20080950 Ver 1_401 Application_20080608

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:'W E•; BURDETTE LAND CONSULTING, INC.
10212 Creedmoor Road - Raleigh, North Carolina 27615
Telephone [phone]-Fax [phone]
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LETTER OF TRANSMITTAL
To: Mr. Jamie Shern Date: June 9, 2008
US Army Corps of Engineers Project #: 7147
3331 Heritage Trade Dr, Ste 27587 RE: TT & E Metal & Iron
Wake Forest, North Carolina 27587 Works, Inc.
We are sending the following items attached to this transmittal:
Copies Date Description
1 6/9/08 PCN Application

Remarks:
P A, I D
W- r, p
2008
DENR - WATER QUAUTY
WETLANDS AND STORMWATER BRANCH
Signed: Jennifer Burdette c: Ian McMillan-NCDWQ (5 copies + SW
Management & $240 check)
Ronnie Thompson - TT&E Iron & Metal Works
08-0950-
Office Use Only: Form Version March 05
USACE Action ID No. DWQ No.
(it any particular item is not applicable to ttus project, please enter "Not Applicable" or "N/A".)
1. Processing AdN PAID
Mk __
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information JUN 1 0 LO;?
Name: T T & E Metal and Iron Works Inc.
Mailing Address: Contact: Ronnie Thompson WETLANDSANO STORMWATFR RRANGH
508 N. Garner Road
Garner, North Carolina 27529
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Jennifer A. Burdette
Company Affiliation:_ Burdette Land Consulting Inc.
Mailing Address: 10212 Creedmoor Road
Raleigh North Carolina 27615
Telephone Number: [phone] Fax Number: [phone]
E-mail Address:-JBurdetteBLC @ bellsouth. net
Updated 11/1/2005
Page 1 of 9

III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site, plan must include a scale and north arrow. The specific footprints of all buildings,
impav bs surfaces, or other facilities must be included. If possible, the maps and plans should
incluW'tht appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: TT & E Facility Expansion
2. T.I.P. Project Number or State Project Number (NCDOT Only): NA
3. Property Identification Number (Tax PIN): 1711-17-1540, 1711-18-1238, 1711-171716, &
1711-17-3847
4. Location
County: Wake Nearest Town: Garner
Subdivision name (include phase/lot number):
Directions to site (include road numbers/names, landmarks, etc.): From Raleigh, take
Interstate 440 Beltline to Ext 299 at Hammond Road and go south. From Hammond Road
turn left on Tryon Road then turn right onto Garner Road. The site is located on the west
side of W Garner Road approximately V2 mile south of Tryon Road's intersection with
W Garner Road.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.7220769 ON 78.6249717 °W
6. Property size (acres): 20
7. Name of nearest receiving body of water: UT to Big Branch
8. River Basin: Neuse
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Approximately one-half of the site contains pine forest
Updated 11/1/2005
Page 2 of 9
while the existing metal recycling facility occupies the other half. Figure 1 depicts the
location of the property on the US Geological Survey (USGS) Garner and Lake Wheeler NC
7.5-minute quadrangle topographic map. Figure 2 shows the location of the site on the
applicable Wake County Soil Survey map.
10. Describe the overall project in detail, including the type of equipment to be used: The
project involves the expansion of the existing metal recycling facility through construction of
shredder on property adjacent to the existing f_acility. The proposed shredder facility is
separated from the existing facility by a perennial stream channel The project includes
construction of road across the stream channel to provide critical interconnection between the
new shredder and the existing facilitv. Please refer to the attached Surface Water and
Wetland Impact Map (Figure 3) and Insets (1-3) for the details of road crossing impact
Heavy equipment typically used for road construction and grading will be used to complete
the project.
11. Explain the purpose of the proposed work: The purpose of the project is to construct the
proposed shredder and to route vehicles carrying recycling materials to the appropriate area
of the facility and allow much needed stacking space especially for heavy weekend traffic
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. On July 24, 2007, Burdette Land Consulting Inc. (BLC) conducted an
on-site meeting with Chad Coburn of NCDWQ to confirm that Feature B located on the existing
facility property and shown on the Wake Soil Survey Map (Figure 2) is not subject to the
riparian buffer rules. Mr. Coburn's letter is attached (NBRRO# 07-153) This March BLC
conducted a delineation of the surface waters and wetlands present on the existing property and
the adjacent property to the north. Because a marginal wetland area was identified on the
property, a request for a desk review including wetland data forms and photographs of the area
was submitted to Jamie Shern of the USACE on May 12 2008 This marginal wetland area
lacked hvdric soils. On June 3 2008, Lauren Witherspoon conducted an on-site review of the
stream and wetlands present on the existing facility and expansion area to the north Ms
Witherspoon determined the both Features B and C are not subject to the riparian buffer rules
and verified the boundary of the isolated wetland present on the site We have assumed the
marginal area mentioned above is a nonjurisdictional area for this PCN application based on the
absence of hvdric soils.
Updated 11/1/2005
Page 3 of 9
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
This PCN application covers the all phases of the project; therefore, future permit requests are
not anticipated for this project.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: The proposed impacts consist
of a road crossing of a stream channel and removal of a small isolated wetland to construct a
wet detention basin. Please refer to Figure 3 (USACE - 3A & 3B) for the entire project and
Insets A & B for the details of each impact.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number Type of Impact (e.g., forested, marsh, 100-year
Hoodplain Nearest
Stream Impact
(acres)
(indicate on map) herbaceous, bog, etc.) ( es/no) (linear feet)
NA

Total Wetland Impact (acres)
3. List the total acreage (estimated) of all existing wetlands on the property: 0.5
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multiply length X width, then divide by 43,560.
Updated 11/1/2005
Page 4 of 9
Stream Impact
Perennial Average Impact Area of
Number Stream Name Type of Impact Intermittent? Stream Width Length Impact
(indicate on ma) Before Impact (linear feet) (acres)
1 UT to Big Branch culvert/rip-rap perennial 5 138 0.016
Total Stream Impact (by length and acreage) 138 0.016
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact Name
Wat Type of Waterbody Area of
Site Number (if applicable) )
Type of Impact
(lake, pond, estuary, sound, bay,
Impact
(indicate on ma)
ocean, etc.)
(acres)
NA
Total Open Water Impact (acres)
6. List the cumulative impact to all Waters of the U.S. resulting from the proiect:
Stream Impact (acres): 0.016
Wetland Impact (acres): 0
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0.016
Total Stream Impact (linear feet): 138
7. Isolated Waters
Do any isolated waters exist on the property? ® Yes ? No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
A small isolated wetland (<0.010 acre) is present in the area of proposed detention pond #2.
The applicant proposes remove 0.006 acre of this isolated wetland to construct the pond
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ® uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): See attached SW Plan
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): See attached SW Plan
Current land use in the vicinity of the pond: See attached SW Plan
Size of watershed draining to pond: See above Expected pond surface area: See above
Updated 11/112005
Page 5 of 9
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts. Impacts to the only
jurisdictional wetland on the property were avoided. The location shape and most importantly
size of the isolated wetland present on the property made it impractical to avoid. The perennial
stream channel could not be avoided as it bisects the site. The proposed road/driveway crossing
is necessary to interconnect the two facilities. This interconnection is required to provide a flow
through system, which will also accommodate stacking of vehicular traffic entering the facility.
The alignment was designed to cross the channel perpendicularly to minimize the length of
stream channel affected. The impact will be further minimized by burying the culvert one foot to
allow for aquatic life passage.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina (see DWQ website for most current
version.).
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
Updated 11/1/2005
Page 6 of 9
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The applicant avoided impacts to wetlands where possible and minimized the stream
channel impact that is unavoidable to the maximum extent practicable as described above A
50-foot-wide riparian buffer will be maintained around the stream channel present within the
facility in accordance with Neuse River Riparian Buffer Rules and will serve as a permanent
vegetative buffer to the stream channels. Because the applicant minimized the project
impacts to the maximum extent practicable, proposes less than 150 linear feet of stream
channel impact, less than 0.10 acre of isolated wetland impact and no jurisdictional wetland
impacts, BLC believes that compensatory mitigation should not be required for the
Nationwide Permit or Water Quality Certification.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://www.nceep.net/pages/inlieureplace.htm. If use of the NCEEP is proposed,
please check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): NA
Amount of buffer mitigation requested (square feet): NA
Amount of Riparian wetland mitigation requested (acres): NA
Amount of Non-riparian wetland mitigation requested (acres): NA
Amount of Coastal wetland mitigation requested (acres): NA
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No ?
Updated 11/1/2005
Page 7 of 9
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 213 .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
213 .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ® No ?
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 6,825 3 (2 for Catawba) NA
2 4,158 1.5 NA
Total 10,983 NA
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. The proposed driveway crossing of a
buffered stream channel involves less than 150 linear feet of stream channel and 1/3 acre of
riparian buffer. Therefore, BLC does not believe that buffer mitigation is required.
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. The existing facility has impervious surface area
i_n_ excess of 24%. An old barn is the onlv impervious surface area currently present on the
adjacent property to the north. . The project engineer Keith Roberts PE prepared a stormwater
management plan that has been approved by the Town of Garner. A copy of the Town's
approval letter and the approved plan including an excutive summary, stormwater calculations
and plan view are attached A level spreader is proposed at the outlet of Detention Pond #2 to
Updated 11/1/2005
Page 8 of 9
comply with the diffuse flow requirement of the Neuse River Riparian Buffer Rules The BMP
supplemental and I & M sheets for this level spreader are also attached The stormwater
management plan and Neuse River riparian buffer around the stream channel are anticipated to
protect surface waters and wetlands downstream from the property.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Wastewater generated from the proposed project will be disposed of through the Town of Garner
sewer system.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description: The
proposed infrastructure serves only the proposed commercial expansion Therefore the project
is not anticipated to result in additional development
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
if an authorization letter from the applicant is provided.)
Updated 11/1/2005
Page 9 of 9
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NOTE:
CROSS-SECTION DETAILS
PROVIDED BY
DEVELOPMENT
CONSULTING SERVICES

N O N ? co
O O N N
N O ? tl=
CROSS-SECTION DETAIL
TT&E IRON & METALS
GARNER, WAKE COUNTY, NC
DATE: 6-3-08 SCALE: AS NOTED
W EBURDETTE LAND CONSULTING., INC. DRAWN BY: TMB CHKDBY: JAB
10212 Creedmoor Road - Raleigh North Carolina 27615 PROJECT #: 7147
S? Telephone [phone]-Fax [phone] FIGURE: 4
10+00 11+00 12+00
?F W ATFR Michael F. Easley, Governor
Q William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
7 r Coleen H. Sullins, Director
l Division of Water Quality
.: = July 31, 2007
Mrs. Jennifer Burdette
Burdette Land Consulting, Inc.
308-D West Millbrook Road, Suite 200
Raleigh NC 27609
NBRRO 07-153
County: Wake
BASIN:
Neuse X
Tar-Pamlico
(15A NCAC 2B.0233)
(15A NCAC 2B .0259)
Complaint NOV Buffer Determination X
Incident # Appeal Call
Project Name: TT & E Metal andiron Works, Inc.
Location/Directions: Site consists of a parcel off of West Garner Road, Garner, NC. There are two streams on the
soils map, one that transects property line east to west in the northern part of the property (A), and another that runs
adjacent to West Garner Road (B).
Subject Stream: UT to Big Branch Creek
Date of Determination: 07/24/07
Feature Start Buffer End Buffer Stream Appeal Located Located on
GPS Points (if provided) Form Call on Soil USGS
Survey Topographic
A Subject X
B Not Subject X
Explanation: The feature(s) listed above has or have been located on the Soil Survey of Wake County, North
Carolina or the most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked
"Not Subject" has been determined not to be a stream or is not present on the property. Features that are checked
"Subject" have been located and possess characteristics that qualify it to be a stream. There may be other streams
located on your property that do not show up on the maps referenced above but, still may be considered
jurisdictional according to the US Army Corps of Engineers and/or to the Division of Water Quality.
While Stream `B' is not subject to the Neuse Riparian Buffer Rules, it is possible that it is part of a linear wetland.
This on-site determination shall expire five (S) years from the date of this letter. Landowners or affectedparties
that dispute a determination made by the DWQ or Delegated Local Authority that a surface water exists and that
it is subject to the buffer rule may request a determination by the Director. A request for a determination by the
Director shall be referred to the Director in writing clo Cyndi Karoly , DWQ Wetands/401 Unit, 2321 Crabtree
Blvd., Raleigh, NC 27604-2260. Individuals that dispute a determination by the DWQ or Delegated Local
Authority that "exempts" a surface water from the buffer rule may ask for an ad judicatory hearing. You must One
act within 60 days of the date that you receive this letter. Applicants are hereby notified that the 60-day statutory NorthCarolina
appeal time does not start until the affected party (including downstream and adjacent landowners) is notified of NatUrall'if
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Internet: h2o.enr.state.nc.us 1628 Mail Service Center Raleigh, NC 27699-1628 FAX [phone]
An Equal Opportunity/Affirmative Action Employer-50% Recycled/10% Post Consumer Paper
7/31/2007
Page 2 of 2
this decision. DWQ recommends that the applicant conduct this notification in order to be certain that third
party appeals are made in a timely manner. To ask for a hearing, send a written petition, which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail
Service Center, Raleigh, N.C. 27699-6714. This determination is final and binding unless you ask for a hearing
within 60 days.
The (owner/future owners) should notify the Division of Water Quality (including any other Local, State, and
Federal Agencies) of this decision concerning any future correspondences regarding the subject property (stated
above). This project may require a Section 4041401 Permit for the proposed activity. Any inquiries should be
directed to the Division of Water Quality (Central Office) at (919)-733-1786, and the US Army Corp of Engineers
(Raleigh Regulatory Field Office) at (919)-876-8441.
Respectfully,
da gw?
Chad Coburn
Environmental Specialist
CC: RRO/SWP Files
Central Files
DWQ Wetlands and Stormwater Branch
NorthCarolina
Naturally
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection
Intemet: h2o.enr.state.nc.us 1628 Mail Service Center Raleigh, NC 27699-1628
Phone [phone] Customer Service
FAX [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper

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GRAPHIC SCALE USGS LOCATION MAP N
V = 2000'
•
' TT&E METAL AND IRON WORKS, INC.
2000
0 2000 RONNM AND SCOTT THOMPSON
GARNER, WAKE COUNTY, NC

N. DATE: 7-16-07 USGS 7.5' TOPO QUAD:
GARNER & LAKE
BURDETTE LAND CONSULTING, INC- DRAWN BY: TAM WHEELER
E
308D W Millbrook Road, Suite 200 -Raleigh, North Carolina 27609 CIII{'D BY: JAB
Telephone [phone]- Fax [phone]
S
PROJECT #: 7147 FIGURE #: 1
.
I.,a..mm..,,?a..«?.,o,..?,?.. ._...?..=..„,n:,...ww....,..?..w??...........?.l?.aa-u.?:,:..?-_?v..?...:,...-c...._?w-u?,w....?,._. ,.,W-?_?...::.....?b-3..,,<...c?w .?mm..?_?a... .,i?:.e ,.,w...t....z..?.?:u..- ....?.,..?.,. .. .., M_?.....:...
C(L
N)B 00 07- IS3
GRAPHIC SCALE WAKE COUNTY SOIL SURVEY MAP N
1320' 1" = 0 1320' 1320' TT&E METAL AND IRON WORKS INC.
RONNIE AND SCOTT THOMPSON
GARNER, WAKE COUNTY, NC
'• N•''• DATE: 7-16-07 SHEET(S):69
w E =3 BURDETTE LAND CONSULTING, INC. DRAWN BY: JBB CHKD BY: JAB
308-D W Millbrook Road, Suite 200 -Raleigh, North Carolina 27609
3 Telephone [phone]-Fax [phone] PROJECT #: 7147 FIGURE #: 2
A S vb1C?? (? ' ilat S?b?Cc?
OF W ATF9 Michael F. Easley, Governor
C1? QG William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
r Coleen H. Sullins, Director
Division of Water Quality
Burdette Land Consulting, Inc.
Attn: Jennifer Burdette
10212 Creedmoor Road
Raleigh, NC 27615
TT&E Metal and Iron Works
NBRR0#08-111
Wake County
BASIN:
Neuse River Buffer Determination X
June 3, 2008
Tar-Pamlico Buffer Determination
(15A NCAC 2B .0233)
Project Name
(15A NCAC 2B.0259)
Location/Directions: located north of the intersection of Yeargan Road and Garner Road, tract is located between
Garner Road and Railroad Tracks
Subject Stream: UT to Big Branch
Date of Determination: 6/3/08
Feature(s) Not
Subject Subject Start @ Stop@ Stream
Form Pts. Soil Survey USGS
Topo
A X Throughout X
B X X
C X X
D X X
Note: Verified isolated wetland boundary on the property.
Explanation: The feature(s) listed above has or have been located on the Soil Survey of Wake County, North
Carolina or the most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked
"Not Subject" has been determined not to be a stream or is not present on the property. Features that are checked
"Subject" have been located on the property and possess characteristics that qualify it to be a stream. There may be
other streams located on your property that do not show up on the maps referenced above but, still may be
considered jurisdictional according to the US Army Corps of Engineers and/or to the Division of Water Quality.
This on-site determination shall expire five (5) years from the date of this letter. Landowners or affected
parties that dispute a determination made by the DWQ or Delegated Local Authority that a surface water
exists and that it is subject to the buffer rule may request a determination by the Director. A request for a
determination by the Director shall be referred to the Director in writing c/o Cyndi Karoly , DWQ
Wetlands/401 Unit, 2321 Crabtree Blvd., Raleigh, NC 27604-2260. Individuals that dispute a determination
by the DWQ or Delegated Local Authority that "exempts" a surface water from the buffer rule may ask for
an ad judicatory hearing. You must act within 60 days of the date that you receive this letter. Applicants are
hereby notified that the 60-day statutory appeal time does not start until the affected party (including
downstream and adjacent landowners) is notified of this decision. DWQ recommends that the applicant
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection
Internet: h2o.enr.state.ne.us 1628 Mail Service Center Raleigh, NC 27699-1628
Phone [phone] Customer Service
FAX [phone]
Noe Carolina
Naturally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
6/3/08
Page 2 of 2
conduct this notification in order to be certain that third party appeals are made in a timely manner. To ask
for a hearing, send a written petition, which conforms to Chapter 150B of the North Carolina General
Statutes to the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This
determination is final and binding unless you ask for a hearing within 60 days.
The owner/future owners should notify the Division of Water Quality (including any other Local, State, and
Federal Agencies) of this decision concerning any future correspondences regarding the subject property
(stated above). This project may require a Section 404/401 Permit for the proposed activity. Any inquiries
should be directed to the Division of Water Quality (Central Office) at (919)-733-1786, and the US Army
Corp of Engineers (Raleigh Regulatory Field Office) at (919)-876-8441.
Respectfully,
Lauren C. Witherspoon
Environmental Senior Specialist
CC: Wetlands/ Stormwater Branch, 2321 Crabtree Blvd, Suite 250, Raleigh, NC 27604
RRO/SWP File Copy
Central Files
Nose Carolina
Na&ra!!y
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection
Internet: h2o.enr.state.nc.us 1628 Mail Service Center Raleigh, NC 27699-1628
Phone [phone] Customer Service
FAX [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper

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GRAPHIC SCALE USGS LOCATION MAP N
1" = 2000'
'
'
TT&E METAL AND IRON WORKS
NC.
2000
0 2000 ,
i
1 RONNIE AND SCOTT THOMPSON
? GARNER, WAKE COUNTY, NC
DATE: 4-21-08 USGS 7.5' TOPO QUAD:
• LAKE
WH
E
1 BURDETTE LAND CONSULTING, INC.
w E DRAWN BY: TMB
E
LER
10212 Creedmoor Road - Raleigh, North Carolina 27615
T
l
h CHK'D BY: JAB
e
ep
one [phone]- Fax [phone]
S PROJECT #: 7147
FIGURE #: 1

GRAPHIC SCALE
1" = 1320' WARE COUNTY SOIL SURVEY MAP ?
1320' 0 1320' TT&.E METAL AND IRON WORKS INC.
R©NNIE AND SCOTT THOMPSON
?I GARNER, WAKE COUNTY, NC
DATE: 4-21-08 SHEET(S):69
+W E : BURDETTE LAND CONSULTING INC. DRAWN BY: JBB CHK'D BY: JAB
10212 Creedmoor Road - Raleigh, North Carolina 27615
Telephone [phone]- Fax [phone] PROJECT 11: 7147 FIGURE #: 2
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Deceived 05 08 2008 13:02
0
05-08-08:12:55PM:
.N
`.w BURDETT?E LAND CONSULTING, INC.
10212 Creedmoor Road - Raleigh, North Carolina 27615
Telephone [phone] - Fax [phone]
AGENT AUTHORIZATION FORM
US Army Corps of Engineers
Raleigh Regulatory Field Office
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
To Whom It May Concern:
North Carolina Division of Water Quality
Central Office
Mail Service Center 1650
Raleigh, North Carolina 27699
By signing below, the current property owner gives representatives of Burdette Land
Consulting, Inc. permission to act as their authorized agent for jurisdictional and isolated waters
and riparian buffer determinations, delineation, and permitting for the subject project. This
authorization includes permission to enter the site to conduct site meetings with US Army Corps
of Engineers and NC Division of Water Quality personnel, as necessary.
Project Name: T T & E Expansion
BLC Project #: 7147
Current Property Owner or Easement Holder:
Name: T T & E Metal and Iron Works Inc.
(include contact person if a corporation, partnership, or government)
Mailing Address: 508 N. Garner Road
Garner North Carolina 27529
Telephone: [phone] Fax:
04- c-t (-4 n)?-72-q (9o % %dc
9s9-7v2 -8-7 90 fbv<
'RPVL? (a, ?-"tiie A - T\ov"P.50'? - pnz?i)e'+
Signature Print Name (include title, if appropriate)
# 1 ! 1
5-2-0-19
Date
a?
AV- ?_
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This fort must be completely fitted out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
Project name TT&E Iron & Metal
Contact name Development Consulting Services, Inc. (Matt Collins)
Phone number 919-3290051
Date May 8, 2008 :.
Drainage area number Detention Pond #2
.11?ilillillimillimlmi MIN-, -,
For Level Spreaders Receiving Flow From a BMP
Type of BMP Extended Dry Detention Pond
Drawdown flow from the BMP 6.68 cis
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ftz Do not compete this section of the worksheet.
Impervious surface area fe Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C Coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm CIS Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, l0 yr storm in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffet? Y (Y or N) Please complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 0.00 It
Width of dense ground cover ..50.00 ft
Width of wooded vegetation 0.00. ft
Total width 50.00: ft
Elevation at downslope base of level lip 325.00... fmsl
Elevation at top of bank of the receiving water 322.00 ; fmsl
Slope (from level lip to to top of bank) 6.00 % oK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 0.00 :: sq ft No forebay is needed.
Feet of level lip needed per cfs 13 ftlcis
Answer 'Y' to one of the following:
Length based on the 1 in/hr storm? N (Y or N)
Length based on the 10-yr storm? N .. .: (Y or N)
Length based on the BMP discharge rate? Y . (Y or N)
Design flow 6.68. efs
Is a bypass device provided? N (Y or N) A bypass device must be provided.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Paris I. and 11. Design Summary, page 1 of 2
Length of the level lip 87.00. ` it avnl.UE!
Are level spreaders in series? N (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
8
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
. (Y or N) Do not complete this section of the worksheet.
(Y or N) Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
Cfs Do not complete this section of the worksheet
Do not complete this section of the worksheet

Y t
t i------------ --------------?
M M
B
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and ll. Design Summary, page 2 of 2
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials
y? Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement
'94 2. Plan details (1' = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- level lip,
- Upslope channel, and
- Downslope filter fabric.
4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
,?LEfL ? .? 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
/
? 6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (00) agreement.
A&& 8. A copy of the deed restrictions (if required).
Form SW441-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of i
.i
TT&E IRON & METAL
STORM DRAINAGE DESIGN
Inlet DA EDA C I (in/hr) Q (cfs) Pipe Length
Size
1 0.5 0.50 0.85 8.5 3.6 18" 108'
2 57.5 57.50 - - 137.6* 60" 64'
3 0.38 0.38 0.85 8.5 2.7 18" 100'
*Q for Inlet #2 determined using Map of Hydrologic Contours
DISSIPATOR PAD DESIGN
Outlet @ Q (cfs) Pipe Size Slope Vel (fps) Dissipator D50
1 3.6 18 in. 3.0% 8.0 4.5'x6'x18" 6"
2 137.6* 60 in. 0.5% 9.5 15'x40'x24" 13"
3 2.7 18 in. 2.1% 6.9 4.5'x6'x18" 6"
POND 1 7.0 30 in. 0.5% 3.9 7.5'x15'x18" 6"
POND 2 11.5 36 in. 0.5% 5.8 9'x18'x18" 6"
LEVEL SPREADER
CHANNEL/
UNDERDRAIN - SIZED
FOR SITE SOIL CONDITIONS -
DRAIN INTO BYPASS SWALE
3" LAYER OF
#57 STONE
FLOW PATH
3 ft WIDE STRIP
OF FILTER FABRIC
--,,APPROPRIATELY SIZED
CONCRETE FOOTER
LEVEL SPREADER DETAIL - SECTION VIEW
BUFFER
'•3" LAYER OF
FROM • #57 STONE
WATERSHED

FOREBAY

l

am rn

m

1
151011 5
l

1 um

cm
z
REINFORCED ?n
CHANNEL

UNDERDRAIN - SIZED
FOR SITE SOIL CONDITIONS -
DRAIN INTO BYPASS SWALE
LEVEL SPREADER U
LEVEL SPREADER DETAIL - PLAN VIEW
1. Insure the site is stabilized and confirm with the Enviromental
Engineer, DENR 791-4200.
2. Install level spreaders as shown on the approved plan. Clear
only as necessary to install these devices. Seed any disturbed
areas as a result to the installation of the level spreader.
3. Ensure level spreader is constructed at 0% slope.
4. Insure under drain has been installed and outlet free of debris.
NOTE:
LEVELSPREADER
DETAILS PROVIDED BY
DEVELOPMENT
CONSULTING SERVICES
LEVEL SPREADER DETAIL
TT&E IRON & METALS
GARNER, WAKE COUNTY, NC
• • N • • • DATE: 6-3-08 SCALE: AS NOTED
W e BiU"ETTE LAND CONSULTING, INC. DRAWN BY: TMB CHIMBY: JAB
10212 Creedmoor Road - Raleigh North Carolina 27615 PROJECT #: 7147 FIGURE: 5
S Telephone [phone]- Fax [phone]
'• ...?...:........ ?.I ,..,-.....,...,.?, ,..., .... >...•... .. a.?.v.,?., ..,...?_.,.,.....,ti .......:.........,a.,...LL.w.,:..1?...v.:.?._....--?. ?..:.o...._-??.__.. ?..m,-..,.:.. ,. .?.aaa,1 ?«. ? ?...:...:G,w ?.o.,?...o....?, .i.,.?:.. ?.. .•... >.o...r.? ?,..w.... ... ,__?.,, .
CC 4
iA PAO 0-7- (S3
GRAPHIC SCALE
1" = 1320'
1320' 0 1320'
Nw BURDETTE LAND CONSULTING, INC.
308-D W Millbrook Road, Suite 200 -Raleigh, North Carolina 27609
3 Telephone [phone]-Fax [phone]
DATE: 7-16-07
DRAWN BY: JBB
PROJECT #: 7147
N
SHEET(S):69
CHKD BY: JAB
FIGURE #: 2
WAKE COUNTY SOIL, SURVEY MAP
TT&E METAL AND IRON WORKS INC.
RONNIE AND SCOTT THOMPSON
GARNER, WAKE COUNTY, NC
N 5 bJ ???r f? - i'lo t S; b C cj-
TT & E Iron & Metal Works, Inc.
Garner, Wake County, NC
Vegetation downslope of proposed level spreader for Detention Pond #2
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How l will remediate the problem:
The entire filter strip Trash/debris is present. Remove the trash/debris.
system
The flow splitter device The flow splitter device is Unclog the conveyance and dispose
(if applicable) clo ed. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo a of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance 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.
Project name:
BMP drainage area number: -rE',.rs;??[ `,O" '* Z.Print name: rrt? t ?? r N
Title: f r . d
Address: ( 525 W- qrs. 2 d • ?ar•?er /v.(- 27Sz5
-7 ? Z
Signature:.;,
Date: 22 -?
Note: 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.
r'\E M MC- V , a Notary Public for the State of
County of?p6S l' N , do hereby certify that
personally appeared before me this A)--
day of UDg , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
y + s
&0 ?Uwg
Ilftlt
SEAL
My commission expires ?o2 / &d a
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
Re Cived 06 09 2008 10;00
,JUN-09-2008 10:03 From:
Town of
1 O5r orri(:e 8o)c 446 • (-.arr
Phone [phone];
June 5, 2008
Tony M_ T•Le 'Landscape Archite
5011 Soutkpaxk Drive, Suite 20
Durham, NC 27713
RE: 1529 W. Garner Rd,
Dear Mr. ate:
Ar i s meeting on June 2
approved the above-rcferenced
listed c)n the attached permit.
the approval date.
If you have any questions
DeparCment! at the Town Hall (7'
To:9198419909
jarner
)1111 C.arolum 11529
9'19-6624874
SP-08-02-M
P.1"3
08, the Garner Board of Aldei-men
plan application with the conditions
its permit is valid for two years from
lease feel. free to call Lhe Planning
1688) .
Sinc;ex'ely??
Judy Bass
Town Clerk
cc
Brad IBass
Jenny Saldi
Sand' 'real
Debby Coiuie 1 ly -Jones
Fran Powell
Jenn fcr Sjarrdema, Wake.
Tim Wilkins, BellSoUch C_q
cations
Enclozure
Received 06 09 2008 10:00
JUN-09-2008 10:03 From:
To:9198419909
I
I
TO L N OF GARNER
CP- P-08-02-M
CONDI m AL USE PERMIT
P. 213 w
APPLICAN T Tony M. Tate Lan
501 'I Southpark Dr
Durham, NC 2771 k a
v e pe Architecture
Suite 200
LOCATIO 1529 W. Garner k' a
I' d
l
USE Addition Metal S ; el,
DATE 1SS I+ O June 2, 2008
1. COMPLETENESS OF APPLTCA71ION
The a plication is complete.
IT. COMPLIANCE WITH ORDIN I REQUIREMENTS
The'plication complies with alll pp icable requirements of the Unified Development
Ordinance.
Ill. GRANTING THE APPLICATI
The a plication is granted, subject he following conditions:
1) The applicant shall complete t ie development strictly in accordance with the
plans submitted to and app ov d by this Board, a copy of which is filed in the
Town Hall. Any deviation. ?fi )m, or changes in these plans must be pointed out
specifically to the admini. at or in writing and specific written approval obtained
as provided Jai the tfnified!. ?e elopinent Ordinance.
2) if any of the conditions aff a hereto or any part thereof shall be held invalid or
void, then this permit shall be void and of no effect.
3) All applicable permit apps vas shall be obtained by the applicant.
1V. SPECIFIC TO THE PROJECT
1. Documentation of approval from NCDEHNR for crossing the Neuse River Buffer
shall be required prior to is u nce of a building permit.
2. Construction drawing apps v I shall be required, prior to issuance of a building
permit, to replace the sew r line, running under the new drive, with ductile iron
from manhole to manhole:
3. In the event the proposed1 o lights create off site glare, as determined by the
Town of Gamer, the Appli n shall be responsible for modifying light fixtures to
eliminate the problem-
4. If it is determined, by the Tuv of Garner, that the noise level exceed the
maximums stated in the U ifi d Development Ordinance, the Applicant shall be
responsible for installing m 1a ures to reduce the sound to acceptable levels.
i. 1
5. Documentation of an apps' ve air quality permit from the State shall be
submitted prior to release F the building permit.
6. Prior to issuance of a build li?permit, a plat shall be recorded combining the four
lots into one.
1 of 2
Re jkved 06 09 2008 10:00
.JUN-09-2008 10:03 From:
7.
8
Road improvements shall
to the standards of the Tc
road widening, curb and c
The Town of Garner shall 11
street lights are needed on
responsible for installation
To:9198419909 P.3r3
ade along the frontage of the property according
Garner Unified Development Ordinance including
construction and sidewalks.
with Progress Energy to determine if additional
Garner Road; the Town of Garner will be
ose street lights as the project develops-
2 of 2
DEVELOPMENT CONSULTING SERVICES, INC.
1401 Aversboro Road, Suite 206
Garner, North Carolina 27529
Ph. [phone]
Friday, April 18, 2008
Frank Powell, Town Engineer
Town Of Garner
P.O. Box 446
Garner, North Carolina 27529
Reference: TT&E Iron & Metal
Storm Drainage Design
The project is located on a parcel that is approximately 20.17 acres in size. At present the tract consists of
an existing metal recycling center on the western portion of the tract and mostly wooded on the eastern
portion of the tract. There is a stream that runs through the middle of site which is protected by a Neuse
Riparian Buffer.
The proposed use for this site will be the addition of a new metal shredder along with additional parking,
traffic circulation area. Access to the site will be located at the current entrance and two new entrances
area also proposed. There will be a new access located at the western portion of the site and at the eastern
portion of the site. All three accesses will be located on West Garner Road. It is estimated that at build out
the site will have an impervious area of approximately 49.2%.
Due to the location of the site, control of the 1, 25 and 100 year storm events will be required. Nitrogen
reduction will also be required. Since the site is divided by a stream, we are proposing two detention ponds
on either side of the stream to meet the stormwater requirements for this site. There will be approximately
10.75 acres of off-site area draining to Pond #2. Since including this off-site area would cause Pond #2 to
extremely large, Pond #2 has been designed for only the on-site drainage area (5.05 acres). However, we
have sized the emergency spillway for the entire 15.8 acres draining to the pond.
Due to the existing and proposed site layout, over half of the site area will note drain to a BMP. A majority
of the drainage area we are not able to treat or control comes from the existing site where it is not feasible
to do so. Although the drainage areas for the ponds is less than the total site area, the post-development
peak flow for the entire site is less than the pre-development peak flow.
The following table lists the peak flows for pre and post development conditions for the 1, 25 and 100 year
storm events for Pond #1:
1 YEAR 25 YEAR 100 YEAR
STORM STORM STORM
PRE-DEVELOPMENT 4.19 cfs 6.18 cfs 7.28 cfs
POST-DEVELOPMENT

(WITHOUT DETENTION) 12.87 cfs 19.00 cfs 22.35 cfs
POST-DEVELOPMENT

(WITH DETENTION) 3.73 cfs 5.49 cfs
I 7.03 cfs
_J
The following table lists the peak flows for pre and post development conditions for the 1, 25 and 100 year
storm events for Pond #2:
The following table lists the peak flows for pre and post development conditions for the 1, 25 and 100 year
storm events for the entire site (SEE ATTACHED CALCULATIONS):
In summary, it is proposed that the site will meet stormwater requirements by using two detention ponds to
reduce the nitrogen loading rate and control the 1, 25 and 100 year storm events.
Thank you for your consideration in this matter. If you need additional information or have questions
please feel free to contact us.
Developm nsultin Services, Inc.
Matt Collins, EI
s'y
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028728
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Keith Roberts, P.E.
TT&E IRON & METAL
OVERALL SITE STORM DRAINAGE
E AREA:
ST. IMP AREA: _ =5'fi5
A = 128.0°I°
OP. IMP. AREA: :.__:W .....:, .......49.8%
1'Q05°AC
RUNOFF COEFFICIENT (C)
Cpre= 14.5 AC x 0.25 + 5.65 AC x 1.0 = 0.46
20.17 AC
Cpost= 10.1 AC x 0.25 + 10.05 AC x 1.0 = 0.62
20.17 AC
STORM DATA
STORM EVENT INTENSITY I
) PRECIPITATION
DEPTH { P )
1 YEAR 5.76 in/hr 2.1"
25 YEAR 8.50 in/hr 4.3"
100 YEAR 10.00 in/hr
1 YEAR STORM
25 YEAR STORM
100 YEAR STORM
Qpre=CIA= 0.46 x 5.76 x 20.17 = 53.45 cfs
Qpost=CIA= 0.62 x 5.76 x 20.17 = 72.46 cfs
Qpre=CIA= 0.46 x 8.5 x 20.17 = 78.88 cfs
Qpost=CIA= 0.62 x 8.5 x 20.17 = 106.93 cfs
Qpre=CIA= 0.46 x 10.0 x 20.17 = 92.80 cfs
Qpost=CIA= 0.62 x 10.0 x 20.17 = 125.80 cfs
POND 1
DRAINAGE AREA: 2.9 AC
Q POST W/ DETENTION
Q1 3.73 cfs
Q25 5.49 cfs
Q100 7.03 cfs
POND 2
DRAINAGE AREA: 5.1 AC
Q POST W/ DETENTION
Q1 5.06 cfs
Q25 6.88 cfs
Q100 11.50 cfs
AREA NOT DRAINING TO POND
DRAINAGE AREA: 12.2 AC
IMPERVIOUS AREA: 4.2 AC
Cpost 0.51
Q1 35.87 cfs
Q25 52.93 cfs
Q100 62.27 cfs
TOTAL, SITE POST DEVELOPMENT RUNOFF
=Qpost w/ detention for Pond #1 + Qpost w/ detention for Pond #2 + Qpost Not draining to ponds
Q l 44.66 cfs
Q26 65.30 cfs
Q100 80.80 cfs
STORMWATER CALCULATIONS
TT&E IRON & METAL
GARNER, NORTH CAROLINA
SUBMITTED BY: DEVELOPMENT CONSULTING SERVICES, INC.
1401 AVERSBORO ROAD, SUITE 206
GARNER, NC 27529
[phone]
EAR y z
0 023726 lob
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Glee
R ?.
Nitrogen Control Plan - November 2007
Method 2: Commerical/Industrial/Residential Sites with Known Imervious Area
Project Name: TT&E IRON & METAL Date: 411/2008
Applicant: Development Consulting Services Telephone: [phone]
Part I. Riparian Buffers
Does site contain riparian buffers? [ ] No [x] Yes (show buffers on Plan [ ] Exempt (show basis)
Part II. Nitrogen Calculation
Item Proposed Site Information
j Area (acres)
1 Total Pro
ect Acreage 20.17
2 Total Proposed Impervious Area 9.92
3 Existing Impervious area (prior to 3/9/01 5.65
4 New Im ervious area Item 2 - Item 3 4.27
5
L Permanently protected undisturbed open sace 5.27

6
Permanently protected managed open space
4.98
I
PRE-DEVELOPMENT NITR OGEN LOADING
TYPE OF LANDCOVER AREA
(acres) TN EXPORT COEFFICIENT
(lbs/ac/ ) TN EXPORT FROM
USE Ibs/yr)
Existing Forest Land 11.94 1.7 20.30
Existing Pasture 4.4 0.00
Existing residential 7.5 0.00
Existing cropland 13.6 0.00
Existing commercial/industrial 8.23 13.0 106.99
TOTAL 20.17 127.29
N ITROGEN LOADING RATE* (Ibs/ac/yr) 6.31
Nitrogen Loading Rate (Ibs/ac/yr) = Total TN export from use (lbs/yr)/Total Area (acres)
POST-DEVELOPMENT LOADING BEFORE B MPs AND/OR OFFSET PAYMENTS
TYPE OF LANDCOVER AREA TN EXPORT COEFFICIENT TN EXPORT FROM
acres Obs/ac/yr) USE Ibs/ r
Permanently protected undisturbed open space (forest,
unmown meadow, wetlands buffers Item 5 5.27 0.6 3.16
Permanentely protected managed open space (grass,
landscaping, etc.) (Item 6) 4.98 1.2 5.98
Impervious surfaces (roads, parking lots, driveways,
roofs, paved storage areas, etc. Item 4 4.27 21.2 90.52
TOTAL -14. 99.66
tem Item 8

Nitrogen Loading Rate (Ibs/ac/yr) (Equals Item 8 = Item 7) 6.86
BMP Type TN Removal Rate % Check which apply
Wet Pond 25
Stonnwater Wetland 40
Sand Filter 35
Bioretention 35
Grass Swale 20
Vegetated Filter Strip w/ Level Spreader 20
50' Restored or Additional Riparian Buffer w/ Level Spreader 30
Dry Detention 10 X
Post-Development Loading after BMPs and/or Offset Payments
Item Description Nitrogen Loading Rate lbs/ac/ r
9 Nitrogen load after BMPs show separately in detail 4
10 Nitrogen load offset b payments Item 9 - 3.6 Z, T6
Amount of Offset (Pounds of Nitrogen) [Item 10 s (Item 1- Item 3)] Z..-4 ("a' 1'7 - =
tir s3 - 11.9 = z9.6s « 114 t45 7?a
*To Calculate the Amount of the Nitrogen Offset Payment Required to Be Paid to the NC EEP Use The Following Formula: F--,c I q
yl4/?
Amount of Offset Payment [Pounds of Nitrogen x $28.35} 30 years ] *S'" 2ao -3o Sv?µ,rra?
Part 111.. Control of Peak Stormwater Flow
Calculated Pre-development Peak Flow (1-year) 5-3.3 I
Calculated Post-development Peak Flow without Controls (1-year) 7Z..4-6
Calculated Post-development Peak Flow with Controls (1-year)
Calculations and details showing control of nitrogen and peak stormwater runoff control must be included.
Part IV: Watershed Development Permit
1. Total project acreage (in Lake Benson Watershed)
2. Total proposed impervious surface (in Lake Benson Watershed)
3. Existing impervious surface (in Lake Benson Watershed)
4. Equivalent project acreage (Item 1 - Item 3)
5. New impervious surface (Item 2 - Item 3)
6. Percent impervious [(Item 5 - Item 4) x 100]
* Limited to impervious surface existing before 7/1/93
I, the undersigned, certify that to the best of my knowledge that the above information is correct (af4sett
.
SEAL =
p 023728 a
?':cNG1NE??•'•??co
To be filled in by staff
0 Project Exempt: Explain
Project Watershed Protection Requirements
0 Project Located in Lake Benson Conservation District - LBCD (Critical Area) Standards Apply
? Project Located Outside LBCD - On-site treatment required.
? Minor Variance Requested (WRB) Approved (date): Disapproved (date):
0 Major Variance Requested (EMC) Approved (date): Disapproved (date):
Recommended by WRB (circle one): YES NO
Comments (use additional sheet if necessary)
Approved by Watershed Administrator: (sign)
Date:
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TT&E [RON & METAL
STORMWATER DETENTION POND DESIGN
POND # 1
DRAINAGE AREA: 2:9'IsAG rf ?=
EXIST. IMP AREA:
PROP. IMP. AREA: _ =5 ? `
01AC = :'_=? 69.1 /o
RUNOFF COEFFICIENT (C)
Cpre= 2.91 AC x 0.25 + 0.00 AC x 1.0 = 0.25
2.91 AC
Cpost= 0.90 AC x 0.25 + 2.41 AC x 1.0 = 0.77
2.91 AC

1 YEAR STORM
Qpre=CIA= 0.25 x 5.76 x 2.91 = 4.19 cfs
Qpost-CIA= 0.77 x 5.76 x 2.91 = 12.87 cfs
25 YEAR STORM
Qpre=CIA=. 0.25 x 8.5 x 2.91 = 6.18 cfs
Qpost=CIA= 0.77 x 8.5 x 2.91 = 19.00 cfs
100 YEAR STORM
Qpre=CIA= 0.25 x 10.0 x 2.91 = 7.28 cfs
Qpost=CIA= 0.77 x 10.0 x 2.91 = 22.35 cfs
STORM DATA
STORM EVENT INTENSITY( I? PRECIPITATION
DEPTH { P
1 YEAR 5.76 in/hr 2.1"
25 YEAR 8.50 in/hr 4.3"
100 YEAR 10.04 in/hr 5.8"
DETERMINE SOIL STORAGE
CN= 98 x ;U69 + 55 x 61 x `0 6z = 86

S = 100
CN -10 = 85 1000 -10 = 1.68"
.63
RUNOFF DEPTH * (P-0.2 *S)2
(Q*) Q _
(P+0.8*S)
Q*

12 in/ft x DA x 43560 SF/AC
TIME TO PEAK (Tp) Tp=
1.39 x Qpost
1 YEAR STORM
Q* = 2.1 - 0.2 x 1.7)112 = 0
90 in

(2.1 + .
.
0.8 x 1.68)
0.90 in.
x 2.91 AC x 43560 SF/AC
Tp= 12 in/ft = 8.9 min.
1.39 x 12.87 cfs
? PEAK 12.87 cfs @ 8.9 min.
25 YEAR STORM
Q* _ (4.3 - 0.2 . x 1.7 )^2 2
78 in

(4.3 + .
.
0.8 x 1.68)
2.78 in.
12 in/ft x 2.91 AC x 43560 SF/AC
Tp_ 1.39 x 19.00 cfs = 18.5 min.
? PEAK 19.00 cfs @ 18.5 min.
100 YEAR STORM
* _
Q (5.8 - 0.2 x 1.7 )^2
4.13 in
(5.8 + .
0.8 x 1.68)
4.13 in.
x 2.91 AC x 43560 SF/AC

Tp_ 12 inlft
= 23.4 min.
1.39 x 22.35 cfs
? PEAK 22.35 cfs @ 23.4 min.
ESTIMATE POND SIZE
Vpond = (Qpost-Qpre) x Tp + 40%
Vpon d ={ 22.35 - 7.28) x 23.4 min. + 40%
Vpond_= 29,661 CF
EMERGENCY SPILLWAY (SIZE FOR 100 YEAR STORM)
Q100=CIA= 0.77 x 10.0 x 2.91 = 22.35 cfs
WEIR EQUATION:
Q=Cw*L*H^312 Cw= 3.0
Q= 22.35 cfs
H= 1.00
Q _ 22.35 cfs _
L_ Cw*H"3/2 3.0 x JA 3/2 7.5,
USE IO' EMERGENCY SPILLWAY TO CARRY 100 YEAR STORM
SIZE ORIFICE
Q100=CAd2GH
Q100 = 7.28 cfs
C = 0.93
G = 32.2 ft/s
H = 3.0'
A= Q100 = 7.28 cfs = 0.56 S.F.
C42GH 0.93 2732.273
A=Pi*r2
r = 0.56 S.F. _ 0.4'
3.14
USE 9.6" DIAMETER ORIFICE (MAXIMUM)
Pond Report
Hydraflow Hydrographs by Intel€solve Monday, Mar 31 2008, 4:11 PM
Pond No. 1 - TT&E - POND 1
Pond Data
Pond storage is based on known contour areas. Average end area m ethod used.
Stage / Storage Table
Stage (ft) ' Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 322.75 01 0 0
0.25 323.00 548 69 69
1.25 324.00 3,739 2,144 2
212

2.25 325.00
4,688
4,214 ,
.
6
426
3.25 326.00 5,725 5,207 ,
11
632
4.25 327.00 6,831 6,278 ,
17,910
Culvert 1 Orifice Structures Weir Structures
[A] [BI [C] [D] [A] [6] [c] [D]
Rise (in) = 30.00 12.00 0.00 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00
Span (in) = 30.00 12.00 0.00 0.00 Crest El. (ft) = 326.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El. (ft) = 322.50 322.75 0.00 0.00 Weir Type = Riser -
Length (ft) = 100.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Ta ilwater Elev. = 0.00 It
Note: CulverUOriflce outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage (ft)
5.00
4.00
Stage (ft)
5.00
4.00
3.00
Stage / Storage
2.00
1.00
0.00
0
Z,uUU
Storage
4,000 6,000
0.00
8;000 10,000 12,000 14,000 16,000 18,000
Storage (cuft)
Hydrograph Plot
r
Hydraflow Hydrographs by Intefisoive Monday, Mar 31 2008, 4:9 PM
Hyd. No. 4
TT&E - POND 1
Hydrograph type = Reservoir Peak discharge = 3.73 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 3 Max. Elevation = 324.23 ft
Reservoir name = TT&E - POND 1 Max. Storage = 3,194 cuft
Storage Indication method used..
Q (cfs)
10.00
8.00
6.00
4.00
2.00
Hydrograph Volume = 6,852 cult
TT&E - POND 1
Hyd. No..4 --1 Yr

Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 0.00
0 10 20 30 40 50 60 70
Hyd No. 4 Hyd No. 3 Req. Stor = 3,194 cult Time (min)
1.... .11 1..1. 1_1 ,..1 1..1_1 A ......... .......... ....,........_...__... .. ... ,.. ............... .. ......, ... .,... ... .. ..... .1
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 Manual 0.00 1 0 0 - ---- ----- MALCOM METHOD
2 Reservoir 0.00 1 0 0 1 0.00 0 <no description>
3 Rational 8.16 1 9 7,050 -- - ---- TT&E - POND 1
4 Reservoir 3.73 1 19 6,852 3 324.23 3,194 TT&E - POND 1
TT&El.gpw Return Period: 1 Year Monday, Mar 31 2008, 4:10 PM
Hydrallow Hydrographs by Intelisolve
Hydrograph Report 2
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
TT&E - POND 1
Hydrograph type = Reservoir
Storm frequency = I yrs
Inflow hyd. No. = 3
Max. Elevation = 324.23 ft Monday, Mar 31 2008, 4:10 PM

Peak discharge = 3.73 cfs
Time interval = 1 min
Reservoir name = TT&E - POND 1
Max. Storage = 3,194 cuft
Storage Indication method used. Outflow hydrograph volume = 6,852 cult
Hydrograph Dis charge Table (Printed values -I%ofOp.)
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D EXfII Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1 0.91 322.84 0.44 0.04 ----- 0
04
2 1.81 323.01 0.45 0.30 .
0
30
3 2.72 323.07 0.49 0.42 .
0
42
4 3.63 323.14 0.64 0.62 .
0
62
5 4.53 323.23 0.94 0.91 .
0
91
6 5.44 323.34 1.31 1.29 .
-- _____ 1.29
7 6.35 323.47 1.76 1.74 -- ---- -- ___ ___ w- _W 1.74
8 7.25 323.60 2.33 2.24 2.24
9 8.16 << 323.75 2.72 2.68 2.68
10 7.73 323.89 3.03 3.02 3.02
11 7.30 324.01 3.33 3.29 3.29
12 6.87 324.06 3.42 3.40 ---- ---- --_- -?- _?_ _?_ -_ __ 3.40
13 6.44 324.10 3.50 3.50 ----- ---- ----- ---- _-_ _-_ __..__ 3.50
14 6.01 324.14 3.57 3.57 ----- _-_ __..__ 3.57
15 5.58 324.17 3.63 3.63 --- ---- ---- 3.63
16 5.15 324.20 3.68 3.68 ----- ---- ---- -__ _? __w _____ 3.68
17 4.72 324.22 3.71 3.71 ----- --- 3.71
18 4.29 324.23 3.73 3.73 3.73
19 3.87 324.23 << 3.73 3.73 3.73 <<
20 3.44 324.23 3.73 3.73 ----- 3.73
21 3.01 324.22 3.72 3.72 ----- ---- ---- -__ -_-- ?__ w_ 3.72
22 2.58 324.21 3.70 3.70 ----- ----- ---- ----- ----- ----- --- 3.70
23 2.15 324.19 3.67 3.67 ---- ----- ---- ---- ----- ----- ---- 3.67
24 1.72 324.17 3.62 3:62 ---- ---- ---- --- ----- ----- ---- 3.62
25 1.29 324.14 3.56 3.56 3.56
26 0.86 324.10 3.49 3.49 3.49
27 0.43 324.06 3.43 3.41 3.41
28 0.00 324.02 3.35 3.31 3.31
29 0.00 323.95 3.17 3.15 3.15
30 0.00 323.86 2.98 2.95 ----- ----- ---- -.--- ----- ---- --- 2.95
31 0.00 323.78 2.82 2.76 ---- ---- ---- ---- ---- --- ----- 2.76
32 0.00 323.71 2.61 2.58 ----- ---- ---- ---- ---- ----- ---- 2.58
33 0.00 323.64 2.43 2.36 ----- 2.36
34 0.00 323.57 2.21 2.15 ----- ---- ---- ---- --- -- -- --- 2.15
35 0.00 323.52 1.95 1.94 _W_ 1.94
36 0.00 323.47 1.76 1.74 ---- ---- ----- ---- ___ __w ___ 1.74
37 0.00 323.42 1.62 1.57 1.57
38 0.00 323.38 1.46 1.41 1.41
Continues on next page...

3
TI'&E - POND 1
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
39 0.00 323.34 1.30 1.28 ---- ----- -__ __- __ _ _? ___ 1.28
40 0.00 323.31 1.15 1.15 ---- ---- ---- -- ---- ----- -- 1.15
41 0.00 323.28 1.06 1.05 1.05
42 0.00 323.25 0.97 0.95 ---- ----- --- ?__ M_ M_ ?__ 0.95
43 0.00 323.22 0.90 0.86 _____ 0.86
44 0.00 323.20 0.83 0.79 ---- ----- 0.79
45 0.00 323.18 0.76 0.72 ---- ----- ---- ----- _-__ _W_ ___-- 0.72
46 0.00 323.16 0.70 0.67 0.67
47 0.00 323.14 0.64 0.62 ---- --- ----- ____ --__ 0.62
48 0.00 323.12 0.59 0.57 ----- ---- ---- ---- ----- ---- --- - 0.57
49 0.00 323.11 0.54 0.52 ----- ----- ----- ---- ---- ---- ----- 0.52
50 0.00 323.09 0.51 0.49 -- ---- -- ----- - ----- ----- 0.49
51 0.00 323.08 0.50 0.45 ---- ---- --- ----- ----- ----- ----- 0.45
52 0.00 323.07 0.49 0.43 --- --- -__ -__ 0.43
53 0.00 323.06 0.48 0.40 ---- -__ 0.40
54 0.00 323.05 0.47 0.37 ----- 0.37
55 0.00 323.04 0.46 0.35 ----- ----- ---_ ___ ?_ -- ----- 0.35
56 0.00 323.03 0.46 0.33 ---- - --- -- ---- ---- ---- 0.33
57 0.00 323.02 0.45 0.31 0.31
58 0.00 323.01 0.44 0.29 ----- ---- ----- ----- --- ----- ----- 0.29
59 0.00 323.00 0.44 0.27 ----- ---- ---- ---- ---- ---- ---- 0.27
60 0.00 322.96 0.44 0.20 ---- ----- --- ---- -- - ---- ---- 0.20
61 0.00 322.93 0.44 0.14 ---- ----- ---- ---- ----- ---- ----- 0.14
62 0.00 322.90 0.44 0.10 ----- --- ---- ____ -? ___ ____ 0.10
63 0.00 322.88 0.44 0.08 0.08
64 0.00 322.87 0.44 0.06 -- ---- ---- ____ _ _ _w -__ 0.06
65 0.00 322.85 0.44 0.05 --- ---- ---- ----- ---- ---- ---- 0.05
66 0.00 322.84 0.44 0.04 --- --- -- ---_ _? ___ ____ 0.04
... End
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Mar 31 2008, 4:8 PM
Hyd. No. 4
TT&E - POND 1
Hydrograph type = Reservoir Peak discharge = 5.49 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 3 Max. Elevation = 325
54 ft
Reservoir name = TT&E -POND 1 .
Max. Storage = 9,228 cuft
Storage Indication method used.
TT&E - POND 1
Q (cfs) Hyd. No. 4 -- 25 Yr
12.00
10.00
8.00
6.00
4.00
2.00
0.00
Hydrograph Volume = 21,472 cuft
------ ---- ---
i? ---
E
i ? 1 i E

-----

-----------

------ _---

----------

-----------

-- --

--

------------

._.
. .?..
!
l
f 3
t

_.... _i_
!;
I i
11 _.. - ----- ..-----._.._.. ._._._._._.............
-
E
{l

Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 10 20 30 40 50 60 70 80 90 100 110 120
Time (min)
Hyd No. 4 Hyd No. 3 ® Req. Stor = 9,228 cult
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 Manual 0.00 1 0 0 - - ------ ------ MALCOM METHOD
2 Reservoir 0.00 1 0 0 1 0.00 0 <no description>
3 Rational 11.93 1 19 21,760 --- ----- ---- TT&E - POND 1
4 Reservoir 5.49 1 41 21,472 3 325.54 9,228 TT&E - POND 1
[TT&E1.9PW Return Period: 25 Year Monday, Mar 31 2008, 4:08 PM
Hydraflow Hydrographs by intelisolve
Hydrograph Report 2.
Hydraflow Hydrographs by Intelisolve Monday, Mar 31 2008, 4:8 PM
Hyd. No. 4
TT&E - POND 1
Hydrograph type = Reservoir Peak discharge = 5.49 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 3 Reservoir name = TT&E - POND 1
Max. Elevation = 325.54 ft Max. Storage = 9,228 cult
Storage Indicatlon method used. Outflow hydrograph volume = 21,472 tuft
Hydrograph Di scharge Table (Printed values >= 1% of Op.)
Time Inflow Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2 1.26 322.99 0.44 0.25 ---- ----_ ---- --- ----- _-? _? 0
25
3 1.88 323.03 0.46 0.35 .
-_- _-__ 0
35
4 2.51 323.08 0.50 0.46 .
0
46
5 3.14 323.15 0.67 0.64 ---- --- ----- .
--- ---- ---- ----- 0
64
6 3.77 323.22 0.91 0.87 ---- ----- ---- .
-?- -?- _-_ ----- 0
87
7 4.40 323.31 1.17 1.17 .
1
17
8 5.02 323.40 1.57 1.51 ----- ----- ---- .
-- - -- -? -- 1
51
9 5.65 323.51 1.90 1.90 .
1
90
10 6.28 323.61 2.37 2.29 ----- --- ---- .
---- ----- ----- ----- 2.29
11 6.91 323.73 2.68 2.63 2.63
12 7.53 323.85 2.97 2.94 --- ----- ----- ---- --- ---- ----- 2.94
13 8.16 323.99 3.28 3.25 ---- ---- --- ----- ----- ----- --- 3.25
14 8.79 324.07 3.43 3.42 ----- ----- -_-- -?- -- _ _W_ __- 3.42
15 9.42 324.15 3.58 3.58 --- --- ----- --- ---- ----- ----- 3.58
16 10.05 324.23 3.73 3.73 ---- ---- ----- -- ____ -? _? 3.73
17 10.67 324.33 3.88 3.88 3.88
18 11.30 324.43 4.04 4.04 -_-- -- ---- 4.04
19 11.93 << 324.53 4.22 4.20 ----- ----- ----- ---- ----- ---- ---- 4.20
20 11.64 324.64 4.41 4.35 ----- --- ----- ----- _?_ _?_ _?_ 4.35
21 11.35 324.74 4.54 4.49 4.49
22 11.06 324.84 4.62 4.62 ----- --- ---- ---- --- ----- ---- 4.62
23 10.77 324.92 4.76 4.74 4.74
24 10.48 325.01 4.91 4.84 --- --- ----- 4.84
25 10.18 325.07 5.04 4.92 4.92
26 9.89 325.13 5.10 4.99 4.99
27 9.60 325.18 5.10 5.07 ----- ----- ----- ---- ----- ---- -- - 5.07
28 9.31 325.23 5.16 5.13 5.13
29 9.02 325.28 5.25 5.19 ----- --- -_--- 5.19
30 8.73 325.32 5.31 5.23 ----- ----- --- ---- ----- ---- ----- 5.23
31 8.44 325.36 5.32 5.28 5.28
32 8.15 325.39 5.33 5.32 ----- ---- ---- ----- _? ____ __-_ 5.32
33 7.86 325.42 5.37 5.36 5.36
34 7.57 325.45 5.42 5.39 ----- -- ---- 5.39
35 7.27 325.47 5.46 5.42 --- ----- ----- ----- ---- --- ---- 5.42
36 6.98 325.49 5.49 5.44 5.44
37 6.69 325.51 5.51 5.46 -- ---- --- ----- -- ____ _? 5.46
38 6.40 325.52 5.52 5.48 ----- ----- ---- -_-_- -- _ -?- _--- 5.48
39 6.11 325.53 5.52 5.49 5.49
Continues on next page...

3
TUE-POND 1
Hydrograph Discharge Table
Time Inflow Elevation CIv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs Cfs cfs cfs cfs cfs
40 5.82 325.54 5.52 5.49 5
49
41 5.53 325.54 << 5.53 5.49 .
5
49 <<
42 5.24 325.54 5.52 5.49 .
5
49
43 4.95 325.53 5.52 5.49 ----- --- ----- --- .
5.49
44 4.66 325.52 5.52 5.48 ---- ---- --- _ -?- - _- -___ ___-- 5.48
45 4.36 325.51 5.51 5.47 ----- 5.47
46 4.07 325.50 5.50 5.45 ---- ---- -- 5.45
47 3.78 325.48 5.47 5.43 --- --- ----- ?__ ?- ___ -__ 5.43
48 3.49 325.46 5.44 5.41 5.41
49 3.20 325.44 5.40 5.38 5.38
50 2.91 325.41 5.35 5.34 ---- ----- ---- ----- ----- ---- ----- 5.34
51 2.62 325.38 5.33 5.31 ----- 5.31
52 2.33 325.35 5.31 5.27 ---- --- ----- ---- ---- ---- --- 5.27
53 2.04 325.31 5.30 5.23 5.23
54 1.75 325.28 5.25 5.18 5.18
55 1.45 325.23 5.17 5.14 -- -_- ----- -_- ?_ ?__ ___- 5.14
56 1.16 325.19 5.10 5.08 --- ----- ---- --- ----- ----- --- 5.08
57 0.87 325.14 5.10 5.02 ----- ---- --- ---- --- ---- ----- 5.02
58 0.58 325.10 5.09 4.95 --- ----- ---- ---- ---- ----- ---- 4.95
59 0.29 325.04 4.99 4.89 ----- ----- ---- ---- ---- --- ----- 4.89
60 0.00 324.99 4.88 4.82 4.82
61 0.00 324.92 4.75 4.74 ---- -- ----- --- ---- ----- ----- 4.74
62 0.00 324.85 4.64 4.64 -_- -_- 4.64
63 0.00 324.79 4.56 4.55 4.55
64 0.00 324.72 4.53 4.46 ----- ---- ----- -_- ____ ____ ?__ 4.46
65 0.00 324.66 4.45 4.38 4.38
66 0.00 324.60 4.33 4.29 4.29
67 0.00 324.54 4.22 4.21 ----- ----- ----- ----- _____ _-_ -..__ 4.21
68 0.00 324.48 4.12 4.12 --- ----- ---- _-_ _? ___ _____ 4.12
69 0.00 324.42 4.03 4.03 4.03
70 0.00 324.36 3.94 3.94 3.94
71 0.00 324.31 3.85 3.85 ----- - -- ----- ----- 3.85
72 0.00 324.25 3.77 3.77 3.77
73 0.00 324.20 3.68 3.68 ---- ----- ---- ----- ----- --- ----- 3.68
74 0.00 324.15 3.58 3.58 ----- ----- ----- ----- --- _?- ___-- 3.58
75 0.00 324.10 3.48 3.48 ----- 3.48
76 0.00 324.05 3.40 3.38 ----- --- ----- -_ __? _w_ _?_ 3.38
77 0.00 324.00 3.32 3.28 3.28
78 0.00 323.91 3.09 3.08 ----- --- --- ---- ----- - ----- 3.08
79 0.00 323.83 2.93 2.88 2.88
80 0.00 323.75 2.74 2.69 2.69
81 0.00 323.68 2.54 2.50 ----- ---- ---- --- --- ---- ----- 2.50
82 0.00 323.61 2.37 2.29 ----- -w _____ 2.29
83 0.00 323.55 2.12 2.07 __-_ -_- 2.07
34 0.00 323.50 1.87 1.87 1.87
35 0.00 323.45 1.71 1.68 --- -? ---__ ----- ----- ---- --- 1.68
36 0.00 323.40 1.57 1.51 ----- --- ---- ---- ----- -- -- ---- 1.51
37 0.00 323.36 1.40 1.36 ---- ---- ---- ---- ----- ----- ----- 1.36
38 0.00 323.33 1.24 1.23 ----- 1.23
39 0.00 323.29 1.11 1.11 1.11
30 0.00 323.26 1.03 1.01 1.01
Continues on next page...
TT&E - POND 1
Hydrograph Discharge Table
Time
(min) Inflow
cfs Elevation
ft Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
Cfs cfs cfs Cfs cfs cfs Cfs Cfs cfs cfs
91 0.00 323.24 0.95 0
92

92
0.00
323.21
0.87 .
0
83 0.92

93
0.00
323.19
0.81 .
-___- -__- ___.._
0
76 0.83

94
0.00
323.17
0.74 .
0
70 ---- ----- 0.76

95
0.00
323.15
0.68 .
----- _w __ __ _
0
65 ----- ----- -
?? 0.70

96
0.00
323.13
0
62 .
---_ -__ ?_ ?_
0
60 0.65

97
0.00
323.12 .
0
57 .
0
55 0.60

98
0.00
323.10 .
0.52 .
0
51 --- ----- 0.55

99
0.00
323.09
0
50 .
--- ----- --_- __w _
0
47 ---- ---- 0.51

100
0.00
323.08 .
0.49 .
_-- _ _M ?__ _w _w
0
44 0.47

101
0.00
323.06
0.48 .
_-_ ___
0
42 -- ----- 0.44

102
0.00
323.05
0.48 .
?_ ___ ___ ___ w
0.39 0:42
0
39
103 0.00 323.04 0.47 0.36 ----- ----- -____ .
0
36
104 0.00 323.03 0.46 0.34 .
0
34
105 0.00 323.02 0.45 0.32 .
0
32
106 0.00 323.01 0.45 0.30 .
0
30
107 0.00 323.01 0.44 0.28 ---- ---- ---_ __ _ __? ___ _? .
0
28
108 0.00 322.99 0.44 0.25 .
0
25
109 0.00 322.95 0.44 0.17 --__- ----- _-_ .
0
17
110 0.00 322.92 0.44 0.12 ----- ----- __-_- _-_ _W_ _W_ __..- .
0
12
111 0.00 322.89 0.44 0.09 .
0
09
112 0.00 322.87 0.44 0.07 ----- ----- _? -- - ----- .
0
07
113 0.00 322.86 0.44 0.06 .
0.06
... End
r
4.
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Mar 31 2008.4:7 PM
Hyd. No. 4
TT&E - POND 1
Hydrograph type = Reservoir Peak discharge = 7.03 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 3 Max. Elevation = 326.06 ft
Reservoir name = TT&E - POND 1 Max. Storage = 12,024 cuft
Storage Indication method used.
Hydrograph Volume = 29,069 cuft
TT&E - POND 1
Q (cfs) Hyd. Na. 4--100 Yr Q (cfs)
140
. 0
12.00
10.00
8.00
6.00
4.00
2.00
0.00
14.00
12.00
10.00
8.00 '
6.00
4.00
2.00
0 00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Hyd No. 4 Hyd No. 3 ® Req. Stor = 12,024 cuft Time (min)
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult)
(ft)
(cult)
1 Manual 0.00 1 0 0 - --- - ---- MALCOM METHOD
2 Reservoir 0.00 1 0 0 1 281.00 0 <no description>
3 Rational 13.27 1 23 29,310 -- --- ----- TT&E - POND 1
4 Reservoir 7.03 1 47 29,069 3 326.06 12,024 TT&E - POND 1
TT&E1.gpw Return Period: 100 Year Monday, Mar 31 2008, 4:07 PM
Hydraflow Hydrographs by Intelisolve
1.
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Monday, Mar 31 2008,4:7 PM
Hyd. No. 4
TT&E - POND 1
Hydrograph type = Reservoir Peak discharge. = 7.03 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 3 Reservoir name = TT&E - POND 1
Max. Elevation = 326.06 ft Max. Storage = 12,024 cult
Storage Indication method used. Outflow hydrograph volume = 29,069 cult
Hydrograph Discharge Table (printed values- 1% of Op.)
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2 1.15 322.97 0.44 0.21 ----- ----- ----- ---- ----- ----- ----- 0.21
3 1.73 323.03 0.46 0.33 ---- ----- 0
33
4 2.31 323.08 0.49 0.44 --- ---- ----- .
-- ?__ __- ___ 0.44
5 2.89 323.13 0.62 0.60 0
60
6 3.46 323.20 0.84 0.80 .
0.80
7 4.04 323.28 1.08 1.07 _____ ----- 1.07
8 4.62 323.37 1.42 1.3$ ----- ---- ---- ---- ----- ---- ----- 1.38
9 5.19 323.46 1.75 1.73 1
73
10 5.77 323.56 2.16 2.10 ----- .
2.10
11 6.35 323.67 2.51 2.46 2.46
12 6.93 323.78 2.82 2.76 ----- ---- ----- 2.76
13 7.50 323.90 3.05 3.05 ----- 3.05
14 8.08 324.02 3.35 3.31 ---- ---- ---._ _W_ __-_ _-_ ____ 3.31
15 8.66 324.09 3.46 3.46 3.46
16 9.23 324.16 3.61 3.61 ---- ---- ----- __- ___ __? __ _ 3.61
17 9.81 324.25 3.76 3.76 -_- -_- 3.76
18 10.39 324.34 3.90 3.90 -_- -_- 3.90
19 10.97 324.43 4.05 4.05 4.05
20 11.54 324.53 4.22 4.20 -_- -_- 4.20
21 12.12 324.64 4.41 4.35 ---- - ----- ---- --- ----- ----- 4.35
22 12.70 324.75 4.54 4.50 _-- _-_ _-- 4.50
23 13.27 << 324.87 4.67 4.67 _____ 4.67
24 13.01 324.99 4.89 4.83 -- ---- ---- ----- --- ----- ----- 4.83
25 12.74 325.09 5.07 4.94 --- ---- --- -__ 4.94
26 12.48 325.17 5.10 5.06 __- -_- -_- -_- 5.06
27 12.21 325.26 5.21 5.16 5.16
28 11.95 325.34 5.31 5.25 5.25
29 11.68 325.41 5.35 .5.35 ----- ----- --- ---- ---- ----- ----- 5.35
30 11.42 325.48 5.47 5.43 ---- ---- ---- --- ---- ----- ---- 5.43
31 11.15 325.55 5.53 5.51 ----- --- ----- -- - ----- ----- ----- 5.51
32 10.88 325.61 5.58 5.58 5.58
33 10.62 325.67 5.67 5.65 5.65
34 10.35 325.73 5.77 5.71 ----- ---- ----- --- - __-- _M_ __M 5.71
35 10.09 325.78 5.88 5.77 ---- ----- 5.77
36 9.82 325.83 5.93 5.82 5.82
37 9.56 325.87 5.93 5.87 ---- --- 5.87
38 9.29 325.91 5.95 5.92 -- _____ 5
92
39 9.03 325.95 6.03 5.96 .
5.96
2
Continues on next page...
TT&E - POND 1
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfii outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
40 8.76 325.98 6.11 5
99

41
8.50
326.01
6.31 .
6.00
--- ---- 0
17 5.99

42
8.23
326.03
6.62
5.99 .
----- ----- 0.50 -=--- 6.17
----- ----- -? 6
49
43 7.96 326.04 6.85 5.99 ----- ----- 0.74 ---- .
----- --- - 6
73
44 7.70 326.05 7.01 5.98 --- --- 0.90 .
6
89
45 7.43 326.06 7.11 5.98 --- ---- 1.01 --- .
--- --- ---- 6
99
46 7.17 326.06 7.15 5.98 ---- ---- 1.05 .
7
03
47 6.90 326.06 << 7.15 5.98 ----- -- 1.05 .
7
03 <<
?
48 6.64 326.06 7.11 5.98 ---- ----- 1.01 ----- .
---- ---- -
- 6
99
49 6.37 326.06 7.04 5.98 ---- ----- 0.94 ---- .
----- ----- ---- 6
92
50 6.11 326.05 6.95 5.98 ---- -- 0.84 .
82
6
51 5.84 326.04 6.82 5.99 ---- -- 0.71 .
6
70
52 5.58 326.03 6.68 5.99 ---- --- 0.56 ---- .
----- -?-- --- 6
56
53 5.31 326.02 6.52 6.00 --- ----- 0.40 .
6
39
54 5.04 326.01 6.35 6.00 0.22 ----- .
----- ----- ---- 6
22
55 4.78 326.00 6.16 6.01 ---- --- 0.02 -- .
----- ----- ----- 6
03
56 4.51 325.99 6.11 5.99 ----- .
5
99
57 4.25 325.97 6.07 5.97 .
5
97
58 3.98 325.95 6.03 5.95 .
--.-.- ---..- 5
95
59 3.72 325.92 5.97 5.93 ----- -- ----- _-- .
__-- _-__ _w_ 5
93
60 3.45 325.90 5.93 5.90 --- ----- ---- - .
--- -w ----_ 5
90
61 3.19 325.87 5.93 5.87 .
5.87
62 2.92 325.83 5.93 5.83 5
83
63 2.65 325.80 5.92 5.78 .
5
78
64 2.39 325.76 5.84 5.75 ---- ----- ---- _____ .
?_ _ _____ 5.75
65 2.12 325.72 5.76 5.71 --- ----- ---- -__ -__ w_ ___ 5
71
66 1.86 325.68 5.68 5.66 ---- --- _---- -- .
___ ?__ _ _- 5.66
67 1.59 325.63 5.61 5.60 5.60
68 1.33 325.59 5.55 5.54 ----- ---- --- ---- ----- --- ----- 5.54
69 1.06 325.54 5.52 5.49 5.49
70 0.80 325.48 5.48 5.43 ---- ---- ----- ----- ----- ----- ----- 5.43
71 0.53 325.43 5.38 5.37 ----- 5.37
72 0.27 325.37 5.32 5.30 --- ----- ---- ---- --- ----- --- 5.30
73 0.00 325.31 5.30 5.23 5.23
74 0.00 325.25 5.21 5.16 ---- ----- ----- --- ?_ - _ ___ 5.16
75 0.00 325.19 5.10 5.09 5.09
76 0.00 325.14 5.10 5.01 ___ --_ 5.01
77 0.00 325.08 5.06 4.93 -- --- ---- ---- ?- _ - ?_ 4.93
78 0.00 325.02 4.95 4.86 ---- ---__ ----- -_ ____ ?_ w- 4.86
79 0.00 324.96 4.82 4.79 ---- --- ---- -- ----- - --- ----- 4.79
80 0.00 324.89 4.70 4.70 ____ ___ 4.70
81 0.00 324.83 4.60 4.60 ____ --- 4.60
82 0.00 324.76 4.55 4.51 4.51
83 0.00 324.70 4.51 4.43 4.43
84 0.00 324.63 4.40 4.34 --- --- --- --- -- ?__ ?__ 4.34
85 0.00 324.57 4.29 4.26 4.26
86 0.00 324.51 4.18 4.18 4.18
87 0.00 324.45 4.09 4.09 4.09
88 0.00 324.40 4.00 4.00 ---- ---- ----- --- _ _w_ ____ ____ 4.00
89 0.00 324.34 3.91 3.91 3.91
90 0.00 324.29 3.82 3.82 ----- ----- ----- --_ _ __? --_ ___ 3.82
3.
Continues on next page...
TUE - POND 1
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(min) as ft cfs cfs cfs cfs cfs cfs cfs cfs cfs Cfs
91 0.00 324.23 3.73 3
73 ----- ---- _

92
0.00
324.18
3.64 .
-_ ?? - __ ?_ __
3
64 ---- ---- 3.73

93
0.00
324.13
3.54 .
_--- _w_ -_ __ ____ .....
3
54 3.64

94
0.00
324.08
3.45 .
3
44 -- ---- 3.54

95
0.00
324.03
3
37 .
_-- --_ -__ ___ -w
3
34 ----- ----- 3.44

96
0.00
323.97 .
3
23 .
____ ?_ -r_- -_- _
3
20 ---_ ---- 3.34

97
0.00
323.88 .
3.02 .
-?_ -___ -_-_ -----
3
00 3.20

98
0.00
323.80
2.87 .
2
80 -- ----- 3.00

99
0.00
323.72
2.66 .
_- ----- -----
2
62 ----- --- 2.80

100
0.00
323.65
2
47 .
-w -----
2
41 --- --_ 2.62

101
0.00
323.59 .
2.28 .
2.20 2.41
2
20
102 0.00 323.53 2.01 1.99 ---- ----- _-- -? _-___ ___ __ .
1
99
103 0.00 323.48 1.80 1.79 ---- ---- .
1
79
104 0.00 323.43 1.65 1.61 .
1
61
105 0.00 323.39 1.50 1.45 .
1
45
106 0.00 323.35 1.34 1.31 .
1
31
107 0.00 323.31 1.19 1.18 --- ----_ ---_ ?_ -- ___- -___ .
1
18
108 0.00 323.28 1.08 1.07 ----- ----- ---- --- ----- ---- ----- .
1
07
109 0.00 323.25 0.99 0.97 .
0
97
110 0.00 323.23 0.92 0.88 ---- ----- ----- ----- ---- ---- ----- .
0
88
111 0.00 323.20 0.85 0.80 .
0
80
112 0.00 323.18 0.78 0.74 ---- ----- --- ---- ---- __- _? .
0
74
113 0.00 323.16 0.71 0.68 .
0
68
114 0.00 323.14 0.65 0.63 ----- ---- -?- -?- _?- _?_ _____ .
0
63
115 0.00 323.13 0.60 0.58 ---- ---- .
0
58
116 0.00 323.11 0.55 0.53 .
0
53
117 0.00 323.10 0.51 0.49 -- ---- -__-- -- __-_ ___ -? .
0
49
118 0.00 323.08 0.50 0.46 .
0
46
119 0.00 323.07 0.40 0.43 ----- .
43
0
120 0.00 323.06 0.48 0.41 ----- ----- ----- ----- ___-_ _-_- _w_ .
0
41
121 0.00 323.05 0.47 0.38 .
0
38
122 0.00 323.04 0.46 0.36 .
0
36
123 0.00 323.03 0.46 0.33 --- ----- _? _ __ -__ ----- .
0
33
124 0.00 323.02 0.45 0.31 .
0
31
125 0.00 323.01 0.44 0.29 .
0
29
126 0.00 323.00 0.44 0.27 ---- ----- ---_ _-__ ?__ ?__ ___ .
0
27
127 0.00 322.97 0.44 0.21 ----- --- ____ ____ w_ __- -_-- .
0
21
128 0.00 322.94 0.44 0.15 .
0
15
129 0.00 322.91 0.44 0.11 ---- ----- -w_ -_-- _-__ -___ - ?__ .
0
11
130 0.00 322.89 0.44 0.08 .
0.08
..End
4

TT&E IRON & METAL
STORMWATER DETENTION POND DESIGN
POND # 2
DRAINAGE AREA: a 05AC:_ la=
EXIST. IMP AREA: Q_00'AC 0.0%
PROP. IMP. AREA: _ 3 81 X1C__ 75.4%
RUNOFF COEFFICIENT (C)
Cpre= 5.05 AC x 0.25 + 0.00 AC x 1.0 = 0.25
5.05 AC
Cpost= 1.24 AC x 0.25 + 3.81 AC x 1.0 = 0.82
5.05 AC
STORM DATA
STORM EVENT INTENSITY( I)
( PRECIPITATION
DEPTH (P)
1 YEAR 5.76 in/hr 2.1"
25 YEAR 8.50 in/hr 4.31-
100 YEAR 10.00 in/hr 5.8"
1 YEAR STORM
25 YEAR STORM
100 YEAR STORM
Qpre=CIA= 0.25 x 5.76 x 5.05 = 7.27 cfs
Qpost=CIA= 0.82 x 5.76 x 5.05 = 23.73 cfs
Qpre=CIA= 0.25 x 8.5 x 5.05 = 10.73 cfs
Qpost=CIA= 0.82 x 8.5 x 5.05 = 35.02 cfs
Qpre=CIA= 0.25 x 10.0 x 5.05 = 12.63 cfs
Qpost=CIA= 0.82 x 10.0 x 5.05 = 41.20 cfs
DETERMINE SOIL STORAGE
CN= 98 x 55 x t0 '! 0 + 61 x Q 1'51= 88
S 100 -10 = 88 0 5 -10 = 1.34"
RUNOFF DEPTH Q* _ (P-0.2*S)2
(Q*) (P+0.8*S)
Q*
12 in/ft x DA x 43560 SF/AC
TIME TO PEAK (Tp) Tp=
1.39 x Qpost
1 YEAR STORM
Q* = (2.1 - 0.2- x 1.3 )^2 = 1
06 in

(2.1 + .
.
0.8 x 1.34)
1.06 in.
x 5.05 AC x 43560 SF/AC
Tp= 12 in/ft = 9.8 min.
1.39 x 23.73 cfs
? PEAK 23.73 cfs @ 9.8 min.
25 YEAR STORM
* _
Q (4.3 - 0.2 x 1.3 )"2
3
01 in
(4.3 + .
.
0.8 x 1.34)
3.01 in.
12 in/ft x 5.05 AC x 43560 SF/AC
_
Tp 1.39 x 35.02 cfs 18.9 min.
? PEAK. 35.02 cfs @ 18.9 min.
100 YEAR STORM
* =
Q (5.8 - 0.2 x 1.3 )A2
4Q in
= 4
(5.8 + .
.
0.8 x 1.34)
4.40 in.

1
2 in/ft x 5.05 AC x 43560 SF/AC
Tp_ 1.39 x 41.20 cfs = 23.5 min.
? PEAK 41.20 cfs @ 23.5 min.
ESTIMATE POND SIZE
Vpond = (Qpost-Qpre) x Tp + 40%
Vpond =( 41.20 - 12.63) x 23.5 min. + 40%
Vpond = 56,365 CF
EMERGENCY SPILLWAY (SIZE FOR 100 YEAR STORM)
Q100=CIA= 0.75 x 10.0 x 15.78 = 118.35 cfs
WEIR EQUATION:
Q=Cw*L*H"312 Cw= 3.0
Q= 118.35 cfs
H= 1.00
L= . Q _ 118.35 cfs = 39.5,
Cw*H^3/2 ^ 3.0 x 1^3/2
o' (w)
USE EMERGENCY SPILLWAY TO CARRY 100 YEAR STORM
SIZE ORIFICE
Q100=CAd2GH
Q100 = 12.63 cfs
C = 0.93
G = 32.2 fVs
H = 3.0'
Q100 12.63 cfs
A-_ C42GH 0.93 4 2*32.2*3 = 0.98 S. F.
A=Pi*rz
r d 0.98 S.F. = 0.6'
3.14
USE )y.4" DIAMETER ORIFICE (MAXIMUM)
Pond Report
Hydraflow Hydrographs by Intelisolve
Thursday, Mar 27 2008, 12:6 PM
Pond No. 1 - TT&E - POND 2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 325.50 01 0' 0
0.50 326.00 1,706 427 427
1.50 327.00 3,525 2,616 3
042
2.50 328.00 5,974 4,750 ,
7
792
3.50 329.00 9,054 7,514 ,
15
306
4.50 330.00 12,766 10,910 ,
26
216
5.50 331.00 17,107 14,937 ,
41,152
Culvert I Orifice Structures
[A] [B] [C] [D]
Rise (in) = 36.00 12.00 0.00 0.00
Span (in) = 36.00 12.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft) = 325.25 325.50 0.00 0.00
Length (ft) = 46.00 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = nla Yes No No
Weir Structures
[A] [B] [C] [o]
Crest Len (ft) = 20.00 0.00 0.00 0.00
Crest El. (ft) = 330.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 0.00 0.00
Weir Type = Riser -- --..
Multi-Stage = Yes No No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifioe outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage (ft)
6.00-
5.00
4.00
3.00
2.00-
1.00
0.00
Stage I Storage Stage (ft)
------ --- 6.00
5.00
--- ---------
................. 4.00
......................... .
..........................
---------- -- -- _...-------- ---------------- -- 3.00
------------
2.00
--------- -----
._._..... . 1.00
0 00
0 4,000 8,000 12,000 16,000 20,000 24,000 28,000 32,000 36,000 40,000 44,000
Storage Storage (cult)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
TT&E - POND 2
Hydrograph'type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 3
Reservoir name = TT&E -POND 2
Storage Indication method used.
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00 1 -W '
0 10
Hyd No. 4
TT&E - POND 2
Hyd. No. 4 --1 Yr
Thursday, Mar 27 2008, 12:0 PM
Peak discharge = 5.06 cfs
Time interval = 1 min
Max. Elevation = 327.96 ft
Max. Storage = 7,597 cult
Hydrograph Volume = 13,788 cult
20 30 40 50 60 70
Hyd No. 3 ® Req. Stor = 7,597 cuft
80
Q (cfs)
15.00
12.00
9.00
6.00
3.00
-J- 0.00
90
Time (min)
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 Manual 0.00 1 0 0 ---- ---- --- MALCOM METHOD
2 Reservoir 0.00 1 0 0 1 0.00 0 <no description>
3 Rational 14.37 1 10 13,791 --- ---- - ---- TT&E - POND 2
4 Reservoir 5.06 1 24 13,788 3 327.96 7,597 TT&E - POND 2
TT&E2.gpw Return Period: 1 Year Thursday, Mar 27 2008, 12:00 PM

Hydraflow Hydrographs by Intelisolve
Hydrograph Report s
Hydraflow Hydrographs by Intelisolve Thursday, Mar 27 2008, 12:0 PM
Hyd. No. 4
TT&E - POND 2
Hydrograph type = Reservoir Peak discharge = 5.06 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 3 Reservoir name = TT&E -POND 2
Max. Elevation = 327.96 ft Max. Storage = 7,597 cuft
Storage Indication method used. Outflow hydrograph volume = 13,788 cult
Hydrograph Dis charge Table (Printed values >= 1% of Op.)
Time Inflow Elevation CIv A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2 2.87 325.70 0.51 0.17 0
17
3 4.31 325.92 0.72 0.69 .
----- 0
69
4 5.75 326.07 1.20 1.19 .
1
19
5 7.18 326.18 1.69 1.62 .
1
62
6 8.62 326.32 2.22 2.13 .
2
13
7 10.06 326.48 2.73 2.62 .
----- ---- ---- ----- ---- ----- ---- 2
62
8 11.49 326.66 3.15 3.08 .
3
08
9 12.93 326.87 3.61 3.52 .
----- --- --- 3
52
10 14.37 << 327.05 3.90 3.85 .
_____ 3
85
11 13.71 327.18 4.11 4.03 .
--- ____ 4
03
12 13.06 327.30 4.31 4.19 .
4
19
13 12.41 327.40 4.48 4.33 .
4
33
14 11.75 327.50 4.49 4.48 .
__-_ -__ 4
48
15 11.10 327.59 4.64 4.60 .
----- --- --- ---- --- --- ---- 4
60
16 10.45 327.67 4.77 4.69 .
4
69
17 9.80 327.73 4.89 4.77 .
----- ---- ---_ __? _ -_ ?__ ___ 4
77
18 9.14 327.79 5.00 4.84 .
4
84
19 8.49 327.84 5.01 4.91 .
--- --- 4
91
20 7.84 327.88 5.01 4.97 .
4
97
21 7.18 327.92 5.04 5.01 .
---- --- 5
01
22 6.53 327.94 5.08 5.04 .
----- -- ----- - -- ---- ----- --- 5
04
23 5.88 327.95 5.11 5.05 .
---- --- ----- ---- --- ---- ---- 5
05
24 5.22 327.96 << 5.12 5.06 .
5
06 <<
25 4.57 327.96 5.11 5.06 .
---- ---- ---- ----- --- 5.06
26 3.92 327.95 5.09 5.05 5.05
27 3.27 327.93 5.06 5.03 5
03
28 2.61 327.90 5.01 5.00 .
----- ---- ---- ---- ----- ' ----- ---- 5
00
29 1.96 327.87 5.01 4.95 .
--- --- ---- ----- --- - --- --- 4
95
30 1.31 327.83 5.01 4.89 .
-- --- ----- ---- ----- -_-- ----- 4
89
31 0.65 327.78 4.97 4.82 .
---- ---- ----- - --- ---- --- ----- 4
82
32 0.00 327.72 4.87 4.76 .
4
76
33 0.00 327.66 4.76 4.69 .
4
69
34 0.00 327:60 4.66 4.62 .
4
62
35 0.00 327.55 4.56 4.54 .
4
54
36 0.00 327.49 4.48 4.46 .
_-- 4
46
37 0:00 327.43 4.48 4.38 .
---- ----- _? __-- _w ___ ----- 4
38
38 0.00 327.38 4.44 4.30 .
4
30
39 0.00 327.32 4.35 4.23 .
----- ---- ----- -- _____ __- --_- 4.23
Continues on next page...
TT&E - POND 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExfII Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
40 0.00 327.27 4.26 4.16 4
16
41 0.00 327.22 4.18 4.08 .
4
08
42 0.00 327.17 4.09 4.01 .
4
01
43 0.00 327.12 4.01 3.94 .
3
94
44 0.00 327.07 3.93 3.87 .
3
87
45 0.00 327.02 3.85 3.80 ---- ----- --- .
3
80
46 0.00 326.95 3.74 3.68 .
3
68
47 0.00 326.87 3.61 3.52 .
3
52
48 0.00 326.79 3.47 3.36 .
3
36
49 0.00 326.71 3.24 3.19 ----- ---- ---- --- --- ----- ----- .
3
19
50 0.00 326.64 3.12 3.03 ----- ---- _-_ _-_ _-_ _w_ ____ .
3
03
51 0.00 326.57 2.99 2.86 .
86
2
52 0.00 326.51 2.81 2.70 .
2
70
53 0.00 326.45 2.65 2.54 --- -- -- _ --. _? ___- _____ .
2
54
54 0.00 326.39 2.49 2.39 .
2
39
55 0.00 326.34 2.29 2.20 .
2.20
56 0.00 326.29 2.11 2.02 ---- --- 2.02
57 0.00 326.25 1.94 1.86 1.86
58 0.00 326.21 1.79 1.71 1.71
59 0.00 326.17 1.63 1.57 --- --- ..--- ----- 1.57
60 0.00 326.13 1.47 1.44 ----- --- ----- ---- ---- ----- ---- 1.44
61 0.00 326.10 1.33 1.31 ----- 1.31
62 0.00 326.07 1.23 1.21 1.21
63 0.00 326.05 1.13 1.12 ---- --- ----- ----- ---- ----- ---- 1.12
64 0.00 326.02 1.04 1.04 ----- ---- ----- ____ ___ _____ ?_ 1.04
65 0.00 326.00 0.96 0.96 -M- ---- --- _- -__ __-_ _-_ 0.96
66 0.00 325.94 0.78 0.76 0.76
67 0.00 325.89 0.64 0.62 0.62
68 0.00 325.85 0.51 0.50 ---- - ----- --- ____ ?- -- 0.50
69 0.00 325.82 0.51 0.42 0.42
70 0.00 325.79 0.51 0.35 ----- ----- ----- --- --- --- -- -- 0.35
71 0.00 325.77 0.51 0.30 0.30
72 0.00 325.75 0.51 0.26 ---- ----- ----- - ---- ----- ---- 0.26
73 0.00 325.73 0.51 0.23 -- ---- ----- ----- ----- ----- ----- 0.23
74 0.00 325.72 0.51 0.21 0.21
75 0.00 325.70 0.51 0.18 _-_ _-_ 0.18
76 0.00 325.69 0.51 0.16 0.16
77 0.00 325.68 0.51 0.15 0.15
78 0.00 325.67 0.51 0.13 --- --- ---- ---- ---- ---- ---- 0.13
79 0.00 325.66 0.51 0.12 ---- ----- ----- --- ---- ---- ----- 0.12
80 0.00 325.65 0.51 0.10 0.10
81 0.00 325.65 0.51 0.10 --- ---- ---- ---- -- ----- ---- 0.10
82 0.00 325.64 0.51 0.09 0.09
83 0.00 325.63 0.51 0.08 --- ---- --- ----- ---- --- ----- 0.08
84 0.00 325.63 0.51 0.08 0.08
85 0.00 325.62 0.51 0.07 ----- --- --- ---- ---- -- ----- 0.07
86 0.00 325.62 0.51 0.06 0.06
87 0.00 325.61 0.51 0.06 ----- ---- ---- ----- 0.06
88 0.00 325.61 0.51 0.06 0.06
89 0.00 325.61 0.51 0.05 ---- ----- --- ----- --- --- --- 0.05

... End
Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Hyd. No. 4
TT&E - POND 2
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 3
Reservoir name = TT&E -POND 2
Thursday, Mar 27 2008, 12:2 PM
Peak discharge = 6.88 cfs
Time interval = 1 min
Max. Elevation = 329.69 ft
Max. Storage = 22,847 cult
Storage Indication method used.
Hydrograph Volume = 39,682 cult
Q (cfs) TT&E - POND 2
Hyd. No. 4 -- 25 Yr Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 20 40 60 80 100 120 140 160
Hyd No. 4 Hyd No. 3 ® Req. Stor = 22,847 cuft Time (min)
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(ch) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 Manual 0.00 1 0 0 - ------ ------ MALCOM METHOD
2 Reservoir 0.00 1 0 0 1 0.00 0 <no description>
3 Rational 22.05 1 19 40,215 - ------ ----- TT&E - POND 2
4 Reservoir 6.88 1 47 39,682 3 329.69 22,847 TT&E - POND 2
TT&E2.gpw Return Period: 25 Year Thursday, Mar 27 2008, 12:07 PM
1.
Hydraflow Hydrographs by Intelisolve
Hydrograph Report
Hydraflow Hydrographs by Intellsolve Thursday, Mar 27 2008,12:7 PM
Hyd. No. 4
TT&E - POND 2
Hydrograph type = Reservoir Peak discharge = 6.88 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 3 Reservoir name = TT&E -POND 2
Max. Elevation = 329.69 ft Max. Storage = 22,847 cuft
Storage Indication method used. Outflow hydrograph volume = 39,682 cult
Hydrograph Discharge Table (Printed values -1%ofOp.)
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EXfiI Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2 2.32 325.66 0.51 0.11 ----- ----- --- --- _?_ ____ _W_ 0.11
3 3.48 325.84 0.51 0.48 ----- ---- ----- --_ _ -_ _W_ _?_ 0.48
4 4.64 326.02 1.05 1.05 ----- ---- ----- ---- ----- ----- ---- 1.05
5 5.80 326.12 1.39 1.36 ---- ----- ---- ---- ---- -- -- ----- 1.36
6 6.96 326.23 1.86 1.78 1.78
7 8.12 326.35 2.34 2.24 2.24
8 9.28 326.50 2.77 2.67 ----- ----- -- ----- ----- - __ _-? 2.67
9 10.44 326.66 3.14 3.06 ---- ---- 3.06
10 11.60 326.84 3.56 3.45 3.45
11 12.76 327.02 3.85 3.79 3.79
12 13.92 327.14 4.04 3.97 3.97
13 15.09 327.27 4.26 4.15 ----- ---- ----- ____ _?_ _ - w- 4.15
14 16.25 327.41 4.48 4.35 ---- --- --- --- ---- ----- ---- 4.35
15 17.41 327.57 4.60 4.57 ----- --- -- ---- ----- ----- ---- 4.57
16 18.57 327.74 4.90 4.78 ----- ---- --- __-_ _?_ __ _ _____ 4.78
17 19.73 327.92 5.04 5.02 5.02
18 20.89 328.07 5.32 5.18 5.18
19 22.05 << 328.20 5.37 5.35 ---- ----- ----- ---- ---- ---- - --- 5.35
20 21.51 328.33 5.56 5.48 --- --_- -- ---- --- __? _?_ 5.48
21 20.97 328.45 5.66 5.63 --- ----- ---- - ---- ----- ----- 5.63
22 20.43 328.57 5.89 5.75 -- --- ---- --_- -_- 5.75
23 19.90 328.69 5.94 5.89 --- ----- --- -- -- --- ----- 5.89
24 19.36 328.80 6.13 5.99 ----- ---- --- ---- - __ _____ _? 5.99
25 18.82 328.90 6.14 6.12 6.12
26 18.28 329:00 6.32 6.20 ----- ---- --- - ---- ----- ---- ----- 6.20
27 17.75 329.07 6.32 6.28 ---- ----- _--- _--- ?_ __- ___- 6.28
28 17.21 329.13 6.38 6.34 ---- ----- ---- ----- ----- --- ---- 6.34
29 16.67 329.19 6.49 6.39 6.39
30 16.13 329.24 6.52 6.45 ----- ----- ----- --__ ?__ _ _- ___ 6.45
31 15.59 329.29 6.52 6.51 6.51
32 15.06 329.34 6.60 6.55 6.55
33 14.52 329.39 6.69 6.59 ----- 6.59
34 13.98 329.43 6.72 6.63 ---- ----- ---- --_._ _?_ _-__ __- 6.63
35 13.44 329.47 6.72 6.67 ---- ---- ----- ---- ----- ---- ---- 6.67
36 12.91 329.50 6.72 6.71 _ 6
71
37 12.37 329.53 6.79 6.73 ----- .
----- ---- ----- ---- ---- - -- 6
73
38 11.83 329.56 6.85 6.76 .
----- 6
76
39 11.29. 329.59 6.90 6.78 -- .
---- ---- ----- _-_-- _____ _-?- 6.78
2
Continues on next page...
ME - POND 2
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
40 10.75 329.61 6.92 6.80 6
80
41 10.22 329.63 6.92 6.82 ---- -- w_ .
6
82
42 9.68 329.65 6.92 6.84 ---- ---- ---- --- .
----- --- ---- 6
84
43 9.14 329.67 6.92 6.86 --- ----- -_ -_ - .
_- ?_ ___ _?_ 6
86
44 8.60 329.68 6.92 6.87 ---- ---- -- _- .
6
87
45 8.07 329.68 6.92 6.88 .
6
88
46 7.53 329.69 6.92 6.88 ----- --------- .
?__ ____ -? 6
88
47 6.99 329.69 << 6.92 6.88 .
6
88 <<
48 6.45 329.69 6.92 6.88 ---- ----- ---- _____ .
w_ ___ ____ 6
88
49 5.92 329.69 6.92 6.88 .
6
88
50 5.38 329.68 6.92 6.87 .
6
87
51 4.84 329.67 6.92 6.86 ----- -- --- --- .
----- ---- ----- 6
86
52 4.30 329.66 6.92 6.85 ----- --- ----- __? .
____ ___ ____ 6
85
53 3.76 329.64 6.92 6.83 .
6
83
54 3.23 329.62 6.92 6.81 ---- --- ---.- .
6
81
55 2.69 329.60 6.92 6.79 .
6
79
56 2.15 329.58 6.88 6.77 .
6.77
57 1.61 329.55 6.82 6.75 6
75
58 1.08 329.52 6.76 6.72 ---- ----- ---- _w- .
_? 6
72
59 0.54 329.49 6.72 6.70 ---- -- ---- ----- .
----- 6
70
60 0.00 329.45 6.72 6.66 .
6.66
61 0.00 329.42 6.72 6.62 ----- ----- ---- --- --- ----- - --- 6.62
62 0.00 329.38 6.68 6.58 --- --- -- ---- ----- ---- ---- 6.58
63 0.00 329.35 6.61 6.55 -- - _____ 6.55
64 0.00 329.31 6.54 6.52 6.52
65 0.00 329.27 6.52 6.49 --- --- -- --- --- -- ----- 6.49
66 0.00 329.24 6.52 6.45 6.45
67 0.00 329.20 6.52 6.41 ----- ---- ---_ ___ ___ ?_ ____ 6.41
68 0.00 329.17 6.46 6.38 --- ----- w__ M__ ?_ ___ ___ 6.38
69 0.00 329.13 6.39 6.35 ---- ---- --- --- ---- -- --- 6.35
70 0.00 329.10 6.32 6.31 -- --- ----- ---- ---- ---- ----- 6.31
71 0.00 329.06 6.32 6.28 --- ----- ----- ---- ---- ----- ----- 6.28
72 0.00 329.03 6.32 6.24 ---- --- ---- ----- ---- ----- ---- 6.24
73 0.00 328.99 6.31 6.20 ---- ----- ---- ---- ----- ----- ----- 6.20-
74 0.00 328.94 6.21 6.15 _--- ___ ___ ---- 6.15
75 0.00 328.89 6.13 6.11 ---- --- ----- -- --- -- -- ---- 6.11
76 0.00 328.85 6.13 6.05 ----- --- ---- ---- --- ----- ---- 6.05
77 0.00 328.80 6.13 5.99 --- ---- ---- 5.99
78 0.00 328.75 6.03 5.95 5.95
79 0.00 328.70 5.94 5.90 ---- ----- ---- -- ____ ?_ _____ 5.90
80 0.00 328.66 5.94 5.85 ---- ---- -- --- --- ---- - -- 5.85
81 0.00 328.61 5.94 5.79 5.79
82 0.00 328.56 5.87 5.74 ---- ---- --- ---- ---- -- - --- 5.74
83 0.00 328.52 5.78 5.70 ---- ---- ---- ---- --- ----- ----- 5.70
84 0.00 328.47 5.70 5.65 5.65
85 0.00 328.43 5.61 5.59 5.59
86 0.00 328.38 5.56 5.54 5.54
87 0.00 328.34 5.56 5.49 --- ---- ----- ----- ?__ ___ ___ 5.49
88 0.00 328.30 5.55 5.45 ---- ---- ----- ---- ----- ----- ----- 5.45
89 0.00 328.25 5.47 5.40 ---- ----- ---- ---- ----- ----- ----- 5.40
90 0.00 328.21 5.39 5.36 ---- --- --- -- ----- ---- --- 5.36
3.
Continues on next page...
4
ME - POND 2
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
91 0.00 328.17 5.37 5.30 5
30
92 0.00 328.12 5.37 5.25 .
5
25
93 0.00 328.08 5.34 5.20 ---- ---- __w ___ __ _ __..__ --- .
5
20
94 0.00 328.04 5.27 5.15 .
5
15
95 0.00 328.00 5.19 5.11 _____ .
5
11
96 0.00 327.94 5.07 5.04 .
5
04
97 0.00 327.87 5.01 4.96 ----- ---- ----- ---- .
4
96
98 0.00 327.81 5.01 4.87 --- ---- ----- ----- --- ---- ---- .
4
87
99 0.00 327.75 4.92 4.79 --- ----- .
4
79
100 0.00 327.69 4.81 4.72 .
4
72
101 0:00 327.63 4.71 4.65 .
4
65
102 0.00 327.57 4.61 4.58 .
4
58
103 0.00 327.51 4.51 4.50 .
4
50
104 0.00 327.46 4.48 4.42 .
4
42
105 0.00 327.40 4.48 4.33 .
4
33
106 0.00 327.35 4.40 4.26 .
4
26
107 0.00 327.30 4.31 4.19 _w_ .
4
19
108 0.00 327.24 4.22 4.12 ----- ----- --? ___ _ _ __ __ _M_ .
4
12
109 0.00 327.19 4.13 4.05 _____ .
4
05
110 0.00 327.14 4.05 3.97 ----- - -- -- -__ ?__ _____ -? .
3
97
111 0.00 327.09 3.97 3.90 ----- ----- ---- ___ _w_ w_ ____ .
3
90
112 0.00 327.04 3.89 3.83 ---- ----- _---- ----- -? _ __ -__ .
3
83
113 0.00 326.99 3.80 3.75 -- ---- ----- ----- ----- ---- ---- .
3
75
114 0.00 326.91 3.67 3.60 _____ .
3
60
115 0.00 326.83 3.54 3.43 ----- .
3
43
116 0.00 326.75 3.35 3.27 .
3
27
117 0.00 326.68 3.17 3.11 ----- .
3
11
118 0.00 326.61 3.07 2.94 ----- ---- --- --- .
2.94
119 0.00 326.54 2.89 2.78 ---- ----- ---- -__ -_-- ___ ?- 2.78
120 0.00 326.48 2.72 2.62 2.62
121 0.00 326.42 2.56 2.47 2.47
122 0.00 326.37 2.38 2.29 ----- ---- ---- __? _____ _....__ ___.._ 2
29
123 0.00 326.32 2.19 2.11 .
2
11
124 0.00 326.27 2.02 1.94 ---- ----- ---_ ___ ?_ ?_ _ __ .
1
94
125 0.00 326.23 1.86 1.78 ---- -__ .
1
78
126 0.00 326.19 1.70 1.64 --- ---- ----- ----- ---- - -- ---- .
1
64
127 0.00 326.15 1.54 1.50 .
1
50
128 0.00 326.12 1.40 1.37 --- ---- --_- -__ .
37
1
129 0.00 326.09 1.28 1.26 --- __- .
1.26
130 0.00 326.06 1.18 1.17 ----- ----- -__ _ _ ?_ ____ _? 1
17
131 0.00 326.03 1.09 1.08 .
1.08
132 0.00 326.01 1.00 1.00 ---- --- --- ?- W_ ____ -___ 1.00
133 0.00 325.97 0.86 0.85 0.85
134 0.00 325.91 0.71 0.68 0.68
135 0.00 325.87 0.57 0.56 ---- -- -- -- -__ ?_ ___ ____ 0
56
136 0.00 325.83 0.51 0.46 ---- --- ----- ---- --- -- ----- .
0
46
137 0.00 325.80 0.51 0.38 --- ---- ----- --- _-_ -_- .
0
38

138
0.00
325.78
0.51
0.33 ----- ----- ___-- _? ___-_ -?- ___-- .
.
0
33
139 0.00 325.76 0.51 0.28 ---- ---- _ _ _? __-- ----- ----- .
0
28
140 0.00 325.74 0.51 0.25 ---- ---- ---- ----- .
0
25
141 0.00 325.72 0.51 0.22 ----- --- ---- ---- ---- ---_.. ----- .
0.22
Continues on next page...
TT&E - FOND 2
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B CIv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
142 0.00 325.71 0.51 0.19 ----- ---- ----- 0
19
143 0.00 325.70 0.51 0.17 .
0
17
144 0.00 325.68 0.51 0.15 .
0
15
145 0.00 325.67 0.51 0.14 ---- ----- ---- .
-?- -?_ __? _M_ 0
14
146 0.00 325.67 0:51 0.12 .
0
12
147 0.00 325.66 0.51 0.11 ---- ----- ----- .
----- --- ---- ----- 0
11
148 0.00 325.65 0.51 0.10 ---- ---- --- .
----- ----- --- ----- 0
10
149 0.00 325.64 0.51 0.09 .
0.09
150 0.00 325.64 0.51 0.08 0.08
151 0.00 325.63 0.51 0.08 ----- ----- 0
08
152 0.00 325.63 0.51 0.07 .
0.07
5.
... End
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Mar 27 2008, 12:3 PM
Hyd. No. 4
TT&E - POND 2
Hydrograph type = -Reservoir Peak discharge = 11.50 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 3 Max. Elevation = 330.17 ft
Reservoir name = TT&E -POND 2 Max. Storage = 28,701 cuft
Storage Indication method used.
Hydrograph Volume = 54,841 cult
TT&E - POND 2
Q (cfs)
Hyd. No. 4 --100 Yr Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 20 40 60 80 100 120 140 160 180
Hyd No. 4 Hyd No. 3 ® Req. Star = 28,701 cuff Time (min)
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 Manual 0100 1 0 0 - ------ ----- MALCOM METHOD
2 Reservoir 0.00 1 0 0 1 281.00 0 <no description>
3 Rational 24.05 1 24 55,422 ---- ---- ----- TT&E - POND 2
4 Reservoir 11.50 1 51 54,841 3 330.17 28,701 TT&E - POND 2
TT&E2.gpw Return Period: 100 Year Thursday, Mar 27 2008, 12:04 PM
1.
Hydraflow Hydrographs by Intelisolve
Hydrograph Report
Hydraflow Hydrographs by lntelisolve Thursday, Mar 27 2008, 12:4 PM
Hyd. No. 4
TT&E - POND 2
Hydrograph type = Reservoir Peak discharge = 11.50 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 3 Reservoir name = TT&E -POND 2
Max. Elevation = 330.17 ft Max. Storage = 28,701 cult
Storage Indication method used. Outflow hydrograph volume = 54,841 cuR
Hydrograph Discharge Table ( Printed values >= I% of Op.)
Time Inflow Elevation Clv A Civ B CIv C CIv D Wr A Wr a Wr C Wr D EXfII Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3 3.01 325.80 0.51 0.37 ---- ---- ---- ----- ----- ----- ----- 0.37
4 4.01 326.00 0.96 0.96 0.96
5 5.01 326.08 1.24 1.23 ----- ---- ----- ----- -- ----- ---- 1.23
6 6.01 326.17 1.64 1.58 ---- ----- ---- ---_ _?_ ____ ----- 1.58
7 7.02 326.28 2.06 1.98 1.98
8 8.02 326.40 2.52 2.42 -- --- ---- ---- ----- ---- ---- 2.42
9 9.02. 326.54 2.89 2.77 ---- --- ----_ _---- - --- ?_-- _-- 2.77
10 10.02 326.69 3.19 3.14 3.14
11 11.03 326.85 3.59 3.49 _---- - --- -___ ?? ?_ ?_ --- 3.49
12 12.03 327.02 3.85 3.80 ----- ---- ---- ----- -- ----- --- 3.80
13 13.03 327.1,3 4.03 3.96 3.96
14 14.03 327.25 4.23 4.12 ----- ---- ---- __? ___ _?_ _?_ 4.12
15 15.03 327.38 4.45 4.30 --- ---- 4.30
16 16.04 327.52 4.52 4.51 ----- 4.51
17 17.04 327.67 4.78 4.70 --- --- ----- ----- --- ---- ----- 4.70
18 18.04 327.83 5.01 4.90 ----- ---- ----- --- -__ 4.90
19 19.04 328.00 5.19 5.11 --- ---_- ---- ---- ---- ---- ----- 5.11
20 20.05 328.12 5.37 5.24 ---- ----- 5.24
21 21.05 328.24 5.44 5.39 --- ----- ---- ----- ----- --- ---- 5.39
22 22.05 328.37 5.56 5.52 --- ---- 5.52
23 23.05 328.50 5.75 5.68 5.68
24 24.05 << 328.64 5.94 5.83 5.83
25 23.59 328.79 6.11 5.98 5.98
26 23.13 328.93 6.18 6.14 6.14
27 22.67 329.04 6.32 6.25 --- ----- 6.25
28 22.20 329.13 6.38 6.34 6.34
29 21.74 329.21 6.52 6.42 ___ --_ 6.42
30 21.28 329.30 6.52 6.51 --- ----- ----- 6.51
31 20.82 329.38 6.67 6.58 6.58
32 20.35 329.45 6.72 6.66 ----- ----- -____ 6.66
33 19.89 329.53 6.78 6.73 6.73
34 19.43 329.60 6.92 6.79 6.79
35 18.97 329.67 6.92 6.86 6.86
36 18.50 329.73 6.98 6.92 --_-- ----- ----- -__- -?_ -__ _ __-- 6.92
37 18.04 329.79 7.11 6.97 6
97
38 17.58 329.85 7.12 7.03 .
7.03
39 17.12 329.91 7.14 7.08 ---- ---- --__ ---_ ?_ _ _ __-- 7.08
40 16.65 329.96 7.25 7.12 7.12
2
Continues on next page...
Ti'&E - POND 2
Hydrograph Discharge Table
Time
(min) Inflow
cfs Elevation
ft Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D EXfil Outflow
cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
41 16.19 330.01 7.53 7.14 ----- --- 0
23 ----

42
15.73
330.04
8.15
7.10 .
----
--- ----- 0
93 7.37

43
15.27
330.07
8.69
7.07 ,
---- --- 1
53 -- 8.03

44
14.80
330.10
9.16
7.04 .
---- -- -
--- ----- 2
08 8.60

45
14.34
330.12
9.85
6.98 .
----- ----- 2
81 9.10

46
13.88
330.13
10.43
6.93 .
- _?
----- ----- 3
43 ---- 9.79

47
13.42
330.15
10.88
6.90 .
---- ---
-- ----- 3
91 10.37

48
12.95
330.16
11.19
6.87 .
---- ----- 4
25 ----_
- ?- 10.80

49
12.49
330.16
11.41
6.85 .
----- - -
4,48 11.12
11
33
50 12.03 330.17 11.53 6.84 -- -- 4.61 ---- ---- ----- - --- .
11
45
51 11.56 330.17 << 11.58 6.84 4.66 .
11
50 <<
52 11.10 330.17 11.56 6.84 4.64 .
11
48
53 10.64 330.16 11.48 6.84 ----- ---- 4.55 ---- --- ----- ----- .
11
40
54 10.18 330.16 11.34 6.86 4.41 .
11
27
55 9.71 330.15 11.17 6.87 4.22 ---- ---- ----- --- .
11
09
56 9.25 330.15 10.95 6.89 ---- ---- 3.99 ----- --- ---- ---- .
10
88
57 8.79 330.14 10.70 6.91 ---- --- 3,72 .
10
63
58 8.33 330.13 10.42 6.94 ---- ---- 3.42 ----- ---- ----- ----- .
10
36
59 7.86 330.13 10.12 6.96 ---- -- 3.09 .
10
06
60 7.40 330.12 9.79 6.99 2.74 ----- --- ---- ---- .
9
73
61 6.94 330.11 9.45 7.02 ---- ----- 2,37 .
9
39
62 6.48 330.10 9.14 7.04 2,04 .
9
08
63 6.01 330.09 8.94 7.06 -- ----- 1.81 ---- ---- --- -- .
8
86
64 5.55 330.07 8.71 7.07 --- ---- 1.56 ---- ---- ----- ----- .
8
63
65 5.09 330.06 8.47 7.08 --- -- 1.29 ----- ----- __? _? .
8
37
66 4.63 330.05 8.22 7.10 ----- ---- 1.00 .
8
10
67 4.16 330.03 7.95 7.11 ----- ----- 0.70 --- - -- -- _ __? .
7
82
68 3.70 330.02 7.67 7.13 ----- --- 0.38 .
7
52
69 3.24 330.00 7.37 7.15 ----- ----- 0.06 .
7
20
70 2.78 329.98 7.28 7.14 ----- --- --_ -?-- _ - _-_ __w ,
7
14
71 2.31 329.96 7.23 7.12 ---- ---- ---- --- --- ----- -- .
7
12
72 1.85 329.93 7.18 7.10 .
7.10
73 1.39 329.90 7.12 7.07 7
07
74 0.93 329.87 7.12 7.04 -- ---- -- .
7
04
75 0.46 329.83 7.12 7.00 ---- ---- ---- ---- ---- ---- ---- .
7.00
76 0.00 329.79 7.11 6.97 6
97
77 0.00 329.76 7.03 6.94 --- ---- -_- ---_ -? _ - _?_ .
6.94
78 0.00 329.72 6.95 6.91 ----- --- ----- ?- -__ __w _____ 6
91
79 0.00 329.68 6.92 6.87 .
6.87
80 0.00 329.64 6.92 6.83 ----- ----- ----- ----- ---- ---- ---- 6.83
81 0.00 329.60 6.92 6.79 ----- ---- _---- ---_ __- - __ _W 6.79
82 0.00 329.57 6.85. 6.76 ---- ---- ----- ---- W- ?_ ____ 6.76
83 0.00 329.53 6.78 6.73 6.73
84 0.00 329.49 6.72 6.70 6.70
85 0.00 329.46 6.72 6.66 ---- ---- ----- ---- ----- ----- ----- 6.66
86 0.00 329.42 6.72 6.62 --- ----- _-_ -?_ _?- _-__ ___ _ 6.62
87 0.00 329.38 6.69 6.58 6.58
88 0.00 329.35 6.61 6.55 --- ----- -- _-_ -_ _ _?_ _?_ 6
55
89 0.00 329.31 6.54 6.52 ---- ---- -- -- ---- ___ - ?_ _w_ .
6
52
90 0.00 329.28 6.52 6.49 .
6.49
91 0.00 329.24 6.52 6.45 -_- -_- -? 6.45

Continues on next page...
7
ME - POND 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cis
92 0.00 329.20 6.52 6.41 41
6
93 0.00 329.17 6.46 6.38 -- - ----- .
6
38
94 0.00 329.13 6.39 6.35 ---- ----- ----- ----- --- --- .
35
6
95 0.00 329.10 6.32 6.32 ---- ----- ----- _____ .
6
32
96 0.00 329.06 6.32 6.28 ----- _w_ .
6
28
97 0.00 329.03 6.32 6.24 .
6
24
98 0.00 328.99 6.31 6.20 ----- ----- --- ___ __? ____ _-__ .
6
20
99 0.00 328.95 6.22 6.15 .
6.15
100 0.00 328.90. 6.13 6.11 ___ __-_ 6
11
101 0.00 328.85 6.13 6.05 .
6
05
102 0.00 328.80 6.13 5.99 ----- .
5
99
103 0.00 328.75 6.04 5.95 --- ---- ----- --- ----- ----- --- .
5.95
104 0.00 328.70 5.95 5.91 ---- ----- --- --- --- --- 5
91
105 0.00 328.66 5.94 5.85 _-_ _-_ .
5
85
106 0.00 328.61 5.94 5.79 .
5
79
107 0.00 328.57 5.87 5.75 .
5
75
108 0.00 328.52 5.78 5.70 __- _-_ _____ .
5
70
109 0.00 328.47 5.70 5.65 __ ____ .
5.65
110 0.00 328.43 5.61 5.60 ---- ---- ----- ----- ---- - --- ----- 5
60
111 0.00 328.38 5.56 5.54 .
5
54
112 0.00 328.34 5.56 5.50 --- ---- ---- _-__ __ _ ___ ?_ .
5
50
113 0.00 328.30 5.55 5.45 .
5
45
114 0.00 328.25 5.47 5.41 ---- ___ -__ - _-_- -?- _-_ .
5.41
115 0.00 328.21 5.39 5.36 ---- --- --- 5.36
116 0.00 328.17 5.37 5.31 5
31
117 0.00 328.13 5.37 5.25 --- ---- .
5
25
118 0.00 328.08 5.35 5.20 .
5.20
119 0.00 328.04 5.27 5.15 --- -- ---- -- ___ _? ____ 5.15
120 0.00 328.00 5.19 5.11 ----- ---- ----- __ _ _ w_ -___ 5.11
121 0.00 327.94 5.08 5.04 ----- --_ ----- --- ?__ ___ ___ 5.04
122 0.00 327.88 5.01 4.96 4.96
123 0.00 327.81 5.01 4.87 4.87
124 0.00 327.75 4.93 4.80 4.80
125 0.00 327.69 4.82 4.72 --- ----- ---- _-- _W_ _-__ -_-- 4.72
126 0.00 327.63 4.71 4.65 4.65
127 0.00 327.57 4.61 4.58 4.58
128 0.00 327.52 4.51 4.51 4.51
129 0.00 327.46 4.48 4.42 4.42
130 0.00 327.41 4.48 4.34 -__ ___ 4.34
131 0.00 327.35 4.40- 4.26 -- ---- ----- ___ ___ _ _ _W 4.26
132 0.00 327.30 4.31 4.19 4.19
133 0.00 327.25 4.22 4.12 4.12
134 0.00 327.19 4.14 4.05 ---- --- ---- ---- _____ 4.05
135 0.00 327.14 4.05 3.9$ ----- ----- --- ----- --- ---- ---- 3.98
136 0.00 327.09 3.97 3.91 --- ----- --- ---- ---- ---_ ----- 3.91
137 0.00 327.04 3.89 3.83 ---- --- 3.83
138 0.00 326.99 3.81 3.76 3
76
139 0.00 326.91 3.68 3.60 .
3.60
140 0.00 326.83 3.55 3.44 3
44
141 0.00 326.75 3.36 3.28 ---- ----- .
3.28
142 0.00 326.68 3.17 3.11 3.11
4
Continues on next page...
ME - POND 2
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfll Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
143 0.00 326.61 3.07 2.95 ----- ----- ----- ----- --- ---- -- 2
95
144 0.00 326.54 2.90 2.78 ----- ---- ----- ___-- _-__ _w_ _ ___ .
2
78
145 0.00 326.48 2.73 2.62 .
2
62
146 0.00 326.42 2.57 2.47 .
2
47
147 0.00 326.37 2.39 2.30 .
2
30
148 0.00 326.32 2.20 2.11 .
2
11
149 0.00 326.27 2.03 1.94 ---- ----- ----- ----- ----- --- --- .
1
94
150 0.00 326.23 1.87 1.79 --- ---- ---- ---- ----- --_-- --- .
1
79
151 0.00 326.19 1.71 1.64 --- .
1
64
152 0.00 326.15 1.55 1.50 ---- ---- _- _? ___- _w __-_ .
1
50
153 0.00 326.12 1.40 1.38 ----- ---- W__ W- ----- -__ --_ .
1
38
154 0.00 326.09 1.28 1.26 ----- .
1
26
155 0.00 326.06 1.18 1.17 ----- --_-- ----- ----- -_- ?- . __ .
1
17
156 0.00 326.04 1.09 1.08 .
1.08
157 0.00 326.01 1.00 1.00 1.00
158 0.00 325.97 0.87 0.86 _-_ _a_ 0.86
159 0.00 325.91 0.71 0.69 ---- ---- ----- -__ _ _W_ __? _ _____ 0.69
160 0.00 325.87 0.58 0.56 ---- --- ---- --- - --- ---- -- -- 0.56
161 0.00 325.84 0.51 0.46 ---- ---- ---- ----- ---- --- ---- 0.46
162 0.00 325.81 0.51 0.39 0.39
163 0.00 325.78 0.51 0.33 -- - ----- -- ----- ----- ----- 0.33
164 0.00 325.76 0.51 0.28 ----- ---- - _-_-- __- ?- ___ 0.28
165 0.00 325.74 0.51 0.25 0.25
166 0.00 325.72 0.51 0.22 --- ----- --- - ----- ---- ---- ----- 0.22
167 0.00 325.71 0.51 0.19 0.19
168 0.00 325.70 0.51 . 0.17 ----- ---- ----- -- ---- ---- --- - 0.17
169 0.00 325.68 0.51 0.15 ---- ----- ---- ---- ----- -? _?_ 0.15
170 0.00 325.67 0.51 0.14 ---- ----- --- -_- _--- _ _ -? 0.14
171 0.00 325.67 0.51 0.12 0.12
S
...End

TT&E IRON & METAL
STORM DRAINAGE DESIGN
Inlet DA EDA C I (in/hr) Q (cfs) Pipe Length
Size
1 0.5 0.50 0.85 8.5 3.6 18" 108'
2 57.5 57.50 - - 137.6" 60" 64'
3 0.38 0.38 0.85 8.5 2.7 18" 100'
*Q for Inlet #2 determined using Map of Hydrologic Contours (See attached charts)
DISSIPATOR PAD D
Outlet @ Q (cfs) Pipe Size Slope
1 3.6 18 in. 3.0%
2 137.6* 60 in. 0.5%
3 2.7 18 in. 2.1%
POND 1 7.0 30 in. 0.5%
POND 2 11.5 36 in. 0.5%
8.0 4.5'x6'x18" 6"
9.5 16'x40'x24" 13"
6.9 4.5'x6'xl8" 6"
3.9 7.5'x15'xl 8" 6"
5.8 9'x18'x18" 6"
APPENDIX C
SHEET 1 OF 8
kl*
1-3
Z
O 0
N
V
V
Z Q ??
Z rk
WQO
U)
0
CHART C 200.1
A

APPENDIX C
SHEET 3 OF 8
t x1,91,rl pL
GIVgN
HYDROL061C CONTOUR 5.0
SMRR L? ARER fU L &j5IN,?55
ANSWER
0 W=39 x14 - 54.(o aF5
QQ = 4A GFS
Z 644Fs
,7 ? 137 b c.?s
Qaa
v ?

-?.

O o5
m
LxJ
Lai
?' >w W
U'l
?dR Y5DEVE RORaWJ, 1
,2, 000
/,000
Boo
600
400
200
$O
vi
20 t-I
?o
8 ?
W
4
2
I
%5
/000
6 00
? 400
-? 200
t
100
54 V)
40 4.;
30
cizz
20
Z
to
czi
FRCTORS FOR FREQCIENCIES
Q 5 CURVE VALUE X .75
it n Q
23 a tt x 1.35
•8
i?50 it tt x i:/W
(2/00 it tt x RUNOFF FROM UR 6RN RR-0,95
NORM CAROLINA SVrH HIGHWRY COM115510N
URN, 1 7.9 C 200.3
CHART C 200.3