPILLWAY = 899.730100.83 AC.30110.51 AC.FIGURE 3.2 STORM INLET BASIN MAPDate: July 25, 2018WEIHEweihe.netIndianapolis, Indiana 4628010505 N. College Avenue317 | 846 - 6611 E N G I N E E R SWATERFRONT OF WEST CLAYSECTION 5ACARMEL, IN11/16/20
Project:
Date:
Job No.:
Checked By:
Prepared By:
Typical Driveway (Ld, Wd) 29 16
Street Width, B-B (Wst) 30
Sidewalk Width (Wsw) 5
Walking Path Width (Wwp) 8
Str. # Total Pad Number Street Sidewalk Walking Total Impervious Total Pervious Composite
Drainage Area, of Length Length Path Length Area Area "c" Value
Area, At Apad Driveways Lst Lsw Lwp Aimp Aper
(acre) (sq. ft.) (ft) (ft) (ft) (acre) (acre) Cw
27 1.77 27600 10 826 0 1.17 0.60 0.63
31 0.37 3000 1 308 264 0 0.22 0.15 0.58
30 0.44 7720 2 262 242 0 0.32 0.12 0.67
3004 0.47 9725 0 0 0 0 0.22 0.25 0.51
3005 0.89 13100 0 0 0 0 0.30 0.58 0.42
3006 1.51 20010 6 585 0 0.85 0.66 0.57
3007 2.84 18880 0 0 0 0 0.43 2.40 0.30
3008 0.07 1400 0 0 0 0 0.03 0.04 0.48
3010 0.83 12520 4 323 349 0 0.48 0.35 0.61
3011 0.51 5640 2 323 297 0 0.30 0.21 0.63
AES
TPG
Composite "c"
Value Calculations
Sanctuary Sect 5A
7/25/2018
W16-0409
11/16/20
Shallow Conc Flow Travel Time:Channel Flow Travel Time:Short Grass 0.15Grass 0.03Dense Grass 0.24Concrete 0.015Shallow Conc Flow (Unpaved):Pavement 0.011 Rip‐Rap 0.035Shallow Conc Flow (Paved):2 Yr, 24 Hr Rainfall=2.66Overland Flow Travel Time:Tc minimum= 5Paved Gutter & Channel FlowTcBasin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len APwr S n Vel T_t(ft)% (min)(ft)% (min)(ft)% P or U (ft/s)(min)(ft)(sf)(ft)(ft)% (ft/s)(min)(min)2776 1.70 0.24 13 0 4290.60 P 1.575 0 18.031 70 1.00 0.24 16 0 141 1.10 p 2.13 1 0 16.630 74 1.00 0.24 16 0 146 1.10 P 2.13 1 0 17.43004 80 1.00 0.24 17 0 112 1.00 U 1.61 1 0 18.43005 80 1.00 0.24 17 0 156 1.30 U 1.84 1 0 18.73006 81 1.00 0.24 17 0 315 0.70 P 1.70 3 0 20.5300776 1.00 0.24 17 0 3391.10 U 1.69 3 0 19.93008 61 1.00 0.24 14 0 0 0.00 P 0.00 0 0 13.93010 80 1.00 0.24 17 0 178 1.18 P 2.21 1 0 18.63011 72 1.00 0.24 16 0 168 1.18 P 2.21 1 0 17.1Channel Flow Overland Flow Channel FlowMannings Values (n)Overland Flow Overland Flow Shallow Conc. Flow Sanctuary Sect 5A7/25/2018W16-0409AESTPGTime of ConcentrationCalculationsPrepared By:Checked By:Job No.:Date:Project:11/16/20
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Project:Date:Job No.:Checked By:Prepared By:Min. Travel Lane Required = 10 ftStreet Width = 30 ftTotal Flow, % Net Flow, Longitudinal Cross Slope, Manning's Depth at Gutter Spread, Min. Clear TravelQ Flow Flow Qnet Slope, S Sx Coefficient, Casting, D GS Lane WidthStr. # (cfs) Direction (%) (cfs) (%) (%) N (ft) (ft) (ft)Left 60 0.79 1.10 2.08 0.013 0.12 5.86Right 40 0.52 0.77 2.08 0.013 0.11 5.38Left 30 0.29 0.77 2.08 0.013 0.09 4.32Right 70 0.68 1.10 2.08 0.013 0.12 5.55Left 50 1.05 0.68 2.08 0.013 0.15 7.15Right 50 1.05 0.88 2.08 0.013 0.14 6.81Left 50 0.70 0.88 2.08 0.013 0.12 5.84Right 50 0.70 0.68 2.08 0.013 0.13 6.133010 2.1012.73011 1.39AESTPG30 1.3114.631 0.97Gutter Spread Calculations Sanctuary Sect 5A7/25/2018W16-040911/16/20
Project:Date:Job No.:Checked By:Prepared By:SingleDouble Weir Flow (d<0.3')1.42.8 Orifice Flow (d>0.4')4.69.20.71.4 Gutter Spread3.454.60.1 Min. Travel Lane Required = 10 ft2.00 Street Width = 30 ftFlow, Depth Depth Street Cross Gutter Spread, Gutter Spread, Clear TravelQ # of Weir, d Orifice, d Slope, Sx GS (weir) GS (orifice) Lane Width Inlet TypeStr. # (cfs) Inlets (ft) (ft) (%) (ft) (ft) (ft) (single/double)30 1.31 1 0.25 0.15 2.08 9.31 4.23 SINGLE INLET31 0.97 1 0.21 0.08 2.08 7.11 1.05 SINGLE INLET3010 2.10 2 0.29 0.09 2.08 10.90 1.72 DOUBLE INLET3011 1.39 2 0.22 0.04 2.08 7.60 0.00 DOUBLE INLET11.513.6Casting Length, Cl (ft) = Casting Depth, Cd (ft) = P, 50% Clogged (ft) = A, 50% Clogged (ft 2) = Weir Perimeter, P (ft) = Open Area, A (ft 2) = Neenah R‐3501‐TR or TL Sanctuary Sect 5AW16-0409AESTPG7/25/2018Curb InletCapacity Calculations11/16/20
Project:
Date:
Job No:
Checked By: AES
Prepared By: TPG
Basin Q, (CFS) Area (Ac.) C-Value Tc (Min.) Intensity
3006 5.11 1.51 0.57 20.5 5.93 Duration Intensity
3005 2.31 0.89 0.42 18.7 6.19 5 9.12
3004 1.50 0.47 0.51 18.4 6.24 10 7.78
FUT 5.24 2.91 0.30 19.9 6.01 15 6.77
20 5.99
27 7.03 1.77 0.63 18.0 6.30 30 4.84
30 1.96 0.51 0.60 17.4 6.40
31 1.44 0.41 0.54 16.6 6.52
Rational Method Flow
Calculations
Waterfront Sect 5A
August 7, 2017
W16-0409
City of Carmel IDF Curve
100-Year Flow
11/16/20
Project:
Date:
Job No:
Checked By: AES
Prepared By: TPG
Cd = 0.8 for broad crested weir
Inlet Peak Q, (CFS)Drainage Area
(Ac.)
Total 100-yr
flow Total Area Weir
Elevation Width of Weir Normal Depth Max Overflow
Ponding Elevation
904.3 SY 109/136
1.77 7.03 1.77 903.20 5.00 0.5 903.7 FY 103/10527
3004 1.50
30 1.96
31 1.44
7.03
903.90 5.00 0.4
Waterfront Sect 5A
August 7, 2017
W16-0409
D = (3/2)*((Q)/(Cd*SQRT(2*g)*W)))^(2/3)
Flood Routing Calculations
100-Year
Normal Depth
0.41
1.50 0.47 0.47
0.51
4.90 1.39
SY 110/111905.50 5.00 0.2 905.7
11/16/20
APPENDIX
Schneider - Master Drainage Plan
February 11, 2004
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APPENDIX
Paul I. Cripe, Inc. - Revised Drainage Plan
July 31, 2006
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