20040825 Ver 2_Stormwater Info_20110728

EcoEnginee
A division of The John R. McAdams Co
LETTER OF TRANSMITTAL
To: Annette Lucas, Stormwater & Wetland Date:
Coordinator
NC DWQ - Archdale Bldg - 9t" Floor
512 N. Salisbury Street
Raleigh, North Carolina 27604
[phone]
Re: Merck
am sending you the following item(s):
I
ring
mpany, Inc.
'o'ff - 0 8 aS
July 27, 2011
COPIES DATE NO. DESCRIPTION
1 Ian set
1 CD of Calcs/DWG files
These are transmitted as checked below:
? As requested ? For your use
? For approval ?
® For review and comment ?
Remarks: DWQ Proiect # 04-0825
Copy to: Signed:
t'?
?jnAianage,
oject Engineer
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File
? Copy Entire Document to File
2905 Meridian Parkway, Durham, North Carolina 27713
PO Box 14005, RTP, North Carolina 27709
REGULAR MAIL
Job No.: MER-10020
--
JUL 2 8 2011
[AEcoEngineering
A division of The John R. McAdams Company, Inc.
MERCK VACCINE MANUFACTURING FACILITY
DURHAM, NORTH CAROLINA
OVERALL STORMWA TER IMPACTANALYSIS &
PRELIMINARY DESIGN OF NORTHWEST SWMF
MER-10020
September 2010
Revised: October 2010
Revised: January 2011
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
Meridian Parkway
m, North Carolina 27713
800-733-5646
919-287-4262
919-361-2269 Fax
Jon A. Aldridge, PE
Project Engineer
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MERCK VACCINE MANUFACTURING FACILITY
Overall Stormwater Impact Analysis & Final Design of Northwest SWMF
ProiectDescrintion and Summar
Located off of Old Oxford Road (S.R. 1004), just northwest of its intersection with Red
Mill Road (S.R. 2602), in Durham, NC, is the existing industrial development known as
Merck Vaccine Manufacturing Facility. Existing development on this tract consists of
several buildings currently being used in vaccine production and support, along with
associated streets, parking, utility, and stormwater management improvements.
The existing stormwater management improvements consist of four stormwater wetlands
that were approved and constructed as part of the previous site plan and construction
drawing submittals. At this time, an expansion of the existing facility is proposed, which
will require an additional stormwater wetland be constructed to serve as stormwater
treatment for the impervious area associated with these improvements.
The existing site is located within the Neuse River Basin, inside of the F/J-B watershed
protection district for Falls Lake. Per Section 5.5.6 of the Durham County Code of
Ordinances, since the site impervious percentage is less than 24%, development on this
site will fall under the low-density option. In most cases, the construction of engineered
stormwater quality control devices are not required for sites developed at less than 24%
impervious. However, due to proposed impacts to Neuse River buffers that exist on this
tract, stormwater wetlands were previously proposed, approved, and constructed to treat
stormwater runoff from the vast majority of impervious surfaces for both removal of
incoming total suspended solids (85% TSS removal) and reduction of nitrogen export.
Per Section 14-153 of the Durham County Code of Ordinances:
Developments within the Neuse River Basin shall plan for, and implement,
stormwater management controls which will limit the nitrogen load of runoff to
3.6 pounds/acre/year. Developers who have obtained an offset by participation in
the North Carolina Wetland Restoration Fund established by the North Carolina
Department of Environment and Natural Resources, shall plan for and implement
stormwater management controls which will limit the nitrogen load of runoff from
the site to 6 pounds/acre/year for residential development and 10
pounds/acre/year for commercial or industrial development. Nitrogen export
calculations shall be made using a formula approved by the Stormwater
Administrator.
Since the existing site consists of industrial development, an offset payment to reduce the
nitrogen loading from 10 lbs/ac/yr to 3.6 lbs/ac/yr will be allowed to the Ecosystem
Enhancement Program (formerly the Wetlands Restoration Program). Nitrogen export
loads of greater than 10 lbs/ac/yr must be physically treated on-site through engineered
stormwater management facilities.
Development on this site must also address stormwater quantity impacts. With regards to
stormwater quantity, Durham County has two ordinances that will apply to future
development on this tract. The first addresses offsite impacts due to proposed
development and the second addresses stormwater quantity control measures due to
development within the Neuse River Basin.
Per Section 5N of the Durham County Code:
Prior to the approval of any subdivision or site plan or the issuance of a building
permit for any structure other than a single-family residence, the owner of the
property proposed for development shall submit a stormwater impact analysis
that complies with the requirements of the city engineer and which determines the
impact of the increased stormwater runoff on downstream stormwater facilities
and properties whenever the peak runoff rate from either the two-year storm or
the ten-year storm increases by more than ten percent as a result of the proposed
development. The need for stormwater management facilities to address off-site
impacts shall be determined by the city engineer. Stormwater management
facilities shall be designed and maintained in accordance with section 5.5.7.2 of
the Durham Zoning Ordinance.
The second stormwater quantity control issue that must be addressed by this site is
control measures for development within the Neuse River Basin. Per Section 14-153 of
the Durham County Code of Ordinances:
All developments shall plan for and implement stormwater management controls
which will ensure that there is no net increase in peak flow leaving the site from
the pre-development conditions for the one-year 24-hour storm, of more than
10%. If development results in an increase of greater than 10%, the developer
will be responsible for installing measures which will result in no net increase.
The same methodology must be used for calculating both the pre- and post-
development flow rates.
This report contains calculations detailing the expected stormwater impacts as a result of
the proposed expansion, along with the final design for the proposed stormwater wetland
that will be used to mitigate the impacts. The calculations contained within this report are
based on an analysis of the site and contributing off-site area. Summary tables are
included within this report that detail the pre- and post-development peak flow rates
expected from the site (see enclosed drainage area maps for graphic representation of sub-
basins and drainage areas), along with the percentage increase or decrease. Please refer to
the appropriate sections of this report for additional information.
Calculation Methodolozy
• Rainfall data for the Raleigh-Durham region is from USWB Technical Paper No.
40 and NOAA Hydro-35. This data was used to generate a depth-duration-
frequency table describing rainfall depth vs. time for varying return periods in the
RDU region. Rainfall depths from this table were then used as input to HEC-HMS
Version 3.4 for peak flow rate calculations.
The time of concentration for each sub-basin was calculated using the SCS
Segmental Approach (TR-55, 1986). The TC path was divided into segments
consisting of overland flow, concentrated flow, and channel flow. The overall
time of concentration is the sum of the individual segment times. A few sub-
basins have a time of concentration that was conservatively assumed to be 5
minutes.
• The 1-year 24-hour stone was modeled within HEC-HMS Version 3.4 assuming a
3.0 inch rainfall depth and a SCS Type Il storm distribution.
• A composite SCS Curve Number was calculated for all sub-basins in both the pre-
and post-development condition using land cover conditions.
• Using the Durham County Soil Survey, the on- and off-site soils were determined
to be primarily from Hydrologic Soil Group `B'. Therefore, the SCS Curve
Numbers used in further hydrologic calculations were selected appropriately.
• On- and off-site topography is from information provided to The John R.
McAdams Company, Inc. by others. The areas of on-site and off-site pre-
development cover conditions were measured using this data.
• Pre- and post-development hydrologic calculations are based on an on-site area of
258.93 acres. This is the area that will be created after the dedication of additional
right-of-way on Old Oxford Highway.
• Stage-discharge rating curves, stage-storage rating curves, and stage-storage
functions for both the existing South Stormwater Wetland and proposed Parking
Lot Wetland were generated externally of HEC-HMS and then input into the
HEC-HMS model. Stage-discharge curves for each facility were generated using
PondPack Version 10.0, by Haestad Methods. Please refer to the appropriate
sections of this report for additional information.
• HEC-HMS Version 3.4, by the US Army Corps of Engineers, is used to generate
pre- & post-development peak flow rates for the 1-, 2-, 10-, and 100-year storm
events, along with routing of the existing and proposed stormwater management
facilities.
• For 100-year storm routing calculations, a "worst case condition" was modeled in
order to insure the proposed facility would safely pass the 100-year storm event.
The assumptions used in this scenario are as follows:
1. The starting water surface elevation in the facility, just prior to the 100-
year storm event, is at the top of riser elevation. This scenario could occur
as a result of a clogged siphon or a rainfall event that lingers for several
days. This could also occur as a result of several rainfall events in a series,
before the inverted siphon has an opportunity to draw down the storage
pool between NWSE and the riser crest elevation.
2. A minimum of 0.5-ft of freeboard is provided between the peak elevation
during the "worst case" scenario and the top of the dam for the facility.
• Water quality calculations were performed in accordance with the NC Stormwater
Best Management Practices manual (NC DENR, July 2007). The wetland surface
area was sized using the runoff volume computed using the Simple Method and a
maximum temporary pool depth of 12-inches. This temporary storage pool for
stormwater runoff from the 1.0" storm is to be drawn down in 2-5 days.
Conclusion
If the development on this tract is built as proposed within this report with the stormwater
management facilities that are designed and provided, no adverse impacts are expected to
occur on downstream properties. However, modifications to the proposed development
may require that this analysis be revised. Some modifications that would require this
analysis to be revised include:
1.
2
The proposed site impervious surface exceeds the amount accounted for in this
report.
The post-development watershed breaks
prepare this report.
change significantly from those used to
The above modifications may result in the assumptions within this report becoming
invalid. The computations within this report will need to be revisited if any of the above
conditions become apparent as development of the proposed site moves forward.
County of Durham
Engineering Department
Stormwater and Erosion Control Division
120 E. Parrish Street, Law Bldg., 1st Floor
Durham, North Carolina 27701
[phone] Fax: [phone]
Stormwater and Erosion Control Division Site Plan and Preliminary Plat Submittal
For each review submittal the entire study must be submitted. This includes re-submittals. Partial study
packages will not be reviewed. Incomplete Stormwater Site Plan Submittals will be returned with NO
REVIEW PERFORMED. Contact Stormwater and Erosion Control Division concerning redevelopment,
expansion or projects which result in a decrease in impervious area for modified submittal requirements.
This submittal checklist is to be submitted with each plan submittal.
I. PROJECT INFORMATION
Project Name: 1%4rc9GL YAGGIkC MAVJ0FPMTU9Jf-6- FAC,1.1JY Phase:
Previous Project Name, if applicable:
PIN: 0845 - 02- 58 - 7-:;+2 Tax Map Number Planning Case Number:
Owner MX 1t4r- ¢ GoMPAOY, INC. Phone Number 014) 4105
Owner Address 5325 OLD OXFORD 1.11Gi4WV`f DUMCH m, NG rn12-
Project Comment Contact Person: JW ALDR1yee Phone number (q111 ) 361-Coco
Fax number: ( 919) 361-Z.Z0 Company Name: asoF-T, tmEE.RIt4e-
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines submittal requirements. Initial in the space provided to indicate the
following submittal requirements have been met and supporting documentation is attached.
A. General Requirements
Applicant's initials
a. Stormwater Impact Analysis (SIA) including narrative report and drainage calculations
sealed and signed by North Carolina Professional Engineer.
b. Cape Fear / Buse Basi (circle one).
(If Neuse Basin circled completion of Section D. below is required)
QRA c. NSID / OUTSIDE (circle one) Water Supply Watershed.
(If INSIDE Water Supply Watershed completion of Section E. below is required)
J d. Show all Durham County and Neuse Basin Stream Buffers on the plan. Diffuse
flow into stream buffers is required.
ekA e. Floodplain located on site: es No (circle one). A copy of floodplain map
with site boundary shown is required and the 100-year floodplain with base
flood elevations (if applicable) must be shown on the site plan.
Pagel of 3
Revised as of 1/27/06
B. 10% Stormwater Rule Requirements
joA a. Durham County Soils map with site boundary shown.
JA-A b. USGS 7.5 Minute Quadrangle with site boundary shown.
J?p c. Introduction narrative describing the site conditions in pre- and post-development
conditions including a description of site improvement changes.
,A d. Drainage area map including:
? Site area delineated, scale and north arrow.
? Sub-basins delineated for pre- and post-development conditions
with area in acres indicated.
Analysis points clearly identified and labeled.
Segmented TR-55 time of concentration flow paths showing each
segment.
'_1 AA e. Methodologies and procedures described.
,-0A - f. Site plan or grading plan identifying pre- and post-development drainage patterns.
JAA g. Pre- and post-development times of concentration calculated using the TR-55
segmented approach.
JA h. Calculations for the pre- and post-development discharges for the 1-, 2- and 10-year 24-
hour storm using TR-55, TR-20, HEC-HMS, HEC-1 or Rational Method. The discharge
point for these calculations is the property boundary.
Jq? i. Summary of Results provided in the following format (see Example below).

BASIN
NAME Pre-
Developed
]-year
discharge Post--
Developed
]-year
discharge

%
Increase Pre-
Developed
2 -year
dischar a Post-
Developed
2 -year
discharge

%
ncreas Pre-
Developed
10 year
discharge Post-
Developed
10 year
discharge

%
Increase
Detention
Required
(Yes/No)

JAA j. Conclusion providing detailed findings.
J k. BMP provided (indicate quantity): -Wet Pond -Sand Filter Bioretention
Dry Detention ?Other SThfrAKx0rPE,.ft N
_ Not required
JAVA 1. BMP benefits: ?control 1-, 2- and 10-year discharge
/Other _WA ' Z MMpVAL a TN-?Xt?R-T
Not required
Page 2 of 3
Revised as of 1/27/06
C. Durham County Stream Buffers
`jqA a. A copy of the Durham County Soils map and the USGS 7.5 Minute Quadrangle with
the site indicated has been provided. Diffuse flow into buffers is required.
'AA - b. All Durham County stream buffers are shown on the plan for intermittent and perennial
streams shown on the Durham County Soils map or the USGS 7.5 Minute Quad.
Diffuse flow into buffers is required
Jfl1A c. NCDENR documentation for approval of buffer impacts provided.
J d. Stream delineations (Cape Fear / euse Basi If in Neuse Basin, provide NCDENR
Division of Water Quality documentation. If in Cape Fear Basin, provide report as
required by Section 14-153(b)(3) (i) of the County Stormwater Ordinance.
D. Neuse Basin Requirements
Note: If a single family, duplex, or recreational development disturbs <_ I acre or a multi-family,
office, institutional, commercial or industrial development disturbs _< 0.5 acres then all items below
are N/A.
JRA a. Pre- and post-development nitrogen calculations using Durham County Nitrogen
Calculation Tables.
J K b. Nitrogen buy-down calculations (if necessary). Site plan will not be approved until
WRF payment is verified.
E. Water Supply Watershed Requirements
a. Indicate the water su ly watershed overlay district(s) the project is located. (Circle all
that apply) (F/J-A (F/J- ), E-A, E-B, M/LR-A, M/LR-B)
b. Provided BMP for 85% TSS removal or narrative explaining why it is not
provided
JPA c. BMP provided: Wet Pond Sand Filter Bioretention _Dry Detention
_/Other z v??. L AE ]i MVS
Not required
,JAA d. BMP benefits: ? 85% TSS Removal /Other
Not required
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of
permit fee and payment of surety are required prior to construction drawing approval.
Page 3 of 3
Revised as of 1/27/06
CpDURHAM COUNTY
''•s Engineering Department
Stormwater Division
% 120 East Parrish Street, Durham, NC 27701
?' ••••'''?,?? Telephone [phone] FAX [phone]
I CAR
Constructed Wetland and Pocket Wetland Design Summary
Stormwater Management Construction Plan Review:
A complete stonnwater management construction plan submittal includes a design summary for each
stonnwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
1. PROJECT INFORMATION
Project Name: Meg M VAM14E MANUFACTUKI NPr FAC? 11Y Phase
PIN: 0W_ 07_-5$ - 7342 Case #:
Design Contact Person: c long iALAR-IDQ , Phone #: ( qM 61 -9cW
Legal Name of Owner: m mm l-Amr
INC
Owner Contact: Sk_o-r r 81U.JMA?,1 - Phone #: (9 %q - 4 o
Owner Address: C)L o oXwRp P-U
Deed Book Page # or Plat Book Page# for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to: Ncg:M *ST WE" LANC)
Does the proposed pond also incorporate stonnwater detention? es No
Detention provided for: X 1-year X 2-year y, 10-year other
Dam Height: 4 (feet) Dam Classification: a
#?c-?e DESibrt (,OIL K0VL VWeST WETLAND BASED oIs Fawrr= 'DE[CL0P0/kEtJr
Elevations
Wetland bottom elevation M,,co ft. (floor of the wetland)
Permanent pool elevation ZV.co ft. (invert elevation of the orifice)
Temporary pool elevation ( ?,, SSlor ,r) 29-7.L7+ _ ft. (elevation of the structure overflow)
l219Et'?- - elevation po ft. (invert elevation)
1-year storm water surface elevation 21- ft.
RISER 2-year storm Mifiee/weir elevation ,2pl.oo ft. (invert elevation)
2-year storm water surface elevation ft.
WSJ elevation 302_,0o ft. (invert elevation)
10-year storm water surface elev. X1.32. _ ft.
Emergency spillway elevation 3?3,to ft. (invert of emergency spillway)
Top of embankment/dam 2,o4, co ft. (elevation)
Maximum water surface elevation X3,15 ft. (max. storm pond can safely pass)
Depth from design storm to Lowest orifice elevation 3 4'z ft. rtX> `yK WOE- r'C.ASE
10_mz? SIPHON
Areas
Permanent pool area provided ft2 (water surface area at orifice invert
elevation)
Minimum required perm. pool area -7 ft2 (calculated surface area required)
Design storm surface area e EL., ,3o! . 32 ft2 (Sped frequency event.•lo_ year)
Drainage area (10-acres min to Constructed Wetland) A 2, 37 ac. (total drainage to the wetland)
Discharges (Specify only applicable frequency events)
At BMP
Nor-11AKiEST K*'FLAMD WORST-CASE
1-year 2-year 10-year loo -year
Inflow %.657 cfs (Z.2 cfs '9I. cq - cfs I 11, 02 cfs
Routed outflow 0. ?5 cfs 6-34 cfs Q.41 cfs 7Z. 2`7 cfs
At Analysis Point(s) that BMP Contributes to
SU%9ASIN 65
1-year 2-year 10-year -year
Pre-development 290 cfs 10.10 cfs 4L .11 cfs cfs
Post-development w/o detention 33.80 _ cfs cfs A 08, 67, cfs cfs
With detention Z.5- _ cfs -6-4-7- cfs 23.40 cfs cfs
Volumes
Pennanent pool volume
Water quality pool storage volume
Design storm storage volume
Total Storage volume provided at design storm
Total Storage volume provided at top of dam
Forebay volume (Constructed Wetlands only)
?o? 5$ ft3 (volume of main pond and forebcay)
x,53$ ft3 (volume above permanent pool)
Sf ft3 (volume above permanent pool)
22e, 120 ft3 •t- Ya?-@ RI?R
3457.858 ft3
It t33 ft
Environmental Zones MSIgsN*p IN AccogDANcr- wl $Iu?P "At !AL_
Zon Water Depth at Normal Pool' Water Depth at ortion of Temporary
Temporary P ax Pool Surface Area
De 12-inches
a ove Normal Pool)'
Deep Pool
Low Marsh
High Marsh
Woo pland
Depths are to be calculated using the hydraulic depth calculation for each zone. Hydraulic Depth is the volume of water at an
elevation divided by the water surface area at the same elevation.
Other Parameters
SA/DA' /A (from DWQ table) pESIGNED 1N Ac?to? w?
Diameter of orifice in. (must provide draw down over 2 to S day period) $mp MAKsuA _
Draw-down time hrs
Design TSS removal% (minimum 85% removal required)
z When using the SA/DA tables from the NCDENR BMP Manual, linear interpolation may be used for values between table entries.)
RiserlPrincipal and Emergency Spillway Information
1-year storm orifice/weir
2-year storm orifice/weir
10-year storm orifice/weir
_- year storm orifice/weir
Principal spillway
Emergency spillway
diameter in.
diameter in.
diameter in.
diameter in.
diameter _-?6 in.
width Zp ft.
II. REQUIRED ITEMS CHECKLIST
length ft.
length ft. 5'X S' FJSER
length ft. CZEST- = 307.00
length ft.
side slopes 3 _1 slope c, %
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
Atinlicant's initials
?W a.
,- b.
,? c.
,_)AA- d.
_ e.
The forebay volume is approximately equal to 20% of the pond volume.
The temporary pool controls runoff for water quality design storm.
The temporary pool draws down in 2- to 5-days.
The drainage area to a Constructed Wetland is at least 10-acres. Smaller drainage areas to
Pocket Wetlands will be reviewed on a case-by-case basis.
Riprap outlet protection, if provided, reduces flow to non-erosive velocities (provide
calculations).
JAA -- f. The wetland length to width ratio is greater than or equal to 3:1.
10 g. The wetland side slopes above the permanent pool area are no steeper than 3:1.
JPA h. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the
perimeter of the pond (show on plan and profile and provide a vegetation plan).
i. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
JAA j. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
?JkA k. A recorded drainage easement is provided for each pond including access to the nearest
right-of-way and is graded per Section 8.3, Stornwater Control Facilities (BMPs).
AA 1. If the basin is used for sediment and erosion control during construction, a note requiring
clean out and vegetative cover being established prior to use as a wet detention basin shall be
provided on the construction plan.
.JA in. A mechanism is specified which will drain the pond for maintenance and emergencies.
Valves used shall be plug valves.
J-P n. Anti-floatation calculations are provided for riser structure.
? 1AA o. A plan view of the wetland with grading shown is provided.
JAA p. A profile through the forebay, wetland and spillway is provided. Water surface elevations
are shown on the profile.
` q. Riser structure details are provided.
JAA r. Dam designed to account for a 5.00% settlement factor. (6.$S' VF FKEERA D Ffty1DED)
s. Compaction specifications for the embankment are shown on the plan.
A-- t. The minimum top of dam width has been provided for the wetland embankunent top width
per Section 8.3, Stornwater Control Facilities (BMPs)
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement
and payment of surety are required prior Stormwater Permit issuance.
SUMMARY OF RESULTS
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
MERCK VMF EXPANSION SUMMARY OF RESULTS J. ALDRIDGE, PE
MER-10020 Post Development 1/20/2011
==> RELEASE RATE MANAGEMENT RESULTS
SUBBASIN #1
Return Period Pre-Development Post-Development % Increase
i [cfs] [cfs] [%]
1-Year 5.95 5.7 3.7%
2-Year 18.72 18.04 -3.6%
x
-- --~ 10-Year j3.21 i 0.49 1 -3.7%
J1,1;13I ? 2
Return Period Pre-Develop?urnt Post-Developmew lo cicase
?
[cfs] [cfs] "
1-Y car 5.70 5.05
^ 7'!Rr m_ 20.30 17.54
u_1 ear 86.01 74.60 -13.3%
BB \1,1 13
Return Period 1'rc-llcvclupuicut 1'ust-Dvxchkpment 'io Increase
[cfs] Jrl [%]
1-Year 1.38 1 U 16.7/0
°
2-Year _4.15 2 47 -40.5%
10-Year [ 17.51 1 8.32 -52.5 /o
SLBBASIN #4
Return 1'criud Pre-Developwent Post-Development 1 % Increase
[cfs] [cfs] [%]
1 Year N ._ ? 1.33 0.36 72.9%,
2-Year 4 34 0.74 -829°0
10-Year 18.46 2.20 -88.1%
SUBRASTI
Return Period Pre-Development l'u3t-Development % Increase
[cfs] [cfs] [%]
1-Year 2.90 2.37 18.3%
2-Year 10.10 6.32 -37.4%
10-Year 42.91 23 29 45 7%
MERCK VMF EXPANSION SUMMARY OF RESULTS J. ALDRIDGE, PE
MER-10020 Post Development 1/20/2011
==> ROUTING RESULTS
North Wetland.
Return Period Inllow
[cfs] Outtiow
[cfs]
1-Year 42.91 039
2-Year j _ 62.92 0.46
10-Year 99.83 5.57
100-Year Worst Case 1 156.68 i 143.21
Design Drainage Area = 20.67 acres
Design Impervious Area = 10.09 acres
% Impervious = 48.8%
Design TSS Removal = 85.0%
Top of Dam = 331.00 ft
NWSE = 324.30 ft
WQ Storm Depth = 18.06 inches
WQ Volume = 36716 of
WQ Volume Elevation = 325.81 ft
Surface Area at NWSE = 21277 sf
Siphon Diameter = 3.0 inches
Riser Size = 6 ft dia
Riser Crest = 329.30 ft
Barrel Diameter = 48 inches
# of Barrels = 1
Invert In = 321.59 feet
Invert Out = 320.22 feet
Length = 73 feet
Slope = 0.0188 ft/ft
Max. W 6h
329.49
330.58
Freeboard
IN
2.85
1.51
0.42
MERCK VMF EXPANSION SUMMARY OF RESULTS
MER-10020 Post Development
South Wetland:
Return Period Inflow
[cfs] Outflow
[cfs] Max. wJL
[ft]
__
1-Year 61.99 0.45 T36.27
2-Year
?._..-..?. ._ ??__.. 88.3
?._.1-.._?.. 0.51
337.49
I0-Year 132.31 15.52 338.45
100-Year Worst C aye 199.18 186.38 339.31
Design Drainage Area = 24.61 acres
Design Impervious Area = 14.68 acres
% Impervious = 59.7%
Design TSS Removal = 85.0%
Top of Dam = 340.00 ft
NWSE = 332.54 ft
WQ Storm Depth = 21.54 inches
WQ Volume = 52426 of
WQ Volume Elevation = 334.34 ft
Surface Area at NWSE = 26252 sf
Siphon Diameter = 3.0 inches
Riser Size = 6 ft dia
Riser Crest = 338.07 ft
Barrel Diameter = 48 inches
# of Barrels = 1
Invert In = 329.07 feet
Invert Out = 327.95 feet
Length = 73 feet
Slope = 0.0153 ft/ft
k reeboard
J. ALDRIDGE, PE
1/20/2011
MERCK VMF EXPANSION SUMMARY OF RESULTS J. ALDRIDGE, PE
MER-10020 Post Development 1/20/2011
West Wetland:
Return Period
-Year
2-Ycar _a ..70-Year _
100-Year Worst Case
Design Drainage Area =
Design Impervious Area =
% Impervious =
Design TSS Removal =
Top of Dam =
NWSE =
WQ Storm Depth =
WQ Volume =
WQ Volume Elevation =
Surface Area at NWSE =
Siphon Diameter =
Riser Size =
Riser Crest =
Barrel Diameter =
# of Barrels =
Invert In =
Invert Out =
Length =
Slope =
[cfs]
23.61
36.47
6I.16
107.25
16.00
5.25
32.8%
85.0%
299.70
294.00
11.35
20056
294.95
20456
2.0
5 ft dia
297.85
36
1
290.91
289.83
71.5
0.0151
acres
acres
ft
ft
inches
cf
It
sf
inches
It
inches
feet
feet
feet
ft/ft
luttlow ! Max. W 5E j Freeboard
[of'] 1 [ft] I [ft]
0.1
5 296.00 3.70
_
_
0.1
7 296.81 2.89
_
_
3.35
3.35 298.01 69
1.
_
80.35 _ __
299.28 _
0.42 ? ?
MERCK VMF EXPANSION SUMMARY OF RESULTS J. ALDRIDGE, PE
MER-10020 Post Development 1/20/2011
Northwest Wetland:
Return Period
10-Year _
- 100 Year Worst Case v
Design Drainage Area =
Design Impervious Area =
% Impervious =
Design TSS Removal =
Top of Dam =
NWSE =
WQ Storm Depth =
WQ Volume =
WQ Volume Elevation =
Surface Area at NWSE =
Siphon Diameter =
Riser Size =
Riser Crest =
Barrel Diameter =
# of Barrels =
Invert In =
Invert Out =
Length =
Slope =
Inflow
[I r-]
i)u
27.,5-4-
42.45
8.34
3.39
40.6%
85.0%
304.00
297.00
4.67
12589
297.39
35751
3.0
5ftx5ft
302.00
36
1
296.50
296.00
80
0.0063
Outflow Max. Vtish Freeboard
[cfs] f n1 [ftl
_0.21 6.09

0 34
?R
R 299.18
''t
- 4.82
.2 4
02 7
1 26
acres
acres
ft
ft
inches
cf
ft
sf
inches
ft
inches
feet
feet
feet
ft/ft
MERCK VMF EXPANSION SUMMARY OF RESULTS J. ALDRIDGE, PE
MER-10020 Post Development 1/20/2011
Southeast Wetland:
Return Per
1-'r car
2-Year
10-Year
i [cfs]
16.32
T 22.40
30.86
? 100-Year Wnrst Case ? 44.01 ???????
Design Drainage Area = 5.08 acres
Design Impervious Area = 3.34 acres
% Impervious = 65.7%
Design TSS Removal = 85.0%
Top of Dam = 326.00 ft
NWSE = 322.00 ft
WQ Storm Depth = 9.70 inches
WQ Volume = 11834 cf
WQ Volume Elevation = 322.81 ft
Surface Area at NWSE = 11913 sf
Siphon Diameter = 2.0 inches
Riser Size = 4 ft x 4 ft
Riser Crest = 324.00 ft
Barrel Diameter = 18 inches
# of Barrels = 1
Invert In = 320.00 feet
Invert Out = 318.00 feet
Length = 52.5 feet
Slope = 0.0381 ft/ft
[cfs]
U.14
0.68
8.62
18.06
-_ 323.78
324.31
325.13
1.98
1.69
MERCK VMF EXPANSION SUMMARY OF RESULTS J. ALDRIDGE, PE
MER-10020 Future Development 1/14/2011
RELEASE RATE MANAGEMENT RESULTS
_ SUBBASIN #_1 __
Return Period Pre-Development] Post-Development % Increase
[cfs] 4, [cfs] [%]
.._md.?
1-Year 5.95 5.73 3.7%
2-Year E 18.72 3 18.04 -3.6%
10-Year z 73.21 ( 70.49 -3.7%
SUBBASIN #2
Return Period Pre-Development ; Post-Development % Increase
[cfs] [cfs] [%]
1-Year 5.70 1 5.05 -11.4%
2-Year 20.30 I 17.54 -13.6%
10-Year 86.01 74.60 - -13.3%
SUBBASIN #3
Return Period Pre-Development I Post-Development % increase
[cfs] f [as] [%]
1-Year 1.38 1.12 -18.8%
2-Year i 4.15 I 2.46 -40.7%
10-Year 17.51 € 8.31 ? -52.5%
SUBBASIN #4
Return Period
Pre-Development 1
Post-Development '
% Increase
i 1
[cfs]
[cfs]
[%]
1-Year 1.33 0.36 (
.. -72.9%
2-Year 4.34 0.74 -82.9%
] 0-Year 18.46 2.20 -88.1%
SUBBASIN #5
Return Period I Pre-Development Post-Development I % Increase
[cfs] [cfs]
1-Year 2.90 2.54
2-Year 10.10 6.47
10-Year 42.91 23.40
MERCK VMF EXPANSION SUMMARY OF RESULTS J. ALDRIDGE, PE
MER-10020 Future Development 1/14/2011
==> ROUTING RESULTS
North Wetland:
Return Period
1-Year
2-Year
w 10-Y?ii
100-Year Worst l,asc
Design Drainage Area =
Design Impervious Area =
% Impervious =
Design TSS Removal=
Top of Dam =
NWSE =
WQ Storm Depth =
WQ Volume =
WQ Volume Elevation =
Surface Area at NOSE =
Siphon Diameter =
Riser Size =
Riser Crest =
Barrel Diameter =
# of Barrels =
Invert In =
Invert Out =
Length =
Slope =
Inflow j Outflow Nlax. NOSE Freeboard
[cfs] [cfs] I [ft] [ft]
51.23 „y043

? 327.66
3.34
?
72.51 0.49 129.69 2.32
107.01 9.91 329.60
1.40
?159.54 14G29??
19.46 acres
12.00 acres
61.7%
85.0%
331.00 ft
324.30 ft
20.57 inches
42736 cf
326.01 ft
21277 sf
3.0 inches
6 ft dia
329.30 ft
48 inches
1
321.59 feet
320.22 feet
73 feet
0.0188 ft/ft
MERCK VMF EXPANSION SUMMARY OF RESULTS J. ALDRIDGE, PE
MER-10020 Future Development 1/14/2011
South Wetland:
Return Period Inflow I
[efs] r
1-Year
2-Y ear
10Yca
100-i" car Wk oral Casc I
Design Drainage Area =
Design Impervious Area =
% Impervious =
Design TSS Removal=
Top of Dam =
NWSE =
WQ Storm Depth =
WQ Volume =
WQ Volume Elevation =
Surface Area at NWSE =
Siphon Diameter =
Riser Size =
Riser Crest =
Barrel Diameter =
# of Barrels =
Invert In =
Invert Out =
Length =
Slope =
199.18
24.61
15.00
61.0%
85.0%
340.00
332.54
21.94
53472
334.37
26252
3.0
6 ft dia
338.07
48
1
329.07
327.95
73
0.0153
Outflow Max. WSL Freeboard
[C rD] [rfl [n]
0.4-5 336.2 7 3.73
0.51 _ __337.49 51
15.52 338.45
1 55
N
1?8638? 6s T33931 0.69~
acres
acres
ft
ft
inches
cf
ft
sf
inches
ft
inches
feet
feet
feet
ft/ft
MERCK VMF EXPANSION SUMMARY OF RESULTS J. ALDRIDGE, PE
MER-10020 Future Development 1/14/2011
West Wetland:
Return Period Inflow Outflow Max. VVSE Freeboard
[cfs] refs] [ft] [R]
1 Year 20.82 0.14 295./c, 91
2 Ycar ?1 83 0 16 296 46 3 24
10-Yc a 54.92 1.56 297.92 1.78

100-lcar Borst Casc
91.10
y66 96
?29911r a „
(1.59
Design Drainage Area = 13.22 acres
Design Impervious Area = 4.47 acres
% Impervious = 33.8%
Design TSS Removal = 85.0%
Top of Dam = 299.70 It
NWSE = 294.00 ft
WQ Storm Depth = 9.81 inches
WQ Volume = 17003 cf
WQ Volume Elevation = 294.82 ft
Surface Area at NWSE = 20456 sf
Siphon Diameter = 2.0 inches
Riser Size = 5 ft dia
Riser Crest = 297.85 It
Barrel Diameter = 36 inches
# of Barrels = 1
Invert In = 290.91 feet
Invert Out = 289.83 feet
Length = 71.5 feet
Slope = 0.0151 ft/ft
MERCK VMF EXPANSION SUMMARY OF RESULTS J. ALDRIDGE, PE
MER-10020 Future Development 1/14/2011
Northwest Wetland:
Return Period ! Inflow Outflow Max W'SE Freeboard
[cfsl ?cf51 [ftl [ft?
?a
,
1-pear 4e.0 299.29
- 4.71
7-Year 62.38 ?? 0. 39 299.8
1 4.19
10-Year 81.09 0.49 01.32 2.68
_
??100-Year Wnrst Case? ? 111.R2 ?' ??? 72.27 303.15
Design Drainage Area = 12.37 acres
Design Impervious Area = 9.82 acres
% Impervious = 79.4%
Design TSS Removal= 85.0%
Top of Dam = 304.00 ft
NWSE = 297.00 ft
WQ Storm Depth = 11.30 inches
WQ Volume = 34327 cf
WQ Volume Elevation = 297.94 ft
Surface Area at NWSE = 35751 sf
Siphon Diameter = 3.0 inches
Riser Size = 5 ft x 5 ft
Riser Crest = 302.00 ft
Barrel Diameter = 36 inches
# of Barrels = 1
Invert In = 296.50 feet
Invert Out = 296.00 feet
Length = 80 feet
Slope = 0.0063 ft/ft
MERCK VMF EXPANSION SUMMARY OF RESULTS J. ALDRIDGE, PE
MER-10020 Future Development 1/14/2011
Southeast Wetland:
? Return Period Inflow Outflow Max. " .L Freeboard

? [cfs]
- [efs]
' [ft] ( [['t]
1-?car . 16.32 . 0.14 323.78 2.22
2-Year 22.40 0.68 j 324.02 1.98
10-Year 30.86 8 62 324.31 1.69
100-Year Worst Case 44.01 18.06 ? 325 13 0.87
Design Drainage Area = 5.08 acres
Design Impervious Area = 3.34 acres
% Impervious = 65.7%
Design TSS Removal= 85.0%
Top of Dam = 326.00 ft
NWSE = 322.00 ft
WQ Storm Depth = 9.70 inches
WQ Volume = 11834 of
WQ Volume Elevation = 322.81 ft
Surface Area at NWSE = 11913 sf
Siphon Diameter = 2.0 inches
Riser Size = 4 ft x 4 It
Riser Crest = 324.00 ft
Barrel Diameter = 18 inches
# of Barrels = 1
Invert In = 320.00 feet
Invert Out = 318.00 feet
Length = 52.5 feet
Slope = 0.0381 ft/ft
MISCELLANEOUS SITE INFORMATION
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
r,'�i, �- �4 1 f .- 1 -- l '' .f • `\1•�l'�� 41 - i+ 9✓. CPft�
1004
.•.. j ` �r: �;� � M'1. `♦�� � '
� � � 3 � F•�� � tom, �
i
'' f" � 3 :ki �•` �i �-- tom ---1 `` :• � _. � `/ � -
v �
�1 ti ii
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f" o
IQs
--
77
SCALE 1:24000
/ p 1 MILES
p
1. 1000 YARDS
1, 1
i h
1 KILOMETER
0
9° W n
Name: NORTHEAST DURHAM Location: 036° 06'24.71" N 078° 50' 36.38" W NAD 27
Date: 9/22/2010
Scale: 1 inch equals 2000 feet
(C) 1998,

STATE OF NORTH CAROLINA FI PANEL LOCATOR DIAG ZOPJE AE ZONE X as°51'so° ZONE K xa°5roa° ° '
2040 OOD FEET a~ ns as 50 3G ~RSO~< 693 JOINS PANEL 0848 ggq --c LEE 78°50'30" 78 50'DO" 2 047 5D0 FEET ~ OQ FEET
l 860 000 FEET ~~~1 ~ _ - _ _ _ , as _ SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT' TO ~ - . - _ _ _ _ _ _ _ 2 o5a o aso ooD FEET INUNDATION BY THE 1 % ANNUAL CHANCE FLOOD
' j ~liy 0~;' ~ r"
Durham ~ ~ 1"he 1 °l° annual chance flood (10Q-year flood), also knawn as the base flood, is the (load _ that has a 1 % chance of being equaled or exceeded in any given year. The Special
~ ~ ~ E r Flood Hazard Area is the area subject to (loading by the 1% annualchance flood. Areas of Special flood Hazard include Zones A, AE, AH, AO, AR, A99, V, and VE. The Base
i , Flaod Elevatian is the water-surface elevation of the 1 % annual chance flood.
i ~ ~ ~ , i ` _ - f I -l ' f', , ' ZONE A No Base Fload Elevatians determined.
/ ; ' f , , f ~ ` ZONE AE Base Flood Elevations determined. T~~~. ~ -r / ) ZONE AH Flood depths of 1 to 3 feet {usually areas of panding); Base Flaad
i. ~ ~ , , ~ ' Elevations determined.
I t a ,N % , ~ ~ Jl ! ZONE AO Flaod depths of 1 to 3 feet (usually sheet flow on slaying terrain);
I ~a ci l~ ~ / ~ ~ . _ 1\~ average depths determined. For areas of alluvial Fan flaoding, velocities
. - , , also determined. . ZONE AR Special Flood Hazard Area farmerfy protected from the 1°f° annual
, _ i j _ , _ ,t Durham Count Lo ~ ZONE AE chance flaod by a flood control system that was subsequently `
Y . ~ / /i ~ _ ` ~ Unincorporated Areas < decertified. Zana AR indicates that the former (load cantrol system is a9r;-, being restored to provide protection from the 7 % annual chance or
, ~,r ; ` greater flood.
~ ZONE, Y. ~ ~ / - _ i _ - ' Z(?f~dC ~E . ZONE A94 Area to be protected from 1°l annual chance fload by a Federal
, 1_, % ~ ' v• flood protectian system under construction, na Base Flood Elevations determined.
~ i ZOI.L N ~ ZONE VE Coastal flood zone with velocity hazard (wave action}; Base Flood Elevatians u 36°06`30" determined.
36°06`30" ~ , , ~
-v._:. / ~ , _ _ _ ; ! FLOODWAY AREAS (N ZONE AE
3998 a~ µ ~ ; L~
l f - - ~ - - ,!~,o) ~ `z The floodway is the channel of a stream plus any adjacent floadplain areas that must be kept free of encroachment so that the 1°f° annual chance Flood can be carried without
WACt _ ~ substantial increases in flood heights, S?UD
3ssB~^r OTHER FLOOD AREAS
r.., 7_D~l~ Y,
~ ~ ~ . x ZONE X Areas of 0.2% annual chance fload; areas of 1% annual chance flaod ' with average depths of less than 1 foot or with drainage areas Tess than
y I 1 square mile; and areas protected by levees (ram 1 % annual chance
DATUM INFORMATION ~ , , , ~ r flood. 857 500 FEET
The projection used in the preparation of this map was the North Carolina ~ ; State Plane {FIPSZONE 3200). The horizontal datum was the North American a OTHER AREAS
Datum of 1983, GRS80 eliipsoid. Differences in datum, ellipsoid, projection, or ZONE X Areas determined to be outside the Q.2% annual chance floadplain.
Universal Transverse Mercator zones used in the production of FIRMs for adjacent r 1.)itrha.nT Ceu)it~~ i'~ , ZC)hf;: Af-- ZONED Areas in which fload hazards are undetermined, but passible. i
jurisdictions may result in slight positional differences in map features across 'urisdictional boundaries. These differonaes do not affect the accurac of this i, ' ~ f r' I
1 Y t _~IlIIi~OrtJr;tdfuC~ .~Tt;dS ~ FIRM. All coordinates on this map are in U.S. Survey Feet, where 1 ~ ,r~.-~~_ COASTAL BARRIER RES©URCES SYSTEM (CBRS) AREAS
1 U.S. Survey Foat - 1200/3937 Meters. ~ s ;]Q~jgj i , \ OTHERWISE PROTECTED AREAS {pPAs)
~ _ Flood elevations on this map are reforenced to the North American Vertical
Datum of 1988 (NAVD 88x. These flood elevations must be compared to structure ` CBRS areas and OPAs are normally located within ar adjacent to Special Flood Hazard Areas.
~ _ and ground elevations referenced to the same vertical datum. An average jf ° - - 1% annual chance Hoodplain boundary I 0.2°J° annual chance flaadplain boundary
offset between NAVD 88 and the National Geodetic Vertical Datum of 1929 {NGVD 29) has been computed for each North Caralina county, This offset was j11tti of - - - - Floodway boundary
then applied to ~tha NGVD 29 flood elevations that Were not revised during the ' ~ i311I'ha ~ - - 7_one D Boundary
m creation of this statewide format FIRM. The offsets far each county shown on ' u~ I o aaaaaaaaaaaaawaaaaa CBRS and OPA boundary
this FIRM panel are shown in the vertical datum offset table below. Where a 3 % UQg6 county boundary and a flooding source With unrevised NGVD 29 flood elevations ~ y,
are coincident, an individual offset has been calculated and applied during the , , w Boundary dividing Special Flood Hazard Areas of different Q Base Flood Elevations, flood depths ar fload velocities.
creation of this statewide format FIRM. See 5ectian 6.1 of the accompanying _ ~ ^^-^^~'S13^~- Base Flood Elevation line. and value; elevation in feet*
Flood Insurance Study report to obtain further information on the conversion of elevations between NGVD 88 and NGVD 29. To obtain current eCevation, t Z Base Flood Elevation value where uniform within zone; (EL 987) elevation in feet*
description, and/or location Information for bench marks shown on this map, ` ~a ~ *Referenced to the North American Vertical Dakum of 1988
please contact the North Caralina Geodetic Survey at the address shown below.
You may also contact the Information Services Branch of the National Geodetic ~ ota Cross section line
Survey at (3D1) 713.3242, or visit its website at www.ngs.noaa.gov. ' 2S - - - - - - 23 Transectline
North Caralina Geodetic Survey County Average Vertical Datum Offset Table
121 We ss°o6'aa" ~ Darha.m ~.~ou1?ti,~ st Janes Street County Vertocal Datum Offset (ft( ~ ,,.,...~.~,y,,,,~ ~A , T 97°0T 30", 32°22' 34° Geographic coordinates referenced to the North American 36°D6'00° Datum of 1983 (NAD 83}
Raleigh, NC 27601 Durham - 0,83 - UI11Ili_'0,_pi)1'~i1~:'ti itr_iS [phone] \ 4276 M 1000-meter Universal Transverse Mercator grid ficks, zone 17
www.nc s.state.nc.us f ~~1~' 1477 500 FEET 2500-foot ggrrid values: North Carolina State Plane coordinate system {FIPSZONE 3200, State Plane NAD 83 feet)
' --T~~ Example: NAVD 88 = NGVD 29 + {-0.831 ~ j-"-°T ~ ~
~ BM5510 North Carolina Geodetic Survey bench mark {see explanation ~ in the Datum Information section of this FIRM panel).
3997~~- ~r,~`RiIF~P~'i~~d:,~A%SC~I~c All streams listed in the Flood Hazard Data Table below were studied by BM5510 National Geodetic Survey bench mark {see explanation in the Datum Information section of this FIRM panel}.
' f detailed methods using field survey. Other flood hazard data shown an this / ' e M1.5 River Mile
map may have been derived using either a coastal analysis or limited detailed ~ ` ? ZONE Y,
riverine analysis. Mare information on the ffaodmg sources studied by these ' _ analyses is contained in the Flood Insurance Study report. - ~ - 3997 ow +n
_ F ~
FloodwayWidth{feot} ~ F ~ i
FLOOD HAZARD DATA TABLE m , : M : City of - LefvHight Distance Prom o I, r l
1%AnnualC6ance the CenterafStreamto J, T'JUP~1<L`rl ~ ~ Enoroachmentaounda d
Cross FioodDischarge (i00/ear) Stream Stailon c' Section {cfs) Water-Surface EI vain {~aokmg Downstream) or - Q 3~~~~Ob a to i
{feet NAVD 88) Total Flocdway Width n' I ~ n"~-~,, .
LITTLE RIVER z '
240 24,000 NA 277.1 1,354 ~ ' 1 `1
CABIN BRANCH ~ ~ u,.
012 t ,t 46 ~ NA 272.4' 326 ; ! ~ ~ i\
'Feet aboveconflusncewith Eno Aiver - I , ~ fi r ~ q~~~` •
<,J~ rl ~ ~ Feet above confloenee witF little RiversElavation fneludes backwater effeetttom Little River ~ "~~;~,r ~ ~t
( l i ONE 'Y,
~ ~
~ ~ .-1-,.__
s, ~ I ~ t.~. ~
f ~ 9y ~--t ~~c.
l ~ \ - v~ ; .
862 504 FEET k 1.J - \ - ~
i , _ , i ti f i
\Y 36°05'30", GRID NORTH 36°05'30"
r MAP SCALE 1" = 500' (1 6,OOOJ
_ ~ - 250 0 _ 500 1000 r~ C~~ FEET
_ _ - ,-r ~ ' - METERS
15D 0 t5D saa
~ ~,;~y
4' _
3996 00o ra _ i ~l , ' ~ i I~ ~ f / ~ ( ® PANEL 0545)
I _
i. ~i - 3996 oao M
ZOf~iE Y I
J f i G F l'EF -a
f , ,
i.
ZOP1E/, ; ~ ~ ~i~s' , ' NQRTH CAR4~INA
zc~r,l= ~.E o ,
\ \ \
/ PANEL 4
f / f ; ' ~ , i ° ,
/ ~ r i ~ ~ t 1~ (;z1 ~ ~ (SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM r zrs~~~ ~E y ~r PAN[!. LAYOUT} ~ 1 ~ ~
i ~l r) ~ ~ i ~j ~ ~ ~ CO'rITAIN$:
r, S ~ t t~ ZOf~E f~E
' / ~ ' N 850 000 FEET ' ~ / ~ ~ C0'~1MUNITY GID No. PANFL SUFFIX
2 040 OOD FEET ~ 693 ~ 694 r s" ~ ~ ~ FEET ~ DURHAM, CITY OF 370086 Q645 J _ _ _ _ $50 000 e 695 ~ 2 050 000 FEET ~ DURHAM COUNTY 370085 0845 J
79°51'30" 2042 500 FEET xa°51'00" JOINS PANEL 0844 x6,50,30„ 78°5 '30" 78°50'00"
CJ
I _
I r
IN NOTES TO USERS
This map is for use in administering the National Flood Insurance Program. It does not Certain areas not in Special Flood Hazard Areas may be protected by flood control This map reflects more detailed and up-to-date stream channel u
necessarily identify all areas subject to flooding, particularly from local drainage sources structures. Refer to Section 4.4 "Flood Protection Measures" of the Flood Insurance those shown on the previous FIRM for this jurisdiction. The floc stream channel configurationsthan MAP REPOSITORY !diction. The floodplains and floodways Referto listing of Map Repositories on Map Index or visit www.ncfloodmaps.corn.
S U t ~yARTAf of small size. The community map repository should be consulted for possible Stud report for u y information on flood control structures in this jurisdiction. that were transferred from the previous FIRM may have been t nay have been adjusted to conform to
. 5 a pdated or additional flood hazard information. ` .+K these new stream channel configurations. As a result, the Flood 'esult, the Flood Profiles and Floodway C)
a r Base ma information and eos atial data used to develop this FIRM were o To obtain more detailed information in areas where Base Flood Elevations (BFEs) p g p obtained from Data tables in the Flood Insurance Study report (which contains various organizations, including the artici atin local communit ies state an (which contains authoritative hydraulic EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
and/or floodwaYshave been determined, users are encouraged to consult the Flood p p g Y( 1. and federal data) may reflect stream channel distances that differ from what to ~''Ft agencies, and/or other sources. The rims base for this FIRM is aerial ima e acquired g,>,,D sE Profiles, Floodway Data, Limited Detailed Flood Hazard Data, and/or Summa of Stillwater p g ry by fifer from what is shown on this map. MAY 2, 2006 O I o
Elevations tables contained within the Flood Insurance Study (FIS) report that accom ntes Durham County. The time period of collection for the imagery is 1999. Information and Please refer to the separately printed Map Index for an overvi ex for an overview map of the county u Notice to User. The Map Number mown below should be used
pa geospatial data supplied by the local community(ies) that met FEMA base map specifications showing the layout of ma anels, communi ma re osito addr this FIRM. Users should be aware that BFEs shown on the FIRM represent rounded p P tY P p p repository addresses, and a Listing of EFFECTIVE DATE(S) OF REVISION(S)TO THIS PANEL when placing map orders; the community Number shown above should be used on insurance applications for the subject
BFEs are are intended for flood insurance rating purposes were considered the preferred source for development of the base map. See geospatial Communities table containing National Flood Insurance Program da whole-foot elevations. These w This digital Flood Insurance Rate Map (FIRM) was produced through a unique only and should not be used as the sole source of flood elevation information. Accordin 3nce Program dates for each community community. ch community is located.
g y preta ra for the associated digital FIRM for additional information about base map as well as a listing of the panels on which each community is cooperative partnership between the State of North Carolina and the Federal flood elevation data resented in the FIS re ort should ` preparation.
Emergency Management Agency (FEMA}, The State of North Carolina has p p be utilized in conjunction with the FIRM for purposes of construction and/or floodplain management. If you have questions shout this map, or questions (1-8 concerr implemented a long term approach of floodplain management to decrease Base map features shown on this map, such as corporate limits, are based on the Insurance Program in general, please call 1-877-FEMA MAP P (1-87 ns concerning the onal Flood EFFECTIVE MAY 2, 2006 DATE 3MAP 72 NUMBER q008 Q4500)
the costs associated with flooding. This is demonstrated by the States com- Boundaries of regulatory floodways shown on the FIRM far flooding sources studied most up-to-date data available at the time of publication. Changes in the corporate FEMA website at www.fema.gov. •FEM FEldA MAP (1-877-336-2627) or visit the
mitment to map floodplain areas at the local level. As a part of this effort, the by detailed, methods were computed at cross sections and interpolated between cross limits may have occurred since this map was published. Map users should State of North Carolina has joined in a Cooperating Technical State agreement sections. The floodways were based on hydraulic considerations with regard to requirements consult the appropriate community official or website to verify current conditions of An accompanying Flood Insurance Study report, Letter of Map RE For community map revision history prior to statewide mapping, refer to the Community Map pnR History table located in the Flood Insurance Study report for this jurisdiction. ~J f
with FEMA to produce and maintain this digital FIRM. of the National Flood Insurance Program. Floodway widths and other pertinent floodway jurisdictional boundaries and base map features. This map may contain roads that were of Map Amendment (LOMA) revising portions of this panel, and Letter of Map Revision (LOMR) or Letter D
data for flooding sources studied by detailed methods as well as non-encroachment widths not considered in the hydraulic analysis of streams where no new hydraulic model was FIRM may be available. Visit the North Carolina Floodplain Mar f this panel, and digital versions of this To determine if flood insurance is available in this community, contact your insurance agent, the
for flooding sources studied by limited detailed methods are provided in the FIS report created during the production of this statewide format FIRM. at www.ncfloodmaps.com, or contact the FEMA Map Service Cer www.ncfloodmaps.com for this jurisdiction. The FIS report also provides instructions for determining a floodway for information on all related products associated with this FIRM. 1 Floodplain !dapping Program website North Carolina Division of Emergency Management or the National Flood Insurance Program at the J,~7 ~F V o¢ ip Service Center at 1-800-358-9616 following phone numbers or websites: ~N° 5~G
using non-encroachment widths for flooding sources studied by limited detailed methods. Center may also be reached by Fax at 1-800-358-9620 and its websil ntith this FIRM. The FEMA Map Service NC Division of Emergency Management. National Flood Insurance Program State of North Carolina
20 and its website at www.msc.fema.gov. [phone] www.nccrimecontrol.org/nfip 1--800-638-6620 www.fema.govJnfip Federal Emergency Management Agency

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM
2 040 000 FEET 78° 5 C` 30" 78° 51' QO" JOINS PANEL 0847 78° 50' 30" ' 1693 mo rv 1694 aoa . ` 7a°5a'3o° Ta°5o'o0° LEGS 2 047 500 FEET. ~ 695 2 050 000 FEET SPECIAL FLOOD HA7ARD AREAS (SFHAs) SUBJECT TO
PERSQ~ ` r _ , _ 870 000 FEET - ~ _ - ~ -.-.,--1--____-~~ -r~------------ _ ~ B7o Doa FEET INUNDATION BY THE 1 % ANNUAL CHANCE FLOOD
' 51 i~ The 1 % annua( chance flood (100-year flood), also known as the base flood, is the flood
t =l ~ that. has a 1 % chance of being equaled or exceeded in any given year. The Special I Flood Hazard Area is the area subject to flooding by the 1% annua chance flood. Areas
' I _ _ of Special Flood Hazard include Zones A, AE, AH, AO, AR, A99, V, and VE. The Base
Flood Elevation is the water-surface elevation of the 1% annual chance flood.
I _ 6 ZONE A No Base Flood Elevations determined.
I 0\ - . , _I ~r 70P~1E G;E• ZONE AE Base Flood Elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); Base Flood
Elevations determined.
G ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain);
G I ' " , ~ i ZOP~IE X average depths determined. For areas of alluvial fan flooding, velocities also det i erm ned.
-t 1'. f r.. i / 5. / ..till:: ~~i~: ZONE AR Special Flood Hazard Area formerly protected from the 1% annual
i , chance flood by a flood control system that was subsequently decertified. Zone AR indicates that the former flood control system is
~1 , ~ being restored to provide protection from the 1 % annual chance or
~ , , ` t.___ i' , - " , greater flood.
ZONE A99 Area. to be protected from 1 % annual chance flood by a Federal flood protection system under construction; na Base Flood Elevations
i i y ?i determined.
ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations determined.
' ,l 1 l" ~ I" 1~~
' ~ , ° _ - I I FCOODWAY AREAS IN ZONE AE
1 r - - c ~ ; ~ The floodway is the channel of a stream plus any adjacenC floodplain areas that must be
i i ~ ~ 7''11~~J E t 1 - kept free of encroachment so that the 1% annual chance flood can be carried without '%'r substantiaC increases in flood heighks.
4ao1 ~ M -
vra<E I ~ ' f f ~ ~.r J.._..~.- - - - - - - - - ~ 1, 1 _ OTHER FLOOD AREAS it
Y / 4001 ~o M ZONE X Areas of 0.2% annual chance flood; areas of 1 % annual chance flood
~ r` ~ with average depths of less than 1 Foot or with drainage areas less than r` I~,
1 square mile; and areas protected by levees from 1 % annual chance ~ - - 867 50D FEET flood. ,
DATUM INFO TION i 36°08`00"' r ~
~ t "The pro j ection used in the preparation of this map was the North Carolina • OTHER AREAS
State Plane {FIPSZONE 3200J. The horizontal. datum was the North American ~ ~ ZONE X Areas determined to be outside the 0.2'y° annual chance floodplain.
Datum of 1983, GRS$0 ellipsoid. Differences in datum, ellipsoid, projection, or Universal Transverse Mercator zones used in the production of FIRMs for adjacent ~ ~ .~,~-wi ~ f , ~ ZONED Areas in which flood hazards are undetermined, but passible.
jurisdictions may result in slight positional differences in map features across t ' j ~ ~ ~ i ( ~ ~ ~ COASTAL 6ARR(ER RESOURCES SYSTEM (CBRS) AREAS ~ - ~
I ~ I jurisdictional boundaries. These differences do not affoct the accuracy of this ( ~ . , ~
..Serve Feet where ~ j FIRM. All coordinates on this map are In U S y ~ 1 U.S. Sucre Foot = 1200/3937 Meters. f ~ r Y ZOI`JE />,E , ~ ~ } ~ 'v OTHERWISE PROTECTED AREAS (OPAs) ti
! I E Y f~~~~. ~ ( I a' + ` CBRS areas and OPAs are normal) located within or ad acent to S ecial Flood Nazard Areas. f Y 1 P
Flood elevations on this map are referenced to the North American Vertical ~ \ I ~ ~..e . s \ ~ t y ~,~i 1% annual chance floodplain boundary
Datum of 1988 {NAND 8$). These flood elevations must be compared to structure i I 1 ~ ~ ,~-^°"My 1 n.. and ground elevations referenced to the same vertical datum. An average ',I ~ ~ ~ ZONE AE ` 0.2°j° annual chance floodplain boundary
offset be wean NAND 88 and the National Geodetic Vertical Datum of 1929 ,gym-~~""°"`rt~ t { _ - - - - ~ Floodway boundary
{NGVD 29) has been computed for each North Carolina county. This offset was ? , i~1~ - - Zone D Boundary 1
not revised durin the f C then applied to the NGVD 29 flood elevations that were g ~ t creation of this statewide format FIRM. The offsets for each county shown on ~ ( , 4®•®®e®®®e•®•~•®•••® GBRS and OPA boundary
r' this FIRM panel are shown in the vertica°I datum offset table below. Where a Boundary dividing Special Flood Hazard Areas of different
's county boundary and a flooding source with unrevised NGVD 29 flood elevations ~ ` ~ , , Base Flood Elevations, flood depths ar 8aod velocities. /
are coincident, an individual offset has been calculated and applied during the - 5 , creation of this statewide format FIRM. See Section 6.1 of the accompanying ~ ! ; ^^^w513^~^^~- Base Flood Elevation line and value; elevation in feet*
Flood Insurance Study report to obtain further information on the conversion , s (EL 987) Base Flood Elevation ualue where uniform within zone; elevation in feet*
of elevations between NAND 88 and NGVD 29. To obtain current elevation, m ; t ' E 'i ,°r *Referenced to the North American Vertical Datum of 1488
descri lion andlor location information for bench marks shown on this ma o s ~ "0~ - 7_Of~IE r. ors Crass section line
please contact the North Carolina Geodetic Survey at the address shown below. ~ ; h Inf motion Services Branch of the National Geodetic z ~ t ~lt`< 0+ You may also contact t e or Q ~ ct> 23 23 Transectline
Survey at [phone], or visit tts website at www.ngs.noaa.gov. o_ + ; - '-L I~LII~ldili ~ ~JU1 t~?.l:i t.~Ol1ilL'~;
~ ; - Z . I'~li'•; to a Geographic coordinates referenced to the North American
North Carolina Geodetic Serve Count Avera e Vertical Datum Offset Table 9 Y Y o 3 ~~e~r 3iUJrE ''t ~U~n11~ct~1'~~,_~la~ct~ n1"f:a~ 121 West Jones Street County vertical Datum offset;itl i , 97°Oi' 30^, 32°22' 30" Datum of 19B3 (NAC) 83) W
s 1 , Raleigh, NC 27601 Durham - 0.83 ~ ~ , 3;r Ij~i;_; Z 4276o~v 1000-meter Universal Transverse Mercator grid ticks, zone 17
4 {9191733-3836 ~ ' ~ 2500-foot ggrid values: North Carolina State Plane coordinate ~ 7 477 500 FEET system (FIPSZONE 3200, State Plane NAD B3 feet)
www.ncgs.state.nc.us i - j Z BM551Q North Carolina Geodetic Survey bench mark (see explanaton
Example: NAND 88 = NGVD 29 + (-0.831 ~ i O X in the Datum Information section of this FIRM panel).
0 i { ~ BM5510 National Geodetic Survey bench mark (see explanation in ~ the Datum Information section of this FIRM panel).
All streams listed in the flood Hazard data Table below were studied by F~+, ~ j ~ r / ! ®M1.5 River Mile i.
detailed methods using field survey. Other flood hazard data shown on this 4000 ~ rna ma have been derived usin either a coastal anal sis or (invited detailed ~ ~ '
p Y 9 Y , i Duct studied b these riverine anal sis. More information on the flood n s es Y 9 Y _ ~ r
analyses is contained in the Flood Insurance Study report. ° 7, ~ , f aa° 36 0 30 _ , b.,, , i'~ . ~ 400D eco +n 36°07' 30"
a ~ _ _ ~ N, Floodway Width (feed ~ r
,r FLOOD HAZARD DATA TABLE ~ LefYRightDistanceFrom ~ c ~
~ f 7 % Annual Chance the Center of Stream tc F r J j r~
EnaroachmantBoundary ~ '`r` f ~ ~ Cross Stream Plead Discharge (1.00-year( f
Section Station' (cfsj Water-Surface Elevation (Looking DownsVeaml or _ feat NGVD 88 TotalFloadwayWidth f 1 ~ i r
LITTLE RIVER "
" b~ . m _ _
240 24A00 NA 277.1 1,354 ' 261 26,125 NA 281.3 93 ~ \
r 'Feet above confluence with Eno River

~,1IV QT , ;iJ i'
~)UPh2111 ~ 7_GNE I ZGY~IE P.E
37006
i,
t
~ ; 1
a
~ ~;t~~ i`
~ 862 500 FEC i " i ~ ~ /
~ ~ GRID NORTH j f
i' MAP SCALE 1" = 500' (1 :6,000) f' / I 250 0 500 100D
f ' / ~ - --t- ~ FEET
- METERS
I 150 0 150 300
~0~, ~ ~
0 I
J ~ ~
J~ ~Nr- x ~i I ~ PANEL Q846J Ll ~ v
' ',a 36°0T 00",, , , r-. 'i I 36° Od' 00 °
3999 ono- rn _
I ' I ' ` ! v
r I - 3999 ~ M
2~~; i ~ ~ L I ATE
-I ^'r~ i `t r
~ ~ ~ NC}RTH CARQLINA I
~ I rt ~ k ~ ~
' . ~ i /E~ zr~rlE x s
ZQNE AE > ~ PANEL 0$46
~ ~ i ~ , . ~ ~ ~ l ~._J ~ FI 0, t~ i r,_~. ~ ~ ~ i ZONE nF (SEE LOCATOR DIAGRAM OR MAP INDEX FOfl FIRM
g , / PANEL LAYOUT} i
ZOhlF ~ ~ l ~ ~ ' , ~ ~aNTAINS:
r,, ~a~.:: ZQNE AE COMMUNITY CID No. PANEL SLIEEIX ~ ~
~ ~1f f ZOhIE X 1 ~ _ _ _ 860 000 FEET a , L 4 t ~;JENAM, CrTY qF 3'1©ps6 0848 J _ _ ~ _ - _ _ _ _ _ 86D 000 FEET ~J
2 040 000 FEET 693 aw ~ JOINS PANEEL 0$45 694 xo ~ 695 ~Q to 2 050 000 FEET ~JRNAM COUNTY 370085 0846 J
78°51'30°' 2 042 500 FEET 78°51'00" 78°50'30" da° 50' 30" 78° 50' 00"

NI t-% TES TO USERS
C~
This map is for use in administering the National Flood Insurance Program. It does not Certain areas not in Special Flood Hazard Areas may be protected by flood control This map reflects more detailed and up-to-date stream channc necessarily identify all areas subject to flooding, particularly from local drainage sources structures. Refer to Section 4.4 "Flood Protection Measures" of the Flood Insurance those shown on the previous FIRM for this jurisdiction. The fl ;stream channel configurationsthan MAP REPOSITORY risdiction. The floodplains and floodways Refer to listing of Map Repositories on Map Index or visit www.ncfloodmaps.com.
F; . vnkrns of small size. The community map repository should be consulted for possible Study report for information on flood control structures in this jurisdiction. that were transferred from the previous FIRM may have been may have been adjusted to conform to
u sF f hazard ~ o pdated or additional flood t and information. these new stream channel configurations. As a result the Floo i result, the Flood Profiles and Floodway O
4y f ,i~°u .c. ~ .f t a i o ~ EE Base map information and geospatial data used to develop this FIRM were obtained from Data tables in the Flood Insurance Study report (which contaii x To obtain more detailed information in areas where Base Flood Elevations (BFEs) various organizations, including the local communit ies state and federal data may reflect stream channel distances that differ from who )rt (which contains authoritative hydraulic EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
w o and/or floodwa s have been determined users are encouraged to consult the Flood participating y( f y y agencies, and/or other sources. The primary base for this FIRM is aerial imagery acquired by differ from what is shown on this map. MAY 2, 2006 I I~~~ 1
qxn SEC Profiles, Floodway Data, Limited Detailed Flood Hazard Data, and/or Summary of Stillwater Elevations tables contained within the Flood Insurance Study (FIS) report that accompanies Durham County. The time period of collection for the imagery is 1999. Information and Please refer to the separately printed Map Index for an over IdeX for an overview map of the county Notice to user: The Map Number shown below should be used EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL when placing map orders; the Community Number shown
this FIRM. Users should be aware that BFEs shown the FIRM represent rounded geospatial data supplied by the local community(ies) that met FEMA base map specifications showing the layout of map panels, community map repository ac iap repository addresses, and a Listing of f above should be used on insurance applications for the subject
whole-foot elevations. These BFEs are intended for flood insurance rating purposes were considered the preferred source for development of the base map. See geospatial Communities table containing National Flood Insurance Program G This digital Flood Insurance Rate Map (FIRM) was produced through a unique only and should not be used as the sole source of flood elevation information. Accordingly, preta ra for the associated digital FIRM for additional information about base map as well as a listing of the panels on which each community trance Program dates for each community community. =ach community is located.
cooperative partnership between the State of North Carolina and the Federal flood elevation data presented in the FIS report should be utilized in conjunction with preparati on.
Emergency Management Agency (FEMA). The State of North Carolina has the FIRM for purposes of construction and/or floodplain management. If you have questions about this map, or questions concE questions concerning the National Flood EFFECTIVE DATE MAP NUMBER
implemented a long term approach of floodplain management to decrease Base map features shown on this map, such as corporate limits, are based on the Insurance Program in general, please call 1-877-FEMA MAP (1-E the costs associated with flooding. This is demonstrated by the State's com- Boundaries of regulatory floodways shown on the FIRM for flooding sources studied most up-to-date data available at the time of publication. Changes in the corporate FEMA website at www.fema.gov. 7-FEMA MAP (1-877-336-2627) or visit the MAY 2r 2006 37200846001
mitment to map floodplain areas at the local level. As a part of this effort, the by detailed methods were computed at cross sections and interpolated between cross limits may have occurred since this map was published. Map users should For community map revision history Prior to statewide mapping, refer to the Community Map Pna'Me History table located in the Flood Insurance Study report for this jurisdiction. , a a o
State of North Carolina has joined in a Cooperating Technical State agreement sections. The floodways were based on hydraulic considerations with regard to requirements consult the appropriate community official or website to verify current conditions of An accompanying Flood Insurance Study report, Letter of Map Letter of Map Revision (LOMB) or Letters.,
with FEMA to produce and maintain this digital FIRM, of the National Flood Insurance Program. Floodway widths and other pertinent floodway jurisdictional boundaries and base map features. This map may contain roads that were of Map Amendment (LOMA) revising portions of this panel, ar data for flooding sources studied by detailed methods as well as non-encroachment widths not considered in the hydraulic analysis of streams where no new hydraulic model was FIRM maybe available. Visit the North Carolina Floodplain M of this panel, and digital versions of this To determine if flood insurance is available in this community, contact your insurance agent, the a Floodplain Mapping Program website North Carolina Division of Emergency Management or the National Flood Insurance Program at the z. ~FvD
for flooding sources studied by limited detailed methods are provided in the FIS report created during the production of this statewide format FIRM. at www.ncfloodmaps,com, or contact the FEMA Map Service C Map Service Center at 1-800-358-9616 following phone numbers or websites:
www.ncfloodmaps.com for this jurisdiction. The FIS report also provides instructions for determining a floodwaY for information on all related products associated with this FIRM. I with this FIRM. The FEMA Map Service NC Division of Emergency Management National Flood Insurance Program f~ State of North Carolina
using non-encroachment widths for flooding sources studied by limited detailed methods. Center may also be reached by Fax at 1-800--358-9620 and its wet 9620 and its website at www.msc.fema.gov. [phone] www.nccrimecontrol.org/nfip 1-800-638-6620 www.fema.gov/nfip Federal Emergency Management Agency

PRECIPITATION DATA
FROM APPROVED DESIGN CALCULATIONS DATED JUNE 18, 2004
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
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WA TERSHED SOILS DA TA
FROM APPROVED DESIGN CALCULATIONS DATED JUNE 18, 2004
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
ntIRHAN/l cnIIN Y NCIRTI-4 r`d arll InIii Mirr- -r nn1KAnCn 11
nee 2040000 Fplot EET - " "`Wrn > HrC r IrG',i IYC 0 HpG GeB (Joins sheet 8)
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MER-04000 WATERSHED SOIL R.E. JIMENEZ JR., El
MERCK VACCINE MANUFACTURING FACILITY INFORMATION 5/20/2004
==> Watershed Soils Information
?mbo1 ?m Name Hydrolo is Soil Grou
Al Altavista C
Cc Cartecay & Chewacle soils C
Gr Granville B
Mf Mayodan B
Wn Wehadkee D
......... ...........
References:
1. SOIL SURVEY: DURHAM COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
SECTION). SHEET NUMBER I I
2. SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
==> Conclusion
Due to the large proportion of "B" group soils, the entire watershed was modeled with the following curve numbers:
Cover Condition SCS CN - HSG B
Impervious 98
Open 61 (Assume Good Condition)
Wooded 55 (Assume Good Condition)
MERCK VACCINE FACILITY
PRE DEVELOPMENT HYDROLOGIC
CALCULATIONS
FROM APPROVED DESIGN CALCULATIONS DATED JUNE 18, 2004
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
I N l/ l 1 ?LL3N9VJP

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.x?'t non •
t : L'UOUta 'Wrl Pq:RO:9 tinn7;171Y '6Mp^tAepaid-xnn nHaw\ubisen.puor{ I1RU114'RuoISIA9M Hl(Z\4)4n\uuoicinonnn-M:iw\Mawrsioefola\:,?w
MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Pre-Development-Subbasin #1 5/27/2004
I.StS( 1Kll-At 11M W,
Cover Condition SCS CN Comments
Impervious 98
_____Open 61 Assume good condition
Wooded 55 Assume good condition
Sub-basin #1
A. Watershed Breakdown
Total Sub-basin Area = 82.05 acres
On-site Area = 64.63 acres
Off-site Area= 17.42 acres
Contributing Area SCS CN Area [acres] Comments
On-site open 61 1.63 Assume good condition
On-site impervious 98 0.00
On-site wooded 55 63.01 Assume good condition _
On-site pond _
? 100 0.00 _ W
Off--site o en 61 1.61 Assume good condition
Off-site impervious 98 0.82 u
Off-site wooded 55 14.98 Assume good condition
Off-site Pond 100 0.00
Total area = 82.05
0.1282
Composite SCS CN = 56
% Impervious = 1.00%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 50
Height = 1
Slope = 0.0200
Manning's n = 0.40
P (2-year/24-hour) = 3.6
Segment Time = 11.63
Segment 3: Channel Flow
Length = 506
Height = 2.1
Slope = 0.0042
Manning's n = 0.045
Flow Area = 4.00
W. Perimeter = 6.00
Channel Velocity = 1.63
Segment Time = 5.18
acres
sq.mi.
Segment 2: Concentrated Flow
ft Length = 116 ft
ft Height = 8.1 ft
ft/ft Slope = 0.0698 ft/ft
Woods - light underbrush Paved ? = No
inches (Durham, NC) Velocity = 4.26 ft/sec
minutes Segment Time = 0.45 minutes
Segment 4: Channel Flow
ft Length = 34 ft
ft Height = 0.4 ft
ft/ft Slope = 0.0118 ft/ft
Natural Channel Manning's n = 0.013 RCP
sf (Assume 2'x 2' Channel) Flow Area = 4.91 sf (Assume 30" RCP)
ft (Assume 2'x 2' Channel) W. Perimeter = 7.85 ft (Assume 30" RCP)
ft/sec Channel Velocity = 9.09 ft/sec
minutes Segment Time = 0.06 minutes
MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Pre-Development-Subbasin #1 5/27/2004
Segment 5: Channel Flow Segment 6: Channel Flow
Length = 591 ft Length = 2299 It
Height = 10 ft Height = 25 It
Slope = 0.0169 ft/ft Slope = 0.0109 ft/ft
Manning's n = 0.045 Natural Channel Manning's n = 0.045 Natural Channel
Flow Area = 9.00 sf (Assume Y x 3' Channel) Flow Area = 16.00 sf (Assume 4'x 4' Chanr
W. Perimeter = 9.00 ft (Assume Y x 3' Channel) W. Perimeter= 12.00 It (Assume 4'x 4' Chanr
Channel Velocity = 4.31 ft/sec Channel Velocity = 4.18 ft/sec
Segment Time = 2.29 minutes Segment Time = 9.16 minutes
Time of Concentration = 28.77 minutes
SCS Lag Time = 17.26 minutes (SCS Lag = 0.6* Tc)
= 0.2877 hours
Time Increment = 5.01 minutes (= 0.29*SCS Lag)
MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Pre-Development-Subbasin #2 5/26/2004
1. IN( 11 ( [ I:A I: N1 11R1 k11
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume ood condition
Wooded 55 Assume good condition
II 1'121: IQ \ I LO1'\11 Nl
_> Sub-basin #2
A. Watershed Breakdown
Total Sub-basin Area = 99.00 acres
On-site Area = 89.51 acres
Off-site Area = 9.49 acres
Contributing Area SCS CN Area [acres] Comments
On-site open 61
? 0.00 Assume good condition
On-site impervious 98 0.00 -
On-site wooded 55 89.51 Assume good condition
On-site and 100
? 0.00
Off-site open 61 _ 0.00 Assume good condition_
Off-site impervious 98 0.00
Off-site wooded 55 9.49 Assume good condition
Off-site Pond 100 0.00
Total area = 99.00 acres
0.1547 sq.mi.
Composite SCS CN = 55
% Impervious = 0.00%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment]: Overland Flow
Length = 50 ft
Height = I ft
Slope = 0.0200 ft/ft
Manning's n = 0.40 Woods - light underbrush
P (2-year/24-hour) = 3.6 inches (Durham, NC)
Segment Time = 11.63 minutes
Segment 3: Channel Flow
Length = 3709 ft
Height = 81.81 ft
Slope = 0.0221 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 9.00 sf (Assume Y x 3' Channel)
W. Perimeter = 9.00 ft (Assume Y x 3' Channel)
Channel Velocity= 4.92 ft/sec----
Segment Time = 12.57 minutes
Segment 2: Concentrated Flow
Length = 426 ft
Height = 24.2 ft
Slope = 0.0568 ft/ft
Paved ? = No
Velocity = 3.85 ft/sec
Segment Time = 1.85 minutes
Time of Concentration = 26.05 minutes
SCS Lag Time = 15.63 minutes (SCS Lag = 0.6* Tc)
= 0.2605 hours
Time Increment = 4.53 minutes (= 0.29*SCS Lag)
MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Pre-Development-Subbasin #3 5/26/2004
t. 11( ti Ut I11 F. Al N110 l:,
Cover Condition SCS CN Comments
Impervious 98
O en 61 Assume good condition
Wooded 55 Assume good condition
H. PRE-Ut,? i'll OPNIEN'l
_> Sub-basin #3
A. Watershed Breakdown
Total Sub-basin Area = 13.66 acres
On-site Area = 13.66 acres
Off-site Area = 0 acres
Contributing Area SCS CN Area [acres] Comments
On-site open 61 0.00 ___Assume ?o od condition ^T„T
On-site impervious 98 0.00
On-site wooded 55 13.66 Assume good condition

__.__..On-sit_pond
Off-site open
._.e._...._..100_.
61
0.00
0.00 _ _.,

_ Assume good condition
Off--site i pervious 98 0.00

Off-site wooded
55
0.0_0_ m _
Assum?_pod condition
Off-site Pond 100 0.00
Total area = 13.66 acres
0.0213 sq.mi.
Composite SCS CN = 55
% Impervious = 0.00%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 50 ft
Height = 2.3 ft
Slope = 0.0460 ft/ft
Manning's n = 0.40 Woods - light underbrush
P (2-year/24-hour) = 3.6 inches (Durham, NC)
Segment Time = 8.33 minutes
Segment 3: Channel Flow
Length = 670 It
Height = 63.05 It
Slope = 0.0941 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 4.00 sf (Assume 2'x 2' Channel)
W. Perimeter = 6.00 ft (Assume Tx 2' Channel)
Channel Velocity = 7.75 ft/sec
Segment Time = 1.44 minutes
Segment 2: Concentrated Flow
Length = 102 It
Height = 12.2 ft
Slope = 0.1196 ft/ft
Paved ? = No
Velocity = 5.58 ft/sec
Segment Time = 0.30 minutes
Time of Concentration = 10.08 minutes
SCS Lag Time = 6.05 minutes (SCS Lag = 0.6* Tc)
= 0.1008 hours
Time Increment = 1.75 minutes (= 0.29*SCS Lag)
MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Pre-Development-Sub basin #4 5/26/2004
I SCS CI I:\'E NUMUR
Cover Condition SCS CN Comments
Impervious 98
---Open 61 Assume good condition
Wooded 55 Assume good condition
IL 1'I:I.-Ilt;1I:I,UI'Jlf\7'
=> Sub-basin #4
A. Watershed Breakdown
Total Sub-basin Area = 16.66 acres
On-site Area = 16.66 acres
Off-site Area = 0 acres
Contributing Area SCS CN Area [acres] Comments b
_On-site open
? mm 61 0.00 Assume good condition
5 site im ervious 98 0.00
On-site wooded 55 16.66 Assume good condition
On-site pond 100 0.00
Off site o en 61 0.00 Assume good condition
Off-site impervious 98 0.00
Off-site wooded 55 0.00 Assume good condition
Off-site Pon d 100 0.00
Total area = 16.66 acres
0.0260 sq.mi.
Composite SCS CN = 55
% Impervious = 0.00%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 50 ft
Height = 1 ft
Slope = 0.0200 ft/ft
Manning's n = 0.40 Woods - light underbrush
P (2-year/24-hour) = 3.6 inches (Durham, NC)
Segment Time = 11.63 minutes
Segment 3: Channel Flow
Length = 818 ft
Height = 52.26 ft
Slope = 0.0639 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 4.00 sf (Assume 2'x 2' Channel)
W. Perimeter = 6.00 ft (Assume 2'x 2' Channel)
Channel Velocity = 6.39 ft/sec
Segment Time = 2.13 minutes
Segment 2: Concentrated Flow
Length = 387 ft
Height = 32 ft
Slope = 0.0827 ft/ft
Paved ? = No
Velocity = 4.64 ft/sec
Segment Time = 1.39 minutes
Time of Concentration = 15.15 minutes
SCS Lag Time = 9.09 minutes (SCS Lag = 0.6* Tc)
= 0.1515 hours
Time Increment = 2.64 minutes (= 0 29*SCS Lag)
MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Pre-Development-Subbasin #5 5/26/2004
t. ?(S l l R\ 1 NI NIM,R"
Cover Condition SCS CN Comments
Impervious 98
Open 61
_ Assume good condition
Wooded 55 Assume good condition
tt. I'Kf:-I11?`I:I UI'tiII N7
_> Sub-basin #5
A. Watershed Breakdown
Total Sub-basin Area = 43.64 acres
On-site Area = 43.29 acres
Off-site Area = 0.35 acres
Contributing Area SCS CN Area [acres] Comments
_On-site open 61
? 0.00 Assume good condition
On-site impervious 98 0.00
On-site wooded 55 43.2 9 Assume good condition
On-site pond
Off-site open 100
61 0.00
0.00
Assume ood condition TM
_Off=site im ep rvious 98 _ _
_ 0.00
Off-site wooded _55_ 0.35 - Assume good condition
Off-site Pond 100 0.00
Total area = 43.64 acres
0.0682 sq.mi.
Composite SCS CN = 55
% Impervious = 0.00%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 50 ft
Height = 1 ft
Slope = 0.0200 Wit
Manning's n = 0.40 Woods - light underbrush
P (2-year/24-hour) = 3.6 inches (Durham, NC)
Segment Time = 11.63 minutes
Segment 3: Channel Flow
Length = 1336 ft
Height = 51.6 ft
Slope = 0.0386 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 4.00 sf (Assume 2'x 2' Channel)
W. Perimeter = 6.00 ft (Assume Tx 2' Channel)
Channel Velocity = 4.97 ft/sec
Segment Time = 4.48 minutes
Segment 2: Concentrated Flow
Length = 839 It
Height = 40.2 ft
Slope = 0.0479 ft/ft
Paved ? = No
Velocity = 3.53 ft/sec
Segment Time = 3.96 minutes
Time of Concentration = 20.07 minutes
SCS Lag Time = 12.04 minutes (SCS Lag = 0.6* Tc)
= 0.2007 hours
Time Increment = 3.49 minutes (= 0.29*SCS Lag)
HEC-HMS Project: MER-04000 Basin Model: SIA -
J Z Ubbasin-
(.:. „ab sin--
??;bbasin-u
?11 &ibhasin-4
HMS * Summary of Results
Project MER-04000 Run Name : Pre - 1
Start of Run 21May04 0000 Basin Model SIA - Predevt
End of Run 22May04 0000 Met. Model RDU - 1 Year
Execution Time 26May04 0947 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 5.9540 21 May 04 1219 1.4786 0.128
Subbasin-2 5.7033 21 May 04 1218 1.5827 0.155
Subbasin-3 1.3809 21 May 04 1205 0.21998 0.021
Subbasin-4 1.3273 21 May 04 1208 0.26773 0.026
Subbasin-5 2.9000 21 May 04 1212 0.70023 0.068
HMS * Summary of Results
Project HER-04000 Run Name : Pre - 2
Start of Run 21May04 0000 Basin Model SIA - Predevt
End of Run 22May04 0000 Met. Model RDU - 2 Year
Execution Time 26May04 0948 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 18.717 21 May 04 1227 2.8153 0.128
Subbasin-2 20.297 21 May 04 1225 3.1036 0.155
Subbasin-3 4.1463 21 May 04 1212 0.42984 0.021
Subbasin-4 4.3374 21 May 04 1216 0.52372 0.026
Subbasin-5 10.100 21 May 04 1220 1.3713 0.068
HMS * Summary of Results
Project MER-04000 Run Name : Pre - 10
Start of Run 21May04 0000 Basin Model SIA - Predevt
End of Run 22May04 0000 Met. Model RDU - 10 Year
Execution Time 26May04 0948 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 73.208 21 May 04 1223 8.4295 0.128
Subbasin-2 86.012 21 May 04 1221 9.6195 0.155
Subbasin-3 17.513 21 May 04 1209 1.3305 0.021
Subbasin-4 18.459 21 May 04 1213 1.6218 0.026
Subbasin-5 42.911 21 May 04 1217 4.2481 0.068
POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
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MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post Development - Subbasin 1 1/13/2011
1. SCS CIiRVE Nt NIBERS
Coccr Condition I SOS CN ?Comments
Impuuous 98
Open 61 Assume good condition
wooded 55 ?-- Assume good condition
11. POST DEVELOPMENT
_=> Subbasin #1
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] ( Comments
Onsite impervious rt 98 _ 0.27 _ ?_._.
Onsite open 61
? 3.29 Assume good conditio_n-
Onsite wooded 55 57.51 Assume good condition
on n...-
Onsite pond 100 0.00
Off site impervious 98 1.61 -
Offsite open ?61 } 1.68 Assume good condition
Offsite woodd 55 14.18 Assume good condition
?Offsrte pond---'-
100
?
0 0.00
?? ??
Tarea =
Total 78.54 acres
0.1227 sq.mi.
Composite SCS CN = 56
% Impervious = 2.4%
B. Time of Concentration Information
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 50 ft Length = 116 ft
Height = 1 ft Height = 8.1 ft
Slope = 0.0200 ft/ft Slope = 0.0698 ft/ft
Manning's n = 0.40 woods - light underbrush Paved ? = No
P (2-year/24-hour) = 3.6 inches (Durham, NC) Velocity = 4.26 ft/sec
Segment Time = 11.63 minutes Segment Time = 0.45 minutes
Segment 3: Channel Flow Segment 4: Channel Flow
Length = 506 ft Length = 81 ft
Height = 2.1 ft Height = 0.6 ft
Slope = 0.0042 ft/ft Slope = 0.0074 ft/ft
Manning's n = 0.045 natural channel Manning's n = 0.013 RCP
Flow Area = 4.00 sf (assume 2'x 2' channel) Flow Area = 4.91 sf (assume 30" RCP)
Wetted Perimeter = 6.00 ft (assume 2'x 2' channel) Wetted Perimeter = 7.85 ft (assume 30" RCP)
Channel Velocity = 1.63 ft/sec Channel Velocity = 7.21 ft/sec
Segment Time = 5.14 minutes Segment Time = 0.19 minutes
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post Development - Subbasin 1 1/13/2011
Segment 5: Channel Flow
Length = 515
Height= 9.8
Slope = 0.0190
Manning's n = 0.045
Flow Area = 9.00
Wetted Perimeter= 9.00
Channel Velocity = 4.57
Segment Time = 1.88
Segment 6: Channel Flow
ft Length = 2299
ft Height = 25
ft/ft Slope = 0.0109
natural channel Manning's n = 0.045
sf (assume Y x 3' channel) Flow Area = 16.00
ft (assume Y x 3' channel) Wetted Perimeter = 12.00
ft/sec Channel Velocity = 4.18
minutes Segment Time = 9,16
ft
ft
ft/ft
natural channel
sf (assume 4' x 4' channel)
ft (assume 4'x T channel)
ft/sec
minutes
Time of Concentration = 28.49 minutes
SCS Lag Time = 17.09 minutes (SCS Lag = 0.6* Tc)
0.2849 hours
Time Increment = 4.96 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post Development - Subbasin 2 - To S Wetland 1/13/2011
1. SCS CURVE, NUMBERS
?. 'emu n
Cover Condition SCS_CN Comments
Impervious 98? e
Open 61 Assume good condition
Wooded 55 Assume good condition
It. POS"E DEN7F1LOP.NIEN7'
_=> Subbasin #2 - To S Wetland
A. Watershed Breakdown
Contributing lrea SCS CN Area [acres] Comments
--Onsite impervious 98 14.68
Onsite open 61 5.41 Assume good condition
Onsite wooded 55? 3.52 Assume good condon
Onsite pond 100 1.00 Area at top of dam
Offsge impervious 98 0.00
Offsite o en 61 0 00 4ssume ood condition
Offsite wooded 55 0.00 Assume good
good condition
Offsite pond 100 0.00 _
Total area = 24.61 acres
0.0385 sq.mi.
Composite SCS CN = 84
% Impervious = 59.7%
B. Time of Concentration Information
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post Development - Subbasin 2 - To SE Wetland 1/13/2011
1. SC:S ('I'RVI" NUMBERS
Cover Condition SCS CN Comments
In r"10 us
_ Open _ _ 61 _ Assume_good condition
Wooded _ 55? Assume good condition
It. POST I)EVELOPiME,Nf
_> Subbasin #2 - To SE Wetland
A. Watershed Breakdown
Contributing Area SCS CN 1rra jacres] Comments
Onsite impervious
nsa__ 98
__. > 34
Offsite open 61 1.14 Assume good condition
Onsite wooded 55 0.00 Assume good condition
Onsite pond 100 0.55 Area at top of dam
??
Offsite impervious 96 --? ?? -? 0.00 Offsite open _1 61
Offsite wooded _55
Offsite pond 100
Total area = 5.08
0.0079
Composite SCS CN = 90
% Impervious = 65.7%
B. Time of Concentration Information
0.00 Assume good condition
0.00 Assume good condition
0.00 ?- _._.. __ _
acres
sq.mi.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post Development - Subbasin 2 - Bypass 1/13/2011
Segment l: Overland Flow
Length = 50 ft
Height = 2 ft
Slope = 0.0400 ft/ft
Manning's n = 0.40 woods - light underbrush
P (2-year/24-hour) = 3.6 inches (Durham, NC)
Segment Time = 8.81 minutes
Segment 2: Concentrated Flow
Length = 558 ft
Height = 33 ft
Slope = 0.0591 ft/ft
Paved ? = No
Velocity = 3.92 ft/sec
Segment Time = 237 minutes
Segment 3: Channel Flow
Length = 2381 ft
Height = 48.81 ft
Slope = 0.0205 ft/ft
Manning's n = 0.045 natural channel
Flow Area = 9.00 sf (assume Y x 3' channel)
Wetted Perimeter = 9.00 ft (assume Y x 3' channel)
Channel Velocity = 4.74 ft/sec
Segment Time = 8.37 minutes
Contributing Area SCS CN Area (acres] Comments
-Onsite impervious 98 0.27
Onsite open 61.__._ 2.70 Assume good condition
1. SCS CVRVE NUMBERS
Cover Condition SCS C_N CUminlnls _
Impervious 98
Open 61 A?sumc good condition
Wooded 55 Assume good Condition
II. POST DI:VELOPMEN1'
_> Subbasin #2 - Bypass
A. Watershed Breakdown
Onsite wooded 55 55 Assume good condition
?.
___ Onsite?ond . _ _
..._ ".
_..__._ . _
__._1_00..___ __,
...._ m
-..____.0:0__ _..
___.
-
Offsite impervious J 98 0.00
Offsite open i 61 0 45 Assume good condition
Oftsite wooded 55
-
, 8.87 Assume good condition
Offsite pond 1 n 1 0 00
Total area = 74.84 acres
0.1169 sq.mi.
Composite SCS CN = 55
% Impervious = 0.4%
B. Time of Concentration Information
Time of Concentration = 19.55 minutes
SCS Lag Time = 11.73 minutes (SCS Lag = 0.6* Tc)
= 0.1955 hours
Time Increment = 3.40 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post Development - Subbasin 3 - To W Wetland 1/20/2011
L SCS CURVE NUMBERS
CON 'Tr Condition I SCS (A 1 ? Ciml nents
?tt Impervious _ 98 _
Open 61 Assume good condition
ooded 55 `Assume good condition
11. POST DEVELOPMENT
__> Subbasin #3 - To W Wetland
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] i Comments
Onsite impervious 98 25
Onsrte open 61 6 21 Assume good condition
Onsite wooded 55 3 73 Assume good condition
Area at top of dam
Onsite pond 100 0.8i
Offs?te us 98 0.00
Offsrte open 61 0.00 Assume good condition
Offsite wooded 55 0.00 Assume good condition
Offsite pond 100 0.00
Total area = 16.00 acres
0.0250 sq.mi.
Composite SCS CN = 74
% Impervious = 32.8%
B. Time of Concentration Information
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post Development - Subbasin 3 - Bypass 1/13/2011
1. SCS CURVE NFNIBERS
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assuric good condition
??? Wooded -55 Assume good condition
11. POST DEVELOPMENT
_=> Subbasin #3 - Bypass
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious _ 98 _ 0.00__,___.__
_ _On_site open 61 1.51 Assume good condition
Onsite wooded 55 3.07 Assume good condition
_Onsite pond 100 0.00 Area at top of dame
Offsite impervious 98 0.00
._
Offsite open 61 0.00 Assume good condition
Offsac wooded f 55 ono ) Assume good condition
Off.site pond 100 0.00 I
Total area = 4.58
0.0072
Composite SCS CN = 57
% Impervious = 0.0%
B. Time of Concentration Information
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
acres
sq.mi.
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post Development - Subbasin 4 1/13/2011
1. SCS CIRNT NUMBERS
Cover Condition SCS CN T Commenls
r% 10U, 'A I
Open 61 Assume good condition
Woodal 55 Assume good condition
11. POST DEVELOPMENT
_=> Subbasin #4
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00
Onsite open 61 _ 0.64n Assume good condition
Onsite_woo_ded _ 55 0.42 Assume good condition
Onsite pond _ 100 0.00 _ A.ree at tM(f dam
Offsite impervious _ 98 0.00 -
Offsite open j 61 0.00 Assume good condition
t ttfs,te wooded » 0.00 Assume good condition
Onsite pond 100 0 00
Total area = 1.06 acres
0.0017 sq.mi.
Composite SCS CN = 59
% Impervious = 0.0%
B. Time of Concentration Information
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post Development - Subbasin 5 - To N Wetland 1/13/2011
1. SCS CURVE NUMBERS
Cover Condition SCS CN Cmnnients
Impervious 98
Open 61 j Assume good condition
Wnodcd ?5 Assume good condition
11. POST DEVELOPMENT
==> Subbasin #5 - To N Wetland
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 10.09
Onsite open M 61 5.71 m Assume good condition
Onsite wooded 55 3.85 Assume good condition
Onsite pond 100 1.01 Area at top of dam
Offsrte tmpervi0us_ [ 98 0.00
Offsite open 61 0 0 1 ( Assume good condition
OIkole wooded 55 0 00 Assume good condition
-? Ottsitepond ? I(10 0,00 I
Total area = 20.67 acres
0.0323 sq.mi.
Composite SCS CN = 80
% Impervious = 48.8%
B. Time of Concentration Information
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post Development - Subbasin 5 - To NW Wetland 1/13/2011
1. SCS CURVE; NCUMURS
CoN er Condition ! SCS CN Comments
„- lolls 98
Open 61 mmT Assume good condition
\V00dcd 55 Assume good condition
1I. POST DEVELOPNIENT
==> Subbasin #5 - To NW Wetland
A. Watershed Breakdown
Contributing Area SCS CN
_Onsite impervious 98
Onsite open 61
?
Onsite wooded
y 55 _
w
w?
Onsite pond _?
_ 100 w
?
Offsite impervious 98
()ftsite open 61
Ollsite wooded 55
Offsite pond 10o
Total area = 8.34
0.0130
Composite SCS CN = 82
% Impervious = 40.6%
B. Time of Concentration Information
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
Area [acres] ( Comments
3.39
2.83 Assume good condition
0.68 Assume good condition
_
1.44 Area at top of dam

U-00
Assume good condition
0.00 Assume good condition
0.00
acres
sq.mi.
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post Development - Subbasin 5 - Bypass 1/13/2011
1. SCS CURVE NUMBERS
Cover o ? ? ? --C
Condition SCS C N ? omments
-Impervious 98 {
Open 61
Wooded Ass good condition
oded 55 Assume good condition
11. POST DEVI'LOPMENT
==> Subbasin #5 - Bypass
A. Watershed Breakdown
Contributing Area SCS CN Area [acres[ Comments
Onsite impervious 98 0.00
Onsite open 61 2.44 Assume good condition
o-Onsite wooded 55 18.40 Assume good condition
Onsite pond _ 100 0.00
Offsit impervious 98 0.00
Offsite open 61 0 00 Assume good condition
Oftsrte wooded 55 0.13 Assume good condition
Offsite pond ! 100 ? ? ??? ? -
Total area = 21.17 acres
0.0331 sq.mi.
Composite SCS CN = 56
% Impervious = 0.0%
B. Time of Concentration Information
Segment 1: Overland Flow
Length = 50 ft
Height = I ft
Slope = 0.0200 ft/ft
Manning's n = 0.40 woods - light underbrush
P (2-year/24-hour) = 3.6 inches (Durham, NC)
Segment Time = 11.53 minutes
Segment 3: Channel Flow
Length = 1336 ft
Height = 51.6 ft
Slope = 0.0386 ft/ft
Manning's n = 0.045 natural channel
Flow Area = 4.00 sf (assume 2'x T channel)
Wetted Perimeter = 6.00 ft (assume 2'x 2' channel)
Channel Velocity = 497 ft/sec
Segment Time = 4.48 minutes
Segment 2: Concentrated Flow
Length = 839 ft
Height = 40.2 ft
Slope = 0.0479 ft/ft
Paved ? = No
Velocity = 3.53 ft/sec
Segment Time= 3.96 minutes
Time of Concentration = 20.07 minutes
SCS Lag Time = 12.04 minutes (SCS Lag = 0.6* Tc)
= 0.2007 hours
Time Increment = 3.49 minutes (= 0.29*SCS Lag)
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Project: MER-10020 Simulation Run: POST Q1
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 1 YR
Compute Time: 20Jan2011, 10:28:07 Control Specifications: 1 minute dT
Hydrologic
Element Drainage Are
(M12) Peak Dischar
(CFS) Time of Peak Volume
(IN)
Subbasin 1 0.1227 5.73 23Jan2008, 12:19 0.22
To S Wetland 0.0385 61.99 23Jan2008, 11:56 1.51
S Wetland 0.0385 0.45 24Jan2008, 00:01 0.21
Sub 2 Bypass 0.1169 5.05 23Jan2008, 12:11 0.19
Reach-1 0.0000 0.00 23Jan2008, 00:00
Reach-2 0.0000 0.00 23Jan2008, 00:00
Subbasin 2 0.1169 5.05 23Jan2008, 12:11 0.19
To SE Wetland 0.0079 16.32 23Jan2008, 11:56 1.98
SE Wetland 0.0079 0.14 24Jan2008, 00:01 0.34
To W Wetland 0.0250 23.61 23Jan2008, 11:57 0.91
W Wetland 0.0250 0.15 24Jan2008, 00:01 0.10
Sub 3 Bypass 0.0072 1.04 23Jan2008, 12:01 0.25
Subbasin 3 0.0322 1.13 23Jan2008, 12:01 0.13
Subbasin 4 0.0017 0.36 23Jan2008, 12:00 0.30
Sub 5 Bypass 0.0331 1.91 23Jan2008, 12:11 0.22
To N Wetland 0.0323 42.91 23Jan2008, 11:57 1.25
N Wetland 0.0323 0.39 24Jan2008, 00:01 0.22
Reach-3 0.0323 0.39 24Jan2008, 00:01 0.22
To NW Wetland 0.0130 19.05 23Jan2008, 11:57 1.38
NW Wetland 0.0130 0.21 24Jan2008, 00:01 0.29
Subbasin 5 0.0784 2.37 23Jan2008, 12:11 0.23
Project: MER-10020 Simulation Run: POST Q2
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 2 YR
Compute Time: 20Jan2011, 10:28:14 Control Specifications: 1 minute dT
Hydrologic
Element Drainage Are
(M12) Peak Dischar
(CFS) Time of Peak Volume
(IN)
Subbasin 1 0.1227 18.04 23Jan2008, 12:26 0.41
To S Wetland 0.0385 88.33 23Jan2008, 12:04 2.02
S Wetland 0.0385 0.51 24Jan2008, 00:01 0.25
Sub 2 Bypass 0.1169 17.54 23Jan2008, 12:20 0.38
Reach-1 0.0000 0.00 23Jan2008, 00:00
Reach-2 0.0000 0.00 23Jan2008, 00:00
Subbasin 2 0.1169 17.54 23Jan2008, 12:20 0.38
To SE Wetland 0.0079 22.40 23Jan2008, 12:04 2.54
SE Wetland 0.0079 0.68 23Jan2008, 14:59 0.65
To W Wetland 0.0250 36.47 23Jan2008, 12:05 1.31
W Wetland 0.0250 0.17 24Jan2008, 00:01 0.12
Sub 3 Bypass 0.0072 2.37 23Jan2008, 12:07 0.45
Subbasin 3 0.0322 2.47 23Jan2008, 12:07 0.20
Subbasin 4 0.0017 0.74 23Jan2008, 12:06 0.53
Sub 5 Bypass 0.0331 5.77 23Jan2008, 12:19 0.41
To N Wetland 0.0323 62.92 23Jan2008, 12:05 1.71
N Wetland 0.0323 0.46 24Jan2008, 00:01 0.26
Reach-3 0.0323 0.46 24Jan2008, 00:01 0.26
To NW Wetland 0.0130 27.54 23Jan2008, 12:05 1.86
NW Wetland 0.0130 0.25 23Jan2008, 21:37 0.35
Subbasin 5 0.0784 6.32 23Jan2008, 12:20 0.34
Project: MER-10020 Simulation Run: POST Q10
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 10 YR
Compute Time: 20Jan2011, 10:28:21 Control Specifications: 1 minute dT
Hydrologic
Element Drainage Are
(M12) Peak Dischar
(CFS) Time of Peak Volume
(IN)
Subbasin 1 0.1227 70.49 23Jan2008, 12:23 1.23
To S Wetland 0.0385 132.31 23Jan2008, 12:04 3.62
S Wetland 0.0385 15.52 23Jan2008, 12:34 1.60
Sub 2 Bypass 0.1169 74.60 23Jan2008, 12:16 1.17
Reach-1 0.0000 0.00 23Jan2008, 00:00
Reach-2 0.0000 0.00 23Jan2008, 00:00
Subbasin 2 0.1169 74.60 23Jan2008, 12:16 1.17
To SE Wetland 0.0079 30.86 23Jan2008, 12:04 4.24
SE Wetland 0.0079 8.62 23Jan2008, 12:18 2.34
To W Wetland 0.0250 64.16 23Jan2008, 12:05 2.67
W Wetland 0.0250 3.35 23Jan2008, 14:19 0.96
Sub 3 Bypass 0.0072 8.17 23Jan2008, 12:05 1.31
Subbasin 3 0.0322 8.32 23Jan2008, 12:05 1.04
Subbasin 4 0.0017 2.20 23Jan2008, 12:05 1.45
Sub 5 Bypass 0.0331 22.56 23Jan2008, 12:16 1.24
To N Wetland 0.0323 99.83 23Jan2008, 12:04 3.22
N Wetland 0.0323 5.57 23Jan2008, 13:51 1.24
Reach-3 0.0323 5.57 23Jan2008, 13:54 1.23
To NW Wetland 0.0130 42.45 23Jan2008, 12:04 3.42
NW Wetland 0.0130 0.34 24Jan2008, 00:01 0.49
1 Subbasin 5 0.0784 23.29 23Jan2008, 12:16 1.11
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MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future Development - Subbasin 1 1/13/2011
1. SCS Ct'RVE NUMBERS
a
Cover Condition SCS CN Comments
lmpervlous 98
Assume good condition N
Wooded 55 Assume good condition
It. FUTURE DEVELOP;MENI
==> Subbasin #1
A. Watershed Breakdown
Contributing Arca SCS CN Area jacresl Comments ?
Onsite impervious , 98 0127 _
Onsite open 61 3 21) Assume good condition
_
Onsrte wooded 55 s7 > 1 Assume good condition
Onsrte pond i 00 0.00
Offsite impervious 98 1.61
Offsite open 61 1.68 Assume good condition
Offsite wooded 55 14.18 Assume good condition
Offsrte pond 100 0.00
Total area = 78.54
0.1227
Composite SCS CN = 56
% Impervious = 2.4%
B. Time of Concentration Information
Segment 1: Overland Flow
Length = 50
Height = 1
Slope = 0.0200
Manning's n = 0.40
P (2-year/24-hour) = 3.6
Segment Time = 11,63
Segment 3: Channel Flow
Length = 506
Height = 2.1
Slope = 0.0042
Manning's n = 0.045
Flow Area = 4.00
Wetted Perimeter = 6.00
Channel Velocity = 1.63
Segment Time = 5.18
acres
sq.mi.
Segment 2: Concentrated Flow
ft Length = 116 ft
ft Height = 8.1 ft
41/11 Slope = 0.0698 ft/ft
woods - light underbrush Paved? = No
inches (Durham, NC) Velocity = 4.26 ft/sec
minutes Segment Time = 0.45 minutes
Segment 4: Charnel Flow
ft Length = 81 ft
ft Height = 0.6 ft
ft/ft Slope = 0.0074 ft/ft
natural channel Manning's n = 0.013 RCP
sf (assume 2'x 2' channel) Flow Area = 4.91 sf (assume 30" RCP)
ft (assume 2'x T channel) Wetted Perimeter = 7.85 ft (assume 30" RCP)
ft/sec Channel Velocity = 7.21 ft/sec
minutes Segment Time = 0.19 minutes
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future Development - Subbasin 1 1/13/2011
Segment 5. Channel Flow
Length = 515
Height = 9.8
Slope = 0.0190
Manning's n = 0.045
Flow Area = 9.00
Wetted Perimeter = 9.00
Channel Velocity = 4.57
Segment Time = 1.88
Segment 6. Channel Flow
ft Length = 2299
ft Height = 25
ft/ft Slope = 0.0109
natural channel Manning's n = 0.045
sf (assume Y x 3' channel) Flow Area = 16.00
ft (assume Y x 3' channel) Wetted Perimeter = 12.00
ft/sec Channel Velocity = 4.18
minutes Segment Time = 9.16
ft
It
ft/ft
natural channel
sf (assume 4'x 4' channel)
ft (assume 4'x 4' channel)
ft/sec
minutes
Time of Concentration = 28.49 minutes
SCS Lag Time = 17.09 minutes (SCS Lag = 0.6* Tc)
0.2849 hours
Time Increment = 4.96 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future Development - Subbasin 2 - To S Wetland 1/13/2011
1. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
Impervious
_. 98
Open 61 Assume good condition
Wooded 55 Assume good condition
IL FUTURE DEVELOPMENT

_> Subbasin #2 - To S Wetland

A. Watershed Breakdown

Contributing Area ( SCS CN Area [acres] Comments
?Onsrte impervious

Onsite open 98

61 15.00

5.15 ? _ _
____.-.
_ Assume good condition
Onsite wooded 55 3.46 Assume good condition
Onsite pond 100 1 00 Area at top of dam
Offsrte impervious 98 0.00
Offsite open 61 0.00 Assume good condition
_
ffsrte wooded
O 1 55 0.00 Assume good condition
_.
`_
_
Offsite pond 100 0 00 _
m
Total area = 24.61 acres
0.0385 sq.mi.
Composite SCS CN = 84
% Impervious = 61.0%
B. Time of Concentration Information
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future Development - Subbasin 2 - To SE Wetland 1/13/2011
1. SCS CURVE NUMBERS
Cover Condition V S(.ti (.N Comments
Impervious
wooded ?° .W__ .. _.
n ? 61 Assume good condition
Assume good condition
11. FUTURE DEVELOPMENT
_=> Subbasin #2 - To SE Wetland
A. Watershed Breakdown
Contributing Area SCSCN Are Jacres] Comments
Onfite impernous 98 _3.34
Onsite open 61 1.19
--__ Assume good condition
_d,s_.__
Onfite wooded 55 0.00 Assume good condition
Onsite pond 100 ? 0.5-5 Area at wp of dam ??
Offsiteimpervious_ 98
Offsite open 61 0.00 Assume good condition
Offsite wooded 55 0.00 Assume good condition
Offsite Dond 100 _ 0.00
Total area = 5.08 acres
0.0079 sq.mi.
Composite SCS CN = 90
% Impervious = 65.7%
B. Time of Concentration Information
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future Development - Subbasin 2 - Bypass 1/13/2011
L SCS CORVE Nt NIBERS
Cover C -iouwn -§ CN
Impervious 98 - Comments
_
Open 61 Assume good condition

m WoodedSS _
Assume good condition
II. FI?TCRE DEVELOPMENT
_=> Subbasin #2 - Bypass
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 n 0.27 -??
Onsite open 61 2.70_ Assume good condition
_Onsite wooded 55 62.55 Assume good condition
_ Onsite pond _ _ 100 0.0_0_ -
-m
Offsite impervious 98 W 0.00
Offsite oven ?61? 0.45 Assume good condition
Offsite wooded j 55 8.87 Assume good condition
Offsite?ond ? 100 0
Total area = 74.84 acres
0.1169 sq.mi.
Composite SCS CN = 55
% Impervious = 0.4%
B. Time of Concentration Information
Segment 1: Overland Flow
Length = 50 ft
Height = 2 ft
Slope = 0.0400 ft/ft
Manning's n = 0.40 woods - light underbrush
P (2-year/24-hour) = 3.6 inches (Durham, NC)
Segment Time = 8.81 minutes
Segment 3: Channel Flow
Length = 2381 ft
Height = 48.81 ft
Slope = 0.0205 ft/ft
Manning's n = 0.045 natural channel
Flow Area = 9.00 sf (assume Y x 3' channel)
Wetted Perimeter = 9.00 ft (assume Y x 3' channel)
Channel Velocity = 4.74 ft/sec
Segment Time = 837 minutes
Segment 2: Concentrated Flow
Length = 558 ft
Height = 33 ft
Slope = 0.0591 ft/ft
Paved ? = No
Velocity = 3.92 ft/see
Segment Time = 2.37 minutes
Time of Concentration = 19.55 minutes
SCS Lag Time = 11.73 minutes (SCS Lag = 0.6* Tc)
0.1955 hours
Time Increment = 3.40 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future Development - Subbasin 3 - To W Wetland 1/20/2011
1. SCS CURVE NUMBERS

CoN cr Condition j .
ti(S C\ .u?-
Comments
.
fmi)crvuxis 98 ?
Upcn Assume good condition
\Voodcd 55 Assume good condition
m, ,a
IL FUTURE DEVELOPMENT
__> Subbasin #3 - To W Wetland
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] a Comments
?Onsite impervious 98 4.65
Onsite open 61 ?_ 5.54 Assume good condition
Onfite wooded 55 2,22 Assume good condition
Ons?te and 100 0 81 ? ?_ Area at top of dam
Offsite im pervious 98 0.00
Offsite open 61 0.00 Assume good condition
Offsite wooded 55 0 00 Assume good condition
Offsite pond 100 0.00
Total area = 13.22 acres
0.0207 sq.mi.
Composite SCS CN = 75
% Impervious = 35.2%
B. Time of Concentration Information
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future Development - Subbasin 3 - Bypass 1/13/2011
1. SCS CURVE NUMBERS
Cover Condition j SCS Cif Comments
Impervious _ 98__ _ __
Open 61 Assume good condition
Wooded 55 Assume good condition
It. FUTURE l3EVELOPNI.F,NT
=_> Subbasin #3 - Bypnss
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00
Onsite open 61 1.51 Assume good conunion

Onsite wooded _
55
3.07 _
_
Assume good condition
Onsite pond_ 100 0.00 Area at top of dam
Offs
rte impervious 98 0.00
_
Offsite open 61 ()00
Assume good condition
Offsite wooded 55 0.1)()
Assume ood condition
Offsiteyond 100 0 OU
Total area = 4.58 acres
0.0072 sq.mi.
Composite SCS CN = 57
% Impervious = 0.0%
B. Time of Concentration Information
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future Development - Subbasin 4 1/13/2011
1. SCS CURVE NUMBERS
CON er Condition S(S ('\ tbmments
lmpcr\ious 1) S
Open 61 Assume good condition
NVOOded 55 Assume good condition
11. FUTURE DEVELOPMENT
==> Subbasin #4
A. Watershed Breakdown
Contributing Area SCS CN
Onsite impervious
w 98
?«
mm
Onsite open 61
Onsite wooded
w 55
-
Onsite pond 100
Offsite impervious 98
OfNrte open 61
Offs ite
wooded
___._._
55
ots;te ro„ 1 00
Total area = 1.06
0.0017
Composite SCS CN = 59
% Impervious = 0.0%
B. Time of Concentration Information
Area [acres] Comments
0.00
0.64 Assume good condition
_
0.42
? Assume good condition _
0 00 Area at top of dam
- 0 ob nsnme ?_ _ __

g
od condition
0.00 l,sume
good condition
0.00
acres
sq.mi.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future Development - Subbasin 5 - To N Wetland 1/13/2011
L S(5 CURVE NUMBERS
Cover Condition
?,
-
: SCS CN Comments
e
rv1
m
Open 61 Assume good. condition
Wooded 55 Assume good condition
11. FUTURE DEVELOPMENT

_=> Subbasin #5 - To N Wetland

A. Watershed Breakdown
Contributing Area SCS CN ( Area [acres] Comments
Onsite impervious 98 12.00
Onsite o en
_
p 61 2.59 Assume good condition
e
ood
Onsite wed 55 3.85 Assume good condition
Onsite nond 100 1.01 Area at top of dam
Offsite
Oftsite open f 61
offs rte wooded 55
Offsite nond 100
Total area = 19.46
0.0304
Composite SCS CN = 85
% Impervious = 61.7%
B. Time of Concentration Information
_._..?_... _. . .. ._
0.01 ,4ssume eood condition - _
0.00 Assume good condition
0.00
acres
sq.mi.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future Development - Subbasin 5 - To NW Wetland 1/13/2011
1. SCS CURVE N't'MBt:RS
ondition SCS_CN Comments
Cover Condition—
-Impelvlous 98 a?
Olen 61 _ Assume good condition
Wooded 555 Assume good condition
11. FUU1, RE DEVELOPMENT
_> Subbasin #5 - To NW Welland
A. Watershed Breakdown

Contributing :1rca SCS CN ? area jacresl ', mnments
OnSrte impervuniS 98 9.82
Onsite open
Onsite wooded 61
55 Li I
0.00 Assume good condition
Assume good condition -
_ Onsite pond 100_ 1.44
? Area at top of dam
mm
Offsite impervious 98 0.00
? -
Offsite open 61
Offsite wooded 55
Offsite pond 100
Total area = 12.37
0.0193
Composite SCS CN = 95
% Impervious = 79.4%
B. Time of Concentration Information
0-02_____ Assume good condition
ri n__..__ -
acres
sq.mi.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
MERCK VMF EXPANSION HYDROLOGIC CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future Development - Subbasin 5 - Bypass 1/13/2011
1. SC:S CURNL NC!MBERS

Cover Condition 'j SCSCN Comments
Impervious 98
Open 61
? Assume good condition
Wooded 55 Assume good condition
11. FUTURE DE 'FLOPNIL'NT
_> Subbasin #5 - Bypass
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00
Onsite open 61 2.41 Assume good condition
Onsite wooded 55 18.40 Assume good condition
+
_._. _rOnsite pond-__... - __1_00_ 0.00
Offsite impervious 98 0.00
Offsite open 61 0()0
i Assume good condition
Offsite wooded 55 0.33 Assume good condition
Offsite pond. 100

Total area = 21.14 acres
0.0330 sq.mi.
Composite SCS CN = 56
% Impervious = 0.0%
B. Time of Concentration Information
Segment 1: Overland Flow Segment 2: Con centrated Flow
Length = 50 ft Length = 839 ft
Height = 1 ft Height = 40.2 ft
Slope = 0.0200 ft/ft Slope = 0.0479 ft/ft
Manning's n = 0.40 woods - light underbrush Paved ? = No
P (2-year/24-hour) = 3.6 inches (Durham, NC) Velocity = 3.53 fusee
Segment Time = 11.63 minutes Segment Time = 3.96 minutes
Segment 3: Channel Flow
Length = 1336 ft
Height = 51.6 ft
Slope = 0.0386 ft/ft
Manning's n = 0.045 natural channel
Flow Area = 4.00 sf (assume 2'x 2' channel)
Wetted Perimeter = 6.00 ft (assume 2'x T channel)
Channel Velocity = 4.97 ft/sec
Segment Time = 4.48 minutes
Time of Concentration = 20.07 minutes
SCS Lag Time = 12.04 minutes (SCS Lag = 0.6* Tc)
= 0.2007 hours
Time Increment = 3.49 minutes (= 0.29*SCS Lag)

m
a ? t,y
T+ ? U
w
co
0
f6 [n
03
N
? n
_ Q
m n
>m t kc)
ctp N
Z ? 40
O ?
7
m 3
a
co
0
h;
N
N
3 N
CO)
S*1
Q
? 47
41
Q
a
Project: MER-10020 Simulation Run: FUTURE Q1
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE
End of Run: 24Jan2008, 00:01 Meteorologic Model: 1 YR
Compute Time: 13Jan2011, 16:45:39 Control Specifications: 1 minute dT
Hydrologic
Element Drainage Are
(M12) Peak Dischar
(CFS) Time of Peak Volume
(IN)
Subbasin 1 0.1227 5.73 23Jan2008, 12:19 0.22
Sub 2 Bypass 0.1169 5.05 23Jan2008, 12:11 0.19
Reach-1 0.0000 0.00 23Jan2008, 00:00
Reach-2 0.0000 0.00 23Jan2008, 00:00
Subbasin 2 0.1169 5.05 23Jan2008, 12:11 0.19
Sub 5 Bypass 0.0330 1.90 23Jan2008, 12:11 0.22
To N Wetland 0.0304 51.23 23Jan2008, 11:56 1.59
N Wetland 0.0304 0.43 23Jan2008, 20:19 0.26
Reach-3 0.0304 0.43 23Jan2008, 20:22 0.26
To NW Wetland 0.0193 46.65 23Jan2008, 11:56 2.45
NW Wetland 0.0193 0.35 24Jan2008, 00:01 0.36
Subbasin 5 0.0827 2.54 23Jan2008, 12:11 0.27
To S Wetland 0.0385 61.99 23Jan2008, 11:56 1.51
S Wetland 0.0385 0.45 24Jan2008, 00:01 0.21
To W Wetland 0.0207 20.82 23Jan2008, 11:57 0.96
W Wetland 0.0207 0.14 24Jan2008, 00:01 0.11
Sub 3 Bypass 0.0072 1.04 23Jan2008, 12:01 0.25
Subbasin 3 0.0279 1.12 23Jan2008, 12:01 0.15
To SE Wetland 0.0079 16.32 23Jan2008, 11:56 1.98
SE Wetland 0.0079 0.14 24Jan2008, 00:01 0.34
Subbasin 4 0.0017 0.36 23Jan2008, 12:00 0.30
Project: MER-10020 Simulation Run: FUTURE Q2
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE
End of Run: 24Jan2008, 00:01 Meteorologic Model: 2 YR
Compute Time: 13Jan2011, 16:45:44 Control Specifications: 1 minute dT
Hydrologic
Element Drainage Are
(M12) Peak Dischar
(CFS) Time of Peak Volume
(IN)
Subbasin 1 0.1227 18.04 23Jan2008, 12:26 0.41
Sub 2 Bypass 0.1169 17.54 23Jan2008, 12:20 0.38
Reach-1 0.0000 0.00 23Jan2008, 00:00
Reach-2 0.0000 0.00 23Jan2008, 00:00
Subbasin 2 0.1169 17.54 23Jan2008, 12:20 0.38
Sub 5 Bypass 0.0330 5.75 23Jan2008, 12:19 0.41
To N Wetland 0.0304 72.51 23Jan2008, 12:04 2.10
N Wetland 0.0304 0.49 24Jan2008, 00:01 0.30
Reach-3 0.0304 0.49 24Jan2008, 00:01 0.30
To NW Wetland 0.0193 62.38 23Jan2008, 12:04 3.04
NW Wetland 0.0193 0.39 23Jan2008, 23:18 0.40
Subbasin 5 0.0827 6.47 23Jan2008, 12:20 0.37
To S Wetland 0.0385 88.33 23Jan2008, 12:04 2.02
S Wetland 0.0385 0.51 24Jan2008, 00:01 0.25
To W Wetland 0.0207 31.83 23Jan2008, 12:05 1.37
W Wetland 0.0207 0.16 24Jan2008, 00:01 0.14
Sub 3 Bypass 0.0072 2.37 23Jan2008, 12:07 0.45
Subbasin 3 0.0279 2.46 23Jan2008, 12:07 0.22
To SE Wetland 0.0079 22.40 23Jan2008, 12:04 2.54
SE Wetland 0.0079 0.68 23Jan2008, 14:59 0.65
Subbasin 4 0.0017 0.74 23Jan2008, 12:06 0.53
Project: MER-10020 Simulation Run: FUTURE Q10
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE
End of Run: 24Jan2008, 00:01 Meteorologic Model: 10 YR
Compute Time: 13Jan2011, 16:45:50 Control Specifications: 1 minute dT
Hydrologic
Element Drainage Are
(M12) Peak Dischar
(CFS) Time of Peak Volume
(IN)
Subbasin 1 0.1227 70.49 23Jan2008, 12:23 1.23
Sub 2 Bypass 0.1169 74.60 23Jan2008, 12:16 1.17
Reach-1 0.0000 0.00 23Jan2008, 00:00
Reach-2 0.0000 0.00 23Jan2008, 00:00
Subbasin 2 0.1169 74.60 23Jan2008, 12:16 1.17
Sub 5 Bypass 0.0330 22.49 23Jan2008, 12:16 1.24
To N Wetland 0.0304 107.01 23Jan2008, 12:04 3.72
N Wetland 0.0304 9.91 23Jan2008, 12:35 1.61
Reach-3 0.0304 9.91 23Jan2008, 12:38 1.60
To NW Wetland 0.0193 81.09 23Jan2008, 12:04 4.79
NW Wetland 0.0193 0.49 24Jan2008, 00:01 0.52
Subbasin 5 0.0827 23.40 23Jan2008, 12:16 1.20
To S Wetland 0.0385 132.31 23Jan2008, 12:04 3.62
S Wetland 0.0385 15.52 23Jan2008, 12:34 1.60
To W Wetland 0.0207 54.92 23Jan2008, 12:05 2.76
W Wetland 0.0207 1.56 23Jan2008, 15:30 0.70
Sub 3 Bypass 0.0072 8.17 23Jan2008, 12:05 1.31
Subbasin 3 0.0279 8.31 23Jan2008, 12:05 0.86
To SE Wetland 0.0079 30.86 23Jan2008, 12:04 4.24
SE Wetland 0.0079 8.62 23Jan2008, 12:18 2
Subbasin 4 0.0017 2.20 23Jan2008, 12:05 1.45
DESIGN OF NOR TH STORMWA TER WETLAND
FROM APPROVED ASBUILT CALCULATIONS DATED MARCH 14, 2007 &
MODIFICATION PLANS PREPARED BY JACOBS ENGINEERING
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
MERCK VMF EXPANSION NORTH WETLAND J. ALDRIDGE, PE
MER-10020 9/20/2010
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
324.30 0.00 21277
325.00 0.70 _
23634 22456 15719 15719 0.73
326.00 1.70 26991 25313 25313 41031 1.66
327.00 2.70 30325 28658 28658 69689 2.61
328.00 3.70 33658 31992 31992 101681 3.61
329.00 4.70 37299 35479 35479 137159 4.67
330.00 5.70 40360 38830 38830 _ 175989
J 5.79
331.00 6.70 44000 42180 42180 218169 6.96
Storage vs. Stage
250000 - - __?_--- ----?
200000 y = 22830x1.163
R2 = 0.998 I
U-
150000
i
rn
2 100000
N
50000
i
0
0.00 2.00 4.00 6.00 8.00
Stage (feet)
Ks = 22830
b = 1.163
MERCK VMF EXPANSION NORTH WETLAND J. ALDRIDGE, PE
MER-10020 9/20/2010
Stage - Storage Function
Ks = 22830
b= 1.163
Zo = 324.30
Elevation
feet Storage
[cf] [acre-feet] 100-YR
324.30 0 0.000
324.40 1569 0.036
324.60 5629 0.129
324.80 10195 0.234
325.00 15078 0.346
325.20 20197 0.464
325.40 25506 0.586
325.60 30976 0.711
325.80 36585 0.840
326.00 42317 0.971
326.20 48161 1.106
326.40 54106 1.242
326.60 60144 1.381
326.80 66269 1.521
327.00 72474 1.664
327.20 78754 1.808
327.40 85106 1.954
327.60 91525 2.101
327.80 98007 2.250
328.00 104550 2.400
328.20 111151 2.552
328.40 117808 2.704
328.60 124517 2.859
328.80 131278 3.014
329.00 138088 3.170
329.20 144945 3.327
329.30 148391 3.407 0.000
329.40 151848 3.486 0.079
329.60 158796 3.645 0.239
329.80 165786 3.806 0.399
330.00 172818 3.967 0.561
330.20 179890 4.130 0.723
330.40 187001 4.293 0.886
330.60 194151 4.457 1.050
330.80 201337 4.622 1.215
331.00 208560 4.788 1.381
MERCK VMF EXPANSION NORTH WETLAND J. ALDRIDGE, PE
MER-10020 Post Development Analysis 1/13/2011
WETLAND SIZING CALCULATIONS
Source: Stormwater Best Management Practices. NCDWQ. April 1999.
Enter the drainage area characteristics ==>
Total drainage area to wetland = 20.67 acres
Total impervious area to wetland = 10.09 acres
Note The wetland must he sized to treat all impervious surface runoff draining into the pond,
not just the impervious surface from on-site development.
Drainage area = 20.67 acres @ 48.8% impervious
Estimate the surface area required at pond normal pool elevation ==>
Wetlands are based on a normal pool depth of = 3.0 feet (Per NCDENR Handbook)
From the DWQ BMP Handbook (4199), the required SA/DA ratio ==>
3.0 3.0 4.0
Lower Boundary => 40.0 1.73 1.43
Site % impervious => 48.8 2.02 2.02 1.69
Upper Boundary => 50.0 2.06 1.73

Therefore, SA/DA required = 2.02

Surface area required at normal pool = 18196 ft2
= 0.42 acres
Surface area provided at normal pool = 21277 ft2
MERCK VMF EXPANSION NORTH WETLAND J. ALDRIDGE, PE
MER-10020 Post Development Analysis 1/13/2011
Source: Stormwater Best Management Practices. NCDWQ. April 1999.
Determination of Water Quality Volume ==>
WQ v = (P) (R v) (A)/12
where,
WQv = water quality volume (in acre-ft)
RV = 0.05+0.009(1) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 20.67 acres
Impervious area = 10.09 acres
Percent impervious cover, I = 48.8 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.49
WQv= 0.84 acre-ft
- 36716 cf
Associated Depth in Wetland ==>
WQv= 36716 cf
Stage/Storage data:
Ks- 22830
b = 1.1630
Zo = 324.30
Volume in 1" rainfall = 36716 cf
Calculated values:
Depth of WQV in Basin = 1.50 ft
18.06 inches
Elevation = 325.80 ft
MERCK VMF EXPANSION NORTH WETLAND J. ALDRIDGE, PE
MER-10020 Post Development Analysis 1/13/2011
D orifice =
# orifices =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Orifice Invert =
WSEL @ 1" Runoff Volume =
3 inch
1
22830
1.163
0.60
324.30 feet
0 cf
324.30 feet
325.80 feet
WSEL
(feet) Vol. Stored
W) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
W) Incr. Time
(sec)
325.80 36716 0.277
325.67 33062 0.264 0.271 3654 13508
325.55 29464 0.250 0.257 3598 14012
325.42 25927 0.235 0.242 3537 14599
325.29 22456 0.219 0.227 3471 15297
325.16 19059 0.202 0.210 3397 16148
325.03 15745 0.183 0.192 3314 17224
324.90 12526 0.162 0.173 3218 18652
324.77 9420 0.138 0.150 3106 20696
324.64 6454 0.109 0.123 2967 24041
324.51 3672 0.063 0.086 2782 32318
Drawdown Time = 2.16 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 = 0.690 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of orifice = 0.049 sf
Q = 0.1963 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time -- 2.16 days
MERCK VMF EXPANSION NORTH WETLAND J. ALDRIDGE, PE
MER-10020 Future Development Analysis 1/13/2011
WETLAND SIZING CALCULATIONS
Source: Stormwater Best Management Practices. NCDWQ. April 1999.
Enter the drainage area characteristics ==>
Total drainage area to wetland = 19.46 acres
Total impervious area to wetland = 12.00 acres
Note The wetland must he sized to treat all impervious szoface runoff draining into the pond,
not just the impervious surface from on-site development.
Drainage area = 19.46 acres @ 61.7% impervious
Estimate the surface area required at pond normal pool elevation ==>
Wetlands are based on a normal pool depth of = 3.0 feet (Per NCDENR Handbook)
From the DWQ BMP Handbook (4199), the required SA/DA ratio ==>
3.0 3.0 4.0
Lower Boundary => 60.0 2.40 2.03
Site % impervious => 61.7 2.48 2.48 2.09
Upper Boundary => 70.0 2.88 2.40

Therefore, SA/DA required = 248

Surface area required at normal pool = 21022 ft2
= 0.48 acres
Surface area provided at normal pool = 21277 ftZ
MERCK VMF EXPANSION NORTH WETLAND J. ALDRIDGE, PE
MER-10020 Future Development Analysis 1/13/2011
Source: Stormwater Best Management Practices. NCDWQ. April 1999.
Determination of Water Quality Volume =>
WQ v = (P) (R v) (A)/12
where,
WQv = water quality volume (in acre-ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 19.46 acres
Impervious area = 12.00 acres
Percent impervious cover, I = 61.7 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.60
WQv = 0.98 acre-ft
= 42736 cf
Associated Depth in Wetland ==>
WQv = 42736 cf
Stage/Storage data:
Ks= 22830
b = 1.1630
Zo = 324.30
Volume in V rainfall = 42736 cf
Calculated values:
Depth of WQV in Basin = 1.71 ft
20.57 inches
Elevation = 326.01 ft
MERCK VMF EXPANSION NORTH WETLAND J. ALDRIDGE, PE
MER-10020 Future Development Analysis 1/13/2011
D orifice
# orifices
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Orifice Invert
WSEL @ 1" Runoff Volume
3 inch
1
22830
1.163
0.60
324.30 feet
0 cf
324.30 feet
326.01 feet
WSEL
(feet) Vol. Stored
W) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
326.01 42736 0.298
325.87 38483 0.283 0.290 4253 14644
325.72 34295 0.268 0.276 4188 15180
325.57 30177 0.253 0.261 4117 15804
325.42 26137 0.236 0.244 4040 16543
325.28 22183 0.218 0.227 3954 17441
325.13 18326 0.198 0.208 3857 18568
324.98 14580 0.176 0.187 3746 20052
324.83 10965 0.151 0.163 3615 22149
324.68 7512 0.120 0.135 3453 25501
324.54 4274 0.077 0.099 3238 32820
Drawdown Time = 2.30 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 = 0.795 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of orifice = 0.049 sf
Q= 0.2107 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.35 days
Type.... Outlet Input Data
Name.... NORTH - JACOBS
Page 1.01
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 324.30 ft
Increment = .20 ft
Max. Elev.= 331.00 ft
Spot Elevations, ft
324.30
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall
-- E1, ft
--------- E2, ft
---------
-----------------
Stand Pipe ----
RI -----
---> BA 329.300 331.000
Orifice-Circular SI ---> BA 324.300 331.000
Culvert-Circular BA ---> TW 321.590 331.000
Weir-XY Points ES ---> TW 330.000 331.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:35 AM 9/22/2010
Type.... Outlet Input Data
Name.... NORTH - JACOBS
Page 1.02
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type =
------------------- Stand Pipe
-----------------
# of Openings = 1
Invert Elev. = 329.30 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 324.30 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:35 AM 9/22/2010
Type.... Outlet Input Data
Name.... NORTH - JACOBS
Page 1.03
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
----------------
------------------
No. Barrels --
= 1
Barrel Diameter = 4.0000 ft
Upstream Invert = 321.59 ft
Dnstream Invert = 320.22 ft
Horiz. Length = 73.00 ft
Barrel Length = 73.01 ft
Barrel Slope = .01877 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .004925
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.151
T2 ratio (HW/D) = 1.297
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 326.19 ft ---> Flow = 87.96 cfs
At T2 Elev = 326.78 ft ---> Flow = 100.53 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:35 AM 9/22/2010
Type.... Outlet Input Data
Name.... NORTH - JACOBS
Page 1.04
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir-XY Points
------------------------------------
# of Openings = 1
WEIR X-Y GROUND POINTS
X, ft
--------- Elev, ft
---------
.00 331.00
9.11 330.00
58.72 330.00
62.92 330.46
66.90 331.00
Lowest Elev. = 330.00 ft
Weir Coeff. = 2.600000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:35 AM 9/22/2010
Type.... Composite Rating Curve
Name.... NORTH - JACOBS
Page 1.17
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- ---- ---- -- Converge ------- ---- --- -----------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contrib
------ uting Structures
------------------
--------
324.30 -------
.00 ------
Free -- -----
Outfall --
(no Q: RI,SI, BA,ES)
324.40 .02 Free Outfall SI,BA (no Q: RI,ES)
324.60 .10 Free Outfall SI,BA (no Q: RI,ES)
324.80 .15 Free Outfall SI,BA (no Q: RI,ES)
325.00 .18 Free Outfall SI,BA (no Q: RI,ES)
325.20 .21 Free Outfall SI,BA (no Q: RI,ES)
325.40 .23 Free Outfall SI,BA (no Q: RI,ES)
325.60 .26 Free Outfall SI,BA (no Q: RI,ES)
325.80 .28 Free Outfall SI,BA (no Q: RI,ES)
326.00 .30 Free Outfall SI,BA (no Q: RI,ES)
326.20 .31 Free Outfall SI,BA (no Q: RI,ES)
326.40 .33 Free Outfall SI,BA (no Q: RI,ES)
326.60 .35 Free Outfall SI,BA (no Q: RI,ES)
326.80 .37 Free Outfall SI,BA (no Q: RI,ES)
327.00 .38 Free Outfall SI,BA (no Q: RI,ES)
327.20 .39 Free Outfall SI,BA (no Q: RI,ES)
327.40 .41 Free Outfall SI,BA (no Q: RI,ES)
327.60 .43 Free Outfall SI,BA (no Q: RI,ES)
327.80 .43 Free Outfall SI,BA (no Q: RI,ES)
328.00 .45 Free Outfall SI,BA (no Q: RI,ES)
328.20 .46 Free Outfall SI,BA (no Q: RI,ES)
328.40 .47 Free Outfall SI,BA (no Q: RI,ES)
328.60 .48 Free Outfall SI,BA (no Q: RI,ES)
328.80 .50 Free Outfall SI,BA (no Q: RI,ES)
329.00 .51 Free Outfall SI,BA (no Q: RI,ES)
329.20 .52 Free Outfall SI,BA (no Q: RI,ES)
329.30 .52 Free Outfall SI,BA (no Q: RI,ES)
329.40 2.31 Free Outfall RI,SI,BA (no Q: ES)
329.60 9.83 Free Outfall RI,SI,BA (no Q: ES)
329.80 20.54 Free Outfall RI,SI,BA (no Q: ES)
330.00 33.64 Free Outfall RI,SI,BA (no Q: ES)
330.20 60.63 Free Outfall RI,SI,BA,E S
330.40 100.09 Free Outfall RI,SI,BA,E S
330.60 149.03 Free Outfall RI,SI,BA,E S
SfAf-?-DISGt??(16E cove
FiAt 1,Z, to'Y2 9P0T)1. "-
S/N:
Bentley PondPack (10.00.027.00) 11:36 AM
Bentley Systems, Inc.
9/22/2010
Type.... Composite Rating Curve
Name.... NORTH - JACOBS
Page 1.18
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- ------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft
- Contributing Structures
--------------------------
--------
330.80 -------
206.59 -------- ----
Free Outfall RI,SI,BA,ES
331.00 271.93 Free Outfall RI,SI,BA,ES
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:36 AM 9/22/2010
Project: MER-10020
Simulation Run: POST Q1 Reservoir: N Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 1 YR
Compute Time: 13Jan2011, 14:51:42 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 42.91 (CFS) Date/Time of Peak Inflow : 23Jan2008, 11:57
Peak Outflow : 0.39 (CFS) Date/Time of Peak Outflow : 24Jan2008, 00:01
Total Inflow : 1.25 (IN) Peak Storage : 1.78 (AC-FT)
Total Outflow : 0.22 (IN) Peak Elevation : 327.16 (FT)
Project: MER-10020
Simulation Run: POST Q2 Reservoir: N Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 2 YR
Compute Time: 13Jan2011, 14:51:49 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 62.92 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:05
Peak Outflow : 0.46 (CFS) Date/Time of Peak Outflow : 24Jan2008, 00:01
Total Inflow : 1.71 (IN) Peak Storage : 2.51 (AC-FT)
Total Outflow : 0.26 (IN) Peak Elevation : 328.15 (FT)
Project: MER-10020
Simulation Run: POST Q10 Reservoir: N Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 10 YR
Compute Time: 13Jan2011, 14:51:55 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 99.83 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 5.57 (CFS) Date/Time of Peak Outflow : 23Jan2008, 13:51
Total Inflow : 3.22 (IN) Peak Storage : 3.55 (AC-FT)
Total Outflow : 1.24 (IN) Peak Elevation : 329.49 (FT)
Project: MER-10020
Simulation Run: FUTURE Q1 Reservoir: N Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE
End of Run: 24Jan2008, 00:01 Meteorologic Model: 1 YR
Compute Time: 13Jan2011, 16:45:39 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 51.23 (CFS) Date/Time of Peak Inflow : 23Jan2008, 11:56
Peak Outflow : 0.43 (CFS) Date/Time of Peak Outflow : 23Jan2008, 20:19
Total Inflow : 1.59 (IN) Peak Storage : 2.15 (AC-FT)
Total Outflow : 0.26 (IN) Peak Elevation : 327.66 (FT)
Project: MER-10020
Simulation Run: FUTURE Q2 Reservoir: N Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE
End of Run: 24Jan2008, 00:01 Meteorologic Model: 2 YR
Compute Time: 13Jan2011, 16:45:44 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 72.51 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 0.49 (CFS) Date/Time of Peak Outflow : 24Jan2008, 00:01
Total Inflow : 2.10 (IN) Peak Storage : 2.92 (AC-FT)
Total Outflow : 0.30 (IN) Peak Elevation : 328.68 (FT)
Project: MER-10020
Simulation Run: FUTURE Q10 Reservoir: N Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 16:45:50 Control Specifications:
Volume Units: IN
Computed Results
Peak Inflow : 107.01 (CFS) Date/Time of Peak Inflow :
Peak Outflow : 9.91 (CFS) Date/Time of Peak Outflow
Total Inflow : 3.72 (IN) Peak Storage :
Total Outflow : 1.61 (IN) Peak Elevation :
FUTURE
10 YR
1 minute dT
23Jan2008, 12:04
23Jan2008, 12:35
3.65 (AC-FT)
329.60 (FT)
Type.... Outlet Input Data
Name.... NORTH - WC
Page 1.01
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 329.30 ft
Increment = .20 ft
Max. Elev.= 331.00 ft
Spot Elevations, ft
329.30
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Stand Pipe RI ---> BA 329.300 331.000
Culvert-Circular BA ---> TW 321.590 331.000
Weir-XY Points ES ---> TW 330.000 331.000
TW SETUP, DS Channel
WORST cAC- At-s'tltyS 1 S
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:15 PM 9/22/2010
Type.... Outlet Input Data
Name.... NORTH - WC
Page 1.02
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type =
- Stand Pipe
----------
------
----
--------------
# of Openings = -
1
Invert Elev. = 329.30 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:15 PM 9/22/2010
Type.... Outlet Input Data
Name.... NORTH - WC
Page 1.03
File.... X:\Project3\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
------------
-----------------
No. Barrels -------
= 1
Barrel Diameter = 4.0000 ft
Upstream Invert = 321.59 ft
Dnstream Invert = 320.22 ft
Horiz. Length = 73.00 ft
Barrel Length = 73.01 ft
Barrel Slope = .01877 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .004925
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.151
T2 ratio (HW/D) = 1.297
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At Tl Elev = 326.19 ft ---> Flow = 87.96 cfs
At T2 Elev = 326.78 ft ---> Flow = 100.53 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:15 PM 9/22/2010
Type.... Outlet Input Data
Name.... NORTH - WC
Page 1.04
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir-XY Points
------------------------------------
# of Openings = 1
WEIR X-Y GROUND POINTS
X, ft
--------- Elev, ft
---------
.00 331.00
9.11 330.00
58.72 330.00
62.92 330.46
66.90 331.00
Lowest Elev. = 330.00 ft
Weir Coeff. = 2.600000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:15 PM 9/22/2010
Type.... Composite Rating Curve
Name.... NORTH - WC
Page 1.08
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
-----
--------
329.30 --
.00
329.40 1.79
329.60 9.30
329.80 20.00
330.00 33.13
330.20 60.11
330.40 99.59
330.60 148.62
330.80 206.13
331.00 271.65
Notes
------ -- Converge - ------ -------
TW El ev Error
ft +/-ft Contributing
----------- Structures
------------
------
Free -- -----
Outfall ---
(no Q: RI,BA ,ES)
Free Outfall RIBA (no Q: ES)
Free Outfall RIBA (no Q: ES)
Free Outfall RIBA (no Q: ES)
Free Outfall RI,BA (no Q: ES)
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
STA<-1E - F>KCy(A Cuop-
"? CACRE eaJnw'
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:15 PM 9/22/2010
Project: MER-10020
Simulation Run: POST Q100 Reservoir: N Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 15:36:24 Control Specifications:
Volume Units: IN
Computed Results
Peak Inflow : 156.68 (CFS)
Peak Outflow : 143.21 (CFS)
Total Inflow : 5.62 (IN)
Total Outflow : 5.58 (IN)
POST - WC
100 YR
1 minute dT
Date/Time of Peak Inflow : 23Jan2008, 12:04
Date/Time of Peak Outflow : 23Jan2008, 12:06
Peak Storage : 1.03 (AC-FT)
Peak Elevation : 330.58 (FT)
Project: MER-10020
Simulation Run: FUTURE Q100 Reservoir: N Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE - WC
End of Run: 24Jan2008, 00:01 Meteorologic Model: 100 YR
Compute Time: 13Jan2011, 16:45:56 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 159.54 (CFS)
Peak Outflow : 146.29 (CFS)
Total Inflow : 6.21 (IN)
Total Outflow : 6.17 (IN)
Date/Time of Peak Inflow :
Date/Time of Peak Outflow
Peak Storage :
Peak Elevation :
23Jan2008, 12:04
23Jan2008, 12:06
1.04 (AC-FT)
330.59 (FT)
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WETLAND SOILS AMENDMENT SCHEDULE: ?° " "iDRA,°111DRSPERNANENT-?R, ° °?0 "11""""0 °
,0. P4a^BLV :". A OS/1i/ ptW br RAV1Aw/App[orW W JB iW
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wmt dE, Ed,u1M ro mix P,AVnN; NEEDED UNTIL sI°PES xuE BEau: - snB1E AHD vx /,HJ lE 02128l? xi JO DATE 02!28/tg
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L 1 BLL ORDE R MD POND AND STORM DRAIN WORK
_ NORTH STORMWATER WETLAND
MAINTENANCE AND MOD ICAMONS
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oPB D ? AD 11 17Mh5106-55-M-001
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FOREBAY FILTER BERM PROFILE VIEW
SCALE: NT.S.
DETAIL D-001--1: FOREBAY FILTER BERM
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DETAIL D-001, 5:_.TEMPORARY__51LT_ NC
DETAIL D-001-3: TEMPORARY CONSTRUCTION ENTRANCE
,pPm'msrs a
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EMERGENCY SPILLWAY CROSS SECTION VIEW
SCALE: N?.S.
PROPOSED EMERGENCY
S%LLWJJOAY SUAFACf
FEN[E fLEV=.D
IXSIING tOP Of PROPO3EOPAOPE
pANK = 3JRAE
332 E
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EMERGENCY SPILLWAY PROFILE VIEW
SCALE .11
EMERGENCY SPILLWAY NOTES
ALL FILL SALES FOR BERM SECTION SHALL BE CLEAN, WRIPME!BIE
MATEPoALS.
2. SOIL IS TO BE COMRACTED TO OSB STANDARD PROCTOR -MUM
ORY DEDSNY, AT OPBMUM MOISTURE GOIRENi.
S. NO BLTISTEB WiERWS E- BE USED IN ERBANKMENI
STRUD "'
A. SOILS SHALL NOT EXHIBIT RGINIFOANT SHRINK/SWELL OR DISPEREAB
CNNA'1ER6IIC5.
AN GN-5N E GEONECIINlCA1. ENGINEER AWI.VPRWE THE SOILS
O FOR PLACEMENT WRIIN ME ML SECTION. THE GEOIECHIM.AL
ENGINEER NALL ALSO SPECIFY THE METHODS TO BE USED FOR
6. NO -EESSL F SPY ttffYS?ll BL PERMITTED ON THE FILL SECTION
PLACEMENT OF
S BA- SURFACE SHALL BE SCAF FIED AND SEEMD WITH NCBOT
HGIRIAY Aft 'S- I'PRID To INSTA-LON OF THE NORTH
AMERICAN GREEN GGSW LINER.
DETAIL D-001-2: EMERGENCY SPILLWAY
S
_nvn? ?r
DETAIL D-001'-6. SILT FENCE GRAVEL OUTLET
i
/ LPERSPECTIVE VIEW
NOT TO SCALE

a
\ raN: I P.RP ??
SECTION VIE
I VI
I01 TO SCALE
N3 E5.
I. /SJ STONE SHALL SE PRACED ON - SIDE
OF TIE SEAM E AS FLOW. RECE.
2. DIMENS 1N5 PAC MNIMUM ACCEPTABLE
UNLESS OTHERWSENNOTED.
Ffl0 ERCM S OL W AROUND THE AREA BEING
ild LL WuBE - 11 - PIER
_ MROUGH THE BERM.
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DETAIL D-001-4: TEMPORARY GRAVEL FILTER
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SCALE. HIS Pu"
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10 AT RIGHT
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FO
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STEEL PIPE CRANES AU (MIN N PER DD[).
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-SIF-1, DRAW DOWN ORIFICE TRASH RACK - PROFILE VIEW
DRAWDOWN ORIFICE ENLARGEMENT
SCALE: Ni S. FOLD ALL <
FORM FN-SO
DETAIL D-001-7: RISER ORIFICE MODIFICATION
FINSHID sIEE r `SEUARE(
1/2 NO, 13 FLATTENED
4V METAL
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I. W,./.l I -REC--- I IROI,aITMI
THIS BPAWINO IS THE PNOPERttDF G. A CO. DE.
R Is TO BE USED ONLY FOR IOR FOR WHICH T WAS
DESIGNED ADD IS SUBJECT TO RECALL AT ANY TINE, IT
LUST NOT BE CUPIED OR REP0.0IX.'YD WITHOUT PERMISSION
DLa ND. PLANT
44 17A4J5p8My?.VN1??\
ConRtleMI01
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MN AHJ DATE 02/26109 PCHC JO DATE 0212e/09
P. TW IF 02/26/09 SGALP N78.
POND AND STORM DRAIN WORK
SECTKAIS AND DETAILS
DR-11. LAUNDER
17MN5106-55-D-001
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17MN5102.55AS-004
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W [NRNIO SIGIEN 1. 1.11BBITIOR I. RE-111. BLOCK ?

.: NORTH STORM WATER WETLAND LEGEND _ ni.nroru,i s.
ua.« .nvn.?enn nnnw waw» ? iz?.r rv3.a r«ffe? ua>?? roan .un mr
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PERMANENPSEEDING SCHEDULE CDAM EMBANE6'R:I'I!) RIPARIAN BUFFER SEED MIK
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DESIGN OF SOUTH STORMWA TER WETLAND
FROM APPROVED ASBUILT CALCULATIONS DATED MARCH 14, 2007
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
MERCK VMF EXPANSION SOUTH WETLAND J. ALDRIDGE, PE
MER-10020 9/20/2010
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
332.54 0.00 26252
333.00 0.46 27303 26778 12318 12318 0.48
334.00 1.46 29561 28432 28432 40750 1.43
335.00 2.46 31751 30656 30656 71406 2.38
336.00 3.46 34009 32880 32880 104286 3.37 _
337.00 4.46 36335 35172 35172 139458 4.40
338.00 5.46 38728 37532 37532 176989 _ 5.47
339.00 6.46 41165 39947 39947 216936 6.59
340.00 7.46 43662 42414 42414 259349 7.76
Storage vs. Stage
300000
250000
y = 27670x'.092
200000 R2 = 0.999
U
m 150000
m
o }
CO 100000
50000
i
0
0.00 2.00 4.00 6.00 8.00
Stage (feet)
Ks = 27670
b = 1.092
MERCK VMF EXPANSION SOUTH WETLAND J. ALDRIDGE, PE
MER-10020 9/20/2010
Stage - Storage Function
Ks = 27670
b = 1.092
Zo = 332.54
Elevation
feet Storage
[cf] [acre-feet] 100-YR
332.54 0 0.000
332.60 1282 0.029
332.80 6356 0.146
333.00 11851 0.272
333.20 17577 0.404
333.40 23468 0.539
333.60 29488 0.677
333.80 35613 0.818
334.00 41829 0.960
334.20 48125 1.105
334.40 54490 1.251
334.60 60919 1.399
334.80 67406 1.547
335.00 73945 1.698
335.20 80534 1.849
335.40 87169 2.001
335.60 93846 2.154
335.80 100564 2.309
336.00 107320 2.464
336.20 114112 2.620
336.40 120938 2.776
336.60 127797 2.934
336.80 134687 3.092
337.00 141606 3.251
337.20 148555
_ 3.410
337.40 _
155531 3.570
337.60 162533 3.731
337.80 169561 3.893
338.00 176613 4.054
338.07 179087 4.111 0.000
338.20 183690 4.217 0.106
338.40 190789 4.380 0.269
338.60 197911 4.543 0.432
338.80 205054 4.707 0.596
339.00 212218 4.872 0.761
339.20 219403 5.037 0.926
339.40 226608 5.202 1.091
339.60 233832 5.368 1.257
339.80 241075 5.534 1.423
340.00 248336 5.701 1.590
MERCK VMF EXPANSION SOUTH WETLAND J. ALDRIDGE, PE
MER-10020 Post Development Analysis 1/13/2011
WETLAND SIZING CALCULATIONS
Source: Stormwater Best Management Practices. NCDWQ. April 1999.
Enter the drainage area characteristics ==>
Total drainage area to wetland = 24.61 acres
Total impervious area to wetland = 14.68 acres
Note The wetland must be sized to treat all impervious surface runoff draining into the pond,
not just the impervious surface from on-site development.
Drainage area = 24.61 acres @ 59.7% impervious
Estimate the surface area required at pond normal pool elevation ==>
Wetlands are based on a normal pool depth of = 3.0 feet (Per NCDENR Handbook)
From the DWQ BMP Handbook (4199), the required SA/DA ratio =_>
3.0 3.0 4.0
Lower Boundary => 50.0 2.06 1.73
Site % impervious => 59.7 2.39 2.39 2.02
Upper Boundary => 60.0 2.40 2.03

Therefore, SA/DA required = 2.39

Surface area required at normal pool = 25601 ftz
= 0.59 acres
Surface area provided at normal pool = 26252 ftZ
MERCK VMF EXPANSION SOUTH WETLAND J. ALDRIDGE, PE
MER-10020 1/13/2011
Source: Stormwater Best Management Practices. NCDWQ. April 1999.
Determination of Water Quality Volume ==>
WQ v = (P) (R V) (A)/12
where,
WQv = water quality volume (in acre-ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 24.61 acres
Impervious area = 14.68 acres
Percent impervious cover, I = 59.7 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.59
WQv = 1.20 acre-ft
= 52426 cf
Associated Depth in Wetland ==>
WQv = 52426 cf
Stage/Storage data:
Ks= 27670
b = 1.0920
Zo = 332.54
Volume in 1" rainfall = 52426 cf
Calculated values:
Depth of WQV in Basin = 1.80 ft
21.54 inches
Elevation = 334.34 ft
MERCK VMF EXPANSION SOUTH WETLAND J. ALDRIDGE, PE
MER-10020 Post Development Analysis 1/13/2011
D orifice
# orifices
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Orifice Invert
WSEL @ V Runoff Volume
3 inch
1
27670
1.092
0.60
332.54 feet
0 cf
332.54 feet
334.34 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
334.34 52426 0.305
334.18 47417 0.290 0.298 5009 16831
334.02 42452 0.275 0.282 4965 17577
333.86 37536 0.258 0.266 4916 18451
333.70 32674 0.241 0.249 4862 19497
333.55 27872 0.222 0.231 4802 20780
333.39 23139 0.201 0.211 4733 22412
333.23 18486 0.178 0.189 4652 24593
333.07 13932 0.151 0.164 4555 27741
332.92 9501 0.118 0.134 4431 32947
332.76 5243 0.068 0.093 4258 45711
Drawdown Time = 2.85 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 = 0.835 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of orifice = 0.049 sf
Q = 0.2160 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time -- 2.81 days
MERCK VMF EXPANSION SOUTH WETLAND J. ALDRIDGE, PE
MER-10020 Future Development Analysis 1/13/2011
WETLAND SIZING CALCULATIONS
Source: Stormwater Best Management Practices. NCDWQ. April 1999.
Enter the drainage area characteristics ==>
Total drainage area to wetland = 24.61 acres
Total impervious area to wetland = 15.00 acres
Note The wetland must be sized to treat all impervious surface runoff draining into the pond,
not just the impervious surface from on-site development.
Drainage area = 24.61 acres @ 61.0% impervious
Estimate the surface area required at pond normal pool elevation ==>
Wetlands are based on a normal pool depth of = 3.0 feet (Per NCDENR Handbook)
From the DWQ BMP Handbook (4199), the required SA/DA ratio ==>
3.0 3.0 4.0
Lower Boundary => 60.0 2.40 2.03
Site % impervious => 61.0 2.45 2.45 2.07
Upper Boundary => 70.0 2.88 2.40

Therefore, SA/DA required = 2.45

Surface area required at normal pool = 26218 ft2
= 0.60 acres
Surface area provided at normal pool = 26252 ft2
MERCK VMF EXPANSION SOUTH WETLAND J. ALDRIDGE, PE
MER-10020 Future Development Analysis 1/13/2011
Source: Stormwater Best Management Practices. NCDWQ. April 1999.
Determination of Water Quality Volume ==>
WQ v = (P) (R V) (A)/12
where,
WQv = water quality volume (in acre-ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 24.61 acres
Impervious area = 15.00 acres
Percent impervious cover, I = 61.0 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.60
WQv = 1.23 acre-ft
= 53472 cf
Associated Depth in Wetland ==>
WQv = 53472 cf
Stage/Storage data:
Ks= 27670
b = 1.0920
Zo = 332.54
Volume in 1" rainfall = 53472 cf
Calculated values:
Depth of WQV in Basin = 1.83 ft
21.94 inches
Elevation = 334.37 ft
MERCK VMF EXPANSION SOUTH WETLAND J. ALDRIDGE, PE
MER-10020 Future Development Analysis 1/13/2011
D orifice = 3 inch
# orifices = 1
Ks= 27670
b = 1.092
Cd siphon = 0.60
Normal Pool Elevation = 332.54 feet
Volume @ Normal Pool = 0 cf
Orifice Invert = 332.54 feet
WSEL @ 1" Runoff Volume = 334.37 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
334.37 53472 0.308
334.21 48363 0.293 0.301 5109 17000
334.05 43299 0.277 0.285 5064 17752
333.89 38285 0.261 0.269 5014 18634
333.73 33326 0.243 0.252 4959 19687
333.57 28428 0.224 0.233 4898 20980
333.40 23600 0.203 0.213 4827 22622
333.24 18855 0.180 0.191 4745 24814
333.08 14209 0.153 0.166 4646 27975
332.92 9690 0.120 0.136 4519 33185
332.76 5347 0.070 0.095 4343 45769
Drawdown Time = 2.88 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 = 0.852 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of orifice = 0.049 sf
Q = 0.2181 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.84 days
Type.... Outlet Input Data
Name.... SOUTH - ASBUILT
Page 1.01
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 332.54 ft
Increment = .20 ft
Max. Elev.= 340.00 ft
Spot Elevations, ft
332.54
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft
--------- E2, ft
---------
-----------------
Stand Pipe ----
RI -------
---> BA 338.070 340.000
Orifice-Circular SI ---> BA 332.540 340.000
Culvert-Circular BA ---> TW 329.070 340.000
Weir-XY Points ES ---> TW 338.430 340.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:40 AM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTH - ASBUILT
Page 1.02
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Stand Pipe
------------
-------------------
# of Openings = -----
1
Invert Elev. = 338.07 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 332.54 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:40 AM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTH - ASBUILT
Page 1.03
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
-- = Culvert-Circular
------------------
----------------
No. Barrels = 1
Barrel Diameter = 4.0000 ft
Upstream Invert = 329.07 ft
Dnstream Invert = 327.95 ft
Horiz. Length = 73.00 ft
Barrel Length = 73.01 ft
Barrel Slope = .01534 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .004925
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.153
T2 ratio (HW/D) = 1.299
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 333.68 ft ---> Flow = 87.96 cfs
At T2 Elev = 334.27 ft ---> Flow = 100.53 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:40 AM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTH - ASBUILT
Page 1.04
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir-XY Points
------------------------------------
4 of Openings = 1
WEIR X-Y GROUND POINTS
X, ft Elev, ft
.00 340.31
1.91 340.00
8.04 339.00
11.53 338.43
60.85 338.50
63.20 339.00
67.65 339.96
67.90 340.00
Lowest Elev. = 338.43 ft
Weir Coeff. = 2.600000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:40 AM 9/22/2010
Type.... Composite Rating Curve
Name.... SOUTH - ASBUILT
Page 1.17
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -- - --- Converge ------- ---- --- -----------
Elev. Q TW El ev Error
ft cfs ft +/-ft
- Contrib
------- uting Structures
------------------
--------
332.54 -------
.00 ------
Free -- -----
Outfall (no Q: RI, SI, BA,ES)
332.60 .00 Free Outfall SI,BA (no Q: RI,ES)
332.80 .09 Free Outfall SI,BA (no Q: RI,ES)
333.00 .14 Free Outfall SI,BA (no Q: RI,ES)
333.20 .17 Free Outfall SI,BA (no Q: RI,ES)
333.40 .20 Free Outfall SI,BA (no Q: RI,ES)
333.60 .23 Free Outfall SI,BA (no Q: RI,ES)
333.80 .25 Free Outfall SI,BA (no Q: RI,ES)
334.00 .27 Free Outfall SI,BA (no Q: RI,ES)
334.20 .29 Free Outfall SI,BA (no Q: RI,ES)
334.40 .31 Free Outfall SI,BA (no Q: RI,ES)
334.60 .33 Free Outfall SI,BA (no Q: RI,ES)
334.80 .35 Free Outfall SI,BA (no Q: RI,ES)
335.00 .36 Free Outfall SI,BA (no Q: RI,ES)
335.20 .38 Free Outfall SI,BA (no Q: RI,ES)
335.40 .39 Free Outfall SI,BA (no Q: RI,ES)
335.60 .40 Free Outfall SI,BA (no Q: RI,ES)
335.80 .42 Free Outfall SI,BA (no Q: RI,ES)
336.00 .43 Free Outfall SI,BA (no Q: RI,ES)
336.20 .44 Free Outfall SI,BA (no Q: RI,ES)
336.40 .46 Free Outfall SI,BA (no Q: RI,ES)
336.60 .47 Free Outfall SI,BA (no Q: RI,ES)
336.80 .49 Free Outfall SI,BA (no Q: RI,ES)
337.00 .49 Free Outfall SI,BA (no Q: RI,ES)
337.20 .50 Free Outfall SI,BA (no Q: RI,ES)
337.40 .51 Free Outfall SI,BA (no Q: RI,ES)
337.60 .52 Free Outfall SI,BA (no Q: RI,ES)
337.80 .54 Free Outfall SI,BA (no Q: RI,ES)
338.00 .55 Free Outfall SI,BA (no Q: RI,ES)
338.07 .55 Free Outfall SI,BA (no Q: RI,ES)
338.20 3.20 Free Outfall RI,SI,BA (no Q: ES)
338.40 11.29 Free Outfall RI,SI,BA (no Q: ES)
338.43 12.78 Free Outfall RI,SI,BA (no Q: ES)
338.60 28.85 Free Outfall RI,SI,BA,E S
STS VC'f tgIQ( o"S
Fvtf- 1, L , Aso lo- M K0Vlla119?
SIN:
Bentley PondPack (10.00.027.00) 11:40 AM
Bentley Systems, Inc.
9/22/2010
Type.... Composite Rating Curve
Name.... SOUTH - ASBUILT
Page 1.18
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge -------------------------
Elev. Q TW El ev Error
ft cfs ft +/-ft
----- Contributing Structures
--------------------------
--------
338.80 -------
61.38 ------
Free --
Outfall RI,SI,BA,ES
339.00 103.60 Free Outfall RI,SI,BA,ES
339.20 154.35 Free Outfall RI,SI,BA,ES
339.40 212.56 Free Outfall RI,SI,BA,ES
339.60 277.88 Free Outfall RI,SI,BA,ES
339.80 349.59 Free Outfall RI,SI,BA,ES
340.00 427.60 Free Outfall RI,SI,BA,ES
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:40 AM 9/22/2010
Project: MER-10020
Simulation Run: POST Q1 Reservoir: S Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 1 YR
Compute Time: 13Jan2011, 14:51:42 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 61.99 (CFS) Date/Time of Peak Inflow : 23Jan2008, 11:56
Peak Outflow : 0.45 (CFS) Date/Time of Peak Outflow : 24Jan2008, 00:01
Total Inflow : 1.51 (IN) Peak Storage : 2.68 (AC-FT)
Total Outflow : 0.21 (IN) Peak Elevation : 336.27 (FT)
Project: MER-10020
Simulation Run: POST Q2 Reservoir: S Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 14:51:49 Control Specifications:
Volume Units: IN
Computed Results
Peak Inflow : 88.33 (CFS)
Peak Outflow : 0.51 (CFS)
Total Inflow : 2.02 (IN)
Total Outflow : 0.25 (IN)
Date/Time of Peak Inflow :
Date/Time of Peak Outflow :
Peak Storage :
Peak Elevation
POST
2 YR
1 minute dT
23Jan2008, 12:04
24Jan2008, 00:01
3.64 (AC-FT)
337.49 (FT)
Project: MER-10020
Simulation Run: POST Q10 Reservoir: S Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 10 YR
Compute Time: 13Jan2011, 14:51:55 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 132.31 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 15.52 (CFS) Date/Time of Peak Outflow : 23Jan2008, 12:34
Total Inflow : 3.62 (IN) Peak Storage : 4.42 (AC-FT)
Total Outflow : 1.60 (IN) Peak Elevation : 338.45 (FT)
Project: MER-10020
Simulation Run: FUTURE 01 Reservoir: S Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE
End of Run: 24Jan2008, 00:01 Meteorologic Model: 1 YR
Compute Time: 13Jan2011, 16:45:39 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 61.99 (CFS)
Peak Outflow : 0.45 (CFS)
Total Inflow : 1.51 (IN)
Total Outflow : 0.21 (IN)
Date/Time of Peak Inflow : 23Jan2008, 11:56
Date/Time of Peak Outflow : 24Jan2008, 00:01
Peak Storage : 2.68 (AC-FT)
Peak Elevation : 336.27 (FT)
Project: MER-10020
Simulation Run: FUTURE Q2 Reservoir: S Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE
End of Run: 24Jan2008, 00:01 Meteorologic Model: 2 YR
Compute Time: 13Jan2011, 16:45:44 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results _
Peak Inflow : 88.33 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 0.51 (CFS) Date/Time of Peak Outflow : 24Jan2008, 00:01
Total Inflow : 2.02 (IN) Peak Storage : 3.64 (AC-FT)
Total Outflow : 0.25 (IN) Peak Elevation : 337.49 (FT)
Project: MER-10020
Simulation Run: FUTURE Q10 Reservoir: S Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 16:45:50 Control Specifications:
Volume Units: IN
Computed Results _
Peak Inflow : 132.31 (CFS) Date/Time of Peak Inflow :
Peak Outflow : 15.52 (CFS) Date/Time of Peak Outflow
Total Inflow : 3.62 (IN) Peak Storage :
Total Outflow : 1.60 (IN) Peak Elevation
FUTURE
10 YR
1 minute dT
23Jan2008, 12:04
23Jan2008, 12:34
4.42 (AC-FT)
338.45 (FT)
Type.... Outlet Input Data
Name.... SOUTH - WC
Page 1.01
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 338.07 ft
Increment = .20 ft
Max. Elev.= 340.00 ft
Spot Elevations, ft
338.07
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Stand Pipe RI ---> BA 338.070 340.000
Culvert-Circular BA ---> TW 329.070 340.000
Weir-XY Points ES ---> TW 338.430 340.000
TW SETUP, DS Channel
Water" cAcw PezAvrsls
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:16 PM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTH - WC
Page 1.02
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Stand Pipe
---------
------
-------------------
# of Openings = --
1
Invert Elev. = 338.07 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:16 PM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTH - WC
Page 1.03
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
---- = Culvert-Circular
------------------
--------------
No. Barrels = 1
Barrel Diameter = 4.0000 ft
Upstream Invert = 329.07 ft
Dnstream Invert = 327.95 ft
Horiz. Length = 73.00 ft
Barrel Length = 73.01 ft
Barrel Slope = .01534 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .004925
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.153
T2 ratio (HW/D) = 1.299
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 333.68 ft ---> Flow = 87.96 cfs
At T2 Elev = 334.27 ft ---> Flow = 100.53 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:16 PM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTH - WC
Page 1.04
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir-XY Points
------------------------------------
4 of Openings = 1
WEIR X-Y GROUND POINTS
X, ft Elev, ft
.00 340.31
1.91 340.00
8.04 339.00
11.53 338.43
60.85 338.50
63.20 339.00
67.65 339.96
67.90 340.00
Lowest Elev. = 338.43 ft
Weir Coeff. = 2.600000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:16 PM 9/22/2010
Type.... Composite Rating Curve
Name.... SOUTH - WC
Page 1.08
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
338.07 -------
.00
338.20 2.65
338.40 10.72
338.43 12.23
338.60 28.26
338.80 60.82
339.00 103.04
339.20 153.84
339.40 212.03
339.60 277.35
339.80 348.97
340.00 427.31
Notes
------ -- Converge ------------- ---- --
TW El ev Error
ft +/-ft Contributing
------ Structures
------------
------
Free -- -----
Outfall --------
(no Q: RI,BA,ES)
Free Outfall RIBA (no Q: ES)
Free Outfall RI,BA (no Q: ES)
Free Outfall RI,BA (no Q: ES)
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
506& -UISG1 a6E Cv"e
fem. woesrcf"ge f-OLMM s-
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:16 PM 9/22/2010
Project: MER-10020
Simulation Run: POST Q100 Reservoir: S Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 15:36:24 Control Specifications:
Volume Units: IN
Computed Results
Peak Inflow : 199.18 (CFS)
Peak Outflow : 186.38 (CFS)
Total Inflow : 6.09 (IN)
Total Outflow : 6.06 (IN)
Date/Time of Peak Inflow :
Date/Time of Peak Outflow
Peak Storage :
Peak Elevation :
POST - WC
100 YR
1 minute dT
23Jan2008, 12:04
23Jan2008, 12:06
1.02 (AC-FT)
339.31 (FT)
Project: MER-10020
Simulation Run: FUTURE Q100 Reservoir: S Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE - WC
End of Run: 24Jan2008, 00:01 Meteorologic Model: 100 YR
Compute Time: 13Jan2011, 16:45:56 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 199.18 (CFS)
Peak Outflow : 186.38 (CFS)
Total Inflow : 6.09 (IN)
Total Outflow : 6.06 (IN)
Date/Time of Peak Inflow :
Date/Time of Peak Outflow
Peak Storage :
Peak Elevation
23Jan2008, 12:04
23Jan2008, 12:06
1.02 (AC-FT)
339.31 (FT)
DESIGN OF WEST STO"WATER WETLAND
FROM APPROVED ASBUILT CALCULATIONS DATED NOVEMBER 24, 2008
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
MERCK VMF EXPANSION WEST WETLAND J. ALDRIDGE, PE
MER-10020 9/20/2010
STAGE-STORAGE FUNCTION
r Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
294.00 0.00 20456
295.00 1.00 23136 21796 21796 21796 1.02
296.00 2.00 25469 24303 24303 46099 1.97
297.00 3.00 27887 26678 26678 72777 2.95
298.00 4.00 30379 29133 29133 101910 3.97
299.00 5.00 32958 31669 31669 133578 5.03
299.70 5.70 35246 34102 23871 157449 5.82
Ks = 21366
b = 1.134
MERCK VMF EXPANSION WEST WETLAND J. ALDRIDGE, PE
MER-10020 9/20/2010
Stage - Storage Function
Ks = 21366
b= 1.134
Zo = 294.00
Elevation
feet Storage
[cf] [acre-feet] 100-YR
294.00 0 0.000
294.20 3444 0.079
294.40 7559 0.174
294.60 11971 0.275
294.80 16589 0.381
295.00 21366 0.490
295.20 26273 0.603
295.40 31292 0.718
295.60 36408 0.836
295.80 41610 0.955
296.00 46891 1.076
296.20 52243 1.199
296.40 57661 1.324
296.60 63140 1.449
296.80 68675 1.577
297.00 74264 1.705
297.20 79903 1.834
297.40 85589 1965
297.60 91321 2.0-96--
297.80 97095 2.229
297.85 98545 2.262 0.000
298.00 102910 2.362 0.100
298.20 108765 2.497 0.235
298.40 114656 2.632 0.370
298.60 120584 2.768 0.506
298.80 126547 2.905 0.643
299.00 132543 3.043 0.780
299.20 138571 3.181 0.919
299.40 144630 3.320 1.058
299.60 150719 3.460 1.198
299.70 153775 3.530 1.268
MERCK VMF EXPANSION WEST WETLAND J. ALDRIDGE, PE
MER-10020 Post Development Analysis 1/20/2011
Source: Stormwater Best Management Practices. NCDWQ. July 2007.
Determination of Water Quality Volume =_>
WQ v = (P) (R V) (A)/12
where,
WQv = water quality volume (in acre-ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 16.00 acres
Impervious area = 5.25 acres
Percent impervious cover, I = 32.8 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.35
WQv= 0.46 acre-ft
20056 cf
Associated Depth in Wetland =_>
WQv= 20056 cf
Stage/Storage data:
Ks= 21366
b = 1.1340
Zo = 294.00
Volume in 1" rainfall = 20056 cf
Calculated values:
Depth of WQV in Basin = 0.95 ft
11.35 inches
Elevation = 294.95 ft
Determination of Surface Area =_>
Input data:
WQv= 20056 cf
Maximum ponding depth = 12 inches
Calculated values:
Surface area required = 20056 ftZ
Surface area provided = 20456 ft`
MERCK VMF EXPANSION WEST WETLAND J. ALDRIDGE, PE
MER-10020 Post Development Analysis 1/20/2011
DRAWDOWN ORIFICE DESIGN
D orifice
# orifices
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Orifice Invert
WSEL @ 1" Runoff Volume
2 inch
1
21366
1.134
0.60
294.00 feet
0 cf
294.00 feet
294.95 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
294.95 20056 0.097
294.86 18092 0.093 0.095 1964 20669
294.78 16153 0.088 0.090 1939 21513
294.70 14241 0.082 0.085 1912 22501
294.62 12359 0.077 0.079 1882 23682
294.53 10510 0.070 0.074 1849 25133
294.45 8700 0.064 0.067 1811 26981
294.37 6933 0.056 0.060 1767 29461
294.29 5218 0.048 0.052 1715 33071
294.21 3568 0.037 0.042 1650 39154
294.12 2006 0.020 0.028 1562 55484
Drawdown Time = 3.45 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 = 0.431 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of orifice = 0.022 sf
Q = 0.0690 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.37 days
MERCK VMF EXPANSION WEST WETLAND J. ALDRIDGE, PE
MER-10020 Future Development Analysis 1/20/2011
WETLAND SIZING CALCULATIONS
Source: Stormwater Best Management Practices. NCDWQ. July 2007.
Determination of Water Quality Volume ==>
WQ v = (P) (R V) (A)/12
where,
WQv= water quality volume (in acre-ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 13.22 acres
Impervious area = 4.65 acres
Percent impervious cover, I = 35.2 %
Rainfall, P = 1.0 inches
Calculated values:
Rv= 0.37
WQv = 0.40 acre-ft
17591 cf
Associated Depth in Wetland ==>
WQv= 17591 cf
Stage/Storage data:
Ks= 21366
b= 1.1340
Zo = 294.00
Volume in 1" rainfall = 17591 cf
Calculated values:
Depth of WQV in Basin = 0.84 ft
10.11 inches
Elevation = 294.84 ft
Determination of Surface Area ==>
Input data:
WQv = 17591 cf
Maximum ponding depth = 12 inches
Calculated values:
Surface area required = 17591 ftZ
Surface area provided = 20456 ft`
MERCK VMF EXPANSION WEST WETLAND J. ALDRIDGE, PE
MER-10020 Future Development Analysis 1/20/2011
D orifice
# orifices
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Orifice Invert
WSEL @ V Runoff Volume
2 inch
1
21366
1.134
0.60
294.00 feet
0 cf
294.00 feet
294.84 feet
WSEL
(feet) Vol. Stored
W) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
W) Incr. Time
(sec)
294.84 17591 0.091
294.77 15868 0.087 0.089 1723 19329
294.70 14168 0.082 0.084 1701 20132
294.62 12491 0.077 0.080 1677 21075
294.55 10840 0.072 0.074 1651 22207
294.48 9219 0.066 0.069 1621 23603
294.40 7630 0.059 0.063 1588 25393
294.33 6080 0.052 0.056 1550 27818
294.26 4576 0.044 0.048 1504 31401
294.18 3129 0.033 0.038 1447 37617
294.11 1759 0.016 0.025 1370 55181
Drawdown Time = 3.28 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 = 0.380 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of orifice = 0.022 sf
Q = 0.0647 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.15 days
Type.... Outlet Input Data
Name.... WEST - ASBUILT
Page 2.01
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 294.00 ft
Increment = .20 ft
Max. Elev.= 299.70 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Stand Pipe RI ---> BA 297.850 299.700
Orifice-Circular SI ---> BA 294.000 299.700
Culvert-Circular BA ---> TW 290.910 299.700
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:53 AM 9/22/2010
Type.... Outlet Input Data
Name.... WEST - ASBUILT
Page 2.02
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Stand Pipe
-
------
-------------------
# of Openings = ----------
1
Invert Elev. = 297.85 ft
Diameter = 5.0000 ft
Orifice Area = 19.6350 sq.ft
Orifice Coeff. _ .600
Weir Length = 15.71 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 294.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:53 AM 9/22/2010
Type.... Outlet Input Data
Name.... WEST - ASBUILT
Page 2.03
File.... X:\Project3\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-------------
-
------------------
No. Barrels --
--
= 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 290.91 ft
Dnstream Invert = 289.83 ft
Horiz. Length = 71.50 ft
Barrel Length = 71.51 ft
Barrel Slope = .01511 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.153
T2 ratio (HW/D) = 1.299
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 294.37 ft ---> Flow = 42.85 cfs
At T2 Elev = 294.81 ft ---> Flow = 48.97 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:53 AM 9/22/2010
Type.... Outlet Input Data
Name.... WEST - ASBUILT
Page 2.04
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:53 AM 9/22/2010
Type.... Composite Rating Curve
Name.... WEST - ASBUILT
Page 2.11
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ----------- -- -----
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing
------------- Structures
------------
--------
294.00 -------
.00 ------
Free -- -----
Outfall -
(no Q: RI, SI ,BA)
294.20 .04 Free Outfall SI,BA (no Q: RI)
294.40 .06 Free Outfall SI,BA (no Q: RI)
294.60 .08 Free Outfall SI,BA (no Q: RI)
294.80 .09 Free Outfall SI,BA (no Q: RI)
295.00 .10 Free Outfall SI,BA (no Q: RI)
295.20 .11 Free Outfall SI,BA (no Q: RI)
295.40 .12 Free Outfall SI,BA (no Q: RI)
295.60 .13 Free Outfall SI,BA (no Q: RI)
295.80 .14 Free Outfall SI,BA (no Q: RI)
296.00 .15 Free Outfall SI,BA (no Q: RI)
296.20 .15 Free Outfall SI,BA (no Q: RI)
296.40 .16 Free Outfall SI,BA (no Q: RI)
296.60 .17 Free Outfall SI,BA (no Q: RI)
296.80 .17 Free Outfall SI,BA (no Q: RI)
297.00 .18 Free Outfall SI,BA (no Q: RI)
297.20 .19 Free Outfall SI,BA (no Q: RI)
297.40 .19 Free Outfall SI,BA (no Q: RI)
297.60 .20 Free Outfall SI,BA (no Q: RI)
297.80 .20 Free Outfall SI,BA (no Q: RI)
297.85 .20 Free Outfall SI,BA (no Q: RI)
298.00 2.95 Free Outfall RI,SI,BA
298.20 9.97 Free Outfall RI,SI,BA
298.40 19.44 Free Outfall RI,SI,BA
298.60 30.82 Free Outfall RI,SI,BA
298.80 43.84 Free Outfall RI,SI,BA
299.00 58.27 Free Outfall RI,SI,BA
299.20 74.05 Free Outfall RI,SI,BA
299.40 90.35 Free Outfall RI,SI,BA
299.60 91.73 Free Outfall RI,SI,BA
299.70 92.41 Free Outfall RI,BA (no Q: SI)
?R. It Z, AOD to-eft, (Zotrfl
S/N:
Bentley PondPack (10.00.027.00) 11:52 AM
Bentley Systems, Inc.
9/22/2010
Project: MER-10020
Simulation Run: POST Q1 Reservoir: W Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 1 YR
Compute Time: 20Jan2011, 10:28:07 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 23.61 (CFS)
Peak Outflow : 0.15 (CFS)
Total Inflow : 0.91 (IN)
Total Outflow : 0.10 (IN)
Date/Time of Peak Inflow :
Date/Time of Peak Outflow
Peak Storage :
Peak Elevation
23Jan2008, 11:57
24Jan2008, 00:01
1.07 (AC-FT)
296.00 (FT)
Project: MER-10020
Simulation Run: POST Q2 Reservoir: W Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 2 YR
Compute Time: 20Jan2011, 10:28:14 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 36.47 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:05
Peak Outflow : 0.17 (CFS) Date/Time of Peak Outflow : 24Jan2008, 00:01
Total Inflow : 1.31 (IN) Peak Storage : 1.58 (AC-FT)
Total Outflow : 0.12 (IN) Peak Elevation : 296.81 (FT)
Project: MER-10020
Simulation Run: POST Q10 Reservoir: W Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 10 YR
Compute Time: 20Jan2011, 10:28:21 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 64.16 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:05
Peak Outflow : 3.35 (CFS) Date/Time of Peak Outflow : 23Jan2008, 14:19
Total Inflow : 2.67 (IN) Peak Storage : 2.37 (AC-FT)
Total Outflow : 0.96 (IN) Peak Elevation : 298.01 (FT)
Project: MER-10020
Simulation Run: FUTURE Q1 Reservoir: W Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 16:45:39 Control Specifications:
Volume Units: IN
Computed Results
FUTURE
1 YR
1 minute dT
Peak Inflow : 20.82 (CFS)
Peak Outflow : 0.14 (CFS)
Total Inflow : 0.96 (IN)

otal Outflow : Date/Time of Peak Inflow : 23Jan2008, 11:57
Date/Time of Peak Outflow : 24Jan2008, 00A1
Peak Storage : 0.93 (AC-FT)
0.11 (IN) Peak Elevation : 295.76 (FT)
Project: MER-10020
Simulation Run: FUTURE Q2 Reservoir: W Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 16:45:44 Control Specifications:
Volume Units: IN
Computed Results
Peak Inflow : 31.83 (CFS) Date/Time of Peak Inflow :
Peak Outflow : 0.16 (CFS) Date/Time of Peak Outflow
Total Inflow : 1.37 (IN) Peak Storage
Total Outflow : 0.14 (IN) Peak Elevation :
FUTURE
2 YR
1 minute dT
23Jan2008, 12:05
24Jan2008, 00:01
1.36 (AC-FT)
296.46 (FT)
Project: MER-10020
Simulation Run: FUTURE Q10 Reservoir: W Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 16:45:50 Control Specifications:
Volume Units: IN
Computed Results
FUTURE
10 YR
1 minute dT
Peak Inflow : 54.92 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:05
Peak Outflow : 1.56 (CFS) Date/Time of Peak Outflow : 23Jan2008, 15:30
Total Inflow : 2.76 (IN) Peak Storage : 2.31 (AC-FT)
Total Outflow : 0.70 (IN) Peak Elevation : 297.92 (FT)
Type.... Outlet Input Data
Name.... WEST - WC
Page 2.01
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 297.85 ft
Increment = .20 ft
Max. Elev.= 299.70 ft
Spot Elevations, ft
297.85
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- ---- ------- --------- ---------
Stand Pipe RI ---> BA 297.850 299.700
Culvert-Circular BA ---> TW 290.910 299.700
TW SETUP, DS Channel
Wore-Q- CASE A-MA1,YSIS
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:17 PM 9/22/2010
Type.... Outlet Input Data
Name.... WEST - WC
Page 2.02
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type =
---- Stand Pipe
-----------
------
---------------
# of openings = 1
Invert Elev. = 297.85 ft
Diameter = 5.0000 ft
Orifice Area = 19.6350 sq.ft
Orifice Coeff. _ .600
Weir Length = 15.71 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:17 PM 9/22/2010
Type.... Outlet Input Data
Name.... WEST - WC
Page 2.03
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
------ = Culvert-Circular
------------------
------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 290.91 ft
Dnstream Invert = 289.83 ft
Horiz. Length = 71.50 ft
Barrel Length = 71.51 ft
Barrel Slope = .01511 ft/ft
OUTLET CONTROL DATA...
Mannings n - .0130
Ke - .5000
Kb - .007228
Kr - .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.153
T2 ratio (HW/D) = 1.299
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 294.37 ft ---> Flow = 42.85 cfs
At T2 Elev = 294.81 ft ---> Flow = 48.97 cfs
S/N:
Bentley PondPack (10.00.027.00)
4:17 PM
Bentley Systems, Inc.
9/22/2010
Type.... Outlet Input Data
Name.... WEST - WC
Page 2.04
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:17 PM 9/22/2010
Type.... Composite Rating Curve
Name.... WEST - WC
Page 2.07
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
---
--------
297.85 ----
.00
298.00 2.74
298.20 9.76
298.40 19.24
298.60 30.60
298.80 43.64
299.00 58.11
299.20 73.91
299.40 90.35
299.60 91.73
299.70 92.41
Notes
--- Converge --- -----------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall (no Q: RI,BA)
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RI,BA
ezTA&e-t)ISW?? W"15
O02 VJO"-r CASE R OV-16-
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:17 PM 9/22/2010
Project: MER-10020
Simulation Run: POST Q100 Reservoir: W Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 20Jan2011, 10:28:27 Control Specifications:
Volume Units: IN
Computed Results _
Peak Inflow : 107.65 (CFS) Date/Time of Peak Inflow :
Peak Outflow : 80.35 (CFS) Date/Time of Peak Outflow :
Total Inflow : 4.92 (IN) Peak Storage :
Total Outflow : 4.89 (IN) Peak Elevation
POST - WC
100 YR
1 minute dT
23Jan2008, 12:04
23Jan2008, 12:09
0.97 (AC-FT)
299.28 (FT)
Project: MER-10020
Simulation Run: FUTURE Q100 Reservoir: W Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE - WC
End of Run: 24Jan2008, 00:01 Meteorologic Model: 100 YR
Compute Time: 13Jan2011, 16:45:56 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 91.10 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 66.96 (CFS) Date/Time of Peak Outflow : 23Jan2008, 12:09
Total Inflow : 5.04 (IN) Peak Storage : 0.86 (AC-FT)
Total Outflow : 5.01 (IN) Peak Elevation : 299.11 (FT)
DESIGN OF NORTHWEST STORMWA TER
WETLAND
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
MERCK VMF EXPANSION NORTHWEST WETLAND J. ALDRIDGE, PE
MER-10020 10/14/2010
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
297.00 0.00 36538
298.00 1.00 40092 38315 38315 38315 1.01
300.00 3.00 47364 43728 87456 125771 2.92
302.00 5.00 54985 51175 102349 228120 4.96
304.00 7.00 62753 58869 117738 345858 7.18
Ks= 37721
b= 1.124
MERCK VMF EXPANSION NORTHWEST WETLAND J. ALDRIDGE, PE
MER-10020 11/11/2010
Stage - Storage Function
Ks= 37721
b= 1.124
Zo = 297.00
Elevation Storage
[feet] [cq [acre-feet] 100-V_R
297 00 0 0 000 ?
297 20 6179 0 142
297 40 13468 ? 0 309
297.60 21243 0 488
297.80 29353
_
-
1 0 674
298 00 _ 3772
1 1 0, 866
298.20 ?46300 1.063
298.40 55059 1264
298 60 63976 1 469
298 80 73031 1 677
299 00 82213
. i 887
299.20 ,w..91510 2 101
299.40 1 100911 2.317
299 60 110411 2 535
299.80 120002 2.755

300.00
129678 ......_._.,
2.977 _.,_._.
.300.20__. _. 139435 3.201 i
300.40 149268 3.427
300.60 159172 3.654
30080 169145 3.883
30100 179184 4.113
_
301.20 189285 4.345
30140 199445 4 579
m.
301.60 209664 4.813
301.80 219937 5 049
302.00 230264 5.286 0.000
302.20 240642 5,524 0.238
302.40 51069 I 5.761 0.478
-
----
302.60 261545 6.004 0 718
--
302.80 272067 6.246 0.960
303 00 282635 6.488 1.202
303.20 293246 6 732 1.446
303.40 30?R99 6 977 j 1 690

303.60
( 31494 l
7.222
1.936
303.80 325329 7 469 2 182
304.00 336104 7.716 ( 2.430
MERCK VMF EXPANSION NORTHWEST WETLAND
MER-10020 Post Development Analysis
WETLAND SIZING CALCULATIONS
Source: Stormwater Best Management Practices. NCDWQ. July 2007.
Determination of Water Quality Volume ==>
WQ v = (P) (R V) (A)/12
where,
WQv = water quality volume (in acre-ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 8.34 acres
Impervious area = 3.39 acres
Percent impervious cover, I = 40.6 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.42
WQv = 0.29 acre-ft
12589 cf
Associated Depth in Wetland ==>
WQv = 12589 cf
Stage/Storage data:
Ks= 36640
b= 1.1310
Zo = 297.00
Volume in 1" rainfall = 12589 cf
Calculated values:
Depth of WQV in Basin = 0.39 ft
4.67 inches
Elevation = 297.39 ft
Determination of Surface Area ==>
Input data:
WQv= 12589 cf
Maximum ponding depth = 12 inches
Calculated values:
Surface area required = 12589 ftz
Surface area provided = 35751 ft`
J. ALDRIDGE, PE
1/14/2011
MERCK VMF EXPANSION NORTHWEST WETLAND
MER-10020 Post Development Analysis
D orifice
# orifices
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Orifice Invert
WSEL @ 1" Runoff Volume
3 inch
1
36640
1.131
0.60
297.00 feet
0 cf
297.00 feet
297.39 feet
J. ALDRIDGE, PE
1/13/2011
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
297.39 12589 0.121
297.36 11358 0.113 0.117 1231 10501
297.32 10143 0.105 0.109 1215 11165
297.29 8944 0.095 0.100 1199 12009
297.25 7764 0.085 0.090 1180 13135
297.22 6604 0.069 0.077 1160 15099
297.19 5467 0.054 0.061 1137 18525
297.15 4358 0.040 0.047 1110 23746
297.12 3280 0.027 0.034 1078 32156
297.08 2242 0.016 0.022 1038 47440
297.05 1259 0.008 0.012 983 81503
Drawdown Time = 3.07 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 = 0.132 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of orifice = 0.049 sf
Q = 0.0858 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 1.70 days
MERCK VMF EXPANSION NORTHWEST WETLAND
MER-10020 Future Development Analysis
WETLAND SIZING CALCULATIONS
Source: Stormwater Best Management Practices. NCDWQ. July 2007.
Determination of Water Quality Volume ==>
WQ v = (P) (R v) (A)/12
where,
WQv = water quality volume (in acre-ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 12.37 acres
Impervious area = 9.82 acres
Percent impervious cover, I = 79.4 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.76
WQv= 0.79 acre-ft
= 34327 cf
Associated Depth in Wetland ==>
WQv= 34327 cf
Stage/Storage data:
Ks= 36640
b = 1.1310
Zo = 297.00
Volume in V rainfall = 34237 cf
Calculated values:
Depth of WQV in Basin = 0.94 ft
11.30 inches
Elevation = 297.94 ft
Determination of Surface Area ==>
Input data:
WQv= 34327 cf
Maximum pending depth = 12 inches
Calculated values:
Surface area required = 34327 ft1
Surface area provided = 35751 ft`
J. ALDRIDGE, PE
1/13/2011
MERCK VMF EXPANSION NORTHWEST WETLAND
MER-10020 Future Development Analysis
D orifice
# orifices
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Orifice Invert
WSEL @ 1" Runoff Volume
3 inch
1
36640
1.131
0.60
297.00 feet
0 cf
297.00 feet
297.94 feet
J. ALDRIDGE, PE
1/13/2011
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
297.94 34237 0.213
297.86 30891 0.202 0.208 3346 16102
297.78 27587 0.191 0.197 3304 16815
297.70 24328 0.178 0.185 3259 17661
297.61 21119 0.165 0.172 3209 18688
297.53 17966 0.151 0.158 3153 19976
297.45 14875 0.135 0.143 3090 21663
297.37 11858 0.117 0.126 3017 24024
297.29 8928 0.095 0.106 2930 27710
297.21 6107 0.062 0.079 2821 35902
297.12 3433 0.029 0.046 2674 58656
Drawdown Time = 2.98 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 = 0.408 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of orifice = 0.049 sf
Q = 0.1510 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.62 days
Type.... Outlet Input Data
Name.... NORTHWEST
Page 2.01
File.... X:\Projects\MER\MER.-10020\Storm\Construction Drawings\Design Files\Design.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 297.00 ft
Increment = .20 ft
Max. Elev.= 304.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall
----- E1, ft
--------- E2, ft
---------
-----------------
Orifice-Circular ----
01 ---> --
BA 298.000 304.000
Inlet Box RI ---> BA 302.000 304.000
Orifice-Circular Si ---> BA 297.000 304.000
Culvert-Circular BA ---> TW 295.300 304.000
Weir-Rectangular ES ---> TW 303.000 304.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:59 AM 11/11/2010
Type.... Outlet Input Data
Name.... NORTHWEST
Page 2.02
File.... X:\Projects\MER\MER-10020\Storm\Construction Drawings\Design Files\Design.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 01
Structure Type = Orifice-Circular
------------------------------------
# of openings = 1
Invert Elev. = 298.00 ft
Diameter = .3333 ft
Orifice Coeff. _ .600
Structure ID = RI
Structure Type
--- = Inlet Box
------------------
---------------
# of Openings = 1
Invert Elev. = 302.00 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = SI
Structure Type = Orifice-Circular.
------------------------------------
# of openings = 1
Invert Elev. = 297.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:59 AM 11/11/2010
Type.... Outlet Input Data
Name.... NORTHWEST
Page 2.03
File.... X:\Projects\MER\MER-10020\Storm\Construction Drawings\Design Files\Design.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
------------------
------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 295.30 ft
Dnstream Invert = 295.00 ft
Horiz. Length = 52.00 ft
Barrel Length = 52.00 ft
Barrel Slope = .00577 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 298.77 ft ---> Flow = 42.85 cfs
At T2 Elev = 299.21 ft ---> Flow = 48.97 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:59 AM 11/11/2010
Type.... Outlet Input Data
Name.... NORTHWEST
Page 2.04
File.... X:\Projects\MER\MER-10020\Storm\Construction Drawings\Design Files\Design.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of openings
Crest Elev.
Weir Length
Weir Coeff.
ES
Weir-Rectangular
---------------
1
303.00 ft
20.00 ft
2.600000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:59 AM 11/11/2010
Type.... Composite Rating Curve
Name.... NORTHWEST
Page 2.50
File.... X:\Projects\MER\MER-10020\Storm\Construction Drawings\Design Files\Design.ppw
***** COMPOSITE OUTFLOW SUMMARY.' ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
297.00
297.20
297.40
297.60
297.80
298.00
298.20
298.40
298.60
298.80
299.00
299.20
299.40
299.60
299.80
300.00
300.20
300.40
300.60
300.80
301.00
301.20
301.40
301.60
301.80
302.00
302.20
302.40
302.60
302.80
303.00
303.20
303.40
303.60
303.80
304.00
.00
.06
.12
.16
.19
.22
.31
.47
.56
.64
.70
.77
.82
.87
.93
.97
1.01
1.06
1.10
1.14
1.17
1.21
1.25
1.28
1.31
1.34
6.74
16.56
29.25
44.19
61.04
84.09
100.65
113.09
127.53
143.71
Notes
-------- Converge -------------------------
-- c I --_ L ---
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfal.l
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
(no Q: 01,RI,SI,BA,ES)
SI,BA (no Q: 01,RI,ES)
SI,BA (no Q: 01,RI,ES)
SI,BA (no Q: 01,RI,ES)
SI,BA (no Q: 01,RI,ES)
SI,BA (no Q: 01,RI,ES)
01,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
O1,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
O1,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
O1,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
01,SI,BA (no Q: RI,ES)
O1,SI,BA (no Q: RI,ES)
Ol,SI,BA (no Q: RI,ES)
01,RI,SI,BA (no Q: ES)
01,RI,SI,BA (no Q: ES)
01,RI,SI,BA (no Q: ES)
01,RI,SI,BA (no Q: ES)
Ol,RI,SI,BA (no Q: ES)
01.,RI,SI,BA,ES
01,RI,SI,BA,ES
01,RI,SI,BA,ES
RI,BA,ES (no Q: 01,SI)
RI,BA,ES (no Q: O1,SI)
STP6E-L>1SC-VbAQ4e CUP-VF-
Fcf- 1,Z, ArJD )()-Y K 90th ?,&
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:59 AM 11/11/2010
Project: MER-10020
Simulation Run: POST Q1 Reservoir: NW Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 1 YR
Compute Time: 13Jan2011, 14:51:42 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 19.05 (CFS) Date/Time of Peak Inflow : 23Jan2008, 11:57
Peak Outflow : 0.21 (CFS) Date/Time of Peak Outflow : 24Jan2008, 00A1
Total Inflow : 1.38 (IN) Peak Storage : 0.76 (AC-FT)
Total Outflow : 0.29 (IN) Peak Elevation : 297.91 (FT)
Project: MER-10020
Simulation Run: POST Q2 Reservoir: NW Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 2 YR
Compute Time: 13Jan2011, 14:51:49 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 27.54 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:05
Peak Outflow : 0.25 (CFS) Date/Time of Peak Outflow : 23Jan2008, 21:37
Total Inflow : 1.86 (IN) Peak Storage : 1.05 (AC-FT)
Total Outflow : 0.35 (IN) Peak Elevation : 298.22 (FT)
Project: MER-10020
Simulation Run: POST Q10 Reservoir: NW Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 10 YR
Compute Time: 13Jan2011, 14:51:55 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 42.45 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 0.34 (CFS) Date/Time of Peak Outflow : 24Jan2008, 00:01
Total Inflow : 3.42 (IN) Peak Storage : 2.03 (AC-FT)
Total Outflow : 0.49 (IN) Peak Elevation : 299.18 (FT)
Project: MER-10020
Simulation Run: FUTURE Q1 Reservoir: NW Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE
End of Run: 24Jan2008, 00:01 Meteorologic Model: 1 YR
Compute Time: 13Jan2011, 16:45:39 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 46.65 (CFS) Date/Time of Peak Inflow : 23Jan2008, 11:56
Peak Outflow : 0.35 (CFS) Date/Time of Peak Outflow : 24Jan2008, 00:01
Total Inflow : 2.45 (IN) Peak Storage : 2.15 (AC-FT)
Total Outflow : 0.36 (IN) Peak Elevation : 299.29 (FT)
Project: MER-10020
Simulation Run: FUTURE Q2 Reservoir: NW Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE
End of Run: 24Jan2008, 00:01 Meteorologic Model: 2 YR
Compute Time: 13Jan2011, 16:45:44 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 62.38 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 0.39 (CFS) Date/Time of Peak Outflow : 23Jan2008, 23:18
Total Inflow : 3.04 (IN) Peak Storage : 2.71 (AC-FT)
Total Outflow : 0.40 (IN) Peak Elevation : 299.81 (FT)
Project: MER-10020
Simulation Run: FUTURE Q10 Reservoir: NW Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 16:45:50 Control Specifications:
Volume Units: IN
Computed Results
Peak Inflow : 81.09 (CFS) Date/Time of Peak Inflow :
Peak Outflow : 0.49 (CFS) Date/Time of Peak Outflow :
Total Inflow : 4.79 (IN) Peak Storage ;
Total Outflow : 0.52 (IN) Peak Elevation
FUTURE
10 YR
1 minute dT
23Jan2008, 12:04
24Jan2008, 00:01
4.40 (AC-FT)
301.32 (FT)
Type.... Outlet Input Data
Name.... NORTHWEST-WC
Page 2.01
File.... X:\Projects\MER\MER-10020\Storm\Construction Drawings\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 302.00 ft
Increment = .20 ft
Max. Elev.= 304.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RI ---> BA 302.000 304.000
Culvert-Circular BA ---> TW 295.300 304.000
Weir-Rectangular ES ---> TW 303.000 304.000
TW SETUP, DS Channel

SIN:
Bentley PondPack (10.00.027.00) 11:08 AM
Bentley Systems, Inc.
11/11/2010
Type.... Outlet Input Data
Name.... NORTHWEST-WC
Page 2.02
File.... X:\Projects\MER\MER-10020\Storm\Constructi.on Drawings\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
-----------
-------------------
# of Openings ------
= 1
Invert Elev. = 302.00 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:08 AM 11/11/2010
Type.... Outlet Input Data
Name.... NORTHWEST-WC
Page 2.03
File.... X:\Projects\MER\MER-10020\Storm\Construction Drawings\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
---------------
------------------
No. Barrels ---
= 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 295.30 ft
Dnstream Invert = 295.00 ft
Horiz. Length = 52.00 ft
Barrel Length = 52.00 ft
Barrel Slope = .00577 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 el.ev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 298.77 ft ---> Flow = 42.85 cfs
At T2 Elev = 299.21 ft ---> Flow = 48.97 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:08 AM 11/11/2010
Type.... Outlet Input Data
Name.... NORTHWEST-WC
Page 2.04
File.... X:\Projects\MER\MER-10020\Storm\Construction Drawings\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of openings
Crest Elev.
Weir Length
Weir Coeff.
ES
Weir-Rectangular
----------------
1
303.00 ft
20.00 ft
2.600000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:08 AM 11/11/2010
Type.... Composite Rating Curve
Name.... NORTHWEST-WC
Page 2.08
File.... X:\Projects\MER\MER-10020\Storm\Construction Drawings\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--
--------
302.00 -----
.00
302.20 5.37
302.40 15.19
302.60 27.90
302.80 42.92
303.00 60.01
303.20 83.52
303.40 100.65
303.60 113.09
303.80 127.53
304.00 143.71
Notes
------ -- Converge ------------- ------------
TW El ev Error
ft +/-ft Contributing
-------------- Structures
------------
------
Free -- -----
Outfall (no Q: RI,BA ,ES)
Free Outfall RIBA (no Q: ES)
Free Outfall RIBA (no Q: ES)
Free Outfall RI,BA (no Q: ES)
Free Outfall RI,BA (no Q: ES)
Free Outfall RI,BA (no Q: ES)
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
Free Outfall RI,BA,ES
5-Cf" - piss VAIME GOINF-
Fiy2 loo-,fe- Mf-STCAS4-- Rpt??-
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 11:05 AM 11/11/2010
Project: MER-10020
Simulation Run: POST Q100 Reservoir: NW Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST - WC
End of Run: 24Jan2008, 00:01 Meteorologic Model: 100 YR
Compute Time: 13Jan2011, 15:36:24 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 65.22 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 38.28 (CFS) Date/Time of Peak Outflow : 23Jan2008, 12:11
Total Inflow : 5.86 (IN) Peak Storage : 0.88 (AC-FT)
Total Outflow : 5.82 (IN) Peak Elevation : 302.74 (FT)
Project: MER-10020
Simulation Run: FUTURE Q100 Reservoir: NW Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE - WC
End of Run: 24Jan2008, 00:01 Meteorologic Model: 100 YR
Compute Time: 13Jan2011, 16:45:56 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 111.82 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 72.27 (CFS) Date/Time of Peak Outflow : 23Jan2008, 12:09
Total Inflow : 7.40 (IN) Peak Storage : 1.37 (AC-FT)
Total Outflow : 7.36 (IN) Peak Elevation : 303.15 (FT)
MERCK VMF EXPANSION NORTHWEST WETLAND J. ALDRIDGE, PE
MER-10020 10/14/2010
RISER ANTI-FLOTATION CALCULATION J
Input Data ==>
Inside length of riser =
Inside width of riser =
Wall thickness of riser =
Base thickness of riser =
Base length of riser =
Base width of riser =
Inside height of Riser =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) =
Trash Rack water displacement =
Concrete Present in Riser Structure ==>
Total amount of concrete:
Adjust for openings:
5.00 feet
5.00 feet
6.00 inches
8.00 inches
6.00 feet
6.00 feet
6.70 feet
142.0 PCF Note: NC Products lists unit wt. of
44.00 inches manhole concrete at 142 PCF.
8.0 inches
61.74 CF
Base of Riser = 24.000 CF
Riser Walls = 73.700 CF
Opening for barrel = 5.280 CF
Opening for drain pipe = 0.175 CF
Total Concrete present, adjusted for openings = 92.246 CF
Weight of concrete present = 13099 lbs
Amount of water displaced by Riser Structure ==>
Displacement by concrete = 92.246 CF
Displacement by open air in riser = 167.500 CF
Displacement by trash rack = 61.740 CF
Total water displaced by riser/barrel structure = 321.486 CF
Weight of water displaced = 20061 lbs
Calculate amount of concrete to be added to riser ==>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 9971 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 144.052 CF of concrete
Standard based described above = 24.000 CF of concrete
Therefore, base design must have = 168.052 CF of concrete
MERCK VMF EXPANSION NORTHWEST WETLAND J. ALDRIDGE, PE
MER-10020 10/14/2010
Calculate size of base for riser assembly ==>
Length = 9.000 feet
Width = 9.000 feet
Thickness = 25.0 inches
Concrete Present = 168.750 CF OK
Check validity of base as designed ==>
Total Water Displaced = 466.236 CF
Total Concrete Present = 236.996 CF
Total Water Displaced = 29093 lbs
Total Concrete Present = 33653 lbs
Actual safety factor = 1.16 OK
Results of design ==>
Base length = 9.00 feet
Base width = 9.00 feet
Base Thickness = 25.00 inches
CY of concrete total in base = 6.25 CY
Concrete unit vveight ix? added base >-- 142 PCF
MERCK VMF EXPANSION NORTHWEST WETLAND J. ALDRIDGE, PE
MER-10020 11/15/2010
Velocity Dissipator
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 Manning's roughness number is constant over the entire length of the pipe.
Flow Qio (efs) = 1.07
Slope S (%) = 0.58
Pipe Diameter Do (in) = 36
Manning's `n' = 0.013
Flow Depth (ft) = 0.30
Outlet Velocity (fps) = 2.89
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe Diameter (ft) = 3.00
Outlet Velocity (fps) = 2.23
Apron Length (ft) = IS. 00
d50 Stone Thickness
(inches) Class (inches)
3 A 9
6 B 22
13 B or 1 22
23 2 27
Width = La + Do
Width(ft)=18+3=21
Use NCDOT Class `B' Rip Rap
d50=6"
18'L x 21'W x 22"Thick
DESIGN OF SOUTHEAST STORMWA TER
WETLAND
FROM APPROVED DESIGN CALCULATIONS DATED NOVEMBER 3, 2008
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
MERCK VMF EXPANSION SOUTHEAST WETLAND J. ALDRIDGE, PE
MER-10020 9/20/2010
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
322.00 0.00 11913
- _-_------.......-
--------
322.50 0.50 15061 1_3487 _ 6744 6744
y 0.50
323.00 1.00 18337 16699 _ 8350 15093
- 0.99
324.00 2.00 _ 20708 19523 19523 34616 2.00
325.00 3.00 22382 21545 21545 56161 3.00
326.00 4.00 24113 23248 23248 79408 4.02
Storage vs. Stage
90000 -- -- ?, ---- -- "--"-"- - - --?
80000 j
y = 15242x' 187
70000 R2 = 1
60000
LL
U
50000
m
E 40000
0
in 30000
20000
10000

0
0. 00 1.00 2.00 3.00 4.00 5. 00
Stage (feet)
Ks = 15242
b = 1.187
MERCK VMF EXPANSION SOUTHEAST WETLAND J. ALDRIDGE, PE
MER-10020 9/20/2010
Stage - Storage Function
Ks = 15242
b= 1.187
Zo = 322.00
Elevation
feet Storage
[cf] [acre-feet] 100-YR
322.00 .
0 0.000
322.20 2256 0.052
322.40 513
7 0.118
322.60 _
_
8312 0.191
322.80 11695 0.268
323.00 15242 0.350
323.20 18925 0.434
323.40 22725 0.522
323.60 26628 0.611
323.80 30623 0.703
324.00 34703 0.797 0.000
324.20 38860 0.892 _ 0.095
324.40 43088 0.989
T 0.192
324.60 47382 1.088 0.291
324.80 51739 1.188 0.391
325.00 56155 _ 1.289 0.492
325.20 60625 1.392 _ 0.595
325.40 65149 1.496 _ 0.699
325.60 69723 1.601 0.804
325.80 74344 1.707 0.910
326.00 79011 1.814 1.017
MERCK VMF EXPANSION SOUTHEAST WETLAND
MER-10020 Post Development Analysis
WETLAND SIZING CALCULATIONS
Source: Stormwater Best Management Practices. NCDWQ. July 2007.
Determination of Water Quality Volume ==>
WQ v = (P) (R V) (A)/J2
where,
WQv = water quality volume (in acre-ft)
Rv= 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 5.08 acres
Impervious area = 3.34 acres
Percent impervious cover, I = 65.7 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.64
WQv = 0.27 acre-ft
11834 cf
Associated Depth in Wetland ==>
WQv = 11834 cf
Stage/Storage data:
Ks= 15242
b = 1.1870
Zo = 322.00
Volume in 1" rainfall = 11834 cf
Calculated values:
Depth of WQV in Basin = 0.81 ft
9.70 inches
Elevation = 322.81 ft
Determination of Surface Area ==>
Input data:
WQv= 11834 cf
Maximum ponding depth = 12 inches
Calculated values:
Surface area required = 11834 ftZ
Surface area provided = 11913 ft`
J. ALDRIDGE, PE
1/13/2011
MERCK VMF EXPANSION SOUTHEAST WETLAND
MER-10020 Post Development Analysis
D orifice
# orifices
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Orifice Invert
WSEL @ 1" Runoff Volume
2 inch
1
15242
1.187
0.60
322.00 feet
0 cf
322.00 feet
322.81 feet
J. ALDRIDGE, PE
1/13/2011
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
322.81 11834 0.089
322.74 10641 0.085 0.087 1193 13697
322.67 9469 0.080 0.083 1172 14190
322.60 8319 0.075 0.078 1150 14766
322.53 7194 0.070 0.073 1125 15455
322.46 6096 0.065 0.067 1098 16299
322.39 5028 0.058 0.061 1068 17375
322.32 3995 0.051 0.055 1033 18819
322.25 3003 0.043 0.047 992 20929
322.19 2061 0.033 0.038 942 24515
322.12 1183 0.018 0.026 877 34305
Drawdown Time = 2.20 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 = 0.362 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of orifice = 0.022 sf
Q = 0.0632 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.17 days
MERCK VMF EXPANSION SOUTHEAST WETLAND
MER-10020 Future Development Analysis
Source: Stormwater Best Management Practices. NCDWQ. July 2007.
Determination of Water Quality Volume ==>
WQ v = (P) (R V) (A)/12
where,
WQv = water quality volume (in acre-ft)
Rv = 0.05+0.009(1) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 5.08 acres
Impervious area = 3.34 acres
Percent impervious cover, I = 65.7 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.64
WQv = 0.27 acre-ft
11834 cf
Associated Deptli in Wetland ==>
WQv= 11834 cf
Stage/Storage data:
Ks = 15242
b = 1.1870
Zo = 322.00
Volume in 1" rainfall = 11834 cf
Calculated values:
Depth of WQV in Basin = 0.81 ft
9.70 inches
Elevation = 322.81 ft
Determination of Surface Area ==>
Input data:
WQv= 11834 cf
Maximum ponding depth = 12 inches
Calculated values:
Surface area required = 11834 ftz
Surface area provided = 11913 ft`
J. ALDRIDGE, PE
1/13/2011
MERCK VMF EXPANSION SOUTHEAST WETLAND
MER-10020 Future Development Analysis

D orifice
# orifices
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Orifice Invert
WSEL @ 1" Runoff Volume
2 inch
1
15242
1.187
0.60
322.00 feet
0 cf
322.00 feet
322.81 feet
J. ALDRIDGE, PE
1/13/2011
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
322.81 11834 0.089
322.74 10641 0.085 0.087 1193 13697
322.67 9469 0.080 0.083 1172 14190
322.60 8319 0.075 0.078 1150 14766
322.53 7194 0.070 0.073 1125 15455
322.46 6096 0.065 0.067 1098 16299
322.39 5028 0.058 0.061 1068 17375
322.32 3995 0.051 0.055 1033 18819
322.25 3003 0.043 0.047 992 20929
322.19 2061 0.033 0.038 942 24515
322.12 1183 0.018 0.026 877 34305
Drawdown Time = 2.20 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 = 0.362 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of orifice = 0.022 sf
Q = 0.0632 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.17 days
Type.... Outlet Input Data
Name.... SOUTHEAST
Page 2.01
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 322.00 ft
Increment = .20 ft
Max. Elev.= 326.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RI ---> BA 324.000 326.000
Orifice-Circular SI ---> BA 322.000 326.000
Culvert-Circular BA ---> TW 320.000 326.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.02V.00) 2:03 PM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTHEAST
Page 2.02
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type =
------------------- Inlet Box
-----------------
# of Openings = 1
Invert Elev. = 324.00 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = SI
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 322.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:03 PM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTHEAST
Page 2.03
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
---------------
------------------
No. Barrels ---
= 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 320.00 ft
Dnstream Invert = 318.00 ft
Horiz. Length = 52.50 ft
Barrel Length = 52.54 ft
Barrel Slope = .03810 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .018213
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.141
T2 ratio (HW/D) = 1.288
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 321.71 ft ---> Flow = 7.58 cfs
At T2 Elev = 321.93 ft ---> Flow = 8.66 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:03 PM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTHEAST
Page 2.04
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:03 PM 9/22/2010
Type.... Composite Rating Curve
Name.... SOUTHEAST
Page 2.11
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ------- ---- -- ------------
Elev. Q TW El ev Error
ft cfs ft +/-ft
----- Contrib
-------- uting
------ Structures
------------
--------
322.00 -------
.00 ------
Free --
Outfall (no Q: RI, SI ,BA)
322.20 .04 Free Outfall SI,BA (no Q: RI)
322.40 .06 Free Outfall SI,BA (no Q: RI)
322.60 .08 Free Outfall SI,BA (no Q: RI)
322.80 .09 Free Outfall SI,BA (no Q: RI)
323.00 .10 Free Outfall SI,BA (no Q: RI)
323.20 .11 Free Outfall SI,BA (no Q: RI)
323.40 .12 Free Outfall SI,BA (no Q: RI)
323.60 .13 Free Outfall SI,BA (no Q: RI)
323.80 .14 Free Outfall SI,BA (no Q: RI)
324.00 .15 Free Outfall SI,BA (no Q: RI)
324.20 4.45 Free Outfall RI,SI,BA
324.40 12.26 Free Outfall RI,SI,BA
324.60 16.86 Free Outfall RI,SI,BA
324.80 17.32 Free Outfall RIBA (no Q: SI)
325.00 17.77 Free Outfall RIBA (no Q: SI)
325.20 18.20 Free Outfall RIBA (no Q: SI)
325.40 18.63 Free Outfall RI,BA (no Q: SI)
325.60 19.05 Free Outfall RIBA (no Q: SI)
325.80 19.45 Free Outfall RIBA (no Q: SI)
326.00 19.85 Free Outfall RI,BA (no Q: SI)
` IA&C - lmsab4"'e ly"E
FCe- % r Z I P04> 10-f f- CR5nIJG-
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 2:04 PM 9/22/2010
Project: MER-10020
Simulation Run: POST Q1 Reservoir: SE Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 14:51:42 Control Specifications:
Volume Units: IN
Computed Results
POST
1 YR
1 minute dT
Peak Inflow : 16.32 (CFS) Date/Time of Peak Inflow : 23Jan2008, 11:56
Peak Outflow : 0.14 (CFS) Date/Time of Peak Outflow : 24Jan2008, 00:01
Total Inflow : 1.98 (IN) Peak Storage : 0.69 (AC-FT)
Total Outflow : 0.34 (IN) Peak Elevation : 323.78 (FT)
Project: MER-10020
Simulation Run: POST Q2 Reservoir: SE Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST
End of Run: 24Jan2008, 00:01 Meteorologic Model: 2 YR
Compute Time: 13Jan2011, 14:51:49 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 22.40 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 0.68 (CFS) Date/Time of Peak Outflow : 23Jan2008, 14:59
Total Inflow : 2.54 (IN) Peak Storage : 0.81 (AC-FT)
Total Outflow : 0.65 (IN) Peak Elevation : 324.02 (FT)
Project: MER-10020
Simulation Run: POST Q10 Reservoir: SE Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 14:51:55 Control Specifications:
Volume Units: IN
Computed Results
Peak Inflow : 30.86 (CFS) Date/Time of Peak Inflow :
Peak Outflow : 8.62 (CFS) Date/Time of Peak Outflow
Total Inflow : 4.24 (IN) Peak Storage :
Total Outflow : 2.34 (IN) Peak Elevation
POST
10 YR
1 minute dT
23Jan2008, 12:04
23Jan2008, 12:18
0.94 (AC-FT)
324.31 (FT)
Project: MER-10020
Simulation Run: FUTURE Q1 Reservoir: SE Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE
End of Run: 24Jan2008, 00:01 Meteorologic Model: 1 YR
Compute Time: 13Jan2011, 16:45:39 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 16.32 (CFS) Date/Time of Peak Inflow : 23Jan2008, 11:56
Peak Outflow : 0.14 (CFS) Date/Time of Peak Outflow : 24Jan2008, 00:01
Total Inflow : 1.98 (IN) Peak Storage : 0.69 (AC-FT)
Total Outflow : 0.34 (IN) Peak Elevation : 323.78 (FT)
Project: MER-10020
Simulation Run: FUTURE Q2 Reservoir: SE Wetland
Start of Run: 23Jan2008, 00:00 Basin Model:
End of Run: 24Jan2008, 00:01 Meteorologic Model:
Compute Time: 13Jan2011, 16:45:44 Control Specifications:
Volume Units: IN
Computed Results
Peak Inflow : 22.40 (CFS)
Peak Outflow : 0.68 (CFS)
Total Inflow : 2.54 (IN)
Total Outflow : 0.65 (IN)
Date/Time of Peak Inflow :
Date/Time of Peak Outflow
Peak Storage :
Peak Elevation
FUTURE
2 YR
1 minute dT
23Jan2008, 12:04
23Jan2008, 14:59
0.81 (AC-FT)
324.02 (FT)
Project: MER-10020
Simulation Run: FUTURE 010 Reservoir: SE Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE
End of Run: 24Jan2008, 00:01 Meteorologic Model: 10 YR
Compute Time: 13Jan2011, 16:45:50 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results _
Peak Inflow : 30.86 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow. 8.62 (CFS) Date/Time of Peak Outflow : 23Jan2008, 12:18
Total Inflow : 4.24 (IN) Peak Storage : 0.94 (AC-FT)
Total Outflow : 2.34 (IN) Peak Elevation : 324.31 (FT)
Type.... Outlet Input Data
Name.... SOUTHEAST - WC
Page 2.01
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 324.00 ft
Increment = .20 ft
Max. Elev.= 326.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box RI ---> BA 324.000 326.000
Culvert-Circular BA ---> TW 320.000 326.000
TW SETUP, DS Channel
w0f25T cf,% A"N--6s
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:18 PM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTHEAST - WC
Page 2.02
File.... X:\Project3\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type =
--- Inlet Box
-----------------
----------------
# of Openings = 1
Invert Elev. = 324.00 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:18 PM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTHEAST - WC
Page 2.03
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
----------
-----------------
No. Barrels ---------
= 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 320.00 ft
Dnstream Invert = 318.00 ft
Horiz. Length = 52.50 ft
Barrel Length = 52.54 ft
Barrel Slope = .03810 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .018213
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.141
T2 ratio (HW/D) = 1.288
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 321.71 ft ---> Flow = 7.58 cfs
At T2 Elev = 321.93 ft ---> Flow = 8.66 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:18 PM 9/22/2010
Type.... Outlet Input Data
Name.... SOUTHEAST - WC
Page 2.04
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, BE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:18 PM 9/22/2010
Type.... Composite Rating Curve
Name.... SOUTHEAST - WC
Page 2.07
File.... X:\Projects\MER\MER-10020\Storm\SIA\Design Files\Design.ppw
Title... Project Date: 9/22/2010
Project Engineer: J. ALDRIDGE, PE
Project Title: MERCK VMF EXPANSION (MER-10020)
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
--------
324.00 -------
.00
324.20 4.29
324.40 12.14
324.60 16.86
324.80 17.32
325.00 17.77
325.20 18.20
325.40 18.63
325.60 19.05
325.80 19.45
326.00 19.85
Notes
------ -- Converge ----------------------- --
TW El ev Error
ft +/-ft Contributing Structures
----------------
--
------
Free -- ----- -
Outfall -------
(no Q: RIBA)
Free Outfall RI, BA C 1CL:Ft? Yo?G 0006
J? ?D
Free Outfall RI,BA
Free Outfall RI, BA Fem. vw1ST- CXIF- fDLMK'6-
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RI,BA
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:18 PM 9/22/2010
Project: MER-10020
Simulation Run: POST Q100 Reservoir: SE Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: POST - WC
End of Run: 24Jan2008, 00:01 Meteorologic Model: 100 YR
Compute Time: 13Jan2011, 15:36:24 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 44.01 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 18.06 (CFS) Date/Time of Peak Outflow : 23Jan2008, 12:14
Total Inflow : 6.80 (IN) Peak Storage : 0.56 (AC-FT)
Total Outflow : 6.78 (IN) Peak Elevation : 325.13 (FT)
Project: MER-10020
Simulation Run: FUTURE Q100 Reservoir: SE Wetland
Start of Run: 23Jan2008, 00:00 Basin Model: FUTURE - WC
End of Run: 24Jan2008, 00:01 Meteorologic Model: 100 YR
Compute Time: 13Jan2011, 16:45:56 Control Specifications: 1 minute dT
Volume Units: IN
Computed Results
Peak Inflow : 44.01 (CFS) Date/Time of Peak Inflow : 23Jan2008, 12:04
Peak Outflow : 18.06 (CFS) Date/Time of Peak Outflow : 23Jan2008, 12:14
Total Inflow : 6.80 (IN) Peak Storage : 0.56 (AC-FT)
Total Outflow : 6.78 (IN) Peak Elevation : 325.13 (FT)
NITROGEN EXPORT CALCULATIONS
MERCK VACCINE MANUFACTURING FACILITY
MER-10020
MERCK VMF EXPANSION NITROGEN EXPORT CALCULATIONS J. ALDRIDGE, PE
MER-10020 Post-Development - Summary 1/20/2011
L POST DEVELOPMENT
Note that the Unanaiyfccl areas were added to Open On-site Area for nitrogen loading calculations.
Sub-basin ID On-site Area [acres]
ry Impervious Open Wooded Pond Total
To South VV edl nd 14.68 41 3.52 ,_ ?,___ 1.00 24.61
_
To Southeast Wetland 3.34 1.19 0.00 0.55 5.08
To West Wetland 5.25 6.21 3.73 0.81 16.00 _
To North Wetland 10 09 5.71 3.85 1.01 20.66
To Northwest Wetland 3.39 2.83 0.68 1.44 8 34
_. _ .------- N___._
Bvt)ass ? 0.54 - ? 41 '7? 141.95 0.00 ? - 184m, .26
Totals = 37.29 03.12 _ 153.73 4.81 258.95
Sub-basin ID On-site Area 'IN-Load Before /o o Removal TN-Load Alter
BMP Type
[acresl Treatment fibs/srl Treatment flhe'vrl _
I o South Wetland 24.61 321.02 40%_ _.._ 192 01 Wetland-,__..'
To Southeast Wetland _5.08 72.90 40% 4? TI Wetland To West Wetland 16.00 121.96 40% 73.18 _ Wetland
To North Wetland 20.66 224.28 40%° f 134.57 _ Wetland
To Northwest Wetland 8 77 40 40% ?4, 44 Wetland.
BVDaSS _ 1 R4 ?6 146.74 0% 14? %4
Totals - a56.95 964.30 631.25
TN-Load After Treatment = 637.28 lbs/yr
2.46 lbs/ae/yr
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MERCK VMF EXPANSION NITROGEN EXPORT CALCULATIONS J. ALDRIDGE, PE
MER-10020 Future-Development - Summary 1/20/2011
If. FUTURE DEVELOPMENT
Note that the Unanalyzed areas were added to Open On-site Area for nitrogen loading calculations.
Sub-basin ID ? ????? _ On-site Ar
To South Wetland 15.00 5.15
_146, _
1.00
24.61
To Southeast Wetland 3,34 1:19 0.00 0.55
_
5.08
To West Wetland „ 4.65 5.54 2.22 w 0.81 13.22
To North Wetland 12.00 2.59 3.85 _ ,. ._ 1.01 19.45
To Northwest Wetland 9
82 1.11 0.00 1.44 12.37
Byr?ss. _._ .
_.w._
0.54 41" 111 nc n on l 184.22
I ovals = 45.35 S /.3 i _
0 0.48 4.81 258.95
-site Area TN-Load Before Removal TN-Load After
Sub-basin ID -& -site Re ? BMP Type
[acres] Treatment tlbs/vrl ___ Treatment lbs/vrl .
To South Wetland 24.61 327.46 40%? 196.47 Wetland
43 74W Wetland
To Southeast Wetland 5.08 72.90 _40%
tla
To West Wetland 13.22 107.53 40% __,_ 64 52 _ Wetland
1_9_45 , 261.03 40% 1 26.62 Wetland
To North Wetland
etland 12.37 21
To Northwest W1
1 ' . 40°jo I26.7? ?VcLlattd
184.22 14r 1-1 ,
iotals 258.95 1120,85 73+.79
TN-Load After Treatment = 734.79 lbs/yr
2.84 lbs/ac/yr
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