Astral of Franklin

Astral of Franklin 3900 North Morton Street

Franklin, Indiana

Drainage Report

Prepared For: Sterling Development, LLC

3900 Edison Lakes Parkway, Suite 201

Mishawaka, IN 46545

Prepared By: Kimley-Horn and Associates, Inc.

250 East 96th Street, Suite 580

Indianapolis, IN 46240

Phone: (317) 218-9560

Original September 10, 200

Astral of Franklin – Franklin, Indiana

Table of Contents

1.0. Project Summary .......................................................................................... 3

2.0. Introduction .................................................................................................. 3

3.0. Existing Conditions ........................................................................................ 3

4.0. Proposed Conditions ..................................................................................... 4

5.0 Appendices ................................................................................................... 6

Appendix A: Aerial Photograph .................................................................................................................. 7

Appendix B: FEMA Flood Insurance Rate Map ........................................................................................... 9

Appendix C: Soil Map ............................................................................................................................... 10

Appendix D: Existing Conditions Map ....................................................................................................... 11

Appendix E: Proposed Drainage Map ...................................................................................................... 12

Appendix F: Detention Basin Calculations ............................................................................................... 13

Appendix G: Storm Sewer Design Calculations......................................................................................... 14

Appendix H: Stormwater Quality Calculations ......................................................................................... 15

Astral of Franklin - Franklin, Indiana

1.0. Project Summary

Project Name: Project Ariana

Location: 3900 North Morton Street, Franklin, Johnson County, Indiana

Type: Drainage Report

Reviewing Agency: City of Franklin

Detention Policy: City of Franklin

Water Quality: City of Franklin

Storm Sewer Modeling: Rational Method

Design:

Water Quality: Wet Detention Basin

Receiving Body: The proposed detention basin outlet structure will convey stormwater to an existing storm sewer in the public right of way to the northwest of the site.

2.0. Introduction

Kimley-Horn and Associates, Inc. has been retained by Sterling Development, LLC to prepare construction documents and provide civil engineering services for the proposed Astral of Franklin (Project). The Project includes the development of approximately 8.9 acres at the southwest corner of Morton Street and Paul Hand Boulevard in Franklin, Indiana. The project includes the construction of an approximately 150,000 SF senior living facility with associated drives and parking. The project also includes the extension of Nicole Drive from its existing end point in the Knollwood Farms subdivision to Morton Street. The extension will be dedicated as public right of way and connect to Morton Street at the existing intersection with Paul Hand Boulevard. Utility services will be brought from existing infrastructure to the north of the site or the Morton Street right of way. Stormwater detention and quality measures will be provided in the form of a wet detention pond at the northwest corner of the site.

This Drainage Report focuses on the existing and proposed conditions onsite and provides supporting calculations for storm sewer, detention basin, and stormwater quality best management practice (BMP) sizing based on the City of Franklin Stormwater Management Ordinance.

3.0. Existing Conditions

The existing site is currently undeveloped and is used for agricultural purposes. The adjacent property to the south is similar in nature. The property is bordered by single family residences along the north and west property lines. Morton Street (US 31) borders the east property line. The site currently drains in two directions. The majority of the site drains to the northwest corner of the property where it spills into the Knollwood Farms storm infrastructure or infiltrates. The remainder of the site drains to the existing ditch along Morton Street. Refer to Appendix D for the Existing Drainage Map.


Aerial Photograph

An aerial photograph of the Project Site has been included in Appendix A for reference.

FEMA

The Project Site is located on the Flood Insurance Rate Map number 18081C0137D and resides within Zone “X”, indicating it lies outside of the 500-year flood limits. See Appendix B for the FEMA FIRMette.

Soil Characteristics

The Natural Resources Conservation Service (NRCS) Web Soil Survey of Johnson County, Indiana, indicates Brookston silty clay loam and Crosby silt loam on site. A soil map can be found in Appendix C.

4.0. Proposed Conditions

General Storm Routing & Provided Detention

The proposed building and associated parking lot and access drives will be constructed on the 8.9 acre property. A wet detention pond will be designed to provide adequate detention for the developed site and the proposed extension of Nicole Drive. The proposed wet detention pond will be located at the northwest corner of the property, south of the Nicole Drive Extension. The ultimate outfall point for the pond will be located in the northwest corner of the pond. The outfall will route discharge from the pond to the existing storm infrastructure in the public right of way of Nicole Drive. Proposed storm sewers have been designed to collect surface and roof runoff and route it to the pond. A culvert will be provided under Nicole Drive in order to maintain the existing drainage patterns of the roadside ditch along Morton Street. Refer to Appendix E for the Proposed Drainage Map.

Proposed Hydrology

The software package HydroCAD was used to size the proposed wet detention pond for the project. HydroCAD utilizes areas, runoff curve numbers, times of concentration and rainfall data to calculate runoff hydrographs. Per the City of Franklin Stormwater Management Ordinance, proposed detention basins are required to be sized to limit discharges to 0.1 cfs / acre and 0.3 cfs / acre for the 10yr-24hr and 100yr-24hr storm events, respectively. Based on the project area, the allowable release rates from the proposed detention basin are 0.55 cfs and 1.78 cfs, respectively. The proposed detention pond for this project has been sized to provide detention for 5.94 acres of the project site. The remainder of the site will see little to no disturbance and will maintain its existing drainage pattern. A curve number of 89 was calculated for the developed site.

The normal pool of the pond was set to ensure positive drainage to the outfall invert at the existing storm structure. The release rate from the pond will be controlled by two orifices. The invert of the first orifice will be set at the normal pool elevation of 783.60 and have a 4” diameter. The invert of the second orifice will be set at 785.45 and have an 8” diameter. The table below summarizes the water surface elevations and release rates for the pond. Refer to Appendix F for detailed HydroCAD calculations.


Pond 10-YR Release Rate (cfs)

100-YR Releaser Rate (cfs)

Allowable Release Rate (cfs)

100-YR Water Surface Elevation

Pond 0.55 1.76 1.76 786.21

The emergency overflow weir was designed using 1.25 times the maximum flow into the pond. As seen in Appendix F of this report, the peak flow into the pond is 38.9 CFS resulting in the design flow rate for the overflow weir to be 48.6 cfs. A 100-ft wide trapezoidal weir and 1.1’ height was modeled with a 4:1 side slope on both sides. The spillway is designed to be set at the 100 YR HWL elevation of 786.21. The resulting maximum overflow elevation is 786.51. The top of bank is set at 787.30, which provides nearly a foot of freeboard. All building foundations are set to a minimum 2.0-ft above the overflow elevation. Weir calculations can be found shown in Appendix F.

Proposed Hydraulics

The proposed storm sewer conveyance system was designed to meet the City requirements using HydraFlow Storm Sewer Extensions, Version 2020. The HGL of the 10-yr storm was kept below the proposed rim elevations of each structure. Rainfall intensities and ‘c’ values were taken from the City of Franklin Stormwater Management Ordinance were inputted into the model. The storm sewers were designed to maintain a minimum full flow velocity of 2.5 ft/s.

A Storm Sewer Drainage Area Map has been provided in Appendix E and the output solution from the Hydraflow Analysis and inlet capacity calculations are provided in Appendix G.

Stormwater Quality

Stormwater quality treatment for the project site will be accomplished by routing onsite flow through the proposed detention pond. According to the City of Franklin Subdivsions Standards, “The developer shall be required to provide a water quality detention system that is designed to detain, for over 24 hours after peak run-off from a 24-hour storm, at least 20% of the run-off from either a 1-1/4 inch storm or ½ inch of direct runoff, whichever is greater.” With this condition, it is required that the pond have a water quality design volume of 2,156 cubic-feet. It was determined that the provided stormwater quality volume is 22,271 cubic-feet. Refer to Appendix H for detailed calculations.


5.0 Appendices


Appendix A: Aerial Photograph


Project Site


Appendix B: FEMA Flood Insurance Rate Map

USGS The National Map: Orthoimagery. Data refreshed April 2020

National Flood Hazard Layer FIRMette

0 500 1,000 1,500 2,000250Feet

Ü

SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT

SPECIAL FLOODHAZARD AREAS

Without Base Flood Elevation (BFE)Zone A, V, A99

With BFE or DepthZone AE, AO, AH, VE, AR

Regulatory Floodway

0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X

Future Conditions 1% AnnualChance Flood HazardZone X

Area with Reduced Flood Risk due toLevee. See Notes.Zone X

Area with Flood Risk due to LeveeZone D

NO SCREENArea of Minimal Flood HazardZone X

Area of Undetermined Flood HazardZone D

Channel, Culvert, or Storm Sewer

Levee, Dike, or Floodwall

Cross Sections with 1% Annual Chance17.5 Water Surface Elevation

Coastal Transect

Coastal Transect BaselineProfile BaselineHydrographic Feature

Base Flood Elevation Line (BFE)

Effective LOMRs

Limit of StudyJurisdiction Boundary

Digital Data Available

No Digital Data Available

Unmapped

This map complies with FEMA's standards for the use ofdigital flood maps if it is not void as described below.The basemap shown complies with FEMA's basemapaccuracy standards

The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 8/24/2020 at 9:14 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.

This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes.

Legend

OTHER AREAS OFFLOOD HAZARD

OTHER AREAS

GENERALSTRUCTURES

OTHERFEATURES

MAP PANELS

8

B20.2

The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location.

1:6,000

86°5'13"W 39°32'15"N

86°4'36"W 39°31'48"N

Astral of Franklin - Franklin, Indiana Page 10

Appendix C: Soil Map

Hydrologic Soil Group—Johnson County, Indiana

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

7/6/2020Page 1 of 4

4376

310

4376

350

4376

390

4376

430

4376

470

4376

510

4376

550

4376

590

4376

310

4376

350

4376

390

4376

430

4376

470

4376

510

4376

550

4376

590

578830 578870 578910 578950 578990 579030

578830 578870 578910 578950 578990 579030

39° 32' 7'' N86

° 4

' 58'

' W39° 32' 7'' N

86° 4

' 48'

' W

39° 31' 57'' N

86° 4

' 58'

' W

39° 31' 57'' N

86° 4

' 48'

' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS840 50 100 200 300

Feet0 20 40 80 120

MetersMap Scale: 1:1,560 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Rating Polygons

A

A/D

B

B/D

C

C/D

D

Not rated or not available

Soil Rating LinesA

A/D

B

B/D

C

C/D

D


Soil Rating PointsA

A/D

B

B/D

C

C/D

D


Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial 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 ServiceWeb 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: Johnson County, IndianaSurvey Area Data: Version 28, Jun 4, 2020

Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Sep 24, 2014—Mar 20, 2017

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.




7/6/2020Page 2 of 4

Hydrologic Soil Group

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

Br Brookston silty clay loam, 0 to 2 percent slopes

B/D 2.8 29.7%

CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes

C/D 6.0 62.6%

YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes

B/D 0.1 1.2%

YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes

C/D 0.6 6.6%

Totals for Area of Interest 9.6 100.0%




7/6/2020Page 3 of 4

Description

Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options

Aggregation Method: Dominant Condition

Component Percent Cutoff: None Specified

Tie-break Rule: Higher




7/6/2020Page 4 of 4


Appendix D: Existing Conditions Map

Sanitary Manholes

Appear to be Buried.

Located Signs Marking

Manhole Locations &

Unable to Open (Typical)

XX

XX

XX

XX

X

X

X

X

X

U

S

3

1

(

M

O

R

T

O

N

S

T

)

(

P

U

B

L

I

C

R

O

W

)

LOT 240

LOT 239

AT THE NW CORNER

OF S34,T13N,R4E

REBAR FOUND 1/2" BG

5/8" REBAR FOUND FLUSH

REBAR FOUND

FLUSH BENT

16

N88°40'43"E 412.25'

S

1

6

°

2

5

'2

0

"

E

6

8

8

.8

6

'

N88°40'43"E 412.25'

S

1

6

°

2

5

'2

0

"

E

6

8

8

.8

6

'

KNOLLWOOD FARMS

SECOND SECTION

PART A

RECORD 92014569

UNIVERSAL PROPERTIES LLC

INSTR. 2009-024441

8.895± ACRES

REBAR FOUND BENT

3" A.G. 0.5'S & 0.6'W OF

CALCULATED CORNER

US 31 RIGHT OF WAY

PER STATE HIGHWAY PLANS

PROJECT NO 9(4) (1446)

ASPHALT

XX

X

X

XX

X

X

X

X

X

S

S

IE=772.36(8"PVC W)

IE=772.31(8"PVC E)

INLET RIM=785.02

(DEBRIS FILLED)

INLET RIM=785.92

IE=783.07(12"RCP S)

INLET RIM=786.04

IE=783.14(8"RCP S)

IE=783.09(12"RCP N)

NICOLE ROAD

FRANKLIN LAND LLC &

PADANILAM LLC & EAW LLC

NORTH LINE, NW 1/4, S

34,T13N,R4E

S

7

3

°

3

4

'4

0

"

W

5

5

3

.9

4

'

N0

0°1

2'5

4"W

8

19

.0

3'

S

7

3

°

3

4

'4

0

"

W

5

5

3

.9

4

'

N0

0°1

2'5

4"W

8

19

.0

3'

LOT 238

LOT 233

LOT 232

LOT 229

W

IE=788.2 (18"CMP)

IE=788.5 (18"CMP)

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

HE

SS

SS

SS

SS

TV

IE=786.8 (12"RCP)

7

9

0

7

8

7

788

7

8

9

7

9

1

7

9

2

7

8

8

7

8

8

7

8

9

7

9

0

7

8

8

789

7

8

7

7

8

8

7

9

0

7

8

8

7

8

9

7

9

1

7

9

2

7

9

2

7

9

07

9

1

9/10/2020

D-1

SHEET NUMBER

AS

TR

AL O

F F

RA

NK

LIN

FR

AN

KLIN

, IN

DE

TE

NT

IO

N B

AS

IN

M

AP

©

NORTH


Appendix E: Proposed Drainage Map

Sanitary Manholes



Manhole Locations &


XX

XX

XX

XX

X

X

X

X

X

U

S

3

1

(

M

O

R

T

O

N

S

T

)

(

P

U

B

L

I

C

R

O

W

)

LOT 240

LOT 239

AT THE NW CORNER

OF S34,T13N,R4E

REBAR FOUND 1/2" BG


REBAR FOUND

FLUSH BENT

16

N88°40'43"E 322.23'

S

1

6

°

2

5

'2

0

"

E

6

8

8

.8

6

'

S

1

6

°

2

5

'2

0

"

E

6

8

8

.8

6

'

KNOLLWOOD FARMS

SECOND SECTION

PART A

RECORD 92014569

US 31 RIGHT OF WAY


ASPHALT

X

X

X

XX

X

X

X

X

X

S

S

IE=772.36(8"PVC W)

IE=772.31(8"PVC E)

INLET RIM=785.02

(DEBRIS FILLED)

INLET RIM=785.92

IE=783.07(12"RCP S)

INLET RIM=786.04

IE=783.14(8"RCP S)

IE=783.09(12"RCP N)

NICOLE ROAD


34,T13N,R4E

N0

0°1

2'5

4"W

8

19

.0

3'

S

7

3

°

3

4

'4

0

"

W

9

2

.6

8

'

N0

0°1

2'5

4"W

8

19

.0

3'

LOT 238

LOT 233

LOT 232

LOT 229

W

IE=788.2 (18"CMP)

IE=788.5 (18"CMP)

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

HE

SS

SS

SS

SS

TV

IE=786.8 (12"RCP)

7

9

0

7

8

7

788

7

8

9

7

9

1

7

9

2

7

8

8

7

8

8

7

8

9

7

9

0

7

8

8

789

7

8

7

7

8

8

7

9

0

7

8

8

7

8

9

7

9

1

7

9

2

7

9

2

7

9

07

9

1

S

7

3

°

3

4

'4

0

"

W

4

6

1

.2

6

'

N88°40'43"E 90.02'

NICOLE DRIVE

9/10/2020

E-1

SHEET NUMBER

AS

TR

AL O

F F

RA

NK

LIN

FR

AN

KLIN

, IN

DE

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AS

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©

NORTH


Appendix F: Detention Basin Calculations

1S

Proposed

2P

Pond

Routing Diagram for DetentionPrepared by Kimley-Horn and Associates, Printed 9/10/2020

HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC

Subcat Reach Pond Link

Detention Printed 9/7/2020Prepared by Kimley-Horn and Associates

Page 2HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC

Area Listing (all nodes)

Area

(acres)

CN Description

(subcatchment-numbers)

3.830 98 (1S)

2.110 74 >75% Grass cover, Good, HSG C (1S)

5.940 89 TOTAL AREA

Type II 24-hr 10-YR, 24-HR Rainfall=4.06"Detention Printed 9/7/2020Prepared by Kimley-Horn and Associates


Summary for Subcatchment 1S: Proposed

Runoff = 25.13 cfs @ 12.01 hrs, Volume= 1.425 af, Depth= 2.88"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrsType II 24-hr 10-YR, 24-HR Rainfall=4.06"

Area (ac) CN Description* 3.830 98

2.110 74 >75% Grass cover, Good, HSG C5.940 89 Weighted Average2.110 35.52% Pervious Area3.830 64.48% Impervious Area

Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry,

Subcatchment 1S: Proposed

Runoff

Hydrograph

Time (hours)3635343332313029282726252423222120191817161514131211109876543210

Flo

w

(cfs

)

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Type II 24-hr10-YR

24-HR Rainfall=4.06"Runoff Area=5.940 ac

Runoff Volume=1.425 afRunoff Depth=2.88"

Tc=10.0 minCN=89

25.13 cfs



Summary for Pond 2P: Pond

Inflow Area = 5.940 ac, 64.48% Impervious, Inflow Depth = 2.88" for 10-YR, 24-HR eventInflow = 25.13 cfs @ 12.01 hrs, Volume= 1.425 afOutflow = 0.55 cfs @ 15.96 hrs, Volume= 0.980 af, Atten= 98%, Lag= 236.9 minPrimary = 0.55 cfs @ 15.96 hrs, Volume= 0.980 af

Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrsPeak Elev= 785.46' @ 15.96 hrs Surf.Area= 25,064 sf Storage= 43,383 cf

Plug-Flow detention time= 672.9 min calculated for 0.980 af (69% of inflow)Center-of-Mass det. time= 574.3 min ( 1,376.8 - 802.5 )

Volume Invert Avail.Storage Storage Description#1 783.60' 101,304 cf Custom Stage Data (Prismatic) Listed below (Recalc)

Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)

783.60 21,516 0 0787.60 29,136 101,304 101,304

Device Routing Invert Outlet Devices#1 Primary 783.60' 4.0" Vert. Orifice/Grate C= 0.600 #2 Primary 785.45' 8.0" Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=0.55 cfs @ 15.96 hrs HW=785.46' (Free Discharge)1=Orifice/Grate (Orifice Controls 0.55 cfs @ 6.27 fps)2=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.38 fps)



Pond 2P: Pond

InflowPrimary

Hydrograph

Time (hours)3635343332313029282726252423222120191817161514131211109876543210

Flo

w

(cfs

)

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Inflow Area=5.940 acPeak Elev=785.46'Storage=43,383 cf

25.13 cfs

0.55 cfs





Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrsType II 24-hr 100-YR, 24-HR Rainfall=5.83"





Runoff

Hydrograph

Time (hours)3635343332313029282726252423222120191817161514131211109876543210

Flo

w

(cfs

)

42

40

3836

34

3230

28

2624

2220

18

1614

12

108

6

42

0

Type II 24-hr100-YR



Tc=10.0 minCN=89

38.90 cfs



Summary for Pond 2P: Pond

Inflow Area = 5.940 ac, 64.48% Impervious, Inflow Depth = 4.57" for 100-YR, 24-HR eventInflow = 38.90 cfs @ 12.01 hrs, Volume= 2.263 afOutflow = 1.76 cfs @ 13.44 hrs, Volume= 1.687 af, Atten= 95%, Lag= 86.0 minPrimary = 1.76 cfs @ 13.44 hrs, Volume= 1.687 af

Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrsPeak Elev= 786.21' @ 13.44 hrs Surf.Area= 26,493 sf Storage= 62,720 cf

Plug-Flow detention time= 523.5 min calculated for 1.687 af (75% of inflow)Center-of-Mass det. time= 433.7 min ( 1,223.3 - 789.6 )

Volume Invert Avail.Storage Storage Description#1 783.60' 101,304 cf Custom Stage Data (Prismatic) Listed below (Recalc)

Elevation Surf.Area Inc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet)

783.60 21,516 0 0787.60 29,136 101,304 101,304

Device Routing Invert Outlet Devices#1 Primary 783.60' 4.0" Vert. Orifice/Grate C= 0.600 #2 Primary 785.45' 8.0" Vert. Orifice/Grate C= 0.600

Primary OutFlow Max=1.76 cfs @ 13.44 hrs HW=786.21' (Free Discharge)1=Orifice/Grate (Orifice Controls 0.66 cfs @ 7.53 fps)2=Orifice/Grate (Orifice Controls 1.10 cfs @ 3.16 fps)



Pond 2P: Pond

InflowPrimary

Hydrograph

Time (hours)3635343332313029282726252423222120191817161514131211109876543210

Flo

w

(cfs

)

424038363432302826242220181614121086420

Inflow Area=5.940 acPeak Elev=786.21'Storage=62,720 cf

38.90 cfs

1.76 cfs

Description: Astral of Franklin - Franklin, INReviewing Entity:Job #:Date: 09/08/20

*Emergency spillway must carry the peak 100 yr flow rate to the pond

38.90 (From HydroCAD output)48.63

3.00

48.63100.00

0.30100 yr Flood Elev. = 786.21

786.21786.51787.30

*OVERFLOW SPILLWAY WIDTH OF 100 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE

170174001

Peak inflow to Pond125% of Peak inflow

Weir Formula→ Q=Cweir*(L)*H3/2

Cweir =

Q =L =H =

Spillway Elev. =Overflow Elev. =

Berm Elevation =

PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS

Job Information

City of Frnaklin


Appendix G: Storm Sewer Design Calculations

Sanitary Manholes



Manhole Locations &


XX

XX

XX

XX

X

X

X

X

X

U

S

3

1

(

M

O

R

T

O

N

S

T

)

(

P

U

B

L

I

C

R

O

W

)

LOT 240

LOT 239

AT THE NW CORNER

OF S34,T13N,R4E

REBAR FOUND 1/2" BG


REBAR FOUND

FLUSH BENT

16

N88°40'43"E 322.23'

S

1

6

°

2

5

'2

0

"

E

6

8

8

.8

6

'

S

1

6

°

2

5

'2

0

"

E

6

8

8

.8

6

'

KNOLLWOOD FARMS

SECOND SECTION

PART A

RECORD 92014569

UNIVERSAL PROPERTIES LLC

INSTR. 2009-024441

7.493± ACRES

US 31 RIGHT OF WAY


ASPHALT

X

X

X

XX

X

X

X

X

X

S

S

IE=772.36(8"PVC W)

IE=772.31(8"PVC E)

INLET RIM=785.02

(DEBRIS FILLED)

INLET RIM=785.92

IE=783.07(12"RCP S)

INLET RIM=786.04

IE=783.14(8"RCP S)

IE=783.09(12"RCP N)

NICOLE ROAD


34,T13N,R4E

N0

0°1

2'5

4"W

8

19

.0

3'

S

7

3

°

3

4

'4

0

"

W

9

2

.6

8

'

N0

0°1

2'5

4"W

8

19

.0

3'

LOT 238

LOT 233

LOT 232

LOT 229

W

IE=788.2 (18"CMP)

IE=788.5 (18"CMP)

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

H

E

O

HE

SS

SS

SS

SS

TV

IE=786.8 (12"RCP)

S

7

3

°

3

4

'4

0

"

W

4

6

1

.2

6

'

N88°40'43"E 90.02'

NICOLE DRIVE

9/10/2020

G-1

SHEET NUMBER

AS

TR

AL O

F F

RA

NK

LIN

FR

AN

KLIN

, IN

CA

TC

HM

EN

T A

RE

A M

AP

©

NORTH

PROJECT:

BY:

DATE:

Impervious Factor 0.85

Pervious Factor 0.21 area 0.11 area 0.08 area 0.06 area 0.57

pervious 0.00 pervious 0.00 pervious 0.00 pervious 0.57

impervious 0.11 impervious 0.08 impervious 0.06 impervious 0.00

Inputs coefficient 0.85 coefficient 0.85 coefficient 0.85 coefficient 0.21

Outputs Roof - Roof - Roof - Roof

area 0.25 area 0.26 area 0.46 area 0.40



coefficient 0.70 coefficient 0.70 coefficient 0.70 coefficient 0.71

Roof 0.05 Roof 0.06 Roof 0.12 Roof 0.13





Roof - Roof 0.17 Roof 0.16 Roof 0.13









area 0.14 area 0.35

pervious 0.03 pervious 0.29

impervious 0.11 impervious 0.06

coefficient 0.71 coefficient 0.32

Astral of Franklin

MJT

8-Sep-20

Catchment Area D4

Catchment Area D17

Catchment Area N8 Catchment Area N9 Catchment Area N10

Catchment Area D5 Catchment Area D7 Catchment Area D8

Catchment Area D12 Catchment Area D13Catchment Area D10 Catchment Area D11

Catchment Area D15 Catchment Area D16

Catchment Area N11

Catchment Area N12 Catchment Area D8A

Catchment Area D18

Catchment Area N2 Catchment Area N3 Catchment Area N4 Catchment Area N5

D12 0.7 7.27 79.2 0.67 0.34

6 1.02

D16

32.2 2.10 >

32.2 2.487.27 93.6 0.67 0.2

6

>D11 0.7

1.73

8-Sep-20

MJT

Astral of Franklin

INLET CALCULATION COMPUTATION

0.7 7.27 93.6 0.67 0.2

3.81

Date:

151.2 0.67 0.11

Designed By:

Project:

Location: Franklin, IN Storm Event: 10 Year

Depth of Water

over Grate (h)

(in)

Q Calculated

(cfs)

32.2

D5 0.85 7.27 151.2 0.67 0.08

Structure

No.

Runoff

Coefficient

( C )

Rainfall

Intensity

(i)

Clear Opening

Area (A) ( in2)

Orifice

Coefficient

( C )

Drainage

Area (ac)

2.10 > 0.37D7 0.85

6

32.2

6 32.2 4.00 > 0.49

Gravity (g)

(ft/s2)

Q Allowable

(cfs)

6 32.2 4.00

7.27 79.2 0.67 0.06 6

> 0.34D8 0.21 7.27 144 0.67 0.22

2.48 > 1.02D10

D15 0.74 7.27 79.2 0.67 0.06 6 32.2 2.10 > 0.32

> 1.39

D4 0.85 7.27

6 32.2

D13 0.71 7.27 79.2 0.67 0.27 6 32.2 2.10

> 0.68

0.66 7.27 79.2 0.67 0.34 6 32.2 2.10 > 1.63

ghCAQ 2=

Worksheet for Roadside DitchProject Description

Manning FormulaFriction Method

DischargeSolve For

Input Data

0.030Roughness Coefficient%0.250Channel Slopein15.0Normal DepthH:V10.000Left Side SlopeH:V3.000Right Side Slope

Results

cfs18.19Dischargeft²10.2Flow Areaft16.5Wetted Perimeterin7.4Hydraulic Radiusft16.25Top Widthin10.4Critical Depth%1.771Critical Slopeft/s1.79Velocityft0.05Velocity Headft1.30Specific Energy

0.399Froude NumberSubcriticalFlow Type

GVF Input Data

in0.0Downstream Depthft0.0Length

0Number Of Steps

GVF Output Data

in0.0Upstream DepthN/AProfile Description

ft0.00Profile Headlossft/s0.00Downstream Velocityft/s0.00Upstream Velocityin15.0Normal Depthin10.4Critical Depth%0.250Channel Slope%1.771Critical Slope

Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666

9/8/2020

FlowMaster[10.02.00.01]

Bentley Systems, Inc. Haestad Methods Solution CenterRoadside Ditch Capacity.fm8

Culvert ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Sep 8 2020

Nicole Drive Culvert

Invert Elev Dn (ft) = 786.50Pipe Length (ft) = 76.40Slope (%) = 0.65Invert Elev Up (ft) = 787.00Rise (in) = 18.0Shape = CircularSpan (in) = 18.0No. Barrels = 1n-Value = 0.013Culvert Type = Circular ConcreteCulvert Entrance = Groove end w/headwall (C)Coeff. K,M,c,Y,k = 0.0018, 2, 0.0292, 0.74, 0.2

EmbankmentTop Elevation (ft) = 791.70Top Width (ft) = 45.00Crest Width (ft) = 50.00

CalculationsQmin (cfs) = 18.20Qmax (cfs) = 18.20Tailwater Elev (ft) = (dc+D)/2

HighlightedQtotal (cfs) = 18.20Qpipe (cfs) = 18.20Qovertop (cfs) = 0.00Veloc Dn (ft/s) = 10.33Veloc Up (ft/s) = 10.30HGL Dn (ft) = 787.98HGL Up (ft) = 790.17Hw Elev (ft) = 791.20Hw/D (ft) = 2.80Flow Regime = Inlet Control


Appendix H: Stormwater Quality Calculations

Water Quality Summary*

Total Onsite Developed Area = 5.94 AC

Volume from 1.25-inch, 24-HR storm (See Appendix E) = 9,670 CF

20% of that value = 1,934 CF

0.5-inches of direct runoff: V = (5.94 AC) * (43,560 SF) * (0.5-in) * (1/12-inch) = 10,781 CF

20% of that value = 2,156 CF (Greater of two)

Water Quality Design Volume = 2,156 CF

Time of Peak Runoff = 14 Hours

24-HR after Peak Runoff = Hour 38 of simulation

Volume Stored at Hour 38 (See Appendix E) = 22,271 CF

The proposed site meets the water quality requirement.

Type II 24-hr 1SWQ, 24-HR Rainfall=1.25"Detention Printed 9/7/2020Prepared by Kimley-Horn and Associates




Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrsType II 24-hr 1SWQ, 24-HR Rainfall=1.25"





Runoff

Hydrograph

Time (hours)3635343332313029282726252423222120191817161514131211109876543210

Flo

w

(cfs

)

4

3

2

1

0

Type II 24-hr1SWQ



Tc=10.0 minCN=89

3.98 cfs


HydroCAD® 10.00-22 s/n 09843 © 2018 HydroCAD Software Solutions LLC

Hydrograph for Pond 2P: Pond

Time(hours)

Inflow(cfs)

Storage(cubic-feet)

Elevation(feet)

Primary(cfs)

0.00 0.00 0 783.60 0.001.00 0.00 0 783.60 0.002.00 0.00 0 783.60 0.003.00 0.00 0 783.60 0.004.00 0.02 8 783.60 0.005.00 0.08 180 783.61 0.006.00 0.16 612 783.63 0.007.00 0.25 1,330 783.66 0.018.00 0.34 2,329 783.71 0.039.00 0.57 3,767 783.77 0.07

10.00 0.81 5,820 783.87 0.1311.00 1.63 9,358 784.03 0.2112.00 38.76 37,107 785.21 0.5013.00 2.29 62,344 786.20 1.7414.00 1.33 62,280 786.20 1.7315.00 1.04 60,392 786.12 1.6316.00 0.81 58,094 786.04 1.4817.00 0.70 55,780 785.95 1.2918.00 0.62 53,808 785.87 1.1319.00 0.53 52,090 785.81 0.9820.00 0.45 50,536 785.75 0.8721.00 0.42 49,150 785.69 0.7722.00 0.41 47,992 785.65 0.7023.00 0.39 46,987 785.61 0.6524.00 0.37 46,082 785.57 0.6225.00 0.00 44,176 785.49 0.5626.00 0.00 42,205 785.42 0.5427.00 0.00 40,286 785.34 0.5328.00 0.00 38,412 785.26 0.5129.00 0.00 36,585 785.19 0.5030.00 0.00 34,805 785.12 0.4931.00 0.00 33,071 785.04 0.4832.00 0.00 31,385 784.97 0.4633.00 0.00 29,746 784.91 0.4534.00 0.00 28,154 784.84 0.4435.00 0.00 26,611 784.78 0.4236.00 0.00 25,116 784.71 0.4137.00 0.00 23,669 784.65 0.4038.00 0.00 22,271 784.59 0.3839.00 0.00 20,922 784.53 0.3740.00 0.00 19,621 784.48 0.3541.00 0.00 18,370 784.42 0.3442.00 0.00 17,169 784.37 0.3343.00 0.00 16,018 784.32 0.3144.00 0.00 14,916 784.27 0.3045.00 0.00 13,865 784.23 0.2946.00 0.00 12,864 784.18 0.2747.00 0.00 11,914 784.14 0.2648.00 0.00 11,014 784.10 0.24

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