20070131 Ver 1_Application_20070122

HadenStanziale
planning
landscape architecture
civil engineering
January 18, 2007
Ms. Cyndi Karoly, Supervisor
401 Oversight Express Permit Unit
NC Division of Water Quality
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
Re: Request for Stream Delineation
Becton Dickinson ,Treyburn Plant
Proposed Warehouse Expansion
Durham County, NC
Dear Ms. Karoly:
20070131
i~
Becton Dickinson is currently going through the Site Plan approval process with the City/County of
Durham. Site Plan review comments were received on January 9, 2007. Since the project is located in
Durham County, at the Treyburn Industrial Park, Durham County Engineering, Stormwater Services
Division has the jurisdictional authority for review of the Stormwater Management Plan and Stormwater
Impact Analysis.
Based on the County's stormwater review comments, as prepared by Joe Pearce, PE [560-0739], it was
noted that there are several delineated stream segments shown on the County Soils map, that no longer
exist because of the earlier plant construction. The County approval of the Stormwater Impact Analysis
[SIA] is contingent on the stream buffer delineation on the Engineers Constraints Map and the clarification
of stream buffer requirements with the Durham County Soils Map. Although certain stream segments no
longer exist due to prior construction on the main plant, they have never been officially delineated by NC
DWQ.
The County Engineer has indicated that the Site Plan resubmission for final approval can be delayed until
the streams in question have been confirmed as "non-existent" by NC DWQ. Also, there are two farm
ponds and one stormwater, BMP, detention pond on the site. The two farm ponds require confirmation of
the buffer delineation shown on the Engineer's Constraints Map and the BMP, per our understanding, does
not require buffering.
On behalf of our Client, Becton Dickinson, we are requesting a DWQ Stream Delineation for the proposed
plant site. In support of this request, we are providing the following documentation as an attached pdf file.
1. Stormwater Impact Analysis
2. USGS Topo Map
3. Durham Co. Soils Map
4. Directions to the BD plant site
5. Constraints Map
2200 W. Maln Street 919.286.7440 Durham
Suite 560 919.286.7889 fax Charlotte
Durham, NC 27705 www.hadenstanziale.com Wilmington
HadenStanziale, PA and HadenStanziale Associates, PLLC (Durham) are HadenStanziale compaNes.

We hope that your field delineation efforts can be scheduled at the earliest possible convenience, in order to
minimize the delay of Site Plan approval by the County Stormwater Services office. Should you or your
staff have any questions, please do not hesitate to contact me or Andy Petty of my staff and/or Joe Pearce,
PE, County Stormwater Supervisor. Prior to any site visitation we would appreciate prior notice in order to
meet with your staff on site. Please contact the Plant Facilities Engineer, Leon Martin, at 919.620.6222
when scheduling your site visitation.
Sincerely,
HadenStanziale Associates, PLLC
Craig B. Morgan, P III ~~`
Principal
cc.
Joe Pearce, PE, Durham County
Leon Martin, CPE, Becton Dickinson
Attachments:

Craig B. Morgan, PE
From: Craig B. Morgan, PE [[e-mail]]
Sent: Thursday, January 18, 2007 11:03 AM
To: [e-mail]
Cc: Joe Pearce
Subject: Becton Dickinson SP, Stream Delineation
Asd.• d~ -~,,
~~
C-1.2 Constrants _0118105910_001._0118105928_001.
Map BD.pdf pdf pdf
Cyndi.
Amy Chapman recommended that I contact you by email as well as regular mail. Our
letter and support documents are attached hereto.
Regards,
Craig Morgan
Craig B. Morgan, PE, DEE
Project Manager/ Sr. Engineer/ Principal
HadenStanziale Assoc., PLLC
Civil Engineers, Planners, Landscape Architects
wachovia Plaza
2200 W. Main St., Suite 560
Durham, North Carolina 27705
(o) 919.286.7440
(f) 919.286.7889
(m) 919.417.0698
(e) [e-mail]
www.hadenstanziale.com
1

HadenStanziale
planning
landscape architecture
civil engineering
STORMWATER IMPACTANALYSIS
Becton Dickinson
Treyburn Industrial Park
Durham, NC 2 ~ Q '~ Q ~ 3 ~
Project Number: 06424
November 22, 2006
Site Description
Project Location: Becton Dickinson Corporation is planning to add on to their existing
manufacturing facilities in Treyburn Industrial Park. The company is planning to add on to the
existing 188,000 sq-ft building by 53,000 sq-ft as well as expand the existing parking. The
project is located off International Drive on Becton Circle in Treyburn Industrial Park. See the
Vicinity Map below.
Figure 1.0 -Vicinity Map for Becton Dickinson
VICINITY MAP
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Site Clzaracter-istics: Becton Dickinson owns approximately 115 acres in Treyburn Industrial
Park. Of the 115 acres only approximately 8 acres are developed. The site contains a 188,000 gsf
manufacturing facility along with employee and visitor parking.
D~•ainage Area.• The site area currently drains to four (4) locations. There are two flared end
sections that free discharge parking lot runoff to open land, one discharge point that drains to an
existing creek that leads to an existing pond, one discharge point that drains to an existing
stornlwater retention facility that was built in the early 1990's.

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2
The site has several streams that have not been deemed by the North Carolina State Department
of Natural Resources (NCDENR) as intermittent or perennial streams; however the streams are
shown on either the USGS or Durham County soils map as intermittent streams. Due to the
location of the streams, all streams on site have been shown with a 100' Neuse River/City of
Durham F/J-A buffer. Additionally, the Little River is to the west of the manufacturing facility.
The site is located in the F/J-A watershed overlay district of the Neuse River basin, thus requiring
the Little River to have a 250' wide stream buffer.
Soil Type: Cc, Gr, Wn & Mf -Hydraulic Group D. See attached Soils Map from Durham County
Soils Survey (USDA, SCS - 1971) sheets 14 & 11
River Basin: Neuse River
Watershed: Jordan and Falls Lake Reservoir "A" - F/J-A
Pre Development Conditions
The part of the site that does not contain the existing manufacturing facility in the pre-
development is mainly wooded; however, the area of the site that contains the existing
manufacturing facility is mainly open space and impervious surface with pockets of wooded
areas.
Post Development Conditions
Proposed Usage: The planned development is to add onto the existing manufacturing facility and
the existing parking as well as an area at the rear of the building for trailer storage.
Proposed Drainage: The site currently drains to the 4 discharge points as described above. The
two flared end sections that discharge to open land are to be removed in the post development.
Most of the development will drain to a proposed stormwater retention detention facility. Due to
the grade differential on the site the proposed loading area as well some of the existing
impervious surface that previously drained to one of the flared end sections will now drain to the
existing creek.
Analysis•
Calculations were preformed on each sub-basin. All areas (wooded, impervious, and open) were
quantified on the basis of City of Durham GIS.
The Time of concentration (Tc) was calculated using TR-55 for both the pre and post developed
conditions. The first 75 feet in the pre-development phase and 50 feet in post development was
treated as sheet flow and the rest either overland flow or channel flow. Each stream and culvert
was field verified for size, material and quantity (culverts only).
2200 West Main Street 919.286.7440 Durham
Suite 560 919.286.7889 fax Charlone
Durham, NC 27705 www.hadenstanziale com Wilmington

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The sub-basin that discharges to the retention-detention facility was divided into three smaller
sub-basins; an onsite area that will by pass the BMP, an on site are that drains to the detention
basin, and an off-site by pass of the BMP.
Pre-Development and Post-Development flow rates were determined using the SCS methodology
for each individual drainage basin. Composite curve numbers (CN) were calculated using
approved City of Durham curve numbers for open space, woods and impervious surface. Within
the SCS stormwater impact analysis, Durham County storm data and type II rainfall distribution
were used. The 10% pre-post flow rate rule has been analyzed for each individual subdivision.
This site lies within the F/J-A watershed overlay district therefore, impervious surface
calculations were performed to determine whether portions of the site are designated as low
density (< 9 % impervious) or high density (> 9%, < 40% impervious). The low density option
for this site is 9% as opposed to 6% is because the site is further than one half mile from the Little
River Reservoir.
Pre-Development and Post-Development flow rates along with impervious surface percentages
were used to determine the requirements, if any, of water quality (85% TSS removal) Best
Management Practices (BMP).
This site is located in the Neuse River basin; therefore nitrogen load calculations were preformed
using the Durham County worksheet.
Summary Results
The following tables summarize the results from the pre and post development, 1-year, 2-year,
10-year, 25 year, and 100 year pre & peak flow rates. Additionally summarizes if BMP and/or
detention are required.
Table 1.0 -Pre and Post Peak Flow Rates: 1 Year Storm Event

Sub-Basin # j
Pre-C~evelopment
cfs Post-
Development: No
Deters#ion cfsl j
~! Detention ~~
Required (YIN) I
_ Post-
Development:
Detention tcfs) Io
lncrease;Decrease
after Detention
1 92.73 ---
121.31 _ _
Y 91.98 -0.81
2 3.78 0.00 N 0.00 -100.00%
3 14.74 0.00 N 0.00 -100.00%
Table 2.0 -Pre and Post Peak Flow Rates: 2 Year Storm Event

Sub-Basin #
Pre-Development
cfs Post-
Development: No
betentiort cfs
Detention
Re' wired Y/N Post-
Deveiopment:
Detention cfs ' °I°
lncrease/Decrease
after Detention
1 119.83 154.31 Y 118.94 -0.74%
2 4.70 0.00 N 0.00 -100.00%
3 18.55 0.00 N 0.00 -100.00%
2200 West Main Street 919.286.7440 Durham
Suite 560 919.286.7889 fax Charlotte
Durham, NC 27705 www.hadenstanzialecom Wilmington

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Table 3.0 -Pre and Post Peak Flow Rates: 10 Year Storm Event
4

Sub-Basin #
'Pre-Development
cfs ,; Post-
'Development: No
Detention cfs
Detent+on
Re wired YIN Post-
Development:
Detention cfs %
lncreaselDecrease
after Detention
1 210.33 263.02 Y 20`x.65 -0.32%
2 7.69 0.00 N 0.00 -100.00%
3 31.09 0.00 N 0.00 -100.00%
Table 4.0 -Pre and Post Peak Flow Rates: 25 Year Storm Event
Post- .Post-
Pre-Development Development: No Detention Development: Increase/Decrease
Sub-Basin ~' cfs
i Detention (cfs) Re wired YIN Detention cfs after Detention
1 _ _
262.32 _
324.87 Y 261.70 _ __
-0.24%
2 9.37 0.00 N 0.00 -100.00%
3 38.21 0.00 N 0.00 -100.00%
Table 5.0 -Pre and Post Peak Flow Rates: I00 Year Storm Event
Post- Post- °I°
Pre-Development ~ Development:, No Detention Development:
~ Increase/Decrease
Sub-Basin # cfs Detention cfs Re aired.. YIN) Detention {cfs) after Detention
1 343.56 421.11 Y 342.78 -0.23%
2 11.97 0.00 N 0.00 -100.00%
3 49.24 0.00 N 0.00 -100.00%
Engineers Conclusion
Based on the results from above the engineer has concluded that due to the increases flow rate
from the planned development that a detention basin will be required to bring the peak flows back
to pre development. Additionally, the overall site is over 9% impervious therefore a water quality
component will also be needed. The two aforementioned conclusions mean that a wet pond with
extended detention will be proposed to handle the stormwater runoff for both TSS removal and
detention. At this level of design, the ponds have been sized for surface area of permanent pool,
volume of treatment for 1St flush (first inch) and detention need to control release rate. Because
the site is located in the Neuse River basin nitrogen calculations were performed and determined
the loading rate to be 4.65 lb/ac/yr requiring abuy-down of $59,183.69 after treatment from the
wet pond. Loading calculation worksheets have been provided in the support documents of this
report.
Best Management Practice Design
Wet Detention Facility Design Methodology: The wet detention facility was routed in Hydraflow
to ensure sufficient storage volume. Off-site drainage and on-site by-pass drainage flow rates
were subtracted from the pre-development rate to get the allowable post development release rate
of the basin. This was done to ensure that at the point of analysis for the sub-basin did not release
at a rate greater than pre development. Flow rates with individual time of concentrations for the
off-site and on-site are included in t11is package in each BMP's section.
2200 West Main Street 919.286.7440 D°rham
Suite 560 919.286.7889 fax Charlotte
Durham, NC 27705 www.hadenstanziale.com Wilmington

HadenStanziale
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Water Quality Pond Methodology: The permanent pool surface area was sized from Table 1.1 of
the NC State BMP Design Manual based on percent impervious and desired pool depth. It was
assumed that the permanent pool depth would be 3 feet. It was not calculated but is understood
that the forebay shall be at least 20% of the permanent pool volume. Volume required for storage
of ls` inch of rainfall was calculated using the TR-55 methodology. Allowable draw down time
was calculated between 2 to 5 days for each water quality pond. To deternine the amount of
storage volume needed to detain the design storm, the same methodology as mentioned above for
Wet Detention Facility was used. Ponds illustrated on plans are shown at required detaintnent
volume.

BMP Desi nation
Type of BMP
Sub-basin # Permanent Pool Area
(s
1" Volume (cf)
Detainment Volume (cf)
Ma'or Desi n Storm
Wet Pond #1 Wet Detention 1 27,291 28,255 27,773 100 ear
Attachments
Miscellaneous Maps
• USGS 7.5 Minute Map
• Durham County Soils Map
• FEMA Floodway J-Series Maps (2006)
• Durham Spatial Data Explorer Maps for each Property
Support Documents -Pre-Development
• SCS Pre Development Flow rates
• Composite CN Values
• TR-55 Time of Concentration
Support Documents -Post Development
• SCS Post Development Flow rates
• Composite CN Values
• TR-55 Time of Concentration
Support Documents -Wet Pond Design
• Permanent Pool Surface Area Worksheet
1-in Volume Runoff Worksheet
Pond Report
Support Documents -Nitrogen Loading Calculations
• Loading Rate Worksheets
Plan Sheets
SW-1.0 Pre-Development Conditions
SW-2.0 Post-Development Conditions
Submitted the 22°d day of November by HadenStanziale
Andrew S. Petty, E.I.
Craig B. Morgan, P.E.
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2200 West Main Street 919.286.7440 Durham
Suite 560 919.286.7889 fax Charlotte
Durham, NC 27705 www.hadenstanziale.com Wilmington

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Spatial Data. Explorer -Durham, North Carolina Page 1 of 2
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FYI FIRM City of Durham Durham - GIS OEED Convert Parcel ID Help Contacts Durham County Feedback
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ParCe1 Data
Fnd Adjoining Parcels
• Parce! No. (P1N): 0845-0333-8356
• ParoeFID (li-Digit): 193007
• Tan Map No. (Obsolete): 950 -01-001 F-
• Polygon Acreage: 113.70
• Fronf Dimension: 212.79
• Total Acreage: 113.65
• Land Use Code: 710
• Land Use Description IND/ MANUF-
PROCESSING
• District Code: 24
• Land Value: $3,068,631.00
• Building Value: $7,608,289.00
• Total Value: $10,676,920.00
• Deed Book/Page: 1479 /631
• Plat Book/Page: 000000 /000000
• Owner Name: BECTON DICKINSON REAL ESTATE
INCORPORATED
• OwnerAddress•
#1 BECTON DR MC 112 FICHTEL FRANKLIN LAKES NJ
07417
• Property Address:

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