20070018 Ver 2_Stormwater Plans_20070724

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42 EAST, LLC
STORMWATER MANAGEMENT PLAN
for
SECTION I & J
November 29, 2006
Revised
February 4, 2007
Revised
July 24, 2007
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DESIGN ENGINEERS
Kirk Rightmyer Engineering
8450 Falls of Neuse Road, Suite 306
Raleigh North Carolina 27615

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Richardson Smith Gardner & Associates
14 N. Boylan Avenue
Raleigh North Carolina 27603
Phone: [phone] Phone: [phone]

Kirk W. Rightmyer, PE
8450 Falls of Neuse Road
Suite 306
Raleigh, NC 27615
July 19, 2007
Ms. Cyndi Karoly
Supervisor
401 Oversight/Express Review Permitting Unit
NC Division of Water Quality
2321 Crabtree Boulevard ~ ~.,,.
Suite 250 ~' --,
Raleigh, North Carolina 27604 , ''~,
RE: Request for More Information
42 East Development
DWQ Project # 07-0018, Ver. 2
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Dear Ms. Karoly,
As you requested in your letter of April 12, 2007, 42 East LLC and their consulting
engineers have compiled the attached plans and calculations to address each of the items
you requested. Enclosed are five (5) copies of the following information:
• Stormwater Management Plan
• Overall Site Stormwater Plan
• Individual Section Stormwater Plans (Sections I and J)
• Main Road Stormwater Plans
• Supporting Calculations
• NCDWQ Forms for each BMP
• O&M Agreements for BMPs
In regards to your individual items in the letter, we have included these below along with
a response addressing and/or clarifying each item. In addition, we have provided a site
summary below to better explain the overall approach to the stormwater management
design of this project.
Site Summary
The 42 East development consists of a Master Plan involving three major sections of
mixed use development approved through the Planned Unit Development process by
Johnston County. Based on early consultation with the US Army Corps of Engineers, the
master planned community was divided into three distinct sections due to their

independent utility. Mr. James Shern of the USACE approved of this approach, and
allowed the use of a Nationwide Permit 29 for this initial portion of the project.
The following sections are incorporated into the project under review, which includes all
the sections south of NC 42. Each of these components is presented below with its
proposed impervious area, current status of design, and requested approval.
Summary of Sectinnc
Section
Name Type Acreage Impervious
Percenta a Design
Status Requested
A royal
F Residential 22.63 18.1 % Conceptual Conditional
G Commercial 27.90 60% Partial Partial
H Residential 36.3 14.0% Com fete Full
I Residential 58.9 29.0% Com lete Full
J Residential 30.24 39.6% Complete Full
K Residential 141.53 10.9% * Conce tual Conditional
Recreation Recreation 8.28 50.0% Com lete Full
Main Road Trans ortation 6.91 90.5% Com lete Full
* -Composite Impervious Percentage For Sections K1, K2, and K3
We are requesting full approval of the portions of the site that have a complete
stormwater design (Sections H, I & J, the main access road, and part of Section G), while
only asking for conditional approval of those sections that have a conceptual stormwater
design. Section G, labeled as "partial" above, has a complete stormwater BMP design for
the section that contains the main access road, which will be built during the initial phase
of work. The conceptual stormwater design is provided to ensure that adequate room is
retained in each section for Best Management Practices (BMPs) that will treat and
attenuate the proposed areas to the standards required by State and local regulations.
Although, we are willing to submit each section of the project for a full stormwater
review as it is designed, we would ask that consideration be given to waiving reviews of
those sections with relatively low impervious areas. Please note that since the initial
submittal, the stormwater design for all sections with over 20% impervious area have
been completed, with the exception of a portion of Section G (draining to Pond 9).
Although the final site design for Sections G, H, and the Recreational Area are still
underway, the stormwater management facilities have been designed for the maximum
impervious area of each of these sections. If final design changes the expected
stormwater outflows or the BMP design, we would resubmit these areas for additional
review. All sections will undergo a thorough review by Johnston County prior to
construction permits being issued.
Revised Impact Calculations
Due to the changes made in the stormwater design of the site, there are some associated
riparian impact buffer changes as described below. The stormwater revisions did not
change impacts to streams or wetlands documented in the initial permit application. The
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following table should replace Table 3 of the March 2, 2007 permit application, and
corresponds to the attached impact sheets.
Revised Ruffer imnacts
Impact
Area Impact Type New
Impact
Area? Zone 1
Impact
s ft Zone 1
Change Zone 2
Impact
s ft Zone 2
Change Mitigation
Required?
1 Sewer crossing;
Lot grading No 0 0 5369 3264 No
2 Sewer crossin No 0 0 3880 -534 No
3 No im act No 0 0 0 -186 No
4 Road crossin No 7414 0 5511 0 No
5 Road crossing No 8242 0 2504 0 Yes
6 Lot ading No 0 0 3548 631 No
7 Lot grading;
Pond 5 outlet No 0 0 1689 -147 No
8 Sewer crossin No 0 0 2 0 No
9 No impacts No 0 0 0 0 No
10 No im acts No 0 0 0 -1606 No
11 Road adin No 0 0 873 -1115 No
12 Road adin No 0 0 322 0 No
13 Road grading No 0 0 213 0 No
14 Road widening No 62 13 178 -23 No
15 Pond 3 outlet Yes 1070 1070 1049 1049 No
16 Pond 4 outlet Yes 952 952 321 321 No
Totals 17740 [phone] +1654
To limit confusion on this resubmittal, the site numbers have not been changed, and new
sites have been added after the existing ones. Therefore, some sites, such as Site 3, 9, and
10, have no impacts associated with them any longer but are shown on the plans as
reference to the original permit application.
Except for the road crossing at Site 5, all the above impacts are either exempt or
allowable under the Neuse Buffer rules, and therefore do not require mitigation. Sites 1
through 14 were discussed in the original permit application and consist of sewer
crossings, road crossings, or regarding of Zone 2 with revegetation and the establishment
of sheet flow. Changes in design required additional impacts at Sites 15 and 16. These
two locations are where outlet channels from the proposed BMPs are to be constructed,
as level spreading devices were not applicable due to topography. These channels are
deemed "allowable" under the Neuse Buffer Rules, as the BMPs proposed are providing
adequate treatment of the concentrated stormwater discharges. Therefore, there is no
proposed change to the mitigation requirements submitted in the original application.
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NCDWQ Comments
Each of your comments from the April 12, 2007 letter are included below in italics, with
a response following.
Pursuant to the requirements in Water Quality General Certification 3631 for
Nutrient Sensitive Waters, the DWQ shall require that extended detention
wetlands, bioretention areas or ponds followed by forested, filter strips (designed
according to the latest version of the NC DENR Stormwater Best Management
Practices Manual) be constructed as part of the Stormwater management plan. In
order to receive approval for the NC 42 East project, all of the drainage from the
proposed development must be treated by one of the above BMPs.
All drainage areas within the site will be treated by adequate BMPs as required.
The site stormwater has been rerouted to provide treatment and attenuation of all
drainage outlets. Due to the steep topography associated with the site, the
majority of the drainages in each section have been routed to wet detention ponds
or constructed wetlands in the flood plain of Mill Creek. Each of these BMPs is
described in the attached Stormwater Management Plan.
2. In the resubmittal for this project, please include complete calculations and plans
for all aspects of each of the proposed Stormwater management devices. In
addition, please include an appropriate DWQ worksheet for each of the proposed
BMPs. The DWQ worksheet will list the additional information that must be
included with the submittal. These worksheets are available on the DWQ web site
at.• http://h2o.enr.state.nc.us/ncwetlands/re~cert htntl.
The enclosed plans and calculations fully document each stormwater management
device in the fully-designed sections of the project. NCDWQ worksheets for each
BMP are also included, as well as worksheets for each conceptual BMP with as
much information as is currently available.
3. Please note that the DWQ BMP Manual does not allow the use of more than one
forebay in a single Stormwater BMP.
This has been noted, and each BMP now has only one forebay. The stormwater
systems have been combined prior to the discharge to each BMP.
4. Please provide documentation.from the NCEEP indicating their willingness to
accept your request to purchase stream mitigation credit to mitigate for the
proposed stream impacts listed in your PCN application per section VIII, No. 4.
The NCEEP acceptance was faxed to Ian McMillan shortly after your letter was
sent.
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We appreciate your time in the review of this project, and in meeting with us to discuss
the stormwater management. We would welcome the opportunity to meet with you again
to discuss any issues or questions that may arise during your continued review of our
project. Please contact myself or Phil May (919-606-1065) at your earliest convenience
if you have any questions or would like to set up a meeting to discuss the resubmittal.
Sincerely,
~~~ U~=
Kirk Right er, P.E.
Project Manager
Cc: Gary Lynch, 42 East LLC
Mr. James F. Shern, USACE -Raleigh Regulatory Office
Greg Mills, PE, RSG & Associates, Inc.
Michael Iagnocco, STV/Ralph Whitehead
Phil May, Carolina Ecosystems Inc.
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1.0 Narrative
2.0 Engineering Drawings
3.0 Impact Areas
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4.0 Impervious Areas & Nitrogen
Removal Efficiency Calculations
5.0 Pond Routing Calculations
6.0 Operational & Maintenance
Agreements

STORMWATER MANAGEMENT PLAN
42 EAST LLC
CLAYTON, NORTH CAROLINA
TABLE OF CONTENTS
1.0 Narrative
2.0 Engineering Drawings
2.1 Existing Condition
2.2 Overall Site Plan (No Contours)
2.3 Overall Site Plan with Contours
2.4 Drainage Areas
3.0 Impact Areas
4.0 Impervious areas & Nitrogern Removal Efficiency Calculations
5.0 Pond Routing Calculations
5.1 Stormwater Wetland -Pond 1
5.1.1 Summary of Stormwater Wetland -Pond 1 (with Pond Layout)
5.1.2 HydroCAD Analysis for 1 "/Hr Rainfall Event
5.1.3 HydroCAD Analysis for 1-Yr 24-Hr Storm Event
5.1.4 HydroCAD Analysis for 10-Yr 24-Hr Storm Event
5.1.5 DWQ - 401 Worksheet
5.2 Stormwater Wetland -Pond 2
5.2.1 Summary of Stormwater Wetland -Pond 2(with Pond Layout)
5.2.2 HydroCAD Analysis for 1 "/Hr Rainfall Event
5.2.3 HydroCAD Analysis for 1-Yr 24-Hr Storm Event
5.2.4 HydroCAD Analysis for 10-Yr 24-Hr Storm Event
5.3.5 DWQ - 401 Worksheet
5.3 Wet Detention Basin -Pond 3
5.3.1 Summary of Wet Detention Basin -Pond 3 (with Pond Layout)
5.3.2 Analysis for 1 "/Hr Rainfall Event
5.3.3 Analysis for 1-Yr 24-Hr Storm Event
5.3.4 Analysis for 10-Yr 24-Hr Storrn Event
5.3.5 Ancillary Items
. 5.3.6 DWQ - 401 Worksheet

42 East Subdivision Stomrwater Plan
July 2007 TABLE OF CONTENTS Page TOC-1

•
5.4 Stormwater Wetland -Pond 4
5.4.1 Summary of Stormwater Wetland -Pond 4 (with Pond Layout)
5.4.2 Analysis for 1 "/Hr Rainfall Event
5.4.3 Analysis for 1-Yr 24-Hr Storm Event
5.4.4 Analysis for 10-Yr 24-Hr Storm Event
5.4.5 DWQ - 401 Worksheet
5.5 Bioretention -Pond 5
5.5.1 Summary of Bioretention -Pond 5 (with Pond Layout)
5.5.2 Analysis for 1 "/Hr Rainfall Event
5.5.3 Analysis for 1-Yr 24-Hr Storm Event
5.5.4 Analysis for 10-Yr 24-Hr Storm Event
5.5.5 Ancillary Items
5.5.6 DWQ - 401 Worksheet
5.6 Pond 6 DWQ - 401 Worksheet
5.7 Pond 7 DWQ - 401 Worksheet
5.8 Pond 8 DWQ - 401 Worksheet
5.9 Pond 9 DWQ - 401 Worksheet
5.10 Pond 10 DWQ - 401 Worksheet
6.0 Operational & Maintenance (O&M) Agreements
•
Attachments•
A. Analysis of Design Storms
B. Hydroflow Storm Sewer Output (Directly taken from Kirk Rightmyer's calculations)
B-1 System A to Pond -3 Output
B-2 System I to Pond -3 Output
B-3 System F to Pond -4 Output
C. Pre-Development &Post-Development Analysis for 1-Yr Storm Event
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42 East Subdivision
July 2007
Stomrwater Plan
TABLE OF CONTENTS Page TOC-2

•

Section 1.0
Narrative

• STORMWATER MANAGEMENT PLAN
42 East LLC
Clayton, North Carolina
1.0 Purpose
The purpose of this Stormwater Management Plan (SMP) is to document the design
process used to develop the stormwater management system for the 42 East
Development, south of NC 42. This SMP describes the stormwater management and
control features included in the hydraulic design for the Project. This design was
performed by professional engineers with involvement from environmental scientists, the
owner, and contractors. The following companies participated in the preparation of this
plan and associated designs:
• Kirk Rightmyer Engineering, Inc. -Site & Stormwater Design
• Richardson, Smith, Gardner & Associates, Inc. - Stonmwater BMP Design
• Carolina Ecosystems, Inc. -Permit Coordination & Review
The stormwater management system and Best Management Practices (BMP's) have been
designed in accordance with the North Carolina Department of Environment and Natural
Resources (NCDENR) Stormwater Best Management Practices Manual (1999 and 2007),
the Neuse River: Nutrient Sensitive Waters Management Strategy (15A NCAC 02B
. .0232-.0236), and the Johnston County Stormwater Design Manual and Stormwater
Ordinance.
2.0 Project Description
The 42 East development consists of a Master Plan involving three major sections of
mixed use development approved through the Planned Unit Development process by
Johnston County. Based on early consultation with the US Army Corps of Engineers, the
master planned community was divided into three distinct sections due to their
independent utility. Mr. James Shern of the USACE approved of this approach, and
allowed the use of a Nationwide Permit 29 for this initial portion of the project.
The sections in the table below are incorporated into the project under review, which
includes all the sections south of NC 42. Each of these components is presented in the
table with its proposed impervious area, current status of design, and requested approval.
•
42 East LLC 1 7/24/2007
Stormwater Management Plan

•
Section
Name Type Acreage Impervious
Percentage BMP
Design
Status. Requested
Approval
F Residential 22.63 18.1 % Conceptual Conditional
G (Pond 1)
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27
90
60% Complete Full
G (Pond 9) Commerc
a . Conceptual Conditional
H Residential 36.3 14.4% Complete Full
I Residential 58.9 29.9% Complete Full
J Residential 30.24 34.0% Complete Full
K Residential 102.88 15.2% Conceptual Conditional
Recreation Recreation 8.28 31.4% Complete Full
Main Road Transportation 6.91 90.5% Complete Full
TOTAL 294.04 23.05%
We are requesting full approval of the portions of the site that have a complete
stormwater BMP design (Sections H, I, J, Recreation Area, the main access road, and
• partial Section G), while only asking for conditional approval of those sections that have
a conceptual stormwater design (Sections F and K, partial Section G). The conceptual
stormwater design is provided to ensure that adequate room is retained in each section for
Best Management Practices (BMP's) that will treat and attenuate the proposed areas to
the standards required by State and local regulations.
Although the final site grading and design for Sections G, H, and the Recreational Area
are still underway, the stonnwater management facilities have been designed for the
maximum impervious area of each of these sections. If final design changes the expected
stormwater outflows or the BMP design, these areas would be resubmitted for additional
review. All sections will undergo a thorough review by Johnston County prior to
construction permits being issued.
3.0 Site Background Information
The site is located between NC 42, Mill Creek, and the Neuse River, with several
intermittent to perennial tributaries dividing the property. With the exception of the two
main road crossings and unavoidable sewer line crossings, impacts to these systems have
been avoided. Minor impacts to wetlands adjacent to these stream systems are discussed
in the permit application, along with the major crossing impacts.
All streams within the site are classified as Class C -NSW (Nutrient Sensitive Waters)
by NCDENR. The stream channels described in the permit application have been field
verified by NCDWQ as under the jurisdiction of the Neuse River Riparian Buffer Rules.
42 East LLC 2 7/24/2007
Stormwater Management Plan

• The site is not located in an environmentally sensitive overlay district as listed by
Johnston County.
The site is a mixture of open fields and forested areas. The flood plain of Mill Creek and
the Neuse River are completely forested, while the upland areas are predominantly
maintained pasture. Topography on the sites consists of several ridges running east-west
between the natural drainage ways. These ridges are relatively flat, but have steep side
slopes as they approach the stream channels.
4.0 BMP Evaluation Criteria
Due to the sensitive nature of the watershed and to meet Neuse Buffer and Johnston
County standards, best management practices (BMP's) were evaluated at all outfall
locations. During the evaluation, the following conditions were considered:
• The percent impervious area in each drainage area.
• The pre- and post-project stormwater flow at the outfall location and across the
entire site.
• The proximity of the location to surface waters and riparian buffers.
• The slope and consistency of the topography between the outfall and the
environmentally sensitive area (buffers, wetlands, and streams).
• The proximity of the BMP to the roads or lots and any potential safety hazards
• involved.
• Access and maintenance issues critical to the continued operation and success of
each BMP.
• Existence of natural, non jurisdictional channels or structures for use in routing
stormwater flows.
• Nitrogen loading rates for each section.
5.0 BMP Evaluation
The following steps were followed to determine the applicability of using BMPs at each
location:
• Determine if there is a significant change in pre- and post-project stormwater
flows and ensuring attenuation of the 10-year storm event to pre-construction
levels.
• Evaluation of the site for areas where BMPs and outfalls could be constructed
based on presence of streams, wetlands, buffers, and the topography.
• After determining the areas available for BMPs, evaluation of each drainage area
for the application of stormwater wetlands, bioretention areas, or wet ponds with
forested filter strips. This evaluation was based on the drainage area, impervious
surface area, and ability to provide treatment and attenuation of the required storm
. events.
42 East LLC 3 7/24/2007
Stormwater Management Plan

• • Provide sheet flow at all outfalls where they enter the buffers, through the use of
level spreaders or pre-formed scour holes depending on the flows, pipe size, and
topography. If sheet flow was not practical due to the above considerations, full
treatment and attenuation was provided, followed by bypassing the buffer with a
reinforced channel.
Based on this evaluation, BMPs were implemented in each development section as
described below.
6.0 Design Details
The following sections describe the BMPs used in each section of the project. Note that
since the original submittal labeled all BMPs as "Pond 1 ", " Pond 2 ", etc this
nomenclature has been retained for continuity purposes. Therefore each BMP below is
labeled as "Pond " if it is a wet detention, stormwater wetland, or bioretention area.
6.1 General BMP Design
Runoff attenuation and treatment are provided to the maximum extent practical in
each drainage area of the project. Wet detention ponds with forested filter strips,
stormwater wetlands, or bioretention areas are located in each drainage area to
provide the maximum attenuation and water quality benefits. These BMPs are
• designed to the standards described in the Johnston County Stormwater Design
Manual and the NCDENR 1999 Manual of Stormwater Best Management
Practices, and supplemented by the 2007 Stormwater BMP Manual. The
following is a summary of the BMPs used, with each one described in the sections
below.
•
BMP
Name Type Drainage
Acreage Impervious
Acreage Impervious
Percent Sections Design Basis
Pond 1 Wetland 13.3 7.71 58.0% G Max imperv. Surface
Pond 2 Wetland 10.44 4.59 44.0% H, Rec Max imperv. Surface
Pond 3 Wet Pond 44.8 13.88 31.0% I, J Stormwater design
Pond 4 Wetland 29.00 7.83 27.0% I, J, K Stormwater design +
conceptual layout (K)
Pond 5 Bioretention 4.86 1.24 25.5% J stormwater design
Pond 6 Wetland 17.51 4.37 25.0% K Conceptual layout
Pond 7 Wetland 22.8 5.70 25.0% K Conceptual layout
Pond 8 Wetland 11.55 3.46 30.0% K Conceptual layout
Pond 9 Wetland 5.40 3.06 66.7% G Conceptual layout
Pond 10 Wetland 10.70 3.75 35.0% F Conceptual layout
42 East LLC 4 7/24/2007
stormwater Management Plan

• The BMP's have all been designed to attenuate the runoff from a 1-year storm, as
is required by Johnston County. The peak outflows from the five BMP's that are
submitted as final are summarized below. The conceptual BMP's (Ponds 6
through 10) are not included in the table.
1" Per Post
SA at Hour Development Pre Development
Pond Permanent peak Peak Peak Discharge for
Number Type of BMP pool
Outflow Discharge for 1-Yr storm
1-Yr storm
(S~ (cfs) (cfs) (cfs)
1 Stormwater Wetland 21,310 0.03 2.61 8.8
2 Stormwater Wetland 19,230 0.04 0.3 7.5
3 Wet Detention Basin 32,766 0.3 0.4 9.4
4 Stormwater Wetland 18,521 0.3 0.9 22.8
5 Bioretention 10,153 no outflow 3.21 10.3

6.2 Pond 1-Stormwater Wetland
Pond 1 captures the drainage area from the majority of Section G, a commercial
area planned adjacent to NC 42. Due to the steep slopes along the tributary to
Mill Creek that runs along the southern border of Section G, there is no adequate
outlet for stormwater to provide sheet flow into the buffer, until the flood plain of
Mill Creek. Therefore, the entire drainage along the commercial area directly
adjacent to NC 42 was assumed to drain to this BMP location.
Although final design has not been completed on Section G, there is a maximum
cap of 60% impervious area for commercial sites in Johnston County. Since the
main access road passes through this section, and will be constructed during the
initial phase of the project, a BMP has been provided that will attenuate and treat
the stormwater from the roadway drainage (see design) and the drainage from
Section G, assuming the maximum 60% impervious. In the event, the final
grading or Stormwater design changes and results in increased flow or a revised
BMP design, this would be submitted to NCDWQ for review.
The principal riser/barrel structure from Pond 1 will discharge to a preformed
scour hole, with a maximum outflow of approximately 10 CFS in a 10-year storm.
• A secondary riser/barrel structure is included in the pond at a higher elevation.
The secondary outfall also discharges to a preformed scour hole, with a maximum
42 East LLC 5 7/24/2007
Stormwater Management Plan

• flow rate of approximately 10 CFS in a 10-year storm. An emergency spillway is
provided in the pond, but it has no flow in a 10-year storm.
6.3 Pond 2 -Stormwater Wetland
Pond 2 captures the drainage from the residential Section H. As discussed above,
the steep topography along the tributaries bounding this section prevented any
stormwater outlets being provided along the drainages. Therefore the Stormwater
wetland was provided in the flood plain of Mill Creek.
Although final design has not been completed on Section H, the lot layout and
road design yields a 14.4% impervious area. The proposed recreational area will
have a maximum 50% impervious area. Since the main access road passes
through this section, and will be constructed during the initial phase of the project,
a BMP has been provided that will attenuate and treat the stormwater from the
roadway drainage (see design), the drainage from Section H, .and the drainage
from the recreation area. In the event, the final grading, building designs, or
Stormwater design changes and results in increased flow or a revised BMP design,
this would be submitted to NCDWQ for review.
Pond 2 discharges to a preformed scour hole, with a maximum outflow of
approximately 10 CFS in a 10-year storm. An emergency spillway is provided in
• the pond, but it has no outflow in a 10-year storm.
6.4 Pond 3 -Wet Detention Pond and Forested Filter Strip
The majority of stormwater from Sections I and J will be routed to this large wet
detention pond. Alternate BMP locations were evaluated in these sections, but the
steep topography prevented any other outlets to sheet flow along the two stream
channels and their associated buffers. Therefore the entire center of sections I and
J will be routed to this BMP.
Final stormwater design has been completed for Sections I and J (see attached
plans), and therefore accurate impervious acreage and stormwater flows were
generated. Due to the large drainage areas, high flows, and anticipated
maintenance in this area, a wet detention pond was chosen as the appropriate
BMP. Since the nitrogen removal efficiency of a wet detention pond is only 35%,
an additional forested filter strip will be provided at the outlet of the pond, after
the level spreader.
The water quality storm will be routed through a level spreader at no more than 2
cubic feet per second (cfs) and then discharge through the filter strip that will be
planted with woody vegetation. The outflows from the 1-inch water quality storm
and from the 1-year storm are both below 1 CFS, but the level spreader has been
• sized for a maximum flow rate of 2 CFS. Larger storm events, such as the 10-
year storm will be attenuated and then outlet via ahigh-flow bypass through the
42 East LLC 6 7/24/2007
Stormwater Management Plan

• existing riparian buffer. This bypass channel, which is compliant with the
January 2007 Level Spreader Guidance, is considered "allowable" under the
Neuse Buffer Rules. Sheet flow is being provided by the level spreader, and the
combination of the wet pond and forested filter strip provides adequate treatment
for nitrogen and Total Suspended Solids (TSS).
6.5 Pond 4 -Stormwater Wetland
Pond 4 captures runoff from a smaller portion of Section I, and will also collect
the stormwater from future portions of Section K. This Stormwater wetland has
been designed for both the Section I final Stormwater system, and the proposed
future Section K system, based on existing drainage areas and proposed
impervious surface of 15.2%. If the Section K final stormwater design results in
changes to the anticipated outflow from that area, or requires changes in the BMP,
this will be submitted for review prior to Section K being constructed.
Pond 4 has a single riser/barrel structure for the outflow. During the 1-inch water
quality volume, approximately 0.3 CFS will be discharged from Pond 4, and
approximately 1 CFS will be discharged in a 1-year storm. An emergency
spillway is provided in the pond, but it has no discharge in a 10 year storm. A
bypass channel has been designed to carry flows to the receiving stream. The
Stormwater wetlands will provide adequate treatment and removal for TSS and
• nitrogen, so the bypass channel does not violate the Neuse River Buffer rules.
6.6 Pond 5 - Bioretention Area
Several lots at the top of Section J, and the secondary entrance road, cannot be
routed to Ponds 2 or 4. Therefore, a separate BMP has been provided for this
area. Due to the small drainage size, a bioretention area was appropriate to treat
the minimal runoff anticipated. The outflow from the bioretention area will
discharge into the upper end of the intermittent stream below the BMP. Use of a
level spreader to provide sheet flow through the buffer was not feasible in this
location due to the steep topography and the concentration of flow within the
buffer. Likewise, apre-formed scour hole was also not an option, also due to the
steep topography. Since the bioretention area would provide 40% nitrogen
removal, a bypass channel was used as the outlet structure to discharge back into
the natural drainage at the head of the stream. The Neuse Buffer rules provide for
this channel as an allowable activity in the table of uses.
The bioretention area (Pond 5) will have no discharge in the 1-inch storm. All
accumulated flow will seep through the filter soil in the bioretention area.
6.7 Ponds 6, 7, and 8 -Stormwater Wetlands (Conceptual Design)
Ponds 6, 7, and 8 capture runoff from the majority of Section K, the largest
residential section within the proposed development, consisting of 102 acres and
42 East LLC 7 7/24/2007
Stormwater Management Plan

• 15.2% impervious area. This area will not be designed or constructed for 3 to 5
years. The conceptual stormwater management design includes these three
constructed wetlands with level spreaders or pre-formed scour holes providing
diffuse flow discharge in the flood plain. The presence of the extensive Neuse
River flood plain adjacent to this section allows for adequate room to treat this
large area, and ideal locations for level spreaders.
6.8 Pond 9 -Stormwater Wetland (Conceptual Design)
Pond 9 would capture runoff from a small portion of Section G, the commercial
area. Since this area is currently in design, the proposed BMP is conceptual in
nature. Nothing within this drainage area will be constructed with the initial
phase of work on the site. Since an impervious surface percentage of close to
60% is anticipated, this BMP along with the associated Stormwater design will be
resubmitted for review prior to construction of this area.
6.9 Pond 10 -Stormwater Wetland (Conceptual Design)
Pond 10 will capture and treat runoff from Section F, a residential area west of
Mill Creek. Pond 10 has been conceptually designed as Stormwater wetlands,
with a drainage area of approximately 10.7 acres, and approximately 35%
impervious surfaces. Since an impervious surface percentage of around 35% is
• anticipated for the drainage area (but not for entire Section F), this BMP-along
with the associated Stormwater design-will be resubmitted for review prior to
construction of this area.
7.0 Conclusion
The proposed Stormwater management system is designed to be an integrated system of
appropriate BMP's that effectively control and treat on-site Stormwater for this
development. This plan is consistent with both Federal, State, and County regulations
and guidance. Please refer to the enclosed plans, worksheets, and calculations for more
information.
•
42 East LLC 8 7/24/2007
Stormwater Management Plan

•
[,

Section 2.0
Engineering Drawings

Section 3.0
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Section 4.0
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PROJECT 42 Ec~,st' V-c
SUBJECT Glculc~'-'uriS - \ 1J ~ ~2emotic~.~
• ~iciency
~a,lcu..(A.t-t ~ N J retmOV4~. e~'icieYlc~
Re~~,e nee L1~~~ ~.f-ecl ~a~ m 4~ t`°~
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SHEET 1- OF 2-
JOB NO. 42 E - 06-I
DATE D~ ~ 18 I o ~
COMPUTED BY kt3s
CHECKED BY
O~F s-~-oRm w cJ~.. Rte, t'
rvcflEt~ R ~ ~~ ~ S
N Ef~i d e nc. ~ ~/o~
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• RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue • Raletph, NC 27603 • Phone: [phone] • www.RSGEngineers.com

•

•

:~
SHEET 1 OF
PROJECT 42 East Subdivision JOB NO. 42E-06-1
DATE 7/22/07
SUBJECT Wet Detention Pond Analysis COMPUTED BY GGM
CHECKED BY
Objective To design a wet detention basin(s) to satisfy water quality requirements and to handle the flow
from the design storm.
References American Concrete Pipe Association (1996), "Design Data 41 -Manhole Floatation", ACP
Irving, TX.
Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design, NC
State Univ., Raleigh, NC.
North Carolina Division of Land Resources (2006),
Planning & Design Manual, Raleigh, NC.
North Carolina Division of Water Quality (July 2007) Updated Manual of Stormwater Best
Management Practices, Raleigh, NC.
Virginia Department of Conservation and Recreation (1992), Virginia Erosion & Sediment
Control Handbook, Third Edition, Richmond, VA.

Analysis The following approach is used to properly size and evaluate each wet detention basin:
1. Design Permanent Water Quality Pool.
2. Design Temporary Water Quality Pool.
3. Route Design Storm.
4. Design Outlet Structures (Design RiserBarrel Structures and Perform Riser Base
Calculations, Anti-Seepage Collar Calculations, & Emergency Spillway Calculations).
Calculations
- Design Permanent Water Ouality Pool:
- Determine drainage areas and % imperviousness.
- Tabulate required surface area/drainage area ratio(s) for expected depth(s) of permanent pool.
A depth of 3 to 6 feet is recommended. Use design tables as appropriate. (IJse the surface area
requirement for 3-foot depth for stormwater wetlands.)
- Using the overall drainage area, the composite value of imperviousness and the surface
arealdrainage area ratio for the depth selected, calculate the required surface area of the
permanent pool.
- The required volume of the permanent water quality pool should equal the required water qualii
volume (see below).

RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

PROJECT 42 East Subdivision
SUBJECT Wet Detention Pond Analysis
SHEET 2 OF
JOB NO. 42E-06-1
DATE 7/22/07
COMPUTED BY GGM
CHECKED BY
- Desi ng_Temporarv Water Ouality Pool (located above permanent pool):
Calculate the volume to be controlled from the design rainfall (typically equivalent to the 85`''
percentile storm event). For North Carolina, the design rainfall is 1.0 inches. Use the simple
method per Schueler (1987) (referenced in NCDWQ - 2005) as follows:
- Runoff Coefficient:
R,, = 0.05 + 0.0091 (NCDWQ p. 3-55)
- Required Volume:
R'Qv = (~2) (Rv)(A) (NCDWQ p. 3-55)
where: WQY = water 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 water quality volume with State Division of Land Quality requirements for
basins. Use the maximum value as the required water quality volume.
Set up aotage-storage relationship for the proposed basin as shown below. Based on this
relationship and the required volumes, determine permanent pool and temporary water quality
pool elevations. Alternatively elevations can be determined from a graphical stage-storage
relationship.
S = KSZb (Malcom Eq. III-7)
where: S = storage volume (ft3)
KS , 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 permanent pool, the cleanout elevation should be set
25% of the volume of the permanent pool. For the forebay(s), the cleanout elevation should be
set at 50% of the volume of the forebay.
a'
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

•
SHEET 3 OF
PROJECT 42 East Subdivision JOB NO. 42E-os-1
DATE 7/22/07
SUBJECT Wet Detention Pond Analysis COMPUTED BY GGM
CHECKED BY
Size the outlet device to release the water quality volume (WQ~) over a drawdown period of 48
to 120 hours (2 to 5 days). Use the following equation:
AS 2h
A° TCd (20,428)
where: Ao = surface area of dewatering hole(s) (ftZ)
AS = surface area of basin (at temporary water quality pool) (ft2)
h = average head of water above hole (_ (elev. of temporary water quality
pool -elev. of permanent pool)/2) (ft)
Cd = coefficient of contraction (=0.60)
T = detention time (hrs.) (vary over recommended limits)
Select a standard pipe size and number of holes. Verify that the projected drawdown period is
within the recommended limits.
•
Size a drain for the basin for maintenance (and emergency situations). The drain should dewat~
the basin (both permanent and temporary water quality pools) within 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 flo
inlet to the basin. The volume of each forebay should be 20% of the required permanent pool
volume. The volume of the forebay(s) may count toward the total volume requirement. The to
of each forebay should be 12 inches below the elevation of the temporary water quality storage
pool.
Evaluate basin shape. The recommended length to width ratio (measured at the permanent pool
elevation) is 3:1. If this ratio is not achieved, baffles should be added as required.
-Route Design Storm:
Route the design storm through the basin and determine the maximum pool elevation and the
peak discharge (via HydroCAD, spreadsheet methods, or other). Johnston County requires the
peak discharge to be equal to or below the pre-development value fora 1-year storm event.
Ponds 3, 4 & 5 were routed using the "chainsaw routing" techniques, as described by Malcom
(Reference 2). The peak flow and time of concentration for the ponds was determined from
Hydroflow software for Ponds 3 and 4.
•
Based on the peak stage of the design storm, check settling efficiency of the design particle.
RICI3ARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

•
SHEET 4 OF
PROJECT 42 East Subdivision JOB NO. 42E-06-1
DATE 7/22/07
SUBJECT Wet Detention Pond Analysis COMPUTED BY GGM
CHECKED BY
- Settling Velocity of Design Particle
V° - 18 v d (Malcom Eq. IV-3)
where: V°
g
SS
U
d
- Surface Area
settling velocity (ft/s) -convert from (m/s)
gravitational acceleration (m/s2)
specific gravity of design particle
kinematic viscosity of the fluid (m2/s)
(= 1.14 x 106 mZ/s @ 15°C Ref. Streeter, 1975)
diameter of design particle (m)
AS = bKSZ~b-'~ (Malcom Eq. IV-7)
where: AS = surface area at given stage (G7 (ft)
KS , b = linear regression constants describing the stage-storage relationship
•
- Settling EfficiencX
NQ (Malcom Eq. IV-1)
where: E = settling efficiency (decimal fraction -convert to %)
AS = surface area at given stage (~ (ft)
N = number of effective cells (N= 2 with forebay)
Q = discharge at given stage (~ (cfs)
- Design of Outlet Structures:
- Design riser/barrel structures based on information used in routing the design storm.
- Design base for riser structure to resist design uplift force. Base must have a buoyant weight of
at least the design uplift force. If a concrete riser structure is used, the buoyant weight of the
riser can be accounted for in the calculations.
- DesigYn_Uplift Force (iF)
•
T F = `FS~VRiserYH2O - WRiser - Top - WSoi! - Rsoi!
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

SHEET 5 OF
PROJECT 42 East Subdivision JOB NO. 42E-06-7
DATE 7/22/07
SUBJECT Wet Detention Pond Analysis COMPUTED BY GGM
CHECKED BY _____
where: 1F = design uplift force (lbs)
FS = factor of safety (use 1.25)
Vnser = interior volume of the riser (ftZ)
yHZO = density of water (62.4 pcf)
N'er:er = buoyant weight of riser (not including base or top) (lbs)
WT°p = buoyant weight of riser top (lbs)
Ws°;, = buoyant weight of soil backfill around riser (above base projection) (lbs)
Rso;, = sliding resistance of soil backfill around riser (lbs)*
* See American Concrete Pipe Association Design Data 41 for more information.
- Volume of Concrete for Base
TF TF
Vc°°` - W - (150- 62.4)
COI7C,B
where: Vc°n~ = volume of concrete (ft2)
We°n~.B =buoyant weight of concrete (150 - 62.4 = 87.61bs)

- Determine anti-seepage collar requirements based on the following equation. Alternatively, a
filter diaphragm may be designed.
s
Ls = y(z + 4)~ 1 + (VA E&SC Handbook p. III-102)
(0.25 - s)
where: Ls = length of pipe in the saturated zone (ft)
y = distance from barrel invert to riser crest (ft)
z = slope of upstream embankment (zH:1V)
s = pipe slope (ft/ft)
Determine Ls and use design chart to determine anti-seepage collar requirements. If more than
one collar is used, the spacing between collars should be 14 times the projection (P) of the colla
above the barrel. The first collar should be set at 2P from the riser or a minimum length to bury
collar in slope.
- Design crest length of emergency spillway to handle flow from the design storm using the
following equation. Determine peak flow from stormwater routing program. If applicable,
outlet channel as a drainage channel or rock chute.

QP = Cw LHsiz
(Malcom Eq. I-6)
RICIIARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

U
SHEET 6 OF
PROJECT 42 East Subdivision JOB NO. 42E-06-1
DATE 7/22/07
SUBJECT Wet Detention Pond Analysis COMPUTED BY GGM
CHECKED BY
where: QP = peak discharge from design storm (cfs)
CW = weir coefficient (=3.0 for free overfall)
L = length of weir (ft)
H = driving head (ft) (= allowable headwater above crest of weir or calculated value
from stormwater routing program)
Additional Comments on the Design
1. Ponds 1 and 2 were routed using HydroCAD software. HydroCAD uses TR-20 methods for routing
the storm. HydroCAD was chosen for routing those two ponds because the complete development
plans for the drainage areas to the ponds have not been finalized.
2. Pond 1 was sized assuming that Section G (draining to Pond 1) will be developed as a commercial
area, with 60% impervious area, and the footage of road right of way will be 90% impervious.
3. Pond 2 was sized assuming that the residential area of Section H will be 35% impervious, the
recreation area will be 50% impervious, and the footage of road right of way will be 90% impervious
Ponds 3 and 4 are both stormwater wetlands.

4. Ponds 3 & 4 were sized based on the final design impervious areas draining to the ponds. Peak
flows and times of concentration were determined from HydroFlow software, using the Rationa
Method, and accounting for pipe travel time and inlet losses. Pond 3 is a wet detention pond th;
outlets to a level spreader with a 50-foot forested buffer, and an additiona150-foot forested buff
at the stream.
5. Pond 5 was sized using the rational method to determine the peak flow. Pond 5 was designed a
bioretention area. Pond 5 was sized to hold the initial water quality volume without discharginf
flow (all water seeps through the retention soil).
6. Ponds 6, 7, 8, 9 and 10 are submitted as conceptual designs. They have been sized based on the
preliminary drainage areas and percentages of impervious surfaces draining to them. The pond:
elevations have been assumed, based on existing site topography and buffer restrictions. Work
sheets for ponds 6, 7, 8, 9 and 10 have been included with only the top halves of the sheets
completed. Sufficient space has been allocated for the conceptual ponds.
•
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]
m

•
SHEET 1 OF 2
PROJECT 42 East Subdivision JOB NO. 42E-06-1
DATE 2/22/07
SUBJECT Analysis of Design Storms COMPUTED BY GGM
CHECKED BY
Objective To compile the expected design storm depths and intensities over various return periods. These
design storm values will be used in various calculations.
References Rainfall data was obtained from the following references:
Frederick, R.H., V.A. Myers, and E.P. Anciello (1977), "Five to 60-Minute Precipitation
Frequency for the Eastern and Central United States," NOAA Technical Memo, NWS H'
35, National Weather Service, NOAA, U.S. Dept. Of Commerce, Silver Spring, MD.
U.S. Weather Bureau (1961), "Rainfall Frequency Atlas of the United States for Durations from
30 Minutes to 24 Hours and Return Periods from 1 to 100 Years," U.S. Weather Bureau
Technical Paper 40.
•
DESIGN STORMS.WPD
•
RICHARDSON SMITH GARDNER & ASSOCIATES
Engineering and Geological Services
14 N. Boylan Avenue, Raleigh, NC 27603
Telephone: [phone]

•
~ RICHARDSON SMITH CARDNER & ASSOCIATES SHEET: /
JOB #: 42 E-06-1
14 N. Boylan Avenue Tel: 9t9-828-0577 DATE: 5/3/07
Raleigh, NC 27603 Fax: [phone] BY: KBS
CHKD BY:
42 East LLC, Johnston County
Analysis of Design Storms
LOCATION: Johnston County, NC
RETURN PERIOD
1-YR-P 2-YR P 100-YR P SOURCE
DURATION IN in in

5 min 0.42 0.48 0:81 NOAH HYDRO-35
15 min 0.82 1.03 1.81 NOAH HYDRO-35
60 min 1:60` 1:80 3.75 NOAH HYDRO-35
2 hr to 24 hr Rainfall Events = USER INPUT USWB TP-40

DEPTH-DURATION-FREQUENCY TABLE
•
5 min
10 min
15 min
30 min
60 min
2 hr
3 hr
6 hr
12 hr
24 hr
RETURN PERIOD
1-YR 2-YR 5-YR
in in in

0.42 0.48 0.55
0.66 0.80 0.93
0.82 1.03 1.20
1.22 1.41 1.72
1.60 1.80 2.26
1.85 2.20. 2:80
2.00 2:40 3.10
2.42 2:85 3:60
2:93 3.35 4.20
3.20 3:70 4.90
10-YR 25-YR 50-YR 100-YR
(in) (in) (in) (in)
0.60 0.68 0.75 0.81
1.03 1.17 1.29 1.40
1.32 1.51 1.66 1.81
1.94 2.26 2.51 2.76
2.58 3.04 3.39 3.75
3:25 3.70 4.20 4.60.
3.60 4.10 4.55 5:10
4.20 4:90 5:50 6.10
5:00 5:80 6.40 7:20
5.80 6.70 7:50 8.40
INTENSITY-DURATION-FREQUENCY TABLE
RETURN PERIOD
1-YR 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
DURATION in/hr in/hr in/hr inlhr in/hr in/hr in/hr

5 min 5.04 5.76 6.58 7.22 8.19 8.96 9.72
10 min 3.95 4.83 5.59 6.17 7.03 7.72 8.40
15 min 3.30 4.12 4.79 5.29 6.05 6.65 7.24
30 min 2.44 2.81 3.43 3.88 4.52 5.02 5.52
60 min 1.60 1.80 2.26 2.58 3.04 3.39 3.75
2 hr 0.93 1.10 1.40 1.63 1.85 2.10 2.30
3 hr 0.67 0.80 1.03 1.20 1.37 1.52 1.70
6 hr 0.40 0.48 0.60 0.70 0.82 0.92 1.02
12 hr 0.24 0.28 0.35 0.42 0.48 0.53 0.60
24 hr 0.13 0.15 0.20 0.24 0.28 0.31 0.35
•
Richardson Smith Gardner & Associates, Inc.
DESIGN STORMS.xIs

•
•

•
,,\~ Richardson Smith Garnder & Assoeiates, Inc.
Engineering and Geological Services
42 East, LLC
Stormwater Wetland Analysis
DESIGN PERMANENT AND TEMPORARY WATER QUALITY POOLS:
Areas Draining lato Basin & °h Impervious:
Area
Drainage Area (acres) % Impervious
A1. Ci1 L.U tlU
A2. G2 9.8 60
A3. Other Areas 1 0.8 90
A4. Other Areas 2 0.7 0
Total = 13.3 Acres
Avg. % Impervious = 58
Required Surface Area/Drainage Area Ratios':
Permanent Pool Depth (ft)
3.0 4.0 5.0
Ratio (%) 2.40
Source: NCDENR Stormwater BMP Manual Table 3.3-1 (Piedmont)
•
Required Surface Area of Permanent Pool:
Permanent Pool Depth (ft)
3.0 4.0 5.0 6.0
Area (acres) 0.32 0.00 0.00 0.00
Area (ftZ) 13,883 0 0 0
Based on 60 % Impervious Area
Required Volume of Permanent and Temporary Water Quality Pools:
Water Ouality Requirements -Runoff from Design Rainfall:
Rv (inn) = 0.59
Design Rainfall (in) = 1.0
Required Volume (acre-feet) = 0.65
Required Water Quality Volume (ftg) = 28,442
SHEET: /
JOB #: 42E-06-1
DATE: 7/17/07
BY: KBS
CHKD BY:
Basin No.: Pond -1 (Near Main Errtrance)
•

•
•

SHEET: /
JOB #: 42E-06-1
DATE: 7/17/07
BY: KBS
CHKD BY.
Determine StaceStoraae Function:
Contour Area Area Incremental Cumulative Stage In S In Z Zest
(ft2) (acres) Volume (ft9) Volume (ft9) (ft)
154 21,310 0.49 0 0
154.5 24,328 D.56 11,410 11,410 0.5 9.34 -0.69 0.50
154.75 27,558 0.63 6,486 17,895 0.75 9.79 -0.29 0.75
155 28,067 0.64 6,953 24,848 1 10.12 0.00 1.00
156 30,198 0.69 29,133 53,981 2 10.90 0.69 2.00
157 32,202 0.74 31,200 85,181 3 11.35 1.10 3.00
158 34,352 0.79 33,277 118,458 4 11.68 1.39 4.00
linear Regression Constar7t~s:
Ks = 24,813 Storage = 24813 z^1.12
b= 1.12
*CAUTION: CHECK INPUT FOR REGRESSION ANALYSIS!
Stage-Surface Area R771atlonshlp StayeStorage Relatiottship
158
700
159
157
158
157 758
~ C
g 758
~ 155
155
75d
154
153
752 153
0 70,000 20,000 30,000 40,000 0 20.000 10,000 60.000 BOp00 tOD,000 720.000 110A00
Surface area (sf) ffiorepe (cf-
Basin Design Elevations:
Elev. of Bottom of Basin = 151.D (per DWQ BMP Guidance, assume 3-ft deep to determine surface area /drainage area ratio)
Elev. of Permanent Pool = 154.0
Deptfi of Permanent Pool = 3.0 O.K.
Required Surface Area at Permanent Pool (ft2) = 13,883 From Table Above Based on Oepfh of Permanent Pool
Actual Surface Area at Permanent Pool (ft2) = 21,310 O.K.
Required Storage Volume of Permanent Pool (ft9) = 28,442 Equals Req'd. Water Quality Volume
Permanent Pool Cleanout Volume (ft9) = 21,346 = 25% of Permanent Pool Storage Volume
Permanent Pool Cleanout Elevation = 151.9
'd. Storage Volume at Temp. Water Quality Pool (ft9) = 28,442
Min. Elev. of Temporary Water Quality Pool = 155.1
Selected Elev. of Temporary Water Quality Pool = 155.1 O.K.

•
Dewaterino of Temporary Water Quality Pool:
Average Head (ft) _
Surface Area at Temporary Water Quality Pool (ftZ) _
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 (ftZ) _
Min. Diameter of Dewatering Hole (in) _
Selected Diameter of Dewatering Hole(s) (in) _
Number of Dewatering Holes =
Actual Area of Dewatering Hole(s) (ftz) _
Actual Drawdown Period (hrs) _
Basin Drain Calculations:
Contour Area Area Incremental Cumulative Stage In S In Z Zest
(ftz) (acres) Volume (Rg) Volume (ft') (ft)

150 1,136 0.03 0 0
151 1,637 0.04 1,387 1,387 1 7.23 0.00 1.00
152 2,197 0.05 1,917 3,304 2 8.10 0.69 2.00
153 2,812 0.06 4,449 5,836 3 8.67 1.10 3.00
153.5 3,141 0.07 1,488 7,324 3.5 8.90 1.25 3.50
The basin must be pumped out to drain it below EL 154.
Forebay Calculations:
Required Volume of Forebay(s) (ft~ = 5,688 = 20°k of Required Permanent Pool Storage Volume
Forebay:

Linear Regression Constants:
Ks= 1,365
b= 1.32
Elev. of Bottom of Forebay =
Top Elevation of Forebay =
Forebay Storage (ft) _
Forebay Cleanout Volume (ft') _
Forebay Cleanout Elevation =
0.5
33,185
0.6
48
120
0.06 Based on Min. Detention Time
3.2
0.02 Based on Max. Detention Time
2.0
3.0
1
0.05
55 O.K.
Storage = 24813 z^1.12
150.0
153.5 (OK. Permanent pool elevation is 154.0)
7,173 O.K.
3,586 = 50°h of Forebay Storage Volume
152.1

Basin Shace:
Length of Basin (ft) _
Width of Basin (ft) _
Desired Length to Width Ratio (X:1) _
Actual Length to Width Ratio (X:1) _
ROUTE DESIGN STORM:
245 Measured at Permanent Pool Elevation along flow path
30 Measured at Permanent Pool Elevation (avg. How path ~
3
8.2 O.K.
Use NydroCAD or Other Method.
Design Parameters:
Design Storm: 10-Yr, 24-Hr
Design Storm RaiMall (in) = 5.8
Rairtfall Distribution: Type II
Runoff Method: SCS TR-20
•
Results:
Maximum Paol Elevation = 156.4
Surface Area at Maximum Pool (ftZ) = 34,468
Total Peak Discharge (cfs) = 20.6 (through primary and secondary risers, separated by -250 feet)
DESIGN OUTLET STRUCTURES:
Design Rlser/Barrel Structures:
Riser Design:
Type of Riser: Concrete -Circular
Riser Base Ek~vation = 150.0 (elevation at the twttom of the micropool)
Riser Top Elevation = 155.20
Riser Height (ft) = 5.20
Concrete Riser Wall Thickness (in) = 3.0
Riser Inside Diameter (ft) = 2.5
Approx. Circ. Riser Interior Volume (ct) = 26
Barrel Design:
Type of Barrel: Concrete
Diameter (in) = 18
Inv. In Elevation = 154.0
Irrv. Out Elevation = 153.8
Length (ft) = 60.0
Scope (ft/ft) = 0.004
•

•
Riser Base Calculations:
Design Uplift Force:
Factor of Safety =
F (unadjusted) (Ibs) _
Approx. Circ. Concrete Riser Buoyant Wt. (Ibs) _
Buoyant Wt. of Riser Top (Ibs) _
Wt. of Surrounding Soil Acting on Ext. Base (Ibs) _
Sliding Resistance of Surrounding Soil (Ibs) _
F (adjusted) (Ibs) _
Concrete Base:
Required Volume of Concrete (its) _
Length (ft) _
Width (ft) _
Thickness (ft) _
Actual Volume of Concrete (fts) _
AntiSeeoaae Collar Calculations: /Altematlvely -Design Filter Diaahra9mi
•
Slope of Upstream Embankment (zH:11~ _
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 AntiSeep Collars (ft) _
Emerstencv Saillwav Calculators:
1.25 I
1,991 bouyant force
787 Factors in 80°/u of the Weight of the Concrete Riser to Account for Outlets.
0
0
0
0
0
0
1,204 required base weight
13.7
3.0
3.0
1.75
15.8 O.K.
3
0.004
37
2
4.5 From Design Chart Based on Ls and No. of collars
4.5 From Design Chart Based on Ls and No. of Collars
1.5
21 =14P
Crest Elev. (ft) = 156.50
Provided Freeboard (ft) = 1.50
Top of Berm Elev. (ft) = 158.0
Design Crest Length (ft) = 25
SUMMARY DATA:
Basin No.: Pond -1 (Near Main Errtr
Elev. of Bottom of Basin =
Cieanout Elev. (ft) _
Elev. of Permanent Pool =
Elev. of Temporary Water Quality Pool =
Emergency Spillway Elev. (ft) _
Top of Benn Elev. (ft) _
Top of Berm Width (ft) _
Barrel Diameter (in) _
Barrel Slope (%) _
* Length = 20 it minimum.
ante)
151.0
151.9
154.0
155.0 See Above for Riser and Ofher Design irrformatlon.
156.50
158.0
10
18
0.4
•

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•
3S
DrainaQelArea - G2

2S
Drainage Ar - G1
1P
Stormwater Wetland
Pond - 1
Subca Reach on Link
:~ _~.

Weland Pond 1 Type 11 24hr 1'%hr Rainfall=1.00"
Prepared by G.N.Richardson and Associates, Inc. Page 1
~droCAD® 7.10 s/n 001426 4 2005 HydroCAD Software Solutions LLC 7/22/2007
Subca~hment 2S: Drainage Area - G1

Runoff = 0.28 cfs @ 12.01 hrs, Volume= 0.020 af, Depth> 0.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1"/hr Rainfall=1.00"
Area (ac) CN Description
2.000 80 Section G1
0.730 98 Road
0.750 61 Direct pond area
3.480 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Din~ct Entry,
0.26
0.24
0.22
0.,8
0.16-
a 0.14-:
0.12
0.1
0.08
0 N
5
~~ y
6 7 8
Subcatchment 2S: Drainage Area - G1
H yd rog ra ph
Runoff
0.28 cfs
~_. Type 1I 24-hr 1 "~hr
':
~:t Rainfa11=1.00"
..
~. RunQff Area=3.480 ac
-~ ~ Rulnoff Vollume=0.420- of
~.
~: Runoff Depth>0.07"
~, ; _
Tc=5O min
;;
CN=80_
~i_s r /sY~S~aebFiif~TY RK~
~~ ~~~ J
9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
•

Weland Pond 1 Type 11 24hr 9'%hr Rainfall=9.00"
Prepared by G. N. Richardson and Associates, Inc. Page 2
_HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Subcatchment 3S: Drainage Area - G2
Runoff = 0.34 cfs @ 12.27 hrs, Volume= 0.055 af, Depth> 0.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24hr 1"/hr Rainfall=1.00"
Area (ac) CN Description
9.800 80 Section G2
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
23.2 1,850 0.0500 1.3 Lag/CN Method,
Subcatchment 3S: Drainage Area - G2
H yd rog ra ph
Runoff
0.36- 0.34 C(s
0.34
fi/t~ t12~-hr 1 "/hr
0.32 ;~~•.
0.3 _ _ _ - Rainfall-1.00..
0.28:
026 Runoff Area=x.800 ac
°~4- Runoff Volume=0.055 of
o.z2
°.2- Runoff Depth>o.07"
3 0.18 `
LL 0.16- ~ Flow Length=1,850'-
0.14-.
Tc-23.2 min
0.12- ~ .
°.08- ,. R
O.o6
°.oz-
°
5 6 7 8 9 10 11 12 13 14 75 16 17 18 19 20
Time (hours)
•

Weland Pond 1 Type ll 24-hr 1'%hr Rainfall=1.00"
• Prepared by G.N.Richardson and Associates, Inc. Page 3
HydroCAD® 7.10 s/n 001426 4 2005 HydroCAD Software Solutions LLC 7/22/2007
Pond 1 P: Stormwater Wetland Pond -1
Inflow Area = 13.280 ac, Inflow Depth > 0.07" for 1 "/hr event
Inflow = 0.41 cfs @ 12.27 hrs, Volume= 0.075 of
Outflow = 0.03 cfs @ 20.00 hrs, Volume= 0.012 af, Atten= 93%, Lag= 463.9 min
Primary = 0.03 cfs @ 20.00 hrs, Volume= 0.012 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 154.13' @ 20.00 hrs Surf.Area= 22,075 sf Storage= 2,749 cf
Plug-Flow detention time= 295.4 min calculated for 0.012 of (16% of inflow)
Center-of-Mass det. time= 143.4 min (1,025.9 - 882.4 )
Volume Invert Avail.Stora a Stora a Description
#1 154.00' 11 8,458 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic~feet)
154.00 21,310 0 0
154.50 24,328 11,410 11,410
154.75 27,558 6,486 17,895
155.00 28,067 6,953 24,848
156.00 30,198 29,133 53,981
•
157.00 32,202 31,200 85,181
158.00 34,352 33,277 118,458
Device Routing Invert Outlet Devices
#1 Primary 154.00' 18.0" x 60.0' long Principal Riser Culvert
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 153.75' S= 0.0042 '/' Cc~ 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 155.20' 30.0" Horiz. Principal Riser Limited to weir flow C= 0.600
#3 Device 1 154.00' 3.0" Vert. Dewatering Or~ce C= 0.600
#4 Secondary 156.25' 2.00' x 2.00' Horiz. Auxiliary Overflow Riser Limited to weir flow
C= 0.600
#5 Secondary 155.00' 18.0" x 70.0' long Auxiliary Overflow Culvert
RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 154.00' S= 0.0143 'P Cc= 0.900
n= 0.012 Concrete pipe, finished
#6 Secondary 156.50' 15.0' long x25.0' breadtfi Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Weland Pond 1 Type ll 24-hr 1'%hr Rainfall=9.00"
Prepared by G.N.Richardson and Associates, Inc. Page 4
HydroCAD® 7.10 s/n 001426 4 2005 HydroCAD Software Solutions LLC 7/22/2007
Primary OutFlow Max=0.03 cfs @ 20.00 hrs HW=154.13' (Free Discharge)
t-1=Principal Riser Culvert (Passes 0.03 cfs of 0.05 cfs potential flow)
~2=Principal Riser (Controls 0.00 efs)
3=Dewatering Or~ce (Orifice Controls 0.03 cfs @ 1.2 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=154.00' (Free Discharge)
-Auxiliary Overflow Riser (Controls 0.00 cfs)
=Auxiliary Overtow Culvert (Controls 0.00 cfs)
-Emergency Spillway (Controls 0.00 cfs)
Pond 1 P: Stormvwater Wetland Pond -1
Hydrograph
0.41 cfs
Inflow Alrea=13.280 ac
0.45-
Peak E1ev=154.13'
0.4
Storage=2,749 cf
0.35
• v 0.25
3
a 0.2
0.15-
0.1-
1
..
OS'
0.00 cfs
0.
s s 7
__1 0.03 cFs ~
8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Inflow
:~~ Outflow
®Primary
Secondary
•

Weland Pond 1 Type 1l 24hr 7 yr-24 hr Rainfall=3.20"
Prepared by G. N. Richardson and Associates, Inc. Page 2
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions L1C 7/22/2007
Subcatchment 2S: Drainage Area - G1
Runoff = 8.80 cfs @ 11.96 hrs, Volume= 0.372 af, Depth> 1.28"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type 1124-hr 1 yr-24 hr Rainfall=3.20"
Area (ac) CN Description
2.000 80 Section G 1
0.730 98 Road
0.750 61 Direct pond area
3.480 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Drainage An3a - G1
Hydrograph
9
8
7
6
w
3 5
0
LL
4
2
1
0
5
.8.80 cfs
®Runotr
Type 1124-hr 1 y1r-24 ; hr
Rainfall=3.20"
Runoff Area=3.480 ac
Runoff'VoFume=0.372 of
Runoff Depth> 1.28"
Tc=50 min
CN=80
6 7 8 9 10 11 12 13 14
Time (hours)
15 16 17 18 19 20
•

Weland Pond 1 Type 1124-hr 1 yr-24 hr Rainfall=3.20"
Prepared by G. N. Richardson and Associates, Inc. Page 3
HydroCAD® 7.10 s/n 001426 ©2005 HydroGAD Software Solutions LLC 7/22/2007
Subcatchment 3S: Drainage Area - G2
Runoff = 13.77 cfs @ 12.17 hrs, Volume= 1.040 af, Depth> 1.27"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr-24 hr Rainfall=3.20"
Area (ac) CN Description
9.800 80 Section G2
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
23.2 1,850 0.0500 1.3 Lag/CN Method,
Subcatchment 3S: Drainage Area - G2
•
Hydrograph
15 _ ~ Runoff
13.77 cfs
14.
_ -
13 - Type X124-hr 1 yr-24 ; hr
,2 = _ Rainfall=3.20"
11
Runaff Area=9.800 ac
10=
_ Runoff Volume=1.040 of
_9.
__
~8
Runoff Depth>1.2T`
. _.
LL 7- FIoW Length=1,.850'
6
Tc=23.2 min
5
4 cN=Bo
3
2-
1:
0-,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
•

Weland Pond 1 Type 1124hr 7 yr-24 hr Rainfall=3.20"
Prepared by G.N.Richardson and Associates, Inc. Page 4
F_ lydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7!22/2007
Pond 1 P: Stonnwater Wetland Pond -1
Inflow Area = 13.280 ac, Inflow Depth > 1.28" for 1 yr-24 hr event
Inflow = 15.42 cfs @ 12.00 hrs, Volume= 1.413 of
Outflow = 2.61 cfs @ 12.92 hrs, Volume= 0.712 af, Atten= 83%, Lag= 54.9 min
Primary = 1.81 cfs @ 12.92 hrs, Volume= 0.434 of
Secondary = 0.80 cfs @ 12.92 hrs, Volume= 0.278 of
Routing by Stor--Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 155.35' @ 12.92 hrs Surf.Area= 28,820 sf Storage= 34,893 cf
Plug-Flow detention time= 187.3 min calculated for 0.712 of (50% of inflow)
Center-of-Mass det. time= 104.6 min (908.9 - 804.3 )
Volume Invert Avail.Storage Storage Description
#1 154.00' 118,458 cf Custom Stage eta (Prisrrratic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
__ (feet) (sq-ft) (cubic-feet) (cubio-feet)
154.00 21,310 0 0
154.50 24,328 11,410 11,410
154.75 27,558 6,486 17,895
155.00 28,067 6,953 24,848
156.00 30,198 29,133 53,981
157.00 32,202 31,200 85,181
158.00 34,352 33,277 118,458
Device Routing Invert Outlet Devices
#1 Primary 154.00' 18.0" x 60.0' long Principal Riser Culvert
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 153.75' S= 0.0042 'P Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 155.20' 30.0" Horiz. Principal Riser Limited to weir flow C= 0.600
#3 Device 1 154.00' 3.0" Vert. Dewatering Orifice C= 0.600
#4 Secondary 156.25' 2.00' x 2.00', Horiz. Auxiliary Overflow Riser Limited to weir flow
C= 0.600
#5 Secondary 155.00' 18.0" x 70.0' long Auxiliary Overflow Culvert
RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 154.00' S= 0.0143 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished
#fi Secondary 156.50' 15.0' long x25.0' br+ead~ Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

Weland Pond 1 Type 11 24-hr 1 yr-24 hr Rainfall=3.20"
Prepared by G. N. Richardson and Associates, Inc. Page 5
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Primary OutFlow Max=1.80 cfs @ 12.92 hrs HW=155.35' (Free Discharge)
L1=Principal Riser Culvert (Passes 1.80 cfs of 5.07 cfs potential flow)
~2=Principal Riser (Weir Controls 1.54 cfs @ 1.3 fps)
3=Dewatering Or~ce (Orifice Controls 0.26 cfs @ 5.3 fps)
Secondary Ou~low Max=0.80 cfs @ 12.92 hrs HW=155.35' (Free Discharge)
-Auxillary Overflow Riser (Controls 0.00 cfs)
-Auxillary Overflow Culvert (Inlet Controls 0.80 cfs @ 2.5 fps)
-Emergency Spillway (Controls 0.00 cfs)
Pond 1 P: Stormwater Wetland Pond -1
H yd rog ra ph
Inflow
a ~UtflOW
Pnmary
~ Secondary
•
16
15
14
13
12
11
w 10
g
0 8
iL 7
3
1~
0
5
6
0.80 cfs
8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Weland Pond 1 Type 11 24hr 70 yr-24 hr Rainfall=5.80"
Prepared by G. N. Richardson and Associates, Inc. Page 1
• HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Subcatchment 2S: Drainage Area - G1
•
Runoff = 22.12 cfs ~ 11.96 hrs, Volume= 0.971 af, Depth> 3.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24hr 10 yr-24 hr Rainfall=5.80"
Area (ac) CN Description
2.000 80 Section G 1
0.730 98 Road
0.750 61 Direct pond area
3.480 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Enfty,
zo
,$
Subcatchment 2S: Drainage Anna - G1
Hydrograph
®Runaff
22.12 cfs
Type II 24-hr 10 yr-24 hr
~`~ _l~ainfall=5.80°
16
w 14
u
0 12:~
tL.

Runoff.Area=3.480 ac
Runoff Volume-0.971 of
Runoff Depth>3.35"
TC~S,~ tTifn- -
_ CN=80..
~.
2 ~ - ~ - a ~rzm.nraed .asr
0' ' ~ ~
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
r:

Weland Pond 1 Type 11 24-hr 90 yr-24 hr Rainfall=5.80"
• Prepared by G. N. Richardson and Associates, Inc. Page 2
f~droCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Subcatchment 3S: Drainage Area - G2
Runoff = 35.82 cfs @ 12.16 hrs, Volume= 2.719 af, Depth> 3.33"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr-24 hr Rainfall=5.80"
Area (ac) CN Description
9.800 80 Section G2
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
23.2 1,850 0.0500 1.3 Lag/CN Method,
Subcatchment 3S: Drainage Area - G2
H yd rog ra ph
40
38
36:
34-
32
28-
• ~.
26-
24
'~ 22-
3 20
LL 18
u Q~ ^~
®Rurwft'
14'
12
,o-
6
4
2
0
5
J
Type II 24-hr 10 yr-24 hr
Railnfall=5.80"
Runoff Area=9.800 ac
Runoff' Votlume=2.719 of
-Runoff Depth>3.33"
Flow Length=1,850'
Tc=23,2 r>r~in
CN=80

6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
•

Weland Pond 1 Type 1124hr 10 yr-24 hr Rainfall=5.80"
• Prepared by G. N. Richardson and Associates, Inc. Page 3
HydroCAD® 7.10 s/n 001426 ®2005 HydroCAD Software Solutions LLC 7/22/2007
Pond 1 P: Stormwater Wetland Pond -1
Inflow Area = 13.280 ac, Inflow Depth > 3.33" for 10 yr-24 hr event
Inflow = 40.96 cfs @ 12.00 hrs, Volume= 3.690 of
Outflow = 20.57 cfs @ 12.40 hrs, Volume= 2.953 af, Atten= 50%, Lag= 24.0 min
Primary = 9.59 cfs @ 12.40 hrs, Volume= 1.819 of
Secondary = 10.98 cfs @ 12.40 hrs, Volume= 1.134 of
Routing by Stor--Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 156.44' @ 12.40 hrs Surf.Area= 31,074 sf Storage= 67,380 cf
Plug-Flow detention time= 103.3 min calculated for 2.953 of (80% of inflow)
Center-of-Mass def. time= 49.6 min (833.4 - 783.8 )
Volume Invert Avail.Stora a Storage Description
#1 154.00' 11 8,458 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
...(feet) (sq-ft) (cubic-feet) (cubio-feet)
154.00 21,310 0 0
154.50 24,328 11,410 11,410
154.75 27,558 6,486 17,895
155.00 28,067 6,953 24,848
156.00 30,198 29,133 53,981
•
157.00 32,202 31,200 85,181
158.00 34,352 33,277 118,458
Device Routin Invert Outlet Devices
#1 Primary 154.00' 18.0" x 60.0' long Principal Riser Culvert
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 153.75' S= 0.0042 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 155.20' 30.0" Horiz. Principal Riser Limited to weir flow C= 0.600
#3 Device 1 154.00' 3.0" Vert. Dewatering Orifice C= 0.600
#4 Secondary 156.25' 2.00' x 2.00' Horiz Auxiliary Overflow Riser Limited to weir flow
C= 0.600
#5 Secondary 155.00' 18.0" x T0.0' long Auxiliary Overflow Culvert
RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 154.00' S= 0.0143 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished
#6 Secondary 156.50' 15.0' long x25.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
.J

Weland Pond 1 Type lI 24hr 10 yr-24 hr Rainfall=5.80"
• Prepared by G.N.Richardson and Associates, Inc. Page 4
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
•
Primary OutFlow Max=9.59 cfs @ 12.40 hrs HW=156.44' (Free Discharge)
t-1=Principal Riser Culvert (Barrel Controls 9.59 cfs @ 5.4 fps)
~2=Principal Riser (Passes < 26.29 cfs potential flow)
3=Dewatering Orifice (Passes < 0.36 cfs potential flow)
Secondary OuB=low Max=10.97 cfs @ 12.40 hrs HW=156.44' (Free Discharge)
-Auxillary Overflow Riser (Weir Controls 2.12 cfs @ 1.4 fps)
=Auxillary Overflow Culvert (Barrel Controls 8.86 cfs @ 6.5 fps)
-Emergency Spillway (Controls 0.00 cfs)
Pond 1 P: Stormwater Wetland Pond -1
H yd rog ra ph
40.96 cfs
inflow Area=13.280 ~c
Peak Elev=156.44'
40
Storage=67,380 cf
35
30
.., 20.57 cfs
v 25
3
LL 2U.
15
10-
5
0
5
/~
_ k :,
ir;,.
10.98 cfs
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Inflow
._.~ Outllow
®Primary
® Secondary
•

DWQ Project No
• DIVISION OF WATER QUALITY -401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : 42 Eust . t~~
Contact Person: rr,„u L~ _ Phone Number: j91y 1 55~ - 3tg9`-
For projects with multiple ba sss nini~' pacify w'~iich basin this worksheet applies to: Pnn~ .~ 1.
Permanent Pool Elevation 1S4 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 1 SS ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 21. !i6 sq. ft. (water surface area at permanent pool elevation)
Drainage Areai 3 ac. (on-site and off-site drainage to the basin)
Impervious Area ~•~1 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area ~ ~A t sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 243ti sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area ~3 b sq. ft. (at permanent pool elevation approximately 35°~)*
Micro Pool Surface Area ,3o4k sq. ft. (at permanent pool elevation approximately 15°k)*
Temporary Pool Volume 28~ 442 cu. ft. (volume detained on top of the permanent pool)
SA/DA used 2.4t~ (surface area to drainage area ratio)*
Diameter of Orifice 3 in. (draw down orifice diameter)
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
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
c - Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
_a~r;~ Sediment storage is provided in the permanent pool.
a- ,, Y < A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
~~~. Access is provided for maintenance.
r<~,~ ~ _ Plan details for the wetland are provided.
~,,, - Plan details for the inlet and outlet are provided.
r:;~ A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwetlandsloandm.doc).
'" Pocket Wetlands have different design parameters and are only assumed to remove 35°k TSS -See pp.19and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10°J° open water, 50% high marsh, 40% low marsh.
C

•
•
•

•
14 . Bg la venue
Raleigh. NC 27603 Fax: [phone]
42 East, LLC
Stormwater Wetland Analysis
Richardson Smith Gsrdner & Associates, Inc.
Enaineerinq and Gealaoicai Services
~ N v n A Tei: 919-828-0577
DESIGN PERMANENT AND TEMPORARY WATER QUALITY POOLS:
Areas Draining Irrto Basin 8 °~ Impervious:
SHEET: /
JOB #: 42E-06-1
DATE: 7/11/07
BY: KBS
CHKD BY:
Basin No.: Pond # 2
Area
Drainage Area (acres) % Impervious
A1. Section H-Road 1.49 90
A2. Section H-driveway and other areas 4.10 30
A2. Right of Way 0.84 90
A3. Swimming pool 8 Parking lot 3.08 50
A4. Direct Pond area 1.20 0
Total = 10.7 Acres
Avg. % Impervious = 45
•
Required Surface ArealDrainaae Area Ratios':
Permanent Pool Depth (ft)
3.0 4.0 5.0 6.0
Ratio (%) 1.90
Source: NCDENR Stomiwater BMP Manual Table 3.3-1 (Piedmont)
Required Surface Area of Permanent Pool:
Permanent Pool Depth (ft)
3.0 4.0 5.0 6.0
Area (acres) 0.20 0.00 0.00 0.00
Area (ft) 8,864 0 0 0
Required Volume of Permanent and Temporary Water Quality Pools:
Water Quality Requirements - Runoff from Design RaiMall:
Rv (in)n) = 0.46
Design Rainfall (in) = 1.0
Required Volume (acre-feet) = 0.41
Required Water Quality Volume (ft~ = 17,844
Based on 45 % Impervious Area

•
Ling Regression Constattts-
Ks = 22,806 Storage = 22806 z^1.14
b = 1.14
"CAUTION: CHECK INPUT FOR RC-GRESSION ANALYSIS!
•
•
StageSurfxe Aroa Relaflonshlp
158
157
157
158
158
E
155
ffi
155
154
154
153
153
SHEET: /
JOB #: 42E-06-1
DATE: 7/11 /07
BY: KBS
CHKD BY:
Determine Shaae-S torage Function:
Contour Area Area Incremental Cumulative Stage in S In Z Zest
(ftZ) ( acres) Volume (ft3) Volume (ft~ (ft)
153 19,230 0.44 0 0
153.5 22,351 0.51 10,395 10,395 0.5 9.25 -0.69 0.50
153.75 25,627 0.59 5,997 16,393 0.75 9.70 -0.29 0.75
154 26132 0.60 6,470 22,862 1 10.04 0.00 1.00
155 26,188 0.65 27,160 50,022 2 10.82 0.69 2.00
156 30,315 0.70 29,252 79,274 3 11.28 1.10 3.00
157 32,469 0.75 31,392 110,666 4 11.61 1.39 4.00
o s,oao io,aoo ts,o4o m,aoo zs,ooo 3o,aoo 3s,ooo
satxe A`va 1~1
tlev. of bottom or fiasrn =
Elev. of Permanent Pool =
Depth of Permanent Pool =
Required Surface Area at Permanent Pool (ftZ) _
Actual Surface ArE~ at Permanent Pool (ft2) _
Required Storage Voume of PertnaneM Pool (ft~ _
Permanent Pool Cleanout Volume (ft3) _
Permanent Poot Cleanout Elevation =
Req'd. Storage Volume at Temp. Water Quality Pool (ft~ _
Min. Elev. of Temporary Water Quality Pooi =
Selected Elev. of Temporary Water Qualify Pool =
158
157
157
158
156
s
$ 155
El
155
154
154
153
153
StageStotage Reh181onshlp
° 20A00 {0.400 60,1100 40A00 100p00 720,°00
~a°w Idl
7 bU.u (per DWQ BMP Guidance, assume 3-ft deep to determine suAacearea /drainage area ratio)
153.0
3.0 O.K.
8,864 From Table Above Based on Deptfi of Permanent Pool
19,230 O.K.
17,844 Equals Req'd. Water Qualify Volume
19,874 = 2.5% of Permanent Pool Storage Volume
150.9
17,844 Req'd. Volume of Temp. Water Quality Pool
153.8
153.9 O.K.

.7
Dewatering of Temporary Water Quality Pool:
Average Head (ft) _
Surface Area at Temporary Water Quality Pool (tt~) _
Ccef. of Contraction =
Min. Drawdown Period (hrs) _
Max. Drawdown Period (hrs) _
Max Area of Devratering Hole (ft) _
Max. Diameter of Dewatering Hole (in) _
Min. Area of Dewatering Hole (ft) _
Min. Diameter of Dewatering Hole (in) _
Seceded Diameter of Dewatering Hoe(s) (in) _
Number of Dewatering Holes =
Actual Area of Dewatering Hole(s) (ftz) _
Actual Drawdown Period (hrs) _
Basin Drain Calculations:
The basin must be pumped out to drain it below EL 154.
Forebav Calculations:
Required Volume of Forebay(s) (ft9) = 3,569 =20°.6 of Required Pennanerrt Pool Storage Volume
Forebay:

Contour Area Area Incremental Cumulative Stage In S In Z Zest
(ftZ) (acres) Volume (ft9) Volume (ft9) (ft)

150 1,287 0.03 0 0
151 1,832 0.04 1,560 1,560 1 7.35 0.00 1.00
152 2,467 0.06 2,150 3,709 2 8.22 0.69 2.00
153 2,820 0.06 1,322 5,031 2.5 8.52 0.92 2.50
Linear Regression Constants:
Ks= 1,555
b= 1.27
Elev. of Bottom of Forebay =
Top Elevation of Forebay =
Forebay Storage {ft9) _
Forebay Cleanout Volume (ft9) _
Forebay Cleanout Elevation =
0.5
31,218
0.6
48
120
0.05 Based on Min. Detention Time
3.0
0.02 Based on Max. DeLerrtion Time
1.9
3.0
1
0.05
49 O.K.
Storage = 22806 z^1.14
150.0
153.0
6,286 O.K.
3,143 = 60°x, of Forebay Storage Volume
151.7
•

•
Basin Shace•
Length of Basin (ft) _
Width of Basin (ft) _
Desired Length to Width Ratio (X:1) _
Actual Length to Width Ratio (X:1) _
ROUTE DESIGN STORM:
270 Measured at Permanent Pool Elevation
90 Measured at Permanent Pool Elevation
3
3.0 O.K.
Use HydroCAD or Other Method.
Design Parameters:
Design Storm: 25-Yr, 24Hr
Design Storm Rainfall (in) = 5.8
Rainfall Distribution: Type II
RunofF Method: SCS TR-20
Results:
Maximum Pool Elevation = 155.6
Surtace Area at Maximum Pool (ft2) = 32,807
Peak Discharge (cfs) = 10.1
DESIGN OUTLET STRUCTURES:
Design RisedBarrel Structures:
Riser Design:
•
Type of Riser: Concrete -Circular
Riser Base Elevation = 149.0 (Bottom of micropool elevation)
Riser Top Elevation = 155.0
Riser Height (ft) = 6.0
Concrete Riser Wall Thickness (in) = 3.0
Riser Inside Diameter (ft) = 2.0
Approx Circ. Riser Interior Volume (cf) = 19
Barrel Design:
Type of Barcei: Concrete
Diameter (in) = 18
Inv. In Elevation = 153.0
Irn. Out Elevation = 152.0
Length (ft) = 80.0
Slope (it/ft) = 0.013
•

•
Riser Base Calculations:
Design Uplift Force:
Factor of Safety =
F (unadjusted) (Ibs) _
Approx. Circ. Concrete Riser Buoyant Wt. (Ibs) _
Buoyant Wt. of Riser Top (Ibs) _
iuoyant Wt. of Surrounding Sal Acting on Ext. Base (Ibs) _
I Sliding Resistance of Surrounding Soil (Ibs) _
F (adjusted) (Ibs) _
Concrete Base:
Required Volume of Concrete (ffs) _
Length (ft) _
Width (ft) _
Thicimess (ft) _
Actual Voume of Concrete (ft~ _
AMiSeeoaae Collar Cakulatlons: (Alternatively - Desfan Filter Diaohraam)

Slope of Upstream Embanlonent (zH:1 V) _
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) _
SHEET: /
JOB #: 42E-06-1
DATE: 7/11 /07
BY: KBS
CHKD BY:
1.25
1,470
743 Factors in 80°6 of tfie Weight of the Concrete Riser to Account for Outlets.
0
0
0
0
0
0
727
8.3
3.0
3.0
2.0
18.0 O.K.
3
0.013
44
2
4.5 From Design Chart Based on Ls and No. of Collars
4.5 From Design Chart Based on Ls and No. of Collars
1.5
21 =14P
Emeraencv Spilhnav Calculations:
Crest Elev. (ft) = 156.0
Required Freeboard (ft) = 1.0
Top of Berm Elev. (ft) = 157.0
Design Crest Length (ft) = 25
SUMMARY DATA:
Basin No.: Pond # 2
Elev. of Bottom of Basin = 150.0
Cl~nout Elev. (ft) = 150.9
Elev. of Permanent Pool = 153.0
Elev. of Temporary Water Qualify Pool = 153.9
Emergency Spillway Elev. (ft) = 156.0
Top of Berth Elev. (ft) = 157.0
Top of Berm Width (ft) = 1D
Barrel Diameter (in) = 18
Barrel Slope (~,) = 1.3
* length = ZO ft minimum.
See Above for Riser and Other Design Information.
•

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G:1CAD\42 East LLC\42E 06-1lbasedwgs\entrance basins layout 071707.dwg, 7!23/2007 2:48:48 PM, 1:60

•

DA 2
Dr 'age Area - 2
2S
Drainage Area 1
1P
Stormwater Wetland
Pond-2
~ubca~ Renach on Link Drainage Diagram for Wetland Pond 2
l._____7 Prepared by G.N.Richardson and Associates, Inc. 7/22/2007
~`~~ HydroCAD®7.10 s/n 001426 ®2005 HydroCAD Software Solufions LLC

Wetaand Pond 2 Type 11 24-hr 1'%hr Rainfall=9.00"
• Prepared by G. N. Richardson and Associates, Inc. Page 1
HydroCAD® 7.10 s/n 001426 4 2005 HydroCAD Software Solutions LLC 7/22/2007
Subcatchment 2S: Drainage Area -1
Runoff = 0.41 cfs @ 12.01 hrs, Volume= 0.029 af, Depth> 0.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1"/hr Rainfall=1.00"
Area (ac) CN Descriation
0.570 98 Paved roads w/curbs & sewers
3.080 82 50% impervious surface area
1.200 61 Direct pond area
0.270 98 additonal road area
5.120 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftlsec) (cfs)
5.0 Din~ct Entry,
Subcatchment 2S: Drainage Area -1
•
0.42
H ydrogra ph
®RunofF
..0.41 cts
Type 1124-hr 1 "lhr
..
F~ainfall=1,00"
:_
~, Runoff Area=5.'120 ac-
_~
~# Runoff Volume=O.D29~ of
~. :Runoff. Depth>O:~T'
'',
~. Tc=5.0_min
~'
CN=80
',rX ~, -~.- ,
0.32
o.2s-.
~ 0.24
c 0.22 .
u. 0.2 ;
0.18
U.,6-
0.14'
0.12-:
0.1 '
0.06.3
0.02
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
•

•

Wetland Pond 2 Type i/ 24hr 1'%hr Rainfa//=1.00"
Prepared by G. N. Richardson and Associates, Inc. Page 2
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Subcatchment DA-2: Drainage Area - 2
Runoff = 0.12 cfs @ 12.37 hrs, Volume= 0.026 af, Depth> 0.06"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1"/hr Rainfall=1.00"
Area (ac) CN Description
1.490 98 Section H-Road
4.100 72 Section H-driveway
5.590 79 Weighted Average
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
26.8 2,100 0.0490 1.3 Lag/CN Method,
Subcatchment DA-2: Drainage Area - 2
Hydragraph
®Runoif
0.13. 0.12 cfs
0.12 Type II 24-hr 1 "/hr
0.11.
~: f~ainfall=1,00"
0.1-
= ; Runoff Area=5.590 ac
o.os-
o.os `Runoff Volume=0.026 of
o.o~- _ Runoff Depth>0.06"_
LL 0.06
:Flow Length=2,100'
o.os- Tc=26.8 min
CN=79
0.03
__
0.01-
•

Wetland Pond 2 Type 11 24-hr 1'%hr Rainfall=1.00"
• Prepared by G. N. Richardson and Associates, Inc. Page 3
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Pond 1 P: Stormwater Wetland Pond-2
Inflow Area = 10.710 ac, Inflow Depth > 0.06" for 1 "/hr event
Inflow = 0.42 cfs @ 12.01 hrs, Volume= 0.056 of
Outflow = 0.04 cfs @ 20.00 hrs, Volume= 0.018 af, Atten= 91 %, Lag= 479.6 min
Primary = 0.04 cfs @ 20.00 hrs, Volume= 0.018 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor--Intl method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 153.08' @ 20.00 hrs Surf.Area= 19,757 sf Storage= 1,645 cf
Plug-Flow detention time= 274.8 min calculated for 0.018 of (32% of inflow)
Center-of-Mass det. time= 132.6 min (1,017.8 - 885.1 )
Volume Invert Avail.Storage Storag e Description
#1 153.00' 110,666 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
__ (feet) (sq-ft) (cubicfeet) (cubio-feet)
153.00 19,230 0 0
153.50 22,351 10,395 10,395
153.75 25,627 5,997 16,393
154.00 26,132 6,470 22,862
• 155.00
156.00 28,188
30,315 27,160
29,252 50,022
79,274
157.00 32,469 31,392 110,666
Device Routing Invert Outlet Devices
#1 Primary 153.00' 18.0" x 80.0' long Prinicipal Riser Barrel
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 152.00' S= 0.0125'/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 155.00' 24.0" Horiz Principal Riser Limited to weir flow C= 0.600
#3 Device 1 153.00' 3.0" Horiz. Dewatering Orifice Limited to weir flow C= 0.600
#4 Secondary 156.00' 15.0' long x25.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.04 cfs @ 20.00 hrs HW=153.08' (Free Discharge)
t-1=Prinicipal Riser Barrel (Barrel Controls 0.04 cfs @ 1.5 fps)
~2=Principal Riser (Controls 0.00 cfs)
3=Dewatering Orifice (Passes 0.04 cfs of 0.06 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=153.00' (Free Discharge)
t-,4=Emergency Spillway (Controls 0.00 cfs)
•

Wetland Pond 2 Type 11 24-hr 1'%hr Rainfall=1.00"
Prepared by G. N. Richardson and Associates, Inc. Page 4
• HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007

Pond 1 P: Stormwater Wetland Pond-2
Hydrograph
®Inflow
0.42 cfs t Outllow
infiaw Area=10
710 ac ~^n~
. Secondary
°~`~ Peak Efev=153.08'
°.4 Storage=1,645 cf
0.35.::
0.3
w
025-
3
aL 0.2-
0.15
0.1
0.04 cfs
f
0.05- ' ' %'/'%; .~;°,~ - o
0.00
cfs
-
0.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time {hours)
•

Wetland Pond 2 Type 11 24hr 7 yr-24 hr Rainfall=3.20"
• Prepared by G.N.Richardson and Associates, Inc. Page 2
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Subcatchment 2S: Drainage Area -1
Runoff = 12.94 cfs @ 11.96 hrs, Volume= 0.548 af, Depth> 1.28"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr-24 hr Rainfall=3.20"
Area (ac) CN Description
0.570 98 Paved roads w/curbs 8~ sewers
3.080 82 50% impervious surface area
1.200 61 Direct pond area
0.270 98 additonal road area
5.120 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Drainage Area -1
Hydrograph
14 ®Runoff
• 12 94 cfs
13 ~~ TYPe :1124-hr 1 yr 24 hr
12 . L--
..:. _Rainfa11=3.20..
11,
` Runoff Area=5.120 ac
10 >{
9 _ Runoff Volume=0.548 of
Runoff Depth>1.28"
0 7
,~ 6 Tc=5.O min
5 CN=80
4
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
•

Wetland Pond 2 Type 1124hr 7 yr-24 hr Rainfall=3.20"
• Prepared by G. N. Richardson and Associates, Inc. Page 3
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Sottinrare Solutions LLC 7/22/2007
Subcatchment DA-2: Drainage Area - 2
Runoff = 6.80 cfs @ 12.22 hrs, Volume= 0.564 af, Depth> 1.21"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr-24 hr Rainfall=3.20"
Area (ac) CN Description
1.490 98 Section H-Road
4.100 72 Section H-driveway
5.590 79 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.8 2,100 0.0490 1.3 Lag/CN Method,
Subcatchment DA-2: Drainage Area - 2
Hydrograph
7
• 6-
5
w
4
3
a
LL ,- ..
3
2
6.80 cfs
® Runoff
1
Type 1124-hr 1 yr-24'hr
Rainfall=3.20"
Runoff Area=5.590 ac
Runoff Volume=0.564 of
Runoff Depth>1.21"
Flow Length=2,100'
Tc=26.8 min
~N=79
5 6 7 8 9 10 11 12 13 14 15 1j6 17 18 19 20
Time (hours)
•

Wetland Pond Z Type 11 24hr 1 yr-24 hr Rainfall=3.20"
Prepared by G. N. Richardson and Associates, Inc. Page 4
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Pond 1 P: Stormwater Wetland Pond-2
Inflow Area = 10.710 ac, Inflow Depth > 1.25" for 1 yr-24 hr event
Inflow = 15.37 cfs @ 11.97 hrs, Volume= 1.111 of
Outflow = 0.30 cfs @ 20.00 hrs, Volume= 0.194 af, Atten= 98%, Lag= 481.8 min
Primary = 0.30 cfs @ 20.00 hrs, Volume= 0.194 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 154.64' @ 20.00 hrs Surf.Area= 27,443 sf Storage= 39,949 cf
Plug-Flow detention time= 261.3 min calculated for 0.194 of (17% of inflow)
Center-of-Mass det. time= 159.5 min (963.2 - 803.6 )
Volume Invert Avail.Storage Stora ge Description
#1 153.00' 110,666 cf Custom Stage eta (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
___~feet) (sq-ft) (cubicfeet) (cubic-feet)
153.00 19,230 0 0
153.50 22,351 10,395 10,395
153.75 25,627 5,997 16,393
154.00 26,132 6,470 22,862
155.00 28,188 27,160 50,022
•
156.00 30,315 29,252 79,274
157.00 32,469 31,392 110,666
Device Routing Invert Outlet Devices
#1 Primary 153.00' 18.0" x 80.0' long Prinicipal Riser Barrel
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 152.00' S= 0.0125 '/' C~ 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 155.00' 24.0" Horiz. Principal Riser Limited to weir flow C= 0.600
#3 Device 1 153.00' 3.0" Horiz. Dewatering Orifice Limited to weir flow C= 0.600
#4 Secondary 156.00' 15.0' long x 25.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.30 cfs @ 20.00 hrs HW=154.64' (Free Discharge)
t-1=Prinicipal Riser Barrel (Passes 0.30 cfs of 8.02 cfs potential flow)
~2=Principal Riser (Controls 0.00 cfs)
3=Dewatering Orifice (Orifice Controls 0.30 cfs @ 6.2 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=153.00' (Free Discharge)
L4=Emergency Spillway (Controls 0.00 cfs)
U

Wetland Pond 2 Type 1l 24hr 1 yr-24 hr Rainfall=3.20"
• Prepared by G.N.Richardson and Associates, Inc. Page 5
HydroCAO® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Pond 1 P: Stormwater Wetland Pond-2
H yd rog ra ph
•
Inflow
15.37 cis ~~ Outflow
~ Inflow Area=1
0
710 ac ~ su
„ .
. rd ry
,s i=~ Peak Elev=154.64'
15- -~`,
,4" - Storage=39,949 cf
13
12.
11
10 _

.... g - .
0 8

5'- _... _ -

4: ,..
3-
2-~ ~'.!, ~ ~~ ~ 0.30 cfs
0.00 cfs
0
5 6 7 8 9 10 11 12 13 14 15 i6 17 18 19 20
Time (hours)
•

Wetland Pond 2 Type 11 24-hr 90 yr-24 hr Rainfall=5.80"
. Prepared by G. N. Richardson and Associates, Inc. Page 1
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Subcatchment 2S: Drainage An3a -1
Runoff = 32.55 cfs @ 11.96 hrs, Volume= 1.429 af, Depth> 3.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type If 24-hr 10 yr-24 hr Rainfall=5.80"
Area (ac) CN Description
0.570 98 Paved roads w/curbs & sewers
3.080 82 50% impervious surface area
1.200 61 Direct pond area
0.270 98 additonal road area
5.120 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
• ~
32
30
28
26
24
22
20
3 18
a 16
14
4
2-
0
5
Subcatchment 2S: Drainage Anaa -1
Hydrograph
®Runoff
32.55 cFs
Type II 24-hr 10 yr-24 hr-
~,y~-
•:.
Rainfall=5.80"
~>
-Runoff Area=5.'120 ac
Runoff Volume='1.429 of
Runoff Depth>3.35"
Tc=S;D min
CN=80
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
r
~J

Wetland Pond 2 Type ll 24-hr 10 yr-24 hr Rainfall=5.80"
• Prepared by G.N.Richardson and Associates, Inc. Page 2
I~1 rdroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Subcatchment DA-2: Drainage Area - 2
Runoff = 18.21 cfs @ 12.20 hrs, Volume= 1.504 af, Depth> 3.23"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, tit= 0.05 hrs
Type II 24-hr 10 yr-24 hr Rainfall=5.80"
Area (ac) CN Description
1.490 98 Section H-Road
4.100 72 Section H-driveway
5.590 79 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.8 2,100 0.0490 1.3 Lag/CN Method,
Subcatchment DA-2: Drainage Area - 2

Hydrograph
20 ®Runo,f
19- 18.21 cfs
18 r,;
- Type 11 ?4~hr 10 yr-24 hr
17 ,;-"
,6 _ _ Railnfall-5.80"
15 RunofF Area=5.590 ac
14
13
Runoff i/oluma=15fl4 a#
.... 12 _ _ _ _._
~„
:Runoff -Depth>3.23"
LL 19
:. Flow .Length=2,100' -.
Tc=26.8 mien
s , . CN=7J .
5,
4-
3
2 _ _.. _
1' -
0.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
I 1
~J

Wetland Pond 2 Type !I 24hr 10 yr-24 hr Rainfal/=5.80"
• Prepared by G.N.Richardson and Associates, Inc. Page 3
H~rdroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Pond 1 P: Stormwater Wetland Pond-2
Inflow Area = 10.710 ac, Inflow Depth > 3.29" for 10 yr-24 hr event
Inflow = 40.04 cfs @ 11.97 hrs, Volume= 2.933 of
Outflow = 10.14 cfs @ 12.54 hrs, Volume= 1.729 af, Atten= 75%, Lag= 34.5 min
Primary = 10.14 cfs @ 12.54 hrs, Volume= 1.729 of
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor--Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 155.61' @ 12.54 hrs Surf.Area= 29,482 sf Storage= 67,568 cf
Plug-Flow detention time= 154.3 min calculated for 1.723 of (59% of inflow)
Center-of-Mass det. time= 81.1 min (864.2 - 783.1 )
Volume Invert Avail.Storage Storag e Description
#1 153.00' 110,666 cf Custom Stage eta (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
_(feet) (sq-ft) (cubic-feet) (cubicfeet)
153.00 19,230 0 0
153.50 22,351 10,395 10,395
153.75 25,627 5,997 16,393
154.00 26,132 6,470 22,862
• 155.00
156.00 28,188
30,315 27,160
29,252 50,022
79,274
157.00 32,469 31,392 110,666
Device Routing Invert Outlet Devices
#1 Primary 153.00' 18.0" x80.0' long Prinicipal Riser Barrel
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 152.00' S= 0.0125 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 155.00' 24.0" Horiz Principal Riser Limited to weir flow C= 0.600
#3 Device 1 153.00' 3.0" Horiz. Dewatering Orifice Limited to weir flow C= 0.600
#4 Secondary 156.00' 15.0' long x 25.0' bn~dtfi Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=10.12 cfs @ 12.54 hrs HW=155.61' (Free Discharge)
t1=Prinicipal Riser Barrel (Passes 10.12 cfs of 11.60 cfs potential flow)
~2=Principal Riser (Weir Controls 9.74 cfs @ 2.5 fps)
3=Dewatering Orifice (Orifice Controls 0.38 cfs @ 7.8 fps)
Secondary OtrtFlow Max=0.00 cfs @ 5.00 hrs HW=153.00' (Free Discharge)
t-4=Emergency Spillway (Controls 0.00 cfs)
•

Wetland Pond 2 Type 11 24-hr 10 yr-24 hr .Rainfall=5.80"
• Prepared by G.N.Richardson and Associates, Inc. Page 4
HydroCAD® 7.10 s/n 001426 ©2005 HydroCAD Software Solutions LLC 7/22/2007
Pond 1 P: Stormwater Wetland Pond-2
H yd rog ra ph
4 04 cis Intlow
O
tfl

Lnfiow Area=10.710 ac ow
u
®Primary
Secondary
.:~~ Peak Elev=155.61'
a
.,~
:~;
Storage=67,568 cf
35
30
u 25
3
LL 20

15- 10.14 cis ,'

( 0.00 cfs
5 fi 7 8
•
9 10 11 1"2 13 14 15 1fi 17 18 19 20
Time (hours)

DWQ Project No.
• DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : 42 Ea s1- LLB
Contact Person: _~i_ L~~, nch Phone Number: 1915 ) 5 s3 - 3 i 8 ~-
For projects with multiple basins, cify which basin this worksheet applies to: t'on d ~ 2
Permanent Pool Elevation 153 ft. (elevation of the orifice invert out)
Temporary Pool Elevation I53 •6 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area f S 83 o sq. ft. (water surface area at permanent pool elevation)
Drainage Area io- 44 ac. (on-site and off-site drainage to the basin)
Impervious Area 4. Sq ac. (on-site and off-site drainage to the basin)
Forebay Surface Area ~ S 2b sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area ~~~ I sq. ft. (at permanent pool elevation approximately 35°~)*
Marsh 9"-18" Surface Area ~ s-Z I sq. ft. (at permanent pool elevation approximately 35°,6)*
Micro Pool Surface Area .? 9 6-~ sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume ~ x-00 ~ cu. ft. (volume detained on top of the permanent pool)
SAIDA used s.• 90 (surface area to drainage area ratio)*
Diameter of Orifice 2 in. (draw down orifice diameter)
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 mef, atfach an explanation of why. At a minimum, a complete stormwater management plan submittal indudes
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
Aaolicants Initials
+: ~ ~~- The temporary pool controls runoff from the 1 inch rain.
,k~s. The basin side slopes are no steeper than 3:1.
~,. A planting plan for the marsh areas with plant species and densities is provided.
r ~ ~ Vegetation above the permanent pool elevation is specified.
a-r~° An emergency drain is provided to drain the basin.
~ E~> The temporary pool draws down in 2 to 5 days.
-~'~~ Sediment storage is provided in the permanent pool.
? ~ .° A sediment disposal area is provided.
~~£ Access is provided for maintenance.
~:-~ ~. A site specific, signed and notarized operation and maintenance agreement is provided.
uRt. The drainage area (including any offsite area) is delineated on a site plan.
~: ~,: Access is provided for maintenance.
k~~ c Plan details for the wetland are provided.
r. ¢ Plan details for the inlet and outlet are provided.
>_ ~= A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http:/m2o.ehnr.state.nc.uslncwetlandsloandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
•

•

•
•
`~ Rickardson SmitL Gardser & Associates, Inc. SHEET: ~
JOB #: 42E-0(it
14 N. y an venue ef: 919-8 77 DATE: 620!07
Rale(gh, NC 27603 Fax [phone] BY: KBS
CHKD BY:
42 East, LLC
Wet DeteMlon Basin Anaiysls
DESIGN PERMANENT AND TEMPORARY WATER QUALITY PCrOLS•
Areas Draining Into Basin & % Impevbus:
Drainage Area
At. Sectlons 1 and J collected in storm water Pipe
5 Lots ad)acent to the Pond (direct runoff)
Butter area by b/lw Pond and lots
Pond Surface Area (Top of Bank)
Total =
Avg. % Impervaus =
Area
(acres) % Impervious
42.1 32
0.70 29
0.47 0 See Note
1.55 0
44.8 Acres
31
Required Surtace ArealDrelnatx Area Rados':
Permanent Pool Depth (ft)
3.0 4.0 5.0 6.0
Rata (%) 1.715
Source: NCDENR Sarmwater BMP Manual Table 3.31 (Piedmont)
Rogutred Surface Aron of Permanent Pool:
Permanent Pool Depth (ft)
3.0 4.0 5.0 6.0
Area (acres) 0.00 0.50 0.00 0.00
Area (fl') 0 21,764 0 0
Required Volume of Permanent and Temporary Water QuaNN Pools:
WaterWater Qual~R~ulremeMs - Runoff from Desgn RaiMall-Runoff from Desgn RaMtall:
Rv (irVin) = 0.32
Design Rainfall Qn) = 7.0
Required Volume (acre-feet) = 1.21
Required Water Quality Volume (fts} = 52,799
No.: Pond - 3
Based on 31 % Impervious
Area
Note: The live lots with direct runoff kfto the Pond total 0.93 acros, with 0.23 acres prevbusly accounted for M the storm webs pipe system.
The % im rebus area for each at rs based on The followin Informatan.
TOTAL IMPERVIOUS
IMPERVIOUS, NUMBER OF AREA OF THE TOTAL AREA
House Drive Sklewalk Path PER LOT LOTS 5 LOTS OF THE LOTS % IMPERVIOUS
1590 481.25 104.08 170 2345.33 5 11 727 40 670 29%
Conclusan: The calcuWted rcent of im rvaus area Is assumed to a I to the area of the 5 lots not usl considered in the Strom water n.
1~
u

•
SHEET: /
JOB #: 42E-0er1
DATE: 6/20/07
BY: KBS
CHKD BY:
155
751
753
752
C 157
150
749
748
747
146
Linear Reorcssion Constants: Llnsar Rsdrcsslon Constants:
KS = 38,767 Ks = 39,926
b = 1.15 b = 1.12
Storage =38767 z^1.15 Storage =38767 z^1.15
`CAUTION: CHECK INPUT FOR REGRESSION ANALYSIS!
•
11 17
u
Main Pond + Forcbay Volume
Contour Area Area IncremeMai Cumulative Sla in S In Z Zest
tt2 acres Volume tt3 Volume tt3 tt

147.25 32 766 0.75 0 0
147.75 40496 0.93 18 316 18 316 0.5 9.815502,975 -0.693147181 0.5
148 44871 1.03 10 671 28 986 0.75 1027458117 -0.287682072 0.75
150 50238 1.15 95 109 124 095 2.75 11.7288057 1.011600912 2.75
152 56011 1.29 106 249 230 344 4.75 12.34733075 1.558144618 4.75
154 61921 7.42 117 932 348 276 6.75 12.76075162 1.909542505 6.75
9tegeSteftw Arse Relafbnship
0 70.000 20,000 30.000 40,000 50.000 80.000
eurae4 X4144
Area Incr
Volume ~ om S~
Contour (sq.tt) .
(cubkfeet) ( )
tubk feet
143 13 070 0
146.75 20 908 63 709 63 709
147.25 23 762 11 168 74 878
Basin Design Elevatbns:
Elev. of Bottom oT Basin =
Elev. of Permanent Pool =
Deptfi of Permanent Pool =
Required Surface Area at Permanent Pool (tt2) _
Actual Surface Area at Permanent Pool (112)
Required Storage Volume of Permanent Pool (tt3) _
Storage Volume of Permanent Pool (tt3)
Permanent Pool Cleanout Volume (tt') _
Permanent Pool Cleanout Elevation =
Req'd. Storage Volume at Temp. Water Quality Pool (tt3) _
Min. Elev. of Temporary Water Quality Pool =
Selected Elev. of Temporary Water Quality Pool =
Of the permanent pool
755
154
153
152
? 151
150
149
1d8
147
146
0
a«4x41 al
Fere6sw V lume fe }14e fhe wMVaMinn M rrnnn,u,A .w.l
Area Ina. Volume AccumuWted Vol.
Contour (~. ~) (cubk feet) (S)
cubic feet
143 1961 0
146.75 6581 16 016 16 016
147.25 8361 3736 19 752
143.00
147.25
4.25 O.K
21,764 From Table Above Based on Depth of Permanent Pool
32,766 O.K
52,799 Equals Rat'd. WaterQualffy Volume
94,628 (Volume of main pond + foret3ay volume at Perranent Pool Etovatbn)
23,657 = 2tiY4 of Permanent Pool Storage Volume
143.7
147,427 Stonge Volumo of Permanent Pool + Raq'd. Volume of TemP• Water lilraflly Pool
1462
148.56 O.K

C]
SHEET: /
.IOB #: 42E-0fat
DATE: 6/20/07
BY: KBS
CHKD BY:
•
Oewaferlna of Temporm Water QualHV Pool:
Average Head (tt) = 0.7
Surface Area at Temporary Water Quality Pool (11z) = 57,326
Coet. of Contraction = 0.6
Min. Drevrdown Period (hrs) = 48
Max. Drawdown Period (hrs) = 120
Max Area of Dewatering Hole (flz) = 0.11 Based on Min. Detention Tlme
Max. Diameter of Dewatering Hole (in) = 4.5
Min. Area of Dewatering Hole (ttZ) = 0.04 Based on Max. Detentbn Tlme
Min. Diameter of Dewatering Hole (in) = 2.9
Seleched Diameter of Oawatering Hole(s) (in) = 3.0
Number of Dewatering Holes = 1
Actual Area of Devratering Hole(s) (ttZ) = 0.05
Actual Drawdown Period (hrs) = 109 O.K
Basin Drain Cakulatlons:
Average Head (tt) = 2.8
Surface Area at Temporary Water Quality Pool (ft~) = 57,326
Coef. of Contraction = 0.6
Desired Drewdovm Perod (hrs) = 24
Min. Area of Devrabsring Hole (tt2) = 0.46 Based on Max. DMeMbn Tlme
Min. Diameter of Devratering Hole (in) = 9.2
Selected Diameter of Dewatering Hole (in) = 10
Actual Area of Dev+atering Hole (tt1) = 0.55
Actual Drevidown Perad (hrs) = 20 O.K
Forobav Calculations:
Required Volume of Forebay(s) (Ra) = 18,926 . Z01G of storage volume of permanent pool
Contour Area Area Incremental CumulatNe Stage In S In Z Zest
(tt2) (acres) Volume (tt3) Volume (tt3) (ft)
143 1961 0.05 0 0
146.75 6581 0.15 16,016 16,016 3.75 9.681359111 1.32175584 3.75
147.25 8361 0.19 3,736 19,752 4.25 9.890997374 1.446918983 4.25
Lirrear Resrrosslon Constants:
Ks = 1,750 Storage =38767 z"1.15
b= 1,67
Elev. of Bottom of Forebay = 143.00
Top Elevation of Forebay = 147.25
Forebay Storage (tt3) = 19,752 O.K
Forebay Cleanout Yolume (tt3) = 9,876 = 50%of Forobay Storage Volume
Forebay Cleanout Elevation = 145.8
Basin 5haoe:
Length of Basin (tt) = 450 Measured M Permanent Pool Elevation
Width of Basin (ft) = 80 Meas<urod M POrmaneM Pool Elevation
Desired Length to Width Ratio (X:1) = 3
Actual Length to Width Rata (X:1) = 5.6 O.K.
•

•
SHEET: /
JOB #: 42E-Ofrt
DATE: 6/20/07
BY: KBS
Design RIseNBarrel Structures:
Riser Desgn:
outlets:
Type of Riser. Concrete- Circular
Riser Base Elevation = 143.00
Riser Top Elevation = 151.00
Riser HegM (tt) = 8.00
Outlet No. 1 (for Dewatering TWO Pod): Sfze: 3" Diem. Ore
Irnert Elevaton: 147.25
Outlet No. 3 (Principal Spillway): Size: ~' Dia.
Invert Elevation: 151.0
From Above - Dewatering of TW(i pool
May Vary For Muklple Hotes
Concrete Riser Wall Thickness (M) = 2.0
Riser Inside Diameter (tt) = 5.0
Approx Circ. Riser Interior Voume (tf) = 157
Approx. Circ. Concrete Riser Volume of Concrete (cp = 22
Barrel Design:
Type of Barrel: Concrete
Diameter (in) = 24
Inv. In Eevation = 143.3
Inv. Out Ekivation = 142.0
Length (tt) = 330.0
Slope (it/R) = 0.004
Concrete Base:
Required Volume of Concrete (tt') = 122.6
Length (tt) = 7.0
Thickness (tt) = 3.0
Actual Volume of Concrete (tt~ = 147.0 O.K
Arrtl6eeoaoe Collar Caloulatlons: fAkematlveN - Deslen Faker Dlaohraaml
Slope of Upstream Embankment(zH:1V) = 3
Slope of Outlet Pipe (tt/tt) = 0.004
Ls (tt} = 57
Number of Collars: 2
Length of Each Collar (ft) = 5.5 From Design Chart Baaad on l.s and No. of Collad
Width of Each Collar (rt) = 5.5 From Design Chart Based on Ls and No. of Collura
Cellar Projection, P (tt) = 1.75
:Ingot Subsequent Antl-Seen Collars rttl = ~5 . Sao
•

~ ~o~ o ~

1-inch Water Quality Volume
RloherdsonSmhhGardrrer&Asaociates SHEEP:
.wB t ate-DS-t
uATE: 6I81'1D07
Lz easr BY: G. Mis
~~~, rotor Ro,n,,,n_~, 1' !Hour Storm -Water Quality Volume ~+~ sv:
Plssr Data:
Prer;ded Surface Ares dlhe Pemrants Poal 21,7N square feet OK, Sreface Area ° grealertnan ~'
Requked Water Overly Vatums (03) - 52,7!! attic test
Calutate Pond 9Gge at the Requisd Water Olsaily Vokane
1. Assume tlro storage Oeadbn is a P~ ft equatfan where s : K. 2"
where S = gpape (ttj) and Z =stage (1t)
ra Voinres > 124,095 CF for Volumes < 124,095 CF
ICs • 18 788.7 Ks = 39 928A
b- 1.148 b- 1.122
gape. 1.3 Bover permanent elevation
Calatate Drawdown time 2 ~„ . 2880 mutes
Caldtrte drawdoat 60 mute ktervats 5 deYS - 7200 mutes
Bair snaps Data: assumes storage SaKtion k a powu R equation w4rere S = K Ib
far Voiarres > 124,085 CF for Voimes < 124,095 CF
Ks = 38 768.709 Ks = 39 928.370
b• 7.149 b- 1.122
Zo (Ole 147.25 (Pennants Pts water ebva0orr)
Z iitiaW 14715 (user igRxpoal surface rt the shR d the storm)
Rises Data:
• d Risers • 7
Diameter dRiser - 60 Caxdras)
C„ - 3.3 (weir c0el8rits) Ca - 0.8 (8 riser uts as an arirce)
2geY1- 151 (Prirdpal spBaray ebva0on)
Basel Dda:
/ d Barrels • 1
Diameter d Bartel • 24 (~)
Z krsert - 143 (barrel krvert)
e, - 0.8 (6sclnrpe eoef8dts)
9' CWice data:
idOrilkes- 1
Diameter d Orlflee = 3 (kKhes)
Z inert = 147 (iabrt elms Dewaterip OdBce)
C, - 0.8 (dicharye coeMrcits)
~gsn<Yt~eay
b,ge~ 10
FJeVatlan 152.9
PEAT( ROW VALUES
Peak gaps a 148.58 fed
Peak OrAflowa 0.3 efs
(INCLUDES DEWA7ERHtG ORIFCE)
PRPM.IPAL DEIVATEREIQ
SPLLWAY C4tF1CE A~ygpY
A!D OUTFLOW 17117PLOW EMEItfiE11CY
T1kE TOTAL BffLOYV STORAGE STAGE TOTAL POM DEWAT~04f SPLLWAY
(m'ar- SVBTEM (afs) (cLL R) (~) OUTFLOYY (ds) ORFICE (ird w! PtiMpal DEVICE WliFt.oW (ats)
ou7FLOw pPa'"ay) Ids)
(ds) (~)
88.88 0.0 52,799 148.53 0.3 0.3 0.3
0
3 0.0
0
0 0.0
0.0
120 ~ p p 57,790 149.53 0.3
7
0 0.3
0
3 .
0.3 .
0.0 0.0
190.00 0.0 50,782
781
49 148.57
748.49 .
0.3 .
0.3 0.7 0.0 0.0
240.00 0.0
0
0 .
789
48 148.47 0.3 0.3 0.3 0.0 0.0
300,Op
380
00 .
0.0 .
47,803 148.45 0.3 0.3 0.3 0.0
0
0 0.0
0
0
.
428 00 0 0 48 828 148.42 0.3
0
3 0.3
0
3 0.3
0.3 .
0.0 .
0.0
490.00 p,0 45.857
44
998 118.40
118.38 .
0.3 .
0.3 0.3 0.0 0.0
5gp,pp
800
00 0.0
0.0 ,
d3,944 118.38 0.3 0.3 0.3 0.0
0
0 0.0
0
0
.
880.00 0.0 42,999 148.34 0.3
0
3 0.3
3
0 0.3
0.9 .
0.0 .
0.0
72(1.00 0.0 42,082 149.32
30
148 .
3
0 .
0.3 0.3 0.0 0.0
788.00 0.0
0
0 47,134
213
40 .
748.28 .
0.3 0.3 0.3 0.0 0.0
840.00
00
900 .
0.0 ,
39,301 14828 0.3 0.3 0.3 0.0
0
0 0.0
D
0
,
960.00 0.0 38.397 148.24 0.2
2
0 0.2
0
2 0.2
0.2 .
0.0 .
0.0
1.020.00 0.0 37.501 148.22
14820 .
2
0 .
02 0.2 0.0 0.0
1.080.00 0.0
0 38.817
733
35 148.18 .
0.2 0.2 0.2 0.0 0.0
1,140.00
1
200
D0 0.
0.0 ,
34.982 148.78 02 0.2 0.2 0.0
0
0 0.0
0
0
,
.
7,260.00 0.0 33.999 148.14 01
2
0 0.2
0
2 0.2
0.2 .
0.0 .
0.0
7,320.00 0.0 33,144 148.12
148
10 .
0
2 .
0.2 01 0.0 0.0
1.380.00 0.0
0
0 32,298
460
31 .
148.08 .
0.2 0.2 0.2 0.0 0.0
1,440.00 .
0
0 ,
830
30 148.06 0.2 0.2 0.2 0.0 0.0
7,500.00
580
00
1 .
0.0 ,
29.808 148.04 0.2 0.2 0.2 0.0
0
0 0.0
0
0
.
.
7,820.00 0.0 28,998 148.02 0.2
0
2 0.2
0
2 0.2
0.2 .
0.0 .
0.0
1,680.00 0.0 28,791 149.00 .
0
2 .
0
2 0.2 D.0 0.0
1.740.00 0.0 27.395 147.98 .
0
2 .
0
2 0.2 0.0 0.0
1.800.00 0.0 28,608 747.98 .
0
2 .
0
2 01 0.0 0.0
1,860.00 0.0 25,829 747.95 .
0
2 .
02 0.2 0.0 0.0
1.9211.00 0.0 25.058 147.93 .
0
2 0
2 01 0.0 0.0
1,980.00 0.0 7A,298 147.91
147
89 .
0
2 .
0.2 0.2 0.0 0.0
2,040.00 0.0 23,543 .
747
87 .
02 0.2 0.2 0.0 0.0
2,700.00 0.0 22,798
089
22 .
147.86 0.2 0.2 0.2 0.0 0.0
2.180.00 0.0
0
0 ,
336
21 747.84 0.2 0.2 0.2 0.0 0.0
2.220.00
2,280.00 .
0.0 ,
20,817 id7.82 0.2 0.2 0.2 0.0 0.0
Pond-Ra4irg (Basio-3).reV 20070722 FINAL.ds 1-(nch Water OwR7r VoWme
Richardson Swath Gardror & Assopates

1-Inch Water Quality Volume
PR84CIPAL DEwaTH1HG
SWIWAY
ORFILE AUXLJ.ARY
TBIE TOTAL BELOW STORAGE STAGE TOTAL POMD Af0 041TFLOW ~~ E7~GE11CY
(mnl SYSTEM (crs) (cu. R.) (tLl o1r7FLOW (crsl Ina. w Princpr GEV¢E ~~)
a1frFLOw Sa~+YI 1~1
Icfsl (crs)
2,340.00 0.0 19,908 147.80 0.2 0.2 0.2 0.0 0.0
2,400.00 0.0 18,2117 id7.79 D.2 0.2 02 0.0 0.0
2,480.00 0.0 18.515 id7.77 0.2 0.2 0.2 0.0 0.0
2,52[1.00 0.0 17,832 147.75 0.2 0.2 0.2 0.0 0.0
2,580.00 0.0 17,158 147.74 0.2 0.2 0.2 0.0 0.0
z,6w.ao o.D 16,492 1a7.7z D.z o.z o.2 o.D o.D
2,700.00 0.0 15,836 747.70 0.2 0.2 01 0.0 O.D
2,780.00 0.0 15,189 147.89 0.2 0.2 0.2 0.0 0.0
2,820.00 0.0 14,SSi id7.87 0.2 02 0.2 0.0 0.0
2,880.00 0.0 13,922 1d7.86 02 0.2 0.2 0.0 0.0
2,940.00 0.0 13,302 147.61 0.2 0.2 0.2 0.0 0.0
3,000.00 0.0 12,882 147.63 0.2 02 02 0.0 0.0
3,080.00 0.0 12,090 147.87 0.2 0.2 0.2 0.0 0.0
3,120.00 0.0 11,498 147.59 0.2 0.2 0.2 0.0 0.0
3,180.00 0.0 10,976 147.58 01 D.2 01 0.0 0.0
3,240.00 0.0 10,347 147.56 0.2 0.2 0.2 0.0 0.0
3,300.00 0.0 9,779 147.55 0.2 0.2 0.2 0.0 0.0
3,380.00 0.0 9,225 747.54 0.2 0.2 0.2 0.0 0.0
3,420.00 0.0 8.880 id7.52 0.1 0.1 0.1 0.0 0.0
3,480.00 0.0 8,116 147.51 0.1 0.1 0.1 0.0 0.0
3,540.00 0.0 7,621 147.49 0.1 0.7 0.1 0.0 0.0
3,800.00 0.0 7,327 147.48 0.1 0.1 0.1 0.0 0.0
3,880.00 0.0 7,052 147.47 0.1 0.1 0.1 0.0 0.0
3,720.00 0.0 6,788 147.46 0.7 0.1 0.1 0.0 0.0
7,780.00 0.0 6,535 147A6 0.7 0.1 0.1 0.0 0.0
3,840.00 0.0 8,295 147.45 0.1 0.1 0.1 0.0 0.0
3,900.00 0.0 6,085 147.44 0.1 0.1 0.1 0.0 0.0
3,880.00 0.0 5,847 147.44 0.1 0.1 0.1 0.0 0.0
4,020.00 0.0 5,839 147.43 0.1 0.1 0.1 0.0 0.0
4,080.00 0.0 5,442 147.42 0.1 0.7 0.1 0.0 0.0
4,140.00 0.0 5,255 147.42 0.05 0.05 0.05 0.0 0.0
4,200.00 0.0 5,078 747.41 0.05 0.05 0.05 0.0 0.0
4,280.00 0.0 4,907 147.41 0.04 0.04 0.04 0.0 0.0
4,320.00 0.0 4.748 147.40 0.04 0.01 0.04 0.0 0.0
a,3eo.oo o.o a,s97 1a7.4o 0.04 o.a 0.04 0.0 0.0
4,440.00 0.0 4,447 147.40 0.04 0.04 0.04 0.0 0.0
4,500.00 0.0 d,JOB 147.39 0.04 0.01 0.04 0.0 0.0
4,580.00 0.0 4,177 747.39 0.03 0.03 0.03 0.0 0.0
4,820.00 0.0 4,052 147.38 0.03 0.0.7 0.03 0.0 0.0
4,BBb.00 0.0 3,932 147.38 0.03 0.03 0.07 0.0 0.0
4,740.00 0.0 3,Bi8 147.38 0.03 0.07 0.07 0.0 0.0
4,800.00 0.0 3,708 147.37 0.03 0.03 0.01 0.0 0.0
4,880.00 0.0 7,805 147.37 0.03 0.03 0.03 0.0 0.0
4,920.00 0.0 7,508 147.37 0.03 0.03 0.03 0.0 0.0
4,980.00 0.0 3,417 1d7.36 0.03 0.01 0.03 0.0 0.0
5,040.00 0.0 3,321 747.38 0.02 0.02 0.02 0.0 0.0
5,700.00 0.0 7,234 147.38 0.02 0.02 0.02 0.0 0.0
5,180.00 0.0 3,751 147.38 0.02 0.02 0.02 0.0 0.0
5,220.00 0.0 3,071 747.35 0.02 0.02 0.02 0.0 0.0
5,2&1.00 0.0 2,995 147.35 0.02 0.02 0.02 0.0 0.0
5,340.00 0.0 2,922 147.35 0.02 0.02 0.02 0.0 0.0
s,aoD.ao o.o z,esz 147.35 o.oz o.D2 o.oz o.o D.o
s.aeo.ao o.o z,764 1a7.3s o.oz o.az o.02 0.0 0.0
5,520.00 0.0 2,779 747.34 0.02 0.02 0.02 0.0 0.0
5,580.00 0.0 2,857 147.34 0.02 0.02 0.02 0.0 0.0
5,840.00 0.0 2,597 147.34 0.02 0.02 0.02 0.0 0.0
5,700.00 0.0 2,540 147.34 0.02 0.02 0.02 0.0 0.0
5,780.00 0.0 2,d&t 147.34 0.01 0.01 0.01 0.0 0.0
5,820.00 0.0 2,471 147.33 0.01 0.01 0.01 0.0 0.0
5,880.00 0.0 2,379 747.33 0.01 0.01 0.01 0.0 0.0
5,940.00 0.0 2,330 147.33 0.01 0.07 0.01 0.0 0.0
8,000.00 0.0 2,282 147.33 0.01 0.07 0.07 0.0 0.0
8,060.00 0.0 2,235 747.13 0.01 0.01 0.01 0.0 0.0
e,12o.00 0.0 2,1at ta7.37 D.o1 o.m o.01 0.o a.o
Baeo.oo D.o 2,1a7 1az33 0.01 o.D7 0.01 0.0 0.0
6.2ao.oo o.0 2,106 taz32 0.01 0.01 0.01 0.0 0.0
6,7oo.ao o.0 2,o6s 1a7az o.Dt o.a1 0.01 0.0 0.0
8,380.00 0.0 2,028 147.32 0.01 0.01 0.01 0.0 0.0
B,d20.00 0.0 1,989 147.32 0.07 0.01 0.07 0.0 0.0
6,480.00 0.0 1.952 147.32 0.01 0.01 0.01 0.0 0.0
8,540.00 0.0 1,916 147.12 0.01 0.01 0.01 0.0 0.0
8,800.00 0.0 1,882 147.32 0.01 0.01 0.01 0.0 D.0
8,880.00 0.0 1,849 147.72 0.01 0.01 0.01 0.0 0.0
8.7211.00 0.0 1,817 147.31 0.01 0.01 0.01 0.0 0.0
6,7eo.oo D.D 1,785 1a7a7 o.m o.01 0.01 0.0 0.0
8,840.00 0.0 7,755 747.37 0.01 0.01 0.01 0.0 0.0
8.900.00 0.0 1,725 147.31 0.01 0.01 O.Ot 0.0 0.0
8,980.00 0.0 1,897 747.31 0.01 0.01 0.01 0.0 0.0
7,020.00 0.0 1,889 147.31 0.01 0.01 0.01 0.0 0.0
7,080.00 0.0 1,6d2 idT.31 0.01 0.01 0.01 0.0 0.0
7,140.00 0.0 1,815 747.71 0.01 0.01 0.01 0.0 0.0
7,200.00 0.0 1,590 147.71 0.01 0.01 0.01 0.0 0.0
7,280.00 0.0 1,565 147.71 0.01 0.01 0.01 0.0 0.0

Ridwtdson SmBh Garbler 8 Assoaates Pon6Roulip (8asin1).rev 20070722 FO4AL.bs tirch Water Quafdy Vahme

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Routing-1 yr
Richardson Smitlt Gardner b Associa6es
42 FART
war neTenrlort Pow aourrrc - Pare a
Flow Deta:
Find Peak Inflow, Qo=CIA
C~
Tc=
A=
~_
Find Time to Peak, TP = (Q `Ay(1.39`Qp
Q =(P-0.2S~/(P+0.85)&S=(1000/CN)-1(
CN=
P=
S=
O•.
Tp =
dT =
Basin Shape Data:
SHEET:
JOB #
DATE:
BY:
1-Year - 24 Hour Storm CHKD BY:

SYSTEM A
SYSTEM I DIRECT
RAINFALL INTO
POND AREA
{Based on Kirk Ri h rs cal RSG Calc

0.64 0.72 0.76
3.1 2 5.04
17.7 35 5
9.20 32.89 2.70
18.3 47.4 10.3

71 72 72
32 32 32 i
4.08 3.89 3.89
0.88 0.93 0.93 i
19.3 28.1 10.6 i
3 3 3i
42 E-06-1
7/122007
KBS
-> Composite Ruratt Coelflcerd (AttaehemeM 3 -calculated by Kirk Righimyer)
n4r-> Rakdatl intensFly a 1-Yr Storm for regrired time a cocerrtration (Attaehment 1)
rin-> Time a Concentration (Attchrnerrt 2- ealculated M Kirk Rightmyer)
roes-> Figuro 2
ds
-> composite cove nuriber (assumed based on Runoff coefficerrt calculated by Kirk Righimyer)
r -> Rahdal a 1-Yr Storm for required time a cecentratian (Attachment 1)
xiiess
rn.
un. (User hput- time ir10ervel)
e55unle5 storage function is a power fit equation whero S = iCs Z°
far Vokmres > 124,095 CF for Vokarres < 124,095 CF
Ks = 38 766.709 Ks = 39 926.370
b- 1.148 b= 1.122
Zo (flp 14725 (permanent pod water elevatlon)
Z iritiak 147.25 (user Irputxpoa surface at tl,e start a the storm)
Ri:ar Data:
# a Risers = 1
Diameter a Riser = 60 (inches)
C„ = 3.3 (wdr coeffiderrt) Ca = 0.6 (H riser acts aS an orifice)
Zcrest= 151 (Prindpalspitlwayelavetion)
Barrel Deta:
# a Barrels = 1
Diameter a Barret = 24 (inches)
Z irwert = 143 (bemel irnrert)
Ca= 0.6 (disdrergecoetfidetrt)
ffi' Orfice data:
>F a orifices = 1
Diameter a orifice = 3 (Nrdies)
Z invert = 147.25 (invert a the Dewatering Orifice)
Ca= 0.6 (dsdmrgecroet8dent)
Emergenyr Spillway
balsa widlh~
t3evatlon 152.9
FLOW CONCLUSIONS
Peak Outflow Summery
Prindpel Spitlway 0.4 cis (outlets to High Fbw Bypass StnrcUre, then max 2 CFS to level spreader, and Max. 10 CFS to Pretamred Scar Hole)
Flnergency SplMray 0.0 cis
Peals Singe = 150.44 feet
PRINCIPAL DEWATERING
SPILLWAY ORMICE
DN2ECT INFLOW FROM INFLOW FROM
TIME TOTAL FLOW STORAGE AND
STAGE TOTAL POND OUTFLOW EMERGENCY
INFLOW SYSTEM A SYSTEM I
(min)
SYSTEM (cfs) (cu. h) DEWS
(it) OUTFLOW (cfs) (i
oN
. wl SPILLWAY
(~) (~) (~) rt
P
~
pal OUTFLOW (cfs)
OUTFLOW Spillway)
(~) (ds)

3.00
1.9 ~.~
1.1 ~.~
1.3
4.3
0
147.25
0.0
0.0 -
0.0
0.0
6.00 6.3 4.0 5.1 15.4 777 147.28 0.0 0.0 0.0 0.0
9.00 9.8 8.2 11.0 29.0 3,554 147.37 0.0 0.0 0.0 0.0
12.00 9.9 12.6 18.3 40.7 8,767 147.51 0.1 0.1 0.1 0.0
15.00 7.1 16.1 262 49.4 16,075 147.69 02 0.2 0.2 0.0
18.00 4.9 18.1 33.8 56.8 24,937 147.91 0.2 02 0.2 0.0
21.00 3.4 17.9 40.3 61.6 35,116 148.14 0.2 0.2 02 0.0
24.00 2.3 15.7 44S 62.9 46,154 148.39 0.3 0.3 0.3 0.0
27.00 1.6 12.8 47.2 61.6 57,433 148.63 0.3 0.3 0.3 0.0
30.00 1.1 10.5 46.8 58.4 68.470 148.87 0.3 0.3 0.3 0.0
33.00 0.8 8.5 43.9 53.2 78,928 149.09 0.3 0.3 0.3 0.0
36.00 0.5 7.0 38.9 46.4 88,446 149.28 D.3 0.3 0.3 D.0
39.00 0.4 5.7 33.8 39.9 96,733 149.45 0.4 0.4 0.4 0.0
2.00 0.3 4.7 29.4 34.4 103,850 149.59 0.4 0.4 0.4 0.0
5.00 02 3.8 25.6 29.6 109,967 149.72 0.4 0.4 0.4 0.0
48.00 0.1 3.1 22.3 25.5 115,228 149.82 0.4 0.4 0.4 0.0
51.00 0.1 2.5 19.4 22.0 119,755 149.91 0.4 0.4 0.4 0.0
54.00 0.1 2.1 16.9 19.0 123,651 149.99 0.4 0.4 0.4 0.0
Rictmrdson Smith c3ardrrer b Associates PorW-RaNmg (Basin-3).rev ZD070722 FINAL.bs Rou6ngl yr

Routing-1 yr
PRINCIPAL DEWATERING
SPILLWAY ORWCE
D82ECT INFLOW FROM
TIME INFLOW FROM
TOTAL FLOW STORAGE AND
STAGE TOTAL POND OUTFLOW EMERGENCY
INFLOW SYSTEM A
(min) SYSTEM I
SYSTEM (cfs) (eu.1L) DEWATERIN
(ft.) OUTFLOW (cfa) (incl. wf SPILLWAY
(~) (tea) (tea) G ORIFICE Principal OUTFLOW (cfs)
OUTFLOW Spillway)
(~) (~)
57.00 0.0 L7 14.7 16.4 127,005 150.06 0.4 0.4 0.4 0.0
60.00 0.0 1.4 12.8 14.2 129,892 150.12 0.4 0.4 0.4 0.0
63.00 0.0 1.1 11.1 12.3 132,377 150.17 0.4 0.4 0.4 O.D
66.00 0.0 0.9 9.7 10.6 134,516 150.21 0.4 D.4 0.4 0.0
69.00 0.0 D.8 8.4 9.2 136,355 150.24 0.4 0.4 0.4 0.0
72.00 0.0 0.6 7.3 8.0 137,937 150.27 0.4 0.4 0.4 0.0
75.00 0.0 0.5 6.4 6.9 139,297 150.30 0.4 0.4 0.4 0.0
78.00 0.0 0.4 5.6 6.0 140,464 150.32 0.4 0.4 0.4 0.0
81.00 0.0 0.3 4.8 5.2 141,465 150.34 0.4 0.4 0.4 0.0
64.00 0.0 0.3 4.2 4.5 142,321 150.36 0.4 0.4 0.4 0.0
87.00 0.0 02 3.7 3.9 143,054 150.37 0.4 0.4 0.4 0.0
90.00 0.0 0.2 3.2 3.4 143,679 150.38 0.4 0.4 0.4 0.0
93.00 0.0 0.1 2.8 2.9 144.210 150.39 0.4 0.4 0.4 0.0
96.00 0.0 0.1 2.4 2.5 144,661 150.40 0.4 0.4 0.4 O.D
99.00 0.0 0.1 2.1 2.2 145,042 150.41 0.4 0.4 0.4 0.0
102.00 0.0 0.1 1.8 1.9 145,362 150.41 0.4 0.4 0.4 0.0
105.00 0.0 0.1 1.6 1.7 145,630 150.42 0.4 0.4 0.4 0.0
108.00 0.0 0.1 1.4 1.4 145,852 150.42 0.4 0.4 0.4 0.0
111.00 0.0 0.0 1.2 1.3 146,035 150.43 0.4 0.4 0.4 0.0
114.00 0.0 0.0 1.1 1.1 146.183 150.43 0.4 0.4 0.4 0.0
117.00 0.0 0.0 D.9 0.9 146,302 150.43 0.4 0.4 0.4 0.0
120.00 0.0 0.0 0.8 0.8 146,395 150.43 0.4 0.4 0.4 0.0
123.00 0.0 D.D 0.7 0.7 146,466 150.43 0.4 0.4 0.4 0.0
126.00 0.0 0.0 D.6 0.6 146,517 150.44 0.4 0.4 0.4 0.0
129.00 0.0 0.0 0.5 0.5 146,551 150.44 0.4 0.4 0.4 0.0
132.00 0.0 0.0 0.5 0.5 146,571 150.44 0.4 0.4 0.4 0.0
135.00 0.0 0.0 0.4 0.4 146.578 150.44 0.4 0.4 0.4 0.0
138.00 0.0 0.0 0.3 0.4 146,574 150.44 0.4 0.4 0.4 0.0
141.00 0.0 D.0 0.3 0.3 146,561 150.44 0.4 0.4 0.4 0.0
144.00 0.0 0.0 0.3 0.3 146,539 150.44 0.4 0.4 0.4 0.0
147.00 0.0 0.0 0.2 0.2 146,509 150.43 0.4 0.4 0.4 0.0
150.00 0.0 0.0 0.2 0.2 146,474 150.43 0.4 0.4 0.4 0.0
153.00 0.0 0.0 0.2 0.2 146,433 150.43 0.4 0.4 0.4 0.0
156.00 0.0 0.0 0.2 0.2 146,387 150.43 0.4 0.4 0.4 0.0
159.00 0.0 0.0 0.1 0.1 146,338 150.43 0.4 0.4 0.4 0.0
162.00 0.0 0.0 0.1 0.1 146,284 150.43 0.4 0.4 0.4 0.0
165.00 D.0 0.0 0.1 0.1 146,228 150.43 0.4 0.4 0.4 0.0
168.00 O.D 0.0 0.1 0.1 146,169 150.43 0.4 0.4 0.4 0.0
171.00 0.0 0.0 0.1 0.1 146,107 150.43 0.4 0.4 0.4 0.0
174.00 0.0 0.0 0.1 0.1 146,044 150.43 0.4 0.4 0.4 0.0
177.00 0.0 0.0 0.1 0.1 145,978 150.42 0.4 0.4 0.4 0.0
180.00 0.0 0.0 0.0 0.1 145,912 150.42 0.4 0.4 0.4 0.0
183.00 0.0 0.0 0.0 0.0 145,843 150.42 0.4 0.4 0.4 0.0
186.00 0.0 0.0 0.0 0.0 145,774 150.42 0.4 0.4 0.4 0.0
189.00 0.0 0.0 0.0 0.0 145,704 150.42 0.4 0.4 0.4 0.0
192.00 0.0 0.0 0.0 0.0 145,632 150.42 0.4 0.4 0.4 0.0
195.00 0.0 0.0 0.0 0.0 145,561 150.42 0.4 0.4 0.4 0.0
198.00 0.0 0.0 0.0 0.0 145,488 150.42 0.4 0.4 0.4 0.0
201.OD 0.0 0.0 0.0 0.0 145,415 150.41 0.4 D.4 0.4 0.0
2D4.00 0.0 0.0 0.0 0.0 145.341 150.41 0.4 0.4 0.4 0.0
207.00 0.0 D.0 0.0 0.0 145,26% 150.41 0.4 0.4 0.4 0.0
210.00 0.0 0.0 0.0 D.0 145,192 150.41 0.4 0.4 0.4 D.0
213.00 0.0 D.0 0.0 0.0 145,118 150.41 0.4 0.4 0.4 0.0
216.00 O.D D.0 0.0 0.0 145,D43 150.41 0.4 0.4 0.4 0.0
219.00 0.0 0.0 0.0 0.0 144.967 150.41 0:4 0.4 0.4 0.0
222.00 0.0 0.0 0.0 0.0 144,892 150.40 0.4 0.4 0.4 0.0
225.00 0.0 0.0 0.0 0.0 144,816 160.40 0.4 0.4 0.4 0.0

Richardson Srmtlt Oardnar & Associalas Pond-Routing (Basin3).raV 20070722 FINAL.bs Roubrg-1 yr

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• Richardson Smffh Gardner 8. Associates
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42 eATr
1aHr061Btr10N row ROUr#ro-POw~ 10. Year-?d Hour Storm
Flow Daea:
Find Paak YtRow, 4 =CIA
C
Tc
A~
~'
Find Tone to Peek, Tr = (a•Ay(1.39"Gp
q = (Pa.zs~ryP+otrs) a s =11o11tucN) -11
CN=
P=
S=
O•=
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di=
SYSTEIR A SYSTEM I OKtECT RANFALL
INTO POND AREA
(Basal at Kirk Riphtmyefs ealcl (RSG Calc)

0.84 0.72 0.76
S_4 4 7.22
13.4 24.8 5
9.zo 3z.69 2.70
31.8 84.7 14.8

71 72 72
5.8 5.8 5.8
4.08 3.80 3.88
2.74 2.83 2.83 '~
34.5 42.8 22.5 i
3 3 3i
SHEET:
JOB #:
GATE:
BV:
cHKD Bv:
-> Camposhe Rugg Coelllcert IAltaehantaa 3 - caluNted Fay Kirk Ri~ta0yarl
t4r-> RainfaN Intensity of 16Yr Starm M spired tlme d cocentration (AltadanaK 11
irf--> Time of CancenhaGon (At[Nnamt 2- ealeWted by Kirk Riphtnryar)
,acs -> Fiyurs 2
fs
a2 E-OB-1
7/12/2007
KBS
-> canposke curve number (assumed based on Rrrtolf coNRcatt cdcrletsd by Kirk Riplturyar-
t -> RaiMai 0110-Yr Storm for replired tlme al xcentra8on (Allaclartartt 1)
Kites
in.
in. (User Irpul - 5me trRerval)
Bash Shape Dale:
assumes sforaye funotlon is a power tit epattlon v4tere S = K ~
for Voharies > 124,095 CF for Volwnes < 124,085 CF
Ks = 38 788.708 Ks = 39 .370
b = 1.148 b = 1.122
Zo (A1= 147.b (permanent pool water ekvatlan)
Z bitlaK 147. (user iryat)(pod surtax at the stad ofthe storm)
Riser Data:
# of Risers - 1
Diameter of Riser = 80 (ktdxs)
C. = 3.3 (wNr coelyderi) Ca = 0.8 (K riser ads as an oriflx)
Zrxest = 151 (Principal eWrwaY eleva0on)
Barrel Data:
# of Barrels = 1
Diameter of BarrN = 24 ((odes)
Z Irrverl = 143 (barrel imrcrt)
Ca = 0.8 (dfaderpe coefideM)
9"Orifice data:
# of Orifices = 1
Diameter of OriM1ce = 3 (irtehss)
Z invert = 147.25 Qrwert of the Dewaterhg Orilix)
Ca ° 0.8 (6sdurpe coel6deri)
Emeryertcy ~raY
base widA~
Ekvatlon 152.9
FLOW CONCLU910145
Peak Outflow Sunanery
Principal ~"+Y 45.2 cis
E~r9errcY SPIFwaY 1.4 cis
Peak gape = 152.85 feet
PRNCIPAL OEWATERMG
MIFLOW FROM RIFLOW FROM SPILLWAY Alm ORRICE OUTFLOW EtAEROENCY
THE DIRECT lJFLOW TOTAL FLOW STORAGE STA7,`E TOTAL POND OEWATERRq (incl. M PrirleiPi SPILLWAY
(~) 1~1 SYSTEM A SYSTBA 1 awsral I~sl (cu R.) (IL) OUTFLOW (efs)
(~) (~) ORIFICE OUTFLOW SP1Rr'rr6r) OUTFLOW (cis)
feral 1~1
o.oo a D.o o.o D.D 0 1a/.rte u.~ -
3.00 0.6 0.6 1.1 2.4 0 147.25 0.0 0.0 0.0 0.0
8.00 2.5 2.3 4.5 9.3 428 147.27 0.0 0.0 0.0 0.0
9.00 5.1 5.0 10.0 20.2 2,102 147.32 0.0 0.0 0.0 0.0
12.00 8.2 8.8 17.2 34.0 5,728 147.43 0.1 0.1 0.1 0.0
15.00 11.1 12.7 25.9 48.6 11,845 147.59 0.2 0.2 0.2 0.0
18.00 13.4 17.0 35.7 86.1 211,773 147.81 0.2 02 0.2 0.0
21.00 14.7 21.2 48.0 81.8 32,838 148.09 0.2 0.2 0.2 0.0
24.00 14.8 25.1 56.4 98.1 47,339 148.41 0.3 0.3 0.3 0.0
27.00 13.4 28.2 86.3 107.9 84,590 148.79 0.3 0.3 0.3 0.0
30.00 11.3 30.5 75.4 117.2 83,984 149.19 0.3 0.3 0.3 0.0
33.00 9.5 31.6 83.0 124.2 104,882 14(1.82 0.4 0.4 0.4 0.0
36.00 8.0 31.6 89.0 128.6 127,278 150.07 0.4 0.4 0.4 0.0
38.00 8.7 30.5 92.8 1311.1 150,358 150.51 0.4 0.4 0.4 0.0
42.00 5.7 28.2 94.8 129.5 173,699 150.84 0.5 0.5 0.5 0.0
45.00 4.7 25.3 84.1 124.1 198,748 151.37 11.11 11.8 0.5 0.0
48.00 4.0 ZZ.6 91.3 117.9 217,014 151.73 32.7 32.7 0.5 0.0
51.00 3.4 20.2 86.3 108.9 232,352 152.01 42.7 42.7 0.5 0.0
54.00 2.8 18.0 78.7 100.5 244,437 152.22 43.3 43.3 0.5 0.0
57.00 2.4 16.1 72.7 81.2 254,732 152.41 43.8 43.8 0.5 0.0
160.00 2.0 14.4 88.4 82.7 283.283 152.56 44.2 44.2 0.8 0.0
83,00 1.7 12.8 60.6 75.1 7/0,205 152.88 44.5 44.5 0.8 0.0
66.00 1.4 11.5 55.3 68.2 275,717 152.78 44.7 44.7 0.8 0.0
89.00 1.2 10.2 50.5 81.8 278,838 152.85 44.9 44.9 0.8 0.0
72.00 1.0 8.1 48.1 582 282.997 152.80 45.1 45.1 0.6 0.0
Ridurdsan SmYh Grader 8 Associates Pond-ROUthtB (Basirf3).rev 20070722 FINRL.sIs Routingl0 yr

Routing-10 yT
.]

TIME
1~1

DIRECT MFLOW
(~)
NFLOW FROM

SYb'TEM A
(~)
MFIOW FROM

SYSTHII
(mss)

TOTAL FLOW
SYSTEM (tfs)

STORAGE
1u+~ h)

STAGE
(h) PRNCIPAL
91MLLWAY AND
TDTAL POND
OUTFLOW (ctsl OEWATERN6
ORIFICE OUTFLOW
1~1 DEWATERNG
ORInCE OUTFLOW

(nd N Primed
Spiway)
1~1
EYERGBICY

SPILLWAY
OUTFLOW (cfs)
75.00 0.8 81 42.1 51.1 285,008 152.94 48.0 45.1 0.8 0.8
78.00 0.7 7.3 38.4 46.4 285,826 152.95 46.8 451 0.6 1.4
81.00 0.8 6.5 35.1 42.2 285,891 152.95 48.8 451 0.8 1.4
84.00 0.5 5.8 32.0 38.3 285,098 152.94 48.0 45.2 0.6 0.9
87.00 0.4 5.2 292 34.8 283,771 152.91 45.3 45.1 0.6 01
90.00 0.4 4.8 28.7 31.7 281,828 152.88 45.0 45.0 0.8 0.0
93.00 0.3 4.1 24.4 28.8 279,426 152.84 44.9 44.9 0.8 0.0
88.00 0.2 3.7 22.2 26.2 276,525 152.78 44.8 44.8 0.6 0.0
99.00 0.2 3.3 20.3 23.8 273,778 152.73 44.6 44.6 0.8 0.0
102.00 0.2 3.0 18.5 21.7 269,430 152.67 44.5 44.5 0.6 0.0
105.00 0.1 2.8 18.9 19.7 285.325 15258 44.3 44.3 0.8 0.0
108.00 0.1 2.4 15.4 17.9 260,900 152.52 44.1 44.1 0.5 0.0
111.00 0.7 2.1 14.1 18.3 258,182 152.43 43.9 439 0.5 O.0
114.00 0.1 1.9 12.9 14.8 251,231 152.35 43.8 43.8 0.5 0.0
117.00 0.1 1.7 11.7 13.5 246,047 752.25 43.4 43.4 0.5 0.0
120.00 0.7 1.5 10.7 12.3 240,685 152.16 43.1 43.1 0.5 0.0
723.00 0.1 1.3 9.8 11.2 235,111 152.06 42.9 42.9 0.5 0.0
126.00 0.0 1.2 8.9 10.2 229.405 151.96 42.6 42.8 0.5 0.0
729.00 0.0 1.1 8.2 9.3 223.567 151.85 40.8 40.8 0.5 0.0
132.00 0.0 1.0 7.4 8.4 217,888 151.75 33.7 33.7 0.5 0.0
135.00 0.0 0.9 6.8 7.7 213,335 751.87 28.3 28.3 0.5 0.0
138.00 0.0 0.8 6.2 7.0 209,815 151.80 242 24.2 0.5 0.0
741.00 0.0 0.7 5.7 6.4 206,520 151.55 20.9 20.9 0.5 0.0
144.00 0.0 0.8 5.2 5.8 203,907 751.50 18.2 18.2 0.5 0.0
147.00 0.0 0.5 4.7 5.3 201,870 151.48 16.0 18.0 0.5 0.0
150.00 0.0 0.5 4.3 4.8 199,734 151.42 14.2 14.2 0.5 0.0
153.00 0.0 0.4 3.9 4.4 198,038 157.39 12.7 12.7 0.5 0.0
156.00 0.0 0.4 3.8 4.0 198,542 151.38 11.4 11.4 0.5 0.0
159.00 0.0 0.3 3.3 3.6 195,210 751.34 10.3 10.3 0.5' 0.0
182.00 0.0 0.3 3.0 3.3 194,018 157.32 9.3 9.3 0.5 0.0
165.00 0.0 0.3 2.7 3.0 192,939 751.30 B.4 8.4 0.5 0.0
188.00 0.0 02 2.5 2.7 191,961 151.28 7.7 7.7 0.5 0.0
171.00 0.0 0.2 2.3 2.5 191.070 151.28 7.0 7.0 0.5 0.0
174.00 0.0 0.2 2.1 2.3 190,254 15125 8.4 6.4 0.5 0.0
777.00 0.0 0.2 1.8 2.1 188,504 157.24 5.9 5.8 0.5 0.0
780.00 0.0 0.2 1.7 1.9 188,812 15122 5.4 5.4 0.5 D.0
183.00 0.0 0.7 1.6 7.7 188,171 15721 5.0 5.0 0.5 0.0
188.00 0.0 0.7 1.4 7.8 187,578 75720 4.8 4.8 0.5 0.0
189.00 0.0 0.7 1.3 1.4 187,025 151.18 4.3 43 0.5 0.0
192.00 0.0 0.1 1.2 1.3 188,571 151.18 4.0 4.0 0.5 0.0
195.00 0.0 0.1 1.1 12 188,030 151.17 3.7 3.7 0.5 0.0
198.00 O.D 0.1 1.0 1.1 185,580 151.16 3.4 3.4 0.5 0.0
2D1.00 0.0 0.7 0.9 1.0 785,159 751.16 3.2 3.2 OS 0.0
204.00 0.0 0.1 0.8 0.9 184,764 751.15 3.0 3.0 OS 0.0
207.00 0.0 0.1 0.8 0.8 184,393 151.14 2.8 2.8 0.5 0.0
210.00 0.0 0.1 0.7 0.7 184,043 157.14 2.8 2.B 0.5 0.0
213.00 0.0 0.0 0.8 0.7 183,714 151.13 2.4 2.4 0.5 0.0
216.00 0.0 0.0 0.6 0.6 183,404 757.72 22 2.2 0.5 0.0
219.00 0.0 0.0 0.5 D.6 183,112 751.12 2.1 2.1 0.5 0.0
222.00 0.0 0.0 0.5 0.5 182,836 151.11 2.0 2.0 0.5 0.0
225.00 0.0 0.0 0.4 0.5 182,575 751.11 1.8 1.8 0.5 0.0
•
Richardson 8nith Gardner 8 Associates Pond-Routing (Basirf3).rev 20070722 FII4AL.ds RaRi~p-70 yr

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• 42 East, LLC
Clayton, North Carolina
•
Figure: Level Spreader at the end of Pond -3

•
RICHARDSOPI SMITH GARDNER & ASSOCIATES SHEET:
~ ~ JOB #. 42E-08-1
~`~ 14 N. Boylan Avenu~'el: 919-828-0577 on1E: ~rzzrmo~
Raleigh, NC 27603 Fax: [phone] BV: G. Mills
CHKD BY:
High Flow Bypass Structure Design -Pond 3 Wet Dentention Basin
Balance the flow at an overflow bypass junction box, to set flow to a BMP and bypass fkw
Bypass structure at the Pond 3 (Wet Detendion Pond) is designed to send max. 2 cfs to the level spreader.
Additional flow will be sent to the by-pass channel.
Based on the Pond 3 design, only 0.3 CFS will enter the level spreader in the 1-inch water quality runoff, and only
0.4 CFS will enter the level spreader in the 1-year storm. The Ievei spreader has been designed to control 2 CFS of flow.
Therefore, the bypass structure will be designed to route all flow above 2 CFS to the bypass channel
Storm Flow
1- Storm 0.4 cfs
10- Storm 47.5 cfs
25- Strom 48.8 cfs
EL Bottom of
Orifice Length 10 inches (user entry) rectangular orifice opening
Orifice Heis~ht 4 inches (user entry) rectangular orifice opening

of

value)
value)
value)
value)
EL„~K Eta Head„, Header Flow,. FIow,M,k Total Flow Comments
inches ft ft tt CFS CFS CFS
5 0.42 0.25 0.00 0.67 0.00 0.67 Water elevation at the weir crest
28.6 2.38 2.22 1.97 1.99 45.51 47.50 water elevation at 1 storm
29.05 2.42 2.25 2.00 2.01 46.81 48.82 water elevation at 25-year storm
Conclusion: The weir elevation can be set at 5 inches above the bottom of the high fkwv
bypass box. Peak flow of approx. 2 CFS will be directed to the level spreader in a 10-year storm
The inside of the bottom of the bypass structure will be set at the discharge elevation of the level spreader,
or EL 142.5.
Velocity at entrance
Flow goes from the by-pass structure to a riprap lined pool
•
Richardson Smith Gardner 8 Associates
Bypass Flow Design.>ds Pond 3 Bypass

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• Project No. DWQ (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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 : 4fL f ~ c~ . Lf.,c
Contact Person: ~ a1~t u Linn r h Phone Number: ~ 9 I`t ) S 53 - 3 ~ 8 ~-
For projects with multiple basins, specify which basin this worksheet applies to: Part d ~# 3
Basin Bottom Elevation (43.3 ft.
Permanent Pool Elevation ~t ~-. ~ ft.
Temporary Pool Elevation 14ss • O ft.
Permanent Pool Surface Area ~ 4 Q4 sq. ft.
Drainage Area 4q-. Q ac.
Impervious Area f3 • S 8 ac.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
Permanent Pool Volume cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume ~ X99 cu. ft. (volume detained on top of the permanent pool)
• Forebay Volume !1 214 cu. ft.
SA/DA used t • 1 I S (surface area to drainage area ratio)
Diameter of Orifice 3 in. (draw down orifice diameter)
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.
A licants Initials
G- ~'1 The temporary pool controls runoff from the 1 inch storm event.
G-G--/" ~ The basin length to width ratio is greater than 3:1.
G'G M The basin side slopes are no steeper than 3:1.
~M A submerged and vegetated perimeter shelf at less than 6:1 is provided.
fr-~rM Vegetation to the permanent pool elevation is specified.
(~-G- M An emergency drain is provided to drain the basin.
{~ The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
1 g~-rA minimum 30-foot vegetative filter is provided at the outlet.
• ~ A site specific operation and maintenance (O&M) plan is provided.
G-t'r A vegetation management/mowing schedule is provided in the O&M plan.
~_Semi-annual inspections are specified in the O&M plan.
~r . M A debris check is specified in the O&M plan to be performed after every storm event.
G'M A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
G-lrlV~ A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

• DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007)
I. PROJECT INFORMATION (please complete the following information):
Project Name : 42 Cash- c1.c
Contact Person: ~an4 ~,»~t~ Phone Number: (9f`t) 5S3 - 318
Level Spreader ID: Pew d 3 Lays{ S,,~•~<<,tee-
Level Spreader Length ~ 3 ~ ft. (perpendicular to flow)
Drainage Area `1.8 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 3 . ac. (on-site and off-site drainage to the level spreader)
Forebay Area cu ft. (0.2% of the contributing impervious surface area)
Maximum Filter Strip/Buffer Slope '~. % (6% for forested/leaf littler cover, 8% for grass/thick cover)
Max. Discharge from 1 "IHr Storm o • 3 cfs
Max. Discharge to Level Spreader z- cfs
Filter Strip/ Zone 1 Buffer Vegetation Fo M es'}'~~
Filter Strip/ Zone 1 Buffer Width S o ft.
Filter Strip/ Zone 2 Buffer Vegetation R..~~a+~a(
Filter Strip/ Zone 2 Buffer Width S~ ft.
(Discharge rate from extended detention wetland or pond)
(Grass/Thick ground cover or Forested)
Bypass Method Used ~ jow ~VCr'te't` Please include a worksheet for this.
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is
• attached. If a requirement has not been mef, please explain why. At a minimum, a complete stormwater management plan
submittal includes a worksheet for each BMP, design calculations, plans and specifications showing alt BMPs and outlet
structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplefe
submittal package will result in a request for add-tional information and will substantially delay final review and approval of
fhe project.
A licants Initials
~G M Project Site was visited prior to designing level spreader system.
Date of the Site visit. Please attach time-dated digital photos of existing buffer conditions.
~/-~1 Level spreader length is at least:13 ft. per cfs for thick ground cover I grass; OR 65 ft per cfs for 50-
footcanopied forest with leaf litter; 50 ft per cfs for 100-foot forested buffer; 40 ft. per cfs for 150-foot
~~ forested buffer; OR a weighted average of the two vegetation types within the buffer/filter strip).
All ground cover types and their widths have been labeled on the construction plans.
(r G- All contours have been depicted on the construction plans.
~
CrG- No structures are located in protected buffers (must meet no practical altematives criteria).
M No draws are located in the buffer or filter strip in the vicinity of the proposed level spreader.
~n'1 Construction details for the level spreader have been provided.
~-~M The operation and maintenance agreement signed and notarized by the responsible party is provided.
No practical altematives explanation + Variance request. (Level Spreaders in Series only).
Bypass method used:
tr~ Bypass conveyance method is specified and construction details and calculations are provided.
_~1~ -L Alternative design option is specified and plan details and calculations are provided.
• ~i''' G' ~ Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the
bypass discharge.
/~
~
' '_!___ Construction details for the bypass and outlets are provided.

•
•

•
14 N. Boylan Avenue Tel: [phone]
Raleigh, NC 27603 Fax [phone]
42 East, LLC
Stormwater Wetland Analysis
Richardson Smith Gardner & Associates, Inc.
Engineering and Geological Services
DESIGN PERMANENT AND TEMPORARY WATER QUALITY POOLS:
Areas Draining Into Basin & % Impervious:
Area
Drainage Area (acres) % Impervious
Ai. System-F 17 32
A2. Other Areas 11 20
A2. Other Areas
Total = 28 Acres
Avg. % Impervious = 27
Required Surface ArealDrainage Area Ratios':
Permanent Pool Depth (ft)
3.0 4.0 5.0 6.0
Ratio (%) 1.24
Source: NCDENR Stormwater BMP Manual Table 3.3-1 (Piedmont)
•
Required Surface Area of Permanent Pool:
Permanent Pool Depth (ft)
3.0 4.0 5.0 6.0
Area (acres) 0.35 0.00 0.00 0.00
Area (ftZj 15,237 0 0 0
Required Volume of Permanent and Temporary Water Qualkv Pools:
Water Quality Requirements - Runoff from Design Rainfall:
Rv (iNin) = 0.30
Design Rainfall (in) = 1.0
Required Volume (acre-feet) = 0.69
Required Water Quality Volume (tl~ = 30,249
Based on 27 % Impervious Area
SHEET:
JOB fk 42E-06-1
DATE: 7/11/07
BY: KBS
CHKD BY:
Basin No.: Pond -t
•

•
•
•

etermlare SfaoeStorage Function:
Contour Area Area
(ft2) (acres)

ncremental Cumulative
Volume (ft) Volume (fta)

tage In S In Z
{ft) SHEET:
,108 # 42E-06-1
DATE: 7111107
BY: KBS
CHILD BY:

Zest
186.25 18521 0,43 0 0 0.00
187 25358 0.58 16,455 16,455 0.75 9.71 -0.29 0.75
186 27371 0.63 26,365 42,819 1.75 10.66 0.56 1.75
189 29441 0.68 28,406 71,225 2.75 11.17 1.01 2.73
190 31566 0.72 30,503 101,728 3.75 11.53 1.32 3.74
191 33749 0.77 32,658 134,386 4.75 11.81 1.56 4.76
192 35989 0.83 34,869 169,255 5.75 12.04 1.75 5.74
193 38284 0.88 37,137 206,391 6.75 12.24 1.91 6.75
193.5 39454 0.91 19,435 225,826 7.25 12.33 1.98 7.26
Linear Regression Constamts: linear Regression Constalafs:
For wlumes less than 101,728 cubic feet For wlumes less than 101,728 cubic feet
Ks = 22,733 Ks = 19,838
b= 1.14 b= 1.23
Storage = 19838 z^1.23
'1CAt1T1ON: CHECK INPUT FOR REGRESSION ANALYSIS!
3taga~Starape Reggor1s111p
~a Area RagtlorKHp
194
194
193
199
192
192
181
197
190
190

~j 109 709
188 1N
187 781
706
186
106 189
0 10.000 20A00 90.000 40.000 50,0 0 50.000 100.000 i50A00 2(10.000 150,000
SYThq Ana t~l ~~ tat
Elev. of Bottom of Basin = 182.00
Elev. of Permanent Pool = 186.25
Depth of Permanent Pool = 4.3 O.K.
Required Surface Area at Permanent Pooi (ft) = 15,237 From Table Above t3asad on Depth of Permanent Pool
Actual Surtace Area at Pemlanent Pool (ft2) = 18,521 O.K.
Required Storage Volume of Permanent Pool (ft') = 30,249 Equals Req'd. Watt' Quality Volume
Permanent Pool Cleanout Volume (fC~ = 29,27p a: ZS% of Permanerrt Pool Storage Volume
Permanent Pool Cleanout Elevation = 183.2
Req'd. Stnrege Volume at Temp. Water Quality Pool (ft') = 147,328 Storage Volume of PermaraeM Pool t Req'd. Volume of Temp. Wader Quality Pool
Min. Elev. of Temporary Water Ouatity Pool = 187.13
Selected Elev. of Temporary Water Quality Pool = 187.54 O.K.

•
•
Dewaterina of TemoorarY Water Oualily pool•
Average Head (ft) _
Surface Area at Temporary Water Qualily Pool (ft2) _
Coef. of Contraction =
Min. Drawdown Period (hrs) _
Max Orawdown Period (hrs) _
Max Area of Dewatering Hale (fiz) _
Max. Diameter of pewatering Hole (in) _
Min. Area of Dewatering Hole (ft~) _
Min. Diameter of Dewabering Hole (in) _
Selected Diameter of Dewatering Hole{s) (in) _
Number of Dewatering Holes =
Actual Area of Dewatering Hole(s) (ft') _
Actual Drawdown Period (hrs) _
Basin Drain C~cutatlons:
Average Head (ft) _
Surtace Area at Temporary Water Quality Pool (ft2) _
Coef. of Contraction =
Desired Drawdown Period (hrs)
Min. Area of Dewatering Hole (ft) _
Min. Diameter of Dewatering Hole (in) _
Selected Diameter of Dewatering Hole (in) _
Actual Area of pewatering Hole (ft2) _
Actual Drawdown Period (hrs) _
Forebav Calculations:
Required Volume of Forebay(s) (ft') _
0.6
35,895
0.6
48
120
0.07 Based on Min. Detention Time
3.6
0.03 Based on Max. Detention Time
2.3
3.0
1
0.05
68 O.K.
2.8
35,895
0.6
24
0.29 Based on Max. Detention Time
7.3
8
0.35
20 O.K.
SHEET:
JOB # 42E-06-1
DATE: 7H 1/07
BY: KBS
CHKD BY:
6,050 = 20% of Required Permanent Pool Stnrdge Volume
Forebay:
Contour Area Area IncremerrMl Cumulative Stage In S In Z Zest
(ftz) (acres) Volume (ft~ Volume (ft~ (ft)

181 2,209 0.05 0 0
182 2,304 0.05 2,257 2,257 1 7.72 0.00 1.00
183 401
2 0.06 2,353 4,609 2 8.44 0.69 2.00
184 ,
2,500 0.06 2,451 7,060 3 8.86 1.10 3.00
Linear Regression Constants:
Ks = 2,254 Storage = 19838 z^1.23
b= 1.04
Elev. of Bottom of Forebay = 181.0
Top Elevation of Forebay = 186.3
Forebay Storage (ft) = 12,587 O.K.
Forebay Cleanout Volume (ft~) = 6,293 ~ 50% of Forebay Sbonge Volume
Forebay Cleanout Elevation = 183.7
Basin Shane:
Length of Basin (ft) = 220 Measured aR permanent Pool Elevation
Width of Basin (ft) = 70 Measured aR Permauent Pool Elevation
Desired Length to Width Ratio (X1) = 3
Actual Length fo Width Ratio (X:1) = 3.1 O.K.
CJ

SHEET: /
JOB #. 42E-06-1
DATE: 7/11!07
8Y: KBS
CHKD BY:
•
DESIGN OUTLET STRUCTURES:
Design RiserlBarrel Structures:
Riser pesicn:
Type of Riser. Concrete -Circular
Riser Base Elevation = 182.0
Riser Top Elevation = 189.50
Riser Height (ft) = 7.50
Outlets:
Outlet No. 1 (for Dewatering TWO Pool): Size: 3" Diam. Orifice
Invert Elevation: 186.3
Outlet No. 3 (Principal Spillway): Size: 36" Dia.
Invert Elevation: 189.5
Concrete Riser Wall Thickness (in) = 6.0
Riser Inside Diameter (ft) = 3.0
Approx Circ. Riser Interior Volume (cf) = 53
Approx. Circ. Concrete Riser Volume of Concrete (cf) = 41
Barrel Design:
Type of Barrel: Concrete
Diameter (in) = 24
Inv. In Elevation = 182.5
Inv. Out Elevation = 170.0
Length (ft] = 180.0
Slope (ftlft) = 0.089
Concrete Base:
Required Volume of Concrete (ft'] _
Length (ft) _
Width (ft) _
Thickness (ft) _
Actual Volume of Concrete (ft') _
14.2
3.0
3.0
2.0
18.0 O.K.
From Above - Dewaterirrg of TWQ Pool
May Vary For Multiple Notes
Anti-Seepage Collar Calculations• IAltenudivel y Desion Filter Diaphragm)
Slope of Upstream Embankment (zH:1V) = 3
Slope of Outlet Pipe (ft!ft) = 0.069
Ls (ft) = 73
Number of Collars: 2
Length of Each Collar (ft) = 6.5 From Design Chart Based on Ls and No. of Collars
Width of Each Collar (ft) = 6.5 From Design Chart Based an Ls and No. of Collar:
Collar Projection, P (ft) = 2.25
e.,fl..:..., a c, ~r,~r,~ Coro 4mi_Sawe (Sollars (ft1= 32 ~ 14P _
•

Water Quality Yol
• Richardson Smith Gardner & Associates, inc.
I3~fINEERIND AND GEOLOGICAL SERVICES ~~
JOBt
DATE:
42e-0~1
81672007
BY: 6. Mib
2 EABT
STORMWATER WETLAND POND Rt1UTNG • POND 4 'ice per Hour /Water. Quality Storm
CHKD BY:
°IoW Data:
Provided Suiace Area of the Permanent Pod 15.237 square feet OK, Scaiaca Area is Beater flan ragcisd.
Required Water OuartY VoNane (R~ = 30,249 obit feet
Calculate Pond Steps at tM Required Wafer O1lefty Volans
1. Assane the storage trac5on is a power fit equahan where 5 = Ks Z°
where S =Storage (R~ and Z =Stage (1t)
for Voitces < 734,388 CF for VoFmes > 134,388 CF
Ks = 22,732.575 Ks = 19637.888
b = 7.135 b = 1.227
Sage = 1.29 Rover permanent pcol ebvation
Mate Orawdown tins
Calculate trawdown in 80 rrdnWe intervak 2 days = 2880 minrfes
5 days = 72110 mirates
Basin Slaps Data: assumes storage hndion is a Power Bt equatlan where S = K, Z°
far Voimes < 107,728 CF for Voimes > 101 728 CF
Ks = 22 732.575 Ks = 19837.668
b = 7.135 b = 7.227
Zo (Rp 188.25 (permanent pod water elevation)
Z inidaa 1 .25 (user irpctxpool surface at the start otthe storm)
Riser Date:
O oT Risers _ 1 (caWaSon assume the dser ads as a weir)
Diameter of Rises = 38 (inches)
C„ = 3.3 (weir exfiderd) Ce = 0.8 (ff riser ads as an adflce)
Zasst = 189. (Pdndpal s7iNwaY eleva8on)
Barrel Data:
e or BarNS = 1
Diameter of Barrel= 24 (inches)
Z Invert = 182.5 (tlarr'el invert)
c,= o.e tascharge coei6aed)
s- Ortfic. data:
a aori6ces- 7
Diameter of OdBce = 3 (irxlnes)
Z invert = 188.25 Cnrvert of tlne Dewatedrp Orifice)
Ce= 0.8 (drsMarge coefidert)
Outlet Device
# of Risers = 1 (cekdadon assume the dser acts as a weir)
meter of Riser = 42 (indres)
Di
* of CuNeAs °
Diameter of CrNert =
7
18 (

mches)
a Z invM = 187 (f nved of the Dewatemq Orifice)
C„ =
Zaest = 3.3 (weir coetriaerd)
191.8.5 (AUdrary OWet Rim Elevation) Ca = 0.8 (dsdrrpe coelfieiert)
Emerpstwy
base width
15
Elevation 191.5
Max Fbw
Max Fbw
Max tTow
Marc Flow Mac Flow
PEAK FLOW VALUES 0
3 0.3 0.3 0.0 0.0
PsNc Saps s 18754 feet .
peck Outflow a 0.3 cfs
(INCLUDES DEWATERING ORIFCE)
PRNCIPAL DEWATERNO
Y
AU1t1
~
~
,~
8PNIWAY AND ORIFICE OUTFLOW ~
OUT ~L
LW
AY
TIME TOTAL FLOW 9TORAriE STAGE TOTAL POND DEWATERNO (ineL d PrYndpet
DEVICE
OUTFLtRN
(min) SYSTEM (~) (~ ~) (tL) OUTFLOW (cfs) ORR9CE SpiSway) Icis- (cis)
OUTFLOW (cts) Iasi
o.o0 6.6 3o.za9 167.54 0.0
0
3 -
0
3
0.0
0.0
Op,00 0.0 30.248 187.54 0.3 .
0
3 .
0
3 0.0 0.0
120,00 0.0 29,239 187.50 0.3 .
0
3 .
3
0 0.0 0.0
180.00 0.0 28,243
~ 187.48 0.3 .
0
3 .
0
3 0.0 0.0
2gp,00 0.0 27,280 187.42 0.3
0
3 .
0
3 .
0.3 0.0 0.0
300.00 0.0 28.282 187.39 . .
0
3 0.3 0.0 0.0
380,00 0.0 25,337 187.35 0.3 .
0
3 3
0 0.0 0.0
420.00 0.0 24,396 187.31 0.3 .
0
3 .
0
3 0.0 0.0
480.00 0.0 23.489 187.28 0.3 .
0
2 .
0
2 0.0 0.0
540,00 0.0 22,558 187.24 0.2 .
2
0 .
0
2 0.0 0.0
BOp.pp 0.0 21,85T 187.21 0.2 .
02 .
02 0.0 0.0
680.00 0.0 20.772 187.17 0.2 0
2 0
2 0.0 0.0
7211.OD 0.0 19.902 187.14 0.2 .
02 .
0
2 0.0 0.0
T80.00 0.0 19,048 187.11 0.2 0
2 .
0
2 0.0 0.0
840,00 0.0 18,204 187.07 0.2 .
0
2 .
0
2 0.0 0.0
ggp.p0 0.0 17.377 187.04 0.2 .
0
2 .
0
2 0.0 0.0
g6p,Op 0.0 16,584 187.01 0.2 .
0
2 .
0
2 0.0 0.0
1,020.00 0.0 15,788 188.87 0.2 .
0
2 .
0
2 0.0 0.0
1,080,00 0.0 14,982 188.94 0.2 .
0
2 .
02 0.0 0.0
1,140.00 0.0 14,214 188.91 02 .
0
2 0
2 0.0 0.0
1,200.00 0.0 13,480 188.88 0.2 .
o
z .
o
z o.o o.o
1,266.00 0.0 1z,7z1 786.&5 6.2 .
0
2 .
0
2 0.0 0.0
1,320.00 0.0 11,897 188.82 02 .
0
2 .
0
2 0.0 0.0
1.380.00 0.0 11.288 188.78 0.2 .
0
2 .
0
2 0.0 0.0
1,440.00 0.0 10,588 188.76 0.2 .
0
2 .
0
2 0.0 0.0
1,500,00 0.0 9,918 188.73 0.2 .
0
2 .
0
2 0.0 0.0
1,580.00 0.0 9,250 188.70 0.2 .
2
D .
o
z o.o a.o
1,ezD.oo o.0 6,676 196.66 D.a . .
P
Ridnrdson Smith Cierdner 8 Assodatas PoM~Routirg (BasiM).rev 20070711 FIWLLads Water Quarly Vd

Water Quality Yol

•
•
p,pp 0.0 30,248 187.54 O.0 -
1,ggp_pp 0.0 7,979 188.85 0.2 0.2 0.2 0.0
0 0.0
0
0
1,740.00 0.0 7,365 188.82 0.2 0.2 0.2 0.
0
0 .
0
0
1800.00 0.0 8,788 188.59 0.2 0.2 0.2
0
2 .
0
0 .
0
0
1,880.00 0.0 6,184 188.57 0.2 0.2
0
2 .
0
2 .
0
0 .
0.0
1,920.00 0.0 5,818 186.54 0.2 .
1
0 .
1
0 .
0
0 0.0
1 ggp pp p,p 5,089 188.52 0.1 .
0
1 .
1
0 .
0
0 0.0
2,040.00 0.0 4,537 186.49 0.7 .
1
0 .
0
1 .
0
0 0.0
2,100.00 0.0 4,244 186.48 0.1 .
0
1 .
0
1 .
0
0 0.0
2,180.00 0,0 3,969 186.47 0.1
1 .
1
0 .
0
1 .
0.0 0.0
2,220.00 0.0 3,714 188.45 0.
0
7 .
0
1 .
1
0 0.0 0.0
2,280,00 0.0
0
0 3,478
3
282 186.44
43
188 .
0.1 .
0.1 .
0.1 0.0 0.0
2,310.00
00
2
400 .
0.0 ,
3,084 .
188.42 0.1 0.1 0.1 0.0 0.0
,
.
2,ggp,pp 0.0 2,882 188.41 0.0 0.0 0.0 0.0 0.0
0
0
2,520,00 0.0 2,718 188.40 0.0 0.0 0.0
0 0.0
0
0 .
0
0
2,580.00 p,0 2,563 186.40 0.0 0.0 0.
0
0 .
0
0 .
0
0
2,640.00 0.0 2,423 186.39 0.0 0.0
0
0 .
0
0 .
0
0 .
0.0
2,700,00 0.0 2,295 186.38 0.0
0
0 .
0
0 .
0
0 .
0.0 0.0
z,76o.0o p.p
0
0 2,1n
086
2 166.36
188.37 .
O.0 .
0.0 .
0.0 0.0 0.0
2,820.00
2
880
00 .
0.0 ,
1,987 168.37 0.0 0.0 0.0 0.0 0.0
,
.
940.00
2 0.0 1,874 186.36 0.0 0.0 0.0 0.0 0.0
,
g ppp pp p p 1,788 188.36 0.0 0.0 0.0 O.0 0.0
080
00
3 0.0 1,709 188.35 0.0 0.0 p.0 0.p 0.0
.
,
3128 pp p.p 1,834 188.35 0.0 0.0 0.0 0.0 0.0
3180 ~ 0 0 1,565 188,34 0.0 0.0 0.0 0.0 p.0
240
00
3 0.0 1,501 188.34 0.0 0.0 0.0 0.0 0.0
.
,
3
300
00 0.0 1,441 188.34 0.0 0.0 O.0 0.0 O.O
,
.
3
380
00 0.0 1,385 186.34 0.0 0.0 0.0 p.0 0.p
,
.
3
420.00 0.0 1,332 188.33 0.0 0.0 0.0 O.0 0.0
,
3,ggp,pp 0.0 1,283 188.33 0.0 0.0 O.0 0.0 0.0
0
0
3,540,00 0.0 1,236 186.33 0.0 0.0 0.0 0.0 .
p
0
g gpp pp p p 1,193 166,32 0.0 0.0 0.0 0.0 .
g ggp pp p.p 1,151 186.32 0.0 0.0 0.0 0.0 0.0
0
0
3,n0.00 0.0 1,113 188.32 0.0 0.0 0.0 0.0
0
0 .
0
0
3 78000 0 0 1,078 188.32 0.0 0.0 0.0
0 .
0
0 .
0
0
3,840.00 0.0 1,041 186.32 0.0 0.0 O.
0
0 .
0
0 .
0
0
3,800.00 0.0 1,009 168.31 0.0 0.0
0
0 .
p
0 .
0
0 .
0.0
3,860.00 0.0 978 188.31 p.0
0
0 .
0
0 .
0
0 .
0.0 0.0
4 02000 p p 948
820 188.31
188
31 .
0.0 .
0.0 .
0.0 0.0 0.0
4,080.00
4
140
00 0.0
0,0 893 .
186.31 0.0 0.0 0.0 0.0 0.0
,
.
4
200.00 0.0 888 186.31 0.0 0.0 0.0 0.0 0.0
,
4
280
00 0.0 844 186.30 p.0 0.0 0.0 0.0 0.0
,
.
4
320
00 0.0 821 188.30 0.0 0.0 0.0 0.0 0.0
,
.
4
380
00 0.0 799 186.30 0.0 0.0 0.0 0.0 0.0
,
.
4
440
00 0.0 778 188.30 0.0 0.0 0.0 0.0 0.0
,
.
4 500 ~ p 0 758 186.30 0.0 0.0 0.0 0.0 0.0
4
580
00 p.0 739 188.30 0.0 0.0 0.0 0.0 0.0
,
.
4 gp gp p p 720 188.30 0.0 0.0 0.0 0.0 0.0
4 ggp 00 p p 703 186.30 0.0 0.0 0.0 0.0 0.0
4
740
00 0.0 666 166.30 0.0 0.0 0.0 0.0 0.0
,
.
4
800.00 0.0 870 188.29 0.0 0.0 0.0 0.0 0.0
,
4
880
00 0.0 654 186.28 0.0 0.0 0.0 0.0 0.0
,
.
4
920
00 0.0 839 188.29 0.0 0.0 0.0 0.0 0.0
,
.
4
980
00 0.0 825 188.29 p.0 0.0 0.0 0.0 0.p
,
.
5 040 00 p p 811 186.28 0.0 0.0 0.0 0.0 0.0
5100 00 0 0 598 188.29 O.D 0.0 p.0 0.0 0.0
5 180 00 0 0 585 18829 0.0 0.0 0.0 0.p 0.0
5 220 gp p p 573 188.28 0.0 0.0 0.0 0.0 0.0
5 280 00 0 0 561 18628 0.0 0.0 0.0 0.0 0.0
5 340 00 0 0 549 18828 0.0 0.0 0.0 0.0 0.0
5,400.00 0.0 538 18829 0.0 0.0 0.0 0.0 0.0
0
0
5
480
00 0.0 528 188.29 0.0 0.0 0.0 0.0 .
,
.
5
520.00 0.0 517 18829 0.0 0.0 0.0 0.0 0.0
,
5 580 00 0 0 507 188.28 0.0 0.0 0.0 0.0 0.0
5
840,00 0.0 498 168.28 0.0 0.0 0.0 0.0 0.0
,
5
700
00 0.0 488 186.28 0.0 0.0 0.0 0.0 0.0
,
.
5 780 00 0 0 478 18628 0.0 0.0 0.0 0.0 0.0
5 820 00 0 0 471 188.28 0.0 0.0 0.0 p.0 p.0
0
0
5,880.00 O.0 482 168.28 0.0 D.0 0.0 0.0 .
0
0
5
940.00 0.0 454 188.28 0.0 0.0 0.0 0.0 .
,
6
000.00 0.0 418 18828 p.0 0.0 0.0 0.0 0.0
,
8
080
00 0.0 438 18828 0.p 0.0 0.0 0.0 0.0
,
.
6,12(1.00 0.0 431 188.28 0.0 O.D 0.0 0.0 0.0
0
0
8,180.00 0.0 423 188.28 0.0 0.0 0.0 0.0
0
0 .
D
0
6,240.00 O.0 416 188.28 0.0 0.0 0.0
0
0 .
0
0 .
0
0
8,300,00 0.0 410 186.28 0.0 0.0
0
0 .
0
0 .
0
0 .
0.0
8 380 00 p p 403 18628 0.0
0
0 .
0
0 .
0
0 .
0.0 0.0
g 420 pp O 0 388
380 18828
188
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0.0 .
0.0 .
0.0 0.0 p.0
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8
540.00 O.0
0.0 384 .
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8
800.00 0.0 378 186.28 0.0 0.0 0.0 0.0 0.0
,
8
880.00 0.0 3n 186.28 0.0 0.0 0.0 0.0 0.0
,
a
no.op o.0 367 1ag.za o.o o.o o.o o.p o.o
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8
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g ggp pp p 0 345 18828 0.0 0.0 0.0 0.0 0.0
7 020 00 0 0 340 188.27 0.0 0.0 0.0 0.p 0.0
7
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,
.
7
740
00 0.0 331 188.27 0.0 0.0 0.0 0.0 0.0
,
.
7,200.00 0.0 326 18827 0.0 0.0 0.0 0.0 0.0
Ridmrdson Smilh Gardner 8 Assodales
Pond-Rating (Besirr4)-rev 20070711 FlNAL.~ds Water QWily Vd

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Richardson Smith Gardner & Associates, Inc.
ENGINEERING AND GEOLOGICAL SERVICES
42 EAST
STORMWATER WETLAND POND ROUTING -POND 4 1 Year Storm
Flow Data:
Find Peak IMlow, Or =CIA
C=
Tc=
A
QP=
Flnd Time to Peak Tv = (Q `Ay(1 39'Op
Q = (P-0.25~!(P+0.9S) A S = (1000fCN) -11
CN=
P=
S=
Q•:
Tp =
dT =
POND /
FUTURE AREA SYSTEM F
(RSG Calc) ( on Kirk
Rlghtmyers ceIc)

0.57 0.69
5.04 2.4
5 27.8
11.13 17.08
32.0 28.3

69 73
3.2 3.2
4.49 3.70
0.78 0.98
11.8 25.8
3 3
SHEET:
JOB #: 42e-06-1
DATE: 7/12!2007
BY: G. Mills
CHKD BY:
-> Composite Runoff Coefficent (AttxhemerR 2 -calculated by Klrk RlgMmyery
in/hr -> Rakrtall Intensity of 1-Yr Storm for required lkne of cecentratlon (AttaelrmeM 1)
min-> Time oT Concenhatbn (Attchmerrt 2- caculated by Ktrk Rightmyer)
acres --> Figuro 2
CfS
-> composite curve number (assumed based on Runoff coefflcerR calculated by Kirk
m -> Rainfall of 1-Yr Shortn for required time of mcenhation (Attachment t)
fiches
mM.
min. (User Input- tkne interval)
P
Basln Shape Data: assumes storage func0on is a power fit equatbn where S =ICs Z°
Tor Volumes > 101728 CF for Volumes < 101 7 28 CF
Ks = 19 837.668 Ks = 22 732.575
b = 1.227 b = 1.135
Zo (R~ 186.25 (permanent pool water elevatbn}
Z infiial= 186.25 (user inputxpool surface at the start of the srorm)
Riser Data:
# of Risers =
1
(calculation assume the riser acts as a weir)
Diameter o} Rreer = 36 (inches)
6
= 0
C
(if riser acts as an orMke)
Cw = 3.3 (welt cce}fkieM) .
e
Zcrest = 189.5 (Principal sp6lway elevafion)
Bartel Data:
# of Barrels = 1
Diameter of Bartel = 24 (inches)
Z inveR = 182.5 (barrel krvert)
Ca = 0.6 (discharge coefficient)
3"Orifice data:
# of Orifices = 1
Diameter oTOrifice = 3 (Inches)
Z Invert = 186.25 (invert of the pewatering Orifice)
Ca = 0.6 (discharge ccelflcknt)
base width 15
Elevation 191.9
Max Flaw
Max Flow
Max Flow
Max Flow
PEAK FLOW VALUES Peak Stage = 189.59 feet ~ 0.9 0.9 0.4 0.0
k Outflow a 0.9 CTS
(INCLUDES DEWATERING ORIFCE)
PRINCIPAL DEWATERIN
INFLOW FROM SPILLWAY
FUTURE
AND G ORIFICE
EMERGENCY
DEVELOPMENT
REA INFLOW FROM TOTAL FLOW STORAGE STAGE TOTAL POND
OUTFLOW DEWATERI OUTFLOW
(IncL w/ SPILLWAY
TIME
(mIn) A
b DIRECT SYSTEM 1 SYSTEM (efs) (eu. fL) (~) (~) ~n~P~ T~OW
OU
RAINFALL INTO (~) ORIFICE SpIlMray) (
POND OUTFLOW (~)
(~}
(~) _
3.00 4.6 0.9 5.8 0 186.25 0.0 D.0
0
0 0.0
0
0 0.0
0
0
6.00 16.4 3.6 20.0 1,036 186.32 0.0
0
1 .
0
1 .
0
1 .
0.0
9.00 27.7 7.7 35.4 4,633 186.50
984 186.78
5 10
44 .
0.2 .
0.2 .
0.2 0.0
12.00
00
15 32.0
6
26 12.6
17.7 ,
.
44.3 18,964 187.70 0.2 0.2 0.2 0.0
.
18
00 .
19.1 22.3 41.5 26,899 187.41 0.3 0.3 0.3 0.0
0
0
.
21.00 13.8 25.9 39.7 34,317 187.69 0.3 0.3 0.3
3
0 .
0
0
24.00 9.9 27.9 37.8 41,404 187.95 0.3 0.3
0
3 .
0
3 .
0
0
27 00 7 1 28 1 35.2 48,155 188.19 0.3
4
0 .
4
0 .
0
4 .
0.0
3p.OD 5.1 26.5 31.6 54,438 186.41
80
065 188
0 60
27 .
0.4 .
0.4 .
0.4 0.0
33,00
36 DO 3.7
2 6 23.3
201 .
,
.
22.7 64,857 186.77 0.4 0.4 0.4 0.0
00
39 1
9 17.2 19.1 68,872 186.90 0.4 0.4 0.4 0.0
.
42
00 .
1
4 14.8 16.2 72,247 189.02 0.4 0.4 0.4 0.0
.
45
00 .
1
0 12.7 13.7 75,089 189.11 0.4 0.4 D.4 0.0
.
48.00 .
0.7 11.0 11.7 77,487 189.19 0.4 0.4 0.4
0
4 0.0
0
0
51.00 0.5 9.4 9.9 79,512 18926 0.4 0.4 . .
Richardson Smith Gardner & Associates
Pond-Routing (Basir~4). rev 20070711 FINAL.xIs Routing-1 Yrok

Routing-1 Yr-ok
•
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IME

(min) INFLOW FROM
FUTURE
DEVELOPMENT
AREA

8 DIRECT
RAINFALL INTO
POND
(cam)

INFLOW FROM

SYSTEM I
(~)

OTAL FLOW

SYSTEM (c7s)

TORAGE

(cu. fl.j

TAGE

~') PRINGPAL DEWATFJ2IN
SPILLWAY G ORIFICE
TOTAL POND AND OUTFLOW
OUTFLOW DE NAGTERI (Ind. w!

(cam) ORIFICE Prlnclpal
Spilhvay)
pU(~)OW (efs)

EMERGENCY
OP~w~

(~)
54
00 0
4 8.1 8.5 81,225 189.32 0.4 0.4 0.4 0.0
.
57
00 .
0
3 7.0 7.2 82.673 189.37 0.4 0.4 0.4 0.0
.
60
00 .
0
2 6.0 6.2 83,898 189.41 0.4 0.4 0.4 0.0
.
63
00 .
0
1 5.2 5.3 84,934 189.44 0.4 0.4 0.4 0.0
.
66
00 .
0
1 4.4 4.5 85,809 189,47 0.4 0.4 0.4 0.0
.
69
00 .
0
1 3.8 3.9 86,546 189.50 0.4 0.4 0.4 0.0
.
72
00 .
1
0 3.3 3.3 87,166 189.52 0.1 0.1 0.4 0.0
.
75
00 .
0
D 2.8 2.9 87,753 189.54 0.2 0.2 0.4 0.0
.
78
00 .
0
0 2.4 2.4 88,229 789.55 0.4 0.4 0.4 0.0
.
81
00 .
0
0 2.7 2.1 88,605 189.56 0.5 D.5 0.4 0.0
.
84
00 .
0
0 1.8 1.8 88,893 189.57 0.6 0.6 0.4 0.0
.
00
87 .
0
0 1.5 1.5 89,107 189.58 0.7 0.7 0.4 0.0
.
90
00 .
0
0 1.3 1.3 89,258 189.59 0.8 0.8 0.4 0.0
.
93
00 .
0
0 1.1 1.1 89,358 189.59 0.8 0.8 0.4 0.0
.
96
00 .
0
0 1.0 1.0 89,417 189.59 0.8 0.8 0.4 0.0
.
99
00 .
0
0 0.8 0.8 89,441 189.59 0.9 0.9 0.4 O.D
.
102
00 .
0
0 0.7 0.7 89,439 189.59 0.9 0.9 0.4 0.0
.
105
00 .
0
0 0.6 0.6 89,415 189.59 0.8 0.8 0.4 0.0
.
108
00 .
0
0 0.5 0.5 89,375 189.59 0.8 0.8 0.4 0.0
.
111
00 .
0.0 0.5 0.5 89,323 189.59 0.8 0.8 0.4 0.0
.
114
00 D.0 0.4 0.4 89,267 189.59 0.8 0.8 0.4 0.0
.
117
00 0
0 0.3 0.3 89,193 189.58 0.7 0.7 0.4 0.0
.
120
00 .
0
0 0.3 0.3 89,120 189.58 0.7 0.7 0.4 0.0
.
123
00 .
D
0 0.3 0.3 89,044 189.58 0.7 0.7 0.4 0.0
.
126
00 .
D
0 0.2 0.2 88,967 189.58 0.6 0.6 0.4 0.0
.
129
00 .
0
0 0.2 0.2 88,890 189.57 0.6 0.6 0.4 0.0
.
132
00 .
0
0 0.2 0.2 88,812 189.57 0.6 0.6 0.4 0.0
.
135
E .
0
0 0.1 0.1 88,736 189.57 0.6 0.6 0.4 0.0
.
138
00 .
0
0 0.1 0.1 88,667 189.57 0.5 0.5 0.4 0.0
.
141
00 .
0
0 0.1 0.1 88,589 189.56 0.5 0.5 0.4 0.0
.
144
00 .
0
0 0.1 0.1 88,518 189.56 0.5 0.5 0.4 0.0
.
147
00 .
0
0 0.1 0.1 88,450 189.56 0.4 0.4 0.4 0.0
.
150
00 .
0
0 o.t o.t e8,38a tasss o.a o.a o.a o.o
.
153
00 .
0
0 0.1 0.1 88,320 189.55 0.4 0.4 0.4 0.0
.
156
00 .
0
0 0.0 0.0 88,259 189.55 0.4 0.4 0.4 0.0
.
159
00 .
0
0 0.0 0.0 88,201 189.55 0.4 0.4 0.4 0.0
.
162
00 .
0
0 0.0 0.0 88,145 189.55 0.3 0.3 0.4 0.0
.
165
00 .
0
0 D.0 0.0 88,091 189.55 0.3 0.3 0.4 0.0
.
168
00 .
0.0 0.0 0.0 88,040 189.55 0.3 0.3 0.4 0.0
.
171
00 0
0 0.0 0.0 87,991 189.54 0.3 0.3 0.4 0.0
.
174
00 .
0.0 0.0 0.0 87,944 189.54 0.3 0.3 0.4 0.0
.
177
OD 0
0 0.0 0.0 87,699 189.54 0.3 0.3 0.4 0.0
.
180
00 .
0.0 0.0 0.0 87,857 189.54 0.2 0.2 0.4 0.0
.
183
00 0
0 0.0 O.D 87,816 189.54 02 0.2 0.4 0.0
.
18s
oo .
D.o o.o o.0 67,m tas.5a o.z o.2 o.a o.o
.
189
00 0.0 0.0 0.0 87,740 189.54 0.2 0.2 0.4 0.0
.
192
00 0
0 0.0 0.0 87,705 189.53 0.2 0.2 0.4 0.0
.
195
00 .
0
0 0.0 D.0 87,671 189.53 02 0.2 0.4 0.0
.
196
00 .
0.0 0.0 0.0 87,638 189.53 0.2 0.2 0.4 0.0
.
zot
~ o.o o.o o.o a7,so6 16s.s3 o.z o.z o.a o.o
.
204
00 0.0 0.0 0.0 87,578 189.53 0.2 0.2 0.4 0.0
.
207
00 0.0 0.0 0.0 87,550 189.53 0.2 0.2 0.4 0.0
.
210
00 0.0 0.0 0.0 87,523 789.53 0.1 0.1 0.4 0.0
.
213
00 0.0 0.0 0.0 87,497 189.53 0.1 0.1 0.4 0.0
.
216
00 D.0 0.0 0.0 87,472 189.53 0.1 0.1 0.4 0.0
.
219
00 0.0 0.0 0.0 87,449 189.53 0.1 0.1 0.4 0.0
.
222
00 O.D 0.0 0.0 87,426 189.52 0.1 0.1 0.4 0.0
.
225.00 0.0 0.0 0.0 87,404 189.52 0.1 0.1 0.4 0.0
Richardson Smith Gardner 8 Assocwbes
Pond-Rcutirrg (Basin-4).rev 20070711 FINAL.xIs Routing-1 Ywk

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Richardson Smith t;,ardner 8 Associates, Inc.
ENGINEERING AND GEOLOGICAL SERVICES
42 EAST
STORMWATER WETLAND POND ROUTING -POND 4 1O-real stofm
Flow Data:
Find Peak Inflow, 4 = C2A
C=
Tr-
A=
~=
Find Time to Peak TP = (Q •A~(1.39'Gip
Q =(P-0.25~1(P+O.SS)8:S=(1t100lCN)-tt
CN=
P=
S=
per.
Tp =
dT =
POND /
FUTURE AREA SYSTEM F
(RSG Calc) (Based on Kirk
Rightnryer's talc)

0.57 0.69
7.22 4.5
5 20
11.13 17.08
45.8 53.0

69 73
5.8 5.8
4.49 3.70
256 2.92
27.0 41.0
3 3
Routing-10
SHEET:
JOB #: 42e-06-1
DATE: 7/122007
BY: G. fdils
CHKD BV:
--> Carposite Runoff Coeficent (Attacherrrent 2 -calculated by Kirk Righbrryer)
nmr-> RaiMel Irdensity of 10-Yr Slam for required fxrre of cocentiatian (Attachment 1)
ryrF-> Time of Corxrerltration (Attchment 2- calculated by Kirk Rlghfmyer)
saes -> Figure 2
:fs
-> axrlposiie cove number (assumed Haesd on Runoff coefflceM calculated hY Kirk Rightmyer)
n -> Rainfal of 10-Yr SOam for required time of cocerriration (Attachment 1)
ndres
ryn.
ryn. (User Input -time interval)
P
Basin Shape Data: assumes storage furrctial is a Power fit eglation where S = K` Zb
for VoMarres > 101728 CF far Vohmes < 101728 CF
Ks = 19837.668 Ks = 22 732.575
b = 1227 b = 1.135
Zo (ttp 186.25 (Permanent Pool water elevation)
Z irdtlak 186.25 (user irprtxpod surface at the start of the stam)
Riser Data:
# of Risers = 1 (celalatlon assvne the riser acts as a weir)
Diameter of Riser = 36 (inches)
cts as an
if
i
C
= 0
6
orifice)
C„. = a
3.3 (weir coel8derd) . r
mer a
(
Zaest = 189.5 (Prindpel sgliway elevation)
Bemel Data:
# of Barrels = 1
Diameter of Barrel = 24 (inches)
Z irrveR = 182,5 (barrel irwerq
Ctl = 0.6 (disrirerge coefflderd)
3"Orifice data:
# of Orifiaas = 1
Diameter of Orifice = 3 f)
Z invert = 188.25 (imrert of fire Dewataring Orifice)
Ca= 0.6 (discfrergecoetOGerd)
t3nergency Spillway
base width 15
t]evation 191.5
Max Fkwr
Max Fkav
Max Fbw
Mex Flow
PEAK FLOW VALUES peak Stage = 191 A9 feet 42.7 42.7 0.5 0.0
Peak Outflow= 427 ds
INFLOW FROM DEWATER9tG
FUTURE PRN4GPAL ORE EMERGENCY
DEVELOPMENT WFLOWFROM
TOTAL FLOW STORAGE STAGE TOTAL POND SPILLWAYAND OUTFLOW
SPS_LWAY
TIME AREA SYSTEM I (cu
ft) (tt
f
TEM
) OUTFLOW DEWATERNiG (incl. w/ OUTFLOW
(min) 6 DIRECT .
(c
s)
•
SYS (~) ORIRCE Principal (~)
RAINFALL INTO OUTFLOW (cfs) Spillway)
POND (cfs)
(~)

.00
3
00
.0
1
4

0.7

2.1 0 186.25

0.0

0.0 _

0.0

0.0
.
6
00 .
3
5 2.8 8.1 373 186.28 0.0 0.0 D.0 0.0
.
9
00 .
11
4 6.1 17.5 1,830 186.36 0.0 0.0 0.0 0.0
.
12
00 .
18
9 10.5 29.3 4,973 186.51 0.1 0.1 0.1 0.0
,
1500 .
26
8 15.7 42.5 10,224 186.74 02 0.2 02 0.0
18
00 .
34
3 21.5 55.8 17,840 187A6 02 0.2 02 0.0
.
21
00 .
40
4 27.6 67.9 27,836 187.45 0.3 0.3 0.3 0.0
.
24
00 .
44
4 33.6 78.0 40,016 187.90 0.3 0.3 0.3 0.0
.
27
00 .
45
8 39.2 85.0 53,991 186.39 0.4 0.4 0.4 0.0
.
30
00 .
44
5 44.2 88.7 69,229 188.92 0.4 0.4 0.4 0.0
.
33
00 .
40
5 48.2 88.8 85,115 189.45 0.4 0.4 0.4 0.0
.
36
00 .
35
2 51.1 86.4 101,016 189.97 10.0 1D.0 0.5 0.0
.
39
00 ,
30
5 52.7 83.2 114,760 190.43 27.9 27.9 0.5 0.0
.
42
00 .
26
4 53.0 79.4 124,710 190.72 37.7 37.7 0.5 0.0
.
45
00 .
9
22 51.8 74.6 132215 190.94 40.9 40.9 0.5 0.0
.
48
00 .
19
8 49.3 69.1 138,293 191.12 41.7 41.7 0.5 0.0
.
51
00 .
17
1 45.6 62.7 143,223 191.26 42.1 42.9 0.5 0.0
.
54
00 ,
14
8 41.5 56.3 146,941 191.36 42.4 42.4 0.5 0.0
.
57
00 .
12
8 37.7 50.6 149.457 191.44 42.5 42.5 0.5 0.0
.
60.00 .
11.1 34.3 45.4 150,903 191.48 42.7 42.7 0.5 0.0
Ridrardson Smdh Gardrer 8 Associates
Pant-Rourxg (Basin-4).r~ 20070771 FINAL.xIs RaNrx,F10

Routing-10
•
•
•

IME
(min) INFLOW FROM
FUTURE
DEVELOPMENT
AREA
& dRECT

RAINFALL MTO
POND
(~)

INFLOW FROM
~~.~ I

(mss)

OTAL FLOW
SYSTEM (cfs)

TORAGE
(cu. ft.)

TAGE
(1L)
PRINCIPAL
TOTAL POND SPILLWAY AND

OUTFLOW d"c1NATERING
(cfs) ORIFICE
OUTFLOW (cfs) DEWATERING
ORIFICE
OUTFLOW

(incl. w/
Principal
Spillway)
(c{s)

EMERGENCY
SPILLWAY
OUTFLOW
~
( )
63.00 9.6 31.2 40.8 151,402 191.49 42.7 42.7 0.5 0.0
66.00 8.3 28.4 36.7 151,065 191.48 42.7 42.7 0.5 0.0
69.00 72 25.8 33.0 149,990 191.45 426 42.6 0.5 0.0
72.00 6.2 23.4 29.7 148,265 191.40 42.5 42.5 0.5 0.0
75.00 5.4 21.3 26.7 145,967 191.34 42.3 42.3 0.5 0.0
78.00 4.7 19.4 24.1 143,168 19126 42.1 42.1 0.5 0.0
81.00 4.1 17.6 21.7 139,928 191.16 41.8 41.8 0.5 0.0
84.00 3.5 16.0 19.5 136,303 191.06 41.5 41.5 0.5 0.0
87.00 3.0 14.6 77.6 132.344 190.95 40.9 40.9 0.5 0.0
90.00 2.6 13.2 15.9 128,145 190.82 392 39.2 0.5 0.0
93.00 2.3 12.0 14.3 123,952 190.70 37.3 37.3 0.5 D.0
96.00 2.0 11.0 12.9 119,812 190.58 34.9 34.9 0.5 0.0
99.00 1.7 10.0 11.7 115,849 190.46 29.4 29.4 0.5 0.0
102.00 1.5 9.1 10.5 112,653 190.37 252 25.2 0.5 0.0
105.00 1.3 8.2 9.5 110,017 19029 21.8 21.8 0.5 0.0
108.00 1.1 7.5 8.6 707.799 190.22 19.1 19.1 0.5 0.0
111.00 1.0 6.8 7.8 105,901 190.17 16.9 16.9 0.5 0.0
114.00 0.8 6.2 7.0 104.254 190.12 15.7 15.1 0.5 0.0
117.00 0.7 5.6 6.3 102,807 190.07 13.5 13.5 0.5 0.0
120.00 0.6 5.1 5.7 101,522 789.99 10.5 10.5 0.5 0.0
123.00 0.5 4.7 5.2 100.660 189.96 9.6 9.6 0.5 0.0
126.00 0.5 42 4.7 99.860 189.93 8.8 8.8 0.5 0.0
129.OD 0.4 3.8 42 99.116 189.91 8.1 8.1 0.5 0.0
132.00 0.3 3.5 3.8 98,424 189.89 7.4 7.4 0.5 0.0
135.00 0.3 3.2 3.5 97.778 189.86 6.8 6.8 0.5 D.0
138.00 0.3 2.9 3.2 97,175 189.84 6.3 6.3 0.5 0.0
141.00 0.2 2.6 2.9 96.610 189.83 5.8 5.8 0.5 0.0
144.00 0.2 2.4 2.6 96,081 189.81 5.3 5.3 0.5 0.0
147.00 0.2 2.2 2.3 95,586 189.79 4.9 4.9 0.5 O.D
150.00 0.7 2.0 2.1 95.121 189.78 4.5 4.5 0.5 0.0
153.00 0.1 1.8 1.9 94,685 189.76 4.2 4.2 0.5 0.0
156.00 0.1 1.6 1.7 94,275 189.75 3.9 3.9 0.4 0.0
159.00 0.1 1.5 1.6 93,890 189.74 3.6 3.6 0.4 0.0
162.00 0.1 1.3 1.4 93,527 189.73 3.3 3.3 0.4 0.0
165.00 0.1 12 1.3 93,186 189.71 3.1 3.1 0.4 0.0
168.00 0.1 1.1 12 92,865 189.70 2.9 2.9 0.4 0.0
171.00 O.t 1.0 1.1 92,562 189.69 2.7 2.7 0.4 0.0
174.00 0.0 0.9 1.0 92,277 189.68 2.5 ~ 2.5 0.4 0.0
177.00 0.0 0.8 0.9 92,008 189.68 2.3 2.3 0.4 0.0
180.00 0.0 0.8 0.8 97,754 189.67 2.1 2.1 0.4 0.0
183.00 0.0 0.7 0.7 91,515 189.66 2.0 2.0 0.4 0.0
186.00 0.0 0.6 0.7 91.289 189.65 1.8 1.8 0.4 0.0
189.00 0.0 0.6 0.6 91,075 789.64 1.7 1.7 0.4 0.0
192.00 0.0 0.5 0.5 90,873 189.64 1.6 1,6 0.4 0.0
195.00 0.0 0.5 0.5 90,682 189.63 1.5 1.5 0.4 0.0
196.00 0.0 0.4 0.4 90,502 169.63 1.4 1.4 0.4 0.0
201.00 0.0 0.4 0.4 90,331 189.62 1.3 1.3 0.4 0.0
204.00 0.0 0.4 0.4 90,170 189.62 12 12 0.4 0.0
207.00 0.0 0.3 0.3 90,017 189.61 1.1 1.1 0.4 0.0
210.00 0.0 0.3 0.3 89.872 189.61 1.7 1.1 0.4 0.0
213.00 0.0 0.3 0.3 89,735 189.60 1.0 1.0 0.4 0.0
216.00 0.0 02 0.2 89,605 189.6D 0.9 0.9 0.4 0.0
219.00 0.0 0.2 02 89,481 189.59 0.9 0.9 0.4 0.0
222.00 0.0 0.2 0.2 89,364 189.59 0.8 0.8 0.4 D.0
225.00 0.0 02 0.2 89,253 189.59 0.8 0.8 0.4 0.0
Richardson SmiMi Gardner & Assodates
Pond-Rou4ng (BasirM).rev 20070711 FlNAI.bs Rau6rg~10

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DWQ Project No.
• DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : 4-2 easy u..c
Contact Person: L Phone Number. (8191 S3 3 - 31 ~ ~-
For projects with multiple basins, specify w ich basin this worksheet applies to: fb'~ d #.~ 4
Permanent Pool Elevation I $ 6. 2S ft. (elevation of the orifice invert out)
Temporary Pool Elevation I $ ~ - o ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area f 8~ S 2{ sq. ft. (water surface area at permanent pool elevation)
Drainage Area 2q ac. (on-site and off-site drainage to the basin)
Impervious Area 7- 83 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area ~ S (Sn sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area ~~4 8 sq. ft. (at permanent pool elevation approximately 35°k)*
Marsh 9"-18" Surface Area 6 ~ 4£s sq. ft. (at permanent pool elevation approximately 35°~)*
Micro Pool Surface Area 2S2LI sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 31 t ~-4 cu. ft. (volume detained on top of the permanent pool)
SAIDA used I. 24- (surface area to drainage area rafio)*
Diameter of Orifice 3~~ in. (draw down orifice diameter)
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
Y ~~ The temporary pool controls runoff from the 1 inch rain.
_ The basin side slopes are no steeper than 3:1.
_ A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
~~ A sediment disposal area is provided.
:- .R _ Access is provided for maintenance.
~_~~ ~ A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
_ A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnrstate.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp.19and 20 of the NC DENR
Stotmwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
•

•
•
•

•
•
•
Pond 5 Bioreterhion Area
14 N. Boylan Avenue Tel: [phone]
Raleigh, NC 27603 Fax: [phone]
42 East, LLC
Stormwater Wetland Analysis
Richardson Smith Gardner & Associates, Inc.
Engineering and Geological Services
DESIGN PERMANENT AND TEMPORARY WATER QUALITY POOLS:
Areas Draining IMo Basin & % impervious:
Drainage Area
Roadway, no curb or gutter
Res. Lots, 3596 impervious
Undevebped wooded area
Total =
Avg. °k Impervious =
Area
(acres) 'k Impervious
0.92 90
1.05 35
2.89 0
4.86 Acres
25
Required Volume of Permanent and Temporary Water Quality Pools:
Water Quality Requirements -Runoff from Design Rainfall:
Rv (in(n) = 0.27
Design Rainfall (in) = 1.D
Required Volume (acre-feet) = 0.11
Required Water Quality Volume (ft~ = 4,783
Assumed Depth = 6 inches
Required Area = 9,566
Richardson Smi[h Gardner & Associates
7f232007
Basin No.: Pond ~ Bioreterrtion
SHEET:
JOB #:
DATE:
BY:
CHKD BY:
42E-06-1
7/11/07
KBS
Required Basin Properties

Pond 5 BioreMerttion Area
•
SHEET: /
JOB #: 42E-06-1
DATE: 7/11/07
BY: KBS
Incremental Cumulative Stage
Volume (ft3) Volume (ftg) (ft)
0.23 0
0.25 5,246 5,246
0.26 2,751 7,998
0.26 2,838 10,836
0.30 12,251 23,087
Linear Regression Constants:
Ks = 10,932
b = 1.07
tee
193
192
191
~ 190
199
188
187
196
185
"CAUTION: CHECK INPUT FOR RE~iRESS10N ANALYSIS!
•

794
793
792
191
~ 190
g° 189
188
187
198
185
Determitle Stage-S toraue Function:

Contour Area Area
(ftg) (acres)
246 10153
246.5 10832
246.75 11178
247 11528
248 12973.5
Stage3urtace Aroa Relatlonehip
6 19,aao 2o,aao w,aoo eo,aao 50,000
Sulrex Area (a!)
Elev. of Bottom of Basin =
Elev. of Permanent Pool =
Depth of Permanent Pool =
Required Surface Area at Permanent Pool (ftg) _
Actual Surface Area at Permanent Pool (ftg) _
Required Storage Volume of Permanent Pool (ft3) _
Permanent Pool Cleanout Volume (ftg) _
Pemranent Pool Geanout Elevation =
Req'd. Storage Volume at Temp. Water Qualify Pool (ftg) _
Min. Elev. of Temporary Water Quality Pool =
Selected Elev. of Temporary Water Quality Pool =
Richardson Smith Gardner & Associates
In S In Z
0
0.5 8.5652688 -0.6931472
0.75 8.9868843 -0.2876821
1 9.2906061 0
2 10.047003 0.6931472
0.50
0.75
0.99
2.01
3tageStorage Relatlorrehip
o Bo.aoo 1oo.am i60.00D 2o0AOO 260A00
9taapeld!
146.00
146.50
0.5 Raise Elevation of Permanent Pool (Min. Permanent Pool Depth = 3.0 Feet)
9,566 From Table Above Based on Depth of Permanent Pool
10,832 O.K.
4,783 Equals Req'd. Water Quality Volume
0 = Zii°~ of Permanent Pool Storage Volume
146.0
4,783 Storage Volume of Permanent Pool + Req'd. Volume of Temp. Water Quality F
0.46
0.75 O.K.
723!2007
CHKD BY
Z est
Required Basin Properties

•
1.

*`~^\,
V

O
O

Pond 5 Bioretention Area
•
•
% RICHARDSOtY SMITH GARDNER 8c ASSOCIATES SHEET:
• • JOB S: 42E-06.1
~ 14 N. Boylan Avenue Tel: [phone] DATE: 7/17/2007
Raleigh, NC 27603 Fax: [phone]Y: G. Mills
CHKD BY:
BIORETENTION AREA (POND 5) 1 lnch/11our Water Quality Storm
Fbw Data:
4,783 cf, tfie Water Quality Volume
dT = 3 min. (User Input -time interval)
Basin Shape Data: assumes storage function is a power fit equation where S = K Z°
Ks = 111824.54033
b = 1.046006777
Zo (ft) 246 (basin invert)
Z initial 246 (user input)(pool surface at the start of the storm)
Riser Data:
# of Risers = 1 (calculation assume the riser ads as a weir)
Riser Dimensions 6 ft x ©ft (rectangular riser)
Cw = 3.3 (weir coefficient)
Zcrest = 246.75 (Principal spillway elevation)
Barrel Data:
# of Barrels = 1
Diameter of Barret = 18 (inches)
Z invert = 242 (barrel invert)
Ca = 0.6 (discharge coefficient)
Emergency Spillway
base width 15
Elevation 247.5
PEAK FLOW VALUES
Peak Stage = 246.46 feet
Peak Outflow = 0.00 cfs
Peak Outflow through Riser Structure = 0.00 cfs
Peak Outflow from Emergency Spillway = 0.00 cfs
TIME INFLOW STORAGE STAGE OUTFLOW RISER
(min) (cfs) (cu. ft) (fk) (cfs) (cfs) Barrel
V.W u v,iw cyo.yv v.v - -
3.00 0 4,783 246.46 0.0 0.0 16.4
6.00 0 4,783 246.46 0.0 0.0 16.4
9.00 0 4,783 246.46 0.0 0.0 16.4
The bioretention area is designed so that the water quaUty volume has na discharge.
All of the water gtlaltty volume seeps through the filter soil M the b)oretention area.
•
Richardson Smith Gardner & Associates
7/23/2007 Pond 5 - Bioretention.xls Routing 1 inch

Pond 5 Bioretention Area
•
/ RICHARDSON S1YfITH GARDNIIi 8c ASSOCIATES SHEET:
l • . . JOB #: 42E-06-1
~ 14 N. Boylan Avenue Tel: [phone] w+rE: ~n~rzoo~
Raleigh, NC 27603 Fax: [phone] BY: G. MBIs
CHKD BY:
BIORETENTION AREA (POND b) One Year Storm
Flow Data:
Op = 6.13 cfs (1 yr storm) (max. allowable through the Overflow Bypass Structure)
'rp = 58.2 min.
dT = 3 min. (User Input -time interval)
Basin Shape Data: assumes storage function is a power fR equation where S = i4 Z'
Ks = 10824.54033
b = 1.046006777
Zo (ft) 246 (basin invert)
Z initial 246 (user input)(pool surface at the start of the storm)
Riser Data:
# of Risers = 1 (calculation assume the riser acts as a weir)
Riser Dimensions 6 ft x ©ft (rectangular riser)
Cw = 3.3 (weir coefficient)
Zcrest = 246.75 (Principal spillway elevation)
Barrel Data:
# of Barrels = 1
Diameter of Barrel = 18 Inches)
Z invert = 242 (barrel invert)
Cd = 0.6 (discharge coefficient)
•
Emergency Spillway
base width 15
Elevation 2475
PEAK FLOW VALUES
- -. _
Peak Stage =
247.48 feet
Peak Outflow = 3.21 cfs
Peak Outflow through Riser Structure = 321 cfs
Peak Outflow from Emergency Spillway = 0.00 cfs

TIME
(min) INFLOW
(cfs) STORAGE
(cu. ft.) STAGE
(ft) OUTFLOW
(cfs) RISER
(cfs)
Barrel (cfs)
0.00 0 0 246.00 0.0 - -
3.00 0.0 0 246.00 0.0 0.0 15.3
6.00 0.2 7 246.00 0.0 0.0 15.3
9.00 0.4 36 246.00 0.0 0.0 15.3
12.00 0.6 100 246.01 0.0 0.0 15.3
15.00 1.0 212 246.02 0.0 0.0 15.4
18.00 1.3 383 246.04 0.0 0.0 15.4
21,00 1.8 624 246.07 0.0 0.0 15.5
24.00 22 942 246.10 0.0 0.0 15.5
27.00 2.7 1,344 246.14 0.0 0.0 15.6
30.00 3.2 1,833 246.18 0.0 0.0 15.7
33.00 3.7 2,412 24624 0.0 0.0 15.9
36.00 42 3,079 246.30 0.0 0.0 16.0
39.00 4.6 3,832 246.37 0.0 0.0 16.2
42.00 5.0 4,665 246.45 0.0 0.0 16.3
45.00 5.4 5,571 246.53 0.0 0.0 16.5
48.00 5.7 6,540 246.62 0.0 0.0 16.7
51.00 5.9 7,562 246.71 0.0 0.0 16.9
54.00 6.1 8,624 246.80 0.1 0.1 17.1
57.00 6.1 9,702 246.90 0.3 0.3 17.3
60.00 6.1 10,750 246.99 0.6 0.6 17.5
63.00 6.0 11,738 247.08 1.0 1.0 17.7
Richardson Smith Gardner 13< Associates
7/23/2007 Pond 5 - Bioretention.xls Routing 1 year

Pond 5 Bioretention Area
r~
U
•

TIME
(min) INFLOW
(cfs) STORAGE
(cu. tt) STAGE
(ft] OUTFLOW
(cfs) RISER
(cfs)
Barrel (cfs)
66.00 5.9 12,646 247.16 1.4 1.4 17.8
69.00 5.6 13,456 247.23 1.7 1.7 18.0
72.00 5.3 14,156 24729 2.1 2.1 18.1
75.00 5.0 14,740 247.34 2.4 2.4 18.2
78.00 4.7 15,210 247.38 2.6 2.6 18.3
81.00 4.4 15,577 247.42 2.8 2.8 18.4
84.00 4.1 15,854 247.44 3.0 3.0 18.4
87.00 3.8 16,052 247.46 3.1 3.1 18.4
90.00 3.6 16,182 247.47 32 3.2 18.5
93.00 3.3 16,255 247.48 32 3.2 18.5
96.00 3.1 16,278 247.48 3.2 3.2 18.5
99.00 2.9 16,260 247.48 3.2 32 18.5
102.00 2.7 16,208 247.47 3.2 32 18.5
105.00 2.5 16,127 247.46 3.1 3.1 18.4
108.00 2.4 16,023 247.45 3.1 3.1 18.4
111.00 2.2 15,899 247.44 3.0 3.0 18.4
114.00 2.1 15,761 247.43 2.9 2.9 18.4
117.00 1.9 15,610 247.42 2.8 2.8 18.4
120.00 1.8 15,450 247.41 2.7 2.7 18.3
123.00 1.7 15,283 247.39 2.7 2.7 18.3
126.00 1.6 15,112 247.38 2.6 2.6 18.3
129.00 1.5 14,937 247.36 2.5 2.5 18.2
132.00 1.4 14,760 247.35 2.4 2.4 182
135.00 1.3 14,582 247.33 2.3 2.3 182
138.00 1.2 14,405 247.31 22 2.2 18.1
141.00 1.1 14,229 247.30 2.1 2.1 18.1
144.00 1.1 14,055 247.28 2.0 2.0 18.1
147.00 1.0 13,883 24727 1.9 1.9 18.1
150.00 0.9 13,714 247.25 1.9 1.9 18.0
153.00 0.9 13,548 247.24 1.8 1.8 18.0
156.00 0.8 13,386 247.23 1.7 1.7 18.0
159.00 0.8 13,227 247.21 1.6 1.6 17.9
162.00 0.7 13,072 247.20 1.6 1.6 17.9
165.00 0.7 12,921 247.18 1.5 1.5 17.9
168.00 0.6 12,774 247.17 1.4 1.4 17.9
171.00 0.6 12,631 247.16 1.4 1.4 17.8
174.00 0.5 12,491 247.15 1.3 1.3 17.8
177.00 0.5 12,356 247.13 1.2 1.2 17.8
180.00 0.5 12,225 247.12 12 12 17.8
183.00 0.4 12,098 247.11 1.1 1.1 17.7
186.00 0.4 11,975 247.10 1.1 1.1 17.7
189.00 0.4 11,856 247.09 1.0 1.0 17.7
192.00 0.4 11,740 247.08 1.0 1.0 17.7
195.00 0.3 11,629 247.07 0.9 0.9 17.7
198.00 0.3 11,520 247.06 0.9 0.9 17.6
201.00 0.3 11,416 247.05 0.9 0.9 17.6
204.00 0.3 11,314 247.04 0.8 0.8 17.6
207.00 0.3 11,216 247.03 0.8 0.8 17.6
210.00 0.2 11,122 247.03 0.8 0.8 17.6
213.00 0.2 11,030 247.02 0.7 0.7 17.6
216.00 0.2 10,942 247.01 0.7 0.7 17.5
219.00 0.2 10,856 247.00 0.7 0.7 17.5
222.00 0.2 10,773 247.00 0.6 0.6 17.5
225.00 0.2 10,694 246.99 0.6 0.6 17.5
Richardson Smith Gardner & Associates
7/23/2007 Pond 5 - Bioretention.xls Routing 1 year

Pond 5 Bioretention Area
•
RICHARDSON SMITH GARDNER & ASSOCLITES SHEET:
l • • • JOB is 42E-Ofrt
14 N. Boyhan Avenue Tel: [phone] oarE: ~i~~noo~
Raleigh, NC 27603 Fax: [phone] BY: G. Mills
CHKD BY:
BIORETENTION AREA (POND !i) 10-year Storm
Fbw Data:
Qp = 6.93 cfs (10 yr storm) (max. albwable through the Overflow Bypass Structure)
Tp = 58.2 min.
dT = 3 min. (User Input -time Interval)
Basin Shape Data: assumes storage function is a power fit equation where S = t4 Z°
Ks = 10824.5403:1
b = 1.046006777
Zo (fl) 246 (basin invert)
Z initial 246 (user input)(pool surface at the start of the storm)
Riser Data:
# of Risers = 1 (calculation assume the riser acts as a weir)
Riser Dimensions 6 fl x ©fl (rechangular riser)
C„, = 3.3 (weir coefficient)
Zcrest = 246.75 (Principal spillway elevation)
Barrel Data:
# of Barrels = 1
Diameter of Barrel = 18 (inches)
Z invert = 242 (barrel invert)
Ca = 0.6 (discharge coefficient)
• Emergency Spillway
base width 15
Elevation 247.5
PEAK FLOW VALUES
Peak Stage = 247.55 feet
Peak Outflow = 4.38 cfs
Peak Outflow through Riser Structure = 3.74 cfs
Peak Outflow from Emergency Spillway = 0.64 cfs
TIME
(min) INFLOW
(cfs) STORAGE
(eu. ft) STAGE
(~) OUTFLOW
(~) RISER
(~)
Barret (cfs) SPILLWAY
(cfs
0.00 0 0 246.00 0.0 - -
3.00 0.0 0 246.00 0.0 0.0 15.3 0.0
6.00 0.2 8 246.00 0.0 0.0 15.3 0.0
9.00 0.4 41 246.00 0.0 0.0 15.3 0.0
12.00 0.7 113 246.01 0.0 0.0 15.3 0.0
15.00 1.1 239 246.03 0.0 0.0 15.4 0.0
18.00 1.5 433 246.05 0.0 0.0 15.4 0.0
21.00 2.0 705 246.07 0.0 0.0 15.5 0.0
24.00 2.5 1,065 246.11 0.0 0.0 15.6 0.0
27.00 3.1 1,519 246.15 0.0 0.0 15.7 0.0
30.00 3.6 2,072 246.21 0.0 0.0 15.8 0.0
33.00 4.2 2,727 246.27 0.0 0.0 15.9 0.0
36.00 4.7 3,481 246.34 0.0 0.0 16.1 0.0
39.00 5.2 4,332 246.42 0.0 0.0 16.3 0.0
42.00 5.7 5,274 246.50 0.0 0.0 16.5 0.0
45.00 6.1 6,298 246.60 0.0 0.0 16.7 0.0
48.00 6.4 7,393 246.69 0.0 0.0 16.9 0.0
51.1)0 6.7 8,549 246.80 0.1 0.1 17.1 0.0
54.00 6.8 9,740 246.90 0.3 0.3 17.3 0.0
• 57.00 6.9 10,915 247.01 0.7 0.7 17.5 0.0
60.00 6.9 12,039 247.11 1.1 1.1 17.T 0.0
63.00 6.8 13,085 247.20 1.6 1.6 17.9 0.0
Richardson Smith Gardner & Associates 7/23/2007 Pond 5 - Bioretention.xls Rotating 10 year

Pond 5 gioretention Area

TIME
(min)
INFLOW
(cfs)
STORAGE
(cu.ft)
STAGE
(ft)
OUTFLOW
(cfs)
RISER
(cfs)

Eiarrel(cTs) EMERGENC'
SPILLWA'
(~
Ei6.00 6.6 14,030 24728 2.0 2.0 18.1 0.1
69.00 6.4 14,862 247.35 2.4 2.4 18.2 0.1
72.00 6.0 15,SE~ 247.42 2.8 2.8 18.3 0.(
75.00 5.6 16,143 247.47 3.1 3.1 18.4 0.(
78.00 5.3 16,592 247.50 3.4 3.4 18.5 0.(
81.00 4.9 16,926 247.53 3.9 3.6 18.6 0
84.00 4.6 17,111 247.55 4.2 3.7 18.6 0.°
87.00 4.3 17,176 247.55 4.4 3.7 18.6 O.E
90.00 4.0 17,163 247.55 4.4 3.7 18.6 O.E
93.00 3.8 17,104 247.55 4.2 3.7 18.6 0
96.00 3.5 17,020 247.54 4.1 3.6 18.6 0.4
99.00 3.3 16,922 247.53 3.9 3.6 18.6 0
102.00 3.1 16,816 247.52 3.7 3.5 18.6 0.2
105.00 2.9 16,703 247.51 3.5 3.5 18.5 0.1
108.00 2.7 16,583 247.50 3.4 3.4 18.5 0.0
111.00 2.5 16,456 247.49 3.3 3.3 18.5 0.0
114.00 2.4 16,312 247.48 3.2 32 18.5 0.0
117.00 22 16,154 247.47 3.1 3.1 18.4 0.0
120.00 2.1 15,985 247.45 3.0 3.0 18.4 0.0
123.00 1.9 15,808 247.44 2.9 2.9 18.4 0.0
126.00 1.8 15,624 247.42 2.8 2.8 18.4 0.0
129.00 1.7 15,436 247.40 2.7 2.7 18.3 0.0
132.00 1.6 15,246 247.39 2.6 2.6 18.3 0.0
135.00 1.5 15,055 247.37 2.5 2.5 18.3 0.0
138.00 1.4 14,864 247.35 2.4 2.4 182 0.0
141.00 1.3 14,673 247.34 2.3 2.3 18.2 0.0
144.00 1.2 14,485 247.32 2.2 22 18.2 0.0
147.00 1.1 14,299 247.30 2.1 2.1 18.1 0.0
• 150.00
153.00 1.1
1.0 14,116
13,937 247.29
247.27 2.1
2.0 2.1
2.0 18.1
18.1 O.OI
0.0
156.00 0.9 13,761 247.26 1.9 1.9 18.0 0.0
159.00 0.9 13,589 24724 1.8 1.8 18.0 0.0
16'2.00 0.8 13,421 24723 1.7 1.7 18.0 0.0
1 F~u.00 0.8 13,258 24721 1.6 1.6 17.9 0.0
168.00 0.7 13,099 247.20 1.6 1.6 17.9 0.0
171.00 0.7 12,944 247.19 1.5 1.5 17.9 0.0
174.00 0.6 12,794 247.17 1.4 1.4 17.9 0.0
177.00 0.6 12,648 247.16 1.4 1.4 17.8 0.0
180.00 0.5 12,506 247.15 1.3 1.3 17.8 0.0
183.00 0.5 12,369 247.14 12 12 17.8 0.0'
186.00 0.5 12,236 247.12 1.2 12 17.8 0.0
189.00 0.4 12,107 247.11 1.1 1.1 17.7 0.0
192.00 0.4 11,982 247.10 1.1 1.1 17.7 0.0
195.00 0.4 11,862 247.09 1.0 1.0 17.7 0.0
196.00 0.4 11,745 247.08 1.0 1.0 17.7 0.0
201.00 0.3 11,632 247.07 0.9 0.9 17.7 0.0
204.00 0.3 11,523 247.06 0.9 0.9 17.6 0.0
207.00 0.3 11,417 247.05 0.9 0.9 17.6 0.0
210.00 0.3 11,315 247.04 0.8 0.8 17.6 0.0
213.00 0.3 11,217 247.03 0.8 0.8 17.6 0.0
216.00 0.2 11,122 247.03 0.8 0.8 17.6 0.0
219.00 0.2 11,029 247.02 0.7 0.7 17.6 0.0
222.00 0.2 10,941 247.01 0.7 0.7 17.5 0.0
225.00 02 10,855 247.00 0.7 0.7 17.5 0.0
•
Richardson Smith Gardner & Associates 7!23/2007 Pond 5 - Bioretention.~ds Routing 10 year

•
RICHARDSON SiHITH GAIRl)INER do ASSOCIATES SHEET:
roe t +ze-os-~
14 N. Boylan Avenu'flel: 919-828-0577 once: ~nsrzoo7
NC 2760~aX: 919-828-3899
Raleigh BY: G. Mfrs
, CHKD BY:
High Flow Bypass Structure Design -Pond 5 (Bioreterrtion Area)
Balance the flow at an overflow bypass junction box, to set flow to a BMP and bypass flow
Bypass structure at the Biorention Area (Pond 5) must pass 9.75 CFS during a 1-year storm.
Approx. 4 CFS can be discharged, but approx 5.75 CFS must be directed to the biorention area.
to meet the pre-development requirements of Johnston County.
Check the flow for 1-yr, 10-yr 8< 25-yr stom>s
Storm Flow
1- Storm 9.75 cfs
10- Storm 13.96 cfs
25- Strom 15.83 cfs
•
6L,,,~. Elwaur tiead„rMa fiver Fbw,~e Flow,,,, Total Fbw Comments
inches ft ft ft CFS CFS CFS
9 0.75 0.42 0.00 4.32 0.00 4.32 Water elevation at the weir crest
14.07 1.17 0.84 0.42 6.13 3.63 9.75 water elevation at 1- r stone
16.89 1.41 1.07 0.66 6.93 7.04 13.97 water elevation at 10 r storm
18.02 1.50 1.17 0.75 7.23 8.60 15.83 water elevation at 25- r stone
Conclusion: The weir elevation can be set at 9 inches above the bottom of the high flow
bypass box. Peak flow of approx 6.13 CFS will be directed to the biorenGon area, and 3.63 CFS
will return to the receiving stream (in a 1-y~r stone event). Therefore, the post development peak flow
from a 1- r storm will be less than the re-development flow.
•
Richardson Smith Gardner & Associates
0.72
Bypass Fkrvv Design.xls Biorentention Bypass
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DWQ Project No. -
DIVISION OF WATER QUALITY BIORETENTION AREA WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : 2 L~',~ fi S v b d i u r 'o ~
Contact Person: ~G~ L Phone Number: (9-9) SS3 - 31 '7
For projects with multiple basins, specify which basin this worksheet applies to: ~t and 5
Permanent Pool Elevation
Temporary Pool Elevation
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
~- 6 ft. (elevation of the orifice invert out)
2 H . 7 5 ft. (elevation of the outlet structure invert in)
500} .O~-sq. ft.
H. 8 6 ac.
I - z +f ac.
2.H
~72- f
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
Pos: t e.
(either 5% in w/sand under drain or 7% in w/o)
gy ~~1Y 2Do~ G oidahc ~
• ps
D. ~-in
ft.
. d in./hr. (the soil layer down to 4 feet)
1.eSS t~~~ ~, _ °_ in./hr. (the soil layer below 4 feet or below the sand bed)
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.
A licants Initials
G-M No vertical sand bed is proposed
AGM The bioretention area is at least 40 feet by 15 feet.
G(rM Sheet flow is provided at inlet.
G-4M Water table depth is greater than 6 feet.
9'~ ~CrM Minimum of 6" ponding is provided.
G 6 /v~ The ponded area will draw down in less than 4 days.
~ 6- M Planting soil infiltration rate is greater than 0.52 in/hr.
G/rl The in-situ soil infiltration rate is greater than 0.2 in/hr.
FCrM A planting plan with species and densities is provided.
(r-(,•~_ ,Mulch layer is specified in plans.
.
~~ fs M Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management

~ G Practices Manual, April 1999) ~"~•tr 2007
_ Plan details for the bioretention area provided.
G M Plan details for the inlet and outlet are provided.
F (rM An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
•

•
•
•

Ca~cep~c u~ S'I-~hrn~a4.t-c~t, Ply ~.
DWQ Project
DIVISION OF WATER QUALITY -401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : 42 Ec~sl- [ r G
Contact Person: _~- Phone Number: s 3 - 3 8 ~
For projects with multiple basins, ~P city w ch basin this worksheet applies to: ~Y1 ~` 6
Permanent Pool Elevation [ 3 ~ ft. (elevation of the orifice invert out)
Temporary Pool Elevation r 3 ~3 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 32 ~ G 11! sq. ft. (water surface area at permanent pool elevation)
Drainage Area I ~ • S 1 ac. (on-site and off-site drainage to the basin)
Impervious Area ~j • 3~ ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 4892 sq. ft. (at permanent pool elevation appro~amately 15%)*
Marsh 0"-9" Surface Area 983 sq. ft. (at permanent pool elevation approximately 35°~)*
Marsh 9"-18" Surface Area g ~~ ~ sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 4892 sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 1 ~ 4 ~9 cu. ft. (volume detained on top of the permanent pool)
SAIDA used t• 34 (surface area to drainage area ratio)*
Diameter ofi Orifice ~ in. (draw down orifice diameter)
• 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
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is speafied.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http:l/tr2o.ehnr.state.nc.us/ncwetiands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp.19and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50°k high marsh, 40% low marsh.

•
•
•

Co1ft ~ e pht4A S~hm ~~n }~ja ~
- - ~ DWQ Project No.
_ DIVISION OF WATER~IUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : ____ _ 42 ~Eas ~ , LL~-
Contact Person: _~ Phone Number: (ql `t 1 ss3 - 3 ~ ~-
For projects with multiple basins, specify whi basin this worksheet applies to: Pd71c1" # ~--
Permanent Pool Elevation t42 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 143 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area I (~ 4 So sq. ft. (water surface area at permanent pool elevation)
Drainage Area 22 - SO ac. (on-site and off-site drainage to the basin)
Impervious Area s. ~ ac. (on-site and off-site drainage to the basin)
Forebay Surface Area -2sG3 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area So&S" sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area X085 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 2543 sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 22~-6b cu. ft. (volume detained on top of the permanent pool)
SA/DA used i'-3 4 (surface area to drainage area ratio)*
Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
r 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 stonnwater 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
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state. nc. us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
•

•
•
•

Cd'>'1 c ep ~~.~- S'~hm ~D Zvi ~ ~ 4a1
DWQ Project No.
~= DIVISION OF WATER QUALITY - 401.EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : cF2 ~s~ (1c
Contact Person: c.~ Phone Number: (~) 9~3 -- 3 ~S?~..
For projects with multiple basins, specify whic basin this worksheet applies to: ~dl~rl ~ 4
Permanent Pool Elevation f3 5 ft. (elevation of the orifice invert out)
Temporary Pool Elevation - 36 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area I Bs4 U sq. ft. (water surface area at permanent pool elevation)
Drainage Area I (• SS ac. (on-site and off-site drainage to the basin)
Impervious Area -2.8 `I ac. (on-site and off-site drainage to the basin)
Forebay Surface Area ~ 431 sq. ft. (at permanent pool elevation approximately 15°k)'
Marsh 0"-9" Surface Area S G£~ sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 5g6z- sq. ft. (at permanent pool elevation approximately 35°~)*
Micro Pool Surface Area -Z~+31 sq. ft. (at permanent pool elevation approximately 15%)'
Temporary Pool Volume t f 53o cu. ft. (volume detained on top of the permanent pool)
SAIDA used t • 34 (surface area to drainage area ratio)*
Diameter of Orifice a in. (draw down orifice diameter)
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
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.eh nr.state. nc. us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp.19and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
U

•

Cod ce~~~- S~hm~~z/t ~'j4n.
DWQ Project No.
• DIVISION OF CATER QUALITY~-= 401 EXTENDED DETENTIONlaptlJ'OCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : ~2 Easy . LL G.
Contact Person: Phone Number: (~f/9) 553 - 31&~-
For projects with multiple basins, s ify whic basin this worksheet applies to: t~Ytd # 9'
Permanent Pool Elevation 1~ ~, ft. (elevation of the orifice invert out)
Temporary Pool Elevation i ~ ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area I oaoo sq. ft. (water surface area at permanent pool elevation)
Drainage Area S• t1 ac. (on-site and off-site drainage to the basin)
Impervious Area _ 3 • ~ G ac. (on-site and off-site drainage to the basin)
Forebay Surface Area f ~ o o sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 3 00o sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area _ 3 00~~ sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area t 5 0 9 sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume l 0 44~ cu. ft. (volume detained on top of the permanent pool)
SA/DA used ~ • SID (surface area to drainage area ratio)*
Diameter of Orifice 3 in. (draw down orifice diameter)
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
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc. us/ncwetlands/oandm. doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20 of the NC DENR
stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
•

C;~Nc~p7DAL. S7oRm~4A7c-R pLAt~o
DWQ Project No.
• :- ~:,..~- DIVISION OF WATER QUALITY - d01 EXTENDED DETENT141V-(and POCKET*) WETLAND WORKSHEET ,..~.
I. PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person: Phone Number: (4l y) s~3 - 3 r8 ~
For projects with multiple basins, specify which basin this worksheet applies to: PrsYl ~ .#- l o
Permanent Pool Elevation ! S3 ft. (elevation of the orifice invert out)
Temporary Pool Elevation ~ ~,~ ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area $ 10'fl sq. ft. (water surface area at permanent pool elevation)
Drainage Area ~ n - ~_ ac. (on-site and off-site drainage to the basin)
Impervious Area 3- ~-s ac. (on-site and off-site drainage to the basin)
Forebay Surface Area ~ ~ 1 s sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area _~~ ~o sq. ft. (at permanent pool elevation approximately 35%)'
Marsh 9"-18" Surface Area zy ~fl sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area r z 1 S" sq. ft. (at permanent pool elevation approximately 15%)'
Temporary Pool Volume l 41 ~6 cu. ft. (volume detained on top of the permanent pool)
SA/DA used t - Sy (surface area to drainage area ratio)*
Diameter of Orifice ~ in. (draw down orifice diameter)
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
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
-The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
C7

Section 6.0
Operations & .:Maintenance (O&M)
Agreements

WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
• 42 East Development, `Clayton NC
Section G Wetland Detention (Pond 1)
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
• of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wetland detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.]
When the permanent pool depth reads feet in the forebay and micro-pool, the sediment shall be
removed.
BASIN DIAGRAM
(hll in the blanks)
Permanent Pool Elevation
Sediment moval EI. ~ 75%
-------------- -- Sediment Removal Elevation 75 /o
Bottom
•
FOREBAY
MAIN POND
Page 1 of 2

5. Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed.
Wetland plants should be encouraged to grow in the marsh areas.
•6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Gary Lvnch
Title: ManaQlna Partner
Addre
Phone
Signal
Date:
~ote: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, ~ '~"GLf4,~ ~ ~~ ~ . ~%l'~ ~ }'~- _, a Notary Public for the State of ~ a r ~~'~ ~~~ ~f n~
County of ~c? {~ Izst~ ~ , do he~r~by certify that ~'~~ ~Y~1- LG~ ~~
_~
personally appeared before me this ~~ day of ~~~~ ~'~~~ ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
„N~~N~~~~~~Ny4«
~~ ,~ ~ ~
~~
. sevp ~ B~\~ ~~;_
"' ~~STON Gp~r~
~v~L ~ ~~~
SEAL
My commission expires ~ ~ ~"~ " ~ ~ ~
.7
Page 2 of 2

WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
• 42 East Development, Clayton NC
Section H/Recreation Area Wetland .Detention (Pond Z)
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
• of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wetland detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.)
When the permanent pool depth reads feet in the forebay and micro-pool, the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation
Sediment moval EI. ~ 75%
- ------------ -- Sediment Removal Elevation 75%
-~ 5% ------------------------------------------- ~-----~
Bottom E vation
• FOREBAY MAIN POND
Page 1 of 2

5. Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed.
Wetland plants should be encouraged to grow in the marsh areas.
• 6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Gary Lynch
Title: Managnc Partner
Address:
Phone: [phone]'140
Signature:
Date: ~2 ~0
~ote: The legally responsible party should not be a homeowners association unless more than 50°k of the
lots havesi been sold and a resident of the subdivision has been named the president.
I, ~ VQ,~1 d~ I ~ i~ . ~~ 1' ~ ~ /ti , a Notary Public for the State of , r~}~ Y'F~1 ~~~ (~ ~%
County of ~ C' ~Ni.51 ~ w , do herg by certify that C t; f'1'~ ~ Yt ~.1~.
personally appeared before me this a3 i~d day of J u- r ~`~" ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
....,..•
;',~a ~-~ ~ R y ti
~~2 ~~
m z£
V ~ -_
•.... STON

SEAL
My commission expires ~ " ~~ " ~ ~ ~
•
Page 2 of 2

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
• 42 East Development, .Clayton NC
Section I Wet iDetentiion (Pond 3)
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every sign cant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
•4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation
Sediment moval EI. ~ 75%
-------------- -- Sediment Removal Elevation 75%
-------------------------------------------- ------
Bottom E vation 5%
0
FOREBAY MAIN POND
•
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
• 7. All components of the wet detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Gary Lunch
Title: Manacrinq Partner
Address:
Phone
Signature:
Date:
Note: The legally responsible party should note omeowners association unless more than 50% of the
lots have been sold and a resident of th ubdivision has been named the president.
~I, ~-~ I' ~ ~ iii L~ ~~'i'{~C~-~ , a Notary Public for the State of ~~ t'~t ~ ~~'~'~~ ~ ~~~ ;
County of ~ ~ t~ 1~~~1 ~ ~l. , do hereby certify that %e YI'~ ~ N ~ '~-
personally appeared before me this ~ 3 i~d day of ~ , ~, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
"~NNI.N...,,
~, \ ~~
~~e-~oTAR~ Fy
~- U
o A~ 2
..,.y2s~ Bl.~ ~~
~`''~..ON COV ''~
,..~N.......N.F.
My commission expires,
•

SEAL
j - ~ $ - ~-6 ~ ~-
Page 2 of 2

WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
42 East Development, Clayton NC
Section 18~ K Wetland Detention (Pond 4)
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
• of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wetland detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.]
When the permanent pool depth reads feet in the forebay and micro-pool, the sediment shall be
removed.
BASIN DIAGRAM
(frll in the blanks)
Permanent Pool Elevation
Sediment moval EI. -~ 75%
-------------- - Sediment Removal Elevation 75%
-------------------------------------------- ------
Bottom E vation ~ 5% • i
•
FOREBAY
MAIN POND
Page 1 of 2

5. Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed.
Wetland plants should be encouraged to grow in the marsh areas.
• 6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: -Gary Lynch
Title: Managin4 Partner
Address: PO Box 012
Phone: (9:1:91 3 ~ 140
Date: __T7 ~/ z
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots havle been sold and a resident of the subdivision has been named the president.
I, l3 i~~--V1(t f~ ~ : ~Tl~~e ~ , a Notary Public for the State oft I~oY~-h G~-r~Pf na~,
County of ~1 G ~ 1~1 ~fi~ Iti , do hergby certify that e~Y I't~ ~ M i~1ti
personally appeared before me this ~3 Y day of ~ li-~ i. ~~ ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
M„M~MMNI~.
D E B. G~
~~~ aT AR y~Fy
~, ~
U
"~~ ti U BLS ~
.s
•~•wrorv c°~f
~~~N~~~~~w~NM
My commission expires
•

SEAL
Page 2 of 2

LEVEL SPREADER SYSTEM OPERATION AND MAINTENANCE AGREEMENT (1/2007)
A level spreader system includes: a forebay, diverter box, level spreader, riparian buffer/vegetated filter strip,
• and flow bypass channel.
Name of Project: 42 East Development
Address: NG 42 between Mill Creek & :Motorcycle Road, Clayton North Carolina
Maintenance activities shall be performed as follows:

MAINTENANCE ACTIVITY FREQUENCY
Post-construction monitoring-inspect for vegetation, Check after every heavy rainfall for first 6 months
settlin ,erosion, or concentrated flow. followin construction.
Inspect Diverter Box and clean and/or make repairs. Once a month and after heavy rainfalls/storms.
Look for:
• Clogged inlet or outlet pipes.
• Trash/debris in the box.
Inspect Forebay + Level Spreader. Clean and/or Once a month and after heavy rainfalls/storms.
make repairs. Look for:
• Sediment in forebay and along level spreader
lip;
• Trash and/or leaf buildup.
• Scour, undercutting of level spreader.
• Settlement of level spreader structure (no
longer level; you see silt downhill below level
spreader).
• Fallen trees on level spreader.
• #57 stone washin downhill.
Inspect the Riparian Buffer and the Bypass Swale Once a month and after heavy rainfalls/storms.
and make repairs as needed'. Look for:
• Damaged turf reinforcement or riprap rolling
downhill.
• Erosion within the buffer or swale.
• Concentrated flows downhill of level
s reader-look for ullies or sediment flows.
Mow grass to a 6" height. As needed during growing season.
Remove any weeds/shrubs growing on level spreader Once a year.
or in swale.
C]
1 NOTE: Contact NC Division of Water Quality, 401/Wetlands Unit at 919-733-1786 BEFORE any work
in Protected Riparian Buffers.
Page 1 of 2

I acknowledge and agree by my signature below that 1 am responsible for the pertormance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: Garv Lvnch
Title: Managing Partner
Address: PO Box 20012. ,!:Raleigh NC 2761
Phone: (919} 398-31
~ignature:
Date: 1 ~ 1~J 23
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots havve been sold and a resident of the subdivision has been named the president.
I, ~~ Y~- F~C~-iie ~ - ~~ ~ c'E i'L , a Notary Public for the State of ~~ ~~~- ~~~-r~ ~~ I^~ ;
County of ~~ (? ItiY~ ~f~ -ti , do hereby certify that '~ i' Y G 67 ~ ~1.
personally appeared before me this ~ 3 r~ day of ~ ~-~ ~ , ~, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
I.I.N,.y
°`~4`~yC~T'a4+ R~`°c2~
m
o
ON.. COV?~~.
LEVEL
SPREADER NO. LOCATION ON SITE (DESCRIBE) HOW WILL IT BE ACCESSED?
1 Section 1 -Outlet of Pond 3 Maintenance road to `sewer pump station
2
3
4
5
6
~EAL

My commission expires ~ ` ~~ " ~~ ~ ~"
Page 2 of 2

Attachment A
•
RICHARDSON SMITH GARDNER & ASSOCIATES SHEET:

\
• JOB #:
~ 14 N. Boylan Avenue
Tel: [phone] DATE:
Raleigh, NC 27603 Fax: [phone] BY:
CHKD BY:
42 East LLC, Johnston County
Analysis of Design Storms

LOCATION: Johnston County, NC
5 min
15 min
60 min
2 hr to 24 hr Rainfall Events =
RETURN PERIOD
1-YR-P 2-YR P 100-YR P SOURCE
(IN) (in) (in)
0.42 0.48 -0:81 NOAA HYDRO-35
0.82 1.03 1:81 NOAH HYDRO-35
1.60 1.80 3.75 NOAA HYDRO-35
USER INPUT USWB TP-40
42 E-06-1
5/3/07
KBS
DEPTH-DURATION-FREQUENCY TABLE
•
RETURN PERIOD
1-YR 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
DURATION in in in in in in in

5 min 0.42 0.48 0.55 0.60 0.68 0.75 0.81
10 min 0.66 0.80 0.93 1.03 1.17 1.29 1.40
15 min 0.82 1.03 1.20 1.32 1.51 1.66 1.81
30 min 1.22 1.41 1.72 1.94 2.26 2.51 2.76
60 min 1.60 1.80 2.26 2.58 3.04 3.39 3.75
2 hr 1.85 2.20 2.80 3.25 3.70. 4.20 4.60
3 hr 2.00 2::40 3.10 3.60. 4.10 4:55 5.10
6 hr 2.42 2.85 3:60 4.20 4.90 5:50 6.10
12 hr 2.93 3.35 4.20 5.00 5.80 6:40 7.20
24 hr .3.20 3'.70 4.90 5.80 6.70 7.50 8.40

INTENSITY-DURATION-FREQUENCY TABLE
RETURN PERIOD
1-YR 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
DURATION in/hr in/hr in/hr in/hr in/hr in/hr iNhr

5 min 5.04 5.76 6.58 7.22 8.19 8.96 9.72
10 min 3.95 4.83 5.59 6.17 7.03 7.72 8.40
15 min 3.30 4.12 4.79 5.29 6.05 6.65 7.24
30 min 2.44 2.81 3.43 3.88 4.52 5.02 5.52
60 min 1.60 1.80 2.26 2.58 3.04 3.39 3.75
2 hr 0.93 1.10 1.40 1.63 1.85 2.10 2.30
3 hr 0.67 0.80 1.03 120 1.37 1.52 1.70
6 hr 0.40 0.48 0.60 0.70 0.82 0.92 1.02
12 hr 0.24 0.28 0.35 0.42 0.48 0.53 0.60
24 hr 0.13 0.15 0.20 0.24 0.28 0.31 0.35
•
Richardson Smith Gardner & Associates, Inc.
DESIGN STORMS.xIs

•

•
Attachments B
Hydroflow Storm Sewer output
(Directly taken #rom Kirk Rightmyer's calculations)

•

System A to Pond -3

•
•
•

m n M M N R ~ (D V ~ fD (O (D I~ O (D (D (O V

~ N N N r OD r r N N ~ (D
~ (O
~ ~ ta7 M
I~ M
7 N
M (7
~ M
~ ~
a0
h
Q tD V O M <D M O M M O O 00
O 00
O N N N N O O
_
C W ~ O
r M
r (D
r I~
r n
r ~
'- n
r W
r W
r M
r r M
r N N N N N N N N N

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Attachment C
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