GOURMET’S DELIGHT MUSHROOMS POST ... MODEL – 1YR STORM 13 HYDRAFLOW MODEL – 2YR - 100YR...

GOURMET’S DELIGHT MUSHROOMS

POST-CONSTRUCTION STORMWATER MANAGEMENT

NARRATIVE

Prepared by:

April 2016 Revised August 2016

Table of Contents

NARRATIVE

INTRODUCTION 1 PURPOSE 1 STORMWATER MANAGEMENT NARRATIVE 1 FIGURE 1 - LOCATION MAP 4 TABLE 1 – VOLUME & PEAK RUNOFF SUMMARY 5 APPENDIX

7

STORMWATER PEAK CALCULATIONS 9 RUNOFF CURVE NUMBER CALCULATIONS 11 HYDRAFLOW MODEL – 1YR STORM 13 HYDRAFLOW MODEL – 2YR - 100YR SUMMARY 43 STORMWATER VOLUME CALCULATIONS 49 INFILTRATION TESTS 57 DEWATER CALCULATIONS 61 WEIR CAPACITY 65 DOWNSPOUT CAPACITY 73 ANTI-SEEP COLLAR CALCULATIONS 81 RIP-RAP CALCULATIONS 85 STORMSEWER CALCULATIONS 91 WAST WATER LAGOON SIZING 115 NOI APPENDIX “D” WORKSHEETS 119 SOILS DATA TABLE 135 WORKSHEET #22 – PLAN WRITER CREDENTIALS 139

GOURMET’S DELIGHT MUSHROOMS

STORMWATER MANAGEMENT PLAN GENERAL INFORMATION This project consists of the construction of a new agricultural facility on an existing 32.2298 +/- acre parcel. An existing dwelling and several outbuildings will remain and will continue to be utilized by the landowners. The tract is situated on the west side of Auburn Road in Franklin Township, Chester County (see Figure 1). No new streets are proposed as part of the project. The parcel will access Auburn Road via a new driveway entrance and will be served by on-lot water and sewer. The tract of land has moderately sloping terrain ranging from 3% to 25% that drains to Indian Run – TSF/MF. During the last five years, the fields have been used as a spray irrigation area for the compost/growing operation on the adjoining farm. The entire property has been farmed for the last fifty years. PURPOSE The purpose of this narrative is to describe methodologies used to manage the increased runoff peak and volume of flow from the land development during and after construction of the residential facilities and appurtenances. A professional, experienced in post construction stormwater management design methods and techniques prepared this plan for the applicant.

• The Erosion & Sedimentation Control Plan and the Post Construction Stormwater Management Plan have been designed to be consistent with each other in such a way as to preserve the integrity of stream channels.

• Precautions have been built into the plans in order to maintain and protect the physical, biological, and chemical qualities of the receiving stream.

SOILS Glenlg (GeB) soils are mapped within the project boundary as identified in the Soil Survey of Chester and Delaware Counties, Pennsylvania. The silt loams present on the site are moderately well-drained soils with slopes of 3-25% percent. They have a hydrologic soil group classification of B. Detailed soils information can be found in the attached appendix. This site does not fall under Act 2 nor are there any known karst soils within the project. There are several pockets of wetlands present on the site that have been delineated by a qualified wetlands specialist. A detailed wetlands report can be provided upon request.

STORMWATER MANAGEMENT Post construction stormwater calculations were based solely on the area within the limit of disturbance. This was further broken down into three distinct drainage areas. A drywell located along the driveway in Drainage Area #2 is being proposed to lower post construction peak rates but is not being utilized as an infiltration practice. The wet pond and infiltration basin will capture runoff from the roof areas of the buildings, the majority of the access and parking areas, and a portion of the proposed vegetated area. An area upslope of the wet pond will serve as a filter strip between the driveway and the pond. The area immediately below the infiltration basin will be restored to a natural meadow condition. Storm sewers will discharge to the forebay, which will overflow to both the wet pond and the infiltration basin. The

1

concrete weirs between the structures have been sized to allow approximately 82% of the flow to enter the infiltration basin in order to achieve the required reduction in stormwater volume. The wet pond will receive approximately 18% of the runoff volume for re-use in the compost production process. A concrete waste lagoon will receive all of the water from the uncovered mixing wharf and breezeway between the buildings. This uncovered mixing wharf and breezeway will contain a collection system to be designed by the Natural Resource Conservation Service (NRCS) and will drain to the proposed concrete storage tank. The SCS Method was used to determine the stormwater peak runoff from the land development for both pre- and post-construction levels. Table 1 provides a summary of the runoff flow levels for the 1-, 2-, 5-, 10-, 25, 50- and 100-year/24 hour storm events. Detailed calculations for the stormwater management analysis are provided in the attached appendix.

• Post-construction runoff peak flows and volumes will be reduced to less than pre-construction peak flow and volume levels.

• Compaction was minimized and protection to existing drainage features and existing vegetation was maximized through limited clearing and grading.

• Minimizing impervious area was a key component in site layout. • The proposed roof areas, majority of the access drives, and some of the lawn areas flow to the

wet pond/infiltration pond and the waste lagoon via a storm sewer system for reuse in compost production and infiltration into the soil, virtually eliminating any thermal impacts from the site.

DEP Worksheet #4, which does not utilize a weighted curve number, was used to calculate the increase in volume pre- to post-construction for each of the three drainage areas. An increase of 85,263 cf will be realized in Drainage Area #1 due to changes in topography and site layout. Drainage Area #2 will see a considerable reduction in acreage, resulting in a slight 11,135 cf increase in volume. The increase in runoff is a result of the wharf which is considered a hotspot; therefore, the runoff will be reused in the compost production operation and not infiltrated. Drainage Area #3 will see a reduction in volume without the need for BMPs due to a change in topography. An additional worksheet, “Controlled Volume”, was set up the using the same format to determine the volume of stormwater actually reaching the stormwater facilities and waste lagoon – 103,873 cf and 17,020 cf respectively. Following this page is a sheet called “BMP Volume Capacity Calculations”. This sheet lays out the maximum capacity the infiltration basin could handle, which in this case is 86,187 cubic feet of volume. This capacity is broken down into several categories: infiltration volume, volume in amended soils, and dead storage. Because the volume the basin can handle is less than the amount flowing to it, the actual volume reduction is 86,187 cf. from the infiltration basin. The volume flowing to the waste lagoon, 17,020 cf, will be utilized strictly for reuse in compost production. The total volume reduction for the project site is 103,207 cf, which exceeds the required 96,398 cf. Peak flow rate values found in Table 1 – Summary Table were based strictly on the limit of disturbance within each drainage area and were calculated using the Hydraflow Model. These calculations were completed following the Townships requirements which included counting everything within the limit of disturbance as meadow and allowing the use of a weighted runoff curve number. As you can see from the Summary Table, post-construction peak flow values were reduced to less than pre-construction peak flows during all storms, 1-100yr. As illustrated on Worksheet 5b, the drainage area to facility footprint ratio is not within the recommended limits set forth by DEP. Due to the required large volume of water needed for the

2

compost production occurring on-site, some of the stormwater is being diverted to the wet pond. In actuality, once compost production reaches the anticipated capacity, the wet pond and waste water lagoon combined will not provide enough water. The weirs between the basins have been designed to allow approximately 82% of the water to flow to the infiltration basin and the other 18% to flow to the wet pond. Due to these circumstances, it is anticipated that the high ratio limits will not have an effect on the longevity of the facility.

3

600 0 600 1200 1800 Feet

N

GOURMET'S DELIGHTFIGURE 1

LOCATION MAP

SITELOCATION

4

PE

AK

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9.7

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21

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55

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88

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31

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26

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61

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13

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This page intentionally left blank.

6

APPENDIX

7


8

STORMWATER PEAK CALCULATIONS

9


10

DA

HY

GROUP

ACTUAL

LAND USE

MODELED

LAND USE ACRES RCN

WTD.

RCN

1 B Meadow Meadow 8.652 58 501.816

1 B Woods Woods 1.134 55 62.37

9.786 564.186 57.7

2 B Meadow Meadow 5.925 58 343.65

2 B Woods Woods 1.502 55 82.61

7.427 426.26 57.4

3 B Meadow Meadow 0.061 58 3.538

0.061 3.538 58.0

GOURMET'S DELIGHT MUSHROOMS

RUNOFF CURVE NUMBER (RCN) CALCULATION

EXISTING CONDITIONS

11

DA

HY

GROUP LAND USE ACRES RCN

WTD.

RCN

UNC -1 B Meadow 1.134 58 65.772

1.134 65.772 58.0

UNC-2 B Impervious 0.088 98 8.624

UNC-2 B Meadow 0.518 58 30.044

0.606 38.668 63.8

UNC-3 B Meadow 0.012 58 0.696

0.012 0.696 58.0

BASIN NON-LD B Impervious 0.295 98 28.91

BASIN NON-LD B Meadow 3.770 58 218.66

BASIN NON-LD B Woods 0.460 55 25.3

4.525 272.87 60.3

BASIN-LD B Impervious 8.266 98 810.068

BASIN-LD B Meadow 5.260 58 305.08

BASIN-LD B Woods 0.056 55 3.08

13.582 1118.228 82.3

DRYWELL #1 B Impervious 0.089 98 8.722

DRYWELL #1 B Meadow 0.427 58 24.766

0.516 33.488 64.9

TANK B Impervious 1.580 98 154.84

1.580 154.84 98.0

RUNOFF CURVE NUMBER (RCN) CALCULATION

PROPOSED CONDITIONS

GOURMET'S DELIGHT MUSHROOMS

12

Watershed Model SchematicHydraflow Hydrographs by Intelisolve v9.02

Project: Benmark Hydro.gpw Friday, Aug 12, 2016

Hyd. Origin Description

Legend

1 SCS Runoff DA #1 - Existing

2 SCS Runoff DA #1 - Proposed Uncontrolled

3 SCS Runoff DA #1 Controlled Forebay (Non-LD)

4 SCS Runoff DA #1 - Controlled Forebay (w/In LD)

5 Combine Total DA to Forebay

6 Diversion1 Flow to Infiltration Basin

7 Diversion2 Flow to Wet Pond

8 Reservoir Wet Pond Routed

9 Combine DA #1 - Total Proposed Post Routing

11 Reservoir Basin Plugged Routed

13 SCS Runoff DA #2 Existing

14 SCS Runoff DA #2 - Uncontrolled

15 SCS Runoff DA #2 - Controlled Drywell

16 Reservoir Drywell Routed

17 Combine DA #2 - Total Proposed Post Routing

19 SCS Runoff DA #3 - Existing

20 SCS Runoff DA #3 - Uncontrolled

13

Hydrograph Return Period Recap

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 ------- 0.589 2.155 ------- 5.965 10.06 16.93 23.31 30.68 DA #1 - Existing

2 SCS Runoff ------- 0.087 0.318 ------- 0.863 1.415 2.326 3.167 4.135 DA #1 - Proposed Uncontrolled

3 SCS Runoff ------- 0.427 1.133 ------- 2.673 4.265 6.906 9.332 12.12 DA #1 Controlled Forebay (Non-LD)

4 SCS Runoff ------- 23.72 32.91 ------- 47.12 59.23 77.18 92.36 108.80 DA #1 - Controlled Forebay (w/In LD)

5 Combine 3, 4 23.77 33.15 ------- 47.97 60.88 80.29 96.86 114.93 Total DA to Forebay

6 Diversion1 5 19.49 27.18 ------- 39.34 49.92 65.83 79.42 94.25 Flow to Infiltration Basin

7 Diversion2 5 4.279 5.967 ------- 8.635 10.96 14.45 17.43 20.69 Flow to Wet Pond

8 Reservoir 5 0.930 1.526 ------- 2.683 3.795 5.581 7.314 9.961 Wet Pond Routed

9 Combine 2, 8 0.950 1.568 ------- 2.775 4.085 6.333 8.434 10.93 DA #1 - Total Proposed Post Routing

11 Reservoir 5 0.000 0.000 ------- 0.000 0.000 0.609 1.739 3.767 Basin Plugged Routed

13 SCS Runoff ------- 0.472 1.845 ------- 5.298 8.843 14.72 20.16 26.43 DA #2 Existing

14 SCS Runoff ------- 0.178 0.384 ------- 0.753 1.100 1.655 2.161 2.747 DA #2 - Uncontrolled

15 SCS Runoff ------- 0.147 0.305 ------- 0.591 0.859 1.287 1.671 2.114 DA #2 - Controlled Drywell

16 Reservoir 15 0.047 0.259 ------- 0.594 0.859 1.293 1.683 2.122 Drywell Routed

17 Combine 14, 16 0.178 0.471 ------- 1.252 1.907 2.898 3.788 4.795 DA #2 - Total Proposed Post Routing

19 SCS Runoff ------- 0.006 0.022 ------- 0.057 0.090 0.145 0.195 0.253 DA #3 - Existing

20 SCS Runoff ------- 0.001 0.004 ------- 0.011 0.018 0.029 0.038 0.050 DA #3 - Uncontrolled

Proj. file: Benmark Hydro.gpw Friday, Aug 12, 2016

Hydraflow Hydrographs by Intelisolve v9.02

14

Hydrograph Summary Report

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 0.589 3 735 6,488 ---- ------ ------ DA #1 - Existing

2 SCS Runoff 0.087 3 726 755 ---- ------ ------ DA #1 - Proposed Uncontrolled

3 SCS Runoff 0.427 3 738 3,945 ---- ------ ------ DA #1 Controlled Forebay (Non-LD)

4 SCS Runoff 23.72 3 717 53,873 ---- ------ ------ DA #1 - Controlled Forebay (w/In LD)

5 Combine 23.77 3 717 57,817 3, 4 ------ ------ Total DA to Forebay

6 Diversion1 19.49 3 717 47,410 5 ------ ------ Flow to Infiltration Basin

7 Diversion2 4.279 3 717 10,407 5 ------ ------ Flow to Wet Pond

8 Reservoir 0.930 3 873 57,744 5 389.43 181,004 Wet Pond Routed

9 Combine 0.950 3 867 58,499 2, 8 ------ ------ DA #1 - Total Proposed Post Routing

11 Reservoir 0.000 3 n/a 0 5 389.76 206,082 Basin Plugged Routed

13 SCS Runoff 0.472 3 726 4,604 ---- ------ ------ DA #2 Existing

14 SCS Runoff 0.178 3 723 744 ---- ------ ------ DA #2 - Uncontrolled

15 SCS Runoff 0.147 3 726 719 ---- ------ ------ DA #2 - Controlled Drywell

16 Reservoir 0.047 3 753 541 15 403.48 198 Drywell Routed


19 SCS Runoff 0.006 3 723 38 ---- ------ ------ DA #3 - Existing


Benmark Hydro.gpw Return Period: 1 Year Friday, Aug 12, 2016


15

Hydrograph Report

Hydraflow Hydrographs by Intelisolve v9.02 Friday, Aug 12, 2016

Hyd. No. 1

DA #1 - Existing

Hydrograph type = SCS Runoff Peak discharge = 0.589 cfsStorm frequency = 1 yrs Time to peak = 735 minTime interval = 3 min Hyd. volume = 6,488 cuftDrainage area = 9.785 ac Curve number = 57.7Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 16.50 minTotal precip. = 2.70 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

0 180 360 540 720 900 1080 1260 1440 1620

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 (min)

DA #1 - Existing

Hyd. No. 1 -- 1 Year

Hyd No. 1

16

TR55 Tc Worksheet


Hyd. No. 1

DA #1 - Existing

Description A B C Totals

Sheet FlowManning's n-value = 0.240 0.011 0.011Flow length (ft) = 150.0 0.0 0.0Two-year 24-hr precip. (in) = 3.26 0.00 0.00Land slope (%) = 4.60 0.00 0.00

Travel Time (min) = 14.01 + 0.00 + 0.00 = 14.01

Shallow Concentrated FlowFlow length (ft) = 595.00 0.00 0.00Watercourse slope (%) = 6.20 0.00 0.00Surface description = Unpaved Paved PavedAverage velocity (ft/s) = 4.02 0.00 0.00

Travel Time (min) = 2.47 + 0.00 + 0.00 = 2.47

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 0.00 0.00Flow length (ft) = 0.0 0.0 0.0

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

Total Travel Time, Tc .............................................................................. 16.50 min

17

Hydrograph Report


Hyd. No. 2

DA #1 - Proposed Uncontrolled

Hydrograph type = SCS Runoff Peak discharge = 0.087 cfsStorm frequency = 1 yrs Time to peak = 726 minTime interval = 3 min Hyd. volume = 755 cuftDrainage area = 1.134 ac Curve number = 58Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 11.60 minTotal precip. = 2.70 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

0 180 360 540 720 900 1080 1260 1440 1620

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (min)



Hyd No. 2

18

TR55 Tc Worksheet


Hyd. No. 2




Travel Time (min) = 11.12 + 0.00 + 0.00 = 11.12


Travel Time (min) = 0.47 + 0.00 + 0.00 = 0.47


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


19

Hydrograph Report


Hyd. No. 3

DA #1 Controlled Forebay (Non-LD)


0 180 360 540 720 900 1080 1260 1440 1620

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)



Hyd No. 3

20

TR55 Tc Worksheet


Hyd. No. 3




Travel Time (min) = 25.80 + 0.00 + 0.00 = 25.80


Travel Time (min) = 1.07 + 0.00 + 0.00 = 1.07


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


21

Hydrograph Report


Hyd. No. 4

DA #1 - Controlled Forebay (w/In LD)

Hydrograph type = SCS Runoff Peak discharge = 23.72 cfsStorm frequency = 1 yrs Time to peak = 717 minTime interval = 3 min Hyd. volume = 53,873 cuftDrainage area = 13.582 ac Curve number = 82.3Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = USER Time of conc. (Tc) = 5.00 minTotal precip. = 2.70 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

0 180 360 540 720 900 1080 1260 1440 1620

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 (min)

DA #1 - Controlled Forebay (w/In LD)


Hyd No. 4

22

Hydrograph Report


Hyd. No. 5

Total DA to Forebay

Hydrograph type = Combine Peak discharge = 23.77 cfsStorm frequency = 1 yrs Time to peak = 717 minTime interval = 3 min Hyd. volume = 57,817 cuftInflow hyds. = 3, 4 Contrib. drain. area = 18.107 ac

0 180 360 540 720 900 1080 1260 1440 1620

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 (min)

Total DA to Forebay


Hyd No. 5 Hyd No. 3 Hyd No. 4

23

Hydrograph Report


Hyd. No. 6

Flow to Infiltration Basin

Hydrograph type = Diversion1 Peak discharge = 19.49 cfsStorm frequency = 1 yrs Time to peak = 717 minTime interval = 3 min Hyd. volume = 47,410 cuftInflow hydrograph = 5 - Total DA to Forebay 2nd diverted hyd. = 7 Diversion method = Flow Ratio Flow ratio = 0.82

0 180 360 540 720 900 1080 1260 1440 1620

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 (min)

Flow to Infiltration Basin


Hyd No. 6 -- Q = 0.82 x Qin Hyd No. 5 -- Inflow Hyd No. 7 -- 5 minus 6

24

Hydrograph Report


Hyd. No. 7

Flow to Wet Pond

Hydrograph type = Diversion2 Peak discharge = 4.279 cfsStorm frequency = 1 yrs Time to peak = 717 minTime interval = 3 min Hyd. volume = 10,407 cuftInflow hydrograph = 5 - Total DA to Forebay 2nd diverted hyd. = 6 Diversion method = Flow Ratio Flow ratio = 0.82

0 180 360 540 720 900 1080 1260 1440 1620

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 (min)

Flow to Wet Pond


Hyd No. 7 -- Q = 0.18 x Qin Hyd No. 5 -- Inflow Hyd No. 6

25

Hydrograph Report


Hyd. No. 8

Wet Pond Routed

Hydrograph type = Reservoir Peak discharge = 0.930 cfsStorm frequency = 1 yrs Time to peak = 873 minTime interval = 3 min Hyd. volume = 57,744 cuftInflow hyd. No. = 5 - Total DA to Forebay Max. Elevation = 389.43 ftReservoir name = Wet Pond Max. Storage = 181,004 cuft

Storage Indication method used. Wet pond routing start elevation = 389.00 ft.

0 540 1080 1620 2160 2700 3240 3780 4320 4860 5400 5940

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 (min)

Wet Pond Routed


Hyd No. 8 Hyd No. 5 Total storage used = 181,004 cuft

26

Pond ReportHydraflow Hydrographs by Intelisolve v9.02 Friday, Aug 12, 2016

Pond No. 1 - Wet Pond

Pond Data

Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 382.00 ft

Stage / Storage Table

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

0.00 382.00 11,390 0 02.00 384.00 15,118 26,418 26,4184.00 386.00 19,226 34,258 60,6766.00 388.00 23,771 42,912 103,5887.00 389.00 69,597 44,676 148,2658.00 390.00 81,789 75,604 223,868

10.00 392.00 97,203 178,753 402,62110.50 392.50 100,490 49,416 452,037

Culvert / Orifice Structures Weir Structures

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

Rise (in) = 15.00 0.00 0.00 0.00

Span (in) = 15.00 0.00 0.00 0.00

No. Barrels = 1 0 0 0

Invert El. (ft) = 382.00 0.00 0.00 0.00

Length (ft) = 80.00 0.00 0.00 0.00

Slope (%) = 2.50 0.00 0.00 n/a

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

Orifice Coeff. = 0.60 0.60 0.60 0.60

Multi-Stage = n/a No No No

Crest Len (ft) = 20.00 1.25 30.00 0.00

Crest El. (ft) = 391.00 389.00 391.50 0.00

Weir Coeff. = 3.33 2.60 3.33 3.33

Weir Type = Riser Rect Broad ---

Multi-Stage = Yes Yes No No

Exfil.(in/hr) = 0.000 (by Contour)

TW Elev. (ft) = 0.00

Note: Culvert/Orifice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions.

0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0

Stage (ft)

0.00 382.00

2.00 384.00

4.00 386.00

6.00 388.00

8.00 390.00

10.00 392.00

12.00 394.00

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q

27

Hydrograph Report


Hyd. No. 9

DA #1 - Total Proposed Post Routing


0 540 1080 1620 2160 2700 3240 3780 4320 4860 5400 5940

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 (min)




28

Hydrograph Report


Hyd. No. 11

Basin Plugged Routed

Hydrograph type = Reservoir Peak discharge = 0.000 cfsStorm frequency = 1 yrs Time to peak = n/aTime interval = 3 min Hyd. volume = 0 cuftInflow hyd. No. = 5 - Total DA to Forebay Max. Elevation = 389.76 ftReservoir name = Wet Pond Plugged Max. Storage = 206,082 cuft

Storage Indication method used. Wet pond routing start elevation = 389.00 ft.

0 180 360 540 720 900 1080 1260 1440 1620

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 (min)

Basin Plugged Routed


Hyd No. 11 Hyd No. 5 Total storage used = 206,082 cuft

29


Pond No. 2 - Wet Pond Plugged

Pond Data




0.00 382.00 11,390 0 02.00 384.00 15,118 26,418 26,4184.00 386.00 19,226 34,258 60,6766.00 388.00 23,771 42,912 103,5887.00 389.00 69,597 44,676 148,2658.00 390.00 81,789 75,604 223,868

10.00 392.00 97,203 178,753 402,62110.50 392.50 100,490 49,416 452,037


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

Rise (in) = 0.00 0.00 0.00 0.00

Span (in) = 0.00 0.00 0.00 0.00


Invert El. (ft) = 0.00 0.00 0.00 0.00

Length (ft) = 0.00 0.00 0.00 0.00

Slope (%) = 0.00 0.00 0.00 n/a

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

Orifice Coeff. = 0.60 0.60 0.60 0.60


Crest Len (ft) = 30.00 0.00 0.00 0.00

Crest El. (ft) = 391.50 0.00 0.00 0.00

Weir Coeff. = 3.33 3.33 3.33 3.33

Weir Type = Broad --- --- ---

Multi-Stage = No No No No




0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00

Stage (ft)

0.00 382.00

2.00 384.00

4.00 386.00

6.00 388.00

8.00 390.00

10.00 392.00

12.00 394.00

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q

30

Hydrograph Report


Hyd. No. 13

DA #2 Existing


0 180 360 540 720 900 1080 1260 1440 1620

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)

DA #2 Existing


Hyd No. 13

31

TR55 Tc Worksheet


Hyd. No. 13

DA #2 Existing



Travel Time (min) = 12.06 + 0.00 + 0.00 = 12.06


Travel Time (min) = 1.15 + 0.00 + 0.00 = 1.15


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


32

Hydrograph Report


Hyd. No. 14

DA #2 - Uncontrolled

Hydrograph type = SCS Runoff Peak discharge = 0.178 cfsStorm frequency = 1 yrs Time to peak = 723 minTime interval = 3 min Hyd. volume = 744 cuftDrainage area = 0.606 ac Curve number = 63.8Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 11.00 minTotal precip. = 2.70 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

0 180 360 540 720 900 1080 1260 1440 1620

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)



Hyd No. 14

33

TR55 Tc Worksheet


Hyd. No. 14




Travel Time (min) = 10.96 + 0.00 + 0.00 = 10.96


Travel Time (min) = 0.06 + 0.00 + 0.00 = 0.06


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


34

Hydrograph Report


Hyd. No. 15

DA #2 - Controlled Drywell

Hydrograph type = SCS Runoff Peak discharge = 0.147 cfsStorm frequency = 1 yrs Time to peak = 726 minTime interval = 3 min Hyd. volume = 719 cuftDrainage area = 0.516 ac Curve number = 64.9Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = TR55 Time of conc. (Tc) = 16.90 minTotal precip. = 2.70 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

0 180 360 540 720 900 1080 1260 1440 1620

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)



Hyd No. 15

35

TR55 Tc Worksheet


Hyd. No. 15




Travel Time (min) = 16.63 + 0.00 + 0.00 = 16.63


Travel Time (min) = 0.28 + 0.00 + 0.00 = 0.28


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


36

Hydrograph Report


Hyd. No. 16

Drywell Routed

Hydrograph type = Reservoir Peak discharge = 0.047 cfsStorm frequency = 1 yrs Time to peak = 753 minTime interval = 3 min Hyd. volume = 541 cuftInflow hyd. No. = 15 - DA #2 - Controlled Drywell Max. Elevation = 403.48 ftReservoir name = Drywell #1 Max. Storage = 198 cuft

Storage Indication method used.

0 180 360 540 720 900 1080 1260 1440 1620

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)

Drywell Routed


Hyd No. 16 Hyd No. 15 Total storage used = 198 cuft

37


Pond No. 3 - Drywell #1

Pond Data

UG Chambers - Invert elev. = 403.00 ft, Rise x Span = 0.67 x 0.67 ft, Barrel Len = 32.00 ft, No. Barrels = 2, Slope = 0.00%, Headers = NoEncasement - Invert elev. = 402.50 ft, Width = 7.50 ft, Height = 2.50 ft, Voids = 40.00%



0.00 402.50 n/a 0 00.25 402.75 n/a 48 480.50 403.00 n/a 48 960.75 403.25 n/a 53 1491.00 403.50 n/a 54 2031.25 403.75 n/a 51 2541.50 404.00 n/a 48 3021.75 404.25 n/a 48 3502.00 404.50 n/a 48 3982.25 404.75 n/a 48 4462.50 405.00 n/a 48 494


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

Rise (in) = 15.00 0.00 0.00 0.00

Span (in) = 15.00 0.00 0.00 0.00


Invert El. (ft) = 403.38 0.00 0.00 0.00

Length (ft) = 93.00 0.00 0.00 0.00

Slope (%) = 3.30 0.00 0.00 n/a

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

Orifice Coeff. = 0.60 0.60 0.60 0.60


Crest Len (ft) = 0.00 0.00 0.00 0.00

Crest El. (ft) = 0.00 0.00 0.00 0.00

Weir Coeff. = 3.33 3.33 3.33 3.33

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


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



0.00 1.00 2.00 3.00 4.00 5.00 6.00

Stage (ft)

0.00 402.50

1.00 403.50

2.00 404.50

3.00 405.50

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q

38

Hydrograph Report


Hyd. No. 17



0 180 360 540 720 900 1080 1260 1440 1620

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (min)




39

Hydrograph Report


Hyd. No. 19

DA #3 - Existing

Hydrograph type = SCS Runoff Peak discharge = 0.006 cfsStorm frequency = 1 yrs Time to peak = 723 minTime interval = 3 min Hyd. volume = 38 cuftDrainage area = 0.061 ac Curve number = 58Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = USER Time of conc. (Tc) = 5.00 minTotal precip. = 2.70 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

0 180 360 540 720 900 1080 1260 1440 1620

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (min)

DA #3 - Existing


Hyd No. 19

40

Hydrograph Report


Hyd. No. 20


Hydrograph type = SCS Runoff Peak discharge = 0.001 cfsStorm frequency = 1 yrs Time to peak = 723 minTime interval = 3 min Hyd. volume = 7 cuftDrainage area = 0.012 ac Curve number = 58Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = USER Time of conc. (Tc) = 5.00 minTotal precip. = 2.70 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 484

0 180 360 540 720 900 1080 1260 1440 1620

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (min)



Hyd No. 20

41

Hydraflow Rainfall Report


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

(Yrs) B D E (N/A)

1 16.4027 3.9000 0.6351 --------

2 33.3274 8.5000 0.7586 --------

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

5 36.3659 7.8000 0.7483 --------

10 42.5539 9.1000 0.7403 --------

25 40.8315 8.7000 0.6906 --------

50 58.6058 11.1000 0.7398 --------

100 84.6606 15.5000 0.7740 --------

File name: PennDOT.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 4.09 3.08 2.54 2.19 1.94 1.75 1.60 1.49 1.39 1.30 1.23 1.17

2 4.63 3.64 3.04 2.63 2.32 2.09 1.91 1.75 1.63 1.52 1.43 1.35

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 5.40 4.22 3.50 3.02 2.67 2.40 2.19 2.01 1.87 1.75 1.64 1.55

10 6.00 4.79 4.03 3.51 3.12 2.82 2.58 2.38 2.22 2.08 1.96 1.85

25 6.70 5.40 4.59 4.02 3.60 3.27 3.01 2.79 2.61 2.45 2.32 2.20

50 7.50 6.14 5.25 4.61 4.13 3.75 3.44 3.19 2.98 2.80 2.64 2.50

100 8.17 6.90 6.01 5.34 4.83 4.41 4.07 3.78 3.54 3.33 3.14 2.98

Tc = time in minutes. Values may exceed 60.

Rainfall Precipitation Table (in)

Precip. file name: NOAA Franklin Twp.pcp

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

SCS 24-hour 2.70 3.26 0.00 4.09 4.78 5.79 6.64 7.56

SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00

Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00

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 1.55 0.00 2.75 4.00 5.38 6.50 8.00

Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.1042






2 SCS Runoff 0.318 3 723 1,491 ---- ------ ------ DA #1 - Proposed Uncontrolled










14 SCS Runoff 0.384 3 723 1,274 ---- ------ ------ DA #2 - Uncontrolled

15 SCS Runoff 0.305 3 726 1,208 ---- ------ ------ DA #2 - Controlled Drywell

16 Reservoir 0.259 3 732 1,030 15 403.61 226 Drywell Routed






43
























44
























45














11 Reservoir 0.609 3 1446 5,788 5 391.44 352,437 Basin Plugged Routed










46
























47
























48

STORMWATER VOLUME CALCULATIONS

49


50

3150-PM-BWEW0035 Rev. 1/2013

Project: Gourmet's Delight

Drainage Area: DA #1

2- Yr. Rainfall: 3.2 inches

Total Site Area: 9.786

Protected Site Area: 0.000

Managed Area: 9.786

Existing Conditions:

Cover Type/Condition Soil Type

Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Meadow B 376881.12 8.652 58 7.241 1.448 0.341 10716Woods B 49397.04 1.134 55 8.182 1.636 0.251 1033

426278.16 9.786 11749

Developed Conditions:


Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Impervious B 360066.96 8.266 98 0.204 0.041 2.967 89041

Meadow B 278522.64 6.394 58 7.241 1.448 0.341 7920Woods B 2439.36 0.056 55 8.182 1.636 0.251 51

641028.96 14.716 97012

*Difference in Existing vs. Developed acreages due to changes in topography.

2 - Year Volume Increase (ft3): 85263

2 - Year Volume Increase = Developed Conditions Runoff Volume - Existing Conditions Runoff Volume

1. Runoff (in) = Q = (P-0.2S)2/(P+0.8S) where

P = 2 Yr Rainfall (in)

S = (1000/CN) - 10

2. Runoff Volume (CF) = Q x Area x 1/12

Q = Runoff (in)

Area = Land Use Area (sf)

Note: Runoff Volume must be calculated for each land use type/condition and HSGI.

The use of a weighted CN value for volume calculations is not acceptable.

WORKSHEET 4: CHANGE IN RUNOFF VOLUME FOR 2-YR STORM EVENT

51

3150-PM-BWEW0035 Rev. 1/2013






Managed Area: 7.427



Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Meadow B 258093 5.925 58 7.241 1.448 0.341 7339Woods B 65427.12 1.502 55 8.182 1.636 0.251 1368

323520.12 7.427 8707



Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Impervious B 76534.92 1.757 98 0.204 0.041 2.967 18926Meadow B 32190.84 0.739 58 7.241 1.448 0.341 915

108725.76 2.496 19842






S = (1000/CN) - 10


Q = Runoff (in)





52

3150-PM-BWEW0035 Rev. 1/2013






Managed Area: 0.061



Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Meadow B 2657.16 0.061 58 7.241 1.448 0.341 76

2657.16 0.061 76



Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Meadow B 522.72 0.012 58 7.241 1.448 0.341 15

522.72 0.012 15

2 - Year Volume Increase (ft3): -61




S = (1000/CN) - 10


Q = Runoff (in)





53

DRAINAGE AREA:

2- YR. RAINFALL: 3.2 inches

DA to Infiltration Basin

Land Use Hy Group Acres

Area

(sq. ft.) CN S

Ia

(0.2*S)

Q

Runoff (in.)

Runoff

Volume (ft3)

Impervious B 8.561 372917.16 98.0 0.204 0.041 2.967 92219

Meadow B 9.030 393346.80 58.0 7.241 1.448 0.341 11184

Woods B 0.516 22476.96 55.0 8.182 1.636 0.251 470

18.107 788740.92 103873

DA to Concrete Tank

Land Use Hy Group Acres

Area

(sq. ft.) CN S

Ia

(0.2*S)

Q

Runoff (in.)

Runoff

Volume (ft3)

Tank B 0.259 11282.04 98.0 0.204 0.041 2.967 2790

Wharf B 1.321 57542.76 98.0 0.204 0.041 2.967 14230

1.580 68824.80 17020

Total Controlled: 120893

CONTROLLED VOLUME

GOURMET'S DELIGHT MUSHROOM'S

54

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55

Drainage

Area Existing Proposed 2 Yr Delta

1" Rainfall on

Impervious Infiltration Reuse

#1 11749 97012 85263 23732 85176 18697

#2 8707 19842 11135 5044 0* 17020

#3 76 15 -61 0 0

*DA #2 contains a large impervious hot spot (wharf). Due to the potential polluting characteristics of

this area, the runoff will be reused in the compost production operation and not infiltrated.

Stormwater Volume Summary

Gourmet's Delight

56

INFILTRATION TESTS AND TEST PIT DESCRIPTIONS

57


58

SITE INVESTIGATION AND PERCOLATION TEST REPORT FOR STORMWATER MANAGEMENT AREA

DOUBLE-RING INFILTROMETER TEST Project .Gourmet's Delight Mushtooms Municipality: Franklin Township County:Site Location:

Chester Auburn Road Subdivision Name:

SUITABLE Soil Type N/A

GeC3 Slope 8 % Depth to Limiting Zone: UNSUITABLE Mottling Seeps or Ponded Water Bedrock Fractures Coarse Fragments

84"+

Perc. Rate Slope Unstabilized Fill Floodplain Other

SOILS DESCRIPTION: Soils Description Completed by: Kathern Heed SEO #1768 Test Pit 3 Date:

Inches Description of Horizon

08/08/2016

0 TO 7

Dk BrLo, Gran, Fri, Abt

7 TO 32

Rd Br SiLo, Mod Sbk, Firm/Fri, Grad

32 TO 50

Lt Rd Br Miacaceous SiLo, Wk Sbk, Frk, Cl

50 TO 84

Var (Tan, Br, Lt Br) Micaceous SiLo/SiLo, Massive Structureless, Loose

TO

TO

No limiting zone of rock or water

PERCOLATION TEST: Percolation Test Completed by: Crossan-Raimato, Inc. Date:Weather Conditions: Below 40°F 40°F or above Dry Rain, Sleet, Snow (last 24 hours)

08/08/2016

Soil Conditions: Wet Dry Frozen

Hole No. *** Reading Interval

Reading No. 1:

Reading No. 2:

Reading No. 3:

Reading No. 4:

Reading No. 5:

Reading No. 6:

Reading No. 7

Reading No. 8:

Yes No Inches of drop Inches of drop Inches of drop Inches of drop Inches of drop Inches of drop Inches of drop Inches of drop

"E" 10 1 1/8 1 1/8 1 1/8 1 1/8 1 1/8

"F" 10 3/4 3/4 3/4 3/4 3/4

10 / 30

10 / 30

10 / 30

10 / 30

***Water remaining in the hole at the end of the final 30-minute presoak? Yes, use 30-minute interval; No, use 10-minute interval.

Calculation of Average Percolation Rate: Drop during Infiltration Rate Depth Hole No. final period Inches/Hour of Hole "E" 11/8 “ 6.75 60 “ "F" 3/4 “ 4.5 60 “ “ “ “ “ “ “ “

“

59


60

DEWATER CALCULATIONS

61


62

Basin

AVERAGE INFILTRATION RATE: (6.75 IN/HR + 4.5 IN/IN)/2 = 5.63 IN/HR

FACTOR OF SAFETY: 5.63 IN/HR / 2 = 2.81 IN/HR

DEWATERING TIME: 2.0 FT X 12 IN/FT / 2.81 IN/HR = 8.53 HR

Gourmet's Delight Mushrooms

Infiltration Facility Dewatering Time Calculations

63


64

WEIR CAPACITY

65


66

Facility

Weir

Coefficient

C

Width of Weir

L (ft)

Head Above

Weir

H (ft)

Discharge

Capacity

Q (cfs)

Forebay to

Infiltration Basin 3.33 24.6 2.02 231.32

Forebay to Wet

Pond 3.33 5.4 2.02 47.76

GOURMET'S DELIGHT

SPILLWAY CAPACITY CALCULATIONS

67

Pond ReportHydraflow Hydrographs by Intelisolve v9.02 Tuesday, Dec 8, 2015

Pond No. 4 - Basin

Pond Data




0.00 382.00 11,390 0 02.00 384.00 15,118 26,418 26,4184.00 386.00 19,226 34,258 60,6766.00 388.00 23,771 42,912 103,5887.00 389.00 69,597 44,676 148,2658.00 390.00 81,789 75,604 223,8688.50 390.50 97,203 44,688 268,556

10.00 392.00 97,203 145,790 414,34610.50 392.50 100,490 49,416 463,762


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

Rise (in) = 12.00 0.00 0.00 0.00

Span (in) = 12.00 0.00 0.00 0.00


Invert El. (ft) = 385.00 0.00 0.00 0.00

Length (ft) = 0.00 0.00 0.00 0.00

Slope (%) = 0.00 0.00 0.00 n/a

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

Orifice Coeff. = 0.60 0.60 0.60 0.60


Crest Len (ft) = 0.00 0.00 0.00 0.00

Crest El. (ft) = 0.00 0.00 0.00 0.00

Weir Coeff. = 3.33 3.33 3.33 3.33

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





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 0 382.00 0.00 --- --- --- --- --- --- --- --- --- 0.000.20 2,642 382.20 0.00 --- --- --- --- --- --- --- --- --- 0.000.40 5,284 382.40 0.00 --- --- --- --- --- --- --- --- --- 0.000.60 7,925 382.60 0.00 --- --- --- --- --- --- --- --- --- 0.000.80 10,567 382.80 0.00 --- --- --- --- --- --- --- --- --- 0.001.00 13,209 383.00 0.00 --- --- --- --- --- --- --- --- --- 0.001.20 15,851 383.20 0.00 --- --- --- --- --- --- --- --- --- 0.001.40 18,492 383.40 0.00 --- --- --- --- --- --- --- --- --- 0.001.60 21,134 383.60 0.00 --- --- --- --- --- --- --- --- --- 0.001.80 23,776 383.80 0.00 --- --- --- --- --- --- --- --- --- 0.002.00 26,418 384.00 0.00 --- --- --- --- --- --- --- --- --- 0.002.20 29,843 384.20 0.00 --- --- --- --- --- --- --- --- --- 0.002.40 33,269 384.40 0.00 --- --- --- --- --- --- --- --- --- 0.002.60 36,695 384.60 0.00 --- --- --- --- --- --- --- --- --- 0.002.80 40,121 384.80 0.00 --- --- --- --- --- --- --- --- --- 0.003.00 43,547 385.00 0.00 --- --- --- --- --- --- --- --- --- 0.003.20 46,973 385.20 0.17 --- --- --- --- --- --- --- --- --- 0.173.40 50,398 385.40 0.63 --- --- --- --- --- --- --- --- --- 0.633.60 53,824 385.60 1.30 --- --- --- --- --- --- --- --- --- 1.303.80 57,250 385.80 2.05 --- --- --- --- --- --- --- --- --- 2.054.00 60,676 386.00 2.67 --- --- --- --- --- --- --- --- --- 2.674.20 64,967 386.20 3.16 --- --- --- --- --- --- --- --- --- 3.164.40 69,258 386.40 3.59 --- --- --- --- --- --- --- --- --- 3.594.60 73,550 386.60 3.97 --- --- --- --- --- --- --- --- --- 3.974.80 77,841 386.80 4.31 --- --- --- --- --- --- --- --- --- 4.315.00 82,132 387.00 4.63 --- --- --- --- --- --- --- --- --- 4.635.20 86,423 387.20 4.93 --- --- --- --- --- --- --- --- --- 4.935.40 90,715 387.40 5.21 --- --- --- --- --- --- --- --- --- 5.215.60 95,006 387.60 5.48 --- --- --- --- --- --- --- --- --- 5.485.80 99,297 387.80 5.73 --- --- --- --- --- --- --- --- --- 5.736.00 103,588 388.00 5.98 --- --- --- --- --- --- --- --- --- 5.986.10 108,056 388.10 6.10 --- --- --- --- --- --- --- --- --- 6.106.20 112,524 388.20 6.21 --- --- --- --- --- --- --- --- --- 6.216.30 116,991 388.30 6.33 --- --- --- --- --- --- --- --- --- 6.336.40 121,459 388.40 6.44 --- --- --- --- --- --- --- --- --- 6.44

Continues on next page...

68

Basin



6.50 125,927 388.50 6.55 --- --- --- --- --- --- --- --- --- 6.556.60 130,394 388.60 6.66 --- --- --- --- --- --- --- --- --- 6.666.70 134,862 388.70 6.76 --- --- --- --- --- --- --- --- --- 6.766.80 139,329 388.80 6.87 --- --- --- --- --- --- --- --- --- 6.876.90 143,797 388.90 6.97 --- --- --- --- --- --- --- --- --- 6.977.00 148,265 389.00 7.07 --- --- --- --- --- --- --- --- --- 7.077.10 155,825 389.10 7.17 --- --- --- --- --- --- --- --- --- 7.177.20 163,385 389.20 7.27 --- --- --- --- --- --- --- --- --- 7.277.30 170,946 389.30 7.37 --- --- --- --- --- --- --- --- --- 7.377.40 178,506 389.40 7.47 --- --- --- --- --- --- --- --- --- 7.477.50 186,066 389.50 7.56 --- --- --- --- --- --- --- --- --- 7.567.60 193,627 389.60 7.66 --- --- --- --- --- --- --- --- --- 7.667.70 201,187 389.70 7.75 --- --- --- --- --- --- --- --- --- 7.757.80 208,747 389.80 7.84 --- --- --- --- --- --- --- --- --- 7.847.90 216,308 389.90 7.93 --- --- --- --- --- --- --- --- --- 7.938.00 223,868 390.00 8.02 --- --- --- --- --- --- --- --- --- 8.028.05 228,337 390.05 8.07 --- --- --- --- --- --- --- --- --- 8.078.10 232,806 390.10 8.11 --- --- --- --- --- --- --- --- --- 8.118.15 237,275 390.15 8.15 --- --- --- --- --- --- --- --- --- 8.158.20 241,743 390.20 8.20 --- --- --- --- --- --- --- --- --- 8.208.25 246,212 390.25 8.24 --- --- --- --- --- --- --- --- --- 8.248.30 250,681 390.30 8.28 --- --- --- --- --- --- --- --- --- 8.288.35 255,150 390.35 8.33 --- --- --- --- --- --- --- --- --- 8.338.40 259,619 390.40 8.37 --- --- --- --- --- --- --- --- --- 8.378.45 264,087 390.45 8.41 --- --- --- --- --- --- --- --- --- 8.418.50 268,556 390.50 8.46 --- --- --- --- --- --- --- --- --- 8.468.65 283,135 390.65 8.58 --- --- --- --- --- --- --- --- --- 8.588.80 297,714 390.80 8.70 --- --- --- --- --- --- --- --- --- 8.708.95 312,293 390.95 8.83 --- --- --- --- --- --- --- --- --- 8.839.10 326,872 391.10 8.95 --- --- --- --- --- --- --- --- --- 8.959.25 341,451 391.25 9.07 --- --- --- --- --- --- --- --- --- 9.079.40 356,030 391.40 9.18 --- --- --- --- --- --- --- --- --- 9.189.55 370,609 391.55 9.30 --- --- --- --- --- --- --- --- --- 9.309.70 385,188 391.70 9.42 --- --- --- --- --- --- --- --- --- 9.429.85 399,767 391.85 9.53 --- --- --- --- --- --- --- --- --- 9.53

10.00 414,346 392.00 9.64 --- --- --- --- --- --- --- --- --- 9.6410.05 419,288 392.05 9.68 --- --- --- --- --- --- --- --- --- 9.6810.10 424,229 392.10 9.71 --- --- --- --- --- --- --- --- --- 9.7110.15 429,171 392.15 9.75 --- --- --- --- --- --- --- --- --- 9.7510.20 434,113 392.20 9.79 --- --- --- --- --- --- --- --- --- 9.7910.25 439,054 392.25 9.82 --- --- --- --- --- --- --- --- --- 9.8210.30 443,996 392.30 9.86 --- --- --- --- --- --- --- --- --- 9.8610.35 448,937 392.35 9.90 --- --- --- --- --- --- --- --- --- 9.9010.40 453,879 392.40 9.93 --- --- --- --- --- --- --- --- --- 9.9310.45 458,821 392.45 9.97 --- --- --- --- --- --- --- --- --- 9.9710.50 463,762 392.50 10.00 --- --- --- --- --- --- --- --- --- 10.00

...End

69

Pond ReportHydraflow Hydrographs by Intelisolve v9.02 Tuesday, Aug 16, 2016

Pond No. 1 - Wet Pond

Pond Data




0.00 382.00 11,390 0 02.00 384.00 15,118 26,418 26,4184.00 386.00 19,226 34,258 60,6766.00 388.00 23,771 42,912 103,5887.00 389.00 69,597 44,676 148,2658.00 390.00 81,789 75,604 223,868

10.00 392.00 97,203 178,753 402,62110.50 392.50 100,490 49,416 452,037


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

Rise (in) = 15.00 0.00 0.00 0.00

Span (in) = 15.00 0.00 0.00 0.00


Invert El. (ft) = 382.00 0.00 0.00 0.00

Length (ft) = 80.00 0.00 0.00 0.00

Slope (%) = 2.50 0.00 0.00 n/a

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

Orifice Coeff. = 0.60 0.60 0.60 0.60


Crest Len (ft) = 20.00 1.25 30.00 0.00

Crest El. (ft) = 391.00 389.00 391.50 0.00

Weir Coeff. = 3.33 2.60 3.33 3.33

Weir Type = Riser Rect Broad ---

Multi-Stage = Yes Yes No No






0.00 0 382.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.000.20 2,642 382.20 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.000.40 5,284 382.40 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.000.60 7,925 382.60 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.000.80 10,567 382.80 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.001.00 13,209 383.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.001.20 15,851 383.20 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.001.40 18,492 383.40 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.001.60 21,134 383.60 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.001.80 23,776 383.80 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.002.00 26,418 384.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.002.20 29,843 384.20 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.002.40 33,269 384.40 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.002.60 36,695 384.60 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.002.80 40,121 384.80 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.003.00 43,547 385.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.003.20 46,973 385.20 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.003.40 50,398 385.40 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.003.60 53,824 385.60 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.003.80 57,250 385.80 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.004.00 60,676 386.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.004.20 64,967 386.20 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.004.40 69,258 386.40 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.004.60 73,550 386.60 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.004.80 77,841 386.80 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.005.00 82,132 387.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.005.20 86,423 387.20 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.005.40 90,715 387.40 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.005.60 95,006 387.60 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.005.80 99,297 387.80 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.006.00 103,588 388.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.006.10 108,056 388.10 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.006.20 112,524 388.20 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.006.30 116,991 388.30 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.006.40 121,459 388.40 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.006.50 125,927 388.50 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.00

Continues on next page...

70

Wet Pond



6.60 130,394 388.60 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.006.70 134,862 388.70 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.006.80 139,329 388.80 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.006.90 143,797 388.90 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.007.00 148,265 389.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- --- 0.007.10 155,825 389.10 0.11 --- --- --- 0.00 0.10 0.00 --- --- --- 0.107.20 163,385 389.20 0.29 --- --- --- 0.00 0.29 0.00 --- --- --- 0.297.30 170,946 389.30 0.53 --- --- --- 0.00 0.53 0.00 --- --- --- 0.537.40 178,506 389.40 0.83 --- --- --- 0.00 0.82 0.00 --- --- --- 0.827.50 186,066 389.50 1.16 --- --- --- 0.00 1.15 0.00 --- --- --- 1.157.60 193,627 389.60 1.51 --- --- --- 0.00 1.51 0.00 --- --- --- 1.517.70 201,187 389.70 1.92 --- --- --- 0.00 1.90 0.00 --- --- --- 1.907.80 208,747 389.80 2.36 --- --- --- 0.00 2.33 0.00 --- --- --- 2.337.90 216,308 389.90 2.80 --- --- --- 0.00 2.78 0.00 --- --- --- 2.788.00 223,868 390.00 3.27 --- --- --- 0.00 3.25 0.00 --- --- --- 3.258.20 241,743 390.20 4.27 --- --- --- 0.00 4.27 0.00 --- --- --- 4.278.40 259,619 390.40 5.38 --- --- --- 0.00 5.38 0.00 --- --- --- 5.388.60 277,494 390.60 6.58 --- --- --- 0.00 6.58 0.00 --- --- --- 6.588.80 295,369 390.80 7.85 --- --- --- 0.00 7.85 0.00 --- --- --- 7.859.00 313,244 391.00 9.19 --- --- --- 0.00 9.19 0.00 --- --- --- 9.199.20 331,120 391.20 15.70 --- --- --- 5.96 9.74 0.00 --- --- --- 15.709.40 348,995 391.40 17.05 --- --- --- 12.43 4.61 0.00 --- --- --- 17.049.60 366,870 391.60 17.29 --- --- --- 13.81 3.48 3.16 --- --- --- 20.459.80 384,745 391.80 17.47 --- --- --- 14.58 2.88 16.42 --- --- --- 33.88

10.00 402,621 392.00 17.65 --- --- --- 15.10 2.51 35.32 --- --- --- 52.9310.05 407,562 392.05 17.69 --- --- --- 15.22 2.44 40.75 --- --- --- 58.4110.10 412,504 392.10 17.73 --- --- --- 15.32 2.37 46.43 --- --- --- 64.1210.15 417,445 392.15 17.77 --- --- --- 15.40 2.31 52.35 --- --- --- 70.0610.20 422,387 392.20 17.82 --- --- --- 15.50 2.26 58.50 --- --- --- 76.2610.25 427,329 392.25 17.86 --- --- --- 15.57 2.21 64.88 --- --- --- 82.6610.30 432,270 392.30 17.90 --- --- --- 15.70 2.17 71.47 --- --- --- 89.3410.35 437,212 392.35 17.94 --- --- --- 15.75 2.12 78.28 --- --- --- 96.1510.40 442,153 392.40 17.98 --- --- --- 15.82 2.08 85.28 --- --- --- 103.1710.45 447,095 392.45 18.02 --- --- --- 15.90 2.04 92.49 --- --- --- 110.4310.50 452,037 392.50 18.06 --- --- --- 15.94 2.00 99.90 --- --- --- 117.84

...End

71


72

DOWNSPOUT CAPACITY

BASED ON LARGEST AREA DRAINING TO ONE LOCATION

(40’X127’ ROOF AREA=0.116AC.)

73


74


80

ANTI-SEEP COLLAR CALCULATIONS

81


82

LENGTH OF PIPE IN THE SATURATED ZONE (LS)

LS = y * (z + 4) [1 + (pipe slope ft/ft /( 0.25 - pipe slope))]

LS = 9 * (4 + 4) [1 + (0.025 / (0.25 - 0.025))]

LS = 9 *8 [1 + 0.111111]

LS = 80.0’

INCREASE IN FLOW PATH

LF = 1.15 LS

LF = 1.15 * 80.0

LF = 92.0’

MINIMUM COLLAR PROJECTION

Vmin = (LF – LS) / 2(no. of collars)

Vmin = 12.0 / 4

Vmin = 3.0

SIDE DIMENSION (S)

S = 2V + Barrel Diameter

S = 2(3) + 1.25

S = 7.25’

83

RIP-RAP CALCULATIONS

85


86

Structure

Mannings

"n"

Pipe

Diameter

(ft) Multiplier

Flow Area

(ft2)

Wetted

Perimeter

(ft)

Slope

(ft/ft)

Velocity

(fps)

EW-1 0.013 3.5 1.486 9.62 10.990 0.010 10.40

EW-2 0.013 2.0 1.486 3.14 6.280 0.023 11.02

Level Spreader 0.013 1.25 1.486 1.23 3.925 0.025 8.32

Infil. Basin 0.009 0.33 1.486 0.09 1.047 0.03 5.45

GOURMET'S DELIGHT

OUTLET VELOCITY CALCULATIONS

90

STORMSEWER CALCULATIONS

91


92

Hyd

rafl

ow

Pla

n V

iew

Pro

ject F

ile: N

ort

h R

un

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No

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5

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Sto

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low

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e I

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ow

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let

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Lin

eIn

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Lin

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ine

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t/li

ne

len

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typ

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eff

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t)(d

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(ac)

(C)

(min

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t)(%

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t)(i

n)

(n)

(K)

(ft)

1E

nd

76.1

-7.4

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08.5

4394.5

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87

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406.5

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Cir

0.0

12

1.0

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1

97

198.4

89.6

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00.5

00.9

55.0

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50.8

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0.0

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: N

ort

h R

un.s

tmN

um

ber

of

lines:

10

Run D

ate

: 0

2-1

2-2

016

NO

TE

S:

Inle

t N

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0.0

16 ;

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nsity =

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0 /

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let

tim

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R

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; *

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s K

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Hyd

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torm

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00

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95

Storm Sewer Summary Report Page 1

Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL DnsNo. rate size length EL Dn EL Up slope down up loss Junct line

(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.

1 I1-EW1 41.41 42 c 76.1 388.00 394.50 8.541 390.04 396.47 n/a 396.47 j End

2 I2-I1 40.48 36 c 97.0 395.00 397.87 2.959 396.82 399.90 n/a 399.90 j 1

3 I3-I2 38.36 36 c 100.0 398.07 399.07 1.000 400.43 401.04 n/a 401.04 j 2

4 I4-I3 36.17 36 c 134.7 399.27 400.71 1.069 401.58 402.63 n/a 402.63 j 3

5 I5-I4 35.61 36 c 118.8 400.91 402.32 1.187 403.13 404.22 n/a 404.22 j 4

6 I6-I5 35.36 36 c 100.0 402.52 403.22 0.700 404.72 405.12 0.44 405.12 5

7 MH1-I6 35.00 36 c 29.0 403.42 403.85 1.481 405.61 405.74 n/a 405.74 6

8 I7-MH1 1.42 15 c 37.0 406.55 407.00 1.215 406.91 407.48 n/a 407.48 j 7

9 MH2-MH1 5.96 24 c 198.4 404.85 406.45 0.807 406.55 407.32 n/a 407.32 j 7

10 MH3-MH2 2.37 15 c 295.0 407.15 408.76 0.546 407.75 409.38 n/a 409.38 j 9

Project File: North Run.stm Number of lines: 10 Run Date: 02-12-2016

NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; j - Line contains hyd. jump.

Hydraflow Storm Sewers 2005

96

Hyd

rafl

ow

Pla

n V

iew

Pro

ject F

ile: N

ort

he

ast.stm

No

. L

ine

s: 6

08

-16

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16

Hyd

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w S

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we

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00

5

97

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tory

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1

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Pro

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File

: N

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stm

Num

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File

: N

ort

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stm

Num

ber

of

lines:

6R

un D

ate

: 0

8-1

6-2

016

NO

TE

S:

Inle

t N

-Valu

es =

0.0

16 ;

Inte

nsity =

12725630.0

0 /

(In

let

tim

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R

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; *

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Hyd

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torm

Se

we

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00

5

99




1 I26-EW2 10.12 24 c 12.8 398.00 398.30 2.344 398.87 399.43 n/a 399.43 End

2 I27-I26 9.86 24 c 24.0 398.73 399.08 1.458 399.75 400.19 n/a 400.19 j 1

3 I28-I27 1.17 15 c 128.6 399.78 403.38 2.799 400.65 403.81 n/a 403.81 j 2

4 I29-I28 0.46 15 c 93.4 403.58 406.72 3.362 403.96 406.99 n/a 406.99 j 3

5 I30-I28 0.55 15 c 24.0 403.38 403.60 0.917 403.96 403.94 0.06 404.01 3

6 HW1-I27 7.58 24 c 17.4 399.18 399.62 2.529 400.57 400.59 n/a 400.59 j 2

Project File: Northeast.stm Number of lines: 6 Run Date: 08-16-2016



100

Hyd

rafl

ow

Pla

n V

iew

Pro

ject F

ile: S

ou

th R

un

.stm

No

. L

ine

s: 2

40

2-1

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01

6

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5-M

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Pro

ject

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: S

outh

Run.s

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um

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of

lines:

24

Date

: 0

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016

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outh

Run.s

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um

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of

lines:

24

Run D

ate

: 0

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016

NO

TE

S:

Inle

t N

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um

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lines:

24

Run D

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: 0

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we

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00

5

105




1 I1-EW1 43.36 42 c 76.1 388.00 388.75 0.985 390.02 390.77 n/a 390.77 End

2 I8-I1 42.62 36 c 97.5 389.25 390.15 0.923 391.09 392.23 n/a 392.23 j 1

3 I9-I8 40.89 36 c 100.0 390.15 391.52 1.370 392.74 393.56 n/a 393.56 j 2

4 I10-I9 39.18 30 c 158.8 392.02 393.39 0.863 393.96 395.48 n/a 395.48 j 3

5 I11-I10 38.66 30 c 147.8 393.39 394.78 0.941 395.76 396.86 n/a 396.86 j 4

6 I12-I11 38.06 30 c 100.5 394.78 395.67 0.885 397.14 397.73 n/a 397.73 j 5

7 MH7-I12 37.65 30 c 35.1 395.67 396.22 1.567 398.02 398.27 n/a 398.27 j 6

8 I13-MH7 15.83 30 c 64.9 396.22 396.72 0.770 399.30* 399.38* 0.08 399.46 7

9 I14-I13 15.27 24 c 100.0 397.22 398.28 1.060 399.46 399.67 n/a 400.00 j 8

10 I15-I14 14.56 24 c 100.0 398.28 399.08 0.800 400.34 400.52 0.28 400.80 9

11 I16-I15 13.64 24 c 100.0 399.08 400.83 1.750 401.07 402.14 n/a 402.14 j 10

12 I17-I16 12.56 24 c 150.4 400.83 402.20 0.911 402.50 403.46 n/a 403.46 j 11

13 MH6-MH7 21.98 30 c 259.0 398.72 403.18 1.722 399.79 404.75 n/a 404.75 j 7

14 MH8-MH7 16.84 30 c 273.0 403.38 405.26 0.689 405.28 406.63 n/a 406.63 j 13

15 MH9-MH8 8.59 18 c 273.0 406.26 408.42 0.791 407.32 409.54 n/a 409.54 j 14

16 I18-I17 2.33 18 c 185.8 402.70 414.39 6.292 404.00 414.97 n/a 414.97 j 12

17 I19-I18 1.00 15 c 173.4 415.39 425.67 5.928 415.60 426.07 n/a 426.07 j 16

18 I21-I18 0.60 15 c 24.0 414.64 415.27 2.625 415.18 415.58 n/a 415.58 j 16

19 I20-I19 0.41 15 c 24.0 426.07 427.89 7.583 426.20 428.15 n/a 428.15 j 17

20 I22-I17 9.13 24 c 89.8 402.20 403.17 1.080 403.89 404.24 n/a 404.24 j 12

21 I23-I22 8.13 18 c 97.2 403.67 404.36 0.710 404.73 405.45 0.27 405.72 20

22 MH8-I23 7.53 18 c 54.8 404.36 405.20 1.533 405.98 406.25 n/a 406.25 j 21

23 I24-MH8 0.95 15 c 45.3 405.70 406.25 1.214 406.75 406.73 0.07 406.80 22

24 I25-MH8 6.78 18 c 24.0 405.20 406.19 4.125 406.53 407.18 n/a 407.18 j 22

Project File: South Run.stm Number of lines: 24 Run Date: 02-12-2016

NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.


106

Hyd

rafl

ow

Pla

n V

iew

Pro

ject F

ile: D

irty

Ea

st.stm

No

. L

ine

s: 5

08

-12

-20

16

Hyd

raflo

w S

torm

Se

we

rs 2

00

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107

Sto

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ew

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Inven

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e

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I34-I

35

Pro

ject

File

: D

irty

East.

stm

Num

ber

of

lines:

5D

ate

: 0

8-1

2-2

016

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w S

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04

Pro

ject

File

: D

irty

East.

stm

Num

ber

of

lines:

5R

un D

ate

: 0

8-1

2-2

016

NO

TE

S:

Inle

t N

-Valu

es =

0.0

16 ;

Inte

nsity =

12725630.0

0 /

(In

let

tim

e +

126.8

0)

^ 2.9

2;

R

etu

rn p

eriod =

100 Y

rs.

; *

Indic

ate

s K

now

n Q

added

Hyd

raflo

w S

torm

Se

we

rs 2

00

5

109




1 O-I31 4.56 15 c 58.7 403.00 404.74 2.966 403.49 405.59 0.61 405.59 End

2 I31-I32 3.62 15 c 95.0 404.94 405.55 0.642 405.86 406.31 n/a 406.31 j 1

3 I32-I33 1.94 15 c 62.4 405.75 406.26 0.818 406.60 406.82 n/a 406.82 j 2

4 I33-I34 1.41 15 c 100.0 406.46 406.96 0.500 407.01 407.43 n/a 407.43 j 3

5 I34-I35 0.71 15 c 100.0 407.16 407.71 0.550 407.60 408.05 n/a 408.05 j 4

Project File: Dirty East.stm Number of lines: 5 Run Date: 08-12-2016



110

Hyd

rafl

ow

Pla

n V

iew

Pro

ject F

ile: D

irty

We

st.stm

No

. L

ine

s: 6

08

-12

-20

16

Hyd

raflo

w S

torm

Se

we

rs 2

00

5

111

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er

Inven

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1

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1 O-I31 3.10 15 c 58.7 403.00 404.74 2.966 403.39 405.44 n/a 405.44 End

2 I31-I37 2.19 15 c 133.6 404.94 405.87 0.696 405.69 406.46 n/a 406.46 j 1

3 I37-I38 1.65 15 c 63.5 405.97 406.31 0.535 406.66 406.82 n/a 406.82 j 2

4 I38-I39 1.33 15 c 100.0 406.41 406.94 0.530 406.99 407.40 n/a 407.40 j 3

5 I39-I40 0.71 15 c 100.0 407.14 407.74 0.600 407.56 408.08 n/a 408.08 j 4

6 I37-I40 0.39 15 c 51.8 406.07 406.50 0.830 406.69 406.75 n/a 406.75 j 2

Project File: Dirty West.stm Number of lines: 6 Run Date: 08-12-2016



114

WASTE WATER LAGOON

CALCULATIONS

115


116

Gourmet's Delight - New Tank Sizing

57,350 sf (Exposed Impervious Area) x

0.63' (24 Hr - 100 Yr Rainfall) =

269,541 gal (Freeboard Req)

Full Build Out = 60 Doubles x

7 Crops/Dbl =

420 Crops/Year

420 / 52 weeks = 8 Doubles per Week Of MS

1 Dbls of MS Requires:

40,000 gal of 'dirty' water

10,000 gal of 'fresh' water

Weekly Requirement:

320,000 gal of 'dirty' water

Existing Tank Sizes:

75' x 14' = 429,375 gal w/ 1' of Freeboard

46' x 12' = 136,672 gal w/ 1' of Freeboard

New Tank Size:

112' x 14' = 1,031,182 gal

Need 4.2' of Freeboard at all times (3.7' + 0.5')

Volume of 112' x 9.8' = 721,827 gal

Storage Capacity in all Three Tanks:

1,287,874 gal / 320,000 gal =

1 MONTH

117


118

NOI APPENDIX “D” WORKSHEETS

119


120

Appendix D. Worksheets

Worksheet 1. General Site Information

INSTRUCTIONS: Fill out Worksheet 1 for each watershed

Date: February 12, 2016

Project Name: Gourmet's Delight Mushroom

Municipality: Franklin

County: Chester

Total Area (acres): 32.2

Major River Basin: Delaware

Watershed: Christina

Sub-Basin:

Nearest Surface Water(s) to Receive Runoff: Indian Run

Chapter 93 – Designated Water Use/Existing Water Use: TSF/MF

Impaired according to Category 4 or 5 of the Integrated Water Quality Monitoring and Assessment Report? Yes No

List Causes of Impairment: nutrients, pathogens, mercury

Is there an established TMDL that applies: Yes No

Total Maximum Daily Loads (TMDLS)

Is project subject to, or part of:

Municipal Separate Storm Sewer System (MS4) Requirements? Yes No

Existing or planned drinking water supply? Yes No

If yes, distance from proposed discharge (miles):

Approved Act 167 Plan? Yes No

Existing River Conservation Plan? Yes No

121

Worksheet 2. Sensitive Natural Resources from PA Stormwater Best Management Practices Chapter 5

INSTRUCTIONS

1. Provide Sensitive Resources Map according to non-structural BMP 5.4.1 in Chapter 5. This map should identify wetlands, woodlands, natural drainage ways, steep slopes, and other sensitive natural areas.

2. Summarize the existing extent of each sensitive resource in the Existing Sensitive Resources Table (below, using Acres). If none present, insert 0.

3. Summarize Total Protected Area as defined under BMPs in Chapter 5.

4. Do not count any area twice. For example, an area that is both a floodplain and a wetland may only be considered once.

EXISTING NATURAL SENSITIVE RESOURCE

MAPPED? Yes/no/n/a

TOTAL AREA (Ac.)

PROTECTED AREA (Ac.)

Waterbodies Floodplains Riparian Areas Wetlands Woodlands Y 2.636 0 Natural Drainage Ways Steep Slopes, 15% - 25% Steep Slopes, over 25% Other: Other: TOTAL EXISTING: 2.636 0

122

DA #1


INSTRUCTIONS






MAPPED? Yes/no/n/a

TOTAL AREA (Ac.)


Waterbodies Floodplains Riparian Areas Wetlands Woodlands Y 1.502 0 Natural Drainage Ways Steep Slopes, 15% - 25% Steep Slopes, over 25% Other: Other: TOTAL EXISTING: 1.502 0

123

DA #2


INSTRUCTIONS






MAPPED? Yes/no/n/a

TOTAL AREA (Ac.)


Waterbodies Floodplains Riparian Areas Wetlands Woodlands Natural Drainage Ways Steep Slopes, 15% - 25% Steep Slopes, over 25% Other: Other: TOTAL EXISTING: 0 0

124

DA #3

Worksheet 3. Nonstructural BMP Credits from PA Stormwater Best Management Practices Manual (SW BMP Manual)

PROTECTED AREA 1.1 Area of Protected Sensitive/Special Value Features (see WS 2) 0 Ac.

1.2 Area of Riparian Forest Buffer Protection (see WS 2) 0 Ac.

3.1 Area of Minimum Disturbance/Reduced Grading (See Chapter 8, page 21 – SW BMP Manual)

0 Ac

TOTAL 0 Ac

Site Area Minus Protected

Area = Stormwater Management Area

17.274 - 0 = 17.274

This is the area that requires stormwater management

VOLUME CREDITS

3.1 Minimum Soil Compaction (See Chapter 8, page 22 – SW BMP Manual)

Lawn ft2 x 1/4" x 1/12 = ft3

Meadow ft2 x 1/3" x 1/12 = ft3

3.3 Protect Existing Trees (See Chapter 8, page 23 – SW BMP Manual)

For Trees within 100 feet of impervious area:

Tree Canopy ft2 x 1/2" x 1/12 = ft3

5.1 Disconnect Roof Leaders to Vegetated Areas (See Chapter 8 page 25 – SW BMP Manual)

For runoff directed to areas protected under 5.8.1 and 5.8.2

Roof Area ft2 x 1/3" x 1/12 = ft3

For all other disconnected roof areas

Roof Area ft2 x 1/4" x 1/12 = ft3

5.2 Disconnect Non-Roof impervious to Vegetated Areas (See Chapter 8, page 26 – SW BMP Manual)

For Runoff directed to areas protected under 5.8.1 and 5.8.2

Impervious Area ft2 x 1/3" x 1/12 = ft3


Impervious Area ft2 x 1/4" x 1/12 = ft3

TOTAL NON-STRUCTURAL VOLUME CREDIT* 0 ft *For use on Worksheet 5

125

DA #1

3150-PM-BWEW0035 Rev. 10/2015 Checklist

- 17 -


PROTECTED AREA

1.1 Area of Protected Sensitive/Special Value Features (see WS 2) 0 Ac.



0 Ac

TOTAL 0 Ac

Site Area Minus

Protected Area = Stormwater Management Area

7.427 - 0 = 7.427


VOLUME CREDITS


Lawn ft2 x 1/4" x 1/12 = ft

3

Meadow ft2 x 1/3" x 1/12 = ft

3



Tree Canopy ft2 x 1/2" x 1/12 = ft

3



Roof Area ft2 x 1/3" x 1/12 = ft

3



3

5.2 Disconnect Non-Roof impervious to Vegetated Areas (See Chapter 8, page 26 – SW BMP

Manual)


Impervious Area ft2 x 1/3" x 1/12 = ft

3



3

TOTAL NON-STRUCTURAL VOLUME CREDIT* 0 ft

*For use on Worksheet 5

126

DA #2


- 17 -


PROTECTED AREA

1.1 Area of Protected Sensitive/Special Value Features (see WS 2) 0 Ac.



0 Ac

TOTAL 0 Ac

Site Area Minus

Protected Area = Stormwater Management Area

0.061 - 0 = 0.061


VOLUME CREDITS


Lawn ft2 x 1/4" x 1/12 = ft

3

Meadow ft2 x 1/3" x 1/12 = ft

3



Tree Canopy ft2 x 1/2" x 1/12 = ft

3




3



3

5.2 Disconnect Non-Roof impervious to Vegetated Areas (See Chapter 8, page 26 – SW BMP

Manual)



3



3

TOTAL NON-STRUCTURAL VOLUME CREDIT* 0 ft

*For use on Worksheet 5

127

DA #3

3150-PM-BWEW0035 Rev. 1/2013






Managed Area: 9.786



Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Meadow B 376881.12 8.652 58 7.241 1.448 0.341 10716Woods B 49397.04 1.134 55 8.182 1.636 0.251 1033

426278.16 9.786 11749



Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Impervious B 360066.96 8.266 98 0.204 0.041 2.967 89041

Meadow B 278522.64 6.394 58 7.241 1.448 0.341 7920Woods B 2439.36 0.056 55 8.182 1.636 0.251 51

641028.96 14.716 97012






S = (1000/CN) - 10


Q = Runoff (in)





128

3150-PM-BWEW0035 Rev. 1/2013






Managed Area: 7.427



Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Meadow B 258093 5.925 58 7.241 1.448 0.341 7339Woods B 65427.12 1.502 55 8.182 1.636 0.251 1368

323520.12 7.427 8707



Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Impervious B 76534.92 1.757 98 0.204 0.041 2.967 18926Meadow B 32190.84 0.739 58 7.241 1.448 0.341 915

108725.76 2.496 19842






S = (1000/CN) - 10


Q = Runoff (in)





129

3150-PM-BWEW0035 Rev. 1/2013






Managed Area: 0.061



Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Meadow B 2657.16 0.061 58 7.241 1.448 0.341 76

2657.16 0.061 76



Area

(sf)

Acres

(ac) CN S

Ia

(0.2*S)

Q

Runoff1

(in.)

Runoff

Volume2

(ft3)

Meadow B 522.72 0.012 58 7.241 1.448 0.341 15

522.72 0.012 15

2 - Year Volume Increase (ft3): -61




S = (1000/CN) - 10


Q = Runoff (in)





130


- 19 -

Worksheet 5. Structural BMP Volume Credits

PROJECT: Gourmet's Delight Mushroom SUB-BASIN: DA #1

Required Control Volume (ft3) – from Worksheet 4: 85263

Non-structural Volume Credit (ft3) – from Worksheet 3: - 0

(maximum is 25% of required volume)

Structural Volume Reqmt (ft3) 85263

(Required Control Volume minus Non-structural Credit)

Proposed BMPs from PA Stormwater Best Management Practices Manual Chapter 6

Area (ft

2)

Volume Reduction Permanently

Removed (ft

3)

6.4.1 Porous Pavement

6.4.2 Infiltration Basin 34389 86187

6.4.3 Infiltration Bed

6.4.4 Infiltration Trench

6.4.5 Rain Garden/Bioretention

6.4.6 Dry Well / Seepage Pit

6.4.7 Constructed Filter

6.4.8 Vegetated Swale

6.4.9 Vegetated Filter Strip

6.4.10 Berm

6.5.1 Vegetated Roof

6.5.2 Capture and Re-use

6.6.1 Constructed Wetlands

6.6.2 Wet Pond / Retention Basin

6.7.1 Riparian Buffer/Riparian Forest Buffer Restoration

6.7.2 Landscape Restoration / Reforestation 5053 ----

6.7.3 Soil Amendment 34369 ----

6.8.1 Level Spreader

6.8.2 Special Storage Areas

Other Filter Area 12720 ----

Total Structural Volume (ft3): 86187

Structural Volume Requirement (ft3): 85263

DIFFERENCE -924

131


- 19 -



Required Control Volume (ft3) – from Worksheet 4: 11135

Non-structural Volume Credit (ft3) – from Worksheet 3: - 0

(maximum is 25% of required volume)

Structural Volume Reqmt (ft3) 11135



Area (ft

2)


Removed (ft

3)

6.4.1 Porous Pavement

6.4.2 Infiltration Basin

6.4.3 Infiltration Bed

6.4.4 Infiltration Trench

6.4.5 Rain Garden/Bioretention

6.4.6 Dry Well / Seepage Pit

6.4.7 Constructed Filter

6.4.8 Vegetated Swale

6.4.9 Vegetated Filter Strip

6.4.10 Berm

6.5.1 Vegetated Roof

6.5.2 Capture and Re-use 9852 17020

6.6.1 Constructed Wetlands

6.6.2 Wet Pond / Retention Basin

6.7.1 Riparian Buffer/Riparian Forest Buffer Restoration

6.7.2 Landscape Restoration / Reforestation

6.7.3 Soil Amendment

6.8.1 Level Spreader

6.8.2 Special Storage Areas

Other

Total Structural Volume (ft3): 17020

Structural Volume Requirement (ft3): 11135

DIFFERENCE -5885

132



Required Control Volume (ft3) – from Worksheet 4: -61

Non-structural Volume Credit (ft3) – from Worksheet 3: - 0 (maximum is 25% of required volume)

Structural Volume Reqmt (ft3) -61



Area (ft2)


Removed (ft3)

6.4.1 Porous Pavement 6.4.2 Infiltration Basin 6.4.3 Infiltration Bed 6.4.4 Infiltration Trench 6.4.5 Rain Garden/Bioretention 6.4.6 Dry Well / Seepage Pit 6.4.7 Constructed Filter 6.4.8 Vegetated Swale 6.4.9 Vegetated Filter Strip 6.4.10 Berm 6.5.1 Vegetated Roof 6.5.2 Capture and Re-use 6.6.1 Constructed Wetlands 6.6.2 Wet Pond / Retention Basin 6.7.1 Riparian Buffer/Riparian Forest Buffer Restoration 6.7.2 Landscape Restoration / Reforestation 6.7.3 Soil Amendment 6.8.1 Level Spreader 6.8.2 Special Storage Areas

Other

Total Structural Volume (ft3): 0 Structural Volume Requirement (ft3): -61

DIFFERENCE -61

133

Worksheet 10 – Water Quality Compliance for Nitrate

Does the site design incorporate the following BMPs to address nitrate pollution? A summary “yes” rating is achieved if at least 2 Primary BMPs for nitrate are provided across the site or 4 secondary BMPs for nitrate are provided across the site (or the equivalent) “provided across the site” is taken to mean the specifications for that BMP set forward in Sections 5 and 6 are satisfied.

Proposed BMPs from PA Stormwater Best Management Practices Manual Chapter 5 & 6

Yes No

Primary BMPs for Nitrate:

NS BMP 5.4.2 – Protect/Conserve/Enhance Riparian Buffers

NS BMP 5.5.4 – Cluster Uses at Each Site

NS BMP 5.6.1 – Minimize Total Disturbed Area

NS BMP 5.6.3 – Re-Vegetate/Re-Forest Disturbed Areas (Native Species)

NS BMP 5.9.1 – Street Sweeping/Vacuuming

Structural BMP 6.7.1 – Riparian Buffer Restoration

Structural BMP 6.7.2 – Landscape Restoration

Secondary BMPs for Nitrate:

NS BMP 5.4.1 – Protect Sensitive/Special Value Features

NS BMP 5.4.3 – Protect/Utilize Natural Drainage Features

NS BMP 5.6.2 – Minimize Soil Compaction

Structural BMP 6.4.5 – Rain Garden/Bioretention

Structural BMP 6.4.8 – Vegetated Swale

Structural BMP 6.4.9 – Vegetated Filter Strip

Structural BMP 6.6.1 – Constructed Wetland

Structural BMP 6.7.1 – Riparian Buffer Restoration

Structural BMP 6.7.2 – Landscape Restoration

Structural BMP 6.7.3 – Soils Amendment/Restoration

134

SOILS TABLE

135


136

Ro

ad

Su

bg

rad

eR

oa

d F

ill

Re

se

vo

ir A

rea

Em

ba

nk

me

nt

GgB

Ge

B2

Gle

ne

lg C

ha

nn

ery

Silt

Lo

am

3-8

%5

+5

+B

0.6

3-2

.0G

oo

dF

air

Fa

ir t

o

Go

od

Fa

ir t

o

Go

od

----

--

Pe

rme

ab

le

Su

b-S

tra

tum

Pe

rme

ab

ility

----

--M

ulc

h o

r m

at

are

as o

f d

istu

rba

nce

GgC

Ge

C3

Gle

ne

lg C

ha

nn

ery

Silt

Lo

am

8-1

5%

5+

5+

B0

.63

-2.0

Fa

irF

air

Fa

ir

Fa

ir t

o

Go

od

Sh

allo

w

So

il

Pe

rme

ab

le

Su

b-S

tra

tum

Pe

rme

ab

ility

----

----

--M

ulc

h o

r m

at

are

as o

f d

istu

rba

nce

GgD

Ge

D2

Gle

ne

lg C

ha

nn

ery

Silt

Lo

am

3-8

%5

+5

+B

0.6

3-2

.0F

air

Fa

irF

air

Fa

ir t

o

Go

od

Sh

allo

w

So

il

Pe

rme

ab

le

Su

b-S

tra

tum

Pe

rme

ab

ility

----

----

--M

ulc

h o

r m

at

are

as o

f d

istu

rba

nce

Soil Mapping Unit

Depth to Bedrock

Hydrologic Soil Group

Depth to Seasonal High

Water Table

Suitability of

material for

Original Soil Mapping

Unit

Resolutions

Ch

ara

cte

ris

tic

s t

ha

t a

ffe

ct

Permeability

Slope

Building sites

Soil Series Description

Infiltration of waste

from septic tanks

PH

YS

ICA

L P

RO

PE

RT

IES

SU

ITA

BIL

ITY

CH

AR

AC

TE

RIS

TIC

S F

OR

EN

GIN

EE

RIN

G C

ON

ST

RU

CT

ION

Suitability to winter

grading

Resistance to frost

action

So

ils

Da

ta T

ab

le

Suitability for

ponds and

basins

137


138

WORKSHEET #22 PLAN WRITER CREDENTIALS

139


140

� � � � � � � � � � � � � � � � � � � � � � � � � � � � �141

Ronald Ragan, P.E.

Purdue University

Civil Engineering

1971 1976

1976

Fall 2012 Designers Workshop Stormwater BMP Workshop

BCCD BCCD

11 October 2012 12 April 2012

Ragan Engineering

(610) 255-3400

Roy F. Weston, Inc.

(610) 701-3000

Chatham Acres

Chester

London Grove Twp.

PAI01151128

CCCD/PADEP

Lighthouse Youth Center

Chester

Oxford Borough

PAI01151235

CCCD/PADEP

Hearne Hardwood

Chester

Lower Oxford Twp.

PAI01151238

CCCD/PADEP

GOURMET’S DELIGHT MUSHROOMS POST ... MODEL – 1YR STORM 13 HYDRAFLOW MODEL – 2YR - 100YR...

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