19970893 Ver 4_Stormwater Info_20070907

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Stormwater Plan
Design Calculations: Structural &Non-Structural Measures
Shotwell Landfill, Inc.
Construction and Demolition Landfill Expansion
Wake County, North Carolina
Prepared For:
Shotwell Landfill, Inc.
4724 Smithfield Road
Wendell, North Carolina
Prepared By:
Richardson Smith Gardner & Associates, Inc.
-...
14 N. Boylan Avenue
Raleigh, North Carolina 27603
August 2007
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SHOTWELL LANDFILL, INC.
C&D LANDFILL
STORMWATER PLAN
DESIGN CALCULATIONS: STRUCTURAL &NON-STRUCTURAL MEASURES
TABLE OF CONTENTS
Page
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1.0 OVERVIEW ...........................................................1
2.0 EXISTING SITE CONDITIONS .......................................... 1
3.0 SITE SOILS INFORMATION ............................................ 1
4.0 DESIGN GUIDELINES AND PROCEDURES .............................. 1
5.0 RUNOFF CALCULATIONS ............................................. 2
5.1 Pre-Developed Conditions ........................................... 2
5.2 Post-Developed Conditions .......................................... 2
6.0 STORMWATER CONTROL MEASURES ................................. 2
6.1 Extended Dry Detention Basin ....................................... 2
6.2 Drainage Channels .................................................3
6.3 Droplnlets .......................................................3
6.4 Level Spreaders ...................................................3
6.5 Final Cover Drainage Features ........................................ 3
6.6 Vegetative Stabilization ............................................. 4
6.7 Other Measures ...................................................4
7.0 WATER QUALITY EFFICIENCY ........................................ 4
TABLES
Table 1 Summary of Calculations ...................................... 5
FIGURES
Figure 1 Pre-Developed Condition
Figure 2 Post-Developed Condition -Option 1 (Selected Option)
APPENDICES
Appendix A Stormwater Calculations
Appendix B Revegetation Plan
Shotwell Landfill, Inc. Stormwater Plan Calculations
July 2007 TABLE OF CONTENTS Page TOC-1

• SHOTWELL LANDFILL, INC.
C&D LANDFILL
STORMWATER PLAN
DESIGN CALCULATIONS: STRUCTURAL &NON-STRUCTURAL MEASURES
1.0 OVERVIEW
The Shotwell Landfill plans to address the expansion of the existing Shotwell C&D Landfill located off
of Smithfield Road (S.R. 2233) near Shotwell. The construction and operation of this expansion will
require the use of a number of structural and non-structural stormwater control measures to be employed
in order to protect water quality. This document discusses these measures and their design based on the
proposed area development plans.
2.0 EXISTING SITE CONDITIONS
Existing ground surface elevations vary from El. 270 (feet) within the northeast corner of the property to
about El. 195 within the southwest portion of the site. Topographically, the site is a broad dissected
ridge, generally sloping to the southwest. The site lies within the Neuse River drainage basin.
Shotwell landfill lies approximately 0.5 miles from the Wake and Johnston County line. The nearest
water body is an unnamed tributary of Marks Creek located on the site southwest of the C&D landfill
area. Marks Creek is located approximately 1.5 miles from the site.
• 3.0 SITE SOILS INFORMATION
The native surficial soils at the site fall under the categories of Cecil Sandy Loam (CeB2) and Appling
Sandy Loam (ApB, ApB2, ApC, ApC2 & ApD) according to the GIS Website for Wake County.
Generally, this series varies from sandy loam (surficial area) to clay loam to loam with depth. Based on
the permeability of the surficial sandy loam, a hydrologic soil group (HSG) "B" is considered for
purposes of runoff calculations.
4.0 DESIGN GUIDELINES AND PROCEDURES
The design of stormwater control measures for the site was conducted based on guidelines and procedures
as set forth in the following references:
1. HydroCAD Software Solutions, LLC (2004), HydroCAD Stormwater Modeling S s
Owner's Manual -Version 7, Chocorua, NH.
North Carolina Division of Land Resources (1988 and 1993 Update), North Carolina
Erosion & Sediment Control Planning & Design Manual, Raleigh, NC.
3. North Carolina Division of Water Quality (July 2005) Undated Draft Manual of
Stormwater Best Management Practices, (Public Comment Version), Raleigh, NC.
4. Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design,
NC State Univ., Raleigh, NC.
Shotwell Landfill, Inc. Stormwater Plan
July 2007 Page 1

• detention basins must provide a temporary water quality pool (for smaller storms), and be able to
effectively handle the flow from a larger design storm through a peak attenuation storage zone.
Extended dry detention basin must be stabilized within 14 days after the end of construction; in
the form of final vegetation or by temporary stabilization until the vegetation becomes
established. If an extended dry detention basin is used during construction as a sediment basin,
the basin must be cleaned out, graded, and vegetated within 14 days of completion of
construction.
The extended dry detention basins were modeled using the HydroCAD computer program and a
spreadsheet was used to verify the design requirements. Forebays are provided to capture
sediment and minimize clean-out problems. A small permanent pool at the outlet orifice is
provided for all seven (7) basins. The riprap linings on all channels have been extended through
the forebays of each basin to provide energy dissipation.
6.2 Drainage Channels
Drainage channels will be used as required to route runoff toward the detention basins. Where
practical, drainage channels will be designed as vegetated channels, complying with NCDENR
grass swale criteria, in order to enhance water quality. The design of drainage channels will be
further evaluated as a part of the landfill final cover design, not to exceed flow design condition
presented in this plan.
6.3 Drop Inlets
• Weir-type drop inlets will be used in the perimeter drainage channel to route flows toward one of
the detention basins. The design of drop inlets will be further evaluated as a part of the landfill
final cover design, not to exceed flow design condition presented in this plan.
6.4 Level Spreaders
Level spreaders will be used at the outlet of extended dry detention basins to spread the
concentrated water over a wide area so that erosion of the vegetated buffer will not occur.
As per the January 2007 level spreader design guidelines by DWQ, level spreaders are
designed based on runoff calculations using a rainfall intensity of 1"per hour. Time-dated
digital photos of existing buffer conditions for level spreader installation are attached in
Appendix A -Section 5.0 with level spreader worksheets.
6.5 Final Cover Drainage Features
Final cover drainage features will include gravel collectors (rain gutters) and/or diversion berms
placed every 30 to 50 vertical feet along the landfill side slopes. Flow from the rain gutters
and/or diversion berms will be directed to a down pipe or down chute. Down pipes or chutes will
be used to carry flows from diversion berms and/or rain gutters to the bottom of final cover
slopes. Down pipes will be outleted to energy dissipating structures (precast energy dissipaters,
drop inlets, stone structures, etc.) at the base of each slope. The design of the final cover drainage
features will be further evaluated as a part of the landfill final cover design, not to exceed flow
design condition presented in this plan.
• Shotwell Landfill, Inc. Stormwater Plan
July 2007 Page 3

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6.6 Vegetative Stabilization
Vegetative stabilization will consist of grassing disturbed areas of the site with suitable grasses
per NC Division of Land Quality recommendations. The selected grass types will be chosen
based on the desire for limited maintenance. Other than the initial fertilization to establish an
acceptable stand of grass, the use of fertilizers is anticipated to be minimal. The design of
vegetative stabilization will be further evaluated as a part of the landfill final cover design, not to
exceed flow design condition presented in this plan.
6.7 Other Measures
Other stormwater control and erosion and sedimentation control measures to be used during
construction activities at the site may include silt fencing, temporary diversions, temporary
sediment traps, filter berms, etc. The design of other measures will be further evaluated as a part
of the landfill final cover design, not to exceed flow design condition presented in this plan.
7.0 WATER QUALITY EFFICIENCY
The updated Draft Manual of Stormwater Best Management Practices (BMP) by NCDENR (Ref. 3) was
used to determine efficiency for water quality BMPS. BMPs may need to be arranged in series to achieve
pollutant reduction goals. Linear addition of BMP efficiencies is not allowed. The overall efficiency of
the system is determined by the type and order of BMP arrangement.
The overall Efficiency E of a combination of BMPS in series is computed as follows:
E = A + B -((A x B)/100)
Where,
E =Overall Efficiency
A =Efficiency of the First or Upstream BMP
B =Efficiency of the Second or Downstream BMP
The overall Efficiency (E) of TSS removal for all BMPs was found to be 89.8%, exceeding the required
TSS efficiency of 85% (Attachment A). In this calculation, individual BMP efficiency was taken from
Table 1.1, Ref. 3. See note on calculation sheets regarding efficiency of BMPs.
Additionally, NCDWM regulations require more conservative design standards in comparison to the rule.
For instance, the minimum required design storm is the 25 year-24 hour event which results in no outflow
during the 1" storm required in DWQ's BMP manual for the extended dry basins proposed in this project.
This will provide 100% settling efficiency and the highest water quality.
Shotwell Landfill, Inc.
July 2007
Stormwater Plan
Page 4

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TABLE 1 : RUNOFF CALCULATIONS
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Pre-Developed Condition
Discharge Point (As shown in
HydroCAD Model) Peak discharge rate (cfs) for
1"/hour Storm Event Peak discharge rate (cfs) for
10-Year Storm Event
Existing Ditch -1 Dc 0 25
Existing Ditch -2D 0 21
Existing Ditch -3D 0 7.4
Existing Ditch -4D 0 29
Total Runoff 0 82.4
Post-Developed Condition
Discharge Point (As shown in
HydroCAD Model) Peak discharge rate (cfs) for
1"/hour Storm Event Peak discharge rate (cfs) for
10-Year Storm Event
Extended Dry Detention Basin-1 0 4.3
Extended Dry Detention Basin-2 0 10.6
Extended Dry Detention Basin-3 0 2.2
Extended Dry Detention Basin-4 0 2.0
Extended Dry Detention Basin-5 0 2.1
Extended Dry Detention Basin-6 0 5.0
Extended Dry Detention Basin-7 0 2.6
Total Runoff 0 28.8
Shotwell Landfill, Inc.
July 2007
Stormwater Plan
Page 5

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Appendix A
Calculations
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SHOTWELL LANDFILL, INC.
C&D LANDFILL
STORMWATER PLAN
APPENDIX A: STORMWATER CALCULATIONS.
TABLE OF CONTENTS
1.0 HydroCAD Analysis for Pre-Developed Condition
1.1 10-Year 24-Hour Storm Event
1.2 1 "/ Hour Storm Event
2.0 HydroCAD Analysis for Post-Developed Condition
2.1 25-Year 24-Hour Storm Event 1
2.2 10-Year 24-Hour Storm Event
2.3 1 "/ Hour Storm Event
3.0 Impervious Areas Calculations
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4.0 Extended Dry Detention Basin Worksheets
4.1 Basin Calculations
4.2 TSS Removal Efficiency Calculations
4.3 Sediment Storage Calculation
5.0 Level Spreader Worksheets & Digital Photos of Existing Buffer Conditions.
6.0 High Flow Bypass Structure Design
Shotwell C&D Landfill Stormwater Plan
July 2007 APPENDIX A: TABLE OF CONTENTS Page TOC-1

Hydro-CAD Calculations For Pre-Developed Conditions

• 10-year - 24 hour Storm Event
• 1 "/ hour Storm Event
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0-Year 24-Hour Storm Event

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Shotwell Pre-Development Rev 3 Type 1124hr 10 Year Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 1
• HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 1A: 1A
Runoff = 15.02 cfs @ 12.32 hrs, Volume= 1.635 af, Depth> 1.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Type II 24-hr 10 Year Rainfall=5.49"
Area (ac) CN Description
6.740 48 Brush, Good, HSG B
0.730 82 Dirt roads, HSG B
7.840 55 Woods, Good, HSG B
4.080 55 Woods. Good. HSG B
19.390 54 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.6 300 0.0270 0.2 Sheet Flow, Meadow
Grass: Dense n= 0.240 P2= 3.64"
2.5 520 0.0460 3.5 Shallow Concentrated Flow, Unpaved
Unpaved Kv= 16.1 fps
1.0 420 0.0620 7.1 25.03 TrapNee/Rect Channel Flow, Natural Channel
Bot.W=5.00' D=0.55' Z= 2.5 '/' Top.W=7.75' n= 0.030
• 32.1 1,240 Total
Subcatchment 1 B: 1 B
Runoff = 26.56 cfs @ 12.27 hrs, Volume= 2.511 af, Depth> 1.28"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Type II 24-hr 10 Year Rainfall=5.49"
Area fac) CN Description
1.520 48 Brush, Good, HSG B
2.630 82 Dirt roads, HSG B
19.460 55 Woods. Good. HSG B
23.610 58 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 160 0.0310 0.2 Sheet Flow, meadow/brush
Grass: Short n= 0.150 P2= 3.64"
15.9 140 0.0710 0.1 Sheet Flow, Forest/brush
Woods:,Light underbrush n= 0.400 P2= 3.64"
1.7 500 0.0920 4.9 Shallow Concentrated Flow, forest/brush
Unpaved Kv= 16.1 fps
28.8 800 Total
•

Shotwell Pre-Development Rev 3 Type 11 24-hr 10 Year Rainfall=5.49"
• Prepared by G.N.Richardson and Associates, Inc. Page 2
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 2: 2
Runoff = 21.46 cfs @ 12.33 hrs, Volume= 2.369 af, Depth> 1.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Type II 24-hr 10 Year Rainfall=5.49"
Area (acl CN Description
11.800 48 Brush, Good, HSG B
1.000 85 Gravel roads, HSG B
0.900 89 Paved roads w/open ditches, HSG B
14.400 55 Woods. Good. HSG B
28.100 54 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.2 300 0.0370 0.2 Sheet Flow, Meadow
Grass: Dense n= 0.240 P2= 3.64"
4.0 680 0.0310 2.8 Shallow Concentrated Flow, Forest
Unpaved Kv= 16.1 fps
3.3 920 0.0280 4.6 35.54 TrapNee/Rect Channel Flow, Natural Channel
Bot.W=5.00' D=0.66' Z= 10.0'/' Top.W=18.20' n= 0.030
• 32.5 1,900 Total
Subcatchment 3: 3
Runoff = 7.41 cfs @ 12.52 hrs, Volume= 1.022 af, Depth> 1.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Type II 24-hr 10 Year Rainfall=5.49"
Area (ac) CN Description
11.500 55 Woods, Good, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.0 300 0.0270 0.1 Sheet Flow, Forest/brush
Woods: Light underbrush n= 0.400 P2= 3.64"
0.8 200 0.0600 3.9 Shallow Concentrated Flow, Forest/brush
Unpaved Kv= 16.1 fps
2.4 640 0.0410 4.5 12.24 TrapNee/Rect Channel Flow, Natural Channel
Bot.W=5.00' D=0.39' Z= 5.0 'P Toq.W=8.90' n= 0.030
46.2 1,140 Total
U

Shotwell Pre-Development Rev 3 Type 11 24-hr 10 Year Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 3
• HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC ,7/27/2007
Subcatchment 4: (new Subcat)
Runoff = 29.66 cfs @ 12.40 hrs, Volume= 3.661 af, Depth> 0.95"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Type II 24-hr 10 Year Rainfall=5.49"
Area (ac) CN Description
1.200 98
20.000 48 Brush, Good, HSG B
25.200 55 Woods, Good. HSG B
46.400 53 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
37.1 1,300 0.0476 0.6 Lag/CN Method,
Reach 1 Da: Existing Ditch
Inflow Area = 43.000 ac, Inflow Depth > 0.82" for 10 Year event
Inflow = 26.56 cfs @ 12.27 hrs, Volume= 2.948 of
Outflow = 25.58 cfs @ 12.40 hrs, Volume= 2.911 af, Atten= 4%, Lag= 7.9 min
• Routing by Stor-Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 1.8 fps, Min. Travel Time= 4.4 min
Avg. Velocity = 1.0 fps, Avg. Travel Time= 8.2 min
Peak Depth= 0.78' @ 12.32 hrs
Capacity at bank full= 2,507.85 cfs
Inlet Invert= 222.00', Outlet Invert= 214.00'
10.00' x 6.00' deep channel, n= 0.070 Sluggish weedy reaches w/pools
Side Slope Z-value= 10.0 'P Top Width= 130.00'
Length= 480.0' Slope= 0.0167 'P
Reach 1 Db: Existing Ditch
Inflow Area = 43.000 ac, Inflow Depth > 0.81" for 10 Year event
Inflow = 25.58 cfs @ 12.40 hrs, Volume= 2.911 of
Outflow = 24.90 cfs @ 12.47 hrs, Volume= 2.890 af, Atten= 3%, Lag= 4.6 min
Routing by Stor--Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 3.1 fps, Min. Travel Time= 2.4 min
Avg. Velocity = 1.6 fps, Avg. Travel Time= 4.6 min
Peak Depth= 0.53' @ 12.43 hrs
Capacity at bank full= 1,944.06 cfs
Inlet Invert= 214.00', Outlet Invert= 206.00'
• 10.00' x 4.00' deep channel, n= 0.035 Earth, dense weeds
Side Slope Z-value= 10.0 'P Top Width= 90.00'
Length= 440.0' Slope= 0.0182 'P

Shotwell Pre-Development Rev 3 Type 11 24-hr 10 Year Rainfall=5.49"
Prepared by G. N. Richardson and Associates, Inc. Page 4
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 1Dc: Existing Ditch
Inflow Area = 43.000 ac, Inflow Depth > 0.81" for 10 Year event
Inflow = 24.90 cfs @ 12.47 hrs, Volume= 2.890 of
Outflow = 24.52 cfs @ 12.50 hrs, Volume= 2.884 af, Atten= 2%, Lag= 1.5 min
Routing by Stor-Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 3.9 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 2.0 fps, Avg. Travel Time= 1.4 min
Peak Depth= 0.44' @ 12.48 hrs
Capacity at bank full= 2,708.59 cfs
Inlet Invert= 206.00', Outlet Invert= 200.00'
10.00' x 4.00' deep channel, n= 0.035
Side Slope Z-value= 10.0 'P Top Width= 90.00'
Length= 170.0' Slope= 0.0353 '/'
Reach 2D: Existing Ditch
Inflow Area = 28.100 ac, Inflow Depth > 1.01" for 10 Year event
Inflow = 21.46 cfs @ 12.33 hrs, Volume= 2.369 of
Outflow - 21.33 cfs @ 12.35 hrs, Volume= 2.366 af, Atten= 1%, Lag= 1.4 min
Routing by Stor-Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 4.2 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 2.4 fps, Avg. Travel Time= 1.1 min
Peak Depth= 0.83' @ 12.34 hrs
Capacity at bank full= 965.22 cfs
Inlet Invert= 236.00', Outlet Invert= 233.00'
2.00' x 4.00' deep channel, n= 0.030
Side Slope Z-value= 5.0 '/' Top Width= 42.00'
Length= 160.0' Slope= 0.0188 'P
Reach 3D: Existing Ditch
Inflow Area = 11.500 ac, Inflow Depth > 1.07" for 10 Year event
Inflow = 7.41 cfs @ 12.52 hrs, Volume= 1.022 of
Outflow = 7.38 cfs @ 12.55 hrs, Volume= 1.020 af, Atten= 0%, Lag= 1.8 min
Routing by Stor-Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 3.7 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 2.2 fps, Avg. Travel Time= 1.7 min
Peak Depth= 0.46' @ 12.53 hrs
Capacity at bank full= 12,439.41 cfs
Inlet Invert= 226.00', Outlet Invert= 220.00'
• 2.00' x 10.00' deep channel, n= 0.030
Side Slope Z-value= 5.0'P Top Width= 102.00'
Length= 220.0' Slope= 0.0273 '/'

Shotwell Pre-Development Rev 3 Type 11 24-hr 10 Year Rainfall=5.49"
Prepared by G. N. Richardson and Associates, Inc. Page 5
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 4Dc: Existingn Ditch
Inflow Area = 46.400 ac, Inflow Depth > 0.95" for 10 Year event
Inflow = 29.66 cfs @ 12.40 hrs, Volume= 3.661 of
Outflow = 29.01 cfs @ 12.50 hrs, Volume= 3.630 af, Atten= 2%, Lag= 6.4 min
Routing by Stor-Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 5.2 fps, Min. Travel Time= 3.5 min
Avg. Velocity = 2.7 fps, Avg. Travel Time= 6.8 min
Peak Depth= 0.45' @ 12.44 hrs
Capacity at bank full= 18,200.57 cfs
Inlet Invert= 250.00', Outlet Invert= 206.00'
10.00' x 10.00' deep channel, n= 0.030
Side Slope Z-value= 5.0 'P Top Width= 110.00'
Length= 1,100.0' Slope= 0.0400 'P
Pond 1 P: Farm Pond
•
Inflow Area = 19.390 ac, Inflow Depth > 1.01" for 10 Year event
Inflow = 15.02 cfs @ 12.32 hrs, Volume= 1.635 of
Outflow = 2.12 cfs @ 15.16 hrs, Volume= 0.437 af, Atten= 86%, Lag= 170.4 min
Primary = 2.12 cfs @ 15.16 hrs, Volume= 0.437 of
Routing by Stor--Ind method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Peak Elev= 236.07' @ 15.16 hrs Surf.Area= 0.700 ac Storage= 1.200 of
Plug-Flow detention time= 301.7 min calculated for 0.437 of (27% of inflow)
Center-of-Mass det. time= 192.1 min (1,037.4 - 845.3 )
Volume Invert Avail.Storage Storage Description
#1 234.00' 1.200 of Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
234.00 0.500 0.000 0.000
236.00 0.700 1.200 1.200
Device Routing Invert Outlet Devices
#1 Primary 236.00' 50.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=2.11 cfs @ 15.16 hrs HW=236.07' (Free Discharge)
'L1=Broad-Crested RectangularVVeir (V1/eir Controls 2.11 cfs @ 0.6 fps)
•

•
1 "/Hour Storm Event
•
•

Shotwell Pre-Development Rev 3 Type 11 24-hr 1'%hour Rainfall=1.00"
• Prepared by G.N.Richardson and Associates, Inc. Page 1
HydroCAD® 7.10 stn 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Sul~atchment 1A: 1A
Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Type II 24-hr 1"/hour Rainfall=1.00"
Area (ac) CN Description
6.740 48 Brush, Good, HSG B
0.730 82 Dirt roads, HSG B
7.840 55 Woods, Good, HSG B
4.080 55 Woods. Good. HSG B
19.390 54 Weighted Average
•
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.6 300 0.0270 0.2 Sheet Flow, Meadow
Grass: Dense n= 0.240 P2= 3.64"
2.5 520 0.0460 3.5 Shallow Concentrated Flow, Unpaved
Unpaved Kv= 16.1 fps
1.0 420 0.0620 7.1 25.03 TrapNee/Rest Channel Flow, Natural Channel
Bot.W=5.00' D=0.55' Z= 2.5 '/' Top.W=7.75' n= 0.030
32.1 1,240 Totat
Subcatchment 1 B: 1 B
Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Type II 24-hr 1 "/hour Rainfall=1.00"
Area (ac) CN Description
1.520 48 Brush, Good, HSG B
2.630 82 Dirt roads, HSG B
19.460 55 _ Woods, Good, HSG B
23.610 58 Weighted Average
Tc Length Slope Velocity Capacity Description
__ (min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 160 0.0310 0.2 Sheet Flow, meadow/brush
Grass: Short n= 0.150 P2= 3.64"
15.9 140 0.0710 0.1 Sheet Flow, Forest/brush
Woods: Light underbrush n= 0.400 P2= 3.64"
1.7 500 0.0920 4.9 Shallow Concentrated Flow, forest/brush
Unpaved Kv= 16.1 fps
28.8 800 Total
•

Shotwell Pre-Development Rev 3 Type 11 24hr 1'%hour Rainfall=1.00"
• Prepared by G.N.Richardson and Associates, Inc. Page 2
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 2: 2
Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Type II 24-hr 1"/hour Rainfall=1.00"
Area (ac) CN Description
11.800 48 Brush, Good, HSG B
1.000 85 Gravel roads, HSG B
0.900 89 Paved roads w/open ditches, HSG B
14.400 55 Woods. Good. HSG B
28.100 54 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.2 300 0.0370 0.2 Sheet Flow, Meadow
Grass: Dense n= 0.240 P2= 3.64"
4.0 680 0.0310 2.8 Shallow Concentrated Flow, Forest
Unpaved Kv= 16.1 fps
3.3 920 0.0280 4.6 35.54 TrapNee/Rect Channel Flow, Natural Channel
Bot.W=5.00' D=0.66' Z= 10.0 'P Top.W=18.20' n= 0.030
• 32.5 1,900 Total
Subcatchment 3: 3
Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Type II 24-hr 1"/hour Rainfall=1.00"
Area_(ac) CN Description
11.500 55 Woods, Good, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.0 300 0.0270 0.1 Sheet Flow, Forest/brush
Woods: Light underbrush n= 0.400 P2= 3.64"
0.8 200 0.0600 3.9 Shallow Concentrated Flow, Forest/brush
Unpaved Kv= 16.1 fps
2.4 640 0.0410 4.5 12.24 TrapNee/Rect Channel Flow, Natural Channel
Bot.W=5.00' D=0.39' Z= 5.0 '/' Top.W=8.90' n= 0.030
46.2 1,140 Total

Shotwell Pre-Development Rev 3 Type 11 24-hr 1'%hour Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 3
• HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 4: (new Subcat)
Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Type 1124-hr 1 "/hour Rainfall=1.00"
Area (acl CN Description
1.200 98
20.000 48 Brush, Good, HSG B
25.200 55 Woods. Good. HSG B
46.400 53 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
37.1 1,300 0.0476 0.6 LaglCN Method,
Reach 1 Da: Existing Ditch
Inflow Area = 43.000 ac, Inflow Depth = 0.00" for 1 "/hour event
Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
• Routing by Stor-Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 3.00 hrs
Capacity at bank full= 2,507.85 cfs
Inlet Invert= 222.00', Outlet Invert= 214.00'
10.00' x 6.00' deep channel, n= 0.070 Sluggish weedy reaches w/pools
Side Slope Z-value= 10.0 '/' Top Width= 130.00'
Length= 480.0' Slope= 0.0167 '/'
Reach 1 Db: Existing Ditch
Inflow Area = 43.000 ac, Inflow Depth = 0.00" for 1"/hour event
Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 3.00 hrs
Capacity at bank full= 1,944.06 cfs
Inlet Invert= 214.00', Outlet Invert= 206.00'
• 10.00' x 4.00' deep channel, n= 0.035 Earth, dense weeds
Side Slope Z-value= 10.0 'P Top Width= 90.00'
Length= 440.0' Slope= 0.0182 '/'

Shotwell Pre-Development Rev 3 Type 1/24hr 1'%hour Rainfall=1.00"
Prepared by G.N. Richardson and Associates, Inc. Page 4
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 1 Dc: Existing Ditch
Inflow Area = 43.000 ac, Inflow Depth = 0.00" for 1 "/hour event
Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 3.00 hrs
Capacity at bank full= 2,708.59 cfs
Inlet Invert= 206.00', Outlet Invert= 200.00'
10.00' x 4.00' deep channel, n= 0.035
Side Slope Z-value= 10.0 'P Top Width= 90.00'
Length= 170.0' Slope= 0.0353 '/'
Reach 2D: Existing Ditch
Inflow Area = 28.100 ac, Inflow Depth = 0.00" for 1 "/hour event
Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
• Routing by Stor--Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 3.00 hrs
Capacity at bank full= 965.22 cfs
Inlet Invert= 236.00', Outlet Invert= 233.00'
2.00' x 4.00' deep channel, n= 0.030
Side Slope Z-value= 5.0 '/' Top Width= 42.00'
Length= 160.0' Slope= 0.0188 'P
Reach 3D: Existing Ditch
Inflow Area = 11.500 ac, Inflow Depth = 0.00" for 1 "/hour event
Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor--Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 3.00 hrs
Capacity at bank full= 12,439.41 cfs
Inlet Invert= 226.00', Outlet Invert= 220.00'
• 2.00' x 10.00' deep channel, n= 0.030
Side Slope Z-value= 5.0 '/' Top Width= 102.00'
Length= 220.0' Slope= 0.0273 '/'

Shotwell Pre-Development Rev 3 Type 1124hr 1'%hour Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 5
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 4Dc: Existingn Ditch
Inflow Area = 46.400 ac, Inflow Depth = 0.00" for 1"/hour event
Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 3.00 hrs
Capacity at bank full= 18,200.57 cfs
Inlet Invert= 250.00', Outlet Invert= 206.00'
10.00' x 10.00' deep channel, n= 0.030
Side Slope Z-value= 5.0 '/' Top Width= 110.00'
Length= 1,100.0' Slope= 0.0400 '/'
Pond 1 P: Farm Pond
•
Inflow Area = 19.390 ac, Inflow Depth = 0.00" for 1 "/hour event
Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Primary = 0.00 cfs @ 3.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 3.00-19.96 hrs, dt= 0.08 hrs
Peak Elev= 234.00' @ 3.00 hrs Surf.Area= 0.500 ac Storage= 0.000 of
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no inflow)
Volume Invert Avail.Storage Storage Description
#1 234.00' 1.200 of Custom Stage Data (Prismatic) Listed below
Elevation SurF.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
234.00 0.500 0.000 0.000
236.00 0.700 1.200 1.200
Device Routing Invert Outlet Devices
#1 Primary 236.00' 50.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.00 cfs @ 3.00 hrs HW=234.00' (Free Discharge)
L1=Broad-Crested Rectangular Weir (Controls 0.00 cfs)

Hydro-CAD Calculations For Post-Developed Conditions

• 25-year - 24 hour Storm Event
• 10-year - 24 hour Storm Event
• 1 "/ hour Storm Event
•

25-Year 24-Hour Storm Event

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• •
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Subcat '.Reach Ponds Link

• No wetland Impacts.Rev-7 for EEDB Type I! 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N. Richardson and Associates, Inc. Page 1
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor--Ind method
Subcatchment 1A: Drainage Area-1A Runoff Area=7.500 ac Runoff Depth>2.89"
Flow Length=750' Tc=6.5 min CN=69 Runoff=40.53 cfs 1.808 of
Subcatchment 1 B: Drainage Area-16 Runoff Area=5.180 ac Runoff Depth>2.99"
Flow Length=720' Tc=5.8 min CN=70 Runoff=2921 cfs 1.290 of
Subcatchment 1 S: Drainage Area-7C Runoff Area=0.920 ac Runoff Depth>4.20"
Tc=5.0 min CN=82 Runoff=7.18 cfs 0.322 of
Subcatchment 2A: Drainage Area-2A Runoff Area=6.510 ac Runoff Depth>2.89"
Tc=5.0 min CN=69 Runoff=36.91 cfs 1.570 of
Subcatchment 2B: Drainage Area-26 Runoff Area=7.160 ac Runoff Depth>2.99"
Tc=5.0 min CN=70 Runoff=41.83 cfs 1.784 of
Subcatchment 2S: Drainage Area-6 Runoff Area=12.930 ac Runoff Depth>2.99"
Flow Length=750' Tc=6.9 min CN=70 Runofr=71.22 cfs 3.219 of
• Subcatchment 3A: Drainage Area-3A Runoff Area=8.110 ac Runoff Depth>2.99"
Flow Length=640' Tc=5.3 min CN=70 Runoff=46.74 cfs 2.020 of
Subcatchment 5S: Drainage Area-7A Runoff Area=6.760 ac Runoff Depth>2.89"
Tc=5.0 min CN=69 Runoff=38.33 cfs 1.630 of
Subcatchment 7S: Drainage Area-7B Runoff Area=8.680 ac Runoff Depth>1.70"
Flow Length=1,000' Tc=43.0 min CN=56 Runoff=1020 cfs 1.231 of
Subcatchment 9S: Drainage Area-4 Runoff Area=2.890 ac Runoff Depth>4.63"
Tc=5.0 min CN=86 Runoff=24.19 cfs 1.115 of
Subcatchment 13S: Drainage Area-5A Runoff Area=15.580 ac Runoff Depth>2.89"
Flow Length=550' Tc=4.9 min CN=69 Runoff=88.74 cfs 3.758 of
Subcatchment 16S: Drainage Area~B Runoff Area=4.340 ac Runoff Depth>2.25"
Tc=5.0 min CN=62 Runoff=19.30 cfs 0.814 of
Reach 1R: Grass Swale -7 Peak Depth=0.65' Max Vet=5.8 fps Inflow=38.33 cfs 1.630 of
n=0.030 L=400.0' S=0.0325 '/' Capacity=306.32 cfs Outflow=36.08 cfs 1.626 of
Reach 2R: grass Swale-2 Peak Depth=0.87' Max Vet=5.4 fps Inflow=36.91 cfs 1.570 of
n=0.030 L=220.0' S=0.0227 '/' Capacity=190.28 cfs Outflow=35.44 cfs 1.568 of
• Reach 3R: GraSS Swale-6 Peak Depth=0.79' Max Vet=8.1 fps Inflow=71.22 cfs 3.219 of
n=0.030 L=1,250.0' S=0.0496 '/' Capacity=378.41 cfs Outflow=65.74 cfs 3.201 of

No wetland Impacts.Rev-7 for EEDB Type 11 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 2
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 4R: Grass Swale-3 Peak Depth=0.71' Max Vet=6.3 fps Inflow=46.74 cfs 2.020 of
n=0.030 L=530.0' S=0.0340 '/' Capacity=313.13 cfs Outflow=43.74 cfs 2.014 of
Reach 11 R: Grass Swale-1 Peak Depth=0.76' Max Vet=5.0 fps Inflow=40.53 cfs 1.808 of
n=0.030 L=500.0' S=0.0200 '/' Capacity=240.29 cfs Outflow=37.48 cfs 1.801 of
Reach 14R: Grass Swale-5 Peak Depth=1.34' Max Vet=52 fps Inflow=88.74 cfs 3.758 of
n=0.030 L=700.0' S=0.0114 '/' Capacity=181.64 cfs Outflow=80.02 cfs 3.740 of
Pond B1: Extended dry detention basin-1 Peak Elev=218.28' Storage=63,607 cf Inflow=64.02 cfs 3.091 of
Primary=19.05 cfs 1.908 of Secondary=0.00 cfs 0.000 of Outflow=19.05 cfs 1.908 of
Pond B2: Extended dry detention basin-2 Peak Elev=231.31' Storage=62,747 cf Inflow=7625 cfs 3.352 of
Primary=20.07 cfs 2.180 of Secondary=13.02 cfs 0.127 of Outflow=33.09 cfs 2.307 of
Pond B3: Extended dry detention basin-3 Peak EIev=245.51' Storage=42,929 cf Inflow=43.74 cfs 2.014 of
Primary=10.38 cfs 1.197 of Secondary=0.00 cfs 0.000 of Outflow=10.38 cfs 1.197 of
Pond 64: Extended dry detention basing Peak EIev=252.01' Storage=24,947 cf Inflow=24.19 cfs 1.115 of
Primary=7.91 cfs 0.669 of Secondary=0.00 cfs 0.000 of Outflow=7.91 cfs 0.669 of
Pond B5: Extended dry detention basing Peak Elev=276.38' Storage=116,536 cf Inflow=95.76 cfs 4.553 of
Primary=7.12 cfs 2.101 of Secondary=0.00 cfs 0.000 of Outflow=7.12 cfs 2.101 •
Pond B6: Extended dry detention basin-6 Peak EIev=209.85' Storage=63,006 cf Inflow=65.74 cfs 3201 of
Primary=10.25 cfs 1.902 of Secondary=15.26 cfs 0.278 of Outflow=25.51 cfs 2.180 of
Pond B7: Basin-7 Peak EIev=264.42' Storage=70,641 cf Inflow=44.08 cfs 3.179 of
Primary=6.70 cfs 1.866 of Secondary=0.00 cfs 0.000 of Outflow=6.70 cfs 1.866 of
Total Runoff Area = 86.560 ac Runoff Volume = 20.561 of Average Runoff Depth = 2.85"
•

. No wetland Impacts.Rev-7 for ~EDB Type 1124-hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 3
HydroCAD® 7:10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 1A: Drainage Area-1A
Runoff = 40.53 cfs cLD 11.98 hrs, Volume= 1.808 af, Depth> 2.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Area (ac) CN Description
7.500 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.5 750 ^ 0.2830 1.9 Lag/CN Method,
Subcatchment 1 B: Drainage Area-1 B
Runoff = 29.21 cfs ~ 11.97 hrs, Volume= 1.290 af, Depth> 2.99"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Area (ac) CN Description
4.810 69 50-75% Grass cover, Fair, HSG B
0.370 82 Direct pond and surrounding area
^5.1.80 70 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.8 720 0.3130 2.1 Lag/CN Method,
Subcatchment 1S: Drainage Area-7C
Runoff = 7.18 cfs t~ 11.95 hrs, Volume= 0.322 af, Depth> 4.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Area (ac) CN Description
0.920 82 Direct pond
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
n
LJ

No wetland Impacts.Rev-7 for EEDB Type l/ 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 4
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 2A: Drainage Area-2A
Runoff = 36.91 cfs ~ 11.96 hrs, Volume= 1.570 af, Depth> 2.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type 1124-hr 25 Yr- 24 Hrs Rainfall=6.55"
Area (ac) CN Description
6.510 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2B: Drainage Area-2B
Runoff = 41.83 cfs cLD 11.96 hrs, Volume= 1.784 af, Depth> 2.99"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 Yr- 24 Hrs Rainfall~.55"
Area (ac) CN Description
6.780 69 50-75% Grass cover, Fair, HSG B
0.380 82 Direct Pond
7.160 70 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Drainage Area-6
Runoff = 71.22 cfs Ldi 11.98 hrs, Volume= 3.219 af, Depth> 2.99"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type 1124-hr 25 Yr- 24 Hrs Rainfall=6.55"
Area (ac) CN Description
12.400 69 50-75% Grass cover, Fair, HSG B
0.530 82 Direct pond
12.930 70 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.9 750 0.2400 1.8 Lag/CN Method,
•

• No wetland Impacts.Rev-7 for EEDB Type 1124hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 5
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 3A: Drainage Area-3A
Runoff = 46.74 cfs t~ 11.96 hrs, Volume= 2.020 af, Depth> 2.99"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type 1124-hr 25 Yr- 24 Hrs Rainfall=6.55"
Area (ac) CN Description
7.730 69 50-75% Grass cover, Fair, HSG B
0.380 82 Direct pond
8.110 70 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.3 640 0.3125 2.0 L.ag/CN Method,
Subcatchment 5S: Drainage Area-7A
Runoff = 38.33 cfs ~ 11.96 hrs, Volume= 1.630 af, Depth> 2.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
• Type II 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Area (ac) , CN Description
6.760 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: Drainage Area-7B
Runoff = 10.20 cfs t~ 12.45 hrs, Volume= 1.231 af, Depth> 1.70"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Area (ac) CN Description
8.680 56 Brush, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.0 1,000 0.0200 0.4 Lag/CN Method,
•

No wetland Impacts.Rev-7 for EEDB Type 1124hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 6 •
H~droCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 9S: Drainage Area-4
Runoff = 24.19 cfs cLD 11.95 hrs, Volume= 1.115 af, Depth> 4.63"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Area (ac) CN Description
0.230 98 Paved parking & roofs
2.320 85 Gravel roads, HSG B
0.340 82 Direct pond and surrounding area
2.890 86 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 13S: Drainage Area-5A
Runoff = 88.74 cfs cLD 11.96 hrs, Volume= 3.758 af, Depth> 2.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Area (ac) CN Description
15.580 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.9 550 0.3000 1.9 Lag/CN Method,
Subcatchment 16S: Drainage Area-SB
Runoff = 19.30 cfs ~ 11.96 hrs, Volume= 0.814 af, Depth> 2.25"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Area (ac) CN Description
3.290 55 Woods, Good, HSG B
1.050 82 Direct pond
4.340 62 Weighted Average -'
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
•

. No wetland Impacts.Rev-7 for EEDB Type l/ 24hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N. Richardson and Associates, Inc. Page 7
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 1 R: Grass swale -7
Inflow Area = 6.760 ac, Inflow Depth > 2.89" for 25 Yr- 24 Hrs event
Inflow - 38.33 cfs cLD 11.96 hrs, Volume= 1.630 of
Outflow = 36.08 cfs cLD 11.99 hrs, Volume= 1.626 af, Atten= 6%, Lag= 2.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.8 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 1.6 fps, Avg. Travel Time= 4.2 min
Peak Depth= 0.65' ~ 11.98 hrs
Capacity at bank full= 306.32 cfs
Inlet Invert= 287.00', Outlet Invert= 274.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 3.0 '/' Top Width= 20.00'
Length= 400.0' Slope= 0.0325 '/'
Reach 2R: grass swale-2
Inflow Area = 6.510 ac, Inflow Depth > 2.89" for 25 Yr- 24 Hrs event
Inflow = 36.91 cfs @ 11.96 hrs, Volume= 1.570 of
• Outflow = 35.44 cfs ~ 11.98 hrs, Volume= 1.568 af, Atten= 4%, Lag= 1.3 min
Routing by Stor--Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.4 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 1.6 fps, Avg. Travel Time= 2.3 min
Peak Depth= 0.87' ~ 11.97 hrs
Capacity at bank full= 190.28 cfs
Inlet Invert= 234.00', Outlet Invert= 229.00'
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 220.0' Slope= 0.0227 '/'
Reach 3R: Grass swale-6
Inflow Area = 12.930 ac, Inflow Depth > 2.99" for 25 Yr- 24 Hrs event
Inflow = 71.22 cfs ~ 11.98 hrs, Volume= 3.219 of
Outflow = 65.74 cfs ~ 12.05 hrs, Volume= 3.201 af, Atten= 8%, Lag= 4.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 8.1 fps, Min. Travel Time= 2.6 min
Avg. Velocity = 2.3 fps, Avg. Travel Time= 9.1 min
Peak Depth= 0.79' ~ 12.01 hrs
Capacity at bank full= 378.41 cfs
Inlet Invert= 280.00', Outlet Invert= 218.00'
• 8.00' x 2.00' deep channel, n= 0.030 Earth, grassed 8 winding
Side Slope Z-value= 3.0 '/' Top Width= 20.00'
Length= 1,250.0' Slope= 0.0496 '/'

No wetland Impacts.Rev-7 for EEDB Type 1124hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 8
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 4R: Grass swale-3
Inflow Area = 8.110 ac, Inflow Depth > 2.99" for 25 Yr- 24 Hrs event
Inflow = 46.74 cfs Gm 11.96 hrs, Volume= 2.020 of
Outflow = 43.74 cfs cLD 12.00 hrs, Volume= 2.014 af, Atten= 6%, Lag= 2.3 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.3 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 1.7 fps, Avg. Travel Time= 5.1 min
Peak Depth= 0.71' ~ 11.98 hrs
Capacity at bank full= 313.13 cfs
Inlet Invert= 264.00', Outlet Invert= 246.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 3.0 '/' Top Width= 20.00'
Length= 530.0' Slope= 0.0340 '/'
Reach 11 R: Grass Swale-1
Inflow Area = 7.500 ac, Inflow Depth > 2.89" for 25 Yr- 24 Hrs event
Inflow = 40.53 cfs ~ 11.98 hrs, Volume= 1.808 of
Outflow = 37.48 cfs cLD 12.03 hrs, Volume= 1.801 af, Atten= 8%, Lag= 2.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs •
Max. Velocity= 5.0 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 1.4 fps, Avg. Travel Time= 5.9 min
Peak Depth= 0.76' ~ 12.00 hrs
Capacity at bank full= 240.29 cfs
Inlet Invert= 230.00', Outlet Invert= 220.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 3.0 '/' Top Width= 20.00'
Length= 500.0' Slope= 0.0200 'r
Reach 14R: Grass swale-5
Inflow Area = 15.580 ac, Inflow Depth > 2.89" for 25 Yr- 24 Hrs event
Inflow = 88.74 cfs ~ 11.96 hrs, Volume= 3.758 of
Outflow = 80.02 cfs ctvD 12.02 hrs, Volume= 3.740 af, Atten= 10%, Lag= 3.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.2 fps, Min. Travel Time= 2.2 min
Avg. Velocity = 1.5 fps, Avg. Travel Time= 7.6 min
Peak Depth= 1.34' ~ 11.99 hrs
Capacity at bank full= 181.64 cfs
Inlet Invert= 288.00', Outlet Invert= 280.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed ~ winding
Side Slope Z-value= 3.0 'P Top Width= 20.00' •
Length= 700.0' Slope= 0.0114 '/'

. No wetland Impacts.Rev-7 for EEDB Type 1124hr 25 Yr- 24 Hrs Rainfall=fi.55"
Prepared by G.N. Richardson and Associates, Inc. Page 9
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Pond B1: Extended dry detention basin-1
Inflow Area = 12.680 ac, Inflow Depth > 2.93" for 25 Yr- 24 Hrs event
Inflow = 64.02 cfs cLD 12.00 hrs, Volume= 3.091 of
Outflow = 19.05 cfs ~ 12.17 hrs, Volume= 1.908 af, Atten= 70%, Lag= 10.7 min
Primary = 19.05 cfs ~ 12.17 hrs, Volume= 1.908 of
Secondary = 0.00 cfs cLD 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 218.28' ~ 12.17 hrs Surt.Area= 15,965 sf Storage= 63,607 cf
Ptug-Flow detention time= 140. 4 min calculated for 1.903 of (62% of inflov~
Center-of-Mass det. time= 65.2 min (857.0 - 791.7 )
Volume Invert Avail.Storage Storage Description

#1 212.00' 94 _
,059 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubio-feet) (cubiGfeet)
212.00 5,106 0 0
214.00 7,891 12,997 12,997
216.00 11,443 19,334 32,331
218.00 15,371 26,814 59,145
220.00 19,543 34,914 94,059
Device Routing Invert Outlet Devices
#1 Primary 212.00' 18.0" x 35.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 206.00' S= 0.1714 'P Cc= 0.900
n= 0.013 Concrete pipe, bends 8~ connections .
#2 Device 1 217.50' 30.0" Horiz. Top of the principal spillway Limited to weir flow C= 0.600
#3 Secondary 218.50' 30.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 216.00' 6.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=18.59 cfs ~ 12.17 hrs HW=218.27' (Free Discharge)
t-1=Barrel (Passes 18.59 cfs of 19.99 cfs potential flow)
2=Top of the principal spillway (Weir Controls 17.24 cfs ~ 2.9 fps)
=Orifice/Grate (Orifice Controls 1.34 cfs ~ 6.8 fps)
$econdary OutFlow Max=0.00 cfs cLD 0.00 hrs HW=212.00' (Free Discharge)
3=Broad-Crested Rectangular weir(Controls 0.00 cfs)
Pond B2: Extended dry detention basin-2
Inflow Area = 13.670 ac, Inflow Depth > 2.94" for 25 Yr- 24 Hrs event
Inflow 76.25 cfs ~ 11.97 hrs, Volume= 3.352 of
Outflow 33.09 cfs ~ 12.08 hrs, Volume= 2.307 af, Atten= 57%, Lag= 6.8 min
Primary = 20.07 cfs cLD 12.08 hrs, Volume= 2.180 of
Secondary = 13.02 cfs ~ 12.08 hrs, Volume= 0.127 of

No wetland Impacts.Rev-7 for EEDB Type 1124hr25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 10 •
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Soltations LLC 7/27/007
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 231.31' ~ 12.08 hrs Surt.Area= 15,538 sf Storage= 62,747 cf
Plug-Flow detention time= 118.6 min calculated for 2.302 of (69% of inflow)
Center-of-Mass det. time= 48.6 min (837.7 - 789.1 )
Volume Invert Avail.Stora a Storage Description
#1 225.00' 73,864 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
225.00 4,600 0 0
230.00 13,000 44,000 44,000
232.00 16,864 29,864 73,864
Device Routing Invert Outlet Devices
#1 Primary 225.00' 18.0" x 40.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 224.60' S= 0.0100 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 230.00' 30.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600
#3 Secondary 231.00' 30.0' long x 8.0' breadth Broad-Crested Rectangular weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
•
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=20.04 cfs ~ 12.08 hrs HW=231.30' (Free Discharge)
Barrel (Inlet Controls 20.04 cfs ~ 11.3 fps)
2=Top of Principal Spillway (Passes 20.04 cfs of 26.92 cfs potential flow)
Secondary OutFlow Max=12.08 cfs ~ 12.08 hrs HW=231.30' (Free Discharge)
t-3=Broad-Crested Rectangular Weir(Weir Controls 12.08 cfs G 1.4 fps)
Pond B3: Extended dry detention basin-3
Inflow Area = 8.110 ac, Inflow Depth > 2.98" for 25 Yr- 24 Hrs event
Inflow = 43.74 cfs cLD 12.00 hrs, Volume= 2.014 of
Outflow = 10.38 cfs ~ 12.19 hrs, Volume= 1.197 af, Atten= 76%, Lag= 11.1 min
Primary = 10.38 cfs cLD 12.19 hrs, Volume= 1.197 of
Secondary = 0.00 cfs cLD 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 245.51' ~ 12.19 hrs Surt.Area= 13,263 sf Storage= 42,929 cf
Plug-Flow detention time= 150.4 min calculated for 1.194 of (59% of inflow)
Center-of-Mass det. time= 74.2 min (865.4 - 791.2 )
Volume Invert Avail.Storage Storage Description
#1 240.00' 82,738 cf Custom Stage Data (Prismatic)Listed below (Recalc)

• No wetland Impacts.Rev-7 for EEDB Type 1l 24-hr,25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 11
HydroCAD® 7:10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) cubic-feet)
240.00 2,663 0 0
242.00 6,250 8,913 8,913
244.00 10,127 16,377 25,290
246.00 14,286 24,413 49,703
248.00 18,749 33,035 82,738
Device Routing Invert Outlet Devices
#1 Primary 240.00' 18.0" x 210.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 232.00' S= 0.0381 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends 8~ connections
#2 Device 1 245.00' 30.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600
#3 Secondary 246.00' 30.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.6 5 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 244.00' 6.0" Vert. 6" Orifice C= 0.600
Primary OutFlow Max=10.26 cfs cLD 12.19 hrs HW=245.50' (Free Discharge)
L =Barrel (Passes 10.26 cfs of 18.55 cfs potential flow)
• 2=Top of Principal Spillway (Weir Controls 9.20 cfs ~ 2.3 fps)
=6" Orifice (Orifice Controls 1.06 cfs ~ 5.4 fps)
$econdary OutFlow Max=0.00 cfs cLD 0.00 hrs HW=240.00' (Free Discharge)
3=Broad-Crested Rectangular Weir(Controls 0.00 cfs)
Pond 64: Extended dry detention basin-4
Inflow Area = 2.890 ac, Inflow Depth > 4.63" for 25 Yr- 24 Hrs event
Inflow = 24.19 cfs cQ 11.95 hrs, Volume= 1.115 of
Outflow = 7.91 cfs ~ 12.08 hrs, Volume= 0.669 af, Atten= 67%, Lag= 7.8 min
Primary = 7.91 cfs ~ 12.08 hrs, Volume= 0.669 of
Secondary = 0:00 cfs cLD 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 252.01' ~ 12.08 hrs Surt.Area= 8,374 sf Storage= 24,947 cf
Plug-Flow detention time= 151.4 min calculated for 0.667 of (60% of inflow)
Center-of-Mass det. time= 79.1 min (834.7 - 755.7 )
Volume Invert Avail.Storage Storage Description
#1 248.00' 44,060 cf Custom Stage Data (Prismatic~Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
248.00 4,229 0 0
250.00 6,142 10,371 10,371
252.00 8,364 14,506 24,877
254.00 10,819 19,183 44,060

No wetland Impacts.Rev-7 for EEDB Type 1124-hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 12 .
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Device Routing Invert Outlet Devices
#1 Primary 248.00' 15.0" x 120.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 247.00' S= 0.0083 'P Cc= 0.900
n= 0.013 Concrete pipe, bends 8 connections
#2 Device 1 251.50' 24.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600
#3 Secondary 252.50' 30.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 248.00' 3.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=7.74 cfs @ 12.08 hrs HW=252.00' (Free Discharge)
t-1=Barrel (Passes 7.74 cfs of 9.20 cfs potential flow)
2=Top of Principal Spillway (Vlleir Controls 7.27 cfs cLD 2.3 fps)
=Orifice/Grate (Orifice Controls 0.47 cfs ~ 9.5 fps)
Secondary OutFlow Max=0.00 cfs ~ 0.00 hrs HV1F=248.00' (Free Discharge)
t3=Broad-Crested Rectangular Weir(Controls 0.00 cfs)
Pond B5: Extended dry detention basin-5
Inflow Area = 19.920 ac, Inflow Depth > 2.74" for 25 Yr- 24 Hrs event •
Inflow = 95.76 cfs ~ 12.01 hrs, Volume= 4.553 of
Outflow 7.12 cfs cLD 12.84 hrs, Volume= 2.101 af, Atten= 93%, Lag= 49.8 min
Primary = 7.12 cfs ~ 12.84 hrs, Volume= 2.101 of
Secondary = 0.00 cfs cLD 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 276.38' ~ 12.84 hrs Surt.Area= 33,051 sf Storage= 116,536 cf
Plug-Flow detention time= 195.2 min calculated for 2.096 of (46% of inflow)
Center-of-Mass det. time= 112.2 min (907.7 - 795.5 )
Volume Invert Avail.Stora a Stora a Description
#1 272.00' 258,312 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
272.00 19,166 0 0
274.00 26,572 45,738 45,738
276.00 31,799 58,371 104,109
278.00 38,333 70,132 174,241
280.00 45,738 84,071 258,312
Device Routing Invert Outlet Devices
#1 Pnmary 272.00' 18.0" x 100.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 264.00' S= 0.0800'/' Cc= 0.900
n= 0.013 Concrete pipe, bends 8~ connections
#2 Device 1 276.00' 30.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600
#3 Secondary 277.00' 30.0' long x 8.0' breadth Broad rested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50

i No wetland Impacts.Rev-7 for EEDB Type 1124hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 13
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 275.00' 6.0" Vert. 6" orifice C= 0.600
Primary OutFlow Max=7.10 cfs ~ 12.84 hrs HV1r`276.38' (Free Discharge)
'L1=Barrel (Passes 7.10 cfs of 16.22 cfs potential flow)
2=Top of Principal Spillway (Weir Controls 6.09 cfs ~ 2.0 fps)
=6" orifice (Orifice Controls 1.01 cfs ~ 5.1 fps)
condary OutFlow Max=0.00 cfs ~ 0.00 hrs HW=272.00' (Free Discharge)
=Broad-Crested Rectangular Weir(Controls 0.00 cfs)
Pond B6: Extended dry detention basin-6
Inflow Area = 12.930 ac, Inflow Depth > 2.97" for 25 Yr- 24 Hrs event
Inflow = 65.74 cfs ~ 12.05 hrs, Volume= 3.201 of
Outflow = 25.51 cfs ~ 12.21 hrs, Volume= 2.180 af, Atten= 61 %, Lag= 9.6 min
Primary = 10.25 cfs cLD 12.21 hrs, Volume= 1.902 of
Secondary = 15.26 cfs ~ 12.21 hrs, Volume= 0.278 of
• Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 209.85' cLD 12.21 hrs Surt.Area= 17,443 sf Storage= 63,006 cf
Plug-Flow detention time= 135.8 min calculated for 2.180 of (68% of inflow)
Center-of-Mass det. time= 65.3 min (860.3 - 795.0 )
Volume Invert Avail.Storage Storage Description
#1 204.00' 106,330 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
204.00 4,650 0 0
208.00 12,865 35,030 35,030
212.00 . 22,785 71,300 106,330
Device Routing Invert Outlet Devices
#1 Primary 204.00' 18.0" x 70.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 203.00' S= 0.0143'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 208.50' 24.0" Vert. Top of Principal Spillway C= 0.600
#3 Secondary 209.50' 30.0' long x 8.0' breadth Broad-Crested Rectangular weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 207.50' 6.0" Vert. 6" Orifice C= 0.600
•

No wetland Impacts.Rev-7 for EEDB Type Il 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 14
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Primary OutFlow Max=10.09 cfs cLD 12.21 hrs HW=209.83' (Free Discharge)
L1=Barrel (Passes 10.09 cfs of 19.18 cfs potential flow)
2=Top of Principal Spillway (Orifice Controls 8.72 cfs ~ 3.9 fps)
=6" Orifice (Orifice Controls 1.36 cfs ~ 6.9 fps)
Secondary OutFlow Max=14.32 cfs ~ 12.21 hrs HW=209.83' (Free Discharge)
L3=Broad-Crested Rectangular Weir(Weir Controls 14.32 cfs @ 1.4 fps)
Pond B7: Basin-7
Inflow Area = 16.360 ac, Inflow Depth > 2.33" for 25 Yr- 24 Hrs event
Inflow = 44.08 cfs @ 11.99 hrs, Volume= 3.179 of
Outflow = 6.70 cfs ~ 13.05 hrs, Volume= 1.866 af, Atten= 85%, Lag= 63.4 min
Primary = 6.70 cfs @ 13.05 hrs, Volume= 1.866 of
Secondary = 0.00 cfs cLD 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 264.42' cLD 13.05 hrs Surt.Area= 37,588 sf Storage= 70,641 cf
Plug-Flow detention time= 170. 6 min calculated for 1.861 of (59% of inflow)
Center-of-Mass det. time= 89.0 min (896.8 - 807.9 )
Volume Invert Avail.Storage Stora a Description
•
#1 258
00' 144
358 cf Custom Sta
e Data
Prismatic
Li
t
d b
l
R
l
. ,
g
(
)
s
e
e
ow (
eca
c)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
258.00 3,074 0 0
260.00 4,302 7,376 7,376
262.00 5,713 10,015 17,391
264.00 32,684 38,397 55,788
266.00 55,886 88,570 144,358
Device Routing Invert Outlet Devices
#1 Primary 258.00' 15.0" x 600.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 256.00' S= 0.0033 'P Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 264.00' 36.0" Horiz. Riser Limited to weir flow C= 0.600
#3 Secondary 265.00' 30.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 263.00' 6.0" Vert. 6" orifice C= 0.600

No wetland Impacts.Rev-7 for EEDB Type 11 24-hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 15
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Primary OutFlow Max=6.70 cfs cLD 13.05 hrs HW=264.42' (Free Discharge)
L =Barrel (Barrel Controls 6.70 cfs ~ 5.5 fps)
Z=Riser (Passes < 8.47 cfs potential flow)
=6" orifice (Passes < 1.02 cfs potential flow)
Secondary OutFlow Max=0.00 cfs ~ 0.00 hrs H1IW258.00' (Free Discharge)
3=Broad-Crested Rectangular weir(Controls 0.00 cfs)
•
•

0-Year 24-Hour Storm Event

• No wetland Impacts.Rev-7 for EEDB Type 11 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 1
HydroCAD®7 10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 1A: Drainage Area-1A
Runoff = 29.93 cfs ~ 11.98 hrs, Volume= 1.325 af, Depth> 2.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Area (ac) CN Description
7.500 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
_
6.5 750 0.2830 1.9 Lag/CN Method,
Subcatchment 1 B: Drainage Area-1 B
Runoff = 21.68 cfs t~ 11.97 hrs, Volume= 0.951 af, Depth> 2.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
• Area (ac) CN Description
4.810 69 50-75% Grass cover, Fair, HSG 6
0 370 82 Direct pond and surrounding area
5.180 70 Weighted Average
Tc Length Slope Velocity Capacity Description
_ (min) (feet) (ft/ft) (ft/sec) (cfs)
5.8 72p 0.3130 2.1 Lag/CN Method,
Subcatchment 1S: Drainage Area-7C
Runoff = 5.69 cfs t~ 11.95 hrs, Volume= 0.251 af, Depth> 3.28"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Area (ac) CN Description
0.920 82 Direct pond
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
•

No wetland impacts.Rev-7 for EEDB Type 11 24hr 70 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N. Richardson and Associates, Inc. Page 2 •
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 2A: Drainage Area-2A
Runoff = 27.23 cfs cLD 11.96 hrs, Volume= 1.151 af, Depth> 2.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Area (ac) CN Description
6.510 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2B: Drainage Area-2B
Runoff = 31.07 cfs cLD 11.96 hrs, Volume= 1.314 af, Depth> 2.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Area (ac) CN Description
6.780 69 50-75% Grass cover, Fair, HSG B •
0.380 82 Direct Pond
7.160 70 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Drainage Area-6
Runoff = 52.90 cfs ~ 11.99 hrs, Volume= 2.372 af, Depth> 2.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Area (ac) CN Description
12.400 69 50-75% Grass cover, Fair, HSG B
0.530 82 Direct pond
12.930 70 Weighted Average
Tc Length Slope Velocity Capacity Description
___ (min) (feet) (ft/ft) (ft/sec) (cfs)
6.9 750 0.2400 1.8 Lag/CN Method,
•

• No wetland Impacts.Rev-7 for EEDB Type 1124-hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 3
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 3A: Drainage Area-3A
Runoff = 34.70 cfs ~ 11.96 hrs, Volume= 1.489 af, Depth> 2.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
___Area (ac) CN Description
7.730 69 50-75% Grass cover, Fair, HSG B
0.380 82 Direct pond
8.110 70 Weighted Average
Tc Length Slope Velocity Capacity Description
_~min) (feet) (ft/ft) (ft/sec) (cfs)
5.3 640 0.3125 2.0 Lag/CN Method,
Subcatchment 5S: Drainage Area-7A
Runoff = 28.28 cfs ct/iD 11.96 hrs, Volume= 1.195 af, Depth> 2.12"
• Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type 1124-hr 10 Yr- 24 Hrs Rainfall=5.49"
A_ _rea (ac) CN Description
6.760 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
__(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: Drainage Area-7B
Runoff = 6.39 cfs ~ 12.46 hrs, Volume= 0.820 af, Depth> 1.13"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
A_ rea (ac) CN Description
8.680 56 Brush, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.0 1,000 0.0200 0.4 Lag/CN Method,
•

No wetland ImpactS.Rev-7 for EEDB Type 11 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N. Richardson and Associates, Inc. Page 4 •
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 9S: Drainage Area-4
Runoff = 19.52 cfs @ 11.95 hrs, Volume= 0.885 af, Depth> 3.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Area (ac) CN Description
0.230 98 Paved parking & roofs
2.320 85 Gravel roads, HSG B
0.340 82 Direct pond and surrounding area
2.890 86 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 13S: Drainage Area-5A
Runoff = 65.48 cfs cLD 11.96 hrs, Volume= 2.754 af, Depth> 2.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Area (ac) CN Description _
15.580 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
_(min) (feet) (ft/ft) (ft/sec) (cfs)
4.9 550 0.3000 1.9 Lag/CN Method,
Subcatchment 16S: Drainage Area-5B
Runoff = 13.48 cfs G 11.97 hrs, Volume= 0.571 af, Depth> 1.58"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Area (ac) CN Description
3.290 55 Woods, Good, HSG B
1.050 82 Direct pond
4.340 62 Weighted Average
Tc Length Slope Velocity Capacity Description
___ (min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
•
•

• No wetland Impacts.Rev-T for EEDB Type 11 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 5
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 1 R: Grass swale -7
Inflow Area = 6.760 ac, Inflow Depth > 2.12" for 10 Yr- 24 Hrs event
Inflow = 28.28 cfs ~ 11.96 hrs, Volume= 1.195 of
Outflow = 26.48 cfs ~ 12.00 hrs, Volume= 1.191 af, Atten= 6°!0, Lag= 2.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.2 fps, Min. Travel Time= 1.3 min
Avg. Velocity = 1.5 fps, Avg. Travel Time= 4.5 min
Peak Depth= 0.54' ~ 11.98 hrs
Capacity at bank full= 306.32 cfs
Inlet Invert= 287.00', Outlet Invert= 274.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed 8~ winding
Side Slope Z-value= 3.0 '/' Top Width= 20.00'
Length= 400.0' Slope= 0.0325 '/'
Reach 2R: grass swale-2
Inflow Area = 6.510 ac, Inflow Depth > 2.12" for 10 Yr- 24 Hrs event
Inflow = 27.23 cfs cLU 11.96 hrs, Volume= 1.151 of
• Outflow = 26.10 cfs ~ 11.98 hrs, Volume= 1.149 af, Atten= 4%, Lag= 1.4 min
Routing by Stor--Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.0 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 1.5 fps, Avg. Travel Time= 2.4 min
Peak Depth= 0.74' ~ 11.97 hrs
Capacity at bank full= 190.28 cfs
Inlet Invert= 234.00', Outlet Invert= 229.00'
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 220.0' Slope= 0.0227 '/'
Reach 3R: Grass swale-6
Inflow Area = 12.930 ac, Inflow Depth > 2.20" for 10 Yr- 24 Hrs event
Inflow = 52.90 cfs ~ 11.99 hrs, Volume= 2.372 of
Outflow = 48.71 cfs ~ 12.06 hrs, Volume= 2.356 af, Atten= 8%, Lag= 4.5 min
Routing by Stor--Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.3 fps, Min. Travel Time= 2.8 min
Avg. Velocity = 2.1 fps, Avg. Travel Time= 9.8 min
Peak Depth= 0.67' ~ 12.01 hrs
Capacity at bank full= 378.41 cfs
Inlet Invert= 280.00', Outlet Invert= 218.00'
• 8.00' x 2.00' deep channel, n= 0.030 Earth, grassed 8~ winding
Side Slope Z-value= 3.0 '/' Top Width= 20.00'
Length= 1,250.0' Slope= 0.0496 '/'

No wetland Impacts.Rev-7 for EEDB Type 1124-hr 10 Yr- 24 Hrs Rainfall=5.49" •
Prepared by G.N.Richardson and Associates, Inc. Page 6
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 4R: Grass swale-3
Inflow Area = 8.110 ac, Inflow Depth > 2.20" for 10 Yr- 24 Hrs event
Inflow = 34.70 cfs cLD 11.96 hrs, Volume= 1.489 of
Outflow = 32.25 cfs @ 12.01 hrs, Volume= 1.483 af, Atten= 7%, Lag= 2.6 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.7 fps, Min. Travel Time= 1.5 min
Avg. Velocity = 1.6 fps, Avg. Travel Time= 5.5 min
Peak Depth= 0.60' ~ 11.98 hrs
Capacity at bank full= 313.13 cfs
Inlet Invert= 264.00', Outlet Invert= 246.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 3.0 '/' Top Width= 20.00'
Length= 530.0' Slope= 0.0340 '/'
Reach 11 R: Grass Swale-1
Inflow Area = 7.500 ac, Inflow Depth > 2.12" for 10 Yr- 24 Hrs event
Inflow = 29.93 cfs ~ 11.98 hrs, Volume= 1.325 of
Outflow = 27.59 cfs cLD 12.03 hrs, Volume= 1.319 af, Atten= 8%, Lag= 3.0 min
Routing by Stor--Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs •
Max. Velocity= 4.6 fps, Min. Travel Time= 1.8 min
Avg. Velocity = 1.3 fps, Avg. Travel Time= 6.4 min
Peak Depth= 0.64' cLD 12.00 hrs
Capacity at bank full= 240.29 cfs
Inlet Invert= 230.00', Outlet Invert= 220.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 3.0 '/' Top Width= 20.00'
Length= 500.0' Slope= 0.0200 '/'
Reach 14R: Grass swale-5
Inflow Area = 15.580 ac, Inflow Depth > 2.12" for 10 Yr- 24 Hrs event
Inflow = 65.48 cfs ~ 11.96 hrs, Volume= 2.754 of
Outflow = 59.46 cfs cLD 12.03 hrs, Volume= 2.738 af, Atten= 9%, Lag= 4.3 min
Routing by Stor--Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.7 fps, Min. Travel Time= 2.5 min
Avg. Velocity = 1.4 fps, Avg. Travel Time= 8.2 min
Peak Depth= 1.13' dLi 11.99 hrs
Capacity at bank full= 181.64 cfs
Inlet Invert= 288.00', Outlet Invert= 280.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 3.0 'P Top Width= 20.00' •
Length= 700.0' Slope= 0.0114 '/'

• No wetland Impacts.Rev-7 for EEDB Type 11 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N. Richardson and Associates, Inc. Page 7
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Pond 61: Extended dry detention basin-1
Inflow Area = 12.680 ac, Inflow Depth > 2.15" for 10 Yr- 24 Hrs event
Inflow - 46.69 cfs ~ 12.00 hrs, Volume= 2.269 of
Outflow = 4.29 cfs ~ 12.64 hrs, Volume= 1.119 af, Atten= 91 %, Lag= 38.5 min
Primary = 4.29 cfs ~ 12.64 hrs, Volume= 1.119 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 217.75' ~ 12.64 hrs Surt.Area= 14,871 sf Storage= 55,292 cf
Plug-Flow detention time= 192.0 min calculated for 1.116 of (49% of inflow)
Center-of-Mass det. time= 108.6 min (907.0 - 798.4 )
Volume Invert Avail.Storage Storage Description
#1 212.00' 94,059 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
212.00 5,106 0 0
214.00 7,891 12,997 12,997
216.00 11,443 19,334 32,331
218.00 15,371 26,814 59,145
•
220.00 19,543 34,914 94,059
Device Routing Invert Outlet Devices
#1 Primary 212.00' 18.0" x 35.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 206.00' S= 0.1714 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 217.50' 30.0" Horiz. Top of the principal spillway Limited to weir flow C= 0.600
#3 Secondary 218.50' 30.0' long x 8.0' breadth Broad-Crested Rectangular weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 .2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 216.00' 6.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=4.27 cfs ~ 12.64 hrs HW=217.74' (Free Discharge)
L-1=Barrel (Passes 4.27 cfs of 19.02 cfs potential flow)
2=Top of the principal spillway (Weir Controls 3.11 cfs ~ 1.6 fps)
=Orifice/Grate (Orifice Controls 1.16 cfs ~ 5.9 fps)
Secondary OutFlow Max=0.00 cfs ~ 0.00 hrs HW'=212.00' (Free Discharge)
L3=Broad-Crested Rectangular weir(Controls 0.00 cfs)
Pond B2: Extended dry detention basin-2
Inflow Area = 13.670 ac, Inflow Depth > .2.16" for 10 Yr- 24 Hrs event
. Inflow 56.24 cfs ~ 11.97 hrs, Volume= 2.463 of
_
Outflow 10.66 cfs ~ 12.17 hrs, Volume= 1.424 af, Atten= 81 %, Lag= 12.0 min
Primary = 10.66 cfs ~ 12.17 hrs, Volume= 1.424 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of

No wetland ImpactS.Rev-7 for EEDB Type 1124hr 70 Yr- 24 Hrs Rainfall=5.49" •
Prepared by G.N. Richardson and Associates, Inc. Page 8
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 230.56' Ld'i 12.17 hrs Surt.Area= 14,075 sf Storage= 51,530 cf
Plug-Flow detention time= 151.6 min calculated for 1.420 of (58% of inflow)
Center-of-Mass det. time= 71.6 min (867.2 - 795.6 )
Volume Invert Avail.Storage Storage Description
#1 225.00' 73,864 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubio-feet)
225.00 4,600 0 0
230.00 13,000 44,000 44,000
232.00 16,864 29,864 73,864
Device Routing Invert Outlet Devices
#1 Primary 225.00' 18.0" x 40.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 224.60' S= 0.0100 'P Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 230.00' 30.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600
#3 Secondary 231.00' 30.0' long x 8.0' breadth Broad-Crested Rectangular weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
•
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=10.45 cfs ~ 12.17 hrs HV1r230.55' (Free Discharge)
Barrel (Passes 10.45 cfs of 18.64 cfs potential flow)
2=Top of Principal Spillway (Weir Controls 10.45 cfs ~ 2.4 fps)
$econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=225.00' (Free Discharge)
3=Broad-Crested Rectangular weir(Controls 0.00 cfs)
Pond B3: Extended dry detention basin-3
Inflow Area = 8.110 ac, Inflow Depth > 2.19" for 10 Yr- 24 Hrs event
Inflow = 32.25 cfs ~ 12.01 hrs, Volume= 1.483 of
Outflow = 2.21 cfs ~ 12.93 hrs, Volume= 0.698 af, Atten= 93%, Lag= 55.6 min
Primary = 2.21 cfs cLD 12.93 hrs, Volume= 0.698 of
Secondary = 0.00 cfs cLli 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 245.14' ~ 12.93 hrs Surf.Area= 12,490 sf Storage= 38,142 cf
Plug-Flow detention time= 210.9 min calculated for 0.698 of (47% of inflow)
Center-of-Mass det. time= 126.6 min (924.5 - 797.9 )
Volume Invert Avail.Storage Storage Description
#1 240.00' 82,738 cf Custom Stage Data (Prismatic)Listed below (Recalc)

No wetland Impacts.Rev-7 for EEDB Type 11 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 9
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
240.00 2,663 0 0
242.00 6,250 8,913 8,913
244.00 10,127 16,377 25,290
246.00 14,286 24,413 49,703
248.00 18,749 33,035 82,738
Device Routing Invert Outlet Devices
#1 Primary 240.00' 18.0" x 210.0' long Barrel RCP, square .edge headwall, Ke= 0.500
Outlet Invert= 232.00' S= 0.0381 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends 8~ connections
#2 ~ Device 1 245.00' 30.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600
#3 Secondary 246.00' 30.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 244.00' 6.0" Vert. 6" Orifice C= 0.600
Primary OutFlow Max=2.18 cfs ~ 12.93 hrs HW=245.14' (Free Discharge)
• t-1=Barrel (Passes 2.18 cfs of 17.82 cfs potential flow)
2=Top of Principal Spillway (Weir Controls 1.29 cfs ~ 1.2 fps)
=6" Orifice (Orifice Controls 0.89 cfs ~ 4.5 fps)
Secondary OutFlow Max=0.00 cfs ~ 0.00 hrs HV1F=240.00' (Free Discharge)
3=Broad-Crested Rectangular Weir(Controls 0.00 cfs)
Pond B4: Extended dry detention basin-4
Inflow Area = 2.890 ac, Inflow Depth > 3.68" for 10 Yr- 24 Hrs event
Inflow = 19.52 cfs !~ 11.95 hrs, Volume= 0.885 of
Outflow = 1.98 cfs ~ 12.36 hrs, Volume= 0.460 af, Atten= 90%, Lag= 24.4 min
Primary = 1.98 cfs C .12.36 hrs, Volume= 0.460 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 251.68' cLD 12.36 hrs Surt.Area= 8,005 sf Storage= 22,230 cf
Plug-Flow detention time= 193.8 min calculated for 0.460 of (52% of inflow)
Center-of-Mass det. time= 115.6 min (876.7 - 761.1 )
Volume Invert Avail.Storage Storage Description
#1 248.00' 44,060 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
248.00 4,229 0 0
250.00 6,142 10,371 10,371
252.00 8,364 14,506 24,877
254.OQ 10,819 19,183 44,060

No wetland Impacts.Rev-7 for EEDB Type 11 24-hr 70 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 10
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Device Routing Invert Outlet Devices
#1 Primary 248.00' 15.0" x 120.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 247.00' S= 0.0083 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends 8~ connections
#2 Device 1 251.50' 24.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600
#3 Secondary 252.50' 30.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 248.00' 3.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=1.97 cfs ~ 12.36 hrs HW`-251.68' (Free Discharge)
L1=Barrel (Passes 1.97 cfs of 8.79 cfs potential flow)
2=Top of Principal Spillway (Weir Controls 1.52 cfs @ 1.4 fps)
=Orifice/Grate (Orifice Controls 0.45 cfs ~ 9.1 fps)
Secondary OutFlow Max=0.00 cfs ~ 0.00 hrs HW=248.00' (Free Discharge)
3=Broad-Crested Rectangular Weir(Controls 0.00 cfs)
Pond 65: Extended dry detention basin-5
Inflow Area = 19.920 ac, Inflow Depth > 1.99" for 10 Yr- 24 Hrs event •
Inflow = 69.17 cfs ~ 12.02 hrs, Volume= 3.309 of
Outflow = 2.06 cfs ~ 15.58 hrs, Volume= 0.878 af, Atten= 97%, Lag= 213.7 min
Primary = 2.06 cfs ~ 15.58 hrs, Volume= 0.878 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 276.12' cLD 15.58 hrs Surf.Area= 32,206 sf Storage= 108,093 cf
Plug-Flow detention time= 286.5 min calculated for 0.878 of (27% of inflow)
Center-of-Mass det. time= 193.7 min (996.2 - 802.5 )
Volume Invert Avail.Stora a Storage Description
#1 272.00' 258,312 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
272.00 19,166 0 0
274.00 26,572 45,738 45,738
276.00 31,799 58, 371 104,109
278.00 38,333 70,132 174,241
280.00 45,738 84,071 258,312
Device Routing Invert Outlet Devices
#1 Primary 272.00' 18.0" x 100.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 264.00' S= 0.0800 'P Cc= 0.900
n= 0.013 Concrete pipe, bends ~ connections
#2 Device 1 276.00' 30.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600
#3 Secondary 277.00' 30.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50

No wetland Impacts.Rev-7 for EEDB Type 11 24-hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 11
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 275.00' 6.0" Vert. 6" orifice C= 0.600
Primary OutFlow Max=2.01 cfs ~ 15.58 hrs HW=276.12' (Free Discharge)
L1=Barrel (Passes 2.01 cfs of 15.63 cfs potential flow)
2=Top of Principal Spillway (Weir Controls 1.13 cfs ~ 1.2 fps)
=6" orifice (Orifice Controls 0.88 cfs ~ 4.5 fps)
Secondary OutFlow Max=0.00 cfs ~ 0.00 hrs HW=272.00' (Free Discharge)
L3=Broad-Crested Rectangular weir(Controls 0.00 cfs)
Pond B6: Extended dry detention basin-6

Inflow Area = 12.930 ac, Inflow Depth > 2.19" for 10 Yr- 24 Hrs event
Inflow = 48.71 cfs ~ 12.06 hrs, Volume= 2.356 of
Outflow = 5.03 cfs ~ 12.64 hrs, Volume= 1.363 af, Atten= 90%, Lag= 34.9 min
Primary = 5.03 cfs ~ 12.64 hrs, Volume= 1.363 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Routing by Stor-tnd method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 209.33' cLD 12.64 hrs Surt.Area= 16,168 sf Storage= 54,364 cf
Plug-Flow detention time= 173.8 min calculated for 1.359 of (58% of inflow)
Center-of-Mass det. time= 94.7 min (896.6 - 802.0 )
Volume Invert Avail.Storage Storage Description
#1 204.00' 106,330 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
204.00 4,650 0 0
208.00 12,865 35,030 35,030
212.00 22,785 71,300 106,330
Device Routing Invert Outlet Devices
#1 Primary 204.00' 18.0" x 70.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 203.00' S= 0.0143 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 208.50' 24.0" Vert. Top of Principal Spillway C= 0.600
#3 Secondary 209.50' 30.0' long x 8.0' breadth Broad-Crested Rectangular weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 207.50' 6.0" Vert. 6" Orifice C= 0.600
•

No wetland Impacts.Rev-7 for EEDB Type 11 24-hr 90 Yr- 24 Hrs Rainfall=5.49"
Prepared by G. N. Richardson and Associates, Inc. Page 12
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Primary OutFlow Max=5.03 cfs ~ 12.64 hrs HW=209.33' (Free Discharge)
L1=Barrel (Passes 5.03 cfs of 18.21 cfs potential flow)
2=Top of Principal Spillway (Orifice Controls 3.84 cfs @ 3.1 fps)
=6" Orifice (Orifice Controls 1.19 cfs ~ 6.1 fps)
Secondary OutFlow Max=0.00 cfs cLD 0.00 hrs HW`=204.00' (Free Discharge)
t3=Broad-Crested Rectangular Weir(Controls 0.00 cfs)
Pond B7: Basin-7
Inflow Area = 16.360 ac, Inflow Depth > 1.66" for 10 Yr- 24 Hrs event
Inflow = 32.22 cfs ~ 11.99 hrs, Volume= 2.263 of
Outflow = 2.60 cfs ~ 13.84 hrs, Volume= 0.972 af, Atten= 92%, Lag= 110.7 min
Primary = 2.60 cfs ~ 13.84 hrs, Volume= 0.972 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Ti me Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 264.14' cLD 13.84 hrs Surt.Area= 34,349 sf Storage= 60,597 cf
Plug-Flow detention time= 231 .4 min calculated for 0.972 of (43% of inflow)
Center-of-Mass det. time= 134 .7 min (948.5 - 813.8 )
Volume Invert Avail.Stora a Story a Description
#1 258.00' 144,358 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
258.00 3,074 0 0
260.00 4,302 7,376 7,376
262.00 5,713 10,015 17,391
264.00 32,684 38,397 55,788
266.00 55,886 88,570 144,358
Device Routing Invert Outlet Devices
#1 Primary 258.00' 15.0" x 600.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 256.00' S= 0.0033'/' Cc= 0.900
n= 0.013 Concrete pipe, bends ~ connections
#2 Device 1 264.00' 36.0" Horiz. Riser Limited to weir flow C= 0.600
#3 Secondary 265.00' 30.0' long x 8.0' breadth Broad-Crested Rectangular weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 263.00' 6.0" Vert. 6" orifice C= 0.600
•

No wetland Impacts.Rev-7 for EEDB Type 1/24hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 13
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Primary OutFlow Max=2.57 cfs cLD 13.84 hrs HW=264.14' (Free Discharge)
t-~1=Barrel (Passes 2.57 cfs of 6.57 cfs potential flow)
2=Riser (Weir Controls 1.67 cfs ~ 1.2 fps)
=6" orifice (Orifice Controls 0.89 cfs ~ 4.6 fps)
Secondary OutFlow Max=0.00 cfs ~ 0.00 hrs H1Iw258.00' (Free Discharge)
t--3=Broad-Crested Rectangular Weir(Controls 0.00 cfs)
•
•

1 "/Hour Storm Event
•
a

No wetland Impacts.Rev-7 for EEDB Type l/ 24-hr 1.00 hrs 1'%Hr Storm Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 1
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method -Pond routing by Stor--Ind method
L_J
•
Subcatchment 1A: Drainage Area-1A Runoff Area=7.500 ac Runoff Depth=0.00"
Flow Length=750' Tc=6.5 min CN=69 Runoff=0.07 cfs 0.001 of
Subcatchment 1 B: Drainage Area-1 B Runoff Area=5.180 ac Runoff Depth=0.00"
Flow Length=720' Tc=5.8 min CN=70 Runoff=0.08 cfs 0.002 of
Subcatchment 1 S: Drainage Area-7C Runoff Area=0.920 ac Runoff Depth=0.11"
Tc=5.0 min CN=82 Runoff=0.42 cfs 0.009 of
Subcatchment 2A: Drainage Area-2A Runoff Area=6.510 ac Runoff Depth=0.00"
Tc=5.0 min CN=69 Runoff=0.06 cfs 0.001 of
Subcatchment 26: Drainage Area-2B Runoff Area=7.160 ac Runoff Depth=0.00"
Tc=5.0 min CN=70 Runoff=0.11 cfs 0.003 of
Subcatchment 2S: Drainage Areal Runoff Area=12.930 ac Runoff Depth=0.00"
Flow Length=750' Tc=6.9 min CN=70 Runoff=0.19 cfs 0.005 of
Subcatchment 3A: Drainage Area-3A Runoff Area=8.110 ac Runoff Depth=0.00"
Flow Length=640' Tc=5.3 min CN=70 Runoff=0.13 cfs 0.003 of
Subcatchment 5S: Drainage Area-7A Runoff Area=6.760 ac Runoff Depth=0.00"
Tc=5.0 min CN=69 Runoff=0.07 cfs 0.001 of
Subcatchment 7S: Drainage Area-7B Runoff Area=8.680 ac Runoff Depth=0.00"
Flow Length=1,000' Tc=43.0 min CN=56 Runoff=0.00 cfs 0.000 of
Subcatchment 9S: Drainage Area-4 Runoff Area=2.890 ac Runoff Depth=020"
Tc=5.0 min CN=86 Runoff=2.94 cfs 0.048 of
Subcatchment 13S: Drainage Area-6A Runoff Area=15.580 ac Runoff Depth=0.00"
Flow Length=550' Tc=4.9 min CN=69 Runoff=0.16 cfs 0.003 of
Subcatchment 16S: Drainage Area-6B Runoff Area=4.340 ac Runoff Depth=0.00"
Tc=5.0 min CN=62 Runoff=0.00 cfs 0.000 of
Reach 1R: GraSS Swale -7 Peak Depth=0.01' Max Vet=0.7 fps Inflow=0.07 cfs 0.001 of
n=0.030 L=400.0' S=0.0325 '/' Capacity=306.32 cfs Outflow=0.04 cfs 0.001 of
Reach 2R: gras5 Swale-2 Peak Depth=0.02' Max Vet=0.5 fps Inflow=0.06 cfs 0.001 of
n=0.030 L=220.0' S=0.0227 '/' Capacity=19028 cfs Outflow=0.05 cfs 0.001 of
Reach 3R: Grass swale-6 Peak Depth=0.01' Max Vet=0.8 fps Inflow=0.19 cfs 0.005 of
n=0.030 L=1,250.0' S=0.0496 '/' Capacity=378.41 cfs Outflow=0.09 cfs 0.005 of

No wetland Impacts.Rev-7 for EEDB Type 1124hr 1.00 hrs 1'%Hr Storm Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 2
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 4R: Grass Swale-3 Peak Depth=0.02' Max Vet=0.7 fps Inflow=0.13 cfs 0.003 of
n=0.030 L=530.0' S=0.0340 'P Capacity=313.13 cfs Outflow=0.08 cfs 0.003 of
Reach 11R: Grass Swale-1 Peak Depth=0.01' Max Vet=0.5 fps Inflow=0.07 cfs 0.001 of
n=0.030 L=500.0' S=0.0200 '/' Capacity=24029 cfs Outflow=0.04 cfs 0.001 of
Reach 14R: Grass Swale-5 Peak Depth=0.02' Max Vet=0.4 fps Inflow=0.16 cfs 0.003 of
n=0.030 L=700.0' S=0.0114 'P Capacity=181.64 cfs Outflow=0.05 cfs 0.003 of
Pond B1: Extended dry detention basin-1 Peak EIev=212.03' Storage=147 cf Inflow=0.08 cfs 0.003 of
Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of
Pond B2: Extended dry detention basin-2 Peak EIev=225.04' Storage=172 cf Inflow=0.13 cfs 0.004 of
Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of
Pond B3: Extended dry detention basing Peak EIev=240.05' Storage=134 cf Inflow=0.08 cfs 0.003 of
Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of
Pond B4: Extended dry detention basing Peak EIev=248.42' Storage=1,856 cf Inflow=2.94 cfs 0.048 of
Primary=0.13 cfs 0.045 of Secondary=0.00 cfs 0.000 of Outflow=0.13 cfs 0.045 of
Pond B5: Extended dry detention basin-5 Peak EIev=272.01' Storage=126 cf Inflow=0.05 cfs 0.003 of

Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000•
Pond B6: Extended dry detention basin-6 Peak EIev=204.05' Storage=215 cf Inflow=0.09 cfs 0.005 of
Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of
Pond B7: Basin-7 Peak Elev=258.14' Storage=436 cf Inflow=0.42 cfs 0.010 of
Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of
Total Runoff Area = 86.560 ac Runoff Volume = 0.076 of Average Runoff Depth = 0.01"
•

• No w®tland Impacts.Rev-7 for EEDB Type l/ 24-hr 1.00 hrs 1'%Hr Storm Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 3
HydroCAD®7 10 s!n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 1A: Drainage Area-1A
Runoff = 0.07 cfs @ 1.02 hrs, Volume= 0.001 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 1 "IHr Storm Rainfall=1.00"
Area (ac) CN Description
7.500 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.5 750 0.2830 1.9 Lag/CN Method,
Subcatchment 1 B: Drainage Area-1 B
Runoff = 0.08 cfs ~ 0.99 hrs, Volume= 0.002 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 1"/Hr Storm Rainfall=1.00"
• Area (ac) CN Description
4.810 69 50-75% Grass cover, Fair, HSG B
0.370 82 Direct pond and surrounding area
5.180 70 Weighted Average
Tc Length Slope Velocity Capacity Description
_ (min) (feet) (ft/ft) (ft/sec) (cfs)
5.8 720 0.3130 2.1 L,ag/CN Method,
Subcatchment 1S: Drainage Area-7C
Runoff - 0.42 cfs cLD 0.59 hrs, Volume= 0.009 af, Depth= 0.11"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 1"/Hr Storm Rainfall=1.00"
Area (ac) CN Description
0.920 82 Direct pond
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
•

No wetland Impacts.Rev-7 for EEDB Type 11 24-hr 1.00 hrs 1'%Hr Storm Rainfall=1.00"
Prepared by G.N. Richardson and Associates, Inc. Page 4 •
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 2A: Drainage Area-2A
Runoff = 0.06 cfs cLD 1.00 hrs, Volume= 0.001 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 1"/Hr Storm Rainfall=1.00"
Area (ac) CN Description
6.510 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 26: Drainage Area-2B
Runoff = 0.11 cfs ~ 0.99 hrs, Volume= 0.003 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type 1124-hr 1.00 hrs 1"/Hr Storm Rainfall=1.00"
Area (ac) CN Description
6.780 69 50-75% Grass cover, Fair, HSG B •
0.380 82 Direct Pond
7.160 70 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Drainage Area-6
Runoff = 0.19 cfs cLD 1.00 hrs, Volume= 0.005 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 1"/Hr Storm Rainfall=1.00"
Area (ac) CN Description
12.400 69 50-75% Grass cover, Fair, HSG B
0.530 82 Direct pond
12.930 70 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.9 750 0.2400 1.8 Lag/CN Method,
•

No wetland Impacts.Rev-7 for EEDB Type 1124hr 1.00 hrs 1'%Hr Storm Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 5
HydroCAD®7 10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 3A: Drainage Area-3A
Runoff = 0.13 cfs ~ 0.99 hrs, Volume= 0.003 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 1 "/Hr Storm Rainfall=1.00"
Area (ac) CN Description
7.730 69 50-75% Grass cover, Fair, HSG B
0 380 82 Direct pond
^ 8.110 70 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.3 640 0.3125 2.0 Lag/CN Method,
Subcatchment 5S: Drainage Area-TA
Runoff = 0.07 cfs ~ 1.00 hrs, Volume= 0.001 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
• Type II 24-hr 1.00 hrs 1 "/Hr Storm Rainfall=1.00"
Area (ac) CN Description
6.760 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: Drainage Area-7B
Runoff = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 1 "/Hr Storm Rainfall=1.00"
Area (ac) CN Description
8.680 56 Brush, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
43.0 1,000 0.0200 0.4 Lag/CN Method,
~J

No wetland Impacts.Rev-7 for EEDB Type 1124hr 1.00 hrs 1'%Hr Storm Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 6 i
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Subcatchment 9S: Drainage Area-4
Runoff = 2.94 cfs cLD 0.57 hrs, Volume= 0.048 af, Depth= 0.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 1"/HrStorrn Rainfall=1.00"
Area (ac) CN Description
0.230 98 Paved parking & roofs
2.320 85 Gravel roads, HSG B
_ 0.340 82 Direct pond and surroundin area
2.890 86 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Sulxatchment 13S: Drainage Area-5A
Runoff = 0.16 cfs cLD 0.99 hrs, Volume= 0.003 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 1 "/Hr Storm Rainfall=1.00"
Area (ac) CN Description
15.580 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.9 550 0.3000 1.9 Lag/CN Method,
Subcatchment 16S: Drainage Area-5B
Runoff = 0.00 cfs cLD 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.00 hrs 1"/Hr Storm Rainfall=1.00"
Area (ac) CN Description
3.290 55 Woods, Good, HSG B
1.050 82 Direct pond
4.340 62 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
•

No wetland Impacts.Rev-7 for EEDB Type l/ 24-hr 1.00 hrs 1'%Hr Stonn Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 7
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 1 R: Grass swale -7
Inflow Area = 6.760 ac, Inflow Depth = 0.00" for 1 "/Hr Storm event
Inflow = 0.07 cfs t~ 1.00 hrs, Volume= 0.001 of
Outflow - 0.04 cfs ~ 1.24 hrs, Volume= 0.001 af, Atten= 38%, Lag= 14.4 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.7 fps, Min. Travel Time= 10.2 min
Avg. Velocity = 0.7 fps, Avg. Travel Time= 10.2 min
Peak Depth= 0.01' ~ 1.07 hrs
Capacity at bank full= 306.32 cfs
Inlet Invert= 287.00', Outlet Invert= 274.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 3.0 'P Top Width= 20.00'
Length= 400.0' Slope= 0.0325 '/'
Reach 2R: grass swale-2
Inflow Area = 6.510 ac, Inflow Depth = 0.00" for 1 "/Hr Storm event
Inflow = 0.06 cfs ~ 1.00 hrs, Volume= 0.001 of
• Outflow = 0.05 cfs ~ 1.16 hrs, Volume= 0.001 af, Atten= 27%, Lag= 9.9 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.5 fps, Min. Travel Time= 6.7 min
Avg. Velocity = 0.5 fps, Avg. Travel Time= 6.7 min
Peak Depth= 0.02' ~ 1.05 hrs
Capacity at bank full= 190.28 cfs
Inlet Invert= 234.00', Outlet Invert= 229.00'
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed 8~ winding
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 220.0' Slope= 0.0227 '/'
Reach 3R: Grass swale-6
Inflow Area = 12.930 ac, Inflow Depth = 0.00" for 1 "/Hr Storm event
Inflow = 0.19 cfs cL'D 1.00 hrs, Volume= 0.005 of
Outflow = 0.09 cfs cLD 1.55 hrs, Volume= 0.005 af, Atten= 55%, Lag= 32.6 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.8 fps, Min. Travel Time= 25.8 min
Avg. Velocity = 0.8 fps, Avg. Travel Time= 25.8 min
Peak Depth= 0.01' ~ 1.11 hrs
Capacity at bank full= 378.41 cfs
Inlet Invert= 280.00', Outlet Invert= 218.00'
• 8.00' x 2.00' deep channel, n= 0.030 Earth, grassed 8~ winding
Side Slope Z-value= 3.0 'P Top Width= 20.00'
Length= 1,250.0' Slope= 0.0496 '/'

No wetland Impacts.Rev-7 for EEDB Type /l 24hr 1.00 hrs 1'%Hr Storm Rainfall=1.00" •
Prepared by G.N. Richardson and Associates, Inc. Page 8
HYdroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Reach 4R: Grass swale-3
Inflow Area = 8.110 ac, Inflow Depth = 0.00" for 1 "/Hr Storm event
Inflow = 0.13 cfs @ 0.99 hrs, Volume= 0.003 of
Outflow = 0.08 cfs ~ 1.28 hrs, Volume= 0.003 af, Atten= 36%, Lag= 17.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.7 fps, Min. Travel Time= 13.2 min
Avg. Velocity = 0.7 fps, Avg. Travel Time= 13.2 min
Peak Depth= 0.02' cLD 1.06 hrs
Capacity at bank full= 313.13 cfs
Inlet Invert= 264.00', Outlet Invert= 246.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 3.0 '/' Top Width= 20.00'
Length= 530.0' Slope= 0.0340 'P
Reach 11 R: Grass Swale-1
Inflow Area = 7.500 ac, Inflow Depth = 0.00" for 1 "/Hr Storm event
Inflow = 0.07 cfs @ 1.02 hrs, Volume= 0.001 of
Outflow = 0.04 cfs ~ 1.38 hrs, Volume= 0.001 af, Atten= 50%, Lag= 21.5 min
Routing by Stor--Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs •
Max. Velocity= 0.5 fps, Min. Travel Time= 16.2 min
Avg. Velocity = 0.5 fps, Avg. Travel Time= 16.2 min
Peak Depth= 0.01' cLD 1.10 hrs
Capacity at bank full= 240.29 cfs
Inlet Invert= 230.00', Outlet Invert= 220.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed ~ winding
Side Slope Z-value= 3.0 '/' Top Width= 20.00'
Length= 500.0' Slope= 0.0200 '/'
Reach 14R: Grass swale-5
Inflow Area = 15.580 ac, Inflow Depth = 0.00" for 1"/Hr Storm event
Inflow = 0.16 cfs ~ 0.99 hrs, Volume= 0.003 of
Outflow = 0.05 cfs ~ 1.60 hrs, Volume= 0.003 af, Atten= 67%, Lag= 36.5 min
Routing by Stor--Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.4 fps, Min. Travel Time= 30.1 min
Avg. Velocity = 0.4 fps, Avg. Travel Time= 30.1 min
Peak Depth= 0.02' ~ 1.10 hrs
Capacity at bank full= 181.64 cfs
Inlet Invert= 288.00', Outlet Invert= 280.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z-value= 3.0 '/' Top Width= 20.00' •
Length= 700.0' Slope= 0.0114 '/'

• No wetland Impacts.Rev-7 for EEDB Type 1124hr 1.00 hrs 1'%Hr Storm Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 9
HydroCAD®7 10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Pond B1: Extended dry detention basin-1
Inflow Area = 12.680 ac, Inflow Depth = 0.00" for 1 "/Hr Storm event
Inflow = 0.08 cfs ~ 0.99 hrs, Volume= 0.003 of
Outflow = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Secondary = 0.00 cfs ctvD 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 212.03' ~ 8.95 hrs Surt.Area= 5,146 sf Storage= 147 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 212.00' 94,059 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
212.00 5,106 0 0
214.00 7,891 12,997 12,997
216.00 11,443 19,334 32,331
218.00 15,371 26,814 59,145
220.00 19,543 34,914 94,059
Device Routing Invert Outlet Devices
#1 Primary 212.00' 18.0" x 35.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 206.00' S= 0.1714'/' Cc= 0.900
n= 0.013 Concrete pipe, bends 8~ connections
#2 Device 1 217.50' 30.0" Horiz. Top of the principal spillway Limited to weir flow C= 0.600
#3 Secondary 218.50' 30.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 .0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 216.00' 6.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.00 cfs ~ 0.00 hrs HW=212.00' (Free Discharge)
t-1=Barrel (Controls 0.00 cfs)
2=Top of the principal spillway (Controls 0.00 cfs)
=OrificelGrate (Controls 0.00 cfs)
$econdary OutFlow Max=0.00 cfs ~ 0.00 hrs HW=212.00' (Free Discharge)
3=Broad-Crested Rectangular Weir(Controls 0.00 cfs)
Pond B2: Extended dry detention basin-2
Inflow Area = 13.670 ac, Inflow Depth = 0.00" for 1 "/Hr Storm event
Inflow = 0.13 cfs cii 1.00 hrs, Volume= 0.004 of
• Outflow = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs (.c0 0.00 hrs, Volume= 0.000 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of

No wetland Impacts.Rev-7 for EEDB Type It 24hr 1.00 hrs 1'%Hr Storm Rainfall=1.00" •
Prepared by G.N.Richardson and Associates, Inc. Page 10
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 225.04' ~ 4.15 hrs Surt.Area= 4,662 sf Storage= 172 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storag e Description
#1 225.00' 73,864 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
225.00 4,600 0 0
230.00 13,000 44,000 44,000
232.00 16,864 29,864 73,864
Device Routing Invert Outlet Devices
#1 Primary 225.00' 18.0" x 40.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 224.60' S= 0.0100 'P Cc= 0.900
n= 0.013 Concrete pipe, bends 8~ connections
#2 Device 1 230.00' 30.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600
#3 Secondary 231.00' 30.0' long x 8.0' breadth Broad-Crested Rectangular weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=0.00 cfs ~ 0.00 hrs HW=225.00' (Free Discharge)
L1=Barrel (Controls 0.00 cfs)
t-2=Top of Principal Spillway (Controls 0.00 cfs)
$econdary OutFlow Max=0.00 cfs cLD 0.00 hrs HW=225.00' (Free Discharge)
3=Broad-Crested Rectangularweir(Gontrols 0.00 cfs)
Pond B3: Extended dry detention basin-3
Inflow Area = 8.110 ac, Inflow Depth = 0.00" for 1"/Hr Storm event
Inflow = 0.08 cfs @ 1.28 hrs, Volume= 0.003 of
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs cLD 0.00 hrs, Volume= 0.000 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 240.05' cLD 7.60 hrs Surt.Area= 2,752 sf Storage= 134 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
V_ olume Invert Avail.Storage Storage Description
#1 240.00' 82,738 cf Custom Stage Data (Prismatic)Listed below (Recalc)
•

No wetland Impacts.Rev-7 for EEDB Type Il 24hr 1.00 hrs 1'%Hr Storm Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 11
HYdroCAD®7 10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubio-feet) (cubic-feet)
240.00 2,663 0 0
242.00 6,250 8,913 8,913
244.00 10,127 16,377 25,290
246.00 14,286 24,413 49,703
248.00 18,749 33,035 82,738
Device Routing Invert Outlet Devices
#1 Primary 240.00' 18.0" x 210.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 232.00' S= 0.0381 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends 8~ connections
#2 Device 1 245.00' 30.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600
#3 Secondary 246.00' 30.0' long x 8.0' breadth Broad-Crested Rectangular weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 244.00' 6.0" Vert. 6" Orifice C= 0.600
Primary OutFlow Max=0.00 cfs ~ 0.00 hrs HW=240.00' (Free Discharge)
'L =Barrel (Controls 0.00 cfs)
• 2=Top of Principal Spillway (Controls 0.00 cfs)
=6" Orifice (Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs ~ 0.00 hrs HV1r240.00' (Free Discharge)
3=Broad-Crested Rectangular weir(Controls 0.00 cfs)
Pond B4: Extended dry detention basin-4
Inflow Area = 2.890 ac, Inflow Depth = 0.20" for 1"/Hr Storm event
Inflow = 2.94 cfs ~ 0.57 hrs, Volume= 0.048 of
Outflow = 0.13 cfs ~ 1.10 hrs, Volume= 0.045 af, Atten= 96%, Lag= 31.6 min
Primary = 0.13 cfs ~ 1.10 hrs, Volume= 0.045 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 248.42' @ 1.10 hrs Surt.Area= 4,630 sf Storage= 1,856 cf
Plug-Flow detention time= 224.9 min calculated for 0.045 of (95% of inflow)
Center-of-Mass det. time= 223.8 min (265.3 - 41.5 )
Volume Invert Avail.Storage Storag e Description
#1 248.00' 44,060 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
248.00 4,229 0 0
. 250.00
252.00 6,142
8,364 10,371
14,506 10,371
24,877
254.00 10,819 19,183 44,060

No wetland Impacts.Rev-7 for EEDB Type 1l 24hr 9.00 hrs 1'%Hr Storm Rainfall=9.00"
Prepared by G.N.Richardson and Associates, Inc. Page 12
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Device Routing Invert Outlet Devices
#1 Primary 248.00' 15.0" x 120.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 247.00' S= 0.0083 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends 8~ connections
#2 Device 1 251.50' 24.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600
#3 Secondary 252.50' 30.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 248.00' 3.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.13 cfs ~ 1.10 hrs HV1r248.42' (Free Discharge)
t-1=Barrel (Passes 0.13 cfs of 0.76 cfs potential flow)
2=Top of Principal Spillway (Controls 0.00 cfs)
=Orifice/Grate (Orifice Controls 0.13 cfs ~ 2.6 fps)
Secondary OutFlow Max=0.00 cfs cLD 0.00 hrs HW=248.00' (Free Discharge)
3=Broad-Crested Rectangular Weir(Controls 0.00 cfs)
Pond B5: Extended dry detention basin-5
Inflow Area = 19.920 ac, Inflow Depth = 0.00" for 1 "/Hr Storm event

Inflow = 0.05 cfs ~ •
1.60 hrs, Volume= 0.003 of
Outflow = 0.00 cfs cLD 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 272.01' ~ 14.60 hrs Surf.Area= 19,190 sf Storage= 126 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Stora a Stora a Description
#1 272.00' 258,312 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
272.00 19,166 0 0
274.00 26,572 45,738 45,738
276.00 31,799 58,371 104,109 .
278.00 38,333 70,132 174,241
280.00 45,738 84,071 258,312
Device Routin Invert Outlet Devices
#1 Primary 272.00' 18.0" x 100.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 264.00' S= 0.0800'/' Cc= 0.900
n= 0.013 Concrete pipe, bends ~ connections
#2 Device 1 276.00' 30.0" Horiz. Top of Principal Spillway Limited to weir flow C= 0.600

#3 Secondary 277.00' •
30.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50

No wetland Impacts.Rev-7 for EEDB Type 11 24-hr 1.00 hrs 1'%Hr Storm Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 13
HVdroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 275.00' 6.0" Vert. 6" orifice C= 0.600
Primary OutFlow Max=0.00 ci's ~ 0.00 hrs H1IW272.00' (Free Discharge)
t-1=Barrel (Controls 0.00 cfs)
2=Top of Principal Spillway (Controls 0.00 cfs)
=6" orifice (Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs ~ 0.00 hrs H1/1f=272.00' (Free Discharge)
3=Broad-Crested Rectangular Weir(Controls 0.00 cfs)
Pond B6: Extended dry detention basin-6
Inflow Area = 12.930 ac, Inflow Depth = 0.00" for 1 "/Hr Storm event
Inflow = 0.09 cfs ~ 1.55 hrs, Volume= 0.005 of
Outflow = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 204.05' ~ 14.15 hrs Surf.Area= 4,744 sf Storage= 215 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 204.00' 106,330 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
204.00 4,650 0 0
208.00 12,865 35,030 35,030
212.00 22,785 71,300 106,330
Device Routing Invert Outlet Devices
#1 Primary 204.00' 18.0" x 70.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 203.00' S= 0.0143 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends ~ connections
#2 Device 1 208.50' 24.0" Vert. Top of Principal Spillway C= 0.600
#3 Secondary 209.50' 30.0' long x13.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 207.50' 6.0" Vert. 6" Orifice C= 0.600
•

No wetland Impacts.Rev-7 for EEDB Type /l 24-hr 1.00 hrs 1'%Hr Storm Rainfall=1.00"
Prepared by G.N. Richardson and Associates, Inc. Page 14
HYdroCAD® 7.10 s/n 001426 ©2005 HYdroCAD Software Solutions LLC 7/27/2007
Primary OutFlow Max=0.00 cfs ~ 0.00 hrs HW=204.00' (Free Discharge)
L'1=Barrel (Controls 0.00 cfs)
2=Top of Principal Spillway (Controls 0.00 cfs)
=6" Orifice (Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs ~ 0.00 hrs HV1F=204.00' (Free Discharge)
t--3=Broad-Crested Rectangular weir(Controls 0.00 cfs)
Pond B7: Basin-7
Inflow Area = 16.360 ac, Inflow Depth = 0.01" for 1 "/Hr Storm event
Inflow = 0.42 cfs ~ 0.59 hrs, Volume= 0.010 of
Outflow = 0.00 cfs cLD 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Secondary = 0.00 cfs ~ 0.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 258.14' ~ 5.80 hrs Surt.Area= 3,160 sf Storage= 436 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description

#1 258.00' •
144,358 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surt.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubicfeet) (cubic-feet)
258.00 3,074 0 0
260.00 4,302 7,376 7,376
262.00 5,713 10,015 17,391
264.00 32,684 38,397 55,788
266.00 55,886 88,570 144,358
Device Routing Invert Outlet Devices
#1 Primary 258.00' 15.0" x 600.0' long Barrel RCP, square edge headwall, Ke= 0.500
Outlet Invert= 256.00' S= 0.0033 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 264.00' 36.0" Horiz. Riser Limited to weir flow C= 0.600
#3 Secondary 265.00' 30.0' long x 8.0' breadth Broad-Crested Rectangular weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
2.65 2.65 2.66 2.66 2.68 2.70 2.74
#4 Device 1 263.00' 6.0" Vert. 6" orifice C= 0.600
•

No wetland Impacts.Rev-7 for EEDB Type 1124hr 1.00 hrs 1'%Hr Storm Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 15
HydroCAD®7 10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/27/2007
Primary OutFlow Max=0.00 cfs ~ 0.00 hrs HW=258.00' (Free Discharge)
L-1=Barrel (Controls 0.00 cfs)
2=Riser (Controls 0.00 cfs)
=6" orifice (Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs ~ 0.00 hrs HW=258.00' (Free Discharge)
L3=Broad-Crested Rectangular Weir(Controls 0.00 cfs)
C
•

•
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Extended Dry Detention Basin Worksheets
c:

• Basin Calculations
• TSS Removal Efficiency Calculations
• Sediment Storage Calculations

Extended Dry Detention Basin-1
•

Project No. DWQ
• DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
I. PROJECT INFORMATION (please complete the following information):
Project Name: Shal'wel. cr~~ Zc~nd~j) 7r~
Contact Person: S-lziceu Sim;~ ~ rvu~l shu ~ Phone Number: (ql9) - 82S - OS ~ ~-
For projects with multiple basins, specify which basin this worksheet applies to:_ Ejcfend ed, ~a~ ~e~en~m~ Basin - ~-
Drainage Area:~acres Percent Impervious Area: o
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
Applicants Initials
ass Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
K capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain <<~a~
Kam- The basin length to width ratio is greater than 3:1.
kgs The basin side slopes are no steeper than 3:1.
~Rt A small permanent pool at outlet orifice is provided to reduce clogging.
k ~s An emergency drain to completely empty the basin is provided.
~~ Vegetation plan prepared is specified on plans.
~~~ - Basin to be stabilized within 14 days of construction is specified.
~cP~ Sediment storage (20% of detention volume) in addition to detention volume is provided.
~~g _ Inlet and outlet erosion control measures to prevent scour are provided.
k~s Additional treatment to meet the 85% TSS removal efficiency is provided.
~~~. Access for clean-out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
~<~ Forebay is provided to capture sediment and minimize clean-out problems.
~.; Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
i~ ~ ~ Seasonal high water table is at least 1 foot below bottom of basin.
,~a,~._ If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
~_~.- A site specific operation and maintenance plan with the following provisions is provided.
,~, The 0&M agreement is signed by the responsible party and notarized.
•

•
~/~, Richardson Smith Gardner & Associates, InC. SHEET:
~, ,^r) Engirteerin9 and Geobgical seMces Job tt: shotweu oSz
~~ 14 N. Boylan Avenue TN: 819-828-0577 DATE: 727N7
Raleigh, NC 27603 Fax: [phone] BY: ICES
CHKD BY: /' ~~
Shotwell C$~D Landfill, Inc. ~T
Extended Dry Detention Basin Analysis Basin No.: EDDB-1
DESIGN TEMPORARY WATER QUALITY POOL:
Areas Draining Into Basin & %Imoervious:
Area
Drainage Area (acres) % Impervious
AL OlherAreas 12.7. 0
Total = 12.7 Aces
Avg. % Impervious = 0

Required Volume of Temoorarv Water llualHv Pool (Maximum V elue Controlsl:
Water qua6N Reairemerds - Rlxwff from Design Rainfall:
Rv(iMn)= 0.05
Design Rainfap (in) = 1.0
Required Vokme (acre-feet) = 0.05
Required Water quality VoNane (ft') = 2,301
Land quality Reaurements - Reaered Storaae/Acre:
Required Storege Capadty (fl3/Ac.) = 1.800
Required Sediment Storage Vohane (ft~) = 22,824
Required Water quality Volume (ft~) = 22,824 Land Quality Requirements Control
Riclmrdson SrriTh Gardner S Associates, Inc.
EDDB-1
CopyofBASIhFEDDB-1 Rev2ads

•
Determine StageSYora ae Function: ~
_
Cordour Area Area Incremental CirrxAetive Sage h S h Z Zest
(ftZ) (acres) Voume (ft') Vokme (ft') (ft)
212 5,106 0.12 0 0
214 7,891 0.18 12,997 12,997 2 9.47 0.69 2.00
216 11,443 0.26 19,334 32,331 4 10.38 1.39 4.00
218 15,371 0.35 26,814 59,145 6 10.99 1.79 6.00
220 19,543 0.45 34,914 94,059 8 11.45 2.08 8.00
Linear Reareasion Constants:
Ks = 4,728 Storage = 4726 i"1.42
b= 1.42
`CAUTK)N: CHECK INPUT FOR REGRESSION ANALYSIS!
•
zz1
220
21B
218
. 217
t=
°$ 218
B 215
214
213
212
211
0
StageSurtace Area Relationship
Baaln Design Elevations:
•
Elev. of Rotten or Basin =
Regd. Storage Vokrtne at Temp. Water QuaMty Pod (tt3)
Min. Elev. of Temporary Water dueity Pod =
Selected Elev. of Temporary Water duaFty Pod =
Actual Storage Vdume at Terrgr. Water Queity Pod (tt3) _
Basin Cleanout Voluna (ft) _
Basin geanout E1eva9on =
n1
z2o
218
218
217
K
°~ 216
~ 215
214
213
212
211
StageStorage Relationship
0 20,000 40,000 60,000 80,000 100,000
Storage IMI
212.0
27,389 Req'd. Volume of Temp. Water duality Pool x 1.2 (to Acct for Additional Sediment Storage)
215.4
216.0 O.K.
33,859
16,930 a 50% of Temp. Water duality Pool Storage Volume
214.5
Richardson Srtdfh Gfrdner 6 Assodatas, hrs.
EDD&1
CopyoR3ASIN-EDDB-1 ReJ2.~ds
3uixe Area (~)

•
Dewaterina of Temoorarv Water Quality Pool:
Average Head (ft) _
Surface Area at Tenporery Water Quality Pool (ftr) _
Caef. of Contraction =
Min. Drawdown Period (hrs) _
Max. Drewdown Period (Ira) _
Max. Area of Dewatering Hole (ftr) _
Max. Diameter of Dewatering Hole (in) _
Min. Area of Dewatering Hole (ftr) _
Min. Diameter of Dewaterirg Hole (in) _
Selected Diamet« of Dewalering Hole(s) (in) _
Number of Dewatering Holes =
Ac1ua1 Area of Dewatering Hole(s) (itz) _
Actual Drewdown Period (trs) _
ODlion: Feirdoth Skimmer
Storage Vdume (tP) _
Required Orifice Diameter (in) _
Basin Drain Calculations:
•
Average Head (tt) = 2.0
Surface Area at Temp«ery Water Quatlly Pod (TtZ) = 12,021
Coef. of Contracton = '::-0.6
Desired Drawdown Period (hrs) = 24
Min. Area Of Dewaterirg Hole (itZ) = 0.08 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) = 3.9
Selected Dlameter of Dewaterfng Hole (In) _ 6
Actual Area of Dewatering Hole (ft~) = 0.20
Actual Drawdown Period (trs) = 10 O.K
Forebav Calculations:
Required Votlrne of Forebay(s) (ft') = 5,478 ~ 20%of Required Temporary Water Quality Pool Stooge Volume
Forebay: tN-Notch
Contour Area Area Incremental Glnrxtlative Stage h S h Z Zest
(ft') (acres) Vokme (ft') Vdume (fl) (ft)
212 318 0.01 0 0
214 1,223. 0.03 1,541 1,541 2 7.34 0.69 2.00
216 2,780 0.06 4,003 5,544 4 8.62 1.39 4.00
Linear Regression Constarrts:
Ks = 428 Slaage = 4728 z^1.42
b= 1.85
FJev. of Bottom of F«ebay = 2120.
Tap Elevetlon of Forebay= 216.0
Forebay Storage (ft') = 5,544 O.K
Forebay Cleanout Vohane (ff') = 2,772 = 50X of Forebay Storege Volunre
Forebay Cieanout Elevation = 214.7
2.0
12,021
0.6
48
120
0.04 Based on Min. Detention Time
2.7
0.02 Based on Max. Detention Time
1.7
2.0
1
0.02
90 O.K.
33,859
3,0 Fran Design Chek Based on 2 to 5 Day Drawdown
Basin Shaoe:
Length of Basin (ft) _ '230 Measured at Temporary Water Quality Pool Elevation
Width of Basin (ft) _ ` 75 Measured at Temporery Water Quality Pool Elevation
Desired Length to Widtli RaSo (Xt) _ 3
Actual Length to VYidtlr Ratio (X:1) = 3.1 O.K.
•
Rkhardson Smith Gardner & Assodates, Inc.
EDD&1
CopyorBASIN-EDD&1 ReYl.>Os

.]
1/ 1I
u
•
SHEET: /
ROUTE DESIGN STORM: Use HydroCAD or Other Method. JOB #: Shotwetl 05-2
DATE: 787/07
Design Parameters: BY: KBS
Design Storm: 2SYr; 24Hr CHKD BY: ~~

Design Storm Rainfatl (in) = 6:55 ~
Reinratl Dislritxfion: Tjlpe II
Rurx>Tf Method: SCS TR-20
Results:
Ma>amum Pool Elevation = 216.3
Surtace Area at Ma>amum Pod (ftz) = 14,100 From HydroCAD Analysis
Peak Discharge (cfs)= 15:8
Check Settling E~ciencv:
Particle Data:
Diam. (microns) _ 40
Spec GYavtty = 2.7
Setl6rg Vebc. (ft/s) = 0.004265
Reynolds No. (~0.5) = 0.045626 O.K.
Effidencv Data:
Desired Eftiderxy (°6) = 80
No. oT Effective Ceis = 2
Setlirg Eftidency (%) = 88 O.K.
DESIGN OUTLET STRUCTURES:
Decfgn Riser/Barrel Structuros:
Riser Design:
Type of Riser. Cwicls/e-Clradar
Riser Base Elevation = 212.0
Riser Top Elevation = 217.5
Riser Heig'rt (ft) = 5.5
Outlets:
Outlet No. 1 (fw Deviatering TWO Pod): Size 2' Diem. OAflce .From Above - Dewatering of TWO Pool
Irrvert Elevation 212.0 May Vary For Mukipla Holes
Outlet No. 2: Size: 6•:DIAm.ONtlce
Invert Elevation: 216.0
Outlet No. 3 (Prirxipal Spitlway): Size; 30' piam. Horiz. Ottfice (Top of Riser)
Invert Elevation: 217.5:
Concrete Riser WaA Thidgress (in) _ 2:75
Riser Inside Diameter (ft) _ 2:5
Approx Circ. Riser Interior Vokme (d) = 27
Approx. Circ. Conwete Riser Voh.ime of Concrete (cf) = 11
Barrel Design:
Type of Bartel Concrete
Diameter (in) = 18
Irrv. In Elevation = .212:0
Irrv. Out Elevation = 206.0
LerxJlh (ft) _ 100:0.
Slope (tt/ft) _ 0.060
Richardson Sm+lh Gardner 3 Assodates, Inc. EDD61
CopyoIBASIN-EDD&1 ReJ1.ds

C~
Riser Base Calculations:
D_ esian Uo6ft Force:
Fedor of Safety =
F (urtedjusted) (bs) _
Approx. Circ. Concrete Riser Buoyant WL (~s) _
Buoyant Wf. of Riser Top (fbs) _
Buoyant Wt. of Surrounding Soil Acting on Ext. Base (bs) _
Sliding Resistance of Surrounditg Shc (bs) _
F (adjusted) (Ibs) _
Concrete Base:
Required VoNxne of Concrete (ft') _
Length (ft) _
Width (ft)
TNdmess (ft) _
Actual VoNmie of Concrete (ft) _
Anti-SeeoaaeCollarCalculetions• (Akematively-DesianFiher Diauhreaml

Slope of Upstream En~anlonent (zH:t V) _ - 3.
Sbpe of Outlet Pipe (ftlft) = 0.060
Ls (ft) = 51
Number of Copars: 2
Length of Each Co9ar (ft) _ 525. From Design Chart Based on Ls and No. of Collars
Width of Each Co1ar (ft) _ 5.25. From Design Chart Based on Ls and No. of Collars
Cotlar Projectlon, P (ft) = 1.875
Spaang of Subsequent MMIi-Seep Co6ars (ft) = 26 =14P
Ememencv Spillway Calculations:
•
•
Crest Elev. (ft) _
Required Freeboard (ft) _
Top of Benn Elev. (ft)
Requited Capaaty (ds) _
Driving Heed {ft) _
weir CceffideM =
Length of Crest (ft) _
Design Crest Length (ft) _
SUMMARY DATA:
Basin No.: EDDB-1
Elev. of Bottom of Basin =
Cleanout Elev. (ft) _
Elev. of Temporary Water Qua6ly Pod =
Ertavgency Spitlway Ehn'- (tt) _
Top of Berm Elev. (ft) _
Top of Berm Width (ft) _
Barrel Diameter (in) _
Barrel Slope (%) _
1.25.
2,106
757 Factore in 80°~ of the Weight of the Concrete Riser to Account for Outlets.
0
D
0
0
0
0
1,349
15.4
3.0
3.0
2.0
18.0 O.K
218.5
1:5
220.0
15:8 From HydroCAD - 25-Yr, 24-Hr. Storm
D:5
3.0:
14.9 Determine by Weir Equat{on`
• Length = 20 ft minimum.
212.0
214.5
216.0 See Above for Ricer end Other Design Information,
218.5
220.0
10
18
6.0
Riduvdson SrniN Cdvdnsr 8 Associates, Inc.
EDD&1
CopyolBAStl~EDDB-1 Rev2~ds

Extended Dry Detention Basin-2
•
•

Project No. DWQ
• DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person:
Phone Number: (919) - 828 - c~5~
For projects with multiple basins, specify which basin this worksheet applies to:_ t:x tevlded ~~ ~e-~tYlt-~~m ~'~ - 2-
Drainage Area: r3•~acres Percent Impervious Area: 6
REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
Applicants Initials
K~ Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
~ capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain ~~~
kt? ~~ The basin length to width ratio is greater than 3:1.
~~, The basin side slopes are no steeper than 3:1.
k~ ~ _ A small permanent pool at outlet orifice is provided to reduce clogging.
,mac - An emergency drain to completely empty the basin is provided.
k~-e Vegetation plan prepared is specified on plans.
~~ Basin to be stabilized within 14 days of construction is specified.
~ Sediment storage (20% of detention volume) in addition to detention volume is provided.
i-~~ Inlet and outlet erosion control measures to prevent scour are provided.
~, Additional treatment to meet the 85% TSS removal efficiency is provided.
,C Access for clean-out and maintenance is provided.
~k ,ti_ Inlet plunge pool or other energy dissipation is provided.
r~,a Forebay is provided to capture sediment and minimize clean-out problems.
k.€~ Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
k~~i Seasonal high water table is at least 1 foot below bottom of basin.
tc~, If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
~.~ A site specific operation and maintenance plan with the fol-owing provisions is provided.
~; The 0&M agreement is signed by the responsible party and notarized.
•

•
Richardson Smith Gardner & Associates, Inc.
Engneering and Geological Servkes
~ 14 N. Boylan Avenue Tel: [phone]
Raleigh, NC 27603 Fax: 919-82&3899
Shotwell C&D Landfill, Inc.
F~tended Dry Detention Basin Analysis
Basin No.: EElDB-2
DESIGN TEMPORARY WATER QUALITY POOL
Areas Draining Into Basin & N Impervious•
Area
Dreinane Area (acres) % Impervious
At.OUterAreas 13.7 0
k!
Total = 13.7 Aces
Avg. % Irtpervious = 0

•
Reauired Volume of Temoorerv Water Quality Pool (Maxim um Value CoMrolsl•

Water QuaBty Reauiremerds -Runoff tram Design Rai Mal~
Rv(inlin)= 0.05
Design Rainfap (in) = 1.0
Requred Vokme (acre-feet) = 0.06
Required Water OuaNty Volme (ft') = 2,477
Land QuakN Reouiremelds -Reauired Sloreae/Aae~
Regldred Storage Capacity (ff'/AC.) = 1,800
Requred Sediment Storege Volme (ff') = 24,570
Required Water QuaNly VoWme (ft3) = 24,570 Land Qualil Requirements Control
SHEET: /
JOB #: ShotweN 05-2
DATE: 7!27/07
BY: KBS
CHKDBY: ~~ ^^
Richardson SmiM Gardner d Assodates, Ina.
CopyoBASIN-EDD&2Rev2.bs

•
petermine StegeStoraaa Function• l

Contour Area Area Incremerdal Cum~6etive Stage In S kr Z Zest
(ft') (saes) VoWrrre (ft') Volume (ft°) (ft)
225 asoo o.n 0 0
230. 13,000 0.30 44,OOD 44,000 5 10.69 1.61 5.00
232 16,864 0.39 29,864 73,864 7 11.21 1.95 7.00
Linear Regression Constants:
Ks = 3,692 Storage = 3692 z^1.54
b = 1.54
*CAUTION: CHECK INPUT FOR REGRESSK)N ANALYSISt
•
233
232
231
230
~, Z28
a
~0 228
227
228
225
224
0
StageSurface Area Relationship
Basin Design Elevations:
c:
FJev. of Bottom of Basin =
Req'd. Storage VoNane at Terre. Water Quatty Pod (tt) _
Min. Elev. of Temporary Water Quality Pod =
Selected Elev. oT Temporary Water Quaflty Pod =
Actual Storage Vohxne at Temp. Water Quepty Pod (ft) _
Basin Ckanout Vopane (ft') _
Basin Clearaul Elevation =
233
232
231
230
~ 229
~ 228
227
226
225
224
StageStorage Relationship
0 10.000 ZO,000 30.000 40,000 50.000 60.000 70,000 80,000
storage (~)
225A
29,484 Req'd. Volume of Temp. Water Quality Pool x 1.2 (to Acct. for Additional Sediment Storage)
228.9
229A O.K.
31,207
15,603 = 50% of Temp. Water Quality Pool Storage Volume
227.5
Ridnrdson SrMlh Gardner 8 Assodates, Inc.
CopyotBASIN-EDD&2ReJL.ds
5,000 10,000 15,000 20,000
surface Area (sfl

•
peweterina of Temoororv Water Quality Poal:
Average Head (ft) _
Surface Area at Temporary Water Quality Pod (tt') _
Coef. of Contraction =
Min. Drowdown Period (fvs) _
Max. Drowdown Period (frs) _
Max. Area of Dewaterirg Hole (fP) _
Max. Diameter of Dewaterirg Hole (in) _
Min. Area of Dewatering Hole (fP) _
Min. Diameter of Dewatering Hole (in) _
Selected Diameter of Dewaterirg Hole(s) (in) _
Number of Dewatering Holes =
Actual Area of Dewatering Hole(s) (ftZ) _
AcUral Drowdown Period (fxs)
Option: Faircbtl~ Skimmer
Storage VoWrne (ft') _
Required Orifice Diameter (in) _
2.0
12,012
0.6
46
120
0.04 Based on Min. Detention Time
2.7
0.02 Based on Max. Detention Time
1.7
2.0
1
0.02
90 O.K.
31,207
3.0 From Design Chart Based on 2 to 5 Dar Drowdown
Basin Drain Calculations:
/ 1
Average Head (ft) _
Surface Area at Temporary Water Quality Pod (ttZ) _
Coef. of Contraction =
Desired Drewdown Period (hrs) _
Min. Area of Dewatering Hole (ft~) _
Min. Diameter of Dewaterirg Hde (in) _
Selected Diameter of Dewatering Hole (In) _
Actual Area of Dewaterirg Hale (fP) _
Actual Crowdown Period (hs) _
Forebav Calculations:
Required VoNrne of Farebay(s) (tt') _
2.0
12,012
t).B
24
0.08 Based on Max Detention Time
3.9
6
0.20
10 O.K
5,897 = 20 ~ of Required Temporary Water Quality Pool Storage Volume
Forebay: K1-North
Contour Area Area Incremerrtal Curndative Stage h S h Z Zest
(iF) (acres) Voume (ft3) VaWme (Tt3) (tt)
225 600 0.01 0 0
226 1,050 0.02 825 825 1 6.72 0.00 1.00
?28" 1,950 0.04 3,000 3,825 3 8.25 1.10 3.00
229 2,500 0.06 2,225 6,050 4 8.71 1.39 4.00
LinearRearesaion Constants:
Ks = 820 Storage = 3692 z^1.54
b = 1.43
Elev. of Bottom of Forebay = 225.D
Top Elevation of Forebay = 229.0
Forebay Storage (tt') = 5,922 O.K
Forebay Cleanart Volme (tt') = 2,961 = 50'/. of Forebay Storage Volume
Forebay Cleanout Elevation = 227.5
Basin Shaoe:
Lergtir of Basin (ft) _ 200 Measu red at Temporary Water QualKy Pool Elevation
Width of Basin (tt) = 50 Measu red at Temporary Water Quality Pool Elevation
DesiredLerglhtoVNdtitRatio(X:1)= 3
Actual Lerglh to Width Ratio (X 1) = 4.0 O.K
•
Ridnnlson SmNh Gardner 6 Assodalea, Inc.
Copyo1BA51N-EDD&2RaYlads

ROUTE DESIGN STORM Use HydroCAD or Other Method.
Design Parameters
Design Storm: 10-Yr, 24Hr
Design Stone RainfaA (in) = 5.49
RaiMaA Distribution: Type II
Runoff Method: SCS TR-ZO
Resu
Maximum Pod Elevation = 230.5
Surface Area at Ma>amum Pod (ft~) = 14,278
Peak Discharge(ds)= 9.3
Check Settling Efficiency:
Partide Date:
DESIGN OUTLET STRUCTURES
Design Riser/Barcel Structures
Riser Destan:
•
•
Dlam. (microns) _ 40
Spedfic Gravity = - 2,t35
Settlirg Vebc. (fUs) = 0.004140
Reynolds No. (<0.5) = 0.044284 O.K.
Desired Effidency (%) _ I!0
No. of Effective Cetls = 2 Use of Foretiay(s) JustNies Velua of 2
Settling Effidenry (9G) = 94.3 O.K.
type of Riser. Conttela -
Riser Base Elevation = 225.0
Riser Top FJevatlon = 230.0
Riser Height (ft) = 5.0
Outlets:
Outlet No. 1 (for Dewetertrg TWQ Pod): Size: 2' {71am. OrIQCe From Above - Dewetering of TWQ Pool
Invert Elevation: 225.0 MayVary For Mukiple Holes
Outlet No. 2: Size: ti Diem. Ver1ip1011frce
Invert Elevation: 229.0:.
Outlet No. 3 (Principal SplAway): Size: 30' pam. Hain, OrMce (Tap of Riser)
Invert Elevation: :...23(1.0
Corwrete Riser WaN TMdaress (in) _ 275
Riser Inside Diameter (ft) _ .25
Approx. Circ. Riser kHerfor Vokme (d') = 25
Approx. qrc. Concrete Riser Vdume of Concrete (d) = 10
Barrel Desiarc
Type a Barrel: Concrete
Diameter(In)= 18.
Irn. In Elevation = 225.0:
Irn. Out Elevation = 224.5
Length (tt) = 40.0
5~ (~) = 0.010
Ridwrdson SrrYlh Qardnsr 8 Assodstes, Inc.
Copyol8ASI1~FED0&2ReJ2.rtls

AntiSeeoaaeCollarCalculations• (AlternetiveW DesianFikerDieoh n
Sbpe oT Upstream EmbarlloneM (zH:1V) = 3
Sbpe of Outlet Plpe (fMt) = 0.010
Ls (ft) = 36
Number oT Copars: 2
Length of Each Copar (ft) = 4.5 From Design Chart Based on Ls and No. of Collars
Widtlt of Eech Copar (ft) _ 4.5 From Design Chart Based on Ls and No. of Collars
Copar Projection, P (ft) = 1.5
spacing of SubseweM Anti-Seep Capers (tt) = 21 =14P
use Calculations
Design Uopft Force
Factor of Safety =
F (unadjusted) (Ibs) _
Approx. Circ. Concrete Riser Buoyant Wt. (bs) _
Buoyant Wt of Riser Top (Ibs) _
Buoyant Wt. of Surounding Shc Acting on Ext Base (Ibs) _
Sliding Resistance of Surrounding Soil (Yx) _
F (adjusted) (Ws) _
Concrete Base
Required Vokane of Concrete (ft') _
LergUr (ft)
warn (tt>
ThiGaless (tt) _
Actual Vohane of Concrete (tt') _
1.25 ~_
1,914
688 Fedora in BOY of the Weight of the Concrete Riser to Account for Outlets.
0
0
0
0
0
0
1,226
14.0
3.0
3.0
2.0
18.0 O,K.
rE noroencv Soillwav Celculations•

crest Elev. (n) _
Required Freeboard (ft) _
Top of Berm Elev. (ft) _
Rewired CapaGly (ds) _
Weir Coefficient =
231.0
1.0
232.0
32.4 From HydroCAD • ZSNr, 24.Hc Storm
3.0

Lengtlt of Crest (ft) _
Design Crest Length (tt) _
TA
Basin No.: EDDB-2
FJev. of Bottom of Basin =
Clearqut Elev. (tt) _
Elev. oT Temporary Water Oueply Pod =
Flnergency SplNaay Elev. (fq =
Top of Berm Elev. (tt) _
Top of Berm Width (ft) _
Bamel Diameter (in) _
BarelSbpe(%)=
30 Determine by Weir Equation'
30
' Length = 20 tt minimum
225.0
227.5
229.0 See Above for Riser and Other Design Infomration.
231.0
232.0
10
18
to
Riehardson SnYth Qard~er li Associates. Inc.
CapyofBASIN-EDD&2Rev2.rds

C:
Extended Dry Detention Basin-3
•
•

Project No. DWQ
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name: Sti~fweLl ca9 L4'ncj~il~ 7mc -
Contact Person: ~~~P_u Sync ~; ; ~ I ~~_ Phone Number: (yig) _ g28 _ c~ ~ ~.
For projects with multiple basins, specify which basin this worksheet applies to:_ ~Fck~ ~1 ed ~~ ~ekn#i~ 'Bc~sln - 3
Drainage Area: 8_i acres Percent Impervious Area: O
REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
Applicants Initials
~~~~ Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
-~:~' capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain r~~`r
~'' The basin length to width ratio is greater than 3:1.
~ The basin side slopes are no steeper than 3:1.
<.~~-- A small permanent pool at outlet orifice is provided to reduce clogging.
An emergency drain to completely empty the basin is provided.
.~,~ ~ Vegetation plan prepared is specified on plans.
k~-, Basin to be stabilized within 14 days of construction is specified.
::4~r Sediment storage (20% of detention volume) in addition to detention volume is provided.
~~~ Inlet and outlet erosion control measures to prevent scour are provided.
<~~ Additional treatment to meet the 85% TSS removal efficiency is provided.
R, ~!_ Access for clean-out and maintenance is provided.
~.~`- Inlet plunge pool or other energy dissipation is provided.
~~c, Forebay is provided to capture sediment and minimize clean-out problems.
k,~ s - Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
_ . ~;~ . Seasonal high water table is at least 1 foot below bottom of basin.
~~r;~. If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
<+: ' A site specific operation and maintenance plan with the following provisions is provided.
t; The 0&M agreement is signed by the responsible party and notarized.
•

•
Raleigh, NC 27603 Fax: 919-62&3999
Shotwell C&D Landfill, Inc.
Extended Dry Detention Basin Analysis easfn No.: EDDB3
Richardson Smith Gardner & Associates, Inc.
Er~rlaering and Geological Services
~ 14 N. Boylan Avenue Tel: 91 B-828-0577
DESIGN TEMPORARY WATER QUALITY POOL•
Areas Dralnlng Into Basin t4 Y knoervious~
Area
Drainage Area (saes) °6lmpervtous
A1. OUter Areas 8.1 0.
Total= 8.1 Acres
Avg. % Impervious = 0
1~
u
•
Required Volume of Temooran Water Qualiri Pool (Maximu m Value CoMrolsl•

Water quality ReauiremeMs - Runoff from Deslan Rainf stl~
Rv(iMn)= 0.05
Design Reinlatl (in) = 1.0
Required Vohane (sae-feet) = 0.03
Required Water Quatlty Vohme (ft') = 1,472
Land Quality Requirements Required SloreaelACrn~
Required Storage Capadty (ft'/AC.) = 1,800
Regired Sediment Storage Volume (R') = 14,598
Required Water quality Vokane (ft~) = 14,598 Land Quality Requirements Control
SHEET:
JOB #:
DATE:
BV:
CHKD BY:
f
Shotwetl 05-2
7rz1ro7
KBS
GGM
Ridwrdson S1NIh Gardner 8 Assodates, Ina.
Copyof BASIN•EDDB-3ReN2.las

r1
U
Determine StaaeStore ee function ~ - _ -.

Contour Area Area Incremental Cumulative Stage h S h Z Z esl
(flZ) (acres) Vokxne (ft') Vokxne (ft') (ft)
240 2,663 0.44 0 D
242 6;250 0.61 8,913 8,913 2 9.10 0.69 2.00
244 10,121 0.61 16,377 25,290 4 10.14 1.39 4.00
248 14,286 0.61 24,413 49,703 6 10.81 179 6.00
248 18,749 1.05 74,997 83,910 8 11.34 2.08 8.00
Linear Regression Conatanta:
Ks = 2,845 Storage = 2845 z^ 1.61
b= 1.61
'CAUTION: CHECK INPUT FOR REGRESSION ANALYSISI

249
248
247
246
. 245
C
e~ 244
~ 243
242
241
240
239
0
StageSurface Area Relatonship
Basin Deaian Elevations:
I 1I
J
Elev. of Bottom of Basin =
Req'd. Storage Voume at Temp. Water (xemy Pod (ri')
Mln. Elev. oT Temporary Water QuaAty Pod =
Selected Elev. of Temporary Water Ouefly Paol =
Acfimi Storage Volume at Tengr. water Quaity Pool (ft') _
Basin Cleanout Voume (tt') _
Basin Clearxxrt Elevation =
248
248
247
248
245
K
°a 244
a
~ 243
242
241
240
239
StageStorage Relationship
0 20,000 40,000 60,000 80,000 100,000
SYorays (cf)
240.0
17,518 Req'd. Volume of Temp. Water Quality Pool x 1.2 (to Acct for Additional Sediment Stoage)
243.1
244.0 O.K.
26,454
13,227 ~ 509e of Temp. Water Quality Pool Storage Volume
242.6
Ridrerdson SmBh Gardner 6 Assodatea, Ins.
CopyofBASMFEDDB-3RM~de
,uw ~V,WU IO,000 20.009
Surface Aroa (sf)

•
Dewaterina of Temoorarv Water Quality Pool
Average Head (ft) _
Surface Area at Temporary Water OuaAty Pod (fP) _
Coef. of Contraction =
Min. Drewdown Period (trs) _
Max. Drewdown Period (trs) _
Max. Area of Dewatering Hole (fP) _
Max. Diameter of Dewetering Hde (In) _
Min. Area of Dewatering Hole (ftz) _
Min. Diameter of Dewaterirg Hde (in) _
Selected Diameter of Dewatering Hale(s) (in) _
Number of Dewaterirg Hdes =
Actual Area of Deaatering Hole(s) (ft~) _
Actual Drewdown Period (hrs) _
Option: Fairdotli Sidmmer
Storage VoNme (ft') _
Required Orifice Diameter (in) _
2.0
10,637
0.6
48
120
0.04 Based on Min. Detention Time
2.6
0.01 Based on Max. Detention Time
1.6
2.0
1
0.02
80 O.K
26,454
3.0 From Design Chart Bassd on 2 to 5 Day Drewdown
Basin Drein Celculetiona:
•
Average Heed(tt)=
Surtace Area at Temporary Water Oualily Pod (ft')
Coat. of Corrtadlon =
Desired Drewdown Period (trs) _
Min. Area of Dewaterirg Hole (ft') _
Min. Diameter of Dewaterirg Hde (In) _
Selected Diameter of Dewaterlrg Hale (In)
Actual Area of Dewaterirg Hale (ttZ) _
Actual Orawdown Period (irs) _
Forebay Calculations:
Required VoMle of Forebey(s) (ft') _
2.0
10,637
0.6'
24
0.07 Based on Max. Detention Time
3.6
6
020
9 O.K
3,504 .20Y, of Required Temporary Water Quality Pool Storage Volume
Forebay: M1-North
Contour Area Area Incremental Cumulative Stage ht S hr Z Z esl
(it') (saes) VoNmte (ft) VoMrrre (tl') (ft)
240 365. 0.01 0 0
242 1,150 0.03 1.515 1,515 2 7.32 0.69 2.00
244 2,082 0.05 3,232 4,747 4 8.47 1.39 4.00
Linear Rearesalon Constants:
Ks = 484 Storage = 2845 z^1.61
b= 1.65
FJev. of Rotten of Forebay = 240.0
Top Elevation of Forebay = 244.0
ForabaY Storage (ft') = 4,747 O.K
Forebay Cleanoul Vohme (ft') = 2,374 ~ SOX of Forebay 9torege Volume
Forebay Cleanout Elevation = 242.6
Basin Shane:
LengCr oT Basin (ft) = 270 Measured at Temporary Water Quality Pool Elevation
Widlh of Basin (ft) _ 40 Measured at Temporary Water Quality Rool Elevation
Desired Lengttl to Width Ratio (X:1) = 3.
Actual Length to Width Ratio (X:t) = 6.8 O.K.
•
Richardson SmiUr (iardrer 6 Assodates, Inc.
CapyotflASlt!-EDO&3ReY2.ds

•
ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Desfgn Parameters:
Design Storm: 25-Yr, 24Hr
Design Stonn Rainfal (in) = 6.55
RaiMaN Disdibuion: Typed
Rurroff Method: SCS TR-20
Res
Mapmum Pod Elevation = 245.5
Surface Area at Me:dnaxn Pod (ftZ) = 12,925
Peak Disdlarge (ds) = 10.4
Check Settling Efficiency:
Partide Data:
'~~
u
•
Diam. (microns) = 40
Spedfic GraNry = 2.65
Settling Vebc. (ff/s) = 0.004140
Reynolds No. (<0.5) = 0.044284 O.K.
Effidencv Data:
Desired Effidency (%) = 80
No. of Effedive Ceis = 2 Up of Forvbay(s) Justifies Value of 2
Setting Effidericy (%) = 92.2 O.K.
DESIGN OUTLET STRUCTURES:
D~slgn RiseNBerrel Structures:
Riser Design:
Type of Riser. Cortaete - Gralar
Riser Base Elevatlon = 240.0
Riser Top FJevaUon = 245.0
Riser Heigh (ff) = 5.0
Outlets:
Outlet No. 1 (far Dewatenng T WO Pool):
Size: 2 Diem. OrMce From Abova - Dewatering of TWQ Pool
Invert Elevation: 240.0 May Very For Mufliple Hotes
Outlet No. 2: Size: 6' Dtam:Orifice
Invert Elevation: 244:0
Outlet No. 3 (Prirx:ipal Spiiway): Size: 30' Dtem: Horiz. Orifice (Tap o1 Risef}
Invert Elevation: F45.0
Concrete Riser Wal TFrdgiess (in) _ 2.75
Riser inside Diameter (ft) _ 2.5
Approx Grc. Riser Interior Vokene (d) = 25
Approx. Grc. Concrete Riser Vokme of Coriaete (d) = 10
Barrel Design:
Type of Barrei: Concrete
Diameter (in) = 18
Irrv. In Elevation = 240.0
Irn. Out Elevation = 232.0
Length (n) _ 210,0
(ftRt) = i).o3a
Richardson smear Gardner & Associates, inc.
CopyoBASIFFEDD&3Rev2ads

•
Riser Base Calculatione•
Design Udkt Force:
Factor of Safety =
F (unadjusted) (bs) _
Approx. Circ. Concrete Riser Burryeant Wt. (Ibs) _
Buoyant Wt. of Riser Top (Ds) _
Buoyant Wt. of Surroundirg Soil AcNirg on Fxt. Bese (tbs) _
SYdirg Resis4nce of Surrourxling Shc (ms) _
F (adjusted) (Ibs)
Concrete Base:
Required Vokane of Concrete (ft') _
Lerglh (ft)
vaath (n> _
Thidmess (ft) _
Actual Vohrrle of Concrete (ft') _
AntiSeaoaas Collar Calculations: (Akarnativeh- Daayn Fiker Diaohroaml

Slope of Upstream Embarllonent (zH:1 V) = 3
Slope of Outlet Pipe (ft/lt) = 0.038
Ls (tt) = 4t
Number of Collars: 2
Lergtlr of Each Cotlar (tt) = 4:5 From Design Chart Based on Ls and No. of Collars
WidMl of Eech Color (ft) = 4.5 From Design Chart Based on Le and No. of Collars
Cellar Projection, P (tt) = t.5
Sparing of Subsequent Anti-Seep Colors (ft) = 21 ~ 14P
Emeraencv Boillwav Calculations:
\.

Crest Elev. (ft) _
Required Freelx~ard (tt) _
Top of Berm Elev. (tt) _
Required Capacity (ds) _
Driving Head (ft) _
Weir Coeffident =
Lerglh of Crest (ft) _
Design Crest Length (ft) _
UMMAR
Begin No.: EDD83
Elev. of Bottom of Basin =
Cleanout Elev. (ft) _
Elev. of Temporary Water Quaity Pod =
Enwrgency SpltMay Elev. (tt) _
Top of Berth F~ev. (tt) _
Top of Berm Wldlh (tt) _
Barrel Diameter (in)
BarelSbpe(X)=
1.25 ~_
1,914
688 Factors in BOX of the Weight of the Concrete Riser to Account for Outlets.
0
0
0
0
0
0
t,z2s
14.0
$.0
3.0
2.0
18.0 O.K
246.0
2.0
248.0
70:4 From tfydroCJ1D - 25-Yr, ?A-Hr. Storm
0:5
3.0
9.8 Determine by Weir Equation'
30
240.0
242.6
' Length = 20 N minimum.
244.0 See Above for Riser and Other Design Information.
246.0
248.0
f0
18
3.8
RldvMson Smlth Oartrrer a Assodates, Inc.
CopyolBASIPFEDD&3RaJ1.>ds

•
Extended Dry Detention Basin-4

Project No. DWQ
. DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
At a minimum, a complete Stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name : ShO~LJe-l-t c~.~ ~'rid~il) , Inc .
Contact Person: S-frr ~P~ Sm~l~h ~ kth:G.t Shuh Phone Number: (qiy) 828 - p-S ~- ~
For projects with multiple basins, specify which basin this worksheet applies to:_ ~F kYi cj ed .~ ~e~en. H ~ 'Baste - ~i
Drainage Area:~acres Percent Impervious Area:~%
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
Applicants Initials
k~ Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
cP.~. capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr, event or volume from 1 inch rain ~ ~~-
~~`. The basin length to width ratio is greater than 3:1.
~~;_ The basin side slopes are no steeper than 3:1.
A small permanent pool at outlet orifice is provided to reduce clogging.
~<~L An emergency drain to completely empty the basin is provided.
r;~- Vegetation plan prepared is specified on plans.
~~Basin to be stabilized within 14 days of construction is specified.
{<c~~ Sediment storage (20% of detention volume) in addition to detention volume is provided.
k>33 Inlet and outlet erosion control measures to prevent scour are provided.
kF~t Additional treatment to meet the 85% TSS removal efficiency is provided,
e~: Access for clean-out and maintenance is provided.
~~ Inlet plunge pool or other energy dissipation is provided.
,~~ Forebay is provided to capture sediment and minimize clean-out problems.
~~a~ Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
a ~.: Seasonal high water table is at least 1 foot below bottom of basin.
~'_ If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
F._,_~ _- A site specific operation and maintenance plan with the following provisions is provided.
~. ~ ~ The 0&M agreement is signed by the responsible party and notarized.

,~ Richardson Smith Gardner & Associates, Inc.
<. EngineeriRg and Geobgical Servkes
14 N. Boylan Avenue Tel: 91 &828-0577
Raleigh, NC 27603 Fax: 818-82&3899
Shotwell C8D Landfill, Inc.
Extended Dry Detention Basin Analysis Basin No.: EDDB-4
SHEET:
JOB #:
DATE:
BY:
CHKD BY:
ShotweA 05-2
7mro7
ICES
CS ~-M
DESIGN TEMPORARY WATER QUALITY POOL:
Areas Draining Into Basin $ % Impervious:
Area
Drainage Area (saes) %Inq~ervious
A1.09terAreas 29 70
Total = 2.9 Acres
Avg. % ImperNous = 70
•
•
$eyuired Volume of Temoorarv Water Quality Pool (Maximum Value Controls):
Water QuapN Realiremerds - Rurroff from Design Rainfall:
Rv (into) = 0.68
Design Rainfap (in) = 1.0
Required Vokxne (aaeieet) = 0.16
Required Water Quapty VoMmre (ft') = 7,134
Land Ouatity Reaurements -Repaired Sloraae/Acre:
Required Storage Capacity (ft'/Ac J = 1.800
Required Sediment Storage Vopxne (tt) = 5,202
Required Water Ouaptll Vopxne (ttr) = 7,134 Water Quality Requirements Control
RieMrdaon SmNh Gardner d A9apdate9, Inc.
Copyo18A51N-EDDB4Rev2.~ds

•
Determine StaaeSYorage Function:
Contour Area Area Incremental Cumulative Stage h S h Z Z esf
(ft') (acres) Voume (ft) Voume (ft) ({t)
248 4,229 0.10 0 0
250 6,742 0.14 10,371 10,371 2 9.25 0.69 2.00
252 8,364 0.19 14,506 24,877 4 10.12 1.39 4.00
254 10,819 0.25 19,183 44,060 6 10.69 1.79 6.00
Linear Rearesaion Constants:

Ks = 4,143 Storege = 4143 z" 1,31
b= 1.31
'CAUTK)N: CHECK INPUT FOR REGRESSION ANALYSISI
•
StageSurface Area Relationship
0 2,000 4,000 8,000 8,000 10,000 12,000
Surface Area (sit
t3asin Design Elevations:
•
zss
zss
253
252
K
$ 251
ZK
250
249
248
247
Elev. of Bottom of Benin =
Req'd. Storage Vohrme at Tenp. Water QuaRly Pod (tt') _
Min. Elev. of Temporary Water Quality Pod =
Selected Elev. of Temporary Water Quality Pod =
Actual Storage VoAane at temp. water Quality Pod (tt') _
Basin Cleanout VoMne (fP) _
Basin Clearaut Elevation =
zss
2s4
253
252
+r
251
250
249
248
247
StageStorage Relationship
0 10,000 20,000 30,000 40,000 50,000
Storage Ictl
248.0
6,560 Raq'd. Volume of Temp. Water Quality Pool x 1.2 (to Acct. for Additional Sediment Storage)
250
250. O.K.
10,277
5,139 ~ 50y of Temp. Water Quality Pooi Storage Volume
249.2
Rldiardson SmMh Gardner 8 Assodatas, inc.
Copyol6ASIN-EDDB-4ReJl.bs

Dewaterina of Temoorerv Water Quality Pool:
Averege Head (tt) _
Surface Area at Tenporery Water Quality Pod (fP) _
coat. of Contraction =
Min. Drewdown Period (hrs) _
Max. Drawdovm Period (Ms) _
Max. Area of Dewaterirg Hde (ft) _
Max. Diameter oT Devietering Hole (in) _
Min. Area of Dewatering Hde (tt') _
Min. Diameter of Dewatering Hole (in) _
Selected Diameter of Dewatering Hole(s) (in) _
Number of Dewatering Hdes =
Actual Area of Dewatering Hole(s) (fP) _
Actual Drawdovm Period (tys) _
Option: Fairclolh Sldnxner
Storage Vokune (ft') _
Required Orifice Diameter (in) _
1.0
6,736
o.s
48
120
0.02 Based on Min. Detention Time
1.7
0.01 Based on Max. Detention Time
1.1
2
1
0.01
63 O.K.
10,277
2.0 From Design Chart Based on 2 to S Day Drewdown
Basin Drein Calculations:
,I
u
Averege Head (tt) _
Surface Area at Temporary Water (warty Pod (ft) _
Coef. of Contraction =
Desired Drevrdown Period (trs) _
Min. Area oT Dewaterirg Hole (tt') _
Min. Diameter of Dewaterirg Hole (in)
Selected Diameter of Deviaterirg Hde (in) _
AcWel Area of Deviaterirg Hale (TF) _
Actual Drewdown Period (trs)
Required VoWme of Forebay(s) (ft') _
Forebay: #1 -North
CanFwa Area Area Incremerrtal Crmulatrve Stage h 5 In Z Zest
(ttZ) (saes) VoWme (tt') Vokxne (tt') (tt)
248 568 0.01 0 0
.249 850 0.02 709 709 1 6.56 0.00 1.00
250 1,242 0.03 1,046 1,755 2 7.47 0.69 2.00
1,712 = 20% of Required Temporary Wafer Qualify Pool Storage Volume
•
Linear Regression Constants:
Ks = 709
b= 1.31
FJev. of Bottom of Forebay =
Tap Elevation of Forebay =
Forebay Storage (tt') _
Forebay Clearwut VoWnre (tt') _
Forebay Clearaut levaton =
1.0
6,736
0.6
24
0.03 Based on Max. Detention Time
2.4
3
0.05
16 O.K.
Storage = 4143 z"1.31
248.0
250:0
1,755 O.K
878 a 50% of Forebey Stoage Volume
249.2
Rkhardson Srrith Oar6rer 6 Assodates, Inc.
Copyo18AS1r~FEDD64Re~2.bs

•
Basin Shags:
Lengtlr of Basin (ft) = 90 Measured at Temporery Weler Quality Pool Elevation
Widlh of Basin (ft) = 30 Measured at Temporery Water Quality Pool Elevation
Desired Lerxllh to Vvidlh Ratio (X:1) _ 3
Actual Lenglh to Widlh Ratio (X:1) = 3.0 O.K.
RQUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters'
Design Storm: Q5-Yr, 24Hr
Design Stonn Rainlal (in) = 6.55
Rainfal DistribWan: Typo II
Runoff Metllod: SC5 TR-20
Results:
Maximum Pod Elevatlon = 252:0
Surface Area at Ma>amum Pod (fP) = 8,362
Peak Disdmrge (ds) _ J.9
Check Settling Efficiency:
Particle Data:
•
•
Diam.(miaors)= q0
Specfic Cxavily = 2:65
Settling Vebc. (tt/s) = 0.004140
Reynolds No. (<0.5) = 0.044284 O.K
ETflctencv Data
Desired Efficency (%) _ 80
No. of Effective Cell = 1
Setllrg Emderrcy (%) = 81.4 O.K
DESIGN OUTLET STRUCTURES:
Deaian RiaedBertel Structures:
Riser Desion
Type of Riser. GOrlcrele-grgiler
Riser Base Elevation = 252.0
Riser Top Elevatlon = 255':5
Riser Height (ft) = 3.5
Outlets:
Outlet No. 1 (for Devratering T WQ Pod):
Size: 2' Oialn,Ortflce From Above - Dewatering of TWO Pool
Invert Elevation: 248.0 May Vary For Multiple Holes
Outlet NO.2: Size:3`gam.VeNdtlOri0ce.
Invert Elevation:.... 2$0.0
Outlet No. 3 (Principal SpMvay): Size: 24`Dlam. Hartz. Ori0ce (Top of Riser)
Invert Elevation: .251.5
Concrete Riser Wal Thidgless (in) _ 2.75
Riser Inside Diameter (ft) = 2A
Approx. qrc. Riser Inferior Vdune (d) = 11
Approx Circ. Conaete Riser Vakane of Concrete (ct) = 6
Barrel Design:
Type of Barrel: Corxxete
Diameter (in) _ '. 15
Irrv. In EJevetlon = 248.0
Inv. Out Elevatlon = .247.0
Lerglh (ft) _ 80.0
Slope (ftJft) _ 0.011
Richardson Smlth Gardner & Assodates, Inc.
CopyafBA,SIN-EDDB-4Re~2.~ds

•
AntiSeeoage Collar Calculations: (AhematlveH -Design Fitter Diaohream)
Slope of Upstream Embanloraxtl (zH:1V) = 3
Skpe of Outlet Pipe (ffrtt) = 0.01 t
Ls (ft) = 26
Number of Colors: 2
Leng7~ of Each Color (ft) = 3.5 From Design Chart Based on Ls and No. of Collars
VNdtl~ of Each Color (ft) = 3.5 From Design Chart Based on Ls end No. of Collars
Color Projection, P (n) = 1.125
~edtg of Subsequent Artti-Seep Colors (ft) = 16 =14P
Riser Base Calculations:
Design Uppft Force:
Factor of Safety =
F (unadjusted) (bs)
Approx. Circ. Concrete Riser Buoyant Wt. (ttu) _
Buoyant WL of Riser Top (bs) _
Buoyant Wt. of Surrounding Sal Acting on Fact. Base (bs) _
Spring Resistance of Surroundng Soil (bs) _
F (adjusted) (bs) _
Concrete Base:
Required Volume of Concrete (fl3) _
Length (n) _
uwdth (ft) _
TtticWtess (ft)
Actual Volume of Concrete (ft') _
1.25
858
394 Factors in 80%of the Weight of the Concrete Riser to Account for Outlets.
0
0
0
0
0
0
464
5.3
3.0
3.0
z.o
18.0 O.K
Emareencv Soillwav Calculations:
•
Crest Elev. (ft) _
Requred Freeboard (ft) _
Top of Berm Elev. (ft) _
Requred Cepadty (ds) _
Driving Head (ft)
Weir Coeffident =
252.5.
1.5
254.0
7.9 FromHydroCAD-25-Yr,?.4-Hr.9tomi
Ob
3.0
Length of crest (n) _
Design Crest Lerx,)1h (ft) _
* Length = 20 ft minimum
SUMMARY DATA:
•
Basin No.: EDDB4
Elev. of Bottom of Basin =
CleanoutElev.(ft)=
Elev. of Temporary Water Quapty Poa =
Emergency SpiMray Elev. (ft) _
Top of Berm FJev. (ft) _
rop of Berm Wdlh (n> _
Barrel Diameter (in) _
Barrel Sbpe (%) _
7.5 Determine by Weir Equation'
30
248.0
249.2
250.0 See Above for Riser and Other Design Information.
252.5
254.0
10
15
1.1
Richardson Smith Gardnx & Associates, hcc.
CopyoIBASIt~FEDDB-4Rev2.rds

i
Extended Dry Detention Basin-5

i

Project No. DWQ
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
I. PROJECT INFORMATION (please complete the following information):
Project Name : t~eU C2i, (,~ c}{ill ~Y1C .
Contact Person: S'yn' u Phone Number: (may ) -- R2Fs - DSa ~
For projects with multiple basins, specify which basin this worksheet applies to:_ ~}-~.~c)ed ~a~, ~~~~~+uYl ~Strl - 5
Drainage Area: l4•q acres Percent Impervious Area: o
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
~plicants Initials
cB~ Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain ~~ „_
!<~~ . The basin length to width ratio is greater than 3:1.
~ :~:.<, The basin side slopes are no steeper than 3:1.
~~ = A small permanent pool at outlet orifice is provided to reduce clogging.
~=: An emergency drain to completely empty the basin is provided.
r ~.' Vegetation plan prepared is specified on plans.
~,r>. Basin to be stabilized within 14 days of construction is specified.
Sediment storage (20% of detention volume) in addition to detention volume is provided.
eTInlet and outlet erosion control measures to prevent scour are provided.
r~•_ Additional treatment to meet the 85% TSS removal efficiency is provided.
~~ ~: Access for clean-out and maintenance is provided.
k u',.~ Inlet plunge pool or other energy dissipation is provided.
~ ~~ Forebay is provided to capture sediment and minimize clean-out problems.
k:Fs^ Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
~~;Seasonal high water table is at least 1 foot below bottom of basin.
~~~~, If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
i« ~. A site specific operation and maintenance plan with the following provisions is provided.
f` ~. ~, The 0&M agreement is signed by the responsible party and notarized.
•

,]
Richardson Smith Gardner & Associates, Inc.
Engineering and Gttological Services
\ 14 N. BoyWn Avenue Tel: [phone]
Raleigh, NC 27693 Fax: 919-82B-3899
SHEET:
JOB #:
DATE:
BY:
CHKD BY:
Shotwe1105-2
727107
KBS
G~ ~
Shotwell CSD Landfill, inc.
Extended Dry Detention Basin Analysis Basin No.: EDDB~B
DESIGN TEMPORARY WATER QUALITY POOL:
Areas Draining Into Basin R Y. Nnoervious:
Area
DreinaceAr~ (acres) %Impervious
At. (7tllerAreas 19:9.. 0
Total = 19.9 Aces
Avg. % Impervious = 0
11
J
•
Required Volume of Temoonrv Water Quality Pool (Maximum Valua Controls):

Water Quality ReayremerRs -Runoff from Desiar RainfeA :
Rv (inAn) = 0.05
Design Rainlal (in) _ 1.0.
Requred Vokane (sae-feet) = 0.08
Required Water Quakty Vogxne (ff) = 3,615
Lera1 Quaity Reouirenlerrts - Regured Storaae/Acre:
Required Storage Capedty (ft'/ACJ = 1,800
Required Sediment Storage Volume (ft) = 35,856
Required Water Quality Vohmle (ft3) = 35,856 Land Quality Requirements Control
Richardson Smith Gardner & Assodates, Inc.
CopyoIBASIN-EDD83Rev2ads

Determine Stage-Storage Function:
Contour Area Area Inaemenlal Cumulative Slage In S k1 Z Zest
(ftZ) (acres) Voklme (ft') Volume (ft) (ft)

272 19;166 0.44 0 0
274 26;572 0.61 45,738 45,738 2 10.73 0.69 2.00
276 31,789 0.73 58,370 104,108 4 11.55 1.39 4.00
278 38,333 0.88 70,132 174,240 6 12.07 1.79 6.00
280 45,738 1.05 84,071 258,311 8 12.46 2.08 8.00
Linear Regression Conatanta:
Ks = 19,035 Storage = 19035 z"1.24
b= 1.24
•
'CAUTION: CHECK INPUT FOR REGRESSK)N ANALYSIS!
StageSurface Area Relationship
0 10,000 20,000 30,000 40,OOD 50,000
Surface Area (s0
Basin Design Elevations:
•
281
280
279
z7a
^, 277
a
®z7s
~ z7s
274
273
272
271
Bev. of Bottom of Basin =
Req'd. Storm Vdune et Term. Water Quaky Pod (ft') _
Min. Bev. of Temporary Water Quaky Pod =
Selected Elev. of Temporary Water QuaFty Pool =
Actual Storage Volume at Temp. Water Quatily Pod (ft') _
Basin Cleanout Vokme (ft') _
Basin Cleanout Elevation =
281
280
279
z7a
_~
a
S ns
~ 275
274
273
272
271
StageStorage Relatlonship
0 60,000 100.000 150.000 200,000 250.000 900.000
Storage (ct)
272:0
43,027 Req'd. Volume of Temp. Water Qualify Pool x 1.2 (to Acct for Additional Sediment Storage)
273.9
275.0 O.K.
74,596
37,298 •50Ya of Temp. Water Gualily Pool Storage Volume
273.7
Richardson Smith Gartner & Assodates, Inc.
CopyoIBASII~FEDO&5Re~2.x15

r:
Dewaterina of Temporary Water Quality Pool:
Averege Head (ft) _
Surface Area at Temporary Water Quality Pod (tt') _
Coat. oT Conlrecflon =
Min. Drawdown Period (hrs) _
Max Orewdown Period (hrs) _
Mex. Area of Dewatering Hole (ft') _
Max. Diameter of Dewaterirg Hok (In) _
Min. Area of Dewatering Hole (tt') _
Min. Diameter of Dewaterirg Hole (in) _
Selected Diameter of Dewatering Hole(s) (in) _
Number of Dewatering Holes =
AcWai Nee of Dewatering Hole(s) (fP) _
Acbial Drewdown Period (Ivs) _
Oplion: Falydotti Sidmmer
Storage VoNxne (ft)
Required Orifice Diameter (in) _
1.5
30,912
0.6
48
120
0.09 Based on Min. Detention Time
4.1
0.04 Based on Mau. Detention Time
2.6
2.0
2
0.04
100 O.K
74,596
3.0 From Design Chart Based on 2 to 5 Dey Drewdown
Basin Drain Calculations:
•
Average Heed (ft) _
Surface Area at Temporary Water Quaity Pod (ftZ) _
Coat. of Contractlon =
Desired Drewdown Period (hs) _
Min. Area of Dewatering Hole (ttZ) _
Min. Diameter of Dewatering Hole (in) _
Selected Diameter or Dewaterirg Hak (in) _
Actual Area of Dewaterirg Hole (ttZ) _
Actual DrawdoNn Period (trs)
Forebay Calculations:
Required Vokme of Forebay(s) (tt') _
1.5
30,912
os
34
0.18 Basal on Max. Detention Time
5.8
6
0.20
22 O.K
8,605 ~ 20X of Required Temporary Water Quality Pool Storage Volume
Forebay: M1-PIoRh
Contour Nee Area Incrertrerdal Cumalalive Stage In S h Z Zest
(ttZ) (acres) Volume (ft') VoMane (tt') (ft)
272 3,425- 0.08 0 0
274 4,500 0.10 7,925 7,925 2 8.98 0.69 2.00
275 5,084 0.12 4,792 12,717 3 9.45 1.10 3.00
Linear Rearessfon Constants:
Ks = 3,531
b= 1.17
Elev. of Bottom oT Forebay =
Top Elevation of Forebay =
Forebay Storege (ft') _
Forebay Cleanart Vohane (ft') _
Forebay Clearaut Elevation =
Basin Shaoe:
Storage = 19035 z^1.24
272:0
275:0
12,717 O.K
6,359 a 50% of Forebay Storage Volume
273.7
Length of Basin (ft) = 200 Measurod at Temporary Water QualFty Pool Elevation
Widlh of Basin (tt) _ 50 Measured at Temporary Water Quality Pool Elevation
Desired Length to Widlh Ratio (X:1) _ - 3
Actual Lenglh to V~idlh Ratio (X1) = 4.0 p.K

Richardson SMIh Oardnar 8 Assodates, Inc.
CopyoIBASMFEDDB-SRNt.~ds

•
•
•
ROUTE DESIGN STORM: Use FtydroCAD or Other Method. JOB #: Sht
DATE:
Desim Parameters: BV:
Design Sfonn: 25-Yr, 24Hr CHKD BY: ~
Design Storm Rainfatl (in) = 6.55
Rainfai Distiilxtim: Type II
Ruoff Method: SCS TR-20
Results:
Marimun Pod Elevetim = 776.38
Sutace Area at MapnMm Pod (ftZ) = 33,892
Peak Discharge (ds) _ 7.12
Check Settling ERiciencv:
Partide Data:
Diam.(micrms)= 40
SpeaBc Gravity = 2.65
Selling Vebc. (tUs) = 0.004140
Reynolds No. (<0.5) = 0.044284 O.K.
Effiden<.w Data:
Desired Efidency (%) = 80
No. of Effective Ceis = 2
Setting Eitidency (%) = 99.2 O.K
DESIGN OUTLET STRUCTURES:
Deaian Rised8arrel Structures:
Riser Desim:
Type of Riser Conv'e!e- CircWar
Riser Base Elevatim = 272.0
Riser Tap Elewatim = 276.0
Riser Height (ft) = 4.0
Outlets:
Outlet No. 1 (for Dewaterkg TWQ Pod): Size: 7 Diam:.OriBce.
From Above - Dewatering of TWC Pool
Irrvert Elevetim: 272.0' May Very For Multiple Holes
Outlet No. 2: Size: S"lltem~ Orifice
Invert Elevation. 275.0
Cutlet No. 3 (Principal SpiMay): Size: 30" Diem.lioriz. Orifice (Top ofRiser)
Invert Elevaatm: 276.0
Concrete Riser WaN TNdoless (in) _ 2:75
Riser Inside Diameter (ft) _ 2:5..
Approx Circ. Riser Interior Voilne (ci) = 20
Approx. Circ. Concrete Riser Voixne of Concrete (cn = 8
Barrel Desim:
Type of eerrd: Concrete
Diameter (in) = 18
Urv. In Elevation = 272.0
Irw. Out Elevation = 264.0
Length (ft) _ 100.0
Slope (itRt) = 0.080
Richardson Smith Gardner & Assoaates, Inc.
Capyo18N51N-EDD&5Rev2.xls

Concrete Base:
Regrtred Vaume of Concrete (fl3) = 11.2

Ttliclaless (ft) = 2;0
Actual Vaume of concrete (tP) = t8.0 O.K
Riser Base Calculations:
Design Uaift Force:
Factor of Safety =
F (unadjusted) (bs) _
Approx Grc. Concrete Riser Buoyant Wt. (bs) _
Buoyant Wt. of Riser Top (bs) _
Buoyant Wt. of Surroundirg Soil Acting on EM. Base (Ibs) _
Sliding Resistance of Surrou~rg Soil (6s) _
F (adjusted) (Es) _
t25 i
1,532
551 Factors in 80%of the Weight of the Concrete Riser to Account for Outlets.
0
0
0
0
0
0
981
Anti-Seeaaaa Collar Calculations: (AttemativeW - Deslan Filter Dianhraaml
Slope of Upstream Embatllarlent (zH:1 V) _ 3
Slope of Outlet Pipe (tuft) = 0.080
Ls(tt)= 41
Number of Colars: 2
Lerglh of Each Cotlar (tt) _ 4.5 From Design Chart Based on Ls and No. of Collars
WidM of Each Cotlar (ft) _ 4:5 From Design Chart Based on Ls and No. of Collars
CoAar Pro)ectioR P (tt) _ 1..5
Spacing of Subsequent Mti-Seep Colars (ft) = 21 =14P
•
Emereenw SDiliwav Calculations:
Crest Elev. (ft) _
Required Freeboard (rt) _
Top of eenn Elev. (tt) _
Required CaPaaAl (ds) _
DriNng Head (it) _
Weir Coeftldent =
LengM of Crest (tt) _
Design Crest LergM (ft) _
277.0
1.5
278.5
7a
D_5
3:0
6.7 Determine by Weir Equation*
30
* Length = 20 ft minimum.
SUMMARY DATA:
•
Basin No.: EDDBa
Elev. of Bottom of Basin =
Clearqut oev. (ft) _
Elev. of Temporary Water (1UBtl(y Pod
EmergerMy ~~Y ~- (ft)
Top of Berm Elev. (ft) _
Top of Berm vu1dM (tt) _
Barrel Diameter (in) _
Barrel Sbpe (*k) _
272.0
273.7
275.0 See Abova for Riser and Other Design Information
277.0
278.5
10
1s
8.0
Richardson SmiM Gardner & Associates, Inc.
CopyolBASIN•EDD83ReJlads

•
Extended Dry Detention Basin-6
;~

Project No. DWQ
• DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete Stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
I. PROJECT INFORMATION (please complete the following information):
Project Name : SIB o~-ryeU C 8.D ~sYl ~-"~ )) ~c
Contact Person: c~ ceu S•rn~~~Kinia~ Sh4h Phone Number: (9 ~4) - S'28 ~ 05 ~ ~
For projects with multiple basins, specify which basin this worksheet applies to:_ F'c {-C.yld~ ~~ ~ E~2YL~i ur7 13 ca~iN - ~
Drainage Area:~gacres Percent Impervious Area: o
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
Applicants Initials
~_ Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
r~3 <, _ capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain ~"G;_
~,- The basin length to width ratio is greater than 3:1.
~: ~~~ The basin side slopes are no steeper than 3:1.
"> A small permanent pool at outlet orifice is provided to reduce clogging.
:r>-~ An emergency drain to completely empty the basin is provided.
k e> : Vegetation plan prepared is specified on plans.
Basin to be stabilized within 14 days of construction is specified.
ors; Sediment storage (20% of detention volume) in addition to detention volume is provided.
>; Inlet and outlet erosion control measures to prevent scour are provided.
~. Additional treatment to meet the 85% TSS removal efficiency is provided.
~F;i Access for clean-out and maintenance is provided.
~~~ Inlet plunge pool or other energy dissipation is provided.
rE~.. Forebay is provided to capture sediment and minimize clean-out problems.
x'f.` Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
~~ri_ Seasonal high water table is at least 1 foot below bottom of basin.
!:: f " If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
~Y;, A site specific operation and maintenance plan with the following provisions is provided.
r' The 0&M agreement is signed by the responsible party and notarized.
LJ

.]
`~ Rfchardson Smith Gardner & Associates, Inc.
Etglneeling and (3eobgical SeMces
~~ 14 N. Boylan Avenue Tel: [phone]
Raleigh, NC 27603 Fax: 91982&3899
SHEET:
JO8 #:
DATE:
BY:
CHKD BY:
!
ShotweN O~a2
721/07
(/~~, I/t./B,,S~/~
V v Ir 1
Shotwell C8D Landfill, Inc.
Extended Dry Detention Basln Analysts Basln No.: EDD&6
DESIGN TEMPORARY WATER QUALITY POOL:
Areaa Draining Into Basin 8~'/e 4noervious:
Area
Drainage Area (acres) % Inpervious
A1.OtltarArees 12:9 0
Total = 12.9 Acres
Avg. % IRpervious = 0
•
1/ I,
J
Required Volume of Temoorerv Water Quality Pool (Maximu m Yalue Controls):

Water QuaNN Reguiremens -Runoff from Design RaiM at:
Rv (irJin) = 0.05
Design Rairdat (in) = 1.0
Required Voliane (age-feet) = 0.05
Required Water Quatity Vokme (ft') = 2,347
Land Quaity Requirements -Land Reauiremelds Realired~aelAae:
Required Storege CepaGly (fh'lAc.) = t,800
Required Sedimerd Storage VoAane (ff) = 23,274
Required Water Quality Vohltrle (ft~) = 23,274 Land Quality Requirements Control
Ridwdson Snits Gardner 8 Associates, Inc.
CopyoIBASIN-EDDB-BReYt.xiS

•
Determine StaaeSYoraae Function: I

Contour Area Area Incremental Cumulative Stage h S kr Z Zest
(tF) (acres) Vdtane (ft) VoWme (TP) (ft)

204 4,65D 0.44 0 0
208 12,865 0.61 35,030 35,030 4 10.46 1.39 4.00
212 22,785 1.05 71,3D0 106,330 8 11.57 2.08 8.00
Linear Regression Constants:
Ks = 3,802 Storage =3802 z"1.6
p = 1.60
•CAUTKIN: CHECK INPUT FOR REGRESSK)N ANALYSISI
•
213
212
211
210
,~ 209
4:
208
~ 207
208
ZOS
204
203
0
StageSurtace Area Relationship
Basin Dealgn Elevations:
•
Elev. of Bottom of Basin =
Req'd. Storage Vohime at Temp. Water Quality Pool (1t7) _
Min. Elev. of Temporary Water au®lity Pod =
Selected Elev. of Temporery Water QuaGly Pod =
AcWal Storege Vohime at Temp. Water Quatly Pod (ft) =
Basin Cleanaut Vopxne (ft) _
Basin Cleanout EleveSon =
213
212
211
210
,_, 208
4=
208
~ 207
208
205
204
203
StageStarage Relationship
0 20,000 40.000 80.000 80,000 700,000 120.000
Storage (~)
204.0:
27.929 Req'd. Volume of Temp. Water Quality Pool x 1.2 (to Acct. for Additional Sediment Storage)
207.5
207.5' O.K.
28,284
14,142 = 50'~ of Temp. Water Quality Pool Storage Volume
206.3
Ridardeon Smith GaMna d Auedat», Int.
Cepyo1BA51r~EDDB~Rev2ads
5,000 10,000 15,000 20,000 25,000
Surface Arsa (~)

•
Basin Drofn Calculations:
~waterina of Temoorarv Water Quality Pool:
Average Head (ft) _
Surtace Area at Temporary Water Quality Poa (fP) _
Ccef. of Contraation =
Min. Drowdown Period (hrs)
Max. Drawdown Period (trs) _
Max. Mee of Dewatering Hole (ft') _
Max. Diameter of Deweterirg Hole (in) _
Min. Mea of Dewatering Hole (ftZ) _
Min. Diameter of Dewaterirg Hole (in) _
Selectetl Diameter of Dewatering Hole(s) (in) _
Number of Dewaterirg Holes =
Actual urea of Dewatering Hoe(s) (ft) _
Actual Drowdown Period (Fxs)
ODtion: Faircbth Sommer
Storage VoWme (fP) _
Required Orifice Diameter (in) _
Average Head (ft) _
Surface Area at Temporary Water Ouaity Pod {iP) _
Coef. of Contraction =
Desired Drowdown Period (hrs)
Min. Area oT Dewaterirg Hole (itZ) _
Min. Diameter of Dewaterirg Hole (In) _
Selected Diameter of Dewatering Hole (in) _
Actual Mea of Deweterir~ Hole (fF) _
Actual Drowdown Penod (hrs) _
1.8
12,945
0.6
48
120
0.04 Based on Min. Detention Time
2.7
0.02 Based on Max. Detention Time
1.7
2.D
1
o.oz
91 O.K.
28,284
3.0 From Deslgn Chart Based on 2 to 5 Day Dravrdown
1.8
12,945
0.6
24
0.08 Based on Max. Detention Time
3.9
6
0.20
10 O.K.
Forebav Calculations:
•
Requiretl Votime of Forebay(s) (ft) _
5,586 a 20% of Required Temporary Water Quality Pool 9toroge Volume
Forobay: k1 -North
Comour Area Mea Increrrx3ntal Cumulative Stage h S In Z Z es!
(fF) (acres) Votixne (ft') Votrxne (fl3) (ft)
204 409 0.01 0 0
206 1,237.. 0.03 1,646 1,646 2 7.41 0.69 2.00
208 3,766 0.06 4,003 5,649 4 8.64 t.39 4.00
Linear Resression Constants:
Ks = 480 Storage = 3802 2^7.6
b= 1.78
Elev. of Bottom of Forobay = 204A
Top Elevation oT Forobay = ...208.0
Forobay Storage (fP) = 5,649 O.K.
Forobay Clearrout Vogarle (Tt') = 2.825 = 50°~ of Forobay Storage Volume
Forobay Cleanout Elevation = 206.7
Basin Shaae:
Lengtl~ of Basin (ft) _ 240 Measured at Temporary Water Quality Pool Elevation
Widtil of Basin (ft) _ 6D Measured at Temporary Water Quality Pool Elevation
Desired Lerglh to Widtl~ Ratio (X:1) _ 3
Actual Length to Width Ratio (X:1) = 3.0 O.K.
•
Richardson Smith Gardner 74 Assoaates, Inc.
CopyoBASIN-EDDR-aRev2.xis

•
ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters:
Design Skim: 25•Yr, 24Hr
Design Storm Rainfall (in) = 6.55
RainfaY Distribution: Type IF
Ruwft Mettad: SCSTR-20
Results:
Ma>amum Pod Elevation = 209.9
Surface Area at Mapmum Pod (fP) = 17,635
Peak Discharge (cis)= 25.7:
Check ttling Efficiency:
Partide Data:
Diem. {microns) _ 40
Speafic Gravity = 2:65
SeBfirg Vebc. (fUs) = 0.004740
Reynolds No. (c0.5) = 0.044284 O.K
Eftidencv Data:
Desired ETfidenq (%) _
No. of Efteclive Cols =
Settling Effidency (%) _
80
2 Uw of Forehay(e)JustHiea Value of 2
83.0 O.K.
DESIGN OUTLET STRUCTURES:
Design Riserl8arre19truduros:
Riser Design:
•
Type of Riser. Concete.-C(rct/tV
Riser Base Elevation = 204.0
Riser Top Elevation = 208.5
Riser Height (tt) = 4.5
Outlets:
Outlet No. 1 (for Dewaterirg TWO Pod):
Size: 2' gain. Uifice From Abova - Dewatering of TWQ Pool
Irrvert Elevaton: 204.0 - May Vary For Muhiple Holes
Outlet No. 2: S@e: 6' Dlam. Oitfice
krvert Elevation: 207.5
Outlet No. 3 (Prindpal Spillway): Size: -30' Diam. Flaiz. Orifice (TOpof Riser)
Invert Elevation: . 208.5
Concrete Riser Wal Thidaress (in) _ 2:75.
Riser Inside Diameter (ft) _ 2b
Approx. Circ. Riser Interior Vohme (d) _ 22
Approx. Circ. Concrete Riser Vop~me of Carxxete (cf) = 9
Barrel Design:
Type of Barrel: GorxYSte
Diameter (in) = t8
Irn. In Elevation = -. 204.0
Inv. Out Elevation = 203.0
Lenglti (ft) _ 70.0
Slope (ftrft) = 0.014
•
18drardson Smlth Gar6rer 8 Anodates, Inc.
CopyoIBASIN~EDDB-eRe~2.xls

Risar Base Calculations:
Design Uofitt Force:
Factor of Safety =
F (unadjusted) (ros) _
Approx. Circ. Corxrete Riser Buoyant Wt. (ros) _
Buoyant WL of Riser Top (ros) _
Buoyant Wt. of Surrounding Soil Acting on Ext. Base (ros) _
S4ding Resistance of Surrounding Soil (ros) _
F (adjusted) (ros) _
Concrete Base:
Required Vopm~e of Concrete (ft') _
Length (ft) _
Widh (ft) _
Ttidmess (ft) _
Actual Vdume of Concrete (ft') _
1.25 ~_
1,723
620 Factors in SOY. of the Weigh of the Concrete Riser to Account for Oulleta.
0
0
0
0
0
0
1.103
12.6
3.0
3.0
2.0
18.0 O.K.
Anti-SeeoaaeCollarCalculations• (Akarnatively-DasianFilterDieohraarr~
Slope of Upstream Embardanenf (zH:1 V) _ 3
Slope of Outlet Pipe (tt/ft) = 0.014
Ls (ft) = 33
Number of Cellars: 2
Length of Each Cotlar (ft) _ 4.5 From Design Chart Based on Ls and No. of Collars
Width of Each Cotlar (ft) = 4:5 From Design Chart Based on Ls end No. of Collars
CoNar Projection, P (ft) = 1:5
Sparing of Subsequent MU-Seep Copars (f[) = 21 =14P
•
Emeraenw Soillwav Calculations:
Crest Elev. (ft) _
Requred Freeboard (ft) _
Top of Benn Elev. (ft) _
Required Cepedty (cfs) _
Driving Head (ft) _
Weir Coefficient =
Lengtlr of Crest (ft) _
Design Crest length (ft) _
SUMMARY DATA:
Basin No.: EDDB~
Elev. of Bottom of Basin =
Clearwut Elev. (ft) _
Elev. of Temporary Water Quaity Pod =
Emergency Spitlway Elev. (ft) _
Top of Berm Elev. (ft) _
Top of Berm 1Mdlh (ft)
Barrel Diameter (in) _
Barrel Slope (%) _
209.5
2:5
212.0
25:7 From HydroCAD- 2b-Yr, 24-Hr. Stotm
0.5
3.0
24.2 Determine by Weir Equetion•
• Length = 20 ft minimum.
204.0
206.3
207.5 See Above for Riser and Other Design Information
209.5
212.0
10
18
1.4
•
RICIIird5011 Snlittl IiirdllM $ ASSOC18te5, Inc.
Copyo18AS11~4EDDS-aRe~2.~ds

•
Extended Dry Detention Basin-7

Project No.
DIVISION OF WATER QUALITY
• 401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name : S}~ ofcv 2dt C $ D Lurl c~ll ~ ~n c .
Contact Person: .S'tr~ceu ,~mt-tfi it~iG~l Sha Phone Number: (ql t 1 -$28 - os~-~-
For projects with multiple basins, specify which basin this worksheet applies to:_ .(~ 1-eYld e cl ~ .~ ~ e~ent~arl (3c~siYt - ~-
Drainage Area:~cres Percent Impervious Area: O %
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
Applicants Initials
~S Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
< capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain ~~`
i~ss. The basin length to width ratio is greater than 3:1.
Fit The basin side slopes are no steeper than 3:1.
ties. A small permanent pool at outlet orifice is provided to reduce clogging.
K~ An emergency drain to completely empty the basin is provided.
r ~c_ Vegetation plan prepared is specified on plans.
k r~; Basin to be stabilized within 14 days of construction is specified.
~_r~_. Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
kr~_ Additional treatment to meet the 85% TSS removal efficiency is provided.
..mss- Access for clean-out and maintenance is provided.
?c~~ Inlet plunge pool or other energy dissipation is provided.
~~i_. Forebay is provided to capture sediment and minimize clean-out problems.
!:~~; Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
~_ If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
<,.~. A site specific operation and maintenance plan with the following provisions is provided.
r=~ ~ The 0&M agreement is signed by the responsible party and notarized.
•

•
~ Richardson Smith Gardner di Associates, Inc.
t Engir~eri~ pfM Geological SeMCes
~ 14 N. Boylan Avem~e Tel: 81&828-0577
Raktiyh, NC 27603 Fax: [phone]
SHEET:
JOB #:
DATE:
BV:
CHKD BY:
i
Stxriwell 05-2
721Po7
KBS
G ~Nl
Shotwell C8D Landfill, Inc.
Extended Dry Detention Basin Analysis Basin No.: EDDB-7
DESIGN TEMPORARY WATER QUALITY POOL:
Areas Draining Into Basin &%Imoervlous:
Area
Drainage Area (aces) %Impervious
A7. OplerAreas 16.4. 0
Total = 16.4 Acres
Avg. % Impervious = 0
C7
•
Reaufred Volume of Temoorarv Water lluslity Pool (Maximu m Value Controlal:

yyater QuaRN Requirements - Runoff frwn Design Reinf aR:
Rv (inNn) = 0.05
Design Rairdal (in) = 1.0
Required Vokme (acrafeet) = 0.07
Requred Water Quetily Volme (R3) = 2,969
Lend OuaRN Rewiremerlts -Rewired Staraae/Acre:
Required Storage Cepeaty (R'fAc.) _ 1,800
Required Sedknent Storage Volme (ff') = 29.448
Required Water OueRty Vopmle (its) = 29,448 Land Quality Requirements Control
Riotavdson SmMh Gardner 8 Aaeodales, Inc.
CopyoIBASMFEDD&7Rev2.xk

•
Determine StaaeStoreae Function: )

Contour Area Area Incremental laxrnYatlve Stage In S fi Z Zest
(flz) (acres) Volume (fP) Vokime (ft) (ft)

258 3,074 0.44 0 0
260 4,302 0.61 7,376 7,376 2 8.91 0.69 2.00
262 5,713 0.61 10,015 17,397 4 9.76 1.39 4.00
284 32,684 0.61 73,972 81,348 6 11.31 1.79 6.00
266 55,886 0.61 88,570 169,918 8 12.04 2.08 8.00
Linear Regression Constants:
Ks = 1,182 Storage = 1182 z"2.31
b = 2.31
'CAUTION: CHECK INPUT FOR REGRESSION ANALYSISt
•
267
288
285
264
283
K
°~ 262
a
~ 281
260
259
258
257
0
StageSUrtace Area Relationship
Basin Design Elevations:

Elev. of Bottom of Basin =
Regd. Storage Vohane at Temp. Water Quafdy Pod (ft) _
Min. Elev. of Temporary Water Quefty Pool =
Selected Elev. of Temporary Water Quaity Pod =
Actual Storege Volume at Temp. Water QuaNty Pod (tt') _
Basin Clearwut Voume (ft) _
Basin Cleanout Elevation =
287
280
285
284
.-. 283
C
eo 282
e
~ 281
280
259
258
257
StageStorage Relationship
0 50,000 100,000 150,000 200,000
Srorege (cf)
258:0
35,338 Req'd. Volume of Temp. Water Quality Pool x 1.2 (to Acct for Additional Sediment Storage)
262.4
263.0 O.K.
48,318
24,159 a 50%. of Temp. Water Quality Pool Stoage Volume
261.7
Richardson Snilh Gardner 8 Assoaates, Inc.
CopyolBASlf!-EDDB-7RevZ.~ds
10,000 20,000 30,000 40,000 50,000 60,000
Surface Area (sQ

r1
Deweterina of Temoorerv Water QualHv Pool:
Average Head (tt) _
Surface Area at Temporary Water Quality Pooi (ftz) _
Coef. 0f Contraction =
Min. Drawdown Period (hrs) _
Max. Drewdown Period (hrs) _
Max. Area of Dewatering Hole (fP) _
Max. Diameter of Dewatering Hole (in) _
Min. Area of Dewaterirg Hole (flr) _
Min. Diameter of Dewaterirg Hole (in) _
Selected Diameter of Dewatering Hole(s) (in) _
Number of Dewatering Holes =
Actual Area of Dewaterirg Hole(s) (it') _
Actual Drawdown Period (hrs) _
Ootion: Fairdoth Skimmer
Storage VoNxne (tt') _
Required Orifice Diameter (in) _
2.5
22,278
0.6
48
12D
0.08 Based on Min. Detention Time
3.9
0.03 Based on Max. Detention Time
2.5
3.0
1
0.05
83 O.K.
48,318
2:0 :From Design Chart Based on 2 to 5 Day Dtavrdown
Basin Drain Calculations:
•
Average Head (ft) _
Surface Area at Temporary Water Quality Pod (ftZ) _
Coef. o(Contraction =
Desired Drewdown Period (frs) _
Min. Area of Dewetering Hole (tt') _
Min. Diameter of Devratering Hole (In)
Selected Diameter W Dewatering Hole (in) _
Acdml Area or Dewetering Hole (Tt2) _
Actiml Drewdown Periotl (hrs) _
Forebav Calculations:
Required Vohme of Forebay(s) (fl3) _
Forebay. #1 . North
Contour Area Area Incremenlai Cumilative Stage In S N Z Zest
(fly) (acres) VoNnne (ft') VoNrme (ft') (ft)

258 737 0.02 0 0
260 t.o39 0.02 1,77s t,ns 2 zaa os9 2.00
262 1;389 0.03 2,428 4,204 4 8.34 1.39 4.00
263 4,648 0.11 8,531 10,307 5 9.24 1.61 5.00
Linear Regression Constants:
Ks = 490
b= 1.76
Elev. of Bottom of Forebay =
Top Elevation of Forebay =
Forebay Storage (tt') _
Forebay Geanout Vohrne (fP) _
Forebay Geanout Elevation =
2.5
22,278
bs
24
0.17 Based on Max. Detention Time
5.6
6
0.20
21 O.K.
7,068 = 20% of Required Temporary Water Quality Pool Storage Volume
Storage = 1182 z^2.31
258.fl
263:0
6,294 O.K.
4,147 = 50% of Forebay Storage Volume
261.4
Basin Shaoe:
Lergth of Basin (ft) _ ..170_ Maasured at Tomporery Water Quality Pool Elavetion
Width of Basin (tt) _ 70 Measured at Temporary Water Quality Pool Elevation
Desired Length to Width Ratio (X:1) = 3
Actual Length to Width Ratio (X:1) = 2.4 No Good. Revise Shape or Add BaRles.
•
Richardson S1NtFr Gardner & Associates, Inc.
CopyoIBASN.FEDD&7ReJlads

SHEET: /
ROUTE DESIGN STORM: Use Hydrol:AO or Other Method. JOB It Sfrotvrep 05-2
DATE: 721N7
Design Parameters: BY:
KBS
Design Stonn: 25-Yr, 24Hr ~+
CHKD BY: /Y~
Desi~ Storm Rainfall (in) = 6.65 VV
Rainfal DistrilxNon: Type II
Rrawif Me1Fwd: SCS TR-20
Results:
Mabmum Pcol Elevation = 264.4
Surface Area at Maximtm Pool (ft') = 30,937
Peak Discharge(cfs)= 6.62
Check Settling Efficiency:
Partite Data:
Diam.(miaoru)= 40
Spedfic Qavity = 2.fi5
Set7rg Vebc. (ft/s) = 0.004140
Reynolds No. (<0.5) = 0.044284 O.K
Efficiency Data:
Desired Efliderrry (%) = 80
Ng. of Effective Cell = 1
Setling Effiaenry (%) = 95.1 O.K
DESIGN OUTLET STRUCTURF~S:
Design Riser/Barrel Structures:
Riser Design:
TypeoiRiser: Cenaete-.Clralar.-
Riser Base Elevatlon = 258:0
Riser Top Elevation = 264.0
Riser Height (ft) = 6.0
Outlets:
Outlet No. 1 (for Devratering TWO Pod): Size. 3" qam. Orttice From Above - Dewatering of TWQ Pool
Invert Elevatign: 258.0' May Very For MuRiple Holes
Outlet No. 2: Size: 6' Diam. Orifice
Invert Elevation: 263.0
Outlet No. 3 (Prtrxapal Sglway): Size: 36' Diam. Haiz. O[tfice (Top of Riser)
Invert Elevation:. 264.0>
Corx:rete Riser Watl THdg>ess (in) _ 2.75
Riser Inside Diameter (ft) = 2.5
Approx. Circ. Riser Interior Volrme (d) _ 29
Approx. Circ. Concrete Riser Vokxne of Concrete (ci) = 12
Barrel Design:
Type of Barrel: Corxxete
Diameter (in) _ 1S
Irn. In Elevation = - 258.0
Irn. Out Ekwation = 256.0
Lerglh (ft) _ 600.0
Skrpe (ftlR) _ 0.003
RicMNeon SrrYth Gardner 8 Assodates, Mc.
CopyofBA61N•EODB-7Rev2.~ds

Riser Base Calculations:
Design Uofft Force:
Factor of Safety =
F (unadjusted) (ibs) _
Approx. Circ. Concrete Riser Buoyant WL (~s) _
Buoyant WL of Riser Top (tlrs) _
Buoyant Wt. of Surrounding Soil Adirg on Ext. Base (Ibs) _
Spding Resistance of Surrounding Soil (Ibs) _
F (adjusted) (bs) _
Concrete Base:
Required VoNune of Concrete (ft') _
Lergtlt (ft) _
W idlh (ft) _
Thidoress (ft) _
Actual Vatrme of Concrete (ft') _
AntiSeeoaaeCollarCelculations: tAkernatively-DesianFikerDiaohraeml
Slope of Upstream ErrrbarYarrent (tH:tV) = 3
Slope of Outlet Pipe (f Mt) = 0.003
Ls (ft) = 43
Number of Calars: 2
Lerglh of Each CoMat (ft) _ 4.5 From Design Chart Based on Ls and No. of Collars
Widdt of Each Cotlar (ft) = 4.5 From Design Chart Based on La and No. of Collars
Colar Projection, P (ft) = 1:5
Spadng of Subsequent Md--Seep CoAars (ft) = 21 =14P
Emeraencv Sofllwav Calculations:
.7

Crest Elev. (ft) _
Requred Freeboard(ft)=
Top of Bens Elev. (ft) _
Requred Capedty (ds)
Driving Head (ft) _
Weir CoeffldeM =
Length of Crest (ft) _
Design Crest Length (ft) _
MMARY DA
Basin No.: EDDB-7
Elev. of Bottom of Basin =
Cleanoul Elev. (ft) _
Elev. of Temporary Water QuaAly Pool =
Emergency sd~+ay ~. (ft) _
Top of Berm Elev. (ft) _
Tap of Berrrl Widdt (k) _
Barrel Diameter (in) _
Barrel Slops (9G) _
1.25
2.297
826 Factors in 80K of the Weight of the Concrete Riser to Account for Outlets.
0
0
0
0
0
0
1,471
16.8
3.0
3.0
2.0
18.0 O.K.
265:0
1.0
266.0
6.6 From HydroCAD - 25-Yr, 2t~tr. Storm
0:5
3:0
6.2 Determine by Weir Equation'
30
258.0
261.7
• Length = 20 ft minimum.
263.0 See Above for Riser and Other Designlnfonnation.
265.0
266.0
10
"l il'
0.3
wavraswr smith t~ardner & Assoaates, inc.
cor,yweASIN~EDDBaRe,rz,aa

~1
~J
TSS Removal Efficiency Calculations

n
U

•
PROJECT Shott,~.lt LF SHEET OF `
JOB N0. -Shr~~~ os-z
DATE ~ o ~iyl a~
SUBJECT Cal cu.lah' cm s - TSs ~2em~oy- ~- COMPUTED BY h-r3S ____
E~icienc~,. CHECKED BY ~;~~
Atm -fo C4.tc:,1c~-C, TSS ~emaUc~C ~{-{-iciCnc~ .
R~ftn~nce = ~~~I~I-ed dz~~t rnc~>7t~c~9. ~ S'bhrnc~c.~.~
~ ~ ~~,~ ~-~~~~ ~~c.-cis' c~ 6~ N c D c-~i

I + ~ eT /10 (,~ i ~ 2 ~c Ti7 a ClY1 c l.~ \~ ~
V-}- ~ Cl C eYYt r, i'YL~1 CVO
off- ~~ ins s az; e.~
i~ 1S c ~-rn ~~ ~ ~. d c~ s ~ul~~s
T
E -- ~~. .~.. ~_ C A x Q
~~
•

G _ fie ~ro ~ ~~'Ci ca'tc y
Ci ~» ~ ~ ~ ~4z.s ~- ~~ ~PS'I'Zreu;YYl..
r3 m
~{~,cieYJc~ ab- _ ~ ~ec0'~c~ e~ _
o c..~ns ~ aYp _ B n11-' _

-1 ,_

arn~ _~ _v
._ ,.
~- ~Je~n~hcm b~~i
5d aka ~ Tss ~^ema e~,'c~~m ~..
;.
...
. _.

~ T461~ ~:~z

BmP B
__ - --
;_
G.N.. RiCHARDSON & ~SSOCI~TES, INC.
425 N. Boylan Avenue Raleigh, North Carolina
1919)-828-0577 Fax~9191-828-3899 www.gnra.com

•
SHEET Z OF ~'
PROJECT S~o~'~{.l L~ JOB N0. sho~ft.~.r,U. o S-~
SUBJECT ~S R moues ~ ~ DATE /o~ly~n6
'~~~ ---- COMPUTED BY ~~~
CHECKED BY `~"
~C,r Le v~ s~~ e~~ e~
-~s /o - ~~rnun~l~ P~un~d y~-u.ss o~ 1e~4m~
3'0 % - Pairnc'J''~~ 1471kr~ ~~~ ~~'v1'1
U },,L ~
_ i rn o: t ~ 4,,, 1u.0 G. L~

•
_ G.N.. RICHARDSON & ASSaCIATES, INC.
.. _ __ 425 N. 8o~lan Avenue Raleigh, North Carolina
19191-828-0577 Fax~9191-828-3899 www.gnra.com

•
Sediment Storage Calculations
•
•

•
•
•
SHEET ~-- OF -3
PROJECT 5~1 ~-~-r ~ JOB NO. S ~0•~1. lJ s - 2
DATE in ~i ~lo~
SUBJECT se r~YY~-2-lt~ S ?t [xaSL • CO~,~1pUTFD COY f ~ r3 S
CHECKED BY' ~~
C C O ~ c~+ "fl~ ~f'u ~ ~ Q ~ S' e c~. ~'Yrie-YLL S i~£1~ c~c~r~-
•2 ~ C Yl T7 UYl \/ 0 ~ Ll'h'LQ, --F' •2 ~ /~ ~ d L' ~'~ (Jl'1 V U ~ (tiY}tiQ, .
~ Ch e ~ -{roh; a-U 13 c..bi rS
T3 us i~ -~ c~e~4-r.~n ~~ ~'1
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~. G. N. RICHARDSON &~SSOCIATES
Engineering & Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone [phone]

•
SHEET 2- OF 3
PROJECT ~~ p-~t-~-~JA L ~ JOB NO. ~'~.~ -t~~ at .- 2
DATE 1~~1~'~D6
SUBJECT COMPUTED BY /ef3-S
CHECKED BY: ~(!%
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G. N. RICHARDSON &,~SSOCIATES
Engineering & Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone (919) 828=0577

•
PROJECT ~ ~ o-}-u,-e~1 L.~ SHEET ~ _ OF 3
JOB NO. s o-~-~.,~U ns-- ~--
SUBJECT _S~d,,'~y,w~tt~ S~12c,~u ~ DATE ~ d I IS 1 0 ~
COMPUTED BY Lr~~_~ _.
~' CHECKED BY 5~~=-
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G.N.. RICH~rRDSON & ASSOCIATES, INC.
425 N. Boylan Avenue .Raleigh, North Carolina
1919)-828-0577 Fax~1919)-828-3699 www.gnra.com

•
Level Spreader Worksheets &

Digital Photos of Existing Buffer conditions

DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
• I. PROJECT INFORMATION (please complete the following information):
Project Name : shn+WeU c2~~ Lanai; II Z~~
Contact Person: s-Friceu .~ni~F, Phone Number: (gfg) sz$ - os ~-~
Level Spreader ID: ~
Level Spreader Length ~3 ft. (perpendicular to flow)
Drainage Area .2• ~ ac. (on-site and off-site drainage to the level spreader)
Impervious Area ~~ ac. (on-site and off-site drainage to the level spreader)
Forebay Area N H cu ft. (0.2% of the contributing impervious surface area)
Maximum Filter StriplBuffer Slope 6' % (6% for forested/leaf littler cover, 8% for grass/thick cover)
Max. Discharge from 1 "/Hr Storm o • os cfs
Max. Discharge to Level Spreader o • cm cfs
Filter Stripl Zone 1 Buffer Vegetation ~,~_esl-~
Filter Stripl Zone 1 Buffer Width 3o ft.
Filter Strip/ Zone 2 Buffer Vegetation t^n12 esl-e a
Filter Stripl Zone 2 Buffer Width !QO ft.
(Discharge rate from extended detention wetland or pond)
(Grass/Thick ground cover or Forested)

C ~+r5f, -f1 ow SyP~sS ~-a°"'de~ czf'h e~2Enc~
Bypass Method Used NA Please include a worksheet for this.
~;C~;~~~vh~ ~
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
• structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a request for additional information and will substantially delay final review and approval of
the project.
Applicants Initials
.ice Project Site was visited prior to designing level spreader system.
~,~ Date of the Site visit. Please attach time-dated digital photos of existing buffer conditions.
K~_ Level spreader length is at least: 13 ft. per cfs for thick ground cover /grass; OR 65 ft per cfs for 50-
footcanopied forest with leaf litter; 50 ft per cfs for 100-foot forested buffer; 40 ft. per cfs for 150-foot
forested buffer; OR a weighted average of the two vegetation types within the buffer/filter strip).
kr~ All ground cover types and their widths have been labeled on the construction plans.
Rte.- All contours have been depicted on the construction plans.
k~3-- No structures are located in protected buffers (must meet no practical alternatives criteria).
I<~- No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
~~ Construction details for the level spreader have been provided.
K~ The operation and maintenance agreement signed and notarized by the responsible party is provided.
ry A No practical alternatives explanation + Variance request. (Level Spreaders in Series only).
Bypass method used:
tom`-- Bypass conveyance method is specified and construction details and calculations are provided.
~_ Alternative design option is specified and plan details and calculations are provided.
~c r-~,,, Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
• bypass discharge,
i~~..-- Construction details for the bypass and outlets are provided.

DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
• I. PROJECT INFORMATION (please complete the following information):
Project Name : Shotu~eU cB~ L4n dr;~l Zhu
Contact Person: s-Iz~~.~ S'~m•,ifi Phone Number: (~j) S2R' - os~-~
Level Spreader ID. 2
Level Spreader Length
Drainage Area
Impervious Area
Forebay Area
Maximum Filter StriplBuffer Slope
13 ft.
i3.~- ac.
o ac.
wfl cu ft.

Max. Discharge from 1 "/Hr Storm o• 13 cfs
Max. Discharge to Level Spreader ~. a~ cfs
Filter Strip/ Zone 1 Buffer Vegetation ~n~~~-ed
Filter Stripl Zone 1 Buffer Width 3n ft.
Filter Stripl Zone 2 Buffer Vegetation f=i,r,,~{•e-o~~
Filter Stripl Zone 2 Buffer Width SSo ft.
Ct+~~h
Bypass Method Used
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(0.2% of the contributing impervious surface area)
(6% for forested/leaf littler cover, 8% for grass/thick cover)
(Discharge rate from extended detention wetland or pond)
(Grass/Thick ground cover or Forested)
-f~ouo h~~ucs p~ptl~d.ect ~~~? ~nP~~j ~ -~'~~si,= ~x#~9~~
Please include a worksheet for this.
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
• structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a request for additional information and will substantially delay final review and approval of
the project.
Applicants Initials
~~s_ Project Site was visited prior to designing level spreader system.
k~s _ Date of the Site visit. Please attach time•dated digital photos of existing buffer conditions.
Level spreader length is at least: 13 ft. per cfs for thick ground cover /grass; OR 65 ft per cfs for 50-
footcanopied forest with leaf litter; 50 ft per cfs for 100-foot forested buffer; 40 ft. per cfs for 150-foot
forested buffer; OR a weighted average of the two vegetation types within the bufferlfilter strip).
k~ All ground cover types and their widths have been labeled on the construction plans.
~as_ All contours have been depicted on the construction plans.
~~s_ No structures are located in protected buffers (must meet no practical alternatives criteria).
K,~~ No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
~r;s _ Construction details for the level spreader have been provided.
K&s The operation and maintenance agreement signed and notarized by the responsible party is provided.
kB-4_ No practical alternatives explanation + Variance request. (Level Spreaders in Series only).
Bypass method used:
K~~-- Bypass conveyance method is specified and construction details and calcu-ations are provided.
n~F` Alternative design option is specified and plan details and calculations are provided.
~~r~--- Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
• bypass discharge.
~~- Construction details for the bypass and outlets are provided.

DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET (112007)
• I. PROJECT INFORMATION (please complete the following information):
Project Name : Sho~r~e1.1 c~D ILn dill
Contact Person: sfaceu S~;+h Phone Number: ~yiy) R2R' - c~~~-~.
Level Spreader ID: ~
Level Spreader Length 13 ft. (perpendicular to flow)
Drainage Area B• I~ ac. (on-site and off-site drainage to the level spreader)
Impervious Area o ac. (on-site and off-site drainage to the level spreader)
Forebay Area 1v A cu ft. (0.2% of the contributing impervious surface area)
Maximum Filter Strip/Buffer Slope $ % (6% for forested/leaf littler cover, 8% for grass/thick cover)
Max. Discharge from 1"/Hr Storm a • 0 8 cfs
Max. Discharge to Level Spreader o cs~ cfs
Filter Stripl Zone 1 Buffer Vegetation ;va
Filter Stripl Zone 1 Buffer Width ~ A ft,
Filter Stripl Zone 2 Buffer Vegetation -fh~d~ aa,~~nd coVelL
Filter Strip/ Zone 2 Buffer Width ~o ft.
C H7511f1o~
(Discharge rate from extended detention wetland or pond)
(GrasslThick ground cover or Forested)
b~p~ss ~aov~dQC4 t;-~;+~ cnen5_y d~ss;~ ak'D~~
Bypass Method Used k N Please include a worksheet for this.
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
• structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a request for additional information and will substantially delay final review and approval of
the project.
Applicants Initials
~C~ Project Site was visited prior to designing level spreader system.
~~ Date of the Site visit. Please attach time•dated digital photos of existing buffer conditions.
~t s Level spreader length is at least: 13 ft. per cfs for thick ground cover /grass; OR 65 ft per cfs for 50-
footcanopied forest with leaf litter; 50 ft per cfs for 100-foot forested buffer; 40 ft. per cfs for 150-foot
forested buffer; OR a weighted average of the two vegetation types within the bufferlfilter strip).
kr~ All ground cover types and their widths have been labeled on the construction plans.
,~ All contours have been depicted on the construction plans.
~<~ _ No structures are located in protected buffers (must meet no practical alternatives criteria).
_~ ~_ No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
~aS _ Construction details for the level spreader have been provided.
+~~.- The operation and maintenance agreement signed and notarized by the responsible party is provided.
kB.~ _ No practical alternatives explanation + Variance request. (Level Spreaders in Series only).
Bypass method used:
kRS, Bypass conveyance method is specified and construction details and calculations are provided.
a~ Alternative design option is specified and plan details and calculations are provided.
~a~--- Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
bypass discharge.
~~-- Construction details for the bypass and outlets are provided.

DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
• I. PROJECT INFORMATION (please complete the following information):
Project Name : __Shotcyc~lt cr3~ l4nd-ill , 1~~ .
Contact Person: s~ce~ sm~Ffi Phone Number: 1919) 828 - o5~~-
Level Spreader ID: 4
Level Spreader Length is ft.
Drainage Area 2 •q ac.
Impervious Area ~• o ac.
Forebay Area i ~4 cu ft.
Maximum Filter Strip/Buffer Slope 6"
Max. Discharge from 1 "/Hr Storm p .13 cfs
Max. Discharge to Level Spreader o cfs
Filter Stripl Zone 1 Buffer Vegetation .F,~~1-.mod
Filter Stripl Zone 1 Buffer Width ao ft.
Filter Strip/ Zone 2 Buffer Vegetation ~n.~~-cd
Filter Stripl Zone 2 Buffer Width I~~ ft.
Ct~9h ~'lo~
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(0.2% of the contributing impervious surface area)
(6% for forested/leaf littler cover, 8% for grass/thick cover)
(Discharge rate from extended detention wetland or pond)
(Grass/Thick ground cover or Forested)
by p ass pzrovi de d ci, ~t e n ~~g~ d~ ss ~ f u~ h
Bypass Method Used ~t0 Please include a worksheet for this.
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
• structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a request for additional information and will substantially delay final review and approval of
the project.
Applicants Initials
~s~ Project Site was visited prior to designing level spreader system.
~c~~ Date of the Site visit. Please attach time-dated digital photos of existing buffer conditions.
key Level spreader length is at least: 13 ft. per cfs for thick ground cover /grass; OR 65 ft per cfs for 50-
footcanopied forest with leaf litter; 50 ft per cfs for 100-foot forested buffer; 40 ft. per cfs for 150-foot
forested buffer; OR a weighted average of the two vegetation types within the buffer/filter strip).
~n~ _ All ground cover types and their widths have been labeled on the construction plans.
!~- All contours have been depicted on the construction plans.
No structures are located in protected buffers (must meet no practical alternatives criteria).
~, No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
Construction details for the level spreader have been provided.
~ The operation and maintenance agreement signed and notarized by the responsible party is provided.
try No practical alternatives explanation + Variance request. (Level Spreaders in Series only).
_::_--
Bypass method used:
k'r=~,-- Bypass conveyance method is specified and construction details and calculations are provided.
N~ Alternative design option is specified and plan details and calculations are provided.
k~t~..-- Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
• bypass discharge.
~~r;.-- Construction details for the bypass and outlets are provided.

DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET (112007)
• I. PROJECT INFORMATION (please complete the following information):
Project Name : shn~c~~U c~ ~ Lund tall
Contact Person: s-I-r~cn ~ Sm1~F, Phone Number: (41y) - gZg - DS~~
Level Spreader ID: ~
Level Spreader Length i3 ft. (perpendicular to flow)
Drainage Area l9.9 ac. (on-site and off-site drainage to the level spreader)
Impervious Area o ac. (on-site and off-site drainage to the level spreader)
Forebay Area N A cu ft. (0.2% of the contributing impervious surface area)
Maximum Filter Strip/Buffer Slope ~z % (6% for forested/leaf littler cover, 8% for grass/thick cover)
•
•
Max. Discharge from 1"/Hr Storm nos cfs
Max. Discharge to Level Spreader o cfs
Filter Strip/ Zone 1 Buffer Vegetation t;,1ud1-~.
Filter Stripl Zone 1 Buffer Width 3 o ft.
Filter Strip/ Zone 2 Buffer Vegetation ~ ,fL.
Filter Strip/ Zone 2 Buffer Width t ~v ft.
CFhyh ~loc~
Bypass Method Used
NR
(Discharge rate from extended detention wetland or pond)
(Grass/Thick ground cover or Forested)
b~~R~s ~a~v~dc~d c.~i-f"h e~ena~ d,'ss;r~i-~9> `;
Please include a worksheet for this.
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a request for additional information and will substantially delay final review and approval of
the project.
Applicants Initials
-~ Project Site was visited prior to designing level spreader system.
~~ Date of the Site visit. Please attach time-dated digital photos of existing buffer conditions.
K~ Level spreader length is at least: 13 ft. per cfs for thick ground cover /grass; OR 65 ft per cfs for 50-
~- foot canopied forest with leaf litter; 50 ft per cfs for 100-foot forested buffer; 40 ft. per cfs for 150-foot
forested buffer; OR a weighted average of the two vegetation types within the buffer/filter strip).
~~ All ground cover types and their widths have been labeled on the construction plans.
k~ All contours have been depicted on the construction plans.
~~_ No structures are located in protected buffers (must meet no practical alternatives criteria).
~_ No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
K~_ Construction details for the level spreader have been provided.
k~ The operation and maintenance agreement signed and notarized by the responsible party is provided.
kris No practical alternatives explanation + Variance request. (Level Spreaders in Series only).
Bypass method used:
~~° Bypass conveyance method is specified and construction details and calculations are provided.
~A Alternative design option is specified and plan details and calculations are provided.
~..~-- Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
bypass discharge.
Imo-- Construction details for the bypass and outlets are provided.

DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the following information):
Project Name : Sh n>j-c~QU c?~ l.4nd~ill
Contact Person: SdCico~ Sm,~f, Phone Number: j419) R28 - 65~~-
Level Spreader ID: r
Level Spreader Length
Drainage Area
Impervious Area
Forebay Area
Maximum Filter Strip/Buffer Slope
~ 3 ft.
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(0.2% of the contributing impervious surface area)
(6% for forested/leaf littler cover, 8% for grass/thick cover)
12.43 ac.
o ac.
NR CU ft.
Max. Discharge from 1 "/Hr Storm ~ . og cfs
Max. Discharge to Level Spreader o cfs
Filter Stripl Zone 1 Buffer Vegetation ~ h¢ok~
Filter Strip/ Zone 1 Buffer Width ~ ft.
Filter Stripl Zone 2 Buffer Vegetation ~,~
Filter Stripl Zone 2 Buffer Width `~-a ft.
~'{-h~ 9 h
Bypass Method Used N ~
(Discharge rate from extended detention wetland or pond)
(Grass/Thick ground cover or Forested)
-f1o~ b`y~asc me~od p~avided~ ~~ c~e~~
Please include a worksheet for this. c~~'ss~~G-~'~ ~
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
. structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a request for additional information and will substantially delay final review and approval of
the project.
Applicants Initials
~~~ _ Project Site was visited prior to designing level spreader system.
~c~~_ Date of the Site visit. Please attach time-dated digital photos of existing buffer conditions.
~ Level spreader length is at least: 13 ft. per cfs for thick ground cover /grass; OR 65 ft per cfs for 50-
footcanopied forest with leaf litter; 50 ft per cfs for 100-foot forested buffer; 40 ft. per cfs for 150-foot
forested buffer; OR a weighted average of the two vegetation types within the bufferlfilter strip).
kr3~ _ All ground cover types and their widths have been labeled on the construction plans.
k= All contours have been depicted on the construction plans.
No structures are located in protected buffers (must meet no practical alternatives criteria).
No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
~_ Construction details for the level spreader have been provided.
~ The operation and maintenance agreement signed and notarized by the responsible party is provided.
~ No practical alternatives explanation + Variance request. (Level Spreaders in Series only).
Bypass method used:
k~~-- Bypass conveyance method is specified and construction details and calculations are provided.
n7A Alternative design option is specified and plan details and calculations are provided.
~'~{~- Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
bypass discharge.
~' Construction details for the bypass and outlets are provided.

DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the following information):
Project Name : Sho+c~pL( c8 ~ ~snd$U Znc
Contact Person: s~f-a~eu S'rY,~~h Phone Number: j919 ) g28 - ~tS~-a-
Level Spreader ID: ~-
Level Spreader Length i3 ft. (perpendicular to flow)
Drainage Area 16.36 ac. (on-site and off-site drainage to the level spreader)
Impervious Area o ac. (on-site and off-site drainage to the level spreader)
Forebay Area i~ +~ cu ft. (0.2% of the contributing impervious surface area)
Maximum Filter Strip/Buffer Slope 3 ~ 3 % (6% for forested/leaf littler cover, 8% for grass/thick cover)
Max. Discharge from 1"/Hr Storm o -42. cfs
Max. Discharge to Level Spreader • ~ cf;
Filter Strip/ Zone 1 Buffer Vegetation
Filter Strip/ Zone 1 Buffer Width ~ b ft.
Filter Strip/ Zone 2 Buffer Vegetation ~ hes{-ec~
Filter Strip/ Zone 2 Buffer Width I ~ ft.
C~~y h
Bypass Method Used Ivl~
(Discharge rate from extended detention wetland or pond)
(Grass/Thick ground cover or Forested)
-f''Io~ b~ pass p~ov~de~! c~r~'h ~nenc~ dissi~ atv~ ~~1
Please include a worksheet for this.
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
attached. If a requirement has not been met, please explain why. At a minimum, a complete stomtwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet
structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete
submittal package will result in a requesf for additional information and will substantially delay final review and approval of
the project.
Applicants Initials
kB~ Project Site was visited prior to designing level spreader system.
kr~ Date of the Site visit. Please attach time-dated digital photos of existing buffer conditions.
kRs Level spreader length is at least:13 ft. per cfs for thick ground cover I grass; OR 65 ft per cfs for 50-
footcanopied forest with leaf litter; 50 ft per cfs for 100-foot forested buffer; 40 ft. per cfs for 150-foot
forested buffer; OR a weighted average of the two vegetation types within the buffer/filter strip).
I:F~ All ground cover types and their widths have been labeled on the construction plans.
r«r~ All contours have been depicted on the construction plans.
kr~ No structures are located in protected buffers (must meet no practical alternatives criteria).
,ITT No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
~s Construction details for the level spreader have been provided.
~ The operation and maintenance agreement signed and notarized by the responsible party is provided.
t<r~s No practical alternatives explanation + Variance request. (Level Spreaders in Series only).
Bypass method used:
k~'~~---- Bypass conveyance method is specified and construction details and calculations are provided.
Alternative design option is specified and plan details and calculations are provided.
i;~~--~ Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
• bypass discharge.
~Q'•-P' Construction details for the bypass and outlets are provided.

i•
•
•
Figure 2: Level Spreader at the end of Basin-2

•
r~
L_J
I
Basin-3
,' ` t r '~ Y , M "
~ s -
h ~ ~ 1 ~~~
PP ;.
x r .• x' to '.~
B~ ~ ~ ~ c; ~ a,rt_ ar ` ` ~ ~ Y~ ~ .. ~ ern ~ %b °' _ ~ ~'~.
R y .
",' +w . K ! 4' F {fig 4 ~ ~+ . __!S
~ = ~ v a .f-1'~ a' r~ 1~ 9 ~ C f,.,
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^~ „4. ~ ;~~ ~$ ~ ~' Y `. i ~ 'C ~ =•1` is ~,. +w ., _. ,;
+ t - ~- _
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~~ {~, Z.
r f..

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?! v ~ ~,: ~#M' 6y -. r il'k` ~,~ 5 4~yi# rk~°~`w,:. ~" as _
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~~~ ~ .iii ~. y~ '~ _ - .. ~ °~ ~ ~, ~ y{' ., ~ r.
y~ dx ` Si, ~t
a•' .4'..1.4 '; '1 r..fJ~?A
of Basin-5.
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Fiqure 7: Level Spreader at the end of Basin-7 (Same at Basin-4)
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High Flow Bypass Structure Design
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,~ ^ RICHARDSON SMITH GARDNER & ASSOCIATES
14 N. Boylan Avenue Tel: [phone]
Raleigh, NC 27603 Fax: [phone]
Shotwell Landfill, Inc.
High Flow Bypass Structure Design
Balance the flow at an overflow bypass junction box, to set flow to a BMP and bypass flow
Calculations are valid for all level spreaders at the Shotwell Landfill.
c:
•
EL Bottom of Bypass 0 ft (user entry)
Diameter of Orifce 6 inches (user entry)
>tal Number of Orifice Holes 2 (count) (user entry)
EL Weir 6.33 inches (user entry)
Weir Len th 4 ft user ent
area of orifice
EL Weir 0.196
0.53 ft2
ft
Cd 0.6 orifce discha a co
Cw 3.3 weir dischar a coe
T
EL„,,,,, ELw„~ Heado,~~e Head„,,;,
inches ft ft ft
6.33 0.53 0.28 0.00
:onclusion: The weir elevation can be set at 6.33 inches above the bottom of the high flow
bypass box, and equal to the level spreader lip elevation. When the water
elevation in the bypass structure reaches the crest of the weir, approx. 1 CFS of
Flow will be directed to the level spreader. Any add8ional flow will bypass the level
spreader.
(calculated value)
(calculated value)
efficient (ca~ulated value)
fficient (ca~ulated value)
Flowo,;~, Fbww,a
CFS CFS
1.00 0.00
SHEET.
JOB #: Shotwell 05-2
DATE: 7130/2007
BY: G. Mills
CHKD BY:
Total Flow
CFS
1.00 elevation of weir
Richardson Smith Gardner 8 Associates
7/30/2007
Bypass Flow Design.xls

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B
FROM IN1E1S
UPSTREAM
A
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1
(K) OF RAMP
INED BY DESIGN
TREATMENT VOLUME
SECTION A-A
•
BYPASS STRUCTURE SCHED ULE
POND A B C D E f G N J K L
BASIN 1 5' 4' 4' S' 18'r 18'r 2 6" 2' 6.33' 205.47
BASN12 5' 4' 4' S' 18'r 18"r 2 6" Z' 6.33' 224.1'
BASIN 3 5' 4' 4' S' 18'1 18"r ? 6~ 2 6.33' 231.47

BASW 4
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_
2 ___
6" __
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6.33" .._
246.47'
BASMI5 5' 4' 4' S' 18'0 18'r 2 6' 2' 6.33' 263.47
BAS6i 6 5 4' 4' S' 18"I 18"I 2 6' 2' 6.33' 20247
BASIN 7 5' 4' 4' S' 15'r 15"1 2 6' 7 6.33' 255.47

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Appendix B
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Revegetation Plan

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SECTION 02930
REVEGETATION
Revegetation: Revegetation includes permanent Revegetation of all site areas disturbed by the
Contractor whether inside the Contract Limits or not.
A. DESCRIPTION
General:
The Contractor shall furnish all labor, material, and equipment to complete
Revegetation in accordance with the Contract Drawings and these Specifications.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
•
Embankment 02223
Vegetative Soil Layer 02258
Erosion and Sedimentation Control 02270
Rolled Erosion Control Products 02275
Warrantv:
The Contractor shall be responsible for the satisfactory establishment and growth of a
permanent stand of vegetation for a period of one year following the final seeding as
judged by the Engineer. During this period, the Contractor shall be responsible for the
maintenance items described in Paragraph D.4 (Maintenance) of this Specification.
B. MATERIALS
Limestone: Unless otherwise defined by specific soil tests, supply agricultural grade
ground limestone conforming to the current "Rules, Regulations, and Standards of the
Fertilizer Board of Control."
2. Fertilizer: Unless otherwise defined by specific soil tests, supply commercial fertilizer of
10-20-10 analysis, meeting applicable requirements of State and Federal law. Do not
• use cyanamic compounds of hydrated lime. Deliver fertilizer in original containers
labeled with content analysis.
Shotwell - C&D Landfill Specifications
July 2007 REVEGETATION Page 02930-1

• 3. Grass Seed: Supply fresh, clean, new-crop seed as specified in Table 1 of this section.
Do not use seed which is wet, moldy, or otherwise damaged. Deliver seed in standard
sealed containers labeled with producer's name and seed analysis, and in accord with
US Department of Agriculture Rules and Regulations under Federal Seed Act.
4. Mulch: Supply clean, seed-free, threshed straw of oats, wheat, barley, rye, beans, or
other locally available mulch material.
a. Do not use mulch containing a quantity of matured, noxious weed seeds or
other species that will be detrimental to seeding, or provide a menace to
surrounding land.
b. Do not use mulch material which is fresh or excessively brittle, or which is
decomposed and will smother or retard growth of grass.
5. Binder: Supply emulsified asphalt or synthetic binder.
6. Water: Supply potable, free of substances harmful to growth.
C. SUBMITTALS
• The Contractor shall submit the following to the Engineer:
Results of soil tests performed and proposed modifications, if any, to the specified
requirements.
2. Certificates for each grass seed mixture, stating botanical and common name,
percentage by weight, and percentages of purity, germination, and weed seed. Certify
that each container of seed delivered is fully labeled in accordance with Federal Seed
Act and equals or exceeds specification requirements.
Copies of invoices for fertilizer, showing grade furnished and total quantity applied.
D. CONSTRUCTION
The Contractor shall establish a smooth, healthy, uniform, close stand of grass from the
specified seed. Prior to Revegetation, the Contractor shall adequately test the soils to
be revegetated to ensure the adequacy of the specified requirements. Any
modifications to these requirements deemed necessary after the review of soil test
results, shall be at the Contractor's sole expense. The Engineer will perform the
observations to determine when successful Revegetation is achieved.
•
Shotwell - C&D Landfill Specifications
July 2007 REVEGETATION Page 02930-2

•
2. Soil Preparation:
a. Limit preparation to areas which will be planted soon after preparation.
b. Loosen surface to minimum depth of four (4) inches.
c. Remove stones, sticks, roots, rubbish and other extraneous matter over three
(3) inches in any dimension.
d. Spread lime uniformly over designated areas at the rate specified in Table 1 of
this section.
e. After application of lime, prior to applying fertilizer, loosen areas to be seeded
with double disc or other suitable device if soil has become hard or compacted.
Correct any surface irregularities in order to prevent pocket or low areas which
will allow water to stand.
f. Distribute fertilizer uniformly over areas to be seeded at the rate specified in
Table 1 of this section.
•
(1) Use suitable distributor.
(2) Incorporate fertilizer into soil to depth of a least two (2) inches.
(3) Remove stones or other substances which will interfere with turf
development or subsequent mowing.
g. Grade seeded areas to smooth, even surface with loose, uniformly fine texture.
(1)
(2)
3. Seeding:
Roll and rake, remove ridges and fill depressions, as required to meet
finish grades.
Fine grade just prior to planting.
a. Use approved mechanical power driven drills or seeders, mechanical hand
seeders, or other approved equipment.
b. Distribute seed evenly over entire area at the rate specified in Table 1 of this
section.

Shotwell - C&D Landfill
July 2007
Specifications
REVEGETATION Page 02930-3

• c. Stop work when work extends beyond most favorable planting season for
species designated, or when satisfactory results cannot be obtained because of .
drought, high winds, excessive moisture, or other factors.
d. Resume work only when favorable condition develops, or as directed by the
Engineer.
e. Lightly rake seed into soil followed by light rolling or cultipacking.
f. Immediately protect seeded areas against erosion by mulching or placing Rolled
Erosion Control Products in accordance with Section 02275 of these
Specifications, where applicable.
(1) Spread mulch in a continuous blanket at the rate specified in Table 1 of
this section.
(2) Immediately following spreading mulch, secure with evenly distributed
binder at the rate specified in Table 1 of this section.
4. Maintenance:
• The Contractor shall be responsible for maintaining all seeded areas through the end of
his warranty period. The Contractor shall provide, at his expense, protection of all
seeded areas against damage at all times until acceptance of the work. Maintenance
shall include, but not be limited to, the following items:
a. Regrade and revegetate all eroded areas until adequately stabilized by grass.
b. Remulch with new mulch in areas where mulch has been disturbed by wind or
maintenance operations sufficiently to nullify its purpose. Anchor as required to
prevent displacement.
c. Replant bare areas using same materials specified.
•
Shotwell - C&D Landfill Specifications
July 2007 REVEGETATION Page 02930-4

•

TABLE l: SEEDING SCHEDULE
MATERIAL SEED TYPE APPLICATION RATEI
Lime ----- 4,000 lbs/acre
Fertilizer ----- 1,000 lbs/acre
Seed
Permanent: Kentucky 31 Tall Fescue 80 lbs/acre
Pensacola Bahiagrass SO lbs/acre
Sericea Lespedeza3 301bs/acre
Kobe Lespedeza 10 lbs/acre
Seasonal Nurse Crop2 See Note 2
Temporary: Seasonal Nurse Crop2 See Note 2
Mulch ----- 4,000 - 5,000 lbs/acre
Binder ----- 150 gallons/acre
Notes:
Application rates and/or chemical analysis shall be confirmed or established by a soil
test.
2. Use seasonal nurse crop in accordance with seeding dates as stated below:
April 15 -August 15 l O lbs/acre German Millet or
15 lbs/acre Sudangass
August 16 -April 14 25 lbs/acre Rye (grain).
3. From September 1 -March 1, use unscarified Sericea seed.
END OF SECTION
•
Shotwell - C&D Landfill
July 2007
Specifications
REVEGETATION Page 02930-5