20090411 Ver 1_More Info Received_20090619

LETTER OF
TRANSMITTAL
Project State Laboratory for Public Health
and Medical Examiner's Office Building
Wade Avenue at Edwards Mill Road
Raleiclh, Wake Countv. North Carolina
To Mr. Ian McMillan
DWQ 401 Unit
2321 Crabtree Blvd., Suite 250
Raleigh, North Carolina 27604
Irerracon
Consulting Engineers & Scientists
2020 Starita Road, Suite E
Charlotte, North Carolina 28206
Phone [phone]
Fax [phone]
www.terracon.com
Terracon Project 70077727
Date June 18, 2009
B Stephen C. Brown
Re: DWQ # 09-0411
We are requesting the following action(s):
? Jurisdictional Determination ? Nationwide Permit ? Individual Permit
? Pre-Application Request X Water Quality Certification ? Other
We are sending you the following items:
Copies Date No. Description
2 Construction Drawings (civil plus landscape architect)
2 DWQ BMP Supplemental Forms with signed O&M for each BMP
2 Stormwater/Erosion Control Calculations package (includes geotechnical report
and other items on BMP Supplemental Form checklist)
1?f W L9
L
UU JUN
OZR • WATER
If enclosures are not as noted, please notify sender at once BRANCH
The enclosed are being transmitted
? For your use X As requested ? Returned for corrections ? For review and comment
? Approved as noted ? For approval ?
Comments
Per DWQ letter dated May 13, 2009, Terracon Consultants, Inc. (Terracon) is submitting this supplemental
information for the referenced site.
In addition, the USACE Action ID is SAW-2009-01008 which had not been assigned at the time of our submittal.
Please contact Mr. Stephen C. Brown at [phone] if you have any questions regarding this information.
RESPECTFULLY SUBMITTED
Terracon Consultants, Inc.
Delivering Success for Clients and Employees Since 1965
More Than 95 Offices Nationwide
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems- How 1 will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or Swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
a licable .
Erosion is occurring in the Regrade the swale if necessary to
Swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone,
applicable).
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4
BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
flies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches, possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4
SMP element: Potential problems: How I will remediate the problem-
The underdrain system Clogging has occurred. Wash out the underdrain system.
if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible parry.
Project name: NC Department of Health and Human Services New State Lab & MEO
BMP drainage area number: -2
Print name: Rick Sto er
Title: Director - Central Reizional Maintenance
Address: 3601 Mail Service Cent Raleigh, NC 27699-3601
Phone: [phone]
Date: 6 -15 -- 0 /,
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, JNorik, off ?' `j+ , a Notary Public for the State of
i r)c-. County of 341p-S-?n , do hereby certify that
t 3 II-eq- personally appeared before me this 1
day of !J Un - , aOM , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
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My commission expires ,)ulq
Form SW401-Bioretention l&M-Rev. 2 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMW. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will remediate the roblem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale applicable). sediment off site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
a licable .
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4
BMP element: Potential problems: How I will remediate the problem-
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches, possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed),
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4
BMP element: Potential problems: How 1 will remediate the roblem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
(if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW40 I -Bioretention O&M-Rev. 3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or,prior to any changes to the system or responsible party.
Project name: NC Department of Health and Human Services New State Lab & MEO
BMP drainage area number:
Print name: Rick Stogner
Title: Director - Central Regional Maintenance
NC 27699-3601
Phone:
Signature: ffG ?,?1
Date: 6o -16--09
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, m , a Notary Public for the State of
County of -?5obh? 4y f1 , do hereby certify that
Win- r personally appeared before me this 15
day of ?=Lkh? , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
b
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My commission expires Cm II
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems- How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or Swale applicable). sediment off-site.
...
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
Swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
Form SW401 -B ioretention O&M-Rev.3 Page 1 of 4
BMP element: Potential problems: How 1 will remediate the roblem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. RestabiIize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
ossible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4
BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
if a licable
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible parry.
Project name: NC Department of Health and Human Services New State Lab & MEO
BMP drainage area number:
Print name: Rick Stogner
Title: Director - Central Regional Maintenance
Addri
Phone
Signa
Date:
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, Bona, e - Oya-h? , a Notary Public for the State of
NU r4h LGt rh hn ((._ , County of - () h tLn , do hereby certify that
?CK `i Q hy? personally appeared before me this
day of ? 1,Ln e- 2Wq , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
C.
Rr _
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My commission expires J l dq
Form SW40 1 -Bioretention I&M-Rev. 2 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location, Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ? does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem- Haw I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide time and a
one-time fertilizer a licatian.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will xemediate the roblem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
Swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the Swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it isnecessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50'0 of the area. and control the algal owth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
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. '
When the permanent pool depth reads 303 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 304 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 306
304 Pe anen
--------------- -- Volume
303 -ft Min.
Sediment
Storage
FOREBAY
Pool
Sediment Removal Elevation 303 Volume
Bottom Elevation 302 j 1-ft
MAIN POND
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: NC Department of Health and Human Services New State Lab & MEO
BMP drainage area number: 4
Print name: Rick Sto er
Title: Director - Central Regional Maintenance
Date: 62-16 - O Y
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, 0 Jl(L LJU? ?? , a Notary Public for the State of
tV bt-4\ 0-a rd tJ161- , County of UI) hS rl , do hereby certify that
h?PY personally appeared before me this 1-6
day of u? , _,900q , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
O l,n
®y `'V R LAG =v
SEAL
UL
My commission expires LL COK" 1... -
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
AMA o?QF ?'lAr?CR4p
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part If!) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name DEPARTMENT OF HEALTH AND HUMAN SERVICES STATE LABORATORY
Contact name WARREN SUGG
Phone number 919-858-1811
Date 512112009
Drainage area number BICRETENTION 1 DRAINAGE AREA
II, DESIGN INFORMATION
Site Characteristics
Drainage area 127,00^o ft2
Impervious area 62,495 fl2
Percent impervious 49.2% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume; SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Media and Solis Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In-situ soil,
Soil permeability
Planting media soil:
Soil permeability
Soil composition
% Sand (by weight)
%a Fines (by weight)
% Organic (by weight)
Phosphorus Index (P-Index) of media
Y (Y or N)
2.87 in
4.82 inlhr
4.980 ft3lsec
9.140 ft3lsec
4.160 ft3lsec
5,194.0 ft3
6,010.0 ft3 OK
ft3
ft3
ft3
0 ft3
ft3
12 inches OK
1.00 ft
6,010.0 ftz OK
160 ft OK
40 ft OK
ft
8.5 hr OK
8.8 hr OK
17.3 hr
2.00 in/hr OK
2.00 in/hr OK
85%o OK
10% OK
5% OK
Total: 100%
18 (unitless) OK
Form SW401-9iorotention-Rev.7 Parts I and 11. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with treesishrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indloate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 fl of grass)
Grassed Swale
Forebay
Other
422.00 fmsl
N (Y or N)
Y (Y or N) OK media depth
421 fmsl
4 inches OK
416.67 fmsl
4.33 ft
0.67 ft
Y (Y or N)
7 OK
5 OK
1 ft
415 fmsl
385 fmsl
30 ft OK
3
3
3 OK
Y (Y or N) OK
Y (Y or N) OK
938 ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
2,08 fUsec InsufFlcient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X OK
Form SW441-Dioretention-Rev.7 Parts I and 11. Design Summary, Page 2 of 2
Permit Number.
(to be provided by DWQ)
© o??F. vvRT ?9?G
H
71?? ? Y
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name DEPARTMENT OF HEALTH AND HUMAN SERVICES STATE LABORATORY
Contact name WARREN SUGG
Phone number
Date
Drainage area number
919.858-1811
5121/2009
BIORETENTION 2 DRAINAGE AREA
II. DESIGN INFORMATION
Site Characteristics
Drainage area 69,904 ft2
Impervious area 36,600 ft2
Percent impervious 52.4% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is prelposl control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 2.699 ft'lsec
Post-development 1-yr, 24-hr peak flow 5.089 ft'Isec
PrelPost 1-yr, 24-hr peak control 2.390 ft'Isec
Storage Volume: Non•SA Waters
Minimum volume required 3,078.0 ft3
Volume provided 3,246.0 ft3 OK
Storage Volume: SAWaters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 fl3
Volume provided ft3
Cell Dimensions
Ponding depth of water 9 inches OK
Ponding depth of water 0.75 ft
Surface area of the top of the bioretention cell 5,410.0 ft2 OK
Length: 100 f1 OK
Width: 60 fl OK
-or- Radius ft
Media and Soils Summary
Drawdown time, pcnded volume 6 hr OK
Drawdown time, to 24 Inches below surface 9,5 hr OK
Drawdown time, total: 15,5 hr
In-shu sell:
Scil permeability 2.00 in/hr OK
Planting media soil:
Soil permeability 2,00 in/hr OK
Soil composition
% Sand (by weght) 85% OK
% Fines (by weight) 10% OK
% Organic (by weight) 5% OK
Total: 100%
Phosphorus Index (P-Index) of media 18 (unitless) OK
Form SW401-Sioretention-Rev 7 Parts I and 11. Design Summary, Page 1 of 2
Permit Number:
(to be provided by QWQ)
Basin Elevations
Temporary pool elevation 408.25 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell? N (Y or N)
Is this a cell with trees/shrubs? Y (Y or N) OK media depth
Planting elevation (top of the mulch or grass sod layer) 407.5 fmsl
Depth of mulch 4 inches OK
Bottom of the planting media soil 403.17 fmsl
Planting media depth 4.33 ft
Depth of crashed sand below planting media soil 0.67 ft

Are underdrains being installed? Y (Y or N)
How many clean cut pipes are being installed? 6 OK
What factor of safety is used for sizing the underdrains? (See 5 OK
BMP Manual Section 12,3.6)
Additional distance between the bottom of the planting media and 1 fi
the bottom of the cell to account for underdrairs
Bottom of the cell required 401.5 fmsl
SHWT elevation 385 fmsl
Distance from bottom to SHWT 16.5 ft OK
Planting Plan
Number of tree species 3
Number of shrub species 3
Number of herbaceous groundcover specfes 3 OK
Additional Information
Does volume in excess of the design volume bypass the Y (Y or N) OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed Y (Y or N) OK
through a vegetated filter?
What is the length of the vegetated filter? 280 ft
Does the design use a level spreader to evenly distribute flow? (Y or N)
Is the BMP located at least 30 feet from surface waters (50 feet if Y (Y or N) OK
SA waters)?
Is the BMP located at least 100 feet from crater supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access Y (Y or N) OK
to a public Right of Way (ROW)?
Inlet velocity (from treatment system) 0.88 fusec OK
Is the area surrounding the cell likely to undergo development in N (Y or N) OK
the future?
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed swale X OK
Forebay
Other
Form SW401-Bioretention-Rev.7 Parts I and 11 , Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
$? f YJ A 1'E9Q
+rrr ??
NCDENR p Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
E31ORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted,
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
t. PROJECT INFORMATION
Project name DEPARTMENT OF HEALTH AND HUMAN SERVICES STATE LABORATORY
Contact name WARREN SUGG
Phone number 819-858-1811
Date 5/21/2009
Drainage area number BIORETENTION 3 DRAINAGE AREA
II. DESIGN INFORMATION
Site Characteristics
Drainage area 114,565 ft2
Impervious area 62,144 €t2
Percent impervious 54,2% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is prelpost control of the i-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.87 in
1-yr, 24-hr intensity 4.82 in/hr
Pre-development 1-yr, 24-hr peak flow 4.430 ft3isec
Post-development 1-yr, 24-hr peak flow 8,620 ft3lsec
PfelPost 1-yr, 24-hr peak control 4.190 ft3lsec
Storage Volume: Non-SA Waters
Minimum volume required 5,155.0 ft3
Volume provided 5,449.0 ft3 OK
Storage Volume; SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Celt Dimensions
Ponding depth of water 12 Inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bicretention cell 6,376.0 ft2 OK
Length: 105 ft OK
Width: 53 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 9.3 hr OK
Drawdown time, to 24 inches below surface 8.8 hr OK
Drawdown time, total: 18.1 hr
In-sdu soil:
Sall permeability 2.00 in/hr OK
Planting media soil:
Soil permeability 2.C0 infhr OK
Soil composition
% Sand (by weight) 85% OK
% Fines (by weight) 10% OK
% Organic (by weight) 5% OK
Total: 100%
Phosphorus Index (P-Index) of media 18 (unitless) OK
Form SW401-Bioretention-Rev.7 Paris i and N. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 406.00 fmsl
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell? N (Y or N)
Is this a cell with tress/shrubs? Y (Y or N) OK media depth
Planting elevation (top of the mulch or grass sod layer) 405 fmsl
Depth of mulch 4 inches OK
Bottom of the planting media soil 401.67 fmsl
Planting media depth 3.33 ft
Depth of washed sand below planting media soil 0.67 ft
Are underdrains being installed? Y (Y or N)
Haw many clean cut pipes are being installed? 7 OK
What factor of safety is used for sizing the underdrains? (See 5 OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and 1 ft
the bottom of the cell to aceourt for underdrains
Bottom of the cell required 400 fmsl
SHWT elevation 385 fmsl
Distance from bottom to SHWT 15 ft OK
Planting Plan
Number of Tree species 3
Number of shrub species 3
Number of herbaceous groundcover species 3 OK
Additional Information
Does volume in excess of the design volume bypass the Y (Y or N) OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed Y (Y or N) OK
through a vegetated filter?
What is the length of the vegetated filter? 180 ft
Does the design use a level spreader to evenly distrlbule flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if Y (Y or N) OK
SA waters)?
Is the BMP located at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement vrith access Y (Y or N) OK
to a public Right of Way (ROW)?
Inlet velocity (from treatment system) 2.66 ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
Is the area surrounding the cell likely to undergo development in N (Y CT N) OK
the future?
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(811nches gravel followed by 3-5 ft of grass)
Grassed swale X OK
Forebay
Other
Form SW401-Bioretention-Rov.7 Parts I and 11. Design Summary, Page 2 of 2
Permit No.
(ta be provided by DWQ)
oFWAT?R
?1 y r
NCDENR p Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATiCN APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name DEPARTMENT OF HEALTH AND HUMAN SERVICES STATE LABORATORY
Contact person WARREN SUGG, PE
Phone number 919-658-1811
Date 512112009
Drainage area number WET POND 1 DRAINAGE AREA
IL DESIGN INFORMATION
Site Characteristics
Drainage area 307,557 ftz
Impervious area, post-development 118,229 ftz
% impervious 38.44 %o
Design rainfall depth 1.0 in
Storage Volume: Non-SA Watets
Minimum volume required 10,149 R3 OK
Volume provided 10,949 ft3
OK, volume provided is equal to or in excess of volume required,
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1 -yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the lyr 24hr storm peak Flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the slate-required temp, pool?
Elevation of the top of the additional volume
to
ft3
ft3
0 ft3
ft3
Y (Y or N)
2.9 in
0.35 (unitless)
0.58 (unitless)
4.82 inlhr OK
7.70 ft3isec
19.73 ft3lsec
12.03 ft3lsec
407.75 fmsl
406.00 fmsl
fmsl
406.50 fmsl
405.50 fmsl
403.00 fmsl
402.00 frnsl
1.00 ft
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.e-2!20109 Pads I. & If. Design Summary, Page 1 of 2
Permit No.
Po be provided by Dl
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 7,429 ft2
Area REQUIRED, permanent pool 4,183 ft2
SAIDA ratio 1.36 (unitless)
Area PROVIDED, permanent pool, AFe"_?i 4,904 ftZ OK
Area, bottom of 1 Oft vegetated shelf, Ar,f g,.f 1,847 ft°
Area, sediment cleanout, top elevation (bottom of pond), Aei1s,,j 488 ft'
vol
Volume, temporary pool 10,949 ft3
Volume, permanent pool, Vr6"_c,_4 8,129 ft3
Volume, forebay (sum of forebays if more than one forebay) 4,291 ft3
Forebay % of permanent pool volume 52.9% %
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
klounlalnlPiedmonl SAIDA Table Used?
SA/DA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, VF_ Rom„ a
Area provided, permanent pool, A, .-,,d
Average depth calculated
Average depth used in SAIDA, da;, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, AFB ,.]
Area, bottom of 1 Oft vegetated shelf, Ater sre:f
Area, sediment cleanout, top elevation (bottom of pond), A;tjord
85 %
N (Y or N)
Y (Y or N)
1.36 (unitless)
(Y or N}
7,129 fe
4,904 W
1.45 ft
4.0 ft
(Y or N)
4,904 ft'
1,847 ft`
488 ft2
"Depth" (distance b/w bottom of 10ft shelf and top of sediment) 2.50 ft
Average depth calculated 1.58 ft
Average depth used in SAJDA, d,„ (Round to nearest 0.5ft) 2.0 ft
OK
Insufficient forebay volume,
Insufficient. Does not equal data previously entered.
OK
OK
Insufficient. Check calculation.
OK
OK
OK
OK
OK
OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N}
Diameter of orifice (if circular) 3.00 in
Area of orifice (If-non-circular) in2
Coefficient of discharge (Co) 0 60 (unitless)
Driving head (Ha) 1.75 ft
Drawdown through weir? N (Y or N)
Weir type (uritless)
Coefficient of discharge (Q (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 10.00 ft3lsec Insufficient pre-development peak flow.
Post-development 1-yr, 24-hr peak flour 5.00 ft3lsec OK
Storage volume discharge rate (through discharge orifice orweir) 0.10 ft3lsec
Storage volume drawdown time 2.35 days OK, draws down in 2-5 days.
Drawdown time vervinq from expected value by more than a half day.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 3.1 :1 OK
Trash rack for overflow & erifice? Y i or N) OK
Freeboard provided 1.7 ft OK
Vegetated filler provided? Y (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies
Form SW401-Wet Detention Basir-Rev.6-2!20/09 Parts I. & II. Design Summary, Page 2 of 2
Permit N
(to be provided by DWQ)
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below, If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
l10 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
C,?, - Off-site drainage (if applicable),
p"r-A4 E delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
C-I 102 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
NU,61 .11 1 1 Section view of the wet detention basin (1" = 20' or larger) shoving:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
M6 C1111 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin,
A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
C-.4101 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
?. Ewe C°'`JOp,AIE 7. The supporting calculations.
_ ?DIe; S. A copy of the signed and notarized operation and maintenance (O&M) agreement.
9. A copy of the deed restrictions (if required).
I-
V(6?? kafks- 10. A soils report that is based upon an actual field investigation, soli borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.6-2120109 Part 111. Required Items Checklist, Page 1 of 1
Permit No:
(to be assigned by DWO)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met, If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No,
C.-I I?Z 1. Plans (1'- 50' or larger) of the entire site shoving:
Design at ultimate build-out,
CA k_ Off-site drainage (if applicable),
P4Ly ? Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
jf C_-([C'? 2, Plan details (1 ° = 30' or larger) for the bioretention cell showing:
-Cell dimensions
Pretreatment system,
High flour bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P-Index between 10 and 30
G-1 [ 1 f 3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Biofetenton cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
L A, A soils report that is based upon an actual field investigation, sail borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information, All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
P-index.
A5 5, A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
-A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
G- upx
-(fit! 6. An assurance that the installed system will meet design specifications upon initial operation once the
project is complete and the entire drainage area is stabilized.
G11a ! 7. A construction sequence that shows how the bioretenfion cell will be protected from sediment until the
entire drainage area is stabilized.
CM,L
S. The supporting calculations (including underdrain calculations, if applicable),
??c.r,N/3 j> Lei g() 9. A copy of the signed and notarized inspection and maintenance (10) agreement.
10, A copy of the deed restriction.
Form SW401-131oretentlon-Reel Part III, Page 1 of 1
4.9- MU L K E Y
ENGINEERS & t.',C1Nate'ULTAN-T"S
STORMWATER & EROSION
CONTROL CALCULATIONS
Department of Health & Human Services
State Laboratory for Public Health & Medical
Examiner's Office
for
DHHS
June 2009
*a
?w
Q
• S
3
111!5
Mulkey Engineers & Consultants
PO Box 33127
Raleigh, NC 27636
Telephone [phone]
Fax [phone]
Narrative
Narrative
The North Carolina Department of Health & Human Services (DHHS) plans to construct a
new- building that will be the New State Laboratory for Public Health & 1\fedical Examiner's
Office. The new building will be constructed on State of North Carolina Land (Pin# 0785-
21-6445) near the intersection of Edward's Alill and Wade Avenue. The site will be accessed
for construction by way of Edward's Mill and a existing cleared "farm" path. Permanent
access to the site will be from District Drive Future which is being design and constructed
by NCDOT. The District Drive extension by NCDOT will end approximately 100 linear
feet short of an existing stream crossing that needs repair to make the DHHS site feasible.
The existing stream crossing has been spoken to in the Environment documents by
Terracon.
The site storm-water will be handled in the following ways to eliminate erosion, treat and
capiture runoff, and release under control. During construction silt fence and tree
protection wrap the site to serve as borders of limits of construction and protect trees along
with silt runoff. Temporary diversion ditches with rock check dams are proposed to divert
runoff to the sediment basins onsite along with inlet protection at any storm box location.
In permantent condition storm-water runoff from the parking will be sheet flowed into
grassed swales in the medians between parking isles with the use of concrete bands instead
of curb and gutter. The swales twill then flaw to drop inlets/area drains to be routed by the
storm pipe system to one of the three bioretention ponds or the wet pond. The building
roof and foundation drainage also is routed through the storm piping to one of the three
bioretention ponds. Each bioretention pond has underdrain systems and two have bypass
boxes for storm event larger than state storm-water design standards. All storm-water systems
have been designed to 2007 NCDWQ Stormwater Best Management Practices Manual.
The existing stream crossing that is proposed for repair consist of (2) 60" CMP and (2) 36"
DIP that are in poor condition along with the crossing itself which is failing. The proposed
repair would cause minimum new impact to the stream and buffers while allowing for (3)
new 60" RCP with concrete headwalls on both the up and downstream sides. The proposed
repaired crossing would require 73 linear feet of stream impact, 4657 square feet of impact
to zone 1 buffer, & 2865 square feet of impact to zone 2 buffer. The crossing is sized to
allow 12" of the pipes to be buried in the stream bed for aquatic life passage. Exhibit maps
have been provided under this cover and also shown with the construction documents.
Please refer to calculation package for more detail on the site conditions and proposed
measures for both erosion control and storn-i water design.
Maps
J
v
a
0
Ce
kjolm mitt' -1
WAKE COUNTY, NOR, ?tt,t? 5
16
SOIL SURVEY
About half of the acreage is cultivated or in pasture,
and the rest is in forest or in other uses. Where this soil
is cultivated, it is used chiefly for row crops, but it is
well suited to all the locally grown crops. Practices that
effectively control rtmoff and erosion are needed in the
cultivated areas. (Capability unit Ile-1, woodland suit-
ability group 5, wildlife suitability group 1)
Cecil sandy loam, 6 to 10 percent slopes (CeQ.-This
soil is on short to long side slopes in the uplands. Its sur-
face layer is 7 to 12 inches thick, and it is dark grayish-
brown to yellowish-brown sandy loam:. The subsoil is reel,
firm clay 30 to 45 inches thick. Included with this soil in
mapping were some areas where the surface layer is file
sandy loam.
Infiltration is good, and surface runoff is rapid. The
hazard of erosion is severe. This soil is easy to keep in
good tilth and can be worked throughout a wide range of
moisture content.
About one-fourth of the a.crea.ge is cultivated or in pas-
ture, and the rest is in forest or in other uses. The culti-
vated areas are used chiefly for row crops, but this soil
is well suited to all the locally grown crops. Practices
that effectively control runoff and erosion are needed in
the cultivated areas. (Capability unit IIIe-1, woodland
suitability group 5, wildlife suitability group 1)
Cecil sandy loam, G to 10 percent slopes, eroded
(CeC2).-This soil is on short to long side slopes in the
uplands. The surface layer is 3 to 7 inches thick and in
many places it is a mixture of the remaining original
surface soil and of material from the subsoil. fit the less
eroded areas, the surface layer is yellowish-brown sandy
loam. In the more eroded spots, the color ranges to red-
dish brown and the texture ranges to clap loam. The sub-
soil is reel, firm clay 30 to 45 inches thick.
Included in mapping were some areas where the sur-
face layer is lute sandy loam. Also included were some
severely eroded spots inhere the subsoil is exposed. The
severely eroded areas mare up from 5 to 25 percent of
the acreage in the mapping unit.
Infiltration is fair, and surface runoff is rapid. The
hazard of .farther erosion is severe. This soil is difficult
to keep in good tilth, but it can be worked throughout a
fairly wide range of moisture content. A crust forms on
the severely eroded spots after hard rains, and clods form
if those areas are worked when wet. The crust and the
clods interfere with germination. As a result, stands of
crops are poor and replanting of the severely eroded
areas tray be necessary.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest or in other uses. This soil is
well suited to all the locally grown crops. The areas that
are cleared are used chiefly for row crops and pasture.
Practices that effectively control runoff and erosion are
needed. -(Capability unit IIIe---1, woodland suitability
group 5, wildlife suitability group 1)
Cecil sandy loam, 10 to 15 percent slopes (CeD).-This
is a well-drained, slightly to moderately eroded soil on
narrow sado slopes bordering upland drainage-ways.
Where erosion is only slight, the surface layer is dart:
grayish-brown to yellowish-brown sanely loam 6 to 10
niches thick. 117here erosion is moderate, the surface layer
is yellowish-brown to reddish-brown sandy loam to clay
loam 3 to 6 inches thick. The subsoil is red, firm clay that
is 30 to IO inches thick.
Included with this soil in mapping were areas where
the texture of the surface layer is fine sanely loam. Also
included were utany areas where pebbles and cobbles
are on the surface and in the surface layer, and some
severely eroded spots where the subsoil is exposed.
Infiltration is fair to good, and surface runoff is very
rapid. The hazard of erosion is very severe. Where this
soil is only slightly eroded, it is easy to keep in good
tilth. Where it is moderately eroded, it is difficult to beep
in good tilth. This soil can be worked throughout a fairly
wide range of moisture content. A crust forms on the
severely eroded spots after hard rains, however, and
clods form if those areas are worked when wet. The crust
and the clods interfere with germination. As a result,
stands of crops are poor and replanting of a severely
eroded spot is sometimes necessary.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest. This soil is suited to all the
locally grown crops, but practices that effectively control
runoff. and erosion are needed in the cultivated areas.
(Capability trait M---1, woodland suitability group
5, wildlife suitability group 1)
Cecil sandy loam, 15 to 45 percent slopes 1CeFl.-----This
is a slightly to moderately eroded soil on narrow side
slopes bordering upland drainageways. Where erosion is
only slight, the surface layer is dark grayish-brown to
yellowish-brown sandy loam 5 to 9 inches thick. Where
erosion is moderate, the surface layer is only 3 to 6
inches thick., its color ranges from yellowish brown to
reddish brown, and its texture ranges to clay loam, The
subsoil is red, firm clay 30 to 36 inches thick.
Included -with this soil in mapping were some areas
where the subsoil is only 13 to 30 inches thick, and other
areas where the surface layer is fine sandy loam. Also
included were many areas where pebbles and cobblestones
a.te, in the surface layer and on the surface; a few severely
eroded spots where the subsoil is exposed; and some areas
of Georgeville silt loants and of Lloyd loa.ms.
Infiltration is fair to good, and surface runoff is very
rapid. This soil is highly susceptible to erosion.
Practically all of the acreage is in forest. This soil is
not suited to crops that require cultivation. Areas that
have been cleared can be Lased for permanent hay and
pasture. (Capability unit Vfe-1, woodand suitability
group 5, wildlife suitability group 1)
Cecil gravelly sanely loam, 2 to G percent slopes
(CgB).-This soil is on broad, smooth interstream divides
in the uplands. It has a surface layer that is 7 to 12 inches
thick and consists of dark grayish-brown gravelly
sandy loam that is 15 to 30 percent pebbles. The subsoil is
red, firin clay 30 to 50 inches thick. In many places cob-
blestones are in the surface layer and on the surface.
Infiltration is good, and surface rtuioff is moderate.
The hazard of erosion is moderate. This soil can be
worked throughout a wide range of moisture content.
1,11here the content of pebbles and cobblestones is high,
howaver, tillage is difficult.
About half of the acreage is cultivated or in pasture,
and the rest is ut forest or itt other llses. Ilrhere this soil
has been cleared, it is used chiefly for row crops and pas-
wAXE COUNTY, NORTH CAROLINA
tore, but it is well suited to all the locally growih crops.
Practices that effectively control runoff and erosion are
uceded in the cultivated areas. (Capability unit Ile,-I,
woodland suitability group 5, wildlife suitability group
x
Cecil gravelly sandy loam, 2 to 6 percent slopes,
eroded (CgB2).---This soil is on broad interstrea,m divides
in the uplands. In many places its surface layer is a inix-
ture of the remaining original surface soil and of mater-
ial froin the subsoil. Iii the less eroded spots, the surface
layer is yellowish-brown gravelly sandy loam. In the
more eroded spots, the color ranges to reddish brown and
the texture ranges to gravelly clay loam. Thickness of the
surface layer ranges from 3 to 7 niches, and the content
of gravel in the surface layer ranges from 15 to 30 per-
cent.
Included with this soil in mapping were some areas
that contain cobblestones. Also included were some severely
eroded spots where the subsoil is exposed. These se-
verely eroded spots make up froin 5 to 25 percent of the
acreage in the mapping unit.
Infiltration is fair, and surface runoff is indium. The
hazard of further erosion is moderate. This soil is diffi-
cult to keep in good tilth, but it can be worked through-
out a fairly wide range of moisture content. A crust forms
on the severely eroded spots after hard rains, and clods
form if those areas are worked when wet. The crust and
the clods interfere with germination. As a result, stands of
crops are poor and replanting of the severely eroded spots
niay be necessary,
About half of the acreage is cultivated or in pasture,
and the rest is in forest or in other uses. Where this soil
has been cleared, it is used chiefly for row crops and pas-
ture, but it is well suited to all the locally grown crops.
Practices that effectively control rwioft and erosion are
needed in the cultivated areas. (Capability unit IIe I,
woodland suitability group 5, wildlife suitability group
1)
Cecil gravelly sandy loam, 6 to 10 percent slopes
(CqQ.-This soil is on short to long side slopes in the
uplands. It has a surface layer that is 7 to 12 inches thick
that consists of dark grayish-brown sandy loam that is
15 to 30 percent pebbles. The subsoil is red, firm clay 30
to 45 inches thick. In many places cobblestones are in the
surface layer and on the surf ace.
Infiltration is good, and surface runoff is rabid. The
hazard of erosion is severe. This soil can be worked
throughout a. -vide range of moisture content. Where the
content of pebbles and cobblestones is high, however, till-
age is difficult.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest or iii, other uses. Wlv_,re
this soil has been cleared, it is used chiefly for row crops
and pasture, but it is well suited to all the locally grown
crops. Practices that effectively control runoff and ero-
sion are needed in the cultivated areas. (Capability unit
IIIe-1, woodland suitability group 5, wildlife suitabil-
ity group 1)
Cecil gravelly sanely loam, 6 to 10 percent slopes,
eroded (CgC2J.-This soil is on short to long side slopes
in the uplands. Its surface layer is 3 to 7 inches thick,
hind in nhany places it is a mixture of the remaining ori-
17
ginal surface soil and of material from the subsoil. In
the less eroded areas, the surface layer is yellowish-
brown gravelly sandy loam., but the color ranges to red-
dish brown and the texture ranges to gravelly clay loans
in the morb eroded spots. The content of gravel in the
surface layer ranges from 15 to 30 percent. The subsoil
is red, firm clay 30 to 45 inches thick. In inany places
cobblestones are in the surface, layer and on the surface.
Included with this soil in mapping were some, severely
eroded spots where the subsoil is exposed. These areas
ina.ke up from 5 to 25 percent of the acreage in the map-
ping unit.
Infiltration is fair, and surface runoff is rapid. The
hazard of further erosion is severe. This soil is difficult
to keep in good tilth, but it can be, worked throughout a
fairly wide range of moisture content. A crust forms on
the severely eroded spots after hard rains, and clods form
if those areas are worked when wet. The crust and the
clods interfere with germination. As a result, stands of
crops are poor and replanting of the severely eroded
spots is sometimes necessary.
About one-fourth of the acreage is cultivated or in pas-
ture, and the rest is in forest or in other uses. This soil is
well suited to all the locally grown crops, but the culti-
vated areas are used chiefly for row crops. Intensive
practices that effectively control runoff and erosion are
needed in the cultivated -areas, (Capability unit IIIe-l,
woodland suitability group 5, wildlife suitability group
1)
Cecil clay loam, 2 to 6 percent slopes, severely
eroded ICIB3).--This soil is on smooth iznterstreant divides.
The surface layer is red clay loam 3 to 6 inches thick.
Mostly, it consists of material from the subsoil, but it
contains some material from the original surface layer.
The subsoil is red, firm clay 30 to 50 inches thick. Includ-
ed with this soil in mapping were small areas of soils
that have a subsoil of dark-red clay.
Infiltration is poor, and surface runoff is rapid. The
hazard of further erosion is severe. This soil is difficult
to keep in good tilth, and it can be worked withizt only
a narrow range of moisture content. A crust forms after
hard rains, and clods form if this soil is worked when
wet.. The crust and the clods interfere with germination.
As a result, stands of crops are poor.
This soil is suited to only a limited number of crops
grown locally. Only a small acreage is cultivated or in
pasture, and most of the acreage is in forest. There cul-
tivated crops are grown, intensive practices that effec-
tively control runoff and erosion are necessary. (Capabil-
ity unit IIIe-2, woodland suitability group 5, wild-
life suitability group 1)
Cecil clay loam, 6 to 10 percent slopes, severely
eroded {CIC3).This soil is on narrow side slopes in the
uplands. Its surface layer is red clay loam 3 to 6 niches
thick. The surface layer consists mostly of material
from the subsoil, but it contains some material froin the
original surface layer. The subsoil is red, firm clay 30 to
45 inches thick. Included with this soil in mapping were
small areas of soils that have a subsoil of dark-red clay.
Infiltration is poor. Surface runoff is veiy'.rapid, and
the hazard of further erosion is very severe. This soil is
difficult to keep in good tilth, and it can be worked
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EFFECR@E CATE MAP NUMBER
MAY 2 2006 37260164001

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REVISED REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
NORTH CAROLINA DEPARTMENT OF HEALTH AND HUMAN SERVICES
NEW STATE LAB FOR PUBLIC HEALTH AND MEDICAL EXAMINER'S OFFICE
DISTRICT DRIVE
RALEIGH, NORTH CAROLINA
PREPARED FOR:
Yik Pun Lee
State of North Carolina Department of Health and Human Services
Department of Property and Construction
101 Blair Drive
2001 Mail Service Center
Raleigh, North Carolina 27699-2001
PREPARED BY:
ECS CAROLINAS, LLP
9001 GLENWOOD AVENUE
RALEIGH, NORTH CAROLINA 27517
ECS PROTECT NUMBER 05.15013-A-R
C. NALLAINATHAN, PE
?,`??tll1111/1//
CA,ya,i
_ ? ? r Slo ??
r c?S
?LNAI t4
NC PE License No. 19937
August 24, 2007
Revised Report of subsurface Exploration and Geotechnicat Engineering Analysis
New State Lab for Public Health and Medical Examiners Office
District Drive, Raleigh, North Carolina
ECS Project Number 05.15013-A-R
1.0 PROJECT OVERVIEW
1.1 Project Description and Scope of Work
This report presents the results of subsurface evaluation and geotechnical engineering
analysis for the proposed State Lab for Public Health and Medical Examiners Office
located at the end of District Drive in Raleigh, North Carolina. A Site Vicinity Map is
provided as Figure 1 in Appendix A of this report.
Before finished floor elevations were known, and as requested, the site was explored
during April 2007 by drilling thirty-eight (38) soil borings and sampling the soil to depths
ranging from approximately 16.5 to 25 feet below existing site grades. Borings B-101
through B-112 were performed during July/August 2007 to depths ranging approximately
25 to 50 feet below existing site grades. The borings were located in the field by ECS
personnel using a handheld GPS unit. The boring locations shown on the Boring Location
Pl?n, Figure 2 in Appendix A of this report, are anticipated to be accurate to within about
10 feet. Boring elevations were interpolated from the topographic site plan provided by
O'Brien Atkins.
In-conjunction with the soil borings, laboratory testing was performed to characterize the
soil samples obtained from the drilling operations. This report was prepared based upon
the results of the boring and laboratory data. The purpose of this evaluation is to describe
the soil and groundwater conditions that were encountered in the test borings, to analyze
and evaluate the test data obtained, and to submit recommendations regarding
foundations, slabs, pavements, earthwork, construction, and other geotechnical-related
considerations of design and construction.
1.2 Proposed Construction
We understand a new State Laboratory for Public Health and Medical Examiners Office
is planned for the subject property located immediately west of the end of District Drive
and in the northeast quadrant of the intersection of Edwards Mill Road and Wade Avenue
in Raleigh, NC. The complex will consist of two, 4-story office structures in the northern
and central portions of the site. One structure (Building 1) and the middle connector
between the buildings will have a full basement and the other structure (Building 2) will
not have a basement. The balance of the site will be paved parking and landscaped areas.
We anticipate that some retaining walls or stabilized slopes will be constructed to achieve
grade transitions at the site. We anticipate that maximum column loads for Building l
will be on the order of 1200 kips, and that maximum column loads for Building 2 will be
on the order of 700 kips. The proposed finished floor elevation for Building I (the larger
building) and the connector between buildings is 407.5 feet, while the finished floor
elevation for Building 2 (the smaller building) is 425.5 feet. We understand that proposed
embedment depths for the footings are approximately 5 feet below finished floor
elevation, which would be approximately 402.5 feet for Building 1 and the middle
connector, and approximately 420.5 feet for Building 2.
I
Revised Report of Subsurface Exploration and Geotechnical Engineering Analysis
New State Lab for Public Health and Medical Examiners Office
District Drive, Raleigh, North Carolina
ECS Project Number 06.15013-A-R
4.0 EXPLORATION RESULTS
i
4.1 Site Conditions
The subject property is located immediately west of the end of District Drive and in the
northeast quadrant of the intersection of Edwards Mill Road and Wade Avenue in
Raleigh, NC and consists of a portion of one parcel (Wake County Parcel Identification
Number (PIN) 6785-21-6445). The parcel is mostly wooded and located adjacent to a
major tributary of Reedy Creek. A dirt access road traverses the southern portion of the
site, and crosses a stream located immediately east and north of the site. The above
project information was provided by Mr. Josephus, based on a site visit by ECS
personnel, and information collected from the Wake County Online GIS Program.
Elevations on the site range from approximately 396 to 444 feet with the grade falling
from the center of the site to the north, east and west,
4.2 Site Geology
The site is located in the Raleigh Belt of the Piedmont Physiographic Province of North
Carolina, where natural soils typically consist of residual materials that have formed in
place from chemical and mechanical weathering of parent bedrock materials. This area of
the Raleigh Belt is underlain by bedrock materials generally consisting of gneiss. Natural
residual soils formed from weathering of the gneiss bedrock usually consist of mixtures
of sand, silt, and clay, sometimes containing mica. Overburden materials above the
bedrock generally become denser and less weathered with increasing depths below
ground surface, eventually changing to weathered rock and ultimately to parent rock.
It is also important to note that the natural geology within the site has been modified in
the past by grading that included the placement of fill materials. The quality of man-
made fills can vary significantly, and it is often difficult to assess the engineering
properties of existing fills. Furthermore, there is no specific correlation between N-
values from standard penetration tests performed in soil test borings and the degree of
compaction of existing fill soils; however, a qualitative assessment of existing fills can
sometimes be made based on the N-values obtained and observations of the materials
sampled in the test borings.
4.3 Soil Conditions
The specific soil conditions at each boring location are noted on the individual boring
logs and boring profiles in Appendix B. A general description is also provided below.
Subsurface conditions may vary between boring locations.
Fill material was encountered in borings B-I and B-2 to depths of approximately 5.5 and
8 feet below existing site grades, respectively. The fill material generally consisted of
7
ReAsed Report of Subsurface Exploration and Geolecbnical Engineering Analysis
New State Lab for Public Health and Medical Examiners Office
District Drive, Raleigh, North Carolina
ECS Project Number 06.15013•A-R
sandy clayey SILT (ML) and sandy silty CLAY (CH) classified according to Unified Soil
Classification System (USCS). The Standard Penetration Test (SPT) N-values in the fill
material ranged from 8 to 27 blows per foot (bpf). Possible alluvial soils were
encountered in borings B-=- and B-2 at depths of 5.5 to 8 and 12 to 15.5 feet below
existing site grades, respectively. Topsoil and/or a surface layer of sandy SILT with
cobbles were present in the remaining boring locations at the site at depths typically
ranging from 2 to 6 inches. The residual soils typically consist of micaceous, sandy and/or
clayey SILTS (ML, MH), sandy silty CLAYS (CL, CH), SANDS (SP), and silty SANDS
(SM). The SPT N-values in the residual soils range from 7 to 91 bpf, but are typically in
the 10 to 30 bpf range, increasing with depth. Borings B-101 and B-112 were performed
in the vicinity of Building 1 and the middle connector during a second subsurface
exploration. The SPT N-values in the residual soils below the proposed finished floor
elevation of 407.5 feet range from I I to 65 bpf with typical N-values between 15 and 60
bpf, increasing with depth.
4.4 Rock and Partially Weathered Rock
Partially weathered rock (PWR), classified as material with SPT blow counts of 50 blows
.per 6 inches of penetration or greater, was encountered in boring B-2 at an approximate
depth of 15.5 feet below existing grade, and in borings B-20, B-35 and B-36 at an
approximate depth of 17 feet below existing grades. Partially weathered rock layers were
encountered in borings B-3 and B-35 at approximate depths of 12 to 17 and 8 to 12 feet
below existing site grades, respectively. Auger refusal, an indication of in-tact bedrock,
was encountered in boring B-2 at an approximate depth of 16.5 feet below existing grade.
4.5 Groundwater
Groundwater observations were made shortly after completion of the drilling operations
at each boring location. Groundwater was observed in boring B-I at an approximate
depth of 8 feet below existing grade. Cave-in depths, which can indicate the presence of
potential groundwater or perched water, were encountered in borings B-2 through B-38 at
depths ranging from 15.5 to 22.5 feet below the existing site grades, and in borings B-101
through 112 at depths ranging from 22.5 to 43 feet below the existing site grades, with the
exception of B-105. Seasonal variations in groundwater levels should be anticipated due
to precipitation changes, evaporation, surface water runoff, and other factors. Also,
perched water conditions should be anticipated on top of cohesive soil and rock layers.
8
I

8-102
B-21
B-25 B-24
8-101
B-105
r
B-103 B-238-20
MIDDLE _ B-1041 B-lOb ,f
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B-37 B-
B-38
B-35
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ECS REVISIONS
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50 100 m??oD- iN:iool
8-1 TH B-38 (MILLED BY ECS APRIL 2007) 0- PROJECT NO.
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0 sHEEr
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CuiENT
O'Brien Atkins Associate JOB #
15013 BORING #
B--3 SLAP
1 or 1

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PROJECT NAME
GwtKh- Side Lab for Pubk [Wh & 01 Offu ARCHITECT-ENGINEER qLLP
CAMC31_11VA8
SM LOCATION
District Drive- Raleigh, NC -0- CALIBRATED PISNI urm
1 a TnNS3Fr. 4 5+
PIAStIC HATER UQUID
LWT X CONTENT R L WT
X

x L)ESCRIL'T10N OF MATERIAL ENGLISH UNTTS

BOTTOM OF CASING W- LASS OF CIRCULATION
100

o % ???----?
ROCK QUAUTY DESIGNATION & RECOVERY
--4pX - --- - 60X-8
20X7fr--°4
0%to0
4 SURFACE ELEVATION (8) STANDARD PKft7RATION
408.5 - 10 20 30 40 50+
Moist, Very Stiff to Stiff, -
i SS i8 18 Yellow, Red, to Yellow, Brown,
Micaceous Fine Sandy SILT, (ML) 180 a;s-9)
15

5
2
SS
18
18 405
15 (6-7-e)

3 SS 18 18 10 (34-6)

1
4
SS
18
18 Moist, Very Stiff, Yellow,
Brown, Tan, Micaceous Fine
S
d
SILT
ML 400
23:(e-}0-Ia)
an
y
, (
)
Partially Weathered Rock Layer
Sampled as Moist, Dark Gray

15
5
SS
18
10 ,
Yellow, Brown, Micaceous Fine
Sandy SILT 395
(-??+)

Moist, Very Hard, Dark Gray,
Yellow, Brown, Micaceous Fine

6
SS
18
18
Sandy SILT, (ML) 390
(21-39--48) 087
20

25-

30

-

-
END OF BORING @ 20,0

385

3801

THE STRATIFICATION LINES REPRESENT THE APPROXI14ATE BLIIRIDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION NAY BE GRADUAL
XVL DRY WS Olt a SORWO STARTED 4--27-07
i NL(BCR) TIL(ACR) BORING C01IP1 EI BD 4 - 2 7 - 0 7 CAVE IN DIKI M O 16.0'
1q
xl. RIG CME 450'O AL DRIUSNG KmOD 2.25" J.D. HSA
CLIENT JOB # BORING SHEET
O'Brien Atkins Associate 15013 B-5 1 of 1
COQ
'
PROJECT NAIR ARCH NECT-ENGINEER LL
P
Geolech- We Lob for FuViic PmHh & WE Office CARbLINAS
SITE LOCATION CAUBRAT? P OMUM
District Drive- Raleigh, NC I z 8 4 C+
PLASTIC ]EATER uqum
LEWIT X CONTWIT X Luar X

_ DESCRIPTION OF MATERIAL ENGLISH UNITS iw
ROCK QUAIM DESIGNATION k RECOVERY
yq

Q
SOTIOY OF CAStNa LOSS OF CIRCULATION Lao x
? ROD%-•- - - REC.X
20X-40X-60X -80x_100*_
SURFACE ELEVATION ® STANDARD XIMT
RATION
434.1 •
o IO 20 so 40 64+
Topsoil Depth 3"

1 SS 18 18 Moist, Stiff, Reddish Brown, 15 (4-6-9
Fine Sandy Clayey SILT, (ML)
28.4
2 SS 18 18 Moist, Stiff, Yellow, Red, 430 15 (e-74)
Brown, to Yellow, Tan,
5 Micaceous Fine Sandy SILT, (ML)
3 SS 18 18 12 (4-5-7)

M
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4 SS 18 18 Brown, Micaceous Fine Sandy 425 16 (s-7-0)
1 SILT
(ML)
,
Moist, Hard, Red, Dark Gray,
Brown, Micaceous Fine Sandy
5 SS 18 18 SILT, (ML) 420 (a-Ia-Ie) 31
15
6 SS 18 I8 415 (14-717-23) 40

20
END OF BORING ® 20.0'
410
25
405
30- -
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOJNWY LINES BETWEEN SOIL TYPES M-SITU THE TRANSITION MAY BE GRADUAL
7wL DRY WS OR BORLNG STARTED 4-26-07
®
#RI.(BCR) TRI.(ACR) HOSING COMPLETED 4--26-07 CAVE IN DEPTH i 17.0'
IfWL RIG CME 45010 AL DRDI.ING IWMGD 2.25" I.D. HSA
CLIENT JOB BORING I 9"M
O'Brien Atkins Associate 15013 B-24 1 or 1

PROJECT NAYS
ARCHI`T'ECT--ENGINEER 9§LLP
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SITE LOCATION CAIMRAT I) PP HBTSR
District Drive-- Raleigh, NC 1 2 3 4 6+
PIASTIC WATER UQUM
IJ,uT x COHTIM x Lltut %
_
DESCRIPTION OF MATERIAL. ENGLISH UNITS x---------t-- ---A
ROCK QUALITY DESIGNATION rp RRCOVERY
BOTTO L OF CASING ®- 1033 OF CIRCULATION 100 o ROD%- - - REC.X
20X-40X-60X-80X 100
C
SURFACE
ICI xvATInH
® BTAHDARD PENSPRATION
415.4 g EWWS/FT.
0 - 1p 20 3 0 40 50+
Topsoil Depth 2" 415

1 T 16 Moist, Very Stiff, Reddish 16 (6-7-a) ?
Brown, Fine Sandy Clayey SILT, 34.9
Trace Mica
(ML)
,
2 ?Z ' 1$ c?1 ii-?I2)

5 .

410
Moist, Stiff to Firm, Red,
3 SS 18 18 Yellow, Tan, Fine Micaceous 10 (5-5"'5)
S
d
S
L
an
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I
T, (ML)
4 SS 1$ 18 8 (a-4-4)
1

405
Moist, Stiff, Tan, Brown, Fine
Micaceous Sandy SILT
(ML)
,
! 5 SS 113 16 9 (s-4-5)
15
400
Moist, Medium Dense, Tan,
Brown
White to Gray
Micaceous
6 SS 18 18 ,
,
Silty Fine SAND, (SM 11 (?-5-e)
20
395
7 SS 1B 18 13 (5-8-7)
25

END OF BORING @ 25.0' 390
30 -
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES DETVEEN SOIL TYPES IN-SITU TFIE TRANSITION HAY BE GRADUAL
7WL DRY 18 OR tD BORING STARTED 4-21-07
Tl URM) TRL{ACR) ROTTING COMPLETED 4--21-07 CAVE IN DEPTII a 21.0'

vr`
RIG CME 4501pR111AN AL s
DRU=(; W"HOD 2.25" I.D. HSA
CLIENT
JOB BORING # SHEET
O'Brien Atkins 'Associate 15013 B-34 1 or 1 CI

PROJECT NAME
ARCHITECT--ENGINEER Q
LLP
W
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cAROLtlVAS
SITE LOCATION -0- CALIBRATED PSNSl1 ofIEfER
District Drive- Raleigh, NC 1 2 TO s17' 4 a+
PIASfIC WATER UQUED
LWT X CONTENT X Lwr X
DESCRIPTION OF MATERIAL ENGLISH UNITS x --------a
ROCK QUALITY DESIGNATION d
RECOVERY
o

BOTTOM OF CASTHG W- LASS 01? CIRCUTAMN f00 z
° RQ0X- - - REC.%
20X-40X---60%---Sox-100
a SURFACE ELEVATION ? ® STANDARD
TION
422.4 ??
0 10 20 so 40 50+
Moist, Brown, SILT, With
Cobbles 4"
1 SS 18 18 26 (7-11
15)
-
Moist, Very Stiff, Reddish 420
Brown
Yellow
Fine Sand

2
SS
18
113 ,
,
y
Clayey SILT, (ML)

17 (5-8-9)
5
Moist, Very Stiff, Yellow, Red,
Micaceous Fine Sandy SILT, With
3 SS 18 18 Quartz Fragments, (ML) 9 (6-0-30)
Moist, Very Stiff, Pink to Red, 415
4 SS 18 18 Yellow' Ton, Micaceous Fine
1 Sandy SILT, (ML) (19-20-34 54

Moist, Very Hard to Hard, Pink,
Yellow, Tan, to Yellow, Tan,

i Micaceous Fine Sandy SILT, (ML) 410
5 SS 18 18 :(12-5-20) 35
15

405
5 SS 18 F18 (11"14-18) 32
2Q
END OF BORING CAD 20.0'
400
25-
-3951
30 --- -
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRMSITION HAY BE GRADM
Y*L DRY Ifs OR ® BORING S@ARTM 4-25-07
®®
# V14) TW14ACR)
BORING COMPLETED 4 - 2 5 - 0 7
CAVE IN DSPPII • 18.0' `
Tn RIG REMAN
CME 450 J&L DRD.LING METHOD
2.25" I.D.
CLIENT
JOB # BORING # sum
O'Brien Atkins Associate 15013 B-38 1 OF 1 ECT
PROJ
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C
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ARCHITECT-ENGLNEER L
1
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Gerlfesll- Side LILY for Uric IRU11I] & IE Offm
Oi1ROL11VAs
SITE LOCATION p?O
?- CAUMU
District Drive-- Raleigh
NC ?NS
, 1 2 s 4 6+
PUSH HATER UQUM
Lnm x CONTSNT z UWT X

DESCRIPTION OF IIATERLAL ENGLISH UN1T9

?.
X
--- -+i -- -n
ROCK QUALM DESIGNATION A RISCOVXRY

z
BoTT011 OF CASLNG W- LASS OF CIiCUTATION 100
° ROD%- - - REC.X
-20X-4O%-60%-80%-100X--
SURFACE EWATION ® STAND RD PU TION
?$ 404
5 ,
0 . - 10 20 30 40 60+
Topsoil Depth 3"

1 SS 18 18 Moist, Stiff, Reddish Brown, L4: (s-s-s)1?
Fine Sandy Clayey SILT, Trace 31.9
Mica
(ML)
,

2 SS 18 18 Moist, Very Stiff, Tan, Yellow, 400 24(6-10-13)
Red, Mleaceous Fine Sandy SILT,
Trace Quartz in Somple 3, (ML)
3 SS 18 18 1$ (e-Is)

1 4 Ss 18 18 395 24 (s-1:-13)

1
t
i 15
5
SS
18
18
390
2500-11714)

:
6 SS 18 18 385 *13-17 : 30
20
END OF BORING ® 20.0'
25 380
L3751
THE STRATIFICATION LINES REPRESENT THE APPRONINATE BOUNDARY LINES BETWEEN SIIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL.
V*D DRY WS OR BORING STARTED 4-25-07
TW913CR) TIUACR) BORIIG COMPL6TE:D 4-25-07 5, ?
CAYB IN DEPTH • 17
,
Y*? RIG C M E 45 O'O J & L DRU NG )MMOD 2.25" I.D. NSA
IMPACT AREAS
NRB ZONE 1 IMPACT:
4657 SQ (0.107 AC)
NRB ZONE 2 IMPACT:
2865 SQ (0.066 AC)

H to a
cn HEADWALL
"-INV: 384.00'
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(3) 73 LF, 60" RCP @ 5,50% z'
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/ /
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NEUSE RIVER BUFFER
0 0 ZONE 1 IMPACT

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0
NEUSE
RIVER BUFFER
ZONE 2 IMPACT
Impact Exhibit
New State Laboratory for Public
Health + Medical Examiner's Office
State of North Carolina,
Dept. of Health and Human Services
Raleigh, NC
MULKEY
ENGINEERS 8c CONSULTANTS
PO BOX 33 1 27 SCALE: 1 "=20'
RALEIGH, N.C. 27636-:3127
[phone] DRAWING NO.
(919) E351-1 91 B (FAX)
WWW.MULKEY]NC.COM 1R-1
430

420 - -- I - - I PRO' GUARD RAILI 420
L
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400 -T - -T 7 T 400
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HEADWALL
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INV OUT: 388.00
HEADWALL 380
INV IN: 384.00`
r0„ -RAP 4-5I507w.-- T -T - F -1 370
360
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-?- - BURY PI 1 - -L - 360
350
350
9+80 9+90 10+00 10+10 10+20 10+30 10+40 10+50 10+60 10+70 10+80 10+90 1 1+00 11+10
STATION
Impact Exhibit .
M U L K E Y
New State Laboratory for Public ENGINEERS & CONSULTANTS
Health + Medical Examiner's Office
SCALE:
1 "=20'
State of North Carolina,
Dept. of Health and Human Services PO Box 33 1 27
RALEIGH, N.C. 27636-31Z7
(919) SS 1 -1 91 2
DRAWING NO,
Raleigh, NC (9 1 9) 851 -1 91 s (FAX)
WWW,MULKEYINC.COM
R
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SECTION --- AT UPSTREAM CULVERT
420
410 -
FINIS ED GR,?E APPROX
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W TER L

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400 -t _ EXIST 9RAQE j

--- - - .?--- 1 - -
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380 ? [ r ? - I-
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-
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360 '
--50 -40 --30 --20 -10 0
420
410
400
390
380
370
' ' ' ' 360
10 20 30 40 50
Impact exhibit
New State Laboratory for Public M L
ENGINEERS & CONSULTANTS
Health + Medical Examiner's Office
PO BOX 331 27 SCALE: 1 "=20'
State of North Carolina,
RALEH, Dept, of Health and Human Services (9 9) a 5 1,- 11 9 1 27 6` 7 DRAWING NO.
(919) 851-1 uLK YtNGFc (FAX)
Raleigh, NC
R-3
SECTION - AT CENTER OF ROAD
430
420
410
400
390
380
370
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FINISH GRAL3E I
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360 ' I I I 1 f
-50 -40 -30 -20 -10 0
430
420
410
400
390
380
370
I I I._ I_... ' 360
10 20 30 40 50
Impact exhibit
U Y
New State Laboratory for Public ENGINEEF-5 Nu QDN?55ULTANTS
Health + Medical Examiner's Office
State of North Carolina, P© Box 33 1 27 SCALE: 1 "=20'
RALEIGH, N.C. 27636-31 27
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POINT PRECIPITATION
ii
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
RALEIGH NC STATE UNIV, NORTH CAROLINA (31-7079) 35.7944 N 78.6989 W 400 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed May 20 2009
Confidence Limits Seasonality Location Maps O#her Info. GIS da#a Maps Does
.: I IF
Precipitation Fre uenc Estimates inches
M10 15 30 120 12 10 20 30 45 bfl
% ?5 ?6b 3 hr. 6 hr 24 hr 4$„hr 4 day 7 day ears) m mm min m1nman hr da da _ da . da T
0 0.40 0.64 0,80 1.10 1.37 1.60 1.69 2.04 2.41 2,87 3.32 3.71 4.30 4.91 6.57 8.16 10.40 12.48
0.47 0.75 0.94 1.30 1.64 1.92 203 2.44 2.89 3.46 3.99 4.45 5.14 5.84 7.76 9.60 12.19 14.56
0.54 0.87 1.10 1.56 2,00 2.36 2.51 3.02 3.58 4.35 4.97 5.49 6.25 7.02 9.17 11.17 13.95 16.47
10 0.60 0.96 1.22 1.76 2.29 2.73 2.92 3.52 4.20 5.04 5.74 6.31 7.14 7.94 10.28 12.38 15.31 17.94
25 0.66 1.06 1.34 1.98 2.64 3.18 3,45 4.18 5.01 5.98 6.78 7.43 8.3b 9.19 11.79 13,98 17.07 19.83
50 0.71 1.13 1.43 2.15 2.91 3.55 3.89 4.72 5.71 6.73 7.59 8.32 9.32 10.17 12.97 15.21 18.41 21,25
100 0.75 1.19 1.50 2.30 3.17 3.91 4.32 5.27 6.41 7.50 8.43 9.22 10.31 11.16 14.16 16.43 19.72 22.61
200 0.78 1.24 1.56 2.44 3.42 4,26 4.77 5.84 7.16 8.28 9.29 10.15 11.32 12.16 15.37 17.65 2100 23.95
1.3 10.46 11.42 12.70 13.52 17.Oi 19.27 22.68 25.67
500 0.82 0 1.63 2.60 3.73 4.72 5.36 6.61 8.18 9.36
1000 0.85 1.34 F16-81F2 72 3.97 5.09 5.86 7.25 9.05 10.21 11.37 12.42 13.79 14.58 18.27 20.51 23.94 26.96
' These precipitation frequency estimates are based on a artial.funatimsseries. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14, Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
x Upper bound of the 90% confidence interval
Precipitation Frequency Estimates inches

120 3 6 12 24 48 7 10 20 30 45 60
ARIA 5 10 1S 30 60 ] ][
[;2 [
day day 11 day 11 day 11 day day
(years) min min min min min min hr hr hr 11 hr hr
0.44 0.70 0,88 1.20 1.50 1.76 1.86 2.23 2.63 309 3.56 3,98 4.59 5.23 7.00 8.66 10.98 13,13

33
0.5-11F 82 1.03 1.43 1.79 2.10 2.23 2.68 3.16 3.73 4.29 4.77 5.48 6.22 8.26 10.19 12.8T15
0.59 0.94 1.20 1.70 2.18 2,59 2.76 3.31 3.92 4.68 5.35 5.87 6.67 7.47 9.76 11.85 14.71 17.32
10 5
0.6 1.05 1.32 192 2.50 2.99 3.21 3
.85
4.59
5.42
6.17
6.75
7.61 8.45 10.94
13.14
16.13
18.88
2S 0.72 1.15 1.46 2.16 2.87 3.48 3.77 4.55 5.45 6.44 7.28 7.95 8.90 9.79 12.54 14.84 18.00 20.89
54 0.77 1.23 1.SS 2.34 3.17 3.88 4.25 5.14 6.18 7.24 8.16 8.89. 9.93 10.83 13.81 16.15 19.42 22.41
100 0.81 1.29 1.63 2.50 3.45 4.27 4.72 5.72 6.94 8.06 9.06 9.87 10.99 11.89 1509 17.47 20.82 23.87
200 0.85 1.35 1.70 2.65 3.72 4.66 5.20 6.33 7.73 8.92 9.99 10.87 12.09 12.98 16.39 18.79 22.19 25.29
500 0.89 1.41 1.78 2.83 4,06 5.15 5.85 7.16 8.83 10.09 11.27 12.25 13,59 14.44 18.15 20.54 24.02 27.15
1000 0.93 1.46 1.83 2.97 4.34 5.57 6.40 7.88 9.78 11.02 12.26 13.33 14.77 15.59 F,9551 1.90 25.39 28.54
"The upper hound of the confidence interval at 90% confidence level Is the value which 5% of the simulated quantile values for a given frequency are greater them.
These precipitation frequency estimates are based on a partial duration series, ARI Ls the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Page 1 of 2
rn to State I
5/20/2009
http:llhdse.nws.noaa.govlcgi-binlhdsclbuildout.perl?type=pf&units=us&series=pd&statename=NORTH+C...
Precipitation Frequency Data Server
10 110.55
25 0.60
50 O.b4
100 0,58
200 0.70
0.80 11101 11143 111 2.15 2.29]L2 77 3.28 4.05 4.63 5.13 5.85 6.58 8.62 10.51 13.23 15.62
0.-88T, 11 1.61 2.10 2.48 2,b6 3.22 3.83 4.69 5.34 5.89 6.68 7.44 9.65 11.63 14.51 17.01
096 1.22 1.81 2.41 2.87 3,12 3.79 4,54 5.55 6,28 6.91 7.80 8.59 11.04 13.11 16.16 18.78
1.02 1.30 195 2.65 3.19 3.49 4.26 5.13 b.23 7.02 7.72 8,67 9.48 12.12 14.24 17.39 2009
1.07 1.36 2.08 2.86 3,49 3.85 4.71 5.71 b92 7.77 8.53 9.56 10.38 13.19 15.36 18.57 21.34
1.11 1741 2.19 3.07 3.78 4.22 5.17 6.30 7,62 8.54 9.35 10.46 11.2$ 14.27 15.46 19.74 22.56
500 110.73 111.16 111.46
1000 110.75 111.18 111.49
10.48 11.6$ 12,50 15.73 17.90 21.25 24.12
11.35 12.63 13.42 16.85 19,00 22.39 25.29
'The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantlle values for a given frequency are less than.
These precipitation frequency estimates are based on a partial duration maxima series, ARI is the Average Recurrence Interval,
Please refer to NOAA Atlas 14 Document for mare information. NOTE: Formatting prevents estimates near zero to appear as zero.
[ Text version of tables
Page 2 of 2
http:llhdse.nws.noaa.gov/cgi-binlhdselbuildout.perl?type=pf&units=us&series=pd&statename=NORTH+C... 5/20/2009
Precipitation Frequency Data Server
POINT PRECIPITATION , .
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 RALEIGH NC STATE UNIV, NORTH CAROLINA (31-7079) 35.7944 N 78.6989 W 400 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed May 20 2009
Confidence Limits I Seasonality [i_ocation Maps.. .Other Info. G1S data Maps ©ocs
Estimates
ARIx 10 15 30 60 120. 12 [Z]F 47 10 ZO [10'fl
(years mtn ?nin ??min 3 hr 6 hr hr F d _da da dr da F1-I4.82 3.86 3.21 2.20 1.37 0.80 0.56 0.34 0.20 0.12 D.07 0.04 0.03 0.02 0.01 0.01 0.01 0.01
5.64 4.Si 3.78 2.61 1.64 0.96 0.68 0.41 0.24 0.14 0.08 0.05 0.03 0.02 O.02 0.01 0.01 I
0 6.49 5.20 4.38 3.11 2.00 1.18 0.84 0.50 0.30 018 0.10 O.Ob 0.04 0.03 0.02 0.02 0.01
0.18 0.10 0.46 0.05
0.19 0.11 0.07 0.05
0.01
0.01
0.01
0.01
0.01
0.02
x Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr) I
ATU711 [ 5 10 15 11'F6 0 Z21FIr 6 12 24 48 4 7 10 20 30 60
(years) min min min min min hr hr hr day day day 11 day day day day
5.27 4.21 3.50 2.40 1,50 0.88 062 0.37 0.22 0.13 0.07 0.04 0.03 0.02 0.01 DA1 0,01 0.01
0 b.16 493 4.13 2,85 1.79 1.05 0.74 0.451
6 O.lb OA9
F
0.05
0.03
0.03
0.02 0.01 0.01
0.01
7.08 5.66 4.78 3.39 2.18 1.29 0.92 0.55 0.33 0.19 0.11 DA6 0.04 0.03 OA2 0.02 0.01 0.01
10 7.85 6.28 5.29 3.83 2.54 1.49 1.07 0.64 0.38 0.23 0.13 O.D7 F605 0.04 0.02 D.02 0.01 0.01
25 8.65 6.89 5.83 4.32 2.87 1.74 1.26 0.76 0.45 0.27 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01
50 9.24 7.36 .21 4.67 3.17 1.94
6 1.41 0.8b 0.51 0.30 0.17 0.09 0.06 OAS 0.03 0.02 0.02 0.02
100 9.76 7.75 3
6.5 5.00 3.45 2.13 1.57 0.96 0.58 334 0.19 0.10 0.07 0.05 0.03 0,02 0.02 0.02
200 10.22 8.11 .82
6 5.31 3.72 E33] 73 1.06 0.64 0.37 0.21 D.11 0.07 0.05 0.03 0.03 0.02
0.02
500 14.73 8.48 7.12 S. 4.06 2.58 1.95 1.20 0.73 0.42 0.23 0,173F60 8 4.06 0.074 F603] 0.42 0,02
1000 11.14 8.77 7.34 5.94 4.34 2.78 2.13 1.32 4.81 0.46 0.26 0.14 0.09 OA6 0.04 0,03 4.02 4.02
' The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
"These precipitation frequency estimates are based on a rhatduration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Page 1 of 2
to State.
5/20/2009
"These precipitation frequency estimates are based on a partial duration series: ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more Information. NOTE: Formatting forces estimates near zero to appear as zero.
http://hdse.nws.noaa,govlcgi-binlhdsclbuildout.perl?type=idf&units=us&series=pd&statename=NORTH+C...
Precipitation Frequency Data Server
5.96 4.78 4,03 2.8b 1.83 1.07 0.76 0.46 0.27 0.17 0.10 0.05 0.03 0.03 0.02 0.01 0.01 0.01
10 6,60 5.28 4.46 3.23 2.10 1.24 0.89 0.54 0.32 0,20 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
25 7.26 5.78 F4-8-8]F3 62 2,41 1.44 1.04 0.63 0,38 0.23 0.13 0.07 0.05 0 04 0.02 0.02 0.01 0 01
5fl 7.72 6.14 5.18 3.90 2.65 1.60 1.16 0.71 0.43 0.26 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01
100 8.10 6.44 5.42 4.1 S 2.86 1,74 1.28 0.79 0,47 0.29 0,16 0.09 0.06 0,04 0.03 0,02 0.02 0.01
200 8.44 6.68 5.62 4.38 3,07
1
1.89
1.40
0.86
0.52
0.32
181
0.10
0.06
O.OS
0.03
0.02
0.02
I
0.02
500 8.77 6.94 5.$2 4.63 3.32 2.08 1.56 0.9b 0.-59 T-361 0.20 0.11 OA7 0.05 0.03 0.02 0.02 0.02
1000 9.01 7,10 5.94 4.ff1 3.51 2.22 1.69 1.05 Q.64 0.39 0.22 0.12 0.08 0,06 0.04 0,03 0.02 0.02
`The lower bound of the confidence interval at 90%confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
Please refer to NOAH. M as 14 Document for more information. NOTE; Formatting prevents estimates near zero to appear as zero.
Text version of tables
Page 2 of 2
http:/lhdse.nws.noaa.gov/cgi-binlhdsc/buildout.perl?type=idf&units=us&series=pd&statename=NORTH+C... 5/20/2009

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Watershed Model SchemagafiowHydrographsExtension for AutoCADOCivil 3DV2008by Autodesk,Inc. v6.052
1 2
3
Legend
Find, Origin Description
1 Rational Wet Pond 4 Pre Development
2 Rational Wet Pond 4 Post Development
3 Reservoir Wet Pond 4 Routed
Project: Wet Pond 4.gpw Wednesday, Jun 10, 2009
Hlydrograph Return Period HyR *globgraphsExtensionforAutoCADGCivil3DO2008byAutodesk,Inc.v6.052
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
i
i
No. type Hyd(s) on
descr
pt
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 Rational ------ 7.702 9.286 ------- ------- 12.03 ------- ------- 16.50 Wet Pond 4 Pre Development
2 Rational ------ 19.73 23.57 ------- ------- 29.55 ------- ------- 3917 Wet Pond 4 Post Development
3 Reservoir 2 0.444 0.483 ------- ------- 0.539 ------- ------- 1.700 Wet Pond 4 Routed
Proj. file: Wet Pond 4.gpw Wednesday, Jun 10, 2009
Hydrograph Summary Ike ?'HydPafTow Hydrographs Extension for AutoCAIM Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
Interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(tuft) Hydrograph
description
1 Rational 7.702 1 10 4,621 ------ ------ ------ Wet Pond 4 Pre Development
2 Rational 19.73 1 5 5,918 ------ ------ ----- Wet Pond 4 Post Development
3 Reservoir 0.444 1 10 5,904 2 407.01 12,897 Wet Pond 4 Routed
Wet Pond 4.gpw Return Period: 1 Year Wednesday, Jun 10, 2009
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D02008 by Autodesk, Inc. v6.052
Hyd. No. 1
Wet Pond 4 Pre Development
Hydrograph type = Rational
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 5.700 ac
Intensity = 3.861 in/hr
OF Curve = Raleigh.IDF
Wednesday, Jun 10, 2009
Peak discharge = 7.702 cfs
Time to peak = 10 min
Hyd. volume = 4,621 cuft
Runoff coeff. = 0.35
Tc by User = 10.00 min
Asc/Rec limb fact = 111
Q (cfs)
8.00
Wet Pond 4 Pre Development
Hyd. No. 1 -- 1 Year
6.00
4.00
2.00
0.00 6' 0 2
Hyd No. 1
4 6 8 10 12 14 16 18
Q (cfs)
8.00
6.00
4.00
2.00
-N- 0.00
20
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
Wet Pond 4 Post Development
Hydrograph type = Rational
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 7.060 ac
Intensity = 4.818 in/hr
OF Curve = Raleigh.IDF
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
Wednesday, Jun 10, 2009
Peak discharge = 19.73 cfs
Time to peak = 5 min
Hyd, volume = 5,918 cuft
Runoff coeff. = 0.58
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
Wet Pond 4 Post Development
Hyd. No. 2 -- 1 Year
Q (cfs)
1 00
0 1 2
Hyd No. 2
2.
18.00
15.00
12.00
9.00
6.00
3.00
0.00
3 4 5 6 7 8 9 10
Time (min)
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCADV Civil 3DO 2008 by Autodesk, Inc. v6.052 Wednesday, Jun W, 2009
Hyd. No. 3
Wet Pond 4 Routed
Hydrograph type = Reservoir Peak discharge = 0.444 cfs
Storm frequency = 1 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 5,904 cuft
Inflow hyd. No. = 2 - Wet Pond 4 Post Development Max. Elevation = 407.01 ft
Reservoir name = Wet Pond 4 Max. Storage = 12,897 tuft
storage Indication method used. Wet pond routing start elevation = 406.00 ft.
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6,00
3.00
0 00
Wet Pond 4 Routed
Hyd. No. 3 -- 1 Year
0 120
Hyd No. 3
240 360
Hyd No. 2
480 600 720 840
111 i 11 I i I Total storage used = 12,897 tuft
Q (cfs)
21.00
18.00
15.00
12.00
9,00
6.00
3.00
0.00
960
Time (min)
Pond Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc. v6,052 Wednesday, Jun 10, 2009
Pond No, 1 - Wet Pond 4
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 402.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 402.00 73 0 0
1.00 403.00 880 402 402
2.00 404.00 1,578 1,212 1,614
3.00 405.00 2,364 1,958 3,572
4,00 406.00 4,904 3,557 7,129
5,00 407.00 6,555 5,709 12,838
5.75 407.75 7,429 5,240 18,078
6.00 408.00 7,728 1,894 19,972
7.00 409.00 8,959 8,335 28,307
8.00 410.00 10,245 9,594 37,901
Culvert 1 Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 3.00 0,00 0.00 Crest Len (ft) = 12.00 0.00 0.00 0,00
Span (in) = 24.00 3.00 0,00 0.00 Crest El. (ft) = 407.75 0.00 0.00 0.00
No. Barrels = 1 2 0 0 Weir Coeff. = 3.33 133 3.33 3.33
Invert El. (ft) = 402.00 406.00 0.00 0.00 Weir Type = Riser --- --- ---
Length (ft) = 76.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 nla
N-Value = .013 .013 .013 nla
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 0.000 (by Contour)
Multi-Stage = nla Yes No No TW Elev. (ft) = 0.00
Note: CulvatVOrifice outflows are analyzed under inlet (ic) and outlet (oc) control, Weir risers checked for or ice conditions (io) and submergence (s).
Stage 1 Storage 1 Discharge Table
Stage Storage Elevation Civ A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 402.00 0.00 0.00 --- 0.00 --- --- - --- 0.000
1.00 402 403.00 0.00 0.00 ---
-- 0.00 ...
--- --- --- --- 0.000
2.00 1,614 404.00 0.00 0.00 --- - 0.00 --- --- --- --- 0.000
3.00 3,572 405.00 0.00 0.00 --- 0.00 0.00C
4,00 7,129 406.00 0.00 0.00 --- -- 0.00
-
-° --- 0.00C
5.00 12,838 407.00 0.44 is 0.44 is --- - - 0.00
... -_- --- _._ 0.442
5.75 18,078 407.75 0.6010 0.60 is --- 0.00 --- 0.60,
6.00 19,972 408.00 5.64 is 0.6510 --- --- 5,00 --- --- .-- --- --- 5,642
7.00 28,307 409.00 36.17 is 0.25 is --- --- 35,92s --- --- --- --- 36.17
8.00 37,901 410.00 39.84 is 0.12 is --- .-- 39.70s -- --- --- 39.82
Hydrograph Summary Re p,dPatTow Hydrographs Extension for AutoCADt Civil 300 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
Interval
(min) Time to
peak
(min) Hyd.
volume
(tuft) inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 Rational 9.286 1 10 5,572 ...... ------ ------ Wet Pond 4 Pre Development
2 Rational 23.57 1 5 7,070 ------ ------ ------ Wet Pond 4 Post Development
3 Reservoir 0.483 1 10 7,056 2 407.17 14,032 Wet Pond 4 Routed
Wet Pond 4.gpw Return Period: 2 Year Wednesday, Jun 10, 2009
Hydrograph Report
Hydraffaw Hydrographs Extension for AutoCADO Civil MD 2008 by Autodesk, Inc. v6.052 Wednesday, Jun 10, 2009
Hyd. No. I
Wet Pond 4 Pre Development
Hydrograph type = Rational Peak discharge = 9.286 cfs
Storm frequency = 2 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 5,572 cuft
Drainage area = 5.700 ac Runoff coeff. = 0.35
Intensity = 4.655 in/hr Tc by User = 10.00 min
OF Curve = Raleigh.IDF Asc/Rec limb fact = 111
Q (cfs)
10.00
8.00
6,00
4.00
2.00
0.00 if '
0 2
- Hyd No. 1
Wet Pond 4 Pre Development
Hyd, No. 1 -- 2 Year
4 6 8 10 12 14 16 18
Q (cfs)
10.00
8.00
6.00
4.00
2.00
x- 0.00
20
Time (min)
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
Wet Pond 4 Post Development
Hydrograph type = Rational
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 7.060 ac
Intensity = 5.755 in/hr
OF Curve = RaieighADF
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 .4 ' '
0 1 2
Hyd No. 2
Wednesday, Jun W, 2009
Peak discharge = 23.57 cfs
Time to peak = 5 min
Hyd. volume = 7,070 cuft
Runoff coeff. = 0.58
Tc by User = 5.00 min
Asc/Rec limb fact = 111
Wet Pond 4 Post Development
Hyd. No. 2 -- 2 Year
3 4 5 6 7 8
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
N 0.00
9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADn Civil 3D@ 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
Wet Pond 4 Routed
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - Wet Pond 4 Post Development
Reservoir name = Wet Pond 4
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wednesday, Jun 10, 2009
= 0.483 cfs
= 10 min
= 7,056 cuft
= 407.17 ft
= 14,032 tuft
Storage Indication method used. Wet pond routing start elevation 406.00 ft.
Q (Cfs)
24.00
Wet Pond 4 Routed
Hyd. No. 3 -- 2 Year
20.00
16.00
12.00
8.00
4.00
0.00
0 120
-,-- Hyd No. 3
240 360
Hyd No. 2
480 600 720 840
111 I I I I I I Total storage used = 14,032 tuft
a (efs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
960
Time (min)
Hydrograph Summary Rep,Cdr`aftowHydrographs Extension forAutoCADOCivil 3iO2008byAutodesk,Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 Rational 12.03 1 10 7,217 ------ ------ ------ Wet Pond 4 Pre Development
2 Rational 29.55 1 5 8,865
_-_.
......
------
Wet Pond 4 Post Development
3 Reservoir 0.539 1 10 8,851 2 407.43 15,803 Wet Pond 4 Routed
Wet Pond 4.gpw Return Period: 10 Year Wednesday, Jun 10, 2009
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3EKD 2008 by Autodesk, Inc. v6.052 Wednesday, Jun 10, 2009
Hyd. No, 1
Wet Pond 4 Pre Development
Hydrograph type = Rational Peak discharge = 12.03 cfs
Storm frequency = 10 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 7,217 tuft
Drainage area = 5.700 ac Runoff coeff. = 0.35
Intensity = 6.029 in/hr Te by User = 10.00 min
OF Curve = Raleigh.IDF Asc/Rec limb fact = 111
Q (Cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 V
0 2 4
Hyd No. 1
Wet Pond 4 Pre Development
Hyd. No. 1 -- 10 Year
6 8
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
10 12 14 16 18 20
Time (min)
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
Wet Pond 4 Post Development
Hydrograph type = Rational
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 7.060 ac
Intensity = 7.217 in/hr
OF Curve = Raleigh.IDF
Q (Cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.aa 0.00
0 1 2 3 4 5 6 7 8 9 10
Time (min)
Hyd No. 2
Wednesday, Jun 10, 2009
Peak discharge = 29.55 cfs
Time to peak = 5 min
Hyd. volume = 8,865 cuft
Runoff coeff. = 0.58
Te by User = 5.00 min
Asc/Rec limb fact = 111
Wet Pond 4 Post Development
Hyd. No. 2 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2008 by Autodesk, Inc. v6.062 Wednesday, Jun 110, 2009
Hyd. No. 3
Wet Pond 4 Routed
Hydrograph type = Reservoir Peak discharge = 0.539 cfs
Storm frequency = 10 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 8,851 tuft
Inflow hyd. No. = 2 - Wet Pond 4 Post Development Max. Elevation = 407.43 ft
Reservoir name = Wet Pond 4 Max. Storage = 15,803 tuft
Storage indication method used. Wet pond routing start elevation = 406.00 ft.
Q (Cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 -°
0 120
Hyd No. 3
Wet Pond 4 Routed
Hyd. No. 3 -- 10 Year
240 360 480 600 720 840 960
Hyd No. 2 III 1111 I 1 Total storage used = 15,803 tuft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
1 0.00
1080
Time (min)
Hyd ro g ra p h Summary Rep
PafTow Hydrographs Extension for AutoCAD® Civil 3DO 2008 by Autodesk, Inc. v6.052
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(curt) Hydrograph
description
1 Rational 16.50 1 10 9,895
------
------
------
Wet Pond 4 Pre Development
2 Rational 39.77 1 5 11,932
------
------
------
Wet Pond 4 Post Development
3 Reservoir 1.700 1 10 11,918 2 407.85 18,758 Wet Pond 4 Routed
Wet Pond 4.gpw Return Period: 100 Year Wednesday, Jun 10, 2009
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31DO 2008 by Autodesk, Inc. v6.052 Wednesday, Jun 10, 2009
Hyd. No. 1
Wet Pond 4 Pre Development
Hydrograph type = Rational Peak discharge = 16.50 cfs
Storm frequency = 100 yrs Time to peak = 10 min
Time interval = 1 min Hyd, volume = 9,899 tuft
Drainage area = 5.700 ac Runoff coeff. = 0.35
Intensity = 8.270 in/hr Tc by User = 10.00 min
OF Curve = Raleigh.IDF Asc/Rec limb fact = 111
Q (cfs)
18.00
15.00
Wet Pond 4 Pre Development
Hyd. No. 1 -- 100 Year
12.00
9.00
6.00
3.00
000" '
0 2 4
- -° Hyd No. 1
6 8 10 12 14
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
i N 0.00
16 18 20
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3DO 2008 by Autodesk, Inc. v6.052 Wednesday, Jun 10, 2008
Hyd. No. 2
Wet Pond 4 Post Development
Hydrograph type = Rational Peak discharge = 39.77 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 11,932 cuft
Drainage area = 7.060 ac Runoff coeff. = 0.58
Intensity = 9.713 in/hr Tc by User = 5.00 min
OF Curve = Raleigh.IDF Asc/Rec limb fact = 111
Q (cfs)
40.00
30.00
Wet Pond 4 Post Development
Hyd. No. 2 -- 100 Year
20.00
10.00
0.00 V
0 1 2
-- Hyd No. 2
3 4 5 6 7 8 9
Q (cfs)
40.00
30.00
20.00
10.00
X- 0.00
10
Time (min)
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCADS Civil 3DV 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
Wet Pond 4 Routed
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - Wet Pond 4 Post Development
Reservoir name = Wet Pond 4
Storage Indication method used. Wet pond routing start elevation = 406.00 ft.
Q (cfs)
40.00
30.00
20.00
10.00
Wet Pond 4 Routed
Hyd. No. 3 -- 100 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wednesday, Jun 10, 2009
1.700 cfs
= 10 min
11,918 cuft
= 407.85 ft
= 18,758 tuft
Q (cfs)
40.00
0.00 -D
0
60 120 180 240 300 360 420 480 540 600 660
30.00
20.00
10.00
0.00
720 780 840
Time (min)
Hyd No. 3 Hyd No. 2 TITII I I I I Total storage used = 18,758 cuft
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Bioretention Underdrain Sizing
Permeability (ft/sec) 4.6296E-05
Factor of Safety 5
1.1000E-02
5,0000E-03
BR Number Bio Area Q(cfs) D (RAW) D (w. FOS) Nearest Standard PVC
1 6010 1.39120081 9.012733863 9 6
2 5410 1.25231221 8.664182556 9 6
3 5156 1.193516036 8.509341646 9 6
mom=
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ENGINEERS & CONSULTANTS
CLIENT SUBJECT
PROJECT No.
Flow from first inch to Level Spreader (Q,.) = 0:81 efs
Total Flow from System (Q 10) = 5.84 cfs
Flow to Bypass system (Q) = 5.03 cfs
HEADWATER DESIGN
Qj• =.0437 ; 0.6 * d2 * sgrt(z-(d124))
........... ....
d = PVC outlet pipe diameter (try) 6"
z = height of weir
z- 1.16'
USE = 1.25'
WEIR DESIGN
Assumption for height of water over weir = 1.00'
Q=Cw*B*H3s
CW = 3.33 for sharp-crested weirs
B = width of weir (solve for)
H = Height assumption
B = 1.51'
Say 1.5' for width
Use Standard 24" x 36" precast box
Minimum height of box (without lid)= 4.00
Calculation Sheet
OK
Page OF
_ Prepared By Date
_Reveiewed By Date
Values to be input by user
W O0
Z
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F-
-To MULKEY
CLIENT SUBJECT
PROJECT No.
Flow from first inch to Level Spreader (Q,A) _ 1.08 cfs,
Total Flow from System (Q10) = 7.83 cfs
Flow to Bypass system (Q) = 6.75 cfs
HEADWATER DESIGN
Q1. =.0437 * 0.6 * d2 * sgrt(z-(d124))
............. ... .
d = PVC outlet pipe diameter (try) 8"
z = height of weir
z= 1.46'
USE = 1.50'
WEIR DESIGN
Assumption for height of water over weir = 1.0'
Q=CW*B*H1.5
CW = 3.33 for sharp-crested weirs
B = width of weir (solve for)
H = Height assumption
B = 2.03'
Say 2' for width
Use Standard 24" x 48" precast box
Minimum height of box (without lid)= 6.00
Calculation Sheet
OK
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Sediment Basin Design
SB-1
Skimmer Basin Sizing
(Reference: Erasion and Sediment Control Planning and Design Manual)
Project and Project Number = DHHS Laboratory 2007.096
Skimmer Basin ID = SBA
Location of Skimmer Basin = Western edge of property
Drainage Area description to sediment trap
Disturbed earth (this project) = 5.11 AC @ c= 0.50
Undisturbed, residential areas = 0.00 AC @ c= 0.60
Undisturbed, grassy areas = 0.00 AC @ c= 0.30
Other areas (impervious surface) = 0.00 AC @ c= 0.95
Total = 5.11 AC @ c= 0.50
Required design aspects of sediment trap
Required sediment volume of trap =_>
The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is
approximately one year of sediment storage.
Reduction Factor permitted by erosion control authority = 1 per NCDENR
Associated cleanout period for reduction factor = One year
Sediment storage required = 9198 CF
Key aspects of sediment trap as designed
Design dimensions for sediment trap based on required sediment storage amount =_>
Sediment storage depth needed = 2.0 ft
Surface area required = 5995 SF (325 SFicfs of Q10)
Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_>
Sediment trap length = 110.00 ft (measured at bottom of trap)
Sediment trap width = 55.00 ft (measured at bottom of trap)
Surface area provided = 6050.00 SF OK
Sediment storage volume provided = 12100.00 CF OK
Sediment trap required dimensioning for flood passage =_>
" Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir)
" Pass Q1e over weir with max. depth of flow over weir = 0.5 ft.
Length of spillway required (max depth of flow = 0.5 R.) __>
Regional ten year storm intensity, lio= 7.22 inlhr Using Kirpich Eq, To find Tc
Q,o = 18.45 cfs
Weir length = 18.0 ft
Depth of flow for this weir length = 0.49 ft
Resultant depth to top of berm = 4.49 ft
Final minimum dimensions for sediment tra

Depth to top of berm = 4.5 feet
Depth to crest of spillway = 3.0 feet
Sediment Storage Depth = 2.0 feet
Length = 110 feet
Width = 55 feet
Length of Weir = 18.0 feet (minimum)

Note: Sediment trap dimensions given (length and width) are dimensions for
the bottom of the sediment trap.
SB-2
Skimmer Basin Sizing
{Reference: Erosion and Sediment GonFrol Manning and Design Manual)
Project and Project Number = QHHS Laboratory 2007.096
Skimmer Basin ID = SB-2
Location of Skimmer Basin = Northern edge of property
Drainage Area description to sediment trap
Disturbed earth (this project) = 2.61 AC @ c= 0.50
Undisturbed, residential areas = 0.00 AC @ c= 0.60
Undisturbed, grassy areas = 0.00 AC @ c= 0.30
Other areas (impervious surface) = 0.00 AC @ c= 0.95
Total = 2.61 AC @ c= 0.50
Required design aspects of sediment trap
Required sediment volume of trap =_>
The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is
approximately one year of sediment storage.
Reduction Factor permitted by erosion control authority = 1 per NCDENR
Associated cleanout period for reduction factor = One year
Sediment storage required = 4698 CF
Key aspects of sediment trap as designed
Design dimensions for sediment trap based on required sediment storage amount =_>
Sediment storage depth needed = 2.0 ft
Surface area required = 3062 SF (325 SFlcfs of Q10)
Bottom of trap dimensions to provide required surface area and maintain a 2J length to width ratio =_>
Sediment trap length = 80.00 ft (measured at bottom of trap)
Sediment trap width = 40.00 ft (measured of bottom of trap)
Surface area provided = 3200.00 SF OK
Sediment storage volume provided = 6400.00 CF OK
Sediment trap required dimensioning for flood passage =_>
Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir)
" Pass Q1e over weir with max. depth of flow over weir = 0.5 fL
Length of spillway required (max. depth of flow = 0.5 ft.) __>
Regional ten year storm intensity, lio_ 7.22 inlhr Using Kirpich Eq. To find To
Q1e = 5.42 cis
Weir length = 10.0 ft
Depth of flow for this weir length = 0.46 ft
Resultant depth to top of berm 4.46 ft
Final minimum dimensions for sediment trap
Depth to top of berm = 4.5 feet
Depth to crest of spillway = 3.0 feet
Sediment Storage Depth = 2.0 feet
Length = 80 feet
Width = 40 feet
Length of Weir = 10.0 feet (minimum)
NofC Sediment trap dimensions given (length and width) are dimensions for
the boffom of the sediment trap.
SB-3
Skimmer Basin Sizing
(Rererenw: Frosbn and Sediment Control planning and Design Manua))
Project and Project Number = DHHS Laboratory 2007.096
Skimmer Basin ID = SB-3
Location of Skimmer Basin = Southeast corner of site
Drainage Area description to sediment trap
Disturbed earth (this project) = 4.40 AC @ c= 0.50
Undisturbed, residential areas = 0.00 AC @ c= 0.60
Undisturbed, grassy areas = 0.00 AC @ c= 0.30
Other areas (impervious surface) = 0.00 AC @ c= 0.95
Total = 4.40 AC @ c= 0.50
Required design aspects of sediment trap
Required sediment volume of trap ==>
The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is
approximately one year of sediment storage.
Reduction Factor permitted by erosion control authority = 1 per NCDENR
Associated deanou€ period for reduction factor = One year
Sediment storage required = 7920 CF
Key aspects of sediment Trap as designed
Design dimensions for sediment trap based on required sediment storage amount ==>
Sediment storage depth needed = 3.0 ft
Surface area required = 5162 SF (325 SFlcfs of Q10)
Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio ==>
Sediment trap length = 102.00 ft (measured at bottom of trap)
Sediment trap width = 51.00 ft (measured at bofiom of trap)
Surface area provided = 5202.00 SF OK
Sediment storage volume provided = 15606.00 CF OK
Sediment trap required dimensioning for flood passage ==>
Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir)
Pass QI6 over weir with max, depth of flow over weir = 0.5 ft.
Length of spillway required (max. depth of flow = 0.5 ff.) ==>
Regional ten year storm intensity, lio= 7.22 inlhr Using Kirpich Eq. To find Tc
Qio = 15.88 cfs
Weir length = 15.0 ft
Depth of flow for this weir length = 0.50 ft
Resultant depth to top of berm = 5.50 ft
Final minimum dimenslons for sediment trap
Depth to top of berm = 5.5 feet
Depth to crest of spillway = 4.0 feet
Sediment Storage Depth = 3.0 feet
Length = 102 feet
Width = 51 feet
Length of Weir = 15.0 feet (minimum)
Note: Sediment trap dimensions given (length and width) are dimensions for
the bofom of the sediment trap.
SB-4
Skimmer Basin Sizing
fReference: Frosinn and Sediment Control Planning and Design ldanuat)
Project and Project Number= DHHS Laboratory 2007.096
Skimmer Basin ID = SB-4
Location of Skimmer Basin = Eastern edge of property
Drainage Area description to sediment trap
Disturbed earth (this project) = 2.54 AC @ c= 0.50
Undisturbed, residential areas = 0.00 AC @ c= 0.60
Undisturbed, grassy areas = 0.00 AC @ c= 0.30
Other areas (impervious surface) = 0.00 AC @ c= 0.95
Total = 2.54 AC @ c= 0.50
Reaaired design aspects of sediment trap
Required sediment volume of trap =_>
The sediment trap must provide 1800 CF of sediment storage per drainage acre of land. This is
approximately one year of sediment storage.
Reduction Factor permitted by erosion control authority = 1 per NCDENR
Associated cleanout period for reduction factor = One year
Sediment storage required = 4572 CF
Key aspects of sediment trap as designed
Design dimensions for sediment trap based on required sediment storage amount =_>
Sediment storage depth needed = 2.0 ft
Surface area required = 2980 SF (325 SFicfs of 010)
Bottom of trap dimensions to provide required surface area and maintain a 2:1 length to width ratio =_>
Sediment trap length = 40.00 It (measured at bottom of trap)
Sediment trap width = 80.00 ft (measured at bottom of trap)
Surface area provided = 3200.00 SF OK
Sediment storage volume provided = 6400.00 CF OK
Sediment trap required dimensioning for flood passage =_>
Add 1.0 foot of flood storage above sediment storage zone (to set tarp weir)
" Pass Q10 over weir with max. depth of flow over weir = 0.5 ft.
Length of spillway required (max. depth of flow = 0.5 ft.) __>
Regional ten year storm intensity, Ite_ 7.22 inthr Using Kifpich Eq. To find Tc
Q, = 9.17 cfs
Weir length = 10.0 ft
Depth of flow for this weir length = 0.45 ft
Resultant depth to top of berm = 4.45 ft
Final minimum dimensions for sediment Trap
Depth to top of berm = 4.5 feet
Depth to crest of spillway = 3.0 feet
Sediment Storage Depth = 2,0 feet
Length = 40 feet
Width = 80 feet
Length of Weir = 10.0 feet (minimum)
Note: Sediment trap dimensions given (length and width) are dimensions for
the bottom of the sediment trap.
Skimmer Basin Outlet Flow & Drawdown Time
ID Storage Volume Skimmer size Drawdown Time
SB#1 12100 cf 2.511 1.9 days
SB#2 6400 cf 2.0" 1.9 days
SB#3 15606 cf 2.5" 2.5 days
SB#4 6400 cf 2.0" 1.9 days
From Faircloth Skimmer Guidelines
Orifice Size Drawdown Rate Max Outlet Flow
2" 3283 cf/day 0.0379977 cfs
2.5" 6234 cf/day 0.0721528 cfs
3" 9774 cf/day 0.1131250 cfs
4" 20109 cf/day 0.2327431 cfs
5" w/ 4" head 32832 cf/day 0.3800000 cfs
6" w/ 5" head 51840 cf/day 0.6000000 cfs
8" w/ 6" head 97978 cf/day 1.1340046 cfs