19970893 Ver 3_Individual_20061127

E ,� � S N STE M S , I ' s4 8208 Brian Ct.; Garner, NC 27529
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 02B .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 Constriction 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 Creels 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 Page 3 of 8
December 18, 2006
Project Alternatives
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 Landfill Expansion Alternatives
Alternative
Waste Area
Capacity
Impacts
Wetlands
Streams
Buffers
1: Proposed Project
62.3 ac
8.6 mcy
1.09 ac
4601f
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 racy.
➢ 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 3 3. 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 constricted 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 mcy.
➢ 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 - constriction 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 lvonld vield 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 Page 5 of 8
December 18, 2006
B. The hardship results firom the application of this Rude to the property rather than firom
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 dice to the physical natuure of the property, irhich 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 knoir ngly or 7unknolr ngly Violating the
Rule. The proposed expansion could be constricted 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 riles. 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 rile 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 - constriction 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 Page 7 of 8
December 18, 2006
Public Safety & Welfare Ensured
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 rile 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 can be 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 - constriction and post - constriction 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 trithing, 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 - constriction 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 Eco
mstems, Inc.
Philip -'
Senior Environmental Scientist
Cc: Stacey Smith, P.E., G. N. Richardson & Associates, Inc.
David King, Shotwell Landfill, Inc.
Gary Lynch, Shotwell Landfill, Inc.

o�o� w A 7-�9p�
Mr. Philip May
Carolina Ecosystems, Inc.
8208 Brian Court
Garner, NC 27529
Michael F. Easley, Govemor
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 # 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
One
NorthCarolina
401 Oversight/Express Review Permitting Unit Natimallay
1650 Mail Service Center, Raleigh, North Carolina 27699 -1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: httn:/ /h2o.enr.state.nc.us /ncwetlands
An Equal Opportunity /Affirmative Action Employer— 50% Recycled /10% Post Consumer Paper

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 (919) 715 -6823.
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: 970893 v2 ShotwellLand6ll(Wake)DCT

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to
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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)
1 Site Location
2 Existing Conditions
3 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 may be photocopied for use as an original.
Part 1: General Information
1. Applicant's name (the corporation, individual, etc. who owns the project):
h twell Landfill IrIc.
Print Owner /Signing Official (person legally responsible for the facility and its compliance)
3. Project Name (Subdivision, facility, or establishment name - consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
h twell orlstr cti r? arld De-11 liti r? Landfill Exparlsi r?
4. Location of Facility
Street address: 42774 ialith field Rd
City, State, Zip: Wendell, NC 27591
County: – Wake
Latitude /longitude: _35.77230 deg N, 78.4399 deg W
5. Directions to facility from nearest major intersection (Also attach a map):
_Fr a the 4 Bypass east f Rale ll, take the rIlith eld Road exit, r.I right, go
through
a stop light at Poole Road, Rio through a stop si rl at Mial Plarltati r? Road, the site
is- appr xi lately I rile r? the right
6. Contact person who can answer questions about the facility:
Name: Stacey Smith
Telephone: L 828 -05777
Fax: LL9
_-
Email: _stacey( r1ra.c "
7. Requested Environmental Management Commission Hearing Date: _Jars ary 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).
1. 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.
1. 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 be used
for protecting water quality and reducing nitrogen inputs to surface water.
—See attached cover letter page
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
Sediment /Erosion Control
401 Certification /404 Permit
Variance Request Form, page 2
Version 1: September 1998

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'
12.63
0.66
Drainage basin area (total2)
0.48
6.03
Existing impervious area (total2)
13.65
0.66
Proposed impervious area (total2)
0.48
6.49
% Impervious area (on -site)
10.91
0.67
% Impervious area (total2)
0.48
5.25
Impervious area
Drainage basin 1
Drainage basin 2
On -site buildings
See attached table
See attached table
On -site streets
12.63
0.66
On -site parking
0.48
6.03
On -site sidewalks
13.65
0.66
Other on -site
0.48
6.49
Total on -site
10.91
0.67
Off -site
0.48
5.25
Total
2.89
1.14
' The internet site for this information is http: / /h2o.enr. state .nc.uslstrmclass /alphalneu.html
2 Total means on -site plus off -site area that drains through the project.
3 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 int rptr tati n of 2005 V"Vake C, runty 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 BMPs4
(Ibs /ac/yr)
BMP nitrogen
removal
efficiency5
(%)
Final nitrogen
loading rate
(Ibs /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
23.85
0.64
28.0
0.46
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
4 Attach calculations and references.
5 Attach calculations and references.
Variance Request Form, page 3
Version 1: September 1998

MT&MAYMMKOM9=0
the applicable supplemental forms) listed below must be attached for each BMP specified:
Form S WU - 102
Wet Detention Basin Supplement
Form SVVU-103
Infiltration Basin Supplement
Form SVVU-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
A complete appplication submittal consists of the following components. Incomplete subn-littals
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
Original and two copies of the Variance Request Form and the attachments
listed below.
A vicinity map of the project (see Part 1, Item 5)
Narrative demonstration of the need for a variance (see Part 2)
I't ------
A detailed narrative description of stormwater treatment/management (see Part
3, Item 1)
Calculations supporting nitrogen loading estimates (see Part 3, Item 6)
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,
Item 6)
Three copies of the applicable Supplement Form(s) for each BMP and/or
narrative for each innovative BMP (see Part 3, Item 7)
Three copies of plans and specifications, including:
0 Development/Project name
0 Engineer and firm
0 Legend and north arrow
0 Scale (1 100' or 1 50' is preferred)
0 Revision number & date
0 Mean high water line (if applicable)
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-sacs, 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
. ......
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 Form, page 4
Version 1: September 1998

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.
W I ff 07,
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):
(print or type name of person listed in Part 1, 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 conditions.
ELI,=
Date: I
Title-
Variance Request Form, page 5
Version 1: September 1998

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SHOTW EL L LANDFILL, INC. 0 3 ?006
Po 0. BOX 576
GARNER, NC 27529
91.9 - 773 -9896
September 25, 2006
To Whom It May Concern,
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,
1 �-
David King
President
Shotwell Landfill Inc.
P. O. Box 576
Garner, NC 27529

ATTACHMENT 2
Figures

ght
U-N
Cn
0
2
gyp. Site
Wake County la o9-�,
Johnston County
" ifhfi �
4 0 4 8 Miles b
x� Site Location
Q6 Y:" Shotwell Landfill
G. N. Richardson & Associates, Inc.
Site
11l11-
ID
4000 0 4000 8000 Feet
NCDOT Roads
NCCGIA Counties & Municipalities
Date: 9/12/06 I Figure No: 1

ATTACHMENT 3
Site Photographs

Shotwell Landfill Expansion
Site Photos
Photo 1: Existing Landfill — current disposal in background, and new cell in foreground.
Photo 2: Closed LCID landfill cells looking from top of large cell to smaller cell.
Page 1 of 5

Shotwell Landfill Expansion
Site Photos
Photo 3: Agricultural field on northern property.
Photo 4: Typical upland forested area on northern property, previously timbered.
Page 2 of 5

Shotwell Landfill Expansion
Site Photos
Photo 5: Perennial stream on western portion of site.
Photo 6: Perennial stream originating from pond on northern property.
Page 3 of 5

Shotwell Landfill Expansion
Site Photos
Photo 7: Stream within impact area, and associated wetland.
Photo 8: Beaver - impounded wetland area on upper portion of stream.
Page 4 of 5

Shotwell Landfill Expansion
Site Photos
Photo 9: Impounded wetland above road crossing.
Page 5 of 5

ATTACHMENT 4
Deed Information

fpaga I of 2�
. . ..... . ......
an arc W101"
w $400.00
RW E1141M
m,1442MW
FUR
REGISTRATION
DAOWE�RnN 97 V 30 ?M 4� 22
LAU;iwn fit, i'MBICA
REGISTER OF UEE03
WAKE COUNTY
Eans.-Tax YWOV R=gtantk TIM#, Rook MO PjgC
Tw, Lot No. na lB'7IZ- Pane] IdeMitter No. 1761.02-%4286
Verified by Cquaty on" ,day of.�-, 19
by
&W 4ftcr rcmdiM to David P, Shearock 4015 Bartu Drive, RAkigit, N. C, 27609
This mwment was pMared by Cluaks L Fulton of Nitrating, Fulton & Wam, P-A-
Brief description for the I%xtc% 57,973 acres, Smithfield RoW
NORM CAROLINA GENERM, WAJUtANTY DEED
TINS DEM made this 30th day of Apa 1997, by and be twem Dorothy D. Mos"Sur, Widow,
GrAmor, and SAvick Buildvm I=, CmPtee, whom mailing Mdreu 4- 4948-A Windy 110
Drive, Utigh, North Cuofm 27609,
WMESSM!, that the Grantor; for a vSwbk coosidervion pad by the Ckfed the recaipt of
wbith is Weby a6mowWS4 hat and by these pttmts does grand, bargain, sell ad convey
TowrWip. Wake County. North Caolka mad more puticulmly dmnbW as follows:
UEGINMNG at a PY, unit set in dw=matiao KC.SK 2233 (Smhb&U Rwd) said PX, nO
being d4unt South 15" 13' 19' East 2,029 -1a6 fed fi-cm the intmoWou of the centerlines Of
RC1,k 2133 and WC41L 2509 (Bimft RoaA- nm thence along and with the ventertim of
N.CSIL 2233 the fb1kMq& riw cowmt and dWarm. (1) South 35420 18* Fast 124.50 feet to
• paiat; (2) South 34' SO 44* East 1000 too to a poiW, (3) South W x7"21" FAA 80,62 fed to
• point; (4) South 330 571 o 1 * usat szot felt to a point; (s) soA 33, 25, sr East 11345 fen to
• poWi (6) South 31' 51'44* Sea 104,31 Ject to a poilm (7) South 27416 25' FAst $7.30 tea to
• point; (8) South 22* 1 S' 02* Est 100..43 flea to a port; aa (9) &Mat 19r' 2(y 4&M W 94,00
fbet to a point; theaw leaving the =Wfimc 2233 ad muWM along and with the
woban line of the property naw or fwmtdy wwwd by Norma DougW Sea kp (PIN 1761.02
67 5555) the 0owift three courses and 46mmm- (1) South 6W 32, 110 Wed %422 fM to im
vfisting trod pipe, (2) South 44127 W We 499,80 *d to an cdAing itua pipe, and (3) North
gr 01, W West 2,301-39 fig to an c4sting imn pipe in the eastern, fine of the propedy now or
fornbaly ovaied by WiUixmm Farms I(M 1761,6147 0109y runs thou= iki* *W Qh Wd
eatem lim of Willittawnfam North 01* SS' Sr Eau 561 -03 flier to on ocWag ima pipe; said
pipe being ft southwtstem &wr& ofthe pr"aty raw or fi)mwty owned by F40a Rode
11maimmi Co (PIN 1161.02 69 2263X M 110a 41MV aW wM tk m0 tan Hot or E&&
Rock JuvevAient Co. the follo%* two eoursa aW di"ms- (1) South 99* 47 44* Eat
2,499.92 fat to an exLsting iron pipe; mW (2) Noah 494Y 21' East 75932 feat to the POINT
AND PLACE OF BEGifft&G. cotalaing 69.6W om� 6dd&*6k11 Wits WiMAM »01
of way ofN.CS.k 2233. *0 socotft to plat of survey a"W"Sotiodiay Survey for Laukk
I)Wdem Iw, 'tract 3, Habert Dou& Hein property" 4&Wd April 17.1997 and prVaed by
Rivers v4 AssocWtk Im, �, Plitarvas, Survoyam
SAVE AND EXCEPT: Beginning at a paint is the center hmof SR 2233 (Sobblid4 Road), said
poitt marking the w6cast comer of 14t 4 oftbe Prq" afflibm Dw& N61 as shown on
phut of survey rwordtd in Book of Maps 1994, page 1144. Wake County Re&W, am dwiz
with the omtr bw of SR 2233 South 34" Or Or Fast 326,96 tva to a point *W South 3211 4W
WP�11""

(Parse 2 0' 2)
i
i
OX744060652
33' Eau 355.46 feet to a p6 M. thence leaving the tenter Una tsf SaWhfidd Road sans thew (A
new Tine) South 69° 32' 25' Weat 30.71 fiat to a new irm pipe in the southwestern rigs ot'way
line of Smithfield road and conomdrS the same chose 939.97 feet to a new iron pipe. runs ttaassa
North 060 01'06" West 422 foot to an adsting iron pipe, tsurrer with 1.ot 4 of the Hubert Douglas
Ham; tuns thence with tht On of Lot 4 Nanh 490 451244 tat 727.47 fete to u exuding iron
.pipe in the southwestern right of way line of Stre h6 Id road and cominuin3g the &ame course
34-17 feet to the point and place of btowin& and containing 10.479 acres, of which ,369 rues is
within the right of way of Sttnthfald Road, or 10,110 eaves met of sorb right of way, all according
to a surety far Dorothy Montague dated Odtober 23.19%, prepared by W flaw G. Clerk, Jr.,
lL*%tercd Land Surveys.
The property hemnabove described was "mW by Grantor by m9nmaent recorded in Book
3352, pane 9", WAt County y�
TO HAVE AND TO HOLD the aftussaW Jot or pared of lsaut sad all privileges and
app atavn m thereto belonging to the Grantee in rite Lim*
And the Grantor covenants with the Grantee, that GrwA*r is stoned of the prenises in fdc simptr,
has the right to convey the sww in fec simple. that title is marketable rand five and dear ref al'
axaansbtanots and that Grantor wilt waaaw and defend the tide agshm the lawful dlahns of all
persons wh&msoem art apt fray the cxc4ptioas hercinet3rx stated.
Title to the proparty hauttabove disc *W is subject to the following exuptions
1991 #axes, right of way of Smith dd bold, and casements of record.
M WMESS Vt'fi EDY,1h6 (`tiatttef has ht=rMtQ Set her hand and seal, the day and
year first above written.
STATE OF NORTH CAROLINA
COCJF+]2 Y OF WAKE
i, the undersigned Notary Public of the County and State a%tcsaA easy that Witty
D. hiontagtse, widow, Grantor, personally appmed br% trsa ties day and acknowledged the
moon of ttx foregoes insuLmm tt.
Wits ss any hand and off or" ihia hay of ApIiL1997.
S tR Y
My C� Expires:
wtM60XINTY, N'c.
_._ _ wtam,�wanss3
i
N©f1114 CAfstt -* A —WAKe CALtM
'3Y tN) i�IMMPat9�imurJLTtlk511i1i1i +lhlatillii arMaM pMl 11YMb�hi�
�- tNwiw Mae �rypgafrwiasgMi�.pplwwa
UAlR+tl�dtAire�
gt�INir!

4£'aJ41 ai 3;
i
I
i
PRESENTED
P Vlt
REGISTRATION
000410 98{S'EtP -3 Ptl1 :17
�iLtip'4 /i f , H,i�eytylf
REGISTER OF i EECIS
WAKE COURTY
t4ae 71� `� itmerm w 7rmm aat NOV
oolai I2 17bi, Q- GS -mzas
Na- ... ....._....,;......,.,
County on tlxt dap of �, l8
Nail afitr rtedidind to
7bta tastrumaat aras trrtpartd 17 David, R., Shearon. Attor
arisf Awriptiem for tht lades
NORTH CAROLINA GENEPUL WARRATNfY DEED
TJM,DMW #Ou this ..,..bth... day et Jam*ry . Ih. -56 . by arudl betwtea
alk"TOR
LoYICK MOW, INC.
CRANTEE
SHDTWELL LPA*1 L. INC.
4948 -A Windy Hill Drive
Raleigh. NC 27509
Estee ht $t=f•rtls'4ale Oftk t r tftb "41; *aw. a++r..w a40. M aop wkak mars - Y *ur, t a• awp ftum . p taa mh*
flue da? n tlaantor "d orsatft as ustid 5ersia ahail iactude satd 'WUts. thtir heirs suetatrsara tnd &Isgpna, and
AU&II icdU" aIMUr. pluraL ma"ulit% ttmiaise or atuw as rtgaited by c�int"L
WIT"NISUTX 1W UZ Sira—tb.tr for a Vslwrabte arnsidentm paid by tha grantee, the rtuipt at 'Which is bti, 0p
u Wdvtdt, has abd by tbeat promiota amts rrant, 'batttait, rill I MOO tl'ato the araltttt to f" all that
cortain lot or parr*l of lard situated in the City at ...... ... , _Mar.kS Cftek iowaablp.
O t`wruaty. $#raft CwftJitp read trmt pAnkatariy dwvl' *s follows:
SEE EXHIBIT A ATTACKED I±ERETO AM INCORPORMEA HEREIN By REFEREI(CE.
r.CF.A~fa M., 3Q I'M UAW 4 "n «ana.Mtw.aM�rm,a.— w.c.rwe
4>
t.�
t

(Page 2 of 31
0 %
Ike 140,50642
The property bartinsbare dt"MW was acquired hr Grantor by tastruenaot recorded in
Book. 74,42 Page 651 ...... ... ... . ­ "' - .......... .. .... .. ..... . ... ......
A T►p Showing the A"t 44kribw orbo►ly Is ?tot" Ja pl#t 40011
TO HAVE AND TO 1166 ih6 tat MAU 16t Or Pit$) Of load Mi 611 YM11*90 and APIP"UMM444 tbMtu Wotwinit to
the 4"aw to fee Aimple.
And the <;rwitar covewe'Ats with the Gneat"t, that Gral.9or to seined of the proTma" in too simple, W the risht to convey
the some 1A fee timplv, ►At title Is marlwtAble and free, mad clear of all tneambrAfic", and that Grantor will warrant end
4tfcad the title aStiogt tht.lawfol claim of all persons ahomae,&te txt"4 for the tweptioax hereinafter At%44*4.
Tille, to tiny property hertinabu" 4tKrA*d ► sabjwt to the followlas t1teotimak,
Subject to 1998 ad Valorem property tax and WbS#4Mt years.
Subject to easawts, restrictions and rights of tray of rgtM*d. If &AY.
%be pwcp=ty herein conveyed is wibject to a SpOcial us* Ponvilt in SUP-1768-98,
4pproved by the Waku County hoard of OxmUssiamrs m AW 4. 3.998
%w WFT"W 100""r. at Q� .`.r' ..-" aet k" bwea -0 -" . 11
=104= UY A4 4*AY A.Ab..*w4
LOVICK BUILDERS, IXC.
-ASK I
------- --------
29
au-
.— •- _______— --
.......... Qww.
P-0.20 ae *Vd bawk raw tiL 40 M%a"A**.4 0. 0. 1-ft.U# wwawau W4.— •Y
my .0ae."A" "Okw --- — -- — ----------- — — ----- — -- "O"ry **Uk
*OWN CQk*&Ut& ........ MAk4 - - - ---------- —VOWAMI-
00
dAy "A wear UAW
..........
zi .*. xre . c>o rA<t C I" a.. . a. *V MA
rl-Aftak Vaud sea ate 4WWWA *0 "*JLyleA er 4.
h
0U,
Va.* c.M0.0" cow*-,00," ........ .....
--- — -------- — ---- --------- -- -__ - _.....w._,.........,...,_,.,_.»»..-».__..._._.,..... w« ......
—..t VA" 4"u-10 .04 tau %wX4Uw6* 4" "Y *"t1w rt 06 0.0 at K*. 6*► *K P* *,Wk "d 0'"10 sk*" 1w w
Haar Her Mrtrrl: *
M 1h
WZA.U.

...
(Page 3 of 3)
e
I
1
111i(iINNINO at A i',K, iwil au ill Ibe ceuteiline N!' S It 2233 (Ssuithtiebt Itoad), raid 11.10, mail
t�elrt0 distntat Stnilh 35" I3' 19" limit 2.029A664 litter atw inlur>tacilsui nr ilia eoatletlinas of
N.C.S.(t. 2233 moll N.t:.S.lt. 2508 (I113m4lo Itneul); raps thcoc t akaa0 and with the centerline of
NA'.S.W 2231 llw I'iLllnwitLB nine, roorsas and i islww= (1) Rooih 356 26' IS* Il st 124.50 reel to
ttpnilil; (2) txah °fl" Sh'+14" l:u� 100:111 lit it) Aptauil;(!),5ta ►11111102T?6" R"4119%62 feel to
it luunt; (4) Staulh 33` 5 7' t►t" Ilttst 82,04 fmi to n plain; (S) South 33" 25,52" Bail MIS fed to
m peKOt; (6) .Steak 3 I" S t' yid" 1 ?nst 111+!.3'1 f�a 1n s lsatiatl; (7) Sratl]► � ?° 1 Ct' 2S� Casa li�.9+3 %11d
ii prtita; je} 5twalt 2" t f n2" tdt►st i 1M A3 rce► In a 11tNnt, told (9) South 199 20' 46" least 94.00
rrxt III a IX)iot; thence luavityl Ito.* i>entetlioo of N.f_&It. 3313 rt8tl imminij alan,0 and Willi ilia
tuull=rra fitie of tht:1110Pcrly soW ar filaote ly owtletl by Nsuolo 01"141113 Sladrinip (PIN 1761.02
G i 5553} t1tG lbUltwltl(l tluass txwa3as 1tnt1 distooana: (1) Somali Or IT 17" West 964,82 reel to an
uxirticit ltnn tlipt:; (2) titnNli 44" 2'i' p9" West 4319,81) fiat to mi exiatirig item pipe; end (3) North
8'r 01'110" 1ww'i'141,18 ica it, nil esMiltij itto► (p,tu, ill the eastern line orthe hropedy now or
rorntesly nwlied lty Witlisuotnn harms (PIN 1761,4147 01'Je3); nuts !nonce ulon(l atsl with solo
eastern limn s,f Wiiksotxtlm ltart+►s Nr1111i ill115S'511" Vast 861.03 few (it nn cxislut iron pipt, salt]
pip" 1LCio0 tim so1►lli wesicra coma of ttto ptopoly auaw tit tiw•tn+aty owned lty UAW* Itod
lavestraent (at). (PIN 1761 9t2 69 7263); tops ttwilce altuly Alai wlttt IINS tinnlherl ►line r rl7.aasles
Rack lowtah lent Co, the JlWowim0 two, Lapses And 4111allim s: (1} 8roalr 906 49' 44" Rost
2,48902 fret 1n An exiulh% into pilau; And (2) Ntuth 49" 4S' 21" finsi 7$9.32 rrat to 11u; POINT
AND PLAM Oil 11i1ii11AN1N(:, t u1i18iatl,tg t►B,f1f1h a1 es, ufehnling O b] 7 gores "ilhin lite tight
or way of N,C;, S.U, 2233, malt acwnl°aog ht plat of stlrvcy ontitlntl "114mai dry Survey rar Lovitk
llidldars, Inc., "fnwi 3,1 lothul flomBlas Mir, Puslu rty' slut! d Altrit 17, 1997 will prepares] by
Itiven mull Assnciatcs, Inc, P'njoasxrs. Planner. Sorveyors.
THERE I5 EXCEPTED frarn the above - referenced property that property described as
falI( IS2
0EING all of Tract ail as shorn on survey for Central Carolina Associates as
shorna on trap prepared toy Rivers and ttssociatas, Inc. recorded in Book of flaps
1297] Pagg U490 ►lake Coupty 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 Basin:
Includes Care, Durham, Garner, Goldsboro, Havelock, Kinston, Nesv bern, Raleigh, Smithfield, Filson, Durham County,
Johnston County, Orange County, Fake County, and Wavne County.
project Name: Sbohoell C&D Larulfrll
Date: 1211412006
Bv: KBS Checked Bv:
Directions (same for pre - development and pos %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 consistenev (bottom of column (2)), and also for consistenev with
the site plans. If all of these values are not the same, there is an error that must be confected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catclnnent area draining in must
be included in the acreage values and treated.
Pre - development: (Compliance point - Existing Ditch Me)
(1)
(2) (3)
(4)
(5)
(6)
(7)
Tcpeof Land Cover
Area S.MLFormula
AverageE1SIC
Column
Aver age ElSIC
Column
(0,46 + 8.3I
of T m L
2 3* -4
of TF m lL
2 3
Transportation impervious
0.46
2.60
0.00
0.19
0.00
Was
In
Roofimpervious
0.46
1.9.5
0.00
0.11
0.00
Managed pervious
(lawn/landscaped)
0.46
1.42
2.19
0.28
0.43
Managed pervious
0.46
4.23
0.00
1.23
0.00
(cropland)
Managed pervious
t
(pasture)
0.46
2.04
0.00
0.62
0.00
Hooded pervious
_', t 0.46
0.94
17.14
0.14
2.55
Fraction Impervious (I) -
0.00
TN Loading
19.34
TP Loading
N/A
(Ib1yr) =
(Iblyr)
Total Area of Development=
43.00
TNExp.Coeff.
0.45
TPEep,Coe ff.
N/A
(Ib /aclvr)
(lblaclvr)
Pre- development: (Compliance point - Existing Ditch 3D)
(1)
(2)
(3)
(4)
{5)',
(6)
(7)
Tcpeof Land Cover
Area
S.MLFormula
AverageE1SIC'
Column
Aver age ElSIC
Column
(acres)
(0,46 +8.3I)
of TN (mgtL)
(2) * (3) (-4)
of TP (mg /L)
Transportation impervious
0.46
2.60
0.00
0.19
0.00
Roofimpervious
0.46
1.9_5
0.00
0.11
0.00
Managed pervious
lassnllandsca ed
0.46
1.42
0.00
0.28
0.00
Managed pervious
cro land
1000
0.46
4.23
0.00
1.23
0.00
Managed pervious
asture
0.46
2.04
0.00
0.62
0.00
\oohed pervious
0.46
0.94
4.97
0.14
0.74
Fraction Impervious (I)
TN Loading
4.97
TP Loading
N/A
(IbJcr) -,
(IbJcr)
Total :lea ofI)evelnpment-
11.50
TN Esp. Coeff.
0.43
TP Exp. Coeff.
N/A
(Ib1ac%^r)
(Iblaclv'r)

Pre - development: (Compliance point - Existing Ditch 2D)
(1)
(2) (3)
(4)
(5)',
(6)
(7)
`Iv eofLandCover
Area S.hLEormula
AverugeENIC '
Column
AverageEllI €'
Column
AverageEllI €'
(acres) (4.46 + 8.31)
of TN (mglL)
(2) * (3) * (4)
of T P (mg/L)
(2) * (3) * (6)'',
Transportation impervious
, . -_ 1.02
2.60
5.05
0.19
0.37
Roof impervious
1.02
1.95
0.00
0.11
0.00
Managed pervious
2.60
3.19
0.19
0.23
(lawn/landscaped)
3 - 1.02
1.42
0.00
0.28
0.00
Managed pervious
-
1.02
1.9.5
0.00
0.11
(cropland)
1.02
4.23
0.00
1.23
0.00
Managed pervious
1.02
2.04
0.00
0.62
0.00
(pasture)
Managed pervious
g
i
1.02
4.23
S
1.23
0.00
(cropland)
Wooded pervious
1.02
0.94
25.17
0.14
3.75
Fraction impervious (I) -
0.07
TN Loading
30.22
TP Loading
N/A
(pasture)
(Ib /vr) -,
(Ib /vr)
Total Area of Development=
28.10
TN Esp. Coeff,
1.08
TP Esp. Coeff.
N/A
Wooded pervious
=
(Ib /acivr) =
0.94
(Ib /ac /vr)
0.14
Pre- development: (Compliance point - Existing Ditch 4D)
(1)
(2)
(3)
(4)
(5)',
(6)
(7)
Tv eofLandCover
Area
SAI.Formula
AverugeENIC
Column
AverageEllI €'
Column
(acres)
(OA6 + 8.3I)
of TN (mg /L)
(2) * (3) * (4)
of TP (mg/L)
(2) * (3) * (6)'
�'
Transportation impervious
- -
1.02
2.60
3.19
0.19
0.23
Roofimpervious
1.02
1.9.5
0.00
0.11
0.00
Managed pervious
�
1.02
1.42
0.00
0.28
0.00
(lawn/landscaped)
Managed pervious
g
i
1.02
4.23
0.00
1.23
0.00
(cropland)
Managed pervious
1.02
2.04
0.00
0.62
0.00
(pasture)
Wooded pervious
=
1.02
0.94
43.42
0.14
6.47
Fraction Impervious (I) -
0.03
TN Loading
46.61
TP Loading
N/A
(Ib /vr) -,
(Ib /vr)
Total Area of Development=
46.40
TN Esp. Coeff.
1.00
TP Exp. Coeff.
N/A
(Ib /acivr) =
(Ib /ac /vr)

Weighted Average of Nutrient Loadings from the Catchments:
Catchment
Acreage
Pre Developed
TN Loading
(lb /uc /t r)
Pre Developed
TPLoading
((hf<rc /tir
Existing Ditch -1Dc
43.00
0.4_5
N/A
Existing Ditch -3D
11.50
0.43
N/A
Existing Ditch -2D
28.10
1.08
N/A
Existing Ditch 4D
46.40
1.00
N/A
TOTAL FOR DEVELOPMENT
129.00
0.78
N/A

Post - developed Nitrogen Loading Calculations

G.N. Richardson Associates, Inc.
ENGINEERING AND GEOLOGICAL SERVICES
Neuse River Basin:
Includes Cary, Durham, Garner, Goldsboro, Havelock, Kinston, Nevv bern, Raleigh, Smithfield, Filson, Durham Counts,
Johnston County, Orange Counts, Fake Counts, and Wayne Counts.
12/15/2006
Page: 1
Total Nitrogen (TN) BMW Removal Calculation Worksheet - Wetland Imapacts (Post - Developed Conditions)
Project Name: SHOTMELL (&D LANDFILL, INC
Date: 1211 512006
Bv: Kioral Shah
Checked By:
Directions:
It may be advantageous to split the development into separate catclnients
to be handled be separate B1\ 11s. 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
fit must be included in the acreage values of the appropriate land use(s) and treated.
> Above each table: Enter the catchment acreage fit the top green
blank. Based on a comparison of the post - development IN and TP export coefficients sou
calculated above to the rule requirements of 4.0 11) ac NT IN and 0.4
lb ac er TP, select B1\IP(s) from the list for treating the catclunent runoff Enter the chosen
Bl\IP(s) nutrient removal rates in the green blanks. If more than one
B1\IP 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. NO
Compare the Total Catelnient acreage for the Development (final
table) to the value eou established in
the pre -Bl\ IP wofksheet tables, and also to the site
plans, for consistency. all of these values need to be the same
TN TP
Design Standard
BMP Vet Detention Pond
25 40
NC B11IP Manual
Nutrient Stormsvater Wettand
40 35
NC B11IP Manual
Removal Sand Filter
35 45
NC B11IP Manual
Rates Bioretention
35 45
NC B11IP Manual
Grass Swale
20 20
NC B11IP Manual
Vegetated Filter Strip, ss/
Level Spreader
20 35
NC B11IP Manual
Dry Detention
10 10
NC BnIP manual
Basin]:
Total acreage of catclunent I ac
First B1\ 11"s IN removal rate 00
Fast Bl\IP's TP removal rate
Second B1\ 11"s IN removal rate l ` ` °o
Second B1\ 11"s TP removal rate =
°o
Third B1\ 11"s IN removal rate °o
Third B1\ 11"s TP removal rate =
°o
TOTAL IN REI\IOVAL RATE = 28 °o
TOTAL TP REMOVAL RATE =
0 °o
(1)
(2)
(3)
(4) (5)
(6)
(7) '
Ty e ofL and Cover ',
Catchment
'SAL Formula
Average ENIC of Column
Average EMC of
Column (2) (3)'(6)
Acrea e
0.46 + 8.3I
TN (mg/L 2 3 4
TP on /L
Transportation impervious
0.46
2.60 0.00
0.19
0.00
Roof impervious
0.46
1.95 0.00
0.11
0.00
Managed pervious
0.46
1.42 7.92
0.28
1.56
l
0.00
Wooded pervious
0.46
0.94 0.00
0.14
0.00
Area taken up by BMP
0.46
1.95 0.45
0.11
0.03
Fraction Im pervzaus (I)=
Pre -BMP TN
8.37
Pre -B11IP TP
N/A
Load (Iblyr) =
Load (lb/vr) -,
Total Area of Development -
12.63
Fee -BMP rat 0.66
Pre BAIP TP Export
'..
N/A
Export(Ib /ac/r)=
(1G /ac /rr} =,
Post -BMP IN
Post -MIP TP
Load (lb /v'r) = 6.03
Load (Iblvr) =
N/A
Post MIP TN Export
''. 0.48
Port BNIP TP Export
',,
N/A
(Ib /adly
Neuse River Stormwater Rule 15A NCAC 213.0235 Last Modified 5/23/03

G.N. Richardson Associates, Inc.
ENGINEERING AND GEOLOGICAL SERVICES
12/14/2006
Page: 3
Basin 2:
Total acreage of catclmiant 2 - ac
� � � � oo
First 131\ 111's IN removal rata oo Fist 131\111's TP removal rata -Moo
Second BI\ 1P's IN removal rata ` oo Second BI\ 1P's TP removal rata = �-�. oo
Third BN1P's IN removal rata oo Third 131\ 111's TP removal rata = oo
TOLL IN REI\10VAL RATE = 28 oo TOTAL TP RE1\YWAL RATE = 0 oo
(1)''
(2) (3) ',,
(4) (5)
(6)
(7)
Type of Land Cover
Catchment 'SAL Formula
Average ENIC'.of Column
Average ENICof'
Column (2) (3) (6)
Acres e 0.46 +8.3I
TN m /L' 2 3 4
TP m /L
Transportation impervious
0.46
2.60 0.00
0.19
0.00
Roof impervious
0.46
1.9.5 0.00
0.11
0.00
fG
Managed pervious
0.46
1.42 8.66
0.28
1.71
Wooded pervious
1 0.46
0.46
0.00
0.94 0.00
0.14
0.00
Area taken up by BNB'
1.95 0.35
0.11
0.02
Fraction Im pervious (I }=
Pre -BNB' TN
-, 9.01
Pre -BAIP TP
N/A
Load (Ib /yr)
Load (lbiyr) -,
Total Area of Development -
13.65
Pre BAIP TN Export
0.66
BAIP TP Export
N/A
Post -BNB' IN
Post -BNIP TP
Load (lb /yr) = 6 49
Load (lblyr) =,
N/A
Past -BAIP TN Export
0.48
Poet -BA[P TP Export
',..
N/A
(Ibfac/r) ,.
(Iblae %r)
Basin 3:
Total acreage of catclmient ac
� � � � oo
First 131\ 111's IN removal rata oo Fist 131\111's TP removal rata -Moo
Second 131\ 11"s IN removal rata ` oo Second BA 1P's TP removal rata = �-�, oo
Third BN1P's IN removal rata oo Third 131\ 111's TP removal rata = oo
TOLL IN RFI\10V AL RATE = 28 oo TOTAL TP RE1\IO \'-U RATE = 0 oo
(1)''
(2) (3) ',,
(4) (5)
(6)
(7)
Type of Land Cover
Catchment 'SAL Formula
Average ENIC'.of Column
Average ENICof'
Column (2) (3) (6)
Acres e 0.46 +8.3I
TN m /L' 2 3 4
TP m /L
s
Transportation'impervious
0.46
2.60 0.00
0.19
0.00
Roof impervious
� 0.46
1.9.5 0.00
0.11
0.00
Managed pervious
0.46
1.42 6.67
0.28
1.32
Wooded pervious
1 0.46
0.94 0.00
0.14
0.00
Area taken up by BNB'
0.46
0.00
1.9_5 0.63
0.11
0.04
Fraction Impervzaus (I ) =
Pre -BNB' TN
-, 7.30
Pre -BAIP TP
N/A
Load (Ib /ym)
Load (lbiyr) -,
Total Area ofDes'elopmelkt -
10.91
Pre BAIP TN Export
PreBAIPTPExport
N/A
ObF art r)=
(Ib /aclrr), =,
Post -BNB' IN
Post -BNIP TP
5.2-5
Load (I blyr) -,
Load (lb /yr)
N/A
Post BAIP TN Export 048
Port BAIP TP Export
N/A
(Ib %ac/tir) ',. .
',. (lb /aclvr)- -..
Neuse River Stormwater Rule 15A NCAC 2B.0235 Last Modified 5/23/03

G.N. Richardson Associates, Inc.
ENGINEERING AND GEOLOGICAL SERVICES
12/14/2006
Page: 4
Basin 4.
Total acreage of catclmient ac
� � � � oo
First 131\ 111's IN removal rata oo Fist 131\111's TP removal rata -Moo
Second BI\ 1P's IN removal rata ` oo Second BI\ 1P's TP removal rata = �-�. oo
Third BN1P's IN removal rata oo Third 131\ 111's TP removal rata = oo
TOTAL IN REI\10VAL RATE = 28 oo TOTAL TP RE1\YWAL RATE = 0 oo
(1 ) '
(2} (3)
(4) O
(6)
(7)'
Ty e of Land Cover ',
Catchment 'SAL Formula
Average ENIC of Column
Average ENIC of
Column (3) (3) (6)
:acreage (0.-16+ 8.31)
TN (mg/L) (2) (3) (4) ',
TP (mg/L)
Transportation impervious
- 0.46
2.60 2.77
0.19
0.20
Roof impervious
�k �) 0.46
1.9.5 0.21
0.11
0.01
� l
Nlanaged pervious
4
0.46
1.42 0.00
0.28
0.00
Wooded pervious
� I �`; _ 0.46
0.94 0.00
0.14
0.00
Area taken up be BNIP
k
� 0.46
0.88
1.9.5 0.30
0.11
0.02
Fraction Im pervious (I)=
Pre -BNIP TN
-, 3.29
Pre -B1NIP TP
N/A
Load (Ibl�-r)
Load (lb/vr) -,
Total Area of Development =
2.89
0.46
Pre -BMP TN Export 1.14
Pre -BAH` TP Export
N/A
(lblact<r) =
(lblaclyr) =.
� 0.46
0.00
1.9.5 1.10
0.11
0.06
Post -SNIP IN
Post -SNIP TP
Pre -BNIP TP
N/A
Load (lb /yr) = 2.37
Load (lblyr) =,
N/A
Total Area of Development =
23.85
Pre -BNIP TN Expor.,
0.64
Post BAIP TN Export
0.82
Pork BNIP TP Export
',.
N/A
(Iblact <r) =
(lbla clyr) =.
{IUlae/r)
(lbla cfir} =
Basin 5.
Total acreage of catclmient ` )ac
First 131\ 111's IN removal rata oo Fist 131\ 111's TP removal rata = °o
Second BI\ fP's IN removal rata ` oo Second BI\ 111's TP removal rata = oo
Third 131\ 111's IN removal rata oo Third 131\ 111's TP removal rata = oo
TOTAL IN RFI\10V AL RATE = 28 oo TOTAL TP RE1\IO` "AL RATE = 0 oo
(1 ) '
(2} (3)
(4) O
(6)
(7)'
Ty e of Land Cover ',
Catchment 'SAL Formula
Average ENIC of Column
Average ENIC of
Column (3) (3) (6)
:acreage (0.46+ 8.31)
TN (mg/L) (2} ' (3) • (4) '
TP (mg/L)
Transportation impervious
0.46
2.60 0.00
0.19
0.00
� l
Roof impervious
0.46
1.9.5 0.00
0.11
0.00
Nlanaged pervious,
0.46
1.42 12.63
0.28
2.49
Wooded pervious
0.46
0.94 1.42
0.14
0.21
Area taken up be BNIP
� 0.46
0.00
1.9.5 1.10
0.11
0.06
Fraction Im pervious (I)=
Pre-131\11P TN
-, 15.15
Pre -BNIP TP
N/A
Load (Ibl�-r)
Load (lb/vr) -,
Total Area of Development =
23.85
Pre -BNIP TN Expor.,
0.64
Pre -BAH` TP Export
',
N/A
(Iblact <r) =
(lbla clyr) =.
Post -BNIP IN
Post -BNIP TP
Load (lb /v�r) = 10.91
Load (Iblvr) =,
N/A
Pos4BAIP TN Export. 046
Po1wBNIP TP Export
N/A
(Iblacl r) .
(lb /aolrr)-
Neuse River Stormwater Rule 15A NCAC 213.0235 Last Modified 5/23/03

G.N. Richardson Associates, Inc.
ENGINEERING AND GEOLOGICAL SERVICES
12/14/2006
Page: 5
Basin 6.
Total acreage ofcatclmient 3 Mae
First SN IP's IN removal rate oo First SN IP's TP removal rate = oo
r �,f
Second SNIP's IN removal rate oo Second 131\ 111's TP removal rata = 1 _ � oo
Third 131\ 111's IN removal rata 4 oo Third 131\ 11"s TP removal rata = ' oo
TOLL IN RENIOCAL RATE = 28 oo TOTAL TP RE1\IO \'-U RATE = 0 oo
(1)
(2)
(3)
(4) (5)
(6)
(7)'
Type of Land Cover'
Catchment
'SAL Formula
Average ENIC'.of Column
Average ENICof'
Column (2) (3) (6)
Acreage
(0.46+ 8.3I)
TN (mg/L) (2) (3) (4)
TP (mg/L)
Transportation'impervious
0.46
2.60 0.00
0.19
0.00
Roof impervious
0.46
1.95 0.00
0.11
0.00
Nlanaged pervious,
0.46
1.42 7.94
0.28
1.56
Wooded pervious
0.46
0.94 0.00
0.14
0.00
Area taken up by BNB'
s
0.00
0.46
1.95 0.70
0.11
0.04
Fraction Im perious (I) -
Pre -SNIP TN
8.64
F re -BNIP TP
N/A
Load (I blyr) =
Load (Iblyr)
Total Area of Development -
12.93
Pr,BMP TN ExPor
0.67
Pre BW TP Export
N/A
Post BNIP IN
Post-111\ IP TP
Lead(Ib /vr)- 6'22
Load (lb /vr)=
N/A
Post -BAIP TN Expor.
0.48
Po16RNIP TP Export
-
N/A
{IU{acfS=r}
Basin 7.•
Total acreage of catclmient `ac
First 131\ W's IN removal rate oo First SNIP's TP removal rate = o0
W.
Second SNIP's IN removal rata oo Second BMW's TP removal rata = " *. oo
Third 131\ 1P's IN removal rata _ oo Third 131\ 1P's TP removal rata = oo
TOLL IN RENIOCAL RATE = 10 oo TOTAL TP RE1\IO \'-U RATE = 0 oo
(1)'
(2) (3)
(4) (5)
(6)
(7)'
TypeofL and Cover
Catchment 'SAI. Formula
Average ENIC of Column
Average ENIC' of
Column (2) `(3)'(6)
Acreage (0.-46+ 8.31)
TN (mg/L) (2) (3) (4)
TP (mg/L)
Transportation impervious
0.46
0.46
2.60 0.00
0.19
0.00
Roof impervious
1.9.5 0.00
0.11
0.00
Nlanaged pervious
0.46
1.42 5.67
0.28
1.12
Wooded pervious
0.46
0.94 0.00
0.14
0.00
Area taken up by BNII
`,. 0.46
0.00
1.95 0.83
0.11
0.05
Fraction Impervious
p (I) °
Pre- BNIPTN
6.50
Pre BNIP TI
N/A
Load (Ib /v>a') -
Load (lb /ST) -
Total Area of Development -
9.60
Pr,BNIP TN ExPor,... 0.68
Pre BW TP Export
N/A
{IU /ac/yr) =
',. (lb /acl yr) =
Post -BNB' TN
5.85
Post -SNIT' TP
N/A
Load (lb /v1) =,
Load (lb /yr) =
Post -BAIP TN Export. 049
Po16RNIP TP Export
N/A
ObFaclyr) .
{Ib /aclrr} _,
Neuse River Stormwater Rule 15A NCAC 2B.0235 Last Modified 5/23/03

G.N. Richardson Associates, Inc.
ENGINEERING AND GEOLOGICAL SERVICES
12/14/2006
Page: 6
Weighted Average of Nutrient
Loadings
from the
Catchments:
Post B1NIP
TPLoading
(lblac /yr)'
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
and 0.4 lb ac NT for TP. If the post- development nutrient
are adequate. Otherwise, additional 131\ 11s and of
Catchment
Acreage
Post-SNIP
TN Loading
Ob /aclyr)
Catchment 1
12.63
0.48
Catchment 2
13.65
0.48
Catchment 3
10.91
0.48
Catchment 4
2.89
0.82
Catchment 5
23.85
0.46
Catchment 6
12.93
0.48
Catchment 7
9.60
0.49
TOTAL' FOR DEVELOPNIENT''
86.46
0.49
Note: The nutrient loading
loading is below
modifications in
goals are 4.0
these levels, then
development plans
lb ac- NT for IN
the 131\ 11s planned
are TequiTed.
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 vain 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 tributaiv 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 suificial 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 -,vas conducted based on guidelines and procedures
as set forth in the folloNving references:
HydroCAD Sofrivare Solutions, LLC (2004), HydroCAD StormNyater Modeling System
ON -men's Manual - Version 7, Chocorua, NH.
North Carolina Division of Land Resources (1988 and 1993 Update), North Carolina
Erosion & Sediment Control Planning & Design Manual, Raleigh, NC.
North Carolina Division of Water Quality (July 2005) Updated Draft Manual of
Stormwater Best Management Practices, (Public Comment Version), Raleigh, NC.
Malcom, H. Rooney (1989 & 200' ) Supplement), Elements of Urban Stormvvater Design
NC State Univ., Raleigh, NC.
Shotivell Landfill, Inc. Conceptual Stoi7mvater Plan Calculations
November 2006 Page 1

5.0 RUNOFF CALCULATIONS
All stormNvater 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 peals 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 peals discharge to no more than pre - developed conditions. The peals
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). Peale 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 5' ) 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
peals 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. Stormw ater 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 div
Shotivell Landfill, Inc. Conceptual Stoi7mvater 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 peals 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 V per hour.
6.5 Final Cover Drainage Features
Final cover drainage features will include gravel collectors (rain gutters) and /or diversion berms
placed even- 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.
Shotivell Landfill, Inc. Conceptual Stormwater Plan Calculations
November 2006 Page 3

7.0 WATER QUALITY EFFICIENCY
Updated Draft Manual of Storm-,vater Best Management Practices (BMP) by NCDENR has given the
efficiency equation for -,eater quality. According to this, BMPs may need to be arranged in series to
achieve pollutant reduction goals. Linear addition of BMP efficiencies is not alloNved. 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 = Efficiencv of the Second or DONynstream 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 -,vas taken from Table
1.1,Ref. 3. See note on calculation sheets regarding efficiency of BMPs.
Additionally, NCDWM regulations require more conseivative 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 V 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.
Shotivell Landfill, Inc. Conceptual Stonmvater Plan Calculations
November 2006 Page 4

TABLE I: 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 -1Dc
0
25
Existing Ditch -21)
0
7.4
Existing Ditch -3D
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
FExtended Dig- Detention Basin -1
0
8.0
Extended Dig- Detention Basin -2
0
9.0
Extended Dig- Detention Basin -3
0
7.2
Extended Dig- Detention Basin -4
0
9.2
Extended Dig- Detention Basin -5
0
5.2
Extended Dig- Detention Basin -6
0
5.6
Extended Dig- Detention Basin -7
0
1.9
Total Runoff
0
46.1
Shotwell Landfill, Inc. Conceptual Stormwater Plan Calculations
November 2006 Page 5

Figures

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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

,
4 '
(new Subcat)°k f
tB / ti
1A /+ 1
r / \
4Dc -
r
1 P
1Da ,.
l
EkiAtingn bitch "
Farm Pond r
Existing 'bitch
«'° �^
v� 1 Db
Astin,Ditch *.^.. ffs 2D
xisting Ditch
,
I
' r
exi r
st n, itch
3D
Existing Ditch
S4 Reach 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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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' Toa.W =7.75' n= 0.030
32.1 1,240 Total
Subcatchment 1 B: 1 B
Runoff = 26.56 cfs @ 12.27 hrs, Volume= 2.511 af, Depth> 1.28"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -19.96 hrs, dt= 0.08 hrs
Type II 24 -hr 10 Year Rainfall = 5.49"
Area (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
Unsaved Kv= 16.1 fas
i•�:�:�:IiI�ir•I11

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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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' Toa.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' Toa.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
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD Software Solutions LLC 12/14/2006
Subcatchment 4: (new Subcat)
Runoff = 29.66 cfs @ 12.40 hrs, Volume= 3.661 af, Depth> 0.95"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -19.96 hrs, dt= 0.08 hrs
Type II 24 -hr 10 Year Rainfall = 5.49"
Area (ac) CN Description
1.200 98
20.000 48 Brush, Good, HSG B
25.200 55 Woods, Good, HSG B
46.400 53 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
37.1 1,300 0.0476 0.6 Lag /CN Method,
Reach 1 Da: Existing Ditch
Inflow Area = 43.000 ac, Inflow Depth > 0.82" for 10 Year event
Inflow = 26.56 cfs @ 12.27 hrs, Volume= 2.948 of
Outflow = 25.58 cfs @ 12.40 hrs, Volume= 2.911 af, Atten= 4 %, Lag= 7.9 min
Routing by Stor- Ind +Trans method, Time Span= 3.00 -19.96 hrs, dt= 0.08 hrs
Max. Velocity= 1.8 fps, Min. Travel Time= 4.4 min
Avg. Velocity = 1.0 fps, Avg. Travel Time= 8.2 min
Peak Depth= 0.78' @ 12.32 hrs
Capacity at bank full= 2,507.85 cfs
Inlet Invert= 222.00', Outlet Invert= 214.00'
10.00' x 6.00' deep channel, n= 0.070 Sluggish weedy reaches w /pools
Side Slope Z- value= 10.07' Top Width= 130.00'
Length= 480.0' Slope= 0.01677'
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
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.03537'
Reach 2D: Existing Ditch
Inflow Area = 28.100 ac, Inflow Depth > 1.01" for 10 Year event
Inflow = 21.46 cfs @ 12.33 hrs, Volume= 2.369 of
Outflow = 21.33 cfs @ 12.35 hrs, Volume= 2.366 af, Atten= 1%, Lag= 1.4 min
Routing by Stor- Ind +Trans method, Time Span= 3.00 -19.96 hrs, dt= 0.08 hrs
Max. Velocity= 4.2 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 2.4 fps, Avg. Travel Time= 1.1 min
Peak Depth= 0.83' @ 12.34 hrs
Capacity at bank full= 965.22 cfs
Inlet Invert= 236.00', Outlet Invert= 233.00'
2.00' x 4.00' deep channel, n= 0.030
Side Slope Z- value= 5.07' Top Width= 42.00'
Length= 160.0' Slope= 0.01887'
Reach 3D: Existing Ditch
Inflow Area = 11.500 ac, Inflow Depth > 1.07" for 10 Year event
Inflow = 7.41 cfs @ 12.52 hrs, Volume= 1.022 of
Outflow = 7.38 cfs @ 12.55 hrs, Volume= 1.020 af, Atten= 0 %, Lag= 1.8 min
Routing by Stor- Ind +Trans method, Time Span= 3.00 -19.96 hrs, dt= 0.08 hrs
Max. Velocity= 3.7 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 2.2 fps, Avg. Travel Time= 1.7 min
Peak Depth= 0.46'@ 12.53 hrs
Capacity at bank full= 12,439.41 cfs
Inlet Invert= 226.00', Outlet Invert= 220.00'
2.00' x 10.00' deep channel, n= 0.030
Side Slope Z- value= 5.07' Top Width= 102.00'
Length= 220.0' Slope= 0.02737'

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
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.04007'
'1 11 REIMF 1'1 11T
Inflow Area =
19.390 ac,
Inflow Depth > 1.01"
for 10 Year event
Inflow =
15.02 cfs @
12.32 hrs, Volume=
1.635 of
Outflow =
2.12 cfs @
15.16 hrs, Volume=
0.437 af, Atten= 86 %, Lag= 170.4 min
Primary =
2.12 cfs @
15.16 hrs, Volume=
0.437 of
Routing by Stor -Ind method, Time Span= 3.00 -19.96 hrs, dt= 0.08 hrs
Peak Elev= 236.07' @ 15.16 hrs Surf.Area= 0.700 ac Storage= 1.200 of
Plug -Flow detention time= 301.7 min calculated for 0.437 of (27% of inflow)
Center -of -Mass det. time= 192.1 min ( 1,037.4 - 845.3 )
Volume Invert Avail.Storage Storage Description
#1 234.00' 1.200 of Custom Stage Data (Prismatic)Listed below
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre -feet)
(acre -feet)
234.00
0.500
0.000
0.000
236.00
0.700
1.200
1.200
Device Routing Invert Outlet Devices
#1 Primary 236.00' 50.0' long x 10.0' breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max =2.11 cfs @ 15.16 hrs HW= 236.07' (Free Discharge)
L1= Broad -Crested Rectangular Weir(Weir Controls 2.11 cfs @ 0.6 fps)

" /Hour Storm Event

G.N.Richardson and Associates, Inc.
Shotwell Pre - Development Rev 3 Type// 24 -hr 1' %hour Rainfall= 1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 1
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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 1" /hour Rainfall= 1.00"
Area (ac) CN Description
6.740 48 Brush, Good, HSG B
0.730 82 Dirt roads, HSG B
7.840 55 Woods, Good, HSG B
4.080 55 Woods, Good, HSG B
19.390 54 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
28.6
300
0.0270
0.2
Sheet Flow, Meadow
Grass: Dense n= 0.240 P2= 3.64"
2.5
520
0.0460
3.5
Shallow Concentrated Flow, Unpaved
Unpaved Kv= 16.1 fps
1.0
420
0.0620
7.1
25.03 Trap/Vee /Rect Channel Flow, Natural Channel
Bot.W =5.00' D =0.55' Z= 2.57' Toa.W =7.75' n= 0.030
32.1 1,240 Total
Subcatchment 1 B: 1 B
Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -19.96 hrs, dt= 0.08 hrs
Type II 24 -hr 1" /hour Rainfall= 1.00"
Area (ac) CN Description
1.520 48 Brush, Good, HSG B
2.630 82 Dirt roads, HSG B
19.460 55 Woods. Good. HSG B
23.610 58 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
11.2
160
0.0310
0.2
Sheet Flow, meadow /brush
Grass: Short n= 0.150 P2= 3.64"
15.9
140
0.0710
0.1
Sheet Flow, Forest /brush
Woods: Light underbrush n= 0.400 P2= 3.64"
1.7
500
0.0920
4.9
Shallow Concentrated Flow, forest /brush
Unsaved Kv= 16.1 fas
i•�:�:�:IiI�ir•I11

G.N.Richardson and Associates, Inc.
Shotwell Pre - Development Rev 3 Type// 24 -hr 1' %hour Rainfall= 1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 2
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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 1" /hour Rainfall= 1.00"
Area (ac)
CN
Description
11.800
48
Brush, Good, HSG B
1.000
85
Gravel roads, HSG B
0.900
89
Paved roads w /open ditches, HSG B
14.400
55
Woods, Good, HSG B
28.100 54 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
25.2
300
0.0370
0.2
Sheet Flow, Meadow
Grass: Dense n= 0.240 P2= 3.64"
4.0
680
0.0310
2.8
Shallow Concentrated Flow, Forest
Unpaved Kv= 16.1 fps
3.3
920
0.0280
4.6
35.54 Trap/Vee /Rect Channel Flow, Natural Channel
Bot.W =5.00' D =0.66' Z= 10.07' Toa.W= 18.20' n= 0.030
32.5 1,900 Total
Subcatchment 3: 3
Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -19.96 hrs, dt= 0.08 hrs
Type II 24 -hr 1" /hour Rainfall= 1.00"
Area (ac) CN Description
11.500 55 Woods, Good, HSG B
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft /ft)
(ft /sec)
(cfs)
43.0
300
0.0270
0.1
Sheet Flow, Forest /brush
Woods: Light underbrush n= 0.400 P2= 3.64"
0.8
200
0.0600
3.9
Shallow Concentrated Flow, Forest/brush
Unpaved Kv= 16.1 fps
2.4
640
0.0410
4.5
12.24 Trap/Vee /Rect Channel Flow, Natural Channel
Bot.W =5.00' D =0.39' Z= 5.07' Toa.W =8.90' n= 0.030
46.2 1,140 Total

G.N.Richardson and Associates, Inc.
Shotwell Pre - Development Rev 3 Type// 24 -hr 1' %hour Rainfall= 1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 3
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD Software Solutions LLC 12/14/2006
Subcatchment 4: (new Subcat)
Runoff = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 3.00 -19.96 hrs, dt= 0.08 hrs
Type II 24 -hr 1" /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= 0.0167T
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// 24 -hr 1' %hour Rainfall= 1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 4
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.03537'
Reach 2D: Existing Ditch
Inflow Area = 28.100 ac, Inflow Depth = 0.00" for 1 " /hour event
Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0 %, Lag= 0.0 min
Routing by Stor- Ind +Trans method, Time Span= 3.00 -19.96 hrs, dt= 0.08 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 3.00 hrs
Capacity at bank full= 965.22 cfs
Inlet Invert= 236.00', Outlet Invert= 233.00'
2.00' x 4.00' deep channel, n= 0.030
Side Slope Z- value= 5.07' Top Width= 42.00'
Length= 160.0' Slope= 0.01887'
Reach 3D: Existing Ditch
Inflow Area = 11.500 ac, Inflow Depth = 0.00" for 1 " /hour event
Inflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 3.00 hrs, Volume= 0.000 af, Atten= 0 %, Lag= 0.0 min
Routing by Stor- Ind +Trans method, Time Span= 3.00 -19.96 hrs, dt= 0.08 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 3.00 hrs
Capacity at bank full= 12,439.41 cfs
Inlet Invert= 226.00', Outlet Invert= 220.00'
2.00' x 10.00' deep channel, n= 0.030
Side Slope Z- value= 5.07' Top Width= 102.00'
Length= 220.0' Slope= 0.02737'

G.N.Richardson and Associates, Inc.
Shotwell Pre - Development Rev 3 Type// 24 -hr 1' %hour Rainfall= 1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 5
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.0400T
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
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

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Subcat Reach on Link

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 1S: 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 -31B
Runoff Area =2.890 ac Runoff Depth >4.63"
Tc =5.0 min CN =86 Runoff =24.19 cfs 1.115 of
Subcatchment 13S: Drainage Area -5A Runoff Area= 15.580 ac Runoff Depth >2.89"
Flow Length =550' Tc =4.9 min CN =69 Runoff =88.74 cfs 3.758 of
Subcatchment 16S: Drainage Area -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 Vet =8.1 fps Inflow =71.22 cfs 3.219 of
n =0.030 L= 1,250.0' S=0.0496'/' Capacity= 378.41 cfs Outflow =65.74 cfs 3.201 of
Reach 4R: Grass swale -2 Peak Depth =0.83' Max Vet =6.2 fps Inflow =60.47 cfs 2.631 of
n =0.030 L= 1,450.0' S=0.0276'/' Capacity= 282.21 cfs Outflow =52.17 cfs 2.608 of
Reach 11R: Grass Swale -1 Peak Depth =0.76' Max Vet =5.0 fps Inflow =40.53 cfs 1.808 of
n =0.030 L= 500.0' S=0.0200'/' Capacity= 240.29 cfs Outflow =37.48 cfs 1.801 of

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
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD Software Solutions LLC 12/14/2006
Reach 14R: Grass swale -5 Peak Depth =1.51' Max Vet =5.5 fps Inflow= 112.01 cfs 4.706 of
n =0.030 L= 700.0' S=0.0114'/' Capacity= 181.64 cfs Outflow= 100.99 cfs 4.685 of
Pond B1: 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 B2: 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 B3: 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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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 surrounding area
5.180 70 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.8 720 0.3130 2.1 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 Description
0.920 82 Direct pond
Tc Length Slope Velocity Capacity Description
min) (feet) (ft /ft) (ft /sec) (cfs)
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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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 Description
1.600 69 50 -75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Drainage Area -6
Runoff = 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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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 aond
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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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 Slope Velocity Capacity Description
min) (feet) (ft /ft) (ft /sec) (cfs)
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 8
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.04967'
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= 0.02767'
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= 0.02007'

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
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.17147' 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 11 24 -hr 25 Yr- 24 Hrs Rainfall= 6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 10
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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)
L1= Barrel (Inlet Controls 16.43 cfs @ 9.3 fps)
�__4=Orifi 2 =Top o f the principal spillway (Passes < 26.24 cfs potential flow)
ce /Grate (Passes < 1.49 cfs potential flow)
Secondary OutFlow Max =8.23 cfs @ 12.15 hrs HW= 218.73' (Free Discharge)
L3= 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= 0.01007' 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)
L1= Barrel (Barrel Controls 15.50 cfs @ 8.8 fps)
L2 =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)
L3= 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 11 24 -hr 25 Yr- 24 Hrs Rainfall= 6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 11
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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)
L2 =Top of Principal Spillway (Passes 15.54 cfs of 24.78 cfs potential flow)
4 =6" Orifice (Orifice Controls 1.29 cfs @ 6.5 fps)
Secondary OutFlow Max =2.31 cfs @ 12.24 hrs HW= 246.10' (Free Discharge)
L3= 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 11 24 -hr 25 Yr- 24 Hrs Rainfall= 6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 12
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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
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= 0.02007' 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)
L1= Barrel (Inlet Controls 9.55 cfs @ 7.8 fps)
L2 =Top of Principal Spillway (Passes 9.55 cfs of 17.32 cfs potential flow)
Secondary OutFlow Max =8.75 cfs @ 12.01 hrs HW= 256.81' (Free Discharge)
L3= 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 11 24 -hr 25 Yr- 24 Hrs Rainfall= 6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 13
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD Software Solutions LLC 12/14/2006
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
Device Routing
Invert
Outlet Devices
#1 Primary
272.00'
18.0" x 100.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 264.00' S= 0.08007' Cc= 0.900
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 =13.30 cfs @ 12.48 hrs HW= 276.67' (Free Discharge)
L1= Barrel (Inlet Controls 13.30 cfs @ 7.5 fps)
t2 =Top of Principal Spillway (Passes < 14.09 cfs potential flow)
4=6" orifice (Passes < 1.13 cfs potential flow)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 272.00' (Free Discharge)
L3= Broad -crested Rectangular Weir( Controls 0.00 cfs)
Pond B6: Extended dry detention basin -6
Inflow Area = 12.930 ac, Inflow Depth > 2.97" 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 11 24 -hr 25 Yr- 24 Hrs Rainfall= 6.55"
Prepared by G.N.Richardson and Associates, Inc. Page 14
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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
1.553 of
Outflow =
2.30 cfs @
Outlet Invert= 203.00' S= 0.01437' Cc= 0.900
Volume=
0.747 af, Atten= 79 %, Lag= 75.0 min
Primary =
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
Device Routing
Invert
Outlet Devices
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
259.00'
15.0" x 600.0' long Culvert CMP, projecting, no headwall, Ke= 0.900
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Outlet Invert= 259.50' S= - 0.0008'/' Cc= 0.900
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
#2 Device 1
262.50'
36.0" Horiz. Riser Limited to weir flow C= 0.600
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)
L1= Barrel (Passes 10.09 cfs of 15.14 cfs potential flow)
�__4=6" 2 =Top of Principal Spillway (Orifice Controls 8.72 cfs @ 3.9 fps)
Orifice (Orifice Controls 1.36 cfs @ 6.9 fps)
Secondary OutFlow Max =14.32 cfs @ 12.21 hrs HW= 209.83' (Free Discharge)
L3= Broad -crested Rectangular Weir (Weir Controls 14.32 cfs @ 1.4 fps)
Pond B7: Basin -7
Inflow Area =
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= - 0.0008'/' 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
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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)
't--1 =Culvert (Passes 2.27 cfs of 3.81 cfs potential flow)
t2 =Riser (Weir Controls 1.39 cfs @ 1.2 fps)
4=6" orifice (Orifice Controls 0.89 cfs @ 4.5 fps)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 259.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

10 -year 24 -Hour Storm Event

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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 1S: 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 -31B Runoff Area =2.890 ac Runoff Depth >3.68"
Tc =5.0 min CN =86 Runoff =19.52 cfs 0.885 of
Subcatchment 13S: 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 16S: 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 Vet =7.3 fps Inflow =52.90 cfs 2.372 of
n =0.030 L= 1,250.0' S=0.0496'/' Capacity= 378.41 cfs Outflow =48.71 cfs 2.356 of
Reach 4R: Grass swale -2 Peak Depth =0.69' Max Vet =5.6 fps Inflow =44.59 cfs 1.928 of
n =0.030 L= 1,450.0' S=0.0276'/' Capacity= 282.21 cfs Outflow =37.45 cfs 1.908 of
Reach 11R: Grass Swale -1 Peak Depth =0.64' Max Vet =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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD Software Solutions LLC 12/14/2006
Reach 14R: Grass swale -5 Peak Depth =1.28' Max Vet =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 B1: 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 B2: 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 B3: 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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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 surrounding area
5.180 70 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.8 720 0.3130 2.1 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 Description
0.920 82 Direct pond
Tc Length Slope Velocity Capacity Description
min) (feet) (ft /ft) (ft /sec) (cfs)
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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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 Description
1.600 69 50 -75% Grass cover, Fair, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Drainage Area -6
Runoff = 52.90 cfs @ 11.99 hrs, Volume= 2.372 af, Depth> 2.20"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 Yr- 24 Hrs Rainfall = 5.49"
Area (ac) CN Description
12.400 69 50 -75% Grass cover, Fair, HSG B
0.530 82 Direct pond
12.930 70 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft /sec) (cfs)
6.9 750 0.2400 1.8 Lag /CN Method,

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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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 aond
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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD 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 Slope Velocity Capacity Description
min) (feet) (ft /ft) (ft /sec) (cfs)
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 8
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.04967'
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= 0.02767'
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= 0.02007'

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
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.17147' 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 11 24 -hr 10 Yr- 24 Hrs Rainfall = 5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 10
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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)
L1= Barrel (Passes 8.32 cfs of 15.28 cfs potential flow)
�__4=Orifi 2 =Top o f the principal spillway (Weir Controls 7.09 cfs @ 2.1 fps)
ce /Grate (Orifice Controls 1.22 cfs @ 6.2 fps)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 212.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)
Pond B2: Extended dry detention basin -2
Inflow Area = 13.650 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= 0.01007' 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)
L1= Barrel (Passes 9.13 cfs of 14.20 cfs potential flow)
L2 =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)
L3= Broad -crested Rectangular Weir( Controls 0.00 cfs)

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 11
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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)
T_71 =Barrel (Passes 6.32 cfs of 14.47 cfs potential flow)
L2 =Top of Principal Spillway (Weir Controls 6.32 cfs @ 2.0 fps)
4 =6" Orifice (Orifice Controls 1.01 cfs @ 5.1 fps)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 240.00' (Free Discharge)
L3= 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 11 24 -hr 10 Yr- 24 Hrs Rainfall = 5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 12
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.02007' 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)
L1= Barrel (Inlet Controls 9.28 cfs @ 7.6 fps)
L2 =Top of Principal Spillway (Passes 9.28 cfs of 15.73 cfs potential flow)
Secondary OutFlow Max =1.16 cfs @ 12.05 hrs HW= 256.58' (Free Discharge)
L3= 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 11 24 -hr 10 Yr- 24 Hrs Rainfall = 5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 13
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD Software Solutions LLC 12/14/2006
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
Device Routing
Invert
Outlet Devices
#1 Primary
272.00'
18.0" x 100.0' long Barrel CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 264.00' S= 0.08007' Cc= 0.900
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 =4.18 cfs @ 13.63 hrs HW= 276.25' (Free Discharge)
't--1 =Barrel (Passes 4.18 cfs of 12.57 cfs potential flow)
t2 =Top of Principal Spillway (Weir Controls 3.24 cfs @ 1.6 fps)
4=6" orifice (Orifice Controls 0.95 cfs @ 4.8 fps)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 272.00' (Free Discharge)
L3= Broad -crested Rectangular Weir( Controls 0.00 cfs)
Pond B6: Extended dry detention basin -6
Inflow Area = 12.930 ac, Inflow Depth > 2.19" for 10 Yr- 24 Hrs event
Inflow = 48.71 cfs @ 12.06 hrs, Volume= 2.356 of
Outflow = 5.03 cfs @ 12.64 hrs, Volume= 1.363 af, Atten= 90 %, Lag= 34.9 min
Primary = 5.03 cfs @ 12.64 hrs, Volume= 1.363 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor -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 11 24 -hr 10 Yr- 24 Hrs Rainfall = 5.49"
Prepared by G.N.Richardson and Associates, Inc. Page 14
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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
1.072 of
Outflow =
0.70 cfs @
Outlet Invert= 203.00' S= 0.01437' Cc= 0.900
Volume=
0.388 af, Atten= 90 %, Lag= 236.0 min
Primary =
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
Device Routing
Invert
Outlet Devices
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
259.00'
15.0" x 600.0' long Culvert CMP, projecting, no headwall, Ke= 0.900
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Outlet Invert= 259.50' S= - 0.0008'/' Cc= 0.900
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
#2 Device 1
262.50'
36.0" Horiz. Riser Limited to weir flow C= 0.600
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)
L1= Barrel (Passes 5.03 cfs of 14.38 cfs potential flow)
�__4=6" 2 =Top of Principal Spillway (Orifice Controls 3.84 cfs @ 3.1 fps)
Orifice (Orifice Controls 1.19 cfs @ 6.1 fps)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 204.00' (Free Discharge)
L3= 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= - 0.0008'/' 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
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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)
L1= Culvert (Passes 0.70 cfs of 3.53 cfs potential flow)
t2 =Riser ( Controls 0.00 cfs)
4=6" orifice (Orifice Controls 0.70 cfs @ 3.6 fps)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 259.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

" /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
HvdroCAD® 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
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 11 24 -hr 1.00 hrs 1 Hr Rainfall= 1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 2
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.17147' 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)
L1= Barrel ( Controls 0.00 cfs)
t2 =Top of the principal spillway ( Controls 0.00 cfs)
4=Orifi ce/G rate ( Controls 0.00 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 212.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

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 3
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.01007' 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)
L1= Barrel ( Controls 0.00 cfs)
L2 =Top of Principal Spillway ( Controls 0.00 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 225.00' (Free Discharge)
L3= 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 11 24 -hr 1.00 hrs 1 Hr Rainfall= 1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 4
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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)
1= Barrel ( Controls 0.00 cfs)
L L2 =Top of Principal Spillway ( Controls 0.00 cfs)
4 =6" Orifice ( Controls 0.00 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 240.00' (Free Discharge)
L3= 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 11 24 -hr 1.00 hrs 1 Hr Rainfall= 1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 5
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.02007' 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)
L1= Barrel ( Controls 0.00 cfs)
L2 =Top of Principal Spillway ( Controls 0.00 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 252.00' (Free Discharge)
L3= 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 11 24 -hr 1.00 hrs 1 Hr Rainfall= 1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 6
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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= 0.08007' 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
Outlet Invert= 203.00' S= 0.01437' Cc= 0.900
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
n= 0.013 Corrugated PE, smooth interior
#2 Device 1
2.50 3.00 3.50 4.00 4.50 5.00 5.50
24.0" Vert. Top of Principal Spillway C= 0.600
#3 Secondary
209.50'
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
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)
L1= Barrel ( Controls 0.00 cfs)
�__4=6" 2 =Top of Principal Spillway ( Controls 0.00 cfs)
orifice ( Controls 0.00 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 272.00' (Free Discharge)
L3= Broad -crested Rectangular Weir( Controls 0.00 cfs)
Pond B6: Extended dry detention basin -6
Inflow Area = 12.930 ac, Inflow Depth = 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
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= 0.01437' 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

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 7
HvdroCAD® 7.10 s/n 001426 © 2005 HvdroCAD 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)
L1= Barrel ( Controls 0.00 cfs)
�__4=6" 2 =Top of Principal Spillway ( Controls 0.00 cfs)
Orifice ( Controls 0.00 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 204.00' (Free Discharge)
L3= 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 Routin
#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= - 0.0008'/' 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
HvdroCADO 7.10 s/n 001426 © 2005 HvdroCAD Software Solutions LLC 12/14/2006
Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 259.00' (Free Discharge)
L1= Culvert ( Controls 0.00 cfs)
�__4=6" 2 =Riser ( Controls 0.00 cfs)
orifice ( Controls 0.00 cfs)
Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 259.00' (Free Discharge)
L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

Impervious Area for Pre - developed Condition

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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 div detention basin(s) to satisfi- Nvater quality- requirements and to handle
the flow from the design storm.
References American Concrete Pipe Association (1996), "Design Data 41 - Manhole Floatation ", ACPA,
truing, TX.
Malcom, H. Rooney (1989 & 200' ) Supplement), Elements of Urban StormNyater Design, NC
State Unlv., 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 folloNving 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 Spilhvay Calculations).
Calculations
- Design Temporaiv Water Quality Pool:
Determine drainage areas and % imperviousness.
Calculate the volume to be controlled from the design rainfall (typically equivalent to the 85t"
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:
RV = 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:
WQ _ (DR) (R,,)(A)
(NCDWQ p. 3 -55)
where: WO, = Nvater quality- volume (acre -feet)
DR = design rainfall (inches)
R, = 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 Nvater 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 shoN -,m below. Based on this
relationship and the required volumes, determine the temporary Nvater quality- pool elevation.
Alternatively the elevation can be determined from a graphical stage - storage relationship.
S = KS Z"
(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 Nvater quality- volume (WQ,) over a drawdoN -,m period of 48 to
120 hours (2 to 5 days). Use the folloNving equation:
AS 2h
A° TCd (20,428)
where: Ao = surface area of de-,vatering hole(s) (ft,)
AS = surface area of basin (at temporary water quality pool) (ft,)
h = average head of -,eater above hole (= (elev. of temporary Nvater quality
pool - elev. of permanent pool) /2) (ft)
Ca = 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 drawdoN -,n period is
Nvithin the recommended limits.
Size a drain for the basin for maintenance (and emergency situations). The drain should deNvater
the basin (temporary- water quality pool) Nvithin 24 hours. Use the above equation to determine
Ao 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 toNvard the total volume
requirement.
Evaluate basin shape. The recommended length to Nvidth 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
peal. discharge (via HydroCAD, spreadsheet methods, or other). Depending on local
requirements, multiple design storms may need to be considered and the peal. discharge may
need to be compared Nvith 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 Velocitv of Design Particle
9 (SS - 1)
V° 18 v d (Malcom Eq. IV -3)
where: Vo = settling velocity (ft/s) - convert from (m /s)
g = gravitational acceleration (m /s,)
SS = specific gravity of design particle
V = kinematic viscosity of the fluid (m, /s)
(= 1.14 x 10` in' /s !( 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(b -1)
(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
V A
E= I- I+ o ,A S (Malcom Eq. IV -1)
NQ I
where: E = settling efficiency (decimal fraction - convert to %)
AS = surface area at given stage (Z) (ft)
N = number of effective cells (N= 2 Nvith 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 Nveight of the riser
can be accounted for in the calculations.
- Design Uplift Force (• F)
F = WSWRiser)"H2O — WRiser — WTop — WSoil — Rsoil
where: •F = design uplift force (lbs)
ES = factor of safety- (use 1.25)
VR,,,,- = interior volume of the riser (ft')
YH2o = density- of water (62.4 pcf)
WRiSCr = buoyant Nveight of riser (not including base or top) (lbs)
WT, = buoyant -,weight of riser top (lbs)
Wsoii = buoyant -,weight of soil backfill around riser (above base projection) (lbs)
Rsoi, = 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 T
WW (150 - 62.4)
C onc,B
where: Vcon, = volume of concrete (ft,)
Wco„c,, = buoyant weight of concrete (150 - 62.4 = 87.6 lbs)
- Determine anti- seepage collar requirements based on the follo-'ving equation. Alternatively, a
filter diaphragm may be designed.
S
LS = y(z + 4) 1 + (0.25-s)] ( VA E &SC Handbook P. III -102 )
where: LS. = length of pipe in the saturated zone (ft)
y = distance from barrel invert to riser crest (ft)
= slope of upstream embankment (zH:1V)
S = pipe slope (ft/ft)
Determine L, and use design chart to determine anti- seepage collar requirements. If more than
one collar is used, the spacing bet-,veen 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 spilhvay to handle flow from the design storm using the
folloNving equation. Determine peals flow from stormNvater routing program. If applicable,
design outlet channel as a drainage channel or rock chute.
QP = Cw LH312 (Malcom Eq. I -6)
where: QP = peal. discharge from design storm (cfs)
C . _ Nveir coefficient ( =3.0 for free overfall)
L = length of Nveir (ft)
H = driving head (ft) (= alloNvable headwater above crest of Nveir 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 : Sha -6,44 Cd A Lcaldoii 1 7. -a r,
Contact Person: S-haceu Stn►1h Phone Number: (c(IJ —528 — ioSF-7-
For projects with multiple basins, specify which basin this worksheet applies to:_ E^l Cyjd ea
Drainage Area:&facres 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
sue) {( 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 rainb -
sa� / 4�r," The basin length to width ratio is greater than 3:1.
mss/ R,> The basin side slopes are no steeper than 3:1.
�t 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.
Forebay is provided to capture sediment and minimize clean -out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
695 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.
at�� nr PO4"Ofo '� P1r4%,. 4)&6�
*0 CA�-cuL-A-rco� -An:

G.N. Richardson & Associates
SHEET:
/
Engineering and Geological Services
JOB #:
Shotwell 05 -2
14 N. Boylan Avenue Tel [phone]
DATE:
12/14/06
Raleigh, NC 27603 Fax 919 - 828 -3899
BY
KBS
CHKD BY:
1,800'.
Shotwell C &D Landfill, Inc.
22,824
Required Water Quality Volume (ft') =
Extended Dry Detention Basin Analysis
Basin No.: EDDB -1
DESIGN TEMPORARY WATER QUALITY POOL:
Areas Draining Into Basin & % Impervious:
Area
Drainage Area (acres) % Impervious
Total = 12.7 Acres
Avg. % Impervious= 0
Required Volume of Temporary Water Quality Pool (Maximum Value Controls):
Water Quality Requirements - Runoff from Design Rainfall:
Rv(inhn)=
0.05
Design Rainfall (In) =
1.0
Required Volume (acre -feet) _
0.05
Required Water Quality Volume (ft') =
2,301
Land Quality Requirements - Required Storage /Acre.
Required Storage Capacity (ft' /Ac) =
1,800'.
Required Sediment Storage Volume (ft') =
22,824
Required Water Quality Volume (ft') =
22,824 Land Quality Requirements Control
G.N. Richardson & Associates. Inc. EDDB -1 Copy of BASIN - EDDB -1.xls

Determine Stage - Storage Function:
Contour Area Area
(ft2) (acres)
Incremental Cumulative
Volume (ft') Volume (ft')
Stage
(ft)
In S In Z
SHEET:
JOB #:
DATE:
BY
CHKD BY:
Z est
Shotwell 05 -2
12/14/06
KBS
212 4,805 0.11
0
0
214 6,665 0.15
11,470 11,470
2
9.35 0.69
2.00
216 9,300 0.21
15,965 27,435
4
10.22 1.39
4.00
218 12,555 0.29
21,855 49,290
6
10.81 1.79
6.00
220 16,275 0.37
28,830 78,120
8
11.27 2.08
8.00
Linear Regression Constants:
Ks = 4,293
Storage = 4293 Z ^1.37
b = 1.37
=CAUTION: CHECK INPUT FOR REGRESSION
ANALYSIS!
Stage - Surface Area Relationship
Stage- Storage Relationship
221
221
220
220
219
219
218
218
217
217
x
x
216
216
215
w
215
214
214
213
213
212
212
211 1
1
211
0 5.000 10.000
15.000 20.000
0
20.000 40.000 60.000 80.000
100.000
Surface Area (sf)
Storage (cf)
Basin Design Elevations:
Elev. of Bottom of Basin =
212 0!
Req'd. Storage Volume at Temp. Water Quality Pool (ft') =
27,389 Req'd. Volume of
Temp. Water Quality
Pool x 1.2 (to Acct. for Additional
Sediment
Storage)
Min. Elev. of Temporary Water Quality Pool =
215.9
Selected Elev. of Temporary Water Quality Pool =
216.0 O. K.
Actual Storage Volume at Temp. Water Quality Pool (ft') =
28,863
Basin Cleanout Volume (ft') =
14,431 = 50% of Temp. Water Quality Pool
Storage Volume
Basin Cleanout Elevation =
214.4
G.N. Richardson & Associates. Inc. EDDB -1 Copy of BASIN - EDDB -1.xls

G.N. Richardson & Associates. Inc. EDDB -1 Copy of BASIN - EDDB -1.xls
SHEET:
Dewatering of Temporary Water Quality Pool:
JOB #: Shotwell 05 -2
DATE: 12/14/06
Average Head (ft) =
2.0
BY KBS
Surface Area at Temporary Water Quality Pool (ft) =
9,918
CHKD BY:
Coef. of Contraction =
0.6
Min. Drawdown Period (hrs) =
48i
Max. Drawdown Period (hrs) =
.120'.
Max. Area of Dewatering Hole (ft)
0.03 Based on Min. Detention Time
Max. Diameter of Dewatering Hole (in) =
2.5
Min. Area of Dewatering Hole (ft) =
0.01 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
1.6
Selected Diameter of Dewatering Hole(s) (in) =
2.0.
Number of Dewatering Holes =
1 j
Actual Area of Dewatering Hole(s) (ft)
0.02
Actual Drawdown Period (hrs) =
74 O.K.
Option: Faircloth Skimmer
Storage Volume (ft') =
28,863
Required Orifice Diameter (in) =
3.0 From Design Chart Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (ft) =
2.0
Surface Area at Temporary Water Quality Pool (ft) =
9,918
Coef. of Contraction =
0,61
Desired Drawdown Period (hrs) =
24!
Min. Area of Dewatering Hole (ft) =
0.07 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
3.5
Selected Diameter of Dewatering Hole (in) =
6'
Actual Area of Dewatering Hole (ft) =
0.20
Actual Drawdown Period (hrs) =
8 O.K.
Forebay Calculations:
Required Volume of Forebay(s) (ft') =
5,478 = 20% of Required Temporary Water Quality Pool Storage Volume
Forebay: #1 -North
Contour Area Area
Incremental Cumulative Stage In S
In Z Z est
(ft2) (acres)
Volume (ft') Volume (ft') (ft)
213 Soo 0.02
0 0
214 1,609 0.04
1,200 1,200 1 7.09
0.00 1.00
215 2,400 0.06
2,000 3,200 2 8.07
0.69 2.00
216 3,200 0.07
2,800 6,000 3 8.70
1.10 3.00
Linear Repression Constants:
Ks = 1,190
Storage = 4293 Z ^1.37
b = 1.46
Elev. of Bottom of Forebay =
213.0'!
Top Elevation of Forebay =
216.0
Forebay Storage (ft') =
5,915 O.K.
Forebay Cleanout Volume (ft') =
2,958 = 50% of Forebay Storage Volume
Forebay Cleanout Elevation =
214.9
Basin Shape:
Length of Basin (ft) = 200 Measured
at Temporary Water Quality Pool Elevation
Width of Basin (ft) = 50 Measured
at Temporary Water Quality Pool Elevation
Desired Length to Width Ratio (X I)= 3'.
Actual Length to Width Ratio (X:1) = 4.0 O.K.
G.N. Richardson & Associates. Inc. EDDB -1 Copy of BASIN - EDDB -1.xls

ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters:
Design Storm:
Design Storm Rainfall (in) =
Rainfall Distribution:
Runoff Method:
Results:
Maximum Pool Elevation = 218.7
Surface Area at Maximum Pool (ft) = 14,100 From HydroCAD Analysis
Peak Discharge (cfs) = 248
Check Settling Efficiency:
Particle Data
Efficiency Data:
DESIGN OUTLET STRUCTURES:
Design Riser /Barrel Structures:
Riser Design:
Diam. (microns) = 40i.
Specific Gravity = 27'
Settling Veloc. (ft /s) = 0.004265
Reynolds No. ( <0.5) = 0.045626 O.K.
Desired Efficiency ( %) = 80':
No. of Effective Cells = 2 Use of Forebay(s) Justifies Value of 2
Settling Efficiency ( %) = 80 O.K.
Type of Riser Concrete - Circular
Riser Base Elevation = 212.0
Riser Top Elevation = 217.5
Riser Height (ft) = 5.5
Outlets:
Outlet No. 1 (for Dewatering TWO Pool): Size 2 DIam. Orifice From Above - Dewatering of TWO Pool
Invert Elevation 214.0 May Vary For Multiple Holes
Outlet No. 2: Size 6" Diam.. Vertical Orifice
Invert Elevation! 216.0
Outlet No. 3 (Principal Spillway): Size 30 Diami Hartz, Office (Top of Riser)
Invert Elevation 217.5
Concrete Riser Wall Thickness (in) = 60i
Riser Inside Diameter (ft) = 25
Approx. Circe Riser Interior Volume (cf) = 27':
Approx. Circe Concrete Riser Volume of Concrete (cf) = 26
Barrel Design:
Type of Barrel:
Diameter (in) =
Inv. In Elevation =
Inv. Out Elevation =
Length (ft) =
Slope (ft/ft) =
G.N. Richardson & Associates. Inc. EDDB -1 Copy of BASIN - EDDB -1.xls

Riser Base Calculations:
Design Uplift Force: CHKC
Factor of Safety = 1.25'.
F (unadjusted) (lbs) = 2,106
Approx. Circ. Concrete Riser Buoyant M. (Ibs) = 1,816 Factors in 80% of the Weight of the Concrete Riser to Account for Outlets.
Buoyant M. of Riser Top (Ibs) = 0'.
Buoyant M. of Surrounding Soil Acting on Ext. Base (Ibs) = 0.
Sliding Resistance of Surrounding Soil (Ibs) = 0'.
F (adjusted) (lbs) = 290
Concrete Base:
Required Volume of Concrete (ft') =
3.3
Length (ft) =
3.0!
Width (ft) =
30!
Thickness (ft) =
20:.
Actual Volume of Concrete (ft') =
18.0 O.K.
Anti-Seepage Collar Calculations: (Alternatively - Design Filter Diaphragm)
Slope of Upstream Embankment (z H:1V) _
Slope of Outlet Pipe (ft/ft) _
Ls (ft) _
Number of Collars
Length of Each Collar (ft) _
Width of Each Collar (ft) _
Collar Projection, P (ft) _
Spacing of Subsequent Anti -Seep Collars (ft) _
Emergency Spillway Calculations:
Crest Elev. (ft)
Required Freeboard (ft)
Top of Berm Elev. (ft)
Required Capacity (cfs)
Driving Head (ft)
Weir Coefficient
3';.
0.171
123
2;
6.0 From Design Chart Based on Ls and No. of Collars
6.0 From Design Chart Based on Ls and No. of Collars
2.25
32 =14P
218.5
1.5'
220.0
24.8 From HydroCAD -25 Yr, 24 -Hr. Storm
0.5
3.0
Length of Crest (ft) = 23.4 Determine by Weir Equation=
Design Crest Length (ft) = 30
= Length= 20 ft minimum.
SUMMARY DATA:
Basin No.: EDDB -1
Elev. of Bottom of Basin
Cleanout Elev. (ft)
Elev. of Temporary Water Quality Pool
Emergency Spillway Elev. (ft)
Top of Berm Elev. (ft)
Top of Berm Width (ft)
Barrel Diameter (in)
Barrel Slope (%)
212.0
214.4
216.0 See Above for Riser and Other Design Information
218.5
220.0
10
18
17.1
G.N. Richardson & Associates. Inc. EDDB -1 Copy of BASIN - EDDB -1.xls

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 : Shoi• ow ca -D L.c1Yad7 I Inr-
Contact Person: Ck� Smiifi Phone Number: (914) $2$ — 6 For projects with multiple basins, specify which basin this worksheet applies to:_ En {t1f1 d C d a e%t71.ii as n
Drainage Area: 13 nacres 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
I, R Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
�R 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
�° kA The basin length to width ratio is greater than 3:1.
�cx / IL ,5 _ 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.
som /g� Additional treatment to meet the 85% TSS removal efficiency is provided.
stn
/'_ 0--- - Access for clean -out and maintenance is provided.
T� Inlet plunge pool or other energy dissipation is provided.
Forebay is provided to capture sediment and minimize clean -out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
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-W? OFro 1,4 TiAA �_
jQ� <40brr-AG CF*LCOLA_fiOntS AfLL A17ACICO,

G.N. Richardson & Associates
SHEET:
/
Engineering and Geological Services
JOB #:
Shotwell 05 -2
14 N. Boylan Avenue Tel [phone]
DATE:
12/14/06
Raleigh, NC 27603 Fax 919 - 828 -3899
BY
KBS
CHKD BY:
Shotwell C &D Landfill, Inc.
Extended Dry Detention Basin Analysis
DESIGN TEMPORARY WATER QUALITY POOL:
Areas Draining Into Basin & % Impervious:
Area
Drainage Area (acres) % Impervious
Total = 13.7 Acres
Avg. % Impervious=
Required Volume of Temporary Water Quality Pool (Maximum Value Controls):
Water Quality Requirements - Runoff from Design Rainfall:
Rv(inhn)= 0.05
Design Rainfall (In) = 1.0
Required Volume (acre -feet) = 0.06
Required Water Quality Volume (ft') = 2,477
Land Quality Requirements - Required Storage /Acre.
Required Storage Capacity (ft' /Ac) = 1,800'.
Required Sediment Storage Volume (ft') = 24,570
Basin No.:
Required Water Quality Volume (ft') = 24,570 Land Quality Requirements Control
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -2.xls

Determine Stage - Storage Function:
Contour Area Area
(ft2) (acres)
Incremental Cumulative
Volume (ft') Volume (ft')
Stage
(ft)
SHEET:
JOB #:
DATE:
BY
CHKD BY:
In S In Z Z est
Shotwell 05 -2
12/14/06
KBS
225 4,600 0.11
0
0
230 13,000 0.30
44,000 44,000
5
10.69 1.61 5.00
232 16,864 0.39
29,864 73,864
7
11.21 1.95 7.00
Linear Regression Constants:
Ks = 3,692
Storage = 3692 Z ^1.54
b = 1.54
=CAUTION: CHECK INPUT FOR REGRESSION
ANALYSIS!
Stage - Surface Area Relationship
Stage- Storage Relationship
233
233
232
232
231
231
230
230
x 229
x 229
n 228
228
227
227
226
226
225
225
224
224
0 5.000 10.000
15.000 20.000
0
10.000 20.000 30.000 40.000 50.000 60.000 70.000 80.000
Surface Area (sf)
Storage (cf)
Basin Design Elevations:
Elev. of Bottom of Basin =
225.01
Req'd. Storage Volume at Temp. Water Quality Pool (ft') =
29,484 Req'd. Volume of
Temp. Water Quality
Pool x 1.2 (to Acct. for Additional Sediment
Storage)
Min. Elev. of Temporary Water Quality Pool =
228.9
Selected Elev. of Temporary Water Quality Pool =
229.0 0. K.
Actual Storage Volume at Temp. Water Quality Pool (ft') =
31,207
Basin Cleanout Volume (ft') =
15,603 = 50% of Temp. Water Quality Pool
Storage Volume
Basin Cleanout Elevation =
227.5
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -2.xls

G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -2.xls
SHEET:
Dewatering of Temporary Water Quality Pool:
JOB #: Shotwell 05 -2
DATE: 12/14/06
Average Head (ft) =
2.0
BY KBS
Surface Area at Temporary Water Quality Pool (ft) =
12,012
CHKD BY:
Coef. of Contraction =
0.6
Min. Drawdown Period (hrs) =
48i
Max. Drawdown Period (hrs) =
.120'.
Max. Area of Dewatering Hole (ft)
0.04 Based on Min. Detention Time
Max. Diameter of Dewatering Hole (in) =
2.7
Min. Area of Dewatering Hole (ft) =
0.02 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
1.7
Selected Diameter of Dewatering Hole(s) (in) =
2.0
Number of Dewatering Holes =
1 j
Actual Area of Dewatering Hole(s) (ft)
0.02
Actual Drawdown Period (hrs) =
90 O.K.
Option: Faircloth Skimmer
Storage Volume (ft') =
31,207
Required Orifice Diameter (in) =
3.0 From Design Chart Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (ft) =
2.0
Surface Area at Temporary Water Quality Pool (ft) =
12,012
Coef. of Contraction =
0.6I
Desired Drawdown Period (hrs) =
24!
Min. Area of Dewatering Hole (ft) =
0.08 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
3.9
Selected Diameter of Dewatering Hole (in) =
6'
Actual Area of Dewatering Hole (ft) =
0.20
Actual Drawdown Period (hrs) =
10 O.K.
Forebay Calculations:
Required Volume of Forebay(s) (ft') =
5,897 = 20% of Required Temporary Water Quality Pool Storage Volume
Forebay: #1 -North
Contour Area Area
Incremental Cumulative Stage In S
In Z Z est
(ft2) (acres)
Volume (ft') Volume (ft') (ft)
227 800 0.02
0 0
228 1,600 0.04
1,200 1,200 1 7.09
0.00 1.00
229 2,400 0.06
2,000 3,200 2 8.07
0.69 2.00
230 3,200 0.07
2,800 6,000 3 8.70
1.10 3.00
Linear Repression Constants:
Ks = 1,190
Storage = 3692 Z ^1.54
b = 1.46
Elev. of Bottom of Forebay =
227,0!:
Top Elevation of Forebay =
230.0
Forebay Storage (ft') =
5,915 O.K.
Forebay Cleanout Volume (ft') =
2,958 = 50% of Forebay Storage Volume
Forebay Cleanout Elevation =
228.9
Basin Shape:
Length of Basin (ft) = 200 Measured
at Temporary Water Quality Pool Elevation
Width of Basin (ft) = 50 Measured
at Temporary Water Quality Pool Elevation
Desired Length to Width Ratio (X I)= 3'.
Actual Length to Width Ratio (X:1) = 4.0 O.K.
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -2.xls

ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters:
Design Storm 1;0- Yr,24 -Hr
Design Storm Rainfall (in) = 5.49
Rainfall Distribution Type II
Runoff Method SCS TR 20
Results:
Maximum Pool Elevation = 2305
Surface Area at Maximum Pool (ft) 14,278
Peak Discharge (cfs) = 93 '.
Check Settling Efficiency:
Particle Data
Efficiency Data:
DESIGN OUTLET STRUCTURES:
Design Riser /Barrel Structures:
Riser Design:
Diam. (microns) = 40'.
Specific Gravity = 265'.
Settling Veloc. (ft /s) = 0.004140
Reynolds No. ( <0.5) = 0.044284 O.K.
Desired Efficiency ( %) = 80':
No. of Effective Cells = 2 Use of Forebay(s) Justifies Value of 2
Settling Efficiency ( %) = 94.3 O.K.
Type of Riser Concrete - Circular
Riser Base Elevation = 2250
Riser Top Elevation = 230.0
Riser Height (ft) = 5.0
Outlets:
Outlet No. 1 (for Dewatering TWO Pool): Size 2 Dlam. Orifice From Above - Dewatering of TWO Pool
Invert Elevation 2260 May Vary For Multiple Holes
Outlet No. 2: Size 6" Diam..Vertical Orifice
Invert Elevation! 229.0
Outlet No. 3 (Principal Spillway): Size 30 Diami Honz Orifice (Top of Riser)
Invert Elevation 2300
Concrete Riser Wall Thickness (in) = 60i
Riser Inside Diameter (ft) = 25
Approx. Circe Riser Interior Volume (cf) = 25'.
Approx. Circe Concrete Riser Volume of Concrete (cf) = 24
Barrel Design:
Type of Barrel:
Diameter (in) =
Inv. In Elevation =
Inv. Out Elevation =
Length (ft) =
Slope (ft/ft) =
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -2.xls

Riser Base Calculations:
Design Uplift Force: CHKC
Factor of Safety = 1.25'.
F (unadjusted) (lbs) = 1,914
Approx. Circ. Concrete Riser Buoyant M. (Ibs) = 1,651 Factors in 80% of the Weight of the Concrete Riser to Account for Outlets.
Buoyant M. of Riser Top (Ibs) = 0'.
Buoyant M. of Surrounding Soil Acting on Ext. Base (Ibs) = 0.
Sliding Resistance of Surrounding Soil (Ibs) = 0'.
F (adjusted) (lbs) = 263
Concrete Base:
231.0
Required Volume of Concrete (ft') =
3.0
Length (ft) =
3.0!
Width (ft) =
30!
Thickness (ft) =
20:.
Actual Volume of Concrete (ft') =
18.0 O.K.
Anti-Seepage Collar Calculations: (Alternatively - Design Filter Diaphragm)
Slope of Upstream Embankment (z H:1V) =
Slope of Outlet Pipe (ft/ft) _
Ls (ft) _
Number of Collars
Length of Each Collar (ft) _
Width of Each Collar (ft) _
Collar Projection, P (ft) _
Spacing of Subsequent Anti -Seep Collars (ft) _
Emergency Spillway Calculations:
SUMMARY DATA:
3';.
0.010
36
2;
6.0 From Design Chart Based on Ls and No. of Collars
6.0 From Design Chart Based on Ls and No. of Collars
2.25
32 =14P
Crest Elev. (ft) =
231.0
Required Freeboard (ft) =
7.0!
Top of Berm Elev. (ft) =
232.0
Required Capacity (cfs) =
32.4 From Hyd roCAD -25 Yr, 24-Hr. Storm
Weir Coefficient =
30
Length of Crest (ft) = 30 Determine by Weir Equation=
Design Crest Length (ft) = 30
= Length= 20 ft minimum.
Basin No.: EDDB -2
Elev. of Bottom of Basin
Cleanout Elev. (ft)
Elev. of Temporary Water Quality Pool
Emergency Spillway Elev. (ft)
Top of Berm Elev. (ft)
Top of Berm Width (ft)
Barrel Diameter (in)
Barrel Slope (%)
225.0
227.5
229.0 See Above for Riser and Other Design Information
231.0
232.0
10
18
1.0
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -2.xls

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 & Cap "-n Jai L I , Tn C
Contact Person: sirlcx'u Phone Number: tj I,? ) 828 — OS7-7-
For projects with multiple basins, specify which basin this worksheet applies to:_ E^- eLytd e "J �Ze.¢en R0V 0 ':ot n —3
Drainage Area:Jo.?acres 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
ON 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.
' 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.
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.
SK )4 ��v� Access for clean -out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
�5 4�� Forebay is provided to capture sediment and minimize clean -out problems.
�z Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
�i Seasonal high water table is at least 1 foot below bottom of basin.
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.
�« 6t
0201069
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S,,pPon,�
cit��v�PA(o
Q nC
A`T4crrr�.

G.N. Richardson & Associates
SHEET:
/
Engineering and Geological Services
JOB #:
Shotwell 05 -2
14 N. Boylan Avenue Tel [phone]
DATE:
12/14/06
Raleigh, NC 27603 Fax 919 - 828 -3899
BY
KBS
CHKD BY:
Shotwell C &D Landfill, Inc.
Extended Dry Detention Basin Analysis
DESIGN TEMPORARY WATER QUALITY POOL:
Areas Draining Into Basin & % Impervious:
Area
Drainage Area (acres) % Impervious
Total = 10.9 Acres
Avg. % Impervious=
Required Volume of Temporary Water Quality Pool (Maximum Value Controls):
Water Quality Requirements - Runoff from Design Rainfall:
Rv(inhn)= 0.05
Design Rainfall (In) = 1.0
Required Volume (acre -feet) _ 0.05
Required Water Quality Volume (ft') = 1,980
Land Quality Requirements - Required Storage /Acre.
Required Storage Capacity (ft' /Ac) = 1,800'.
Required Sediment Storage Volume (ft') = 19,638
Basin No.:
Required Water Quality Volume (ft') = 19,638 Land Quality Requirements Control
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -3.xls

Determine Stage - Storage Function:
Contour Area Area
(ft2) (acres)
Incremental Cumulative
Volume (ft') Volume (ft')
Stage
(ft)
SHEET:
JOB #:
DATE:
BY
CHKD BY:
In S In Z Z est
Shotwell 05 -2
12/14/06
KBS
240 4,230 0.44
0
0
242 5,890 0.61
10,120 10,120
2
9.22 0.69 2.00
244 9,450 0.61
15,340 25,460
4
10.14 1.39 4.00
248 16,585 1.05
67,425 77,545
8
11.26 2.08 8.00
Linear Repression Constants:
Ks = 3,541
Storage = 3541 Z ^1.47
b = 1.47
=CAUTION: CHECK INPUT FOR REGRESSION
ANALYSIS!
Stage - Surface Area Relationship
Stage- Storage Relationship
249
249
248
248
247
247
246
246
245
245
x
x
244
244
w 243
w 243
242
242
241
241
240
240
239 1
1
239
0 5.000 10.000
15.000 20.000
0
20.000 40.000 60.000 80.000
100.000
Surface Area (sf)
Storage (cf)
Basin Design Elevations:
Elev. of Bottom of Basin =
240.0
Req'd. Storage Volume at Temp. Water Quality Pool (ft') =
23,566 Req'd. Volume of
Temp. Water Quality
Pool x 1.2 (to Acct. for Additional Sediment
Storage)
Min. Elev. of Temporary Water Quality Pool =
243.6
Selected Elev. of Temporary Water Quality Pool =
244.0!0. K.
Actual Storage Volume at Temp. Water Quality Pool (ft') =
27,135
Basin Cleanout Volume (ft') =
13,568 = 50% of Temp. Water Quality Pool
Storage Volume
Basin Cleanout Elevation =
242.5
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -3.xls

G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -3.xls
SHEET:
Dewatering of Temporary Water Quality Pool:
JOB #: Shotwell 05 -2
DATE: 12/14/06
Average Head (ft) =
2.0
BY KBS
Surface Area at Temporary Water Quality Pool (ft) =
9,965
CHKD BY:
Coef. of Contraction =
0.6
Min. Drawdown Period (hrs) =
48i
Max. Drawdown Period (hrs) =
.120
Max. Area of Dewatering Hole (ft)
0.03 Based on Min. Detention Time
Max. Diameter of Dewatering Hole (in) =
2.5
Min. Area of Dewatering Hole (ft) =
0.01 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
1.6
Selected Diameter of Dewatering Hole(s) (in) =
2.0.
Number of Dewatering Holes =
1 j
Actual Area of Dewatering Hole(s) (ft)
0.02
Actual Drawdown Period (hrs) =
75 O.K.
Option: Faircloth Skimmer
Storage Volume (ft') =
27,135
Required Orifice Diameter (in) =
3.0 From Design Chart Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (ft) =
2.0
Surface Area at Temporary Water Quality Pool (ft) =
9,965
Coef. of Contraction =
0.6I
Desired Drawdown Period (hrs) =
24!
Min. Area of Dewatering Hole (ft) =
0.07 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
3.5
Selected Diameter of Dewatering Hole (in) =
6'
Actual Area of Dewatering Hole (ft) =
0.20
Actual Drawdown Period (hrs) =
8 O.K.
Forebay Calculations:
Required Volume of Forebay(s) (ft') =
4,713 = 20% of Required Temporary Water Quality Pool Storage Volume
Forebay: #1 -North
Contour Area Area
Incremental Cumulative Stage In S
In Z Z est
(ft2) (acres)
Volume (ft') Volume (ft') (ft)
241 700 0.02
0 0
242 1,10,0 0.03
1,050 1,050 1 6.96
0.00 1.00
243 2,100 0.05
1,750 2,800 2 7.94
0.69 2.00
244 2,800 0.06
2,450 5,250 3 8.57
1.10 3.00
Linear Repression Constants:
Ks = 1,041
Storage = 3541 Z ^1.47
b = 1.46
Elev. of Bottom of Forebay =
241.0
Top Elevation of Forebay =
244.0.
Forebay Storage (ft') =
5,176 O.K.
Forebay Cleanout Volume (ft') =
2,588 = 50% of Forebay Storage Volume
Forebay Cleanout Elevation =
242.9
Basin Shape:
Length of Basin (ft) = 270 Measured
at Temporary Water Quality Pool Elevation
Width of Basin (ft) = 40 Measured
at Temporary Water Quality Pool Elevation
Desired Length to Width Ratio (X I)= 3.
Actual Length to Width Ratio (X:1) = 6.8 O.K.
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -3.xls

ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters:
Design Storm 25 Yr,.24 -Hr
Design Storm Rainfall (in) = 6''..55
Rainfall Distribution Type II
Runoff Method SCS TR 20
Results:
Maximum Pool Elevation = .....246.1
Surface Area at Maximum Pool (ft) 12,155
Peak Discharge (cfs) = 19.5
Check Settling Efficiency:
Particle Data
Efficiency Data:
DESIGN OUTLET STRUCTURES:
Design Riser /Barrel Structures:
Riser Design:
Diam. (microns) = 40'.
Specific Gravity = 265'.
Settling Veloc. (ft /s) = 0.004140
Reynolds No. ( <0.5) = 0.044284 O.K.
Desired Efficiency ( %) = 80':
No. of Effective Cells = 2 Use of Forebay(s) Justifies Value of 2
Settling Efficiency ( %) = 81.0 O.K.
Type of Riser Concrete - Circular
Riser Base Elevation = 240.0'
Riser Top Elevation = 245.0
Riser Height (ft) = 5.0
Outlets:
Outlet No. 1 (for Dewatering TWO Pool): Size 2 Dlam Orifice From Above - Dewatering of TWO Pool
Invert Elevation 242.0 May Vary For Multiple Holes
Outlet No. 2: Size 6" Diam.. Orifice
Invert Elevation! 244.0
Outlet No. 3 (Principal Spillway): Size 30 Diami Hartz. Orifice (Top of Riser)
Invert Elevation 2450
Concrete Riser Wall Thickness (in) = 60i
Riser Inside Diameter (ft) = 25
Approx. Circe Riser Interior Volume (cf) = 25'.
Approx. Circe Concrete Riser Volume of Concrete (cf) = 24
Barrel Design:
Type of Barrel:
Diameter (in) =
Inv. In Elevation =
Inv. Out Elevation =
Length (ft) =
Slope (ft/ft) =
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -3.xls

Riser Base Calculations:
Design Uplift Force: CHKC
Factor of Safety = 1.25'.
F (unadjusted) (lbs) = 1,914
Approx. Circ. Concrete Riser Buoyant M. (Ibs) = 1,651 Factors in 80% of the Weight of the Concrete Riser to Account for Outlets.
Buoyant M. of Riser Top (Ibs) = 0'.
Buoyant M. of Surrounding Soil Acting on Ext. Base (Ibs) = 0.
Sliding Resistance of Surrounding Soil (Ibs) = 0'.
F (adjusted) (lbs) = 263
Concrete Base:
Required Volume of Concrete (ft') =
3.0
Length (ft) =
3.0!
Width (ft) =
30!
Thickness (ft) =
20:.
Actual Volume of Concrete (ft') =
18.0 O.K.
Anti-Seepage Collar Calculations: (Alternatively - Design Filter Diaphragm)
Slope of Upstream Embankment (z H:1V) _
Slope of Outlet Pipe (ft/ft) _
Ls (ft) _
Number of Collars
Length of Each Collar (ft) _
Width of Each Collar (ft) _
Collar Projection, P (ft) _
Spacing of Subsequent Anti -Seep Collars (ft) _
Emergency Spillway Calculations:
Crest Elev. (ft)
Required Freeboard (ft)
Top of Berm Elev. (ft)
Required Capacity (cfs)
Driving Head (ft)
Weir Coefficient
3';.
0.038
41
2;
6.0 From Design Chart Based on Ls and No. of Collars
6.0 From Design Chart Based on Ls and No. of Collars
2.25
32 =14P
246.0
1.5'
247.5
19.5 From HydroCAD - 100 Yr, 24-Hr. Storm
0.5
3.0
Length of Crest (ft) = 18.3 Determine by Weir Equation=
Design Crest Length (ft) = 30
= Length= 20 ft minimum.
SUMMARY DATA:
Basin No.: EDDB -3
Elev. of Bottom of Basin
Cleanout Elev. (ft)
Elev. of Temporary Water Quality Pool
Emergency Spillway Elev. (ft)
Top of Berm Elev. (ft)
Top of Berm Width (ft)
Barrel Diameter (in)
Barrel Slope (%)
240.0
242.5
244.0 See Above for Riser and Other Design Information
246.0
247.5
10
18
3.8
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -3.xls

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: Shah-'tb -Tr C-
Contact Person: �T_C,,v,;i�, Phone Number: f21.9 — OS
For projects with multiple basins, specify which basin this worksheet applies to:_ 4;kky'l e.d 'Zbn knb �ri Bu dun _L
Drainage Area: ?-9 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 3e 1
SP5 / i✓ The basin length to width ratio is greater than 3:1.
Sn5 �• fT� 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.
X 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.
SAti / ��-- Additional treatment to meet the 85% TSS removal efficiency is provided.
Access for clean -out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
Forebay is provided to capture sediment and minimize clean -out problems.
V Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary sediment basin, plans indicate clean -out prior to final operation.
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 ,uui, 6F QQtNatpc0 1� FIaa�- 91,)fb 1
JK)d SJPQeKj�,la, CAA f U arj Wb AAQ AttKwo

G.N. Richardson & Associates
Engineering and Geological Services
14 N. Boylan Avenue Tel [phone]
Raleigh, NC 27603 Fax 919 - 828 -3899
Shotwell C &D Landfill, Inc.
Extended Dry Detention Basin Analysis
Basin No.: EDDB -4
SHEET:
JOB #:
DATE:
BY
CHKD BY:
/
Shotwell 05 -2
12/14/06
KBS
DESIGN TEMPORARY WATER QUALITY POOL:
Areas Draining Into Basin & % Impervious:
Area
Drainage Area
(acres) % Impervious
Al, OtherAreas
29 70
Total =
2.9 Acres
Avg. % Impervious=
70
Required Volume of Temporary Water Quality Pool (Maximum Value Controls):
Water Quality Requirements - Runoff from Design Rainfall:
Rv(inhn)=
0.68
Design Rainfall (In) =
1.0
Required Volume (acre -feet) _
0.16
Required Water Quality Volume (ft') =
7,134
Land Quality Requirements - Required Storage /Acre:
Required Storage Capacity (ft' /Ac) =
1,800'.
Required Sediment Storage Volume (ft') =
5,202
Required Water Quality Volume (ft') =
7,134 Water Quality Requirements Control
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -4.xls

Determine Stage - Storage Function:
Contour Area Area
(ft2) (acres)
Incremental Cumulative
Volume (ft') Volume (ft')
Stage In S In Z
(ft)
SHEET:
JOB #:
DATE:
BY
CHKD BY:
Z est
Shotwell 05 -2
12/14/06
KBS
252 1,240 0.03
0
0
254 3,570 0.08
4,810 4,810
2 8.48 0.69
2.00
256 5,420 0.12
8,990 13,800
4 9.53 1.39
4.00
258 7,910 0.18
13,330 27,130
6 10.21 1.79
6.00
Linear Regression Constants:
Ks = 1,607
Storage = 1607 Z ^1.57
b = 1.57
=CAUTION: CHECK INPUT FOR REGRESSION
ANALYSIS!
Stage - Surface Area Relationship
Stage- Storage Relationship
259
259
258
258
257
257
256
x
256
255
x
m 255
y
254
y
254
253
253
252
252
251
251
0 2.000 4.000 6.000
8.000 10.000
0 5.000 10.000 15.000
20.000 25.000
30.000
Surface Area (sf)
Storage (cf)
Basin Design Elevations:
Elev. of Bottom of Basin =
252.0
Req'd. Storage Volume at Temp. Water Quality Pool (ft') =
8,560 Req'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 Temporary Water Quality Pool =
255'.0. K.
Actual Storage Volume at Temp. Water Quality Pool (ft') =
9,128
Basin Cleanout Volume (ft') =
4,564 = 50% of Temp. Water Quality Pool Storage Volume
Basin Cleanout Elevation =
253.9
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -4.xls

Dewatering of Temporary Water Quality Pool:
Average Head (ft)
Surface Area at Temporary Water Quality Pool (ft')
Coef. of Contraction
Min. Drawdown Period (hrs)
Max. Drawdown Period (hrs)
Max. Area of Dewatering Hole (ft')
Max. Diameter of Dewatering Hole (in)
Min. Area of Dewatering Hole (ft')
Min. Diameter of Dewatering Hole (in)
1.5
4,732
06
48';
120''
0.01 Based on Min. Detention Time
1.6
0.01 Based on Max. Detention Time
1.0
Selected Diameter of Dewatering Hole(s) (In) = 1.5
Number of Dewatering Holes = 1 j
Actual Area of Dewatering Hole(s) (ft) 0.01
Actual Drawdown Period (hrs) = 55 O.K.
Option: Faircloth Skimmer
Storage Volume (ft') = 9,128
Required Orifice Diameter (In) = 2.0 From Design Chart Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (ft)
Surface Area at Temporary Water Quality Pool (ft)
Coef. of Contraction
Desired Drawdown Period (hrs)
Min. Area of Dewatering Hole (ft)
Min. Diameter of Dewatering Hole (in)
1.5
4,732
0.6
24!
0.03 Based on Max. Detention Time
2.3
Selected Diameter of Dewatering Hole (In) = 3'.
Actual Area of Dewatering Hole (ft) = 0.05
Actual Drawdown Period (hrs) = 14 O.K.
Basin Shape:
Length of Basin (ft) = 90 Measured at Temporary Water Quality Pool Elevation
Width of Basin (ft) = 30; Measured at Temporary Water Quality Pool Elevation
Desired Length to Vuidth Ratio (X I)= 3:
Actual Length to Width Ratio (X:1) = 3.0 O.K.
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -4.xls

ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters:
Design Storm 1;0 Yr,.24 -Hr
Design Storm Rainfall (in) = 6''..55
Rainfall Distribution Type II
Runoff Method SCS TR 20
Results:
Maximum Pool Elevation = 2566
Surface Area at Maximum Pool (ft) 5,990
Peak Discharge (cfs) = 10.5
Check Settling Efficiency:
Particle Data
Efficiency Data:
DESIGN OUTLET STRUCTURES:
Design Riser /Barrel Structures:
Riser Design:
Diam. (microns) = 40 '.
Specific Gravity = 265'.
Settling Veloc. (ft /s) = 0.004140
Reynolds No. ( <0.5) = 0.044284 O.K.
Desired Efficiency ( %) = 80':
No. of Effective Cells = 2 Use of Forebay(s) Justifies Value of 2
Settling Efficiency ( %) = 79.0 No Good.
Type of Riser Concrete - Circular
Riser Base Elevation = 2520
Riser Top Elevation = 255.5
Riser Height (ft) = 3.5
Outlets:
Outlet No. 1 (for Dewatering TWO Pool): Size 2 Dlam. Orifice From Above - Dewatering of TWO Pool
Invert Elevation 254.0 May Vary For Multiple Holes
Outlet No. 2: Size 3' Diam,.Vertical Orifice
Invert Elevation 255.0
Outlet No. 3 (Principal Spillway): Size 24 Dram. Hartz, Office (Top of Riser)
Invert Elevation 255.5
Concrete Riser Wall Thickness (in) = 5,0'.
Riser Inside Diameter (ft) = 20
Approx. Circe Riser Interior Volume (cf) = 11
Approx. Circe Concrete Riser Volume of Concrete (cf) = 11
Barrel Design:
Type of Barrel:
Diameter (in) =
Inv. In Elevation =
Inv. Out Elevation =
Length (ft) =
Slope (ft/ft) =
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -4.xls

Riser Base Calculations:
Design Uplift Force: CHKC
Factor of Safety = 1.25'.
F (unadjusted) (lbs) = 858
Approx. Circ. Concrete Riser Buoyant M. (Ibs) = 776 Factors in 80% of the Weight of the Concrete Riser to Account for Outlets.
Buoyant M. of Riser Top (Ibs) =
0
Buoyant M. of Surrounding Soil Acting on Ext. Base (Ibs) =
01
Sliding Resistance of Surrounding Soil (Ibs) =
0!
F (adjusted) (Ibs) _
82
Concrete Base:
Required Volume of Concrete (ft') =
0.9
Length (ft) =
3.0!
Width (ft) =
30!
Thickness (ft) =
20:.
Actual Volume of Concrete (ft') =
18.0 O.K.
Anti-Seepage Collar Calculations: (Alternatively - Design Filter Diaphragm)
Slope of Upstream Embankment (z H:1V) _
Slope of Outlet Pipe (ft/ft) _
Ls (ft) _
Number of Collars
Length of Each Collar (ft) _
Width of Each Collar (ft) _
Collar Projection, P (ft) _
Spacing of Subsequent Anti -Seep Collars (ft) _
Emergency Spillway Calculations:
Crest Elev. (ft)
Required Freeboard (ft)
Top of Berm Elev. (ft)
Required Capacity (cfs)
Driving Head (ft)
Weir Coefficient
3';.
0.022
27
2,.;
6,0 From Design Chart Based on Ls and No. of Collars
6.0 From Design Chart Based on Ls and No. of Collars
2.375
33 =14P
256.5
1.5'
258.0
10.5 From HydroCAD -10Yq 24-Hr. Storm
0.5
3.0
Length of Crest (ft) = 9.9 Determine by Weir Equation=
Design Crest Length (ft) = 30
= Length= 20 ft minimum.
SUMMARY DATA:
Basin No.: EDDB -4
Elev. of Bottom of Basin
Cleanout Elev. (ft)
Elev. of Temporary Water Quality Pool
Emergency Spillway Elev. (ft)
Top of Berm Elev. (ft)
Top of Berm Width (ft)
Barrel Diameter (in)
Barrel Slope (%)
252.0
253.9
255.0 See Above for Riser and Other Design Information
256.5
258.0
10
15
2.2
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -4.xls

Extended Dry Detention Basin -5

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
Sf- YD+u.p,U, C 8-D ?A»a Wl f In C -
<3:urG T Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:- Cj�fend e d
Drainage Area:g.4jacres Percent Impervious Area: O %
II. REQUIRED ITEMS CHECKLIST
Q01d
Z>221 -D e}tn N d» 13c�s►Y2 --S
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
Applicants Initials
K Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
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 lll,S_-
Sr Kf The basin length to width ratio is greater than 3:1.
J The basin side slopes are no steeper than 3:1.
42 A small permanent pool at outlet orifice is provided to reduce clogging.
ac 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.
Sides Sediment storage (20% of detention volume) in addition to detention volume is provided.
Ar- Inlet and outlet erosion control measures to prevent scour are provided.
Sit Additional treatment to meet the 85% TSS removal efficiency is provided.
sp; /LaA= Access for clean -out and maintenance is provided.
a- Inlet plunge pool or other energy dissipation is provided.
Sm .. /ice-- Forebay is provided to capture sediment and minimize clean -out problems.
Ac Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
aTIVS 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.
NK SAP °�'( (At kUVAl wo

G.N. Richardson & Associates
SHEET:
/
Engineering and Geological Services
JOB #:
Shotwell 05 -2
14 N. Boylan Avenue Tel [phone]
DATE:
12/14/06
Raleigh, NC 27603 Fax 919 - 828 -3899
BY
KBS
CHKD BY:
Shotwell C &D Landfill, Inc.
Extended Dry Detention Basin Analysis
DESIGN TEMPORARY WATER QUALITY POOL:
Areas Draining Into Basin & % Impervious:
Area
Drainage Area (acres) % Impervious
Total = 23.9 Acres
Avg. % Impervious=
Required Volume of Temporary Water Quality Pool (Maximum Value Controls):
Water Quality Requirements - Runoff from Design Rainfall:
Rv(inhn)= 0.05
Design Rainfall (In) = 1.0
Required Volume (acre -feet) = 0.10
Required Water Quality Volume (ft') = 4,329
Land Quality Requirements - Required Storage /Acre.
Required Storage Capacity (ft' /Ac) = 1,800'.
Required Sediment Storage Volume (ft') = 42,930
Basin No.:
Required Water Quality Volume (ft') = 42,930 Land Quality Requirements Control
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -5.xls

Determine Stage - Storage Function:
Contour Area Area
(ft2) (acres)
Incremental Cumulative
Volume (ft') Volume (ft')
Stage
(ft)
In S In Z
SHEET:
JOB #:
DATE:
BY
CHKD BY:
Z est
Shotwell 05 -2
12/14/06
KBS
272 19,166 0.44
0
0
274 26,572 0.61
45,738 45,738
2
10.73 0.69
2.00
276 31,799 0.73
58,370 104,108
4
11.55 1.39
4.00
278 38,333 0.88
70,132 174,240
6
12.07 1.79
6.00
280 45,738 1.05
84,071 258,311
8
12.46 2.08
8.00
Linear Regression Constants:
Ks = 19,035
Storage = 19035 Z ^1.24
b = 1.24
=CAUTION: CHECK INPUT FOR REGRESSION
ANALYSIS!
Stage - Surface Area Relationship
Stage- Storage Relationship
281
281
280
280
279
279
278
278
277
277
x
x
m 276
m
m 276
w 275
m
275
274
274
273
273
272
272
271
271
0 10.000 20.000 30.000 40.000 50.000
0
50.000 100.000 150.000
200.000 250.000
300.000
Surface Area (sf)
Storage (cf)
Basin Design Elevations:
Elev. of Bottom of Basin =
2720
Req'd. Storage Volume at Temp. Water Quality Pool (ft') =
51,516 Req'd. Volume of
Temp. Water Quality
Pool x 1.2 (to Acct. for Additional
Sediment Storage)
Min. Elev. of Temporary Water Quality Pool =
274.2
Selected Elev. of Temporary Water Quality Pool =
275.0 0. K.
Actual Storage Volume at Temp. Water Quality Pool (ft') =
74,596
Basin Cleanout Volume (ft') =
37,298 = 50% of Temp. Water Quality Pool
Storage Volume
Basin Cleanout Elevation =
273.7
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -5.xls

G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -5.xls
SHEET:
Dewatering of Temporary Water Quality Pool:
JOB #: Shotwell 05 -2
DATE: 12/14/06
Average Head (ft) =
1.5
BY KBS
Surface Area at Temporary Water Quality Pool (ft) =
30,912
CHKD BY:
Coef. of Contraction =
0.6
Min. Drawdown Period (hrs) =
48i
Max. Drawdown Period (hrs) =
.120'.
Max. Area of Dewatering Hole (ft)
0.09 Based on Min. Detention Time
Max. Diameter of Dewatering Hole (in) =
4.1
Min. Area of Dewatering Hole (ft) =
0.04 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
2.6
Selected Diameter of Dewatering Hole(s) (in) =
2.0
Number of Dewatering Holes =
1 j
Actual Area of Dewatering Hole(s) (ft)
0.02
Actual Drawdown Period (hrs) =
200 No Good.
Option: Faircloth Skimmer
Storage Volume (ft') =
74,596
Required Orifice Diameter (in) =
3.0 From Design Chart Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (ft) =
1.5
Surface Area at Temporary Water Quality Pool (ft) =
30,912
Coef. of Contraction =
0.6I
Desired Drawdown Period (hrs) =
24!
Min. Area of Dewatering Hole (ft) =
0.18 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
5.8
Selected Diameter of Dewatering Hole (in) =
6'
Actual Area of Dewatering Hole (ft) =
0.20
Actual Drawdown Period (hrs) =
22 O.K.
Forebay Calculations:
Required Volume of Forebay(s) (ft') =
10,303 = 20% of Required Temporary Water Quality Pool Storage Volume
Forebay: #1 -North
Contour Area Area
Incremental Cumulative Stage In S
In Z Z est
(ft2) (acres)
Volume (ft') Volume (ft') (ft)
274 1,400 0.03
0 0
275 2,800 0.06
2,100 2,100 1 7.65
0.00 1.00
276 4,200 0.10
3,500 5,600 2 8.63
0.69 2.00
277 5,600 0.13
4,900 10,500 3 9.26
1.10 3.00
Linear Repression Constants:
Ks = 2,083
Storage = 19035 Z ^1.24
b = 1.46
Elev. of Bottom of Forebay =
274.0
Top Elevation of Forebay =
277.0
Forebay Storage (ft') =
10,352 O.K.
Forebay Cleanout Volume (ft') =
5,176 = 50% of Forebay Storage Volume
Forebay Cleanout Elevation =
275.9
Basin Shape:
Length of Basin (ft) = 200 Measured
at Temporary Water Quality Pool Elevation
Width of Basin (ft) = 50 Measured
at Temporary Water Quality Pool Elevation
Desired Length to Width Ratio (X I)= 3'.
Actual Length to Width Ratio (X:1) = 4.0 O.K.
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -5.xls

ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters:
Design Storm 25 Yr,.24 -Hr
Design Storm Rainfall (in) = 6''..55
Rainfall Distribution Type II
Runoff Method SCS TR 20
Results:
Maximum Pool Elevation = ....27671
Surface Area at Maximum Pool (ft) 34,424
Peak Discharge (cfs) = 133 .
Check Settling Efficiency:
Particle Data
Efficiency Data:
DESIGN OUTLET STRUCTURES:
Design Riser /Barrel Structures:
Riser Design:
Diam. (microns) = 40 '.
Specific Gravity = 265'.
Settling Veloc. (ft /s) = 0.004140
Reynolds No. ( <0.5) = 0.044284 O.K.
Desired Efficiency ( %) = 80':
No. of Effective Cells = 2 Use of Forebay(s) Justifies Value of 2
Settling Efficiency ( %) = 97.5 O.K.
Type of Riser Concrete - Circular
Riser Base Elevation = 2720
Riser Top Elevation = 276.0'.
Riser Height (ft) = 4.0
Outlets:
Outlet No. 1 (for Dewatering TWO Pool): Size 2 Dam Orifice From Above - Dewatering of TWO Pool
Invert Elevation 274.0 May Vary For Multiple Holes
Outlet No. 2: Size 6" Diam.. Orifice
Invert Elevation! 2750
Outlet No. 3 (Principal Spillway): Size 30 Diami Hartz. Office (Top of Riser)
Invert Elevation 276.0
Concrete Riser Wall Thickness (in) = 60i
Riser Inside Diameter (ft) = 2,5
Approx. Circe Riser Interior Volume (cf) = 20'.
Approx. Circe Concrete Riser Volume of Concrete (cf) = 19
Barrel Design:
Type of Barrel:
Diameter (in) =
Inv. In Elevation =
Inv. Out Elevation =
Length (ft) =
Slope (ft/ft) =
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -5.xls

Riser Base Calculations:
Design Uplift Force: CHKC
Factor of Safety = 1.25'.
F (unadjusted) (lbs) = 1,532
Approx. Circ. Concrete Riser Buoyant M. (Ibs) = 1,321 Factors in 80% of the Weight of the Concrete Riser to Account for Outlets.
Buoyant M. of Riser Top (Ibs) = C
Buoyant M. of Surrounding Soil Acting on Ext. Base (Ibs) = C
Sliding Resistance of Surrounding Soil (Ibs) = C
F (adjusted) (lbs) = 211
Concrete Base:
Required Volume of Concrete (ft') =
2.4
Length (ft) =
3.0!
Width (ft) =
30!
Thickness (ft) =
20:.
Actual Volume of Concrete (ft') =
18.0 O.K.
Anti-Seepage Collar Calculations: (Alternatively - Design Filter Diaphragm)
Slope of Upstream Embankment (z H:1V) =
Slope of Outlet Pipe (ft/ft) _
Ls (ft) _
Number of Collars
Length of Each Collar (ft) _
Width of Each Collar (ft) _
Collar Projection, P (ft) _
Spacing of Subsequent Anti -Seep Collars (ft) _
Emergency Spillway Calculations:
Crest Elev. (ft)
Required Freeboard (ft)
Top of Berm Elev. (ft)
Required Capacity (cfs)
Driving Head (ft)
Weir Coefficient
3';.
0.080
41
2;
6.0 From Design Chart Based on Ls and No. of Collars
6.0 From Design Chart Based on Ls and No. of Collars
2.25
32 =14P
277,0
1.5'
278.5
13.3 From HydroCAD -100 Yr, 24- Hr, Storm
0.5 From HydroCAD -100 Yr, 24-Hr. Storm
30
Length of Crest (ft) = 12.5 Determine by Weir Equation=
Design Crest Length (ft) = 30
= Length= 20 ft minimum.
SUMMARY DATA:
Basin No.: EDDB -5
Elev. of Bottom of Basin
Cleanout Elev. (ft)
Elev. of Temporary Water Quality Pool
Emergency Spillway Elev. (ft)
Top of Berm Elev. (ft)
Top of Berm Width (ft)
Barrel Diameter (in)
Barrel Slope (%)
272.0
273.7
275.0 See Above for Riser and Other Design Information
277.0
278.5
10
18
8.0
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -5.xls

Extended Dry Detention Basin -6

Project No.
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person:
c_R D Lcmci f ; )
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
Number:
—0S7-a
E�,(-encl ed mz �Qknba» sasln - 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
Nlk 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.
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.
Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
,Ten 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.
S r 4— Forebay is provided to capture sediment and minimize clean -out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary sediment basin, plans indicate clean -out prior to final operation.
A site specific operation and maintenance plan with the following provisions is provided.
The 0 &M agreement is signed by the responsible party and notarized.
# oILL lei FtrjAk- WJ6,= .
�Jk 5,4 PP °'` I. �C� CAt C a9a.ai9 ad`s Ml� Q i l4Uf CO.

G.N. Richardson & Associates
SHEET:
/
Engineering and Geological Services
JOB #:
Shotwell 05 -2
14 N. Boylan Avenue Tel [phone]
DATE:
12/14/06
Raleigh, NC 27603 Fax 919 - 828 -3899
BY
KBS
CHKD BY:
Shotwell C &D Landfill, Inc.
Extended Dry Detention Basin Analysis
DESIGN TEMPORARY WATER QUALITY POOL:
Areas Draining Into Basin & % Impervious:
Area
Drainage Area (acres) % Impervious
Total = 12.9 Acres
Avg. % Impervious=
Required Volume of Temporary Water Quality Pool (Maximum Value Controls):
Water Quality Requirements - Runoff from Design Rainfall:
Rv(inhn)= 0.05
Design Rainfall (In) = 1.0
Required Volume (acre -feet) _ 0.05
Required Water Quality Volume (ft') = 2,347
Land Quality Requirements - Required Storage /Acre.
Required Storage Capacity (ft' /Ac) = 1,800'.
Required Sediment Storage Volume (ft') = 23,274
Basin No.:
Required Water Quality Volume (ft') = 23,274 Land Quality Requirements Control
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -6.xls

Determine Stage - Storage Function:
Contour Area Area
(ft2) (acres)
Incremental Cumulative
Volume (ft') Volume (ft')
Stage In S In Z
(ft)
SHEET:
JOB #:
DATE:
BY
CHKD BY:
Z est
Shotwell 05 -2
12/14/06
KBS
204 4,6550 0.44
0
0
208 12,865 0.61
35,030 35,030
4 10.46 1.39
4.00
212 22,785 1.05
71,300 106,330
8 11.57 2.08
8.00
Linear Regression Constants:
Ks = 3,802
Storage = 3802 Z ^1.6
b = 1.60
=CAUTION: CHECK INPUT FOR REGRESSION
ANALYSIS!
Stage - Surface Area Relationship
Stage- Storage Relationship
213
213
212
212
211
211
210
210
209
209
x
x
208
m 208
w 207
207
206
206
205
205
204
204
203
203
0 5.000 10.000 15.000 20.000 25.000
0 20.000 40.000 60.000
80.000 100.000
120.000
Surface Area (sf)
Storage (cf)
Basin Design Elevations:
Elev. of Bottom of Basin =
204.0
Req'd. Storage Volume at Temp. Water Quality Pool (ft') =
27,929 Req'd. Volume of Temp. Water Quality Pool x 1.2 (to Acct. for Additional
Sediment Storage)
Min. Elev. of Temporary Water Quality Pool =
207.5
Selected Elev. of Temporary Water Quality Pool =
207.5'. O. K.
Actual Storage Volume at Temp. Water Quality Pool (ft') =
28,284
Basin Cleanout Volume (ft') =
14,142 = 50% of Temp. Water Quality Pool Storage Volume
Basin Cleanout Elevation =
206.3
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -6.xls

G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -6.xls
SHEET:
Dewatering of Temporary Water Quality Pool:
JOB #: Shotwell 05 -2
DATE: 12/14/06
Average Head (ft) =
1.8
BY KBS
Surface Area at Temporary Water Quality Pool (ft) =
12,945
CHKD BY:
Coef. of Contraction =
0.6
Min. Drawdown Period (hrs) =
48i
Max. Drawdown Period (hrs) =
.120
Max. Area of Dewatering Hole (ft)
0.04 Based on Min. Detention Time
Max. Diameter of Dewatering Hole (in) =
2.7
Min. Area of Dewatering Hole (ft) =
0.02 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
1.7
Selected Diameter of Dewatering Hole(s) (in) =
2.0
Number of Dewatering Holes =
1 j
Actual Area of Dewatering Hole(s) (ft)
0.02
Actual Drawdown Period (hrs) =
91 O.K.
Option: Faircloth Skimmer
Storage Volume (ft') =
28,284
Required Orifice Diameter (in) =
3.0 From Design Chart Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (ft) =
1.8
Surface Area at Temporary Water Quality Pool (ft) =
12,945
Coef. of Contraction =
0.6I
Desired Drawdown Period (hrs) =
24!
Min. Area of Dewatering Hole (ft) =
0.08 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
3.9
Selected Diameter of Dewatering Hole (in) =
6'
Actual Area of Dewatering Hole (ft) =
0.20
Actual Drawdown Period (hrs) =
10 O.K.
Forebay Calculations:
Required Volume of Forebay(s) (ft') =
5,586 = 20% of Required Temporary Water Quality Pool Storage Volume
Forebay: #1 -North
Contour Area Area
Incremental Cumulative Stage In S
In Z Z est
(ft2) (acres)
Volume (ft') Volume (ft') (ft)
206 800 0.02
0 0
207 1,600 0.04
1,200 1,200 1 7.09
0.00 1.00
208 2,400 0.06
2,000 3,200 2 8.07
0.69 2.00
209 3,200 0.07
2,800 6,000 3 8.70
1.10 3.00
Linear Repression Constants:
Ks = 1,190
Storage = 3802 Z ^1.6
b = 1.46
Elev. of Bottom of Forebay =
206,0
Top Elevation of Forebay =
209.0
Forebay Storage (ft') =
5,915 O.K.
Forebay Cleanout Volume (ft') =
2,958 = 50% of Forebay Storage Volume
Forebay Cleanout Elevation =
207.9
Basin Shape:
Length of Basin (ft) = 240'. Measured
at Temporary Water Quality Pool Elevation
Width of Basin (ft) = 80 Measured
at Temporary Water Quality Pool Elevation
Desired Length to Width Ratio (X I)= 3.
Actual Length to Width Ratio (X:1) = 3.0 O.K.
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -6.xls

ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters:
Design Storm 25 Yr,.24 -Hr
Design Storm Rainfall (in) = 6''..55
Rainfall Distribution Type II
Runoff Method SCS TR 20
Results:
Maximum Pool Elevation = 209.9
Surface Area at Maximum Pool (ft) 17,635
Peak Discharge (cfs) = 25.7
Check Settling Efficiency:
Particle Data
Efficiency Data:
DESIGN OUTLET STRUCTURES:
Design Riser /Barrel Structures:
Riser Design:
Diam. (microns) = 40'.
Specific Gravity = 265'.
Settling Veloc. (ft /s) = 0.004140
Reynolds No. ( <0.5) = 0.044284 O.K.
Desired Efficiency ( %) = 80':
No. of Effective Cells = 2 Use of Forebay(s) Justifies Value of 2
Settling Efficiency ( %) = 83.0 O.K.
Type of Riser Concrete - Circular
Riser Base Elevation = 204.0
Riser Top Elevation = 208.5
Riser Height (ft) _ 4.5
Outlets:
Outlet No. 1 (for Dewatering TWO Pool): Size 2 Dlam Orifice '1 From Above - Dewatering of TWO Pool
Invert Elevation 206.0 May Vary For Multiple Holes
Outlet No. 2: Size 6" Diam..OrYce
Invert Elevation! 207.5
Outlet No. 3 (Principal Spillway): Size 30 Diami Hori'z. Orifice (Top of Riser)
Invert Elevation 208.5
Concrete Riser Wall Thickness (in) = 6.01
Riser Inside Diameter (ft) = 25
Approx. Circe Riser Interior Volume (cf) = 221
Approx. Circe Concrete Riser Volume of Concrete (cf) _ 21
Barrel Design:
Type of Barrel:
Diameter (in) _
Inv. In Elevation =
Inv. Out Elevation =
Length (ft) _
Slope (ft/ft) _
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -6.xls

Riser Base Calculations:
Design Uplift Force: CHKC
Factor of Safety = 1.25'.
F (unadjusted) (lbs) = 1,723
Approx. Circ. Concrete Riser Buoyant M. (Ibs) = 1,486 Factors in 80% of the Weight of the Concrete Riser to Account for Outlets.
Buoyant M. of Riser Top (Ibs) = 0'.
Buoyant M. of Surrounding Soil Acting on Ext. Base (Ibs) = 0.
Sliding Resistance of Surrounding Soil (Ibs) = 0'.
F (adjusted) (lbs) = 237
Concrete Base:
Required Volume of Concrete (ft') =
2.7
Length (ft) =
3.0!
Width (ft) =
30!
Thickness (ft) =
20:.
Actual Volume of Concrete (ft') =
18.0 O.K.
Anti-Seepage Collar Calculations: (Alternatively - Design Filter Diaphragm)
Slope of Upstream Embankment (z H:1V) _
Slope of Outlet Pipe (ft/ft) _
Ls (ft) _
Number of Collars
Length of Each Collar (ft) _
Width of Each Collar (ft) _
Collar Projection, P (ft) _
Spacing of Subsequent Anti -Seep Collars (ft) _
Emergency Spillway Calculations:
Crest Elev. (ft)
Required Freeboard (ft)
Top of Berm Elev. (ft)
Required Capacity (cfs)
Driving Head (ft)
Weir Coefficient
3';.
0.014
33
2;
6.0 From Design Chart Based on Ls and No. of Collars
6.0 From Design Chart Based on Ls and No. of Collars
2.25
32 =14P
209.5
2.5
212.0
257 From HydroCAD -25 Yr, 24 -Hr. Storm
0.5
3.0
Length of Crest (ft) = 24.2 Determine by Weir Equation=
Design Crest Length (ft) = 30
= Length= 20 ft minimum.
SUMMARY DATA:
Basin No.: EDDB -6
Elev. of Bottom of Basin
Cleanout Elev. (ft)
Elev. of Temporary Water Quality Pool
Emergency Spillway Elev. (ft)
Top of Berm Elev. (ft)
Top of Berm Width (ft)
Barrel Diameter (in)
Barrel Slope (%)
204.0
206.3
207.5 See Above for Riser and Other Design Information
209.5
212.0
10
18
1.4
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -6.xls

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
PROJECT INFORMATION (please complete the following information):
Project Name : Sftfl l cs-D 7y? c
Contact Person: SJQcr_uf� Phone Number. (`1/ri) 828 — o5�
For projects with multiple basins, specify which basin this worksheet applies to:_ J�-7x f [ya. c4tri'oan
Drainage Area:9.6 acres Percent Impervious Area: o %
REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
Applicants Initials
S0) Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain ---
Sk I 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 / Kam— Sediment storage (20% of detention volume) in addition to detention volume is provided.
r Inlet and outlet erosion control measures to prevent scour are provided.
'54,1 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.
SA/ .L�-�orebay is provided to capture sediment and minimize clean -out problems.
x Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
SAs 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.
V U 010Aoc/i a!
KX SJf&yV6A- pd� E Ar co.

G.N. Richardson & Associates
SHEET:
/
Engineering and Geological Services
JOB #:
Shotwell 05 -2
14 N. Boylan Avenue Tel [phone]
DATE:
12/14/06
Raleigh, NC 27603 Fax 919 - 828 -3899
BY
KBS
CHKD BY:
Shotwell C &D Landfill, Inc.
Extended Dry Detention Basin Analysis
DESIGN TEMPORARY WATER QUALITY POOL:
Areas Draining Into Basin & % Impervious:
Area
Drainage Area (acres) % Impervious
Total = 9.6 Acres
Avg. % Impervious=
Required Volume of Temporary Water Quality Pool (Maximum Value Controls):
Water Quality Requirements - Runoff from Design Rainfall:
Rv(inhn)= 0.05
Design Rainfall (In) = 1.0
Required Volume (acre -feet) = 0.04
Required Water Quality Volume (ft') = 1,742
Land Quality Requirements - Required Storage /Acre.
Required Storage Capacity (ft' /Ac) = 1,800'.
Required Sediment Storage Volume (ft') = 17,280
Basin No.:
Required Water Quality Volume (ft') = 17,280 Land Quality Requirements Control
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -7.xls

Determine Stage - Storage Function:
Contour Area Area
(ft2) (acres)
Incremental Cumulative
Volume (ft') Volume (ft')
Stage
(ft)
In S In Z
SHEET:
JOB #:
DATE:
BY
CHKD BY:
Z est
Shotwell 05 -2
12/14/06
KBS
259 3,255 0.44
0
0
260 3,875 0.61
3,565 3,565
1
8.18 0.00
1.00
262 18,135 0.61
22,010 25,575
3
10.15 1.10
3.00
264 39,900 0.61
58,035 83,610
5
11.33 1.61
5.00
265 48,050 1.05
129,813 133,378
6
11.80 1.79
6.00
Linear Regression Constants:
Ks = 3,346
Storage = 3346 Z ^2
b = 2.00
=CAUTION: CHECK INPUT FOR
REGRESSION ANALYSIS!
Stage - Surface Area Relationship
Stage- Storage Relationship
266
266
265
265
264
264
263
263
x
x
262
262
�
y
261
261
260
260
259
259
258
258
0 10.000 20.000 30.000
40.000 50.000 60.000
0
20.000 40.000 60.000 80.000 100.000 120.000 140,000 160,000
Surface Area (sf)
Storage (cf)
Basin Design Elevations:
Elev. of Bottom of Basin =
259.0
Req'd. Storage Volume at Temp. Water Quality Pool (ft') =
20,736 Req'd. Volume of Temp. Water Quality
Pool x 1.2 (to Acct. for Additional
Sediment
Storage)
Min. Elev. of Temporary Water Quality Pool =
261.5
Selected Elev. of Temporary Water Quality Pool =
261.5 O. K.
Actual Storage Volume at Temp. Water Quality Pool (ft') =
20,918
Basin Cleanout Volume (ft') =
10,459 = 50% of Temp. Water Quality Pool
Storage Volume
Basin Cleanout Elevation =
260.8
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -7.xls

G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -7.xls
SHEET:
Dewatering of Temporary Water Quality Pool:
JOB #: Shotwell 05 -2
DATE: 12/14/06
Average Head (ft) =
1.3
BY KBS
Surface Area at Temporary Water Quality Pool (ft) =
16,738
CHKD BY:
Coef. of Contraction =
0.6
Min. Drawdown Period (hrs) =
48i
Max. Drawdown Period (hrs) =
120'.
Max. Area of Dewatering Hole (ft)
0.04 Based on Min. Detention Time
Max. Diameter of Dewatering Hole (in) =
2.9
Min. Area of Dewatering Hole (ft) =
0.02 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
1.8
Selected Diameter of Dewatering Hole(s) (in) =
2.0.
Number of Dewatering Holes =
1 j
Actual Area of Dewatering Hole(s) (ft)
0.02
Actual Drawdown Period (hrs) =
99 0. K.
Option: Faircloth Skimmer
Storage Volume (ft') =
20,918
Required Orifice Diameter (in) =
2.0 From Design Chart Based on 2 to 5 Day Drawdown
Basin Drain Calculations:
Average Head (ft) =
1.3
Surface Area at Temporary Water Quality Pool (ft) =
16,738
Coef. of Contraction =
0.6I
Desired Drawdown Period (hrs) =
24!
Min. Area of Dewatering Hole (ft) =
0.09 Based on Max. Detention Time
Min. Diameter of Dewatering Hole (in) =
4.1
Selected Diameter of Dewatering Hole (in) =
6'
Actual Area of Dewatering Hole (ft) =
0.20
Actual Drawdown Period (hrs) =
11 O.K.
Forebay Calculations:
Required Volume of Forebay(s) (ft') =
4,147 = 20% of Required Temporary Water Quality Pool Storage Volume
Forebay: #1 -North
Contour Area Area
Incremental Cumulative Stage In S In Z
Z est
(ft2) (acres)
Volume (ft') Volume (ft') (ft)
259 600 0.01
0 0
260 1,200 0.03
900 900 1 6.80 0.00
1.00
262 2,400 0.06
3,600 4,500 3 8.41 1.10
3.00
Linear Repression Constants:
Ks = 900
Storage = 3346 Z ^2
b = 1.46
Elev. of Bottom of Forebay =
259-0
Top Elevation of Forebay =
262,0
Forebay Storage (ft') =
4,5000.K.
Forebay Cleanout Volume (ft') =
2,250 = 50% of Forebay Storage Volume
Forebay Cleanout Elevation =
260.9
Basin Shape:
Length of Basin (ft) = 170.: Measured
at Temporary Water Quality Pool Elevation
Width of Basin (ft) = 70 Measured
at Temporary Water Quality Pool Elevation
Desired Length to Width Ratio (X I)= 3.
Actual Length to Width Ratio (X:1) = 2.4 No Good. Revise Shape or Add Baffles.
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -7.xls

ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters:
Design Storm 25 Yr,.24 -Hr
Design Storm Rainfall (in) = 6''..55
Rainfall Distribution Type II
Runoff Method SCS TR 24
Results:
Maximum Pool Elevation = 262.6::
Surface Area at Maximum Pool (ft) 24,307
Peak Discharge (cfs) = 230:
Check Settling Efficiency:
Particle Data
Efficiency Data:
DESIGN OUTLET STRUCTURES:
Design Riser /Barrel Structures:
Riser Design:
Diam. (microns) = 40 '.
Specific Gravity = 265'.
Settling Veloc. (ft /s) = 0.004140
Reynolds No. ( <0.5) = 0.044284 O.K.
Desired Efficiency ( %) = 80':
No. of Effective Cells = 2 Use of Forebay(s) Justifies Value of 2
Settling Efficiency ( %) = 99.8 O.K.
Type of Riser Concrete - Circular
Riser Base Elevation = 259,0
Riser Top Elevation = 2625'.
Riser Height (ft) = 3.5
Outlets:
Outlet No. 1 (for Dewatering TWO Pool): Size 2' Diam. Orifice From Above - Dewatering of TWO Pool
Invert Elevation 2600 May Vary For Multiple Holes
Outlet No. 2: Size 6 Diam.
Invert Elevation 261.5
Outlet No. 3 (Principal Spillway): Size 36 Diam. Hartz. Office (Top of Riser)
Invert Elevation 12625
Concrete Riser Wall Thickness (in) = 60.
Riser Inside Diameter (ft) = 25
Approx. Circe Riser Interior Volume (cf) = 17'!
Approx. Circe Concrete Riser Volume of Concrete (cf) = 16
Barrel Design:
Type of Barrel:
Diameter (in) =
Inv. In Elevation =
Inv. Out Elevation =
Length (ft) =
Slope (ft/ft) =
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -7.xls

Riser Base Calculations:
Design Uplift Force: CHKC
Factor of Safety = 1.25'.
F (unadjusted) (lbs) = 1,340
Approx. Circ. Concrete Riser Buoyant M. (Ibs) = 1,156 Factors in 80% of the Weight of the Concrete Riser to Account for Outlets.
Buoyant M. of Riser Top (Ibs) = 0'.
Buoyant M. of Surrounding Soil Acting on Ext. Base (Ibs) = 0.
Sliding Resistance of Surrounding Soil (Ibs) = 0'.
F (adjusted) (lbs) = 184
Concrete Base:
Required Volume of Concrete (ft') =
2.1
Length (ft) =
3.0!
Width (ft) =
30!
Thickness (ft) =
20:.
Actual Volume of Concrete (ft') =
18.0 O.K.
Anti-Seepage Collar Calculations: (Alternatively - Design Filter Diaphragm)
Slope of Upstream Embankment (z H:1V) =
Slope of Outlet Pipe (ft/ft) _
Ls (ft) _
Number of Collars
Length of Each Collar (ft) _
Width of Each Collar (ft) _
Collar Projection, P (ft) _
Spacing of Subsequent Anti -Seep Collars (ft) _
Emergency Spillway Calculations:
Crest Elev. (ft)
Required Freeboard (ft)
Top of Berm Elev. (ft)
Required Capacity (cfs)
Driving Head (ft)
Weir Coefficient
3';.
0.001
25
2;
6.0 From Design Chart Based on Ls and No. of Collars
6.0 From Design Chart Based on Ls and No. of Collars
2.25
32 =14P
263.5'
1.5'
265.0
23 From Hyd roCAD -25 Yr, 24 -Hr. Storm
0.5
3.0
Length of Crest (ft) = 2.2 Determine by Weir Equation=
Design Crest Length (ft) = 30
= Length= 20 ft minimum.
SUMMARY DATA:
Basin No.: EDDB -7
Elev. of Bottom of Basin
Cleanout Elev. (ft)
Elev. of Temporary Water Quality Pool
Emergency Spillway Elev. (ft)
Top of Berm Elev. (ft)
Top of Berm Width (ft)
Barrel Diameter (in)
Barrel Slope (%)
259.0
260.8
261.5 See Above for Riser and Other Design Information
263.5
265.0
10
18
0.1
G.N. Richardson & Associates. Inc. Copy of BASIN - EDDB -7.xls

TSS Removal Efficiency Calculations

SHEET � OF 2
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425 N. Boylan Avenue Raleigh, North Carolina
(919)- 828 -0577 Fax:[phone] www.gnra.com
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425 N. Boylan Avenue Raleigh, North Carolina
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425 N. Boylan Avenue Raleigh, North Carolina
(919)- 828-0577 Fax:(919) -828 -3899 www.gnra.com

Sediment Storage Calculations

PROJECT 5'-1a W-r a LF SHEET �- OF -3
JOB NO. S haiuce-U
DATE In I «I o r,
SUBJECT S2 A ;YNenb sam;7 "-a, COMPUTED BY: I--R S
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Engineering & Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone [phone]

SHEET 2- OF 3
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DATE / aI 133 10,6
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Engineering & Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone [phone]

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425 N. Boylan Avenue Raleigh, North Carolina
(919)- 828 -0577 Fax:(919)- 828 -3899 www.gnra.com

Level Spreader Worksheets

DWQ Project
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
Level Spreader Length 13 ft.
Drainage Area IZ• } ac.
Impervious Area o ac.
Forebay Area IiA cu ft.
Maximum Filter Strip /Buffer Slope 6 %
grass
— a5
(perpendicular to flow)
(on -site and off -site drainage to the level spreader)
(on -site and off -site drainage to the level spreader)
(0.2% of the contributing impervious surface area)
(6% for forested, leaf littler cover, 8% for thick ground cover
Max. Discharge from 1 "7Hr Storm 0-0.9 cfs
Max. Discharge to Level Spreader 0 cfs
Filter Strip/ Zone 2 Buffer Vegetation cn-n u Q ed �nvti= (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.
1s3u i

DWQ Project No.
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the following infgr�nation):
Project Name : S12niw dl jr La '11 . 7:bnr
Contact Person: S�Me-,!u _c-mi 4h Ph ne Number: (qty)
Level Spreader ID: Z
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 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 "7Hr Storm 0.14 cfs
Max. Discharge to Level Spreader O cfs
Filter Strip/ Zone 2 Buffer Vegetation Cur,on er �l 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.
Applicants 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.
i 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.
an1�� 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.
Nye I yob
i� T�t�i l.�t��l SS�r �IC—"/LGs fvuc o1Tv �CL✓J�� T$TC J
3r 1,,1ClVT7 Ia i.JA. QcS/(�'.l.

DWQ Project
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET (1/2007)
I. PROJECT INFORMATION
Project Name : sip;
Contact Person:
Level Spreader ID:
Level Spreader Length 13 ft.
Drainage Area lo • 4 ac.
Impervious Area o ac.
Forebay Area N A cu ft.
Maximum Filter Strip /Buffer Slope %
grass
(perpendicular to flow)
(on -site and off -site drainage to the level spreader)
(on -site and off -site drainage to the level spreader)
(0.2% of the contributing impervious surface area)
(6% for forested, leaf littler cover, 8% for thick ground cover
Max. Discharge from I " /Hr Storm 0.03 cfs
Max. Discharge to Level Spreader in cfs
Filter Strip/ Zone 2 Buffer Vegetation 4-hi qmL, -o d cov-0thick 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
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.
511 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.
�¢S /
L9 o 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, f -DVS io 1
L4 1- A1-JAA1 i550c P,<T44C-; AA,: 01 ,.'CC`C"0 _'�Ck wi..
�E � -F-JA- - pp;rLv4'

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the following inforr��tion):
Project Name: _C�h o'�-u7 Ca D 12 j 1 F 2-a L
Contact Person: Phone Number: t 9jy) 82 — 0S4
Level Spreader ID: �-
Level Spreader Length I 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 G G % (6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1 "7Hr Storm -e- eU cfs
Max. Discharge to Level Spreader b • b 4 cfs
Filter Strip/ Zone 2 Buffer Vegetation Gd XWZ 7 (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre - treatment or Bypass Method Used (V (4
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.
)S-r. I Date of the Site visit. PLEASE ATTACH TIME -DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
5r5P' - 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.
sP5T1� 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.
V_ Li JA 5- SIC ?JtC_ f4k ��f

DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the following information):
Project Name : - I I G
Contact Person: Phone Number: (Yfr() 328 — OS-7-7-
Level Spreader ID:
Level Spreader Length
! 3
ft.
(perpendicular to flow)
Drainage Area
-23 - 8S
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
12
%
(6% for forested, leaf littler cover, 8% for thick ground cover
grass
Max. Discharge from 1 "7Hr Storm
0.06
cfs
Max. Discharge to Level Spreader
O
cfs
Filter Strip/ Zone 2 Buffer Vegetation
, (n
(thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre - treatment or Bypass Method Used Ib 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
ss 5 Project Site was visited prior to designing level spreader.
s -�Te r Date of the Site visit. PLEASE ATTACH TIME -DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
s,,-5 / 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.
117 Pre - Formed Scour Holes are on flat slopes only.
sus / J�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.
Cr-'
UILL

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (1/2007)
I. PROJECT INFORMATION (please complete the following information):
Project Name: .l622 I :rrl L
Contact Person: Phone Number:
Level Spreader ID: 49:�"
Level Spreader Length 1 3 ft.
Drainage Area f e. !13 ac.
Impervious Area o ac.
Forebay Area ry L3 cu ft.
Maximum Filter Strip /Buffer Slope %
grass
(perpendicular to flow)
(on -site and off -site drainage to the level spreader)
(on -site and off -site drainage to the level spreader)
(0.2% of the contributing impervious surface area)
(6% for forested, leaf littler cover, 8% for thick ground cover
Max. Discharge from 1 '/Hr Storm 0-69 cfs
Max. Discharge to Level Spreader O cfs
Filter Strip/ Zone 2 Buffer Vegetation c%hxL, L (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 I Date of the Site visit. PLEASE ATTACH TIME -DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS.
A I 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 R Pre- Formed Scour Holes are on flat slopes only.
W I 1</a1)_ 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 7» _ , L) �E U "1r Jp r� .5 � ) �I() s AF -c- nl� 1 c '. UOeD SSi
Wig\ (� I.�LLU�r� i ^/ Y Ir�Prl 9Ejr(y�

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the
Project Name
Contact Person:
Level Spreader ID:
Level Spreader Length 13 ft.
Drainage Area • L; ac.
Impervious Area n ac.
Forebay Area O cu ft.
Maximum Filter Strip /Buffer Slope 3 3 %
grass
27! G
tuber: (�t /y ) 82.8 — os -+ T-
(perpendicular to flow)
(on -site and off -site drainage to the level spreader)
(on -site and off -site drainage to the level spreader)
(0.2% of the contributing impervious surface area)
(6% for forested, leaf littler cover, 8% for thick ground cover
Max. Discharge from 1 "7Hr Storm O - 4.2 cfs
Max. Discharge to Level Spreader 6.01 cfs
Filter Strip/ Zone 2 Buffer Vegetation tiz��a u) C t (thick ground cover or grass; canopied forest with leaf litter
groundcover)
Pre - treatment or Bypass Method Used ni iq
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.
ADDlicants Initials
mac, Project Site was visited prior to designing level spreader.
s-� 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.
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.
r1Jf% I DJt 7rJ E L I e-I I.1 A (ly 145 J is I a ti 7 A &C 407 0 L

ATTACHMENT 7
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