19970893 Ver 3_Individual_20061218

CAROLINA
8208 Brian Ct. ; Garner, NC 27529
ECOSYSTEMS, INC. P:919 -606-1065—F:919-341-4474
December 18, 2006
Ms. Amy Chapman
401 Wetlands Unit
NC Division of Water Quality
2321 Crabtree Boulevard
Raleigh, NC 27604
RE: Request for Major Variance from the
Neuse River Basin: Nutrient Sensitive Waters Management Strategy: Protection
and Maintenance of Existing Riparian Buffers Rule
Shotwell Construction & Demolition Landfill Expansion
Wake County, North Carolina
Dear Ms. Chapman;
The purpose of this letter and application is to request a major variance from the Neuse River
Basin: Nutrient Sensitive Waters Management Strategy: Protection and Maintenance of Existing
Riparian Buffers Rule (15A NCAC 0213 .0233) (Rule) for the above referenced project.
This letter describes the project and the justification for the variance request, as required by the
Rule and the attached Variance Request Form. Also enclosed are supporting documents for the
request including site maps, engineering plans, site photographs, stormwater analysis and
calculations, and an agent authorization letter. We respectfully request your consideration of this
information during your evaluation of this project.
Site Background Information
The Shotwell Construction and Demolition (C&D) Landfill (Site) is located on Smithfield Road
in eastern Wake County, just north of the Johnston County line (Figure 1). It lies within the
Marks Creek watershed in the Neuse River Basin (Subbasin 03-04-02). The Site consists of
three separate parcels, a southern tract containing the existing landfill, a northern tract purchased
in 2006 for additional expansion, and a small parcel by the landfill entrance on Smithfield Road,
also purchased in 2006 (Figure 2). Shotwell Landfill, Inc. or its officers have owned the
southern tract since April 1997 (Attachment 4). The current landfill was permitted by the NC
Division of Waste Management (NCDWM) in 1998 and has been in operation ever since on the
southern tract. NCDWM recently confirmed that the Shotwell C&D Landfill Expansion is not
subject to the current landfill moratorium issued in August 2006.

Ms. Amy Chapman Page 2 of 8
December 18. 2006
The Site currently consists of the operational C&D landfill, two inactive Land Clearing and Inert
Debris (LCID) landfill cells, previously timbered mixed hardwood forest, and an active
agricultural field (Figure 2). Several wetlands and stream channels exist on the property as
presented in Figure 3. Two ponds are on the Site, one each on the northern and southern tracts,
with intermittent stream channels originating below the dams. These streams quickly transition
to a perennial channel on the northern tract and beaver impounded open water and wetland on
the southern tract. Both streams are tributaries of a larger second order perennial stream running
generally north to south along the western boundary of the Site. Wetlands are associated with all
these stream channels as shown in Figure 3.
All three streams, and the two ponds, are subject to the Rule due to their presence on the Wake
County Soil Survey. The USACE field -inspected the delineated wetlands and streams on
October 24, 2006, and verification is pending the US Environmental Protection Agency and
USACE guidance on the US versus Rapanos Supreme Court decision. The streams were field -
verified by NCDWQ on October 17, 2006, and a letter verifying their status is attached. The
buffer area proposed to be impacted, therefore requiring this variance request, is associated with
the southern pond, beaver impoundment, and intermittent stream. The perennial segment of this
stream starts below the proposed project and therefore will not be impacted. This feature, and its
associated riparian buffer, lies entirely within the southern tract. The entire watershed for this
stream is contained on the Site.
Project Purpose and Need
The purpose of the Shotwell C&D Landfill Expansion is to increase the capacity of the Shotwell
Landfill facility by up to 50 years and over 8 million cubic yards of capacity. This will provide
C&D debris capacity for the growth and development currently occurring and planned for Wake
and Johnston Counties. The Site could also potentially provide Wake County with disposal and
temporary storage for hurricane debris or other emergencies.
The Shotwell Landfill was recently granted an expansion of their franchise agreement by the
Wake County Board of Commissioners. This expanded the facility service area from portions of
Wake County to include all of Wake and Johnston Counties due to its proximity with both. This
service area is one of the smallest of all the C&D facilities in Wake County. This Site is not a
regional facility but intended only to provide capacity for local projects.
Due to the rapid growth in the Triangle area, there is a continuous demand for C&D disposal in
these two counties. Currently, there are five landfills, including Shotwell Landfill Inc., that
accept C&D waste in Wake County. Of these, only two are located in the eastern portion of the
County and none closer to Johnston County. In Johnston County, only the County Landfill near
Smithfield currently accepts C&D waste. The fact that there is a continued need for C&D waste
disposal capacity in Wake County was recognized by the Wake County Board of Commissioners
during the franchise agreement process.

Ms. Amy Chapman
December 18. 2006
Project Alternatives
Page 3 of 8
Alternatives for the project were evaluated on two levels: expansion alternatives and
engineering designs. Landfill expansion is not feasible on any of the adjacent properties with the
exception of the proposed northern tract expansion. The property to the south of the Site would
involve higher stream impacts and would require a major variance on a property not currently
owned by Shotwell Landfill Inc. Expansion to the west would involve significant impacts to the
second order perennial stream, and expansion to the east is restricted by Smithfield Road. An
off-site alternative of using a "green site" for a new landfill was not deemed feasible due to the
general difficulty of permitting these sites and the current landfill moratorium. Under the
moratorium, lateral expansion of existing sites is permitted while new "green" sites are not.
On-site alternatives were examined using several designs for the landfill expansion, as presented
in the attached conceptual plans (Drawings S3 to S5). The three alternatives examined are
summarized in Table 1.
Table 1
Shotwell C&D LandFdl Expansion Alternatives
Alternative
Waste Area
Capacity
Impacts
Wetlands Streams Buffers
1: Proposed Project
62.3 ac
8.6 mey
1.09 ac 460 if 3.61 ac
2: Partial Avoidance
61.3 ac
6.6 mcy
0.48 ac 0 if 2.44 ac
3: Full Avoidance
56.2 ac
4.0 mcy
0.00 ac 0 if 0.00 ac
ac = acres; mcy= million cubic yards; if = linear feet
Alternative 1
Although the wetland, stream and buffer impacts would be significantly reduced by
implementing one of the two avoidance alternatives (Alternatives 2 and 3), it was
determined that the benefits of doing this were greatly reduced by potential secondary
impacts to these resources as well as the loss of capacity. Avoiding the proposed
impacts, either partially or fully, requires that the final design of landfill bend around the
drainage feature (Drawings S4 and S5). This would significantly reduce the drainage
area and therefore the hydrologic input of the subject stream as described in each option
below. The stormwater management for the site would have to reroute much of the
stormwater to a lower point along the feature, effectively draining the system. Therefore,
the proposed alternative, maximizing capacity of the Site, was chosen since the overall
long-term effects would not be that different from the avoidance and minimization
alternatives.
Alternative 2
Alternative 2 (Drawing S4) was originally proposed as the project design, until the
evaluation of the stormwater management of the Site and potential secondary effects
were considered. This alternative would have the following results:

Ms. Amy Chapman
December 18. 2006
Page 4 of 8
➢ Reduction of landfill capacity by over 23% from 8.6 mcy to 6.6 mcy.
➢ Reduction of impacts: 56 % wetlands, 32.5 % buffers, and no stream impacts.
➢ Reduction of the watershed for the entire stream by 38% (from 38.8 to 23.8 ac).
➢ Reduction of the watershed at the uppermost (unimpacted) portion of the stream
by 73% (from 33.1 to 9.0 ac).
Alternative 3
Avoidance of all impacts was evaluated through the conceptual design of Alternative 3
(Drawing S5). This scenario could be permitted (by NCDWM) and constructed without
requiring a major variance or Clean Water Act permitting. This alternative would have
the following results:
➢ Reduction in landfill capacity of over 53%, from 8.6 mcy to 4.0 racy.
➢ Avoidance of impacts to wetlands, streams, and buffers.
➢ Reduction of the watershed for the entire stream by 14% (38.8 ac to 33.4 ac).
➢ Reduction of the watershed at the uppermost end of the stream by 55% (from 12.9
ac to 5.8 ac).
Based on this analysis of pre and post -construction drainage, there would be an obvious loss of
drainage area in both alternatives, especially at the origin of the stream channel. This would
have a long term effect on the hydrology of the subject stream and wetland to such an extent that
they might no longer be jurisdictional in the future. This, in addition to the large loss of landfill
capacity, resulted in Alternative 1 being chosen as the proposed project.
Demonstration of Need for a Variance (Variance Application Part 2)
There are several practical difficulties that result from the strict application of the Rule. Much of
this information is presented above in the description of purpose, need, and alternatives for the
project. The hardships are evaluated below as described in the Rule (15A NCAC 0213.0233
(9)(a)(i)):
A. Compliance with the provisions of the Rule would yield no reasonable return from, nor
make reasonable use of the property. The original landfill layout is inefficient at best due
to the thin property (the southern tract). The original plan for development of this tract as
a subdivision was impractical due to the lack of soil suitability, throughout most of the
tract, for septic systems. In order to gain some reasonable return from the property
purchase, the owner decided to use the area as a disposal site for other development
projects. The shape of the tract limits capacity for a landfill facility, which resulted,
relatively quickly, in the need for expansion. The proposed expansion would result in a
reasonable and efficient use of both the northern and southern tracts in one landfill. As
mentioned in the discussion of alternatives, the landfill could expand without requiring
the variance, but this was deemed impractical due to the potential secondary effects of
this configuration and the sizeable loss of over 53% of the landfill capacity. There would
be an additional need to locate and permit new facilities, which would be difficult to
achieve given the current landfill moratorium.

Ms. Amy Chapman
December 18. 2006
Page 5 of 8
B. The hardship results from the application of this Rule to the property rather than from
other factors such as deed restrictions or other hardship. There is no other restriction on
the proposed landfill that would restrict the expansion, besides the Rule and Clean Water
Act permitting. If NCDWM approves the landfill facility, the boundary restrictions
currently in place for the southern tract (the existing facility) would be moved to the
boundary of the northern property. No other deed restrictions apply to the property.
C. The hardship is due to the physical nature of the property, which is different from that of
neighboring properties. As mentioned previously, the thin shape of the southern tract
makes a landfill design inefficient. The addition of the northern tract makes the proposed
landfill design much more efficient. Other adjacent properties are either closer to major
tributaries of Marks Creek or would involve increased impacts as compared to the
proposed design. The Site, including the southern and northern tracts, contains the entire
watershed of the subject stream, which neighboring properties do not. Lastly, no other
neighboring property contains an existing C&D landfill facility.
D. The applicant did not cause the hardship by knowingly or unknowingly violating the
Rule. The proposed expansion could be constructed without requiring a variance.
However, this would result in additional secondary impacts described above in addition
to reducing landfill capacity by over 53%. The initial design of the landfill minimized
impacts to the greatest extent practical, but upon detailed evaluation of the stormwater
design it was determined that secondary impacts would be of similar magnitude to
impacts associated with the proposed facility.
E. The applicant did not purchase the property after the effective date of the Rule and then
request an appeal. The following timeline details the history of the properties that make
up the Site:
a. April 30, 1997: Southern tract purchased by Lovick Builders, Inc.
b. July 22, 1997: Temporary Rule effective.
c. January 6, 1998: Southern tract deed transferred to Shotwell Landfill, Inc., which
was owned by Frank Lovick (Lovick Builders).
d. May 24 and August 23, 2006: Additional properties comprising the Site
purchased for the proposed expansion.
The buffers subject to this variance request are located entirely on the original southern
tract, and therefore comply with this item.
F. The hardship is unique to the property, rather than the result of conditions that are
widespread. The property is unique in that it contains an existing C&D landfill that is
constrained only by these rules. There are only five C&D landfills in Wake County, and
two in the eastern portion of the County. No other landfill is closer to Wake and
Johnston Counties, where much of the growth in development is occurring.

Ms. Amy Chapman Page 6 of 8
December 18. 2006
Variance is in Harmony with Purpose & Intent of Rule
The general purpose and intent of the rule would be preserved in the granting of this variance for
several reasons. The Rule was implemented to protect riparian buffers and ensure the control
and treatment of stormwater generated from new impervious surfaces. The proposed facility will
have extremely low (<4%) impervious surfaces, and will implement stringent stormwater
controls described below and detailed in Attachment 6. In addition, the impacts associated with
the variance are sought due to the potential secondary impacts, and were not the primary intent
of the project designers. The remaining 11.12 acres of buffers on the Site have been avoided and
will be preserved, with the exception of one temporary crossing of the tributary on the northern
tract. Impervious surfaces on the Site are less than 4%, well below any regulatory thresholds,
and also below NCDENR recommended limitations for the protection of the aquatic
environment. Nutrient loading calculations (Attachment 5) for the proposed facility are below
allowable thresholds due to stormwater best management practices (BMPs) being implemented
as described below. Rigorous maintenance and monitoring requirements will be implemented to
protect water quality as described in the next section.
Water Quality Protection (Variance Application Part 3)
The proposed facility includes numerous measures to protect water quality. It should be noted
that this facility is a C&D landfill, not a municipal solid waste (MSW) landfill, which itself
reduces potential water quality issues. The Environmental Protection Agency and NCDWM
have recognized that these facilities do not warrant the same contamination potential as an MSW
through reduced monitoring requirements at C&D facilities. Current regulations for C&D are
becoming more stringent, although water quality monitoring constituents will remain unchanged,
and it is likely that this facility will be monitored and maintained for 30 years after closure.
Given the proposed 50 -year lifespan of the facility, the Site will be regulated and maintained for
approximately 80 years. As stated above, since the closed landfill will be maintained in a stand
of vegetation, the amount of impervious surface on the Site is extremely low.
The overall site design maximizes water quality protection in a number of ways, including
limiting impervious surfaces to less than 4% of the site and reducing pre -construction nitrogen
loading rates by 37%. BMPs such as extended dry detention basins and level spreaders will be
implemented as described below and shown on the attached plans. A more detailed plan will be
developed during the final design of the facility and submitted to NCDWQ to review during the
404/401 permitting process. Additionally, NCDWM regulations require more conservative
design standards in comparison to the Rule. For instance, their minimum required design storm
is the 25 year -24 hour event, which results in extended dry detention basins with no outflow
during the 1 -inch 24-hour storm required by NCDENR criteria. This will provide 100% settling
efficiency and the highest possible water quality protection for these smaller storms that are the
Water Quality Design Storm for stormwater BMPs.
Mitigation for the proposed wetland, stream, and buffer impacts will be provided as agreed upon
during the development of the 404/401 permit application. Initial site meetings have been held
with the USACE to discuss the project, and an individual permit application will be submitted in
2007.

Ms. Amy Chapman
December 18. 2006
Public Safety & Welfare Ensured
Page 7 of 8
The proposed facility design and operation, as well as the history of the existing facility, provide
ample evidence that public safety and welfare have been considered and ensured for the future.
The need for the landfill to provide reasonably close disposal options for new family housing has
been discussed earlier. The proximity of the landfill to ongoing development in Wake and
Johnston County will not only reduce hauling costs, but also reduce the amount of truck traffic
that would otherwise have to travel to alternative sites along public roads. This reduction in
truck traffic increases public safety. Since the service area for this facility is only Wake and
Johnston Counties, truck traffic from other regions will not be generated by this facility. A turn
lane will be provided from the south to increase safety along Smithfield Road. As described
earlier, initial conversations with Wake County have raised the potential for this facility to
provide needed temporary disposal capacity during emergencies, such as hurricanes.
The welfare of the local populace has also been considered, not just the general population of the
service area. The existing facility has received accolades from the Wake County commissioners
for its operation, and has been well received by neighbors as evidenced by the lack of objections
to the facility during recent public meetings. This is extremely rare for any landfill facility. The
proposed facility will only operate during normal working hours (7 am to 7 pm Monday through
Friday), limiting noise disturbance to daytime when less receptors are present. The operations
plan includes measures to reduce noise to minimal levels. Visual screening will be planted
around the landfill to limit aesthetic disturbance to the local community, and a 100 -foot
undisturbed buffer will be maintained around the entire facility boundary.
Stormwater Management
Stormwater management on the site will be achieved through the design, operation, and
maintenance of the facility as follows:
➢ The site design limits impervious surfaces to the greatest extent possible - less than 4% of
the site.
➢ BMPs have been sited to retain local flow conditions and cause minimal diversions.
➢ BMPs are sized to retain the entire 1" Water Quality Design Storm without discharge,
and control the 25 -year 24-hour storm event satisfying the 85% TSS removal.
➢ The site will be operated in a phased approach, in which small (5 -year) cells will be
capped, vegetated, and maintained as they are completed to limit disturbance and runoff.
➢ BMPs will be regularly maintained and inspected throughout the 50 year lifespan of the
facility and a 30 year post -closure period (under pending C&D rule amendments).
A detailed narrative, along with supporting documentation, of the proposed stormwater
management system for the Site is provided in Attachment 6. Stormwater controls, shown in
Drawing S5, include vegetated ditches designed to grass swale criteria surrounding the entire
landfill development, seven extended dry detention basins, and level spreaders at the outlets of
each basin. The overall Total Suspended Solids removal efficiency of the stormwater
management plan is 89%, which exceeds the 85% state requirements. As stated above, there will

Ms. Amy Chapman Page 8 of 8
December 18, 2006
be no outflow from the basins during the 1 -inch 24-hour storm, and therefore the settling
efficiency of these BMPs canbe considered as 100% during this storm event.
Other stormwater BMPs were evaluated for the Site, including wet detention basins for the larger
drainage areas and bioretention areas for the smaller drainages. These BMPs were not utilized
for several reasons. First, since there will be no discharge from the extended dry detention
basins during the Water Quality Design Storm (1" storm), the addition of a permanent pool for
wet detention would not increase water quality treatment for these events. Also, the larger
drainage areas that would be appropriate for wet detention treatment will not contain impervious
surfaces, since they will be comprised of a soil cover cap only. Therefore, based on NCDENR
design criteria, a permanent pool would not be required. These devices, along with bioretention
areas, are recommended for more "traditional' development with higher impervious surfaces.
The landfill, with extremely low impervious area, will be in operation for up to 50 years, during
which time frequent maintenance of BMPs to clean out sediment and debris is likely. Wet
detention ponds and bioretention areas would be much harder and more costly to maintain than
extended dry basins during the life of the facility, and therefore a less effective BMP for the Site.
Nutrient Loading Analysis
The Site was analyzed for pre -construction and post -construction nitrogen loading rates using the
NCDENR Total Nitrogen Loading Worksheet (Attachment 5). Pre and post -development
loading rates were derived through analysis of existing site conditions using aerial photography
and ground truthing, and analysis of post -development conditions based on the proposed design
and final closure details.
The results of the nutrient loading analysis show that through the implementation of the
stormwater management system described above, there will be a reduction of the current
nitrogen loading rate at the Site. The pre -development loading rate is 0.78 lb/ac/yr, while the
post -construction loading rate is 0.49 lb/ac/yr.
We would appreciate your consideration of this information during the review of this variance
request, and look forward to your favorable review of this project. We are requesting that this
variance application, pending NCDWQ staff approval, be presented at the January 10, 2007
Environmental Management Commission — Water Quality Committee hearing. Please contact
me at your convenience if you have any questions or require further information.
Sincerely,
Carolina Ec7stems, Inc.
Philip
Serdor Environmental Scientist
Cc: Stacey Smith, P.E., G. N. Richardson & Associates, Inc.
David King, Shotwell Landfill, Inc.
Gary Lynch, Shotwell Landfill, Inc.

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Mr. Philip May
Carolina Ecosystems, Inc.
8208 Brian Court
Garner, NC 27529
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
November 27, 2006
Subject Property: Shotwell Landfill
Wake County, NC
Dear Mr. May:
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project 9 2006-97-0893v.2
County: Wake
On October 5, 2006, at your request, Amy Chapman conducted a determination to review 6
stream features located on the subject property for applicability to the Neuse Buffer Rules (15A
NCAC 2B .0233). The features are labeled as "A", "B", "C", "D", "E" and "I"' on the attached
map and initialed by Amy Chapman on November 27, 2006.
The Division of Water Quality (DWQ) has determined that the surface waters labeled as
"A", "B" and "C" on the attached map are subject to the Neuse Buffer Rule and that the
surface waters labeled as "D", "E" and "F" on the attached map are not subject to the
Neuse Buffer Rule. The owner (or future owners) should notify the DWQ (and other relevant
agencies) of this decision in any future correspondences concerning this property. This on-site
determination shall expire five (5) years from the date of this letter.
Landowners or affected parties that dispute a determination made by the DWQ or Delegated
Local Authority that a surface water exists and that it is subject to the buffer rule may request a
determination by the Director. A request for a determination by the Director shall be referred to
the Director in writing c/o Cyndi Karoly, DWQ 401 Oversight/Express Permitting Unit, 2321
Crabtree Blvd., Suite 250, Raleigh, NC 27604-2260. Individuals that dispute a determination by
the DWQ or Delegated Local Authority that "exempts" a surface water from the buffer rule may
ask for an adjudicatory hearing. You must act within 60 days of the date that you receive this
letter. Applicants are hereby notified that the 60 -day statutory appeal time does not start until the
affected party (including downstream and adjacent landowners) is notified of this decision.
DWQ recommends that the applicant conduct this notification in order to be certain that third
party appeals are made in a timely manner. To ask for a hearing, send a written petition, which
conforms to Chapter 150B of the North Carolina General Statutes to the Office of Administrative
Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This determination is final and
binding unless you ask for a hearing within 60 days.
This letter only addresses the applicability to the buffer rules and does not approve any activity
within the buffers. Nor does this letter approve any activity within Waters of the United States
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer – 50% Recycled/10% Post Consumer Paper
One
Carolina
atur2;

Philip May
Page 2 of 2
November 27, 2006
or Waters of the State. If you have any additional questions or require additional information
please call Amy Chapman at [phone].
Sincerely,
Cyndi B. Karoly, Supervisor
401 Oversight/Express Review Permits Unit
CBK/asc
Enclosures: Wake County Soil Survey Map
cc: Mike Horan, DWQ Raleigh Regional Office
File Copy
Central Files
Filename: 970893v2ShotwellLandfill(Wake)DET

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SHOTWELL LANDFILL EXPANSION
NEUSE RIVER BUFFER MAJOR VARIANCE REQUEST
ATTACHMENT LIST
Attachment
1
Major Variance Request Form
2
Figures (see below)
3
Site Photographs
4
Deed Information
5
Nitrogen Loading Calculations
6
Conceptual Stormwater Plan
7
Engineering Drawings (see below)
Figures (Attachment 2)
Site Location
Existing Conditions
Wetland, Stream, and Buffer Locations
Drawings (Attachment 6)
1 Existing Site Conditions
2 Currently Permitted Site Development
3 Option 1: Selected Option
4 Option 2: Partial Impact Avoidance
5 Option 3: Full Impact Avoidance
6 Details

ATTACHMENT 1
Major Variance Request Form

OFFICE USE ONLY: Date Received Request #
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Variance Request Form
Neuse River Basin: Nutrient Sensitive Waters Management Strategy
Protection and Maintenance of Riparian Areas Rule (15A NCAC .0233)
NOTE: This form maybe photocopied for use as an original.
Part 1: General Information
Applicant's name (the corporation, individual, etc. who owns the project):
Shotwell Landfill Inc.
2. Print Owner/Signing Official (person legally responsible for the facility and its compliance)
Name: _Gary Lynch
Title: _Owner
Street address: P.O. Box 576
City, State, Zip: Garner, NC, 27529
Telephone: (9191_773-9896
Fax: (�)
3. Project Name (Subdivision, facility, or establishment name - consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
_Shotwell Construction and Demolition Landfill Expansion
4. Location of Facility
Street address: 4274 Smithfield Rd
City, State, Zip: _Wendell, NC 27591
County: _Wake
Latitude/longitude: _35.7230 deg N; 78.4399 deg W
5. Directions to facility from nearest major intersection (Also attach a map):
_From the US 64 Bypass east of Raleigh, take the Smithfield Road exi4 turn righty go
through a stop light at Poole Road, go through a stop sign at Mial Plantation Road, the site
is approximately 1 mile on the right
6. Contact person who can answer questions about the facility:
Name: _Stacey Smith
Telephone: (9191_828-0577
Fax: (9191_828-3899
Email: [e-mail]
7. Requested Environmental Management Commission Hearing Date: _January 10, 2007
Version 1: September 1998

Part 2: Demonstration of Need for a Variance
NOTE: The variance provision of the Neuse Riparian Area Rule allows the Environmental Management
Commission to grant a variance to an affected party when the following conditions apply on a given project:
(a) practical difficulties or hardships would result from strict application of the rule:
(b) such difficulties or hardships result from conditios which are peculiar to the property involved, and
(c) the general purpose and intent of the Rule would be preserved, water quality would be protected and
substantial justice would be done if the variance were granted.
This part of the application is to explain how the project meets criteria (a) and (b).
Attach a detailed description (2-3 pages) explaining the following:
• The practical difficulties or hardships that would result from strict application of the Rule.
• How these difficulties or hardships result from conditions that are unique to the property
involved.
• Why reconfiguring and/or reducing the built -upon area to preserve a greater portion of the
riparian area is not feasible on this project. If economic hardship is the major
consideration, then include a specific explanation of the economic hardship and the
proportion of the hardship to the entire value of the project.
See attached cover letter page 4
Part 3: Water Quality Protection
NOTE: This part of the application is to explain how the project meets criterion (c): the general purpose and
intent of the Rule would be preserved, water quality would be protected and substantial justice would be done if
the variance were granted.
Briefly summarize how water quality will be protected on this project. Also attach a detailed
narrative (1-2 pages) describing the nonstructural and structural measures that will
for protecting water quality and reducing nitrogen inputs to surface water.
_See attached cover letter page 6
2. What is the total project area in acres? _135.29 acres_
3. Which of the following permits/approvals will be required for this project?
CAMA Major
X Sediment/Erosion Control
X 401 Certification/404 Permit
Variance Request Form, page 2
Version 1: September 1998
be used

Part 3: Water Quality Protection, continued
4. Complete the following information for each drainage basin. If there are more than two
drainage basins in the project, attach an additional sheet with the information for each basin
provided in the same format as below.
Project Information Drainage Basin 1 Drainage Basin 2
Receiving stream name See attached table See attached table
Receiving stream class'
Drainage basin area (total')
Existing impervious area' (total')
Proposed impervious area' (total')
• Impervious area' (on-site)
• Impervious area' (total')
Impervious area' Drainage basin 1 Drainage basin 2
On-site buildings See attached table See attached table
On-site streets
On-site parking
On-site sidewalks
Other on-site
Total on-site
Off-site
Total
The internet site for this information is http://h2o.enr.state.nc.us/strmclass/alpha/neu.html
Total means on-site plus off-site area that drains through the project.
Impervious area is defined as the built -upon area including, but not limited to, buildings, parking areas,
sidewalks, gravel areas, etc.
5. How was the off-site impervious area listed above derived?
GIS -based interptretation of 2005 Wake County orthophotography, supplemented by field
verification
6. What will be the annual nitrogen load contributed by this site after development in pounds per
acre per year without structural BMPs (stormwater pond, wetland, infiltration basin, etc)?
Attach a detailed plan for all proposed structural stormwater BMPs.
Drainage
Basin
Size of
drainage
basin
(ac)
Post -development
nitrogen loading rate
without BMPs°
(lbs/ac/yr)
BMP nitrogen
removal
efficiency,
NO
Final nitrogen
loading rate
(lbs/ac/yr)
Final nitrogen
loading from
drainage basin
(Ibs)
1
12.63
0.66
28.0
0.48
6.03
2
13.65
0.66
28.0
0.48
6.49
3
10.91
0.67
28.0
0.48
5.25
4
2.89
1.14
28.0
0.82
2.37
5
1 23.85
1 0.64
1 28.0
1 0.46
1 10.91
6
12.93
0.67
28.0
0.48
6.22
7
9.60
0.68
18.0
0.49
5.85
Totals
86.46
------
------
------
43.12
" Attach calculations and references.
5 Attach calculations and references.
Variance Request Form, page 3
Version 1: September 1998

Part 3: Water Quality Protection, continued
-- 7. The applicable supplemental form(s) listed below must be attached for each BMP specified:
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-109
Innovative BMPs Supplement
Part 4: Submittal
Checklist
A complete appplication submittal consists of the following components. Incomplete submittals
will be returned to the
applicant. The complete variance request submittal must be received 90
days prior to the EMC
meeting at which you wish the request to be heard. Initial below to
indicate that the necessary information has been provided.
Applicant's
item
Initials
FH Stt •
Original and two copies of the Variance Request Form and the attachments
listed below.
�l AYl
A vicinity map of the project (see Part 1, Item 5)
Narrative demonstration of the need for a variance (see Part 2)
PF+
A detailed narrative description of stormwater treatment/management (see Part
?M 4h
3, Item 1)
•
Calculations supporting nitrogen loading estimates (see Part 3, Item 6)
QJL1 •
Calculations and references supporting nitrogen removal from proposed BMPs
(see Part 3, Item 6)
Location and details for all proposed structural stormwater BMPs (see Part 3,
Pe.Item
6)
•
Three copies of the applicable Supplement Form(s) for each BMP and/or
O�
narrative for each innovative BMP (see Part 3, Item 7)
•
Three copies of plans and specifications, including:
0 Development/Project name
OAA SAO
0 Engineer and firm
0 Legend and north arrow
_
0 Scale (1" = 100' or 1'= 50' is preferred)
ryZ
0 Revision number & date
0 Mean high water line (if applicable)
D.t„ Ot1
0 Dimensioned property/project boundary
0 Location map with named streets or NC State Road numbers
0 Original contours, proposed contours, spot elevations, finished floor
elevations
0 Details of roads, parking, cul -de -sae, sidewalks, and curb and gutter
��
0 Footprint of any proposed buildings or other structures
0 Wetlands delineated, or a note on plans that none exist
0 Existing drainage (including off-site), drainage easements, pipe sizes, runoff
calculations
0 Drainage basins delineated
jim
SA
0 Perennial and intermittent streams, ponds, lakes, rivers and estuaries
0 Location of forest vegetation along the streams, ponds, lakes, rivers and
estuaries
Variance Request Fonn, page 4
Version 1: September 1998

Part 6: Deed Restrictions
By your signature in Part 7 of this application, you certify that all structural stormwater best
management practices required by this variance shall be located in recorded stormwater
easements, that the easements will run with the land, that the easements cannot be changed or
deleted without concurrence from the State, and that the easements will be recorded prior to the
sale of any lot.
Part 6: Agent Authorization
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Designated agent (individual or firm): _Phil May, Carolina Ecosystems, Inc
Mailing address:
8208 Brian Court
City, State, Zip:
_Garner, NC, 27529
Telephone:
_(919) 606-1065
Fax:
_(919) 341-4474
Email: [e-mail]
Part 7: Applicant's Certification
I, _Gary Lynch_ (print or type name of person listed in Part I, Item 2), certify that the information
included on this permit application form is correct, that the project will be constructed in
conformance with the approved plans and that the deed restrictions in accordance with Part 5 of
this form will be recorded with all required permit con to
i
Signature: _ 77�-----'—)
Date: 1[ — l ,�-
Title:
Variance Request Form, page 5
Version 1: September 1998

IMPERVIOUS AREAS CALCULATIONS:
Project Information
Drainage area -1
Drainage area -2
Drainage area -3
Drainage area -4
On -Site Buildings
(Existing Ditch-1Dc(Existing
Ditch-2Dc(Existing
Ditch-3Dc(Existing
Ditch-4Dc
On -Site Streets
UT- Marks Creek
UT -Marks Creek
UT- Marks Creek
UT -Marks Creek
Receiving Stream Class
C -NSW
C -NSW
C -NSW
C -NSW
Drainage basin area total
43
28.1
11.3 AC
46.4
Existing Impervious area (total)
0.6 AC
0.2 AC
0 AC
1.2
Proposed impervious area (total)
0 AC
2.3 AC
0 AC
0
% Impervious on-site
1.4
8.8
0
0
% Impervious (Total)
1.4
8.8
0
2.6
Impervious Area
Drainage area -1
Drainage area -2
Drainage area -3
Drainage area -4
On -Site Buildings
0 AC
0.01 AC
0 AC
0 AC
On -Site Streets
0 AC
0.19 AC
0 AC
0 AC
On -Site Parking
0 AC
2.1 AC
0 AC
0 AC
On -Site Sidewalks
0 AC
0 AC
0 AC
0 AC
Other On -Site
0 AC
1 AC
0 AC
0 AC
Total On -Site
0 AC
2.3 AC
0 AC
0 AC
Off -Site
0 AC
0 AC
0 AC
1.2 AC
Total
0 AC
2.3 AC
0 AC
1.2 AC

SHOTWELL LANDFILL, INC
P. 0. BOX 576
GARNFR, NC 27529
919-773-9896
To Whom It May Concern,
%cv 0C r 0 3
2006
September 25, 2006
This letter authorizes G.N. Richardson & Associates, Inc. and Carolina Ecosystems, Inc.
to act as authorized agents on the behalf of Shotwell Landfill Inc. for the purpose of
jurisdictional wetland delineation, Clean Water Act Section 404 and 401 permitting, and
the preparation of a major variance from the Neuse River Basin: Nutrient Sensitive
Waters Management Strategy: Protection and Maintenance of Existing Riparian Buffers
Rule. The site is located at 4724 Smithfield Road, Wendell NC 27591.
Sincerely,
David King
President
Shotwell Landfill Inc.
P. O. Box 576
Garner, NC 27529

ATTACHMENT 2
Figures

: = Site
4 O
a : Raleigh
Wake County la 19-21
9 Johnston County
: ithfi. t�
4 0 4 8 Miles
Carolina Site Location
Ecosystems, Ina Shotwell Landfill
G. N. Richardson & Associates, Inc.
ite
NO
ti
za
O
4000 , 4000 8000 Feet
NCDOT Roads
NCCGIA Counties & Municipalities
Date: 9/12/06 I Figure No: 1

Legentl
- e.�ww ..�.. �. ee...�cw.w wwe i i w....m. ;`; mm..r.
': Z =� K
� ! 4
,Y air � a �_ � �a� �� �, � ���e-''�
i1 �°
f
.� � � y �..��, rag s �a � X����-�t�E�{�i�. � �y�""'r� ;�ri� v
=k"7 . F ZA r� LyyY d 4 ,
aux+y � ��. �� �, a �� � � 'k-'�' g�" R
�"e1 s 3 � ,E` 3 yam. � T
w
,} y �.>_ ,�, ,. y�'^�✓. � � ,, ,>- Current Agriculture
1
,. y ., � i
b, � r ,,. :�c. .s a
T �, rI � ^M/' .� ' _ +kms � "�;
..y �rq i6 'jam
.c , moi, pj , r r _. �
i . � ,:a v,
,� r '!
�`", -,, !�� � � � {"� Ar
.r
r "�
� ., � � `
•'1 y� a 'k4'� Sod -.
—� F�, " Sto9kpile � �
... ,fir
a: � � `. Inactive LCID �� i a .'�, � :.:k �;, 4
+� c
� � �t � Landfill �'-i �ti "� ,+� .,y, v'�"
� > k 5
a i w��� �' Current Permitted .; �_ -� � �. -^- " ,�: i
s - - '— �— f Landfill Area
� �� � t
Inactive LCI F � ,.�� �
� � N
dY � �
�andfill
��` � `� � � � � � � 200 ��� 0 � � 200 400 Feet
Existing Site Conditions Wake County 2005 Color Orthos
Shotwell Landfill
G. N. Richardson &Associates, Inc. Date: 11/03/06 Figure No: 2

ATTACHMENT 3
Site Photographs

Shotwell Landfill Expansion
Site Photos
1
Page 1 of 5

Shotwell Landfill Expansion
Site Photos
Page 2 of 5

Shotwell Landfill Expansion
Site Photos
Page 3 of 5

Shotwell Landfill Expansion
Site Photos
Page 4 of 5

ATTACHMENT 4
Deed Information

an trc onrmr»
pnl.
pwl EfaaN
E,c2kN 7aX
0�1442P0651
PRESENTED
FDR
REGISTRATION
DA 1rAR(Nm 97t- 30 PN h 22
t.A411',i, ; PiDOIC1t
REGISTER Of ©EEDS
WAi(F_ COUNTY
=TAM ywov Recording Ming Boa mid PW9
Tax Lot No. n0► 87 12-�_ Parcel ideatifaer No. 1'761.02-68-4256
Veifted by Cwutty on the _day of , 19
by
M" 411er recording to David R, Shcarae, 403$ Brenn Ihiva, Rauh, N. C., 27609
This insument waa prepared red by (lines I., whoa of Ma o itg, Fulton & Skkncr, P -A.
llriefdtsstription for the index 57.973acres. Smithfield PoW
NORTH CAROLINA GENERAL WARRANTY DEED
T131S DEED made this 301h day of Apa 1997, by and between Dorothy 1). Montague, widow,
fsnvaor, and 14vick Buiklera, loan, Cmmtm whom mailing address is: 4948-A Windy hili
Drive, 8,altigh, NoTth Carofm 27609,
WTINESSETTi, IhA the Grantor; for a valuable conakation paid by the + ted the receipt of
which is hereby aclmovvWS4 has and by these ptesents does Want, bargtaa, seU aid convey
unto the; Entex in fee s4apla, to that Votsin kat at pawl Orland situated ai 311ailiil Cre&
` own4up, Wake Coutay, North C*„am as and more putmWy described as follows:
t3E0114P±NO at a P Y, nail sa in the=Malirrae KC.S,K 2233 (Smithfield Road), said P.K. oaH
b6ag distarrt Soo* 1511 13119' East 2,029-16 fcdt 6= the moa of the cemerfioes of
N.C.5. L 2133 aid t4.C.S.1L. 2508 (tlinieft Roaft runt theam along and with the amitrt4w of
N.C.S.1z 2233 the 1b11 Mq& rime cow= and theta m. (1) South 35426' 1$" past 124.50 feet to
a poxa; (2) South 34° 56' 44" hese 100.58 tea to a pant: (3) Swath 3e x7"21" Fast 84.62 face to
a point; (4) South 33° S7' 0 V Fast IM04 feta to a point, ($) South 334 25' sr East 11345 fen to
a rowdy (6) South 31" 51'44* San 10431 rock to a po4m (7) South 27416 251 Esat $7.80 feet to
a point; (8) South 22415' 02" East 100..43 tea to a poi*, wA (9) &mth 140 VY 460 FM 94,00
feet to a,poW4 theam leaving tits t amidine ofXCA& 2233 aid mmkg along and tvitb the
northrin live of the property now or famicrty owned by Norma Dougi s S al4aga (PIN 1761.02
67 5555) .the follovrtft'thrm courses and -dim: (1) South 69' 32' 17" West %4.92 fee to i s
taostiag aaa pips (2) South 444 27 W West 499,80 Reel to an cd5ft iron pope; and (3) North
$7" 01'W West 2,301..38 fact to an existing iron pipe is the castem fine of the property now or
foramly ovmed by WiNismsont Famtt(kim 1161,0147 b10ft elms Cheam Am* ai0 with Wd
c stem lim of Willittasonfunts Noah 014 55' Sr Eat 861-03 feet to as misting Tena pipe; said
pipe being the southwreuem tomer of the propaty now or forawrly owned by FAWa Ronk
'IMMIMMI (:t1, (M 1761.42 bit 2263X Cntt9110a 41MV Otto .tom tk Meier a line orae
Roti bmsta Cera Co. the following two c oma aid distances: (1) South 894 49' 44" East
2,489.92 fat to on aiuing iron pipe; and (2) Noah 494Y 21' East 759.32 feat to the POINT
AND PLACE OF MGM". covAlaing 68.610 aches, 640404/7 Wa tvtfidtt.tite d&
of way orMC.S.P- 2233. all according to plat of anvey trotted "Oomdtary Survey for Lovi&
kla ildem Inc., Tract 3, flabett Doug1 u heirs Propaq- dated April 17.1997 and ArepattA b1'
Rivera wad Associates, lm., F4&Aem Plkwzm summyom
SAVE AT D EXCEPT: Beginning ata point is the ocaterTina of STC: 2233 (Smithf d Roark), wird
pow muWns the soetbcast comma of Le 4 ofthe Pte" afftibw Dm& Elvis as shown an
pial of survey recorded in Book of Maps 1994, page 1144, Wake County .it y, rutty tha"
with the omtr Gus of SR 2233 South 34" W Or East 326,96 feat to a point and South 32110
RsLST"-iflItm
4

[Pam 2 01 2)
i
ti
xx144050652
33' Feu 355.46 feet to a poirC thw leaving the *COW lino ttf Smhhftdd Road runs thtttor (a
new Jure) South 69" 32' 25' W oM 30.71 feet to a new hoop pipe in the southwestern r4ft ofwry
lira of Stmi%field road aad cootimd% the same course 939.97 feet to a new iron pipe. runs tlaaror
North 060 01' 06" west 422 fort to an ododng eon pipe, cermet with Lot 4 of the Hobert Douglos
Heirs; tura thence with the Una of Lot 4 North 40 4512411 VA t 727.47 fee to An arjoing von
.pipe in the southwomem right ofway line of Srreethfidd road and continuing the same course
30.17 feet to the point and place ofbeoniM vA containing 10.A79 auto, of which ,369 acrts is
within the right of way of StnithAtId Road, or 10.110 rarft ret of such right of way, all according
to a survey for Dorothy Mouague dated October 23.19%, prepared * Wa s w G. Clark, Jr.,
RL*mered land Surveyor.
The property heteinabove described was ac*umd by Grantor by morurmot recordW in Rook
3352, psge t159, Wake County Rogisty,
TO HAVE AND TO HOLD the sfrucsaid lot or paid of land sM all priatGes and
appatermoes dwmo btlwting to the Caantee in lee rim*
And the Graetot eovrawtus with the Grantee, that Grantor is seized of thio premises in fm simple~
has the right to amvey the some in fee simpte, that tAk is marketable aid five and clear of aP
mwvlbranees, red that Grantor will warrant and defend the title sgWm the lswfid claims of all
persons whowsoem sataept I it the m4ptiomu hercinattcr stated.
"fide to the property hazwAbove deswIKd is subject to the following excepdotmi
1991 taxes, rigid of way of Smithfield Road, and easements of record.
M WfiN ,S WMEW, ft Owitor bw httctlnto set kr hand and seal, the day, and
year first above wnum
STATE OF NORTR CAROLINA
COiiNT" Y' OF WAKE
L she uaderigne d Notary tic of the Couaty and State a€hrxsaid, ce 3fy that why
D. Siontaguk widow, Gramm, pc son4y appeared] before ma ties day and the
V tVwuon of the foregobv iftstrumamt,
lwitam my kmnd and oli'raw U&M or stst# this � Aay Of Aptii, 1997.
STEVE GEN Public
tR9t
My C� lxlrires:
_.._ _ �rr:wmaiai�C7akwa�flR
NORTH CAiBOUNA.__ WAKe XQM
''N ia1 i�IrWPat 9� m[IYCLTtlkti�lilTlL+lhl �r ffi SYf�IM p4M'l 11YM5d� iAi
�+tNnrw lMai �RypgdrwM1M btyl.pl�yYlMlYot
at,t�c,wpwrde«�
{ By

0004110
tt10,. ". Ad
PRESENTED
r"QR
REGISTRATION
98 {SEP -3 Pit 1: 17
LAUA''k f yaJtj i,
REGISTER 07 1EEO5
WAKE COURTY
ools7i2 1761.0-�s-�zas
mail dirt reetrd+at to ..... DaYLd.,R.,..S��* .Att4XOCy
This aaatrtrutiat a u prepared by David, .it. , Shearon, Attorney .... .
Britt Awription for tha lades
NORTH C,t OUNA GENERAi. WARRAWY DEED
THI.`i Dmw uu,* this ..,..bila... dv et January . .. . 19. 98. by and batweca
alk"Toll
LOYICK WILOW, INC.
CRANTEE
SHOWELL LAW1U, INC.
4948-A Windy Hili Drive
Raleigh. NC 27609
DOW d A00"t4atc iY*4 r*r aa*n 7rt+tr: wowaa++xsti bok M aw wkmt taaraettt r *tWr, t,,, a orpo u. ar pratsedk4l.
flat dts*nMWa Grantor "d Granux ars ustid 5eraaa *hail iaeaude heir aad .h ,
.bail aaclarde rtnautar. pluraL mabauHna, Imibiat or aeuarr as mgaCtrd by ecntcm
VM'XXSU'M IM tho It`tlli ., for a valuable conaideratma paid by th9 Orartee, the reeeipt a3 whkh 1a hemby
ackr09 kdsed, luta and by tbeae prtmvu dues gmt, 'baMain, sell "A p111Vty li'ato the {Staalitt is 1" zh ca ala Mat
c0ta14 lot of parr*! .1 land sitvatad is tba City of ..... ... _Marks Greek Torr°nabip,
mad psnriicmlari3 aturi't*d as follpWa:
SEE EXHIBIT A ATTACKED MWO Atm INCORPMA?EA HEREIN BY REt=EREI(M.
t.�
2%C F. Aaawr.. ram M+..3 Q 1446, 4MIM14 *972

U* property bartinskmvt dt"fted was Acquired by 4U"ts- by iaMmw#At rft'"&W In
So.o.k. 7442 ....... ... ... _ . .... . ... ...... .. .. .... .. ..... . ... ......
Amp shoving the A"t 44kribw w" Is Mgt" to NO AM, - I . I PAP --
TO HAVE AND TO 116M i46 616MAM let 6? W01) Of Illad "d 141 yrs"Into wkd App"u"04" thmto beloswinit to
the OTaot" im It* slmplc.
Arid the Grantor covencoto with tar Grwptv'*' that GOL"gor is seised 6ftho twtv-44" 14 It* 40mpis. W the r4ht to 4:08voy
the NAMC is f" tir4pl4p, that title Is s%A4w4.Able "d (too And Clear 61 all MculAbrific". ANA th4t Granter will Warta*& 6914
4tfead the title tstislit thejawfol cWns of all 1*,sorts *Umvoew txtnq for the tweptioas bereinatur AWM.
Me to the property twrtinabuve dwfited is subivet to the followins txtwAo".
SuWect to 1098 ad Valorem property tax and SOMMt YeIrS.
Subject to easwats, restrictions and rights of way Of rt0rd- If &PY-
%be 1 t hwein conveyed Is sibJect to a SPOcial us* Ponvdt iA SUP -1765-98,
4pproved by the Waku Cowty D=d of 0xmdssim=s m My 4. 1998
%W Wff"W 104=0
— W 1141.11—
=Lee= *Y ft J N, =4 :*u
LOVICK BUILDERS, IXC.
,kTvx"-. ....... ........... ----------
29
NON" CAAO"NA. -------- — ------
Jt*k*w v"lk as do 0"M "d JIM" *W"kw ..,My mN...... ------------
A
.............. ...............................
u" as WNW vxw a W" *4 fty .0 se --
MY .—At" taeMu --- — -- — -------- Notery *.Wk
- — — ----------
L & X*"" Poem a He 90*10 a" SK0. 00MMAK .a Iw aw
p""Walp 4&— 84m Am a
.......... ter *oM*1wj' 4w
uo 4#v%*Mk#6' I" ""v"ft ""k—a —at." A. W. e—* As a*
"IlA 00 40"wa" ow
..........
AC
V1.0 "W0.0" C-"M"�w w ....... .....
r
--- — -------- — - -------- ----- — - .................. ....._.,..,.......>............a......,..-..
U.—.0 aM taw AMW3Taae env AM, m& ..s " 0. a.re b" a*. "d sm, see Woe "d t", *+" 40 w
Ct 1. Af*x ra, $ 01M *"04 11"

(Page 3 of 3)
Illi(iINNING al a P,K, tutil W is lite rxnmetline N!'. S It 2233 (Switltiieltt Itond), raid P.K, Dail
Irelr[d dislnt►t S4,144111 35" El' 19" Cast 2.029A6 64 milia xWrttxUnts of
N.C.S,it. 2233 turd N.C.S.R. 25011(111suma Itned), rags tl►com pkulg and ~villi the ctntalline or
NA'.S.it. 223.1 lIw. I'ilunwiall ninerokincs aril{ disltttwm: (1) 4watk 356 26' IS* East 124.50 rw to
illtaltlt; (2) 1xgh'1'1" Sh'+14" llu� ltMl:bB fixt it) it 3q*'2T26" l."?Isl 94,62 feet Io
it tutinl; (4) . MIll 33` 5 7' til" Ieast 82,04 ftxt to it ruaiat; (S) tituuh 33" 25' 52" Past r 13 $5 foci to
a piKat; (6) .Staub 31" S t` 44" 1?t►st 1'1+1.31 ria In a Isatiatl; (7) Sratll► �?° 1 Cs' 2St Ca#t li�.9+3 %114
a poi►n; (8) 5t»art 2" 1 V 02" NkM I Ms.113 NO lO n tutini; 111141 (9) sttutll 19920, 46" East 04.00
rixt tis a Imiad; theure luavim It Ito: i>entulioo of N.t;.; .lt. 3211 twit naming along and Willi ilia
t nftill=11 lint ttfihellanPerly nuwar titaaraaly tnwuwl Ity M144114 01mallisStnlliolp (PIN 1761.02
i G7 5553} 11tG lbUttwltl(1 tiaras axtases tuul disttatcea: (1) Saattl Or 32' 17" West 964,82 real to an
t•xistinit lion pipe; (2) Smith 44" 2T40" West 499,90 lizi to mi existing iron {ripe; end (3) Month
8r ill` 00, 1Ntali 2,141,18 rVa it, nil talimiluijiota hl". illlite easiira line ortilt properly now or
t'arntesty awutal lty wiitiauusnn harms (PIN 1761,4147 r11'Jt3); Hats thcaca along atxl wiih said
eastcm titin or Wilrian►s m yams mmw iii" 5S' SM" least twi .d3 rew k1 nn exisliag iron Pipe, said
ditto helots till stu►lhw estera corms tit iho pit+pasty now m Iiwotiuty Owned Ity angio Itotk
Ittvesttaent (,m (PIN 1761 917 baa 2263); joins ttwAitc altuis anal what lits aor►lhnra► line orl7.ttgle
itork lnvestntent Co, the rWowittg two uses will dilaauuec (1} 8ruWlt 906 49' 44" Rut
2,18902 feet In an exiblh% atop pilau; lout (2) Ntuth 49" 4S' .21" fiast 7$9.32 real to the POINT
AND PLAM 01, MIGINN1N(i, t ultlrsMilg 69,600 lievas, utahithug 0.617 acres uhhin leen tight
or way of N.C;, S.t1, 22.13. A iiewriliul; ht ltlat Orsnrvcy ontillutl "11t11tatckury Survey rhr Lovick
Itttildors, Im, "I'mul 3,1 Icthut floulllas Mks Putlmity' tlatetl Aplitt 17, 1977 mW rtepareti by
+ [livers mull ilssnemlts, 1110., i;ngim cts, Planners. Sorveyors.
THERE I5 EXCEPTED frarn the above -referenced property that property described as
foul lows-
6E114G a31 of Tract ail as shorn an survey for Central Carolina Associates as
shm a on imp prepared toy Rivers and Associates, Inc. recorded in hook of Maps
_................ . 1297,, Pagg 1749t ►lake Crnmty Registry.

ATTACHMENT 5
Nitrogen Loading Calculations

Nitrogen Loading Calculations
• • Pre -developed Nitrogen Loading Calculations
• • Post -developed Nitrogen Loading Calculations

Pre -developed Nitrogen Loading Calculations

Total Nitrogen Loading Calculation for Pre Developed Condition (Automated)
Neuse River Barin:
Includes Cary, Durhta n, Garner, Goldsboro, Havelock, Kinston, New berg Raleigh, Smithfield, Wilson, Durham County,
Johnston County, Orange County, Wake County, and Wayne County.
Project Name: ShobvellC&D Lmn&yzg
Date: 121142006
By: KBS Checked By:
Directions (sane for pre -development and post -development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must
be included in the acreage values and treated.
Pre -development: (CompHan cepoint- Existing Ditch lDc)
0.46
MEMMEM
2.60
0.00
0.19
0.00
0.46
1.95
0.00
0.11
0.00
3.36
0.46
1.42
2.19
0.28
0.43
0.46
4.23
0.00
1.23
0.00
0.46
2.04
0.00
0.62
0.00
39.64
0.46
0.94
17.14
0.14
2.55
0.00
19.34
N/A
43.00
0.45
N/A
Pre-development:(Comphancepoint-ExistingDitch 3D)
MOMME
0.46
2.60
0.00
0.19
0.00
0.46
1.95
0.00
0.11
0.00
0.46
1.42
0.00
0.28
0.00
0.46
4.23
0.00
1.23
0.00
0.46
2.04
0.00
0.62
0.00
11.50
0.46
0.94
4.97
0.14
0.74
0.00
4.97
N/A
11.50
0.43
N/A

Pre -development: (Comphancepoint-Eadsting Ditch 2D)
1.90:10e2
2.60
5.05
0.19
0.37
1.20
1.02
1.95
0.00
0.11
0.00
1.02
1.42
0.00
0.28
0.00
1.02
4.23
0.00
1.23
0.00
1.02
2.04
0.00
0.62
0.00
26.20
1.02
0.94
25.17
0.14
3.75
0.07ME=
1.02
0.94
30.22
EM
N/A
28.10
1.08
MM
N/A
Pre -development: (Complia cepoint-ExdstingDitch 4D)
1.20
1.02
2.60
3.19
0.19
0.23
1.02
1.95
0.00
0.11
0.00
1.02
1.42
0.00
0.28
0.00
1.02
4.23
0.00
1.23
0.00
1.02
2.04
0.00
0.62
0.00
45.20
1.02
0.94
43.42
0.14
6.47
0.03
46.61
N/A
46.40
1.00
N/A

Weighted Average ofNutrient Loadings from the Catchments:

Post -developed Nitrogen Loading Calculations

G.N. Richardson Associates, Inc
ENGINEERING AND GEOLOGICAL SERVICES
Neuse River Basin:
Includes Cary, Durham, Garner, Goldsboro, Havelock, Kinston, New been, Raleigh, Smithfield, Wilson, Durham County,
Johnston County, Orange County, Wake County, and Wayne County.
12/15/2006
Page:1
Total Nitrogen (TN) BMP Removal Calculation Worksheet -Wetland Imapacts (Post -Developed Conditions)
Project Name: SHOTWELL C&D LANDFILL, INC.
Date: 12452006
By: Kb jal Shah Checked By:
Directions:
> It may be advantageous to split the development into separate catchments to be handled by separate BMPs. The tables below allow the development to be
split into as many as three catchments, and can be copied for greater than three NOTE: Unless runoff
flowing onto the development from offsite is routed
separately around or through the site, the offsite catchment area draining in must be included in the acreage values of the appropriate land use(s) and treated.
> Above each table: Enter the catchment acreage in the top green blank. Based on a comparison of the post -development TN and TP export coefficients you
calculated above to the rule requirements of 4.0lb/adyrTNand 0.4lb/ac/yrTP, select BMP(s) from the
list for treating the catchment runoff. Enterthechosen
BMP(s) nutrient removal rates in the green blanks. Ifmore than one BATT is to be used in series, the combined
removal rates will be calculated automatically
in the blue blanks.
> Catchment Tables: Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the light blue boxes. NOTE:
Compare the Total Catchment Acreage for the Development (final table) to the valueyou established in
the pre -BMP worksheet tables, and also to the site
plans, for consistency. All of these values need to be the same
TN TP
Design Standard
BXW Wet Detention Prod, 25 40
NCBMPMmual
Nutrient .S'tormwatm Weiland 40 35
NCBMPMmual
Removal Sand Filter 35 45
NCBMPMmual
Rates Bloretevnon 35 45
NCBMPMmual
Gross Swale 20 20
NCBMPMmual
Vegetated Finer Strip w/
20 35
'..... Level Spreader
NCBMPMmual
'.. Dry Detmtton 10 10
NCBMPMmual
Basinl:
Total acreage of catchment 1 = 12.63 ac
FirstBMP's TN removal rate= 0 % FirstBMP's TP removal rate=
%
Second BMP's TN removal rate= 10 % Second BMP's TP removal rate=
%
Third BMP's TN removal rate= 20 % Third BMP's TP removal rate=
%
TOTAL TN REMOVAL RATE= 28 % TOTAL TP REMOVAL RATE=
0 %
(1)
',, (2)
',, (3)
',, (4) (5)
(6) ',,
(+')
Type of Land Cover
Catchment.
M Formula
Average EMC of '.... Colvin" '....
Average EMC or
Column (2) ' (3) W (6) '...,.
Acreage
ttA6+8.3I
TN
TP m '...
Tronsportation impervious '..
0.00
0.46
2.60 0.00
0.19
0.00
Roof Impervious
0.00
0.46
1.95 0.00
0.11
0.00
Managed pervious
12.13
0.46
1.42 7.92
0.28
1.56
Wooded pervious
0.00
0.46
0.94 0.00
0.14
0.00
Area taken up by BMP
0.50
0.46
1.95 0.45
0.11
0.03
reaction litlpervlon8 (I) =
0.00
Pre RAPTN.
8.37
Pre-TIMPTP
N/A
Load 06/yr)=:..,
Load 06"yr)=.,.
IoW Arm of Development=
12.63
rb&NMr TN
0.66
Notice TE Exp.
N/A
Epare 414.iyri
PhfaafyrY�
Post-BMPTN...
Post -BMP Mo
Load (11I=:.., 6.03
Load (Ibiyr)=
N/A
N Norma' 1'P X".tWlarlgrY
N/A
Fart-e&n' TNNapar', 0.48
�.
Q..bt2ntfl'I=',
Neuse River Stormwater Rule 15A NCAC 213.0235 Last Modified 5/23/03

G.N. Richardson Associates, Inc
END INEERI NG AND GEOLOGICAL SERVICES
12/14/2006
Page:3
Basin 2:
Total acreage of catchment 2= 13.65 ac
FirstBMP's TN removal rate= 0 % FirstBMP's TP removal rate -%
%
Second BMP's TN removal rate= 10 % Second BMP's TP removal rate=V��%
Third BMP's TN removal rate= 20 % Third BMP's TP removal rate=
TOTAL TN REMOVAL RATE= 28 % TOTAL TP REMOVAL RATE= 0 %
(1)
',, (2)
',, (3)
',, (4) (5)
(6) ',,
(7)
Type of Land Cover
Catchment
M Fbrmnla
Average EMC of '..., Column '.....
Average FMC of
Column (2) ' (3)' (6) ''.....
Act
0,46+8.3I
TN
IF m
Trumpo'tatloniapervions
0.00
0.46
2.60 0.00
0.19
0.00
Roof Impervious
0.00
0.46
1.95 0.00
0.11
0.00
Managed pervious
13.26
0.46
1.42 8.66
0.28
1.71
Wooled pervious
0.00
0.46
0.94 0.00
0.14
0.00
Area taken up by BMF
0.39
0.46
1.95 0.35
0.11
0.02
Fraction Impervlow (1) =
0.00
�
FreiO4iFTN.
9.01
Fre-BMFTP
N/A
Load (lbfyr)=:..,
Load (1bTr)=.....
Total Area.. of Development. _
13.65
EreBam' TNRxpnrC 0.66
PreBw TE Exp.
N/A
tW1ar1Y+'Y=.
qv - W -
Post -10,111 N...
Post -11)
04
Load (Iblyr) =:.., 6.49
Load (Iblyr) =,
N/A
PoNBam'TPRaen
N/A
Eart-B&II'TNBspar,
0.48
tWlarlgrY
qb+ar+rrp=
Basin 3:
Total acreage of catchment3 =10.91 ac
FirstBMP's TN removal rate= 0 % FirstBMP's TP removal rate= %
too
-:::% Second BMP's TP removal rate= %
Second BNIP'9TNremovalrate=
Third BMP's TN removal rate= 20 % Third BMP's TP removal rate= %
TOTAL TN REMOVAL PATE= 28 % TOTAL TP REMOVAL PATE= 0 %
(1)
',, (2)
',, (3)
',, (4) (5)
(6) ',,
(7i
Type of Land Cover
Catchment
M Fbrmnla
Average EMC of '..., Column '.....
Average FMC of
Column (2) ' (3)' (6) '..,.
Acr
0,46+8.3I
TN
IF m
Transportation imprvloua '..
0.00
0.46
2.60 0.00
0.19
0.00
Roof bnpervious
0.00
0.46
1.95 0.00
0.11
0.00
Managed pervious
10.21
0.46
1.42 6.67
0.28
1.32
Wooded pervious
0.00
0.46
0.94 0.00
0.14
0.00
Area taken up by IN"
0.70
0.46
1.95 0.63
0.11
0.04
Fraction litlpervlom8 (I) =
0.00
FreL}BTFTN.
7.30
Pre-BMPTP
N/A
Load (lbfyr)=:..,
Load (1bTr)=.,.
ToW Ara of Development =
10.91Ere
Bam' TNRxpnrC 0.67
PreBw TE Exp.
N/A
tWfarlYr?=..
dwf vyni-
Post-BMPTN...
Post -BMP TF
Load (Iblyr) =:.., 5.25
Load (Ib Tr) =,,
N/A
Port.BMTPRM.
N/A
P.W.HMP TNRxpnr'.
0.48
t WlarlgrY
gbPar W-
Neuse River Stormwater Rule 15A NCAC 213.0235 Last Modified 5/23/03

G.N. Richardson Associates, Inc
END INEERI NG AND GEOLOGICAL SERVICES
12/14/2006
Page:4
Basin 4:
Total acreage of catchment3 =89 ac
First BMP's TN removal rate -IIWFO % First BMP's TP removal rate =P%
Second BMP's TN removal rate= 10 % Second BMP's TP removal rate= %
Third BMP's TN removal rate= 20 % Third BMP's TP removal rate= %
TOTAL TN REMOVAL RATE= 28 % TOTAL TP REMOVAL RATE= 0 %
(1)
',, (2)
',, (3)
',, (4) (5)
(6) ',,
(7)
Type of Land Cover
Catchment
M Formula
Average EMC of '..., Column '.....
Average FMC of
Column (2) ' (3)' (6) ''.....
Acreage
(0.46+8.3I)
TN(mggL) '.., (2)"(3)'(d) ''..,
IF(mg(L)
Transportation Impervious
2.32
0.46
2.60 2.77
0.19
0.20
Roof impervious
0.23
0.46
1.95 0.21
0.11
0.01
Managed pervious
0.00
0.46
1.42 0.00
0.28
0.00
Wooded pervious
0.00
0.46
0.94 0.00
0.14
0.00
Area taken up by BMF
0.34
0.46
1.95 0.30
0.11
0.02
Fraction impervlorls (d) =
0.88
Pre-Z�TN.
3.29
Pre )WUPTP
N/A
Load (lbfyr)=:..,.
Load (lbyr)=,.
Total Area.. of Development =
2.89
Nr Bk TNBxparp 1.14
vc.w P TP Expo
N/A
tW1ar1Y+'Y=.
t4bYacW-
Post-113,111I.
Fest-INT TP
Load (Ib/yr) =:.,, 2.37
Load (lb yr) =,.
N/A
PusNBan'TPBxpn
N/A
Eart-B&n'TNBxpar',
0.82
t@larlrr?.: ,
ph19a1FrY,�.
Basin 5:
Total acreage of catchment3 -23.85 ac
FirstBMP's TN removal rate= 0 % FirstBMP's TP removal rate=
Second BMP's TN removal rate= 10 % Second BMP's TP removal rate=ozo
Third BMP's TN removal rate= 20 % Third BMP's TP removal rate= %
TOTAL TN REMOVAL PATE= 28 % TOTAL TP REMOVAL PATE= 0 %
(1)
',, (2)
',, (3)
',, (4) (5)
(6) ',,
(i)
Type of Land Cover
Catchment,
M Formula
Average EMC of '.... Column '....
Average FSMC or
Column (2) ' (3) (6) '...,.
Acreage
pI+8,3I)
TN(mg/Li (2)"(3)'(4) '',
TP(mgfL)
Transportation impervious '..
0.00
0.46
2.60 0.00
0.19
0.00
Roof Impervious
0.00
0.46
1.95 0.00
0.11
0.00
Managed pervious
19.33
0.46
1.42 12.63
0.28
2.49
Wooded pervious
3.29
0.46
0.94 1.42
0.14
0.21
Area taken up by BMF
1.23
0.46
1.95 1.10
0.11
0.06
Fraction FStlpervlona (I) =
0.00
FreLi04iFTN.
15.15
Fre-BMFTP
N/A
Load (lbfyr)=:..,
Load (lhty'ri =.....
Thai Area of Development=
23.85
Vr.HW' TVEv.rp 0.64
Nome TE Exp. ',..
N/A
tWfarlYr?=...
dwf vgry=...
Post -113,111I
Post -BMF TP
Load(Ib/yr)=:.., 10.91
Load (Ibyr)=,.
N/A
PusNB&u'TPBspn
N/A
Eart-BbSP TNBspar',
0.46
tmlarlrr?.:
dwwvwi=
Neuse River Stormwater Rule 15A NCAC 213.0235 Last Modified 5/23/03

G.N. Richardson Associates, Inc
END INEERI NG AND GEOLOGICAL SERVICES
12/14/2006
Page:5
Basin 6:
Total acreage of catchment3 =V293ac
FirstBMP's TN removal rate=% FirstBMP's TP removal rate%Second
BMP's TN removal rate=% Second BMP's TP removal rate=ozo
Third BMP's TN removal rate= 20 % Third BMP's TP removal rate= %
TOTAL TN REMOVAL RATE= 28 % TOTAL TP REMOVAL RATE= 0 %
(1)
',, (2)
',, (3)
',, (4) (5)
(6) ',,
(7)
Type of Land Cover
Catchment.
M Formula
Average EMC of '.... Column '....
Average EMC or
Column (2) ' (3) W (6) '...,.
Acreage
pI+8,3I)
TN(mI ''..... (2)"(3)'(4) ''..,.
TP(agfL)
Transportation impervious
0.00
0.46
2.60 0.00
0.19
0.00
Roof tapervlous
0.00
0.46
1.95 0.00
0.11
0.00
Managed pervious
12.15
0.46
1.42 7.94
0.28
1.56
Wooded perviops
0.00
0.46
0.94 0.00
0.14
0.00
Area taken up by BMP
0.78
0.46
1.95 0.70
0.11
0.04
pvlous (I) =
Fraedar Tmer
0.00
P.
re-BMPTN8.64
Prp fyvrp P
N/A
Load b...',
Total Area of Development =
12.93
E .MV?' TEd Bxpnrrt 0.67
Nome TE Exp.
N/A
(W1ar1Yr?=...
dwf vgri-
Post-BMPTN... Post -BMP TP
Load b( _. 6.22 Load b� =.. N/A
Pnek-ubu'TEd Bspnr. Port.BMPTP&xpa
0.48 N/A
(mfarlyr?.,'. phfs'vwi
Basin 7:
Total acreage of catchment3 = 9.6 ac
FirstBMP's TN removal rate= 0 % FirstBMP's TP removal rate -%
%
Second BMP's TN removal rate= 10 % Second BMP's TP removal rate=V-%
Third BMP's TN removal rate= 0 % Third BMP's TP removal rate=
TOTAL TN REMOVAL RATE= 10 % TOTAL TP REMOVAL RATE= 0 %
(1)
',, (2)
',, (3)
',, (4) (5)
(6) ',,
(7)
Type of Land Cover
Catchment
M Formula
Average EMC of '.... Cohan '....
Average EMC or
Column (2) W (3) W (6) '...,.
Acream
O.Ad+ 8,3I)
TN (mI '..,.(2) •
TP a
Transportation impervious
0.00
0.46
2.60 0.00
0.19
0.00
Roof impervious
0.00
0.46
1.95 0.00
0.11
0.00
Managed pervious
8.68
0.46
1.42 5.67
0.28
1.12
Wooded pervious
0.00
0.46
0.94 0.00
0.14
0.00
Area taken up by BMP
0.92
0.46
1.95 0.83
0.11
0.05
Fraeiiar STtlpervlon5 (I) =
0.00
Pre-TWI 6.50
Pre IW PTP
N/A
Load (lbfyr)=:..,.
Load (lbyr)=,.
Total Area.. of Development _
9.60
Nr Bk TNBxparp 0.68
vc.we TP
N/A
gW1ar1Y+'Y=.
t4bYarW-
Post-BMPTN...
Post -BMP TP
Load IIbfyr)=.., 5.85
Load (Ibiy'ri=
N/A
Puek-B&u'TPBxpn
N/A
Eart-B&n'TNBxpar',
0.49
(mfarlyr?.,'.
phfs'vwi-
Neuse River Stormwater Rule 15A NCAC 213.0235 Last Modified 5/23/03

G.N. Richardson Associates, Inc
END INEERI NG AND GEOLOGICAL SERVICES
12/14/2006
Page:6
Weighted Average ofNutrient
Loadings
from the
Catchments:
Post -SMP ''.....
catchmerd
Post -SMP
Acreage
TIN Loading
TP Loading '...,.
faOb/sI
Catchment 11
12.63
0.48
N/A
13.65
0.48
Catchment 2'.
N/A
N/A
'.. Catchment 3,.
10.91
0.48
Catchment 41
2.89
0.82
N/A
N/A
'.. Catchment 5.
23.85
0.46
Catchment 6'.
12.93
0.48
N/A
9.60
0.49
Catchment'±
N/A
N/A
TOTAL FOR DEVELOPMENT.
86.46
0.49
Note: The nutrient loading
goals are 4.016/adyr
for TN
and 0.416/adyr for TP. If the post -development nutrient
loading is below
these levels, then
theBMPs planned
are adequate Otherwise, additional BMWs and/or
modifications in
development plans
are required.
Neuse River Stormwater Rule 15A NCAC 213.0235 Last Modified 5/23/03

ATTACHMENT 6
Conceptual Stormwater Plan

SHOTWELL LANDFILL, INC.
C&D LANDFILL
CONCEPTUAL 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
conceptual area development plans. More detailed design information and complete calculations will be
provided later as plans are finalized.
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 System
Owner's Manual - Version 7, Chocorua, NH.
2. 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) Updated Draft Manual of
Stormwater Best Management Practices. (Public Comment Version), Raleigh, NC.
3. Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design.
NC State Univ., Raleigh, NC.
Shotwell Landfill, Inc. Conceptual Stormwater Plan Calculations
November 2006 Page 1

5.0 RUNOFF CALCULATIONS
All stormwater flow volumes were calculated using the HydroCAD computer program (utilizing USDA-
NRCS (SCS) methods) based on a 25 -year 24-hour, 10 -year 24-hour and 1"/hour storm events.
The 25 -year 24-hour storm event is a requirement of current North Carolina solid waste regulations, and
exceeds the 10 -year event required by current North Carolina Sediment Control regulations. The 1 "/hour
storm event is a requirement of the NC Division of Water Quality for design of levelspreaders.
Rainfall quantities and/or intensities used in the analyses were derived from an analysis of design storms
for the site. Drainage areas were determined using a planimeter and/or AutoCAD on topographic sheets
of the project area. For each drainage area, runoff curve numbers (SCS methods) were selected based on
ground cover conditions. Times of concentration were calculated by HydroCAD using SCS methods.
The peak discharges from the 10 -year 24-hour storm event and 1"/hour storm event were evaluated for
both pre -developed and post developed conditions as described below. The goal of the post -developed
conditions was to limit the peak discharge to no more than pre -developed conditions. The peak
discharges for each condition are summarized in Table 1.
5.1 Pre -Developed Conditions
Pre -developed conditions were modeled in HydroCAD based on the drainage areas shown on
Figure 1 (Existing Site Conditions). Peak discharges of the pre -developed condition is
summarized for 10 -year and 1"/hour storm events as Table 1.
Therefore, total site discharge was determined as 53 cfs for pre -developed condition.
5.2 Post -Developed Conditions
Post -developed conditions were modeled in HydroCAD based on the drainage areas shown on
Figure 2. Runoff calculations for the post -developed conditions are summarized as Tablel.
The total site discharge for post -developed conditions was determined as 46 cfs and is, below the
peak discharge for pre -developed condition.
6.0 STORMWATER CONTROL MEASURES
The following stormwater control measures are to be constructed as part of the proposed construction.
Calculations, including additional design information, can be found in Appendix A.
6.1 Extended Dry Detention Basin
There are seven (7) permanent extended dry detention basins which will serve the site. Basins -
1,2,3 & 4 will be located on the south side of the project area, Basin -5 will be located on the north
side, Basin -6 will be located on the southwest side and Basin -7 will be located on the east side of
the project area. Stormwater from a relatively small portion of the site will be routed to this
Basin -7.
Extended dry detention basin design is subject to a number of detailed requirements in order to
operate effectively in the removal of stormwater pollutants (TSS, nutrients, etc.). Extended dry
Shotwell Landfill, Inc. Conceptual Storm water Plan Calculations
November 2006 Page 2

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.
The extended dry detention basin was modeled with the HydroCAD computer program and a
spreadsheet was used to verify the design requirements.
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 part of the final design.
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 part of the final design.
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 level spreader design guidelines by DWQ, level spreaders were designed based on
runoff calculations using a rainfall intensity of 1" per hour.
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 final cover drainage
features will be further evaluated as part of the final design.
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 meaures will be further evaluated as part of the final design.
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 selection and design of these other measures will be further
evaluated as part of the final design.
Shotwell Landfill, Inc. Conceptual Storm water Plan Calculations
November 2006 Page 3

7.0 WATER QUALITY EFFICIENCY
Updated Draft Manual of Stormwater Best Management Practices (BMP) by NCDENR has given the
efficiency equation for water quality. According to this, 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:
Where,
E = A + B -((A x B)/100)
E = Overall Efficiency
A = Efficiency of the First or Upstream BMP
B = Efficiency of the Second or Downstream BMP
Overall Efficiency, E of TSS removal for all BMPs was found tobe 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 25 year -24 hour event which results in no outflow
during the F' 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. Conceptual Storm water Plan Calculations
November 2006 Page 4

TABLE 1: RUNOFF CALCULATIONS
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 -11)c
0
25
Existing Ditch -21)
0
7.4
Existing Ditch -31)
0
21
Total Runoff
0
53.4
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
8.0
Extended Dry Detention Basin -2
0
9.0
Extended Dry Detention Basin -3
0
7.2
Extended Dry Detention Basin -4
0
9.2
Extended Dry Detention Basin -5
0
5.2
Extended Dry Detention Basin -6
0
5.6
Extended Dry Detention Basin -7
0
1.9
Total Runoff
0
46.1
Shotwell Landfill, Inc. Conceptual Storm water Plan Calculations
November 2006 Page 5

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Appendix A
Calculations

Hydro -CAD Calculations for Pre -Developed Conditions
• • 10 -year 24 -hr storm event
• • 1 "/hr storm event

10 -year 24 -Hour Storm Event

(new Sub cat)
A
2-' oingDitch
M f /,
Exisfingoam
Subcat R4ch on Link

G.N.Richardson and Associates, Inc.
Shotwell Pre -Development Rev 3 Type 11 24 -hr 10 Year Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 2
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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 Trap/Vee/Rect Channel Flow, Natural Channel
Bot.W=5.00' D=0.55' Z= 2.57' Too.W=7.75' n= 0.030
32.1 1,240 Total
Subcatchment 113: 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 (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

G.N.Richardson and Associates, Inc.
Shotwell Pre -Development Rev 3 Type 11 24 -hr 10 Year Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 3
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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 (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 Trap/Vee/Rect Channel Flow, Natural Channel
Bot.W=5.00' D=0.66' Z= 10.07' Too.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 Trap/Vee/Rect Channel Flow, Natural Channel
Bot.W=5.00' D=0.39' Z= 5.07' Top.W=8.90' n= 0.030
46.2 1,140 Total

G.N.Richardson and Associates, Inc.
Shotwell Pre -Development Rev 3 Type 11 24 -hr 10 Year Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 4
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Subcatchment4: (newSubcat)
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= 10.07' Top Width= 130.00'
Length= 480.0' Slope= 0.0167'/'
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= 10.07' Top Width= 90.00'
Length= 440.0' Slope= 0.0182 '/'

G.N.Richardson and Associates, Inc.
Shotwell Pre -Development Rev 3 Type 11 24 -hr 10 Year Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 5
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Reach 1 Dc: 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= 10.07' Top Width= 90.00'
Length=170.0' Slope= 0.0353T
Reach 21): 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= 5.07' Top Width= 42.00'
Length=160.0' Slope= 0.0188T
Reach 31): 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= 5.07' Top Width= 102.00'
Length= 220.0' Slope= 0.0273'/'

G.N.Richardson and Associates, Inc.
Shotwell Pre -Development Rev 3 Type 11 24 -hr 10 Year Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 6
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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= 5.07' Top Width= 110.00'
Length=1,100.0' Slope=0.0400'/'
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)
t1=Broad -Crested Rectangular Weir (Weir Controls 2.11 cfs @ 0.6 fps)

I "/Hour Storm Event

G.N.Richardson and Associates, Inc.
Shotwell Pre -Development Rev 3 Type 11 24 -hr 1'%hour Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 1
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Subcatchment 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 V/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 Trap/Vee/Rect Channel Flow, Natural Channel
Bot.W=5.00' D=0.55' Z= 2.57' Too.W=7.75' n= 0.030
32.1 1,240 Total
Subcatchment 113: 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 V/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

G.N.Richardson and Associates, Inc.
Shotwell Pre -Development Rev 3 Type 11 24 -hr 1'%hour Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 2
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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 V/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 Trap/Vee/Rect Channel Flow, Natural Channel
Bot.W=5.00' D=0.66' Z= 10.07' Too.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 V/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 Trap/Vee/Rect Channel Flow, Natural Channel
Bot.W=5.00' D=0.39' Z= 5.07' Top.W=8.90' n= 0.030
46.2 1,140 Total

G.N.Richardson and Associates, Inc.
Shotwell Pre -Development Rev 3 Type 11 24 -hr 1'%hour Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 3
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Subcatchment4: (newSubcat)
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 V/hour Rainfall=1.00"
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 = 0.00" 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= 10.07' 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= 10.07' Top Width= 90.00'
Length= 440.0' Slope= 0.0182 '/'

G.N.Richardson and Associates, Inc.
Shotwell Pre -Development Rev 3 Type 11 24 -hr 1'%hour Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 4
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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= 10.07' Top Width= 90.00'
Length=170.0' Slope= 0.0353T
Reach 21): 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= 5.07' Top Width= 42.00'
Length=160.0' Slope= 0.0188T
Reach 31): 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= 5.07' Top Width= 102.00'
Length= 220.0' Slope= 0.0273'/'

G.N.Richardson and Associates, Inc.
Shotwell Pre -Development Rev 3 Type 11 24 -hr 1'%hour Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 5
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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= 5.07' 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)
t1=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

Hydro -CAD Calculations for Post -Developed Conditions
• • 25 -year 24 -hr storm event
• • 10 -year 24 -hr storm event
• • 1 "/hr storm event

25 -year 24 -Hour Storm Event

S r of
1A 3A
�... .�
9
--
Subcat Reach on Link Drainage Diagram for No wetland Impacts.Rev-4for EEDB
Prepar,d by G.N.Richandson and Associates, Inc. 12/142006
HydroC 710son 00142602005 HydroCAD Software Solutions LLC

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 2
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD Software Solutions LLC 12/14/2006
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 -1 B Runoff Area=5.180 ac Runoff Depth>2.99"
Flow Length=720' Tc=5.8 min CN=70 Runoff=29.21 cfs 1.290 of
Subcatchment 1 S: Drainage Area -41B 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=12.050 ac Runoff Depth>2.89"
Tc=5.0 min CN=69 Runoff=68.32 cfs 2.906 of
Subcatchment 2B: Drainage Area -21B Runoff Area=1.600 ac Runoff Depth>2.89"
Tc=5.0 min CN=69 Runoff=9.07 cfs 0.386 of
Subcatchment 2S: Drainage Area -6 Runoff Area=12.930 ac Runoff Depth>2.99"
Flow Length=750' Tc=6.9 min CN=70 Runoff=71.22 cfs 3.219 of
Subcatchment 3A: Drainage Area -3A Runoff Area=10.910 ac Runoff Depth>2.89"
Flow Length=640' Tc=5.5 min CN=69 Runoff=60.47 cfs 2.631 of
Subcatchment 5S: Drainage Area -51B Runoff Area=3.930 ac Runoff Depth>2.90"
Flow Length=400' Tc=3.7 min CN=69 Runoff=23.52 cfs 0.948 of
Subcatchment 7S: Drainage Area -4 Runoff Area=8.680 ac Runoff Depth>1.70"
Flow Length=1,000' Tc=43.0 min CN=56 Runoff=10.20 cfs 1.231 of
Subcatchment 9S: Drainage Area -313
Runoff Area=2.890 ac Runoff Depth>4.63"
Tc=5.0 min CN=86 Runoff=24.19 cfs 1.115 of
Subcatchment 135: 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 165: Drainage Area -5C
Runoff Area=4.340 ac Runoff Depth>2.25"
Tc=5.0 min CN=62 Runoff=19.30 cfs 0.814 of
Reach 3R: Grass swale-6 Peak Depth=0.79' Max Vel=8.1 fps Inflow=71.22 cfs 3.219 of
n=0.030 L=1,250.0' S=0.04967 Capacity=378.41 cfs Outflow=65.74 cfs 3.201 of
Reach 4R: Grass swale-2 Peak Depth=0.83' Max Vel=6.2 fps Inflow=60.47 cfs 2.631 of
n=0.030 L=1,450.0' S=0.02767 Capacity=282.21 cfs Outflow=52.17 cfs 2.608 of
Reach 11 R: Grass Swale -1 Peak Depth=0.76' Max Vel=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

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 3
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Reach 14R: Grass swale-5 Peak Depth=1.51' Max Vel=5.5 fps Inflow=112.01 cfs 4.706 of
n=0.030 L=700.0' S=0.01147 Capacity=181.64 cfs Outflow=100.99 cfs 4.685 of
Pond 131: Extended dry detention basin -1 Peak Elev=218.73' Storage=59.014 cf Inflow=64.02 cfs 3.091 of
Primary=16.43 cfs 2.020 of Secondary=8.41 cfs 0.083 of Outflow=24.84 cfs 2.104 of
Pond 132: Extended dry detention basin -2 Peak Elev=231.38' Storage=63.825 cf Inflow=77.39 cfs 3.292 of
Primary=15.50 cfs 2.085 of Secondary=16.88 cfs 0.163 of Outflow=32.44 cfs 2.248 of
Pond 133: Extended dry detention basin -3 Peak Elev=246.11' Storage=47.456 cf Inflow=52.17 cfs 2.608 of
Primary=16.84 cfs 1.773 of Secondary=2.62 cfs 0.022 of Outflow=19.46 cfs 1.794 of
Pond B4: Extended dry detention basin -4 Peak Elev=256.84' Storage=18.767 cf Inflow=24.19 cfs 1.115 of
Primary=9.57 cfs 0.768 of Secondary=9.72 cfs 0.084 of Outflow=19.29 cfs 0.852 of
Pond B5: Extended dry detention basin -5 Peak Elev=276.67' Storage=2.897 of Inflow=117.43 cfs 5.499 of
Primary=13.30 cfs 3.030 of Secondary=0.00 cfs 0.000 of Outflow=13.30 cfs 3.030 of
Pond B6: Extended dry detention basin -6 Peak EIev=209.85' Storage=63.006 cf Inflow=65.74 cfs 3.201 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=262.63' Storage=39.087 cf Inflow=10.83 cfs 1.553 of
Primary=2.30 cfs 0.747 of Secondary=0.00 cfs 0.000 of Outflow=2.30 cfs 0.747 of
Total Runoff Area= 86.510 ac Runoff Volume= 20.428 of Average Runoff Depth =2.83"

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 4
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Subcatchment 1A: Drainage Area -1A
Runoff = 40.53 cfs @ 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 surroundina area
5.180 70 Weighted Average
Tc Length Slope Velocity
iin) (feet) (ft/ft) (ft/sec)
5.8 720 0.3130 2.1
Description
Lag/CN Method,
Subcatchment 1S: Drainage Area -4B
Runoff = 7.18 cfs @ 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
0.920 82 Direct pond
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 5
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Subcatchment 2A: Drainage Area -2A
Runoff = 68.32 cfs @ 11.96 hrs, Volume= 2.906 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
11.670 69 50-75% Grass cover, Fair, HSG B
0.380 82 Direct pond
12.050 69 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2B: Drainage Area -2B
Runoff = 9.07 cfs @ 11.96 hrs, Volume= 0.386 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
1.600 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
5.0
Runoff =
Direct Entry,
Subcatchment 2S: Drainage Area -6
71.22 cfs @ 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 II 24 -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,

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 6
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Subcatchment 3A: Drainage Area -3A
Runoff = 60.47 cfs @ 11.97 hrs, Volume= 2.631 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
7.730 69 50-75% Grass cover, Fair, HSG B
2.800 69 50-75% Grass cover, Fair, HSG B
0.380 82 Direct pond
10.910 69 Weighted Average
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
5.5
640
0.3125
2.0
Lag/CN Method,
Subcatchment 5S: Drainage Area -5B
Runoff = 23.52 cfs @ 11.94 hrs, Volume= 0.948 af, Depth> 2.90"
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
3.930 69 50-75% Grass cover. Fair. HSG B
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
3.7
400
0.3250
1.8
Lag/CN Method,
Subcatchment 7S: Drainage Area -4
Runoff = 10.20 cfs @ 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,

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 7
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Subcatchment 9S: Drainage Area -3B
Runoff = 24.19 cfs @ 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 @ 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 -5C
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
5.0
Description
Direct Entry,

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 8
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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 & winding
Side Slope Z -value= 3.07' Top Width= 20.00'
Length=1,250.0' Slope= 0.0496T
Reach 4R: Grass swale-2
Inflow Area = 10.910 ac, Inflow Depth > 2.89" for 25 Yr- 24 Hrs event
Inflow = 60.47 cfs @ 11.97 hrs, Volume= 2.631 of
Outflow = 52.17 cfs @ 12.07 hrs, Volume= 2.608 af, Atten= 14%, Lag= 6.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.2 fps, Min. Travel Time= 3.9 min
Avg. Velocity = 1.8 fps, Avg. Travel Time= 13.6 min
Peak Depth= 0.83' @ 12.00 hrs
Capacity at bank full= 282.21 cfs
Inlet Invert= 286.00', Outlet Invert= 246.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z -value= 3.07' Top Width= 20.00'
Length=1,450.0' Slope= 0.0276T
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 @ 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= 3.07' Top Width= 20.00'
Length= 500.0' Slope= 0.0200'/'

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 9
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Reach 14R: Grass swale-5
Inflow Area = 19.510 ac, Inflow Depth > 2.89" for 25 Yr- 24 Hrs event
Inflow = 112.01 cfs @ 11.95 hrs, Volume= 4.706 of
Outflow = 100.99 cfs @ 12.01 hrs, Volume= 4.685 af, Atten= 10%, Lag= 3.6 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.5 fps, Min. Travel Time= 2.1 min
Avg. Velocity = 1.7 fps, Avg. Travel Time= 7.0 min
Peak Depth= 1.51' @ 11.98 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= 3.07' Top Width= 20.00'
Length= 700.0' Slope= 0.0114'/'
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 @
12.00 hrs, Volume= 3.091 of
Outflow = 24.84 cfs @
12.15 hrs, Volume= 2.104 af, Atten= 61 %, Lag= 9.4 min
Primary = 16.43 cfs @
12.15 hrs, Volume= 2.020 of
Secondary = 8.41 cfs @
12.15 hrs, Volume= 0.083 of
Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 218.73' @ 12.15 hrs Surf.Area= 13,921 sf Storage= 59,014 cf
Plug -Flow detention time= 122.9
min calculated for 2.098 of (68% of inflow)
Center -of -Mass det. time= 52.5
min ( 844.2 - 791.7)
Volume Invert Avail.Storage Storage Description
#1 212.00' 78,120 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet) (sq -ft)
(cubic -feet) (cubic -feet)
212.00 4,805
0 0
214.00 6,665
11,470 11,470
216.00 9,300
15,965 27,435
218.00 12,555
21,855 49,290
220.00 16,275
28,830 78,120
Device Routing Invert
Outlet Devices
#1 Primary 212.00'
18.0" x 35.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 206.00' S=0.1714'/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#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

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 10
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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=16.43 cfs @ 12.15 hrs HW=218.73' (Free Discharge)
t1=Barrel (Inlet Controls 16.43 cfs @ 9.3 fps)
2=Top of the principal spillway (Passes < 26.24 cfs potential flow)
=Orifice/Grate (Passes < 1.49 cfs potential flow)
Secondary OutFlow Max=8.23 cfs @ 12.15 hrs HW=218.73' (Free Discharge)
t3= Broad -Crested Rectangular Weir (Weir Controls 8.23 cfs @ 1.2 fps)
Pond B2: Extended dry detention basin -2
Inflow Area = 13.650 ac, Inflow Depth > 2.89" for 25 Yr- 24 Hrs event
Inflow = 77.39 cfs @ 11.96 hrs, Volume= 3.292 of
Outflow = 32.44 cfs @ 12.07 hrs, Volume= 2.248 af, Atten= 58%, Lag= 6.7 min
Primary = 15.50 cfs @ 12.05 hrs, Volume= 2.085 of
Secondary = 16.88 cfs @ 12.07 hrs, Volume= 0.163 of
Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 231.38' @ 12.07 hrs Surf.Area= 15,672 sf Storage= 63,825 cf
Plug -Flow detention time= 121.1 min calculated for 2.242 of (68% of inflow)
Center -of -Mass det. time= 50.3 min ( 839.6 - 789.2 )
Volume Invert Avail.Storage Storage 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 CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 224.60' S=0.0100'/' Cc= 0.900 n=0.024
#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=15.50 cfs @ 12.05 hrs HW=231.35' (Free Discharge)
't--1 =Barrel (Barrel Controls 15.50 cfs @ 8.8 fps)
t2=Top of Principal Spillway (Passes 15.50 cfs of 27.44 cfs potential flow)
Secondary OutFlow Max=14.74 cfs @ 12.07 hrs HW=231.34' (Free Discharge)
t3= Broad -Crested Rectangular Weir (Weir Controls 14.74 cfs @ 1.5 fps)

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 11
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Pond B3: Extended dry detention basin -3
Inflow Area = 10.910 ac, Inflow Depth > 2.87" for 25 Yr- 24 Hrs event
Inflow = 52.17 cfs @ 12.07 hrs, Volume= 2.608 of
Outflow = 19.46 cfs @ 12.24 hrs, Volume= 1.794 af, Atten= 63%, Lag= 10.3 min
Primary = 16.84 cfs @ 12.24 hrs, Volume= 1.773 of
Secondary = 2.62 cfs @ 12.24 hrs, Volume= 0.022 of
Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 246.11' @ 12.24 hrs Surf.Area= 11,598 sf Storage= 47,456 cf
Plug -Flow detention time= 118.7 min calculated for 1.790 of (69% of inflow)
Center -of -Mass det. time= 49.1 min ( 847.7 - 798.6)
Volume Invert Avail.Storage Storage Description
#1 240.00' 74,125 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
240.00 4,230 0 0
242.00 5,890 10,120 10,120
244.00 9,450 15,340 25,460
246.00 11,315 20,765 46,225
248.00 16,585 27,900 74,125
Device Routing Invert Outlet Devices
#1 Primary 240.00' 18.0" x 210.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 232.00' S= 0.0381 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#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 Primary 244.00' 6.0" Vert. 6" Orifice C= 0.600
Primary OutFlow Max=16.82 cfs @ 12.24 hrs HW=246.10' (Free Discharge)
1=Barrel (Inlet Controls 15.54 cfs @ 8.8 fps)
It
2=Top of Principal Spillway (Passes 15.54 cfs of 24.78 cfs potential flow)
=6" Orifice (Orifice Controls 1.29 cfs @ 6.5 fps)
Secondary OutFlow Max=2.31 cfs @ 12.24 hrs HW=246.10' (Free Discharge)
t3= Broad -Crested Rectangular Weir (Weir Controls 2.31 cfs @ 0.8 fps)
Pond B4: Extended dry detention basin -4
Inflow Area = 2.890 ac, Inflow Depth > 4.63" for 25 Yr- 24 Hrs event
Inflow =
24.19 cfs @
11.95 hrs,
Volume=
1.115 of
Outflow =
19.29 cfs @
12.01 hrs,
Volume=
0.852 af, Atten= 20%, Lag= 3.6 min
Primary =
9.57 cfs @
12.01 hrs,
Volume=
0.768 of
Secondary =
9.72 cfs @
12.01 hrs,
Volume=
0.084 of

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 12
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 256.84' @ 12.01 hrs Surf.Area= 6,461 sf Storage= 18,767 cf
Plug -Flow detention time= 102.9 min calculated for 0.850 of (76% of inflow)
Center -of -Mass det. time= 44.8 min ( 800.4 - 755.7)
Volume Invert
Avail.Storage Storage Description
#1 252.00'
27,115 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
252.00
1,240
0 0
254.00
3,565
4,805 4,805
256.00
5,420
8,985 13,790
258.00
7,905
13,325 27,115
Device Routing
Invert
Outlet Devices
#1 Primary
252.00'
15.0" x 100.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 250.00' S=0.0200'/' Cc= 0.900 n=0.013
#2 Device 1
255.50'
24.0" Horiz. Top of Principal Spillway Limited to weir flow C=0.600
#3 Secondary
256.50'
20.0' 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=9.55 cfs @ 12.01 hrs HW=256.81' (Free Discharge)
ttBarrel (Inlet Controls 9.55 cfs @ 7.8 fps)
2=Top of Principal Spillway (Passes 9.55 cfs of 17.32 cfs potential flow)
tScondary OutFlow Max=8.75 cfs @ 12.01 hrs HW=256.81' (Free Discharge)
3= Broad -Crested Rectangular Weir (Weir Controls 8.75 cfs @ 1.4 fps)
Pond B5: Extended dry detention basin -5
Inflow Area = 23.850 ac, Inflow Depth > 2.77" for 25 Yr- 24 Hrs event
Inflow = 117.43 cfs @ 12.00 hrs, Volume= 5.499 of
Outflow = 13.30 cfs @ 12.48 hrs, Volume= 3.030 af, Atten= 89%, Lag= 28.7 min
Primary = 13.30 cfs @ 12.48 hrs, Volume= 3.030 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= 276.67' @ 12.48 hrs Surf.Area= 0.780 ac Storage= 2.897 of
Plug -Flow detention time= 165.7 min calculated for 3.022 of (55% of inflow)
Center -of -Mass det. time= 86.1 min ( 881.0 - 794.9)
Volume Invert Avail.Storage Storage Description
#1 272.00' 5.930 of Custom Stage Data (Prismatic)Listed below (Recalc)

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 13
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Elevation
(feet)
Surf.Area
(acres)
Inc.Store
(acre-feet)
Cum.Store
(acre-feet)
272.00
0.440
0.000
0.000
274.00
0.610
1.050
1.050
276.00
0.730
1.340
2.390
278.00
0.880
1.610
4.000
280.00
1.050
1.930
5.930
Device Routing
#1 Primary
Invert Outlet Devices
272.00' 18.0" x 100.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
#2 Device 1 276.00'
#3 Secondary 277.00'
Outlet Invert= 264.00' S=0.0800'/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
30.0" Horiz. Top of Principal Spillway Limited to weir flow C=0.600
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 1 275.00' 6.0" Vert. 6" orifice C= 0.600
Primary OutFlow Max=13.30 cfs @ 12.48 hrs HW=276.67' (Free Discharge)
L =Barrel (Inlet Controls 13.30 cfs @ 7.5 fps)
2=Top of Principal Spillway (Passes < 14.09 cfs potential flow)
=6" orifice (Passes < 1.13 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=272.00' (Free Discharge)
t3= 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 @
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' @ 12.21 hrs Surf.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

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124-hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 14
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Device Routing Invert Outlet Devices
#1 Primary 204.00' 18.0" x 70.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 203.00' S=0.0143'/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#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
Primary OutFlow Max=10.09 cfs @ 12.21 hrs HW=209.83' (Free Discharge)
t -Barrel (Passes 10.09 cfs of 15.14 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)
Mnclary OutFlow Max=14.32 cfs @ 12.21 hrs HW=209.83' (Free Discharge)
=Broad -Crested Rectangular Weir (Weir Controls 14.32 cfs @ 1.4 fps)
Pond B7: Basin -7
Inflow Area = 9.600 ac, Inflow Depth > 1.94" for 25 Yr- 24 Hrs event
Inflow =
10.83 cfs @
12.44 hrs,
Volume=
1.553 of
Outflow =
2.30 cfs @
13.69 hrs,
Volume=
0.747 af, Atten= 79%, Lag= 75.0 min
Primary =
2.30 cfs @
13.69 hrs,
Volume=
0.747 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= 262.63' @ 13.69 hrs Surf.Area= 24,984 sf Storage= 39,087 cf
Plug -Flow detention time= 212.5 min calculated for 0.747 of (48% of inflow)
Center -of -Mass det. time= 120.3 min ( 944.8 - 824.4)
Volume Invert
Avail.Storage Storage Description
#1 259.00'
127,720 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
259.00
3,255
0 0
260.00
3,875
3,565 3,565
262.00
18,135
22,010 25,575
264.00
39,990
58,125 83,700
265.00
48,050
44,020 127,720
Device Routing
Invert
Outlet Devices
#1 Primary
259.00'
15.0" x 600.0' long Culvert CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 259.50' S=-0.00087' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1
262.50'
36.0" Horiz. Riser Limited to weir flow C= 0.600
#3 Secondary
263.50'
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

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 25 Yr- 24 Hrs Rainfall=6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 15
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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 1 261.50' 6.0" Vert. 6" orifice C= 0.600
Primary OutFlow Max=2.27 cfs @ 13.69 hrs HW=262.63' (Free Discharge)
t1=Culvert (Passes 2.27 cfs of 3.81 cfs potential flow)
2=Riser (Weir Controls 1.39 cfs @ 1.2 fps)
=6" orifice (Orifice Controls 0.89 cfs @ 4.5 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=259.00' (Free Discharge)
t3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

10 -year 24 -Hour Storm Event

S r of
1A 3A
�... .�
9
--
Subcat Reach on Link Drainage Diagram for No wetland Impacts.Rev-4for EEDB
Prepar,d by G.N.Richandson and Associates, Inc. 12/142006
HydroC 710son 00142602005 HydroCAD Software Solutions LLC

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 2
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD Software Solutions LLC 12/14/2006
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>2.12"
Flow Length=750' Tc=6.5 min CN=69 Runoff=29.93 cfs 1.325 of
Subcatchment 1 B: Drainage Area -1 B Runoff Area=5.180 ac Runoff Depth>2.20"
Flow Length=720' Tc=5.8 min CN=70 Runoff=21.68 cfs 0.951 of
Subcatchment 1 S: Drainage Area -41B Runoff Area=0.920 ac Runoff Depth>3.28"
Tc=5.0 min CN=82 Runoff=5.69 cfs 0.251 of
Subcatchment 2A: Drainage Area -2A Runoff Area=12.050 ac Runoff Depth>2.12"
Tc=5.0 min CN=69 Runoff=50.40 cfs 2.130 of
Subcatchment 2B: Drainage Area -21B Runoff Area=1.600 ac Runoff Depth>2.12"
Tc=5.0 min CN=69 Runoff=6.69 cfs 0.283 of
Subcatchment 2S: Drainage Area -6 Runoff Area=12.930 ac Runoff Depth>2.20"
Flow Length=750' Tc=6.9 min CN=70 Runoff=52.90 cfs 2.372 of
Subcatchment 3A: Drainage Area -3A Runoff Area=10.910 ac Runoff Depth>2.12"
Flow Length=640' Tc=5.5 min CN=69 Runoff=44.59 cfs 1.928 of
Subcatchment 5S: Drainage Area -51B Runoff Area=3.930 ac Runoff Depth>2.12"
Flow Length=400' Tc=3.7 min CN=69 Runoff=17.40 cfs 0.695 of
Subcatchment 7S: Drainage Area -4 Runoff Area=8.680 ac Runoff Depth>1.13"
Flow Length=1,000' Tc=43.0 min CN=56 Runoff=6.39 cfs 0.820 of
Subcatchment 9S: Drainage Area -313 Runoff Area=2.890 ac Runoff Depth>3.68"
Tc=5.0 min CN=86 Runoff=19.52 cfs 0.885 of
Subcatchment 135: Drainage Area -5A Runoff Area=15.580 ac Runoff Depth>2.12"
Flow Length=550' Tc=4.9 min CN=69 Runoff=65.48 cfs 2.754 of
Subcatchment 165: Drainage Area -5C
Runoff Area=4.340 ac Runoff Depth>1.58"
Tc=5.0 min CN=62 Runoff=13.48 cfs 0.571 of
Reach 3R: Grass swale-6 Peak Depth=0.67' Max Vel=7.3 fps Inflow=52.90 cfs 2.372 of
n=0.030 L=1,250.0' S=0.04967 Capacity=378.41 cfs Outflow=48.71 cfs 2.356 of
Reach 4R: Grass swale-2 Peak Depth=0.69' Max Vel=5.6 fps Inflow=44.59 cfs 1.928 of
n=0.030 L=1,450.0' S=0.02767 Capacity=282.21 cfs Outflow=37.45 cfs 1.908 of
Reach 11 R: Grass Swale -1 Peak Depth=0.64' Max Vel=4.6 fps Inflow=29.93 cfs 1.325 of
n=0.030 L=500.0' S=0.0200'/' Capacity=240.29 cfs Outflow=27.59 cfs 1.319 of

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 3
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Reach 14R: Grass swale-5 Peak Depth=1.28' Max Vel=5.1 fps Inflow=82.68 cfs 3.448 of
n=0.030 L=700.0' S=0.0114'/' Capacity=181.64 cfs Outflow=74.09 cfs 3.430 of
Pond 131: Extended dry detention basin -1 Peak Elev=217.93' Storage=48.360 cf Inflow=46.69 cfs 2.269 of
Primary=8.36 cfs 1.313 of Secondary=0.00 cfs 0.000 of Outflow=8.36 cfs 1.313 of
Pond 132: Extended dry detention basin -2 Peak EIev=230.51' Storage=50.839 cf Inflow=57.10 cfs 2.412 of
Primary=9.29 cfs 1.374 of Secondary=0.00 cfs 0.000 of Outflow=9.29 cfs 1.374 of
Pond 133: Extended dry detention basin -3 Peak EIev=245.39' Storage=39.534 cf Inflow=37.45 cfs 1.908 of
Primary=7.38 cfs 1.109 of Secondary=0.00 cfs 0.000 of Outflow=7.38 cfs 1.109 of
Pond B4: Extended dry detention basin -4 Peak EIev=256.58' Storage=17.160 cf Inflow=19.52 cfs 0.885 of
Primary=9.28 cfs 0.618 of Secondary=1.21 cfs 0.005 of Outflow=10.49 cfs 0.623 of
Pond B5: Extended dry detention basin -5 Peak EIev=276.25' Storage=2.576 of Inflow=85.11 cfs 4.001 of
Primary=4.20 cfs 1.554 of Secondary=0.00 cfs 0.000 of Outflow=4.20 cfs 1.554 of
Pond B6: Extended dry detention basin -6 Peak EIev=209.33' Storage=54.364 cf Inflow=48.71 cfs 2.356 of
Primary=5.03 cfs 1.363 of Secondary=0.00 cfs 0.000 of Outflow=5.03 cfs 1.363 of
Pond B7: Basin -7 Peak EIev=262.30' Storage=31.409 cf Inflow=6.89 cfs 1.072 of
Primary=0.70 cfs 0.388 of Secondary=0.00 cfs 0.000 of Outflow=0.70 cfs 0.388 of
Total Runoff Area= 86.510 ac Runoff Volume= 14.963 of Average Runoff Depth =2.08"

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 4
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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 @ 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 B
0.370 82 Direct pond and surroundina area
5.180 70 Weighted Average
Tc Length Slope Velocity
iin) (feet) (ft/ft) (ft/sec)
5.8 720 0.3130 2.1
Description
Lag/CN Method,
Subcatchment 1S: Drainage Area -4B
Runoff = 5.69 cfs @ 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
0.920 82 Direct pond
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 5
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Subcatchment 2A: Drainage Area -2A
Runoff = 50.40 cfs @ 11.96 hrs, Volume= 2.130 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
11.670 69 50-75% Grass cover, Fair, HSG B
0.380 82 Direct pond
12.050 69 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2B: Drainage Area -2B
Runoff = 6.69 cfs @ 11.96 hrs, Volume= 0.283 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
1.600 69 50-75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
5.0
Runoff =
Direct Entry,
Subcatchment 2S: Drainage Area -6
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,

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 6
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Subcatchment 3A: Drainage Area -3A
Runoff = 44.59 cfs @ 11.97 hrs, Volume= 1.928 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
7.730 69 50-75% Grass cover, Fair, HSG B
2.800 69 50-75% Grass cover, Fair, HSG B
0.380 82 Direct pond
10.910 69 Weighted Average
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
5.5
640
0.3125
2.0
Lag/CN Method,
Subcatchment 5S: Drainage Area -5B
Runoff = 17.40 cfs @ 11.95 hrs, Volume= 0.695 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
3.930 69 50-75% Grass cover. Fair. HSG B
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
3.7
400
0.3250
1.8
Lag/CN Method,
Subcatchment 7S: Drainage Area -4
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"
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,

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 7
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Subcatchment 9S: Drainage Area -3B
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 @ 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 -5C
Runoff = 13.48 cfs @ 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
5.0
Description
Direct Entry,

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 8
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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 & winding
Side Slope Z -value= 3.07' Top Width= 20.00'
Length=1,250.0' Slope= 0.0496T
Reach 4R: Grass swale-2
Inflow Area = 10.910 ac, Inflow Depth > 2.12" for 10 Yr- 24 Hrs event
Inflow = 44.59 cfs @ 11.97 hrs, Volume= 1.928 of
Outflow = 37.45 cfs @ 12.08 hrs, Volume= 1.908 af, Atten= 16%, Lag= 6.8 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.6 fps, Min. Travel Time= 4.3 min
Avg. Velocity = 1.7 fps, Avg. Travel Time= 14.6 min
Peak Depth= 0.69' @ 12.01 hrs
Capacity at bank full= 282.21 cfs
Inlet Invert= 286.00', Outlet Invert= 246.00'
8.00' x 2.00' deep channel, n= 0.030 Earth, grassed & winding
Side Slope Z -value= 3.07' Top Width= 20.00'
Length=1,450.0' Slope= 0.0276T
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 @ 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' @ 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= 3.07' Top Width= 20.00'
Length= 500.0' Slope= 0.0200'/'

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 9
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Reach 14R: Grass swale-5
Inflow Area = 19.510 ac, Inflow Depth > 2.12" for 10 Yr- 24 Hrs event
Inflow = 82.68 cfs @ 11.96 hrs, Volume= 3.448 of
Outflow = 74.09 cfs @ 12.02 hrs, Volume= 3.430 af, Atten= 10%, Lag= 4.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.1 fps, Min. Travel Time= 2.3 min
Avg. Velocity = 1.5 fps, Avg. Travel Time= 7.5 min
Peak Depth= 1.28' @ 11.98 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= 3.07' Top Width= 20.00'
Length= 700.0' Slope= 0.0114'/'
Pond B1: 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 = 8.36 cfs @
12.28 hrs, Volume= 1.313 af, Atten= 82%, Lag= 16.5 min
Primary = 8.36 cfs @
12.28 hrs, Volume= 1.313 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= 217.93' @ 12.28 hrs Surf.Area= 12,434 sf Storage= 48,360 cf
Plug -Flow detention time= 162.2
min calculated for 1.310 of (58% of inflow)
Center -of -Mass det. time= 82.4
min ( 880.8 - 798.4)
Volume Invert Avail.Storage Storage Description
#1 212.00' 78,120 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet) (sq -ft)
(cubic -feet) (cubic -feet)
212.00 4,805
0 0
214.00 6,665
11,470 11,470
216.00 9,300
15,965 27,435
218.00 12,555
21,855 49,290
220.00 16,275
28,830 78,120
Device Routing Invert
Outlet Devices
#1 Primary 212.00'
18.0" x 35.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 206.00' S=0.1714'/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#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

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 10
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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=8.32 cfs @ 12.28 hrs HW=217.92' (Free Discharge)
t1=Barrel (Passes 8.32 cfs of 15.28 cfs potential flow)
2=Top of the principal spillway (Weir Controls 7.09 cfs @ 2.1 fps)
=Orifice/Grate (Orifice Controls 1.22 cfs @ 6.2 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=212.00' (Free Discharge)
t3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
Pond B2: Extended dry detention basin -2
Inflow Area = 13.650 ac, Inflow Depth > 2.12" for 10 Yr- 24 Hrs event
Inflow = 57.10 cfs @ 11.96 hrs, Volume= 2.412 of
Outflow = 9.29 cfs @ 12.17 hrs, Volume= 1.374 af, Atten= 84%, Lag= 12.8 min
Primary = 9.29 cfs @ 12.17 hrs, Volume= 1.374 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= 230.51' @ 12.17 hrs Surf.Area= 13,980 sf Storage= 50,839 cf
Plug -Flow detention time= 154.9 min calculated for 1.370 of (57% of inflow)
Center -of -Mass det. time= 74.1 min ( 869.8 - 795.8)
Volume Invert Avail.Storage Storage 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 CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 224.60' S=0.0100'/' Cc= 0.900 n=0.024
#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=9.13 cfs @ 12.17 hrs HW=230.50' (Free Discharge)
't--1 =Barrel (Passes 9.13 cfs of 14.20 cfs potential flow)
t2=Top of Principal Spillway (Weir Controls 9.13 cfs @ 2.3 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=225.00' (Free Discharge)
t3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 11
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Pond B3: Extended dry detention basin -3
Inflow Area = 10.910 ac, Inflow Depth > 2.10" for 10 Yr- 24 Hrs event
Inflow = 37.45 cfs @ 12.08 hrs, Volume= 1.908 of
Outflow = 7.38 cfs @ 12.39 hrs, Volume= 1.109 af, Atten= 80%, Lag= 18.7 min
Primary = 7.38 cfs @ 12.39 hrs, Volume= 1.109 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= 245.39' @ 12.39 hrs Surf.Area= 10,749 sf Storage= 39,534 cf
Plug -Flow detention time= 156.3 min calculated for 1.109 of (58% of inflow)
Center -of -Mass det. time= 75.9 min ( 881.8 - 805.9)
Volume Invert Avail.Storage Storage Description
#1 240.00' 74,125 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
240.00 4,230 0 0
242.00 5,890 10,120 10,120
244.00 9,450 15,340 25,460
246.00 11,315 20,765 46,225
248.00 16,585 27,900 74,125
Device Routing Invert Outlet Devices
#1 Primary 240.00' 18.0" x 210.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 232.00' S= 0.0381 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#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 Primary 244.00' 6.0" Vert. 6" Orifice C= 0.600
Primary OutFlow Max=7.33 cfs @ 12.39 hrs HW=245.39' (Free Discharge)
1=Barrel (Passes 6.32 cfs of 14.47 cfs potential flow)
It
2=Top of Principal Spillway (Weir Controls 6.32 cfs @ 2.0 fps)
=6" Orifice (Orifice Controls 1.01 cfs @ 5.1 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=240.00' (Free Discharge)
t3= 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 =
10.49 cfs @
12.05 hrs,
Volume=
0.623 af, Atten= 46%, Lag= 5.8 min
Primary =
9.28 cfs @
12.05 hrs,
Volume=
0.618 of
Secondary =
1.21 cfs @
12.05 hrs,
Volume=
0.005 of

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 12
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 256.58' @ 12.05 hrs Surf.Area= 6,144 sf Storage= 17,160 cf
Plug -Flow detention time= 115.3 min calculated for 0.623 of (70% of inflow)
Center -of -Mass det. time= 50.1 min ( 811.2 - 761.1 )
Volume Invert
Avail.Storage Storage Description
#1 252.00'
27,115 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Outflow =
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
252.00
1,240
0 0
254.00
3,565
4,805 4,805
256.00
5,420
8,985 13,790
258.00
7,905
13,325 27,115
Device Routing
Invert
Outlet Devices
#1 Primary
252.00'
15.0" x 100.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 250.00' S=0.0200'/' Cc= 0.900 n=0.013
#2 Device 1
255.50'
24.0" Horiz. Top of Principal Spillway Limited to weir flow C=0.600
#3 Secondary
256.50'
20.0' 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=9.28 cfs @ 12.05 hrs HW=256.58' (Free Discharge)
ttBarrel (Inlet Controls 9.28 cfs @ 7.6 fps)
2=Top of Principal Spillway (Passes 9.28 cfs of 15.73 cfs potential flow)
tScondary OutFlow Max=1.16 cfs @ 12.05 hrs HW=256.58' (Free Discharge)
3= Broad -Crested Rectangular Weir (Weir Controls 1.16 cfs @ 0.7 fps)
Pond B5: Extended dry detention basin -5
Inflow Area = 23.850 ac, Inflow Depth > 2.01" for 10 Yr- 24 Hrs event
Inflow =
85.11 cfs @
12.01 hrs,
Volume=
4.001 of
Outflow =
4.20 cfs @
13.63 hrs,
Volume=
1.554 af, Atten= 95%, Lag= 96.9 min
Primary =
4.20 cfs @
13.63 hrs,
Volume=
1.554 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= 276.25' @ 13.63 hrs Surf.Area= 0.749 ac Storage= 2.576 of
Plug -Flow detention time= 229.6 min calculated for 1.554 of (39% of inflow)
Center -of -Mass det. time= 141.0 min ( 942.9 - 801.8)
Volume Invert Avail.Storage Storage Description
#1 272.00' 5.930 of Custom Stage Data (Prismatic)Listed below (Recalc)

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 13
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Elevation
(feet)
Surf.Area
(acres)
Inc.Store
(acre-feet)
Cum.Store
(acre-feet)
272.00
0.440
0.000
0.000
274.00
0.610
1.050
1.050
276.00
0.730
1.340
2.390
278.00
0.880
1.610
4.000
280.00
1.050
1.930
5.930
Device Routing
#1 Primary
Invert Outlet Devices
272.00' 18.0" x 100.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
#2 Device 1 276.00'
#3 Secondary 277.00'
Outlet Invert= 264.00' S=0.0800'/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
30.0" Horiz. Top of Principal Spillway Limited to weir flow C=0.600
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 1 275.00' 6.0" Vert. 6" orifice C= 0.600
Primary OutFlow Max=4.18 cfs @ 13.63 hrs HW=276.25' (Free Discharge)
L =Barrel (Passes 4.18 cfs of 12.57 cfs potential flow)
2=Top of Principal Spillway (Weir Controls 3.24 cfs @ 1.6 fps)
=6" orifice (Orifice Controls 0.95 cfs @ 4.8 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=272.00' (Free Discharge)
t3= 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-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 209.33' @ 12.64 hrs Surf.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
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

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124-hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 14
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Device Routing Invert Outlet Devices
#1 Primary 204.00' 18.0" x 70.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 203.00' S=0.0143'/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#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
Primary OutFlow Max=5.03 cfs @ 12.64 hrs HW=209.33' (Free Discharge)
t -Barrel (Passes 5.03 cfs of 14.38 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)
Mnclary OutFlow Max=0.00 cfs @ 0.00 hrs HW=204.00' (Free Discharge)
=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
Pond B7: Basin -7
Inflow Area = 9.600 ac, Inflow Depth > 1.34" for 10 Yr- 24 Hrs event
Inflow =
6.89 cfs @
12.45 hrs,
Volume=
1.072 of
Outflow =
0.70 cfs @
16.38 hrs,
Volume=
0.388 af, Atten= 90%, Lag= 236.0 min
Primary =
0.70 cfs @
16.38 hrs,
Volume=
0.388 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= 262.30' @ 16.38 hrs Surf.Area= 21,363 sf Storage= 31,409 cf
Plug -Flow detention time= 268.7 min calculated for 0.388 of (36% of inflow)
Center -of -Mass det. time= 162.7 min ( 993.1 - 830.4)
Volume Invert
Avail.Storage Storage Description
#1 259.00'
127,720 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
259.00
3,255
0 0
260.00
3,875
3,565 3,565
262.00
18,135
22,010 25,575
264.00
39,990
58,125 83,700
265.00
48,050
44,020 127,720
Device Routing
Invert
Outlet Devices
#1 Primary
259.00'
15.0" x 600.0' long Culvert CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 259.50' S=-0.00087' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1
262.50'
36.0" Horiz. Riser Limited to weir flow C= 0.600
#3 Secondary
263.50'
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

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 10 Yr- 24 Hrs Rainfall=5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 15
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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 1 261.50' 6.0" Vert. 6" orifice C= 0.600
Primary OutFlow Max=0.70 cfs @ 16.38 hrs HW=262.30' (Free Discharge)
t1=Culvert (Passes 0.70 cfs of 3.53 cfs potential flow)
2=Riser ( Controls 0.00 cfs)
=6" orifice (Orifice Controls 0.70 cfs @ 3.6 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=259.00' (Free Discharge)
t3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

I "/Hour Storm Event

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 1.00 hrs 1 Hr Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 1
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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
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=225.02' Storage=110 cf Inflow=0.14 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 B3: Extended dry detention basin -3 Peak EIev=240.02' Storage=88 cf Inflow=0.03 cfs 0.002 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 basin -4 Peak EIev=253.10' Storage=2,072 cf Inflow=2.94 cfs 0.048 of
Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of
Pond B5: Extended dry detention basin -5 Peak EIev=272.01' Storage=0.004 of Inflow=0.06 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 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 EIev=259.12' Storage=381 cf Inflow=0.42 cfs 0.009 of
Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 1.00 hrs 1 Hr Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 2
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Pond B1: Extended dry detention basin -1
Inflow Area = 12.680 ac, Inflow Depth= 0.00" for 1 Hr 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 @
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' @ 9.10 hrs Surf.Area= 4,833 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' 78,120 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
212.00 4,805 0 0
214.00 6,665 11,470 11,470
216.00 9,300 15,965 27,435
218.00 12,555 21,855 49,290
220.00 16,275 28,830 78,120
Device Routing Invert Outlet Devices
#1 Primary 212.00' 18.0" x 35.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 206.00' S=0.1714'/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#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)
t1=Barrel ( Controls 0.00 cfs)
2=Top of the principal spillway ( Controls 0.00 cfs)
=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=212.00' (Free Discharge)
t3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 1.00 hrs 1 Hr Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 3
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Pond B2: Extended dry detention basin -2
Inflow Area = 13.650 ac, Inflow Depth= 0.00" for 1 Hr event
Inflow =
0.14 cfs @
1.00 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 @
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= 225.02' @ 1.35 hrs Surf.Area= 4,640 sf Storage= 110 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
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
#1 Primary
Invert Outlet Devices
225.00'
#2 Device 1 230.00'
#3 Secondary 231.00'
18.0" x 40.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 224.60' S=0.0100'/' Cc= 0.900 n=0.024
30.0" Horiz. Top of Principal Spillway Limited to weir flow C=0.600
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)
L Barrel ( Controls 0.00 cfs)
2=Top of Principal Spillway ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=225.00' (Free Discharge)
t3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
Pond B3: Extended dry detention basin -3
Inflow Area = 10.910 ac, Inflow Depth = 0.00" for 1 Hr event
Inflow =
0.03 cfs @
1.79 hrs,
Volume=
0.002 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= 240.02' @ 19.60 hrs Surf.Area= 4,247 sf Storage= 88 cf
Plug -Flow detention time= (not calculated: initial storage excedes outflow)
Center -of -Mass det. time= (not calculated: no outflow)

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 1.00 hrs 1 Hr Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 4
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Volume Invert Avail.Storage Storage Description
#1 240.00' 74,125 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
240.00 4,230 0 0
242.00 5,890 10,120 10,120
244.00 9,450 15,340 25,460
246.00 11,315 20,765 46,225
248.00 16,585 27,900 74,125
Device Routing Invert Outlet Devices
#1 Primary 240.00' 18.0" x 210.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 232.00' S= 0.0381 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#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 Primary 244.00' 6.0" Vert. 6" Orifice C= 0.600
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=240.00' (Free Discharge)
Barrel ( Controls 0.00 cfs)
2=Top of Principal Spillway ( Controls 0.00 cfs)
=6" Orifice ( Controls 0.00 cfs)
tScondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=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= 0.20" for 1 Hr event
Inflow =
2.94 cfs @
0.57 hrs,
Volume=
0.048 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= 253.10' @ 1.35 hrs Surf.Area= 2,521 sf Storage= 2,072 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
#1 252.00' 27,115 cf Custom Stage Data (Prismatic)Listed below (Recalc)

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 1.00 hrs 1 Hr Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 5
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
252.00
1,240
0 0
254.00
3,565
4,805 4,805
256.00
5,420
8,985 13,790
258.00
7,905
13,325 27,115
Device Routing
Invert
Outlet Devices
#1 Primary
252.00'
15.0" x 100.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
0.730
1.340
Outlet Invert= 250.00' S=0.0200'/' Cc= 0.900 n=0.013
#2 Device 1
255.50'
24.0" Horiz. Top of Principal Spillway Limited to weir flow C=0.600
#3 Secondary
256.50'
20.0' long x 8.0' breadth Broad -Crested Rectangular Weir
1.930
5.930
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=252.00' (Free Discharge)
LtBarrel ( Controls 0.00 cfs)
2=Top of Principal Spillway ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=252.00' (Free Discharge)
�3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
Pond B5: Extended dry detention basin -5
Inflow Area = 23.850 ac, Inflow Depth= 0.00" for 1 Hr event
Inflow =
0.06 cfs @
1.59 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 @
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' @ 16.10 hrs Surf.Area= 0.441 ac Storage= 0.004 of
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
272.00'
5.930 of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
272.00
0.440
0.000
0.000
274.00
0.610
1.050
1.050
276.00
0.730
1.340
2.390
278.00
0.880
1.610
4.000
280.00
1.050
1.930
5.930

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 1.00 hrs 1 Hr Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 6
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Device
Routing
Invert
Outlet Devices
#1
Primary
272.00'
18.0" x 100.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Volume=
0.000 af, Atten= 100%, Lag= 0.0 min
Primary =
Outlet Invert= 264.00' S=0.0800'/' Cc= 0.900
0.00 hrs,
Volume=
0.000 of
n= 0.013 Corrugated PE, smooth interior
#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 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 cfs @ 0.00 hrs HW=272.00' (Free Discharge)
t -Barrel ( Controls 0.00 cfs)
2=Top of Principal Spillway ( Controls 0.00 cfs)
=6" orifice ( Controls 0.00 cfs)
tScondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=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 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
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
#1 Primary
Invert Outlet Devices
204.00' 18.0" x 70.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
#2 Device 1 208.50'
#3 Secondary 209.50'
Outlet Invert= 203.00' S=0.0143'/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
24.0" Vert. Top of Principal Spillway C= 0.600
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

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 1124 -hr 1.00 hrs 1 Hr Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 7
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
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
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=204.00' (Free Discharge)
t1=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 HW=204.00' (Free Discharge)
t3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
Pond B7: Basin -7
Inflow Area = 9.600 ac, Inflow Depth= 0.01" for 1 Hr event
Inflow =
0.42 cfs @
0.59 hrs,
Volume=
0.009 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= 259.12' @ 1.35 hrs Surf.Area= 3,327 sf Storage= 381 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
259.00' 127,720 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
259.00
3,255 0
0
260.00
3,875 3,565
3,565
262.00
18,135 22,010
25,575
264.00
39,990 58,125
83,700
265.00
48,050 44,020
127,720
Device Routing
#1 Primary
Invert Outlet Devices
259.00' 15.0" x 600.0' long Culvert CMP, projecting, no headwall, Ke= 0.900
#2 Device 1 262.50'
#3 Secondary 263.50'
Outlet Invert= 259.50' S=-0.00087' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
36.0" Horiz. Riser Limited to weir flow C= 0.600
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 1 261.50' 6.0" Vert. 6" orifice C= 0.600

G.N.Richardson and Associates, Inc.
No wetland Impacts.Rev-4 for EEDB Type 11 24 -hr 1.00 hrs 1 Hr Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 8
HydroCADO 7.10 s/n 001426 © 2005 HydroCAD Software Solutions LLC 12/14/2006
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=259.00' (Free Discharge)
t1=Culvert ( 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=259.00' (Free Discharge)
t3= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)

Impervious Area for Pre -developed Condition

IMPERVIOUS AREAS CALCULATIONS:
Project Information
Drainage area -1
Drainage area -2
Drainage area -3
Drainage area -4
On -Site Buildings
(Existing Ditch-1Dc(Existing
Ditch-2Dc(Existing
Ditch-3Dc(Existing
Ditch-4Dc
On -Site Streets
UT- Marks Creek
UT -Marks Creek
UT- Marks Creek
UT -Marks Creek
Receiving Stream Class
C -NSW
C -NSW
C -NSW
C -NSW
Drainage basin area total
43
28.1
11.3 AC
46.4
Existing Impervious area (total)
0.6 AC
0.2 AC
0 AC
1.2
Proposed impervious area (total)
0 AC
2.3 AC
0 AC
0
% Impervious on-site
1.4
8.8
0
0
% Impervious (Total)
1.4
8.8
0
2.6
Impervious Area
Drainage area -1
Drainage area -2
Drainage area -3
Drainage area -4
On -Site Buildings
0 AC
0.01 AC
0 AC
0 AC
On -Site Streets
0 AC
0.19 AC
0 AC
0 AC
On -Site Parking
0 AC
2.1 AC
0 AC
0 AC
On -Site Sidewalks
0 AC
0 AC
0 AC
0 AC
Other On -Site
0 AC
1 AC
0 AC
0 AC
Total On -Site
0 AC
2.3 AC
0 AC
0 AC
Off -Site
0 AC
0 AC
0 AC
1.2 AC
Total
0 AC
2.3 AC
0 AC
1.2 AC

Extended Dry Detention Basin Worksheets
• • Basin Calculations
• • TSS Removal Efficiency Calculations
• • Sediment Storage Calculations

SHEET 1 OF
PROJECT Shotwell C&D Landfill, Inc. JOB NO. Shotwell 05-2
DATE 11/15/2006
SUBJECT Extended Dry Detention Basin Analysis COMPUTED BY KBS
CHECKED BY
Objective To design an extended dry detention basin(s) to satisfy water quality requirements and to handle
the flow from the design storm.
References American Concrete Pipe Association (1996), "Design Data 41 - Manhole Floatation", ACPA,
Irving, TX.
Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design, NC
State Univ., Raleigh, NC.
North Carolina Division of Land Resources (2006), North Carolina Erosion & Sediment Control
Planning & Design Manual, Raleigh, NC.
North Carolina Division of Water Quality (July 2005) Updated Draft Manual of Stormwater Best
Management Practices (Public Comment Version), Raleigh, NC.
Virginia Department of Conservation and Recreation (1992), Virginia Erosion & Sediment
Control Handbook Third Edition, Richmond, VA.
Analysis The following approach is used to properly size and evaluate each extended dry detention basin:
1. Design Temporary Water Quality Pool.
2. Route Design Storm.
3. Design Outlet Structures (Design Riser/Barrel Structures and Perform Riser Base
Calculations, Anti -Seepage Collar Calculations, & Emergency Spillway Calculations).
Calculations
Design Temporary Water Quality Pool:
Determine drainage areas and % imperviousness.
Calculate the volume to be controlled from the design rainfall (typically equivalent to the 85'
percentile storm event). For North Carolina, the design rainfall is 1.0 inches. Use the simple
method per Schueler (1987) (referenced in NCDWQ - 2005) as follows:
Runoff Coefficient:
R„ = 0.05+ 0.0091
(NCDWQ p. 3-55)
BASIN-EDD-NC.WPD
G.N. RICHARDSON & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

SHEET 2 OF
PROJECT ABC Landfill - Phase 1 JOB NO. ABC -1
DATE 8/31/06
SUBJECT Extended Dry Detention Basin Analysis COMPUTED BY PKS
CHECKED BY
Required Volume:
WQo = (D2) (R,)(-4)
(NCDWQ p. 3-55)
where: WQp= water quality volume (acre-feet)
DR = design rainfall (inches)
Rp = runoff coefficient= storm runoff (inches)/storm rainfall (inches)
I = percent impervious = impervious portion of the drainage area (acres) x
100/drainage area (acres)
A = drainage area (acres)
Compare the water quality volume with State Division of Land Quality requirements for sediment
basins. Use the maximum value (plus an additional 20% for sediment storage) as the required
water quality volume.
Set up a stage -storage relationship for the proposed basin as shown below. Based on this
relationship and the required volumes, determine the temporary water quality pool elevation.
Alternatively the elevation can be determined from a graphical stage -storage relationship.
S = KSZ° (Malcom Eq. III -7)
where: S = storage volume (W)
K , b = linear regression constants describing the stage -storage relationship
Z = stage referenced to the bottom elevation included in the analysis (ft)
Set sediment cleanout elevations. For the temporary water quality pool, the cleanout elevation
should be set at 50% of the volume of the temporary water quality pool. For the forebay(s), the
cleanout elevation should be set at 50% of the volume of the forebay.
Size the outlet device to release the water quality volume (WQp) over a drawdown period of 48 to
120 hours (2 to 5 days). Use the following equation:
AS 2h
AO
TC, (20,428)
where: A, = surface area of dewatering hole(s) (ft)
A, = surface area of basin (at temporary water quality pool) (W)
h = average head of water above hole (_ (elev. of temporary water quality
pool - elev. of permanent pool)/2) (ft)
Cd = coefficient of contraction (=0.60)
T = detention time (hrs.) (vary over recommended limits)
G.N. RICHARDSON & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

SHEET 3 OF
PROJECT ABC Landfill - Phase 1 JOB NO. ABC -1
DATE 8/31/06
SUBJECT Extended Dry Detention Basin Analysis COMPUTED BY PKS
CHECKED BY
Select a standard pipe size and number of holes. Verify that the projected drawdown period is
within the recommended limits.
Size a drain for the basin for maintenance (and emergency situations). The drain should dewater
the basin (temporary water quality pool) within 24 hours. Use the above equation to determine
A, of the basin drain. The inlet of the drain should be protected from the sediment storage zone.
Design the forebay(s). A forebay should be provided for each significant (> 10% of overall flow)
inlet to the basin. The volume of each forebay should be 20% of the required temporary water
quality pool volume. The volume of the forebay(s) may count toward the total volume
requirement.
Evaluate basin shape. The recommended length to width ratio (measured at the temporary water
quality pool elevation) is 3:1. If this ratio is not achieved, baffles should be added as required.
Route Design Storm:
Route the design storm through the basin and determine the maximum pool elevation and the
peak discharge (via HydroCAD, spreadsheet methods, or other). Depending on local
requirements, multiple design storms may need to be considered and the peak discharge may
need to be compared with the pre -development value.
Based on the peak stage of the design storm, check settling efficiency of the design particle. The
design particle is typically 40 microns (0.04 mm) (within silt size criteria).
Settling Velocity of Design Particle
V° - g �(SE - ldz
18 v
(Malcom Eq. IV -3)
where: V = settling velocity (ft/s) - convert from (m/s)
g = gravitational acceleration (m/s2)
S = specific gravity of design particle
u = kinematic viscosity of the fluid (m2/s)
(= 1.14 x 10' m2/s (0, 15 • E Ref. Streeter, 1975)
d = diameter of design particle (m)
G.N. RICHARDSON & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

SHEET 4 OF
PROJECT ABC Landfill - Phase 1 JOB NO. ABC -1
DATE 8/31/06
SUBJECT Extended Dry Detention Basin Analysis COMPUTED BY PKS
CHECKED BY
Surface Area
AS = bKsZ(a-') (Malcom Eq. IV -7)
where: As — surface area at given stage (Z) (ft)
Ks, b — linear regression constants describing the stage -storage relationship
Settling Efficiency
N
E=1—I1+VN s�
Q
(Malcom Eq. IV -1)
where: E — settling efficiency (decimal fraction - convert to %)
A — surface area at given stage (Z) (ft)
N — number of effective cells (N= 2 with forebay)
Q — discharge at given stage (Z) (cfs)
Design of Outlet Structures:
Design riser/barrel structures based on information used in routing the design storm.
Design base for riser structure to resist design uplift force. Base must have a buoyant weight of
at least the design uplift force. If a concrete riser structure is used, the buoyant weight of the riser
can be accounted for in the calculations.
Design Uplift Force (• F)
F = WSWRser✓H2O — W ser — WTop — WSoil — Rsod
where: •F — design uplift force (lbs)
FS — factor of safety (use 1.25)
V,,SeP — interior volume of the riser (ftp)
y,o — density of water (62.4 pcf)
W,,,,, — buoyant weight of riser (not including base or top) (lbs)
W,,, — buoyant weight of riser top (lbs)
wso;i — buoyant weight of soil backfill around riser (above base projection) (lbs)
Rsod — sliding resistance of soil backfill around riser (lbs)*
* See American Concrete Pipe Association Design Data 41 for more information.
G.N. RICHARDSON & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

SHEET 5 OF
PROJECT ABC Landfill - Phase 1 JOB NO. ABC -1
DATE 8/31/06
SUBJECT Extended Dry Detention Basin Analysis COMPUTED BY PKS
CHECKED BY
Volume of Concrete for Base
TF TF
V'. = W (150- 62.4)
con"B
where: Vco„, = volume of concrete (ft)
Wco„"B - buoyant weight of concrete (150 - 62.4 = 87.6 lbs)
Determine anti -seepage collar requirements based on the following equation. Alternatively, a
filter diaphragm may be designed.
Ls = Y(z+4) 1+ s (VAE&SC Handbook p. 111-102)
where: LS = length of pipe in the saturated zone (ft)
y = distance from barrel invert to riser crest (ft)
Z = slope of upstream embankment (zH:1V)
S = pipe slope (11/11)
Determine LS and use design chart to determine anti -seepage collar requirements. If more than
one collar is used, the spacing between collars should be 14 times the projection (P) of the collar
above the barrel. The first collar should be set at 2P from the riser or a minimum length to bury
collar in slope.
Design crest length of emergency spillway to handle flow from the design storm using the
following equation. Determine peak flow from stormwater routing program. If applicable,
design outlet channel as a drainage channel or rock chute.
QP = C„LHv2
(Malcom Eq. I-6)
where: QP = peak discharge from design storm (cfs)
C„ = weir coefficient (=3.0 for free overfall)
L = length of weir (ft)
H = driving head (ft) (= allowable headwater above crest of weir or
calculated value from stormwater routing program)
G.N. RICHARDSON & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

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
PROJECT INFORMATION (please complete the following information):
Project Name : Shyf-6,41 C8 A L44Jh11 4 -1-h(-
Contact Person: S+CAC" Stni4-h Phone Number: (c(IJ ) — 528 — nS5r--7-
For projects with multiple basins, specify which basin this worksheet applies to:_EnEend ea 8}GY1 ii ctri Sasrn — )
Drainage Area:&facres Percent Impervious Area: O %
It. 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
sem) (( Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
"'IA 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 -
sa� / 4j'3i The basin length to width ratio is greater than 3:1.
�sl
oE The basin side slopes are no steeper than 3:1.
A small permanent pool at outlet orifice is provided to reduce clogging.
�t 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.
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.
Access for clean-out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
I lel— Forebay is provided to capture sediment and minimize clean-out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
SA5 Seasonal high water table is at least 1 foot below bottom of basin.
10 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 parry and notarized.
X wi�_r br Pe-a4"Ofo P1r4%,. 4)&6�
'*a Ca�_c_uL_A-r-o- -nn:

)Y G.N. Richard.® & Associates
R -ch NC 27503 F., 919 828 38NN
Showell C&D Landfill, Inc.
Extended Dry Detention Basin Analysis Basin NA:®
SH EE T
BY
cnao BY
I
�BS
DESIGN TEWORARYMTER OUALITY POOL.
Do—,
Al Otho,
v y
ew(ono)oe
u(,o)-�
Ro,­1 Vol me (ewe lot)= 0 01
reeguirea weer ouewy 11—(nj= 2,301
I N,d Q,
pv (n'wcco
too A saaimem so"ge Vol—(ft =22824
too A weer oueuty vowme(nj= tsna¢uese Roqus ascommi

Determine Stage -Storage Function:
Contour Area Area
(1t) (acres)
Incremental Cumulative
Volume(H') Volume (D)
Stage
(f[)
SHEET
JOB#
DATE.
BY
CHKD BY
In In Zest
Shotwell 052
12/14106
KBS
212 4,B 0.11
0
0
214 6 B0.15
11,470 11,470
2
935 069 2.00
216 9,3 021
15965 27435
4
1022 139 4.00
218 1T 0 29
21 855 49,290
6
10 81 1 79 6 00
220 16 037
28830 78,120
8
1127 208 8.00
Linear Rearession Constants:
Ks= 4,293
Storage =4293ZAl37
b= 137
'CAUTION: CHECK INPUT FOR REGRESSION ANALYSIS'
Stage-Sureace Area
Relationship
Stage -Storage Relationship
221
221
220
ass,
220
219
219
218
218
217
217
e
e
W 216
W 216
H
H
215
215
214
214
213
213
212
212
211
0 5 000 10 000
15000 20 000
0
20p00 40000 60p00 80p00
100p00
Surface Area
Kq
Storage lcn
Basin Desian Elevations:
Elev. of Bottom of Basin -W
2120
Reg it Storage Volume at Temp. Water Quality Pool (tt')=
27,389Reo'd. Volume of
Temp. Water Quality
Pool x 1.2 (to Acct for Additional Sediment
Storage)
Min. Elev. of Temporary Water Quality Pool=
2159
Selected Elev. of TemporaryWater Quality Pool
2160O.K.
Actual Storage Volume atTemp. Water Quality Pool (ft')=
28,863
Basin Cleanout Volume(D)=
14,431=50%ofTemp. Water Quality Pool
Storage Volume
Basin Cleanout Elevation=
2144
G . Richardson & Associates, Inc. EooB 1 copy of BASIN-EooB 1 xis

G. N. Richardson& Associates, Inc. E00B 1 copy0fBASIN-E00B 1xis
SHEET
Dewaterina of Temporary Water Quality Pool:
JOB #. Sbotwell 05-2
DATE. 12/14/06
Average Head (f[)=
20
BY KBS
Surface Area atTemporary Water Quality Pool (f[c)=
9,918
CHILD BY
Cost. of Contraction
Min. Drawdown Period Hr )
Max Drawdown Period (brsJ —=
Max. Area of Dewatering Hole (fi)=
0.03 Based on Min. Detention Time
Max Diameter of Dewatering Hole (in)=
25
Min. Area of Dewatering Hole Ye)=
0.01 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
10
Selected Diameter of Dewatering Hole(s) (in)-
Number of Dewatering H01 es=
Actual Area of Dewatering Hole(s) (f[c)=
0.02
Actual Drawdown Period (hrs)=
74 Q.K.
Option'. Loincloth Skimmer
Storage Volume (ft')=
28,883
Required Orifice Diameter (in)=�g
From Design Craft Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (f[)=
20
Surface Area atTemporary Water Quality Pool (f[c)=
9,918
Cost. of Contraction=
00
Desired Drawdown Peripd (hrsJ=
24
Min. Area of Dewatering Hole Ye)=
0.0] Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
35
Selected Diameter of Dewatering Hole (in)=�
Actual Area of Dewatering Hole Ye)-
0.20
Actual Drawdown Period (hrs)=
8 Q.K.
Forebay Calculations:
Required Volume of Forebay(s)(ft3)=
5,4]8=20% of Required Temporary Water Quality Pool Storage Volume
Forebay: N.�
Contour Area Area
Incremental Cumulative Stage In
In Zest
(ft2) (acres)
Volume Y) Volume PP) (f[)
213 800 0 02
0 0
214 1 0 04
1 200 1 200 1 7 09
0 00 1.00
215 24 00
2000 3200 2 8 0
059 2.00
21fi 32 00]7
2800 6 00 3 8 7
1.10 3.00
Linear Rearession Constants:
Ks= 1,190
Storage =4293zM.W
b= 146
Eley. of Bottom of Forebay
Top Elevation 0f Porebay=
Forebay Storage Y)=
5,915O.K.
Forebay Cleanout Volume(D)=
2,958=50% of Forebay Storage Volume
Forebay Cleanout Elevation=
2140
Basin Shape:
Length of Basin (ft)= .200
Measured at Temporary Water Quality Pool Elevation
Wd[h of Basin (ft)= 50
Measured at Temporary Water Quality Pool Elevation
Desired Length m Wtl[h Ratio (x17= 3
Actual Length to Wdth Ratio D 1J= 40O.K.
G. N. Richardson& Associates, Inc. E00B 1 copy0fBASIN-E00B 1xis

ROUTE DESIGN STORM:
Use Hydro CAD or Other Method.
Design Parameters:
Diameter (in)=
Design Stoop: 25 Yr, 24 Hr
Inv In Elevation=
Design Stoop Rainfall (in) — 6 55
Inv. Out Elevation=
Rainfall Distribution: Type 11
Length (ft)=
Runoff Method SCS TR -20
Results
Maximum Pool Elevation= 218
Surface
Area at Maximum Pool Pe) = 14, 100 From HydroCAD Analysis
Peak Discharge(dsk— 240
Check Settlina Efficiency:
Particle Data.
Diann . (microns)=�
spedne Dramry
Settling voice. (Pox)= 9.904265
Reynolds No (<O 5)= 0.045626 O.K.
Encores Data
Desired Efficiency (A) —�0
No. of Effective Cells= 2Use of Forebay(s) Justifies Value oft
Settling Efficiency (A)= 80O.K.
Desian Riser/Barrel Structures:
Risel-Design
Type of Riser. Wncrete- Circular
Riser Base Elevation= 2120
Riser Top Elevation= 2175
Riser Height(ff)= 55
Outlet
Outlet No. 1( for Dewatering TNQ Pool) Size :2"Diann . Orifice FromAbove-Dewatering ofMQPool
Invert Elevation 2140 May Vary For Multiple Holes
Outlet No. 2Size: 6" Dian. Vertical Orifice
Invert Elevation2160
Outlet No. 3(Principal Spillway). Sze: Harz. Orifice (Top of Riser)
Invert Elevation 2175
Concrete Riser Wall Inside Thickness (in)
Riser Insure Diameter (tt)
Approx. Cir. Riser Interiarvalume (d)=
Appnx.Circ Concrete Riser volume of Concrete (of)= 26
Bartel Design:
Type of Barrel
Diameter (in)=
to
Inv In Elevation=
i20
Inv. Out Elevation=
2060
Length (ft)=
Slope (Pott)
G. N. Richardson&Associates, Inc. EooB 1 copyofBASIN-EooB 1xis

Riser Base Calculations:
Design Uplift Force: CHKC
Factorof Safety=jjM1lii­ 1.25
F Unadjusted) (lbs)= 2,100
Approx. Cir. Concrete Riser Buoyant W[(lbs)= 1,310 Factors in 80% ofthe Weight ofthe Concrete Riser to Accountfor Outlets.
0
Buoyant Wt. of Riser asp (IbsJ
Buoyant W[ of Surrounding Solt aActint: on E#. Base (IbsJ =
Sliding Resistance of Surrounding Soil (Ibs)=
F(adjusted)(lbs)— 290
Concrete Base:
Required Volume of Concrete (ft')= 33
Length (ft)—
Thickness (ft) _
Actual Volume of Concrete (ft')= 180O.K.
Anti -Seepage Collar Calculations: (Alternatively- Desian Filter Diaphragm)
Slope of Upstream Embankment Ed 1V)_�
Slope 0f Outlet Pipe (RJR)=
0.1]1
Ls (R) =
123
Number 0f C011ars:
240 From HydroCAD-25-Yr, 20 -Hr. Storm
Length of Each Collar (R) =
From Design Chart Based on Ls and No. of Collars
Wdth of Each Collar(R)=
From Dezig n ChartBased on Lz and No. ofCollarz
Collar Projection, P (R) _
234 Determine by Weir Equation'
Spacing of SubsequentAnti Seep Collars (R)=
32=14P
Emergency Spillway Calculations:
Crest Elev.(R)=5
Required Freeboard (R)=
M5
Top of Bern Elev.(R)=
2200
Required Capacity lots)=
240 From HydroCAD-25-Yr, 20 -Hr. Storm
Driving Head (ft)=
05
Weir Coefficient=
30
Length of Crest (R)=
234 Determine by Weir Equation'
Design Crest Length (R)=JEL
30
Barrel Slope (%)=
' Length =20 it minimum.
SUMMARY DATA:
Basin No.: EDDB-1
EIev. of Bottom of Basin=
2120
Cleanout Elev. Pt)=
2144
EIev. Of TempOary Water Quality Pool—
2100 See Above for Riser and Other Design Information.
Emergency Spillway EIev. (R) =
213 5
Top of Bern Elev.(R)=
2200
Top of Bern Width (R)
Barrel Diameter (in)=
13
Barrel Slope (%)=
17.1
G. N. Richardson&Associates, Inc. E00B 1 copy0fBA3IN-E00B 1xis

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 : Shohow ca -1> L.c1Ya&I In
Contact Person: S Y4. S -M" -1h Phone Number: (914) X28 — 6 59 --
For projects with multiple basins, specify which basin this worksheet applies to:_ En It) IJ C, d a 3�1 0e ab" �c4S1 n
Drainage Area: 13 nacres 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
sg;� I Ri Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
1J .61 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
k�� 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.
Basin to be stabilized within 14 days of construction is specified.
Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
sols /�g� Additional treatment to meet the 85% TSS removal efficiency is provided.
Access for clean-out and maintenance is provided.
T� Inlet plunge pool or other energy dissipation is provided.
KForebay is provided to capture sediment and minimize clean-out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Shs 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.
* The 0&M agreement is signed by the responsible party and notarized.
Will TE ?R.c?l�OFro 114 TIAA �- -PL-]i6­4
Aa <40brr'-AG CR*LCOLA-(i014'S ALC A17ACICO,

)Y G.N. Richard.® & Associates
R -ch NC 27503 F., 919 828 38NN
Showell C&D Landfill, Inc.
Extended Dry Detention Basin Analysis Basin NA:®
SH EE T
BY
cnao BY
I
�BS
DESIGN TEWORARYMTER OUALITY POOL.
Do—,
Al Otho,
Joel - 11Y Vol -
v y
ew(ono)oe
u(,o)-�
Ro,­1 Vol me (ewe lot)= 0 06
eegmrea weer ouewy 11—(nj=
I ena ou co"
py
too A seaiwem so"ge Vol—(ft = 24570
too A weer ouewy vowme(nj- 24570L -d uuIlse Roqus xscommi

Determine Stage -Storage Function:
Contour Area Area
(1t) (acres)
Incremental Cumulative
Volume(H') Volume(ft')
Stage
(f[)
SHEET
JOB# Shotwell 052
DATE. 12/14106
BY KBS
CHKD BY
In In Zest
4 fi0 0.11
0
0
1330 030
44800 440
5
10 fig 181 5.00
23 16B 039
29864 73,864
7
1121 195 700
Linear Rearession Constants:
Ks= 3,692
Storage =36922"1.54
b 154
'CAUTION: CHECK INPUT FOR REGRESSION ANALYSIS'
Stage-Sureace Area
Relationship
Stage -Storage Relationship
233
233
232
232
231
231
230
230
e 229
e 229
H 228
H 228
227
227
226
226
225
225
224
224
__51 1 1 1
0 5000 10000
15000 20000
0
10000 20000 30000 400m 50000 60p00 70p00 80p00
Surface Area
Kq
Storage lcn
Basin Desian Elevations:
Elev. of Bottom of Basin =�
Reg it Storage Volume at Temp. Water Quality Pool (tt')=
29,484Req'd. Volume of
Temp. Water Quality
Pool x 1.2 (to Acct for Additional Sediment Storage)
Min. Elev. of Temporary Water Quality Pool=
2289
Selected Elev. of TemporaryWater Quality Pool -W
2MO.K.
Actual Storage Volume atTemp. Water Quality Pool (ft')=
31,207
Basin Cleanout Volume(ft')=
15,603=50%ofTemp. Water Quality Pool
Storage Volume
Basin Cleanout Elevation=
2275
G . Richardson & Associates, Inc. copy of BASIN-EDDB 2xls

G . Richardson &Associates, Inc. copy 0f BASIN-E00B 2xls
SHEET
Dewaterina of Temporary Water Quality Pool:
JOB #. Sbotwell 05-2
DATE. 12/14/06
Average Head (f[)=
20
BY KBS
Surface Area atTemporary Water Quality Pool (f[c)=
12,012
CHILD BY
Cost. of Contraction
Min. Drawdown Period Hr )
Max Drawdown Period (brsJ —=
Max. Area of Dewatering Hole (fi)=
0.04 Based on Min. Detention Time
Max Diameter of Dewatering Hole (in)=
2
Min. Area of Dewatering Hole Ye)=
0.02 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
1
Selected Diameter of Dewatering Hole(s) (in)-
Number of Dewatering H01 es=
Actual Area of Dewatering Hole(s) (f[c)=
0.02
Actual Drawdown Period (hrs)=
90 Q.K.
Option'. Loincloth Skimmer
Storage Volume (ftf)=
31,20]
Required Orifice Diameter (in)=�g
From Design Craft Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (f[)=
20
Surface Area atTemporary Water Quality Pool (f[c)=
12012
Cost. of Contraction=
0e
Desired Drawdown Peripd (hrsJ=
24
Min. Area of Dewatering Hole Ye)=
0.08 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
30
Selected Diameter of Dewatering Hole (in)=�
Actual Area of Dewatering Hole Ye)-
0.20
Actual Drawdown Period (hrs)=
10 Q.K.
Forebay Calculations:
Required Volume of Forebay(s)(ft3)=
5,89]=20% of Required Temporary Water Quality Pool Storage Volume
Forebay: No�
Contour Area Area
Incremental Cumulative Stage In
In Zest
(ft2) (acres)
Volume Y) Volume PP) (f[)
227 800 0 02
0 0
228 1 60 04
1 200 1 200 1 7 09
0 00 1.00
2: 29 00
2000 3200 2 8 0
009 2.00
230 32 00]7
2800 6 00 3 8 7
1.10 3.00
Linear Rearession Constants:
Ks= 1,190
Storage =38922"1.54
b= 146
Eley. of Bottom of Forebay
Top Elevation of Forebay=
Forebay Storage Y)=
5,915O.K.
Forebay Cleanout Volume Y)=
2,958=50% of Forebay Storage Volume
Forebay Cleanout Elevation=
2280
Basin Shape:
Length of Basin (ft)= .200
Measured at Temporary Water Quality Pool Elevation
Wd[h of Basin (ft)= 50
Measured at Temporary Water Quality Pool Elevation
Desired Length m Wtl[h Ratio (x17= 3
Actual Length to Wdth Ratio D 1J= 40O.K.
G . Richardson &Associates, Inc. copy 0f BASIN-E00B 2xls

ROUTE DESIGN STORM: Use Hydro CAD or Other Method.
Design Parameters:
Design Stoop: 10 Yr, 24 Hr
Design Stoop Rainfall (in) = 5 49
Rainfall Distribution: Type 11
Runoff Method SCS TR -20
Results
Maximum Pool Elevation= 2305
Surface Area at Maximum Pool Pe)- 14,273
Peak Discharge (dsk - 9 3
Check Settlina Efficiency:
Particle Data
Diann . (microns)=�
spedae Dramry
Settling voice. (Pos)= 0.004140
Reynolds No (<O 5)= 0.044234 O.K.
Encores Data
Desired Efficiency (A) -�0
No. of Effective Cells= 2Use of Forebay(s) Justifies Value oft
Desian Riser/Barrel Structures:
Riser Design
Settling Efficiency (A= 943O.K.
Type of Riser. Wncrete- Circular
Riser ease Elevation= 2250
Riser Top Elevation= 2300
Riser Height (ff)= 5 0
Outlet
Outlet No. 1(for Dewatering TNQ Pool) Size :2"Diann . Orifice FromAbove-Dewatering ofMQPool
Invert Elevation 2260 May Vary For Multiple Holes
Outlet NO. 2Size e" Diann Vertical Orifice
Invert Elevation'.229 0
Outlet No. 3(Principal Spillway). Sze: rip Orifice (Top of Riser)
Invert Elevation'. 230 0
Concrete Riser wall Thickness
te (in)Riser Insure Diameter (ft) -
Approx. Cir. Riser lnteriol-Volume (d) —
Appmx.Circ Concrete Riser volume of Concrete (of)= 24
Bartel Design:
Type of Barret.
Diameter (in) =
Inv In Elevation =
Inv. Out Elevation =
Length (ff)=
Slope (Poff7 =
0
G . Richardson &Associates, Inc. copy 0f BASIN-E00B 2xls

Riser Base Calculations:
Design Uplift Force: CHKC
Factorof Safety=jjM1lii­ 1.25
F Unadjusted) (Its)= 1,914
Approx. Cir. Concrete Riser Buoyant W[(lbs)= 1,051 Factors in 80% ofthe Weight ofthe Concrete Riser to Accountfor Outlets.
0
Buoyanti a0 Riser asp (IbsJ
Buoyant W[ of Surrounding Solt ant: on E#. Base (IbsJ =
Sliding Resistance of Surrounding Soil (Ibs)=
F (adjusted) (Ins)= 203
Concrete Base:
Required Volume of Concrete (,V)— 30
Length (ft)—
Wdth (ft)=
Thickness (ft) =
Actual Volume of Concrete (ft')= 180O.K.
Anti -Seepage Collar Calculations: (Alternatively- Desian Filter Diaphragm)
Slope of Upstream Embankment EH'.1 V) _�
Slope 0f Outlet Pipe (RJR)=
0010
Ls (ft) =
30
Number 0f Collars:
HydroCAD-25-Yr, 20 -Hr. Storm
Length of Each Collar (ftJ =
R From Design Chart Based on Ls and No. of Collars
Web, of Each Collar (ft)=
]p From Design Chart Based on Ls and No. ofCollars
Collar Projection, P(ft)=
5
Spacing of SubsequentAnti Seep Collars (ft)=
32=14P
Emergency Spillway Calculations:
Crest Elev. (ft)
Required Freeboard (ft)=
Top of Bern Elev.(ft)=
2320
Required Capacity lots)
HydroCAD-25-Yr, 20 -Hr. Storm
Weir Coefficient=
=From
0
Length of Crest (ft)=
30 Determine by Weir Equation'
Design Crest Length (ft)
_� 30
' Length 20 it minimum.
SUMMARY DATA:
Basin No.: EDDB-2
EIev. of Bottom of Basin=
2250
Cleanout Elev. Pt)=
22]5
EIev. Of TempOary Water Quality Pool—
2290 See Above for Riser and Other Design Information.
Emergency Spillway EIev. (ft)
= 231 0
Top of Bern Elev.(ft)=
2320
Top of Bern Width (ft)
Barrel Diameter (in)=
13
Barrel Slope (A)=
10
G . Richardson &Associates, Inc. copy 0f BA3IN-E00B 2Rip

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
I. PROJECT INFORMATION (please complete the following information):
Project Name : S [10hu& C a D Z-ee'n Jai L I , Tn C -
Contact Person: sa ej�u S�aaldh Phone Number: tj 1,? ) 828 — OS7-7-
For projects with multiple basins, specify which basin this worksheet applies to:- J�;7NF-eyjJ e� �e.kYI-ROv 0 '2Zt n —3
Drainage Area:Jolacres Percent Impervious Area: 0 %
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
( 0� Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
�A 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.
I The basin side slopes are no steeper than 3:1.
Y A small permanent pool at outlet orifice is provided to reduce clogging.
-se An emergency drain to completely empty the basin is provided.
X Vegetation plan prepared is specified on plans.
y Basin to be stabilized within 14 days of construction is specified.
,&A W(&_ Sediment storage (20% of detention volume) in addition to detention volume is provided.
1r Inlet and outlet erosion control measures to prevent scour are provided.
(� 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.
4��— Forebay is provided to capture sediment and minimize clean-out problems.
�z Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
�t Seasonal high water table is at least 1 foot below bottom of basin.
14, If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
X 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.
t4« 6t
O2OroO
je 3K
Soffl aM-wA(s
CALIWLPAflorl�
AAC
A_(1 40

)Y G.N. Richard.® & Associates
R -ch NC 27503 F., 919 828 38NN
Showell C&D Landfill, Inc.
Extended Dry Detention Basin Analysis Basin NA:®
SH EE T
BY
cnao BY
I
�BS
DESIGN TEWORARYMTER OUALITY POOL.
Do—,
Al Otho,
v y
ew(ono)oe
u(,o)-�
Ro,­1 Vol me (ewe lot)= 0 01
eegmrea weer ouewy 11—(nj= iyeo
I ena ou co"
py
too A saaimem so"ge Vol—(ft =19638
too A weer oueuty vowme(nj= tsna¢uese Roqus ascommi

Determine Stage -Storage Function
Contour
Area
(1t`)
Area
(acres)
Incremental
Volume PP)
Cumulative
Volume PP)
Stage
(f[)
In
In
Zest
240
4,230
044
Basin Cleanout Elevation=
0
0
242
8 5
,
59
051
10,120
10,120
2
2
92 2
92214
059
2.00
242
48
051
15340
25400
139
4.00
248
16 5
1 05
67425
77 545
8
1126
2 08
8.00
248
247
246
_ 245
to 244
m 243
242
241
240
239
0
Linear Rearession Constants:
Ks= 3541 Storage =3541 zM 47
b= 147
'CAUTION: CHECK INPUT FOR REGRESSION ANALYSIS'
Stage -Surface Area Relationship
5 000 10 000 15 000 20 000
Surface Area Kq
Stage -Storage Relationship
249
248
247
246
_ 245
w 244
m 243
242
241
240
239
0 20p00 400m 60p00 80p00 100p00
Storage lcp
Elev. of Bottom of Basin
=�p)
Req'it Ste rag e Vol ume at Temp. Water Quality Re ol(ft')=
23,566Req'd. Vol um of Tem P. Water Qual it, Poo lx1.2(to Acct. for A d diti onal S ed im ent Storage)
MIn. Elev. of Tempo a ry Water Quality Re ol=
2436
Selected Elev. of Tompoary Water Qualify PooI
=�O.K.
Roth al Ste age Vo In me at Temp. Water Quality Re olPc)
= 27,135
Basin Cleanout Volume(fts)=
13,568=50%ofTemp. Water Quality Pool Storage Volume
Basin Cleanout Elevation=
2425
G . Richardson & Associates, Inc. copy 0f BA3IN-EDDB 3xls

G . Richardson &Associates, Inc. copy 0f BASIN-E00B 3xls
SHEET
Dewaterina of Temporary Water Quality Pool:
JOB #. Sbotwell 05-2
DATE. 12/14/06
Average Head (f[)=
20
BY KBS
Surface Area atTemporary Water Quality Pool (f[c)=
9,965
CHILD BY
Cost. of Contraction
Min. Drawdown Period Hr )
Max Drawdown Period (brsJ —=
Max. Area of Dewatering Hole (fi)=
0.03 Based on Min. Detention Time
Max Diameter of Dewatering Hole (in)=
25
Min. Area of Dewatering Hole Ye)=
0.01 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
10
Selected Diameter of Dewatering Hole(s) (in)-
Number of Dewatering H01 es=
Actual Area of Dewatering Hole(s) (f[c)=
092
Actual Drawdown Period (hrs)=
75 Q.K.
Option'. Loincloth Skimmer
Storage Volume (ftf)=
2],135
Required Orifice Diameter (in)=�g
From Design Craft Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (f[)=
20
Surface Area atTemporary Water Quality Pool (f[c)=
9,965
Cost. of Contraction=
0e
Desired Drawdown Peripd (hrsJ=
24
Min. Area of Dewatering Hole Ye)=
0.0] Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
35
Selected Diameter of Dewatering Hole (in)=�
Actual Area of Dewatering Hole Ye)-
0.20
Actual Drawdown Period (hrs)=
3 Q.K.
Forebay Calculations:
Required Volume of Forebay(s)(ft3)=
4,]13=20% of Required Temporary Water Quality Pool Storage Volume
Forebay: No
Contour Area Area
Incremental Cumulative Stage In
InZ Zest
(ft2) (acres)
Volume Y) Volume PP) (f[)
241 700 002
0 0
242 1 40 0 03
1 050 1 050 1 fi 9
0 00 1.00
243 2 1 0 05
1 750 2 2 7 944
000 2.00
244 28 0 0
250
2450 5 250 3 8 5
1.10 3.00
Linear Rearession Constants:
Ks= 1,041
Storage =3541 zM 47
b= 146
Eley. of Bottom of Forebay
Top Elevation of Forebay=
Forebay Storage Y)=
5,176O.K.
Forebay Cleanout Volume Y)=
2,500=50% of Forebay Storage Volume
Forebay Cleanout Elevation=
2429
Basin Shape:
Length of Basin (ft)= 270
Measured at Temporary Water Quality Pool Elevation
Wd[h of Basin (ft)= 40
Measured at Temporary Water Quality Pool Elevation
Desired Length m Wtl[h Ratio (x17= 3
Actual Length to Wdth Ratio D 1J= 60O.K.
G . Richardson &Associates, Inc. copy 0f BASIN-E00B 3xls

ROUTE DESIGN STORM: Use Hydro CAD or Other Method.
Design Parameters:
Results
Design Stuns: 25Vr, 24 Hr
Design Stuns Rainfall (in) — 0 55
Rainfall Distribution: Type 11
Runoff Method SCS TR -20
Maximum Pool Elevation = W46 1
Surface Area at Maximum Pool Pe) = 12,155
Peak Discharge (ds) —�
Check Settlina Efficiency:
Particle Data.
Diam. (microns)=�
spedne Dramry
Settling voice. (Pox)= 9.904149
Reynolds No (<O 5)= 0.044234 O.K.
Encores Data
Desired Efficiency (A) —�0
No. of Effective Cells= 2Use of Forebay(s) Justifies Value oft
Desian Riser/Barrel Structures:
Risel-Design
Settling Efficiency (A)= 310O.K.
Type of Riser. Wncrete- Circular
Riserease Elevation= 2400
Riser Top Elevation= 2450
Riser Height(ff)= 5 0
Outlet
Outlet No. 1( for Dewatering TNQ Pool) Size :2"Diam. Orifice FromAbove-Dewatering ofMQPool
Invert Elevation 2420 May Vary For Multiple Holes
Outlet No. 2Size: 0" Diam. Orifice
Invert Elevation.244 0
Outlet No. 3(Principal Spillway). Sze: rip Orifice (Top of Riser)
Invert Elevation 2450
Concrete Riser Wall Inside Thickness (in)
Riser Inside Diameter (tt)
Approx. Cir. Riser mteriarvalume (d)=
Appmx.Circ Concrete Riser volume of Concrete (of)= 24
Bartel Design:
Type of Barrel
Diameter (in)=
to
Inv mElevation =
'd90
Inv. Out Elevation=
2320
Length (ft)=
Slope (Pott)
G . Richardson &Associates, Inc. copy of BASIN-EDDB 3xls

Riser Base Calculations:
Design Uplift Force: CHKC
Factorof Safety=jjM1lii­ 1.25
F Unadjusted) (lbs)= 1,914
Approx. Cir. Concrete Riser Buoyant W[(lbs)= 1,051 Factors in 80% ofthe Weight ofthe Concrete Riser to Accountfor Outlets.
0
Buoyant Wt. of Riser asp (IbsJ
Buoyant W[ of Surrounding Solt aActint: on E#. Base (IbsJ =
Sliding Resistance of Surrounding Soil (Ibs)=
F(adjusted)(lbs)— 203
Concrete Base:
Required Volume of Concrete (ft')= 30
Length (ft)—
Thickness (ft) _
Actual Volume of Concrete (ft')= 180O.K.
Anti -Seepage Collar Calculations: (Alternatively- Desian Filter Diaphragm)
Slope of Upstream Embankment Ed 1V)_�
Slope 0f Outlet Pipe (RJR)=
0033
Ls(R)=
41
Number 0f Collars:
2440 See Above for Riser and Other Design Information.
Length of Each Collar (RJ =
R From Design Chart Based on Ls and No. of Collars
Wdth of Each Collar (R)=
]p From Design Chart Based on Ls and No. of Collars
Collar Projection, P(R)=
5
Spacing of SubsequentAnti Seep Collars (R)=
32=14P
Emergency Spillway Calculations:
Crest Elev.(R)=0
Required Freeboard (R)= M5
Top of Bern Elev.(R)= 24]5
Required Capacity lots)=195 From HydroCAD-100-Yg24-Hr. Storm
Driving Head (ft)= 05
Weir COeffident= 30
Length of Crest (R)= 133 Determine by Weir Equation'
Design Crest Length (R)=JEL 30
' Length =20 it minimum.
SUMMARY DATA:
Basin No.: EDDBJ
EIev. of Bottom of Basin=
2400
Cleanout Elev. Pt)=
2425
EIev. Of TempOary Water Quality Pool—
2440 See Above for Riser and Other Design Information.
Emergency Spillway EIev. (R) =
240 0
Top of Bern Elev.(R)=
245
Top of Bern Width (R)
Barrel Diameter (in)=
13
Barrel Slope (A)=
30
G . Richardson &Associates, Inc. copy 0f BA3IN-E00B 3xls

Extended Dry Detention Basin -4

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 : S 3 L,cb L nod it c -
Contact Person: Phone Number: (!�15 ) g? 2-9 — 057-;z—
For projects with multiple basins, specify which basin this worksheet applies to:_ 4;kkyL e.(_ �n o_kyLt n
Drainage Area: ? -1 acres Percent Impervious Area: 70 %
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
0- 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 e —
SP6 ka�— The basin length to width ratio is greater than 3:1.
Sn5 , �• R� 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.
Basin to be stabilized within 14 days of construction is specified.
�cn / Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
Sh/ C'd� Additional treatment to meet the 85% TSS removal efficiency is provided.
Q6 Access for clean-out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
Sero �� Forebay is provided to capture sediment and minimize clean-out problems.
Yc Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
Ir If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
zr A site specific operation and maintenance plan with the following provisions is provided.
yo The 0&M agreement is signed by the responsible party and notarized.
-V ,uu" 6F powwow 1� 91')f6-1
Xd SJQQ®Kj�rlr, CAtcULA AAQ Af-lytfco

)Y G.N. Richard.® & Associates
R -ch NC 27503 F., 919 828 38NN
Showell C&D Landfill, Inc.
Extended Dry Detention Basin Analysis Basin NA:®
SH EE T
BY
cnao BY
I
�BS
DESIGN TEWORARYMTER OUALITY POOL.
Do—,
Al Otho,
Joel 29 Vol -
v y
ew(ono)oe
u(,o)-�
Ro,­1 Vol me (ewe lot)= 0 16
eegmrea weer ouewy 11— 7134
I N,d Q,
pv (n'wcco
too A saaimem so"ge Vol—(ft =5202
too A weer oueuty vowme(nj= moff Qul aeymmn9a8 commi

Determine Stage -Storage Functio¢
Elev. of Bottom of Basin
2520
Reg it Storage Volume at Temp. Water Quality Pool (ft')=
8,560Reo'd. Volume of Temp. Water Quality Pool x 1.2 (to Acct for Additional Sediment Storage)
Min. Elev. of Temporary Water Quality Pool=
Contour
Area Area
Incremental
Cumulative
Stage
In
In
Zest
2530
(1t`) (acres)
Volume PP)
Volume PP)
(f[)
252
1,2003
0
0
254
35 008
4810
4810
2
848
069
2.00
256
54 0.12
8990
13,800
4
953
139
4.00
258
]9 0.18
13330
2],130
6
1021
1 7
600
Lin ear Reares si on Constants:
Ks= 1,60]
Storage =160]zM.S
b= 1 5
'CAUTION: CHECK INPUT FOR
REGRESSION
ANALYSIS'
259
258
25]
256
W 255
m 254
253
252
251
0
Stage-Sureace Area Relationship
2000 4000 6000 8000 10000
Surface Area Kq
Stage -Storage Relationship
259
258
25]
256
a255
m 254
253
252
251
0 50m 10p00 150m 20,000 25p00 30p00
Storage lcp
Basin Design Elevations:
Elev. of Bottom of Basin
2520
Reg it Storage Volume at Temp. Water Quality Pool (ft')=
8,560Reo'd. Volume of Temp. Water Quality Pool x 1.2 (to Acct for Additional Sediment Storage)
Min. Elev. of Temporary Water Quality Pool=
255
Selected Elev. of TemporaryWater Quality Pool
=�O.K.
Actual Storage Volume atTemp. Water Quality Pool PV)=
9,128
Basin Cleanout Volume(fP)=
4,564=50%ofTemp. Water Quality Pool Storage Volume
Basin Cleanout Elevation=
2530
G . Richardson & Associates, Inc. copy of BASIN-EDDB axis

Average Head (f[)=
15
Surface Area atTemporary Water Quaury Pool (f[c)=
4732
cost of Contract on
Min. Drawdown Period Hr )
-�
Max Drawdown Period (hrsJ
—
Max Area of Dewatering Hole (fx)=
0.01 Based on Min. Detention Time
Max Diameter of Dewatering Hole (in)=
16
Min. Area of Dewatering Hole (fta)=
0.01 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
10
Selected Diameter of Dewatering Hole(s) (in)-
Number of Dewatering H01 es=
Actual Area of Dewatering Hole(s) (f[c)= 0.01
Actual Drawdown Period (hrs)= 55 Q.K.
Op0on. Loincloth Skimmer
Storage Volume ([[')= 9,123
Required Orifice Diameter (in)-�0 From Design Chart Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (ft)=
15
Surface Area at Temporary Water Quaury Pool (f[c)=
4732
coef. ction
n Period
Desired Drawdown Period (hrs7
Nr)
-�
Min. Area of Dewatering Hole (fta)=
0.03 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
23
Selected Diameter of Dewatering Hole (in)-�
Actual Area of Dewatering Hole (rta)- 0.05
Actual Drawdown Period (hrs)- 14 Q.K.
Basin Shape:
Length of Basin Pt) = 90 Measured at Temporary Water Quality Pool Elevation
Wd[h of Basin (f[)= 30 Measured at Temporary Water Quality Pool Elevation
Desired Length to Wd[h Ratio I 3
Actual Length to Web, Ratio D 1)= 30O.K.
G . Richardson &Associates, Inc. copy 0f BASIN-E00B axis

ROUTE DESIGN STORM: Use Hydro CAD or Other Method.
Design Parameters:
Results
Design Stuns: 10 Yr, 24 Hr
Design Stuns Rainfall (in) - 0 55
Rainfall Distribution: Type 11
Runoff Method. SCS TR -20
Maximum Pool Elevation= eegh
Surface Area at Maximum Pool Pe) = 5,999
Peak Discharge (cfs) _�
Check Settlina Efficiency:
Particle Data.
Diann . (microns)=�
spedne Dramry
Settling voice. (Pox)= 9.904149
Reynolds No (<O 5)= 0.044204 O.K.
Encores Data
Desired Efficiency (A) -�0
No. of Effective Cells= 2Use of Forebay(s) Justifies Value oft
Desian Riser/Barrel Structures:
Riser Design
Settling Efficiency (A) _ 79 0 No Good.
Type of Riser. Wncrete- Circular
Riser ease Elevation= 2520
Riser Top Elevation= 2555
Riser Height (ff)= 3 5
Outlets
Outlet No 1(for Dewatering TlNQ Pool) Size: 2"Dian. orifice
Invert Elevation 2540
Outlet No 2Size:3" Diann . Vertical orifice
Invert Elevation :255 0
Outlet No. 3(Principal Spillway): Sze: Hods. Orifice (Top of Riser)
Invert Elevation 2555
Concrete Riser Wall Thickness (in) -
Riser Inside Diameter (ft)
Approx. Cir. Riser Intednrvnlume(d)= 11
Appnx.Circ Concrete Riser volume of Concrete (of)= 11
Bartel Design:
Type of Barrel
Diameter (in) _
Inv In Elevation =
Inv. Out Elevation =
Length (ff)=
Slope (Poff) _-0
From Above -Dewatering of MQ Pool
May Vary For Multiple Holes
G . Richardson &Associates, Inc. copy of BASIN-EDDB axis

Riser Base Calculations:
Design Uplift Force: CHKC
Factorof Safety=jjM1lii­ 1.25
F Unadjusted) (lbs)= 353
Approx. Cir. Concrete Riser Buoyant W[(lbs)= ]]O Factors in 80% ofthe Weight ofthe Concrete Riser to Accountfor Outlets.
0
Buoyant Wt. of Riser asp (IbsJ
Buoyant W[ of Surrounding Solt aActint: on E#. Base (IbsJ =
Sliding Resistance of Surrounding Soil (Ibs)=
F (adjusted) (Ibs)= 32
Concrete Base:
Required Volume of Concrete (ft')= 08
Length (ft)-
Thickness (ft) _
Actual Volume of Concrete (ft')= 180O.K.
Anti -Seepage Collar Calculations: (Alternatively- Desian Filter Diaphragm)
Slope 0f Upstream Embankment Ed 1V) -M 3
Slope 0f Outlet Pipe PER)= 0022
Ls(ft)= 2]
Number 0f C011ars: 2
Length of Each Collar (ttJ = ,0 From Design Chart Based on Ls and No. of Collars
Wdth of Each Collar (f[)= ^0 From Design Chart Based on Ls and No. of Collars
Cc or Project on, P (ft) _
Spacing of Subsequent Ant- Seep Collars (f[)= 33=14P
Emergency Spillway Calculations:
Crest Elev. (ft) =250 5
Requlatl Fae60aN (ttJ= 15
Top of Bern Elev.(ft)= 2530
Required Capacity lots) =� 105 From HydroCAD-10-Yg2q-Hr.Storm
Driving Head (ft)= 05
Weir COeffident= 30
Length of Crest (f[)= g O Determine by Weir Equation'
Design Crest Length (ft)=JEL 30
' Length =20 it minimum.
SUMMARY DATA:
Basin No.: EDDB4
EIev. of Bottom of Basin= 2520
Cleanout Elev. Pt)= 2530
EIev. Of TempOary Water Quality Pool- 2550 See Above for Riser and Other Design lnformati
Emergency Spillway EIev. (tt) = 250 5
Top of Bern Elev.(ft)= 2530
Top of Bern Width (tt) =�
Barrel Diameter (in)= 15
Barrel Slope (A)= 22
G . Richardson &Associates, Inc. copy 0f BA3IN-E00B axis

Extended Dry Detention Basin -5

Project No.
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Manaaement 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:
C 8.0 "
S#TictLr Smti1► Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:- [�j�fend e d '[Jai def vn `M 13�s►Y2 --- S
Drainage Area:g.4jacres 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
N� 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
Sr Kf� The basin length to width ratio is greater than 3:1.
f A The basin side slopes are no steeper than 3:1.
�2 A small permanent pool at outlet orifice is provided to reduce clogging.
ac An emergency drain to completely empty the basin is provided.
'k Vegetation plan prepared is specified on plans.
�e Basin to be stabilized within 14 days of construction is specified.
Sides Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
Sic /I f3� Additional treatment to meet the 85% TSS removal efficiency is provided.
sp; / Access for clean-out and maintenance is provided.
JN_ Inlet plunge pool or other energy dissipation is provided.
./ �' Forebay is provided to capture sediment and minimize clean-out problems.
Ac Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
JTAS Seasonal high water table is at least 1 foot below bottom of basin.
.we If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
_X A site specific operation and maintenance plan with the following provisions is provided.
A The 0&M agreement is signed by the responsible party and notarized.
4" �43Q J i P"110iO hs' W)s 6� .

)Y G.N. Richard.® & Associates
R -ch NC 27503 F., 919 828 38NN
Showell C&D Landfill, Inc.
Extended Dry Detention Basin Analysis Basin NA:®
SH EE T
BY
cnao BY
I
�BS
DESIGN TEWORARYMTER OUALITY POOL.
Do—,
Al Otho,
v y
ew(ono)oe
u(,o)-�
Ro,­1 Vol me (ewe lot)= 0 10
reeguirea weer 3uewy 11—)nj= 4929
Leotl3u
pv (n'wcco
too A seaiwem so"ge Vol—(ft = 42930
too A weer 3uewy vowme(nj— 42930L -d uuIlse aoqui—CINANi

Determine Stage -Storage
Contour
Function:
Area Area
(1t) (acres)
Incremental
Volume(H')
Cumulative
Volume(ft')
Stage
(f[)
In
SHEET
JOB#
DATE.
BY
CHKD BY
In Zest
Shotwell 052
12/14100
KBS
272
19,1 044
0
0
274
26 0 6
45738
45,738
2
1073
0 6 2.00
276
31 0 7
58370
104,108
4
1155
139 4.00
278
38, 0 88
70,132
174 240
6
1287
1 79 6 00
280
45;' 185
84071
258311
8
1246
288 8.00
Linear Rearession Constants:
Ks= 19,035
Storage =190352"124
b 124
'CAUTION: CHECK INPUT FOR REGRESSION
ANALYSIS'
Stage -Surface Area
Relationship
Stage -Storage Relationship
281
280
281
280
279
279
DB
278
277
277
e
zzx
275
-
275
H
�
275
—
275
274
274
273
273
272
4
272
271
271
0 10,000 20,000 80,000
40,000
50,000
0
50,000
100,000 150poo 200,000 250,000
300poo
Surface Area
Kq
storage lcf)
Basin Desian Elevations:
Elev. of Bottom of Basin=
2720
Req'it Ste rag e Vol ume
at Temp. Water Qua liry Po ol(tt')=
51,516Req'd.
Vol um
of Tem P. Water
Qual
it, Poo lx1.2
(to Acct. for A d diti onal S ed im ent
Storage)
MIn. Elev.
of Tempo a ry Water Qua liry Po ol=
2742
Sel ecled Elev.
of Tempo ary Water Quality Poo l=
2750O.K.
Actual SIO age Vo In me
at Temp. Water Quality Po ol(ft')=
74,598
Basin Cleanout Volume(ft')=
37,298=50%ofTemp.
Water Quality Pool
Storage Volume
Basin Cleanout Elevation=
2737
G . Richardson & Associates, Inc. copy of BASIN-EDDB 5xls

G . Richardson &Associates, Inc. copy 0f BASIN-E00B 5xls
SHEET
Dewaterina of Temporary Water Quality Pool:
JOB #. Sbotwell 05-2
DATE. 12/14/06
Average Head (f[)=
15
BY KBS
Surface Area atTemporary Water Quality Pool (f[c)=
30,912
CHILD BY
Cost. of Contraction
Min. Drawdown Period Hr )
Max Drawdown Period (brsJ -=
Max. Area of Dewatering Hole (fi)=
0.09 Based on Min. Detention Time
Max Diameter of Dewatering Hole (in)=
4.1
Min. Area of Dewatering Hole Ye)=
0.04 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
26
Selected Diameter of Dewatering Hole(s) (in)=
Number of Dewatering Holes=
1
Actual Area of Dewatering Hole(s) (f[c)=
0.02
Actual Drawdown Period (hrs)=
200 No Good.
Option'. Loincloth Skimmer
Storage Volume(ftf)-
]4,596
Required Orifice Diameter (in)=�g
From Design Craft Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (f[)=
15
Surface Area atTemporary Water Quality Pool (f[c)=
30912
Cost. of Contraction=
06
Desired Drawdown Peripd (hrsJ=
24
Min. Area of Dewatering Hole Ye)=
0.10 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
58
Selected Diameter of Dewatering Hole (in)=�
Actual Area of Dewatering Hole Ye)=
0.20
Actual Drawdown Period (hrs)=
22 G.K.
Forebay Calculations:
Required Volume of Forebay(s)(ft3)=
10,303=20% of Required Temporary Water Quality Pool Storage Volume
Forebay: F -No
Contour Area Area
Incremental Cumulative Stage In
In Zest
(ft2) (acres)
Volume Y) Volume PP) (f[)
274 1 400 0 03
0 0
275 82 010
2,100 2,100 1 755
000 1.00
42
277 4 2 0.10
5 800 2 003
009 2.00
D] 5 fi 0.13
4 900
4 900 10,500 3 9 26
1.10 3.00
Linear Rearession Constants:
Ks= 2,003
Storage =190352"124
b= 146
Elev. of Bottom of Forebay -OF
271
Top
Elevation of Forebay=
27
Forebay Storage Y)=
10,352O.K.
Forebay Cleanout Volume Y)=
5,176=50% of Forebay Storage Volume
Forebay Cleanout Elevation=
275
Basin Shape:
Length of Basin (ft)= .200
Measured at Temporary Water Quality Pool Elevation
Wd[h of Basin (ft)= 50
Measured at Temporary Water Quality Pool Elevation
Desired Length m Wtl[h Ratio (x17= 3
Actual Length to Wdth Ratio D 1J= 40O.K.
G . Richardson &Associates, Inc. copy 0f BASIN-E00B 5xls

ROUTE DESIGN STORM: Use Hydro CAD or Other Method.
Design Parameters:
Results
Design Stuns: 25Vr, 24 Hr
Design Stuns Rainfall (in) - 0 55
Rainfall Distribution: Type 11
Runoff Method SCS TR -20
Maximum Pool Elevation= 9]Aa
Surface Area at Maximum Pool Pe)- 34,424
Peak Discharge (risk -�
Check Settlina Efficiency:
Particle Data.
Diann . (microns)=�
spedne Dramry
Settling voice. (Pos)= 9.904149
Reynolds No (<O 5)= 0.044234 O.K.
Encores Data
Desired Efficiency (A) -�0
No. of Effective Cells= 2Use of Forebay(s) Justifies Value oft
Desian Riser/Barrel Structures:
Riser Design
Settling Efficiency (A)- W 5 O.K.
Type of Riser. Wncrete- Circular
Riser ease Elevation= 272
Riser Top Elevation= 276
Riser Height (ff)= 4 0
Outlet
Outlet No. 1(for Dewatering TNQ Pool) Size :2"Diann . Orifice FromAbove-Dewatering ofMQPool
Invert Elevation 274 May Vary For Multiple Holes
Outlet No. 2Size: 0" Dian. Orifice
Invert Elevation.2]5 0
Outlet No. 3(Principal Spillway). Sze: rip Orifice (Top of Riser)
Invert Elevation 276
Concrete Riser wall Thickness
te (in)Riser Inside Diameter (ft) -
Approx. Cir. Riser mteriarvalume (d) —
Appnx.Circ Concrete Riser volume of Concrete (of)= 19
Bartel Design:
Type of Barrel
Diameter (in) =
Inv In Elevation =
Inv. Out Elevation =
Length (ff)=
Slope (Poff7 =
0
G . Richardson &Associates, Inc. copy of BASIN-EDDB Reis

Riser Base Calculations:
Design Uplift Force: CHKC
Factorof Safety=jjM1lii­ 1.25
F Unadjusted) (lbs)— 1,532
Approx. Cir. Concrete Riser Buoyant W[(lbs)= 1,321 Factors in 80% ofthe Weight ofthe Concrete Riser to Accountfor Outlets.
0
Buoyant Wt. of Riser asp (IbsJ
Buoyant W[ of Surrounding Solt aActint: on E#. Base (IbsJ =
Sliding Resistance of Surrounding Soil (Ibs)=
F(adjusted)(lbs)— 211
Concrete Base:
Required Volume of Concrete (ft')= 24
Length (ft)—
Thickness (ft) _
Actual Volume of Concrete (ft')= 180O.K.
Anti -Seepage Collar Calculations: (Alternatively- Desian Filter Diaphragm)
Slope of Upstream Embankment Ed 1V)_�
Slope 0f Outlet Pipe (RJR)=
0030
Ls(R)=
41
Number 0f Collars:
275 See Above for Riser and Other Design Information.
Length of Each Collar (RJ =
R From Design Chart Based on Ls and No. of Collars
Wdth of Each Collar (R)=
]p From Design Chart Based on Ls and No. of Collars
Collar Projection, P(R)=
5
Spacing of SubsequentAnti Seep Collars (R)=
32=14P
Emergency Spillway Calculations:
Crest Elev.(R)=0
Required Freeboard (R)= M5
Top of Bern Elev.(R)= 2735
Required Capacity lots) =� 133 From HydroCAD-100-Yg24-Hr.Storm
Driving Head (ft)= 0 5 From HydroCAD -100-Yr, 20 -Hr. Storm
Wei r COeffident= 30
Length of Crest (R)= 125 Determine by Weir Equation'
Design Crest Length (R)=JEL 30
' Length =20 it minimum.
SUMMARY DATA:
Basin No.: EDDBE
EIev. of Bottom of Basin=
272
Cleanout Elev. Pt)=
273
EIev. Of TempOary Water Quality Pool—
275 See Above for Riser and Other Design Information.
Emergency Spillway EIev. (R) =
2]] 0
Top of Bern Elev.(R)=
278
Top of Bern Width (R)
Barrel Diameter (in)=
13
Barrel Slope (A)=
3 0
G . Richardson &Associates, Inc. copy 0f BA3IN-E00B 5xls

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
PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person:
C_8 D
Phone Number: ( Q19) 828 — 0 S -4'-;E0'-
For projects with multiple basins, specify which basin this worksheet applies to:_
Drainage Area:t?-1 acres Percent Impervious Area: (0 %
II. REQUIRED ITEMS CHECKLIST
E�,c-cncl ed �Qknba» Rasln - 6
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
4 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 f�-
The basin length to width ratio is greater than 3:1.
K& 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.
Basin to be stabilized within 14 days of construction is specified.
4-' 6 Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
its t Additional treatment to meet the 85% TSS removal efficiency is provided.
t KE�, Access for clean-out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
IN r Forebay is provided to capture sediment and minimize clean-out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Stec 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.
The 0&M agreement is signed by the responsible party and notarized.
*Jk S�Pi'v~�.r(, CAiCt9a�(9� A4,� Ail4UfCd.

)Y G.N. Richard.® & Associates
R -ch NC 27503 F., 919 828 38NN
Showell C&D Landfill, Inc.
Extended Dry Detention Basin Analysis Basin NA:®
SH EE T
BY
cnao BY
I
�BS
DESIGN TEWORARYMTER OUALITY POOL.
Do—,
Al Otho,
v y
ew(ono)oe
u(,o)-�
Ro,­1 Vol me (ewe lot)= 0 01
reeguirea weer ouewy 11—(nj= 2,347
I N,d Q,
pv (n'wcco
too A saaimem so"ge Vol—(ft =23274
too A weer oueuty vowme(nj= tsna¢uese Roqus ascommi

Determine Stage -Storage Function:
Contour Area Area Incremental Cumulative
(1t) (acres) Volume(H') Volume(ft')
Stage
(f[)
SHEET
JOB#
DATE.
BY
CHKD BY
In In Zest
Shotwell 052
12/14106
KBS
204 044 0
0
20 12 8
8 128051 35030 35,030
4
10 46 139 4.00
212 2272 1 05 71 300 106 330
8
11 57 2 08 8.00
Linear Rearession Constants:
Ks= 3,802 Storage =3802ZAl6
b= 160
'CAUTION: CHECK INPUT FOR REGRESSION ANALYSIS'
Stage-Sureace Area Relationship
Stage -Storage Relationship
213
213
212
212
211
211
210
210
209
209
IS
e
W 208
W 208
C
H
20]
20]
206
206
2057Z
205
204
204
203
203
0 5 000 10000 15 000 20000 25 000
0
20 m0 40p00 ® 000 80p00 100000
120p00
Surface Area Kq
Storage lcn
Basin Desian Elevations:
Elev. of Bottom of Basin== 2040
Reg it Storage Volume at Temp. Water Quality Pool (tt')= 27,929Reo'd. Volume of Temp.
Water Quality
Pool x 1.2 (to Acct for Additional Sediment Storage)
Min. Elev. of Temporary Water Quality Pool= 20]5
Selected Elev. of TemporaryWater Quality Pool 2075O.K.
Actual Storage Volume atTemp. Water Quality Pool (ft')= 28,284
Basin Cleanout Volume(ft')= 14,142=50%ofTemp. Water Quality Pool
Storage Volume
Basin Cleanout Elevation = 206 3
G N. Richardson &Associates, Inc. Copy of BASIN-EDD&6x15

G N. Richardson &Associates, Inc. Copy of BASIN-EDD&6Rip
SHEET
Dewaterina of Temporary Water Quality Pool:
JOB #. Sbotwell 05-2
DATE. 12/14/06
Average Head (f[)=
18
BY KBS
Surface Area atTemporary Water Quality Pool (f[s)=
12,945
CHILD BY
Cost. of Contraction
Min. Drawdown Period Hr )
Max Drawdown Period (brsJ —=
Max. Area of Dewatering Hole (fi)=
0.04 Based on Min. Detention Time
Max Diameter of Dewatering Hole (in)=
2
Min. Area of Dewatering Hole Ye)=
0.02 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
1
Selected Diameter of Dewatering Hole(s) (in)-
Number of Dewatering Holes=
Actual Area of Dewatering Hole(s) (f[s)=
0.02
Actual Drawdown Period (brs7=
91Q.K.
Option'. Loincloth Skimmer
Storage Volume(ftf)—
28,284
Required Orifice Diameter (in)=�g
From Design Craft Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (f[)=
18
Surface Area atTemporary Water Quality Pool (f[s)=
12945
Cost. of Contraction=
06
Desired Drawdown Peripd (hrsJ=
24
Min. Area of Dewatering Hole Ye)=
0.08 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
38
Selected Diameter of Dewatering Hole (in)=�
Actual Area of Dewatering Hole Ye)-
0.20
Actual Drawdown Period (hrs)=
10 Q.K.
Forebay Calculations:
Required Volume of Fbrebay(s)(fP)=
5,588=20% of Required Temporary Water Quality Pool Storage Volume
Forebay: No
Contour Area Area
Incremental Cumulative Stage In
InZ Zest
(ft2) (acres)
Volume Y) Volume PP) (f[)
206 800 082
0 0
207 1 6084
1200 1200 1 ]89
080 1.00
208 24 007
2000 3200 2 8 0
089 2.00
2 32 OB]
09
2800 6 00 3 8 7
1.10 3.00
Linear Rearession Constants:
Ks= 1,190
Storage =3802ZAl6
b= 146
Eley. of Bottom of Forebay
Top Elevation of Forebay=
Forebay Storage Y)=
5,915O.K.
Forebay Cleanout Volume Y)=
2,958=50% of Forebay Storage Volume
Forebay Cleanout Elevation=
20]8
Basin Shape:
Length of Basin (ft)= 40
Measured at Temporary Water Quality Pool Elevation
Wd[h of Basin (ft)= 80
Measured at Temporary Water Quality Pool Elevation
Desired Length m W( Ratio (x17= 3
Actual Length to Wdth Ratio D 1)= 30O.K.
G N. Richardson &Associates, Inc. Copy of BASIN-EDD&6Rip

ROUTE DESIGN STORM: Use Hydro CAD or Other Method.
Design Parameters:
Results
Design Stoop: 25 Yr, 24 Hr
Design Stoop Rainfall (in) - 6 55
Rainfall Distribution: Type 11
Runoff Method SCS TR -20
Maximum Pool Elevation= enNa
Surface Area at Maximum Pool Pe)- 17,635
Peak Discharge (dsk -�
Check Settlina Efficiency:
Particle Data
Diam. (microns)=�
spedae Dramry
Settling voice. (Pos)= 0.004140
Reynolds No (<O 5)= 0.044234 O.K.
Encores Data
Desired Efficiency (A) -�0
No. of Effective Cells= 2Use of Forebay(s) Justifies Value oft
Desian Riser/Barrel Structures:
Riser Design
Settling Efficiency (A= 330O.K.
Type of Riser. Wncrete- Circular
Riser ease Elevation= 2040
Riser Top Elevation= 2035
Riser Height (ff)= 4 5
Outlets
Outlet No. 1(for Dewatering TNQ Pool) Size :2"Diam. Orifice FromAbove-Dewatering ofMQPool
Invert Elevation 2060 May Vary For Multiple Holes
Outlet NO. 2Size: 0" Diam. Orifice
Invert Elevation '.2075
Outlet No. 3(Principal Spillway). Sze: rip Orifice (Top of Riser)
Invert Elevation 2035
Concrete Riser Walla Diameter
(in)InsideRiserInsideDiamerer (ft)
Approx. Cir. Riser lnteriol-Volume (d) —
Appmx.Circ Concrete Riser volume of Concrete (of)= 21
Bartel Design:
Type of Barret.
Diameter (in)
to
Inv In Elevation =
..040
Inv. Out Elevation=
2030
Length (ft)=
Slope(Poff)
G . Richardson &Associates, Inc. copy 0f BA3IN-E00B 6xls

Riser Base Calculations:
Design Uplift Force: CHKC
Factorof Safety=jjM1lii­ 1.25
F Unadjusted) (lbs)= 1,]23
Approx. Cir. Concrete Riser Buoyant W[(lbs)= 1,438 Factors in 80% ofthe Weight ofthe Concrete Riser to Accountfor Outlets.
0
Buoyant Wt. of Riser Top (IbsJ
Buoyant W[ of Surrounding Solt aActint: on E#. Base (IbsJ =
Sliding Resistance of Surrounding Soil (Ibs)=
F(adjusted)(lbs)— 237
Concrete Base:
Required Volume of Concrete (ft')= 27
Length (ft)—
Thickness (ft) _
Actual Volume of Concrete (ft')= 180O.K.
Anti -Seepage Collar Calculations: (Alternatively- Desian Filter Diaphragm)
Slope of Upstream Embankment Ed 1V)_�
Slope of Outlet Pipe PER)= 0014
Ls(ft)= 33
Number 0f Collars:
Length of Each Collar (ttJ = From Design Chart Based on Ls and No. of Collars
Wdth of Each Collar(ft)= From Dezig n ChartBased on Lz and No. ofCollarz
Collar Projection, P (ft) _
Spacing of SubsequentAnti Seep Collars (ft)= 32=14P
Emergency Spillway Calculations:
Crest Elev. (ft) =209 5
Requiretl Freeboard (ttJ= 25
Top of Bern Elev.(ft)= 2120
Required Capacity lots) =� 257 From HydroCAD-25-Yg24-Hr.Storm
Driving Head (ft)= 05
Weir Coeffident= 30
Length of Crest (f[)= 242 Determine by Weir Equation'
Design Crest Length (ft)=JEL 30
' Length =20 ft minimum.
SUMMARY DATA:
Basin No.: EDDB-6
Elev. of Bottom of Basin= 2040
Cleanout Elev.Pt) = 2063
Elev. of Temporary Water Quality Pool= 20]5 See Above for Riser and Other Design lnformati
Emergency Spillway Elev. (tt) = 209 5
Top of Bern Elev.(ft)= 2120
Top of Bern Width (tt) =�
Barrel Diameter (in)= 13
Barrel Slope (%)= 14
G N. Richardson &Associates, Inc Copy of BASIN-EDD&6x15

Extended Dry Detention Basin -7

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 : Sftfl l Ca -D 7y? c
Contact Person: 4Fuceu giryt'th Phone Number: (CM) 828 — 05* -T
For projects with multiple basins, specify which basin this worksheet applies to:_ J�-7x jey)&ej Tn M c4rnfim Ustn —
Drainage Area:9.6 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
! 6P Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
A 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
SPK he 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.
Basin to be stabilized within 14 days of construction is specified.
JAg / kms— Sediment storage (20% of detention volume) in addition to detention volume is provided.
t Inlet and outlet erosion control measures to prevent scour are provided.
'544 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.
Tkj jj &� orebay is provided to capture sediment and minimize clean-out problems.
xK Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
SFAS Seasonal high water table is at least 1 foot below bottom of basin.
X 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.
04-1- 6E QGN'0(1J 0 fod«L
mx SjJ?,yv(, caw.

)Y G.N. Richard.® & Associates
R -ch NC 27503 F., 919 828 38NN
Showell C&D Landfill, Inc.
Extended Dry Detention Basin Analysis Basin NA:®
SH EE T
BY
cnao BY
I
�BS
DESIGN TEWORARYMTER OUALITY POOL.
Do—,
Al Otho,
Joel 96 Vol -
v y
ew(ono)oe
u(,o)-�
Ro,­1 Vol me (ewe lot)= 0 04
eegmrea weer ouewy 11—(nj=1 E42
I N,d Q,
pv (n'wcco
too A saaimem so"ge Vol—(ft =17280
too A weer oueuty vowme(nj= tsna¢uese Roqus ascommi

Determine Stage -Storage Function
Contour
Area
(1t`)
Area
(acres)
Incremental
Volume PP)
Cumulative
Volume PP)
Stage
(f[)
In
In
Zest
259
3,255
044
0
0
260
3,W
051
3565
3565
1
8.18
000
1.00
262
18,1
001
22010
25,5]5
3
10.15
1.10
3.00
264
39,'
06
58 03 5
83,610
5
1133
161
5.00
265
48,
105
129,813
133 378
6
1180
1 7
600
Linear Rearession Constants:
Ks= 3,346 Storage =33482"2
b= 200
'CAUTION: CHECK INPUT FOR REGRESSION ANALYSIS'
Stage -Surface Area Relationship Stage -Storage Relationship
266 266
265 265
264 264
263 263
e e
w 262 "� 262
H H
m
m
261 261
260260
259 259
258 258
0 10000 20000 30000 40000 50000 60000 0 20 Doti 40000 60 Doti ®000100000120 Dan 140 000 160 Doti
Surface Area Kq Storage lcf)
Basin Design Elevations:
Elev. of Bottom of Basin =JW 2590
Req'it Ste rag e Vol ume at Temp. Water Quality Re ol(1t3)= 20,736Req'd. Vol um of Tem P. Water Qual it, Poo lx1.2(to Acct. for A d diti onal S ed im ent Storage)
MIn. Elev. of Tempo a ry Water Quality Re ol= 2615
Sel ecled Elev. of Tempo ary Water Qualify Poo l== 26150.K.
Roth al SIO age Vo In me at Temp. Water Quality Re olPc) = 20,918
Basin Cleanout Volume(fts)= 10,459=50%ofTemp. Water Quality Pool Storage Volume
Basin Cleanout Elevation= 2608
G.N. Richardson & Associates, Inc. copy 0f BA3IN-EDDB 7xls

G . Richardson &Associates, Inc. copy 0f BASIN-E00&]Rip
SHEET
Dewaterina of Temporary Water Quality Pool:
JOB #. Sbotwell 05-2
DATE. 12/14/06
Average Head (f[)=
13
BY KBS
Surface Area atTemporary Water Quality Pool (ftE)=
18,]38
CHILD BY
Coef. of Contraction —
MIn. D awdown Periotl (hrsJ=
8
Max D awdown Period (hrs)=
Max. Area of Dewatering Hole (fi)=
0.04 Based on Min. Detention Time
Max Diameter of Dewatering Hole (in)=
28
Min. Area of Dewatering Hole Ye)=
0.02 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
18
Selected Diameter of Dewatering Hole(s) (in)-
Number of Dewatering H01 es=
Actual Area of Dewatering Hole(s) (ft2)-
0.02
Actual Drawdown Period (hrs)=
99 Q.K.
Op0on. Loincloth Skimmer
Storage Volume(ftf)—
20,918
Required Orifice Diameter (in)-�O
From Design Chart Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (f[)=
13
Surface Area atTemporary Water Quality Pool (ft2)=
18,]38
Cost of Contraction=
08
Desired Drawdown Periotl (hrsJ=
24
Min. Area of Dewatering Hole Ye)=
0.09 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in)=
4.1
Selected Diameter of Dewatering Hole (in)=�
Actual Area of Dewatering Hole Ye)-
0.20
Actual Drawdown Period Nrs)-
11Q.K.
Forebay Calculations:
Required Volume of Forebay(s)(ft3)=
4,14]=20% of Required Temporary Water Quality Pool Storage Volume
Forebay: %1-NorthW
Contour Area Area
Incremental Cumulative Stage In In
Zest
(ft2) (acres)
Volume Y) Volume PP) (f[)
259 fi00' 001
000
0 0
259 1 0 03
900 900 1 fi 80 0 00
1.00
262 2400 006
3500 4500 3 841 1.10
3.00
Linear Rearession Constants:
Ks= 900
Storage -33482"2
b= 146
Eley. of Bottom of Forebay
Top Elevation of Forebay=
Forebay Storage Y)=
4,500O.K.
Forebay Cleanout Volume Y)=
2,250=50% of Forebay Storage Volume
Forebay Cleanout Elevation=
2800
Basin Shape:
Length Of Basin(ft)=
° Measured at Temporary Water Quality Pool Elevation
Wtlth Of Basin (f[J= ]O
Measured a[Temporary Water Quality Pool Elevation
Oesired Length to Wmm%o(X 1)= 3
Actual Length to Wrdb, Rati O (X'1)= 24
NO Good. Revise Shape orAdd Baffles.
G . Richardson &Associates, Inc. copy 0f BASIN-E00&]Rip

ROUTE DESIGN STORM: Use Hydro CAD or Other Method.
Design Parameters:
Results
Design Stoop: 25 Yr, 24 Hr
Design Stoop Rainfall (in)= 0 55
Rainfall Distribution: Type 11
Runoff Method SCS TR -20
Maximum Pool Elevation= eana
Surface Area at Maximum Pool Pe)- 24,307
Peak Discharge (dsk =�
Check Settlina Efficiency:
Particle Data
Diam. (microns)=�
spedae Dramry =
Settling voice. (Pos)= 0.004140
Reynolds No (<O 5)= 0.044234 O.K.
Encores Data
Desired Efficiency (A) -�0
No. of Effective Cells= 2Use of Forebay(s) Justifies Value oft
Desian Riser/Barrel Structures:
Riser Design
Settling Efficiency (A= 998O.K.
Type of Riser. Wncrete- Circular
Riser ease Elevation= 2590
Riser Top Elevation= 2025
Riser Height (ff)= 35
Outlet
Outlet No. 1(for Dewatering TNQ Pool) Size :2"Diam. Orifice FromAbove-Dewatering ofMQPool
Invert Elevation 2000 May Vary For Multiple Holes
Outlet NO. 2Size: 0" Diam. Orifice
Invert Elevation '.2015
outletNo. 3(Principal Spillway). Sze: rip Orifice (Top of Riser?
Invert Elevation'. 202 5
Concrete Riser wall Thickness
te (in)Riser Inside Diameter (ft) -
Approx. Cir. Riser lnteriol-Volume (d)=
Appmx.Circ Concrete Riser volume of Concrete (of)= 10
Bartel Design:
Type of Barrel
Concrete
Diameter (m)=
1e
Inv In Elevation
2590
Inv. Out Elevation=
2535
Length (ff)=
000 0
Slope (PoRJ=
0 001
G . Richardson &Associates, Inc. copy 0f BA3IN-E00B 7xls

Riser Base Calculations:
Design Uplift Force: CHKC
Factorof Safety=jjM1lii­ 1.25
F Unadjusted) (lbs)= 1,340
Approx. Cir. Concrete Riser Buoyant W[(lbs)= 1, 150 Factors in 80% ofthe Weight ofthe Concrete Riser to Accountfor Outlets.
0
Buoyant Wt. of Riser asp (IbsJ
Buoyant W[ of Surrounding Solt aActint: on E#. Base (IbsJ =
Sliding Resistance of Surrounding Soil (Ibs)=
F (adjusted) (Ibs)= 134
Concrete Base:
Required Volume of Concrete (ft')= 2.1
Length (ft)—
Thickness (ft) _
Actual Volume of Concrete (ft')= 180O.K.
Anti -Seepage Collar Calculations: (Alternatively- Desian Filter Diaphragm)
Slope of Upstream Embankment Ed 1V)_�
Slope 0f Outlet Pipe PER)= 0001
Ls (ft) = 25
Number 0f C011ars:
Length of Each Collar (ttJ = From Design Chart Based on Ls and No. of Collars
Wdth of Each Collar(f[)= From Dezig n ChartBased on Lz and No. ofCollarz
Collar Projection, P (ft) _
Spacing of SubsequentAnti Seep Collars (f[)= 32=14P
Emergency Spillway Calculations:
Crest Elev. (ft) =203 5
Requlatl Fae60aN (ttJ= 15
Top of Bern Elev.(ft)= 2050
Required Capacity lots) =� 23 From HydroCAD-25-Yg24-Hr.Storm
Driving Head (ft)= 05
Weir COeffident= 30
Length of Crest (f[)= 22 Determine by Weir Equation'
Design Crest Length (ft)=JEL 30
' Length =20 ft minimum.
SUMMARY DATA:
Basin No.: EDDB-T
EIev. of Bottom of Basin= 2590
Cleanout Elev. Pt)= 2000
EIev. Of TempOary Water Quality Pool— 2015 See Above for Riser and Other Design lnformati
Emergency Spillway EIev. (tt) = 203 5
Top of Bern Elev.(ft)= 2050
Top of Bern Width (tt) =�
Barrel Diameter (in)= 13
Barrel Slope (A)= 0.1
G . Richardson &Associates, Inc. copy 0f BA3IN-E00B 7xls

TSS Removal Efficiency Calculations

d
SHEET � OF 2
PROJECT Sho d L� JOB NO. Skr-h, 01 0 E; -Z
DATE t o liyl as
SUBJECT Calcul�Lki rms — TSS F?ernoy- COMPUTED BY kris
Edi c i cn c �j- . CHECKED BY 22
Ahm -To cIcu1al-c 7SS gemnvcc� C—F� c1cy,c
Refc nc� = upc,--n U- . S'i�al�mcac- L
m4-0C-emt-nL- N cD��r?
:T'-� .2 LrD s .
off- GY7 Ips s erli Eb 1s c LL d a. s
T
L c)v
G.N. RICHARDSON & ASSOCIATES, INC.
425 N. Boylan Avenue Raleigh, North Carolina
(919)-828-0577 Fax:[phone] www.gnra.com
C _
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G.N. RICHARDSON & ASSOCIATES, INC.
425 N. Boylan Avenue Raleigh, North Carolina
(919)-828-0577 Fax:[phone] www.gnra.com

PROJECT S o�-i �U L�
SHEET Z OF z
JOB NO. ba +W&
SUBJECT
TSS mou
' .enc
DATE 1 ��►YI a6
COMPUTED BY &8S
CHECKED BY
Fv> Level spit
ewJ eR
a
�S io
-- zirn ax l�
�
P14n�.a
l� 4m ed
��-� d� �
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p14n k�
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G.N. RICHARDSON & ASSOCIATES, INC.
425 N. Boylan Avenue Raleigh, North Carolina
(919)-828-0577 Fax:[phone] www.gnra.com

Sediment Storage Calculations

PROJECT 5-h0 WL= SHEET �- OF
-Z a05 -12 -
DATE
-3
JOB N O. S � a+►.,�[-�,L L7 S - 2
DATE In I l P, 10 r.
SUBJECT Se A;YNenb sam71 u , COMPUTED BY: I --R S
CHECKED BY: `fp
G. N. RICHARDSON & ASSOCIATES
Engineering & Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone [phone]

PROJECT chn z�rea LF
SUBJECT
SHEET 2 OF 3
JOB NO. r -L I Cele
DATE / aI 133 10,6
COMPUTED BY: &RS
CHECKED BY: Sn�
i3 a5i� — y
VO)Uym 6
5� 20 2. CF=
e' u'
S' 73tct
_ s, 2 .� (-a . zo) s 20Z�
�7 2L�2 C�
.. .......
�rcu 1 cable
-r�1ce,
'�t 5 _ . vF ............ tc ..
z .
....
2ye�
1er1 h'dn
.. ....
Dialume. -Q K ��D.
_gyp .qj ;c
56�a
= 1 q( 63g -t ("t.. 2- 09 �t 63g�
...... _ ..._ ..
._..........
2.3 .5 6-s C f
....
.......
G. N. RICHARDSON & ASSOCIATES
Engineering & Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone [phone]

SHEET 3 OF 3
PROJECT c �io4-u p -b C -F JOB NO. 2 -
SUBJECT DATE ISI Q ► o
COMPUTED BY L3
CHECKED BY S�
13a.5iY1 - 2
Uc�14rne = OAO-� ?C/SCJi
t3 •Ss �c 18O -Z
24 r Sq-tD c�
Cut
5? 41 CF-
G.N. RICHARDSON & ASSOCIATES, INC.
425 N. Boylan Avenue Raleigh, North Carolina
(919)-828-0577 Fax:[phone] www.gnra.com

Level Spreader Worksheets

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the following infor ation):
Project Name: Shniopd Cap 1'n_90 i Inc..
Contact Person: S e -w Smith Phone Number: J `
Level Spreader ID: 1
— a5
Level Spreader Length 13 ft. (perpendicular to flow)
Drainage Area 12• } ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0 ac. (on-site and off-site drainage to the level spreader)
Forebay Area Ii A cu ft. (0.2% of the contributing impervious surface area)
Maximum Filter Strip/Buffer Slope 6 % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1"/Hr Storm a-0.9 cfs
Max. Discharge to Level Spreader 0 cfs
Filter Strip/ Zone 2 Buffer Vegetation c(i -n u I e d �)) et>_ (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used N A
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, attach an explanation of 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.
Sig A0L 1 Date of the Site visit. PLEASE ATTACH TIME -DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
Sh `��� Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50 -foot buffer; 50 ft per cfs for 100 -foot buffer, or 40 ft. per cfs for 150 -foot buffer.
Nfl Pre -Formed Scour Holes are on flat slopes only.
'1�� No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
Bypass conveyance method is specified and plan details and calculations are provided.
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.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.

DWQ Project No.
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the following infgration):
Project Name : Shniw til r -D Ln�t 9.11 7:t�"
Contact Person: c2ime-'!u _C -mi Ph ne Number:
Level Spreader ID: a
Level Spreader Length 13 ft. (perpendicular to flow)
Drainage Area 13 • ac. (on-site and off-site drainage to the level spreader)
Impervious Area in 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 6 % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1"/Hr Storm 0.14 cfs
Max. Discharge to Level Spreader O cfs
Filter Strip/ Zone 2 Buffer VegetationCuhon e� l� eel (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used 14
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, attach an explanation of 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.
Aoolicants Initials
6-M Project Site was visited prior to designing level spreader.
SEE 40fc 1 Date of the Site visit. PLEASE ATTACH TIME -DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
K�� Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50 -foot buffer; 50 ft per cfs for 100 -foot buffer, or 40 ft. per cfs for 150 -foot buffer.
A)A Pre -Formed Scour Holes are on flat slopes only.
t.t�rJS==— No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
Bypass conveyance method is specified and plan details and calculations are provided.
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.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Nl1ll' 36& lt7 1"�CEI1-11,Jl�� ISS�j.c I �IClv/Lli fk(UUc IL5T T�OT
'3 r 1,,1« T0 la r ..IA. 'tf(p.,l.

DWQ Project
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET (1/2007)
I. PROJECT INFORMATION
Project Name: sig;
Contact Person:
Level Spreader ID:
Level Spreader Length 13 ft. (perpendicular to flow)
Drainage Area lo • 4 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 ?I % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from I"/Hr Storm 0.03 cfs
Max. Discharge to Level Spreader in cfs
Filter Strip/ Zone 2 Buffer Vegetation 4 -hi ! mLm d cov-0thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used NA
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, attach an explanation of 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
y1 Project Site was visited prior to designing level spreader.
. c` rar� a Date of the Site visit. PLEASE ATTACH TIME -DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
0 Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50 -foot buffer; 50 ft per cfs for 100 -foot buffer, or 40 ft. per cfs for 150 -foot buffer.
NR Pre -Formed Scour Holes are on flat slopes only.
Lo structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
Bypass conveyance method is specified and plan details and calculations are provided.
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.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
*yr, 1 -DOS ioL41e 1--' JAA1 i550c ?1,i_44C-; AA,: 01 "Accu"a' _'�Ck wi..

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the following inforr��tion):
Project Name: _�� .+E4 �� D 12 j l F 2Y1 L
Contact Person: Phone Number: (9iq) B2�Z — OSS
Level Spreader ID: 4
Level Spreader Length I ?J ft. (perpendicular to flow)
Drainage Area ac. (on-site and off-site drainage to the level spreader)
Impervious Area z • 0 ac. (on-site and off-site drainage to the level spreader)
Forebay Area I �_ 4 cu ft. (0.2% of the contributing impervious surface area)
Maximum Filter Strip/Buffer Slope C 6 % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1"/Hr Storm -?- eU cfs
Max. Discharge to Level Spreader b • b 4 cfs
Filter Strip/ Zone 2 Buffer Vegetation Gd 7W-47 (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used (V P
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, attach an explanation of 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
'�S16 Project Site was visited prior to designing level spreader.
)Sr. 1 Date of the Site visit. PLEASE ATTACH TIME -DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50 -foot buffer; 50 ft per cfs for 100 -foot buffer, or 40 ft. per cfs for 150 -foot buffer.
Pre -Formed Scour Holes are on flat slopes only.
No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
Bypass conveyance method is specified and plan details and calculations are provided.
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.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
"1-0 P-7c(.i� ,Jho,) ISSUt 1�IC'TJx � >4k �1T WI��
14 f,..IAL Wis i.

DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION
Project Name : __s
Contact Person: �f
Level Spreader ID:
Level Spreader Length
Drainage Area
Impervious Area
Forebay Area
Maximum Filter Strip/Buffer Slope
grass
complete the following
Phone
G
! 3 ft. (perpendicular to flow)
-23 - 8S ac. (on-site and off-site drainage to the level spreader)
O ac. (on-site and off-site drainage to the level spreader)
N A cu ft. (0.2% of the contributing impervious surface area)
12 % (6% for forested, leaf littler cover, 8% for thick ground cover
Max. Discharge from 1"/Hr Storm Q 06 cfs
Max. Discharge to Level Spreader O cfs
Filter Strip/ Zone 2 Buffer Vegetation ,� ,n cj row (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used ro J9
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, attach an explanation of 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
sA5 Project Site was visited prior to designing level spreader.
s4R -IC17e r Date of the Site visit. PLEASE ATTACH TIME -DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
s,, -s /kjELevel spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50 -foot buffer; 50 ft per cfs for 100 -foot buffer, or 40 ft. per cfs for 150 -foot buffer.
Pre -Formed Scour Holes are on flat slopes only.
s�No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
Bypass conveyance method is specified and plan details and calculations are provided.
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.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
r '�X Y"� 'G2ELrMrJA�7 I55
J " iii L i Jn hQF ami 1,4< LJo'D 9,57
UILL �� Jc�� 0 Fi SAL DC�jr

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the following information):
Project Name: Irl Cr
Contact Person: Phone Number: ( ) RZ8 — 05 _
Level Spreader ID:
Level Spreader Length 13 ft. (perpendicular to flow)
Drainage Area f 2• !13 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 L3 cu ft. (0.2% of the contributing impervious surface area)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1"/Hr Storm 0-65 cfs
Max. Discharge to Level Spreader 0 cfs
Filter Strip/ Zone 2 Buffer Vegetation cf V hxL, (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Used N 6
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, attach an explanation of 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
say Project Site was visited prior to designing level spreader.
sEe Art 1 Date of the Site visit. PLEASE ATTACH TIME -DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
A /WL Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50 -foot buffer; 50 ft per cfs for 100 -foot buffer, or 40 ft. per cfs for 150 -foot buffer.
N A Pre -Formed Scour Holes are on flat slopes only.
se' I 16 1)__ No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
Bypass conveyance method is specified and plan details and calculations are provided.
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.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible parry is provided.
r
-DOC , 0 �E U'-11 .Jp 2� 1 .5 � � �I(�Zt s AYC nl3'r 1 c �.UOeA SSi

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the followi
Project Name
Contact Person:
Level Spreader ID:
Level Spreader Length
Drainage Area
Impervious Area
Forebay Area
Maximum Filter Strip/Buffer Slope
grass
Max. Discharge from 1"/Hr Storm
Max. Discharge to Level Spreader
Filter Strip/ Zone 2 Buffer Vegetation
Pre-treatment or Bypass Method Used
II. REQUIRED ITEMS CHECKLIST
27! C
tuber: (�t/y ) 828 — os -+T-
13 ft. (perpendicular to flow)
• e� ac. (on-site and off-site drainage to the level spreader)
n ac. (on-site and off-site drainage to the level spreader)
0 cu ft. (0.2% of the contributing impervious surface area)
2.2 % (6% for forested, leaf littler cover, 8% for thick ground cover
O • 4.2 cfs
6.01 cfs
tia U)C t (thick ground cover or grass; canopied forest with leaf litter
groundcover)
rim,
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. 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.
ADDlicants Initials
mac, Project Site was visited prior to designing level spreader.
Date of the Site visit. PLEASE ATTACH TIME -DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
sns / Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf
litter for 50 -foot buffer; 50 ft per cfs for 100 -foot buffer, or 40 ft. per cfs for 150 -foot buffer.
Pre -Formed Scour Holes are on flat slopes only.
sns / KP,�_� No structures are located in protected buffers (must meet no practical alternatives criteria).
Design Alternative (if any) and Bypass method used:
Bypass conveyance method is specified and plan details and calculations are provided.
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.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
DJC 11� W-iLItil-IFray I4SJa
\ "J F,� Da '"'
CJ.L� J lAr �Oli

ATTACHMENT 7
Engineering Drawings

210
!210 600 \r ///—iOA \N\ \ \ ' / / \ / — — R 2508) PRELIMINARY
® E/
OT FOR CONSTRUCTION
L77
\ \ \ \ \
+��aa
\ \ \ / ///1 /l I I \ I / I I \ \ / 1 I /J l I I I I / / / I I � \ \ 1 / _ - � •66 � '� \ \ \ \ \ \ \\ - \\ \\\`r�\\\ \\ \ � / / / / /
603 I \ 1 \ \ \ \ \ \ 2e \ \ \ \ \ / / /' I \ \ �/ / /� • \ / / / / / / \ \ \ \ \ \ \ \ \ — qb \ \ \ \ \ \ \ \\\ \
\\ \ \ \
�'>
56.2
�LEGEND
I I \ \ \ I I / \ \ � % . I I I / /// ��, � / // / \ •2'a3 \ •�" \ ' / � \\ \ \ \ \ \ \ \ � � � _ — _ _ _ _ — _ � \ I / EXISTING 10' CONTOUR SEE REFERENCE 2
EXISTING 2 CONTOUR
APPROXIMATE PROPERTY LINE
(SEE REFERENCE 1)
PROPERTY LINE (NOT SURVEYED)
n \ \ \ \ \ — — — _ / / / / \ \ \ _ — — — — — STREAM/WATER BOUNDARY
1 I III N \\ \\ \ / f i 26]' ° / / — — SEE REFERENCE 5
\ \ \ \ \ \ \ \ \ \ \ \ \ '/% / ! \ — / — \ \ \ ° \ — _ I I J \ \ \ \ — 100' UNDISTURBED BUFFER (MEETS TYPE A
\ \ I \ \ \ \ \ \ \ \ \ \ \ = ''� — \ \ EXi TIN"—ENTRbNCF \ � REQUIREMENTS EXCEPT AS NOTED)
\
\ \\ \ \ 200' PREFERRED SOLID WASTE BUFFER
E�($N� PROPOSED WASTE LIMITS
\'CROSSSN
\ I \ \ — \ �� EXISTING WASTE (LCID AND C&D)
lV 1MAY VARY) o \ \ \ \ — — \ \
\
J /
\_, // / J' •r , // I I I'.. \ \\�\ G'/' / 243.1
' --- I r111
fC b/L L FLSL / \M—ITF
0� SA
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J 11 231/
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MW-4D�1WS41
SI
1 \ 301.38'
I OI DIS D 6�E
12002 \ \
/
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\ N \ \ )l //j/ I 1 \\\ 1 \�// //////////% /'/ —\ \� �_%%__'
\—
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I\\\I / // \ \I IIII//01j11;---
/
\\\I
OPTION 3
IITgP1E'—\\\\\�
VO
UM
WE�TLANDPACT
STREAM IMPA
T
BUFFER IMPACT
56.2 ACRES
3.98 MI
ON YDS'
z
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EXISTING MONITORING WELL
EXISTING SOIL BORING
EXISTING SURFACE WATER MONITORING POINT
WATER SUPPLY WELL
APPROXIMATE WETLANDS (SEE REFERENCE 4)
NEUSE RIVER BUFFER
/ NOTES
1. NO FEMA BOUNDARIES EXIST ON THIS MAP.
2. NO WATER OR SEWER LINES EXIST WITHIN 100' OF PROPERTY LINE.
3. THE SITE IS NOT IN A WATER SUPPLY WATERSHED.
4. NO RIPARIAN AREAS EXIST WITHIN 100 FEET OF THE PROPERTY LINE.
REFERENCES
1. PROPERTY LINE FROM SURVEY DATED NOVEMBER 19, 2005 BY SURVEYING
SOLUTIONS, P.C. PROPERTY LINES NOT SURVEYED PROVIDED BY WAKE
COUNTY G.I.S. DEPARTMENT, G.I.S. MAPPING FILES.
2. OVERALL SITE BASE TOPOGRAPHY PROVIDED BY GEODATA CORP., BASED ON
AERIAL SURVEY DATED DECEMBER 13, 2005. TOPOGRAPHY OUTSIDE OF
AERIAL SURVEY LIMITS REFERENCES NCDOT GIS DEPT., CONTOUR ELEVATION
DATA DATED MARCH 2005.
3. COORDINATE SYSTEM IS STATE PLANE GRID (NAD 83).
4. WETLANDS DELINEATION FROM DRAWING ENTITLED "WETLANDS DELINEATION
SURVEY, SMITHFIELD ROAD PROPERTY", DRAWING NUMBER Z -172-1-R, DATED
9/3/97, PREPARED BY RIVERS & ASSOCIATES, INC., CONTAINED IN THE
DOCUMENT ENTITLED "APPRAISAL REPORT OF 67.3229—ACRE SITE WITH
EXISTING LANDFILL IMPROVEMENTS, 4724 SMITHFIELD ROAD, WENDELL, INC
27591', DATED 3/24/04, PREPARED BY MORGAN & COMPANY, INC.
5. STREAM LOCATIONS PROVIDED BY WAKE COUNTY G.I.S. DEPARTMENT, G.I.S.
MAPPING FILES.
• •• 00 600
OPTION 3
WASTE LIMIT AREA
VO
UM
WE�TLANDPACT
STREAM IMPA
T
BUFFER IMPACT
56.2 ACRES
3.98 MI
ON YDS'
z
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co co
REFERENCES
1. PROPERTY LINE FROM SURVEY DATED NOVEMBER 19, 2005 BY SURVEYING
SOLUTIONS, P.C. PROPERTY LINES NOT SURVEYED PROVIDED BY WAKE
COUNTY G.I.S. DEPARTMENT, G.I.S. MAPPING FILES.
2. OVERALL SITE BASE TOPOGRAPHY PROVIDED BY GEODATA CORP., BASED ON
AERIAL SURVEY DATED DECEMBER 13, 2005. TOPOGRAPHY OUTSIDE OF
AERIAL SURVEY LIMITS REFERENCES NCDOT GIS DEPT., CONTOUR ELEVATION
DATA DATED MARCH 2005.
3. COORDINATE SYSTEM IS STATE PLANE GRID (NAD 83).
4. WETLANDS DELINEATION FROM DRAWING ENTITLED "WETLANDS DELINEATION
SURVEY, SMITHFIELD ROAD PROPERTY", DRAWING NUMBER Z -172-1-R, DATED
9/3/97, PREPARED BY RIVERS & ASSOCIATES, INC., CONTAINED IN THE
DOCUMENT ENTITLED "APPRAISAL REPORT OF 67.3229—ACRE SITE WITH
EXISTING LANDFILL IMPROVEMENTS, 4724 SMITHFIELD ROAD, WENDELL, INC
27591', DATED 3/24/04, PREPARED BY MORGAN & COMPANY, INC.
5. STREAM LOCATIONS PROVIDED BY WAKE COUNTY G.I.S. DEPARTMENT, G.I.S.
MAPPING FILES.
• •• 00 600
i
Tr
S.A.S. C.T.J.
CHECKED BY: PROJECT NO.:
SHOTWELL05-2
SCALE: DATE:
AS SHOWN OCT. 2006
FILE NAME
SHOTW ELL-DO069
SHEET NO. DRAWING NO.
FIG. 5
i
Z
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S.A.S. C.T.J.
CHECKED BY: PROJECT NO.:
SHOTWELL05-2
SCALE: DATE:
AS SHOWN OCT. 2006
FILE NAME
SHOTW ELL-DO069
SHEET NO. DRAWING NO.
FIG. 5
Z
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z
z
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pD0
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2
W
Q
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w C/)H
U
i
Tr
S.A.S. C.T.J.
CHECKED BY: PROJECT NO.:
SHOTWELL05-2
SCALE: DATE:
AS SHOWN OCT. 2006
FILE NAME
SHOTW ELL-DO069
SHEET NO. DRAWING NO.
FIG. 5