20061013 Ver 2_Stormwater Plans_20070117

OFFICE tJSE Qt~SLY
bare 12er;r!sved Fee Paid h~ r~ e }
Perrrrit ?vttm
_
~c O to - 1 >D 1 3
State of North Carolina ORlG1~tA~
Department of Environment and Natural Resources
Division of Water Quality 4Q1/ Wetlands Unit
EMPRESS REVIEW I'R(JGRAM ST4RMWATER MANAGEMENT APPLIGATIt~N FC?RM
"T1ris form maybe ph~tocapr'ed frar use as an original
I. C;ENERAL 1NFtJRMATiC}N
~.
;~ppiicant'~ name {specify the name of the ccarporatian, individual, etc, who owns the project): ~~ ~~ r~;; ~ ~.
Durl~~.m (East) Retail Investment, LLC .
Lr ~ :,~
~'. £~wra~~r/Signing CJf`E~icial's name and title (person legally responsible for facility anci cornphance~: ~ '.~•~
Arthur .i ~. K~pas
3. C3wner Mailing; Address for person listed in item 2 above:
2361. South. Centennial Ave.
_- _
City: Aiken Statrs: _ SC Cip: -- 298Q3
1'hcane'vumber: (8(}3 ~ 649-1411 Fax Number: t* dQ3 _~ 642-59Q8 Email Address .
akepes(awrsreal.ty.cc>nr
~. Prnjnc# Narttc (subdivision, facility, or establishment name -should be consistent with project nanrc ran plans,
sh~~ciEications, letters. operation anti rnair~tenance agreements, etc.):
Glenn View Station
__ __
5. hocatian crf Prc.~~ec~t (serest ac/dmss):
1,621 Glenn School Road
City: Durham Couraty:_. Durham __
fi L)irections to projer,t (from nearest ma~ar intersection):
l3wv 7Q Writ to 1-85 N take Glenn School Road exit and turn right onto Glenn School Rd
project is immediately on the right
7. Latitude:-__ 3b ° . Q 1.737 ` N Longitude: 78° 5Q . Sb4'W _ of prvject
K Contact person wt~ro cart answ.fer questions about the project:
Name:_ ,1ohn Schrum ~ Telephone Number: (919 ~49Q-499Q ----~ --
FaxNumber: (919) 49Q-5953 1~mailAddress:[e-mail]
1L PFRMIT INFQRMATIQN:
1. Specify whether projti~ct is (check one}; -- -New Renewal ~ Modification
912004 Version iA Pace 1 of4

2 If this application is being submitted as the restdt of a renewal or modification to at7 t.~x,~~inf; permit. list th~~
~~xistin~ l,~erntit number C16-1C 13 and its issue date (if`knuh ~~} 8%t} ] J20Qfi
;a._ipecify the type of prt~jeca (check one}:
Loty Density _X_High Density It~devefapment ____(yeneral Permit tither
4. Additional Project Requirements (check applicable blanks}:
C~~MA Major X .SedimentationlErosion Control ~ 40414Qi Permit ~_NPDF:S Stormwatcr _ __Chher
Inl' ~r~>><~ti~>n ort required state pcrmiGs cart be e>btaine.d by contacting the Customer Service Center at
] -€177 ~~3-~i74I3.
ill. PRC?JECT it`~IFC*RMATI©hi
] . In the Sparc provided below, summarize haw storntwater will be treated Also attach a detailed narrati~~r~
(ont to two pages) describing stormwater management for the project .
X111 i~pervioussurfaces will be directed to an extended dentention wetland
_ _ __ _
2_ Stormu~ater runoff" from this project drains to the tieuse River basin.
3. Total Project Area: 54.•.566 _ acres 4. Project Built Upon Area:___ 5`~'..8 `,~,
5 ]-iow many drainage areas doe*s they project have? 1
~. Complete the follcawing information for each drainage area. If there are more than two drainage areas in thc~
project, attach an additional sheet with the information for each area provided in the same for~tiat ru bclo~v.
Basin lnformat3an Drainage Area I Drainage Area Z
Rtrcciving Stream Narne~ UT to Ellerbee Creek
Receiving Strcyam Class
Drainage Area
hxtsttrtg itTlpPrviOtlS* Area
Proposed Impervious~`Area
°r~ impervious* Aeea (total)
Impervious` Surface Area Drainage Area i Drainage Area 2
tin-site Buildings
On-Site StrE'@tS
Ort'site Parking
C)n-site Sidewalks
Other on-site
C)ff-site
~'otal: Total:
' Inapenriaus aria is dFixned as the buf(t upon area including, but not tirnited to. buildings, roads, parking areas.
sitiet~alks, grauel areas. etc.
91~pp4 Persian 1.0 Page 2 of 4

7. Ffo~~~ was the ot~'-site impervious area (fisted above derived">
~t~ i?ffsite impervious are=_a
t~'. DEED RESTRICTIONS ~tND PRCJTECTNE CQVENANTS
The falic~wing italicized deed restrictions and praCective covenants are required to be recorded far all
subdivisions, autparcels and future develaprnenC prior to the sale of any lat. if lot sizes vary significantly, a table
listing each lot rntrnber, sire ar~d the allowable built-upon area for each lot roust be provided as an attachment.
1. The f~llowin~ covenantr are intended to ensure ongt~ing compliance with state riparian huffier authorisatiar7 or Gcrr~rcarul
C`ertTlrration numbers--_ _._- ~__ _._.__._ ___ _.~_.__ _ crs issued trt' the t7ivisian of bi~atc:r ~7uali{r. These
c~ouenants root' not he ehan~ed t>r- del~~i~~~l i4~rthc~ut the consent oJ'the State.
='~o naoe-e than _ syuure feet v/'urry~ lcrt s{call (~e covered by~ structures ar rmperuir~z~s material ~~.
tnrpen'r`otes mc~teriahs rnclude asplacrtt, ~ravet, concrete. brr'ek, stone, slate ar similar rrtateria7 but do riot ineiucte x~r,o~l
dc4kin~ ~ the x>ater surface oJ`swimnung pools,
3 ~~vales slazll! not be liJled in, piped nr altered except ~ necessary to provide drivc~wcrv crossln~s.
-#. L3uitt-upon ~u~eu in exec=ss of the permitted amount requires a modified water quality certification prr"nr to cons~tructir»~.
5. ~t 1l permittedt rrtnG~f from outparc~els ru~ /uturc tlcneloprrtent shall bca directed into the pcrmittecl starntt~°utc~r <'lzntrfrf
rit4~tertt. These cnnne~c•tirnr~~ to the storntte~ater cr~ntrt}l system shalt be per~urmed in a manner that rnarntairzc the irztc~~rrtl°
and perjorrnancrcz of the: ~r~I~~rn acs pc~rrrritted.
hay vottr ~i~~nature below, you certify that the recorded de~e~d r-estrictians and protective covenants far Chis projecC
snail inctu~ir~ all the applicable items required above. that the eavenants will be binding an all parties and persons
claiming under them, that they will run with the land. that the required eavenants cannot be changed ar deleted
without concurrence Pram tile State, and that they will be recorded prior to the sale of any lat.
~. SUPPLEMEI~IT PURMS
7"he applicable starmwater management supplement forms} listed below must be submitted ir~r each t~MP specitied
far this project. The farms are located an the ~Ol/wetlands trait ~vebsitc.
t3iaretentian Worksheet
Dry [)etentian Worksheet
Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Wetland !Packet Va'etiand V4'arksheet
th'et Detention Worksheet
~I2t}0~ Version 1.0 P'a~e 3 of ~

VI. SUBMI"i"I'AL REQUIREMENTS
C)niv complete application packages will be accepted and reviewed by the Uivisian «f ~'4'ater C)uality ([)W(~).
.~ complete package includes all of the items listed below. The complete application package should be
submitted to the DWC1 Central OBice.
Phase indicate that you have provided the following required information by initialing in the space provided
next to each item. Initals
• Original and two copies of the Express Review Stonnwater Management Applieatian ~ f ;~
ti
• Signed and notarized Operation and Maintenance Agreement
• Three copies of the applicable Supplement Forms} for each BMP
•Applieatian processing fee (payable to NCDCNI2)
• Detailed narrative description of stormwater treatmentlmanagement
• Three copies of plans and specifications< ineJuding:
- DevelopmentlProject name
- Engiraeerand firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high ~~~ater line
- Dimensioned propertylprojectboundory
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands and streams delineated. or a note nn plans that none exist
- Existing drainage (including ofd=site}, drainage easements, pipe sizes, runoft~ca fculations
- C')rainage areas delineated
- Vegetated buBers (where required}
VII. AGENT AUTHORIZATION
If~ you wish tea designate authrarity to another individual or firm so that they may provide inforn~atiora on your
behalf, please complete this section.
i)csignatc~d agent (individual err firm}: Horvath Associates PA
Maiiin~ Addrrss: 16 Consultant Place Suite20l
City: Durham State: NC lip: 27707
Phone: {..91.9 ~ 490-4990 Fax: ( _9.19... ~ 490-8953...
V[II. APPLICANT'S CERTIFICATION
I, (print ar {ype name ofpersan listed in Cenerat Information, item 2) _ ~~ R T f.l ~/-; S ,~EP~ S ._
certify that the information included on this application faun is, to the best of my knowledge, correct and that the project
will be constructed in conformance with the approved plans, that the required deed restrictions and protective covenants
~~~ill be recorded, - d that the propose project complies with the reciuirements of l SA NCAC 2N .IOC)0
i
Signaturtr. _ ~~ _ Date: _1-..12 - Gov ~
V' P F WRS 7'nC
~~,rr-~~~,n lEa.s-) R~r~fc. TN~~ESrM~NT LL ~
9(20CI4 Version 1 A Page ~t of 4

WETLAND OPERATION AND MAINTENANCE AGREEMENT
GLENN VIEW STATION
ND DWQ PERMIT # E06-1013
The wetland system is defined as the wetland, pretreatment including forebays and the vegetated filter if one
is provided.
Maintenance activities shall be performed as follows;
After every significant runoff producing rainfall event and at least monthly;
a. Inspect the wet wetland system for sediment accumulation, erosion, trash accumulation, vegetated
cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdawn of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, maw
vegetative caner to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland system semi-annually or when depth is reduced to 75°!0
of the original design depth. Removed sediment shall be disposed of in an appropriate manner and shall
be handled in a manner that wiN not adversely impact water quality (i.e. stockpiling near a wetland ar
stream, etc.}.
The measuring device used to determine the sediment elevation shat! be such that it wilt give an
accurate depth reading and not readily penetrate into accumulated sediments.
Far starmwater wetlands: tf the elevations of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled sail should be spread over the marsh surface. The soil should not be
stockpiled for more than two weeks.
5. Rerm~ove cattails and other invasive and exotic plants. Wet{and planting densities in the marsh
areas should be maintained by replanting bare areas as needed. Wet{and plants should be
encouraged to grow in the marsh areas.
6. if the basin must be drained for an emergency ar to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized #a the maximum extent practical.
7. All components of the wetland system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible far the performance of the seven
maintenance procedures listed above. 1 agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Pale 1 cif 2

Print name` /~RTNv2 J , l<EPEs
Title:.. V P ~~~= i/t~~RS Inc T C/lgnl,~G~~?_ DF A~2~~4M t'c/isi) RE'r~4/L.~N'df'siti1~N~r LLC
~_
Address: 2631 South Centennial AvenY~e. Aiken. SC 29803
Phone: (8173) 64
Signature:
Date: I
Note: The legally responsible party should not be a homeowners association unless more than 50°fo of the
{otsl have been sold and a eesident of the subdivision has been named the president.
I, ~~~ d'~~1C{~ ~ ,~~-PPI/~P-S , a Notary Public for the State of ~(;l~ ~Q l~t~l ~ ~1 ~~ ,
County of ~~ ~~r'1 , do hereby certify that >~~~i~ur ~. ~~~~5
personally appeared before me this l ltt~ . day of `TQ 1~1 UC'~Y' _,_, UL ,and acknowledge the
due execution of the forgoing wet [wetland) detention basin maint Hance requirements. Witness my hand
and official seal,
~~ ,;. .
N,
a ~`~
,~ e~y ]04fi .
~~.,
may? ~~
~ ~ ~ ~
,d 8~ ~
F
,y., k~I+~ ..
_- _ ~;. ~.
SEAL
My commission expires
y ommiss on pins
August 31, 2015
Pale, 2 ~~f 2

HORVATH
~A S S O C I A T E S
Civil Engineers
Planners
Landscape Architects
GLENN VIEW STATION
EXTENDED DETENTION WETLAND DESIGN
Glenn View Station
Geer Street and Glenn School Road
Durham, North Carolina
' Horvath Associates Project Number: 0667
January 16, 2007
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Prepared for:

Prepared by: Horvath Associates, PA
Engineers -Planners -Landscape Architects
P.O. Box 51806
Durham, North Carolina 27717
[phone]
North Carolina
16 Consultant Place, Suite 201
Durham, NC 27707
p 919.490.4990 / f 919.490.8953
Tennessee
537 Market Street Suite LL20
Chattanooga, TN 37402
p 423.266.4990 / f 423.266.5700
' WRS Realty
2361 S. Centennial Avenue
Aiken, South Carolina 29803
Phone: [phone]

DWQ Project No. ~ ~O ' ~ ~ ~ 3
DIVISION OF WATER QUALITY -401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET

t
I. PROJECT INFORMATION (please complete the following information):
Project Name : E W
Contact Person: ~Glau ~ . SC~~ ~ Phone Number: (/ O
For projects with multiple basins, specify which basin this worksheet applies to: On•i ~ / /~df/N ev ,
Permanent Pool Elevation ~ ~ D. DO ft. (elevation of the orifice invert out)
Temporary Pool Elevation 3 t{.~ . ~ d ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9" Surface Area
' Marsh 9"-18" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
1 SA/DA used
Diameter of Orifice
II. REQUIRED ITEMS CHECKLIST
1

~a r~~~ sq. ft.
~.~3 ac.
ac.
sq. ft.
'i3.6 4 ~ sq. ft.
D 2~sq.ft.
sq. ft.
I o3 3D cu. ft.
3%
in.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)*
(draw down orifice diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site speck, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http:l/h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.

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GLENN VIEW STATION
EXTENDED DETENTION WETLAND DESIGN
1 General Description
Glenn View Station is a proposed 51.35 acre shopping center. It is located south of and
adjacent to Interstate 85, north of Geer Street and west of Junction Road. It is located in
the F/J-B watershed protection district and the Neuse River Basin. The developer has
1 chosen the `high density' option and the site will exceed 24% impervious with 85% TSS
removal and the impervious percentage is to remain below 70%. Per Durham County
regulations, the peak flow resulting from the 1-, 2- and 10-year rainfall must not increase
by more than 10% from the pre-development condition. If the increase is greater than
10%, detention must be provided such that the peak flow resulting from the
aforementioned storm events is detained below that of the pre-development condition.
An extended detention wetland is proposed to detain the peak flow resulting from the 1-,
2- and 10-year rainfall events below that of the pre-development condition. Additionally,
the wetland will provide 85% TSS removal and will satisfy a 401 permit as issued by
North Carolina Division of Water Quality (NC DWQ).
Water Quality
The extended detention wetland is designed per North Carolina DWQ Best Management
Practices Manual (BMP Manual, April, 1999). All aspects of the design follow this
1 manual including the required surface area, volume of detention of the 1-inch rainfall,
and discharge of the water quality storm over a 2-5 day period.
Wetland grading also follows NC DWQ requirements. The vegetation plan follows NC
DWQ and City of Durham requirements.
t Wetland Construction and Outlet Structure Design.
The proposed wetland berm qualifies as a class `A' berm per City of Durham
' requirements. Design of the wetland conforms closely to City requirements. The
primary outlet structure consists of a 48" riser and a 30" diameter `O-ring' RCP barrel. A
concrete cradle and seepage diaphragm will serve to support the outlet structure system
and reduce the potential for failure of the berm due to seepage.
The emergency spillway is set to the 25-year water surface elevation and the wetland is
' routed assuming that entire primary outlet structure is clogged and the wetland is filled to
the crest of the riser of the primary outlet structure. Routing in this manner provides 1.56
feet of freeboard to the `design' top of berm when routing the runoff from the 100-year
rainfall event. The design top of berm is 347.00'. The top of berm called out on the
construction plans is 347.50'. The constructed elevation is to allow for 5% settlement of

r~
the berm. This spillway is a 90' long broadcrested weir and is to be lined with Pyramat
(or approved equal) and installation of the Pyramat is to be certified by the manufacturer.
A geotechnical engineer is required to supervise construction of the berm and soil
' compaction tests are required for asbuilt sign-off. Numerous other specific instructions
are detailed on the construction drawings.
Peak Flow Detention
The extended detention wetland will serve a dual purpose by detaining the peak flow
1 resulting from the 1-, 2- and 10-year rainfall events below that of the pre-development
condition. The Summary of Results details the pre- and post-development peak flows
and also summarizes the peak inflow, outflow, water surface elevation and freeboard of
each rainfall event that is routed.
Methodology
• Pre- and post-development peak flows and routing of the extended detention
1 wetland is accomplished using HydroCAD Version 7.10. The SCS Method is
utilized and SCS Curve Numbers are based upon the USDA Soil Survey (Map
#18), which indicates the site is almost exclusively Hydrologic Soil Group `D'
' soils.
1 • Time of concentration is calculated within HydroCAD using SCS TR55
segmental approach. Values such as Manning's `n' values are based upon widely
accepted general averages and the cover conditions observed on the site.
• Details of wetland design are based on City of Durham "Reference Guide for
Development".
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Wetland Design Summary of Results.xls
GLENN VIEW STATION
1-Year Pre- and Posf-development Peak Flow Summary
John E. Schrum, P.E.
1/16/2007
Post-
Pre- Post- development
Drainage development development Peak Flow with Detention
Point Peak Flow Peak Flow Detention % Chan a Re wired?
# cfs cfs cfs %
1 106.42 209.21 101.31 -4.8% Yes
2-Year Pre- and Post-development Peak Flow Summary
Pre- Post- development
Drainage development development Peak Flow with Detention
Point Peak Flow Peak Flow Detention % Change Required?
[#] [cfs] [cfs] [cfs]
1 149.93 269.04 137.62 -8.2% Yes
10-Year Pre- and Post-development Peak Flow Summary
Pre- Post- development
Drainage development development Peak Flow with Detention
Point Peak Flow Peak Flow Detention % Change Required?
[#] [cfs] [cfs] [cfs]
1 289.40 452.16 288.10 -0.4% Yes
Wetland Routing Summary
Constructed Top of Berm = 347.50 ft*
Desi n Top of Berm = 347.00 ft
Emer ency Spillway Crest = 344.40 ft
Re urn
Period Pea
Inflow Pea
Outflow Pea
WSE
Freeboard
ears cfs cfs ff ff
1 131.16 25.15 342.31 5.19
2 160.28 47.81 342.70 4.80
10 245.76 83.87 343.70 3.80
25 294.83 86.91 344.26 3.24
100 370.27 337.34 345.44 2.06
*Note: Constructed Top of Berm exceeds design to allow for consolidation of the dam.

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WETLAND DESIGN AND FLOW CALCULATIONS
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Ext Det Wetland SA Calc.xls
Wetland #1
Stormwater Wetland Surface Area Requirements
Project Name: Glenn View Station
Job Number: 0667
Date: 1 /12/2007
Pond Drainage Area Description =_>
Total DA = 32.23 acres
Impervious Area = 27.25 acres
DA % impervious = 84.5%
SA / DA ratio calculations =_>
Designed By: Matt Jones
Checked By: John E Schrum, P.E.
1 /12/2007
Average depth of wetland = 3.00 feet
SA / DA ratios for drainage areas and depth (NCDENR, 1998):
3.00 3.00 4.00
Lower Limit =_> 80.0% 3.36% 2.78%
Ca/c'd value =_> 84.5% 3.53% 3.53% 2.93%
Upper Limit =_> 90.0% 3.74% 3.10%
Therefore, SA / DA required for this configuration = 3.53%
Pond Surface Area Required =_>
Pond SA Required = 49599 SF
Pond SA Provided = 62401 SF

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WETLAND VOLUME.XLS
Below normal pool
Wetland Design Sheet
Project Name: Glenn View Station
Designer: John E. Schrum, P.E.
Job Number: 0667
Date: 1/12/2007
John E. Schrum, P.E.
1/12/2007

Contour

Stage
Contour
Area

Average Contour Area
Incremental
Contour Volume ccumu a e
Contour
Volume ima e
Stage w/SS
Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
336.0 0.0 15395
338.0 2.0 19184 17290 34579 34579 2.00
340.0 4.0 63589 41387 82773 117352 4.00
1 OF 1
KS = 10189
b = 1.7629

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WETLAND VOLUME.XLS
Forebays
Wetland Design Sheet
Project Name: Glenn View Station
Designer: John E. Schrum, P.E.
Job Number: 0667
Date: 1/12/2007
John E. Schrum, P.E.
1/12/2007

Contour

Stage
Contour
Area

Average Contour Area
Incremental
Contour Volume ccumu a e
Contour
Volume s ima e
Stage w/SS
Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
336.0 0.0 15395
338.0 2.0 19184 17290 34579 34579 2.00
340.0 4.0 25496 22340 44680 79259 4.00
1 OF 1
KS = 15086
b = 1.1967

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WETLAND VOLUME.XLS
Glenn View Station Wetland
Wetland Desig n Sheet
Project Name: GLENN VIEW STATION
Designer: John E. Schrum, P.E.
Job Number: 0479
Date: 1/11/2007
John E. Schrum, P.E.
1/11/2007

Contour

Stage
Contour
Area

Average Contour Area
Incremental
Contour Volume ccumu a e
Contour
Volume s ma e
Stage w/SS
Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
340.0 0.0 62401
342.0 2.0 72084 67243 134485 134485 2.01
344.0 4.0 82234 77159 154318 288803 3.95
346.0 6.0 92961 87598 175195 463998 5.99
347.0 7.0 98357 95659 95659 559657 7.06
KS = 60767
b = 1.1357
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1"storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = D
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
~__

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WETLAND VOLUME.XLS John E. Schrum, P.E.
Glenn View Station Wetland 1 /11 /2007
Impervious Area, directly connected (DCIA) = 27.25 acres
@CN= 98
Other areas draining to pond (not DCIA) = 4.98 acres
@CN= 80
Total Area = 32.23
Percent Impervious, I = 84.5%
Rv = 0.05 + 0.0091
= 0.811
Total Volume Required = 2.178 acre-feet
= 94875.5 cubic feet
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 cubic feet
Total storage required for normal + storage pool = 94875 cubic feet
Stage (above invert) associated with this storage = 1.48 feet
Therefore, depth required above normal pool for storm storage = 1.48 feet
17.76 inches
Therefore set crest of principal spillway at stage = 1.60 feet
and EL = 341.60 feet
At principal spillway crest, storm pool storage provided = 103630 CF

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Inverted Siphon Desian Sheet
D siphon = 4 inches
No. siphons = 1
Ks = 60767
b = 1.1357
Cd siphon = 0.60
Siphon Invert = 340.00 feet
Volume @ Normal Pool = 0 CF
Basi n I nvert = 340.00 feet

WSEL
(feet)
Vol.
Stored
(cf) Incremental
Siphon
Flow
(cfs)

Avg. Flow
(cfs)
Incr.
Vol.
(cf)
Incr.
Time
(sec)
341.600 103630 0.502
341.461 93472 0.477 0.490 10158 20740
341.322 83445 0.451 0.464 10027 21605
341.183 73560 0.423 0.437 9885 22623
341.044 63831 0.393 0.408 9729 23845
340.905 54277 0.361 0.377 9554 25357
340.766 44921 0.325 0.343 9356 27300
340.627 35793 0.285 0.305 9128 29944
340.489 26937 0.238 0.261 8856 33879
340.350 18421 0.179 0.209 8516 40802
340.211 10363 0.086 0.133 8058 60638
Step Increment = 0.138932851
End Goal = 10363
Drawdown Time = 3.55 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.717 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3.5"Inverted siphon = 0.0873 ff2
Q = 0.3557 cfs
Drawdown Time =Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.37 days
Conculsion: Use one - 4 "diameter PVC inverted siphon to draw down the accumulated
volume from the 1.0" storm runoff, with a required time of about 3.5 days.

1S
To DP #1 -
Bypa
2S
To DP #1 - To Wetland
4P
letland #1
5L
DP #1
Subca Reach on Link

' S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 2
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Subcatchment 1S: To DP #1 -Wetland Bypass
Runoff = 78.05 cfs @ 12.23 hrs, Volume= 7.369 af, Depth> 1.24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24hr 1-Year Rainfall=3.00"
Area (ac) CN Description
' 1.300 80 Onsite - >75% Grass cover, Good, HSG D
21.230 77 Onsite -Woods, Good, HSG D
5.990 98 Offsite -Impervious
' 20.580 77 Woods, Good, HSG D
21.930 80 Offsite - > 75% Grass cover, Good, HSG D
0.340 100 Onsite Water Surface
' 71.370 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.6 75 0.0235 0.1 Sheet Flow,
n= 0.450 P2= 3.60"
2.5 510 0.0450 3.4 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 762 0.0275 3.9 11.69 Channel Flow,
Area= 3.0 sf Perim= 5.0' r-- 0.60'
' n= 0.045 Winding stream, pools 8~ shoals
0.8 194 0.0258 4.0 16.19 Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.045 Winding stream, pools & shoals
' 5.4 1,048 0.0150 3.2 16.16 Channel Flow,
Area= 5.0 sf Perim= 7.0' r= 0.71'
n= 0 045 Winding stream, pools & shoals
' 589 l
T
t
28.6 2, a
o
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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 3
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Subcatchment 1S: To DP #1 -Wetland Bypass
Hydrograph
0
LL
10
11
lL
Time (hours)
-Runoff
14

' S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 4
' HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Subcatchment 2S: To DP #1 - To Wetland
' Runoff = 131.16 cfs @ 11.96 hrs, Volume= 6.472 af, Depth> 2.45"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-Year Rainfall=3.00"
Area (ac) CN Description

' 27.120 98 Paved parking & roofs
4.370 80 Onsite - >75% Grass cover, Good, HSG D
' 0.130 98
0.120 80 Offsite -Paved parking & roofs
Offstie - > 75% Grass cover, Good, HSG D

31.740 95 Weighted Average
t Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Minimum Tc
tl
d
W
T
P #1
an
e
o
-
Subcatchment 2S: To D
Hydrograph
' 140-. - 131.16 cfs -Runoff
130.,..
120-

Type 11 24-hr 1-Year...
'
110 _ _ _Rainfall=3.00"_

1 ,oo. _
~
90 _ Runoff Area=31.740.. ac
__
-- Volume=6.472 of
Runoff
80
o ,o .
Runoff Depth>2.45"
1 -

" 60 _
Tc=5.0 min.

' 50-

40.
CN=95
30
20
10

~ 0
10
1,1 1;2 1,3 1,4
Time (hours)

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type /l 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 5
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Pond 4P: Wetland #1
Inflow Area = 31.740 ac, Inflow Depth > 2.45" for 1-Year event
Inflow = 131.16 cfs @ 11.96 hrs, Volume= 6.472 of
Outflow = 25.15 cfs @ 12.11 hrs, Volume= 3.950 af, Atten= 81%, Lag= 9.0 min
Primary = 25.15 cfs @ 12.11 hrs, Volume= 3.950 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 342.31' @ 12.11 hrs Surf.Area= 73,653 sf Storage= 157,008 cf
Plug-Flow detention time= 216.3 min calculated for 3.950 of (61 % of inflow)
Center-of-Mass det. time= 112.8 min (890.9 - 778.1 )
Volume Invert Avail Storage Storage Description
#1 340.00' 559,657 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
340.00 62,401 0 0
342.00 72,084 134,485 134,485
344.00 82,234 154,318 288,803
346.00 92,961 175,195 463,998
347.00 98,357 95,659 559,657
Device Routing Invert Outlet Devices
#1 Primary 334.30' 30.0" x 60.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 333.70' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 341.60' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 340.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 344.40' 90.0' long (Profile 6) Broad-Crested Rectangular Weir
Head (feet) 0.49 0.98 1.48
Coef. (English) 3.12 3.41 3.59
Primary OutFlow Max=25.15 cfs @ 12.11 hrs HW=342.31' (Free Discharge)
1=Culvert (Passes 25.15 cfs of 75.67 cfs potential flow)
~2=Orifice/Grate (Weir Controls 24.53 cfs @ 2.8 fps)
3=Orifice/Grate (Orifice Controls 0.62 cfs @ 7.0 fps)
-Broad-Crested Rectangular Weir (Controls 0.00 cfs)

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 6
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Pond 4P: Wetland #1
Hydrograph
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0
f0-. _ 131.16 cfs
30
,° Inflow Area=31.740 ac
I° Peak Elev=342.31'
'° Storage=157,008 cf
30.:
30-
70,.:
50
50-
40-
30.:: 25.15 cfs
20
10,: _
0-
10
11
is
Time (hours)
-Inflow
- Primary

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 7
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC _ 1 /16/2007
Stage-Discharge for Pond 4P: Wetland #1
Elevation Primary
(feet) (cfs)
340.00 0.00
340.04 0.00
340.08 0.02
340.12 0.03
340.16 0.06
340.20 0.08
340.24 0.11
340.28 0.14
340.32 0.17
340.36 0.18
340.40 0.20
340.44 0.22
340.48 0.24
340.52 0.25
340.56 0.26
340.60 0.28
340.64 0.29
340.68 0.30
340.72 0.31
340.76 0.32
340.80 0.33
340.84 0.34
340.88 0.35
340.92 0.36
340.96 0.37
341.00 0.38
341.04 0.39
341.08 0.40
341.12 0.41
341.16 0.42
341.20 0.43
341.24 0.44
341.28 0.44
341.32 0.45
341.36 0.46
341.40 0.47
341.44 0.47
341.48 0.48
341.52 0.49
341.56 0.50
341.60 0.50
341.64 0.84
341.68 1.45
341.72 2.23
341.76 3.16
341.80 4.21
341.84 5.37
341.88 6.64
341.92 7.99
341.96 9.44
342.00 10.96
342.04 12.57
342.08 14.25
Elevation Primary
(feet) (cfs)
342.12 16.00
342.16 17.81
342.20 19.70
342.24 21.64
342.28 23.65
342.32 25.72
342.36 27.85
342.40 30.03
342.44 32.27
342.48 34.56
342.52 36.91
342.56 39.30
342.60 41.75
342.64 44.24
342.68 46.79
342.72 49.38
342.76 52.02
342.80 54.70
342.84 57.43
342.88 60.20
342.92 63.02
342.96 65.88
343.00 68.78
343.04 71.72
343.08 74.33
343.12 75.32
343.16 76.30
343.20 77.27
343.24 78.22
343.28 79.17
343.32 80.10
343.36 81.02
343.40 81.93
343.44 82.38
343.48 82.61
343.52 82.84
343.56 83.06
343.60 83.29
343.64 83.51
343.68 83.74
343.72 83.96
343.76 84.18
343.80 84.41
343.84 84.63
343.88 84.85
343.92 85.07
343.96 85.29
344.00 85.51
344.04 85.73
344.08 85.95
344.12 86.16
344.16 86.38
344.20 86.60
Elevation Primary
(feet) (cfs)
344.24 86.81
344.28 87.03
344.32 87.25
344.36 87.46
344.40 87.67
344.44 90.13
344.48 94.45
344.52 99.99
344.56 106.50
344.60 113.85
344.64 121.96
344.68 130.76
344.72 140.20
344.76 150.23
344.80 160.82
344.84 171.95
344.88 183.58
344.92 196.30
344.96 209.85
345.00 224.05
345.04 238.89
345.08 254.37
345.12 270.48
345.16 287.22
345.20 304.59
345.24 322.59
345.28 341.21
345.32 360.46
345.36 380.33
345.40 400.41
345.44 420.63
345.48 441.36
345.52 462.61
345.56 484.38
345.60 506.67
345.64 529.47
345.68 552.78
345.72 576.61
345.76 600.94
345.80 625.79
345.84 651.14
345.88 677.00
345.92 700.94
345.96 725.19
346.00 749.75
346.04 774.62
346.08 799.80
346.12 825.27
346.16 851.03
346.20 877.09
346.24 903.44
346.28 930.07
346.32 956.98
Elevation Primary
(feet) (cfs)
346.36 984.18
346.40 1,011.65
346.44 1,039.39
346.48 1,067.41
346.52 1,095.69
346.56 1,124.24
346.60 1,153.05
346.64 1,182.13
346.68 1,211.46
346.72 1,241.05
346.76 1,270.89
346.80 1,300.99
346.84 1,331.33
346.88 1,361.93
346.92 1, 392.77
346.96 1,423.85
347.00 1,455.17

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type /l 24-hr 1-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 8
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Stage-Area-Storage for Pond 4P: Wetland #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
340.00 62,401 0
340.10 62,885 6,264
340.20 63,369 12,577
340.30 63,853 18,938
340.40 64, 338 25, 348
340.50 64,822 31,806
340.60 65,306 38, 312
340.70 65,790 44,867
340.80 66,274 51,470
340.90 66,758 58,122
341.00 67,243 64,822
341.10 67, 727 71, 570
341.20 68,211 78,367
341.30 68,695 85,212
341.40 69,179 92,106
341.50 69,663 99,048
341.60 70,147 106,039
341.70 70,632 113,078
341.80 71,116 120,165
341.90 71,600 127,301
342.00 72,084 134,485
342.10 72,592 141,719
342.20 73,099 149,003
342.30 73,607 156,339
342.40 74,114 163,725
342.50 74,622 171,161
342.60 75,129 178,649
342.70 75,636 186,187
342.80 76,144 193,776
342.90 76,651 201,416
343.00 77,159 209,107
343.10 77,667 216,848
343.20 78,174 224,640
343.30 78,682 232,483
343.40 79,189 240,376
343.50 79,697 248,320
343.60 80,204 256,315
343.70 80,711 264,361
343.80 81,219 272,458
343.90 81,726 280,605
344.00 82,234 288,803
344.10 82,770 297,053
344.20 83,307 305,357
344.30 83,843 313,715
344.40 84, 379 322,126
344.50 84,916 330,590
344.60 85,452 339,109
344.70 85,988 347,681
344.80 86,525 356,307
344.90 87,061 364,986
345.00 87, 598 373, 719
345.10 88,134 382,505
345.20 88,670 391,346
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
345.30 89,207 400,239
345.40 89,743 409,187
345.50 90,279 418,188
345.60 90,816 427,243
345.70 91,352 436,351
345.80 91, 888 445, 513
345.90 92,425 454,729
346.00 92,961 463,998
346.10 93, 501 473, 321
346.20 94,040 482,698
346.30 94,580 492,129
346.40 95,119 501,614
346.50 95,659 511,153
346.60 96,199 520,746
346.70 96,738 530,393
346.80 97,278 540,094
346.90 97,817 549,848
347.00 98,357 559,657

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 7-Year Rainfall=3.00"
Prepared by Horvath Associates, P.A. Page 9
HvdroCAD® 7.10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Link 5L: DP #1
Inflow Area = 103.110 ac, Inflow Depth > 1.32" for 1-Year event
Inflow = 101.31 cfs @ 12.23 hrs, Volume= 11.320 of
Primary = 101.31 cfs @ 12.23 hrs, Volume= 11.320 af, Atten= 0%, Lag= 0.0 min
Primary outflow =Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link 5L: DP #1
Hydrograph
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w
3
0
LL
10
11
is
Time (hours)
-Inflow
- Primary

~i
' S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 10
H droCAD® 7.10 s/n 003736 ©2005 H droCAD Software Solutions LLC 1 /16/2007
Subcatchment 1S: To DP #1 -Wetland Bypass
Runoff = 108.76 cfs @ 12.23 hrs, Volume= 10.123 af, Depth> 1.70"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.60"
Area ac CN Descri tion
' 1.300 80 Onsite - >75% Grass cover, Good, HSG D
21.230 77 Onsite -Woods, Good, HSG D
' 5.990 98
580 77
20 Offsite -Impervious
Woods, Good, HSG D
.
21.930 80 Offsite - > 75% Grass cover, Good, HSG D
0.340 100 Onsite Water Surface
' 71.370 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 16.6 75 0.0235 0.1 Sheet Flow,
n= 0.450 P2= 3.60"
2.5 510 0.0450 3.4 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 762 0.0275 3.9 11.69 Channel Flow,
Area= 3.0 sf Perim= 5.0' r-- 0.60'
n= 0.045 Winding stream, pools & shoals
0.8 194 0.0258 4.0 16.19 Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.045 Winding stream, pools & shoals
5.4 1,048 0.0150 3.2 16.16 Channel Flow,
Area= 5.0 sf Perim= 7.0' r= 0.71'
n= 0 045 Winding stream, pools & shoals
' 28.6 2,589 Total
1
1

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 11
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Subcatchment 1S: To DP #1 -Wetland Bypass
' Hydrograph
120-
115= 108.76 cfs ; _ -Runoff
110 _
1°5 Type-1.124-hr 2=Year
100-.
95; Rainfall=3.60" ;
90
85
$° :: Ru-Hoff Area=71.3.70_ ac
75-: Runoff Vo ume=10.123 of
70
65- Runoff Depth~1.70"
3 60,
5o Flow. Length=2,589'
40. Tc=28_.6 m i n
1
35- CN=80
30:
25=
20-
15-
10=
0-
10 11 12 13 14
Time (hours)
1

1
1

~~!
S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 12
H droCAD® 7.10 s/n 003736 ©2005 H droCAD Software Solutions LLC 1 /16/2007
Subcatchment 2S: To DP #1 - To Wetland
Runoff = 160.28 cfs @ 11.96 hrs, Volume= 8.026 af, Depth> 3.03"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-Year Rainfall=3.60"
Area (ac) CN Description
' 27.120 98 Paved parking & roofs
4.370 80 Onsite - >75% Grass cover, Good, HSG D
0.130 98 Offsite -Paved parking & roofs
r 0.120 80 Offstie - > 75% Grass cover, Good, HSG D

31.740 95 Weighted Average
' Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Minimum Tc
Subcatchment 2S: To DP #1 - To Wetland
Hydrograph

-Runoff
170- 160.28 cfs
160
150
Type- II 24-hr 2-Year.
,4° 60"
3
Rainfall=
130
12° .
.
' - Runoff Area=31.740 ac.
110 _ _
Runoff Volume=8.026 of
,~ , °°-

v
3 90

Runoff Depth>3.03"
LL' 80 -
Tc=5.0 min.
70 .

' 60_.

50
_CN=95

40- _ _ _

' 30:
20_
10. -

~ 0-
1 .
0 ,
1~1 12 1.3 1
4
Time (hours)
1
1
1

i S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 13
' H droCAD®7.10 s/n 003736 ©2005 H droCAD Software Solutions LLC 1 /16/2007
Pond 4P: Wetland #1
' flow Area = 31.740 ac, Inflow Depth > 3.03" for 2-Year event
In
Inflow = 160.28 cfs @ 11.96 hrs, Volume= 8.026 of
Outflow _ 47.81 cfs @ 12.07 hrs, Volume= 5.477 af, Atten= 70%, Lag= 6.9 min
Primary 47.81 cfs @ 12.07 hrs, Volume= 5.477 of
' Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 342.70' @ 12.07 hrs Surf.Area= 75,614 sf Storage= 185,852 cf
Plug-Flow detention time= 192.4 min calculated for 5.477 of (68% of inflow)
Center-of-Mass det. time= 95.8 min (868.2 - 772.4 )
' Volume Invert Avail.Stora a Stora a Descri tion
#1 340.00' 559,657 cf Custom Stage Data (Prismatic) Listed below (Recalc)
' Elevation Surf.Area fnc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet
340.00 62,401 0 0
342.00 72,084 134,485 134,485
344.00 82,234 154,318 288,803
' 346.00 92,961 175,195 463,998
347.00 98,357 95,659 559,657
Device Routin Invert Outlet Devices
' #1 Primary 334.30' 30.0" x60.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 333.70' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
' #2 Device 1 341.60' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 340.00' 4.0" Vert. OrificelGrate C= 0.600
#4 Primary 344.40' 90.0' long (Profile 6) Broad-Crested Rectangular Weir
Head (feet) 0.49 0.98 1.48
Coef. (English) 3.12 3.41 3.59
Primary OutFlow Max=47.77 cfs @ 12.07 hrs HW=342.70' (Free Discharge)
' 1=Culvert (Passes 47.77 cfs of 78.03 cfs potential flow)
~2=Orifice/Grate (Weir Controls 47.10 cfs @ 3.4 fps)
3=Orifice/Grate (Orifice Controls 0.67 cfs @ 7.7 fps)
-Broad-Crested Rectangular Weir (Controls 0.00 cfs)
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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 14
HydroCAD®710 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
' Pond 4P: Wetland #1
Hydrograph

w
3
0
LL
-Inflow
- Pnmary
10 11 12 is i4
Time (hours)

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 15
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Stage-Discharge for Pond 4P: Wetland #1
Elevation Primary
(feet) (cfs)
340.00 0.00
340.04 0.00
340.08 0.02
340.12 0.03
340.16 0.06
340.20 0.08
340.24 0.11
340.28 0.14
340.32 0.17
340.36 0.18
340.40 0.20
340.44 0.22
340.48 0.24
340.52 0.25
340.56 0.26
340.60 0.28
340.64 0.29
340.68 0.30
340.72 0.31
340.76 0.32
340.80 0.33
340.84 0.34
340.88 0.35
340.92 0.36
340.96 0.37
341.00 0.38
341.04 0.39
341.08 0.40
341.12 0.41
341.16 0.42
341.20 0.43
341.24 0.44
341.28 0.44
341.32 0.45
341.36 0.46
341.40 0.47
341.44 0.47
341.48 0.48
341.52 0.49
341.56 0.50
341.60 0.50
341.64 0.84
341.68 1.45
341.72 2.23
341.76 3.16
341.80 4.21
341.84 5.37
341.88 6.64
341.92 7.99
341.96 9.44
342.00 10.96
342.04 12.57
342.08 14.25
Elevation Primary
(feet) (cfs)
342.12 16.00
342.16 17.81
342.20 19.70
342.24 21.64
342.28 23.65
342.32 25.72
342.36 27.85
342.40 30.03
342.44 32.27
342.48 34.56
342.52 36.91
342.56 39.30
342.60 41.75
342.64 44.24
342.68 46.79
342.72 49.38
342.76 52.02
342.80 54.70
342.84 57.43
342.88 60.20
342.92 63.02
342.96 65.88
343.00 68.78
343.04 71.72
343.08 74.33
343.12 75.32
343.16 76.30
343.20 77.27
343.24 78.22
343.28 79.17
343.32 80.10
343.36 81.02
343.40 81.93
343.44 82.38
343.48 82.61
343.52 82.84
343.56 83.06
343.60 83.29
343.64 83.51
343.68 83.74
343.72 83.96
343.76 84.18
343.80 84.41
343.84 84.63
343.88 84.85
343.92 85.07
343.96 85.29
344.00 85.51
344.04 85.73
344.08 85.95
344.12 86.16
344.16 86.38
344.20 86.60
Elevation Primary
(feet) (cfs)
344.24 86.81
344.28 87.03
344.32 87.25
344.36 87.46
344.40 87.67
344.44 90.13
344.48 94.45
344.52 99.99
344.56 106.50
344.60 113.85
344.64 121.96
344.68 130.76
344.72 140.20
344.76 150.23
344.80 160.82
344.84 171.95
344.88 183.58
344.92 196.30
344.96 209.85
345.00 224.05
345.04 238.89
345.08 254.37
345.12 270.48
345.16 287.22
345.20 304.59
345.24 322.59
345.28 341.21
345.32 360.46
345.36 380.33
345.40 400.41
345.44 420.63
345.48 441.36
345.52 462.61
345.56 484.38
345.60 506.67
345.64 529.47
345.68 552.78
345.72 576.61
345.76 600.94
345.80 625.79
345.84 651.14
345.88 677.00
345.92 700.94
345.96 725.19
346.00 749.75
346.04 774.62
346.08 799.80
346.12 825.27
346.16 851.03
346.20 877.09
346.24 903.44
346.28 930.07
346.32 956.98
Elevation Primary
(feet) (cfs)
346.36 984.18
346.40 1,011.65
346.44 1,039.39
346.48 1,067.41
346.52 1,095.69
346.56 1,124.24
346.60 1,153.05
346.64 1,182.13
346.68 1,211.46
346.72 1,241.05
346.76 1,270.89
346.80 1,300.99
346.84 1,331.33
346.88 1,361.93
346.92 1,392.77
346.96 1,423.85
347.00 1,455.17

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 16
H droCAD®7.10 s/n 003736 ©2005 H droCAD Software Solutions LLC 1 /16/2007
Stage-Area-Storage for Pond 4P: Wetland #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
340.00 62,401 0
340.10 62,885 6,264
340.20 63,369 12,577
340.30 63,853 18,938
340.40 64, 338 25,348
340.50 64,822 31,806
340.60 65, 306 38, 312
340.70 65,790 44,867
340.80 66,274 51,470
340.90 66,758 58,122
341.00 67,243 64,822
341.10 67, 727 71, 570
341.20 68,211 78,367
341.30 68,695 85,212
341.40 69,179 92,106
341.50 69,663 99,048
341.60 70,147 106,039
341.70 70,632 113,078
341.80 71,116 120,165
341.90 71,600 127,301
342.00 72,084 134,485
342.10 72,592 141,719
342.20 73,099 149,003
342.30 73,607 156,339
342.40 74,114 163, 725
342.50 74, 622 171,161
342.60 75,129 178,649
342.70 75,636 186,187
342.80 76,144 193,776
342.90 76,651 201,416
343.00 77,159 209,107
343.10 77,667 216,848
343.20 78,174 224,640
343.30 78,682 232,483
343.40 79,189 240,376
343.50 79,697 248,320
343.60 80,204 256,315
343.70 80,711 264,361
343.80 81,219 272,458
343.90 81,726 280,605
344.00 82,234 288,803
344.10 82,770 297,053
344.20 83,307 305,357
344.30 83,843 313,715
344.40 84, 379 322,126
344.50 84,916 330,590
344.60 85,452 339,109
344.70 85,988 347,681
344.80 86,525 356,307
344.90 87,061 364,986
345.00 87,598 373,719
345.10 88,134 382,505
345.20 88,670 391,346
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
345.30 89,207 400,239
345.40 89, 743 409,187
345.50 90,279 418,188
345.60 90,816 427,243
345.70 91, 352 436, 351
345.80 91,888 445,513
345.90 92,425 454,729
346.00 92,961 463,998
346.10 93, 501 473, 321
346.20 94,040 482,698
346.30 94,580 492,129
346.40 95,119 501,614
346.50 95,659 511,153
346.60 96,199 520,746
346.70 96,738 530,393
346.80 97,278 540,094
346.90 97,817 549,848
347.00 98,357 559,657

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type II 24-hr 2-Year Rainfall=3.60"
Prepared by Horvath Associates, P.A. Page 17
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Link 5L: DP #1
Inflow Area = 103.110 ac, Inflow Depth > 1.82" for 2-Year event
Inflow = 148.16 cfs @ 12.21 hrs, Volume= 15.600 of
Primary = 148.16 cfs @ 12.21 hrs, Volume= 15.600 af, Atten= 0%, Lag= 0.0 min
Primary outflow =Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link 5L: DP #1
Hydrograph
-Inflow
-Primary
a
..-
3
0
LL
10 11 12 13 i4
Time (hours)

' S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 18
' HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Subcatchment 1S: To DP #1 -Wetland Bypass
1 Runoff = 206.40 cfs @ 12.23 hrs, Volume= 19.054 af, Depth> 3.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=5.38"
Area (ac) CN Description
i 1.300 80 Onsite - >75% Grass cover, Good, HSG D
21.230 77 Onsite -Woods, Good, HSG D
' 5.990
20.580 98
77 Offsite -Impervious
Woods, Good, HSG D
21.930 80 Offsite - > 75% Grass cover, Good, HSG D
0.340 100 Onsite Water Surface
71.370 80 Weighted Average
Tc Length Slope Velocity Ca pacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 16.6 75 0.0235 0.1 Sheet Flow,
n= 0.450 P2= 3.60"
2.5 510 0.0450 3.4 Shallow Concentrated Flow,
' Unpaved Kv= 16.1 fps
3.3 762 0.0275 3.9 11.69 Channel Flow,
Area= 3.0 sf Perim= 5.0' r= 0.60'
' n= 0.045 Winding stream, pools & shoals
0.8 194 0.0258 4.0 16.19 Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.045 Winding stream, pools & shoals
5.4 1,048 0.0150 3.2 16.16 Channel Flow,
Area= 5.0 sf Perim= 7.0' r= 0.71'
n= 0 045 Winding stream, pools & shoals
28.6 2,589 Total
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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type /l 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 19
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Subcatchment 1S: To DP #1 -Wetland Bypass
Hydrograph
230-;
220 206.40 cfs -Runoff
210
2°0: Type II 24-hr 10-Yeas
190=
,8° Rainfall=5:.38"
,~o.
,60, Runoff Area=71.370 ac -
150-~ -
140 Runoff-Volume=1-9.054 of
H 130'
=120 Runoff Depth>3.20"
3 110 _. -
LL ,°°- FIoW Length=2,589'.
90-,
8° Tc=28.6 min
~°
6° CN=80
50.. _
40 _
30
20~ . _ _
10
0
10 11 1~2 13 1~4
Time (hours)

1

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type /l 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 20
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Subcatchment 2S: To DP #1 - To Wetland
Runoff = 245.76 cfs @ 11.96 hrs, Volume= 12.675 af, Depth> 4.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-Year Rainfall=5.38"
Area (ac) CN
27.120 98
4.370 80
0.130 98
0.120 80
31.740 95
' Tc Length
(min) (feet)
5.0

Description
Paved parking & roofs
Onsite - >75% Grass cover, Good, HSG D
Offsite -Paved parking & roofs
Offstie - > 75% Grass cover, Good, HSG D
Weighted Average
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry, Minimum Tc
Subcatchment 2S: To DP #1 - To Wetland
Hydrograph
-Runoff
260. ' 245.76 cfs
240.
Type II 24-hr 10-Year
220 _
Rainfall=5.38"
__ __
200-
180- Runoff. Area.=31..740. ac
-Runoff Volume=1.2.675 of
... 160.:
3 ,40 - -Runoff'Depth>4.79"
LL ,20 Tc=5.0-min
100
CN=95
80;

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type /l 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 21
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Pond 4P: Wetland #1
Inflow Area = 31.740 ac, Inflow Depth > 4.79" for 10-Year event
Inflow = 245.76 cfs @ 11.96 hrs, Volume= 12.675 of
Outflow = 83.87 cfs @ 12.06 hrs, Volume= 10.071 af, Atten= 66%, Lag= 6.4 min
Primary = 83.87 cfs @ 12.06 hrs, Volume= 10.071 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 343.70' @ 12.06 hrs SurF.Area= 80,734 sf Storage= 264,719 cf
Plug-Flow detention time= 159.5 min calculated for 10.067 of (79% of inflow)
Center-of-Mass det. time= 79.1 min (840.2 - 761.1 )
Volume Invert Avail Storage Storage Description
#1 340.00' 559,657 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
340.00 62,401 0 0
342.00 72,084 134,485 134,485
344.00 82,234 154,318 288,803
346.00 92,961 175,195 463,998
347.00 98,357 95,659 559,657
Device Routing Invert Outlet Devices
#1 Primary 334.30' 30.0" x60.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 333.70' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 341.60' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Device 1 340.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 344.40' 90.0' long (Profile 6) Broad-Crested Rectangular Weir
Head (feet) 0.49 0.98 1.48
Coef. (English) 3.12 3.41 3.59
Primary OutFlow Max=83.87 cfs @ 12.06 hrs HW=343.70' (Free Discharge)
1=Culvert (Barrel Controls 83.87 cfs @ 17.1 fps)
~2=Orifice/Grate (Passes < 87.76 cfs potential flow)
3=Orifice/Grate (Passes < 0.79 cfs potential flow)
-Broad-Crested Rectangular Weir (Controls 0.00 cfs)

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 22
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Pond 4P: Wetland #1
Hydrograph
260- 245.76 cfs -Inflow
-Primary
240....
Inflow Area=31.740, ac
220-:
200... Peak Elev=343.70'
180- Storage=264,719 cf
,-. 160.e
~ 140._
0
LL 120
100 83.87 cfs
80-
60-.
40.
20.
p - -- - --
10 ~ ~ 1~1 ~ ~ 1~2 ~ ~ ~ 1~3 ~ 1~4
Time (hours)

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 23
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Stage-Discharge for Pond 4P: Wetland #1
Elevation Primary
(feet) (cfs)
340.00 0.00
340.04 0.00
340.08 0.02
340.12 0.03
340.16 0.06
340.20 0.08
340.24 0.11
340.28 0.14
340.32 0.17
340.36 0.18
340.40 0.20
340.44 0.22
340.48 0.24
340.52 0.25
340.56 0.26
340.60 0.28
340.64 0.29
340.68 0.30
340.72 0.31
340.76 0.32
340.80 0.33
340.84 0.34
340.88 0.35
340.92 0.36
340.96 0.37
341.00 0.38
341.04 0.39
341.08 0.40
341.12 0.41
341.16 0.42
341.20 0.43
341.24 0.44
341.28 0.44
341.32 0.45
341.36 0.46
341.40 0.47
341.44 0.47
341.48 0.48
341.52 0.49
341.56 0.50
341.60 0.50
341.64 0.84
341.68 1.45
341.72 2.23
341.76 3.16
341.80 4.21
341.84 5.37
341.88 6.64
341.92 7.99
341.96 9.44
342.00 10.96
342.04 12.57
342.08 14.25
Elevation Primary
(feet) (cfs)
342.12 16.00
342.16 17.81
342.20 19.70
342.24 21.64
342.28 23.65
342.32 25.72
342.36 27.85
342.40 30.03
342.44 32.27
342.48 34.56
342.52 36.91
342.56 39.30
342.60 41.75
342.64 44.24
342.68 46.79
342.72 49.38
342.76 52.02
342.80 54.70
342.84 57.43
342.88 60.20
342.92 63.02
342.96 65.88
343.00 68.78
343.04 71.72
343.08 74.33
343.12 75.32
343.16 76.30
343.20 77.27
343.24 78.22
343.28 79.17
343.32 80.10
343.36 81.02
343.40 81.93
343.44 82.38
343.48 82.61
343.52 82.84
343.56 83.06
343.60 83.29
343.64 83.51
343.68 83.74
343.72 83.96
343.76 84.18
343.80 84.41
343.84 84.63
343.88 84.85
343.92 85.07
343.96 85.29
344.00 85.51
344.04 85.73
344.08 85.95
344.12 86.16
344.16 86.38
344.20 86.60
Elevation Primary
(feet) (cfs)
344.24 86.81
344.28 87.03
344.32 87.25
344.36 87.46
344.40 87.67
344.44 90.13
344.48 94.45
344.52 99.99
344.56 106.50
344.60 113.85
344.64 121.96
344.68 130.76
344.72 140.20
344.76 150.23
344.80 160.82
344.84 171.95
344.88 183.58
344.92 196.30
344.96 209.85
345.00 224.05
345.04 238.89
345.08 254.37
345.12 270.48
345.16 287.22
345.20 304.59
345.24 322.59
345.28 341.21
345.32 360.46
345.36 380.33
345.40 400.41
345.44 420.63
345.48 441.36
345.52 462.61
345.56 484.38
345.60 506.67
345.64 529.47
345.68 552.78
345.72 576.61
345.76 600.94
345.80 625.79
345.84 651.14
345.88 677.00
345.92 700.94
345.96 725.19
346.00 749.75
346.04 774.62
346.08 799.80
346.12 825.27
346.16 851.03
346.20 877.09
346.24 903.44
346.28 930.07
346.32 956.98
Elevation Primary
(feet) (cfs)
346.36 984.18
346.40 1,011.65
346.44 1,039.39
346.48 1,067.41
346.52 1,095.69
346.56 1,124.24
346.60 1,153.05
346.64 1,182.13
346.68 1,211.46
346.72 1,241.05
346.76 1,270.89
346.80 1,300.99
346.84 1,331.33
346.88 1,361.93
346.92 1,392.77
346.96 1,423.85
347.00 1,455.17

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 24
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Stage-Area-Storage for Pond 4P: Wetland #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
340.00 62,401 0
340.10 62,885 6,264
340.20 63,369 12,577
340.30 63,853 18,938
340.40 64,338 25,348
340.50 64,822 31,806
340.60 65,306 38,312
340.70 65,790 44,867
340.80 66,274 51,470
340.90 66,758 58,122
341.00 67,243 64,822
341.10 67,727 71,570
341.20 68,211 78,367
341.30 68,695 85,212
341.40 69,179 92,106
341.50 69,663 99,048
341.60 70,147 106,039
341.70 70,632 113,078
341.80 71,116 120,165
341.90 71,600 127,301
342.00 72,084 134,485
342.10 72,592 141,719
342.20 73,099 149,003
342.30 73,607 156,339
342.40 74,114 163, 725
342.50 74,622 171,161
342.60 75,129 178,649
342.70 75,636 186,187
342.80 76,144 193,776
342.90 76,651 201,416
343.00 77,159 209,107
343.10 77,667 216,848
343.20 78,174 224,640
343.30 78,682 232,483
343.40 79,189 240,376
343.50 79,697 248,320
343.60 80,204 256,315
343.70 80,711 264,361
343.80 81,219 272,458
343.90 81,726 280,605
344.00 82,234 288,803
344.10 82,770 297,053
344.20 83,307 305,357
344.30 83,843 313,715
344.40 84, 379 322,126
344.50 84,916 330,590
344.60 85,452 339,109
344.70 85,988 347,681
344.80 86, 525 356, 307
344.90 87,061 364,986
345.00 87,598 373,719
345.10 88,134 382,505
345.20 88,670 391,346
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
345.30 89,207 400,239
345.40 89,743 409,187
345.50 90,279 418,188
345.60 90,816 427,243
345.70 91, 352 436, 351
345.80 91,888 445,513
345.90 92,425 454,729
346.00 92,961 463,998
346.10 93,501 473,321
346.20 94,040 482,698
346.30 94,580 492,129
346.40 95,119 501,614
346.50 95,659 511,153
346.60 96,199 520,746
346.70 96,738 530,393
346.80 97,278 540,094
346.90 97,817 549,848
347.00 98,357 559,657

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 10-Year Rainfall=5.38"
Prepared by Horvath Associates, P.A. Page 25
H droCAD® 7.10 s/n 003736 ©2005 H droCAD Software Solutions LLC 1 /16/2007
Link 5L: DP #1
Inflow Area = 103.110 ac, Inflow Depth > 3.39" for 10-Year event
Inflow = 288.10 cfs @ 12.23 hrs, Volume= 29.125 of
Primary = 288.10 cfs @ 12.23 hrs, Volume= 29.125 af, Atten= 0%, Lag= 0.0 min
Primary outflow =Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link 5L: DP #1
Hydrograph
a
w
v
3
0
LL
10
11
12
Time (hours)
io
-Inflow
-Primary

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 25-Year Rainfall=6.41 "
Prepared by Horvath Associates, P.A. Page 26
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Subcatchment 1S: To DP #1 -Wetland Bypass
' Runoff = 264.97 cfs @ 12.23 hrs, Volume= 24.532 af, Depth> 4.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-Year Rainfall=6.41"
Area (ac) CN Description
1.300 80 Onsite - >75% Grass cover, Good, HSG D
21.230 77 Onsite -Woods, Good, HSG D
5.990 98 Offsite -Impervious
20.580 77 Woods, Good, HSG D
21.930 80 Offsite - > 75% Grass cover, Good, HSG D
0.340 100 Onsite Water Surface
' 71.370 80 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 16.6 75 0.0235 0.1 Sheet Flow,
n= 0.450 P2= 3.60"
2.5 510 0.0450 3.4 Shallow Concentrated Flow,
' Unpaved Kv= 16.1 fps
3.3 762 0.0275 3.9 11.69 Channel Flow,
Area= 3.0 sf Perim= 5.0' r= 0.60'
n= 0.045 Winding stream, pools & shoals
0.8 194 0.0258 4.0 16.19 Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67'
n= 0.045 Winding stream, pools & shoals
5.4 1,048 0.0150 3.2 16.16 Channel Flow,
Area= 5.0 sf Perim= 7.0' r= 0.71'
n= 0 045 Winding stream, pools & shoals
28.6 2,589 Total
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r S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 25-Year Rainfall=6.41 "
Prepared by Horvath Associates, P.A. Page 27
' H droCAD® 7.10 s/n 003736 ©2005 H droCAD Software Solutions LLC 1 /16/2007
Subcatchment 1S: To DP #1 -Wetland Bypass
' Hydrograph
280- 264.97 cfs ; -Runoff
' 260- _ _ -
Type II 24-hr 25-Year..
240
Rainfall=6,41"
' 220-
200- Runoff Area=71-.370 ac -
180 Runoff Volume=24532af
160 Runoff Depth>4.12`'
c 140- _ ..
" 12°: Flow_Length=2.,589'
100 -Tc=28.6 min
80: CN=80
60 _ _ ',
40
20
0-, 1,4
10 1~1 12 13
Time (hours)
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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 25-Year Rainfall=6.41 "
Prepared by Horvath Associates, P.A. Page 28
H droCAD® 7.10 s/n 003736 ©2005 H droCAD Software Solutions LLC 1 /16/2007
Subcatchment 2S: To DP #1 - To Wetland
Runoff = 294.83 cfs @ 11.96 hrs, Volume= 15.378 af, Depth> 5.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-Year Rainfall=6.41"
Area ac CN Descri tion
27.120 98 Paved parking & roofs
4.370 80 Onsite - >75% Grass cover, Good, HSG D
0.130 98 Offsite -Paved parking & roofs
n ~ ~n Rn Offstie - > 75% Grass cover, Good, HSG D
31.740 95 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Minimum Tc
Subcatchment 2S: To DP #1 - To Wetland
Hydrograph
320 294.83 cfs_ _ _ -Runoff
300:
Type II 24-hr 25-Year
280
260 Rainfall=6.41"
240
Runoff Area=31-.740- ac
220
200- Runoff Volume=15.378 of
180- Runoff Depth>5.81 "_
c 160
LL 140: Tc=5.0 min...
120- _ _CN=95_
100
80.
60-; _ -
40'
10
11
12
Time (hours)
13
14

S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 1124-hr 25-Year Rainfall=6.41 "
Prepared by Horvath Associates, P.A. Page 29
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Pond 4P: Wetland #1
Inflow Area = 31.740 ac, Inflow Depth > 5.81" for 25-Year event
Inflow = 294.83 cfs @ 11.96 hrs, Volume= 15.378 of
Outflow = 86.91 cfs @ 12.07 hrs, Volume= 12.744 af, Atten= 71%, Lag= 7.0 min
Primary = 86.91 cfs @ 12.07 hrs, Volume= 12.744 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 344.26' @ 12.07 hrs Surf.Area= 83,617 sf Storage= 310,184 cf
Plug-Flow detention time= 150.1 min calculated for 12.744 of (83% of inflow)
Center-of-Mass det. time= 76.8 min (833.5 - 756.7 )
Volume Invert Avail Storage Storag e Description
#1 340.00' 559,657 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
340.00 62,401 0 0
342.00 72,084 134,485 134,485
344.00 82,234 154,318 288,803
346.00 92,961 175,195 463,998
347.00 98,357 95,659 559,657
Device Routing Invert Outlet Devices
#1 Primary 334.30' 30.0" x60.0' long Culvert RCP, rounded edge headwall, Ke= 0.100
Outlet Invert= 333.70' S= 0.0100'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1 341.60' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
' #3 Device 1 340.00' 4.0" Vert. Orifice/Grate C= 0.600
#4 Primary 344.40' 90.0' long (Profile 6) Broad-Crested Rectangular Weir
Head (feet) 0.49 0.98 1.48
Coef. (English) 3.12 3.41 3.59
1
1
Primary OutFlow Max=86.91 cfs @ 12.07 hrs HW=344.26' (Free Discharge)
1=Culvert (Barrel Controls 86.91 cfs @ 17.7 fps)
~2=Orifice/Grate (Passes < 98.63 cfs potential flow)
3=Orifice/Grate (Passes < 0.85 cfs potential flow)
-Broad-Crested Rectangular Weir (Controls 0.00 cfs)

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S:\Drawings\06\06671Project Calcs\
0667 Wetland Design Type /l 24-hr 25-Year Rainfall=6.41 "
Prepared by Horvath Associates, P.A. Page 30
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Pond 4P: Wetland #1
Hydrograph
w
3
0
LL
10
11
lL
Time (hours)
~o
-Inflow
- Primary

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 25-Year Rainfall=6.41 "
Prepared by Horvath Associates, P.A. Page 31
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC _ 1 /16/2007
Stage-Discharge for Pond 4P: Wetland #1
Elevation Primary
(feet) (cfs)
340.00 0.00
340.04 0.00
340.08 0.02
340.12 0.03
340.16 0.06
340.20 0.08
340.24 0.11
340.28 0.14
340.32 0.17
340.36 0.18
340.40 0.20
340.44 0.22
340.48 0.24
340.52 0.25
340.56 0.26
340.60 0.28
340.64 0.29
340.68 0.30
340.72 0.31
340.76 0.32
340.80 0.33
340.84 0.34
340.88 0.35
340.92 0.36
340.96 0.37
341.00 0.38
341.04 0.39
341.08 0.40
341.12 0.41
341.16 0.42
341.20 0.43
341.24 0.44
341.28 0.44
341.32 0.45
341.36 0.46
341.40 0.47
341.44 0.47
341.48 0.48
341.52 0.49
341.56 0.50
341.60 0.50
341.64 0.84
341.68 1.45
341.72 2.23
341.76 3.16
341.80 4.21
341.84 5.37
341.88 6.64
341.92 7.99
341.96 9.44
342.00 10.96
342.04 12.57
342.08 14.25
Elevation Primary
(feet) (cfs)
342.12 16.00
342.16 17.81
342.20 19.70
342.24 21.64
342.28 23.65
342.32 25.72
342.36 27.85
342.40 30.03
342.44 32.27
342.48 34.56
342.52 36.91
342.56 39.30
342.60 41.75
342.64 44.24
342.68 46.79
342.72 49.38
342.76 52.02
342.80 54.70
342.84 57.43
342.88 60.20
342.92 63.02
342.96 65.88
343.00 68.78
343.04 71.72
343.08 74.33
343.12 75.32
343.16 76.30
343.20 77.27
343.24 78.22
343.28 79.17
343.32 80.10
343.36 81.02
343.40 81.93
343.44 82.38
343.48 82.61
343.52 82.84
343.56 83.06
343.60 83.29
343.64 83.51
343.68 83.74
343.72 83.96
343.76 84.18
343.80 84.41
343.84 84.63
343.88 84.85
343.92 85.07
343.96 85.29
344.00 85.51
344.04 85.73
344.08 85.95
344.12 86.16
344.16 86.38
344.20 86.60
Elevation Primary
(feet) (cfs)
344.24 86.81
344.28 87.03
344.32 87.25
344.36 87.46
344.40 87.67
344.44 90.13
344.48 94.45
344.52 99.99
344.56 106.50
344.60 113.85
344.64 121.96
344.68 130.76
344.72 140.20
344.76 150.23
344.80 160.82
344.84 171.95
344.88 183.58
344.92 196.30
344.96 209.85
345.00 224.05
345.04 238.89
345.08 254.37
345.12 270.48
345.16 287.22
345.20 304.59
345.24 322.59
345.28 341.21
345.32 360.46
345.36 380.33
345.40 400.41
345.44 420.63
345.48 441.36
345.52 462.61
345.56 484.38
345.60 506.67
345.64 529.47
345.68 552.78
345.72 576.61
345.76 600.94
345.80 625.79
345.84 651.14
345.88 677.00
345.92 700.94
345.96 725.19
346.00 749.75
346.04 774.62
346.08 799.80
346.12 825.27
346.16 851.03
346.20 877.09
346.24 903.44
346.28 930.07
346.32 956.98
Elevation Primary
(feet) (cfs)
346.36 984.18
346.40 1,011.65
346.44 1,039.39
346.48 1,067.41
346.52 1,095.69
346.56 1,124.24
346.60 1,153.05
346.64 1,182.13
346.68 1,211.46
346.72 1,241.05
346.76 1,270.89
346.80 1,300.99
346.84 1, 331.33
346.88 , 1, 361.93
346.92 1, 392.77
346.96 1,423.85
347.00 1,455.17

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S:\Drawings\06\0667\Project Calcs\
0667 Wetland Design Type 11 24-hr 25-Year Rainfall=6.41 "
Prepared by Horvath Associates, P.A. Page 32
HydroCAD®7 10 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Stage-Area-Storage for Pond 4P: Wetland #1
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
340.00 62,401 0
340.10 62,885 6,264
340.20 63,369 12,577
340.30 63,853 18,938
340.40 64, 338 25,348
340.50 64,822 31,806
340.60 65, 306 38, 312
340.70 65,790 44,867
340.80 66,274 51,470
340.90 66,758 58,122
341.00 67,243 64,822
341.10 67,727 71,570
341.20 68,211 78,367
341.30 68,695 85,212
341.40 69,179 92,106
341.50 69,663 99,048
341.60 70,147 106,039
341.70 70,632 113,078
341.80 71,116 120,165
341.90 71, 600 127, 301
342.00 72,084 134,485
342.10 72,592 141,719
342.20 73,099 149,003
342.30 73,607 156,339
342.40 74,114 163,725
342.50 74, 622 171,161
342.60 75,129 178,649
342.70 75,636 186,187
342.80 76,144 193, 776
342.90 76,651 201,416
343.00 77,159 209,107
343.10 77,667 216,848
343.20 78,174 224,640
343.30 78,682 232,483
343.40 79,189 240,376
343.50 79,697 248,320
343.60 80,204 256,315
343.70 80,711 264,361
343.80 81,219 272,458
343.90 81,726 280,605
344.00 82,234 288,803
344.10 82,770 297,053
344.20 83,307 305,357
344.30 83,843 313,715
344.40 84, 379 322,126
344.50 84,916 330,590
344.60 85,452 339,109
344.70 85,988 347,681
344.80 86,525 356,307
344.90 87,061 364,986
345.00 87,598 373,719
345.10 88,134 382,505
345.20 88,670 391,346
Elevation Surface Storage
(feet) (sq-ft) (cubic-feet)
345.30 89,207 400,239
345.40 89,743 409,187
345.50 90,279 418,188
345.60 90,816 427,243
345.70 91,352 436,351
345.80 91,888 445,513
345.90 92,425 454,729
346.00 92,961 463,998
346.10 93, 501 473, 321
346.20 94,040 482,698
346.30 94,580 492,129
346.40 95,119 501,614
346.50 95,659 511,153
346.60 96,199 520,746
346.70 96,738 530,393
346.80 97,278 540,094
346.90 97,817 549,848
347.00 98,357 559,657

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S:\Drawings\06\06671Project Calcs\
0667 Wetland Design Type /l 24-hr 25-Year Rainfal/=6.41"
Prepared by Horvath Associates, P.A. Page 33
HydroCAD®710 s/n 003736 ©2005 HydroCAD Software Solutions LLC 1 /16/2007
Link 5L: DP #1
Inflow Area = 103.110 ac, Inflow Depth > 4.34" for 25-Year event
Inflow = 350.44 cfs @ 12.23 hrs, Volume= 37.276 of
Primary = 350.44 cfs @ 12.23 hrs, Volume= 37.276 af, Atten= 0%, Lag= 0.0 min
Primary outflow =Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Link 5L: DP #1
Hydrograph
N
V
3
0
LL
-Inflow
-Primary
lp 11 12 is id
Time (hours)

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OUTLET STRUCTURE DESIGN

Velocity Dissipator Design.xls Designer: Ben Thayer
' Detention Basin 1 Checker: John Schrum, PE
1 /11 /2007
Velocity Dissipator Calculations w/ PIPES.EXE
' NRCD Land Quality Section -Pipe Design
Entering the following values will provide you with the expected outlet
velocity and depth of flow in a pipe, assuming the Mannings roughness
number is constant over the entire length of the pipe.
10-Year Outflow, Q (cfs) = 83.87 Flow Depth (ft.) 2.50
Slope, S (%) = 0.010 Velocity, V (ft/s) 17.09
Pipe Dia., D (in.) = 30
Mannings nValue = 0.013

' NRCD Land Quality Section
NYDOT Dissipator Design Results
'
ft. _
Plpe Dla., Do ( )
2.50
Outlet Velocity, Vo (fps) = 17.09
Apron Length, LA (ft.) = 25.0
s
k
Thi
nes
c
Average Dia. Stone
(inches) Class (inches)
' 4 A 12
8 B 18
10 1 24
' » 14 2 36 «
' Width,W = Ln + Da Thickness = 1.5 * Dnna,x
Width, W = 27.5 ft.
SAY: 28.0 ft.
FINAL DIMENSIONS:
Length, L (ft.) = 25.0
Width, W (ft.) = 28.0
Depth, D (in.) = 36 (NCDENR E&SC Manual § 8.06.6)
Stone Class = 2 (NCDOT Std. §1042)

*Cells in red denote required inputs from PIPES.exe outputs

1

' Anti-Floatation Calcs for NC Products Extended Base Riser.xls
4' DIAMETER RISER
Input Data =_>

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Extended Base- NC Products
Manhole Riser/Barrel Anti-Flotation Calculation Sheet
Inside diameter of manhole = 4.0
Wall thickness of manhole = 5.0
Outside diameter of manhole riser sections = 4.83
Total Required Height for Manhole Riser = 7.3
Height of Extended Base = 60.0
Concrete unit weight = 142.C
OD of barrel exiting manhole = 38.5
Size of drain pipe (ff present) = 8.0
Trash Rack water displacement = 26.0
John Schrum, P.E.
1/11/2007
inches
feet
feet (Riser Crest to Invert)
inches
PCF Note: NC Products lists unit wt. of
inches manhole concrete at 142 PCF.
inches
CF
' Concrete Present =_>
Total amount of concrete above ground:
' Base of Manhole = 21.688 CF
Height of Riser Walls = 7.30 ft
Manhole Walls = 42.204 CF
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Adjust for openings:
Opening for barrel = 3.369 CF
Opening for drain pipe = 0.145 CF
Total Concrete less base, adjusted for openings = 38.690 CF
Bouyant Weight of Concrete in Riser = 3080 Ibs
Amount of water displaced =_>
Displacement by open air in riser = 95.248 CF
Displacement by trash rack = 25.980 CF
Note: Consult NC Products Manual for
Ib/ft weight of riser walls
Total water displaced by riser/barrel structure = 121.228 CF
Weight of water displaced = 7565 Ibs
Net Water Displaced = 4485 Ib (Weight of Water -Bouyant Weight of Concrete)

Anti-Floatation Calcs for NC Products Extended Base Riser.xls John Schrum, P.E.
4' DIAMETER RISER 1 / 1 1 /2007
Calculate amount of concrete fo be added to riser =_>
Safety factor to use = 1.25 (minimum)
Must add = 5606 Ibs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Diameter of Base = 7 feet
Thickiness of Base = 12 inches
Volume of Base = 49.00 CF
Weight of Base = 6958 Ibs OK
Actual Factor of Safety = 1.55
Results of design =_>
Diameter of Base = 7.00 feet
Thickness of Base = 12.00 inches
CY of concrete added for Fill Block = 1.43 CY

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REVISED DRAINAGE MAP

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MAPS AND PREVIOUS DWQ DOCUMENTATION
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/~ ~f Northeast Durham USGS Ma JOB 0516
\ / -/ 1 GLENN VIEW STATION PREPARED BY: KRM
Date: 02 13 05
R.Iy HORVATH ASSOCIATES, INC. Durham, NC Scale: 1 =500
nTTUUeur NnRTH CAROLINA 27707
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Pra;$Ct rvo- f=igure 2 • Soi! Survey Mai
s405.W1 ~ Soil & ~vimnmental Caneultante, PA,
Project Mgr.: Glenn School ROad 1io10 Raven Ridge Rd.• Raleigh, NC 27674 ,
-~, Durham County, hJC ~s7s~aafr>;soo • fists) aa5-sas7
14eh Page: tMyry.SandEC.cem
Scale:
1" = 1,328' __
02!25!05 Rurham County Soil Survey

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R.L HORVATH ASSOCIATES, WC.
s Map #18
GLENN VIEW STATION
Durham, NC
GRAPHIC SCALE
p 150 300 B00
( IN FEET )
1 inch = 300 ft.
PREPARED BY: K R M
a e: 02/13/05

1
`~... ~
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Mr. S. Craig Morrison
Cimland, LLC
2330 Operations Drive
NC 27705
Durham
,
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 06-1013
Wake County
~~~ ~~ ~~ ~
A~~ ~ a coos
Subject Property: Glenn View Station
1 UT to Ellerbe Creek [030401, 27-5-(0.7), WSIV, NS

I

1

Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse
River Buffer Protection Rules (15A NCAC 2B .0233) with Additional Conditions -REVISED
Dear Mr. Morrison:
You have our approval, in accordance with the attached conditions and those listed below, to
place fill within or otherwise impact 0.256 acres of wetland, 50d linear feet stream (10 linear feet
permanent, perennial stream impacts, 4961ineaz feet permanent, intermittent stream impacts and
321ineaz feet temporary, intermittent stream impacts) and 10,049 square feet of Zone 1 Neuse
River basin protected riparian buffer, and 7,042 squaze feet of Zone 2 Neuse River basin
protected riparian buffer, as described in your application dated June 22, 2006, and received by
the Division of Water Quality (DWQ) on June 27, 2006, with more information received by the
DWQ on July 7, 2006, for the purpose of constructing the commercial shopping area at the site.
You do not have our approval to perform the proposed impacts at Impact No. 7 (131 linear
feet permanent, intermittent impacts, and 7,862 square feet of Zone 1 Neuse River basin
protected riparian buffer, and 5,918 square feet of Zone 2 Neuse River basin protected
riparian buffer) and Impact No. 8 (131 linear feet permanent, intermittent impacts, and
7,449 square feet of~Zone 1 Neuse River basin protected riparian buffer, and 4,737 square
feet of Zone 2 Neuse Diver basin protected. riparian buffer). After reviewing your
application, we have decided that the impacts are covered by General Water Quality Certification
Number(s) 3402 (GC3402). The Certification(s) allows you to use Nationwide Permit(s) NW39,
respectively, when issued by the US Army Corps of Engineers (LTSACE). This letter shall also.
act as your approved Authorization Certificate for impacts to the protected riparian buffers per
15A NCAC 2B .0233. This Certification replaces the Certification issued to you on July 21,
2006. In addition, you should obtain or otherwise comply with any other required federal; state
or local permits before you go ahead with your project including (but not limited to) Erosion and
Sediment Control, and Non-dischazge regulations. Also, this approval to proceed with your
proposed impacts or to conduct impacts to waters as depicted in your application shall
expire upon expiration of the 404 or CAMA Permit.
401 CNersight/Express Review Pcrtnitting Unit
1650 Mail Service Center, Raleigh North Carolina 27699-1650
2321 Crabtree Boulovard, Suitc 250, Raleigh North Carolina 27604
Phone: [phone] /FAX 919-733-b893 /Internet: !~'//h2o enr state nc us/ncwetlands

Michael F. Easley, Governor
William G. Ross Jr., Secrctery
North Carolina Department of Environment end Natural Resources
August 1, 2006
Soil & Etanfrmunental Consnltanfs. PA
~u al~y

Cimland, LLC
Page 2 of 6
August 1, 2006
This approval is for the purpose and design that you described in your application. If you change
1 your project, you must notify us and you may be required to send us a new application. If the
property is sold, the new owner must be given a copy of this Certification and approval letter and
is thereby responsible for complying with all conditions. If total fills for this project (now or in
the future) exceed one acre of wetland or 150 linear feet of stream, compensatory mitigation may
be required as described in 15A NCAC 2H .0506 (h). This approval requires you to follow the
conditions listed in the attached certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certif cation (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
1
1
i
1
1
1
i
1
1
Amount A roved nits Plan Location or Reference
404/Wetland 0.256 acres of wetland PCN a e 4 of ~10
Stream 5061inear feet stream (10 linear feet permanent,
perennial stream impacts, 496 linear feet
permanent, intermittent stream impacts and 32
linear feet tem or ;intermittent stream im acts PCN page 4 of 10
Buffer -Zone 1 10,396 s uare ft. PCN a e 8 & 9 of 10
Buffer -Zone 2 7,042 s uare ft. PCN a e 8 & 9 of 10
2. Impacts Not Approved
The following impacts are hereby not approved as long as all of the other specific and
general conditions of this Certification (or Isolated Wetland Permit) are met. No other
impacts are approved including incidental impacts:
Amount Not A roved nits Pian Location or Reference
Stream 262 linear feet intermittent stream (131 lineaz PCN page 4 of 10
feet of impact at Impact No. 7 and 131 linear feet
of im act at Im act No.
Buffer -Impact 7 15,311 (square ft.) - (7,862 square feet Zone 1, PCN page 8 & 9 of 10
5,918 s uaze feet Zone 2
Buffer -Impact 8 10,655 (square ft.) - (7,449 square feet Zone 1, PCN page 8 & 9 of 10
4,737 s uare feet Zone 2
3. No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas
beyond the footprint~of the impacts depicted in the Pre-Construction Notification. All
construction activities, including the design, installation; operation, and maintenance of
sediment and erosion control Best Management Practices, shall be performed so that no
violations of state water quality standards, statutes, or rules occur.

Cimland, LLC
Page 3 of 6
August 1, 2006
4. Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North
Carolina Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. Sufficient materials required for stabilization and/or repair of erosion control measures
and stormwater routing and treatment shall be on site at all times.
5. Sediment and Erosion Control Measures
Sediment and erosion control measures shall not be placed in wetlands or waters to the
maximum extent practicable. If placement of sediment and erosion control devices in
wetlands and waters is unavoidable, they shall be removed and the natural grade restored
~ within six months of the date that the Division of Land Resources has released the project;:
6. Protective Fencing
The outside buffer, wetland or water boundary and along the construction corridor within these
boundaries approved under this authorization shall be clearly marked with orange warning
fencing (or similaz high visibility material) for the areas that have been approved to infringe
tland or water prior to any land disturbing activities to ensure compliance
ff
b
h
er, we
u
e
within t
with 15A NCAC 2B .0233 and GC 3404;
~. Culvert Installation
Culverts required for this project shall Abe installed in such a manner that the original stream ~'
profiles are not altered. Existing stream dimensions. (including the cross section dimensions,
of each
ti
l
ons
oca
pattern, and longitudina] profile) must be maintained above and below
shall be designed and installed to allow for aquatic life movement as well as
rt
l
C
l
ve
s
u
vert.
cu
to prevent head cutting of the streams. If any of the existing pipes aze or become perched, the
if the pipes installed in a perched manner,
shall be re-established or
d
,
e
appropriate stream gra
the pipes shall be removed and re-installed correctly.
' Culvert(s) shall not be installed in such a manner that will cause aggradation or erosion of the
stream up or down stream of the culvert(s). Existing stream dimensions (including the cross
section dimensions, pattern and longitudinal profile) shall be maintained above and below
locations of each culvert.

1
1
cicntana, Lt.c
Page 4 of 6
August 1, 2006
Placement of culverts and other structures in waters, streams, and wetlands must be placed
below the elevation of the streambed by one foot for all culverts with a diameter greater than
48 inches, and 20 percent of the culvert diameter for culverts having a diameter less than 48
inches, to allow low flow passage of water. and aquatic life. Design and placement of culverts
and other structures including temporary erosion control measures shall not be conducted in a
manner that may result in disequilibrium of wetlands or streambeds or banks, adjacent to or
upstream and down stream of the above structures. The applicant is required to provide
evidence that the equilibrium shall be maintained if requested in writing by DWQ.
The establishment of native, woody vegetation and other soft stream bank stabilization
techniques must be used where practicable instead of rip rap or other bank hardening methods.
If rip-rap is necessary, it shall not be placed in the stream bed, unless specifically approved by
the Division of Water Quality.
Installation of culverts in wetlands must ensure continuity of water movement and be designed
to adequately accommodate high water or flood conditions.
Upon completion of the project, the Applicant shall complete and return the enclosed
"Certificate of Completion" form to notify NCDWQ when all work included in the §401
Certification has been completed. The responsible party shall complete the attached form and
return it to the 401/Wetlands Unit of the NC Division of Water Quality upon completion of the
project. Please send photographs upstream and downstream of each culvert site to document
correct installation along with the Certificate of Completion form.
8. Written Stormwater Management Plan (Final Plan Needed)
A final, written stormwater management plan (including a signed and notarized
Operation and Maintenance Agreement) shall be submitted to the. 401 Oversight and
Express Permitting Unit (2321 Crabtree Blvd., Suite 250, Raleigh, NC, 27604) and the
stormwater management plans shall be approved in writing by this Office be ore the
impacts may occur per Condition No. 4 in GC No. 3402. You have the option of using
the Express Review Program for expedited approval of these plans. If you propose to use
the Express Review Program, remember to include the appropriate fee with the plan. Site-
specific~~stormwater management shall be designed to remove &5% TSS according to the
latest version of DWQ's Stormwater Best Management Practices manual at a minimum.
Additionally, in watersheds within one mile and draining to 303(d) listed waters, as well as
watersheds that are classified as nutrient sensitive waters (NSW), water supply waters (WS),
trout waters (Tr), high quality waters (HQW), and outstanding resource waters (ORW), the
Division shall require that extended detention wetlands, bio-retention areas, and ponds
followed by forested filter strips (designed according to latest version of the NCDENR
Stormwater Best Management Practices Manual) be constructed as part of the stormwater
management plan when asite-specific stormwater management plan is required.
Also, the stormwater management plan (as approved by the Wetlands Unit) shall be
implemented before any permanent building or other structure is occupied at the
subject site.

Cimland, LLC
Page 5 of 6
August 1, 2006

The structural sturmwater practices as approved by the Wetlands Unit as well as
drainage patterns must be ffiaintained in perpetuity. l~to changes t® the structural
st®rmwater practices shall be made with®ut written auth®rizati®n fr®m the Division ®f
Water Quality.
9. Diffuse Flow (No Review)
dill constructed stormwater conveyance outlets shall be directed and maintained as diffuse
flow at non-erosive velocities through the protected stream buffers such that it will not re-
concentrate before discharging into a stream as identified within 15A NCAC 2B .0233 (5). If
this is not possible, it maybe necessary to provide stormwater facilities that are considered to
remove nitrogen. This may require additional approval from this Office.
10. Deed Notifications
~ Deed notifications or similar mechanisms shall be placed on all retained jurisdictional
, wetlands, waters and protective buffers in order to assure compliance for future wetland,
water and buffer impact. These mechanisms shall be put in place prior to impacting any
wetlands, waters and/or buffers approved for impact under this Certification Approval and
Authorization Certificate. A sample deed notification can be downloaded from the
401/Wetlands Unit web site at http://h2o.enr.state.nc.us/ncwetlands. The text of the sample
deed notification may be modified as appropriate to suit to this project;
11. Construction Stonnwater Permit NCGO 10000
ision of
th
Di
d b
l Pl
i
v
y
e
ssue
an
Upon the approval of an Erosion and Sedimentation Contro
Land Resources (DLR) or a DLR delegated local erosion and sedimentation control program,
an NPDES General stormwater permit (NCGO 10000) administered by D WQ is automatically
issued to the project. This General Permit allows stormwater to be discharged during land
disturbing construction activities as stipulated by conditions in the permit. If your project is
covered by this permit [applicable to construction projects that disturb one (1) or more acres],
full compliance with permit conditions including the sedimentation control plan, self-
monitoring, record keeping and reporting requirements are required. A copy of this permit
and monitoring report forms may be found at
t http•//h2o enrstate nc us/su/Forms Documents.htm.;
12. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or
applicable Buffer Rules, and any subsequent modifications, the applicant is required to return
I the attached certificate of completion to the 401 Oversight/Express Review Permitting Unit,
North.Carolina Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-
1650.
~~:
t

Clmland, LLC
Page 6 of 6
August 1, 2006
Violations of any condition herein set forth may result in revocation of this Certification and may
' result in criminal and/or civil penalties. The authorization to proceed with your proposed
impacts or to conduct impacts to waters as depicted in your application and as authorized by this
Certification, shall expire upon expiration of the 404 or CAMA Permit.
l
If you do not accept any of the conditions of this Certification (associated with the approved
wetland or stream impacts), you may ask for an adjudicatory hearing. You must act within 60
t days of the date that you receive this letter. To ask for a hearing, send a written petition, which
conforms to Chapter 1508 of the North Carolina General Statutes to the Office of Administrative
Hearings, 6714 Mail Service Center, Raleigh, N.~. 27699-6714. This certification and its
conditions are final and binding unless you ask for a hearing.
Any disputes over determinations regarding this Authorization Certificate (associated with the
approved buffer impacts) shall be referred in writing to the Director for a decision. The
Director's decision is subject to review as provided in Articles 3 and 4 of G.S. 150B.
1
1
1
1
1
1
1
i
i
1
This letter completes the review of the Division of Water Quality under Section 401 of the Clean
Water Act and the Neuse riparian buffer protection rule as described within 15A NCAC 2B
.0233. If you have any questions, please telephone Cyndi Karoly or Ian McMillan at 919-733-
1786.
Sincerely,
AWK/ijm
Enclosures: GC 3402
Certificate of Completion
`~
Alan W. Klimek, P.E.
cc: Nicole Thomson, S&EC, P.A., 11010 Raven Ridge Road, Raleigh, NC 29614
USACE Raleigh Regulatory Field Office "
Eric Ku1z, DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Filename: 061013GIennViewstation(Durham}401 NBR

t
IMPACT MAPS
APPLICANT
CIMLAND, LLC
GEER STREET PROPERTY
DURHAM, NORTH CAROLINA
GLENN SCHOOL RD /~~00
~~~
~O G
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~~
.`~ SITE
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~~
~ ~~~~
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~ ~~~
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ICINITY MAP
NO SCALE D
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2330 OPERATIONS DRIVE
DURHAM, NC 27705
P : [phone]
~~ [phone]
SITE SUMMARY
*TOTAL TRACT AREA = 54.56 ACRES- 2,376,851
*EXISTING ZONING: NC, RD
*EXISTING USE: COMMERCIAL, S.F. RESIDENTIAL,
UNDEVELOPED COMMERCIAL/
RESIDENTIAL USES
OSED ZONING: SC (D)
*WATERSHED: F/J-B OVERLAY
*RIVER BASIN: NEUSE
*IMPERVIOUS AREA: 1,661,419 SF (69.9%)
*PROPOSED USE: COMMERCIAL
*TOTAL BUILDING SF: 295,000SF - 345,000 SF
*SITE IS OUTSIDE CITY LIMITS
*SITE IS INSIDE UGA
HORVATH
ASSOCIATE 5
- - 16 CONSULTANT PLACE, SUITE 401
DURHAM, NORTH CAROLINA 27707
P 919.490.4990 F 919.490.8953
537 MARKET STREET, SUITE L120
CHATTANOOGA, TENNESSEE 37402
P 423.266.4990 F 423.266.5700
.......................................................
DRAWN BY:
PROJECT COVER SHEET CHECKEDBY:JU
SCALE
GEER STREET NTS
DATE
GEER STREET & GLENN SCHOOL ROAD 06/21/06
.~~ ,r~i ~ . ~ ~ . ~/~1'lrT T ~ A n/~1 IA T A PROJECT NO

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0 150 300 600
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SCALE: 1" = 300'
-........u....../~..{...~ ..........................................................
1 I O R V/~T I I DRAWN BY:
OVERALL PROJECT SITE MJU
ASSOCIATES CHECKED BY:
16 CONSULTANT PLACE SUffE 201 SCALE
DURHAM, NORTH CAROLINA 27707 G E E R STREET
P 919.490.4990 F 919.490.8953 1 "=300'
DATE
537 MARKET STREET, SURE LL20 GEER STREET AND GLENN SCHOOL ROAD 06/21/06
CHATTANOOGA. TENNESSEE 37402
P 423.266.4990 F 423.266.5700 _ _ _ _. _ _ _ .. .. PR0IECT NO

1
1

1

t

N
0 50 100 200
SCALE: 1" = 100'
HORVATH
ASSOCIATE S
16 CONSULTANT PIP.CE, SUITE 201
DURHAM, NORTH CAROLINA 27707
P 919.490.4990 F 919.490.8953
537 MARKET STREET, SURE U20
CHATTANOOGA. TENNESSEE 37402
P 423.266.4990 F 423.266.5700
-- - -_
CONSTRUCTION CONSTRUCTION
NEUSE BUFFER CHANNEL NEUSE BUFFER CHANNEL
IMPACT TYPE IMPACTS IMPACT IMPACTS IMPACT
NO.

1
NB Z1 853 SF
(0.019ac) 10 LF
74 SF(0.0017ac) 754 SF
(0.017ac) 10 LF
126 SF(0.0029ac)

NB Z2 651 SF
(0.014ac) 629 SF
(0.014acJ _
3,141 SF(0.072AC

2
339 LF _
NB ZI-NEUSE RIVER BUFFERS ZONE 1
NB Z2 NEUSE RIVER BUFFERS ZONE 2
.......................................................
DRAWN BY:
IMPACT AREAS # 1 & 2 SITE PLAN CFIECKEDBY:JU
GEER STREET ~`"~" r'=100'
DATE
GEER STREET AND GLENN SCHOOL ROAD 06/21/06
_ .. _ .. . ~ ,_~, , .-. ,~ ,.~ , , ~ , PROJECT NO

- ---~~ , , < - - ~ • BUFFER AND1 CHANNEL
~ ~ ~~ ,w;\ '\~ IMPACT AREA #4
',~' ~. _ I~NE2~' ~\ ~`!\ ANY REQI~IRED
%r' ~~ ^ ~ ~ ~ I ~ i ~ , `.~2~ DEWATF~ING SH BE
ENE
--~_.<-' i %7 ^ ,'- \' ~ ~- f \ °O, t/\ OI~URR WITH PIPE
,,~~ % ~ . ~ ~ jAAc~ 1~~`, \ ``;1 ~°~~~~ P ENT
+ ,
' : ' ®, / .' ~ ~'-~~ ~------}---- IONS ~ ~ - •~~ J ~0 / ~~
/ `: ~ ,
J ~~ i , <<~~%~=.BUFFER AND CHANNEL --' #~*'~ ~'.I (~~~ ~ a, )
~ r ~ •,.
,~, ~ IMPACT AREA #5 ;? ; ('-~' ~ ( \\ ~ ~ n
e_
<. ,.
r
- r 1 ' i ~ ~'• ' ' \\~ •
`~ + ./ i~ r. I I j 1
\` / / i`.
\"~, ~,WETLAND~`I~PACT AREt'A #6 -~ "`li '~~ ~~ `, ~ ~~ ?~ ~
t '! ./ ~/
,,~ `~.'\ l WETLAND IMPACT AREA #3 ~ • ; ~ ~ ` ` . ~ •
• ~ I • •c~`
~~ ` ,,` \ , ~ !, • W
~\
++++,++ WETLANDS -JURISDICTIONAL WETLANDS
NB ZT-NEUSE RIVER BUFFERS ZONE 1
~NB Z2 NEUSE RIVER BUFFERS ZONE 2
i ^~
NEUSE BUFFER MINUS REMAIN. CHANNEL JURIS.
IMPACT TYPE IMPACTS WETLANDS BUFFER IMPACT WETLANDS
NO. IN BUFFER IMPACT
8,396 SF
3 WETLANDS - - - -- (0.1927ac)
1,794 SF 32 LF(0.0343ac)

4
NB Z1
(0.041ac)
32 LF OF _
CONCURRENT DEWATERING
1,218 SF
NB Z2 (0.028ac) - - - -
5
NBZI 7,749 SF
(0.177ac) 347 SF
(0.008ac) 7,402 SF
(0.169ac) 125 LF(0.0287ac) 347 SF
(0.008ac)
5,173 SF 634 SF 4,539 SF 634 SF
NBZ2 (0.118ac) (0.0146ac) (0.1042ac) - (0.0146ac)
1,756 SF
6 WETLANDS -- - - - (0.040ac)
N NOTE: AREAS LISTED UNDER THE JURISDICTIONAL WETLANDS COLUMN INCLUDE WETLANDS WITHIN NUESE BUFFERS.
O 5O 1 OO 200 WETLANDS UNDER IMPACT AREA 3 DO NOT INCLUDE THE WETLANDS WITHIN THE NEUSE BUFFER UNDER IMPACT 5.
SCALE: 1" = 100'
^ ^ ^ ^ ^ ^ ^ ^ r ^ ^ ^ ^ ^ • ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ • ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ . . . ^ ^ . . ^ . . . . . . . . . . . . . ^ . ^ ^ .
• DRAWN BY:
HORVATH IMPACT AREAS #3, 4, 5 & 6 SITE PLAN CHECKEDBY:JU
ASSOCIATE S
16 CONSULTANT PLACE, SUITE 201 SCALE
DURHAM, NORTH CAROLINA 27707 G E E R STREET ' ~~°' ~~~
P 919.490.4990 F 919.4909953
537 MARKET STREET, SUITE LL20 DATE
CHATTANOOGA. TENN6SEE 37402 LEER STREET AND GLENN SCHOOL ROAD 06/21/06

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NB Z~-NEUSE RIVER BUFFERS ZONE 1
' ~ N8 Z2 NEUSE RIVER BUFFERS ZONE 2
N
~0 50 100 200
SCALE: 1" = 100'
HORVATH
ASSOCIATE S
- 16 CONSULTANT PLACE. SUITE 201
DURHAM, NORTH CAROLINA 27707
P 919.490.4990 F 919.490.8953
537 MARKET STREET. SUITE LL20
CHATTANOOGA, TENNESSEE 37402
NEUSE BUFFER CHANNEL JURIS.
IMPACT TYPE IMPACTS IMPACT WETLANDS
NO. SF ONLY

7
NB 7,862 SF 131 LF
015
SF
0
Z1 (0.180ac) ac)
(
.
675

NB 5,918 SF
135 _
Z2 ac)
(0.

8
NB 7,449 SF 131 LF
013
0
583 SF
Z1 (0.171 ac) ac)
.
(

NB Z2 4,737 SF
(0.108ac)
.................................................
DRAWN BY:
IMPACT AREAS #7 & 8 SITE PLAN CHECKEDBY:JU
SCALE
GEER STREET 1"=100'
DATE
LEER STREET AND GLENN SCHOOL ROAD 06/21/06
DDII IC!`T AI~I

~~~
,,~~~,,
0 50 100 200
SCALE: 1" = 100'
HORVATH
ASSOCIATE S
16 CONSULTANT PLACE, SUITE 701
DURHAM, NORTH CAROLINA 27707
. P 919.490.4990 F 919.490.8953
537 MARKET STREET. SURE LL20
CHATTANOOGA. TENNESSEE 37402
.......................................................
DRAWN BY:
CULVERT PROFILE FOR ROADWAYS CHECKEDBY:JU
SCALE
GEER STREET N.T.S.
DATE
LEER STREET AND GLENN SCHOOL ROAD o6~2~~06

08~3212bUo il:ll F.~
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- 3t7R~:~1~i ~Ob2; OU?
Michael F. c&s1?y, Governor
William G. Ross Jr., Secretary
North Caro!{na t?°_oditrY3ent of Environment and Natural Resources
Alan tN. Klimek, i'.E. Director
Colleer H. 5utlin5, Deputy Director
Dlv;tlon of Water Quality
4ugust 26, 2045

!vtr. Aaron Cooper
Soil & Envirotunetttal Consultants PA
11010 haven Ridge Road
Raleigh, NC 27614
~~~ 3 o zoos
~O OS-2z2
Sal b l:r~v~~ranmi;alal Car+rullarls, P t~t}'• l~ut•ha¢rt
BASIN. '
Meuse River X Tar-Pamlico
(I5A NCAC 2I3 .0233) (ISANCAC 7B .0259)
Complaint __ 7QOV Buffer Determination X
Incident # Appeal Call
Project Names Glenn School Raad South -Durham
Location/Dirzctions: SitL is located in northzast Durham, on the west side of the intersection of Glenn School Road
aad Junction Road.
Subject Stream: U~'to Ellerbe Creek
bate of Determination: 8t1 ZIOS
Feature Start Buffer End Btlt~ Stream Appeal Located Located on
GPS Points (rf provided) Form Call on Soil USGS
SttJrve Too hic
A Subject Throughout ~ X
B Subject Throughout ~
C Subject Throughout X
D Noi Subject ~
71iis on-site determination shrdi a rptre five (5) years from the date of this fetter. Landowners or afj`ected parties
drat dispute a determination mada by rheDif'Q or Delegated ,Local Authority that a surface water exists and drat
ii is subject to the buffer rate may request a determirraiina by the Director. A request for a determination by the
Duectar shall be referred to the L`ireclor in writing c!a Cyndt Karoty , DWQ Wdlands/4l11 Una, Z3Z1 Crabtree
Blvd, Raleigh, NG 27604-72t;D..'ndivirluals that drsputt a determA:anon by the D ii'Q or Delegated Local
Authority that "excmpu" a surfa~ a water from the btrfjer rule may ask for an ad judicatory heartn~ You must
act within SO days of the date than you receive this fetter. Applicants are hereby notified that the 6D-day statutory
appeal ftme does not start until fire afjeCled party (ttsCluding downstrram and adjacent landowners) is rtolifred of
- - ®k,~
Raleigh Regional Uffffice 1628 Ma'r Service Center b1LZ7E~'R
YVater Quality Section kaleigh, JC 27699-1628
phone [phone] Customer Ssrvice
facsimile [phone] 1-87723-6748

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OSi 11i?005 11:1? FAX -- HC1RtiA'I"d ~UO3!nU~1
~(26t2Q06
Page 2 of 2
this decision. DWQ recommends thi:t the applicnrri conduct Dais notification in order to be cer[artt that third
P~J' appeals are leads in a timely manner. To ask far a hearing, send a written petition, x~hiclr catafortns to
Chapter ISDB of the North Carolina Genera! ~SYatufes to the pf~ice afAdminisirative Hearings, 6; IA Mail
Service Center, Raleigh, N.C 27b99-b71d. This deters~aitaatlon is fanal and binding unlers you ask for a hearing
r~irhin bOdays.
The (otvrter/futureoweers) shottGi notify tfie Divisive of Water Quality (including any atlter Local, State, and
Federal Agencies) of Haas decsioa~ concerning any foliate corr~,spondences regarding the subject property (stated
rabpve). 1?tis project may require a Section 44d/~ttl Pe~rtttit fQr. th¢ proposed activity..4ny inquiries should be
directed to the Divisioar of GYater Qte~etity (Central Ofjica) at (919)-7'33-1785, and t3ae U.S,~rrrzy Carp oJEngineers
(Radetgh Regulatory Field 0.;;`fice) m (919)-d 76-8491. ~-
Enviranmenial
CC: File Copy
Central Files
DWQ 401/Wetlands Office
Jae Paaree -Durham Counts
tonal Office 162H Fhail Service Center NCO ~ Fhcne (919) 571-d7G0 Customer Service
Raleigh Reg' facsimile 919 571~{7tS 1-877-523-6748
Water Quality 50ction Raleigh, NC 27699.1628 t )

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Wetland Sketch Map _ '`''°°' Durham Co., NC
Pr aCt Rtam ar; PrapcNd 6y;~ -
~! E Protect NurnEer-. Jamez Opshar
i0dd Pnuningar ~ 94°5.1Y7 '~

n
~ ;0002
12122; 2005 1ra:52 F_AY
~IJt1 ~,- .~ir_h'aei F ~aSlzy, t]4VErY,CY
' ,~~ z William G. Ross Jr.. Secrt2ry
^~ ;'^''~~' 9~ Ncrh G=rolina Oepsrirent rf Envirc^ment 2ntl Natural Resources
`r~~ 4~ ,41anVJ. Klimek. P.E, pirevrtcr
i
~~ ~ r Co:leen H. Sull'ns, deputy D~rettor
a _- _ Division v. twofer Ouatry
~'`=_~~: ~ December 19, 2l)U5
Mr. Aaron Cooper
Soil & Enviromuental Consultants, PA
' I )0{0 Ravin Ride Road ~~~ ~ ~ L~05
RaleiEh, tiC ?76 i4
i~$A}2t~ OS-222R
9r5oiiii&rrs~ur~r~it;ansu.4aratsPA C~itrnty: ~tDrhstm
BASCN: _
Neuse Riv_r X Tar-t'amlico
{ 15A NC.4C?B .0233} {15A vCAC 2B .d?59)
Comalaint NflV Suffer Determinaron X
incident ~ Appeal Ca11
Project Name: C;lerur School. Road South - Durttam ~„_-~„~,~,
Locstion/Directions: Site is located in northeast Durham, on the west side of the intersection of Crlenn School P.oad
and Junction Road.
' Subject Stream: UT to Elle•be Creek
' Date ut' Determination; 3111105

1
Feature Start t3uiier
GPS Points (if provided) End Buffer Stream
Form Appeal
~ Call
4 Located
on Soil
Survey Located on
USGS
To okra hie
A Subject Throughout X X
B Subject Throughout I X
C Subject Tfi•oughout I X
Q Not Subject ~ X
NOTE; This rr:~~ision of $uficr Urtennination Letter NBRRO #U5-222, dated August lb, 20t15 has been
' issued to rcl7ect tite inclusion o1• nr other parcel of land on the northern side of the oriniual site rel'ercncC~ io
the letter (see maps}_ No addition;:t stream features are included in the site, and the on-site deterrniniltion of
stream hatters remains unchanged from the previnus letter,
Thi.1 un-site deiernrirrutiUn sfiul/ e~lrlre flue (3~ yNars fYOrrr dre rlnCe of fhiy le7fer. Luarlawnera Ur nlfected parties
'
`
t5 rllyd r/I(rt
1lL'L• )b'i1tC'r L'Cl)
lllaC fl(Sp!!fe a dLfL'rtl!!!ilrrl0ll lltarle,~y r!!e ~}'YO 0! Uefebfff£C/ LOCaf.9ClrhOfiry Ihat R S[!rJ
ll 7s srrbjeG to rite buffer rule ntuy r~rquesi a rle~lernlirrufrnn by the Director. A request for n rlererminario7r by the
Direc'for slral! be referred to the Dirrcfur in writing r1a CyJrrfi Karafy , DWQ i{'eClunrls/4111 Unit, 2371 Crabtree
filvd, Rafelgfi, ;ti'C 77604-776(L lrrlivirlutr/s rh«r rlisptrre rr rletentlirttCrlvCr by the DH'tJ yr Delegated Local
s;1~r~
' Raleigh Regicnel Otn"cs 1S2S M=11 £9niita Czr~lEr '~CliEi+~ phone (919) 791-~Z00 Customer Service
; 6Vater Cluality Section Raleigh, tvC= zi559-1628 facsimile {919} 571-4718 1.877-fi23-67aB
1

X003
12/22/20fl5 10:52 F~Lfi
- 121 a 912005
P2g° 2 Of Z
' ,-f trtht~rity that "t~~ernpts" u surftrr;e ivut~r frdm drr huJfer rule may rcrlr for an ad jttrlfculoty lrt~aring. You mttsl
acf iviUtin 6U days of tlra Mute drat a~urt receive dtir letter, .°(pplivants are herehy uatified that the Gt)-day s7rUUtnry
appe~ul tintr! does not sttlrt anti! the affeetedprtrty (including tluwnsfreanr and adjacent landotcn2rsJ is ttotifter/ of
this decision. D~YO recomrttends t`trrt the applicant conduct this notification !n order to be certain that third
parry appeals are ntadQ in a timely mtrnner. Ta ask for a ltetrring, send a written petiti<trr, ivJ:lrh conforn>,s to
Chapter 15U$ of the Nvrth Caraltna Cenetal Statutes tv the Of~Ce of.9dn~inlstrrtlinc Hearings, 6714 Mail
Service CentEr, Raleiglr, N.C ?7699-GiT4, rltis rleterminntion isJutal tall! bitarting ttnlet~s' a~var ask far a ltearr'ng
' within bU,luys.
The (or'vner/future ou~netsJ s/rati!l;l nutify the DiriSiatt of tYafer Quality (including ruiy other t_nrat, Strrte, u~rd
Federal_Ageruies) ofthis det:isiott ~.Dttcerttittg tiny fttture correspottdettces regarding the subjerr psvpcrty (.rfateJ
above). This project nuty rerlulte a Secflott 404/dt77 Permli fat 11te proposed trcltt~ity..4n,}~ in7ttrrles shantd be
directed to the Dii~lsir)tt of Water Cl~talliy (CetttrttlOffiee) at (919)-733-171f6, rrttd tftp tiSArney Cvrp oJ-Fuginee:-s
jRaleigh Regulatory Field Of~cef rrt (919)-S7b-8441.
' ftespe
J f
Eric W. Ku1~
Environmental5pec 11!
CC: Pile Cop)'
Central Fils
DWQ ~U1lWeilands Otfiict
Joe Pearce • Durham County
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F.zleigA Reg!onal Office 1628114ai1 £ereice Center ~iLLI(,i'•. phone {919) 791-x200 Customer Szrvi:e
WaterQ~alltySection °ateigh.NCZ7t:99-7623 facFimila {919)571-d;~8 1-a77-r;23-5739

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Wetland Sketch Map ,5~'zoo•
ProjectMan~Qer. PreJcetNumt»r; Yreparedtry:
Jones Dasher
7adC Pfeurltreot g<OS.Wi
Glenn Schoo! Road
Durham Co., ldC
C~nas
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