20040825 Ver 1_Stormwater Plans_20040623

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Since 1979
THE JOHN R. McADAMS COMPANY, IN~~ANQS ~ 4(l~ ~RC~Ui:,
JUN 2 3 2004
WATER QUALITY SECTION
MERCK VACCINE MANUFACTURING
FACILITY
DURHAM, NC
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
STORMWATER IMPACT ANALYSIS
FINAL DESIGN OF STORMWATER MANAGEMENT
FACILITIES
MER-04000
Original Submittal: May 27, 2004
Revised: June 18, 2004
Brandon R. Finch, PE
Sr. Stormwater Project Manager
Comprehensive Land Development Design Services
We help ot.er clrertts• s~~.cceed.
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Since 1979
THE JOHN R. McADAMS COMPANY, INC.
June 23, 2004
WE''t ~ zinc ~ 4p~ ^~~UP
Mr. Bob Zarzecki JUN 2 ~3 ;~p~4
North Carolina Division of Water Quality
Wetlands/401 Unit WATER (~Uq~„ ,r ~~CT~pN
2321 Crabtree Blvd.
Raleigh, North Carolina 27604-2260
Re: Merck Vaccine Manufacturing Facility
Durham, North Carolina
DWQ Project No. 04-0825
MER-04000
Dear Mr. Zarzecki:
Per conditions received in a letter from your office, dated May 24, 2004,
please find enclosed a set of construction plans and design calculations for the
proposed stormwater management devices at the future Merck Vaccine
Manufacturing Facility in Durham, North Carolina. Also enclosed are
originals of the signed operation and maintenance agreements for these
facilities.
As requested in that letter, extended detention wetlands are proposed on this
site that will treat stormwater runoff from this project for both nitrogen
removal and 85% TSS removal. They are also designed in accordance with
the standards set forth in the NC DENR Stormwater BMP Manual.
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 fax
www.johnrmcarJams. com
Since the condition of the May 24, 20041etter is that these plans /calculations
are approved by your office prior to the occurrence of the proposed buffer
impacts, please forward to us written documentation of your approval upon
satisfactory completion of your review. Should you have any questions or
need any additional information, please feel free to give me a call at (919 ~ ,gyp
I, 361-5000. .qQ~'`
~'~ ~ ~ ~ ~ t
Sincerely,
THE JOHN R MCADAMS COMPANY, INC. >,: 5 0~
it ~C~r/""~ ~ ~ ~ ~ ` Y~
G~ r_~' l
~~j ~l
Brandon R. Finch, PE ~~ ,,
Senior Project Manager
BRF/maf
Comprehensive Lantl Development Des
We 12e1p our clients succeed.
l'~'
Services

NORTH WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wetland detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 2.00 feet in the forebay and micro-pool, the sediment shall be
removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 324.00
Sediment Removal EI. 322.01 7
----- ------ -
-- - ' - Sediment Removal Elevation 322.00 ~ 75%
Bottom E vation 321.3 ~ 5% ---------------------------------------------i----~
FOREBAY
MAIN POND
5. Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed.
Wetland plants should be encouraged to grow in the marsh areas.
Page I of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Robert E. Dolan
Title: Vice President, Vaccine & Sterile Operations
Address: P. 0. Box 4, WP36M-4, West Point PA 19486-0004
Phone: [phone]
Signature: -~~''~--``~
Date: / ~' fU-~~= >_~' ~ ,~
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the pr 'dent.
I ~ , a Notary Pu is for the State
County of~ , do hereby certify that ~-a-~^--
personally appeare before a this ~ day of , X00 ,and acknowledge the due
execution of the forgoing wet [wetland] detention ba n maintenance requirements. Witness my hand and
official seal,
SEAL
My commission expires
NOTARIAL SEAL
DEBORAH G. TRUFFMOon CPC is ty
UpQer Gwynedd wp.,
M Commission Exp~reS Au ust 21,2006
Page 2 of 2

SOUTH WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wetland detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be
removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling
it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled
soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks.
When the permanent pool depth reads 2.20 feet in the forebay and 3.20 feet in the micro-pool,
the sediment shall be removed.
BASIN DIAGRAM
(fill in fhe blanks)
Permanent Pool Elevation 332.00
Sediment moval EI. 329.8 7 /o
-------------- -- Sediment Removal Elevation 328.80 75%
----------------------------------------
Bottom E vation 329.0 5% -----: ------.
FOREBAY
MAIN POND
5. Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed.
Wetland plants should be encouraged to grow in the marsh areas.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Robert E. Dolan
Title: Vice President, Vaccine & Sterile Operations
Address: P. 0. Box 4, WP36M-4, West Point PA 19486-0004
Phone:
Signature: ~~~ F
Date: /,~ .~ zj.u ~.~ ~, y~~ c~
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, , a Notary P for the St~ o ~ ,
County of a-n do hdereby certify tha ~ 66
personally appeared before e this ~o ~ day of 00 ,and acknowledge the due
execution of the forgoing wet [wetland] detention barn maintenance requirements. Witness my hand and
official seal,
SEAL
My commission expires
NOTARIAL SEAL
DEBORAH G. ARUFFO, Notary Public
Upper Gwynedd Twp., Montgomery County
My Commission Expires A ust 21,2006
Page 2 of 2

• MERCK VACCINE MANUFACTURING FACILITY
Stormwater Impact Analysis & Final Design of Stormwater Management Facilities
Project Descriytion and Summary
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 proposed development currently known as
the Merck Vaccine Manufacturing Facility. Proposed construction on this tract will
consist of several buildings to be used in vaccine production and support, along with
necessary street, parking, utility, and Stormwater management improvements.
The proposed development 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, 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, two Stormwater wetlands will be constructed that will treat Stormwater
runoff from the vast majority of future 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 1 D
pounds/acre/year for commercial or industrial development. Nitrogen export
calculations shall be made using a formula approved by the Stormwater
Administrator.
Since the future use for this site will consist of industrial development, an offset payment
from l O lbs/ac/yr to 3.61bs/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 SN 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-
developmentflow rates.
The calculations within this report are based on an analysis of the site and contributing
off-site area. Summary tables are included 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. Also included are final design calculations for the proposed stormwater
management facilities.
This report fulfills the requirements of Section SN and Section 14-153 of the Durham
• County Code. Please refer to the appropriate sections of this report for additional
information.
Calculation MethodoloQy
• Rainfall data for the Raleigh-Durham region is from USWB Technical Paper No.
40 and NOAA Hydro-35. This data was used to generate adepth-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 2.2.2 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.
• The 1-year 24-hour storm was modeled within HEC-HMS Version 2.2.2 assuming
a 3.0 inch rainfall depth and a SCS Type II storm distribution.
• 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.
2

• • 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. During the minor site plan submittal, the
site area is 261.90 acres. Therefore, the anticipated future R/W dedication is 2.97
acres. This area will be shown during the major site plan submittal.
In order to address any confusion with nitrogen export calculations, there are
several sets of calculations provided. They are as follows:
1. For the minor site plan submittal, pre- and post-development TN-export
calculations are provided based on a site area of 261.90 acres.
2. For the upcoming major site plan submittal, pre- and post-development
TN-export calculations are provided based on a future site area of 258.93
acres.
3. Another set of calculations is also provided based on the anticipated future
build-out of this site at 258.93 acres, using the design impervious area for
each stormwater management facility.
Since each calculation shows the TN-export for this site to be less than 3.6
lbs/ac/yr, without taking into account the reduction that will be provided by the
stormwater wetlands, an offset payment is not required to the Ecosystem
Enhancement Program.
• • Stage-discharge rating curves, stage-storage rating curves, and stage-storage
functions for the proposed stormwater management facilities 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 8.0, by
Haestad Methods. Please refer to the appropriate sections of this report for
additional information.
HEC-HMS Version 2.2.2, by the US Army Corps of Engineers, is used to
generate pre- &post-development peak flow rates for the 1-, 2-, 10-, 25-, and 100-
year storm events, along with routing of the proposed stormwater management
facilities.
• Nitrogen export calculations are computed using Method 2 from the Durham
County "Neuse River Basin Nutrient Sensitive Waters Management Strategy -
Stormwater Plan " (Amended March 12, 2001). This method uses known footprint
areas of wooded, open, and impervious surfaces.
• For 100-year storm routing calculations, a "worst case condition" was modeled in
order to insure the proposed facilities would safely pass the 100-year storm event.
The assumptions used in this scenario are as follows:
1. The starting water surface elevation in each 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 had an opportunity to draw down the storage
pool between NWSE and the riser crest elevation.

. 2. A minimum of 1-ft of freeboard is provided between the peak elevation
during the "worst case" scenario and the top of the dam for each facility.
• In order to determine the location of the emergency spillway for each facility, the
25-year storm event was routed through each device, assuming a starting NWSE
at normal pool. The emergency spillway for each facility is placed at or above the
WSE computed during this event. Future calculations will be provided during the
construction drawing process that analyzes each spillway for erosion potential.
To guard against outlet structure failure due to the buoyant forces caused by the
riser-barrel outlet structures, anti-flotation calculations were performed for each
facility. These calculations consisted of determining the amount of concrete that
is required to anchor each outlet structure down to prevent it from floating. In
addition, the pre-cast riser sections are to be tied together to prevent separation
caused by buoyant forces. It is important to note that these calculations contain a
minimum 15% safety factor.
Velocity dissipaters are provided at the principal spillway outlets to prevent
erosion and scour in these areas. The dissipaters are constructed using rip rap,
underlain with a woven geotextile filter fabric. The filter fabric is used to
minimize the loss of soil particles beneath the riprap aprons. The dissipaters are
sized for the 10-year storm event using the NYDOT method. It is a permanent
feature of the outlet structures.
Water quality calculations were performed in accordance with the NC Stormwater Best
Management Practices manual (NC DENR, April 1999). The normal pool surface areas
of the wetlands were sized with water quality in mind, using the required SA/DA ratio
charts. A temporary storage pool for stormwater runoff from the 1.0" storm is provided
in the wetlands, to be drawn down in 2-5 days.
Conclusion
If the development on this tract is built as proposed within this report with the stonnwater
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. The proposed site impervious surface exceeds the amount accounted for in this
report.
2. The post-development watershed breaks change significantly from those used to
prepare this report.
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.
•

MERCK • SUMMAR.~F` RESULTS t.~Cx, PE
MER-04000 6/18/2004
_> Pre- /Post-Uevefirpnsent Pe~~ik Flaw Rates: f)ff-Site Arealncluded
Sub-basin Pre
Deve
-
lo
p
m
ent [cfs~ Post-
Developme
nt ~cfs~ Increase ~cfs~ Increase ~%~
ID _
_
_
_
_
_
_
1-Year ;~2-Year ( 10-Year __
_
_
1-Year 1 2-Year 10-Year 1-Year 2-Year 10-Year 1-Year 2-Year 10-Year
1 6 i 19 } 73
~ 6 l8 71 0 -1 -2 0% -5% -3%
2 6
~ 20 j 86
~ 6 ~ 19 ~ 84
_
~_
.. _.
_
_ ._
__.
__
- 0
__.
_ _ -1
_-._
~ -2 0% -5% -2%
~__ 3___ ..__ .1_-_
- 4 I 18 _ _ _ ,
_. 3
-
~
.
~
_
,. ~ _ l -9 0% 0
-25 /o
_
.. 0
-50 /o

4
1 4 18
l
j 1 5
0
3
-13
0% _
°
75 /0
-72%
5 ,___...3 10 ~ 43 ~
_
_._..F,2 6 32 -1 -4 -11 33% -40% -26%
=> Pre- /Post-bevelo7Zmett Pea& pYow Rates: Off-.rlte Aren Removed
Sub-basin ~ Pre-Develo ment [cfs~ ~ Post-Deve_ lo~ment ~cfs~ ~ Increase cfs) [ncrea_se ~% ~
ID 1-Year 2-Year 10-Year ~ 1-Year 2-Year 10-Year l-Year 2-Year 10-Year 1-Year 2-Year 10-Year
I ~ 15 64
5
~ 5 16 65
~
___
~~
~ 0
~~
~~~ I
- ~~
~~~ 1 0%
~ _7%_
___
~ 2%
~
2 _
5 18 78
- 5
~
17
73
__W__ _ _______~. 0 -I -5 0% -6% -6%

W
3 1 4 18 ] 3 9 ~ 0 -I
~ 9 0% 25% -50%
4 1 4
18 I
_~ ~ 0 3 13 0% 75%
_.... -72%
_
_....
5 _
3 10 43 _
2 6 32 -I -4 -ll -33% -40% 26%
-> Pre-/Post-Dc:velopmertt~rrru,,~en Export Summan~
_> Minor Site Plan Submittal
Site Area = 261.9 acres
Pre-development TN-Export = 157.14 lbs (Assumes site is 100% wooded)
= 0.6 lbs/ac/yr (Assumes site is 100% wooded)
Post-development TN-Export = 439.92 Ibs
= 1.68 lbs/ac/yr
_> Major Site Plan Submittal
Site Area = 258.93 acres
Pre-development TN-Export = 155.36 Ibs (Assumes site is 100% wooded)
= 0.6 lbs/ac/yr (Assumes site is 100% wooded)
Post-development TN-Export = 446.76 lbs
= 1.73 Ibs/ac/yr
=>Antieipnted Future Buildout
Site Area = 258.93 acres
Pre-development TN-Export = 155.36 Ibs (Assumes site is 100% wooded)
= 0.6 lbs/ac/yr (Assumes site is 100% wooded)
Post-development TN-Export = 728.96 Ibs
= 2.82 Ibs/ac/yr
1 of 2

MERCK • SUMMARI~RESULTS b.~CH, PE
MER-04000 6/18/2004
=>S'tprmwater Ei'etlandlDn' Pand Summarplnformation
_> North Wetland
Design Drainage Area = 21.89 acres
Design Impervious Area = 12.00 acres
Top of Dam = 332.00 ft
Surface Area at NWSE = 21281 sf (Full Buildout)
Required Surface Area at NWSE = 21205 sf (Full Buildout)
Siphon Diameter = 3 inches
Riser Diameter = 6 ft
Riser Crest = 328.80 ft
Barre] Diameter = 48 inches
# of Barrels = 1
Invertln = 321.3 feet
Invert Out = 320.8 feet
Length = 72 feet
Slope = 0.0069 fr/fr
Emergency Spillway Crest = 330.0 fr
Emergency Spillway Length = 50 ft
_> South Wetland
Design Drainage Area = 24.92 acres
Design Impervious Area = 15.00 acres
Top of Dam = 340.00 ft
Surface Area at NWSE = 26712 sf (Full Buildout)
Required Surface Area at NWSE = 26153 sf (Full Buildout)
Siphon Diameter = 3 inches
Riser Diameter = 6 ft
Riser Crest = 337.30 ft
Barrel Diameter = 48 inches
# of Barrels = I
Invert In = 327.7 feet
Invert Out = 327 feet
Length = 84 feet
Slope = 0.0083 ft/ft
Emergency Spillway Crest = 338.3 ft
Emergency Spillway Length = 50 ft
_> Drr Pond
Design Drainage Area = 17.21 acres
Design Impervious Area = 0.00 acres
" Top of Dam = 300.00 ft
Surface Area at NWSE _ - sf (Full Buildout)
Required Surface Area at NWSE _ - sf (Full Buildout)
Siphon Diameter = - inches
Riser Diameter = 5 ft
Riser Crest = 298.00 ft
Barrel Diameter = 36 inches
# of Barrels = 1
Invert In = 291 feet
Invert Out = 290 feet
Length = 72 feet
Slope = 0.0139 ft/ft
Emergency Spillway Crest = 299.0 fr
Emergency Spillway Length = 25 ft
Return ~ Inflow ~ Outflow € Yeak Freeboard
Period [cfs] [cfs) 'WSEL [ft[ [ft]
1-Year 53 0.4 E 327.46 _4.54
___ 2-Year 75~ _
0.5 328.49 3.51
YO-Year 115_ 16 _

~ E 329.21 2.79
mm________,
__.~
25-Year
. 138
_.. ~ 43 ~ 329 62
..... 2.38
_. .........
_._..
100-Year 174 ; 150 P
330.41 1.59
Return Inflow Outflow Peak ~ Freeboard
Period
~..~... ~,.. ~ [cfs[
.,, a. ~.>.. ~,.... ~.... (cfs[ WSEL [ft[ [ftJ
t-Year I 66 0.5 335.9 4.10
2-Year " 93 0.5 337.06 ~ 2.94
10-Year 137
_~ 19
_ _ 337.77 2.23
__. _
25-Year 163 52 338.23 1.77
.

100-Year
204 _
183 _
_..
338.93 1.07
Return Inflow Outflow
Period ~ [cfsJ [cfs[ Peak
WSEL [ft[ Freeboard
[ft[
1-Year 7 1 292.96 7.04
2-Year 1 13 1 294.40 5.60
10-Year 37 1 298.01 1.99
_25-Year ..........
100-Year ....... 53
78 8
70 298.28
299 21 1.72
0.79
2 of 2

C
•
C
1 PRECIPITATION DATA
2 WATERSHED SOIL DATA
PRE-DEVELOPMENT HYDROLOGIC
3 CALCULATIONS- OFFSITE AREA
INCLUDED
PRE-DEVELOPMENT HYDROLOGIC
4 CALCULATIONS- OFFSITE AREA
REMOVED
POST-DEVELOPMENT HYDROLOGIC
5 CALCULATIONS- OFFSITE AREA
INCLUDED
POST-DEVELOPMENT HYDROLOGIC
6 CALCULATIONS- OFFSITE AREA
REMOVED
FINAL DESIGN CALCULATIONS- NORTH
7 STORMWATER WETLAND
FINAL DESIGN CALCULATIONS- SOUTH
8 STORMWATER WETLAND
FINAL DESIGN CALCULATIONS- DRY
9 POND
100-YEAR STORM ROUTING- WORST
O CASE SCENARIO
11 NITROGEN EXPORT CALCULATIONS
EMERGENCY SPILLWAY DESIGN
12 CALCULATIONS
1 ~ MISCELLANEOUS SITE INFORMATION
14
15

.7
PRECIPITA TION DA TA

MERCK VACCINE MANUFACTURING FACILITY
MER-04000

MER-04 •
MERCK VACCINE MANUFACTURING FACILITY
L INPUT DATA
Location: Durham, North Carolina
2-Year € 100-Year ~ Source
5 minute{ 0.48 ( 0.81 NOAA H dro-35 -
15 minute ~
60 minute ' 1.01
1.70 ____ 1.81 NOAA_Hydro-35
3.SO~NOAA H dro-35
24 hour j 3.60 8.00 USWB TP-40
II. DEPTH-DURATION-FREQUENCY TABLE
Return Period
Duration 2-Year
[inches] 5-Year
[inches] j 10-Year
[inches] ZS-Year
[inches] ~ 50-Year
(inches] 100-Year
[inches)
5 minutes 0.48 0.55 0.60 0.68 0.75 0.81
10 minutes 0.79 0.92 1.02 1.17 1.28 1.40
15 minutes 1.01 1.18
~ 1.31 ~ 1.51 t.66 1.81
30 minutes 1.35 164 1.85 { 2.16 2.40 2.64
60 minutes 1.70 2.12 2.41 2.84 3.17 3.50
2 hours 1.91 2.40 _ _
2.74 ~ _
3.23 ~ _
~ 3.61 4.00
3 hours 2.12 2.68 3.07 3.62 4.06 4.49
6 hours 2.65 3.38 3.90 4.62 5.t9 5.75
12 hours 3.13 4.02 4.64 5.52 6.20 6.88
24 hours 3.60 4.65 5.38 6.41 7.21 8.00
III. INTENSITY-DURATION FREQUENCY DATA
Return Period
Duration 2-Year
[in/hrj 5-Year
[in/hr] 10-Year
~ [in/hr] ~ 25-Year
! (in/hr] 50-Year
[in/hr] 100-Year
[in/hr]
5 minutes 5.76 6.58 7.22 8.19 8.96 9.72
10 minutes 4.76 5.54 6.13 7.01 7.71 8.40
15 minutes 4.04 4.74 5.25. 6.03 6.64 7.24
30 minutes 2.70 3.28 3.71 4.32 4.80 5.28
60 minutes 1.70 2.12 2.41 2.84 3.17 3.50
2 hours 0.95 1.20 ~ 1.37 1.62 1.81 2.00
3 hours 0.71 0 ~ _
~~1.02 1.21, 1.35 ].50
6 hours 0.44 0.56 0.65 0.77 ! ~ 0.86 0.96

12 hours
0.26
_0.33 ~ _ _
_ 0.39 ~
0.46
0.52 _
_
0.57
24 hours 0.15 0.19 0.22 0.27 i 0.30 0.33
B.R. •H PE
5/17/2004
IV. RESULTS
Return Period g h
2 {
-----
- ]32 18
5
-_ .
----_.. 169 ~ 21
to 195 ; 22
25 232T 23
50 ~ 26] 24
100 290 25
1 OF 2

MER-04~.•
MERCK VACCINE MANUFACTURING FACILITY
CALCULATIONS:
• B.R. •H, PE
5/17/2004
1/I
Duration 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year
5
10 0.17
0.21 ~ 0.15
-0.18 ~ 0.14 ~
~ 0.16 ~0.12
0.14 0.11 ~
~ 0.13 ~ 0.10_
a 0.12
~
15

30 0.25

0.37 0.21 3

-----
~ 0.30 ~ O.19
V. __.__
t- --
0.27 0.17
._.._.__~~_~.
- -
0.23 ~ 0.15
~
r .._ ..__.. _ __ _
X0.21 0.14
~
___~__.....__.
0.19

60
0.59
0.47
~~ 0.41
0.35 ~
0.32 ~ _
~_
0.29
120 1.05 0.83 0.73 0.62 0.55 0.50
180 1.42 ~ 1.12 0.98 0.83 ~ 0 4 ~ _0.67
360 2.26 1.77 ~ 1.54 _ 1.30 ~ 1.16 1.04
720
1440 3.84
6.67 2.99
5.16 ~ 2.59
~~~~ ~~~~ 4.46 2.18
~ 3.75 3 _ 1.94
3.33 1.75
3.00
2-Year ~ 5-Year 10-Year 25-Year 50-Year 100-Year
Slo e: 0.00760 0.00592 0.00513 0.00430 0.00383 0.00344
Y-Interce t: 0.13587 0.12225 0.11255 9181
0
.1
0001 0.0 8486
0.0
132 169 195 _
_
_
232 ~~261 _
_
290
h: 18 21 ~ ~~ 22~~ _ 23 ~-- 24 25
20F2

WATERSHED SOIL DATA
C7

MERCK VACCINE MANUFACTURING FACILITY
MER-04000

.~ Z T-__ ~aa~ 000 5 Ob8 5 T~ T aleJS
0 000 t 000
auw t
• • •

MER-04000 WATERSHED SOIL R.E. JIMENEZ JR., EI
MERCK VACCINE MANUFACTURING FACILITY INFORMATION 5/20/2004
• __> Watershed Soils Information
S mbol Name H drolo is Soil Grou
AI Altavista C
~__v 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 11
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 leas modeled with the follotiving curve na~mbers:
Cover Condition SCS CN - HSG B
Impervious 98
• _ Open ~ _~^ ~ 61+_ _ ~~ (Assume Good Condition)
Wooded 55 (Assume Good Condition)
•
MERCK VACCINE FACILITY

C,
PRE-DEVELOPMENT HYDROLOGIC
CALCULATIONS
OFF-SITE AREA INCLUDED
•

MERCK VACCINE MANUFACTURING FACILITY
MER-04000

~ ~.~ STUDIED =
~~~.
~~
~~:
~~ 1
3d
\o
.r---

~, ' ~ ` NOT STUDIED =
~ 1 9
1 r
~,
~
1 ~
r
.9°~~ \
i
___
SEGMENT #1
#~ ~~
' SEGMENT #2
SEGMENT #3
_--~
SEGMENT #2
~' .. ~ r SEGMENT # 1
a
~ ~
p ~"~_"_
,_ -
_. ;
n~~ `--
~~~
Q
~,
,.,
~~,~. ~ SEGMENT #4
SEGMENT #5
\ AREA NCy~h:~~S1VDII:D
~~ ~ 0.52
~~; __
__
NOT STUDII:D =
7,,~acres
'\• F
---
~ f' ~ .
~~ ~;
l~l {/ ~ u
/ ~ ~ ' t
x ~ ~~
.~r3cre8 ~ ~ ~~
'.42 acxes ~ ~ iV (( `
i~~V
~~
f
AREA NOT
7.so acres
' GRAPHIC SCALE
- 400 O 200 400 800
1 inch = 400 ft.
~ a /
(s
AREA NOT STUDIED
14.52 acres
~~~;~ ~ `
~ ~ ~ ~ ~~~,
i I .~
Psorecr No. MER-04000
® ~~
~ r~c.extisa: MER04000-SWl
A
a ~_
~ sc,u.e: ~„ 400
a~Te' 05-27-2004
MERCK ~i~1VIF
DL;fIt~iAM, NORTH CAROLINA
PRE-IaEVELOPMENT WATERSHED MAP
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
R8S8ARCH TRLNGIB PARY, NC
P.O. BOY 14006 ZIP 27700-4005
(O1~) 361-5000

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Pre-Development-Subbasin #I 5/27/2004

Total Sub-basin Area = 82.05 acres
On-site Area = 64.63 acres
Off-site Area = 17.42 acres
Contributing Area SCS CN Area nacres) Comments
_ _On-site open ____ 61 _ ~
mm 1.63 _ _ ~~_ Assume good condition _ __ ___
_
~~
On-site im ervious ~ 98 0.00 -
On-site wooded _ _______ 55 ____ 63.01 _ Assume good condition` ______
On site~ond_____._~_._ _.._..._.._100.,,.._
Off-site open 61 ~ 0.00
1.61 _ -
_ ~ Assume good condition _
Off-site impervious 98
_ 55 ~
Off=site wooded 0.82_
41 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 rs calculated using SCS TR-S5.
Segment 1: Overland Flow
' Length = 50
Height = I
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
•
I. SCS CURV~'NUMB~IiS
Cover Condition SCS CN Comments
Impervious 98 -
Open 61 _ _ Assume ood condition
Wooded ~~~ 55~ _____ Assume good condition
Il, 3?ItE-AEVELOPM~NT
_> Sub-basin #1
A. Watershed Breakdown
acres
sq.mi.
ft
ft
ft/ft
Woods -light underbrush
inches (Durham, NC)
minutes
Segment 2: Concentrated Flow
Length = 116 ft
Height = 8.1 ft
Slope = 0.0698 ft/fr
Paved ? = No
Velocity = 4.26 fUsec
Segment Time = 0.45 minutes
Segment 4: Channel Flow
ft Length = 34 fr
ft Height = 0.4 ft
fr/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 fr (Assume 30" RCP)
ft/sec Channel Velocity = 9.09 ft/sec
minutes Segment Time = 0.06 minutes
1 OF 2

•
•
•
MERCK VMF
MER-04000
Segment 5: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
W. Perimeter =
Channel Velocity =
Segment Time =
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)
HYDROLOGIC CALCULATIONS
Pre-Development-Subbasin #1
B.R. FINCH, PE
5/27/2004
Segment 6: Channel Flow
591 ft Length = 2299 ft
0 ft Height = 25 ft
0.0169 ft/ft Slope = 0.0109 ft/ft
0.045 Natural Channel Manning's n = 0.045 Natural Channel
9.00 sf (Assume 3' x 3' Channel) Flow Area = 16.00 sf (Assume 4' x 4' Chanr
9.00 ft (Assume 3' x 3' Channel) W. Perimeter = 12.00 ft (Assume 4' x 4' Chanr
4.31 ft/sec Channel Velocity = 4.18 ft/sec
2.29 minutes Segment Time = 9.16 minutes
20F2

MERCK VMF HYDROLOGIC CALCULATIONS
MER-04000 Pre-Development-Subbasin #2
hS~~CU~Y~NLTI4I8131t~'

Cover Condition ~ SCS CN Comments
Impervious ~ _ 98 -
Open _ __ 6l _
_ Assume ood condition
Wooded 55 Assume good condition

II. PRE-DF,VELOPMEN"T

_> Sub-basin #2

A. Watershed Breakdown
Total Sub-basin Area = 99.00 acres
On-site Area = 89.5 I acres
Off-site Area = 9.49 acres
B.R. FINCH, PE
5/26/2004
Contributing Area ~
, SCS CN
.-. i Area ~acres~ Comments

__ On-site open __ _' .
_____._ _
._61
.
__
0.00
Assume good condition

On-site im ervious ~ .
98 . .
..
0.00 _ _ _ ___
~__.__.__.__._ ___._.
-
On-site wooded :. 55 _ ~ .89.51 _ Assume food condition_ _ __~ _~
On site pond_ 100 0 00 -
_ Oft site open _~ 61 _~ 0 00 Asswne food condition
Off site impervious ___ __ 98 __ 0.00 _ ~____ _ _.~.__~._
Off-site wooded 55 i 9.49 _ _ _~ Assume~od condition __ ____ ___
Off-site Pond 100 ~ 0.00 -
Total area = 99.00 acres
•
Composite SCS CN = 0.1547
55 sq.mi.
Impervious = 0.00%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-SS.
Segment 1: Overland Flow
Length = 50 ft
Height = I ft
Slope = 0.0200 ft/fr
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 fr
Height = 81.81 fr
Slope = 0.0221 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 9.00 sf (Assume 3' x 3' Channel)
W. Perimeter = 9.00 ft (Assume 3' 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 fr/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)
1 OF 1

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Pre-Development-Subbasin #3 5/26/2004
• I. SCS CURVE NUMBERS.
Cover Condition SCS CN Comments
Im ervious 98 -
T _O ern T I ~ 61 Assume ood condition
Wooded I 55 Assume good condition
`II: PRE-AEVELOPII~ENT
_> 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 o.~__..__! ..__..._.....__._...__~..b~______...._....._.__. . _ 0.00 __ _. _.__.______...._._ Assume_good condition ________
On-site impervious _ 98 0.00 -
On site wooded 55 _ _ l3 66_ _ Assume food condition
On-site pond 100 0.00 -
_____Off-site open ~~ _ _ _ 61____ _ 0.00 _A ___ Assume~ood condrtion~ ___ __ _
_
Off-site i~ervious __~ 98 0.00 _
-
_Oft-site wooded _ _v T ___55_ _ ___ 0.00 _ _~,
_ -
_ Assu_me~ood 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-SS.
Segment 1: Overland Flow
Length = 50 fr '
E{eight = 2.3 ft
Slope = 0.0460 fr/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 ft
Height = 63.05 ft
Slope = 0.0941 fr/fr
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 = 7.75 ft/sec
Segment Time = 1.44 minutes
.J
Segment 2: Concentrated Flow
Length = 102 fr
Height = 12.2 ft
Slope = 0.1196 tuft
Paved ? = No
Velocity = 5.58 fUsec
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 La )
I OF 1

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Pre-Development-Subbasln #4 5/26/2004
•
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
On-site open___~ ~
61
On-site im ervious 98 0.00 ...
0.00 .__.____......._._.__...._._Assume food condition~T _.._.___..._~.___.
-
_ On-site wooded _ ~ 55 16.66 Assume good condition
_._ .._. On site pond .._.__.. ~ 100
Off sue open 61
_..___ __ _-: --__ -_-- __-- 0.00
0.00
-- -
Assume good condition
_~__ . _.__...__ _ T_ _--- _~_~

Off-site impervious 98 ~
Off-site wooded _ 55 ~
~ ~~
0.00
0.00 _ _ _ _
-
4 Assume ood condition __
~
~~
Off-site Pond
100 0.00 -
Total area = 16.66 acres

. Composite SCS CN = 0.0260
55 sq.mi.
Impervious = 0.00%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment l: 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: C/:annel 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
•
!. SCS CURVE NUMBERS
Cover Condition ! SCS CN Comments
_._.........._...._.._~~~.._._.____._ ._. _ ..__T_ __..__.____________.._.__
Open _~~ I_ 61 Assume ood condition
Wooded 55 Assume good condition
II. PRE-DEVELQPMENT
_> Sub-basin #4
A. Watershed Breakdown
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 La )
1 OF 1

MERCK VMF HYDROLOGIC CALCULATIONS
MER-04000 Pre-Development-Subbasin #S
• I. SGS CURVE NUMBERS
Cover Condition SCS CN Comments
~__Impervious ~_ -1---.__.__.... ..._._.._.98._,__.._.._._._ ...~ -
_
_

__ _.___ ._ ~~_~.________._._..... _-__
.
Assume good condition
.____...._ 61 __
_
Wooded _.~._ __~.
_
55 Assume good condition _
II. PRE-DEYEI.UPi41ENT
_> 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
B.R. FINCH, PE
5/26/2004
Contributing Area SCS CN Area (acres Comments
__......_.,On-site o ern - ~~ ...___...._..__._._._._61 _._____._.~_._,..._ _._._0.00 _ _ _ _ ____T _Assume_~ood condition

On-site im ervious 98
0.00 _, ,,_..___..___..__.._.
-
On-site wooded +; 55 43.29 _ __ _ _ _Asswne food condition _

On site pond _ 100 ~
OAO _
-
Off site open __^. __ 61 0.00
-_ ~ Assume mood condition
_ _ _ _ .
Off-site impervious 98 0.00 -
Off-site wooded ___ _ __55__
____ 0.35 _~ Ass_u_me ood condition _____
~
~~
Off-site Pond
100 ~ 0.00 -
Total area = 43.64 acres

• Composite SCS CN = 0.0682
55 sq.mi.
Impervious = 0.00%
B. Time of Concentration Information
Time oJconcentration is calculated using SCS TR-55.
Segmertl 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)
Segmei:t Time = 11.63 mi~iutes
Segment 3: Channel Flow
Length = 1336 ft
Height = 5 L6 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 2' x 2' Channel)
Channel Velocity= 4.97 ft/sec
Segment Time = 4.48 minutes
•
Segment l: 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 La )
1 OF 1

• HEC-HMS Project: MER-04000 Basin Model: SIA -
r.,`~ 5ubbasin-1
Subbasin-2

Subbasin-3
~...~.y
~'-~.
~~~~ ~Subb~sin-4
s~-: ~~
__-
"`
'Subbasin-5
,~~,..~
,~
•

HMS
Project MER-04000
•
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 26May04 0947
Summary of Results
Run Name Pre - 1
Basin Model SIA - Predevt
Met. Model RDU - 1 Year
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
Project : MER-04000
•
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 26May04 0948
Summary of Results
Run Name Pre - 2
Basin Model SIA - Predevt
Met. Model RDU - 2 Year
Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 16.717 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
Project MER-04000
•
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 26May04 0948
Summary of Results
Run Name Pre - 10
Basin Model SIA - Predevt
Met. Model RDU - 10 Year
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

•

PRE-DEVELOPMENT HYDROLOGIC
CALCULATIONS
OFF-SITE AREA REMOVED
r~
•
MERCK VACCINE MANUFACTURING FACILITY
MER-04000

~,~ ~~ , (~\' STUDIED - `~~ 4 J ~ J NOT STUDIED
\ ~. ~~ ~ --_ \\~ - 1 8 a
..~
i ,
~ - __
-.
y g O ~'~4 _______ - -
.. ';i
s 77~~ v
i
9.
~~ ~ i
~ ~; ; ------ - ~\_ ~---= ---- - - - ~~- t SEGMENT' #1
~- --- -- -_ ~~~,_- t~ SEGMENT' #2
., ,
--~ ~`
hf1` ; ------ -- 1
, c ~
~ ~ / ' ', r t - - --- _-- - ` SEGMENT # 1
-, ,
-,
-,
- ~~.~ '.
SEGMENT #2
~ -- - --- _
..~. - ~~.
_ -~
,, ~_
- ,
~; ,;
-= - EG ,~/
_; _ ;; ~, ;., o
~ ~ ~~.,~'~ p3~~j
-%- j~ ~ - ---- '; ~ 9 ;~'' `~ ~ SEGMENT #3
/~ _ , ~ - AREA N lED =
~;' - ' ,' ~~ \ 0.52 ~s
t - ;1~ -- ~' `~ _ -- act
~~ ,
- --
---
,~.
o ._-
' ~ ~ -
,, ~
_-
'` /~ , - -: _ - - % ' _ NOT STUDIED =
- ---- ----= ~. ~ --- _ ~ ~acnes
~..
_-_ ~_~ - . .1--~
~._ - - -
--------~ _ ~ ~ o
'~€, -- ~ ---- S 4% ~ ~
' ~i - ~ t
.~ ~ ~ ~ ;
' - = ~
, ~ ~ -- - i
i
,
i
~ - `.
, ~ i ,/ /
_ ___ .-
----
1
~ / i.
AREA NOT ST~ j ~
7.80 acres ~~~~, ~ ~ -
j ~
__,yo''~ ~ I -
GRAPHIC SCALE - ,~ '~ I 1 ~''~~,_,
400 O 200 400 800 ,~o'' ~~
AREA NOT STUDIED = __
1 inch = 400 ft. 14.52 scree ' ~~ ~, ~~ -
'.~'~
P10JE`~ N0' MER-04000
® MERCK ~i'MF THE JOHN R. McADAMS
~ ''"$"""$~ MER04000-SW1 COMPANY, INC.
ENGIIQEERS/PLANNERS/SURVEYORS
d scsLS:
a i ° = 400' , N R1'H AR LIMA
~ Hera: PRE-DEVELOPMENT WATERSHED MAP (ON-SITE ONL~ ~~CB rBUxGLB Pr-Bx. NC
05-27-2004 P.O. BOY 14006 ZIP 2770D-4006
(~lt•) 381-5000

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Pre-Development-Subbasin #1 5/27/2004
L'
Total Sub-basin Area = 82.05 acres
On-site Area = 64.63 acres
Off-site Area = 0 acres
Contributing Area SCS CN Area ~acres~ Comments
On-site open _ __ _ 61 1.63 Assume ood condition
On-site im ervious 98 0.00 -
On-site wooded jj ~ 63.00 Assume ood condition
On sRe pond 100 0.00
Off site. open_~~ ,_ 61 _
~ _ 0.00
~ Assume good condition

Off-site impervious ___ 98
______ ^
0.00 _ _
~ -
Off-site wooded
_ jj 0.00 __
~ Assume ood condition
Off-site Pond 100 X0.00 -
Total area = 64.63
0.1010
Composite SCS CN = 55.2
Impervious = 0.00%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-S~.
Segment 1: Overlnnd Flow
Length = j0
Height = 3.35
Slope = 0.0670
Manning's n = 0.40
P (2-year/24-hour) = 3.6
Segment Time = 7.17
Segment 3: Channel Flow
Length = 396
Height = 6.4
Slope = 0.0162
Manning's n = 0.045
Flow Area = 4.00
W. Perimeter = 6.00
Channel Velocity = 3.21
Segment Time = 2.05
•
I. SCS CURV>~ NUb1Bl~RS ;
Cover Condition SCS CN Comments
lmpervious
98 -
__
_ _ __
_
Open ~ 61
~- Assume ood condition
Wooded jj Assume good condition
TL PRE-DE'VELOiPi13ENT
_> Sub-basin #1 - Onsite Only
A. Watershed Breakdown
acres
sq.mi.
Segment 2: Concentrated Flow
fr Length = 410 ft
ft Height = 14.35 ft
ft/fr Slope = 0.0350 ft/ft
Woods -light underbrush Paved ? = No
inches (Durham, NC) Velocity = 3.02 fr/sec
mi~:utes Segment Time = 2.26 minutes
Segment 6: Channel Flow
ft Length = 2299 fr
ft Height = 2j ft
ft/ft Slope = 0.0109 ft/ft
Natural Channel Manning's n = 0.045 Natural Channel
sf (Assume 2' x 2' ChanneQ Flow Area = 16.00 sf (Assume 4' x 4' Chanr
ft (Assume 2' x 2' Channel) W. Perimeter = 12.00 ft (Assume 4' x 4' Chanr
ft/sec Channel Velocity = 4.18 ft/sec
minutes Segment Time = 9.16 minutes
Time of Concentration = 20.65 minutes
SCS Lag Time = 12.39 minutes (SCS Lag = 0.6* Tc)
= 0.2065 hours
Time Increment = 3.59 minutes (= 0.29*SCS La )
1 OF 1

MERCK VMF HYDROLOGIC CALCULATIONS
MER-04000 Pre-Development-Subbasin #2
I. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
...Impervious _..__...._~
..
~ 98 -
.
_
_
_
.
____ Open _.
.
.
_____ 61 Assume good condition

Wooded ! _
55 Assume good condition
11. PRE-DEV~LOPM1TENT
_> Sub-basin #2 - Onsite Only
A. Watershed Breakdown
Total Sub-basin Area = 99.00 acres
On-site Area = 89.5 I acres
Off-site Area = 0 acres
B.R. FINCH, PE
5/26/2004
Contributing Area SCS CN Area ]acres] Comments
___ _ On-semen 61 0.00 Assume good condition
On-site impervious 98 0.00 -
On-site wooded ' S5
On site pond __ _ 100
_O_ff-site open ~~ ~ 61__ 89.51
0.00
0 00
~ _ _ Assume good condition __
-
_ _ Tmm ~_Assume good condition
T_
~~~~~_.T_.
Off-site impervious 98
-?---- ---- 0.00 -

Off-site wooded 55
Off-site Pond 100
0.00
0.00 T~
Assume good condition
-
Total area = 89.51 acres
0.1399 sq.mi.
• Composite SCS CN = 55
Impervious = 0.00%
B. Time of Concentration Information
Trme 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 = 3709 ft
Height = 81.81 ft
Slope = 0.0221 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 9.00 sf (Assume 3' x 3' Channel)
W. Perimeter = 9.00 ft (Assume 3' x 3' Channel)
Channel Velocity = 4.92 ft/sec
Segment Time = 12.57 minutes
C7
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)
1 OF 1

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Pre-Development-Subbasin #3 5/26/2004
•
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 __ bl 0.00 Assume good condition
On-site im ervious 98 0.00 -
On-site wooded _ ~ 55 ___ 13.66 __ __ Assume~ood condition
__ __ On-site pond_ __ 100 0.00 -
Off site open_ _ 61 ~ _ ~ 000_ _ _ _ _ ____ Assume ood condition
Off site im~ernous rt 98 ~ 0.00 -
Off site wooded 55
- 0.00 Assume good condition

Off-site Pond 100
0.00 _____ ~_
-
Total area = 13.66 acres
0.0213 sq.mi.
Composite SCS CN = 5~
Impervious = 0.00%
B. Time of Concentration Information
Time of concentration is calculated a~sing SCS TR-S5.
Segment 1: Overland Flow
Length = - 50 fr
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 ft
Height = 63.05 ft
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 2' x 2' Channel)
Channel Velocity = 7.75 ftlsec
Segment Time = 1.44 minutes

I. SCS CURV~'NUl-~$~ ,
IT. PRE-DEVELOP1ViENT
_> Sub-basin #3 - Onsite Only
A. Watershed Breakdown
Cover Condition SCS CN Comments
Impervious 98 -
___
~_ t- _
~____ Open __Y_,~^__~ _
_
__ _~T 61_ -T ~ __ __
__
Assume good condition _
Wooded ! 55 Assume good condition
Segment 2: Concentrated Flow
Length = 102 ft
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 La )
1 OF 1

MERCK VMF HYDROLOGIC CALCULATIONS
MER-04000 Pre-Development-Subbasin #4
• I. SCS CURVE iV[IMBERS
Cover Condition i SCS CN Comments
Impervious i 98 -
O en 61 Assume ood condition
Wooded ~~ 55 Assume good condition
11. PRE-DEVELOFk1ENT
_> Sub-basin #4 - Onsite Only
A. Watershed Breakdown
Total Sub-basin Area = 16.66 acres
On-site Area = 16.66 acres
Off-site Area = 0 acres
B.R. FINCH, PE
5/26/2004
Contributing Area SCS CN ,Area ]acres] Comments
~_~_On-siteop_en ._______...__._..._..._..___.6.~--.__._.~...____....
On-site im ervious 98 __.._.0~00~.-__._.
0.00 __._-_~__..__Assume_~oodcondition__.__.._._____..._______
-
On-site wooded S5
On srte and 100_ _ ~
_
Otf--srte open _ 61 __
_ ~
~ ~~ 16.66
0 00

0.00 _ __ Assume good condition ~~
-
-
Assume ood condition _
Off-site impervious
98
-- 0.00
- -

Off-site wooded __ _ _ _ 55 __ _
~ -----
0.00
___ __ Assume mod condition
~ ~

Off-site Pond
100
0.00 _
_ ~ ~~
Total area = 16.66 acres
0.0260 sq.mi.
Composite SCS CN = 55
Impervious = 0.00%
B. Time of Concentration Information
Trine of concentration is calcarlated trstng SCS TR-S5.
Segment 1: Overland Flow
- Length = SO fr ,
Height = I ft
Slope = 0.0200 fr/fr
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 fr
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
C~
Segment 2: Concentrated Flow
Length = 387 fr
Height = 32 ft
Slope = 0.0827 ft/ft
Paved ? = No
Velocity = 4.64 ft/sec
Segment Time = I.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)
1 OF 1

MERCK VMF HYDROLOGIC CALCULATIONS
MER-04000 Pre-Development-Subbasin #5
I. SCS CURVE NUMBERS
Cover Condition ': SCS CN Comments
_...__.._......._Impervious..._..._
.
._._
_
. 98
..
.
.
.
_.._ .
O~n ........................._
.._.....__...._.._.._....._..................._..~..___...___..._- _-----________...___..
61 Assume ood condition
~
Wooded 55 Assume good condition
II. PRE-AEVELOPMENT
_> Sub-basin #S - Onsite Only
A. Watershed Breakdown
Total Sub-basin Area = 43.64 acres
On-site Area = 43.29 acres
Off-site Area = 0 acres
B.R. FINCH, PE
5/26/2004
Contributing Area ~ SCS CN Area JacresJ Comments
_. _._._.On-site o~en_ _ __.__ ...............____..._61 ___.__.-----___. ._-_.--_0.00___._._ .__..__. _. _ .__._.__.._ Assume good condition....---_....._.___..._...___.......__._
_. . .
On-site impervious 98 0.00 -
On-site wooded 55 43.29 .Assume good condition
On site pond _ 100 0.00 -
Off site open __~ _ _ 61 __ 0.00 Assume good condition
Off-site im ep rvious
~
98 i 0.00 -~ - -~---~--^~-- - ~~
_
_ _
Off-site wooded 55 __
__.._.__..___.,._...__..._._ _._____.___.___._.,___._...____.__ _ ___ ,__ . ___...__. __
_
~ 0.00
t_.___ ______...___ Assume ood condition
.____..__.___.._..._._.________._.__..~. _.___~___-~____._...__.__..___._
Off-site Pond 100 i 0.00 -
Total area = 43.29 acres
0.0676 sq.mi.
• Composite SCS CN = ~5
Impervious = 0.00%
B. Time of Concentration Information
Time ojeoncentration is calculated using SCS TR-55.
Segment 1: Overland Flow
- Length = 50 ft
Height = 1 ft
Slope = 0.0200 ft/fr
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 fr
Height = 51.6 fr
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 fr (Assume 2' x 2' Channel)
Channel Velocity = 4.97 ft/sec
Segment Time = 4.48 minutes
•
Segment Z: 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 La )
1 OF 1

•
HEC-HMS Project: MER-04000 Basin Model: SIA -
___ ~~ Subbasin-1
(~~` i , I Subbasin-2
;`,
• ~ -~
^` _Subbasin-3
~~
~'~~' Subbasin-4
~~.;~,
__ __a
~,~~'°~x ~ "'ubbasir~-5
•

HMS * Summary of Results
Project MER-04000 Run Name Pre OS - 1
•
Start of Run 21Ma 04 0000
y Basi
n Model -
SIA -
Predevt OS
End of Run 22May04 0000 Met. Model RDU - 1 Year
Execution Time 26May04 1452 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 4.5023 21 May 04 1212 1.0628 0.101
Subbasin-2 5.1576 21 May 04 1218 1.4313 0.140
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 2.8745 21 May 04 1212 0.69407 0.068
r~
•

HMS * Summary of Results
Project MER-04000 Run Name Pre OS - 2
•
Start of Run 21May04 0000 Basin Model SIA - Predevt - OS
End of Run 22May04 0000 Met. Model RDU - 2 Year
Execution Time 27May04 0623 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(efs) ft) (sq mi)
Subbasin-1 15.260 21 May 04 1220 2.0687 0.101
Subbasin-2 18.360 21 May 04 1225 2.8069 0.140
Subbasin-3 4.1473 21 May 04 1212 0.42987 0.021
Subbasin-4 4.3364 21 May 04 1216 0.52375 0.026
Subbasin-5 10.013 21 May 04 1220 1.3593 0.068
•
•

HMS * Summary of Results
Project MER-04000 Run Name Pre OS - 10
•
Start of Run 21May04 0000 Basin Model SIA - Predevt - OS
End of Run 22May04 0000 Met. Model RDU - 10 Year
Execution Time 27May04 0623 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak
(ac
Area
(efs) ft) (sq mi)
Subbasin-1 63.809 21 May 04 1217 6.3631 0.101
Subbasin-2 77.795 21 May 04 1221 8.6996 0.140
Subbasin-3 17.516 21 May 04 1209 1.3306 0.021
Subbasin-4 18.462 21 May 04 1213 1.6218 0.026
Subbasin-5 42.540 21 May 04 1217 4.2109 0.068
•
•

•
POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
OFF-SITE AREA INCLUDED
•

MERCK VACCINE MANUFACTURING FACILITY
MER-04000

i
SUBBA51 N #5 - Bl' ''r~55 T TUD I ED ~ ~ v ~
TOTAL = 25.'11 acr ~'~----~. ,~' 9 `~ '~ ~~ ° { T #I
ON-SITE = 25.3'7 ,~, ~.~~ --- `~~ ' --
OPi=-SITE = O qc ,`~ ~ ~ __ NOT STUDIED
' ~;'~ ;al ~ acres
;.
~, _ _
.~
,, ,
,,,
,,
;,~ -
,,~ . .
~..
,,
.~ ,
' ~ L ~ I BQ acres
. -_
-,_-
- ~ Q-- TE = 21.88 acres
., ,
,,
:.., -.
`~--~~' =------"'~,--~'~~-,. i `~----=------~.. ~'~•. '~, '~_ ~ f~~ITE = O.OI acres
7
SUBBAS.~t
TOTAL = ?...E
-
-- '
:" _
, [~¢.,
rt. ~ _-_-,
! ~ ,~- - - -- ----
/ ;'~- ~ -_. - -
-,, SEGMENT #3 a
t
1
t -
,. ''. '~
•
~ ,~
~', l
~ •~
•~I ~' - ~ `~ : ` .-- SEGMENT #2
u i
-=- ~ SEGMENT #I

I
;~
u

o'~
~~x
~~
rWa J
GRAPHIC SCALE
400 0 200 400 800
1 inch = 400 ft.

r
~ ~ \J\
f, \
•'~
AREA NOT STUDIED
_ '1.80 acres

~B~ 51T~#I \
AL = 8.8 acres
31TE - .68 acres
SITE = 12. s
~~~~
AREA NOT STUDIED
= 14.52 acres
~ SEGMENT #4
SEGMENT #5
AREA NOT STUDIED
0.52 acres
_ AREA NOT STUDIED
_~ 7 acres
,,
'~,
`1.
~' ~~
~~~ p
~'
~~^~
PROJecr xo. MER-04000
~ ~~N'~E` MER04000-SW2
a
~ scALe: ~ „ .400'

~ DATE: 05-27-2004

MERCK
DURI-IAM, NORTH CAROLINA
POST =DEVELOPMENT WATERSHED MAP
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRLNGLS PARK, NC
P.O. BOY 14006 ZIP 27709-400b
[phone]

MERCK VMF HYDROLOGIC CALCULATIONS
MER-04000 Post-Development-Subbasin #I
L SCS CURVE NU41k3kRS
Cover Condition SCS CN Comments
___....-_Impervious ____._- ---.--_.___98__ _ __^_._~_.._.___..__
_---
Open ...._....... .. -
............... _.6_~._......................._...._......._. Assmne..g~ood condition..............
Wooded 55 Assume good condition
Ili POST-DEYEI,OPbiENT
_> Sub-basin #1
A. Watershed Breakdown
Total Sub-basin Area =
On-site Area =
Off-site Area =
•
•
Contributing Area ' SCS CN
___On site orpen_ _ -,- 61
„ On srte impervious
_._..._ 98
On-site wooded 55
On site pond 100
Off stte open_ 61
• Off site impervious 98
Off-site_wooded
-- --
_~- ~ S_5_
...._.-
_...__..
Off-site Pond 100
Total area = 78.88
0.1233
Composite SCS CN = 56
Impervious = 2.03%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Florv
Length = 50
Height = ~ I
Slope = 0.0200
Manning's n = 0.40
P (2-year/24-hom) = 3.6
Segment Time = lL(3
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 = I .(,3
Segment Time = i.18
78.88 acres
61.68 acres
17.20 acres
Area ~acresJ
__ 310
0.74
__ 57.84
0.00_
1 51
_. _
.,,.,0:_86_,
14.83
____..0.00
acres
sq.mi.
ft
ft
ft/fr
Woods -light underbrush
inches (Durham, NC)
minutes
Comments
Assume good condition
Assmnep~ood condition
Asswne eood condition
Assume good conditi
Segment 2: Concentrated Flow
B.R. FINCH, PE
5/26/2004
Length = 1 I6 ft
Height = 8.1 ft
Slope = 0.0698 fr/fr
Paved ? = No
Velocity = 4.2ti ft/sec
Segment Tinre = (1.4s minutes
Segment 4: Channel Flow
ft Length = 81 ft
Ft Height = 0.6 ft
ft/ft Slope = 0.0074 ft/ft
Natural Channel Manning's n = O.Ol3 RCP
sf (Assume 2' x 2' Channel) Flow Area = 4.91 sf (Asswne 30" RCP)
ft (Assume 2' x 2' Channel) W. Perimeter = 7.85 ft (Asswne 30" RCP)
ft/sec C hannel Velocity = 72 I ft/sec
minutes Segment Time = Fh l9 minutes
1 OF 2

•
•
•
MERCK VMF
M ER-04000
Segment 5: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
W. Perimeter =
Channel Velocity =
Segment Tinre
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)
HYDROLOGIC CALCULATIONS
Post-Development-Subbasin #1
B.R. FINCH, PE
5/26/2004
Segment 6: Channel Flow
515 ft Length = 2299 ft
9.8 ft Height = 25 ft
0.0190 ft/ft Slope = 0.0109 ft/fi
0.045 Natural Channel Manning's n = 0.045 Natural Channel
9.00 sf (Asswne 3' x 3' Channel) Flow Area = t 6.00 sf (Assume 4' x 4' Cham
9.00 ft (Assume 3' x 3' Channel) W. Perimeter = 12.00 ft (Assume 4' x 4' Chanr
'1, 5 % ft/sec Channel Velocity = 4.. L S ft/sec
1.88 minutes Segment Time = 9.IG minutes
20F2

MERCK VMF
MER-04000
I. SCS CURVE NUiltAERS
Wooded
iI: PQST-AIi"I~EI:OPNIENT
_> Sub-basin #2 - To South Wetland
A. Watershed Breakdown
B.R. FINCH, PE
5/26/2004
HYDROLOGIC CALCULATIONS
Post-Development-Subbasin #2
S CN Comments
98 -
61 i Assume food condition
__~..___._.........~ .................._._i....__....._....__..._..___.. _
55 Assume good condition
Total Sub-basin Area = 24.92 acres
On-site Area = 24.54 acres
Off-site Area = 0.38 acres
s
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 La
.,

Contributing Area i SCS CN ' Area ~acres~ ~ Comments
________ On-site open
-- - 61
- 8.44 ( _ _„

-- __ _ . __ Assume~ood condition _____ _
--
On site impewious 98 15.00 -
On site wooded ~ 55 _
0.00 i Assume pzood condmon

- ---- - t -
On site pond ~
-- -
100 _ _
-
1. l0 ~ _
_
- --- -
Aiea at Top of Dam ~Consewatrve~)
.
_ _ _Off site omen __ ~ 6l 0 38 ~ _
Assume food condition
Off-site unpeiv~ous
_. .. 98 0:00 ~ -
_ ____ Off site wo_o_ded _ ~
~YT 55 __ __0_00 Assmne food condition _ _~_____
~~ _~~
Off--site Pond
i 100 0.00
Total area = 24.92 acres
0.0389 sq.mi.
Composite SCS CN = 85
Impervious = 60.19%
B. Time of Concentration Information
Assume the time of concentration rs equal to 5 minutes (Conseriatii~e !!)
1 OF 2

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Post-Development-Strbbasin #2 5/26/2004
• _> Sub-basin #2 -Bypass
A. Watershed Breakdown
Total Sub-basin Area = 79.22 acres
On-site Area = 69.89 acres
Off-site Area = 9.33 acres

•

Ou-site open 61 .2,54 Assume good condttion
On stte impervious 98 0 21 ~
On site wooded
.
. 55 67.14 ~ Assume good condition
_
.
.
i
_ On stte pond
100
0.00
Off stte o en ~
p 61

~~ 0.46 ; Assume good condition
_
Offrsrteimpervtous _ 98 _ 0-00 ~ _
.._ .. _.__.
.
~

Off-site wooded 1
55
8.87 ~ .
,..
. ___.__
_.__ _.__..__
Assume good condition
Off-site Pond ~ 100 0.00 j -
Total area = 79.22 acres
0.1238 sq.mi.
Composite SCS CN = 55
Impervious = 0.27%
Contributing Area j SCS CN Area jacres~ Comments
B. Time of Concentration Information
Time of concentration is ca(cu(ated ersing SCS TR-S5.
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 50 ft Length = 558 ft
Height = 2 ft Height = 33 ft
Slope = 0.0400 ft/ft Slope = 0.0591 fr/ft
Manning's n = 0.40 Woods -light underbrush Paved ? = No
P (2-year/24-hour) = 3.6 inches (Durham, NC) Velocity = ~.r~' ft/sec
Segment Tinre = 8.$1 minutes Segment Tinre = l.3' minutes
Segment 3: Channel F/ow
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 3' x 3' Channel)
W. Perimeter = 9.00 ft (Assume 3' x 3' Channel)
Channel Velocity = 4. 4 fUsec
Segment Tinre = Y.3 % 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 La
J
20F2

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Post-Development-Subbasin #3 5/26/2004
• 1~ SCS CCIRI~:E NU:1iBI~R~`
•
Wooded
TI. PQST~DEVI1aLOPMENT
__> Sub-basin #3 - To Dry Pond
A. Watershed Breakdown
Composite SCS CN = 60
Impervious = 0.00%
B. Time of Concentration Information
Assume the time of concentration is equal to 5 minutes (!'onservative !!)
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 La )
•
SCS CN Comments
98 -
61 _ Assume good condition
55 Assume Qood condition
Total Sub-basin Area = 17.21 acres
On-site Area = 17.21 acres
Off-site Area = 0.00 acres

Contributing Area SCS CN Area [acres) Comments
On~sit~en ~ w 61 1 1.45 Assume good condition
On-site impervious I 98 ~ 0.00

On-site wooded }
55
5.39 _...
~ Assume ood condition
On site pond } _ 100..,_., I _0.37, Area at Top of Dam Conservative
Off site open ~ _~ ( 61 i _
0 00 _ _ Assume good conditionv~__
Off site impervious 98 0.00
-

Off site wooded
55 ~
~ ~ 00
i _..__
A ssume food condrt~on
Off site Pond 100 v.OU I
Total area = 17.21 acres
0.0269 sq.mi.
1 OF 2

MERCK VMF HYDROLOGIC CALCULATIONS
MER-04000 Post-Development-Subbasin #3
• => Sub-basin #3 -Bypass
A. Watershed Breakdown
Total Sub-basin Area = 4.57 acres
On-site Area = 4.57 acres
Off-site Area = 0.00 acres
•
•
Contributing Area SCS CN f Area [acres]
Onsite o~en_ _~
_ __ 61 _ 1.44
_
_ _ __On site imEerv~ous
~~ 98
~~~~~ ~
~ ~~
~~~~ 0 00
~
~
On-site wooded 55 3 13~-~~~~~
On s~tepond 100 0 00
Off site open _ 61
...
_ . 0 00
_ Off site impervious 98
__~.
_
__ 0 00
1

_ Off-s_ite wooded 1
-_
_ _ .
.
_ 55 _
_ ~ „_...,. _...
0 00

~...., Oft=site Pond ~~w~
l
~ 100 x
~ _
~ 0.00
~, ~ ~
Total area = 4.57 acres
0.0071 sq.mi.
Composite SCS CN = 57
Impervious = 0.00%
B. Time of Concentration Information
Assume the time of concentration is equal to S mi~u~tes (Conservative !!)
B.R. FINCH, PE
5/26/2004
Comments
Assume ood condition
__ ____~
Assume good condition
Assume_~ood condition
Assume_~od condition
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)
20F2

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Post-Development-Subbasin #4 5/26/2004
r; ses cvHV>a NunlBCxs
Cover Condition SCS CN Comments
hnpervious 98 -
~~ _ __ ~__
.Open ~ 61 _ .Assume good condition
_ ~..... g
Wooded i 55 Assume ood condition
[t. Pos r-DEVELOeIVIENT
_> Sub-basin #4
A. Watershed Breakdown
Total Sub-basin Area = 2.61 acres
On-site Area = 2.61 acres
Off-site Area = 0.00 acres
Contributing Area ', SCS CN j Area ~acres~ Comments
. ,~,~H...,...,.,.,, r ~ . „~.. .~.. ,~ ,~
On-site open _ -_ 61 ~ 0 98 _ Assume good condition
On-site impervious
_...__.. 98

__. _.
_ _ ! 0 00

_ ..
_
-

__.
On-site wooded
_ 55
~- _ _ -- _
__ 1
I.63
L - _ -- - .-- Assum~ood condition
-_ - ____ ~__ _ _ -_~__--
On site pond 100 0 00 -
__ Off site open _ 61 ( 0 00 Assume good condition _
,.,.,,Off stte unpernous 98 _ _ 0 00 -
_.._..
Off site wooded 55 ' 0 00 Assume good condition
Off-site Pond l00 i 0.00 -
Total area = 2.61 acres
0.0041 sq.mi.
• Composite SCS CN = 57
Impervious = 0.00%
B. Time of Concentration Information
Assume the time of concentration is equal to 5 minutes (Conseri~atire !!)
•
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Lrcrement = 0.87 minutes (= 0.29*SCS Lag)
1 OF 1

•
•
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
MER-04000
L SCS CURVE: NU;~1BtiR8
Wooded
IF. POS"f-UEVELt?1'MEN"f
_> Sub-basin #S - To North Wetland
A. Watershed Breakdown
HYDROLOGIC CALCULATIONS
Post-Development-Subbasin #S
SCS CN ~ Comments
98 -
____
6l _ _ _ Assume good condition
_......_................ t._.............._--.__~.
55 Assume Qood condition
Total Sub-basin Area = 21.89 acres
On-site Area = 21.88 acres
Off-site Area = 0.01 awes
Contributing Area SCS CN ' Area JacresJ Comments ~~
_____On site open __
_ _ ._ _ _
61
~ 8 86 Asswne good eondrtion
On site unpervious ~
_ _
_ _
98
_ __ 12.00 -

_ On site wooded y
~ _ _ 55 _. _
0.00 ..._. . _ . .. ...... __.... _ .. _ .. ..,_ ..._.__..
Assumes cond~tton
On site pond
_ _ ~ 100 1.02 Aiea at To of Datn Conservative!
P
~

Off site obi
~ _ __ 6 (_ __
0.01 :
_ _ _._ _
_ _.
_ .. .
_ __ Assume food cond~hon _
Off-sr[e unpewious 98 0.00 ~ -
Off site . __
wooded _
55 0 00 f
~ _ Assumepood cond~ti
Off-site Pond ~ l00 0.00 -
Total area = 21.89 acres
0.0342 sq.mi.
Composite SCS CN = 83
Impervious = 54.82%
B. Time of Concentratim~ Information
Assume t{ie time of concentration is egatal to S minutes (Conservative !!)
B.R. FINCH, PE
5/26/2004
I OF 2

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Post-Development-Subbasin #5 5/26/2004
• _> Sub-basin #5 -Bypass
A. Watershed Breakdown
Total Sub-basin Area = 25.71 acres
On-site Area = 25.37 acres
Off-site Area = 0.34 acres

Contributing Area m~~ _ _ _,~
SCS CN
~ Area ]acres]...
Comments.
On site open ~ 61 1.64 Assume good condition
On site unpervrous 98 000
On srte wooded 55 23.73 ~
. Assume good condition
_On stte_pond ~ 100
~ 0
00
Off site open 6l
. 0._00 Assume good condmon
Off-site rm~ernous 98 0 00
_~
__r
Off site wooded i __.. _.__ _ _ .~. _
55 __ __ _ . _._.
0.34 ~ _..__ _.._---- __.. __ ..
Assume good condition _ _..... ~.
Off-site Pond l00 0 00 ~ ~ , µ ,o ~ A x~~~
Total area = 25.71 acres
0.0402 sq.rni.
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 Segment 2: Concentrated Flow
Length = 50 ft Length = 839 ft
• Height =
Slope = 1
0.0200 ft
ft/fr Height = 40.2
Slope = 0.0479 ft
fr/ft
Manning's n = 0.40 Woods -light underbrush Paved ? = No
P (2-year/24-hour) = 3.6 inches (Durham, NC) Velocity = .j3 ft/sec
Segment Tinre = 11./3 minutes Segment Time = 3.yh nrlnutes
Segment 3: Channel Flow
Length = 1336 ft
Height = 51.6 ft
Slope = 0.0386 ft/ft
Manning's n = 0.045 Natural Chamiel
Flow Area = 4.00 sf (Assume 2' x 2' Channel)
W. Perimeter = 6.00 ft (Assume 2' x 2' Channel)
Channel Velocity = 4.97 ft/sec
Segment Tinre = X1.98 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 La

20F2

•
HEC-HMS
Project: MER-04000
StlbbaSn-<• CG ~'iu
•
Tc CP
b'sb" ~~'~~ D Pond
S. Wetland ~ - ry ~ ~ . - S r^~s '~ , S~~tnasin 4
~~~ t~ :~ - Bpa~3s 5
`-z y
~ i
Subbasir-2
Subbasin-s
Subba r--'~ ?; X14"d
N. WeflaOd 5aU„~~sir-~ .. C~Sipass
Suboa:~,n,5
•
Basin Model: SIA -

HMS * Summary of Results
Project MER-04000 Run Name 61704 - 1 Yr
• St
t
f R
21M
04 0000
ar
o
un
ay Basin Model SIA - Postdevt-61704
End of Run 22May04 0000 Met. Model RDU - 1 Year
Execution Time 17Jun04 1439 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 5.7548
Subbasin-2 - To SW 65.548
S. Wetland 0.45962
Subbasin-2 - Bypass 5.3521
Subbasin-2 5.7174
Subbasin-3 - To DP 6.7121
Dry Pond 0.55463
Subbasin-3 - Bypass 1.0208
Subbasin-3 1.4311
Subbasin-4 0.58946
Subbasin-5 - To NW 52.541
N. Wetland 0.43276
Subbasin-5 - Bypass 1.7094
•ubbasin-5 2.0567
21 May 04 1219 1.4224 0.123
21 May 04 1156 3.2912 0.039
21 May 04 2400 0.44833 0.039
21 May 04 1211 1.2715 0.124
21 May 04 1211 1.7198 0.163
21 May 04 1200 0.47706 0.027
21 May 04 1353 0.45840 0.027
21 May 04 1201 0.092942 0.007
21 May 04 1201 0.55134 0.034
21 May 04 1201 0.053671 0.004
21 May 04 1156 2.6352 0.034
21 May 04 2400 0.42157 0.034
21 May 04 1212 0.41275 0.040
21 May 04 1212 0.83432 0.074
•

HMS * Summary of Results for N. Wetland
C7
Project MER-04000
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 17Jun04 1439
Run Name 61704 - 1 Yr
•
Basin Model SIA - Postdevt-61704
Met. Model RDU - 1 Year
Control Specs SIA - 1 minute dT
Computed Results
Peak Inflow 52.541 (cfs)
Peak Outflow 0.43278 (efs)
Total Inflow 1.44 (in)
Total Outflow 0.23 (in)
Date/Time of Peak Inflow 21 May 04 1156
Date/Time of Peak Outflow : 21 May 04 2400
Peak Storaqe 2.2137 (ac-f t)
Peak Elevation 327.46(ft)
•

HMS * Summary of Results for S. Wetland
•
Project MER-04000
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 17Jun04 1439
Run Name 61704 - 1 Yr
r~
Computed Results
Basin Model SIA - Postdevt-61704
Met. Model RDU - 1 Year
Control Specs SIA - 1 minute dT
Peak Inflow 65.548 (cfs) Date/Time of Peak Inflow 21 May 04 1156
Peak Outflow 0.95962 (efs) Date/Time of Peak Outflow : 21 May 04 2400
Total Inflow 1.59 (in) Peak Storage 2.8428 (ac-f t)
Total Outflow 0.22 (in) Peak Elevation 335.90 (f t)
•

HMS * Summary of Results for Dry Pond
Project MER-04000 Run Name 61704 - 1 Yr
Start of Run 21May09 0000 Basin Model SIA - Postdevt-61704
End of Run 22May04 0000 Met. Model RDU - 1 Year
Execution Time 17Jun04 1439 Control Specs SIA - 1 minute dT
Computed Results
Peak Inflow 6.7121 (efs) Date/Time of Peak Inflow 21 May 04 1200
Peak Outflow 0.55463 (cfs) Date/Time of Peak Outflow 21 May 04 1353
Total Inflow 0.33 (in) Peak Storage 0.14052 (ac-f t)
Total Outflow 0.32 (in) Peak Elevation 292.96 (f t)
C7
•

HMS * Summary of Results
Project MER-04000 Run Name 61704 - 2 Yr
2
0
0000 B
i
M
d
l t-61704
SIA - P
td
1May
4
Start of Run as
n
o
e ev
os
End of Run 22May04 0000 Met. Model RDU - 2 Year
Execution Time 17Jun04 1525 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 18.104
Subbasin-2 - To SW 92.714
S. Wetland 0.52290
Subbasin-2 - Bypass 18.545
Subbasin-2 18.970
Subbasin-3 - To DP 13.245
Dry Pond 0.74024
Subbasin-3 - Bypass 2.3294
Subbasin-3 2.8170
Subbasin-4 1.3452
Subbasin-5 - To NW 75.331
N. Wetland 0.49463
Subbasin-5 - Bypass 5.9560
~ubbasin-5 6.3566
21 May 04 1226 2.7084 0.123
21 May 04 1204 4.3597 0.039
21 May 04 2400 0.51865 0.039
21 May 04 1220 2.4900 0.124
21 May 04 1220 3.0087 0.163
21 May 04 1206 0.82343 0.027
21 May 04 1506 0.67310 0.027
21 May 04 1207 0.17149 0.007
21 May 04 1207 0.84459 0.034
21 May 04 1207 0.099027 0.004
21 May 04 1205 3.5399 0.034
21 May 04 2400 0.48898 0.034
21 May 04 1220 0.80840 0.040
21 May 04 1220 1.2974 0.074
•

f~i5 * Summary of Results for N. Wetland
•
Project MER-04000
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time : 17Jun04 1525
Run Name 61704 - 2 Yr
•
Computed Results
Basin Model SIA - Postdevt-61704
Met. Model RDU - 2 Year
Control Specs SIA - 1 minute dT
Peak Inflow 75.331 (cfs) Date/Time of Peak Inflow 21 May 04 1205
Peak Outflow 0.49463 (cfs) Date/Time of Peak Outflow 21 May 04 2400
Total Inflow 1.94 (in) Peak Storage 3.0509(ac-f t)
Total Outflow 0.27 (in) Peak Elevation 326.49(ft)
•

HIdS * Summary of Results for S. Wetland
Project MER-04000 Run Name 61704 - 2 Yr
•
Start of Run
End of Run
Execution Time
21May04 0000 Basin Model SIA - Postdevt-61704
22May04 0000 Met. Model RDU - 2 Year
17Jun04 1525 Control Specs SIA - 1 minute dT
•
Computed Results
Peak Inflow 92.714 (cfs) Date/Time of Peak Inflow 21 May 04 1204
Peak Outflow 0.52290 (efs) Date/Time of Peak Outflow 21 May 04 2400
Total Inflow 2.10 (in) Peak Storage 3.8411(ac-f t)
Total Outflow 0.25 (in) Peak Elevation 337.06(ft)
•

HMS * Summary of Results for Dry Pond

Project MER-04000
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 17Jun04 1525
Run Name 61704 - 2 Yr
•
Computed Results
Basin Model SIA - Postdevt-61704
Met. Model RDU - 2 Year
Control Specs SIA - 1 minute dT
Peak Inflow 13.245 (efs) Date/Time of Peak Inflow 21 May 04 1206
Peak Outflow 0.74024 (efs) Date/Time of Peak Outflow 21 May 04 1506
Total inflow 0.57 (in) Peak Storage 0.36846(ac-f t)
Total Outflow 0.47 (in) Peak Elevation 299.40 (f t)
•

HMS * Summary of Results
Project MER-04000 Run Name 61704 - 10 Yr
• Start of Run 21May04 0000 Basin Model SIA - Postdevt-61704
End of Run 22May04 0000 Met. Model RDU - 10 Year
Execution Time 17Jun04 1526 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 70.767
Subbasin-2 - To SW 136.83
S. Wetland 19.066
Subbasin-2 - Bypass 78.925
Subbasin-2 83.901
Subbasin-3 - To DP 37.020
Dry Pond 1.3947
Subbasin-3 - Bypass 8.0502
Subbasin-3 8.7860
Subbasin-4 4.6487
Subbasin-5 - To NW 114.54
N. Wetland 15.581
Subbasin-5 - Bypass 25.302
~ubbasin-5 32.474
21 May 04 1223 8.1088 0.123
21 May 04 1204 7.7116 0.039
21 May 04 1232 3.6767 0.039
21 May 04 1216 7.7132 0.124
21 May 04 1219 11.390 0.163
21 May 04 1205 2.1893 0.027
21 May 04 1538 1.0833 0.027
21 May 04 1205 0.49626 0.007
21 May 04 1205 1.5795 0.034
21 May 04 1205 0.28657 0.004
21 May 04 1204 6.4134 0.034
21 May 04 1233 3.0900 0.034
21 May 04 1217 2.5042 0.040
21 May 04 1224 5.5943 0.074

HMS * Summary of Results for N. Wetland
Project MER-04000 Run Name 61704 - 10 Yr
• Start of Run 21May04 0000 Basin Model SIA - Postdevt-61704
End of Run 22May04 0000 Met. Model RDU - 10 Year
Execution Time 17Jun04 1526 Control Specs SIA - 1 minute dT
Computed Results
Peak Inflow 114.54 (cfs) Date/Time of Peak Inflow 21 May 04 1204
Peak Outflow 15.581 (efs) Date/Time of Peak Outflow 21 May 04 1233
Total inflow 3.52 (in) Peak Storage 3.6577 (ac-f t)
Total Outflow 1.69 (in) Peak Elevation 329.21 (f t)
•

HMS * Summary of Results for S. Wetland
•
Project MER-04000
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 17Jun04 1526
Run Name 61704 - 10 Yr
•
Computed Results
Basin Model SIA - Postdevt-61704
Met. Model RDU - 10 Year
Control Specs SIA - 1 minute dT
Peak Inflow 136.83 (cfs) Date/Time of Peak Inflow 21 May 04 1204
Peak Outflow 19.086 (cfs) Date/Time of Peak Outflow : 21 May 04 1232
Total Inflow 3.72 (in) Peak Storage 4.9735 (ac-f t)
Total Outflow 1.77 (in) Peak Elevation 337.77 (f t)
•

HMS * Summary of Results for Dry Pond
•
Project MER-04000
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 17Jun04 1526
Run Name 61704 - 10 Yr
C~
Computed Results
Basin Model SIA - Postdevt-61704
Met. Model RDU - 10 Year
Control Specs SIA - 1 minute dT
Peak Inflow 37.020 (cfs) Date/Time of Peak Inflow 21 May 04 1205
Peak Outflow 1.3947 (efs) Date/Time of Peak Outflow 21 May 09 1538
Total Inflow 1.53 (in) Peak Storage 1.3149(ac-f t)
Total Outflow 0.76 (in) Peak Elevation 298.01 (f t)
•

HMS * Summary of Results
Project MER-04000 Run Name 61704 - 25 Yr
• Start of Run 21May04 0000 Basin Model SIA - Postdevt-61704
End of Run 22May04 0000 Met. Model RDU - 25 Year
Execution Time 17Jun04 1440 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(efs) ft) (sq mi)
Subbasin-1 109.77 21 May 04 1222 12.034 0.123
Subbasin-2 - To SW 163.26 21 May 04 1204 9.7215 0.039
S. Wetland 51.973 21 May 04 1218 5.6597 0.039
Subbasin-2 - Bypass 123.76 21 May 04 1215 11.550 0.124
Subbasin-2 174.82 21 May 04 1216 17.210 0.163
Subbasin-3 - To DP 52.633 21 May 04 1205 3.1438 0.027
Dry Pond 8.3697 21 May 04 1233 1.9371 0.027
Subbasin-3 - Bypass 11.945 21 May 04 1205 0.72973 0.007
Subbasin-3 12.811 21 May 04 1205 2.6669 0.034
Subbasin-4 6.8976 21 May 04 1205 0.42140 0.004
Subbasin-5 - To NW 138.01 21 May 04 1204 8.1510 0.034
N. Wetland 42.762 21 May 04 1218 4.8199 0.034
Subbasin-5 - Bypass 39.765 21 May 04 1216 3.7501 0.040
•ubbasin-5 62.059 21 May 04 1217 8.5701 0.074

HMS * Summary of Results for N. Wetland
•
Project MER-04000
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 17Jun04 1440
Run Name 61704 - 25 Yr
•
Computed Results
Basin Model 3IA - Postdevt-61704
Met. Model RDU - 25 Year
Control Specs SIA - 1 minute dT
Peak Inflow 138.01 (cfs) Date/Time of Peak inflow 21 May 04 1204
Peak Outflow 92.782 (cfs) Date/Time of Peak Outflow 21 May 04 1218
Total inflow 4.47 (in) Peak Storage 4.0123 (ac-f t)
Total Outflow 2.64 (in) Peak Elevation 329.62 (f t)
•

HMS * Summary of Results for S. Wetland
Project MER-04000 Run Name 61704 - 25 Yr
• Start of Run 21May04 0000 Sasin Model : 3IA - Postdevt-61704
End of Run 22May04 0000 Met. Model RDU - 25 Year
Execution Time 17Jun04 1440 Control Specs SIA - 1 minute dT
Computed Results
Peak Inflow 163.26 (efs) Date/Time of Peak Inflow 21 May 04 1204
Peak Outflow 51.973 (efs) Date/Time of Peak Outflow 21 May 04 1218
Total Inflow 4.69 (in) Peak Storage 4.8847(ac-f t)
Total Outflow 2.73 (in) Peak Elevation 338.23 (f t)
•
•

FII~IS * Summary of Results for Dry Pond
•
Project MER-04000
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 17Jun04 1440
Run Name 61704 - 25 Yr
•
Computed Results
Basin Model SIA - Postdevt-61704
Met. Model RDU - 25 Year
Control Specs SIA - 1 minute dT
Peak Inflow 52.633 (cfs) Date/Time of Peak Inflow : 21 May 04 1205
Peak Outflow 8.3697 (cfs) Date/Time of Peak Outflow 21 May 04 1233
Total inflow 2.19 (in) Peak Storage 1.4030 (ac-f t)
Total Outflow 1.35 (in) Peak Elevation 298.28 (f t)

•
POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
OFF-SITE AREA REMOVED
•
C7
MERCK VACCINE MANUFACTURING FACILITY
MER-04000

`~~, T TUDI)=D ~ v , ~~ I~
SUBBASIN #5 - 1~' ~ ' ,~' '~• '~ __ NOT STUDIED
TOTAL = 25. ~r ,~ _ ~` ••` -- ' ~ o ~ -~~~ a acres
~ 1. ~ '~ __,.i ~~.
'~_,-. .\ - ••'~_ _ ---- - t ~ ~' ~ hie"
,O-`• --
;~ \ ~
' ----' - ~ t i i 1
. ---„
i~
t i r•- ~
'`-
------ ..._._. `•• ~ q ~ / -- ~ ? 7TH 51 N #5 TO NW
~-- ~-----"_ - y
~ ~~j ~ ~.,. i I ~-----: -- ~~. \` -- ,_ c L = 21.88 acres
1 i TOTAL =

i~~
d
o,

`~B$~511~#I
'AL = I.6 acres
R~~
~vF
~~~
GRAPHIC SCALE
400 0 200 400 800
1 inch = 400 ft.
PEOJECr xo. MER-04000
~ ''"$''`""E~ MER04000-SW2
v
d 5~~:
~ 1 " = 400'
~' °~'R` 05-27-2004

l /
i
_-y~'"• i
i
,,
•\
`fib
AREA NOT STUDIED
_ ~f'.b0 acres
_\~~'/~ J
AREA NOT STUDIED
= 14.52 acres
MERCK
DUF;HAM, NORTH CAROLINA
POSE-DEVELOPMENT WATERSHED MAP
i
U
-5E6MENT #I
SEGMENT #2
SEGMENT #3
AREA NOT STUDIED
L 0.52 acres
/ AREA NOT STUDIED
_' ~ acres
•`,
~~ ~ .
J
~~
~' ~
a
~a
o'~
THE JOHN R. McADAMS
COMPANY, INC.
BNGINEERS/PLANNERS/SURVEYORS
RESBARCH TRIANGLE P1RY, NC
P.O. BOY 1400b ZIP 2770D-4005
[phone]

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Post-Development-Subbasin #/ 5/26/2004
• I. SCS CURY~ NUhii3E~5 .
Cover Condition SCS CN Comments
Im ervious 98 -
O en ___ 61 Assume ood condition
Wooded 55 Assume good condition
[[. PAST-DEYELOP113ENT
_> Sub-basin tll - Onsite Only
A. Watershed Breakdown
Total Sub-basin Area = 78.88 acres
On-site Area = 61.68 acres
Oft=site Area = 0.00 acres
Contributing Area SCS CN Area nacres] ~ Comments
On-site o en 61 3.10 Assume ood condition
On-site impervious _ _ 98 0.74 ~ -
On site wooded 55 57 84 Assume ood condition ~ ~ _ .__
On-site pond 100_ _ 0.00
-
Oft-site open _^ 61 -
---- _
0.00 ~~ Assume good condition ~~~~

Off site im ernous
P..._....._.
98 ..-
0 00

Off-site wooded
~~
~~ _......
_, SS ___ _ ._...__ _. _.. ....._ _.__.... _..._......_._ _..
0.00 Assu~ood condition
__~_
~ -__
~~-
Oft=site Pond 100 ...
.._ _____ _______ _~
0.00
•
Total area = 61.68
0.0964
Composite SCS CN = 55.8
Impervious = 1.20%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overlnnd Flow
Length = 50
Height = 1.9
Slope = 0.0380
Manning's n = 0.40
P (2-year/24-hour) = 3.6
Segment Time = 9.00
Segment 3: Channel Flow
Length = 180
Height = 2.5
Slope = 0.0139
Manning's n = 0.045
Flow Area = 4.00
W. Perimeter = 6.00
Channel Velocity = 2.98
Segment Time = 1.01
Time of Concentration = 20.02 minutes
SCS Lag Time = 12.01 minutes (SCS Lag = 0.6* Tc)
= 0.2002 hours
Time Increment = 3.48 minutes (= 0 29*SCS La )
r~
acres
sq.mi.
Segment 2: Concentrated Flow
ft Length = 203 ft
ft Height = 12.2 ft
lt/ft Slope = x.0601 ti/ft
Woods -light underbrush Paved ? = No
inches (Durham, NC) Velocity = 3.96 fUsec
minutes Segment Time = 0.86 minutes
Segment 6: Channel Flow
ft Length = 2299 ft
ft Height = 25 ft
ft/fr Slope = 0.0109 ft/ft
Natural Channel Manning's n = 0.045 Natural Channel
sf (Assume 2' x 2' Channel) Flow Area = 16.00 sf (Assume 4' x 4' Channel)
ft (Assume 2' x 2' Channel) W. Perimeter = 12.00 ft (Assume 4' x 4' Channel)
fUsec Channel Velocity = 4.18 ft/sec
minutes Segment Time = 9.16 minutes
]OF1

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Post-Development-Subbasin #2 5/26/2004
• I. SCS CURVE NUNiBT;RS
Cover Condition SCS CN Comments
~~ Impervious__ ___ ~ 98 -

O en
61 __
Assume ood condition
Wooded 55 Assume good condition
ILPQST~DEVEI:OP&iENT
_> Sub-basin #1- To Soutlt Wetland - Onsite Only
A. Watershed Breakdown
Total Sub-basin Area = 24.92 acres
On-site Area = 24.54 acres
Off'-site Area = 0 acres
Contributing Area SCS CN Area ~acres~ j Comments
__........._..__On~site open__._.._._._t ._...___...___._.....__.._61._._._._.___.._._.___ 8.44 _Assume good condition.___.._.__.___..___.__.____._

On-site im ervious
98 .
15.00 -
____ On-site wooded _ _ 55 ~ 0.00 Assume good condition
_On=site pond _______.
Off-site open ~_ _ .._......_..__.._100 _______
61 ____LIO ___~_____,_ Area atToQofDam(Conservative!) __._.__..._..
0.00
Assume °ood condition
Off-site im ervious 98 _____
0.00 ~ -
Off-site wooded 55 _
0.00 Assume ood condition
Off-site Pond 100 0.00 -
Total area =
•
Composite SCS CN =
24.54 acres
0.0383 sq.mi.
85
Impervious = 61. l2%
B. Time of Concentration Information
Assume the time of concentration is equal to S minutes (Conservative !!)
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 La )
•
1 OF 2

MERCK VMF HYDROLOGIC CALCULATIONS
MER-04000 Post-Development-Subbasin #2
• _> Sub-basin #2 -Bypass - Onsite Only
A. Watershed Breakdown
Total Sub-basin Area = 79.22 acres
On-site Area = 69.89 acres
Off-site Area = 0 acres
Total area = 69.89 acres
0.1092 sq.mi.
Composite SCS CN = 55
Impervious = 0.30%
B. Time of Concentration Information
Tune of concentration is ca(cu(ated using SCS TR-55.
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 3' x 3' Channel)
W. Perimeter = 9.00 ft (Assume 3' x 3' Channel)
Channel Velocity = 4.74 ft/sec
Segment Time = 8.37 minutes
Contributing Area SCS CN Area ~acres~' Comments
__ On-site open _ _ _~ 61 2.54 Assume good condition
On site impervious 98 0.21 ~~ -
On-site wooded 55 67.14~~~ ~ _.. Assume good condition ~~^ __m__
_On-site pond 100
~ 0.00 -
Off-site open ~
____ 61
_ 0.00 ~ Assume good condition
Off-site impervious1
_ .. 98
_.... 0.00 ~ -

Off site wooded
55 _..._
0 00 i Assume ood cond~UOn
Off-site Pond 100 0.00 -
•
B.R. FINCH, PE
5/26/2004
Segment 2: Concentrated Flow
Length = 558 ft
Height = 33 ft
Slope = 0.0591 ft/ft
Paved ? = No
Velocity = 3.92 ft/sec
Segme~:t 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 La )
•
20F2

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Post-Development-Subbasin #3 5/26/2004
I, SCS CURVE NUMBERS.;.
Cover Condition SCS CN Comments
Im ervious
~V 98 -

O en
61 _
Assume ood condition _
Wooded 55 Assume good condition
TI. POST-DEVELOPMENT
__> Sub-basin #3 - To Dry Pond - Onsite Only
A. Watershed Breakdown
Total Sub-basin Area = 17.21 acres
On-site Area = 17.21 acres
Off-site Area = 0.00 acres
Contributing Area SCS CN Area [acres[ Comments
On-site open _ __~_ 61 __! 11.45 ~~ Assume good condition
On-site impervious 98 0.00 -
On-site wooded SS ~ __ _
5.39 ~ Assume ood condition
~__ __OnTsit_e_~d__ _ 100 i 0.37 _ _ Area at T_op of Dam (Conservative!) _
~ ~ ___
_ ~~
_ Off-site open
~.__ 61
_.___~____ !
------{
_ 0.00 _.
Assume
good condition
~~
Off-site impervious
~ 98 i 0.00 -
Off-site wooded _
~ _
~ ___
55
~T~
0.00 _
Assume good condition
Off-site Pond ~ 100 j 0.00 -
•
Total area =
Composite SCS CN =
Impervious =
B. Time of Concentration Information
Assume the time of concentration is equal to ~ minutes (Conservative !!J
17.21 acres
0.0269 sq.mi.
60
0.00%
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)
•
1 OF 2

MERCK VMF HYDROLOGIC CALCULATIONS
MER-04000 Post-Development-Subbasin #3
• => Sub-basin #3 -Bypass - Onsite Only
A. Watershed Breakdown
Total Sub-basin Area = 4.57 acres
On-site Area = 4.57 acres
Off-site Area = 0.00 acres
B.R. FINCH, PE
5/26/2004
Contributing Area SCS CN
~ Area (acres] Comments
__ On-site open _
__On-site impervious _ 61
__ ~___V 98
~ ~
~ 1.44_
~ 0.00
i ______ _Assume good condition _ _
v -

____ On-site wooded
55
~
3.13 ___
_
~~ Assume good condition ~~
____~ On-site pond
' _
100_~
__ ~ _ 0.00 ~
-

v Off-site open
_ ___ 61 ____
____ ~
0.00 _ _ _
_ ___
_____ __
~_~ __Assume good condition ~~ _
Of_f-site impervious 98
~~~ 0.00
~ -
Off-site wooded
'
-----..________~~..._..._...._.j
Off-site Pond ~
S5 ~
__.._.__----------._._..._.__...._.._.__
100
0.00
~._...__-_._---.
0.00 ~ ~~`-`
Assume ood condition
____.___..._..---__...__-._~__~._~__..--------._____._
-
Total area =
Composite SCS CN =
Impervious =
•
•
4.57 acres
0.0071 sq.mi.
57
0.00%
B. Time of Concentration Information
Assume the trme of concentration rs equal to 5 mrnutes (Conservative !!)
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)
20F2

MERCK vMF HYDROLOGIC CALCULATIONS
MER-04000 Post-Development-Subbasin #4
• I. SCS CURVE NUMBERS

Cover Condition SCS CN Comments
_____Impervious.__
_
_~. _.__._
..
_.
_
_
98 _
_
_
_
O en _.
...
.
_._
_
__._...___..__--
61 ._~_________
__~____ __
Assume ood condition
Wooded 55 Assume good condition

)Z, POST-DEVELOPMENT

_> Sub-basin #4 - Onsite Only

A. Watershed Breakdown
Total Sub-basin Area = 2.61 acres
On-site Area = 2.61 acres
Off-site Area = 0.00 acres
B.R. FINCH, PE
5/26/2004
Contributing Area ~ SCS CN Area ~acres~ Comments
~__On-site open .____...._._.... 61 _.._. x_98,_. _.._. _..........__. __. _._._._._._..._Assume good condition ___.__..._._.....__.._____.
On-site im ervious 98 0.00 -
On-site wooded S5 1.63 __ _ ~ _Assume~ood condition _
__ On site pond 100 0.00 -
_ Off site open ~- ~ 61 __~ _ 0.00 ~ _ Assume good condition _
--~~TTmm~
Off--site impervious 98 0.00 _
0 _ ___ _
~
~
Off-site wooded ___ _55 _
~ ~_
____ Assu_m_ e.good condition
____
~
100
Off-site Pond 0.00 -
•
Total area =
Composite SCS CN =
Impervious =
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)
•
2.61 acres
0.0041 sq.mi.
57
0.00%
B. Time of Concentration Information
Assume the time of concentration is equal to 5 minutes (Conservative !!)
1 OF I

MERCK VMF HYDROLOGIC CALCULATIONS B.R. FINCH, PE
MER-04000 Post-Development-Subbasin #5 5/26/2004
• I. SCS CURVE NUMBERS
Cover Condition SCS CN Comments
____ ______
_~_~_ _- Oven _..___~~ ___~ 61 Assume good condition ~__
Wooded 55 Assume good condition
Total Sub-basin Area = 21.89 acres
On-site Area = 21.88 acres
Off-site Area = 0.00 acres
li. PQST-DEVELOP>vTE~~'
_> Sub-basin #S - To Nortlr Wetland - Onsite Onty
A. Watershed Breakdown
Contributing Area SCS CN Area ~acres~ ~ Comments
.._ _..On-site open _...._.j .......__... 6.1_....._.... ._.._..._._ g~gb ..__._._._.._ _______....._Assume~ood condition
On-site im ervious 98 12.00 -
On-site wooded 55 ~ 0.00
Assume~od condition
On srte~ond t 100 _
1 A2 Area at To~of Dam (Conservatroe~)

Off site open _
_ _ _ _ 61 _..
0 00 Assume food condition
Off-site impervious
Off-site wooded 98
55 __
~ 0.00 -
0.00 Assume food condition
Off-site Pond 100 0.00 -
•
Total area =
Composite SCS CN =
Impervious =
Z 1.88 acres
0.0342 sq.mi.
83
54.84%
B. Time of Concentration Information
Assume the time of concentration is equal to S minutes (Conservative !!)
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)
•
I OF 2

MERCK vMF HYDROLOGIC CALCULATIONS
MER-04000 Post-Development-Subbasin #S
• _> Sub-basin #S -Bypass - Onsite Only
A. Watershed Breakdown
Total Sub-basin Area = 25.71 acres
On-site Area = 25.37 acres
Off-site Area = 0.00 acres
Total area = 25.37 acres
0.0396 sq.mi.
Composite SCS CN = 55
Impervious = 0.00%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-SS.
Segment 1: Overland Flow
Length = 50 ft
Height = 1 ft
Scope = 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: Cbannel 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 2' x 2' Channel)
Channel Velocity = 4.97 ft/sec
Segment Time = 4.48 minutes
Contributing Area SCS CN Area nacres] ; Comments
On-site open __ __ 61 1.64 ~ Assume good condition ,_
On_site im ernous 98 0.00
On-site wooded
_~~.__._...._ ~ _.___~__~_..
O
it
d 55
.__..___...~.._____._ _.___.__.. ~
100 23.73 ~ _ _ A_ssu_me~ondition
___._.~ _
____._..__~_..._.__
~ mm
~
n-s
e~on 0.00
-

Off-site o en ~ ~ _ _
_
~ ~ 61 ~ ~~ __
_
__ __ __ _ _
0.00 ~~ Assume ood condition
g
Off-site im ervious
_. P ... 98 0.00
Oft site wooded 55 0 00 , Assume ood condrt_ion
~ ~~
Off-site Pond 100 0.00 -
•
B.R. FINCH, PE
5/26/2004
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 La )
•
20F2

• HEC-HMS Project: MER-04000 Basin Model: SIA -

i` <
Subbas~•2 • To S~Pi
S. We~aod %- Spas=..
,,
ti
Subbasir 2
„~ S~,tbavir-u -1e hl'r'v
N. Weflaod
5 t ~ci-:i - c jDa55 ~;, `'csll? ~'

Subbas~n~6
•

HMS * Summary of Results
Project MER-04000 Run Name Post OS - 1
• f
Start o
Run 21May04 0000 Basin Model SIA - Postdevt - OS
End of Run 22May04 0000 Met. Model RDU - 1 Year
Execution Time 17Jun04 1547 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 5.2560
Subbasin-2 - To SW 64.537
S. Wetland 0.45400
Subbasin-2 - Bypass 4.7209
Subbasin-2 5.0845
Subbasin-3 - To DP 6.7121
Dry Pond 0.55463
Subbasin-3 - Bypass 1.0208
Subbasin-3 1.4311
Subbasin-4 0.58946
Subbasin-5 - To NW 52.541
N. Wetland 0.43278
Subbasin-5 - Bypass 1.6839

•ubbasin-5 2.0312
21 May 04 1211 1.0913 0.096
21 May 04 1156 3.2404 0.038
21 May 04 2400 0.44480 0.038
21 May 04 1211 1.1215 0.109
21 May 04 1211 1.5663 0.148
21 May 04 1200 0.47706 0.027
21 May 04 1353 0.45840 0.027
21 May 04 1201 0.092942 0.007
21 May 04 1201 0.55134 0.034
21 May 04 1201 0.053671 0.004
21 May 04 1156 2.6352 0.034
21 May 04 2400 0.42157 0.034
21 May 04 1212 0.40659 0.040
21 May 04 1212 0.82816 0.074
•

HMS * Summary of Results
Project MER-04000 Run Name Post OS - 2
•
Start of Run 21May04 0000 Basin Model SIA - Postdevt - OS
End of Run 22May04 0000 Met. Model RDU - 2 Year
Execution Time 17Jun04 1548 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(efs) ft) (sq mi)
Subbasin-1 16.282
Subbasin-2 - To SW 91.294
S. Wetland 0.51929
Subbasin-2 - Bypass 16.362
Subbasin-2 16.782
Subbasin-3 - To DP 13.247
Dry Pond 0.74026
Subbasin-3 - Bypass 2.3299
Subbasin-3 2.8175
Subbasin-4 1.3454
Subbasin-5 - To NW 75.340
N. Wetland 0.49464
Subbasin-5 - Bypass 5.8685
~ubbasin-5 6.2691
21 May 04 1220 2.0864 0.096
21 May 04 1204 4.2926 0.038
21 May 04 2400 0.51505 0.038
21 May 04 1220 2.1965 0.109
21 May 04 1220 2.7116 0.148
21 May 04 1206 0.82348 0.027
21 May 04 1506 0.67313 0.027
21 May 04 1207 0.17150 0.007
21 May 04 1207 0.84462 0.034
21 May 04 1207 0.099033 0.004
21 May 04 1205 3.5400 0.034
21 May 04 2400 0.48899 0.034
21 May 04 1220 0.79638 0.040
21 May 04 1220 1.2654 0.074

HMS * Summary of Results
Project MER-04000 Run Name Post OS - 10
•
Start of Run 21May04 0000 Basin Model 3IA - Postdevt - OS
End of Run 22May04 0000 Met. Model RDU - 10 Year
Execution Time 17Jun04 1549 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 64.731
Subbasin-2 - To SW 134.73
S. Wetland 17.653
Subbasin-2 - Bypass 69.628
Subbasin-2 72.544
Subbasin-3 - To DP 37.025
Dry Pond 1.3954
Subbasin-3 - Bypass 8.0514
Subbasin-3 8.7872
Subbasin-4 4.6494
Subbasin-5 - To NW 114.55
N. Wetland 15.586
Subbasin-5 - Bypass 24.928
•ubbasin-5 32.173
21 May 04 1216 6.2847 0.096
21 May 04 1204 7.5929 0.038
21 May 04 1233 3.5598 0.038
21 May 04 1216 6.6039 0.109
21 May 04 1219 10.364 0.148
21 May 04 1205 2.1894 0.027
21 May 04 1538 1.0834 0.027
21 May 04 1205 0.49628 0.007
21 May 04 1205 1.5796 0.034
21 May 04 1205 0.28658 0.004
21 May 04 1204 6.4136 0.034
21 May 04 1233 3.0902 0.034
21 May 04 1217 2.4670 0.040
21 May 04 1224 5.5572 0.074
•

•
FINAL DESIGN CALCULATIONS
NORTH STORMWATER WETLAND
•
•
MERCK VACCINE MANUFACTURING FACILITY
MER-04000

/ ~"

C7

VV1s;oafad\~X

MERCK
MER-04000
•
Stage-Stora>?e Function
Project Name: Merck Vaccine Facility -North Wetland
Designer: B.R. Finch, PE
Job Number: MER-04000
Date: 6/17/2004
•

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)
~~~ ~~~~ ~~ ~~
324.00 0.00 ~ 21281 ~~-
~ ~~~~_-
326.00 2.00 _
2
86
75 24978 49956 _ _ 49956
~ _2.02 _
~
_
328.00 _ ~ 4.00 _W __
_
_
___ 34535 _ __
31605 63210 113166 3.94
330.00 6.00 39712 37124 74247 187413 5.95
332.00 8.00 46546 ~ _
43129 86258 273671 8.11
', Storage vs. Stage ~,
300000
250000
LL 200000
I U
150000
~ o
~ 100000
50000
0
0.00 2.00 4.00 6.00 8.00 10.00 '~
i
- Stage (feet)
Ks = 21165
b = 1.2227
•
B.R. FINCH, PE
6/ 17/2004
NW

MERCK VACCINE FACILITY
MER-04000
•
•

STAGE-STORAGE FUNCTION
North Wetland
__> Stage -Storage Function
Ks= 21165
b = 1.2227
Zo = 324.00
Elevation ~ Storage ! Storage
324.00 0 0.000
324.2 _
2958 0.068
324.4 6903 0.158
324.6 ~ 11333 0.260
_
324.8 16111 0.370
325 21165 0.486
325.2 26450_ 0.607
325.4 31937 0.733
_
325.6 37601 0.863
325.8 43425 0.997
~. 326 49396 1.134
326.2 55501 1.274
326.4 61731 1.417
326.6 68078 1.563
326.8
~~~~
~~ __
74535
_ 1.711
327 81095 1.862
327.2 87754 2.015
327.4 94506 2.170
327.6 101347 2.327
327.8 108273 2.486
328 115281 2.646
_
_
~~ 328.2~~W 122367 2.809
328.4
_328.6 ~
328.8 129529
136764
_ 144069 2.974
3.140
3.307
329
~~ 151443 _3.477
_
~~~~ 329.2 ~ 158882 3.647
329.4 166386 3.820
~v~_V 329.6 173951 3.993
_
329.8 _
181577 4.168
3_30 _
330.2
330.4 189262
197004
204802 ___4.345
4.523
4.702
330.6
_.....___..._......._.__.,
__330.8 _
331 ~
_..~____._._..._...v_.
331.2
~~~~~331.4 ~ 212655
~_.._~ .~..,,,,_.,,
22_0560
22851~8~~~~
____
236526
_ 244584 4.882
~~_____V_,_.
5.063
_ 5.246
______~
5.430
5.615
331.6 252691
X31.8 260845
332 269046 5.801
5.988
6.176
B.R. FINCH, PE
6/ 17/2004
SS FXN-NW

1~I
J
Type.... Outlet Input Data
Name.... North Wetland
File.... X:\Projects\MER\MER-09000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 329.00 ft
Increment = .20 ft
Max. Elev.= 332.00 ft
OUTLET CONNECTIVITY
Page 1.01
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Weir-Rectangular ES ---> TW 330.000 332.000
Stand Pipe RI ---> BA 328.800 332.000
Orifice-Circular OR ---> BA 324.000 332.000
Culvert-Circular BA ---> TW 321.300 332.000
TW SETUP, DS Channel
~,
..
1x11
u
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 8:49 AM Date: 5/25/2009

•
Type.... Outlet Input Data
Name.... North Wetland
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER09000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
Page 1.02
OUTLET STRUCTURE INPUT DATA
Structure ID = ES
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 330.00 ft
Weir Length = 50.00 ft
Weir Coeff. = 2.600000
Weir TW effects (Use adjustment equation)
•
Structure ID = RI
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 328.80 ft
Diameter = 6.0000 ft
Orifice Area = 28.2793 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Manninqs n = .0000
Structure ID = OR
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 324.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 8:49 AM
Date: 5/25/2009

Type.... Outlet Input Data Page 1.03
Name.... North Wetland
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
• Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-----------------------------
No. Barrels = 1 -------
Barrel Diameter = 4.0000 ft
Upstream Invert = 321.30 ft
Dnstream Invert = 320.80 ft
Horiz. Length = 72.00 ft
Barrel Length = 72.00 ft
Barrel Slope = .00694 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .009925 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- 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) = 1.303
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 = 325.93 ft ---> Flow = 87.96 cfs
At T2 Elev = 326.51 ft ---> Flow = 100.53 cfs
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 8:49 AM Date: 5/25/2009

J
Type.... Outlet Input Data
Name.... North Wetland
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER09000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .Ol ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
C7
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 8:49 AM
Page 1.09
Date: 5/25/2009

•

•
Type.... Composite Rating Curve
Name.... North Wetland
File.... X:\Projects\MER\MER-09000\Storm\BRF\MER04000.PPW
Title... Project Date: 5 /25/2009
Project Enginee r: Brandon R. Finch
Project Titl e: Merck VM F
Project Comment s:
***** COM POSITE OUTF LOW SUMMARY *** *
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ------
Elev. Q TW El ev Error
ft
-------- cfs
--
- ft +/-ft Contributin g Structures

329.00 -
---
.00 ------
Free -- -----
Outfall ---------------
(no Q: ES,RI, -----------
OR,BA)
329.20 .06 Eree Outfall OR, BA (no Q: ES, RI)
324.90 .12 Free Outfall OR, BA (no Q: ES,RI)
324.60 .16 Free Outfall OR, BA (no Q: ES,RI)
329.80 .19 Free Outfall OR, BA (no Q: ES,RI)
325.00 .22 Eree Outfall OR, BA (no Q: ES,RI)
325.20 .24 Free Outfall OR, BA (no Q: ES,RI)
325.90 .27 Free Outfall OR, BA (no Q: ES, RI)
325.60 .29 Free Outfall OR,BA (no Q: ES,RI)
325.80 .31 Free Outfall OR, BA (no Q: ES, RI)
326.00 .32 Free Outfall OR, BA (no Q: ES,RI)
326.20 .34 Free Outfall OR, BA (no Q: ES,RI)
326.90 .36 Free Outfall OR, BA (no Q: ES, RI)
326.60 .37 Free Outfall OR, BA (no Q: ES, RI)
326.80 .39 Free Outfall OR, BA (no Q: ES,RI)
327.00 .90 Free Outfall OR,BA (no Q: ES,RI)
327.20 .91 Free Outfall OR, BA (no Q: ES,RI)
327.40 .43 Free Outfall OR, BA (no Q: ES,RI)
327.60 .49 Free Outfall OR, BA (no Q: ES,RI)
327.80 .45 Free Outfall OR, BA (no Q: ES, RI)
328.00 .97 Free Outfall OR, BA (no Q: ES, RI)
328.20 .98 Free Outfall OR,BA (no Q: ES,RI)
328.40 .99 Free Outfall OR, BA (no Q: ES,RI)
328.60 .50 Free Outfall OR, BA (no Q: ES,RI)
328.80 .51 Free Outfall OR, BA (no Q: ES, RI)
329.00 5.58 Free Outfall RI,OR,BA (no Q: ES)
329.20 14.89 Free Outfall RI,OR,BA (no Q: ES)
329.40 26.82 Free Outfall RI,OR,BA (no Q: ES)
329.60 91.01 Free Outfall RI,OR,BA (no Q: ES)
329.80 57.07 Free Outfall RI,OR,BA (no Q: ES)
330.00 74.83 Free Outfall RI,OR,BA (no Q: ES)
330.20 105.77 Free Outfall ES,RI,OR,B A
330.40 197.75 Free Outfall ES,RI,OR,B A
330.60 197.31 Free Outfall ES,RI,OR,B A
Page 1.16
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 8:50 AM Date: 5/25/2009

•
Il J1
u
•
Type.... Composite Rating Curve
Name.... North Wetland
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER09000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
330.60 -------
253.11
331.00 297.06
331.20 390.31
331.90 387,08
331.60 437.15
331.80 490.25
332.00 596.22
S/N: 621701207003
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
------- Converge
TW Elev Error
ft +/-ft
Eree Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
Contributing Structures
-----------------------
ES,RI,BA (no Q: OR)
ES, RI, BA (no Q: OR)
E5,RI,BA (no Q: OR)
ES, RI, BA (no Q: OR)
ES,RI,BA (no Q: OR)
ES,RI,BA (no Q: OR)
ES,RI,BA (no Q: OR)
Page 1.17
The John R. McAdams Company
Time: 8:50 AM Date: 5/25/2009

MERCK VMF
MER-04000
• Stormwater
Project Name:
Designer:
Checked by:
Job Number:
Date:
Wetland Design Sheet
Merck VMF -North Wetland
R. Jimenez, Jr. EI
B. Finch, PE
MER-04000
6/ 17/2004
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)
___ __
~ ~~~
324.00 0.0 21281 ~ ~__ ___. _ __
326.00 2.0 28675 24978 49956 49956 2.02
328.00
__.___. _ _.___..._.._ 4.0
_.._ __.. _ _ _ _ . 34535
_.__....._....... _ _.....__... 31605
.._._,_ _ ~._____w_ 63210
___~ ._
. 113166 3.94

330.00
6.00
39712
37124 _
_.~_,___.
74247 _____ ___.._._
187413 .__.____ ~ ~___._~_
5.95
332.00 8.00 46546 43129 86258 273671 8.11
~ Storage vs. Stage
300000
250000
', LL 200000
U
rn 150000
R
~ o
in 100000
50000
0
y = 21165x1222'
RZ = 0.9995
0.0 2.0 4.0 6.0 '8.0 1 0.0
Stage (feet)
Ks = 21165
b = 1.2227
Calculation of Runoff Volume required for storage
The runoff to the wetland for the 1"storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the wetland are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = B
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
• Impervious Area, directly connected (DCIA) = 12.00 acres
cr CN = 98
B.R. FINCH, PE
6/ 17/2004
1 OF 2

MERCK VMF B.R. FINCH, PE
MER-04000 6/17/2004
i Other areas draining to wetland (not DCIA) = 9.89 acres
@CN= 61
Runoff from DCIAs =_>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 34452 CF
Runoff from non-connected areas =_>
Precipitation amount = 1.0 inches
S = 6.393 inches (calculated)
Q* = 0.000 inches (calculated)
Runoff volume = 0 CF
Therefore, total runoff from reci itation in uestion = 34452 CF
This amount of runoff must be stored in the wetland above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
• Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 34452 CF
Stage (above invert) associated with this storage = 1.49 feet
Therefore, depth required above normal pool for storm storage = 1.49 feet
17.87 inches
Set crest of principal spillway at stage = 4.80 feet
and EL = 328.80 feet
At principal spillway crest, storm pool storage provided = 144069 CF
•
2OF2

MERCK VMF
MER-04000
• North Wetland Surfac
Project Name:
Designed by:
Checked by:
Job Number:
Date:
.e Area Requirements
Merck VMF
R. Jimenez, Jr. El
B. Finch, PE
MER-04000
6/ 17/2004
Wetland Drainage Area Description =_>
B.R. FINCH, PE
6/ 17/2004
Total DA = 21.89 acres
Impervious Area = 12.00 acres
•
Ultimate Depth of wetland = 3.00 feet
SA / DA ratios for drainage areas and depth (NCDENR, April 1999): '~~~~'~""' ~ ~~
DA % impervious = 54.82%
SA /DA ratio calculations =_> ~'`'~'
i~t~'
3.00
Lower Limit =_> 50.00% 2.06%
Calc'd value =_> 54.82% 2.22%
Upper Limit =_> 60.00% 2.40% ~
Therefore, SA / DA required for this configuration = 2.22%
~' S1 ~- ~ 1 4~~,
Wetland Surface Area Required =_>
Wetland SA Required = 21205 SF
Wetland SA Provided = 21281 SF OK
•

~:
•
Drawdown Time = 1.98 days
47.51 hours
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 = 0.688 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 3" inverted siphon = 0.049 ft2
Q = 0.1960 cfs
Drawdown Time =Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.05 days
49.25 hours
•
MERCK VMF
MER-04000
Inverted Siphon Design Sheet -North Wetland
D siphon = 3 inches
No. siphons = 1
Ks = 21165
b = 1.2227
Cd siphon = 0.60
Siphon Invert = 324.00 feet
Volume @ Normal Pool = 0 CF
Basin Invert = 324.00 feet
WSEL
(feet) Vol. Stored
c Siphon Flow
(cfs) Avg. Flow
(cfs Incr. Vol.
cf) Incr. Time
sec
325.500 34748 0.277
325.425 32641 0.269 0.273 2107 7721
325.350 30558 0.261 0.265 2083 7854
325.276 28501 0.253 0.257 2057 7999
325.201 26470 0.245 0.249 2030 8156
325.126 24468 0.236 0.240 2002 8329
325.051 22495 0.227 0.232 1973 8519
324.976 20553 0.218 0.222 1942 8731
324.901 18644 0.208 0.213 1909 8969
324.827 16770 0.198 0.203 1874 9240
324.752 14934 0.187 0.192 1837 9553
324.677 13137 0.175 0.181 1796 9919
324.602 11385 0.163 0.169 1753 10359
324.527 9680 0.150 0.156 1705 10902
324.453 8029 0.135 0.142 1651 11599
324.378 6437 0.119 0.127 1591 12546
324.303 4915 0.100 0.109 1522 13955
324.228 3475 0.073 0.086 1440 16696
B.R. FINCH, PE
6/17/2004
Conclusion : Use 3" Diameter PVC Inverted Siphon to dawdown the accumulated
volume from the 1.0 "storm runoff, with a required time of about 2 days.

Merck VMF
Project # MER-04000
VELOCITY DISSIPATOR DESIGN
Designed By: B. R. Finch, PE
Velocity Dissipator -North Wetland
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 17 Flow depth (ft) = 1.02
slope S in % :0.69 Outlet velocity (fps) = 6.732
pipe diameter D in in.: 48
Manning number n :0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
•
Pipe diameter (ft)
Outlet velocity (ff
Apron length (ft)
AVG DIAM STONE
(inches) CLASS
3 A
»6 B
13 Borl
23 2
4.00
~s) 6.73
24.00
THICKNESS
(inches)
9
22
22
27
Width Calculation
WIDTH = La + Do
WIDTH = 24 + 4
WIDTH = 28 FEET
CONCLUSION
Use 6" DIA NCDOT Class `B' Rip Rap
24'L x 28'W x 22"Thick
•

•
MERCK VMF
MER-04000
Anti-Seen Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
B.R. FINCH, PE.
5/27/2004
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
N. Wetland 72.0 2.70 2.00 25 2.00 24 YES
•
Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
•

•
MERCK VMF
MER-04000
NORTH WETLAND
Manhole RiserBarrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside diameter of manhole =
Wall thickness of manhole =
Base thickness of manhole =
Base diameter of manhole =
Inside height of Manhole =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) _
Trash Rack water displacement =
Concrete Present =_>
Total amount of concrete:
Adjust for openings:
•
Base of Manhole =
Manhole Walls =
Opening for barrel =
Opening for drain pipe =
6.00 feet
7.00 inches
8.00 inches
7.17 feet
7.50 feet
142.0 PCF
63.5 inches
8.0 inches
1 14.44 CF
26.893 CF
90.485 CF
12.829 CF
0.204 CF
B.R. FINCH, PE
5/27/2004
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 104.345 CF
Weight of concrete present = 14817 lbs
Amount of water displaced =_>
Displacement by concrete = 104.345 CF
Displacement by open air in riser = 212.058 CF
Displacement by trash rack = 1 14.440 CF
Total water displaced by riser/barrel structure = 430.843 CF
Weight of water displaced = 26885 lbs
•

MERCK VMF NORTH WETLAND B.R. FINCH, PE
MER-04000 5/27/2004
• Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (recommend 1.15 or higher)
Must add = 16100 ]bs 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 = 232.605 CF of concrete
Standard based described above = 26.893 CF of concrete
Therefore, base design must have = 259.498 CF of concrete
Calculate size of base for riser assembly =_>
Diameter = 11.000 feet
Thickness = 33.0 inches
. Concrete Present = 261.342 CF OK
Check validity of base as designed =_>
Total Water Displaced = 665.292 CF
Total Concrete Present = 338.794 CF
Total Water Displaced = 4 ] 514 lbs
Total Concrete Present = 48109 lbs
Actual safety factor = 1.16 OK
Results of design =_>
Base diameter = 11.00 feet
Base Thickness = 33.00 inches
CY of concrete total in base = 9.61 CY
Concrete unit weight in added base >= 142 PCF

•
FINAL DESIGN CALCULATIONS
SOUTH STORMWATER WETLAND
•
•
MERCK VACCINE MANUFACTURING FACILITY
MER-04000

J
•
•
,'.
~\
~ ~ ~
~ __
~- ~ ~
-4j~ ~r v

l~
~-
.•
~~
~~
i ~~
Q
z
~O
3 !!
O
Ob~6 `4~u!~'Wd Z0~£L~6 b00Z/Ll/9 `6MP'XOOb0213W\b00Z-L1-9\~2i9\u»oiS\OOObO-2~3W\2i3W\sl~a(ad\~X
~~~~~`.

MERCK
MER-04000
• Stage-Storage Function
Project Name: Merck Vaccine Facility -South Wetland
Designer: B.R. Finch, PE
Job Number: MER-04000
Date: 6/17/04
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)

332.00 0.00 26712
_338.0_0 6.00 40828 38330 _~ 76660 201876 5.95
340.00 8.00 45988 ~ 43408 86816 288692 8.12
Storage vs. Stage ',
334.00 2.00 31336 29024 58048 58048 ~ 2.02
336.00 4.00 35832 v 33584 67168 125216 3.93
350000
300000
250000
•
'~ R` = 0.9994
~ 200000
jd
ii c 150000
~~ ~
~, 100000 ',
~ 50000 I
'I 0 I
0.00 2.00 4.00 6.00 8.00 10.00
', Stage (feet)
Ks = 25801
b = 1.1533
C,
B.R. FINCH, PE
6/17/2004
SW

•
r]
•
MERCK VACCINE FACILITY
MER-04000
STAGE-STORAGE FUNCTION
South Wetland
__> Stage -Storage Function
Ks = 25801
b = 1.1533
Zo = 332.00
Elevation { Storage ~ Storage
332.00 0 0.000
332.2 4032 0.093
_ 332.4 8968 0.206
332.6 14315 _ _ 0.329
332.8 19947 0.458
333 25801 0.592
333.2
_ 31839 0.731

333.4
38033 __
0.873
333.6 44366 1.018
333.8 50821 1.167
__ 334 57387 1.317
334.2 64055 1.470
334.4 70816 1.626

334.6
77665 _
_
_ 1.783
334.8
335 84595
91601 1.942
2.103
~
335.2 98679 2.265
335.4 105826 2.429
335.6
335.8 I~ 113037mm
120310 ~2.595mmTmm
2.762
336 127642 2.930
_
_
3
36.2 _
, 135030 ~ 3.100
_
336.4 1424
72 3.271
~~ 336.6
336.8
___. _
149967
157511 _
3.443 ~~
_ 3.616
~
337 165104 3.790
337.2 172744 3.966

_ 337.4
180429 _
4.142

337.6
188158 _
4.320 ~

337.8
195929 _
4.498
3_38_
~~~~ 338.2_ _
338.4 20374_1
~_~~211593~~~
219485 4.677
~~~~~~~~4.858 ~~~
_ 5.039
338.6
338.8 227414 ~
235380 5.221
5.404
_339_ 243382 5.587_
339.2 251419 5.772
339.4
339.6
___339.8~~~~~
340 _
259491
26759_6
_~~~275733~~
~ 283903 ~ 5.957~~mm
6.143
~~~~~~6.330~~~~~
6.518
B.R. FINCH, PE
6/ 17/2004
SS FXN-SW

Type.... Outlet Input Data Page 1.01
Name.... South Wetland
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
• Project Title: Merck VMF
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 332.00 ft
Increment = .20 ft
Max. Elev.= 340.00 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
Weir-Rectangular ES ---> TW 338.300 340.000
Stand Pipe RI ---> BA 337.300 340.000
Orifice-Circular OR ---> BA 332.000 340.000
Culvert-Circular BA ---> TW 327.700 340.000
TW SETUP, DS Channel
•
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 7:36 AM Date: 5/27/2004

•
Type.... Outlet Input Data
Name.... South Wetland
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
Page 1.02
ES
Weir-Rectangular
----------------
1
338.30 ft
50.00 ft
2.600000
Weir TW effects (Use adjustment equation)

Structure ID = RI
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 337.30 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = OR
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 332.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600

S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 7:36 AM Date: 5/27/2004

•
Type.... Outlet Input Data
Name.... South Wetland
File.... X:\Projects\MER\MER-09000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 4.0000 ft
Upstream Invert = 327.70 ft
Dnstream Invert = 327.00 ft
Horiz. Length = 84.00 ft
Barrel Length = 84.00 ft
Barrel Slope = .00833 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .004925
Kr = .5000
HW Convergence = .001
Page 1.03
(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
Tl ratio (HW/D) = 1.156
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
C,
•
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 = 332.32 ft ---> Flow = 87.96 cfs
At T2 Elev = 332.91 ft ---> Flow = 100.53 cfs
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 7:36 AM Date: 5/27/2004

•
Type.... Outlet Input Data
Name.... South wetland
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 30
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
r]
•
Page 1.09
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 7:36 AM Date: 5/27/2004

•
•
•
Type.... Composite Rating Curve
Name.... South Wetland
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER09000.PPW
Title... Project Date: 5 /25/2004
Project Enginee r: Brandon R. Finch
Project Titl e: Merck VM F
Project Comment s:
** *** COM POSITE OUTF LOW SUMMARY *** *
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ------- ---- --- -----------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contrib uting Structures
332.00 .00 Free Outfall (no Q: ES,RI, OR,BA)
332.20 .06 Free Outfall OR, BA (no Q: ES,RI)
332.40 .12 Free Outfall OR, BA (no Q: ES, RI)
332.60 .16 Free Outfall OR, BA (no Q: ES,RI)
332.80 .19 Free Outfall OR, BA (no Q: ES,RI)
333.00 .22 Free Outfall OR, BA (no Q: ES,RI)
333.20 .24 Free Outfall OR, BA (no Q: ES, RI)
333.40 .27 Free Outfall OR, BA (no Q: ES,RI)
333.60 .29 Free Outfall OR, BA (no Q: ES,RI)
333.80 .31 Free Outfall OR,BA (no Q: ES,RI)
334.00 .32 Free Outfall OR, BA (no Q: ES, RI)
334.20 .34 Free Outfall OR, BA (no Q: ES, RI)
334.40 .36 Free Outfall OR, BA (no Q: ES, RI)
334.60 .37 Free Outfall OR,BA (no Q: ES,RI)
334.80 .39 Free Outfall OR,BA (no Q: ES,RI)
335.00 .40 Free Outfall OR, BA (no Q: ES,RI)
335.20 .41 Free Outfall OR, BA (no Q: ES,RI)
335.40 .43 Free Outfall OR, BA (no Q: ES, RI)
335.60 .49 Free Outfall OR, BA (no Q: ES,RI)
335.80 .45 Free Outfall OR,BA (no Q: ES,RI)
336.00 .47 Free Outfall OR,BA (no Q: ES,RI)
336.20 .48 Free Outfall OR,BA (no Q: ES, RI)
336.40 .99 Free Outfall OR, BA (no Q: ES,RI)
336.60 .50 Free Outfall OR, BA (no Q: ES, RI)
336.80 .51 Free Outfall OR, BA (no Q: ES,RI)
337.00 .52 Free Outfall OR,BA (no Q: ES,RI)
337.20 .53 Free Outfall OR,BA (no Q: ES,RI)
337.30 .54 Free Outfall OR, BA (no Q: ES, RI)
337.40 2.33 Free Outfall RI,OR,B A (no Q: ES)
337.60 9.85 Free Outfall RI,OR,B A (no Q: ES)
337.80 20.56 Free Outfall RI,OR,B A (no Q: ES)
338.00 33.69 Free Outfall RI,OR,B A (no Q: ES)
338.20 48.87 Free outfall RI,OR,B A (no Q: E5)
338.30 57.19 Free Outfall RI,OR,B A (no Q: ES)
Page 1.16
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 7:36 AM Date: 5/27/2009

•
•
•
Type.... Composite Ratinq Curve
Name.... South Wetland
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
338.40 -------
69.94
338.60 105.77
338.80 150.91
339.00 201.99
339.20 259.53
339.40 322.36
339.60 384.13
339.80 932.33
340.00 483.69
S/N: 621701207003
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
------ -- Converge ------------- ------------
TW El ev Error
ft
------ +/-ft
-- ----- - Contributing
--- Structures

Free
Outfall ----------
ES,RI,OR,BA ------------
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES,RI,BA (no Q: OR)
Page 1.17
The John R. McAdams Company
Time: 7:36 AM Date: 5/27/2004

MERCK VMF
MER-04000
• Stormwater
Project Name:
Designer:
Checked by:
Job Number:
Date:
Wetland DesiSn Sheet
Merck VMF -South Wetland
R. Jimenez, Jr. EI
B. Finch, PE
MER-04000
6/ 17/2004

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

332.00 0.0 26712
334.00 2.0 31336 29024 58048 58048 2.02
336.00 4.0 35832 335
84 67168 125216 _
~ 3.93
338.00 6.00 ~ ~ 40828 _
__
38330 _ 76660 201876 5.95
340.00 8.00 45988 43408 86816 288692 8.12
r~
350000
300000
IiI LL
250000
V 200000
m
rn
0 150000
I ~
100000
I 50000
I 0
8.0 10.0
0.0
I
•
Ks = 25801
b = 1.1533
Calculation of Runoff Volume required for storage
The runoff to the wetland for the I" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the wetland are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = B
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 15.00 acres
@ CN = 98
1 OF 2
Storage vs. Stage
y = 25801x'.'sas
Rz = 0.9994
2.0 4.0 6.0
Stage (feet)
B.R. FINCH, PE
6/ 17/2004

MERCK VMF B.R. FINCH, PE
MER-04000 6/17/2004
• Other areas draining to wetland (not DCIA) = 9.92 acres
@CN= 61
Runoff from DCIAs =_>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 43065 CF
Runoff from non-connected areas =_>
Precipitation amount = 1.0 inches
S = 6.393 inches (calculated)
Q* = 0.000 inches (calculated)
Runoff volume = 0 CF
Therefore, total runoff from reci itation in uestion = 43065 CF
This amount of runoff must be stored in the wetland above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
• Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 43065 CF
Stage (above invert) associated with this storage = 1.56 feet
Therefore, depth required above normal pool for storm storage = 1.56 feet
18.71 inches
Set crest of principal spillway at stage = 5.30 feet
and EL = 337.30 feet
At principal spillway crest, storm pool storage provided = 176581 CF

2OF2

•
•
MERCK VMF
MER-04000
South Wetland Surface Area Requirements
Project Name:
Designed by:
Checked by:
Job Number:
Date:
Merck VMF
R. Jimenez, Jr. EI
B. Finch, PE
MER-04000
6/ 17/2004
Wetland Drainage Area Description =_>
Total DA =
Impervious Area =
24.92 acres
15.00 acres
DA % impervious =
SA /DA ratio calculations =_>
60.19%
Ultimate Depth of wetland = 3.00 feet
SA / DA ratios for drainage areas and depth (NCDENR, April 1999):
3.00
Lower Limit =_> 60.00% 2.40%
Calc'd value =_> 60.19% 2.41
Upper Limit =_> 70.00% 2.88%
Therefore, SA / DA required for this configuration = 2.41%
Wetland Surface Area Reauired =_>
Wetland SA Required = 26153 SF
Wetland SA Provided = 26712 SF OK
B.R. FINCH, PE
6/17/2004
•

•

MERCK VMF
MER-04000
Inverted Siphon Design Sheet -South Wetland
D siphon
No. siphons
Ks
b
Cd siphon
Siphon Invert
Volume @ Normal Pool
Basin Invert
3 inches
I
25801
1.1533
0.60
332.00 feet
0 CF
332.00 feet
WSEL
feet) Vol. Stored
cf) Siphon Flow
(cfs Avg. Flow
cfs) Incr. Vol.
(cf) Incr. Time
sec)
333.600 44366 0.287
333.519 41775 0.279 0.283 2591 9168
333.437 39205 0.270 0.274 2570 9362
333.356 36658 0.262 0.266 2547 9574
333.275 34134 0.253 0.257 2524 9805
333.193 31634 0.244 0.248 2499 10060
333.112 29161 0.234 0.239 2473 10342
333.031 26715 0.225 0.230 2446 10657
332.949 24299 0.214 0.219 2416 11013
332.868 21914 0.203 0.209 2385 11420
332.787 19563 0.192 0.198 2351 11892
332.705 17249 0.180 0.186 2314 12449
332.624 14976 0.167 0.173 2273 13122
332.543 12748 0.153 0.160 2228 13961
332.461 10571 0.137 0.145 2177 15049
332.380 8452 0.119 0.128 2119 16554
332.299 6402 0.098 0.109 2050 18852
332.217 4437 0.068 0.083 1965 23656
B.R. FINCH, PE
6/ 17/2004
Drawdown Time = 2.51 days
60.26 hours
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 = 0.738 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 3" inverted siphon = 0.049 ft2
Q = 0.2030 cfs
Drawdown Time =Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.53 days
60.72 hours

Conclusion : Use 3" Diameter PVC Inverted Siphon to dawdown the accumulated
volume from the 1.0 "storm runoff, with a required time of about 3 days.

Merck VMF
Project # MER-04000
• VELOCITY DISSIPATOR DESIGN
Designed By: B. R. Finch, PE
Velocity Dissipator -South Wetland
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 20 Flow depth (ft) = 1.06
slope S in % :0.83 Outlet velocity (fps) = 7.536
pipe diameter D in in.: 48
Manning number n :0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
•
Pipe diameter (ft) 4.00
Outlet velocity (fps) 7.54
Apron length (ft) 24.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
-------- -----
3 A ---------
9
»6 B 22«
13 B or 1 22
23 2 27
Width Calculation
WIDTH = La + Do
WIDTH = 24 + 4
WIDTH = 28 FEET
CONCLUSION
Use 6" DIA NCDOT Class `B' Rip Rap
24'L x 28'W x 22"Thick
•

•
MERCK VMF
MER-04000
Anti-Seen Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
B.R. FINCH, PE.
5/27/2004
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing .,collars to Spacing; Spacing
ID (feet) (feet) required (feet) use (fect) OK?
S. Wetland 84.0 2.10 3.00 25 3.0(I It YES
r]
Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
C~

•
MERCK VMF
MER-04000
SOUTH WETLAND
Manhole RiserBarrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside diameter of manhole =
Wall thickness of manhole =
Base thickness of manhole =
Base diameter of manhole =
Inside height of Manhole =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) _
Trash Rack water displacement =
Concrete Present =_>
Total amount of concrete:
Adjust for openings:
•
Base of Manhole =
Manhole Walls =
Opening for barrel =
Opening for drain pipe =
6.00 feet
7.00 inches
8.00 inches
7.17 feet
9.60 feet
142.0 PCF
63.5 inches
8.0 inches
114.44 CF
26.893 CF
115.820 CF
12.829 CF
0.204 CF
B.R. FINCH, PE
5/27/2004
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 129.680 CF
Weight of concrete present = 1841 S lbs
Amount of water displaced =_>
Displacement by concrete = 129.680 CF
Displacement by open air in riser = 271.434 CF
Displacement by trash rack = 114.440 CF
Total water displaced by riser/barrel structure = 515.555 CF
Weight of water displaced = 32171 lbs

•
•
MERCK VMF
MER-04000
SOUTH WETLAND
Calculate amount ojconcrete to be added to riser =_>
B.R. FINCH, PE
5/27/2004
Safety factor to Use = 1.15 (recommend I . I S or higher)
Must add = 18582 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 = 268.453 CF of concrete
Standard based described above = 26.893 CF of concrete
Therefore, base design must have = 295.345 CF of concrete
Calculate size of base for riser assembly =_>
Diameter = 12.000 feet
Thickness = 32.0 inches
Concrete Present = 301.594 CF OK
Check validity of base as designed =_>
Total Water Displaced = 790.256 CF
Total Concrete Present = 404.381 CF
Total Water Displaced = 49312 lbs
Total Concrete Present = 57422 Ibs
Actual safety factor = 1.16 OK
Results of design =_>
Base diameter = 12.00 feet
Base Thickness = 32.00 inches
CY of concrete total in base = 10.94 CY
Concrete unit weight in added base >= 142 PCF
•

•
FINAL DESIGN CALCULATIONS
DRY POND

•
MERCK VACCINE MANUFACTURING FACILITY
MER-04000

a
Z
o°.
~~
o- -
i i i ~- ~~
\ ~ ~ ~ ~ ~N -
\ i / / ~- \ \
~ ~ ~ / _ \ \ t \~ \~
~ / / / ~ ~ ~
\ ~~
~ ~ ~
. ~ i / ~ .
~ i
~ \ ~
~ ~
i i \ \ ~ ` \
/ \\
n ~
/ ice/ ~ ~ \ \ \ \~\
_ ~ \
~ ~ l~ 1 ~ \ ~\ \ \\
_ ~ ,
~ _ ..
~ \_
~\ ~ ~
\ \
\ ~
~ --
~ ~ \ \ ~~
~ ~ \
__ ~
~ ~
.ice ~\ \ \ \~ \ ~ \~~ ``~ \\ ~
1 \ \ \\\ \\~ \~_' ~- \ ~~ \\\ \ \_
~ I ~ ~\ ~~ \
/ ~ \ \ ~
--~ \ \ ~ ~ \
~ ~` ~\ ~ \
~ \ \
I ,~ I ~ _.,-. X '~. I I os:~ `u~u~~'wd~so~sv:evoozibz~s'6M ~ wa;~a9\~s\OOOtiO-213W\2J3W\s3~afwdl:X

•
MERCK
MER-04000
Stas?e-Storat?e Function
Project Name: Merck Vaccine Facility -Dry Pond
Designer: B.R. Finch, PE
Job Number: MER-04000
Date: 5/24/2004
•

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

291.00 0.00 0
_
292.00 1.00
~ 3611 1806 1806 1806 __ 0.98 _
294.00 3.00 8117 5864 11728 13534 3.09
296.00 5.00 10645 9381 18762 32296 5.07
298.00 7.00 13399 12022 24044 56340 6.95
300.00 9.00 16329 14864 29728 86068 8.84

' Storage vs. Stage
looooo

soooo
soooo
soooo
j U 60000
m 50000
I
0 40000
y
~ 30000
0.00 2.00 4.00 6.00 8.00 ' 10.00 ~
Stage (feet)
20000
10000
0
Ks = 1861.1
b = 1.759
•
B.R. FINCH, PE
5/24/2004
DP

•
•
•
MERCK VACCINE FACILITY
MER-04000
STAGE-STORAGE FUNCTION
Dry Pond
__> Stage -Storage Function
Ks = 1861.1
b = 1.759
Zo = 291.00
Elevation
[feet] Storage
[cf] Storage
]acre-feet]
291.00 0 0.000
291.2 110 0.003 _
291.4
___ 291.6 _- 371
---_ 758 0.009
_.____0.017 _~
_ 291.8
~ _ 1257 0.029

292
1861 _
_ 0.043
292.2
292.4 2565
3364 , 0.059
_ 0077__
292.6 4254 0.098
292.8 5234 0.120
T 293
_ 6299 _ 0.145
293.2 7449 0. ] 71
293.4 8681 0:199

293.6
~ 9993 _
___
~ 0.229
293.8
294 1 ]385
12854 0.261
0.295
294.2 14399 0.331
294.4 16019 0.368
294.6 17714 ~
0.407
294.8 19481 _
0.447
295 21320 0.489
295.2 23231 0.533
_ _ 295.4
295.6 ~_~ 25212
_ _ 2_7262___ 0.57_9__
_,_ 0.626
295.8 29381 0.675
296 31569 0.725
296.2 33824 0.776
296.4 36145 0.830
296.6
_ 3_8533 0.885
296.8 40986 0.941
297 43505 0999

297.2
_ 297.4
46088
48735 _
_.._ 1.058
1.119
297.6 51446
___ 1.181
297.8 . 54219 1.245

298 ~
57055 _
1.310
298.2
. 59
954 1.376
298.4
_ _
62914 ~1.444~
298.6
298.8
~~299_~~ 65936
69018
~72161~~~~ _ 1.514 ~.
1.584
~~~1.657 ~~
299.2_ 75365 1.730
299.4 _
78628 ~1.805~
_ 299,6 81951 1.881
299.8
300 _
_ 85333
88773 ].959
2.038
B.R. FINCH, PE
5/24/2004
SS FXN-DP

•
Type.... Outlet Input Data
Name.... Dry Pond
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER09000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VME
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 291.00 ft
Increment = .20 ft
Max. Elev.= 300.00 ft
Page 1.01
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
----------------- ---- ------- --------- ---------
Weir-Rectangular ES ---> TW 299.000 300.000
Orifice-Circular OR ---> TW 291.000 300.000
Stand Pipe RI ---> BA 298.000 300.000
Culvert-Circular BA ---> TW 291.000 300.000
TW SETUP, DS Channel
r~
•
S/N: 621701207003 The John R. McAdams Company
Pnn~Pank \lor A nnSA Timc ll~Z DM nnfc S/7G/~nnd

Type....
Name....
File....
Title...
•
Outlet Input Data
Dry Pond
X:\Projects\MER\MER-09000\Storm\BRF\MER04000.PPW
Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
ES
Weir-Rectangular
1
299.00 ft
25.00 ft
2.600000
Weir TW effects (Use adjustment equation)
Structure ID = OR
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 291.00 ft
Diameter = .3300 ft
Orifice Coeff. _ .600
Page 1.02
Structure ID = RI
Structure
T
pe Stand Pipe
• y
-
---
# of Openings ---
= 1 ---
Invert Elev. = 298.00 ft
Diameter = 5.0000 ft
Orifice Area = 19.6350 sq.ft
Orifice Coeff. _ .600
Weir Length = 15.71 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
f11 '
u
S/N: 621701207003 The John R. McAdams Company
Pnn~Pack Var. R.DDSR T;ma• tt•9z AM nato• ~i~~i~nna

Type.... Outlet Input Data
Name.... Dry Pond
File.... X:\Projects\MER\MER-04000\St orm\BRF\MER04000.PPW
Title... Project Date: 5/25/2009
• Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 291.00 ft
Dnstream Invert = 290.00 ft
Horiz. Length = 72.00 ft
Barrel Length = 72.01 ft
Barrel Slope = .01389 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
•
•
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) = 1.300
Slope Factor = -.500
Page 1.03
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
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 = 299.46 ft ---> Flow = 42.85 cfs
At T2 Elev = 294.90 ft ---> Flow = 98.97 cfs
S/N: 621701207003 The John R. McAdams Company

Type....
Name....
File....
Title...
•
Outlet Input Data
Dry Pond
X:\Projects\MER\MER-09000\Storm\BRF\MER09000.PPW
Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
C7

S/N: 621701207003 The John R. McAdams Company
P.. .. .i P -. .. 1. t).. ..~ O nnGO m,... .. 11 n7 rw•
Page 1.09
n_a._ c in r. innnn

Type....
Name....
File....
• Title...
WS Elev, Total Q
Elev. Q
ft cfs
--------
291.00 -------
.00
291.20 .07
291.40 .20
291.60 .27
291.80 .33
292.00 .38
292.20 .92
292.40 .96
292.60 .99
292.80 .53
293.00 .56
293.20 .59
293.90 .62
293.60 .69
293.80 .67
299.00 .69
294.20 .72
294.90 .74
294.60 .76
294.80 .78
295.00 .81
• 295.20
295.90 .83
.85
295.60 .87
295.80 .89
296.00 .91
296.20 .92
296.40 .94
296.60 .96
296.80 .98
297.00 .99
297.20 1.01
297.90 ~ 1.03
297.60 1.09
•
Composite Rating Curve
Dry Pond
X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
-------- Converge
TW Elev Error
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 Outfall
Free Outfall
Notes
Contributing Structures
(no Q: ES,OR,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES, RI, BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q:,ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
OR (no Q: ES,RI,BA)
Page 1.15
S/N: 621701207003 The John R. McAdams Company
n,...an ~,. i. ~r ,. .- o nnco m___. ~i~e n.. .,_~,.. c i~ci~nne

Type....
Name....
File....
Title...
•
WS Elev, Total Q
----------------
Elev. Q
ft cfs
297.60 1.06
298.00 1.08
298.20 5.31
298.90 13.03
298.60 23.02
298.80 34.86
299.00 98.28
299.20 68.93
299.90 95.69
299.60 122.51
299.80 190.19
300.00 160.09
•

Composite Rating Curve
Dry Pond
X:\Projects\MER\MER-04000\Storm\BRF\MER09000.PPW
Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
------ -- Converge ---- ----------
TW El ev Error
ft +/-ft Contributing Structures
Free Outfall OR (no Q: ES ,RI,BA)
Free Outfall OR (no Q: ES ,RI,BA)
Free Outfall OR, RI, BA (no Q: ES)
Eree Outfall OR,RI,BA (no Q: ES)
Free Outfall OR,RI,BA (no Q: ES)
Free Outfall OR, RI, BA (no Q: ES)
Free Outfall OR,RI,BA (no Q: ES)
Free Outfall ES,OR,RI,BA
Free Outfall ES,OR,RI,BA
Free Outfall ES,OR,RI,BA
Free Outfall ES,OR,RI,BA
Free Outfall ES,OR,RI,BA
Page 1.16
S/N: 621701207003 The John R. McAdams Company
Dnn~D~n4 Vor A ~nFA T;MO. 11~A nM n~tc S/7G/~~nA

Merck VMF
Project # MER-04000
• VELOCITY DISSIPATOR DESIGN
Designed By: B. R. Finch, PE
Velocity Dissipator -Dry Pond
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 2 Flow depth (ft) = 0.33
slope S in % :1.39 Outlet velocity (fps) = 4.738
pipe diameter D in in.: 36
Manning number n :0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results

Pipe diameter (ft) 3.00
Outlet velocity (fps) 4.74
Apron length (ft) 18.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
------- ----- --------
3 A 9
»6 B 22«
13 B or 1 22
23 2 27
Width Calculation
WIDTH = La + Do
WIDTH = 18 + 3
WIDTH = 21 FEET
CONCLUSION
Use 6" DIA NCDOT Class `B' Rip Rap
18'L x 21'W x 22"Thick
•

•
MERCK VMF
MER-04000
Anti-Seen Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =_>
B.R. FINCH, PE.
5/27/2004
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing. Spacing
ID (feet) (feet) required (feet) use (feet} OK?
Dry Pond 72.0 2.70 2.00 25 2.D11 24 YES
•
Note : If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
•

•
C,
C
MERCK VACCINE FACILITY
MER-04000
DRY POND DIP
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number ofanti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
R.E.Jimenez Jr., El
5/31 /2004
Anti-Seep Collrtr DesigrT =_>
DRY
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) _use (feet) OK?
POND D[P 73.0 2.75 1.99 25 2.00 .24.33333 YES
Note : /f spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
DRY POND DIP

Adjust for openings:
•
MERCK VMF
MER-04000
DRY POND
Manhole RiserBarrel Anti-Flotation Calculation Sheet
Input Data =_>
Inside diameter of manhole = 5.00 feet
Wall thickness of manhole = 6.00 inches
Base thickness of manhole = 8.00 inches
Base diameter of manhole = 6.00 feet
Inside height of Manhole = 7.00 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 51.3 inches
Size of drain pipe (if present) = 8.0 inches
Trash Rack water displacement = 81.70 CF
Concrete Present =_>
Total amount of concrete:
Base of Manhole = 18.850 CF
Manhole Walls = 60.476 CF
Opening for barrel = 7.163 CF
Opening for drain pipe = 0.175 CF
B.R. FINCH, PE
5/27/2004
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
Total Concrete present, adjusted for openings = 71.988 CF
Weight of concrete present = 10222 !bs
Amount of water displaced =_>
Displacement by concrete = 71.988 CF
Displacement by open air in riser = 137.445 CF
Displacement by trash rack = 81.700 CF
Total water displaced by riser/barrel structure = 291.133 CF
Weight of water displaced = IS167 lbs
•

MERCK VMF DRY POND B.R. FINCH, PE
MER-04000 5/27/2004
• Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 (recommend 1. l5 or higher)
Must add = 10669 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 = 154.143 CF of concrete
Standard based described above = 18.850 CF of concrete
Therefore, base design must have = 172.993 CF of concrete
Calculate size of base for riser assembly =_>
Diameter = 9.000 feet
Thickness = 33.0 inches
• Concrete Present = 174.948 CF OK
Check validity of base as designed =_>
Total Water Displaced = 447.231 CF
Total Concrete Present = 228.086 CF -
Total Water Displaced = 27907 lbs
Total Concrete Present = 32388 lbs
Actual safety factor = 1.16 OK
Results of design =_>
Base diameter = 9.00 feet
Base Thickness = 33.00 inches
CY of concrete total in base = 6.41 CY
Concrete unit weight in added base >= 142 PCF
r~

•
100-YR STORM ROUTING
WORST CASE SCENARIO
•
U
MERCK VACCINE MANUFACTURING FACILITY
MER-04000

•
•
•
MERCK VACCINE FACILITY
MER-04000
STAGE-STORAGE FUNCTION
North Wetland - 100 Year
__> Stage -Storage Function
Ks = 21]65
b = 1.2227
Zo = 324.00
Elevation
[feet] Storage
[cf] Storage
]acre-feet] Worst Case Storage
(acre-feet]
324.00 0 0.000 0
324.2 2958 0.068 0
324.4 6903 0.158 0
324.6 11333 0.260 0
324.8
~ 16111 0.370 0
325 21165 0.486 0
3_25.2
~___ 26450
.__
~~ _0.60_7
_
~~ 0
_.._~
~
~~
~~
325.4
~ 31937 0.733
_ 0
_
_
325.6 37601 0.863 0
325.8 43425 0.997 0
326_ 49396 1.134 0
326.2 55501 1.274 0
326.4 61731 1.417 0
326.6 68078 1.563 0
326.8
~~
~~ 74535
~ 1.711 0
327 81095 1.862 0
327.2 87754 2.015 0
327.4 94506 2.170 0
327.6 ~ 101347 2.327 0
327.8 108273 2.486 0
328 115281 2.646 0
328.2 122367 2.809 0
328.4 129529 2.974 0
_
328.6
136764
3.140 ~~
0
328.8 _
144069 3.307 _ 0.000 ~~
329 151443 3.477 0.169
_
329.2 158882 3.647 0.340
32
9.4 166386 3.820 0.512
_
_
329.6
329.8 173951
j 181577 3.993
4.168 0.686
0.861
330 189262 4.345 1.037
__ _330.2
~ 197004 4.523 1.215

330.4
204802
4.702 __ __
~ 1.394
330.6
330.8 212655
220560 4.882
5.063 1.574
1.756
331 228518 5.246 1.939
331.2 236526 5.430 2.123
331.4 244584 5.615 2.307
331.6 ~ 252691 5.801 2.494
331.8
~
~ 260845 _5.988 2.681
~~~~
~
~332 ~~~~~~~ ~~ 269046 ~ 6.176 C 2.869 ~~~
B.R. FINCH, PE
6/ 17/2004
SS FXN-100-YR

C
Type.... Outlet Input Data
Name.... NW - 100
File.... X:\Projects\MER\MER-09000\Storm\BRF\MER09000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 326.80 ft
Increment = .20 ft
Max. Elev.= 332.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
•

Structure
Weir-Rectangular
Stand Pipe
Orifice-Circular
Culvert-Circular
TW SETUP, DS Channel
S/N: 621701207003
PondPack Ver. 8.0058
Page 1.01
No. Outfall E1, ft E2, ft
----
ES -------
---> TW ---------
330.000 ---------
332.000
RI ---> BA 328.800 332.000
OR ---> BA 324.000 332.000
BA ---> TW 321.300 332.000
The John R. McAdams Company
Time: 11:26 AM Date: 5/27/2004

•
Type.... Outlet Input Data
Name.... NW - 100
File.... X:\Projects\MER\MER-09000\Storm\BRF\MER09000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
Page 1.02
ES
Weir-Rectangular
----------------
1
330.00 ft
50.00 ft
2.600000
Weir TW effects (Use adjustment equation)
•
Structure ID = RI
Structure Type
----------------- = Stand Pipe
-------------
------
# of Openings = 1
Invert Elev. = 328.80 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 324.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:26 AM Date: 5/27/2004

Type.... Outlet Input Data
Name.... NW - 100
File.... X:\Projects\MER\MER-09000\St orm\BRF\MER04000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Cul vert-Circular
-----------------------
No. Barrels = -------
1 ------
Barrel Diameter = 4.0000 ft
Upstream Invert = 321.30 ft
Dnstream Invert = 320.80 ft
Horiz. Length = 72.00 ft
Barrel Length = 72.00 ft
Barrel Slope = .00694 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .004925
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Tl ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.303
Slope Factor = -.500

Page 1.03
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
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 = 325.93 ft ---> Flow = 87.96 cfs
At T2 Elev = 326.51 ft ---> Flow = 100.53 cfs
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:26 AM Date: 5/27/2004

•
Type.... Outlet Input Data
Name.... NW - 100
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER09000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 30
Min. TW tolerance = .O1 ft
Max. TW tolerance = .Ol ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•

S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:26 AM
Page 1.04
Date: 5/27/2004

•
•
•
Type.... Composite Rating Curve
Name.... NW - 100
File.... X:\Projects\MER\MER-09000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
WS Elev, Total Q
Elev. Q
ft
-- cfs
-----
-
324.00 -------
.00
328.80 .51
329.00 5.58
329.20 14.84
329.40 26.82
329.60 41.00
329.80 57.07
330.00 74.83
330.20 105.76
330.40 147.75
330.60 197.30
330.80 253.11
331.00 297.06
331.20 340.31
331.40 387.08
331.60 437.14
331.80 490.25
332.00 546.22
S/N: 621701207003
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
------ -- Converge ------------- --- ---------
TW El ev Error
ft
------ +/-ft
-- ----- Contributing
----- Str uctures

Free
Outfall ---------
(no Q: ES,RI ------------
,OR,BA)
Free Outfall OR, BA (no Q: ES,RI)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES, RI, BA (no Q: OR)
Page 1.11
The John R. McAdams Company
Time: 11:27 AM Date: 5/27/2009

•
•
•
MERCK VACCINE FACILITY
MER-04000
STAGE-STORAGE FUNCTION
South Wetland - 100 Year
__> Stage -Storage Function
Ks = 25801
b= 1.1533
Zo = 332.00
Elevation
[feet] Storage
[cfJ Storage
[acre-feet] Worst Case Storage
[acre-feet]
332.00 0 0.000 0
332.2 4032 0.093 0
332.4 8968 0.206 0
332.6 14315 0.329 0
332.8 19947 0.458 0
333 25801 0.592 0
333.2 31839 0.731 0
_
~~ 333.4 ~ ~ 38033 0.873 _
_ ~ 0
333.6 44366 1.018 0
333.8 50821 1.167 0
334 _ 57387 1.317 0 _~_
334.2 64055 1.470 0
_____
334.4 70816 1.626 0
~
334.6 77665 1.783 0
334.8 84595 1.942 0
~
_
335 91601 2.103 0 _
~~
~~~
335.2 98679 2.265 0
_
_ 335.4 105826 2.429 _0_
µ____
______
335.6 113037 2.595 0
335.8 120310 2.762 0
336 127642 2.930 0 ____
336.2 135030 3.100 0
336.4 142472 3.271 0
336.6
. 149967 3.443 0
.
.
___-.. __ ___
_~, ~.
~~
336.8 _.
157511 ___n______~
3.616 _..
_ _
_
0
337 165104 3.790 0
_
337.2 172744 3.966 0
337.4 18042_9_ 4.142 0.088
____
337.6 188158 4.320 0.266
337.8 195929 4.498 0.444
338 203741 4.6
77 0.623
_
_338.2
338.4 211_593
219485 _
4.858
~5.039~ ~. 0.804
0.985 ~~
338.6 227414 5.221 1.167
338.8 ~ 235380 5.404 1.350 _
~
339 243382 5.587 1.533 ~
_~
__
_
.
3
39.2 251419 5.772 _
_
1.718
_
339.4 259491 5.957 1.903
339.6 267596 6.143 2.089
_
339.8 _ 275733 6.330 _ 2.276 ~~
~~
340 283903 6.518 2.464
B.R. FINCH, PE
6/ 17/2004
SS FXN-100 YR

Type.... Outlet Input Data
Name.... SW - 100
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 337.30 ft
Increment = .20 ft
Max. Elev.= 390.00 ft
Spot Elevations, ft
337.30
OUTLET CONNECTIVITY
Page 1.01
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Weir-Rectangular ES ---> TW 338.300 340.000
Stand Pipe RI ---> BA 337.300 340.000
Orifice-Circular OR ---> BA 332.000 390.000
Culvert-Circular BA ---> TW 327.700 390.000
TW SETUP, DS Channel
•
.,
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:28 AM Date: 5/27/2004

•
Type.... Outlet Input Data
Name.... SW - 100
File.... X:\Projects\MER\MER-09000\Storm\BRF\MER09000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
Page 1.02
ES
Weir-Rectangular
----------------
1
338.30 ft
50.00 ft
2.600000
Weir TW effects (Use adjustment equation)
•
Structure ID = RI
Structure Type
----------------- = Stand Pipe
-------------
------
# of Openings = 1
Invert Elev. = 337.30 ft
Diameter = 6.0000 ft
Orifice Area = 28.2743 sq.ft
Orifice Coeff. _ .600
Weir Length = 18.85 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. - = 332.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:28 AM Date: 5/27/2004

f1 11
u
Type.... Outlet Input Data
Name.... SW - 100
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
----------------- = Culvert-Circular
-----------------

No. Barrels
= 1 --
Barrel Diameter = 4.0000 ft
Upstream Invert = 327.70 ft
Dnstream Invert = 327.00 ft
Horiz. Length = 84.00 ft
Barrel Length = 84.00 ft
Barrel Slope = .00833 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .004925
Kr = .5000
HW Convergence = .001
Page 1.03
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equati on form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
Tl ratio (HW/D) = 1.156
T2 ratio (HW/D) = 1.303
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 = 332.32 ft ---> Flow = 87.96 cfs
At T2 Elev = 332.91 ft ---> Flow = 100.53 cfs
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:28 AM Date: 5/27/2004

•
Type.... Outlet Input Data
Name.... SW - 100
File.... X:\Projects\MER\MER-09000\Storm\BRF\MER09000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .Ol ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:28 AM
Page 1.04
Date: 5/27/2004

C,
•
•
Type.... Composite Rating Curve
Name.... SW - 100
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
332.00 -------
.00
337.30 .54
337.40 2.33
337.60 9.85
337.80 20.56
338.00 33.69
338.20 48.86
338.30 57.14
338.40 69.94
338.60 105.77
338.80 150.41
339.00 201.99
339.20 259.52
339.40 322.36
339.60 389.13
339.80 432.33
390.00 483.69
S/N: 621701207003
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
------ -- Converge -------------- --- --------
TW El ev Error
ft +/-ft Contributing Structures
------------
------
Free -- -----
Outfall --------------
(no Q: ES,RI, OR, BA)
Free Outfall OR, BA (no Q: ES, RI)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall RI,OR,BA (no Q: ES)
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,OR,BA
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES,RI,BA (no Q: OR)
Free Outfall ES, RI, BA (no Q: OR)
The John R. McAdams Company
Time: 11:26 AM
Page 1.11
Date: 5/27/2004

MERCK VACCINE FACILITY
MER-04000
STAGE-STORAGE FUNCTION
Dry Pond - 100 Year
__> Stage -Storage Function
Ks = 1861.1
b = 1.759
Zo = 291.00

C7
Elevation
[feet] Storage
(cf) Storage
[acre-feet) Worst Case Storage
[acre-feet)
291.00 0 0.000 0
291.2 110 0.003 0
291.4 371 0.009 0 ~_
291.6 758 0.017 0
291.8 1257 0.029 0 _____
292 1861 0.043 0
292.2 2565 0.059 _____ 0 _ ~~
292.4 3364 0.077 _ 0
292.6 4254 0.098 0
292.8 5234 0.120 0 ______
293 6299 0.145 0
293.2 7449 0.171 0
293.4 8681 0.199
_ 0
_ 293.6 9993 ~ 0.229 0
293.8 ~
_.___._____._.
294 11385
.__._~ __
12854 0.261
_ _.~~_
0.295 0
__.._...__...r___.______ __
0
294.2 14399 0.331 0
294.4 16019 0.368 0
___.
~
_
294.6 17714 0.407 0
294.8 19481 0.447 0
295 21320 0.489 0
~. 295.2 ~ 23231 0.533 0
295.4
.6 ~
~~ 295 25212
~ 27262 0.579
_~ 0.626 0
----_._.u 0 __________...__
_
295.8
296 _
~ 29381
513 69 0.675
0.725 _w_~_p ___~...___._.
0
296.2 33824 ~ , 0.776 0
~____
~
296.4 36145 0.830 0
296.6 38533 0.885 0
_
_ .
~~~~~~
296.8 ~ 40986 ~ 0.941 _0
__
__
297 43505 0.999 0
_________ _
_
_
297.2 ~~~ 46088 1.058 '"' 0_
297.4 48735 1.119 ~ 0 _~
297.6_
-~ 297.8
298
. 51446
54219__
57055
, ~ 1.181
~1.245_
1.310 ( 0 _
~mmTM~ 0 ~~^_~~_,
0
_
_ ___.
298.2 _
~ 59954 1.376 0.067
W
298.4 ~ i ~ 62914 1.444 ~ 0.134 V
_

298.6
298.8
~~~-~299~~~
65936
69018 -w
_ 72161
~ 1.514
-~-- 1.584_
1.657 .__~_
0.204
0.2_75_
~ 0.347 ~~~~~~__~__
299.2 75365 1.730 0.420

299.4
78628
~ 1.805 _
~~ 0.495
299.6
299.8
._._._...,.. ~ _...__ 81951
E 85333
..._...._,. ~ 1.881___
1.959
.~~. _ _ _ _ _ ___ _ 0.572
0.649
.~ __ ~ _._ W _ ____,__
300 88773 { 2.038 0.728
B.R. FINCH, PE
5/27/2004
SS FXN-100 YR

•
Type.... Outlet Input Data
Name.... DP - 100
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER09000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 298.00 ft
Increment = .20 ft
Max. Elev.= 300.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
Page 1.01
<---> Forward and Reverse Both Allowed
Structure
----------------- - No.
--- Outfall E1, ft E2, ft

Weir-Rectangular
ES
---> -------
TW ---------
299.000 ---------
300.000
Orifice-Circular OR ---> TW 291.000 300.000
Stand Pipe RI ---> BA 298.000 300.000
Culvert-Circular BA ---> TW 291.000 300.000
TW SETUP, DS Channel
•

S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0056 Time: 11:29 AM Date: 5/27/2004

Type....
Name....
File....
Title...
•
Outlet Input Data
DP - 100
X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
ES
Weir-Rectangular
----------------
1
299.00 ft
25.00 ft
2.600000
Weir TW effects (Use adjustment equation)
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 291.00 ft
Diameter = .3300 ft
Orifice Coeff. _ .600
Page 1.02
Structure ID = RI
Structure Type
----------------- = Stand Pipe
----

# of Openings ---------
1 ------
•
Invert Elev. 298.00 ft
Diameter = 5.0000 ft
Orifice Area = 19.6350 sq.ft
Orifice Coeff. _ .600
Weir Length = 15.71 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:29 AM Date: 5/27/2004

•
Type.... Outlet Input Data
Name.... DP - 100
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
----------------- = Culvert-Ci
-------- rcular

No. Barrels -----
= 1 ------
Barrel Diameter = 3.0000 ft
Upstream Invert = 291.00 ft
Dnstream Invert = 290.00 ft
Horiz. Length = 72.00 ft
Barrel Length = 72.01 ft
Barrel Slope = .01389 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
Page 1.03
(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) = 1.300
Slope Factor = -.500

1~
u
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 = 294.46 ft ---> Flow = 42.85 cfs
At T2 Elev = 294.90 ft ---> Flow = 48.97 cfs
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:29 AM Date: 5/27/2004

•
Type.... Outlet Input Data
Name.... DP - 100
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER09000.PPW
Title... Project Date: 5/25/2009
Project Engineer: Brandon R. Finch
Project Title: Merck VMF
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:29 AM
Page 1.04
Date: 5/27/2009

•

•
Type.... Composite Rating Curve
Name.... DP - 100
File.... X:\Projects\MER\MER-04000\Storm\BRF\MER04000.PPW
Title... Project Date: 5/25/2004
Project Engineer: Brandon R. Finch
Project Title: Merck VM F
Project Comments:
** *** COMPOSITE OUTF LOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- -----'-- Converge
-------------------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft Contributing Structures

291.00
.00 -------- -----
Free Outfall --------------------------
(no Q: ES,OR,RI,BA)
298.00 1.08 Free Outfall OR (no Q: ES,RI,BA)
298.20 5.31 Free Outfall OR,RI,BA (no Q: ES)
298.40 13.03 Free Outfall OR, RI, BA (no Q: ES)
298.60 23.02 Free Outfall OR, RI, BA (no Q: ES)
298.80 34.86 Free Outfall OR,RI,BA (no Q: ES)
299.00 48.28 Free Outfall OR, RI, BA (no Q: ES)
299.20 68.93 Free Outfall ES,OR,RI,BA
299.90 95.69 Free Outfall ES,OR,RI,BA
299.60 122.51 Free Outfall ES,OR,RI,BA
299.80 140.19 Free Outfall ES,OR,RI,BA
300.00 160.04 Free Outfall ES,OR,RI,BA
Page 1.09
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 11:29 AM Date: 5/27/2009

r~
L J

HEC-HMS
~'`
Project: MER-04000
B;R~as.
-~~Suvk~aair:--:= 'c N'Ai
4 y: °.i Ey~ass ~~.YS ~~2sir:4
N N'el'arid a~-~ - B~sE~~s
•
Subbasin-5
Basin Model: SIA -

HMS * Summary of Results
Project MER-04000 Run Name SIA61704-100
•
Start of Run 21May04 0000 Basin Model SIA-100-61709
End of Run 22May04 0000 Met. Model RDU - 100 Year
Execution Time 17Jun04 1517 Control Specs SIA - 1 minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 175.69 21 May 04 1221 18.892 0.123
Subbasin-2 - To SW 203.99 21 May 04 1204 12.878 0.039
S. Wetland 183.31 21 May 04 1207 12.809 0.039
Subbasin-2 - Bypass 199.78 21 May 04 1215 18.292 0.124
Subbasin-2 331.73 21 May 04 1210 31.101 0.163
Subbasin-3 - To DP 78.127 21 May 04 1205 4.7755 0.027
Dry Pond 69.635 21 May 04 1207 4.7634 0.027
Subbasin-3 - Bypass 18.387 21 May 04 1205 1.1352 0.007
Subbasin-3 86.350 21 May 04 1207 5.8986 0.034
Subbasin-4 10.618 21 May 04 1205 0.65551 0.004
Subbasin-5 - To NW 174.18 21 May 04 1204 10.892 0.034
N. Wetland 150.19 21 May 04 1207 10.844 0.034
ubbasin-5 - Bypass 64.158 21 May 04 1215 5.9390 0.040
~ubbasin-5 195.09 21 May 04 1208 16.783 0.074
•

HMS * Summary of Results for N. Wetland
•
Project MER-04000
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 17Jun04 1517
Run Name SIA61704-100
•
Computed Results
Basin Model : SIA-100-61704
Met. Model RDU - 100 Year
Control Specs SIA - 1 minute dT
Peak Inflow 174.18 (cfs) Date/Time of Peak Inflow 21 May 04 1204
Peak Outflow 150.19 (efs) Date/Time of Peak Outflow 21 May 04 1207
Total Inflow 5.97 (in) Peak Storage 1.4028 (ac-f t)
Total Outflow 5.95 (in) Peak Elevation 330.41 (f t)
.7

HMS * Summary of Results for S. Wetland

Project MER-04000
Start of Run 21May04 0000
End of Run 22May04 0000
Execution Time 17Jun04 1517
Run Name : SIA61704-100
•
Computed Results
Basin Model SIA-100-61704
Met. Model RDU - 100 Year
Control Specs SIA - 1 minute dT
Peak Inflow 203.99 (cfs) Date/Time of Peak Inflow 21 May 04 1204
Peak Outflow 183.31 (cfs) Date/Time of Peak Outflow 21 May 04 1207
Total Inflow 6.21 (in) Peak Storage 1.4667 (ac-f t)
Total Outflow 6.17 (in) Peak Elevation 338.93 (f t)
•

HMS * Summary of Results for Dry Pond
Project MER-04000 Run Name SIA61704-100
• Start of Run 21May04 0000 Basin Model $IA-100-61704
End of Run 22May04 0000 Met. Model RDU - 100 Year
Execution Time 17Jun04 1517 Control Specs SIA - 1 minute dT
Computed Results
Peak Inflow 78.127 (efs) Date/Time of Peak Inflow 21 May 04 1205
Peak Outflow 69.635 (efs) Date/Time of Peak Outflow 21 May 04 1207
Total Inflow 3.33 (in) Peak Storage : 0.42198 (ac-f t)
Total Outflow 3.32 (in) Peak Elevation 299.21 (f t)
•
•

•
NITROGEN EXPORT CALCULATIONS

n
U
MERCK VACCINE MANUFACTURING FACILITY
MER-04000

MINOR SITE PLAN SUBMITTAL
•
U
MERCK VACCINE MANUFACTURING FACILITY
MER-04000

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•
MAJOR SITE PLAN SUBMITTAL
•

MERCK VACCINE MANUFACTURING FACILITY
MER-04000

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ANTICIPATED FUTURE BUILD-OUT
C1

MERCK VACCINE MANUFACTURING FACILITY
MER-04000

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•
EMER GENCY SPILL WA Y DESIGN
CALCULATIONS

MERCK VACCINE MANUFACTURING FACILITY
MER-04000

D

•
Table 8.05a
Maximum Allowable Design Velocitiest
for Vegetated Channels
Typical Soil Grass Llning PermissibleVelocity3
Channel Slope Characteristics2 for Established Grass
Application Lining (ft/sec)
0-5% Easily Erodible Bermudagrass 5.0
Non-plastic Tall fescue 4.5
(Sands & Silts) Bahiagrass 4.5
Kentucky bluegrass 4.5
Grass-legume mixture 3.5
Erosion Resistant Bermudagrass 6.0
Plastic Tall fescue 5.5
(Clay mixes) Bahiagrass 5.5
Kentucky bluegrass 5.5
Grass-legume mixture 4.5
5-10% Easily Erodible Bermudagrass 4.5
Non-plastic Tall fescue 4.0
(Sands & Silts) Bahiagrass 4.0
Kentucky bluegrass 4.0
Grass-legume mixture 3.0
Erosion Resistant Bermudagrass 5.5
Plastic Tall fescue 5.0
(Clay Mixes) Bahiagrass 5.0
Kentucky bluegrass 5.0
Grass-legume mixture 3.5
>10% Easily Erodible Bermudagrass 3.5
Non-plastic Tall fescue 2.5
(Sands & Silts) Bahiagrass 2.5
Kentucky bluegrass 2.5
Erosion Resistant Bermudagrass 4.5
Plastic Tall fescue 3.5
(Clay Mixes) Bahiagrass 3.5
Kentucky bluegrass 3.5
Source: USDA-SCS Modified
NOTE: Permissible Velocity based on 10-yr storm peak runoff
2Soil erodibility based on resistance to soil movement from concentrated flowing water.
3
6efore grass is established, permissible velocity is determined by the type of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
Cross-Section throughout the length of a channel, subdivide the channel into design reaches,
Geometry and design each reach to carry the appropriate capacity.
C~
The three most commonly used channel cross-sections are "V"-shaped, par-
abolic,and trapezoidal. Figure 8.OSb gives mathematical formulas for the area,
hydraulic radius and top width of each of these shapes.
8.05.4

O
•
•
•
Table 8.05c
Retardance Classification for Vegetal Covers
Retardance Cover Condition
A Reed canarygrass Excellent stand, tall (average 36")
Weeping lvegrass Excellent stand, tall (average 30")
B Tall fescue Good stand, uncut, (average 18")
Bermudagrass Good stand, tall (average 12")
Grass-legume mixture
(tall fescue, red
fescue, sericea
lespedeza) Good stand, uncut
Grass mixture
(timothy, smooth
bromegrass or
orchardgrass) Good stand, uncut (average 20")
sericea lespedeza Good stand, not woody, tall (average 19")
Feed canarygrass Good stand, cut (average 12-15")
Alfalfa Good stand, uncut (average 11 ")
C Tall fescue Good stand (8-12")
Bermudagrass Good stand, cut (average 6")
Bahiagrass Good stand, uncut (6-8")
Grass-legume mixture--
summer (orchardgrass,
redtop and annual Good stand, uncut (6-8")
lespedeza)
Centipedegrass Very dense cover (average 6")
Kentucky bluegrass Good stand, headed (6-12")
Redtop Good stand, uncut (15-20")
D Tall fescue Good stand, cut (3-4")
Bermudagrass Good stand, cut (2.5")
Bahiagrass Good stand, cut (3-4")
Grass-legume mixture--
fall-spring (orchard-
grass, redtop, and
annual lespedeza) Good stand, uncut (4-5")
Red fescue Good stand, uncut (12-18")
Centipedegrass Good stand, cut (3-4")
Kentucky bluegrass Good stand, cut (3-4")
E Bermudagrass Good stand, cut (1.5")
Bermudagrass Burned stubble
Modified from: USDA-SCS, 1969. Engineering Field Manual.
8.05.8

•
NORTH WETLAND
•
•
MERCK VACCINE MANUFACTURING FACILITY
MER-04000

MERCK VMF EMERGENCY SPILLWAY CHANNEL CALCULATIONS B.R. FI1vCH, PE
MER-04000 (North Wetland) 5/28/2004
• PROJECT:
PROJECT #:
DESIGNER:
DATE:
Merck VMF
MER-04000
B.R. Finch, PE
5/28/2004
I. FLO~'~' CALCULATIONS
Q goo = 60 cfs (Conservative !)
I[. CHANNEL CALCEJLATIONS
_> Proposed Channel Section
Section = Trapezoidal
Longitudinal Slope = 8.00
Left Sideslope = 3 H: V
Right Sideslope = 3 H: V
Bottom Width = 50 ft
Lining = Tall Fescue
VP = 4.0 - 5.0 ft/sec From Table B.OSa
Depth = 1 fr +/-
_> 100-Year Storm Calculations (using Flowmaster)
Assumed "n" Depth Area Wetted Perimeter Hydraulic Radius Velocity V*R Actual "n" Comments
[ft] [ftZ] [ft] [ft] [ft/sec]
0.030 0.23 11.6 51.44 0.23 5.18 1.17 0.055 n = 0.055
•
0.055 0.33 16.7 52.08 __ 0.32_ __ 3.59 1.15 _ 0.056 n = 0.05_6
0.056 ~~ 0.33 16.9~~~ 52.10 ~~ 0.32 3.55 I.15 _____ 0.056 n = OK
•

North Wetland -Emergency Spillway
Worksheet for Trapezoidal Channel
• Project Description
Worksheet North Wetland -
Emergency Spillway
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
•

Input Data
Mannings 0.056
Coefficient
Slope 8.0000
Left Side Slope 3.00 H : V
Right Side 3.00 H : V
Slope
Bottom Width 50.00 ft
Discharge 60.00 cfs
Results
Depth 0.33 ft
Flow Area 16.9 ft2
Wetted 52.10 ft
Perimeter
Top Width 51.99 ft
Critical Depth 0.35 ft
Critical Slope 6.5323
Velocity 3.55 ft/s
Velocity 0.20 ft
Head
Specific 0.53 ft
Energy
Froude 1.10
Number
Flow Type Supercritical
Project Engineer: JRM Employee
c:\flowmaster projects\mer04000.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 [614b]
5/28/2004 11:10 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1

North Wetland -Emergency Spillway
Cross Section for Trapezoidal Channel
Project Description
Worksheet North Wetland -
Emergency Spillway
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings 0.056
Coefficient
Slope 8.0000
Depth 0.33 ft
Left Side Slope 3.00 H : V
Right Side 3.00 H : V
Slope
Bottom Width 50.00 ft
Discharge 60.00 cfs

- - ---- - -- -- _ 50.0 0 ft- -- - -_ _-- __ ~-
r~
~J
-6-3~ ft
V:1;
H :1
NTS
Project Engineer: JRM Employee
c:\flowmaster projects\mer04000.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 [614b]
5/28/2004 11:11 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1

Appendices
•
Step 10. For grass-lined channels once the appropriate channel dimensions
have been selected for low ret<trdance conditions, repeat steps 6 through 8 using
a higher retardance class, corresponding to tall grass. Adjust capacity of the
channel by varying depth where site conditions permit.
NOTE 1: If design velocity is greater than 2.0 ft/sec., a temporary lining
may be required to stabilize the channel until vegetation is established.
The temporary liner may be designed for peak flow from the 2-yr storm.
If a channel requires temporary lining, the designer should analyze shear
stresses in the channel to select the liner that provides protection and
promotes establishment of vegetation. For the design of temporary liners,
use tractive force procedure.
NOTE 2: Design Tables-Vegetated Channels and Diversions at the end
of this sec lion may be used to design grass-lined channels with parabolic
cross-sections.
Step 11. Check outlet for carrying capacity and stability. If discharge velocities
exceed allowable velocities for the receiving stream, an outlet protection struc-
ture will be required (Table 8.OSd, pg. 8.05.9).
Sample Problem 8.OSa illustrates the design of agrass-lined channel.
•
C
m
~ I
C
~ .08
__ ~ _
a.o55
~.,..~--
04
.02
I

Average Length
of Vegetation (in)
Curve

n Longer than 30"
11" to 24"
10"
6" t A
B
C
o
2" to 6"
Less than 2" ~ D
E

B

C

D
E

I
4 .6 .8 I. ~~ 2 4 6 8 10 20
t•15
VR, Product of Velocity ydraulic Radius
• Figure 8.05c Manning's n related to vebcily, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralulic Radius (4.5x0.54=2.43), then enter the product of VR and extend a
straight lineup to Retardance class "D", next project a straight line to the left to determine a trial manning's n.
Rev. 12x93
8.0$.7

•
SOUTH WETLAND
•
•
MERCK VACCINE MANUFACTURING FACILITY
MER-04000

MERCK vMF EMERGENCY SPILLWAY CHANNEL CALCULATIONS B.R. FINCH, PE
MER-04000 (South Wetland) 5/28/2004
• PROJECT:
PROJECT #:
DESIGNER:
DATE:
Merck VMF
MER-04000
B.R. Finch, PE
5/28/2004
1. FLOW CALCULATIONS
Q roo = 76 cfs (Conservative 1)
Section = Trapezoidal
Longitudinal Slope = 5.00
Left Sideslope = 3 H:V
Right Sideslope = 3 H: V
Bottom Width = 50 ft
Lining = Tall Fescue
VP = 4.0 - 5.0 ft/sec From Table S.OSa
Depth = 1 ft +/-
•
II. CHANNEL CALCULATIONS
_> Proposed Channel Section
_> 100-Year Storm Calculations (using Flowmaster)
Assumed "n" Depth Area Wetted Perimeter Hydraulic Radius Velocity V*R Actual "n" Comments
[ft] [ft~] [ft] [ft] [ft/sec]
0.030 0.3 15.4 51.92 0.30 4.93 1.46 0.052 n = 0.052
0.052 0.42 21.6 52.66 0.41 3.52 1.44 0.053 n = 0.053
_~ _.__ _ __ W _ .___ W _ . _ __ _ - ___. __. _ _ ___.___._ _.___.._..__-__.. _---_._~ ____.... ~________~~ ...~.___. ___________ ________. _____
0.053 0.43 21.8 52.69 0.41 3.48 1.44 0.053 n = OK
•

South Wetland -Emergency Spillway
Worksheet for Trapezoidal Channel

Project Description
Worksheet South
Wetland - ES
Flow Element Trapezoidal
Channel
Method Manning's
Formula
Solve For Channel
Depth
Input Data
Mannings 0.053
Coefficient
Slope 5.0000
Left Side Slope 3.00 H : V
Right Side 3.00 H : V
Slope
Bottom Width 50.00 ft
Discharge 76.00 cfs
Results
Depth 0.43 ft
Flow Area 21.8 ft2
Wetted 52.69 ft
Perimeter
Top Width 52.55 ft
• Critical Depth 0.41 ft
Critical Slope 5.5628
Velocity 3.48 ft!s
Velocity 0.19 ft
Head
Specific 0.61 ft
Energy
Froude ~ 0.95
Number
Flow Type Subcritical
•
Project Engineer: JRM Employee
c:\flowmaster projects\mer04000.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 [614b]
5/28/2004 11:20 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1

South Wetland -Emergency Spillway
Cross Section for Trapezoidal Channel
•
•
Project Description
Worksheet South
Wetland - ES
Flow Element Trapezoidal
Channel
Method Manning's
Formula
Solve For Channel
Depth
Section Data
Mannings
Coefficient
Slope
Depth
Left Side Slope
Right Side
Slope
Bottom Width
Discharge

0.053
5.0000
0.43 ft
3.00 H : V
3.00 H : V
50.00 ft
76.00 cfs
_ _ _ _ - 50.00 ft
~4~ ft
V:1 I__
H:1
NTS
•
Project Engineer: JRM Employee
c:\flowmaster projects\mer04000.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 [614b]
5/28/2004 11:21 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1

Appendices
•
Step 10. For grass-lined channels once the appropriate channel dimensions
have been selected for low retardance conditions, repeat steps 6 through 8 using
a higher retardance class, corresponding to tall grass. Adjust capacity of the
channel by varying depth where site conditions permit.
NOTE 1: If design velocity is greater than 2.0 ft/sec., a temporary lining
may be required to stabilize the channel until vegetation is established.
The temporary liner may be designed for peak flow from the 2-yr storm.
If a channel requires temporary lining, the designer should analyze shear
stresses in the channel to select the liner that provides protection and
promotes establishment of vegetation. For the design of temporary liners,
use tractive force procedure.
NOTE 2: Design Tables-Vegetated Channels and Diversions at the end
of this section may be used to design grass-lined channels with parabolic
cross-sections.
Step 11. Check outlet for carrying capacity and stability. If discharge velocities
exceed allowable velocities for the receiving stream, an outlet protection struc-
ture will be required (Table 8.OSd, pg. 8.05.9).
Sample Problem 8.OSa illustrates the design of agrass-lined channel.
•
C
C I
C
~ .08

04
.02
.I

.Average Length
of Vegetation (in) Curve

a Longer than 30"
11" to 24"
6" t
10" A
B
C
o
2" to 6"
Less than 2" D
E

B

C

D
-
E

I
4 .6 .8 LO t ,Qa} 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
• Figure 8.05c Manning's n related to vebcity, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralulic Radius (4.5x0.54=2.43), then enter the product of VR and extend a
straight lineup to Retardance class "D", next project a straight line to the left to determine a trial manning's n.
Rev. 12193
8.0$.7

•
DRY POND
•
•
MERCK VACCINE MANUFACTURING FACILITY
MER-04000

MERCK VMF EMERGENCY SPILLWAY CHANNEL CALCULATIONS B.R. FINCH, PE
MER-04000 (Dry Pond) 5/28/2004
• PROJECT:
PROJECT #:
DESIGNER:
DATE:
17 cfs (Conservative !)
Section = Trapezoidal
Longitudinal Slope = 3.00
Left Sideslope = 3 H:V
Right Sideslope = 3 H:V
Bottom Width = 25 ft
Lining = Tall Fescue
VP = 4.0 - 5.0 ft/sec From Table B.OSa
Depth = 1 ft +/-
L`
Merck VMF
MER-04000
B.R. Finch, PE
5/28/2004
I, FT.OW C~LCTJTaATTON5
Q ioo =
IL C'IIANNFT. C:ILCULATIONS
_> Proposed Channel Section
> 100-Year Storm Calculations (using Flowmaster)
Assumed "n" Depth Area Wetted Perimeter Hydraulic Radius Velocity V*R Actual "n" Comments
[ft] [ftz] [ft] (ft] [ft/sec]
0.035 0.24 6.1 26.51 0.23 2.77 0.64 0.070 n = 0.07
0.07 0.36 9.4 27.28 0.34 1.81 0.62 0.071 n = 0.071
0.071 0.36 9.5 27.30 0.35 1.79 0.62 0.071 n = OK
C,

Dry Pond -Emergency Spillway
Worksheet for Trapezoidal Channel
•
Project Description
Worksheet Dry Pond - ES
Flow Element Trapezoidal
Channel
Method Manning's
Formula
Solve For Channel
Depth
Input Data
Mannings 0.071
Coefficient
Slope 3.0000
Left Side Slope 3.00 H : V
Right Side 3.00 H : V
Slope
Bottom Width 25.00 ft
Discharge 17.00 cfs
Results
Depth 0.36 ft
Flow Area 9.5 ft2
Wetted 27.30 ft
Perimeter
Top Width 27.18 ft
Critical Depth 0.24 ft
• Critical Slope 11.9642
Velocity 1.79 ft/s
Velocity 0.05 ft
Head
Specific 0.41 ft
Energy
Froude 0.53
Number
Flow Type Subcritical
•
Project Engineer: JRM Employee
c:\flowmaster projects\mer04000.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 (614b]
5/28/2004 11:30 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1

Dry Pond -Emergency Spillway
Cross Section for Trapezoidal Channel
•

Project Description
Worksheet Dry Pond - ES
Flow Element Trapezoidal
Channel
Method Manning's
Formula
Solve For Channel
Depth
•
Section Data
Mannings 0.071
Coefficient
Slope 3.0000
Depth 0.36 ft
Left Side Slope 3.00 H : V
Right Side 3.00 H : V
Slope
Bottom Width 25.00 ft
Discharge 17.00 cfs
----- 25.00 ft -- -------
•
~~~ ft
V:1 ~_-
H:1
NTS
Project Engineer: JRM Employee
c:\flowmaster projectslmer04000.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 [614b]
5/28/2004 11:30 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1

Appendices
•
Step 10. For grass-lined channels once the appropriate channel dimensions
have been selected for low re~trdance conditions, repeat steps 6 through 8 using
a higher relardance class, corresponding to tall grass. Adjust capacity of the
channel by varying depth where site conditions permit.
NOTE 1: If design velocity is greater than 2.0 ftJsec., a temporary lining
may be required to stabilize the channel until vegetation is established.
The temporary liner may be designed for peak I7ow from the 2-yr storm.
If a channel requires temporary lining, the designer should analyze sheaz
stresses in the channel to select the liner that provides protection and
promotes establishment of vegetation. For the design of temporary liners,
use tractive force procedure.
NOTE 2: Design Tables-Vegcwted Channels and Diversions at the end
of this section may be used to design grass-lined channels with parabolic
cross-sections.
Step 11. Check outlet for carrying capacity and stability. If discharge velocities
exceed allowable velocities for the receiving stream, an outlet protection struc-
ture will be required (Table 8.OSd, pg. 8.05.9).
Sample Problem 8.OSa illustrates the design of agrass-lined channel.
•
4
C
C I
.~
O.0~1 YA~
06
04
.02
I

Average Length
of Vegetation (in) Curve

n Longer than 30"
11" to 24"
6" to 10" A
B
C
2" to 6"
Less than 2" D
E

e

C
D

E

4 8 I.0 2 4 6 8 10 20
0.62
VR, Product of e ocity and Hydraulic Radius
• Figure 8.05c Manning's n related to vebcity, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralulic Radius (4.5x0.54=2.43), then enter the product of VR and expend a
straight line up to Retardance class "D", next project a straight line to the left to determine a trial manning's n.
Rev. 12193
8.05.7