STORMWATER DRAINAGE REPORT - Dublin,...

STORMWATER DRAINAGE REPORT

For

Carmen Michael Villopoto

Located At

7679-7685 Plain City – Dublin Rd Dublin, OH 43064

Prepared by:

Osborn Engineering

990 West Third Ave. #200 Columbus, OH 43212

614.556.4272

October 23, 2017

TABLE OF CONTENTS

STORMWATER MANAGEMENT NARRATIVE .................................................................................................

I. Project Narrative ...................................................................................................................................

II. Existing Drainage Conditions .................................................................................................................

III. Stormwater Quantity Runoff Summary ...............................................................................................

IV. Stormwater Conveyance System Summary ..........................................................................................

V. Stormwater Quality Runoff Summary ...................................................................................................

APPENDICES

A. Pre- and Post-Developed Drainage Plans

B. Critical Storm Calculations

C. Hydrographs, Reservoirs, and Routing Calculations

C.1 Hydrograph Reports

C.2 Pond Report

D. Storm Sewer Calculations

E. Water Quality Calculations

F. Site Soils

I. Project Narrative The project site is located at 7679-7685 Plain City – Dublin Rd (SR 161), west of the Cosgray and SR 161 intersection. Carmen Michael Villopoto is proposing a 4.89 acre development across 2 parcels, consisting of (2) 20,000 sq.ft. Recreational buildings with asphalt pavement area for parking and traffic circulation. Project also includes improvements to the roadway, this improvements includes widening the road along the property frontage to create a let turn lane into site. The total disturbed area for the project will be 6.24 acres; this includes project site and ROW improvements.

II. Existing Drainage Conditions

The existing site is currently a vacant lot, consisting of greenspace. The site currently sheet flows runoff from west to east and discharges to the northeast ditch along the public ROW and southeast corner of the lot. Refer to Appendix A for Pre- and Post-Developed Drainage Plans.

III. Stormwater Quantity Runoff Summary

City of Dublin has adopted a Stormwater Management Design Manual. This manual dictates that critical storm method where Post-Pre/Pre*100 = Critical Storm. This method is to be used to calculate allowable release for post development conditions. Using the TR-55 method, the runoff for the 1-year, 24-hour storm was calculated for the pre- and post-developed conditions of the site. The critical storm shall then be determined by the percentage increase in volume of runoff from the pre-developed condition. Pre- and post- site perviousness and imperviousness used in these calculations are as follows: Table 3.1 Site Imperviousness

Pervious Area (Sq. Ft.)

Impervious Area (Sq. Ft.)

Total Area (Sq. Ft.)

% Increase in Imperviousness

Pre-Developed 212,861 0 212,861 53% Post-Developed 98,702 114,122 212,861

Using this information, the runoff coefficients for the pre- and post- developed conditions were calculated as follows: Table 3.2 Pre-Developed Runoff Coefficients

Soil Name & Group Cover Description CN Area (acres) CN x Area

CrA – Crosby Silt Loam Grass – Fair 80 1.88 150.61

Ko – Kokomo Silty Clay Loam Grass – Fair 80 1.87 150.22

LeB – Lewisburg-Crosby Grass – Fair 80 1.12 89.97

Impervious 98 0

Totals 4.89 390.81

𝐶𝑁𝑢𝑠𝑒𝑑 =𝑡𝑜𝑡𝑎𝑙 𝑝𝑟𝑜𝑑𝑢𝑐𝑡

𝑡𝑜𝑡𝑎𝑙 𝑎𝑟𝑒𝑎=

390.81

4.89= 80

Table 3.3 Post-Developed Runoff Coefficients

Soil Name & Group Cover Description CN Area (acres) CN x Area

CrA – Crosby Silt Loam Grass – Fair 80 0.87 69.91

Ko – Kokomo Silty Clay Loam Grass – Fair 80 0.87 69.73

LeB – Lewisburg-Crosby Grass – Fair 80 0.52 41.76

Impervious 98 2.62 256.76

Totals 4.89 438.18

𝐶𝑁𝑢𝑠𝑒𝑑 =𝑡𝑜𝑡𝑎𝑙 𝑝𝑟𝑜𝑑𝑢𝑐𝑡

𝑡𝑜𝑡𝑎𝑙 𝑎𝑟𝑒𝑎=

438.18

4.89= 90

These calculations resulted in a 95% increase in volume due to the proposed development. (Refer to Appendix B, Critical Storm/Detention Calculations, for full calculations) Using table 2-5 in Stormwater Manual, this correlated to a 10-year, 24-hour critical storm. Based on this calculation, all storm events more frequent than, and including the critical year storm, shall be reduced down to the 1-year, 24-hour pre-existing storm event. All less frequent events up to and including the 100-year, 24-hour storm shall be reduced down to the critical storm condition. The time of concentration was determined using the TR-55 method. Runoff from proposed buildings, pavement/ parking and landscape area will sheet flow to storm system which contain, drainage inlets, 8”-24” pipes and, pond. Stormwater will be controlled by an outlet control structure along the east side of the pond. This structure will control the release per City of Dublin requirements. As the structure releases the stormwater, 2 outlet pipes will convey runoff and release in 2 separate locations. These locations are to the northeast corner (along SR 161) and southeast corner. The purpose of this configuration is to match the existing conditions of where storm runoff is currently released. The table below summarizes the peak outflows for the pre- and post-developed conditions. Reference Appendix C, Hydrographs, Reservoirs, and Routing Calculations, for the full stormwater routing calculations. Table 3.3 Post-Developed Runoff Coefficients

Design Storm

Pre-Developed

Runoff, Q (cfs)

Post-Developed

Runoff, Q (cfs)

Allowable Post-

Developed Runoff, Q (cfs)

Proposed Post-Developed Runoff, Q (cfs) Difference

1 1.95 8.04 1.95 0.70 1.25

2 2.89 10.20 1.95 1.00 0.95

5 4.35 13.27 1.95 1.47 0.48

10* 5.62 15.78 1.95 1.91 0.04

25 7.46 19.28 5.62 3.01 2.61

50 9.03 22.16 5.62 4.17 1.45

100 10.71 25.18 5.62 5.32 0.30

*Critical Storm

IV. Stormwater Conveyance System Summary

The conveyance system was designed using a 2-year, 24-hour storm in accordance with section 4.A,2 (Flow Conveyance) in the Stormwater Manual . The system was designed so that no surcharge from runoff is caused by the 2 year, 24 hour storm and that the hydraulic grade line of the storm sewer stays below the gutter flow line of the overlying roadway, or below the top of drainage structures outside the roadway during the 5 year, 24 hour storm. Full calculations can be found in Appendix D. As mentioned above, this pond and outlet control structure has been designed so that there are 2 different discharge points from the pond. Those being to the north and south. This is due to the fact that releasing the entire runoff volume to one discharge point or the other would result in increasing the runoff condition from the existing condition flow. Reviewing the existing conditions show that approximately ½ of the existing site discharges to the north as the other ½ discharges o the south. This is why 2 outlet pipes have been proposed and will best mimic the existing runoff conditions.

V. Stormwater Quality Runoff Summary The total disturbed acreage for the proposed project is 4.89 acres, requiring a Notice of Intent (NOI) for coverage under the OH000004. The water quality requirements follow the OEPA permit, which requires all stomrwater control measures to treat the first three-quarter inch rainfall of each storm event. This volume was calculated as follows:

𝑊𝑄𝑣 = 𝐶 ∗ 0.75 ∗ 𝐴 12⁄

𝑊𝑄𝑣 = 0.8 ∗ 0.75 ∗ 4.8912⁄ = 0.24 𝐴𝑐𝑟𝑒 − 𝑓𝑡 = 10,650 𝑐𝑢. 𝑓𝑡.

Site runoff will be treated by the proposed wet detention pond south of the building. Stormwater will be conveyed to the detention pond and there control to release per City of Dublin requirements. Water quality volume will be released over a 24 hour period to ensure proper treatment. Reference Appendix E for full Water Quality Calculations.

APPENDIX A PRE- AND POST-DEVELOPED DRAINAGE PLANS

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PROJECT NUMBER:

DRAWN BY:

DATE:

SHEET NUMBER:

REVISION:

STATUS:

PROJECT NUMBER:

DRAWN BY:

DATE:

SHEET NUMBER:

REVISION:

STATUS:

SHEET NAME:SHEET NAME:

2016.223

SF

23 OCTOBER 2017

URBA

N AI

R

7679

-768

5 PLA

IN C

ITY-

DUBL

IN R

OAD

| DUB

LIN, O

H 43

064 |

990 West Third Avenue | Columbus, OH 43212

1100 Superior Ave - Suite 300 | Cleveland, OH 44114

TM

441 Wolf Ledges Road - Suite 300 | Akron, OH 44311

1 10-03-17 ADDENDUM 12 10-12-17 ADDENDUM 23 10-23-17 ADDENDUM 3

NORTH

1 inch = ft.

( IN FEET )

GRAPHIC SCALE

040 40

40

20

PRE-DEVELOPED DRAINAGE AREA

ON-SITE PERVIOUS AREA = 4.89 AC

ROW PERVIOUS AREA = 0.94 AC

ON-SITE IMPERVIOUS AREA = 0.00 AC

ROW IMPERVIOUS AREA = 0.40 AC

TOTAL ON-SITE PROPERTY AREA = 4.89 AC

TOTAL R/W AREA = 1.34 AC

TOTAL DISTURBED AREA = 6.23 AC

#

LEGEND

AREAS (REFER TO DRAINAGE REPORT FOR DETAILS)

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PROJECT NUMBER:

DRAWN BY:

DATE:

SHEET NUMBER:

REVISION:

STATUS:

PROJECT NUMBER:

DRAWN BY:

DATE:

SHEET NUMBER:

REVISION:

STATUS:

SHEET NAME:SHEET NAME:

2016.223

SF

23 OCTOBER 2017

URBA

N AI

R

7679

-768

5 PLA

IN C

ITY-

DUBL

IN R

OAD

| DUB

LIN, O

H 43

064 |

990 West Third Avenue | Columbus, OH 43212

1100 Superior Ave - Suite 300 | Cleveland, OH 44114

TM

441 Wolf Ledges Road - Suite 300 | Akron, OH 44311

1 10-03-17 ADDENDUM 12 10-12-17 ADDENDUM 23 10-23-17 ADDENDUM 3

NORTH

1 inch = ft.

( IN FEET )

GRAPHIC SCALE

040 40

40

20

1

2

3

54

9

6

7

8

16

17

13

12

15

10

11

14

POST-DEVELOPED DRAINAGE AREA

ON-SITE PERVIOUS AREA = 2.26 AC

ROW PERVIOUS AREA = 0.58 AC

ON-SITE IMPERVIOUS AREA = 2.62 AC

ROW IMPERVIOUS AREA = 0.77 AC

TOTAL ON-SITE PROPERTY AREA = 4.89 AC

TOTAL R/W AREA = 1.34 AC

TOTAL DISTURBED AREA = 6.23 AC

#

LEGEND

AREAS (REFER TO DRAINAGE REPORT FOR DETAILS)

18

19

APPENDIX B CRITICAL STORM CALCULATIONS

I. Existing Conditions

1 year, 24 hour storm

Project Area 4.89 acres

Rainfall, P 2.20 inches

Curver Number, CN 80

Runoff, Q 0.69 inches

Total Runoff Volume 12202 cubic feet

II. Developed Conditions

1 year, 24 hour storm

Project Area 4.89 acres

Rainfall, P 2.20 inches

Curve Number, CN 90

Runoff, Q 1.24 inches

Total Runoff Volume 22022 cubic feet

III. Runoff Increase Due to Development

Existing Runoff 12202 cubic feet

Development Runoff 22022 cubic feet

Percent Increase in Runoff 80 %

IV. Critical Storm

80 % Increase in Runoff; Requires a 10-year critical storm.

A. Storm water runoff peak for the 10-year developed storm will not exceed the

storm water runoff peak for the 1 year, existing storm.

B. For storms greater than the 10-year storm, the developed storm water runoff will

not exceed the existing storm water runoff peak for each storm. Refer to the storm water runoff

summary sheet for allowable and design peaks.

DETERMINATION OF CRITICAL STORM

APPENDIX C HYDROGRAPHS, RESERVOIRS, AND ROUTING CALCULATIONS

APPENDIX C.1 HYDROGRAPHS REPORTS

1

2

3

4

5

6

7

1

Watershed Model SchematicHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4

Project: Dublin Urban Air Hydroflow 10-19-17.gpw Monday, 10 / 23 / 2017

Hyd. Origin Description

Legend

1 SCS Runoff PRE (NORTH)

2 SCS Runoff PRE (SOUTH)

3 Combine PRE TOTAL

4 SCS Runoff POST

5 Reservoir ROUTED

6 SCS Runoff POST RUNOFF

7 Combine POST TOTAL

Hydrograph Return Period Recap

2

Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type hyd(s) Description

(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

1 SCS Runoff ------ 1.015 1.508 ------- 2.270 2.932 3.894 4.714 5.590 PRE (NORTH)

2 SCS Runoff ------ 0.952 1.412 ------- 2.121 2.737 3.632 4.393 5.212 PRE (SOUTH)

3 Combine 1, 2 1.948 2.893 ------- 4.352 5.618 7.460 9.029 10.71 PRE TOTAL

4 SCS Runoff ------ 8.037 10.20 ------- 13.27 15.78 19.28 22.16 25.18 POST

5 Reservoir 4 0.018 0.110 ------- 0.312 0.594 1.198 1.803 2.508 ROUTED

6 SCS Runoff ------ 0.687 0.993 ------- 1.461 1.868 2.457 2.956 3.488 POST RUNOFF

7 Combine 5, 6 0.700 1.008 ------- 1.477 1.915 3.013 4.176 5.323 POST TOTAL

Proj. file: Dublin Urban Air Hydroflow 10-19-17.gpw Monday, 10 / 23 / 2017

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4

Hydrograph Summary Report

3

Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph

No. type flow interval Peak volume hyd(s) elevation strge used Description

(origin) (cfs) (min) (min) (cuft) (ft) (cuft)

1 SCS Runoff 1.015 2 746 6,646 ------ ------ ------ PRE (NORTH)

2 SCS Runoff 0.952 2 742 5,570 ------ ------ ------ PRE (SOUTH)

3 Combine 1.948 2 744 12,215 1, 2 ------ ------ PRE TOTAL

4 SCS Runoff 8.037 2 720 21,015 ------ ------ ------ POST

5 Reservoir 0.018 2 1454 5,063 4 943.85 33,394 ROUTED

6 SCS Runoff 0.687 2 728 2,498 ------ ------ ------ POST RUNOFF

7 Combine 0.700 2 728 7,561 5, 6 ------ ------ POST TOTAL

Dublin Urban Air Hydroflow 10-19-17.gpw Return Period: 1 Year Monday, 10 / 23 / 2017


Hydrograph Report

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Monday, 10 / 23 / 2017

Hyd. No. 1

PRE (NORTH)

Hydrograph type = SCS Runoff Peak discharge = 1.015 cfsStorm frequency = 1 yrs Time to peak = 12.43 hrsTime interval = 2 min Hyd. volume = 6,646 cuftDrainage area = 2.640 ac Curve number = 80*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 54.00 minTotal precip. = 2.20 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

* Composite (Area/CN) = [(3.010 x 77) + (1.880 x 65)] / 2.640

4

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

PRE (NORTH)

Hyd. No. 1 -- 1 Year

Hyd No. 1

Hydrograph Report


Hyd. No. 2

PRE (SOUTH)

Hydrograph type = SCS Runoff Peak discharge = 0.952 cfsStorm frequency = 1 yrs Time to peak = 12.37 hrsTime interval = 2 min Hyd. volume = 5,570 cuftDrainage area = 2.250 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 44.80 minTotal precip. = 2.20 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

PRE (SOUTH)


Hyd No. 2

Hydrograph Report


Hyd. No. 3

PRE TOTAL

Hydrograph type = Combine Peak discharge = 1.948 cfsStorm frequency = 1 yrs Time to peak = 12.40 hrsTime interval = 2 min Hyd. volume = 12,215 cuftInflow hyds. = 1, 2 Contrib. drain. area = 4.890 ac

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

PRE TOTAL


Hyd No. 3 Hyd No. 1 Hyd No. 2

Hydrograph Report


Hyd. No. 4

POST

Hydrograph type = SCS Runoff Peak discharge = 8.037 cfsStorm frequency = 1 yrs Time to peak = 12.00 hrsTime interval = 2 min Hyd. volume = 21,015 cuftDrainage area = 3.960 ac Curve number = 92*Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 10.00 minTotal precip. = 2.20 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

Q (cfs)

Time (hrs)

POST


Hyd No. 4

Hydrograph Report


Hyd. No. 5

ROUTED

Hydrograph type = Reservoir Peak discharge = 0.312 cfsStorm frequency = 5 yrs Time to peak = 15.87 hrsTime interval = 2 min Hyd. volume = 16,978 cuftInflow hyd. No. = 4 - POST Max. Elevation = 944.31 ftReservoir name = Detention Pond Max. Storage = 39,854 cuft

Storage Indication method used. Wet pond routing start elevation = 942.00 ft.

5

0 10 20 30 40 50 60 70 80 90 100

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

14.00 14.00

Q (cfs)

Time (hrs)

ROUTED


Hyd No. 5 Hyd No. 4 Total storage used = 39,854 cuft

Hydrograph Report


Hyd. No. 6

POST RUNOFF



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

POST RUNOFF


Hyd No. 6

Hydrograph Report


Hyd. No. 7

POST TOTAL


0 10 20 30 40 50 60 70 80 90 100

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

POST TOTAL




6







4 SCS Runoff 10.20 2 720 26,889 ------ ------ ------ POST






Hydrograph Report


Hyd. No. 1

PRE (NORTH)



7

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

PRE (NORTH)


Hyd No. 1

Hydrograph Report


Hyd. No. 2

PRE (SOUTH)


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

PRE (SOUTH)


Hyd No. 2

Hydrograph Report


Hyd. No. 3

PRE TOTAL


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

PRE TOTAL



Hydrograph Report


Hyd. No. 4

POST



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

Q (cfs)

Time (hrs)

POST


Hyd No. 4

Hydrograph Report


Hyd. No. 5

ROUTED



4

0 10 20 30 40 50 60 70 80 90 100

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

Q (cfs)

Time (hrs)

ROUTED



Hydrograph Report


Hyd. No. 6

POST RUNOFF



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

POST RUNOFF


Hyd No. 6

Hydrograph Report


Hyd. No. 7

POST TOTAL


0 10 20 30 40 50 60 70 80 90 100

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

POST TOTAL




8







4 SCS Runoff 13.27 2 720 35,409 ------ ------ ------ POST






Hydrograph Report


Hyd. No. 1

PRE (NORTH)



9

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

PRE (NORTH)


Hyd No. 1

Hydrograph Report


Hyd. No. 2

PRE (SOUTH)


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

PRE (SOUTH)


Hyd No. 2

Hydrograph Report


Hyd. No. 3

PRE TOTAL


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)

PRE TOTAL



Hydrograph Report


Hyd. No. 4

POST



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

14.00 14.00

Q (cfs)

Time (hrs)

POST


Hyd No. 4

Hydrograph Report


Hyd. No. 5

ROUTED



5

0 10 20 30 40 50 60 70 80 90 100

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

14.00 14.00

Q (cfs)

Time (hrs)

ROUTED



Hydrograph Report


Hyd. No. 6

POST RUNOFF



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

POST RUNOFF


Hyd No. 6

Hydrograph Report


Hyd. No. 7

POST TOTAL


0 10 20 30 40 50 60 70 80 90 100

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

POST TOTAL




10







4 SCS Runoff 15.78 2 720 42,500 ------ ------ ------ POST






Hydrograph Report


Hyd. No. 1

PRE (NORTH)



11

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

PRE (NORTH)


Hyd No. 1

Hydrograph Report


Hyd. No. 2

PRE (SOUTH)


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

PRE (SOUTH)


Hyd No. 2

Hydrograph Report


Hyd. No. 3

PRE TOTAL


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (hrs)

PRE TOTAL



Hydrograph Report


Hyd. No. 4

POST



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

Q (cfs)

Time (hrs)

POST


Hyd No. 4

Hydrograph Report


Hyd. No. 5

ROUTED



6

0 10 20 30 40 50 60 70 80 90 100

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

Q (cfs)

Time (hrs)

ROUTED



Hydrograph Report


Hyd. No. 6

POST RUNOFF



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

POST RUNOFF


Hyd No. 6

Hydrograph Report


Hyd. No. 7

POST TOTAL


0 4 8 12 16 20 24 28 32 36 40

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

POST TOTAL




12







4 SCS Runoff 19.28 2 720 52,533 ------ ------ ------ POST






Hydrograph Report


Hyd. No. 1

PRE (NORTH)



13

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PRE (NORTH)


Hyd No. 1

Hydrograph Report


Hyd. No. 2

PRE (SOUTH)


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PRE (SOUTH)


Hyd No. 2

Hydrograph Report


Hyd. No. 3

PRE TOTAL


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

Q (cfs)

Time (hrs)

PRE TOTAL



Hydrograph Report


Hyd. No. 4

POST



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

21.00 21.00

Q (cfs)

Time (hrs)

POST


Hyd No. 4

Hydrograph Report


Hyd. No. 5

ROUTED



7

0 10 20 30 40 50 60 70 80 90 100

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

21.00 21.00

Q (cfs)

Time (hrs)

ROUTED



Hydrograph Report


Hyd. No. 6

POST RUNOFF



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

POST RUNOFF


Hyd No. 6

Hydrograph Report


Hyd. No. 7

POST TOTAL


0 4 8 12 16 20 24 28 32 36

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

POST TOTAL




14







4 SCS Runoff 22.16 2 720 60,909 ------ ------ ------ POST






Hydrograph Report


Hyd. No. 1

PRE (NORTH)



15

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)

PRE (NORTH)


Hyd No. 1

Hydrograph Report


Hyd. No. 2

PRE (SOUTH)


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)

PRE (SOUTH)


Hyd No. 2

Hydrograph Report


Hyd. No. 3

PRE TOTAL


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

Q (cfs)

Time (hrs)

PRE TOTAL



Hydrograph Report


Hyd. No. 4

POST



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

Q (cfs)

Time (hrs)

POST


Hyd No. 4

Hydrograph Report


Hyd. No. 5

ROUTED



8

0 4 8 12 16 20 24 28 32 36 40 44 48 52

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

Q (cfs)

Time (hrs)

ROUTED



Hydrograph Report


Hyd. No. 6

POST RUNOFF



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

POST RUNOFF


Hyd No. 6

Hydrograph Report


Hyd. No. 7

POST TOTAL


0 4 8 12 16 20 24 28 32 36

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)

POST TOTAL




16







4 SCS Runoff 25.18 2 720 69,763 ------ ------ ------ POST






Hydrograph Report


Hyd. No. 1

PRE (NORTH)



17

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (hrs)

PRE (NORTH)


Hyd No. 1

Hydrograph Report


Hyd. No. 2

PRE (SOUTH)


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (hrs)

PRE (SOUTH)


Hyd No. 2

Hydrograph Report


Hyd. No. 3

PRE TOTAL


0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

Q (cfs)

Time (hrs)

PRE TOTAL



Hydrograph Report


Hyd. No. 4

POST



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

28.00 28.00

Q (cfs)

Time (hrs)

POST


Hyd No. 4

Hydrograph Report


Hyd. No. 5

ROUTED



9

0 4 8 12 16 20 24 28 32 36 40

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

28.00 28.00

Q (cfs)

Time (hrs)

ROUTED



Hydrograph Report


Hyd. No. 6

POST RUNOFF



0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

POST RUNOFF


Hyd No. 6

Hydrograph Report


Hyd. No. 7

POST TOTAL


0 4 8 12 16 20 24 28 32 36

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (hrs)

POST TOTAL



TR55 Tc Worksheet5


Hyd. No. 1

PRE (NORTH)

Description A B C Totals

Sheet FlowManning's n-value = 0.240 0.240 0.011Flow length (ft) = 300.0 0.0 0.0Two-year 24-hr precip. (in) = 2.63 2.63 0.00Land slope (%) = 1.33 0.00 0.00

Travel Time (min) = 44.63 + 0.00 + 0.00 = 44.63

Shallow Concentrated FlowFlow length (ft) = 496.00 0.00 0.00Watercourse slope (%) = 0.30 0.00 0.00Surface description = Unpaved Paved PavedAverage velocity (ft/s) =0.88 0.00 0.00

Travel Time (min) = 9.35 + 0.00 + 0.00 = 9.35

Channel FlowX sectional flow area (sqft) = 0.00 0.00 0.00Wetted perimeter (ft) = 0.00 0.00 0.00Channel slope (%) = 0.00 0.00 0.00Manning's n-value = 0.015 0.015 0.015Velocity (ft/s) =0.00

0.000.00

Flow length (ft) ({0})0.0 0.0 0.0

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00

Total Travel Time, Tc .............................................................................. 54.00 min

TR55 Tc Worksheet2


Hyd. No. 2

PRE (SOUTH)



Travel Time (min) = 41.45 + 0.00 + 0.00 = 41.45


Travel Time (min) = 3.34 + 0.00 + 0.00 = 3.34


0.000.00

Flow length (ft) ({0})0.0 0.0 0.0

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00


TR55 Tc Worksheet2


Hyd. No. 6

POST RUNOFF



Travel Time (min) = 7.56 + 3.93 + 0.00 = 11.49


Travel Time (min) = 11.36 + 0.00 + 0.00 = 11.36


0.000.00

Flow length (ft) ({0})0.0 0.0 0.0

Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00


Hydraflow Rainfall Report18


Return Intensity-Duration-Frequency Equation Coefficients (FHA)Period

(Yrs) B D E (N/A)

1 0.0000 0.0000 0.0000 --------

2 69.8703 13.1000 0.8658 --------

3 0.0000 0.0000 0.0000 --------

5 79.2597 14.6000 0.8369 --------

10 88.2351 15.5000 0.8279 --------

25 102.6072 16.5000 0.8217 --------

50 114.8193 17.2000 0.8199 --------

100 127.1596 17.8000 0.8186 --------

File name: SampleFHA.idf

Intensity = B / (Tc + D)^E

Return Intensity Values (in/hr)Period

(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60

1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70

3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15

10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46

25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91

50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25

100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60

Tc = time in minutes. Values may exceed 60.

Rainfall Precipitation Table (in)

Precip. file name: C:\Users\nharrington\Desktop\Bryden Rd\Storm\Columbus OH - Precipitation.pcp

StormDistribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

SCS 24-hour 2.20 2.63 0.00 3.24 3.74 4.44 5.02 5.63

SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

APPENDIX C.2 POND REPORT

Pond Report 2


Pond No. 1 - Detention Pond

Pond Data

Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 938.00 ft

Stage / Storage Table

Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 938.00 1,426 0 01.00 939.00 2,012 1,710 1,7102.00 940.00 2,687 2,341 4,0523.00 941.00 3,651 3,156 7,2084.00 942.00 8,563 5,935 13,1435.00 943.00 11,022 9,766 22,9086.00 944.00 13,603 12,289 35,1977.00 945.00 16,575 15,063 50,2608.00 946.00 21,622 19,041 69,301

Culvert / Orifice Structures Weir Structures

[A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) = 12.00 0.50 12.00 0.00

Span (in) = 12.00 0.50 6.00 0.00

No. Barrels = 1 2 1 0

Invert El. (ft) = 942.00 942.01 944.00 0.00

Length (ft) = 300.00 1.00 1.00 0.00

Slope (%) = 0.25 0.25 1.00 n/a

N-Value = .013 .013 .013 n/a

Orifice Coeff. = 0.60 0.60 0.60 0.60

Multi-Stage = n/a Yes Yes No

Crest Len (ft) = 8.00 0.00 0.00 0.00

Crest El. (ft) = 945.25 0.00 0.00 0.00

Weir Coeff. = 3.33 3.33 3.33 3.33

Weir Type = Rect --- --- ---

Multi-Stage = Yes No No No

Exfil.(in/hr) = 0.000 (by Wet area)

TW Elev. (ft) = 0.00

Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

Stage / Storage / Discharge Table

Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Totalft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

0.00 0 938.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0000.10 171 938.10 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0000.20 342 938.20 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0000.30 513 938.30 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0000.40 684 938.40 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0000.50 855 938.50 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0000.60 1,026 938.60 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0000.70 1,197 938.70 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0000.80 1,368 938.80 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0000.90 1,539 938.90 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0001.00 1,710 939.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0001.10 1,945 939.10 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0001.20 2,179 939.20 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0001.30 2,413 939.30 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0001.40 2,647 939.40 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0001.50 2,881 939.50 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0001.60 3,115 939.60 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0001.70 3,349 939.70 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0001.80 3,583 939.80 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0001.90 3,817 939.90 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0002.00 4,052 940.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0002.10 4,367 940.10 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0002.20 4,683 940.20 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0002.30 4,999 940.30 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0002.40 5,314 940.40 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0002.50 5,630 940.50 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0002.60 5,945 940.60 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0002.70 6,261 940.70 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0002.80 6,577 940.80 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0002.90 6,892 940.90 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0003.00 7,208 941.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0003.10 7,801 941.10 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0003.20 8,395 941.20 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0003.30 8,988 941.30 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000

Continues on next page...

3

Detention Pond

Stage / Storage / Discharge Table

Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Totalft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

3.40 9,582 941.40 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0003.50 10,175 941.50 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0003.60 10,769 941.60 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0003.70 11,362 941.70 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0003.80 11,956 941.80 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0003.90 12,549 941.90 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0004.00 13,143 942.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.0004.10 14,119 942.10 0.00 oc 0.00 ic 0.00 --- 0.00 --- --- --- --- --- 0.0034.20 15,096 942.20 0.01 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0054.30 16,072 942.30 0.01 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0074.40 17,049 942.40 0.01 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0084.50 18,025 942.50 0.01 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0094.60 19,002 942.60 0.01 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0104.70 19,979 942.70 0.01 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0114.80 20,955 942.80 0.01 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0114.90 21,932 942.90 0.01 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0125.00 22,908 943.00 0.01 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0135.10 24,137 943.10 0.01 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0135.20 25,366 943.20 0.02 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0145.30 26,595 943.30 0.02 oc 0.01 ic 0.00 --- 0.00 --- --- --- --- --- 0.0155.40 27,824 943.40 0.02 oc 0.02 ic 0.00 --- 0.00 --- --- --- --- --- 0.0155.50 29,053 943.50 0.02 oc 0.02 ic 0.00 --- 0.00 --- --- --- --- --- 0.0165.60 30,281 943.60 0.02 oc 0.02 ic 0.00 --- 0.00 --- --- --- --- --- 0.0165.70 31,510 943.70 0.02 oc 0.02 ic 0.00 --- 0.00 --- --- --- --- --- 0.0175.80 32,739 943.80 0.02 oc 0.02 ic 0.00 --- 0.00 --- --- --- --- --- 0.0175.90 33,968 943.90 0.02 oc 0.02 ic 0.00 --- 0.00 --- --- --- --- --- 0.0186.00 35,197 944.00 0.02 oc 0.02 ic 0.00 --- 0.00 --- --- --- --- --- 0.0186.10 36,703 944.10 0.08 oc 0.02 ic 0.05 ic --- 0.00 --- --- --- --- --- 0.0726.20 38,209 944.20 0.17 oc 0.02 ic 0.15 ic --- 0.00 --- --- --- --- --- 0.1716.30 39,716 944.30 0.31 oc 0.02 ic 0.28 ic --- 0.00 --- --- --- --- --- 0.2986.40 41,222 944.40 0.45 oc 0.02 ic 0.43 ic --- 0.00 --- --- --- --- --- 0.4496.50 42,728 944.50 0.62 oc 0.02 ic 0.60 ic --- 0.00 --- --- --- --- --- 0.6216.60 44,235 944.60 0.83 oc 0.02 ic 0.79 ic --- 0.00 --- --- --- --- --- 0.8106.70 45,741 944.70 1.02 oc 0.02 ic 1.00 ic --- 0.00 --- --- --- --- --- 1.0166.80 47,247 944.80 1.25 oc 0.02 ic 1.22 ic --- 0.00 --- --- --- --- --- 1.2376.90 48,754 944.90 1.48 oc 0.02 ic 1.45 ic --- 0.00 --- --- --- --- --- 1.4727.00 50,260 945.00 1.72 oc 0.02 ic 1.70 ic --- 0.00 --- --- --- --- --- 1.7217.10 52,164 945.10 1.88 oc 0.02 ic 1.86 ic --- 0.00 --- --- --- --- --- 1.8837.20 54,068 945.20 2.03 oc 0.02 ic 2.01 ic --- 0.00 --- --- --- --- --- 2.0327.30 55,972 945.30 2.47 oc 0.02 ic 2.15 ic --- 0.30 --- --- --- --- --- 2.4667.40 57,876 945.40 3.16 oc 0.01 ic 1.60 ic --- 1.55 --- --- --- --- --- 3.1567.50 59,780 945.50 3.40 oc 0.00 ic 0.77 ic --- 2.63 s --- --- --- --- --- 3.4037.60 61,684 945.60 3.49 oc 0.00 ic 0.53 ic --- 2.95 s --- --- --- --- --- 3.4847.70 63,588 945.70 3.55 oc 0.00 ic 0.39 ic --- 3.15 s --- --- --- --- --- 3.5477.80 65,493 945.80 3.61 oc 0.00 ic 0.31 ic --- 3.29 s --- --- --- --- --- 3.6057.90 67,397 945.90 3.66 oc 0.00 ic 0.25 ic --- 3.39 s --- --- --- --- --- 3.6488.00 69,301 946.00 3.71 oc 0.00 ic 0.21 ic --- 3.48 s --- --- --- --- --- 3.693

...End

APPENDIX D STORM SEWER CALCULATIONS

Project: Urban Air Date:

Job No.: 20170111 Revised:

Contact: Nathan Harrington Revised:

(V): 614-556-4272 Ext. 5011 Revised:

Pre-DevelopedRunoff

Coefficient C * A

AREA #1 - DIRECT DISCHARGE TO NORTHERN BOUNDARY LINE (R/W)

114784 ft2

2.64 Ac 0.30 0.79

0 ft2

0.00 Ac 0.90 0.00

114784 ft2

2.64 Ac 0.30 0.79

AREA #2 - DIRECT DISCHARGE TO SOUTHERN BOUNDARY LINE

98077 ft2

2.25 Ac 0.30 0.68

0 ft2

0.00 Ac 0.90 0.00

98077 ft2

2.25 Ac 0.30 0.68

212861 ft2

4.89 Ac 0.30 1.47

AREA #3 - ROAD IMPROVEMENTS IN PUBLIC R/W

41070 ft2

0.94 Ac 0.30 0.28

17659 ft2

0.41 Ac 0.90 0.36

58729 ft2

1.35 Ac 0.48 0.65

58729 ft2

1.35 Ac 0.48 0.65

Post-DevelopedRunoff

Coefficient C * A

PROPOSED AREA #1 - POND AREA

31904 ft2

0.73 Ac 0.30 0.22

1010 ft2

0.02 Ac 0.90 0.02

32914 ft2

0.76 Ac 0.32 0.24

PROPOSED AREA #2 - PAVE AND DUMPSTER AREA TO CB

154 ft2

0.00 Ac 0.30 0.00

2011 ft2

0.05 Ac 0.90 0.04

2165 ft2

0.05 Ac 0.86 0.04

PROPOSED AREA #3 - PAVED AREA SOUTH OF PHASE 1 BLDG TO CB

307 ft2

0.01 Ac 0.30 0.00

2323 ft2

0.05 Ac 0.90 0.05

2630 ft2

0.06 Ac 0.83 0.05

PROPOSED AREA #4 - SOUTHERN PORTION OF PHASE 1 BUILDING

TOTAL SITE

TRIBUTARY AREA & RUNOFF COEFFICIENT CALCS

TOTAL OFFSITE

Description

Pervious

Impervious

Total

Pervious

Impervious

Total

Pervious

Impervious

Total

Area (ft2) Area (Ac)

Total

Area (ft2) Area (Ac)

Pervious

Impervious

Total

Description

Pervious

Total

Impervious

Pervious

Impervious




(V): 614-556-4272 Ext. 5011 Revised:


0 ft2

0.00 Ac 0.30 0.00

10000 ft2

0.23 Ac 0.90 0.21

10000 ft2

0.23 Ac 0.90 0.21

PROPOSED AREA #5 - PAVED AREA SE OF PHASE 1 BLDG TO CB

182 ft2

0.00 Ac 0.30 0.00

2095 ft2

0.05 Ac 0.90 0.04

2277 ft2

0.05 Ac 0.85 0.04

PROPOSED AREA #6 - PARKING AREA EAST OF PHASE 1 BLDG TO CB

1066 ft2

0.02 Ac 0.30 0.01

13801 ft2

0.32 Ac 0.90 0.29

14867 ft2

0.34 Ac 0.86 0.29

PROPOSED AREA #7 - PARKING AREA NE OF PHASE 1 BLDG TO CB

669 ft2

0.02 Ac 0.30 0.00

4260 ft2

0.10 Ac 0.90 0.09

4929 ft2

0.11 Ac 0.82 0.09

PROPOSED AREA #8 - PARKING AREA NORTH OF PHASE 1 BLDG TO CB

2857 ft2

0.07 Ac 0.30 0.02

14404 ft2

0.33 Ac 0.90 0.30

17261 ft2

0.40 Ac 0.80 0.32

PROPOSED AREA #9 - NORTH PORTION OF PHASE 1 BUILDING

0 ft2

0.00 Ac 0.30 0.00

10000 ft2

0.23 Ac 0.90 0.21

10000 ft2

0.23 Ac 0.90 0.21

PROPOSED AREA #10 - COURT YARD AREA BETWEEN BLDG

2085 ft2

0.05 Ac 0.30 0.01

2930 ft2

0.07 Ac 0.90 0.06

5015 ft2

0.12 Ac 0.65 0.07

PROPOSED AREA #11 - PARKING AREA NORTH OF PHASE 2 BLDG TO CB

1502 ft2

0.03 Ac 0.30 0.01

17076 ft2

0.39 Ac 0.90 0.35

18578 ft2

0.43 Ac 0.85 0.36

PROPOSED AREA #12 - NORTH PORTION OF PHASE 2 BUILDING

0 ft2

0.00 Ac 0.30 0.00

10000 ft2

0.23 Ac 0.90 0.21

10000 ft2

0.23 Ac 0.90 0.21

PROPOSED AREA #13 - PARKING AREA NW OF PHASE 2 BLDG TO CB

Impervious

Total

Pervious

Pervious

Pervious

Pervious

Impervious

Total

Impervious

Total

Pervious

Impervious

Total

Pervious

Impervious

Total

Impervious

Total

Pervious

Impervious

Total

Pervious

Impervious

Total

Pervious

Impervious

Total




(V): 614-556-4272 Ext. 5011 Revised:


1028 ft2

0.02 Ac 0.30 0.01

9891 ft2

0.23 Ac 0.90 0.20

10919 ft2

0.25 Ac 0.84 0.21

PROPOSED AREA #14 - PARKING AREA NE CORNER TO PHASE 1 BLDG

289 ft2

0.01 Ac 0.30 0.00

3152 ft2

0.07 Ac 0.90 0.07

3441 ft2

0.08 Ac 0.85 0.07

PROPOSED AREA #15 - SOUTH PORTION OF PHASE 2 BUILDING

0 ft2

0.00 Ac 0.30 0.00

10000 ft2

0.23 Ac 0.90 0.21

10000 ft2

0.23 Ac 0.90 0.21

PROPOSED AREA #16 - LANDSCAPE AREA TO YARD DRAIN NORTH OF PHASE 1 BLDG

7830 ft2

0.18 Ac 0.30 0.05

0 ft2

0.00 Ac 0.90 0.00

7830 ft2

0.18 Ac 0.30 0.05

PROPOSED AREA #17 - LANDSCAPE AREA TO YARD DRAIN NORTH OF PHASE 2 BLDG

9969 ft2

0.23 Ac 0.30 0.07

0 ft2

0.00 Ac 0.90 0.00

9969 ft2

0.23 Ac 0.30 0.07

PROPOSED AREA #18 - DIRECT RUNOFF

38860 ft2

0.89 Ac 0.30 0.27

1206 ft2

0.03 Ac 0.90 0.02

40066 ft2

0.92 Ac 0.32 0.29

212861 ft2

4.89 Ac 0.62 3.04

PROPOSED AREA #19 - ROAD IMPROVEMENTS IN PUBLIC R/W

25363 ft2

0.58 Ac 0.30 0.17

33366 ft2

0.77 Ac 0.90 0.69

58729 ft2

1.35 Ac 0.64 0.86

58729 ft2

1.35 Ac 0.64 0.86

Total

Impervious

Pervious

TOTAL SITE

Total

TOTAL OFFSITE

Impervious

Pervious

Pervious

Impervious

Total

Impervious

Total

Pervious

Impervious

Total

Pervious

Impervious

Total

Pervious

Impervious

Total

Pervious

Page: 1/1

Storm Design - PIPES.xls

Project: Urban Air Date: 10/23/17



(V): 614-556-4272 Ext. 5011 Revised:

5 Yr Design Storm n = 0.012

Stu

ctu

re

Nu

mb

er

Typ

e

Sta

tio

n

Tri

bu

tary

Are

a

Cu

mu

lative

Are

a

Ru

no

ff

Co

eff

icie

nt

Cu

mu

lative

C *

A

D T

ime

(min

)

S T

ime

(min

)

Inte

nsity

(in

/hr)

De

sig

n Q

(cfs

)

Le

ng

th

(ft)

Dia

me

ter

(in

)

Slo

pe

(%)

Ve

locity

(fp

s)

Ca

pa

city

(cfs

)

Sta

tus

Do

wn

str

ea

m

Inve

rt

Up

str

ea

m

Inve

rt

To

p o

f

Ca

stin

g

14 CB 0.25 0.25 0.84 10.00 10.00 4.21 0.89 947.50

0.00 0.00 0.21 N/A 182.00 12 0.400% 3.11 2.44 OK 944.73 944.73

13 CB** 0.88 1.14 0.68 0.98 10.98 4.09 3.34 944.00 944.00 947.50

0.82 N/A 123.00 18 0.250% 3.22 5.69 OK

12 MH* 0.12 1.25 0.65 0.64 11.61 4.00 3.57 943.69 1.00 948.15

0.00 0.89 N/A 110.00 18 0.250% 3.22 5.69 OK

11 CB* 0.63 1.88 0.85 0.57 12.18 3.94 5.61 943.69 943.42 947.16

0.00 1.42 N/A 162.00 18 0.250% 3.22 5.69 OK

10 CB** 0.37 2.25 0.66 0.84 13.02 3.84 6.40 943.69 943.69 947.25

0.00 1.67 N/A 165.00 24 0.250% 3.90 12.26 OK

8 CB* 0.39 2.64 0.85 0.70 13.72 3.76 7.54 942.60 942.60 947.00

0.00 2.00 N/A 130.00 24 0.250% 3.90 12.26 OK

6 CB** 0.29 2.93 0.90 0.56 14.28 3.71 8.40 942.28 942.28 948.00

0.00 2.26 N/A 27.00 24 0.250% 3.90 12.26 OK

5 HW 0.00 2.93 0.00 0.12 14.39 3.70 8.38 942.00

0.00 2.26 N/A

3.62

1.67

1.9

2.86

STORM SEWER DESIGN SHEET

Cover (feet)

City of Columbus, OH

Structure Data Drainage Area Calculations Time of Conc. Flow Data Pipe Data Pipe / Structure Data

1.87

1.46

2.3

APPENDIX E WATER QUALITY CALCULATIONS




(V): 614-556-4272 Ext. 5011 Revised:

WQV = Water Quality Volume =

C = Runoff Coefficient 0.800 see calc below

P = Precipitation Depth (in) 0.75

A = Drainage Area (ac) 4.89

Impervious Area = 2.62 Ac.

Total Disturbed Area = 4.89 Ac.

Impervious Ratio: IR = 0.536

C = 0.858 * IR3 - 0.78 * IR

2 + 0.774 * IR + 0.04

= 0.363

WQV = Water Quality Volume = 0.24 ac.ft.

10650 cu.ft.

TC = Time of Concentration = 10.00 min.

i = Rainfall Intensity = 2.50 in/hr

QWQ = Water Quality Design Flowrate = 9.77 cfs

PPV = Permanent Pool Volume =

PPV = Permanent Pool Volume = 10650 cu.ft.

EDV = Extended Detention Volume =

EDV = Extended Detention Volume = 7988 cu.ft.

SSV = Sediment Storage Volume =

SSV = Sediment Storage Volume = 2130 cu.ft.

FV = Forbay Volume =

FV = Forbay Volume = 799 cu.ft.

0.75 * WQV

0.20 * WQV

0.1*0.75 * WQV

WQV

C*P*(A/12)

WATER QUALITY CALCULATIONS

Drawdown Time Calculation

0.12 cfs

A= 0.005 sqft 0.5

C= 0.66 (Per city of Columbus Stormwater Manual, Section 3.3.2)

H= 1 ft

0.03 cfs

Number of Perforations Required = 4

Number of Perforations Proposed = 2

Hole size (in) =

Q (provided) =

Q (required) =

Q = A*C*(64.4*H)^1/2

Q = Orfice Discharge Rate (cfs)

A = Area of the Orifice (sqft)

C = Orifice Coefficient

H = Head, measured from the centerline of orifice, (ft)

Drawdown Time = 24 Hrs

APPENDIX F SITE SOILS

Soil Map—Franklin County, Ohio

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

8/9/2017Page 1 of 3

4441

770

4441

800

4441

830

4441

860

4441

890

4441

920

4441

950

4441

770

4441

800

4441

830

4441

860

4441

890

4441

920

312810 312840 312870 312900 312930 312960 312990 313020 313050 313080

312810 312840 312870 312900 312930 312960 312990 313020 313050 313080

40° 6' 25'' N83

° 1

1' 4

7'' W

40° 6' 25'' N

83° 1

1' 3

4'' W

40° 6' 19'' N

83° 1

1' 4

7'' W

40° 6' 19'' N

83° 1

1' 3

4'' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS840 50 100 200 300

Feet0 15 30 60 90

MetersMap Scale: 1:1,330 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

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

SoilsSoil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

Special Point FeaturesBlowout

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 FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The 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: Franklin County, OhioSurvey Area Data: Version 14, Sep 22, 2016

Soil map units are labeled (as space allows) for map scales1:50,000 or larger.

Date(s) aerial images were photographed: Nov 12, 2009—Dec26, 2016

The 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.




8/9/2017Page 2 of 3

Map Unit Legend

Franklin County, Ohio (OH049)

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

CrA Crosby silt loam, SouthernOhio Till Plain, 0 to 2 percentslopes

2.5 38.5%

Ko Kokomo silty clay loam, 0 to 2percent slopes

2.5 38.4%

LeB Lewisburg-Crosby complex, 2to 6 percent slopes

1.5 23.0%

Totals for Area of Interest 6.4 100.0%




8/9/2017Page 3 of 3

Franklin County, Ohio

CrA—Crosby silt loam, Southern Ohio Till Plain, 0 to 2 percent slopes

Map Unit SettingNational map unit symbol: 2thy7Elevation: 520 to 1,550 feetMean annual precipitation: 36 to 44 inchesMean annual air temperature: 48 to 54 degrees FFrost-free period: 145 to 180 daysFarmland classification: Prime farmland if drained

Map Unit CompositionCrosby and similar soils: 90 percentMinor components: 10 percentEstimates are based on observations, descriptions, and transects of

the mapunit.

Description of Crosby

SettingLandform: Ground moraines, recessionial moraines, water-lain

morainesLandform position (two-dimensional): Summit, backslope,

footslopeLandform position (three-dimensional): Interfluve, riseDown-slope shape: ConvexAcross-slope shape: LinearParent material: Silty material or loess over loamy till

Typical profileAp - 0 to 8 inches: silt loamBE - 8 to 11 inches: silt loamBt1 - 11 to 14 inches: silt loam2Bt2 - 14 to 28 inches: silty clay loam2BCt - 28 to 36 inches: loam2Cd - 36 to 79 inches: loam

Properties and qualitiesSlope: 0 to 2 percentDepth to restrictive feature: 24 to 40 inches to densic materialNatural drainage class: Somewhat poorly drainedRunoff class: MediumCapacity of the most limiting layer to transmit water (Ksat): Low to

moderately high (0.01 to 0.20 in/hr)Depth to water table: About 6 to 24 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum in profile: 50 percentSalinity, maximum in profile: Nonsaline to very slightly saline (0.0

to 2.0 mmhos/cm)

Map Unit Description: Crosby silt loam, Southern Ohio Till Plain, 0 to 2 percent slopes---Franklin County, Ohio



10/4/2017Page 1 of 2

Available water storage in profile: Low (about 5.7 inches)

Interpretive groupsLand capability classification (irrigated): None specifiedLand capability classification (nonirrigated): 2wHydrologic Soil Group: C/DHydric soil rating: No

Minor Components

Kokomo, drainedPercent of map unit: 5 percentLandform: Depressions, swales, water-lain morainesLandform position (two-dimensional): Toeslope, footslopeLandform position (three-dimensional): Base slope, dipDown-slope shape: LinearAcross-slope shape: ConcaveHydric soil rating: Yes

Celina, erodedPercent of map unit: 4 percentLandform: Ground moraines, recessionial moraines, water-lain

morainesLandform position (two-dimensional): Summit, shoulder, backslopeLandform position (three-dimensional): Crest, head slope, nose

slope, side slope, riseDown-slope shape: Convex, linearAcross-slope shape: Linear, convexHydric soil rating: No

Miamian, erodedPercent of map unit: 1 percentLandform: Ground moraines, recessionial moraines, water-lain

morainesLandform position (two-dimensional): Summit, shoulder, backslopeLandform position (three-dimensional): Crest, head slope, nose

slope, side slope, riseDown-slope shape: Convex, linearAcross-slope shape: Linear, convexHydric soil rating: No

Data Source Information


Map Unit Description: Crosby silt loam, Southern Ohio Till Plain, 0 to 2 percent slopes---Franklin County, Ohio



10/4/2017Page 2 of 2


Ko—Kokomo silty clay loam, 0 to 2 percent slopes

Map Unit SettingNational map unit symbol: 2rwj8Elevation: 820 to 1,140 feetMean annual precipitation: 37 to 46 inchesMean annual air temperature: 48 to 55 degrees FFrost-free period: 145 to 180 daysFarmland classification: Prime farmland if drained

Map Unit CompositionKokomo and similar soils: 90 percentMinor components: 10 percentEstimates are based on observations, descriptions, and transects of

the mapunit.

Description of Kokomo

SettingLandform: Depressions on till plainsLandform position (two-dimensional): ToeslopeLandform position (three-dimensional): DipDown-slope shape: ConcaveAcross-slope shape: ConcaveParent material: Loamy glaciofluvial deposits derived from

sedimentary rock over loamy till derived from limestone and dolomite

Typical profileAp - 0 to 11 inches: silty clay loamBtg - 11 to 41 inches: clay loamBt - 41 to 64 inches: clay loam2C - 64 to 79 inches: loam

Properties and qualitiesSlope: 0 to 2 percentDepth to restrictive feature: More than 80 inchesNatural drainage class: Very poorly drainedRunoff class: NegligibleCapacity of the most limiting layer to transmit water (Ksat):

Moderately low to moderately high (0.06 to 0.20 in/hr)Depth to water table: About 0 to 6 inchesFrequency of flooding: NoneFrequency of ponding: FrequentCalcium carbonate, maximum in profile: 35 percentSalinity, maximum in profile: Nonsaline to very slightly saline (0.0

to 2.0 mmhos/cm)Available water storage in profile: High (about 9.0 inches)

Map Unit Description: Kokomo silty clay loam, 0 to 2 percent slopes---Franklin County, Ohio



10/4/2017Page 1 of 2

Interpretive groupsLand capability classification (irrigated): None specifiedLand capability classification (nonirrigated): 2wHydrologic Soil Group: C/DHydric soil rating: Yes

Minor Components

CrosbyPercent of map unit: 5 percentLandform: Till plainsLandform position (two-dimensional): FootslopeLandform position (three-dimensional): InterfluveDown-slope shape: LinearAcross-slope shape: LinearHydric soil rating: No

CelinaPercent of map unit: 5 percentLandform: Till plainsLandform position (two-dimensional): SummitLandform position (three-dimensional): RiseDown-slope shape: ConvexAcross-slope shape: ConvexHydric soil rating: No



Map Unit Description: Kokomo silty clay loam, 0 to 2 percent slopes---Franklin County, Ohio



10/4/2017Page 2 of 2


LeB—Lewisburg-Crosby complex, 2 to 6 percent slopes

Map Unit SettingNational map unit symbol: 5mqhElevation: 600 to 1,200 feetMean annual precipitation: 33 to 45 inchesMean annual air temperature: 50 to 55 degrees FFrost-free period: 140 to 195 daysFarmland classification: All areas are prime farmland

Map Unit CompositionLewisburg and similar soils: 45 percentCrosby and similar soils: 40 percentMinor components: 15 percentEstimates are based on observations, descriptions, and transects of

the mapunit.

Description of Lewisburg

SettingLandform: Till plainsLandform position (two-dimensional): SummitLandform position (three-dimensional): InterfluveDown-slope shape: ConvexAcross-slope shape: LinearParent material: Loamy till

Typical profileH1 - 0 to 6 inches: silt loamH2 - 6 to 16 inches: silty clay loamH3 - 16 to 70 inches: loam

Properties and qualitiesSlope: 2 to 6 percentDepth to restrictive feature: More than 80 inchesNatural drainage class: Moderately well drainedRunoff class: HighCapacity of the most limiting layer to transmit water (Ksat):

Moderately low to moderately high (0.06 to 0.20 in/hr)Depth to water table: About 24 to 48 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum in profile: 47 percentAvailable water storage in profile: Moderate (about 7.0 inches)

Interpretive groupsLand capability classification (irrigated): None specifiedLand capability classification (nonirrigated): 2eHydrologic Soil Group: DHydric soil rating: No

Map Unit Description: Lewisburg-Crosby complex, 2 to 6 percent slopes---Franklin County, Ohio



10/4/2017Page 1 of 2

Description of Crosby

SettingLandform: Till plainsDown-slope shape: LinearAcross-slope shape: ConvexParent material: Loamy till

Typical profileH1 - 0 to 9 inches: silt loamH2 - 9 to 31 inches: silty clay loamH3 - 31 to 70 inches: loam

Properties and qualitiesSlope: 2 to 6 percentDepth to restrictive feature: More than 80 inchesNatural drainage class: Somewhat poorly drainedRunoff class: HighCapacity of the most limiting layer to transmit water (Ksat):

Moderately low to moderately high (0.06 to 0.20 in/hr)Depth to water table: About 12 to 36 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum in profile: 40 percentAvailable water storage in profile: High (about 9.4 inches)

Interpretive groupsLand capability classification (irrigated): None specifiedLand capability classification (nonirrigated): 2eHydrologic Soil Group: DOther vegetative classification: Unnamed (G111AYC-1OH)Hydric soil rating: No

Minor Components

KokomoPercent of map unit: 15 percentLandform: DepressionsHydric soil rating: Yes

Eroded areas with a clay loam surface layerPercent of map unit:



Map Unit Description: Lewisburg-Crosby complex, 2 to 6 percent slopes---Franklin County, Ohio



10/4/2017Page 2 of 2

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