20050732 Ver 44_Stormwater Info Ph 12_20180926

�M�I�vt&cREED
TO NCDENR — Division of Water Resources
401 & Buffer Permitting Unit
512 N. Salisbury St.
Archdale Building - 9th floor
Raleigh, NC 27604
ATTENTION: Ms. Karen Higgins
LETTER OF TRANSMITTAL
DATE: September 25, 2018
PROJECT NO: 2735-0231
TASK NO: REIMB
RE: Briar Chapel — Phase 12
TRANSMITTAL NO: 1
PAGE 1 OF 1
WE ARE SENDING: ❑ Originals ® Prints ❑ Shop Drawings ❑ Samples
❑ Specifications ® Calculations ❑ Other -
Quantity
Dwg
Rev.
Description
Status
No.
Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
REMARKS:
Ms. Higgins,
Please find the enclosed documents for your review and approval. Please let us know if you have any
questions or comments.
Thank you.
Cc:
1730 Varsity Drive, Suite 500 Raleigh, NC 27606 919/233-8091 Fax [phone]
McKIM & CREED, INC.
Signed
Gareth Avant, PE

vMCKIM&CREED ENGINEERS
S U R V E Y O R S
P L A N N E R S
September 25, 2018
Ms. Karen Higgins
512 N. Salisbury St.
Archdale Building - 9th floor
Raleigh, NC 27604
RE: Briar Chapel — Phase 12
Ms. Higgins,
Please find enclosed the plans, caclulations, supplement forms and operation and
maintenance agreements for Phase 12 at Briar Chapel.
This letter is to formally request approval of the stormwater management plan
for the enclosed plans in accordance with Water Quality Certification as issued
by the Division of Water Resources on February 3, 2017.
Please let me know if you have any questions on this. Thank you for your
assistance.
Sincerely,
McKIM & CREED, INC.
Venture IV Building ear of awn
Suite 500 Gareth Avant, PE
Project Engineer
1730 Varsity Drive
Raleigh, NC 27606
919.233.8091
Fax [phone]
www.mckimcreed.com

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WET POND
Briar Chapel Phase 12
THE DRAINAGE AREA
0
1
Drainage area number
2 (BMP #39)
Break down of BUA in the drainage area (both new and existing):
Total coastal wetlands area (sq ft)
sf
- Parking / driveway (sq ft)
Total surface water area (sq ft)
sf
- Sidewalk (sq ft)
14370 sf
Total drainage area (sq ft)
491610 at
- Roof (sq ft)
191400 at
BUA associated with existing development (sq ft)
sf
- Roadway (sq ft)
59257 sf
Proposed new BUA (sq ft)
285678 sf
- Other, please specify in the comment box below (sq ft)
20651 sf
Percent BUA of drainage area
58%
ITotal BUA (sq ft)
285678 sf
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
IDesign rainfall depth (in)
1.0 in
Stormwater program(s) that apply (please specify):
IDesign rainfall depth (in)
1.0 in
19021 ct
GENERAL MDC FROM 02H .1050
#1 Is the SCM sized to treat the SW from all surfaces at build -out?
Minimum volume required (cu ft)
Design volume of SCM (cu ft)
23474 cf
24345 of
GENERAL MDC FROM 02H.1050
#2 Is the SCM located on or near contaminated soils?
No
#8 Does the mainetenance access comply with General MDC (8)?
#1 Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
#7 If applicable, with the SCM be cleaned out after construction?
Yes
#2 Is the SCM located on or near contaminated soils?
No
#8 Does the mainetenance access comply with General MDC (8)?
Yes
#3 What are the side slopes of the SCM (H:V)?
3:1
#9 Does the drainage easement comply with General MDC (9)?
Yes
#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes?
No
#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?
#12 Is there an O&M Plan that complies with General MDC (12)?
#4 Are the inlets, outlets, and receiving stream protected from erosion (10 -year storm)?
Yes
#11 Is there an O&M Agreement that complies with General MDC (11)?
Yes
#5 Is there a a bypass for flows in excess of the design flow?
Yes
#12 Is there an O&M Plan that complies with General MDC (12)?
Yes
#6 W hat is the method for dewatering the SCM for maintenance?
Pump (preferred)
#13 Was the SCM designed by an NC licensed professional?
Yes
WET POND MDC FROM 02H.1053
#1 Method used
SADA
#6 Width of the vegetated shelf (feet)
6 ft
#1 Surface area of the main permanent pool (square feet)
11382 sf
#6 Location of vegetated shelf
@ Normal Pool
#1 Volume of the main permanent pool (cubic feet)
33922 of
#6 Elevation of top of shelf (fmsl)
452 ft
#2 Average depth of the main pool (feet)
3.0
#6 Elevation of bottom of shelf (fmsl)
451 ft
#2 Was the vegetated shelf included in the calculation of average depth?
Yes
#6 Slope of vegetated shelf (H:V)
6:1
#2 Elevation of the bottom of the permanent pool (fmsl)
446.5 ft
#7 Diameter of drawdown orifice (inches)
2.5 in
#2 Elevation of the top of the permanent pool (fmsl)
451.5 ft
#7 Drawdown time for the temporary pool (hours)
59 hrs
#2 Elevation of the top of the temporary pool (fmsl)
453 ft
#7 Does the orifice drawdown from below the top surface of the permanent pool?
Yes
#3 Depth provided for sediment storage (inches)
6 in
#8 Does the pond minimize impacts to the receiving channel from the 1 -yr, 24 -hr storm?
Yes
#4 Are the inlet(s) and outlet located in a manner that avoids short-circuiting?
Yes
#9 Are fountains proposed?
No
#4 Describe any measures, such as berms or baffles, that will be taken to improve the flow path:
#5 Volume of the forebay (cubic feet)
#9 If yes, is documentation provided per Wet Pond MDC (9)?
#11 Are the dam and embankment planted in non -clumping turf grass?
Berm has been provided between forebay and permanent pool to promote a longer flow path than without
#10 Is a trash rack or other device provided to protect the outlet system?
Yes
#5 Volume of the forebay (cubic feet)
6148.5
#11 Are the dam and embankment planted in non -clumping turf grass?
Yes
#5 Is this 15-20% of the volume in the main pool?
Yes
#11 Species of turf that will be used on the dam and embankment
18 in
Yes
18 in
Yes
#5 Depth of forebay at entrance (inches)
40 in
#11 Describe the planting plan for the vegetated shelf:
#5 Depth of forebay at exit (inches)
#5 Does water flow out of the forebay in a non-erosive manner?
#5 Clean-out depth for forebay (inches)
#5 Will the forebay be cleaned out when the depth is reduced to less than the above?
18 in
Yes
18 in
Yes
Vegetated shelf is planted around the main pool with shallow water (sweetflag, pickerelweed, blue frag iris, soft rush, and
three square bulrush) and shallow land (swap milkweed, cardinal flower, scarlet rose mallow, dwarf joe pye weed,
spooled trumpetweed) plantings. Hybrid bermuda sod is planted on the berm between the forebay and main pond.
ADDITIONAL INFORMATION
Other BUA - 32,000 sq ft provided as additional contingency
Please use this space to provide any additional information about this wet pond that you think is relevant
to the review:
Other BUA - 5,651 sq ft of open space and 15,000 sq ft provided as additional contingency
THE DRAINAGE AREA
Drainage area number
3 (BMP #40)
Break down of BUA in the drainage area (both new and existing):
Total coastal wetlands area (sq ft)
sf
- Parking / driveway (sq 1t)
Total surface water area (sq ft)
sf
- Sidewalk (sq ft)
7598 at
Total drainage area (sq ft)
493218 sf
- Roof (sq ft)
133600 at
BUA associated with exis9ng development (sq ft)
at
- Roadway (sq ft)
29508 sf
Proposed new BUA (sq ft)
211288 sf
- Other, please specify in the comment box below (sq ft)
32000 sf
Percent BUA of drainage area
43.7%
Total BUA (sq ft)
211288 at
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
Stormwater program(s) that apply (please specify):
IDesign rainfall depth (in)
1.0 in
Minimumvolume required (cu ft)
Design volume of SCM (cu 11)
17860 cf
19021 ct
GENERAL MDC FROM 02H .1050
#1 Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
#7 If applicable, with the SCM be cleaned out after construction?
#2 Is the SCM located on or near contaminated soils?
No
#8 Does the mainetenance access comply with General MDC (8)?
Yes
#3 What are the side slopes of the SCM (H:V)?
3:1
#9 Does the drainage easement comply with General MDC (9)?
Yes
#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes?
No
#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?
#4 Are the inlets, outlets, and receiving stream protected from erosion (10 -year storm)?
Yes
#11 Is there an O&M Agreement that complies with General MDC (11)?
Yes
#5 Is there a a bypass for flows in excess of the design flow?
Yes
#12 Is there an O&M Plan that complies with General MDC (12)?
Yes
#6 What is the method for dewatering the SCM for maintenance?
Pump (preferred)
#13 Was the SCM designed by an NC licensed professional?
Yes
WET POND MDC FROM 02H.1053
#1 Method used
SA/DA
#6 Width of the vegetated shelf (feet)
6 ft
#1 Surface area of the main permanent pool (square feet)
12603 at
#6 Location of vegetated shelf
@ Normal Pool
#1 Volume of the main permanent pool (cubic feet)
37384 of
#6 Elevation of top of shelf (fmsl)
504 ft
#2 Average depth of the main pool (feet)
3 ft
#6 Elevation of bottom of shelf (fmsl)
503 ft
#2 Was the vegetated shelf included in the calculation of average depth?
Yes
#6 Slope of vegetated shelf (H:V)
6:1
#2 Elevation of the bottom of the permanent pool (fmsl)
498.0
#7 Diameter of drawdown orifice (inches)
2.5 in
#2 Elevation of the top of the permanent pool (fmsl)
503.5
#7 Drawdown time for the temporary pool (hours)
56 hrs
#2 Elevation of the top of the temporary pool (fmsl)
504.5
#7 Does the orifice drawdown from below the top surface of the permanent pool?
Yes
#3 Depth provided for sediment storage (inches)
6 in
#8 Does the pond minimize impacts to the receiving channel from the 1 -yr, 24 -hr storm?
Yes
#4 Are the inlet(s) and outlet located in a manner that avoids short-circuiting?
Yes
#9 Are fountains proposed?
No
#4 Describe any measures, such as berms or baffles, that will be taken to improve the flow path:
#9 If yes, is documentation provided per Wet Pond MDC (9)?
Berms between the forebay and main pool outlet to promote a longer flow path
#10 Is a trash rack or other device provided to protect the outlet system?
Yes
#5 Volume of the forebay (cubic feet)
5976
#11 Are the dam and embankment planted in non -clumping turf grass?
Yes
#5 Is this 15-20% of the volume in the main pool?
Yes
#11 Species of turf that will be used on the dam and embankment
#5 Depth of forebay at entrance (inches)
42 in
#11 Describe the planting plan for the vegetated shelf:
#5 Depth of forebay at exit (inches)
#5 Does water flow out of the forebay in a non-erosive manner?
#5 Clean-out depth for forebay (inches)
#5 Will the forebay be cleaned out when the depth is reduced to less than the above?
18 in
Yes
18 in
Yes
Vegetated shelf is planted around the main pool with shallow water (sweetflag, pickerelweed, blue frag iris, soft rush, and
three square bulrush) and shallow land (swap milkweed, cardinal flower, scarlet rose mallow, dwarf joe pye weed,
spooled trumpetweed) plantings. Hybrid bermuda sod is planted on the berm between the forebay and main pond.
ADDITIONAL INFORMATION
Please use this space to provide any additional information about this wet pond at you think is relevant
to the review:
Other BUA - 32,000 sq ft provided as additional contingency
Wet Pond 2 8:41 AM 9/25/2018

STORMWATER WETLAND
Briar Chapel Phase 12
THE DRAINAGE AREA
Drainage area number
Total coastal wetlands area (sq ft)
Total surface water area (sq ft)
1 (BMP #38)
Break down of BUA in the drainage area (both new and existing):
Parking /driveway (sq ft)
Sidewalk (sq ft)
1
8000 sf
Total drainage area (sq ft)
74000 sf
Roof (sq ft)
7200 sf
BUA associated with existing development (sq ft)
Roadway (sq ft)
28000 sf
Proposed new BUA (sq ft)
47520 sf
Other, please specify in the comment box below (sq ft)
4320 sf
Percent BUA of drainage area 164%
ITotal BUA (sq ft)
47520 sf
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
Stormwater program(s) that apply (please specify):
Design rainfall depth (in)
1.0 in
Minimum volume required (cu ft)
3872 cf
Design volume of SCM (cu ft)
3899 cf
GENERAL MDC FROM 02H.1050
#1 Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
#7 If applicable, with the SCM be cleaned out after construction?
Yes
#2 Is the SCM located on or near contaminated soils?
No
#8 Does the mainetenance access comply with General MDC (8)?
Yes
#3 What are the side slopes of the SCM (H:V)?
3:1
#9 Does the drainage easement comply with General MDC (9)?
Yes
#3 Does the SCM have retaining walls, gabion walls or other engineered side slopes?
No
#10 If the SCM is on a single family lot, does the plat comply with General MDC (10)?
#4 Are the inlets, outlets, and receiving stream protected from erosion (10 -year storm)?
Yes
#11 Is there an O&M Agreement that complies with General MDC (11)?
Yes
#5 Is there a a bypass for flows in excess of the design flow?
Yes
#12 Is there an O&M Plan that complies with General MDC (12)?
Yes
#6 What is the method for dewatering the SCM for maintenance?
Pump (preferred)
#13 Was the SCM designed by an NC licensed professional?
Yes
STORMWATER WETLAND MDC FROM 02H.1054
#1 Permanent pool elevation (fmsl)
435.75 ft
#8 Total surface area of the shallow water zone at temporary pool (square feet)
1368 sf
#1 Temporary pool elevation (fmsl)
437 ft
#8 SW wetland surface area comprised of shallow water zone at temporary pool (%)
35%
#1 Ponding depth (inches)
15 in
#8 Depth of the shallow water zone below permanent pool (inches)
12 in
#2 Is the SW wetland designed for peak attenuation?
Yes
#8 Elevation of bottom of the shallow water zone (fmsl)
435 ft
#2 If so, peak attenuation depth (inches)
#9 Total surface area of the temporary inundation zone at temporary pool (square feet)
1620 sf
#3 Surface area of SW wetland at temporary pool (square feet)
3810 sf
#9 SW wetland surface area comprised of temp inundation zone at temp pool (%)
43%
#4 Depth of soil amendment (inches)
12 in
#9 Height of the temporary inundation zone above permanent pool (inches)
15 in
#4 Describe how the soil is being amended to promote plant growth:
#9 Elevation of bottom of the temporary inundation zone (fmsl)
435.75 ft
#10 Drawdown time for the temporary pool (hours)
#10 Does the orifice drawdown from below the top surface of the permanent pool?
#11 Does the pond minimize impacts to the receiving channel from the 1 -yr, 24 -hr storm?
55 hrs
Yes
Yes
#6 Are the inlet(s) and outlet located in a manner that avoids short-circuiting?
Yes
#12 Has a landscaping plan that meets SW Wetland MDC (12) been provided?
Yes
#6 Describe any measures, such as berms or baffles, that will be taken to improve the flow path:
#13 Number of plants per 200 square feet (#) in the shallow water zone:
50
Internal grading for shallow land area is oriented in order to increase flow path through the wetland
#6 Surface area of the forebay at temporary pool (square feet)
#6 Overall SW wetland surface area comprised of forebay at temporary pool (%)
409 sf
11
#13 Describe the planting plan for the shallow water zone:
50 plants per 200 sf, plants chosen as outlined in C-4 of NCDEQ Stromwater Design Manual
#6 Depth of forebay below permanent pool (inches)
24 in
#14 Does planting for the temporary inundation zone comply with SW Wetland MDC (14)?
Yes
#6 Elevation of bottom of forebay (fmsl)
433.25 ft
#14 Describe the planting plan for the temporary inundation zone:
#6 Will the forebay be cleaned out when depth is reduced to 15 inches or less?
#7 Total surface area of the non-forebay deep pools at temporary pool (square feet)
Yes
384 sf
50 plants per 200 sf, plants chosen as outlined in C-4 of NCDEQ Stromwater Design Manual
#7 SW wetland surface area comprised of non-forebay deep pools at temporary pool (%)
101/6
#15 Are the dam structure and temporary fill slopes planted in non -clumping turfgrass?
Yes
#7 Depth of non-forebay deep pools below permanent pool (inches)
24 in
1#16 Will cattails be planted in the wetland?
No
#7 Elevation of bottom of non-forebay deep pools (fmsl)
433.25 ft
1#17 Is a trash rack or other device provided to protect the outlet system?
Yes
ADDITIONAL INFORMATION
Please use this space to provide any information about this stormwater wetland that you think is relevant to the review:
Wetland 3 8:41 AM 9/25/2018

Operation & Maintenance Agreement
Project Name:
Project Location:
Briar Chapel - Phase 12
Along Great Ridge Parkway, Pittsboro, NC
Cover Page
Maintenance records shall be kept on the following BMP(s). This maintenance record shall 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 pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & cc
Bioretention Cell
Quantity:
Dry Detention Basin
Quantity:
Grassed Swale
Quantity:
Green Roof
Quantity:
Infiltration Basin
Quantity:
Infiltration Trench
Quantity:
Level Spreader/VFS
Quantity:
Permeable Pavement
Quantity:
Proprietary System
Quantity:
Rainwater Harvesting
Quantity:
Sand Filter
Quantity:
Stormwater Wetland
Quantity:
Wet Detention Basin
Quantity:
Disconnected Impervious Area
Present:
User Defined BMP
Present:
nding O&M tables will
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
be added automatical
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
* Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Signature:
County of
personally appeared before me this
Lee Bowman
Senior Project Manager, NNP -Briar Chapel, LLC
1342 Briar Chapel Parkway
Chapel Hill, NC 27516
[phone]
([e-mail]
, a Notary Public for the State of
, do hearby certify that
day of
acknowledge the due execution of the Operations and Maintenance Agreement .
Witness my hand and official seal,
STO,RZ
Version 1.4
Date:
and
My commission expires 9/25/2018
O&M manual Page 1 of 7

Stormwater Wetland Maintenance Requirements
Important maintenance procedures:
Immediately following construction of the stormwater wetland, bi-weekly inspections will be conducted and
wetland plants will be watered bi-weekly until vegetation becomes established (commonly six weeks).
No portion of the stormwater wetland will be fertilized after the first initial fertilization that is required to establish
the wetland plants.
Stable groundcover will be maintained in the drainage area to reduce the sediment load to the wetland.
Once a year, a dam safety expert should inspect the embankment.
After the stormwater wetland is established, it shall be inspected monthly 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:
Potentialproblem:
How I will remediate theproblem:
Entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed.
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
Forebay
Sediment has accumulated in
Search for the source of the sediment and remedy the problem if
the forebay to a depth that
possible. Remove the sediment and dispose of it in a location where it
inhibits the forebay from
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 a pesticide is used, wipe it
on the plants rather than spraying.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to smooth it over and provide erosion
swale.
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
STORM -EZ 9/25/2018
Version 1.4 O&M Manual Page 3 of 7

Stormwater Wetland Maintenance Requirements (Continued)
Deep pool, shallow water
Algal growth covers over 50%
Consult a professional to remove and control the algal growth.
and shallow land areas
of the deep pool and shallow
water areas.
Cattails, phragmites or other
Remove invasives by physical removal or by wiping them with
invasive plants cover 50% of
pesticide (do not spray) — consult a professional.
the deep pool and shallow
Shallow land remains flooded
Unclog the outlet device immediately.
more than 5 days after a
storm event.
Plants are dead, diseased or
Determine the source of the problem: soils, hydrology, disease, etc.
dying.
Remedy the problem and replace plants. Provide a one-time fertilizer
application to establish the ground cover if necessary.
Best professional practices
Prune according to best professional practices.
show that pruning is needed
to maintain optimal plant
Sediment has accumulated
Search for the source of the sediment and remedy the problem if
and reduced the depth to 75%
possible. Remove the sediment and dispose of it in a location where it
of the original design depth of
will not cause impacts to streams or the BMP.
Embankment
A tree has started to grow on
Consult a dam safety specialist to remove the tree.
the embankment.
An annual inspection by
Make all needed repairs.
appropriate professional
shows that the embankment
Evidence of muskrat or
Consult a professional to remove muskrats or beavers.
beaver activity is present.
Micropool
Sediment has accumulated
Search for the source of the sediment and remedy the problem if
and reduced the depth to 75%
possible. Remove the sediment and dispose of it in a location where it
of the original design depth.
will not cause impacts to streams or the BMP.
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 Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
STORM -EZ 9/25/2018
Version 1.4 O&M Manual Page 4 of 7

Wet Detention Pond Maintenance Requirements
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if
one is provided.
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:
How I will remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed.
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to smooth it over and provide erosion
swale.
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
The forebay
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design depth for
will not cause impacts to streams or the BMP.
sediment storage.
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 practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the problem: soils, hydrology, disease, etc.
dying.
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.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
STORM -EZ 9/25/2018
Version 1.4 O&M Manual Page 5 of 7

Wet Detention Pond Maintenance Requirements (Continued)
The main treatment area
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design sediment
will not cause impacts to streams or the BMP.
storage depth.
Algal growth covers over 50%
Consult a professional to remove and control the algal growth.
of the area.
Cattails, phragmites or other
Remove the plants by wiping them with pesticide (do not spray).
invasive plants cover 50% of
the basin surface.
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and consult a professional to remove
beaver activity is present.
beavers.
A tree has started to grow on
Consult a dam safety specialist to remove the tree.
the embankment.
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 Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
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.
STORM -EZ 9/25/2018
Version 1.4 O&M Manual Page 6 of 7

Wet Detention Pond Design Summary
Wet Pond Diagram
WET POND ID FOREBAY MAIN POND
1 - BMP #39 Permanent Pool EI. 451.5 Permanent Pool EI. 451.5
Temporary Pool EI: 453 Temporary Pool EI: 453
Pretreatment other No Clean Out Depth: 3 Clean Out Depth: 4.5
than forebay? Sediment Removal EI: 448.5 Sediment Removal EI: 447
Has Veg. Filter? No Bottom Elevation: 448 Bottom Elevation: 446.5
WET POND ID FOREBAY MAIN POND
2 - BMP #40 Permanent Pool EI. 503.5 Permanent Pool EI. 503.5
Temporary Pool EI: 504.5 Temporary Pool EI: 504.5
Pretreatment other No Clean Out Depth: 4.5 Clean Out Depth: 6.5
than forebay? Sediment Removal EI: 499 Sediment Removal EI: 497
Has Veg. Filter? No Bottom Elevation: 499.5 Bottom Elevation: 497.5
STORM -EZ 9/25/2018
Version 1.4 O&M Manual Page 7 of 7

401 NARRATIVE &
SUPPORTING CALCULATIONS
Briar Chapel Development
Phase 12
Chatham County, North Carolina
September 18, 2018
Prepared for:
BRIAR,%Z'CHAPEC
by c MMUNITIES
NNP Briar Chapel, LLC
1342 Briar Chapel Parkway
Chapel Hill, North Carolina 27516
Prepared By:
MCKIMF>CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone]
Fax: [phone]
M&C Project No. 02735-0231
9 436348

PROJECT DESCRIPITON
The purpose of the project is to construct water, sewer and roadway infrastructure to support
132 residential lots in the Phase 12 section of the overall Briar Chapel Development.
Based on the conditions of the approved 401 Water Quality Certification, NCDENR-DWR will
require runoff from the roads to be captured and treated for 85% TSS removal before being
discharged into existing stream buffers. To meet this requirement, the runoff from the general
area of Phase 12 construction will be directed to one of three stormwater devices designed per
the latest version of NC DEQ's Minimum Design Criteria. Calculations for these new facilities are
included in this package.
Upon completion of the project's construction, the proposed public roads will be turned over to
and maintained by NCDOT.
SITE DESCRIPTION
The project area is approximately 36 acres of disturbed area located west of Phase 13 (DWR#
05-0732 v40) within the BC North development area, which is located on the northern half of
Great Ridge Parkway.
The site slopes towards a stream located near the western edge of the project area, and drains,
generally, to the west and into adjacent buffered streams. Slopes on the site range from 5% to
greater than 20% in localized areas.
SOILS
According to the Chatham County Generalized Soil Survey, the soils located on the site are
classified as Helena sandy loam, 6 to 10 percent slopes (HeC); Wedowee sandy loam, 2 to 15
percent slopes (WeB, WeD); and Wedowee sandy loam, 15 to 35 percent slopes, bouldery
(WdC, WdE)
The following soil descriptions are associated with the soils found on the site:
Ch(X) - Chewacla fine -loamy soils are often found in piedmont uplands and coastal plains.
Permeability is moderate and the soils are somewhat poorly drained. Soils have a low
sink/swell potential. The seasonal high water is perched at a depth of 0.5 to 2.0 feet.
Va(X) - Vance sandy loam soils are often found in the piedmont uplands on ridges and side
slopes, from 2 to 25 percent slopes. Permeability is slow and the soils are well drained.
Soils have a moderate sink/swell potential. The seasonal high water is below 6.0 feet.
We(X) - Wedowee sandy loam soils are often found in piedmont uplands, along ridges and
side slopes. Permeability is moderate and the soils are well drained. Soils have a low
shrink/swell potential. The seasonal high water is generally more than 6.0 feet below the
surface.
Wd(X) - Wedowee sandy loam, bouldery soils carry the same characteristics of Wedowee
We(X) soils, listed above, with the exception that large boulders are more commonly
found.

WET DETENTION DESIGN
The wet detention ponds for this project have been designed to remove 85% of the total
suspended solids entering from the surrounding drainage areas before discharging into the
adjacent stream buffers. The calculations provided with this package include all projected
future drainage areas that might be captured by the ponds. Treated runoff will be dissipated by
a riprap outlet protection device before entering any stream buffers.
Design parameters were taken from the BMP manual, DEQ's design supplement forms, and the
latest version of NC DEQ's Minimum Design Criteria for stormwater Control Measures.
STORMWATER WETLAND DESIGN
The stormwater wetland on this site has been designed to remove 85% of the total suspended
solids entering from the surrounding impervious drainage areas before discharging into the
adjacent stream buffer. To obtain the goal of keeping the footprint as small as possible the
temporary ponding depth for the design is 12". Any runoff exceeding the ponding depth will be
discharged. The calculations provided with this package include all projected future drainage
areas that might be captured by the pond. Treated runoff will be dissipated by a riprap outlet
protection device before entering adjacent stream buffers.
Design parameters were taken from the BMP manual, DEQ's design supplement forms, and the
latest version of NC DEQ's Minimum Design Criteria for stormwater Control Measures.
BMP SUMMARY OF RESULTS
In order to meet the requirements of the development, two wet detention basins and one
stormwater wetland have been designed based on an assumption of the full buildout condition
of the site. A summary table is provided below and the supporting calculations have been
included with this submittal.
MAINTENANCE CONSIDERATIONS
The property owner shall be responsible for periodic inspection and maintenance of all
permanent stormwater management devices and shall adhere to conditions agreed upon by
the executed Operation and Maintenance agreements included with this submittal. Any
measure that fails to function as intended shall be repaired immediately.
BMP #38
BMP #39
BMP #40
1 -yr
10 -yr
100 -yr
1 -yr
10 -yr
100 -yr
1 -yr
10 -yr
100 -yr
Pre -Development
Discharge cfs
1.32
4.62
9.00
4.39
16.07
31.62
4.64
16.99
33.39
Post -Development
Controlled
1.27
4.29
10.10
4.25
16.04
33.63
4.41
15.36
50.91
Discharge cfs
Peak Water
Surface
437.39'
438.40'
438.80'
453.71'
455.60'
457.04'
504.91 '
506.26'
507.23'
Elevation ft
MAINTENANCE CONSIDERATIONS
The property owner shall be responsible for periodic inspection and maintenance of all
permanent stormwater management devices and shall adhere to conditions agreed upon by
the executed Operation and Maintenance agreements included with this submittal. Any
measure that fails to function as intended shall be repaired immediately.

Maps

Soil Map—Chatham County, North Carolina
F,
F
670000 670200 670400 670600 670800 671000
350 50'52'N 8
8
5r
rS
8
n
35o 49' 49" N
670000 670200 670400 670600 670800 671000
3
Map Scale: 1:9,440 f printed on A portrait (8.5" x 11") sheet.
Meters
N
0 100 200 400 600
Feet
0 450 900 1800 2700
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
671200
QD
io
350 50'52" N
g
_8
_8
350 49'49" N
671400
3
F
671200
2/28/2017
Page 1 of 3

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� MRP RE415 ED
November 17. 2017
NORTH CAROLINA FLOODPLAIN MAPPN G PROGRAM
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November 17. 2017

FLOOD HAZARD INFORMATION
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION
DEPICTED ON THIS MAPAND SUPPORTING
DOCUMENTATION
ARE ALSO AVAILABLE IN DIGITAL FORMATAT
Map Pro lOn:
HTTP: FRIS.NC.GOV FRIS
North Carolina $tate Plane Projection Feel (Zone 3200)
Base Flood Elevation (BFE)
Datum: NAD 1983 Horizontal,.AVD 1988 (Vertical)
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HAZARD AREAS
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AREAS
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digael lomat by the NCFMP The source of Mis inM.timn ran be determined Min,Me mefaaafa available in the
Levee Dike, , orFloodwall
STRUCTURES
I r l l l r l l l l r r Non -accredited Levee, Dike, or Hoedwall
Alamance
BM5510 x North Carolina Geodetic Survey bench mark
ACCREDITED LEVEE NOTES TO USERS. If an —ted levee note appears on Mis panel check.0 your local
BM55100 National Geodetic Survey bench mark
BM5510® Contractor Est. NCFMP Survey bench mark
9*d 976)
pts iI.2— Cross Sections with 1% Annual Chance
Ran�olph
8)46
Water Surface Elevation (BFE)
9)46--
9). 736 97
a - - - - - Coastal Transect
------- Coastal Transect Baseline
— - Profile Baseline
87x 8744
Hydrographic Feature
OTHER
Limitof Study
FEATURES
Jurisdiction Boundary
NOTES TO USERS
SCALE
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONALFLOOD INSURANCE PROGRAM
4r.IPAx.11i- Farr —p
inrormation andguehOb about thi—lip, available protluds associated arid, this FIRM including
Map Pro lOn:
h stork versions of Mis FIRM, howto 11prode—Me Nation9 Flood Insurance Program in genera,
�()
North Carolina $tate Plane Projection Feel (Zone 3200)
please mllthe FEMAMap lnfvrmatio XcIMMW at td]]-FEMA-NIAP(1.8]]-336-262])or visit the FEMA Map
Service Carder website at nnpJ/meefema.Dov. An accompanying Flood Insurance Swtly report, Letter of Map
Datum: NAD 1983 Horizontal,.AVD 1988 (Vertical)
( ) ( )
Revision (LOMR) or Lefler of Map Amendnlem (LOMA) revising potions At— panel, and digital versions of this
FIRM may be available. Visit the North Carolina Flmdplain Mappirg Program website at IMIP11ww flloodmaps.can,
1inch le 5500 feet
or ,nn Me FEMA Map Ser,ice Center.
Communities annexing land of adjacent FIRM panels must—in a canard copyafthe edacent panel as well as
D 25D 5DD 1,DDD
the current FIRM Index. These may be —red directly from the Map Service Comer at Ne number lisle] abve.
o
Feet
For community and county— map dates referto he Flood Insurance Study report for hrejunsdimion.
Meters
To determe dvai
in flomeaunhoe—tableinthe mmmunily,wntad your lnmra—Wnlor roll the National
0 75 150 300
Flmd Insance Program at 1-800638-6620.
O
Flmdineurence Sway(HS)meansanoxamirabon,,valuefion,amdeterminaeonofflpoaha7ams,wresppnding
surpmekva8ons, flood M1azartl risk zones, and other flood dap In a community issued by Me NOTM1 Carolina
PANEL LOCATOR
Flwtlplain Mapping Program ;NCFMP). The Flood Insurance Study (FIS) is wmpnsetl of Ne wllowing products
sed togetherMe Digital FIPM Haze. Database, Me Water Surface Elevation Rasters, Me digitally tlelivetl,
u Flood Ineue— Rate Map and Me Flood Insurance Survey Nemn. A F.od Insurance Survey as
Wheratetl
ompitalion and presentation of fi,W risk data for specific wet—, rs,,, takes, and coastal flood haz.N ......thin
unity Th. repod ohr in detailed lbotl elevation date, data tables and FIRM indibee When a tood etutly is
ompated car Me NFIP, the digital infP n nation, reports and maps are assembled into an FIS. Information shown on
his FIRM is provided in digital format by he NCFMP. Base map information shown on Mi. FIRM was provided in
GuilloN
4-1
co
digael lomat by the NCFMP The source of Mis inM.timn ran be determined Min,Me mefaaafa available in the
orange
digital FLOOD dahbase and i) the Technical Support Dale Notebook (TSDNT
Alamance
ACCREDITED LEVEE NOTES TO USERS. If an —ted levee note appears on Mis panel check.0 your local
mrounRyMobtaI..ore'mfevel) crmation, such as Me obar-ed level of protection MoP,amd(Which may exceed the
9*d 976)
1-peard-anmr,-onmo,land Emergency Action Plan, on the levee syetarlahown as providing protection.
To..I— Wnsk in residual risk areas, property awriers andre W.-are.—Maned to -,side, flood
Ran�olph
8)46
8768
B6 m 08 9)
9)46--
9). 736 97
on fld insurance, mte'eeEC
- ce and Ileodproofing o' other protective measures. For more info-atim oo
parties shmid visit Me FEMA Webs al lN�lPaeanalema.9ovlbusinesslnhplaidea—hr.
87x 8744
8764 8)84 9)04
97:59]359]459]55
7fi597
PROVISIONALLVACCREDITED LEVEE NOTES TO USERS.Ifo Provisionally Accredited Levee(PAL)note
appears on Ms parole check.ith your lomlmmmuniy.obtain more inprmmim, sutlr as the estimated level of
9]:49)349744
)54 ifi497
ropGian romaed which m e ceea the 1 mannnal-cnanw level dna Eme n Action Plan on me
P P ( ay x 9erw ) rye ry
8763 8773
9743
9113 7fi3 97
levees k shown as ro din n. Ta maintain accre<itation Me levee owner ormmmun117 is
ys euta P 9 Prapcdio
aired w submit lM1e data and tlocumentadion ramssa w ..ply wiM Section 65.10 of Me NFIP re dations.
reg re -marry PY 9
8122 8742
8782 9702
9722
g the community or owner does not Provide tM1e necessary data and
te, FE dap and
id iisinthelevees/stem doesnotcomply Section FEMA the Hntat.n
8762 8772
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provided .10 ragnt.ion
w5N -11 revise rieflood
ee
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of the
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r other measures.Formore flood insuance,Interested should visit M: FEMA
87408]5087608770
97:097309740
]50 7fi097
pensuremeand
thtp/A Vndphrdionon pahae
Website at M1tlp://vmw.fema 9avlbusinesslnfi�ndex.shtm,
itain hi
LIMIT OF MODERATE WAVEACTION NOTES TO USERS: Forspme wastalnoodingzorres the AE Zane
ea
68 6e 60
62 64 8 6
oideo hoebeendividedbya LimitmModmmw Wave Action(LiNWA). The—VIAMIabeerrath approximate
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(oro—enthesM1orelineantl Me Li Mbrina—Ma VEZonee.—blideMiried) wtllim sinnilri-,but less
severe Man Mose in Me VE Zane.
662fi CAe)hem
1166 SM. 9606
9647 57
a62fi 9666
_ 6 6
Limit of Moderate Wave Action (UMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
Tharrapmay ILeapp.xmatebountlarresmthr CBRSpr'nkrnatonalpurphe only Fli—nsurance'snot
available ar CBRS areas farstructurhe thatare newly bolt or I-Abrt ally -.pro m,r,ha,th,d,ta(,)
ntl mptl M1 p- For mae'nformat in eea M1bp I/wvrvafws govlcboi the FIS Reliant, or roll the U 5 F ah
and WtllfeS - Customer Service Ce ,at 1400.344WILD
® CBRS Area 0 Otherwise Protected Area
1:6,000
10;
:M®®3
Emil
®�Lr�Lr��F�II
�YXill
ossa s f Dsx VERSION NUMBER
4 9614 96.4
Lee , a�rE;,
2.3.3.2
mare He, Itt ) 1 Z MAP NUMBER
I(/ I��I'''''''... 3710976600K
,,1' z� MAP REVISED
November 17, 2017
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONALFLOOD INSURANCE PROGRAM
4r.IPAx.11i- Farr —p
u,o
NORTH CAROLINA^A
y
W
L
�rOr�
k..✓V
Cja
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PANEL 9766
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Panel Contains:
COMMUNITY CID PANEL SUFFIX
CHATHAM COUNTY 370299 9766 K
ORANGECOUNTY 370:342 9766 K
O
O
4-1
co
z
ossa s f Dsx VERSION NUMBER
4 9614 96.4
Lee , a�rE;,
2.3.3.2
mare He, Itt ) 1 Z MAP NUMBER
I(/ I��I'''''''... 3710976600K
,,1' z� MAP REVISED
November 17, 2017

Stormwater Wetland #38
Design

STORMWATER WETLAND #38 SIZING CALCULATIONS
Project Name
Briar Chapel - Phase 12
Project Number
02735-0231
Date
July 23, 2018
3rd revision
2nd revision
1 st revision

Stormwater Wetland Drainage Area Data
Project Briar Chapel - Phase 12
Project No. 02735-0231
Date July 23, 2018
Total site area 74,000 square feet = acres
Impervious areas
Drainage area to pond
Other Drainage Area
Existing Proposed Change Existing Proposed
[sf] [sf] [sf] [sf] [sf]
On-site buildings
0
7,200
7,200
0
0
On-site streets/parking
0
28,000
28,000
0
0
On-site Sidewalk
0
8,000
8,000
0
0
On-site Equipment
0
0
0
0
0
Contingency
0
4,320
41320
0
0
Total Impervious
0
47,52(-
47,520
0
0
Non -impervious areas
Drainage area to pond
Other Drainage Area
Existing
[sf]
Proposed Change
[sf] [sf]
Existing Proposed
[sf] [sf]
On-site grass/landscape
0
28,000
28,000
0
0
On-site woods
74,000
0
-74,000
0
0
Total non -impervious
74,000
28,000
-46,000
0
Total Drainage Area
74,000 74,000
0
Percent Impervious
0.0 64.2
64.2
Notes:
2018.09.12.BMP#38 Phase 12 Wetland.xls
BMP Drainage Area Data Page 2 of 6 Printed 9/23/2018 8:09 AM

Stormwater Wetland Runoff Volume Calculations
Project
Briar Chapel -Phase
12
Project No.
02735-0231
Date
July 23, 2018
Drainage area
74,000
square feet
Impervious area
47,520
square feet
Rainfall depth
1.00
inches
Percent Impervious
64.2
percent
R(v)=0.05+0.009*(Percent
impervious)
Runoff coefficient - R(v)
0.63
in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 3,872.3 cubic feet
Notes:
2018.09.12.BMP#38 Phase 12 Wetland.xls
Runoff Volume Calcs Page 3 of 6 Printed 9/23/2018 8:09 AM

Project
Project No.
Date
Briar Chapel -
02735-0231
July 23, 2018
Phase 12
Stormwater Wetland Volume Calculations
Stage -Storage Data for Wetland - Temporary Pool
Contour ID
Stage
Area
[sq. ft.]
Area
[acres]
Incremental
Area
[sq. ft.]
Incremental
Area
[acres]
Incremental
volume
[cu. ft]
Incremental
volume
[acre -ft]
Cumulative
volume
[cu. ft]
Cumulative
volume
[acre -ft]
435.75
0
2,167.0
0.050
2,167.0
0.0
0.0
0.0
0.0
0.0
436
0.25
2,758.0
0.063
2,758.0
0.0
615.6
0.0
615.6
0.0
437
1.25
3,810.0
0.087
3,810.0
0.0
3,284.0
0.1
3,899.6
0.1
438
2.25
5,039.0
0.116
5,039.0
0.0
4,424.5
0.1
8,324.1
0.2
439
3.25
6,458.0
0.148
6,458.0
0.0
5,748.5
0.1
14,072.6
0.2
440
4.25
8,118.0
0.186
8,118.0
0.0
7,288.0
0.2
21,360.6
0.3
2018.09.12.BMP#38 Phase 12 Wetland.xls
Stage Storage (Temp Pool) Page 4 of 6 Printed 9/23/2018 8:09 AM

Stormwater Wetland Dewatering Time Calculations
Project Briar Chapel - Phase 12
Project No. 02735-0231
Date July 23, 2018
Water quality treatment volume
Total treatment volume
Maximum head of water above dewatering hole
Driving head
Orifice coefficient
Diameter of each hole
Number of holes
Cross sectional area of each hole =
Cross sectional area of each hole =
Cross sectional area of dewatering hole(s) _
Cross sectional area of dewatering hole(s) _
Dewatering time for water quality volume =
Dewatering time for total volume =
3,872
cubic feet
3,900
cubic feet
1.25
feet
0.41
feet
0.60
1.25 inches
I
0.009 square feet
1.2 square inches
0.006 square feet
0.9 square inches
2.3 days
54.4 hours
2.3 days
54.8 hours
Notes:
Dewatering time formula: t (days) = V / (Cd*A*Sgrt (2*32.2*H)*86,400)
t = drawdown time
V = treatment volume
Cd = orifice coefficient
A = cross sectional area of orifice
H = driving head (1/3 max. head)

Pre -Development
Subcat Reach on Link
2S
Post- Development
3 P
6 M P #34

2018.09.12.BMP #38 -Wetland Type 1124 -hr 1 -Inch Rainfall=1.00"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 6
Time span=1.00-70.00 hrs, dt=0.05 hrs, 1381 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: Pre -Development Runoff Area=1.734 ac 0.00% Impervious Runoff Depth=0.00"
Flow Length=514' Tc=16.1 min CN=70 Runoff=0.00 cfs 0.001 of
Subcatchment2S: Post -Development Runoff Area=75,520 sf 62.92% Impervious Runoff Depth=0.28"
Flow Length=248' Tc=10.5 min CN=89 Runoff=0.70 cfs 0.041 of
Pond 3P: BMP #34 Peak Elev=436.14' Storage=1,006 cf Inflow=0.70 cfs 0.041 of
Primary=0.02 cfs 0.041 of Secondary=0.00 cfs 0.000 of Outflow=0.02 cfs 0.041 of
Total Runoff Area = 3.468 ac Runoff Volume = 0.042 of Average Runoff Depth = 0.14"
68.54% Pervious = 2.377 ac 31.46% Impervious = 1.091 ac

2018.09.12.BMP #38 -Wetland Type Il 24 -hr 1 -Inch Rainfall=1.00"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: BMP #34
Inflow Area = 1.734 ac, 62.92% Impervious, Inflow Depth = 0.28" for 1 -Inch event
Inflow = 0.70 cfs @ 12.03 hrs, Volume= 0.041 of
Outflow = 0.02 cfs @ 16.02 hrs, Volume= 0.041 af, Atten= 97%, Lag= 239.0 min
Primary = 0.02 cfs @ 16.02 hrs, Volume= 0.041 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-70.00 hrs, dt= 0.05 hrs
Peak Elev= 436.14' @ 16.02 hrs Surf.Area= 2,903 sf Storage= 1,006 cf
Plug -Flow detention time= 558.6 min calculated for 0.041 of (100% of inflow)
Center -of -Mass det. time= 559.6 min ( 1,430.4 - 870.8 )
Volume Invert Avail.Storage Storage Description
#1 435.75' 21,361 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
435.75 2,167 0 0
436.00 2,758 616 616
437.00 3,810 3,284 3,900
438.00 5,039 4,425 8,324
439.00 6,458 5,749 14,073
440.00 8,118 7,288 21,361
Device Routing Invert Outlet Devices
#1 Primary 435.25' 15.0" Round Culvert
L= 27.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 435.25'/435.00' S=0.0093'/' Cc= 0.900
n=0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 435.75' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 437.00' 20.0" W x 4.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 438.30' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 439.00' 15.0' long x 16.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.02 cfs @ 16.02 hrs HW=436.14' (Free Discharge)
L1=Culvert (Passes 0.02 cfs of 2.53 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.02 cfs @ 3.00 fps)
3=Orifi ce/G rate ( Controls 0.00 cfs)
4=Orifi ce/G rate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=435.75' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

2018.09.12.BMP #38 -Wetland Type II 24 -hr 1 -Inch Rainfall=1.00"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 10
i 1
-/////////////////
►ilii
■ Inflow
■ outflow
0 Primary
❑ Secondary
Pond 3P: BMP #34
Hydrograph
0.70 cfs
I
LL
1L
I T
L-Ifi
-13181 �£1
0.75
i
T
T1
T
T
I TI
TI
T
Jot`
F%h _Elldvl _43b:1W
0.7-
0.65
1
L1
Irt
�I
Irt
��grpp7tQ96 Cf
0.6
0.55
H
I T I
H
1—�
I T I
t-1
I -t
I T I -I 1—� T H
0.5
0.45
/
H
1+1
H
I_+
ITI
H
4
1+1 HI rt i
0.4
LL 0.35
1
—
0.3
0.25
III
L I
L1
1-111
Ll
I-1111
UI U I -'
i 1
-/////////////////
►ilii
■ Inflow
■ outflow
0 Primary
❑ Secondary

2018.09.12.BMP #38 -Wetland Type 1124 -hr 1-YrRainfall=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 11
Time span=1.00-70.00 hrs, dt=0.05 hrs, 1381 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: Pre -Development Runoff Area=1.734 ac 0.00% Impervious Runoff Depth=0.69"
Flow Length=514' Tc=16.1 min CN=70 Runoff=1.32 cfs 0.100 of
Subcatchment2S: Post -Development Runoff Area=75,520 sf 62.92% Impervious Runoff Depth=1.86"
Flow Length=248' Tc=10.5 min CN=89 Runoff=4.75 cfs 0.269 of
Pond 3P: BMP #34 Peak Elev=437.39' Storage=5,474 cf Inflow=4.75 cfs 0.269 of
Primary=1.27 cfs 0.269 of Secondary=0.00 cfs 0.000 of Outflow=1.27 cfs 0.269 of
Total Runoff Area = 3.468 ac Runoff Volume = 0.369 of Average Runoff Depth = 1.28"
68.54% Pervious = 2.377 ac 31.46% Impervious = 1.091 ac

2018.09.12.BMP #38 -Wetland Type 1124 -hr 1-YrRainfa11=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1S: Pre -Development
Runoff = 1.32 cfs @ 12.11 hrs, Volume= 0.100 af, Depth= 0.69"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-70.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall=2.96"
Area (ac) CN Description
1.734 70 Woods, Good, HSG C
1.734 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
8.8 50
0.0400
0.09
Sheet Flow,
��nl o , _ �p� T=10 69'1
Flow Len th-514
Woods: Light underbrush n= 0.400 P2= 3.58"
7.3 464
0.0450
1.06
Shallow Concentrated Flow,
I I ICM46
Woodland Kv= 5.0 fps
16.1 514 Total
3
0
LL
Subcatchment 1S: Pre -Development
Hydrograph
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70
Time (hours)
❑Runoff
I I 1.32 cfs
VIII
4-1� Rainfall=i96'�
fi l fi l fi l fi l l It rtotff Ar" --i .,734 Od
��nl o , _ �p� T=10 69'1
Flow Len th-514
LL
I I ICM46
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70
Time (hours)
❑Runoff

2018.09.12.BMP #38 -Wetland Type 1124 -hr 1-YrRainfa11=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 2S: Post -Development
Runoff = 4.75 cfs @ 12.02 hrs, Volume= 0.269 af, Depth= 1.86"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-70.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall=2.96"
Area (sf) CN Description
28,000 74 >75% Grass cover, Good, HSG C
47,520 98 Paved parking, HSG C
75,520 89 Weighted Average
28,000 37.08% Pervious Area
47,520 62.92% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
2.8
36
0.0519
0.21
Sheet Flow,
Grass: Short n= 0.150 P2= 3.58"
1.4
212
0.0150
2.49
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
6.3
Direct Entrv. Pine
10.5 248 Total
Subcatchment 2S: Post -Development
Hydrograph
e � 4.75 cfs
y�
4
VIII IMM V I I Runoff AtOa�--75,5210 V
0 3 nl a�ff Qelp�=11 8�'l
LL Flow Len th-48
2 TI -rI _rI _rI _ _rI -rI _rI rI t --I SCI=
IMM I CM=90
� II IIIIIIII IIIIII
❑Runoff

2018.09.12.BMP #38 -Wetland Type 1124 -hr 1-YrRainfall=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 14
Summary for Pond 3P: BMP #34
Inflow Area = 1.734 ac, 62.92% Impervious, Inflow Depth = 1.86" for 1 -Yr event
Inflow = 4.75 cfs @ 12.02 hrs, Volume= 0.269 of
Outflow = 1.27 cfs @ 12.23 hrs, Volume= 0.269 af, Atten= 73%, Lag= 12.9 min
Primary = 1.27 cfs @ 12.23 hrs, Volume= 0.269 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-70.00 hrs, dt= 0.05 hrs
Peak Elev= 437.39' @ 12.23 hrs Surf.Area= 4,288 sf Storage= 5,474 cf
Plug -Flow detention time= 596.6 min calculated for 0.269 of (100% of inflow)
Center -of -Mass det. time= 595.6 min ( 1,411.0 - 815.3 )
Volume Invert Avail.Storage Storage Description
#1 435.75' 21,361 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
435.75 2,167 0 0
436.00 2,758 616 616
437.00 3,810 3,284 3,900
438.00 5,039 4,425 8,324
439.00 6,458 5,749 14,073
440.00 8,118 7,288 21,361
Device Routing Invert Outlet Devices
#1 Primary 435.25' 15.0" Round Culvert
L= 27.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 435.25'/435.00' S=0.0093'/' Cc= 0.900
n=0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 435.75' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 437.00' 20.0" W x 4.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 438.30' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 439.00' 15.0' long x 16.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.27 cfs @ 12.23 hrs HW=437.39' (Free Discharge)
L1=Culvert (Passes 1.27 cfs of 7.20 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.05 cfs @ 6.16 fps)
3=Orifi ce/G rate (Orifice Controls 1.22 cfs @ 2.20 fps)
4=Orifi ce/G rate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=435.75' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

2018.09.12.BMP #38 -Wetland Type 1124 -hr 1-YrRainfa11=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 15
Pond 3P: BMP #34
Hydrograph
I I I I I i I I I I I I I I I I I I I I I I II I I INInflow
4.75 cfs 7 outflow
1416b i Ari ash i7134IaCC ❑Primary
� =jj {{�� El Secondary
SW090=A474 Of
4
Ilillllllllllllllllll
3 4-I H I-4 114—I I-
0 Ililllllllllllllllllllll
2 1.27 cfs I H III I TIF I I 11
IIIIIIIIIIIIIIIIIII
1 1 1%////////////////////////////////////////////////%///////////////////////////////////////%/
������

2018.09.12.BMP #38 -Wetland Type 1124 -hr 10 -Yr Rainfall=5.18"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 16
Time span=1.00-70.00 hrs, dt=0.05 hrs, 1381 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: Pre -Development Runoff Area=1.734 ac 0.00% Impervious Runoff Depth=2.17"
Flow Length=514' Tc=16.1 min CN=70 Runoff=4.62 cfs 0.314 of
Subcatchment2S: Post -Development Runoff Area=75,520 sf 62.92% Impervious Runoff Depth=3.94"
Flow Length=248' Tc=10.5 min CN=89 Runoff=9.71 cfs 0.570 of
Pond 3P: BMP #34 Peak Elev=438.40' Storage=10,463 cf Inflow=9.71 cfs 0.570 of
Primary=4.29 cfs 0.569 of Secondary=0.00 cfs 0.000 of Outflow=4.29 cfs 0.569 of
Total Runoff Area = 3.468 ac Runoff Volume = 0.884 of Average Runoff Depth = 3.06"
68.54% Pervious = 2.377 ac 31.46% Impervious = 1.091 ac

2018.09.12.BMP #38 -Wetland Type 1124 -hr 10 -Yr Rainfall=5.18"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1S: Pre -Development
Runoff = 4.62 cfs @ 12.09 hrs, Volume= 0.314 af, Depth= 2.17"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-70.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall=5.18"
Area (ac) CN Description
1.734 70 Woods, Good, HSG C
1.734 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
8.8 50
0.0400
0.09
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.58"
7.3 464
0.0450
1.06
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
16.1 514 Total
5 -
in
3
3
0
LL
Subcatchment 1S: Pre -Development
Hydrograph
�������������������������������������VAOI
❑Runoff
-k-I +
4.62 cfs
i i
-
10 -Yrs kainfall=i5.l1e
V li i RunolffArea=i1.734 �id
��nl aoff Qelp "1=12 1�'1
Flow Len h-;14
l i l l l l l l l l l l l l l l l l l l l l ICIN���
�������������������������������������VAOI
❑Runoff

2018.09.12.BMP #38 -Wetland Type 1124 -hr 10 -Yr Rainfall=5.18"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: Post -Development
Runoff = 9.71 cfs @ 12.02 hrs, Volume= 0.570 af, Depth= 3.94"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-70.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall=5.18"
Area (sf) CN Description
28,000 74 >75% Grass cover, Good, HSG C
47,520 98 Paved parking, HSG C
75,520 89 Weighted Average
28,000 37.08% Pervious Area
47,520 62.92% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
2.8
36
0.0519
0.21
Sheet Flow,
cfs
9
1
Grass: Short n= 0.150 P2= 3.58"
1.4
212
0.0150
2.49
Shallow Concentrated Flow,
_L I
Paved Kv= 20.3 fps
6.3
7
-
Direct Entrv. Pine
10.5 248 Total
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70
Time (hours)
■Runoff
Subcatchment 2S: Post -Development
Hydrograph
10-/9.71
cfs
9
1
I
_L I
_L I
1113u1n-OffAte[W=7 1,520 sf
7
-
1 1 1
4-1
4-1
4�upgff YR1gTp'f01•_j7 p�af
0
ISI-
+I+I+I+I�I+I+I��In�ff��fp�9
'j
- 5
FL
fit
t I t I t t I
t I
t I
Flow Len h=
t I t t t in
4
3
ISI
TITITITITITITITITIFIFIFIC*64_0
2
1111
1111111111111111111111111111
1
1111
III
IIID
111111111 II
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70
Time (hours)
■Runoff

2018.09.12.BMP #38 -Wetland Type 1124 -hr 10 -Yr Rainfall=5.18"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 19
Summary for Pond 3P: BMP #34
Inflow Area = 1.734 ac, 62.92% Impervious, Inflow Depth = 3.94" for 10 -Yr event
Inflow = 9.71 cfs @ 12.02 hrs, Volume= 0.570 of
Outflow = 4.29 cfs @ 12.17 hrs, Volume= 0.569 af, Atten= 56%, Lag= 9.0 min
Primary = 4.29 cfs @ 12.17 hrs, Volume= 0.569 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-70.00 hrs, dt= 0.05 hrs
Peak Elev= 438.40' @ 12.17 hrs Surf.Area= 5,609 sf Storage= 10,463 cf
Plug -Flow detention time= 311.1 min calculated for 0.569 of (100% of inflow)
Center -of -Mass det. time= 312.3 min ( 1,106.4 - 794.1 )
Volume Invert Avail.Storage Storage Description
#1 435.75' 21,361 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
435.75 2,167 0 0
436.00 2,758 616 616
437.00 3,810 3,284 3,900
438.00 5,039 4,425 8,324
439.00 6,458 5,749 14,073
440.00 8,118 7,288 21,361
Device Routing Invert Outlet Devices
#1 Primary 435.25' 15.0" Round Culvert
L= 27.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 435.25'/435.00' S=0.0093'/' Cc= 0.900
n=0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 435.75' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 437.00' 20.0" W x 4.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 438.30' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 439.00' 15.0' long x 16.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=4.14 cfs @ 12.17 hrs HW=438.39' (Free Discharge)
L1=Culvert (Passes 4.14 cfs of 9.38 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.06 cfs @ 7.83 fps)
3=Orifi ce/G rate (Orifice Controls 2.96 cfs @ 5.33 fps)
4=Orifi ce/G rate (Weir Controls 1.12 cfs @ 1.00 fps)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=435.75' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

2018.09.12.BMP #38 -Wetland
Type 1124 -hr 10 -Yr Rainfall=5.18"
Prepared by McKim & Creed
Printed
9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD
Software Solutions LLC
Page 20
Pond 3P: BMP #34
Hydrograph
9.71 cfs
_
/
I L
I I
''LIN,� �,-1 /� � II ,,,�
H -1 I -L I klll" k"" =i 7� ISI
El
10
H I H
H I4 I+ I H P66k EAtiv�=438.4$'I
9 /
T I
H I -T IT I TI StOrr-09#t 0,463 0
8 /
7- /
IIII
Illlllllllllllllllllllllll
6
0 5 / 4.29 cfs
it l fi l
H I -t I fi l t -I I1-1fi l 1-I I� fi l
LL
4 /
II IIIIIIIIIIIIIIIIIIIIIIIIII
3 /
2
II
IIIIIIIIIIIIIIIIIIIIII
0.00 cfs
0
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70
Time (hours)

2018.09.12.BMP #38 -Wetland Type 1124 -hr 100 -Yr Rainfall=7.67"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 24
Summary for Pond 3P: BMP #34
Inflow Area = 1.734 ac, 62.92% Impervious, Inflow Depth = 6.36" for 100 -Yr event
Inflow = 15.23 cfs @ 12.01 hrs, Volume= 0.919 of
Outflow = 10.10 cfs @ 12.11 hrs, Volume= 0.919 af, Atten= 34%, Lag= 5.7 min
Primary = 10.10 cfs @ 12.11 hrs, Volume= 0.919 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-70.00 hrs, dt= 0.05 hrs
Peak Elev= 438.80' @ 12.11 hrs Surf.Area= 6,171 sf Storage= 12,796 cf
Plug -Flow detention time= 211.5 min calculated for 0.919 of (100% of inflow)
Center -of -Mass det. time= 211.2 min ( 992.3 - 781.1 )
Volume Invert Avail.Storage Storage Description
#1 435.75' 21,361 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
435.75 2,167 0 0
436.00 2,758 616 616
437.00 3,810 3,284 3,900
438.00 5,039 4,425 8,324
439.00 6,458 5,749 14,073
440.00 8,118 7,288 21,361
Device Routing Invert Outlet Devices
#1 Primary 435.25' 15.0" Round Culvert
L= 27.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 435.25'/435.00' S=0.0093'/' Cc= 0.900
n=0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 435.75' 1.2" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 437.00' 20.0" W x 4.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 438.30' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 439.00' 15.0' long x 16.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=10.09 cfs @ 12.11 hrs HW=438.79' (Free Discharge)
L1=Culvert (Inlet Controls 10.09 cfs @ 8.22 fps)
2=Orifice/Grate (Passes < 0.07 cfs potential flow)
3=Orifi ce/G rate (Passes < 3.41 cfs potential flow)
4=Orifi ce/G rate (Passes < 13.45 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=435.75' (Free Discharge)
L5= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

2018.09.12.BMP #38 -Wetland Type 1124 -hr 100 -Yr Rainfall=7.67"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 25
■ Inflow
■ Outflow
■ Primary
■ Secondary
• i la
PijkEf6vF=439.8011
. i i
� I I
1 1
■ Inflow
■ Outflow
■ Primary
■ Secondary

DATE: 9/23/2018
DESIGNED BY: LEG
F'KUJLU I NAML: briar chapel - Phase 12 NKUJt=U I NU: UHLUKLU bY: UUA
PROJECT LOCATION: Chatham Countv. NC 2735-0231
Pond Name=
BMP #38
Riser Outer Width =
4 ft
Riser Outer Length =
4 ft
Riser Inner Width =
3 ft
Riser Inner Length =
3 ft
Riser Height =
3.55 ft
Concrete Base Length = 6 ft
Concrete Base Width = 6 ft
Concrete Base Depth = 6 in
Riser Resisting Force =
Base Resisting Force =
Total Resisting Force =
Riser Buoyant Force =
Base Buoyant Force =
Total Buoyant Force =
Factor of Safety
3,728 Ib
2,700 Ib
6,428 Ib
3,544 1 b
1,123 Ib
4,668 Ib
1.38 Design Acceptable

DATE: 09/23/2018
DESIGNED BY:
LEG
PROJECT NAME: Briar Chapel Phase 12
PROJECT NO:
CHECKED BY
PROJECT LOCATION: Chatham County, NC
2735-0231
GCA
Storm Outlet Structure
Structure= BMP #38 Out
Q10/Qfull =
0.69
Size= 15 in
V/Vfull =
1.07
Q10 = 4.29 cfs
V =
5.4
fps
Qfull = 6.22 cfs
Vfull = 5.07 fps
From Fig. 8.06.b.1:
Zone
=
2
From Fig. 8.06.b.2:
D50
=
8
in
DMAx
=
12
in
Riprap Class
=
B
s
Apron Thickness
=
22
in
3
Apron Length
=
7.5
ft
Length
Apron Width = 3 x Dia
=
4.0
ft

Wet Detention Pond #39
Design

Wet Detention Pond #39
Design

WATER QUALITY POND CALCULATIONS
Project Name
Briar Chapel - Phase 12S BMP #39
Project Number
02735-0231
Date
September 23, 2018
3rd revision
2nd revision
1 st revision

Water Quality Pond Drainage Area Data
Project
Project No.
Date
Total site area
Briar Chapel - Phase 12S BMP #39
02735-0231
September 23, 2018
491,610 square feet = 11.29 acres
Impervious areas
Drainage area to pond
Existing Proposed Change
[sf] [sf] [sf]
Other Drainage Area
Existing Proposed
[sf] [sf]
On-site buildings BUA
0
191,400
191,400
0
0
On-site streets
0
59,257
59,257
0
0
On-site alleys
0
0
0
0
0
On-site sidewalks
0
14,370
14,370
0
0
On-site future (open space)
0
5,651
5,651
0
0
Off-site future development
0
0
0
0
0
Contingenc 1
0
15,000
15,000
0
0
Total Impervious 1
0
285,678
285,678
0
0
Non -impervious areas
Drainage area to pond
Existing Proposed Change
[sf] [sf] [sf]
Other Drainage
Existing
[sf]
Area
Proposed
[sf]
On-sitegrass/landscape
0
360,900
360,900
0
0
On-site woods
635,900
0
-635,900
0
0
Other undeveloped
0
0
0
0
0
Total off-site non -impervious
0
0
0
0
0
Total non -impervious
635,900
360,900 1
-275,000
0
0
Total Drainage Area
491,610
491,610
0
0
0
Percent Impervious
0.0
58.1
58.1
n/a
n/a
2018.07.31. Phase 12S #39 Western Pond.xls
Site Drainage Area Data Page 2 of 15 Printed 9/23/2018 12:30 PM

Water Quality Pond Surface Area Calculations
Project Briar Chapel - Phase 12S BMP #39
Project No. 02735-0231
Date September 23, 2018
Total on-site drainage area to pond 491,610 square feet
Total impervious area in drainage area 285,678 square feet
Average water depth of basin at normal pool 3.0 feet
Location of site Chatham County
Site region Piedmont
% Impervious cover 58.1 percent
If the site is in a coastal area, will a vegetative filter be used?
Surface Area/Drainage Area Ratios:
For a site in the Piedmont
For a site in a Coastal County
Required surface area of pond:
For a site in the Piedmont
For a site in a Coastal County
Notes:
2018.07.31. Phase 12S #39 Western Pond.xls
Pond Surface Area Calcs Page 3 of 15
2.0
77
percent
percent
10,000.0 square feet
11,490.0 square feet
Printed 9/23/2018 12:30 PM

Water Quality Pond Stormwater Runoff Volume Calculations
Project
Briar Chapel -
Phase 12S BMP #39
Project No.
02735-0231
Date
September 23, 2018
Drainage area
491,610
square feet
Impervious area
285,678
square feet
Rainfall depth
1.00
inches
Percent Impervious
58.1
percent
R(v)=0.05+0.009*(Percent
impervious)
Runoff coefficient - R(v)
0.57
in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 23,474.2 cubic feet
Notes:
2018.07.31. Phase 12S #39 Western Pond.xls
Runoff Volume Calcs Page 4 of 15 Printed 9/23/2018 12:30 PM

Project
Project No.
Date
Water Quality Pond Volume Calculations
Stage -Storage Data for Pond - Temporary Pool
Briar Chapel - Phase 12S BMP #39
02735-0231
September 23, 2018
Contour ID
Stage
Area
[sq. ft.]
Area
[acres]
Incremental
Area
[sq. ft.]
Incremental
Area
[acres]
Incremental
volume
[cu. ft]
Incremental
volume
[acre -ft]
Cumulative
volume
[cu. ft]
Cumulative
volume
[acre -ft]
451.5
0
14,202.0
0.326
14,202.0
0.33
0.0
0.0
0.0
0.0
452
0.5
16,001.0
0.367
16,001.0
0.04
7,550.8
0.17
7,550.8
0.17
453
1.5
17,587.0
0.404
17,587.0
0.04
16,794.0
0.39
24,344.8
0.56
454
2.5
19,230.0
0.441
19,230.0
0.04
18,408.5
0.42
42,753.3
0.98
455
3.5
20,930.0
0.480
20,930.0
0.04
20,080.0
0.46
62,833.3
1.44
456
4.5
22,686.0
0.521
22,686.0
0.04
21,808.0
0.50
84,641.3
1.94
457
5.5
24,498.0
0.562
24,498.0
0.04
23,592.0
0.54
108,233.3
2.48
458
6.5
26,367.0
0.605
26,367.0
0.04
25,432.5
0.58
133,665.8
3.07
2018.07.31. Phase 12S #39 Western Pond.xls
Stage Storage (Temp Pool) Page 5 of 15 Printed 9/23/2018 12:30 PM

Project
Project No.
Date
Water Quality Pond Volume Calculations
Stage -Storage Data for Pond - Main Pool
Briar Chapel - Phase 12S BMP #39
02735-0231
September 23, 2018
Contour ID
Stage
Area
[sq. ft.]
Area
[acres]
Incremental
Area
[sq. ft.]
Incremental
Area
[acres]
Incremental
volume
[cu. ft]
Incremental
volume
[acre -ft]
Cumulative
volume
[cu. ft]
Cumulative
volume
[acre -ft]
447
0
4,779.0
0.110
4,779.0
0.1
0.0
0.0
0.0
0.0
448
1
5,915.0
0.136
1,136.0
0.0
5,347.0
0.1
5,347.0
0.1
449
2
7,112.0
0.163
1,197.0
0.0
6,513.5
0.1
11,860.5
0.3
450
3
8,367.0
0.192
1,255.0
0.0
7,739.5
0.2
19,600.0
0.3
451
4
9,725.0
0.223
1,358.0
0.0
9,046.0
0.2
28,646.0
0.4
451.5
4.5
11,382.0
0.261
1,657.0
0.0
5,276.8
0.1
33,922.8
0.3
2018.07.31. Phase 12S #39 Western Pond.xls
Stage Storage (Main Pool) Page 6 of 15 Printed 9/23/2018 12:30 PM

Project
Project No.
Date
Water Quality Pond Volume Calculations
Stage -Storage Data for Pond - Forebays
Briar Chapel - Phase 12S BMP #39
02735-0231
September 23, 2018
Contour ID
Stage
Area
[sq. ft.]
Area
[acres]
Incremental
Area
[sq. ft.]
Incremental
Area
[acres]
Incremental
volume
[cu. ft]
Incremental
volume
[acre -ft]
Cumulative
volume
[cu. ft]
Cumulative
volume
[acre -ft]
448
0
552.0
0.013
552.0
0.0
0.0
0.0
0.0
0.0
449
1
1,161.0
0.027
609.0
0.0
856.5
0.0
856.5
0.0
450
2
1,877.0
0.043
716.0
0.0
1,519.0
0.0
2,375.5
0.1
451
3
2,691.0
0.062
814.0
0.0
2,284.0
0.1
4,659.5
0.1
451.5
3.5
3,265.0
0.075
574.0
1,489.0
0.0
6,148.5
0.1
2018.07.31. Phase 12S #39 Western Pond.xls
Stage Storage (Forebays) Page 7 of 15 Printed 9/23/2018 12:30 PM

Water Quality Basin Dewatering Time Calculations
Project Briar Chapel - Phase 12S BMP #39
Project No. 02735-0231
Date September 23, 2018
Water quality treatment volume
Total treatment volume
Maximum head of water above dewatering hole
Driving head
Orifice coefficient
Diameter of each hole
Number of holes
Cross sectional area of each hole =
Cross sectional area of each hole =
Cross sectional area of dewatering hole(s) _
Cross sectional area of dewatering hole(s) _
Dewatering time for water quality volume =
Dewatering time for total volume =
23,474
cubic feet
24,345
cubic feet
1.50
feet
0.50
feet
0.60
2.50 inches
I
0.034 square feet
4.9 square inches
0.034 square feet
4.9 square inches
2.4 days
56.5 hours
2.4 days
58.6 hours
Notes:
Dewatering time formula: t (days) = V / (Cd*A*Sgrt (2*32.2*H)*86,400)
t = drawdown time
V = treatment volume
Cd = orifice coefficient
A = cross sectional area of orifice
H = driving head (1/3 max. head)

Water Quality Pond Summary Information
Project Briar Chapel - Phase 12S BMP #39
Project No. 02735-0231
Date September 23, 2018
Drainage area to pond
491,610
square feet =
11.29 acres
Impervious area in drainage area
285,678
square feet=
6.56 acres
Bottom of pond elevation
447.00
feet
Normal pool elevation
451.50
feet
Main pond volume at normal pool
33,923
cubic feet
Forebay volume at normal pool
6,149
cubic feet
Forebay % of total volume
18.1%
Required volume for design rainfall
23,474
cubic feet
Required surface area for main pool
10,000
square feet
Volume provided for storage of design
rainfall =
24,345
cubic feet at elevation
Surface area provided at normal pool of main pond =
11,382
square feet
Average Depth
3.00
feet
nr,I
2018.07.31. Phase 12S #39 Western Pond.xls
Summary Data Page 9 of 15 Printed 9/23/2018 12:30 PM

1S
Pre -Development
Subcat Reach on Link
2S
Post -Development
3P
12S BMP 39

2018.07.20. Phase 12S Western BMP #39 Type Il 24 -hr 1 -Inch Rainfall=1.00"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: 12S BMP 39
Inflow Area = 11.290 ac, 58.10% Impervious, Inflow Depth = 0.25" for 1 -Inch event
Inflow =
3.32 cfs @
12.09 hrs,
Volume=
0.238 of
Outflow =
0.10 cfs @
19.31 hrs,
Volume=
0.195 af, Atten= 97%, Lag= 433.3 min
Primary =
0.10 cfs @
19.31 hrs,
Volume=
0.195 of
Secondary =
0.00 cfs @
1.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 1.00-45.00 hrs, dt= 0.05 hrs
Peak Elev= 451.94' @ 19.31 hrs Surf.Area= 15,799 sf Storage= 6,657 cf
Plug -Flow detention time= 757.6 min calculated for 0.194 of (82% of inflow)
Center -of -Mass det. time= 675.7 min ( 1,558.3 - 882.5 )
Volume
Invert Avail.Storage
Storage
Description
#1
451.50' 133,666 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
451.50
14,202
0
0
452.00
16,001
7,551
7,551
453.00
17,587
16,794
24,345
454.00
19,230
18,409
42,753
455.00
20,930
20,080
62,833
456.00
22,686
21,808
84,641
457.00
24,498
23,592
108,233
458.00
26,367
25,433
133,666
Device Routina Invert Outlet Devices
#1
Primary
449.00'
18.0" Round Culvert
L= 56.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 449.00'/448.00' S=0.0179'/' Cc= 0.900
n=0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2
Device 1
451.50'
2.5" Vert. Orifice/Grate C= 0.600
#3
Device 1
453.00'
30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
455.35'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5
Secondary
456.50'
10.0' long x 19.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.10 cfs @ 19.31 hrs HW=451.94' (Free Discharge)
L =Culvert (Passes 0.10 cfs of 12.60 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.10 cfs @ 2.81 fps)
3=Orifi ce/G rate ( Controls 0.00 cfs)
4=Orifi ce/G rate ( Controls 0.00 cfs)
te5
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=451.50' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 1 -Inch Rainfall=1.00"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 10
Pond 3P: 12S BMP 39
Hydrograph
I I El Inflow
3.32 cfs Eloutflow
Infl�Wl Ares=i 1 1240 ac ElEl Primary
Secondary
l Peak Elev=451.94'
3 Storage=6,657 cf
2
0
LL
V I I I I I I I I I I I I I
1
I I I I I I I I I
0.10 cfs i

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 1 -Yr Rainfall=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 11
Time span=1.00-45.00 hrs, dt=0.05 hrs, 881 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: Pre -Development Runoff Area=11.290 ac 0.00% Impervious Runoff Depth=0.69"
Flow Length=1,436' Tc=42.9 min CN=70 Runoff=4.39 cfs 0.651 of
Subcatchment2S: Post -Development Runoff Area=11.290 ac 58.10% Impervious Runoff Depth=1.78"
Flow Length=1,751' Tc=15.2 min CN=88 Runoff=25.60 cfs 1.677 of
Pond 3P: 12S BMP 39 Peak Elev=453.71' Storage=37,179 cf Inflow=25.60 cfs 1.677 of
Primary=4.25 cfs 1.386 of Secondary=0.00 cfs 0.000 of Outflow=4.25 cfs 1.386 of
Total Runoff Area = 22.580 ac Runoff Volume = 2.328 of Average Runoff Depth = 1.24"
70.95% Pervious = 16.020 ac 29.05% Impervious = 6.560 ac

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 1 -Yr Rainfall=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1S: Pre -Development
Runoff = 4.39 cfs @ 12.46 hrs, Volume= 0.651 af, Depth= 0.69"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-45.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall=2.96"
Area (ac) CN Description
11.290 70 Woods, Good, HSG C
11.290 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
13.8
107
0.0607
0.13
Sheet Flow, Sheet flow
77,
Woods: Light underbrush n= 0.400 P2= 3.56"
4.6
711
0.0295
2.58
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
9.5
618
0.0470
1.08
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.0
Direct Entrv.
42.9 1,436 Total
3
0
LL 2
Subcatchment 1S: Pre -Development
Hydrograph
1 2 3 4 5 6 7 8 9 1'6 I'l 1'2 1'3 14 1'5 1'6 1'7 1'8 1'9 20 2122 23 24 25 26 27 2829 30 3132 33 34 35 36 37 38 3940 4142 43 44 45
Time (hours)
❑Runoff
I l l l l l l l l i i i
4.39 cfs
1 1 1 1 1 1 1 �����i11411ir
fthlolff AllrOA#1 11 .290 Iah
I ���I�f� �Q�����Qh•I�I�'11 �fl
unoff �Q�1 ti "XPi "'
le � ,
i=0" '
Ll4121
i ii��
I I I I I I I I I I I I I I� j�ld7lpl
77,
1 2 3 4 5 6 7 8 9 1'6 I'l 1'2 1'3 14 1'5 1'6 1'7 1'8 1'9 20 2122 23 24 25 26 27 2829 30 3132 33 34 35 36 37 38 3940 4142 43 44 45
Time (hours)
❑Runoff

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 1 -Yr Rainfall=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 2S: Post -Development
Runoff = 25.60 cfs @ 12.07 hrs, Volume= 1.677 af, Depth= 1.78"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-45.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall=2.96"
Area (ac) CN Description
4.730 74 >75% Grass cover, Good, HSG C
6.560 98 Paved parking, HSG C
11.290 88 Weighted Average
4.730 41.90% Pervious Area
6.560 58.10% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
6.4
100
0.0500
0.26
Sheet Flow,
I I� 1` i� i� .I
24
-I 141 -H
�
Grass: Short n= 0.150 P2= 3.56"
1.8
289
0.0303
2.61
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
7.0
1,362
3.24
Direct Entry,
15.2 1,751 Total
1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18 19 20 2122 2324 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 4142 43 44 45
Time (hours)
■Runoff
Subcatchment 2S: Post -Development
Hydrograph
28-
:25.60
26 1
cfs
1 1 1 1 1 1
I I� 1` i� i� .I
24
-I 141 -H
�
+I
H
I �I
141 + I���-j lla-IIA al1��21�',I
22
20 1
1 1 1 1 1 1 1 1 11
I I
I I
I
I I ROhdff A0601:01.290 la�1
18
�I 141
LI
�--I
H
-I
-IuIqf�ypl4Mp7j�67171�f1
c 14 III
1
1 1
1 1
1 1
1 1 1
171 1 1 n 7 1,I
—
u 12
4-I 141
�
l�I
�
4-I
W L �/
141 � I4 � Z 1
5
10-4
8
ITI IT 1 1
F
ITI
FJ
TI
.�l
17 171 IT I 7 IT FJ dN44
6
-I141-�-
k14-1�4
-I1414-1I4
k14-1�4 -I�41
4
2
-I 1717-1
1
7
ITI
17171 IT I 7 1T1 7 TI IT 1
1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18 19 20 2122 2324 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 4142 43 44 45
Time (hours)
■Runoff

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 1 -Yr Rainfall=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 14
Summary for Pond 3P: 12S BMP 39
Inflow Area = 11.290 ac, 58.10% Impervious, Inflow Depth = 1.78" for 1 -Yr event
Inflow =
25.60 cfs @
12.07 hrs,
Volume=
1.677 of
Outflow =
4.25 cfs @
12.52 hrs,
Volume=
1.386 af, Atten= 83%, Lag= 26.9 min
Primary =
4.25 cfs @
12.52 hrs,
Volume=
1.386 of
Secondary =
0.00 cfs @
1.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 1.00-45.00 hrs, dt= 0.05 hrs
Peak Elev= 453.71' @ 12.52 hrs Surf.Area= 18,748 sf Storage= 37,179 cf
Plug -Flow detention time= 413.6 min calculated for 1.385 of (83% of inflow)
Center -of -Mass det. time= 339.4 min ( 1,163.2 - 823.8 )
Volume
Invert Avail.Storage
Storage
Description
#1
451.50' 133,666 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
451.50
14,202
0
0
452.00
16,001
7,551
7,551
453.00
17,587
16,794
24,345
454.00
19,230
18,409
42,753
455.00
20,930
20,080
62,833
456.00
22,686
21,808
84,641
457.00
24,498
23,592
108,233
458.00
26,367
25,433
133,666
Device Routina Invert Outlet Devices
#1
Primary
449.00'
18.0" Round Culvert
L= 56.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 449.00'/448.00' S=0.0179'/' Cc= 0.900
n=0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2
Device 1
451.50'
2.5" Vert. Orifice/Grate C= 0.600
#3
Device 1
453.00'
30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
455.35'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5
Secondary
456.50'
10.0' long x 19.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=4.25 cfs @ 12.52 hrs HW=453.71' (Free Discharge)
L =Culvert (Passes 4.25 cfs of 16.92 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.24 cfs @ 6.98 fps)
3=Orifi ce/G rate (Orifice Controls 4.01 cfs @ 3.21 fps)
4=Orifi ce/G rate ( Controls 0.00 cfs)
te5
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=451.50' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 1 -Yr Rainfall=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 15
N
V
3
0
LL
/
/
/
/
/
/
/
/
/
/
/
� 25.60 cfs
TIT
�I-4
III
I AI
4.25 cfs
Pond 3P: 12S BMP 39
Hydrograph
-L- I_ -L- I —L I
—T �— 1 T —fr f["—A%"=41 X24J
T
T
1 T
1 7PO—a* Ea r ---#5i.7-1' I
—�
t 1-1
T 1-1
-tSto-rpWL7,179tcfl
--�
4-1
1 T I
I T 1 1T �-1-4 �-
fit I T I T I t-
����%//////////////////////////////////////////////////////////////////////////////////////%
■ Inflow
■ outflow
■ Primary
■ Secondary

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 16
Time span=1.00-45.00 hrs, dt=0.05 hrs, 881 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: Pre -Development Runoff Area=11.290 ac 0.00% Impervious Runoff Depth=2.16"
Flow Length=1,436' Tc=42.9 min CN=70 Runoff=16.07 cfs 2.035 of
Subcatchment2S: Post -Development Runoff Area=11.290 ac 58.10% Impervious Runoff Depth=3.83"
Flow Length=1,751' Tc=15.2 min CN=88 Runoff=53.60 cfs 3.604 of
Pond 3P: 12S BMP 39 Peak Elev=455.60' Storage=75,681 cf Inflow=53.60 cfs 3.604 of
Primary=16.04 cfs 3.304 of Secondary=0.00 cfs 0.000 of Outflow=16.04 cfs 3.304 of
Total Runoff Area = 22.580 ac Runoff Volume = 5.639 of Average Runoff Depth = 3.00"
70.95% Pervious = 16.020 ac 29.05% Impervious = 6.560 ac

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1S: Pre -Development
Runoff = 16.07 cfs @ 12.42 hrs, Volume= 2.035 af, Depth= 2.16"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-45.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall=5.17"
Area (ac) CN Description
11.290 70 Woods, Good, HSG C
11.290 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
13.8
107
0.0607
0.13
Sheet Flow, Sheet flow
Woods: Light underbrush n= 0.400 P2= 3.56"
4.6
711
0.0295
2.58
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
9.5
618
0.0470
1.08
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.0
Direct Entrv.
42.9 1,436 Total
Subcatchment 1S: Pre -Development
Hydrograph
18 I I I I I IP I I i I i I i I i I I I I I 1
16 �I Irt 16.07 cfs 1-r I r -t Irt I n I rt l ri jy-1pe-15
` I
14 t 1-t I fit 1iI t 1� I t l I -t I t 11 OL 6-k1at1 Aaa l � =t 4"I
— — — — — — — — — — — —
13 -I 1-� I -H IH 1+1 H 1-� Rtiddff AJr6&".2N AtI
12
11 t_� �_1 �4 4_I Jou )gTpq�043151gf1
10
4-I IT I S I S I J_ I IT I� n 1 i ��:1
- 8 = 4
LL 7 LITIL uIII aIEITIAI1IaIjL4�A1
6
4 V ITIfi 11-1 r-tTI ITIfit I1r IrtI TI IT
3
1 / ISI ITIt . I t_1 ISI ISI �_t I
1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18 19 20 2122 2324 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 4142 43 44 45
Time (hours)
■Runoff

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: Post -Development
Runoff = 53.60 cfs @ 12.07 hrs, Volume= 3.604 af, Depth= 3.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-45.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall=5.17"
Area (ac) CN Description
4.730 74 >75% Grass cover, Good, HSG C
6.560 98 Paved parking, HSG C
11.290 88 Weighted Average
4.730 41.90% Pervious Area
6.560 58.10% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
6.4
100
0.0500
0.26
Sheet Flow,
III` �r
�I�
50
Grass: Short n= 0.150 P2= 3.56"
1.8
289
0.0303
2.61
Shallow Concentrated Flow,
45
LI
141
1+1
Grassed Waterway Kv= 15.0 fps
7.0
1,362
40
3.24
Direct Entry,
15.2 1,751 Total
1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18 19 20 2122 2324 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 4142 43 44 45
Time (hours)
■Runoff
Subcatchment 2S: Post -Development
Hydrograph
60-
55
53.60
cfs
III` �r
�I�
50
LI
IL I
Ll
L
LI
IL �11A�-`tic �a�r�fl�l 1��1
45
LI
141
1+1
H
L 114
RjAhdff A"600'I-4.290 01c1
40
LI
171
Tl IT1
FJ
T
-Ljp f�yMgTp7�ffl141�f1
35
0 30 1
1 1
1 1
1
1 1 1 1
1 1 1 1 1 1
1 1
1 1 1
1 1 1 1 1 nQ#F r � .1
25
ILLIL
I!I�I�I!I!I�I�I�I!I
W�� � 1' /
II151.1
20
LI
4 1
I4 I H 141 H d'N481
15
10
fit
Irt L
l l Irt
5 11111111
1111111111111111111111111111
1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18 19 20 2122 2324 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 4142 43 44 45
Time (hours)
■Runoff

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 19
Summary for Pond 3P: 12S BMP 39
Inflow Area = 11.290 ac, 58.10% Impervious, Inflow Depth = 3.83" for 10 -Yr event
Inflow =
53.60 cfs @
12.07 hrs,
Volume=
3.604 of
Outflow =
16.04 cfs @
12.33 hrs,
Volume=
3.304 af, Atten= 70%, Lag= 16.0 min
Primary =
16.04 cfs @
12.33 hrs,
Volume=
3.304 of
Secondary =
0.00 cfs @
1.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 1.00-45.00 hrs, dt= 0.05 hrs
Peak Elev= 455.60' @ 12.33 hrs Surf.Area= 21,981 sf Storage= 75,681 cf
Plug -Flow detention time= 234.4 min calculated for 3.300 of (92% of inflow)
Center -of -Mass det. time= 191.6 min ( 993.7 - 802.1 )
Volume
Invert Avail.Storage
Storage
Description
#1
451.50' 133,666 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
451.50
14,202
0
0
452.00
16,001
7,551
7,551
453.00
17,587
16,794
24,345
454.00
19,230
18,409
42,753
455.00
20,930
20,080
62,833
456.00
22,686
21,808
84,641
457.00
24,498
23,592
108,233
458.00
26,367
25,433
133,666
Device Routina Invert Outlet Devices
#1
Primary
449.00'
18.0" Round Culvert
L= 56.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 449.00'/448.00' S=0.0179'/' Cc= 0.900
n=0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2
Device 1
451.50'
2.5" Vert. Orifice/Grate C= 0.600
#3
Device 1
453.00'
30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
455.35'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5
Secondary
456.50'
10.0' long x 19.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=15.93 cfs @ 12.33 hrs HW=455.60' (Free Discharge)
L =Culvert (Passes 15.93 cfs of 20.57 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.33 cfs @ 9.62 fps)
3=Orifi ce/G rate (Orifice Controls 9.21 cfs @ 7.37 fps)
4=Orifi ce/G rate (Weir Controls 6.39 cfs @ 1.62 fps)
te5
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=451.50' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 20
Pond 3P: 12S BMP 39
Hydrograph
53.60 cfs
60
55
50
A
45
40
-4
y 35
�
�
3 30
LL25
20
/L16.04
cfs
15
/
10
I-hifF"-A"=41 X240 �cI
1-1 -TOak EJO--455.00' 1
1 I Storpgle7l6�11cf1
--14- 1 1 141-t�I
'�� I�IIIIIIIIII
rZZZZZZZZZ
■ Inflow
■ outflow
■ Primary
■ Secondary

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 100 -Yr Rainfall=7.62"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 24
Summary for Pond 3P: 12S BMP 39
Inflow Area = 11.290 ac, 58.10% Impervious, Inflow Depth = 6.20" for 100 -Yr event
Inflow =
84.58 cfs @
12.07 hrs,
Volume=
5.830 of
Outflow =
33.63 cfs @
12.27 hrs,
Volume=
5.526 af, Atten= 60%, Lag= 12.5 min
Primary =
22.97 cfs @
12.27 hrs,
Volume=
5.295 of
Secondary =
10.66 cfs @
12.27 hrs,
Volume=
0.231 of
Routing by Stor-Ind method, Time Span= 1.00-45.00 hrs, dt= 0.05 hrs
Peak Elev= 457.04' @ 12.27 hrs Surf.Area= 24,570 sf Storage= 109,181 cf
Plug -Flow detention time= 172.4 min calculated for 5.526 of (95% of inflow)
Center -of -Mass det. time= 142.0 min ( 930.8 - 788.8 )
Volume
Invert Avail.Storage
Storage
Description
#1
451.50' 133,666 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area Inc.Store
Cum.Store
(feet)
(sq -ft) (cubic -feet)
(cubic -feet)
451.50
14,202
0
0
452.00
16,001
7,551
7,551
453.00
17,587
16,794
24,345
454.00
19,230
18,409
42,753
455.00
20,930
20,080
62,833
456.00
22,686
21,808
84,641
457.00
24,498
23,592
108,233
458.00
26,367
25,433
133,666
Device Routina Invert Outlet Devices
#1
Primary
449.00'
18.0" Round Culvert
L= 56.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 449.00'/448.00' S=0.0179'/' Cc= 0.900
n=0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2
Device 1
451.50'
2.5" Vert. Orifice/Grate C= 0.600
#3
Device 1
453.00'
30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
#4
Device 1
455.35'
48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5
Secondary
456.50'
10.0' long x 19.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=22.95 cfs @ 12.27 hrs HW=457.03' (Free Discharge)
L =Culvert (Inlet Controls 22.95 cfs @ 12.99 fps)
2=Orifice/Grate (Passes < 0.38 cfs potential flow)
3=Orifi ce/G rate (Passes < 11.69 cfs potential flow)
4=Orifi ce/G rate (Passes < 99.77 cfs potential flow)
te5
Secondary OutFlow Max=10.33 cfs @ 12.27 hrs HW=457.03' (Free Discharge)
=Broad -Crested Rectangular Weir (Weir Controls 10.33 cfs @ 1.96 fps)

2018.07.20. Phase 12S Western BMP #39 Type 1124 -hr 100 -Yr Rainfall= 7.62 "
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 25
Pond 3P: 12S BMP 39
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (hours)
Hydrograph
cfs
-4f'a�OSecondary
LIn84.58
w4
/
—f
�
i- I
I +
I I -POA E leV 457.Q4'I
85
85
/
$5
t 1-1
t
1-170
65
/Tl
EIS
:1
Z I
I Z
ID I E I Z E:1::1 EI
60
/
w 55
50
0 45
/
/
33.63 cfs
—
4- 1-1
1+ 1-1 1�
u 40
/
30
/
/
22.97 cfs
fi
l
25
20
/
15
,
10.66 cfs
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (hours)

DATE: 9/23/2018
DESIGNED BY: LEG
F'KUJt=U I NAML: briar Uriapel - Phase 12 bw I;ju NKUJL(: I NU: UNLUKLU bY: UUA
PROJECT LOCATION: Chatham Countv. NC 2735-0231
Pond Name=
BMP #39
Riser Outer Width =
5 ft
Riser Outer Length =
5 ft
Riser Inner Width =
4 ft
Riser Inner Length =
4 ft
Riser Height =
6.85 ft
Concrete Base Length = 7 ft
Concrete Base Width = 7 ft
Concrete Base Depth = 15 in
Riser Resisting Force =
Base Resisting Force =
Total Resisting Force =
Riser Buoyant Force =
Base Buoyant Force =
Total Buoyant Force =
Factor of Safety
9,248 Ib
9,188 Ib
18,435 Ib
10,686 Ib
3,822 Ib
14,508 Ib
1.27 Design Acceptable

DATE: 09/23/2018 DESIGNED BY:
LEG
FKUJtt- I NAIVIt: briar Gnapel F-nase -iz F'KUJtkl I IVU: UNIZUKtU by
PROJECT LOCATION: Chatham County, NC 2735-0231 GCA
Storm Outlet Structure
Structure= BMP #39 Out Quo/Qfull = 1.14
Size= 18 in V/Vfull = MAX
Quo = 16.04 cfs V = 9.1 fps
Qfull = 14.03 cfs
Vfull = 7.94 fps
From Fig. 8.06.b.1: Zone = 3
From Fig. 8.06.b.2: D50 = 10 in
DMAx = 15 in
Riprap Class = 1
s Apron Thickness = 24 in
3 Apron Length = 12.0 ft
Apron Width = 3 x Dia = 5.0 ft
Length

Wet Detention Pond #40
Design

WATER QUALITY POND CALCULATIONS
Project Name
Briar Chapel - Phase 12N (BMP #40
Project Number
02735-0231
Date
September 23, 2018
3rd revision
2nd revision
1 st revision

Water Quality Pond Drainage Area Data
Project Briar Chapel - Phase 12N (BMP #40)
Project No. 02735-0231
Date September 23, 2018
Total site area 483,218 square feet = 11.09 acres
Impervious areas
Drainage area to pond
Existing Proposed Change
[sf] [sf] [sf]
Other Drainage
Existing
[sf]
Area
Proposed
[sf]
On-site buildings (BUA)
0
133,600
133,600
0
0
On-site streets
0
29,508
29,508
0
0
On-site alleys
0
8,582
8,582
0
0
On-site sidewalks
0
7,598
7,598
0
0
On-site future open space
0
0
0
0
0
Off-site future development
0
0
0
0
0
Contin enc
0
32,000
32,000
0
0
Total Impervious
0
211,288
211,288
0
0
Non -impervious areas
Drainage area to pond
Existing Proposed Change
[sf] [sf] [sf]
Other Drainage Area
Existing Proposed
[sf] [sf]
On-site grass/landscape
0
267,999
267,999
0
0
On-site woods
483,218
0
-483,218
0
0
Other undeveloped
0
0
0
0
0
Total off-site non -impervious
0
0
0
0
0
Total non -impervious 1
483,218
1 267,999 1
-215,219
0
1 0
Total Drainage Area
1 483,218
1 483,218
1 0
1 0
1 0
Percent Impervious
1 0.0
1 43.7
1 43.7
1 n/a
I n/a
2018.07.23.BMP#40 Phase 12N.xls
Site Drainage Area Data Page 2 of 16 Printed 9/23/2018 10:17 AM

Water Quality Pond Surface Area Calculations
Project Briar Chapel - Phase 12N (BMP #40)
Project No. 02735-0231
Date September 23, 2018
Total on-site drainage area to pond 483,218 square feet
Total impervious area in drainage area 211,288 square feet
Average water depth of basin at normal pool 3.0 feet
Location of site Chatham County
Site region Piedmont
% Impervious cover 43.7 percent
If the site is in a coastal area, will a vegetative filter be used?
Surface Area/Drainage Area Ratios:
For a site in the Piedmont
For a site in a Coastal County
Required surface area of pond:
For a site in the Piedmont
For a site in a Coastal County
Notes:
2018.07.23.BMP#40 Phase 12N.xls
Pond Surface Area Calcs
1.6
percent
percent
7,810.0 square feet
8,960.0 square feet
Page 3 of 16 Printed 9/23/2018 10:17 AM

Water Quality Pond Stormwater Runoff Volume Calculations
Project Briar Chapel - Phase 12N (BMP #40)
Project No. 02735-0231
Date September 23, 2018
Drainage area
483,218
square feet
Impervious area
211,288
square feet
Rainfall depth
1.00
inches
Percent Impervious
43.7
percent
R(v)=0.05+0.009*(Percent
impervious)
Runoff coefficient - R(v)
0.44
in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 17,860.0 cubic feet
Notes:
2018.07.23.BMP#40 Phase 12N.xls
Runoff Volume Calcs Page 4 of 16 Printed 9/23/2018 10:17 AM

Project
Project No.
Date
Water Quality Pond Volume Calculations
Stage -Storage Data for Pond - Temporary Pool
Briar Chapel - Phase 12N (BMP #40)
02735-0231
September 23, 2018
Contour ID
Stage
Area
[sq. ft.]
Area
[acres]
Incremental
Area
[sq. ft.]
Incremental
Area
[acres]
Incremental
volume
[cu. ft]
Incremental
volume
[acre -ft]
Cumulative
volume
[cu. ft]
Cumulative
volume
[acre -ft]
503.5
0
16,577.0
0.381
16,577.0
0.38
0.0
0.0
0.0
0.0
504
0.5
19,473.0
0.447
19,473.0
0.07
9,012.5
0.21
9,012.5
0.21
504.5
1
20,564.0
0.472
20,564.0
0.03
10,009.3
0.23
19,021.8
0.44
505
1.5
21,679.0
0.498
21,679.0
0.03
10,560.8
0.24
29,582.5
0.68
506
2.5
23,961.0
0.550
23,961.0
0.05
22,820.0
0.52
52,402.5
1.20
507
3.5
26,282.0
0.603
26,282.0
0.05
25,121.5
0.58
77,524.0
1.78
508
4.5
28,660.0
0.658
28,660.0
0.05
27,471.0
0.63
104,995.0
2.41
508.5
5
29,887.0
0.686
29,887.0
0.03
14,636.8
0.34
119,631.8
2.75
2018.07.23.BMP#40 Phase 12N.xls
Stage Storage (Temp Pool) Page 5 of 16 Printed 9/23/2018 10:17 AM

Project
Project No.
Date
Water Quality Pond Volume Calculations
Stage -Storage Data for Pond - Main Pool
Briar Chapel - Phase 12N (BMP #40)
02735-0231
September 23, 2018
Contour ID
Stage
Area
[sq. ft.]
Area
[acres]
Incremental
Area
[sq. ft.]
Incremental
Area
[acres]
Incremental
volume
[cu. ft]
Incremental
volume
[acre -ft]
Cumulative
volume
[cu. ft]
Cumulative
volume
[acre -ft]
499
0
4,979.0
0.114
4,979.0
0.1
0.0
0.0
0.0
0.0
500
1
6,364.0
0.146
1,385.0
0.0
5,671.5
0.1
5,671.5
0.1
501
2
7,821.0
0.180
1,457.0
0.0
7,092.5
0.2
12,764.0
0.3
502
3
9,349.0
0.215
1,528.0
0.0
8,585.0
0.2
21,349.0
0.4
503
4
10,946.0
0.251
1,597.0
0.0
10,147.5
0.2
31,496.5
0.4
503.5
4.5
12,603.0
0.289
1,657.0
0.0
5,887.3
0.1
37,383.8
0.4
2018.07.23.BMP#40 Phase 12N.xls
Stage Storage (Main Pool) Page 6 of 16 Printed 9/23/2018 10:17 AM

Project
Project No.
Date
Water Quality Pond Volume Calculations
Stage -Storage Data for Pond - Forebays
Briar Chapel - Phase 12N (BMP #40)
02735-0231
September 23, 2018
Contour ID
Stage
Area
[sq. ft.]
Area
[acres]
Incremental
Area
[sq. ft.]
Incremental
Area
[acres]
Incremental
volume
[cu. ft]
Incremental
volume
[acre -ft]
Cumulative
volume
[cu. ft]
Cumulative
volume
[acre -ft]
Western Forebay
500
0
412.0
0.009
412.0
0.0
0.0
0.0
0.0
501
1
794.0
0.018
382.0
0.0
603.0
0.0
603.0
502
2
1,292.0
0.030
498.0
0.0
1,043.0
0.0
1,646.0
503
3
1,916.0
0.044
624.0
0.0
1,604.0
0.0
3,250.0
503.5
3.5
2,721.0
0.062
805.0
0.0
1,159.3
0.0
4,409.3
Eastern Forebay
501
0
164.0
0.004
164.0
0.0
0.0
0.0
0.0
0.0
502
2
463.0
0.011
299.0
0.0
313.5
0.0
313.5
0.0
503
3
883.0
0.020
420.0
0.0
673.0
0.0
986.5
0.0
503.5
3.5
1,438.0
0.033
555.0
0.0
580.3
0.0
1,566.8
0.0
2018.07.23.BMP#40 Phase 12N.xls
Stage Storage (Forebays) Page 7 of 16 Printed 9/23/2018 10:17 AM

Water Quality Basin Dewatering Time Calculations
Project Briar Chapel - Phase 12N (BMP #40)
Project No. 02735-0231
Date September 23, 2018
Water quality treatment volume
Total treatment volume
Maximum head of water above dewatering hole
Driving head
Orifice coefficient
Diameter of each hole
Number of holes
Cross sectional area of each hole =
Cross sectional area of each hole =
Cross sectional area of dewatering hole(s) _
Cross sectional area of dewatering hole(s) _
Dewatering time for water quality volume =
Dewatering time for total volume =
17,860
cubic feet
19,022
cubic feet
1.00
feet
0.33
feet
0.60
2.50 inches
I
0.034 square feet
4.9 square inches
0.034 square feet
4.9 square inches
2.2 days
52.6 hours
2.3 days
56.0 hours
Notes:
Dewatering time formula: t (days) = V / (Cd*A*Sgrt (2*32.2*H)*86,400)
t = drawdown time
V = treatment volume
Cd = orifice coefficient
A = cross sectional area of orifice
H = driving head (1/3 max. head)

Water Quality Pond Summary Information
Project Briar Chapel - Phase 12N (BMP #40)
Project No. 02735-0231
Date September 23, 2018
Drainage area to pond
483,218
square feet =
11.09 acres
Impervious area in drainage area
211,288
square feet=
4.85 acres
Bottom of pond elevation
498.00
feet
Normal pool elevation
503.50
feet
Main pond volume at normal pool
37,384
cubic feet
Forebay volume at normal pool
5,976
cubic feet
Forebay % of total volume
16.0%
Required volume for design rainfall
17,860
cubic feet
Required surface area for main pool
7,810
square feet
Volume provided for storage of design
rainfall =
19,022
cubic feet at elevation
Surface area provided at normal pool of main pond =
12,603
square feet
Average Depth
3.00
feet
F,nn r,
2018.07.23.BMP#40 Phase 12N.xls
Summary Data Page 10 of 16 Printed 9/23/2018 10:17 AM

Pre -Development
Subcat Reach on Link
2S
Post -Development
3P
Phase 12 North - BMP
#40

2018.08.13. Phase 12N Wet Pond BMP #40 Type II 24 -hr 1 -Inch Rainfall=1.00"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 6
Time span=1.00-60.00 hrs, dt=0.05 hrs, 1181 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: Pre -Development Runoff Area=11.090 ac 0.00% Impervious Runoff Depth=0.00"
Flow Length=880' Tc=38.8 min CN=70 Runoff=0.01 cfs 0.004 of
Subcatchment2S: Post -Development Runoff Area=11.090 ac 43.73% Impervious Runoff Depth=0.15"
Flow Length=110' Tc=11.5 min CN=84 Runoff=1.85 cfs 0.140 of
Pond 3P: Phase 12 North - BMP #40 Peak Elev=503.69' Storage=3,341 cf Inflow=1.85 cfs 0.140 of
Primary=0.07 cfs 0.139 of Secondary=0.00 cfs 0.000 of Outflow=0.07 cfs 0.139 of
Total Runoff Area = 22.180 ac Runoff Volume = 0.145 of Average Runoff Depth = 0.08"
78.13% Pervious = 17.330 ac 21.87% Impervious = 4.850 ac

2018.08.13. Phase 12N Wet Pond BMP #40 Type Il 24 -hr 1 -Inch Rainfall=1.00"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: Phase 12 North - BMP #40
Inflow Area = 11.090 ac, 43.73% Impervious, Inflow Depth = 0.15" for 1 -Inch event
Inflow = 1.85 cfs @ 12.06 hrs, Volume= 0.140 of
Outflow = 0.07 cfs @ 18.89 hrs, Volume= 0.139 af, Atten= 96%, Lag= 409.4 min
Primary = 0.07 cfs @ 18.89 hrs, Volume= 0.139 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 503.69' @ 18.89 hrs Surf.Area= 17,706 sf Storage= 3,341 cf
Plug -Flow detention time= 642.5 min calculated for 0.138 of (99% of inflow)
Center -of -Mass det. time= 636.9 min ( 1,549.1 - 912.2 )
Volume Invert Avail.Storage Storage Description
#1 503.50' 119,638 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
503.50 16,577 0 0
504.00 19,473 9,013 9,013
505.00 21,679 20,576 29,589
506.00 23,961 22,820 52,409
507.00 26,282 25,122 77,530
508.00 28,660 27,471 105,001
508.50 29,887 14,637 119,638
Device Routing Invert Outlet Devices
#1 Primary 502.25' 18.0" Round Culvert
L= 41.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 502.25'/ 502.00' S= 0.0061 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 503.50' 2.5" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 504.50' 30.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1 505.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 506.50' 20.0' long x 16.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.07 cfs @ 18.89 hrs HW=503.69' (Free Discharge)
L =Culvert (Passes 0.07 cfs of 5.93 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.07 cfs @ 2.13 fps)
3=Orifi ce/G rate ( Controls 0.00 cfs)
4=Orifi ce/G rate ( Controls 0.00 cfs)
te5
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=503.50' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

2018.08.13. Phase 12N Wet Pond BMP #40 Type II 24 -hr 1 -Inch Rainfall=1.00"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 10
Pond 3P: Phase 12 North - BMP #40
Hydrograph
I44I4I4-4I�I�N
1.85 cfs
I�f64r�a1=i 11.090 ac
2
POak EIIe*:�503.69'
StQrpge7�,�41 cf
Illllliiiiii
0 1
LL
I I I I
0.07 cfs
0.00 cfs
0
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Inflow
■ outflow
0 Primary
❑ Secondary

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 1-YrRainfa11=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 11
Time span=1.00-60.00 hrs, dt=0.05 hrs, 1181 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: Pre -Development Runoff Area=11.090 ac 0.00% Impervious Runoff Depth=0.69"
Flow Length=880' Tc=38.8 min CN=70 Runoff=4.64 cfs 0.640 of
Subcatchment2S: Post -Development Runoff Area=11.090 ac 43.73% Impervious Runoff Depth=1.48"
Flow Length=110' Tc=11.5 min CN=84 Runoff=23.74 cfs 1.371 of
Pond 3P: Phase 12 North - BMP #40 Peak Elev=504.91' Storage=27,640 cf Inflow=23.74 cfs 1.371 of
Primary=4.41 cfs 1.284 of Secondary=0.00 cfs 0.000 of Outflow=4.41 cfs 1.284 of
Total Runoff Area = 22.180 ac Runoff Volume = 2.011 of Average Runoff Depth = 1.09"
78.13% Pervious = 17.330 ac 21.87% Impervious = 4.850 ac

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 1-YrRainfa11=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1S: Pre -Development
Runoff = 4.64 cfs @ 12.41 hrs, Volume= 0.640 af, Depth= 0.69"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall=2.96"
Area (ac) CN Description
11.090 70 Woods, Good, HSG C
11.090 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
13.1
100
0.0600
0.13
Sheet Flow, Sheet flow
Woods: Light underbrush n= 0.400 P2= 3.56"
10.7
780
0.0590
1.21
Shallow Concentrated Flow, Concentrated Flow
Woodland Kv= 5.0 fps
15.0
Direct Entrv.
Subcatchment 1S: Pre -Development
Hydrograph
5 4.64 cfs
4
Iylrtainf�ll�2�.�6�'
IRiihotff (Area=11.090 ad
rt i� I��Tyc4ume=0.1640 af
w 3 R nlOff Dep�h-0.69'I
LL low 'Len t r=s$0'
2 I I I I I I I I I I I I I +el_�8181
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑Runoff

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 1-YrRainfa11=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 2S: Post -Development
Runoff = 23.74 cfs @ 12.04 hrs, Volume= 1.371 af, Depth= 1.48"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Yr Rainfall=2.96"
Area (ac) CN Description
6.240 74 >75% Grass cover, Good, HSG C
4.850 98 Paved parking, HSG C
11.090 84 Weighted Average
6.240 56.27% Pervious Area
4.850 43.73% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow,
Grass: Short n= 0.150 P2= 3.56"
0.2
60
0.0500
4.54
Shallow Concentrated Flow,
Paved Kv= 20.3 fps
6.0
Direct Entrv.
11.5 110 Total
Subcatchment 2S: Post -Development
Hydrograph
23.74 cfs V
I�Ar_- 1tlt1—f
N
14-
0
4
3
U. 12
10 T II r Artl IfiIrt1I
III IIIIIIII
6
4
II
�I J- I fLyrk"f�11�4.wl'
�—Rlarholff lAret#MM tarp
I�upqfl�"utnp7 l •13711 of
nPff 1p�h �I
low Len th=1101
11 .—Ctrru i
II twd&4
�I4- -4' I
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■Runoff

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 1 -Yr Rainfall=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 14
Summary for Pond 3P: Phase 12 North - BMP #40
Inflow Area = 11.090 ac, 43.73% Impervious, Inflow Depth = 1.48" for 1 -Yr event
Inflow = 23.74 cfs @ 12.04 hrs, Volume= 1.371 of
Outflow = 4.41 cfs @ 12.36 hrs, Volume= 1.284 af, Atten= 81 %, Lag= 19.7 min
Primary = 4.41 cfs @ 12.36 hrs, Volume= 1.284 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 504.91' @ 12.36 hrs Surf.Area= 21,480 sf Storage= 27,640 cf
Plug -Flow detention time= 543.3 min calculated for 1.283 of (94% of inflow)
Center -of -Mass det. time= 509.9 min ( 1,345.0 - 835.1 )
Volume Invert Avail.Storage Storage Description
#1 503.50' 119,638 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
503.50 16,577 0 0
504.00 19,473 9,013 9,013
505.00 21,679 20,576 29,589
506.00 23,961 22,820 52,409
507.00 26,282 25,122 77,530
508.00 28,660 27,471 105,001
508.50 29,887 14,637 119,638
Device Routing Invert Outlet Devices
#1 Primary 502.25' 18.0" Round Culvert
L= 41.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 502.25'/ 502.00' S= 0.0061 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 503.50' 2.5" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 504.50' 30.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1 505.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 506.50' 20.0' long x 16.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=4.39 cfs @ 12.36 hrs HW=504.91' (Free Discharge)
L =Culvert (Passes 4.39 cfs of 11.22 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.19 cfs @ 5.72 fps)
3=Orifi ce/G rate (Orifice Controls 4.20 cfs @ 2.05 fps)
4=Orifi ce/G rate ( Controls 0.00 cfs)
te5
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=503.50' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 1-YrRainfa11=2.96"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 15
-------- --------
����%/////////////////////////////////////////////////////////////////////////////////////////%
IN Inflow
' Outflow
❑ Primary
IN Secondary
Pond 3P: Phase 12 North - BMP #40
Hydrograph
HH
H
��
H H H HI H
///-r
23.74 cfs
-t
H
14%f Ar"i=f1l.0 6 it�
26
24
I T I
rt
H
H
H
H
H
HP F11e"504.%l �
�
����0��
20
18
IT 11
77I7I-TI7HHHHIHIHIHI
16
14
012
1111
111111
LL 10
/
I�I�IHHHHHH
IHI
8
4.41 cfs
-------- --------
����%/////////////////////////////////////////////////////////////////////////////////////////%
IN Inflow
' Outflow
❑ Primary
IN Secondary

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 16
Time span=1.00-60.00 hrs, dt=0.05 hrs, 1181 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: Pre -Development Runoff Area=11.090 ac 0.00% Impervious Runoff Depth=2.16"
Flow Length=880' Tc=38.8 min CN=70 Runoff=16.99 cfs 1.999 of
Subcatchment2S: Post -Development Runoff Area=11.090 ac 43.73% Impervious Runoff Depth=3.43"
Flow Length=110' Tc=11.5 min CN=84 Runoff=53.81 cfs 3.166 of
Pond 3P: Phase 12 North - BMP #40 Peak Elev=506.26' Storage=58,691 cf Inflow=53.81 cfs 3.166 of
Primary=15.36 cfs 3.075 of Secondary=0.00 cfs 0.000 of Outflow=15.36 cfs 3.075 of
Total Runoff Area = 22.180 ac Runoff Volume = 5.166 of Average Runoff Depth = 2.79"
78.13% Pervious = 17.330 ac 21.87% Impervious = 4.850 ac

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1S: Pre -Development
Runoff = 16.99 cfs @ 12.37 hrs, Volume= 1.999 af, Depth= 2.16"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall=5.17"
Area (ac) CN Description
11.090 70 Woods, Good, HSG C
11.090 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
13.1
100
0.0600
0.13
Sheet Flow, Sheet flow
16.99 cfs T
Woods: Light underbrush n= 0.400 P2= 3.56"
10.7
780
0.0590
1.21
Shallow Concentrated Flow, Concentrated Flow
TI
T
1 T
7I
Woodland Kv= 5.0 fps
15.0
T
TI
rt
Direct Entrv.
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff
Subcatchment 1S: Pre -Development
Hydrograph
9
19-
—
_ —
116.
17
16.99 cfs T
T
T I T T ���Ii:i4�
15
17
T I
I T 1—I
TI
T
1 T
7I
14
T
TI
rt
1 t --I
rt
I I
r - ft hOTff AteTd#'�r.M rat12-
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-
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fi
fi
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LL
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t'
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t
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low �_ I.
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t
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5
I—
� I
t
I_f
t -I t I
3
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: Post -Development
Runoff = 53.81 cfs @ 12.03 hrs, Volume= 3.166 af, Depth= 3.43"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Yr Rainfall=5.17"
Area (ac) CN Description
6.240 74 >75% Grass cover, Good, HSG C
4.850 98 Paved parking, HSG C
11.090 84 Weighted Average
6.240 56.27% Pervious Area
4.850 43.73% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.3
50
0.0200
0.16
Sheet Flow,
Grass: Short n= 0.150 P2= 3.56"
0.2
60
0.0500
4.54
Shallow Concentrated Flow,
1-1
LI LAL)fr_kainfajl�_-6.11!7�'
45
Paved Kv= 20.3 fps
6.0
1 -
1 �
Direct Entrv.
11.5 110 Total
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff
Subcatchment 2S: Post -Development
Hydrograph
60
55
I I I
53.81
cfs
50
I�
1 _ I
I LI
1
1-1
LI LAL)fr_kainfajl�_-6.11!7�'
45
14
1 -
1 �
� trholff IA e�MKO�IO Olt
40
T 1-I
rt l
fit
rt
I�
I��u�"�•I61
35
30 -II
0
nIo#f1rr��I
,
-
LL25
_J�
LI
I
ILIIIA
I lr1
�
LILI�I� 1tl �
rrij ii
20
-I
4
1 -H
-t
.
H4-14 1 1 &N 4A
15
10,/r
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 19
Summary for Pond 3P: Phase 12 North - BMP #40
Inflow Area = 11.090 ac, 43.73% Impervious, Inflow Depth = 3.43" for 10 -Yr event
Inflow = 53.81 cfs @ 12.03 hrs, Volume= 3.166 of
Outflow = 15.36 cfs @ 12.25 hrs, Volume= 3.075 af, Atten= 71 %, Lag= 13.1 min
Primary = 15.36 cfs @ 12.25 hrs, Volume= 3.075 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 506.26' @ 12.25 hrs Surf.Area= 24,562 sf Storage= 58,691 cf
Plug -Flow detention time= 260.1 min calculated for 3.075 of (97% of inflow)
Center -of -Mass det. time= 242.8 min ( 1,054.0 - 811.2 )
Volume Invert Avail.Storage Storage Description
#1 503.50' 119,638 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
503.50 16,577 0 0
504.00 19,473 9,013 9,013
505.00 21,679 20,576 29,589
506.00 23,961 22,820 52,409
507.00 26,282 25,122 77,530
508.00 28,660 27,471 105,001
508.50 29,887 14,637 119,638
Device Routing Invert Outlet Devices
#1 Primary 502.25' 18.0" Round Culvert
L= 41.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 502.25'/ 502.00' S= 0.0061 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 503.50' 2.5" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 504.50' 30.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1 505.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 506.50' 20.0' long x 16.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=15.36 cfs @ 12.25 hrs HW=506.26' (Free Discharge)
L =Culvert (Inlet Controls 15.36 cfs @ 8.69 fps)
2=Orifice/Grate (Passes < 0.27 cfs potential flow)
3=Orifi ce/G rate (Passes < 14.77 cfs potential flow)
4=Orifi ce/G rate (Passes < 34.56 cfs potential flow)
te5
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=503.50' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 10 -Yr Rainfall=5.17"
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 20
Pond 3P: Phase 12 North - BMP #40
Hydrograph
I I I I I I I
53.81 cfs
i i
T
i i
I T
i i
I
i i
T
i i i i i i i i i i i i
�Lr����� /� /—
E Inflow
■ outflow
■ Primary
60
/
rtf 11
fGW Tir-.IJV
■ Secondary
55
/
It I
T
I T
It
It
IT
I�
I—POak Flev�5O6.261
50
/
45
/
lO�a�ICI
40
/
ITI
TI4TTTTTTTTTT
F35:/
/ /TIT
I
T
I7
I7
I7
IT
IT
T TI TI F -I 11 71
330
0
LL
/
/19;
25
1A r1f
20
/
15.36 cfs
I�
IT
IT TI TI TIT T
15-
51n
10
/

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 100 -Yr Rainfall=7.62"
Prepared by McKim & Creed Printed 9/23/2018
HydroCAD® 10.00-15 s/n 04927 @2015 HydroCAD Software Solutions LLC Page 24
Summary for Pond 3P: Phase 12 North - BMP #40
Inflow Area = 11.090 ac, 43.73% Impervious, Inflow Depth = 5.73" for 100 -Yr event
Inflow = 87.84 cfs @ 12.03 hrs, Volume= 5.296 of
Outflow = 50.91 cfs @ 12.15 hrs, Volume= 5.203 af, Atten= 42%, Lag= 7.4 min
Primary = 17.51 cfs @ 12.15 hrs, Volume= 4.485 of
Secondary = 33.41 cfs @ 12.15 hrs, Volume= 0.718 of
Routing by Stor-Ind method, Time Span= 1.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 507.23' @ 12.15 hrs Surf.Area= 26,836 sf Storage= 83,723 cf
Plug -Flow detention time= 173.1 min calculated for 5.199 of (98% of inflow)
Center -of -Mass det. time= 163.8 min ( 960.5 - 796.7 )
Volume Invert Avail.Storage Storage Description
#1 503.50' 119,638 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
503.50 16,577 0 0
504.00 19,473 9,013 9,013
505.00 21,679 20,576 29,589
506.00 23,961 22,820 52,409
507.00 26,282 25,122 77,530
508.00 28,660 27,471 105,001
508.50 29,887 14,637 119,638
Device Routing Invert Outlet Devices
#1 Primary 502.25' 18.0" Round Culvert
L= 41.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 502.25'/ 502.00' S= 0.0061 T Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 503.50' 2.5" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Device 1 504.50' 30.0" W x 6.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#4 Device 1 505.50' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 506.50' 20.0' long x 16.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=17.50 cfs @ 12.15 hrs HW=507.23' (Free Discharge)
L =Culvert (Inlet Controls 17.50 cfs @ 9.91 fps)
2=Orifice/Grate (Passes < 0.32 cfs potential flow)
3=Orifi ce/G rate (Passes < 18.96 cfs potential flow)
4=Orifi ce/G rate (Passes < 101.38 cfs potential flow)
te5
Secondary OutFlow Max=33.31 cfs @ 12.15 hrs HW=507.23' (Free Discharge)
=Broad -Crested Rectangular Weir (Weir Controls 33.31 cfs @ 2.28 fps)

2018.08.13. Phase 12N Wet Pond BMP #40 Type 1124 -hr 100 -Yr Rainfall= 7.62 "
Prepared by McKim & Creed Printed 9/23/2018
HydroCADO 10.00-15 s/n 04927 © 2015 HydroCAD Software Solutions LLC Page 25
Pond 3P: Phase 12 North - BMP #40
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
Hydrograph
H
I H
4
H H H H I H
■ Inflow
87.84 Cfs
I H
It
H
It
� f r"1=�1.(qb
utflow
IN Primary
secondary
95
90
i
I 111
H
H
H
FP"k FzlIe` W.23i
IN
85
80
/
/
H
H
--4
H
IH
1---4I
ti°�a1g�7�k?
7570
/
65
j
50.91 cfs
It
I�
IH
H
H H HI HI �I �I
60
X55
/
H
HHHH
H
11El
FIHH
50
045
4
-4
-4
HHHHHHH
u. 40
/
33.41 cfs
35
/
H
H
H
H
H
H
H H H H H H
30
25
20
/
j
1 cis
H
H
H H HI HI H fi t
15
/
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

DATE: 9/23/2018
DESIGNED BY: LEG
F'KUJLU I NAML: briar chapel - Phase 12 NKUJt=U I NU: UHLUKLU bY: UUA
PROJECT LOCATION: Chatham Countv. NC 2735-0231
Pond Name=
BMP #40
Riser Outer Width =
5 ft
Riser Outer Length =
5 ft
Riser Inner Width =
4 ft
Riser Inner Length =
4 ft
Riser Height =
3.75 ft
Concrete Base Length = 6 ft
Concrete Base Width = 6 ft
Concrete Base Depth = 12 in
Riser Resisting Force =
Base Resisting Force =
Total Resisting Force =
Riser Buoyant Force =
Base Buoyant Force =
Total Buoyant Force =
Factor of Safety
5,063 Ib
5,400 Ib
10,463 Ib
5,850 Ib
2,246 Ib
8,096 Ib
1.29 Design Acceptable

DATE: 09/23/2018 DESIGNED BY:
LEG
FKUJtt- I NAIVIt: briar Gnapel F-nase -iz F'KUJtkl I IVU: UNIZUKtU by
PROJECT LOCATION: Chatham County, NC 2735-0231 GCA
Storm Outlet Structure
Structure= BMP #40 Out Quo/Qfull = 1.36
Size= 18 in V/Vfull = MAX
Quo = 11.12 cfs V = 9.9 fps
Qfull = 8.19 cfs
Vfull = 4.63 fps
From Fig. 8.06.b.1: Zone = 3
From Fig. 8.06.b.2: D50 = 10 in
DMAx = 15 in
Riprap Class = 1
s Apron Thickness = 24 in
3 Apron Length = 12.0 ft
Apron Width = 3 x Dia = 5.0 ft
Length

COUNTY AND AGENCY CONTACTS
A. Chatham County
Planning Department
Dunlap Building
80 East Street
Pittsboro, NC 27312
[phone] phone
Contact: Jason Sullivan
Email: [e-mail]
B. Chatham County
Environmental Services
Dunlap Building
80 East Street
Pittsboro, NC 27312
[phone] phone
Contact: Morgan DeWit
Email: [e-mail]
C. Chatham County
Soil Erosion and Sedimentation Control
Dunlap Building
80 East Street
Pittsboro, NC 27312
[phone] phone
Contact: Morgan DeWit
Email: [e-mail]
D. Chatham County
Public Works
964 East Street, 2nd Floor, Suite 205
Pittsboro, NC 27312
[phone] phone
Contact: Larry Bridges
Email: [e-mail]
BC PHASE 12
CONSTRUCTION DRAWINGS
U.S. HWY 15-501 and MANN'S CHAPEL ROAD
E. NCDOT
Division 8, District 1
300 DOT Drive
P.O. Box 1164
Asheboro, NC 27204
[phone] phone
Contact: Matthew Kitchen, PE
Email: [e-mail]
F. NCDENR
Division of Environmental Health
Public Water Supply Section
1634 Mail Service Center
Raleigh, NC 27699-1634
[phone] phone
Contact: Shashi Bhatta
Email: [e-mail]
H. NCDENR
Division of Water Quality
Surface Water Protection
3800 Barrett Drive
Raleigh, NC 27609
[phone] phone
Contact: Danny Smith
Email: [e-mail]
G. NCDEQ
Division of Water Quality
512 N. Salisbury St
Archdale Building, 9th Floor
Raleigh, NC 27604
[phone] phone
Contact: Karen Higgins
Email: [e-mail]
CHATHAM COUNTY, NORTH CAROLINA
DATE: SEPTEMBER 18, 2018
TO CHAPEL HILL
MANN'S CHAPEL RD
-------------
5
GREAT o
SITE RIDGE ,n
-----� PKWY
BOULDER �_- BRIAR
CHAPEL --
POINT DR PKWY
_ J�------1--------� ---- rte' -----1 �- --
L-�/
REws
s TORIC -
TO ..00,�
NORTH PITTSBORO
VICINITY MAP
NTS
v
44
BRIAR_ CCHAP L°
by
Newland COMMUNITIES
PROJECT DATA
NAME OF PROJECT:
BC PHASE 12 NORTH
CHATHAM COUNTY, NORTH CAROLINA
OWNER:
NNP BRIAR CHAPEL, LLC
1382 BRIAR CHAPEL PARKWAY
CHAPEL HILL, NC 27516
PHONE: [phone]
FAX: [phone]
CONTACT: LEE BOWMAN
EMAIL: ([e-mail]
PREPARED BY:
McKIM & CREED
1730 VARSITY DRIVE, SUITE 500
RALEIGH, NORTH CAROLINA 27606
PHONE: [phone]
FAX: [phone]
CONTACT: GARETH AVANT, PE
EMAIL: [e-mail]
PROJECT AREA: 36.19 AC
These improvements shall be constructed in
accordance with the following plans, and the Standard
Specifications of NCDOT and Chatham County.
MCI<IM&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
SHEET INDEX
CO.1
COVER SHEET
C0.2
EXISTING CONDITIONS/DEMOLITION PLAN
C1.0
OVERALL SITE PLAN
C1.1
SITE PLAN
C1.2
SITE PLAN
C1.3
SITE PLAN
C2.0
OVERALL UTILITY PLAN
C2.1
UTILITY PLAN
C2.2
UTILITY PLAN
C2.3
UTILITY PLAN
C3.1
STAGE 1 EROSION CONTROL PLAN
C3.2
STAGE 1 EROSION CONTROL PLAN
C3.3
STAGE 1 EROSION CONTROL PLAN
OVERALL STAGE 2 GRADING, DRAINAGE, AND EROSION
C3.4
CONTROL PLAN
OVERALL STAGE 2 GRADING, DRAINAGE, AND EROSION
C3.5
CONTROL PLAN
STAGE 2 GRADING, DRAINAGE, AND EROSION CONTROL
C3.6
PLAN
PLAN & PROFILE ROAD A
C4.1
STA. 10+00.00 TO STA. 21+14.68
PLAN & PROFILE ROAD F (1 OF 3)
C4.2
STA. 10+00.00 TO STA. 21 +00.00
PLAN & PROFILE ROAD F (2 OF 3)
C4.3
STA. 21 +00.00 TO STA. 31 +00.00
PLAN & PROFILE ROAD F (3 OF 3)
C4.4
STA. 31 +00.00 TO STA. 40+09.81
PLAN & PROFILE ALLEY H
C4.5
STA. 10+00.00 TO STA. 24+26.66
PLAN & PROFILE ALLEY I
C4.6
STA. 10+00.00 TO STA. 12+40.64,
SEWER OUTFALL, STA 10+00.00 TO 13+65.57
PLAN & PROFILE GREAT RIDGE PARKWAY (1 OF 2)
C4.7
STA 14+50.00 TO STA 25+50.00
PLAN & PROFILE GREAT RIDGE PARKWAY (2 OF 2)
C4.8
STA 25+50.00 TO STA 32+50.00, STA 38+50.00 TO 42.50.00
PLAN & PROFILE SANITARY SEWER FORCE MAIN
C4.9
STA 10+00.00 TO STA 22+00.00
PLAN & PROFILE SANITARY SEWER FORCE MAIN
STA 10+00.00 TO STA 22+00.00
C4.10
PUMP STATION ACCESS ROAD
STA. 10+00.00 TO STA. 17+50.00
D1.1
EROSION AND SEDIMENTATION CONTROL DETAILS
D1.2
EROSION AND SEDIMENTATION CONTROL DETAILS
D2.1
NCDOT ROADWAY DETAILS
D2.2
NCDOT DRAINAGE DETAILS
D3.1
UTILITY DETAILS
D3.2
UTILITY DETAILS
D4.1
BMP #38 PLAN & DETAILS
D4.2
BMP #39 PLAN & DETAILS
D4.3
BMP #39 PLAN & DETAILS
D4.4
BMP #39 PLAN & DETAILS
D4.5
BMP #40 PLAN & DETAILS
D4.6
BMP #40 PLAN & DETAILS
D4.7
BMP #40 PLAN & DETAILS
D4.8
ISTORM DRAINAGE AND SANITARY SEWER TABLES
"p ESSION %
G�2- SEALM'
036348
09/18/2018
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CALL N.C. ONE
CALL CENTER
BEFORE YOU DIG
STOP
1-800-632-4949
AVOID UTILITY
\ DAMAGE /
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY
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N/F
MEACHAM MARVIN KEITH ETAL
DB 15E, PG. 0,382
DEMOLITION NOTES:
1. NO EARTH -DISTURBING ACTIVITIES SHALL COMMENCE UNTIL ALL PERIMETER EROSION CONTROL MEASURES ARE IN PLACE IN ACCORDANCE WITH THE EROSION
CONTROL SEQUENCE SHOWN IN THESE PLANS.
2. NO EARTH -DISTURBING ACTIVITY OR OTHER WORK SHALL TAKE PLACE WITHIN WETLAND AREAS NOTED ON PLANS. CONTRACTOR SHALL FIELD VERIFY
WETLAND LIMITS FLAGGING IS IN PLACE AND SHALL NOT ENTER WETLAND AREAS. IF WETLAND FLAGGING IS MISSING OR OTHERWISE DAMAGED, IT IS
CONTRACTOR'S RESPONSIBILITY TO NOTE WETLAND LIMITS AND PREVENT DISTURBANCE OR OTHER ACTIVITY WITHIN WETLANDS.
3. THE CONTRACTOR SHALL ASSUME RESPONSIBILITY FOR THE PROTECTION OF ALL PROPERTY CORNER MONUMENTS, AND SHALL HAVE, AT HIS EXPENSE, ALL
CORNER MONUMENTS REPLACED WHICH ARE DISTURBED BY CONSTRUCTION ACTIVITIES
AKPAR: 2190 _ _ - _ - -�"
ZONING: R1 � �------_-
ACREAGE. -,30.59 \ - - �- - _ � --'- -� f -- - - 4. CONTRACTOR IS RESPONSIBLE FOR REPAIRS OF DAMAGE TO ANY EXISTING IMPROVEMENTS, AT HIS EXPENSE, DURING CONSTRUCTION, SUCH AS, BUT NOT
LIMITED TO, DRAINAGE, UTILITIES, PAVEMENT, STRIPING, CURB, ETC. REPAIRS SHALL BE EQUAL TO OR BETTER THAN EXISTING CONDITIONS.
5. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING THE PUBLIC DURING CONSTRUCTION, WHICH INCLUDES, BUT IS NOT LIMITED TO, CONSTRUCTION
FENCING, BARRICADES, SIGNAGE, ETC.
.......
--- ; - J - N,/ 6. CONTRACTOR SHALL COMPLY TO THE FULLEST EXTENT WITH ALL REGULATIONS GOVERNING THE DEMOLITION, REMOVAL, TRANSPORTATION AND DISPOSAL OF
46&- , r \ - \ - / / --�7 I / `-��� \ --I 'Ale / ALL DEMOLITION DEBRIS.
_
\0- 7. CONTRACTOR SHALL COMPLY TO THE FULLEST EXTENT WITH THE LATEST OSHA STANDARDS FOR EXCAVATION AND TRENCHING PROCEDURES. CONTRACTOR
_ - - ✓ / 1-�_-�-- / - / - \ ) �l�%y / \ / SHALL USE SUPPORT SYSTEMS, SLOPING, BENCHING, ETC. AS NECESSARY FOR THESE OPERATIONS, AND SHALL COMPLY WITH ALL OSHA PERFORMANCE
CRITERIA.
8. CONTRACTOR SHALL TAKE SPECIAL CARE TO PROTECT ALL UTILITIES AND APPURTENANCES TO REMAIN.
�,--�
/i CHATHAM _ - / / I \ ( \ \ \ 100' PERIMETER i - -
/ - COUNTY STREAM / ! \ / BUFFER (TYP.)
BUFFER (TYP.)
I 4�1! CHATHAM COUNTY 10'
/lc NO -BUILD BUFFER (TYP.) \ c-1
N\
500 -YEAR FLOOD LINE - / \ J / 1 1 � / / 1
1/
i
FLOOD WA Y I \ I N/F l I I \ _ �8� \ / / I
100 -YEAR FLOOD LINE NNP BRIAR CHAPEL LLC / l / Il \ / _ \ / // - - / / ! I / / I r /'
/ 1 \ I / DB 1544 PG. 0674 /
AKPAR: 88053
\ L 1 / ZONING: R I
ACREAGE: 26.98
*** NOTICE TO CONTRACTOR ***
THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY, IN WRITING, OF ANY DISCREPANCIES OR
OMISSIONS TO THE TOPOGRAPHIC INFORMATION. THE CONTRACTOR(S) SHALL BE RESPONSIBLE FOR
CONFIRMING THE LOCATION (HORIZONTAL AND VERTICAL) OF ANY BURIED CABLES, CONDUITS, PIPES,
AND STRUCTURES (STORM SEWER, SANITARY SEWER, WATER, GAS, TELEVISION, TELEPHONE, ETC.)
WHICH IMPACT THE CONSTRUCTION SITE. THE CONTRACTOR(S) SHALL NOTIFY THE ENGINEER IF ANY
DISCREPANCIES ARE FOUND BETWEEN THE ACTUAL CONDITIONS VERSUS THE DATA CONTAINED IN THE
CONSTRUCTION PLANS. ANY COSTS INCURRED AS THE RESULT OF NOT CONFIRMING THE CONDUITS,
PIPES, AND STRUCTURES SHALL BE BORNE BY THE CONTRACTOR.
It NIF
I I I 1 I I r / / MEDLIN DONALD F
/ DB 1544, PG. 0674
CT p / /AKPAR: 62269
� ! ZONING: RI
NIF ACREAGE: 7.77
WILSON RICHARD B & , - - �� _/ / J I 1 ' _
MARGARET D �- / ---r-- II 1 l / �� Y \ GENERAL NOTES:
LEGEND:
10' NO BUILD BUFFER LINE
RIPARIAN BUFFER LINE
EX. WETLANDS
FLOODWAY
100 -YEAR FLOODPLAIN
500 -YEAR FLOODPLAIN
EX. CONTOUR
- - - PHASE BOUNDARY
OVERALL PROPERTY BOUNDARY
` 1 I OB 495, PG. 0676 / ,� ��
AKPAR: 62256//
ZONING: R 1
ACREAGE: 7.44 / 00,
I\\ \ \ \--� \ I / I i/ �� \� \ I I \ \ �,,'���� I I I I I I l r I1_�-- I---- r�
I7� / I
I \ 101
If
---
HALF DOLLAR ROAD -- 100' PERIMETER
✓r I / / \ \\ 1 \\ \ -\ 1 I I I \ \ \ > \ \ '---- (so'PusucR,w \ - I /
EXISTING HALF DOLLAR 1 I I \ ) 1 - _ _ - --_-----L -----I------� / I I BUFFER (TYP.)
1 \ ROAD ROW
EX. LIMITS OF DISTURBANCE
EX. WATER MAIN
EX. STORM DRAINAGE PIPE
REFER TO THE FOLLOWING MCKIM & CREED, INC. CONSTRUCTION
PLANS, AND ALL SUBSEQUENT CONSTRUCTION BULLETINS FOR
INFORMATION ON EXISTING SITE INFRASTRUCTURE:
- BRIAR CHAPEL - PHASE 13 SECTIONS 1 & 2 CONSTRUCTION
PLANS SEALED FEBRUARY 2, 2018
- BRIAR CHAPEL - GREAT RIDGE PARKWAY NORTH CONSTRUCTION
PLANS SEALED FEBRUARY 6, 2018.
REFER TO THE FOLLOWING JOHN R. MCADAMS COMPANY
CONSTRUCTION PLANS, AND ALL SUBSEQUENT CONSTRUCTION
BULLETINS FOR INFORMATION ON EXISTING SITE INFRASTRUCTURE:
- GREAT RIDGE PARKWAY NORTH, AND SUBSEQUENT REVISIONS
SEALED JUNE 22, 2007
1 \ / '� \ j -' \ � .� - T _ \ I 1 2. THIS PROPERTY IS ZONED CUD -CC.
L.A.RCP CULVER I ( \
/ \ BRIAR CHAPEL PROPERTY I
L \ \ _ - - \ 1 \ \ TO REMAIN ( / BOUNDARY (TYP.) ) I I I \ 3. ALL DISTANCES SHOWN ARE HORIZONTAL GROUND MEASUREMENTS.
I 1 � --, \ / / � I CHATHAM COUNTY 10' ( I / I I
�' I Q NO -BUILD BUFFER (TYP.) I 1 /
N/F - - _ - / / J 1 / / / / I _ I I I 4. BEARINGS SHOWN HEREON ARE BASED ON NC GRID NAD83. THIS
\ / \ to \ c�i I I 1 ( PROJECT IS LOCALIZED ABOUT NCGS MONUMENT "MEACHAM" HAVING
ROBERTS BRENDA NEL/ / - r' / / �� I I I) I I ( I I I I NC GRID COORDINATES N: 768,395.12', E: 1,963,424.93' USING A
\ N/F F �/ �' DB 1741, PG. 0854 I ( / J/ / / / _ 1 ) I I I I I COMBINED FACTOR OF 0.99990676.
\ \ 1 I ( / \ \ I
AKPAR: 74741
1 \ \ ROBERTS DOUGLAS DONALD I = . N/F ) 1 / / / / \ \ 1 CHATHAM
DB 1741, PG. 0856 //�' J/ � � \ \ I ZONING: R1 / I / 1 \ I COUNTY STREAM � \ \ 5. EXISTING TOPOGRAPHIC DATA IS BASED ON AERIAL MAPPING
AKPAR: 2246 I /` / / \ / \ I ACREAGE. 4.38 - NNP BRIAR CHAPEL LLC / / I c�
/ �n \ \ \ 1 `\ PERFORMED BY ABASEDGE MAPPING SERVICES IN FEBRUARY 2" WITH
ZONING: R1 / / / / / \� / I 1 I 1 \ \ I \ / I DB 1198, PG. 0510 I II I / / / / / / \ W` \ \ \ I BUFFER (TYP.) ELEVATIONS ARE BASED ON NAVD 88 NCGS MONUMENT "F-92" WITH
ACREAGE: 7.12 / / / \ / I I \ \ v \ \ r / _ ` AKPAR: ZONINGS R 18 I N I 1 / I l / ) I I ( / I I \ \
_ \ 1 1 \ I AN ELEVATION OF 476.06'.
\ ) / - J / / / f / \ // I I I 1 \ \ ✓ - J / 1 J I ACREAGE: 5.35 1 \ \ I � I I I I I \� \ 6. HORIZONTAL AND VERTICAL CONTROL FOR THIS SITE WAS INSTALLED
BY GPA PROFESSIONAL LAND SURVEYORS OF NC.
NIF
I I ,
I \ l - / 1 / I I I I EXISTING MANHOLE \ / / G \ I \ \ \ \ \ \ ` \ ` _ _ - / I NNP BRIAR CHAPEL LLC I ) I \ I ` 7. PROJECT IS LOCATED IN THE CAPE FEAR RIVER BASIN.
/ / J / I ! / AND DOWNSTREAM } \ 1 \ \ / I DB 1574, PG. 0075
\ I \ / / / ( /Ic / / // ) �I I RUN TO BE REMOVED ,-- ) c� \ l I \ \ _ _ AKPAR: 87088 I / I \ \ 8. STREAM AND WETLAND LOCATIONS ARE BASED ON INFORMATION
i \ / t ) / I \ I 1 I \ \ \ \ \ \ \ l ZONING: R1 \ I a \ \ \ PROVIDED BY HUYSMAN AND BANDY, INC. - CONTACT CHRIS
EX/ST/NG 8" GV I \ EX/ST/NG MANHOLE
D DOWNSTREAM -,� / ACREAGE: 34, 92 / 1 \ \ HUYSMAN AR 336-306-0906.
EX. ROADWAY STUB 8" STUB ' �9�q I EXISTING R/W� 1 \ RUNTOBE REMOVED EXISTING 8" GV \ I I \ \
I ) J \\ \ 9. NO PORTION OF THIS PROPERTY IS LOCATED IN SPECIAL FLOOD
I I 1 ( \ \ \ \ HAZARD AREA "AE" AS SHOWN ON FEMA FIRM MAPS #3710976500K
TO BE ABANDONED EXISTING 8" WW I / \
A — 1 8" STUB \
/ / ��s\� \�� \ \ ;/� EXISTING 8" WM \ \ \ \ DATED NOVEMBER 17, 2017 AND #3710976600K DATED NOVEMBER 17,
, �. \ �.. �t F - I I ( \ I \ \ 2017.
h
REFER TO CONSTRUCTION
PLANS TITLED BRIAR
�_� \ ; \ .
CHAPEL -GREAT RIDGE GREAT RIDGE PARKWAY NORTH
\. EX1
PARKWAY NORTH & �� PREVIOUSLY APPROVED) I I
- - � _ -� \
LIMITS OF DISTURBANCE
WATERLINE EXTENSION
BRIAR CHAPEL PROPERTY / PROTECT EX. 06/22/2007
/ l l/I /l l / - / / j /j oo�� BOUNDARY (TYP.) ,�// UTILITIES TO
�' /
RE, MA-teIN (lT�Y� P.�)
, --- EX--� 20' T0� I '
- - IIIIi li DRAINAGE , II.�-_ YDPUBLIC EXISTING HRANT
I EASEMENT
'go, I ' � \-,Vl�� _� - �\PI-�EX 20' PUBLIC SEWER EASEMENT T
EXISYPHASE 13TIHRANT111/ �\��74_�,I I -_ VOUS/ Y APPROVED) 1 (E
JI I
A II
I /
l
III
�
\
I I
- --Al
�v 1 i �I _ ii l/ l/ v V I•
(� J i� / / / ♦' i � i �, �� i�\� AVS PHASE 13 t l - \ l
/ 7 EXISTING HYDRANT l>� �� \ \\ CONTRACTOR TO
EXISTING MANHOLE AND
DOWNSTREAM RUN TO
BE REMOVED
/ ( EX. ROADWAY STUB
TO BE ABANDONED
\\\I 1 AND RELOCATED
\ ,�P ��
I
(PREVIOUSLY APPROVED) _ EXl TING LEVEL SPREADER - \- - - _-- _ _ _ _ / / , / \ \�
EXISTING 8" GVH \ \ _ / i I / \ - - _ _ \/i/ / \ �. \\ \ COVER IN ON ABANDON EXISTING PIPE,
_
8" STUB _/ / \ EX/S17NG HYDRANT / - - _ --r I /� // \ - - _ ---- �__ \ // // ��/ S- _` \ DOWNSTREAM STRUCTURE / l T // o� /
--
EXISTING 8" WM' �/ -I �' / I / �\ / \\ / \� / l �\ / I l / /, / J \\ - Z \ , �<,
'� / / l o i
�� I \� \ 1 r` !-'' =--- / , / O� EX/S /NG RETA/N/NG WALL // �I\ /i/ / /��\ oif / Z -A
T '' �S / / / \ \ \ \ // Y` / / , \ \ ♦ EXISTING HYDRANT
_ \ \ EXISTING 8" WM ( xI_-- -
/�/�� A �� V A EXISTING 12" WM �/ � � � � / /
EX' 8XlSTING 8» GV
STUB
UTILITIES TO / \ I I\= fi \ / / ,/ / ^ �f� K \ \ \ \ EXISTING MANHOLE�� I ++ I l
REMAIN (TYP.) / EXISTING \ \ \ �� \ \ �� \ / / / / / / may_ T� - - \ ��/ - \ �\ / \ y/ V \e I
i'' / LEVEL \ \ \ \ ` - / / / , / / / �- - �, // / \ \. PROTECT EX. I \
l "/' SPREADER \ \ \ \ \ \ / / / / / / / / i _ J \ \ \ \ �\ REMAINS(TYP.)O
EXISTING \ \ \ \ \ _ r - _7
- L-
I l STORMWATER \ \ \ \ \ \ / / -' - \ _ '4961- ,1 EXISTING
I I \ \ BMP \ \ EX BMP ACCESS EASEMENT /� / / / _ 1 \ _
\ \ �' �r \ ` - _ - J // // % / / / - - \ \ � EX/ST/NG RETAINING WALL4851 -� STORMWATER l _ \
> EXISTING HYDRANT \ \ \ \ �9 \ _ / // / / / - \ \ \ - \ - - = - BMP
I ( / EX BMP ACCESS EASEMENT -
CP
84
SEAL
1 1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS
SAN CAR011
0E sslON /j,/,9 /
�GOZ" - SEALC
036348
6, 09/18/2018
SEAL
A,
vNIcKEW &CR'ED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
BRIAR
CHAPEL
by
Newland COMMUNITIES
CONTRACTOR TO
ABANDON EXISTING PIPE,
_COVER INVERT ON
UPSTREAM STRUCTURE i 'I / // ,, , / / / _ IN0 TH
f/ -
T 00' / / 0 /I 100' 200'
SII
l ,SCALE: /�"=100' (Hori .)
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
OVERALL
EXISTING CONDITIONS/
DEMOLITION PLAN
DATE: SEPTEMBER 18, 2018
MCE PROJ. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PROJ. MGR.
CHS
VERTICAL:
C O . 2
STATUS; REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY
M&C FILE NUMBER
SCALE
C0.2
HORIZONTAL'
DRAWING NUMBER
AS NOTED
VERTICAL:
C O . 2
N/A
STATUS; REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

w-----------------------------------------------------------------------------\ -----� SITE GENERAL NOTES:
C1.2 N/F 1. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED
MEACHAM MARVIN KEITH HAL��� BY THE CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY
OWNER IF ANY DISCREPANCIES EXIST PRIOR TO CONSTRUCTION. NO ADDITIONAL
DB 75E, PG. 0382 �� I COMPENSATION WILL BE PAID TO THE CONTRACTOR FOR ANY WORK DONE DUE TO
ZONING: AKPAR: 2RI _ ��� DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THE PLANS IF SUCH
A CRH GE: 300.. 59 /�� I NOTIFICATION HAS NOT BEEN GIVEN.
— � � � � � ��� � I
BRIAR CHAPEL ��� I 2. REFER TO THE FOLLOWING MCKIM & CREED, INC. CONSTRUCTION PLANS, AND ALL
PROPERTY BOUNDARY_--�_ SUBSEQUENT CONSTRUCTION BULLETINS FOR INFORMATION ON EXISTING SITE
(TYP.)
��� I INFRASTRUCTURE:
_ _ I - BRIAR CHAPEL - PHASE 13 SECTIONS 1 & 2 CONSTRUCTION PLANS SEALED
FEBRUARY 2, 2018.
�' -BRIAR CHAPEL - GREAT RIDGE PARKWAY NORTH CONSTRUCTION PLANS SEALED
FEBRUARY 6, 2018.
00
�- N I REFER TO THE FOLLOWING JOHN R. MCADAMS COMPANY CONSTRUCTION PLANS,
�, r + 42H.7 50.00' 74.10' 4 9 CD-- I AND ALL SUBSEQUENT CONSTRUCTION BULLETINS FOR INFORMATION ON EXISTING
4
63.33 I +I I I 73 - I SITE INFRASTRUCTURE:
5 GREAT RIDGE PARKWAY NORTH, AND SUBSEQUENT REVISIONS SEALED JUNE 22,
0 I 2017.
1101--�—��I_ U H
- - - \ \ �/ 100.0' 4 2146 �4 al 14849D2151 3. STREAM AND WETLAND LOCATIONS ARE BASED ON INFORMATION PROVIDED BY
� _�" / 0 c9 �1�1 HUYSMAN AND BANDY, INC. - CONTACT CHRIS HUYSMAN AT 336-306-0906.
0 2145 1,0 \ �C
50 -2144
��
i �0 cS I i I (10) 20X9' PARKING SPACES.�O o 4. NO PORTION OF THIS PROPERTY IS LOCATED IN SPECIAL FLOOD HAZARD AREA
100' PERIMETER BUFFER (TYP) 143 I -
I ��� OOZ � � 214 � � �` fi, .�� •�� 2152 �-� I "AE" AS SHOWN ON FEMA FIRM MAPS #3710976500K DATED NOVEMBER 17, 2017
AND #3710976600K DATED NOVEMBER 17, 2017.
STORM WA TER I -O 50 � 0 � . �� 4 �-� �
BMP I 0 40 00 21410 _-� --I� 1 I\�. I 5. ALL PROPOSED ROADWAY DIMENSIONS AS SHOWN ARE MEASURED FROM BACK OF
f / p �� ��� X0.0 0��214� 120.06 I CURB TO BACK OF CURB.
06 k 6g �o �_D 2139 ko9 --------------------
�� / N N o 2130 �o - - n2153 °0 I 6. BEFORE STARTING ANY CONSTRUCTION OF IMPROVEMENTS WITHIN ANY NCDOT
500 -YEAR FLOOD LINE / + P N I STREET OR HIGHWAY RIGHT-OF-WAY, CONTACT NCDOT DISTRICT OFFICE AND
LEGEND:
— — — NEW R/W LINE
OVERALL PROPERTY BOUNDARY
NEW SUBPHASE BOUNDARY
EXISTING R/W LINE
----------- HOA EASEMENT LINE
— — PUBLIC UTILITY EASEMENT LINE
PRIVATE UTILITY EASEMENT LINE
PUBLIC DRAINAGE EASEMENT
PRIVATE DRAINAGE EASEMENT
10' NO BUILD BUFFER LINE
RIPARIAN BUFFER LINE
100' PERIMETER BUFFER
F4,0--,c�
.00' 40.00' 40.00' 40.00' 40.00 7.9 40.02' 40 02 40 �_ 0 213po E I �/� _ 4 20 X9' PARKING SPACES OBTAIN ALL PERMITS AND ENCROACHMENTS. KEEP COPIES ON CONSTRUCTION
FLOOD WAY N A W 021310 �r 3g�6� 12165 O I SITE. ALSO CONTACT NCDOT DISTRICT OFFICE 24 HOURS IN ADVANCE BEFORE EX. WETLANDS
�- 0 13� I o I PLACING CURB AND GUTTER AT 336-629-1423.
100 -YEAR FLOOD LINE ^o o^o o^o o^o o ��� �� ��13� o� 0� ���� I n2154 FLOODWAY
1of o 0 of 100 r��13v ��� Sal) N 1 � I 1 _ _1457 _ I 7. REFER TO PLAN AND PROFILE SHEETS FOR DETAILED SANITARY SEWER AND STORM
0,121101210,12110,121]c,131�1 oho,-I.JA N QOP s I —1 I DRAINAGE INFORMATION WITHIN PUBLIC ROADS.
NDNN N NDN NDN NDN N N N� �/ �' ge, 2166 \� 21641 n� I 100 -YEAR FLOODPLAIN
(13) 20 X9' PARKING SPACES --- 2155
o ,. � I CHATHAM COUNTY REQUIRED SITE NOTES
I/;----- ��r OO 500—YEAR FLOODPLAIN
y I / + 2168 / 2163 �/ `� — - - I 1. PROPERTY OWNER /DEVELOPER:
20+81.64 I _ �r216'(.\ �l C '
35+94.38 I NNP BRIAR CHAPEL, LLC N/F
1342 BRIAR CHAPEL PARKWAY MEDLIN DONALD F
' CALL N.C. ONE
CALL CENTER
BEFORE YOU DIG
STOP
1-800-632-4949
AVOID UTIUTY
DAMAGE /
NORTH
100' 0 100' 200'
SCALE: 1"=100' (Horiz.)
.� 0 21 2161�i I � , CHAPEL HILL, NC 27516 DB 1544, PG. 0674
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CHATHAM COUNTY 10' ZONING: R7 I � 725.00'
II
ROBERTS DOUGLAS DONALD NO -BUILD BUFFER / / I ACRHCE: 4.38 1 � I o� 2223 �22�36 I I I I 1
I 1 PHASE 12 SECTION 3 N 2225 c1 222 , CO' , II
I DB 1747 PG. 0856 TYP. / i� C�
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AKPAR: 2246 / / BRIAR CHAPEL Ln��• �' �� N ���
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120
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2118 0�'� / �_� �\ ' - 1� I I I I (PREVIOUSLY APPROVED) �\ `\ \ �� i •. i I 1
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1943
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IF
1 INITIAL SUBMITTAL 2018.09.18
REV. NO. DESCRIPTIONS DATE
Ikk REVISIONS
,
OARp'''%,
0E sslpy l
036348
6, 09/18/2018
n
v
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1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
BRIAR
-- _i
C1 _ - -
� PUMP STA TION
ACCESS ROAD i
1; \
--
L----------J
CHAPEL
by
Newland COMMUNITIES
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
OVERALL SITE PLAN
DATE: SEPTEMBER 18, 2018
MCE PROJ. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PROJ. MGR.
CHS
N/A
SCALE
M&C FILE NUMBER
C 1 . X
HORIZONTAL'
DRAWING NUMBER
AS NOTED
VERTICAL:
C 1 . O
N/A
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

, EROSION CONTROL NOTES: LEGEND:
-----------------------------------------------------------------------------�,r-
- / _ - \� /�� 1. PRIOR TO BEGINNING CONSTRUCTION, AN ON SITE PRE -CONSTRUCTION MEETING SHALL
C3.2 - =7�:_:;� `:� YS?�:::: ­- - - === ==;�� =­ - __ - -_ -- - �� -, _'01 _ BE HELD. CHATHAM COUNTY OFFICIALS, THE ENGINEER, OWNER'S REPRESENTATIVE AND - - OVERALL PROPERTY BOUNDARY
CONTRACTOR MUST ATTEND. NOTICE MUST BE GIVEN 48 HOURS NOTICE PRIOR TO
- � — = 7 I
; = _ - �_ � �� �// - / /-' / / SCHEDULING.
��� \ "�_ _ - \ -\`-�\ t,7ti° / _ /-_- � I � � NEW SUBPHASE BOUNDARY
/ 1 \\� �-� ���_�_—^ __ � r- J /f'%��=/// /' moi/
_ � ` l \\ \ \ — � `� �('� I // / =_ i -� -- 1 2. THE CONTRACTOR IS TO NOTIFY CHATHAM COUNTY PUBLIC WORKS REPRESENTATIVES 48
_/ - - - \ �\ L _� \ t�-�\ ✓ 1 (I / ( _� / y� "-_ I HOURS PRIOR TO COMMENCING WITH LAND DISTURBING ACTIVITIES. EXISTING R�W LINE
1-1 ��// ' __ - / `� -_-��- �/ ��/��-VIII I) ( // � °/// /
/ ��\ \\ \ �,%// /� \ ` \ // =_% //� / = �` ` - moi% /I I ( �/ /�// //r I 3. ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL
' i �_ -/i/ �/ -' \ '� ' � / /'�' II -��//% �\ \ '-� lti f l j 1 BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND LIMITS OF DISTURBANCE
BRIAR CHAPEL \ \\`\ i /iii ' ~ '\ �C -ii % �� / J/ �.-; +— � _ _ \ -- , \ l � //j i /,,\ / /,
PROPERTY BOUNDARY TYP. � ���� \ \ \\ \�" ��r/ % \ -' / \ - ^�/ % �' :_-5� % � _ � �- / ^ lI I ''/'// /� /\� ` / l / / SPECIFICATIONS OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL MANUAL.
� � \ _ /� // % /// - _ -- \� = \1 =^� \ / EXISTING LIMITS OF DISTURBANCE
/ ^ �� \ _ _ f \� _ ,/�/� _ / �� �`� ��� \- \\ I ` ��\\ \\\ I / / / // 1 4. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT
�� � _ _ ✓/ ( \\\� I ( - ��- - -/� // /- _ _ i \ _ / =� %\\\ \\ I I I 1 I ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL
=� f�-C \///j//� J/ �� ///,, TDD #7 CJs \11\1111) ( 1 \ 1 FINAL STABILIZATION IS ACHIEVED. COMBINATION SILT/TREE
SF/TPF PROTECTION FENCING
T-- r J I/ 5, �I— / ,, ///// --/ _
/ / ) 1 �. J. _ll / / \ / � //� //////�� �_ j I _ _ _ - - F \ \\i \ 1 5. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED
l / /// /�- /- _ - �� - SED/MENT BAS/N #3 \ \
/ / / _ ;- / / J / J // ////j// '-� - ` �\\\\ \ \ AREAS WITHIN FOURTEEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF EXISTING CONTOUR
i r.0 100' VIEWSHED BUFFER (TYP) _ % / /// // / / l - \
�- / / - _ �y �\\ \ J // j , J / // / ( (r / ��J- � / / / / � ♦ `,�\ ) \ THE SITE, SEVEN DAYS WHERE SLOPES ARE 3:1 OR STEEPER. TEMPORARY SOIL
+�=- .� / \ _ --_I- = / � `��- / I P` \ / // // - 1 I STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY
T /--%/� _ _- ��_ _ ii \ �\ / / - /1-/l I l_IJ �- / f - 1 NEW DIVERSION DITCH
// /^ -// _ - \\ �- ` j/- -- �_ / / / / \ / _ I - - I NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT UNDISTURBED FOR LONGER
/ -� �� /- -/� _' - < - - - � - / ` /// / 1 / / / / / / % _ •� / � (1 I / - - THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE
_ / .\ \ / ♦ TDD #11 LEFT TO BE DORMANT FOR MORE THAN ONE YEAR. o°o°o°o°o TEMPORARY CONSTRUCTION ENTRANCE
SEDIMENT BASIN #2 / - \= _ _ __ - J / 1 TDD 5 J I / / �\ \ TDD 10 N
�. (STORMWATER BMP #39) _ _ - - J \ \ # / / 1/l/( '- I ` L i # I ; /- - . AND AFTER EVERY HALF INCH OF RAINFALL. ANY NECESSARY REPAIRS OR CLEANUP ® NEW ROCK CHECK DAM
1 tr ------__�/ _- _ _ _/-_ / III` II `� / / I -� - / // '/ .// -
_ = / "I,,, // / J / 1\ I \ I l ITOD #6� \ TDD 8 \ \ ` , -'_ / / // I ` ./- � I TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE
1 I, I(< / I ♦ / - - / = - -_ \ / / // / \ \ - I III` \ I 1 # \ \ / TDD #9 - _` / i , / -- IMMEDIATELY. ANY MEASURE THAT FAILS TO FUNCTION AS INTENDED SHALL SF/TPF�SF/TPF SILT FENCE OUTLET
� �\\\ / / - \\11 / / / / / / , / � / 11\\\ \ I / I ( , �\ \\ \ = // '' / _ / - , / I // / / �� IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE ENGINEER OR OWNER'S
\ 1 I SFS / - / / - \ ., ` / / / \ i \ �v I I I \ / i/ / / / -- / / / %-: - _ I REPRESENTATIVE.
111 /,-__\\\_-, / / / // �� �\ 1 ) 11 \ \ III ♦ �\ \/�/ , _/ / // /// / / =// NEW BAFFLE
1\\III _ / :--� \ -- I / / / // / \-\\\_, / // I I I) Ill 1 \ III( ' _\ \\ /�/ _/ / /- / / / / / Of /
I I / � / i / - / \\ \- -_ - / / I �, r - \ \ / 1 I I I I 1 I I I -11 \ / -_ / / - - � / / I 11 / � 1 7. THE CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION OF ANY ADDITIONAL EROSION
fil \ /// / \\ / / / •r.�% I I \ \ ----I / / / /) / I I / '� \� \ \ _ \ / l / z / - / // I I ( / / CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS _ _ _ _ _ _ RIPARIAN BUFFER LINE
1 I 1 / / \ - / /ice - \ \ \ - _ / / / �� I \ s / / / I I I I \ I I I ) \ \\ \ ///e/ _/^ -_ -- �, / I I I I DETERMINED TO BE NECESSARY DURING CONSTRUCTION ACTIVITIES.
\I ( jjj I l // \\\ \-_//s�J f I ) -1 `�\ /// l/III ) I III / /\..-,� \\ /1 )
1 i /,� \ ) \ _ ./- 1 J � l I / // / l l I \ / / / I / /. I / , // 8. NO PORTION OF THIS PROPERTY IS LOCATED IN SPECIAL FLOOD HAZARD AREA "AE" AS 10' NO BUILD RIPARIAN BUFFER LINE
111 \ I 1 I /1 I \ - - ) ( 1 / ��/ \ J r / / / / / 1 / / _ \ \ _� _ / / / / /� F95'_ - `/ I SHOWN ON FEMA FIRM MAPS #3710976500J DATED NOVEMBER 17, 2017 AND
1 I I I I I I I / I/, T"'7 T ( / - / ) ( 1 L ,l• / 11 \\ / // / / / / / / // / ' I I I l J 1 _ \ - ` ^ / // , / /// ��/ i f �/ � ` CWD #3 1 #3710976500) DATED NOVEMBER 17, 2017.
(I ' \ 11 I /�c �� I -/' / l__ -// ,-' / l / / / / I I I l II \/� \\-\ \//, // , � /__ , , / .I ./ �,,,
111 ♦ 11\\\\ (\I(- \ �, (�� /,_I �/ / //I I __�/ //// // / ( \\ // ///_ �\�/- / --"/ It/ //
1I j \ / / \ / I I /�I I )III `-�\\ - / /// //, 1////
I1\ ll \ l \ \/ /�J / / I I / / I \ _/ / i/ / / /
\\� I 1I\\1� 1�\\ \ I \ `) \\-���� // SPOIL AREA (TYP.) "-1 //) III III / /III \ II1��\ \\ \ / ////'/ / // / �/ 1,////' //,
I . I h i// TDD #4\ --- _ r / / / I / 1 I( I I ( ) \__ J / // // //, / I
"►I/ '� /' ' \ \ \ ,,Q -'Tr \�-- / \/ / -� ) ) I ) / I I I I I I \ / / / / //_/�- I ////. /
i (I \(\11 / \ I l \ \ \ \\,/\�\�, ( I I I \_/\ / / / 1 / -//__� / / /// I I / / ) 1 I I \---// / // ,,/ //
\\ 1 I( \II 1 \ 1( /-�\\\ II \-�/ / �J /f- / 'I / J� _ // j I /- �%'/ /,/", _ 1 //`� /'
\ )Il I I ( I I /\\ Il I I I I I - / f --/ ' / l / /l I 1 1 /� _ ' /, ' -_ / _& -./.,- /
I ► I I I \ - I / i, / / / �/ / / ' (/ / / / / / iii/ / / / /, //7��
1\\\\\1A I I` iTD6#3► I IIIII11I I I ( 1I / / P/ / - Y'') Il // // / 1 / / _' /'�/ //le f- /- 1 1/ (
\ ,\ 1 \ \`�\\ ,_,� \, 1 /11 I///!�J`,\` I I I ' � �/ // / / // / / / �// / / // I / Y' II //
/ \ ( 1 11 i i
\ ` 11))1\\ \\\ \\ \\t /III\ )r,J /1 \ I� 1 \.,J 11 \(I ��_-�/ �- // / // / // ' �- / _/'l / ' / 1 (I I
II \\\))1\ \\ \\ J( I I1� \\ `- I I /\ / J // / -/ � / I / I I I II
\ �� \ \ \ , \ I ( l l I 11\\\ 11111 // I I / \ \ \� I I\ )� 40 / ?/ // r, _ / / � / _ / 1 1 1 I
//// /_/—/ I // \
\ I \III\\\\� I \\ \ I\ \ I I II III )11111 (_/ �,-I//// \'\\// ��- ,,---„ , , //,j I (y, //� I I / / �//// I / /- /Z-/ I I 1 \ 11' II
A \` \\\\\ \ \ �� \ I I ) 1 I I ( \ / ,_ /i ♦'r ♦ \ - s� w I ( / / , " / , \ I \ I
\ \ 11\\ ) \ N \\ I I I I 11 1 111 \\\/ / �_-.\� I I, -Zi " \ \\ 1\\\I \
1 \ I I I \ \ I - - - \ / I / I LIMITS OF DISTURBANCE (TYP.) - I / \ I \\
PHASE 12 DRAINAGE AREAS
DRAINAGE AREA
NUMBER
TOTAL AREA WITHIN
DRAINAGE AREA
1
3.61 ACRES
2
8.85 ACRES
3
5.21 ACRES
4
2.20 ACRES
5
3.54 ACRES
6
6.32 ACRES
7
5.03 ACRES
EX. WETLANDS
- - - - - EXISTING DRAINAGE DIVIDE
2 DRAINAGE AREA
' CALL N.C. ONE '
CALL CENTER
BEFORE YOU DIG
STOP
1-800-632-4949
AVOID UTILITY
\ DAMAGE /
NORTH
100' 0 100' 200'
SCALE: 1"=100' (Horiz.)
--- --
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/- \ I I I I I _� �, `�. \ . I / 1" \ ,\ \ \ \ 1 / // I / / ,I' I/ \ �, J Y III _
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,III \ I \ 1 _ _ % / - / ( - - � �---- - 1 / I - \\ 1 \ I .. , / : I , . , n / /I I \ , 1 ( ( /' ( / f/ .1 /, , , _ -I-� \ /
\\\\\\\' I I \ \ //,ir I 11 I I I /- t 1 1
1 I \ \/ - + \ \ �\ -��_=- \ \ \\�1�r(�-� L-- I�� Ir ��, _ _ 1 /\� \\ .\ \\ \Ill \ �// I) \ I I I - / 1 - ,f-\ / r 1 \``�� / /
\ - I \ \ _- - II 1 ^ ` �\ ��� r ' 'S �_--/, \\ I \ (, / // ` // II // I I /
I \ \ \ \ \ \ 1 \\\ \`` — �i� - \ \ \\ 1 \ 1 \ \ \ I I \ \ ) I \\ \\ \ \\\\ -� _ \ /�\\�� / _\ - — � � �� \4 \� �\ \ \\\\ \ LIMITS OF DISTUR \NCE (TYP.) a� /,� ' f /011 W / 75'I / / / cC ( / I I \ \ \ \1 I / _ /1/- /
-- - �, L �`-��-- -- /_ _ - \. 1 lll��\�\� 1 `-��� _;_-� G Jam- \ I I I ( / /%IJ I ,_ I I I \ I // I_//
7 \ _ \ \ r - \ \ •- `� _ �� \ 1 TDD #16 J ( `\ ) \ /// /` (( / \ II I / (\ /
♦ \1 \\ \\\-�\ \\ J -� \ 1 1 \ 11 \ 1 \ \\\-\ \ \ �_� _ \ ���\ \ 1_ e� .���{�\\�\111 J_ _ ` ate! , \ (/� J I \ ( I ' I I I 1 /
1 \ ► I r I' 1 \ \ _ �� \ \\ - I _%�� \\ - � / //- - \ \ I ) 1 / I / J \ Ii l I I 1 1
//� \ \ \ \ , \\ \ \ �\\ — = \ -� \ \ \ \ \ I I \ \ \ \\ —\\\ ,\ 11 T _+ I I, L \\ \ / \ - �" /o\ \ HALF DOLLAR ROAD - / 7 > / \ \ I I / \ I 1 / .. I I I I I
((/ / / \ " \\ \ \ _ � \\ \ I 1 1 I \\ \ \ \ \\\\ 1 \I\\ \ , -,— ,_ —> ` `\ 1 \ —, \�\r- \ �„- (EX. 60' PUBLIC RM/ \ /--- - A -/ 7 % — / , I 1 I I I 1 1 \ I / I
\ \ , _ - � \ 11 1 1l \ 1 t� -I 1 \\ \ \ `� / � - - 1 / � _ I _ l /-/ f � _/11 {-Z 1-r�"T � --� 1 / \\ I I 1 II ( / I I I // (I I I I \ ( V I I
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\ \ \ \ '� _ \ \\\ r _ / \ \ ( ( \--\ �� \ 1 �\� \_�� �_� / / / / l \ \ \ I 1 / I TDD #17I ) 1 I / \ \ V . \ , l \ 1 I \\� \ \\ 1 1(/) I \ \\�) / / 1 ) -�, \-V 1 1 I \ I / Y' I /� I I ( 1\ I / (�»
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LIMITS OF DISTURBANCE NOTES: I \ T /�l �` - - - /) I %/'L � � \) _ 1 ^.i' //// //%i/ / / /I/ / I /, I - \
I
1. SILT FENCE AND TREE PROTECTION FENCE LINES ALSO
DELINEATE THE LIMITS OF DISTURBANCE. ALL SILT
FENCING OR TREE PROTECTION FENCING SHALL BE
INSTALLED INSIDE LIMITS OF DISTURBANCE.
2. LIMITS OF DISTURBANCE BEYOND PREVIOUSLY APPROVED
AREAS: 36.19 ACRES
1 INITIAL SUBMITTAL 2018.09.18
REV. NO. DESCRIPTIONS DATE
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\\\\\\\\\\111111111/I////// ♦ BRIAR CHAPEL DATE: SEPTEMBER 18, 2018 M&C FILE
SCALE l..J X
VICE PRO]. # 02735-0231
1�" BARO - ; BC P HAS E 120 l/9/ v CREED LEGDRAWING NUMBER
pFESS/O,y DRAWN HORIZONTAL:�',
� CHATHAM COUNTY NORTH CAROLINA DESIGNED LEG AS NOTED C3.0
AL - VERTICAL:
036348 = 1730 Varsity Drive, Suite 500 CHECKED GCA
_ 0 09/18/2018 ,`\ Raleigh, North Carolina 27606 B R I A R C H A P EL STAGE 1 PRO]. MGR. CHS N/A
-,9� FNGINtF- ` ,,,�$� Phone: [phone], Fax: [phone] OVERALL GRADING DRAINAGE AN D
'1i,�F/'L, n P, \ \� F-1222 by 7 STATUS: REVISION
///'''////77/III IIII1n100 LL// FINAL DRAWINGS
www.mckimcreed.com Newland COMMUNITIES EROSION CONTROL PLAN FOR REVIEW PURPOSES ONLY

STAGE 1 CONSTRUCTION SEQUENCE:
1. THE INTENT OF THE CONSTRUCTION SEQUENCE IS TO PROVIDE THE CONTRACTOR WITH A GENERAL GUIDE FOR CONSTRUCTION PURPOSES. THIS SEQUENCE IS NOT
INTENDED TO OUTLINE ALL CONSTRUCTION ACTIVITIES ON THIS PROJECT.
2. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CHATHAM COUNTY SOIL EROSION AND SEDIMENTATION CONTROL ORDINANCE.
3. ALL EROSION CONTROL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER RAINFALL EVENTS. NEEDED REPAIRS SHALL BE MADE IMMEDIATELY.
4. IF IT IS DETERMINED DURING CONSTRUCTION THAT SIGNIFICANT SEDIMENT IS LEAVING THE SITE, DESPITE PROPER IMPLEMENTATION AND MAINTENANCE, THE
CONTRACTOR IS OBLIGATED TO TAKE ADDITIONAL CORRECTIVE ACTION. CONTACT CHATHAM COUNTY ENVIRONMENTAL QUALITY DEPARTMENT, OWNER'S REPRESENTATIVE
AND ENGINEER WITH ANY ADDITIONAL MEASURES NEEDED.
5. CONTRACTOR SHALL ESTABLISH GROUNDCOVER ON DISTURBED AREAS WITHIN THE NUMBER OF CALENDAR DAYS AFTER COMPLETION OF GRADING PER THE SCHEDULE
BELOW:
GRADUAL SLOPES: (14) CALENDAR DAYS
MODERATE SLOPES: (10) CALENDAR DAYS
STEEP SLOPES: (7) CALENDAR DAYS
STAGE 1 CONSTRUCTION SEQUENCE:
7. OBTAIN LETTER OF PLAN APPROVAL FOR SEDIMENTATION AND EROSION CONTROL FROM CHATHAM COUNTY SOIL EROSION & SEDIMENTATION CONTROL.
8. CONTRACTOR TO POST EROSION CONTROL PERMIT PROMINENTLY ON SITE AT ALL TIMES.
9. CONTRACTOR TO VERIFY LOCATION AND DEPTH OF EXISTING UTILITIES TO AVOID CONFLICT DURING INSTALLATION OF EROSION CONTROL MEASURES AND STORM DRAINAGE. CONTRACTOR IS TO CALL 1-800-632-4949 FOR `tJC ONE
CALL" TO HAVE UTILITIES LOCATED.
10. CONTRACTOR TO HAVE A PROFESSIONAL LAND SURVEYOR FLAG PROPERTY LINES, EASEMENTS, LANDSCAPE BUFFERS, STREAM BUFFERS, TREE PROTECTION AREAS AND LIMITS OF DISTURBANCE.
11. INSTALL TEMPORARY CONSTRUCTION ENTRANCES. CONTRACTOR SHALL ONLY ACCESS SITE THROUGH BRIAR CHAPEL PARKWAY ENTRANCE. NO CONSTRUCTION TRAFFIC SHALL USE PHASE 6N ACCESS FROM CLIFFDALE FOR
CONSTRUCTION ACTIVITIES.
12. INSTALL TREE PROTECTION FENCING AND SILT FENCING AS SHOWN AND DETAILED ON PLAN. TIMBER ONLY AS NECESSARY TO INSTALL THESE DEVICES.
13. CONSTRUCT TEMPORARY SKIMMER SEDIMENT BASINS & TEMPORARY SEDIMENT TRAPS TO THE REQUIRED DIMENSIONS AND ELEVATIONS AS DETAILED IN THESE PLANS. GRUB ONLY AS NECESSARY TO INSTALL THE BASINS. MATERIAL
EXCAVATED DURING THE CONSTRUCTION OF SEDIMENT BASINS SHALL BE TEMPORARILY STOCKPILED ADJACENT TO BASINS. ONCE ROUGH GRADING OPERATIONS BEGIN, THESE MATERIALS SHALL BE PLACED AS NEEDED IN AREAS OF
FILL OR MOVED TO LARGER STOCKPILE AREAS.
SLOPES ARE AS DEFINED IN THE CHATHAM COUNTY SOIL EROSION AND SEDIMENTATION CONTROL ORDINANCE. 14. COVER LOW FLOW ORIFICES OF SEDIMENT BASIN #2 (BMP #39) AND SEDIMENT BASIN #6 (BMP #40) THROUGHOUT STAGE 1 AND STAGE 2 GRADING ACTIVITIES IN ORDER TO ACHIEVE THE REQUIRED SURFACE AREA AND STORAGE
VOLUME.
6. CONTRACTOR SHALL ARRANGE PRE -CONSTRUCTION MEETING WITH THE OWNER'S REPRESENTATIVE, ENGINEER AND CHATHAM COUNTY. 15. INSTALL BAFFLES PER PLAN. SEED AND MULCH SIDE SLOPES OF SEDIMENT BASINS UPON COMPLETION. INSTALL BIODEGRADABLE MATTING ON SIDE SLOPES OF BASINS IF NECESSARY TO ESTABLISH COVER.
I ♦ilf l \1 \� \__ _ I \ \� 11 \ \ _\ \ I -f✓ ►'lid ���\\\_ ���f�\,\ \
DOUBLE LINED SIL T/TREE
\^ I PROTECTION FENCE (TYP.) - \
-�I 2)II
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` 1 LINED W/ P550-\ \ \ I I I I 1 1 \ 1
�
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TDD #2 \\ \� ` \ \ \1111 / /
LINED W/STRAWW/NET ��,\\� \� ,\ I III(rI11I III / ��_---��/ ,�� / ���/�\\� 111\\ II I 1111\\\\11��r\
♦ � `-,� ♦ 1 I I 1) I I \\III �//I / r �\ /�� �� �////�/ � \ \ �l 1 111 1111 \ \ \\\\ �,\ \\��\�_r � �/�/
(3) TEMPORARY 24" SLOPE DRAINS // !0/w
\ • �,fl / / I /III � I I I\ \ \ \ \�� � \. � -' � - c �i/� � /,� �
SILT/TREE PROTECTION FENCE (TYP.)
� �, I � 11, �I I l
/ ) 1 \\\\ / J / BRIAR CHAPEL 1 ` \\
/ I
�� \ \ / PROPERTY BOUNDARY (TYP.)
EX. GREAT RIDGE PARKWAY NORTH
LIMITS OF DISTURBANCE
(PREVIOUSLY APPROVED)
ISI�>
CWD 1 / / / / \ 71/ = 7
` \ LINED W/ SYNTHETIC MAT -z::- J i� -) r / / -T '7`L
000
4k, oOO SKIMMERSKIMMER SEDIMENT BASIN#1\ �/i
TOP DIMENSIONS 122' X 56' / 1 V _l-
r-
_
o TEMPORARY 24" SLOP DRAIN �� / / /� / i F-
/ � / / // (_ i / ��i///moi � � � � S
\ TEMPORARY 18" SLOPE DRAIN / I / , / // //j//// / - G�EP \S��NG
I // �/ ( 1 // i SEX
ROCK CHECK DAM (TYP.) oo
o_
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PHASE 13 ` I I I 1 III I I /z
//� (PREWOUSL Y APPROVED)_
l it �/
♦ / / /-
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LINED W/ STRAW W/ NET
// - /
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CONCRETE WASHOUT (TYP.) po op / f I ,I/ l/�,�i ✓ /i �'/-/ ii�-�\%��/�TEMPORARY CONSTRUCTION ENTRANCE (TYP.) Op// \ \\ I l\ \1 /I ////
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DRAINAGE \ \ \ \ \ \ \\ \\ = \ / / /
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SEAL)
1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS
�PQ�pFESS/ON 9
G�Z- - SEALC
036348
09/18/2018
c�I����a
SEAL 1
A
4k!k# &CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
19 0 p
CHAPELTM
by
Newland COMMUNITIES
NPDES GROUNDCOVER STABILIZATION TIMEFRAMES
SITE AREA
STABILIZATION
TIMEFRAME
DESCRIPTION
2
EXCEPTIONS
PERIMETER DIKES,
7 DAYS
NONE
SWALES, DITCHES,
5
3.54 ACRES
SLOPES
6.32 ACRES
7
HIGH QUALITY WATER
7 DAYS
NONE
(HQW) ZONES
SLOPES STEEPER
7 DAYS
14 DAYS FOR SLOPES
THAN 3:1
10' OR LESS IN
LENGTH AND NOT
STEEPER THAN 2:1
SLOPES 3:1 OR
14 DAYS
7 DAYS FOR SLOPES
FLATTER
GREATER THAN 50' IN
LENGTH
ALL OTHER AREAS
14 DAYS
NONE, EXCEPT FOR
WITH SLOPES FLATTER
PERIMETERS AND HQW
THAN 4:1
ZONES
STAGE 1 CONSTRUCTION SEQUENCE (C0
16. CONSTRUCT DIVERSION DITCHES AS SHOWN AND DETAILED IN THESE PLANS. SEED, MULCH AND INSTALL REQUIRED LINERS IN THESE
DITCHES. INSTALL CHECK DAMS IN DITCHES AS SHOWN AND DETAILED ON PLANS. CLEAR ONLY AS NECESSARY TO INSTALL THESE
EROSION CONTROL MEASURES.
17. CONTACT CHATHAM COUNTY SOIL EROSION & SEDIMENTATION AT 919-545-8339 AND ENGINEER UPON COMPLETION OF INITIAL EROSION
CONTROL MEASURES.
18. ONCE TEMPORARY SKIMMER SEDIMENT BASINS AND DIVERSION DITCHES HAVE BEEN INSTALLED, GRUB WITHIN DELINEATED DRAINAGE AREAS
ASSOCIATED WITH THE INSTALLED TEMPORARY SKIMMER SEDIMENT BASINS.
19. CONTRACTOR SHALL STRIP TOPSOIL AND STORE AT DESIGNATED LOCATION. PROVIDE SILT FENCE AROUND PERIMETER OF SLOPE OF ANY
STOCKPILE LOCATIONS. CONTRACTOR SHALL REMOVE ALL ROOT MATTER AND ORGANICS FROM WITHIN THE CLEARING LIMITS.
20. AFTER COMPLETION OF CLEARING AND GRUBBING, THE SITE SHALL BE TEMPORARILY STABILIZED EXCEPT IN AREAS OF ACTIVE CUT/FILL.
ACTIVE AREAS SHOULD NOT EXCEED 25 ACRES AT ONE TIME.
21. BEGIN ROUGH GRADING WITHIN CLEARING LIMITS, INCLUDING GRADING FOR PERMANENT WET DETENTION POND.
22. MAINTAIN AND PROTECT EXISTING UTILITIES AT ALL TIMES. MAINTAIN DIVERSION DITCHES, BASINS, SILT FENCE AND OTHER EROSION
CONTROL MEASURES UNTIL THEY ARE APPROVED TO BE REMOVED.
23. PERFORM SEEDING AND MULCHING AS REQUIRED IN ACCORDANCE WITH THE PLANS.
24. ONCE GROUNDCOVER HAS BEEN ESTABLISHED AND OTHER CONSTRUCTION IS COMPLETE, CONTACT CHATHAM COUNTY SOIL EROSION AND
SEDIMENTATION AND ENGINEER FOR SITE INSPECTION BEFORE REMOVING ANY TEMPORARY EROSION CONTROL MEASURES.
SELF INSPECTION NOTICE:
NOTIFICATION OF LAND RESOURCES SEDIMENT AND EROSION CONTROL SELF -INSPECTION PROGRAM:
THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT PERSONS
RESPONSIBLE FOR LAND -DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH STAGE OF THE PROJECT
TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED.
RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS TOOK EFFECT OCTOBER 1, 2010. THE
SELF -INSPECTION PROGRAM IS SEPARATE FROM THE WEEKLY SELF-MONITORING PROGRAM OF THE NPDES
STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF -INSPECTION REPORT IS THE
INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL MEASURES ACCORDING TO THE
APPROVED PLAN. THE INSPECTIONS MUST BE CONDUCTED AFTER EACH STAGE OF THE PROJECT, AND
CONTINUED UNTIL PERMANENT GROUND COVER IS ESTABLISHED IN ACCORDANCE WITH NCGS 113A-54.1 AND
15A NCAC 413.0131. THE SELF -INSPECTION REPORT FORM IS AVAILABLE AS AN EXCEL SPREADSHEET FROM
HTTP: //WWW.DLR.ENR.STATE.NC.US /PAGES /SEDIMENTATION _ NEW.HTML. IF YOU HAVE QUESTIONS OR CANNOT
ACCESS THE FORM, PLEASE CONTACT THIS OFFICE AT [phone].
PHASE 12 DRAINAGE AREAS
DRAINAGE AREA
NUMBER
TOTAL AREA WITHIN
DRAINAGE AREA
1
3.61 ACRES
2
8.85 ACRES
3
5.21 ACRES
4
2.20 ACRES
5
3.54 ACRES
6
6.32 ACRES
7
5.03 ACRES
LEGEND:
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
OVERALL PROPERTY BOUNDARY
NEW SUBPHASE BOUNDARY
EXISTING R/W LINE
I i LIMITS OF DISTURBANCE
EXISTING LIMITS OF DISTURBANCE
SF/TPF COMBINATION SILT/TREE
PROTECTION FENCING
EXISTING CONTOUR
000000000
SF/TPFE___� SF/TPF
STAGE 1 GRADING, DRAINAGE AND EROSIONI
CONTROL PLAN -PHASE 12 SOUTH
NEW DIVERSION DITCH
TEMPORARY CONSTRUCTION ENTRANCE
NEW ROCK CHECK DAM
SILT FENCE OUTLET
NEW BAFFLE
RIPARIAN BUFFER LINE
10' NO BUILD RIPARIAN BUFFER LINE
EX. WETLANDS
EXISTING DRAINAGE DIVIDE
DRAINAGE AREA
' CALL N.C. ONE
CALL CENTER
BEFORE YOU DIG
STOP
1-800-632-4949
AVOID U11UTY
DAMAGE /
NORTH
60' 0 60' 120'
SCALE: 1"=60' (Horiz.)
DATE: SEPTEMBER 18, 2018
VICE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
C3.X
DRAWING NUMBER
C3.1
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

rt� SCOUR HOLE \\ j SILT FENCE \
OUTLET (TYP.) u \
SKIMMER -
�\ SKIMMER SEDIMENT BASIN #7
- T •TOP DIMENSIONS 160" X 56'
v>� MINIMUM DEPTH 3.0' /
PROVIDED SURFACE AREA: 8,960 SF
-SKIMMER SIZE 3.0" W/ 2.5" ORIFICE
TEMPORARY 24" SLOPE DRAIN DOUBLE LINED
COMBINATION SILT/TREE
SILT/TREE PROTECTION FENCE (TYP.) I I \�
\ \ ` ___ / I I I I / PROTECTION FENCE (TYP.)
\
` BAFFLES (TYP.) \ J F/T
TEMPORARY - f
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\ \ ACCESS ROAD F/n,'
TDD 424
INSET - PUMP STATION ACCESS
EX. GREAT RIDGE PARKWAY NORTH I
LIMITS OF DISTURBANCE
1 �/ �\n (PREVIOUSLY APPROVED) 1
_ TEMPORARY
/ \ BERM (TYP.) \ \ \ _ LINED W/ SYNTHETIC MAT ��`
1\ \ \ ' (CONSTRUCTION ENTRANCE
10'
-\ \� \ \�\ \ /" \ / l \ \\ LIMITS OF DISTURBANCE (T\P.)SOON
LINED W1 SC250
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/ ( I/ \\\\ 111\I \1\\\1�
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PROPERTY BOUNDARY (TYP.) �-.\� _ -� /� / / \ i j/% �7 i �j / / i �/` _ v �- SILT FENCE OUTLET (TYP.) 1 I I00007
4 x4'x12" ENERGY 1 22.0" DAM
DISSIPA TER TYP.
r/�'�� ( ) WIDTH
TDD #7
i ^ \\ \ \ / �j �i�� j/// �� I \ \ I
(� i \. / / /// - LINED W/ STRAW W/ NET s v
11 \ 1 1 \ \
III
16 now
// �/ 1 I STORMWATER BMP #39 �� ! w/// / / /j% �/ / - / / !� SF ARC FILTER
TO BE USED AS SKIMMER SEDIMENT BASIN #2 _ �i /-f INLET PROTECTION TYP.)
00
DIMENSIONS PER BMP DETAIL SHEET D4.1 �-}-� / _ ROCK CHECK DAM (TYP.) i _ / TEMPORARY 18" SLOPE DRAIN
MINIMUM DEPTH 3.0' /
TEMPORARY 24" SLOPE DRAIN
�� �� / PROVIDED STORAGE: 51,587 CF \ / ^ _ /l ' it F ` // // TEMPOR� Y 15" SLOPE DRAIN
_ ,� _ / / PROVIDED SURFACE AREA: 17,587 SF `-0� \ // _�mommmm
DOUBLE LINED //j SKIMMER SIZE 6.0" W/ 5.9" ORIFICE ��� �� // _/ 1—_�-� ��� -� / / - BAFFLES (TYP.)
/ SIL T/TREE PROTECTION FENCE (TYP.) / / �� ' /\\ TDD #11 /
/ -jr / _�� `' /// / / / / ` / / / l / / /� / / + LINED W/ SC250 /
� -�,I� -� " ��\�- -_ �/ ,- / / / I' �� \ / / / / / / -� SKIMMER TDD #10 ♦
2 TEMPORARY 24" SLOPE DRAINS �- _
O / jjj_'11111lk %411/ /� LINED W/ SC250
RON
\_
now
00 SKIMMER SEDIMENT BASIN #J--
// TOP DIMENSIONS 142" X 66' ♦ - / - -
/ TDD #8 PMINIMUM ROVIDED STORAGE. 21 060 CF - / LEGEND:
/
^ ` / LINED W SYNTHETIC MAT
/ PROVIDED SURFACE AREA: 9,372 SF
TDD #5 I \ \\ \ I I I TEMPORARY 24" SLOPE DRAIN / SKIMMER SIZE 3.0" W/ 2.5" ORIFICE ♦ '- - OVERALL PROPERTY BOUNDARY
LINED W/ SYNTHETIC MAT l I 1 �� I I I I ` \ / TDD #9/�
III
Im
Z
/ ISKIMMER
/
RIPRAP OUTLET
I1 ` PROTECTION (TYP.)
DOUBLE LINED SIL T/TREE
11 PROTECTION FENCE (TYP.)
TDD #2
LINED W/ SYNTHETIC MA
`1J �� I �\I 1 \\ \\\ \ \\1 \\\\\� \ �\ � II\I\�I III\ I � �I�I I l��r / I II /�I II�`// \/I I �1 IJ \.\� 1I I�I� II �\ �1'I �I\lIII1I I�II\ �1I/ / I'/ I I1l��,\I)1 1!rj/,�I 1 I_�\ /�III/\ 1II1 /�/ \ II II— �= \ \ 1/��/JI I G��—/I1 /\/-/ i�.=�// -_/ // I/ ^�� �f//\\ �\_/�/`\�'/\-\, � - \ /\I(\ I -l _ \ \ I\ I \ /�/ \ -\ \\//' / ^✓ 1 ---\\ ��� /—�\ �//\I // �///�/ a//LI I /�\\' ) /I/ ♦\ SfP'F l/ I I 1 I I� �S/� � I I1 � /'/`, I 1�/ / \` ��l I vI -_ l/\i/\ I—% \I,\�I I�i � I_ �\/ /\ ,l / // /\ �/`�-
/ _7 \,I,���J//�� //l� / ��_ /�/ _/ fI// l -/// / —� / ///r /�—S/ I — L//J/ I / / �//�II///IJ /�l' �/l/l � 1/I , l\/J 1 /s II 1/ / I 1�I 1/ / II �1/ II1 /y II,\ I/ / � /f / �/ / ,l /\/�I/ 1�/Il//\/I I I �/I /l\1 I I(I / �I% I\I II�I II /I /II III // II II/I II I �/ )I /II //' II I / IIIlI / /lIII / /i/ 1 �I l\ / I♦//r,,I�I I / //II �1 /I� 1/I�♦/I \\ /\-\J \/\ / , / // `v, _,/J / � / I I L/� INE\\D \\\W\I/ / S/C\� 2 \ 5--/ 0
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EXISTING R/W LINEROCK CHECK DAM (TYP.)
0100 i NONE LIMITS OF DISTURBANCE
1000
TDD #6NANNNNNO EXISTING LIMITS OF DISTURBANCE
-R, *00 LINED W/ SYNTHETIC MAT
000 too\ SF/TPF COMBINATION SILT/TREE
PROTECTION FENCINGI i—T
EXISTING CONTOUR
I NEW DIVERSION DITCH
�//00p CWD#3 TEMPORARY CONSTRUCTION ENTRANCE
TDD #4 ISYNTHETIC MAT
LINED W/ SC250 SPOIL AREA BOUNDARY (TYP.) LINED WNEW ROCK CHECK DAM
(2) TEMPORARY 24" SLOPE DRAIN / _ SIF�SFITPF SILT FENCE OUTLET
NEW BAFFLE
RIPARIAN BUFFER LINE
TDD #J
LINED W/ SYNTHETIC MAT 10' NO BUILD RIPARIAN BUFFER LINECTEX. WETLANDS / -------- EXISTING DRAINAGE DIVIDE
T/TREE PROTECTION FENCE (TYP.) DRAINAGE AREA
ROCK CHECK DAM (TYP.)
ROCK CHECK DAM (TYP.)
T
\II \
LIMITS OF DISTURBANCE (TYP.)
ddl ddl JS SF/TPF
id
\
`VOLUNTARY BUFFER DOUBLE LINED SILT/TREE I i \ % 11 I I I I ,� '\ \ > > is _
PROTECTION FENCE (TYP.) \ 1 I 1 I \ \� -� s �` `� j�-\ ` I �_ \ - \ I CALL N.C. ONE
1 \ / \ CALL CENTER
BEFORE YOU DIG
��_=—� STOP
_\�C 1 800 632-4949
� � � � � \ _ � � \ � � � �\ �\ \ ` - — / - - � � i = — � �\�\ \
AVOID uTIUTY
\ \ \ \ \ \ \ ` -� \ I I \ \ -- \ �-- — �-� DAMAGE NORTH
CWD 112 \ \ \ I BRIAR CHAPEL PROPERTY BOUND\ ` TYP. I V 1 \\ \ \ r \l f/ - \ r
\ \ _LINED W/ C350`
60 0 60 120,
INN 0
\ \ • / // / \ \ \ \ \ \ \ \ 1 / ��\\\\ \ // ` / \ _\\ % \ _ SCALE. 1"=60' (Horiz.)
SEAL 1
1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS
\\\\\\\��o��N ARp��,,���i
PQoliEss/ON 9
�G�Z- - SEALC
036348
09/18/2018
c�I�I��a
SEAL 1
A
v &CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
CHAPEL'S
by
Newland COMMUNITIES
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
STAGE 1 GRADING, DRAINAGE AND EROSION
CONTROL PLAN -PHASE 12 SOUTH
DATE: SEPTEMBER 18, 2018
MCE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
C3.X
DRAWING NUMBER
C3.2
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

CD—
\
---
/ �/ I J� _
t��1 1) I I � /� `
-17
� ►�-�\ \\ \ \\ \ � / /��//� r/ / / I III \ \ I I / / / I / � 5 - ,� 1 I I � \tel
TDD #16 w o f //
LINED W SYNTHETIC MAT
/ i \ \ \ I \ \ Z \ r /,/ �,�l I / \ I - - r.
Mftftft
EX. CUL VERT \ \\
TO REMAIN (TYP.) i / " I/ �\ 1 \ \ I I I I I 1
HALF DOLLgR OAD JL / z- - � ( -( _ J- _f
7/1/ ( TEMPORARY 24" SLOPE DRAIN (TYP.)
— — — — — 1 (Ex. so' PUBLIC F;vw) I I TDD 17
_ \
LINED W/ SYNTHETIC MAT
10
SKIMMER SEDIMENT BASIN 5
VOLUNTARY 50' BUFFER (TYP.) /J
LIITS OF DISTURBANCE (TYP.)
DOUBLE LINED SILT/TREE LINED W/ SC250
TOP DIMENSIONS 120" X 55'
MINIMUM DEPTH 3.0'
/ 1 PROVIDED STORAGE. 13,932 CF
1 J \ PROVIDED SURFACE AREA: 6,600 SF
(-.Ti I I ( / / SKIMMER SIZE 5" W/ 2.2" ORIFICE
c'
w
TDD #18 -
/ LINED W/ SYNTHETIC MAT
PROTECTION FENCE (TYP.)
BAFFLES (TYP.)
\TEMPORARY 18" SLOPE DRAIN (TYP.)
—
� IIS I II �lll
1 I �
DOUBLE LINED SILT/TREE
PROTECTION FENCE (TYP.)
� I� I I►/ I II I�
I� 111�\�
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4'x4 x12" ENERGY
I DISSIPATER (TYP.)---
SIV) �L \�
TDD #19 ' I \
\ \ TEMPORARY 12" SLOPE DRAIN (TYP.) 11 l I /C/ \ C \ \\ \ l l r LINED W/ STRAW W/ NET SKIMMER J I I \ "I-- --/ \ \
\ \\ \ o TDD #14
LINED W/ STRAW W/ NET\
I 1SKIMMER SEDIMENT BASIN #4 \\\` \ \ \ \ TDD #20
4x4 x12" ENERGY J I 1 ' \ \\ TOP DIMENSIONS 95" X 45' \\ \ ` LINED W/ SC250
r \
SIPATER (TYP.) \\ \\ \ MINIMUM DEPTH 3.0' \\ _� \ y
PROVIDED STORAGE: ,2 CF
PROVI
LINED W/ SC250 DED SURFACE AREA: 4,275 SF\
TDD #13 \ \\ \ \\ ♦ / I \ \ I 1 I I ` \\ \ / \ \ \
�_ SKIMMER SIZE 2.0" W/ 1.8" ORIFICE
\ \ \\ _\ 411
SKIMMER BAFFLES (TYP.)\\S _ i ♦ ` \ I \ \ \ 1 \ I I I I / I I I I `� \ I 1 \\ \ -jam \ ` \ \
`
\ I I p O TEMPORARY 18" SLOPE DRAIN (TYP.) �\ TDD #12
O \ LINED W/ SC250\1 \
OT
TDD #20
\��-�_� _a / \\ _ SPOIL AREA BOUNDARY (TYP.) I I I I ` I I I I LINED W/ SC250
1 �s s �
_--�----_
1 TEMPORARY CONSTRUCTION
1 I \ I (TYP.)
I � < > \ \ \ _ �_ � _ ,, ♦ � — / � / l 1► I I Irl I
G\C \� c EX. GREAT RIDGE PARKWAY NORTH
REg7 RID LIMITS OF DISTURBANCE♦� I \
- (EX,-' , ", PARKWAY \� , \ ( (PREVIOUSLY APPROVED) \
' R/W) \ \ \ 11� / �\` ` ♦ ` ARC FILTER I (2) TEMPORARY 24" SLOPE DRAINS (TYP.) \ \
INLET PROTECTION (TYP.)
\\ \ `� ♦
�_ :_ _ _ _ _ � � T \ �\\ \ �� '' � \ � DOUBLE LINED ♦ I - o rn � � ��� ' ' \ \
� \ I
SILT/TREE PROTECTION FENCE (TYP.) ♦ ` I = �v I I \ \ \
�\ EX 20' PUBLIC TDD #21
DRAINAGE \ \� \ =`\ v l �\ �` ���� ` �LINED W/ P550
EASEMENT �\ I— r- \"� \ I\ ��\ �2 ♦ \�\\ \ \ \
,—
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LINED W/ SYNTHETIC MAT,
PHASE 13 \ l \ �J \ \ \ _�� �-- J \ \ \\ \ \ \ \ ` TDD #22
(PREVIOUSLY APPROVED) LINED W/ STRAW W/ NET
-
CONCRETE WASHOUT (TYP.) \ \ \ \
CHA THAM COUNTY 10'-
NO-BUILD
0 NO -BUILD BUFFER
(TYP.)
\ \\ \ \\ CHATHAM COUNTY
• /_ ���R� �\ \� I \ \ � �\ \� \\ \\ \ 50' STREAM BUFFER � \ � \ � �� � `�"/— ��- \ \ '� CONSTRUCTION
�',',,�TEAIPORARY
ENTRANCE (TYP.) - p
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7:, BMP
g
EX BMP MAINTENANCE &
_��� � ACCESS EASEMENT
SEAL 1
1 INITIAL SUBMITTAL 2018.09.18
REV. NO. DESCRIPTIONS DATE
REVISIONS
_'te\Q�pFESS/ON 9 .
Z�r�AL
036348
09/18/2018
//////III 1I�I0a
SEAL 1
A
v &CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
19 0
by
Newland COMMUNITIES
STORM WATER BMP #40
1 TO BE USED AS SKIMMER SEDIMENT BASIN 116
DIMENSIONS PER BMP DETAIL SHEET D4.4
MINIMUM DEPTH 3.0' i
I PROVIDED STORAGE. 36,168 CF %r
PROVIDED SURFACE AREA: 20,564 SF I
- t I SKIMMER SIZE 6.0" W/ 4.8" ORIFICE
/ BAFFLES (TYP.) o
DOUBLE LINED SILT/TREE
PROTECTION FENCE (TYP.) i
SKIMMER
EX.I GREAT RIDGE PARKWAY NORTH
I LIMITS OF DISTURBANCE
(PREVI SL Y APPROVED)
EL TM
LEGEND:
OVERALL PROPERTY BOUNDARY
NEW SUBPHASE BOUNDARY
EXISTING R/W LINE
LIMITS OF DISTURBANCE
EXISTING LIMITS OF DISTURBANCE
SF/TPF COMBINATION SILT/TREE
PROTECTION FENCING
— — EXISTING CONTOUR
000000000
SF/TPFE___� SF/TPF
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
STAGE 1 GRADING, DRAINAGE AND EROSIONI
CONTROL PLAN -PHASE 12 NORTH
NEW DIVERSION DITCH
TEMPORARY CONSTRUCTION ENTRANCE
NEW ROCK CHECK DAM
SILT FENCE OUTLET
NEW BAFFLE
RIPARIAN BUFFER LINE
10' NO BUILD RIPARIAN BUFFER LINE
EX. WETLANDS
EXISTING DRAINAGE DIVIDE
DRAINAGE AREA
' CALL N.C. ONE
CALL CENTER
BEFORE YOU DIG
STOP
1-800-632-4949
AVOID U11uTY
DAMAGE /
NORTH
60' 0 60' 120'
SCALE: 1"=60' (Horiz.)
DATE: SEPTEMBER 18, 2018
MCE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
C3.X
DRAWING NUMBER
C3.3
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

BMP #38 STORMWATER WETLAA
SEE DETAIL SHEETS D4.,1 -D4.
RIP RAP OUTLET
PROTECTION (TYP.)
L7
L7 L7 L711L7 ' �
1
o
SILT FENCE OUTLET (TYP.)
I
A�\
Lo
PERIMETER DIKES,
7 DAYS
NONE
SWALES, DITCHES,
L7 Lf\\\T\�i
HIGH QUALITY WATER
7 DAYS
NONE
18" TEMPORARY SLOPE DRAIN
SLOPES STEEPER
7 DAYS
14 DAYS FOR SLOPES
THAN 3:1
10' OR LESS IN
- 3:1
LENGTH AND NOT
STEEPER THAN 2:1
SLOPES 3:1 OR
14 DAYS
7 DAYS FOR SLOPES
FLATTER
X�
GREATER THAN 50' IN
LENGTH
ALL OTHER AREAS
14 DAYS
NONE, EXCEPT FOR
X
PERIMETERS AND HQW
THAN 4:1
' 4
PRIVATE UTILITY
STAGE 2 CONSTRUCTION SEQUENCE:
1. THE INTENT OF THE CONSTRUCTION SEQUENCE IS TO PROVIDE THE CONTRACTOR WITH A GENERAL GUIDE FOR CONSTRUCTION
PURPOSES. THIS SEQUENCE IS NOT INTENDED TO OUTLINE ALL CONSTRUCTION ACTIVITIES ON THIS PROJECT.
2. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CHATHAM COUNTY SOIL EROSION AND
SEDIMENTATION CONTROL ORDINANCE.
3. ALL EROSION CONTROL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER RAINFALL EVENTS. NEEDED REPAIRS SHALL BE MADE
IMMEDIATELY.
4. IF IT IS DETERMINED DURING CONSTRUCTION THAT SIGNIFICANT SEDIMENT IS LEAVING THE SITE, DESPITE PROPER IMPLEMENTATION
AND MAINTENANCE, THE CONTRACTOR IS OBLIGATED TO TAKE ADDITIONAL CORRECTIVE ACTION. CONTACT CHATHAM COUNTY
ENVIRONMENTAL QUALITY DEPARTMENT, OWNER'S REPRESENTATIVE AND ENGINEER WITH ANY ADDITIONAL MEASURES NEEDED.
5. CONTRACTOR SHALL ESTABLISH GROUNDCOVER ON DISTURBED AREAS WITHIN THE NUMBER OF CALENDAR DAYS AFTER COMPLETION
OF GRADING PER THE SCHEDULE BELOW:
GRADUAL SLOPES: (14) CALENDAR DAYS
MODERATE SLOPES: (10) CALENDAR DAYS
STEEP SLOPES: (7) CALENDAR DAYS
\ SLOPES ARE AS DEFINED IN THE CHATHAM COUNTY SOIL EROSION AND SEDIMENTATION CONTROL ORDINANCE.
C1-706
6. CONTRACTOR SHALL ARRANGE PRE -CONSTRUCTION MEETING WITH THE OWNER'S REPRESENTATIVE, ENGINEER AND CHATHAM COUNTY.
7. OBTAIN LETTER OF PLAN APPROVAL FOR SEDIMENTATION AND EROSION CONTROL FROM CHATHAM COUNTY SOIL EROSION &
\ _ SEDIMENTATION CONTROL.
8. CONTRACTOR TO POST EROSION CONTROL PERMIT PROMINENTLY ON SITE AT ALL TIMES.
9. CONTRACTOR TO VERIFY LOCATION AND DEPTH OF EXISTING UTILITIES TO AVOID CONFLICT DURING INSTALLATION OF EROSION
CONTROL MEASURES AND STORM DRAINAGE. CONTRACTOR IS TO CALL 1-800-632-4949 FOR 'NC ONE CALL" TO HAVE UTILITIES
\ 4' PRIVATE UTILITY LOCATED.
EASEMEN TTYP.
T(TYP.)
10. CONTRACTOR TO HAVE A PROFESSIONAL LAND SURVEYOR FLAG PROPERTY LINES, EASEMENTS, LANDSCAPE BUFFERS, STREAM
EX. CWD 112 BUFFERS, TREE PROTECTION AREAS AND LIMITS OF DISTURBANCE.
Cl -?04 11. REHABILITATE ALL EXISTING EROSION CONTROL MEASURES THAT WILL REMAIN THROUGHOUT STAGE 2 EROSION CONTROL. THIS IS
INCLUDES EXISTING DIVERSION DITCHES, EXISTING SKIMMER SEDIMENT BASINS, EXISTING SEEP BERM, EXISTING SILT FENCE AND SILT
50 VOLUNTARY
BUFFER (TYP.) FENCE OUTLETS, AND TREE PROTECTION.
12. CONSTRUCT BMP #39 AND BMP #40, WHICH WILL ACT AS SKIMMER SEDIMENT BASINS DURING STAGE 2 EROSION CONTROL, WITHIN
4' HOA EASEMENT (TYP.) EXISTING LIMITS OF DISTURBANCE TO THE REQUIRED DIMENSIONS AND ELEVATIONS AS DETAILED IN THESE PLANS. GRUB ONLY AS
NECESSARY TO INSTALL THE BASINS. MATERIAL EXCAVATED DURING THE CONSTRUCTION OF SEDIMENT BASINS SHALL BE
TEMPORARILY STOCKPILED ADJACENT TO BASINS. ONCE ROUGH GRADING OPERATIONS BEGIN THESE MATERIALS SHALL BE PLACED
AS NEEDED IN AREAS OF FILL OR MOVED TO LARGER STOCKPILE AREAS.
NEW R/W (TYP.) 1 13. INSTALL BAFFLES PER PLAN. SEED AND MULCH SIDE SLOPES OF SEDIMENT BASINS UPON COMPLETION. INSTALL BIODEGRADABLE
\ 1 MATTING ON SIDE SLOPES OF BASINS IF NECESSARY TO ESTABLISH COVER.
1 14. INSTALL THE ADDITIONAL TREE PROTECTION FENCING AND SILT FENCING AS SHOWN AND DETAILED ON PLAN. TIMBER ONLY AS
` / /
Dei Cl'- �2
NECESSARY TO INSTALL THESE DEVICES.
, \ , 1
/i/
///
EX. CWD #1
r \ \ C) /-INLET PROTECTION (TYP.)
STAGE 2 CONSTRUCTION SEQUENCE (CONT.)
15. CONSTRUCT ADDITIONAL DIVERSION DITCHES (TDD #25) AS SHOWN AND DETAILED IN THESE PLANS. SEED, MULCH AND INSTALL REQUIRED LINERS
IN THESE DITCHES. INSTALL CHECK DAMS IN DITCHES AS SHOWN AND DETAILED ON PLANS. CLEAR ONLY AS NECESSARY TO INSTALL THESE
EROSION CONTROL MEASURES.
16. CONTACT CHATHAM COUNTY SOIL EROSION & SEDIMENTATION AT 919-545-8339 AND ENGINEER UPON COMPLETION OF INITIAL EROSION CONTROL
MEASURES.
17. ONCE TEMPORARY SKIMMER SEDIMENT BASINS AND DIVERSION DITCHES HAVE BEEN INSTALLED, GRUB WITHIN DELINEATED DRAINAGE AREAS
ASSOCIATED WITH THE INSTALLED TEMPORARY SKIMMER SEDIMENT BASINS.
18. CONTRACTOR SHALL STRIP TOPSOIL AND STORE AT DESIGNATED LOCATION. PROVIDE SILT FENCE AROUND PERIMETER OF SLOPE OF ANY
STOCKPILE LOCATIONS. CONTRACTOR SHALL REMOVE ALL ROOT MATTER AND ORGANICS FROM WITHIN THE CLEARING LIMITS.
19. AFTER COMPLETION OF CLEARING AND GRUBBING, THE SITE SHALL BE TEMPORARILY STABILIZED EXCEPT IN AREAS OF ACTIVE CUT/FILL. ACTIVE
AREAS SHOULD NOT EXCEED 25 ACRES AT ONE TIME.
20. BEGIN ROUGH GRADING WITHIN CLEARING LIMITS, INCLUDING GRADING FOR PERMANENT WET DETENTION POND.
21. MAINTAIN AND PROTECT EXISTING UTILITIES AT ALL TIMES. MAINTAIN DIVERSION DITCHES, BASINS, SILT FENCE AND OTHER EROSION CONTROL
MEASURES UNTIL THEY ARE APPROVED TO BE REMOVED.
22. PERFORM SEEDING AND MULCHING AS REQUIRED IN ACCORDANCE WITH THE PLANS.
23. ONCE GROUNDCOVER HAS BEEN ESTABLISHED AND OTHER CONSTRUCTION IS COMPLETE, CONTACT CHATHAM COUNTY SOIL EROSION AND
SEDIMENTATION AND ENGINEER FOR SITE INSPECTION BEFORE REMOVING ANY TEMPORARY EROSION CONTROL MEASURES.
RETAINING WALL NOTES:
1. RETAINING WALL DESIGN IS BY OTHERS. OWNER SHALL PROCURE A QUALIFIED RETAINING WALL DESIGNER FOR THE PROJECT. RETAINING
WALL INFORMATION SHOWN ON THESE PLANS ARE FOR LOCATION AND GRADE INFORMATION ONLY. OWNER RESPONSIBLE FOR PROVIDING
NECESSARY INFORMATION TO WALL DESIGNER AS REQUIRED FOR PROPER DESIGN OF RETAINING WALLS.
2. TOP GRADE OF WALL AND BOTTOM GRADE OF WALL SPECIFIED IN PLANS ARE INTENDED TO BE THE FINISHED PAVEMENT OR EARTH
GRADE. THE WALL DESIGNER SHALL ADJUST SHOP DRAWING WALL ELEVATIONS FOR THE TOP AND BOTTOM OF WALL TO MEET SPECIFIC
PRODUCT DESIGN CRITERIA AND WALL GEOMETRY AS NECESSARY TO ACHIEVE DESIRED FINISHED GRADES. THE HORIZONTAL WALL
LOCATION AS SHOWN IS THE FINISHED LOCATION OF THE BOTTOM OF WALL. THE WALL DESIGNER SHALL COORDINATE WITH THE ENGINEER
TO VERIFY WHETHER CONFLICTS EXIST. THE WALL DESIGNER SHALL NOTIFY THE ENGINEER IN CASE OF ANY CONFLICTS, INCLUDING BUT
NOT LIMITED TO EXISTING OR PROPOSED UTILITIES WALL BATTER GEOGRID PLACEMENT ETC., OR IF ANY ASPECT OF WALL PLACEMENT
CAN NOT BE ACCOMPLISHED. ALL WORK RELATED TO THE RETAINING WALL CONSTRUCTION SHALL BE ACCOMPLISHED WITHIN THE
BOUNDARIES OF THE PROJECT PROPERTY WITHOUT IMPACTING BUFFERS.
3. IT IS THE RESPONSIBILITY OF THE OWNER AND WALL DESIGNER TO ASSURE THAT THE REQUIRED SOIL BEARING PRESSURE SUBSURFACE
DRAINAGE AND SURFACE DRAINAGE ARE ACHIEVED AS RELATED TO THE RETAINING WALL DESIGN. THIS SHOULD BE VERIFIED BY A
GEOTECHNICAL ENGINEER. SPECIAL ATTENTION IS REQUIRED TO ENSURE BEARING CAPACITY HAS BEEN ACHIEVED AT LOCATIONS WHERE
PIPE PENETRATIONS ARE TO OCCUR. IT SHALL BE THE RESPONSIBILITY OF THE CLIENT TO PROVIDE QUALITY CONTROL / QUALITY
ASSURANCE TESTING ASSOCIATED WITH THE WALL CONSTRUCTION. THE GEOTECHNICAL ENGINEER OR WALL DESIGNER SHALL PROVIDE ANY
CERTIFICATIONS AS MAY BE REQUIRED TO SHOW COMPLIANCE WITH ORIGINAL DESIGN DOCUMENTS AS RELATED TO THE WALL DESIGN AND
CONSTRUCTION.
BRIAR CHAPEL �
ROPERTY BOUNDARY (TYP.)if 000
EX
2C/Jj
NEW RIW (TYP.)
/ ) IJ
D1-77? i -
i
APPLY RECP ON SLOPES 3: 1 � �-c �il
� � / 1 / / � - � - \ \ \OR GREATER TYP. c,�- C !- 1 I/ /y / 17 / / A�\ \ l ��\� I � 21 / / //��`/�
ir/ O 9 '// �<//�// /
\�\s� \ I �\ 1 / 1Il / ��/// ��i� /
21,6 ♦ C \lig ��\\� E lK A E
0 Q , I �l fir
2„5 _ I I
D1-709 / / l //� / /�� //
EX. C854 1 l l iii/// /�// //i/��
` I I l � � - �//� � /` /
\\ ��il�� 2,13 ��/;�i�%� _ \ l 1 i� , I \ I \ \\ 1 �\\� \ / / /// /i/� J
-� \ �, I I I - - / / // /�
\\ I I „2 �� i, Ill \ \ III I\ fi 1 \ \ \ \\ \ ////// /
/ EX. TEMPORARY CONSTRUCTION 11 \ \ EX 20' PUBLIC I I //// / ��//
ENTRANCE (TYP.) � \ \ \ \\ \ \� \ \ \
ii ' I I DRAINAGE l \ \\ \�-
\\ , I �s i% EX. CB 53 // / �/ I I rI 1 11 EASEMEN T� \ \\ \ \\\\\\\
/ i l / 11 r I� I'� I \ 1 EXISTING \\
\ I
/ I \ \ STORMWATER'� \ \\ \ \ \ EX BMP MAINTENANCE & /
/l / I� I I \ BMP \\ �\ �\ _\ /
\ �C��ACCESS EA �FMENT \ \\ \� /j /
I / LX CB57
OV
EX. C858 .�/i � -'
\� \ _-
\///���/��////� / /z
INLET PROTECTION (TYP.) /
C,
�-_�.�\�\\��//
/ //
/ l
, e4
1000'
. �- alp. �\\ , � I I \ , , � \,, ,, , .\ -,- ,,. \, \ \\ _ _\\ ._\_ ,► r �.� ,.. ,
SEAL)
1 1 INITIAL SUBMITTAL 2018.09.18
REV.NO. I DESCRIPTIONS DATE
REVISIONS
\A CARO.1,11111
�PQ�0ss/ON 9
G�Z- - SEALC
036348
09/18/2018
c�I�I��a
SEAL 1
A
v CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
CHAPELTM
by
Newland COMMUNITIES
NPDES GROUNDCOVER STABILIZATION TIMEFRAMES
SITE AREA
STABILIZATION
TIMEFRAME
DESCRIPTION
DESIGNED
EXCEPTIONS
PERIMETER DIKES,
7 DAYS
NONE
SWALES, DITCHES,
SLOPES
HIGH QUALITY WATER
7 DAYS
NONE
(HQW) ZONES
SLOPES STEEPER
7 DAYS
14 DAYS FOR SLOPES
THAN 3:1
10' OR LESS IN
LENGTH AND NOT
STEEPER THAN 2:1
SLOPES 3:1 OR
14 DAYS
7 DAYS FOR SLOPES
FLATTER
GREATER THAN 50' IN
LENGTH
ALL OTHER AREAS
14 DAYS
NONE, EXCEPT FOR
WITH SLOPES FLATTER
PERIMETERS AND HQW
THAN 4:1
ZONES
STORM DRAINAGE NOTES:
1. STORM DRAINAGE PIPES SHALL BE:
• RCP/CLASS III FOR STORM DRAINAGE INSIDE PUBLIC RIGHT-OF-WAY OR CONNECTING INTO STRUCTURE INSIDE
PUBLIC RIGHT-OF-WAY IN ACCORDANCE WITH NCDOT STANDARDS UNLESS NOTED OTHERWISE.
2. ALL CONCRETE SHALL MEET A MINIMUM 3,000 PSI COMPRESSIVE STRENGTH.
3. ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN WITH INSIDE WALL.
4. THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES SHALL BE POINTED UP AND SMOOTHED TO AN
ACCEPTABLE STANDARD USING MORTAR MIXED TO MANUFACTURER'S SPECIFICATIONS.
5. ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE, FREE FROM ROOTS, VEGETATION MATTER, WASTE CONSTRUCTION
MATERIAL OR OTHER OBJECTIONABLE MATERIAL. UTILIZED MATERIAL SHALL BE CAPABLE OF BEING COMPACTED BY
MECHANICAL MEANS AND SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE IN A PLASTIC MANNER UNDER THE
TAMPING BLOWS OR PROOF ROLLING.
6. MATERIALS DEEMED AS UNSUITABLE FOR BACKFILL PURPOSES BY THE OWNER'S REPRESENTATIVE SHALL BE
REMOVED AND REPLACED WITH SUITABLE MATERIAL.
7. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER PIPE IS LAID. THE FILL AROUND THE PIPE
SHALL BE THOROUGHLY COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY OBTAINABLE WITH THE STANDARD
PROCTOR TEST. THE TOP EIGHT (8) INCHES SHALL BE COMPACTED TO 100% STANDARD PROCTOR.
8. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN UNBACKFILLED TRENCHES AFTER PIPE HAS BEEN
PLACED.
9. ALL FLARED END SECTIONS DISCHARGING INTO WATER QUALITY PONDS WILL HAVE A CONCRETE PAD POURED
UNDERNEATH THE FLARED END SECTION IN ACCORDANCE WITH PROVIDED CONSTRUCTION DETAILS.
10. RIM ELEVATIONS OF STORM DRAIN STRUCTURES SHALL BE FIELD VERIFIED.
11. STORM DRAINAGE WITHIN PRIVATE EASEMENTS TO BE OWNED, OPERATED AND MAINTAINED BY HOME OWNER'S
ASSOCIATION OR AGENT THEREOF.
12. LENGTHS SHOWN FOR STORM DRAINAGE PIPES ARE MEASURED FROM CENTER OF STORM STRUCTURES AND TO ENDS
OF FLARED END SECTIONS. SLOPES CALCULATED ARE BASED ON THIS LENGTH.
13. CB DENOTES CATCH BASINS TO BE INSTALLED IN THE CENTERS OF PAVED ALLEYS AND NON -PAVED AREAS.
REFER TO NCDOT DETAILS 840.19 AND 840.24 ON SHEET D-2.2.
14. CI DENOTES CURB INLETS TO BE INSTALLED IN THE CURB LINES OF ROADWAYS. REFER TO NCDOT DETAILS 840.02
AND 840.03 ON SHEET D-2.2.
LEGEND:
OVERALL PROPERTY BOUNDARY
FUTURE R/W LINE
EXISTING R/W LINE
I i LIMITS OF DISTURBANCE
EXISTING LIMITS OF DISTURBANCE
SF/TPF COMBINATION SILT/TREE
PROTECTION FENCING
EXISTING CONTOUR
480 NEW CONTOUR
000000000
-S,/TPF
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
STAGE 2 GRADING, DRAINAGE AND EROSIONI
CONTROL PLAN -PHASE 12 SOUTH
EXISTING DIVERSION DITCH
NEW DIVERSION DITCH
TEMPORARY CONSTRUCTION ENTRANCE
NEW ROCK CHECK DAM
SILT FENCE OUTLET
RIPARIAN BUFFER LINE
10' NO BUILD RIPARIAN BUFFER LINE
EXISTING WETLANDS
BMP MAINTENANCE & ACCESS EASEMENT
EXISTING DRAINAGE DIVIDE
DRAINAGE AREA
' CALL N.C. ONE
CALL CENTER
BEFORE YOU DIG
STOP
1-800-632-4949
AVOID U11UTY
DAMAGE /
NORTH
60' 0 60' 120'
SCALE: 1"=60' (Horiz.)
DATE: SEPTEMBER 18, 2018
VICE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
C3.4
DRAWING NUMBER
C3.5
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

rt �►a'� EX. SCOUR HOLE' ;i
\ I I
EX SILT FENCE
OUTLET (TYP�� \
EX. SKIMMER SEDI\MENT BASIN #7
TO REMAIN THROUGH STAGE 2
EROSION CON TROL
±84
INSET - PUMP STATION ACCESS
77
��^ l EX. GREAT RIDGE PARKWAY NORTH
�� LIMITS OF DISTURBANCE
RETAINING WALL s-- / EXISTING CULVERT (TYP.) \\
_ _ •� (PREVI
li
�OUSLY APPROVED)
It
EX. DOUBLE LINED
— EX. COMBINA TION SILT TREE
SILT/TREE PROTECTION FENCE (TYP.) ' I I PROTECTION FENCE (TYP.)
ACCESS ROAD
\ \�/
TDD 724 J
EX. ROCK CHECK DAM _ -- ---------- -- ��_ - ��
muumuu
\ _
It
LIMITS OF DISTURBANCE (TYP.*00000
) \ 1
\ EX. CWD 114NORTL_
C3 N
— _ \ �
BRIAR CHAPEL \ \�--5� \ i�%/ / // f'�
EX. SKIMME/7
_` SEDIMENT BASIN
L PROPERTY BOUNDARY (TYP.) I r/
TO BE REMOVED AS GRADING ALLOWS AND \�� \\
/� �✓ / \\\\ \� l- .� =moi%/j �/ /�— DRAINAGE REDIRECTED TO BMP #39 \\ �'/ / JJJ��j \\ ���
��--�j iii �/i /!�/ /� -� _ amp-�
��"_zz�z\ EX. COMBINA TION SIL VTREE, / �� -� �� `
PROTECTION FENCE (TYP.)TDD
" Q , EX. TDD #11
EX. ROCK CHECK DAM (TYP.) / XEX. TDD #5 ��V l �lll/`i
STORM WATER BMP #39 _ -i- _ / / 0 -
TO
" o') ' -` EX. TEMPORARY
�� i= -____-_-- --- r o= _.�1 0 SLOPE DRAIN (TYP.)
/ TO BE USED AS SKIMMER SEDIMENT BASIN 2 --J �/� / i r _- _-- �—
/ THROUGH STAGE 2 GRADING ACTIVITIES CHATHAM COUNTY lI - //� / - -� l / \
SEE DETAIL SHEETS D4.1 -D4.3 - �� \ ,�" /� '\�/► / — I 1
50' STREAM BUFFER (TYP.)
/ / �■ / / ��\\_�� L EX. TDD #71§108/
/"0000,0% CHATHAM COUNTY 10' I I /man
NO -BUILD BUFFER (TYP.) X\ I 1 \ \ 1 I ) I / ' /
2151 S / i
`�- LEGEND:
214 r = I ; ; n ;.; �., ;500
45� �' EX % _ — — OVERALL PROPERTY BOUNDARY
-
i
EX. TDD #5 — _ / O TDD #10
i �� EX. TDD #8 , —
/// — / / EX. TDD #9 / J / — / FUTURE R W LINE
/ ��� �n EXISTING R/W LINE
I � / / ' INLET PROTECTION (TYP.) - C/ _745 21
2 I - --:::7 _ C7-143- - - - \\\ / // LIMITS OF DISTURBANCE
/ I
C1-132 -.
APPLY RECP ON SLOPES 3: 1 EX. SPOIL AREA (TYP.) / /
C1-142 I I; � — / EXISTING LIMITS OF DISTURBANCE
OR GREATER (TYP.)T T
T T
\
r COMBINATION EE
` � 213 ,-%13 3 SF/TPF PROTECTION FENCING
Cl—C1-1,5
C1-144 O EXISTING CONTOUR
]0 2
I 465 4 %Q 137 C1-130�j�
465 - - -� C/- 134 \ \ \ I \ 480 NEW CONTOUR
�--/�, . EX. CWD 3 /�
EXISTING DIVERSION DITCH
h° `t 5 ! �i /' F -� 165 \ \ — \ I I ' / I /
`� cD � � / � OPO �c�i.Nl � / � � -250 �\ � � � �� �� TO REMAIN /
�� c1-251 i 77 , � P��` /j, \\\ c1-136 \ I I I 2154 / /� /
i a6 O / ' NEW DIVERSION DITCH
134 � 2 2 c1-137 v �IE
�j p 1 ' �'i 21 C1-128 /� ��,� I, / J/ / / / // o°o°o°o°o TEMPORARY CONSTRUCTION ENTRANCE
/ / // > % ♦ \ Cl -\1-138 \ / / 0 0 0 0
\ I 12 h_1 8 0l 2 0 �, � // / n
' / l 64 Cl 140 \ / NEW ROCK CHECK DAM
Ex. TDD #4 i
c/-252 �I I\ � I
SF/TPF�SF/F
SILT FENCE OUTLET 7_122140
p ±219 LF RETAINING WALL
I I / 68 2163 i / / — — — — — — RIPARIAN BUFFER LINE
C1-139 / / /
s C1-729 �� � �. =.i � _
C1-125 _ NEW R/W (TYP.) 2169 _ , ff ✓j' / / l/ 10' NO BUILD RIPARIAN BUFFER LINE
I I � PROTECTION (TYP.) C1-727 - - i � � � � �� _ _� /
��
4 4' HOA EASEMENT TYP. �� 2162 C1-141 �\ // �; � � / / /
\ T" n --- --- - - -- - -- - --- - - - --- -- 2(TYP.)
EXISTING WETLANDS
„ Cl 123 , J /
INLET PROTECTION (TYP.) N / 500
LF RE iAINING1WALL 1 217 / / / I I I / — — BMP MAINTENANCE & ACCESS EASEMENT
I �� X40 ^p ^� �o \ � _ � �► 216 0 /, / / I I
2 3 4' PRIVATE UTILITY .� EXISTING DRAINAGE DIVIDE
21 I 500 / I I -----------
I I I EASEMENT (TYP.)
\ EX. TDD #2 21 8 21 2 0 17 21 8 77 17 175 �%� i l l
�/ — — \ T T.L 2158 157
�- / �_--_ �� — J / f� =onq,��5p5 h / I 1 I � I I \1 I DRAINAGE AREA
O Q a s „� _ �` - �� \-EX. ROCK CHECK DAM (TYP.) \ \ \ \ I
o'zT a _:_-_ T�"�;-� 480 i
m \ ` dd1 ds�l 47� . LIMITS OF DISTURBANCE (TYP.)//� — \ — �� \ 1Gj �% \ \
\---------- --�— -- LSC �� _------------ / �\ \�\ c \�� \ �\ \ \ APPLY RECP ON SLOPES 3:1 \\ \\
AlA \ I /�' /`' �� / / ) -\ \ \ \ \ � � _ \ \ \ � mow_ 515 � � OR GREATER (TYP.) \ \
IA 'I''• \ EX. DOUBLE LINED I \
. COMBINATION _ I/
\ \ \ \\\ /� I CALL N.C. ONE
PROTECTION FENCE (TYP.) 50' VOLUNTARY BUFFER I I 1 �\ I 1 I -� �� \ \ j� �� j -- - I \ \ 1 CALLCENTER
BEFORE YOU DIG
STOP
1-800-632-4949
_ _ .— — ��� TILITY
EX. CWD #2 -
�� AVOID UDAMAGE NORTH
60' 0 60' 120'
SCALE: 1"=60' (Horiz.)
SEAL)
1 I INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS
�PQ�0ss/ON 9
G�Z- - SEALC
036348
09/18/2018
c�I����a
SEAL 1
A
v &CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
19 0
by
Newland COMMUNITIES
EL TM
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
STAGE 2 GRADING, DRAINAGE AND EROSION
CONTROL PLAN - PHASE 12 SOUTH
DATE: SEPTEMBER 18, 2018
MCE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
C3.4
DRAWING NUMBER
C3.6
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

Al
2156 / l i -�
\ACHATHAM COUNTY
�—
_ J I I 1 II I I 1 I I I I ( I I / / / --� -1 / /' / / I 50' STREAM BUFFER (TYP.)oo
BRIAR CHAPEL
PROPERTY BOUNDARY (TYP.) CHATHAM COUNTY 10' J
NO -BUILD BUFFER (TYP.)
tlam snow
�__-� �` / EX. SILT TREE PROTECTION 1
"� FENCING (TYP.)
NEW TDD #25
LINED W/ SYNTHETIC MAT
—, L'-
o
-�—\--� —r=�--{--T
LFD L ����, l �� �j\�•../� �� 1� I
O LAR ROAD — _ ( — J- — / _ �%
(E� sCo' PUBLIC 33 NEW ROCK CHECK DAM (TYP.) I \ ) I I I I
I sIrs�o ��.,, `�
71\ 1/0 \ I I I I �1\\1 Illi Kll/0'
1 ./ / /Ili / . ///v NEW TDD #24
/
LINED W/ SYNTHETIC MAT
EX. ROCK CHECK DAM (TYP.)
EX SKIMMER SEDIMENT BASIN #4 \ 'l
TO BE REMOVED AS GRADING ALLOWS AND EX. TD� #15 �
DRAINAGE REDIRECTED TO BMP #40
D1-228
�I -=`�'S20 525 S3� S3S 540 545
D/-2 9
_TDD #14
LINED W/ STRAW�-
O U- - �� �` �\ \ ♦ V - —
J s ' EX. TDD #1
s — —
\ \ cs' 3 0
INLET PROTECTION (TYP.)
19 9
i I
y�
SDMH-13-192 EX. TDD #12 96
�,-2„ 2 4 `I I I / )'
_ - - - - - sus \ ; ♦ , I I�
\� ( ) I 1
NEW 18" TEMPORARY SLOPE DRAIN
V" "I""
I 1
�v _C1-209 V .! �
EX. SKIMMER SEDIMENT BASIN #5
I \
TO BE REMOVED AS GRADING ALLOWS
C1-212 \ \ I \ AND DRAINAGE REDIRECTED TO BMP #40
C1-274 'Cl- - - TDD #18� Ir.� I \��� I 1 \ \ \✓ \ /
23 l LINED W/ SYNTHETIC MAT
��—
\ —C1' 207
EX. TDD #19 22 \ \ \ \\ \A \ \ \\ \ ` \ \ \ / \ \'s-
\ \ \
-22
1
��mom �A NEW 18-, TEMPORARY SLOPE DRAIN O \ \ \ \ V l \
�000
\\\ V\�\ / 2391\�� \
22
\
h�` \ 1 � \ARC FlL TER
\ INLET PROTECTION TYP.
NEW TDD #25
2 $ ` \\ \ \\\\ 24U LINED W/ SYNTHETIC MAT \ \ \ \ 11 \
22 � � ` ` \ \- `i -2o5
�uN�(rYP.)\� m \ � 17 C1-206 � � , �\\ 22 � \ \' � � _\ 111 \\ \ 1
/ 53cD/-227 \Aj \ \ NEW BERM (TYP.)
13
22 \ \
1 \
X22 2
\
► . ' / �� D1-220 \ ` � \\\ \ `• 1 I \ \
INLET PROTECTION (TYP.) \ \\\ 24 j NEW 18" TEMPORARY SLOPE DRAIN
525
`C1-260
525
22 \ \ \\ c1-203 \ ► I I \ \
�7 �-^1�,�; ✓ A� ,,n�`:� j - , A
EX. GREAT RIDGE PARKWAY NORTH
\ ��` _ o _ LIMITS OF DISTURBANCE \\� 208
/ EX 20' PUBLIC ` I z�9 G l�\ \ - - _ _ z (PREVIOUSLY APPROVED) � S 2 \ f
1� A D1-79 C1-204 \
/ \ DRAINAGE
/ 7 EASEMENT �\ I_ \ I \ - ' \EX CB14_�
♦
520
� -^ I 195 �J \ I ) �\\\ �At, 'Oq�, ♦ �\\ \ 1 HW -200 I � I i / i
,w1n195 -
TDD #22
520
PHASE 13 \ \ \ \ \ ` `� \ i % ►� / 9/
(PREVIOUSL Y APPRO VED)'
Al I
\ 1
/�'?' \ � \\ Dl_ 201
D1-217�. EX. DOUBLE LINED SIL TI
1943 \ C1-202 H
PROTECTION FENCING (TYP.) /
\ \ \ , \ 1 l �( \ �\ x cB 11 2215 \ 5,
CHATHAM COUNTY 10'
NO BUFFER (TYP.Afto
) \ I \�� 7 \ \ ♦ \ / / / VIII Ilrll / / / /
CHATHAM COUNTY
50' STREAM BUFFER (TYP.)jd
ek
STORM WATER BMP #40 H✓
\\ \ / \ \\ \ \ \ \� TO BE USED AS SKIMMER SEDIMENT BASIN #6
/� �\ \ \ \ \� \ \ \ \- ^\ " —\ T \\ — \ \ ♦ .moi ('� �I �/ THROUGH STAGE 2 GRADING ACTIVITIES
\ \ ��\ �\ \�\��� _ \ \ \\�\\�� EX CB6 / �<\J SEE DETAIL SHEETS D4.4 -D4.6 i I---
GE -€A EAS EX. TEMPORARY CONSTRUCTION - CBz \ ��
ENTRANCE
EXISTING
\\ \ n \ _ \ \ \ \ I \
✓/ STOR
BMP ( /
��` C •• ^ l 1ll\ ` RIPRAP OUTLET PROTECTION TYP.)
\\\
EX BMP MAINTENANCE & �\�,--~�'�\✓ \\\�\ �\ \ \ / I ��/ /// /(r / I / / I f
ACCESS EASEMENT
SEAL 1
1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS
\\w��N ARp��,,���i
�PQ'pFESS/ON 9
GDZ- - SEALC
036348
09/18/2018
cI
SEAL 1
A
v &CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
CHAPEL'S
by
Newland COMMUNITIES
LEGEND:
OVERALL PROPERTY BOUNDARY
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
FUTURE R/W LINE
EXISTING R/W LINE
LIMITS OF DISTURBANCE
EXISTING LIMITS OF DISTURBANCE
SF/TPF COMBINATION SILT/TREE
PROTECTION FENCING
EXISTING CONTOUR
0 NEW CONTOUR
EXISTING DIVERSION DITCH
NEW DIVERSION DITCH
000000000 TEMPORARY CONSTRUCTION ENTRANCE
® NEW ROCK CHECK DAM
SF/TPFF-1 SF/TPF SILT FENCE OUTLET
RIPARIAN BUFFER LINE
10' NO BUILD RIPARIAN BUFFER LINE
EXISTING WETLANDS
BMP MAINTENANCE & ACCESS EASEMEN-
EXISTING DRAINAGE DIVIDE
21 DRAINAGE AREA
STAGE 2 GRADING, DRAINAGE AND EROSIONI
CONTROL PLAN -PHASE 12 NORTH
' CALL N.C. ONE
CALL CENTER
BEFORE YOU DIG
STOP
1-800-632-4949
AVOID UMUTY
DAMAGE /
NORTH
60' 0 60' 120'
loon
SCALE: 1"=60' (Horiz.)
DATE: SEPTEMBER 18, 2018
MCE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
C3.4
DRAWING NUMBER
C3.7
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

i
i
J
EMERGENCY SPILL LINED W/ SC250 MATTING -
(NO MATTING WITHIN 10' NO -BUILD BUFFER)
NORTH
GALVANIZED
3.0'x3.0'x3/16"
TRASH RACK
PRECAST CONCRETE
BOX
FILL WITH GROUT
1.0'
EACH
SIDE
15" CONCRETE
PRESSURE PIPE
INV.= 435.25'
100 -YR FLOOD PLAIN (TYP.) /
CHATHAM COUNTY -
10' NO BUILD BUFFER (TYP.) i
STORMWATER WETLAND #38 PLAN VIEW
SCALE = 1" = 20'
TOP EL.=438.30'
20" WIDE X 4" TALL RISER OPENING
3.0' INV. EL. 437.00' 1 SIDE 1" 0 EXPANSION
WITH HDPE FLAT ROOF TRASH RACK ANCHORS TYPICAL
SIZED TO FIT OPENING EACH SIDE
� 0
6.0'
SECTION VIEW
6.0" LOW FLOW ORIFICE EL. 435.75'
WITH TURNED -DOWN PVC ELBOW
TO HAVE 1.00" HOLE DRILLED IN CAP
BOTTOM EL.=434.75' �
ANGLE IRONS:
4" X 4" X 5/8" X 3' LONG
TYPICAL EACH SIDE
FASTENERS:
1" 0 EXPANSION ANCHORS
8" O.C.
PRINCIPLE SPILLWAY
SCALE = 1 " = 2'
1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS
TO DIMENSIONS SHOWN.
SEAL 1
PLAN VIEW
0\HCA,?O,.1,11111
�AL
036348
09/18/2018
ulC
SEAL
BMP #38
NORMAL WATER SURFACE
\ ELEVATION 435.75'
\�
DEEP POOL OUTLET
TOP EL. 435.75
BOTTOM EL. 433.75
PRINCIPLE SPILLWAY
SEE DETAIL THIS SHEET
STORMWATER WETLAND PLANTING SCHEDULE
DEEP POOL ZONE: ALLOWABLE PLANT SPECIES
COMMON NAME
BOTANICAL NAME
DEPTH RANGE
SPACING
QUANTITY
PERCENTAGE
SIZE
COMMON NAME
BOTANICAL NAME
(INCHES BELOW
(O.C., FT)
QUANTITY
PERCENTAGE
SIZE
PICKERELWEED
PONTEDERIA CORDATA
NORMAL POOL)
3.0
34
10%
2 IN PLUG (MIN)
SPATTERDOCK
NUPHAR POLYESPALUM
6-18
5
10
33%
2 IN PLUG (MIN)
FRAGRANT WHITE LILY
NYMPHAEA LUTEA
6-18
5
10
33%
2 IN PLUG (MIN)
AMERICAN LOTUS
NELUMBO LUTEA
6-18
1 5
1 10
1 33%
2 IN PLUG (MIN)
SHALLOW WATER ZONE: ALLOWABLE PLANT SPECIES
COMMON NAME
BOTANICAL NAME
DEPTH RANGE
(NINCHES BELOW ORMAL POOL)
SPACING
(O.C., FT)
QUANTITY
PERCENTAGE
SIZE
ARROW ARUM
PELTANDRA VIRGINICA
0-6
3.0
34
10%
PINT
PICKERELWEED
PONTEDERIA CORDATA
0-6
3.0
34
10%
2 IN PLUG (MIN)
DUCK POTATO
SAGITTARIA LATIFOLIA
0-6
3.0
34
10%
BARE ROOT
SOFTSTEM BULRUSH
SCHOENOPLECTUS
TABERNAEMONTANI
0-6
3.0
34
10%
2 IN PLUG (MIN)
SWEETFLAG
ACORUS CALAMUS
0-6
3.0
34
10%
BARE ROOT
THREE WAY SEDGE
DULICHIUM ARUNDINACEUM
0-6
3.0
34
10%
BARE ROOT
SPIKERUSH
ELEOCHARIS OBTUSA
0-6
3.0
34
10%
2 IN PLUG (MIN)
SOUTHERN BLUE FLAG IRIS
IRIS VIRGINICA
0-6
3.0
34
10%
2 IN PLUG (MIN)
LIZARD'S TAIL
SAURURUS CERNUUS
0-6
3.0
34
10%
3 IN PLUG (MIN)
SOFT RUSH
JUNCUS EFFUSUS
0-6
3.0
34
10%
2 IN PLUG (MIN)
SHALLOW LAND ZONE: ALLOWABLE PLANT SPECIES
COMMON NAME
BOTANICAL NAMEII
DEPTH RANGE
CHES ABOVE RMAL POOL)
SPACING
(O.C., FT)
QUANTITY
PERCENTAGE
SIZE
SWAMP MILKWEED
ASCLEPIAS INCARNATA
0-12
3.0
36
9.0%
2 IN PLUG (MIN)
FRINGED SEDGE
CAREX CRINITA
0-12
3.0
36
9.0%
2 IN PLUG (MIN)
GREAT BLADDER SEDGE
CAREX INTUMESCENS
0-12
3.0
36
9.0%
2 IN PLUG (MIN)
HOP SEDGE
CAREX LUPULINA
0-12
3.0
36
9.0%
2 IN PLUG (MIN)
SHALLOW SEDGE
CAREX LURIDA
0-12
3.0
36
9.0%
2 IN PLUG (MIN)
SCARLET ROSE MALLOW
HIBISCUS COCCINEUS
0-12
3.0
36
9.0%
2 IN PLUG (MIN)
ROSE MALLOW
HIBISCUS MOSCHEUTOS
0-12
3.0
36
9.0%
2 IN PLUG (MIN)
SPIDER LILY
HYMENOCALLIS EULAE
0-12
3.0
36
9.0%
2 IN PLUG (MIN)
SWAMP LILY
CRINUM ERUBESCENS
0-12
3.0
36
9.0%
2 IN PLUG (MIN)
CARDINAL FLOWER
LOBELIA CARDINALIS
0-12
3.0
36
9.0%
2 IN PLUG (MIN)
SWAMP SUNFLOWER
HELIANTHUS
ANGUSTIFOLIUS
0-12
3.0
36
9.0%
2 IN PLUG (MIN)
STORMWATER WETLAND PLANTING LEGEND:
435 DEEP POOL (9" BELOW - 30" BELOW)
HW -400 ® SHALLOW WATER (NORMAL POOL - 9" BELOW)
27 LF 15" CONCRETE \PRESSURE PIPE
ENDWALL PER NCDOT
DETAIL 838.80 FOR
15" PIPE
INV EL. 435.00
BURIED, WRAPPED, AND STAPLED PER
MANUFACTURER'S SPECIFICATIONS
IRON
4" X 4" X 5/8" X
3' LONG TYPICAL
EACH SIDE
TOP OF DAM
v
vNFKff\4&CMED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
0 0 0 0 0 0 0 0 SHALLOW LAND (NORMAL POOL - 15" ABOVE)
vvvvvvvv
A
FLOW
FLOW '
CUT & REMOVE ANY
COVERING AROUND ROOTS
INSTALL PLANTS WHERE
CROWN IS FLUSH WITH SOIL
SURFACE
+ + + +\
+ + + + + +
+ + + + + +
+ + + + +
AMENDED TOPSOIL
MIN. 12 IN DEPTH
+ + + +/+ +
+ + + + + +
+ + + + + + +
TWICE ROOT DIAMETER I EXISTING SOIL
GENERAL PLANTING DETAIL.
NTS
ir)•�l�.'�� � fir)♦ �_ .� t�1 � �, . •
�� • • • • tea• ••�>•• - -
PLAN VIEW
CONCRETE ENDWALL FOR
15" PIPE PER
NCDOT DETAIL 838.80
7.5'
f�[•I�Z•If�•7I_G`Ic7 �:7IJ:7_1r'
R P RAP OUTLET PROTECTION.
NTS
_ 3.0 SPILLWAY BOTTOM WIDTH = 15.0'
I Ed 1 I = 1 EL. = 439.00
-111-111-111-� _--_--
=1
-III-I � 1-11 I -I � 1-11 I -I 11-11 I -I � 1-11 I -I 11=
1=111=1 I I=1 =11=111=1 11=111=1 I I-
SECTION A -A
114
MD
by
Newland COMMUNITIES
STORMWATER WETLAND PLANTING NOTES
GENERAL PLANTING NOTES
1. AVOID COMPACTING TOPSOIL TO PROMOTE HEALTHY ENVIRONMENTAL CONDITIONS FOR THE PLANTS.
2. PLANTS OF THE SAME SPECIES SHOULD BE PLANTED IN CLUSTERS, THESE CLUSTERS SHOULD CONTAIN MIN. 4-6
PLANTS OF THAT SPECIES.
3. ALL PLANTS SHOULD BE PLANTED IN THE INDICATED RANGE TO ENSURE SURVIVAL.
4. AVOID PLANTING INDIVIDUAL SPECIES IN LARGE GROUPS BY SPACING CLUSTERS A MIN. OF 5' APART.
5. SHALLOW WATER AND SHALLOW LAND AREAS TO BE PLANTED WITH BARE ROOT, PLUGS, OR CONTAINER LIVE
PLANTINGS AS SPECIFIED.
6. EXCAVATE A HOLE TWICE THE DIAMETER OF ROOT BALL AND EQUAL TO THE ROOT DEPTH OF THE INDIVIDUAL PLANT.
PLACE PLANT IN HOLE WITH CROWN FLUSH WITH SOIL SURFACE. BACKFILL WITH TOPSOIL AND LIGHTLY PLANT.
7. BEGIN PLANTING DURING LOCAL GROWING SEASON IN ORDER TO ENSURE THAT PLANTS HAVE ADAQUET TIME TO
ESTABLISH BEFORE WINTER MONTHS.
8. OBTAIN PLANTS FROM: COASTAL PLAIN CONSERVATION NURSERY (252-482-5707), MELLOW MARSH FARMS
(919-742-1200), CURE NURSERY (919-542-6186) OR ENGINEER APPROVED SUBSTITUTE.
SHALLOW WATER PLANTING NOTES:
1. 70% OF SOFT STEM BULRUSH SHOULD BE PLANTED WITHIN 3-4 INCHES BELOW NORMAL POOL.
2. 70% OF PICKERELWEED AND 70% OF ARROW ARUM SHOULD BE PLANTED WITHIN 5-6 INCHES BELOW NORMAL POOL.
3. SEDGES SHOULD BE PLANTED WITHIN 0-2 INCHES BELOW NORMAL POOL.
4. 70% OF SWEETFLAG, 70% OF LIZARDS TAIL, AND 70% OF SOUTHERN BLUE FLAG IRIS SHOULD BE PLANTED IN THE 2-3
INCHES BELOW NORMAL POOL.
5. 70% OF SOFT RUSH SHOULD BE PLANTED AT THE NORMAL POOL ELEVATION.
SHALLOW LAND PLANTING NOTES:
1. PLANTS IN THIS GROUP SHOULD NOT BE PLANTED IN AREAS THAT ARE INUNDATED FOR EXTENDED PERIODS.
2. 70% OF CARDINAL FLOWER AND 70% OF BLUE LOBELIA SHOULD BE PLANTED WITHIN 0-1 INCH OF THE NORMAL POOL
ELEVATION.
DEEP POOL PLANTING NOTES:
1. ENSURE ALL PLANTS ARE PLACED IN WATER NO DEEPER THAN 24 INCHES BELOW NORMAL POOL
GRADING PLAN NOTES:
1. WETLAND MUST BE STABILIZED WITHIN 14 DAYS OF CONSTRUCTION
2. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR LOCATING AND PROTECTION OF EXISTING ABOVE AND BELOW
GROUND UTILITIES AND STRUCTURES. ANY AND ALL MAINS OR INDIVIDUAL SERVICES LINES PRESENTLY IN SERVICE
WHICH ARE DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED IMMEDIATELY AT NO ADDITIONAL EXPENSE TO THE
UTILITY OWNER.
3. CONTRACTOR SHALL KEEP ALL PARKING AREAS AND STREETS ADJACENT TO THE CONSTRUCTION SITE CLEAN AND
OPEN AT ALL TIMES DURING CONSTRUCTION.
4. ALL SHALLOW WATER AND SHALLOW LAND AREAS WITHIN THE WETLAND CELL SHALL BE TOP DRESSED WITH A MINIMUM
OF 12 IN OF TOPSOIL.
5. ALL ITEMS WHICH ARE SHOWN FOR REMOVAL SHALL BE REMOVED FROM THE CONSTRUCTION SITE AND LEGALLY
DISPOSED OF OFF SITE.
6. CONTRACTOR SHALL AT ALL TIMES MAINTAIN ADEQUATE SAFETY MEASURES, ACTIVITIES, AND BARRICADES FOR THE
PROTECTION OF ALL PERSONS ON OR ABOUT THE LOCATION OF THE SITE.
7. GRADE TO ELEVATIONS AND DIMENSIONS SHOWN ON DRAWINGS. ELEVATIONAL GRADING TOLERANCE IS t0.1 FT.
8. NO GRADING IS TO OCCUR IN THE DEEP POOL AREAS BEYOND THE SPECIFIED GRADING LIMITS.
TOPSOIL SPECIFICATION:
1. TOPSOIL TO BE ADDED TO TOP OF WETLAND SHELF IS TO MEET CRITERIA SPECIFIED BELOW.
2. TOPSOIL SHALL BE WELL MIXED, FREE OF TRASH AND DEBRIS, UNCOMPACTED, AND VOID OF LARGE STONES (>2
INCHES) AND WOODY MATERIAL (>3 INCHES).
3. TOPSOIL SHALL MEET THE FOLLOWING SPECIFICATIONS:
SOIL TYPE: CLAY < 60%, SAND < 80%, SILT < 80%
ORGANIC CONTENT: 5-8%
P -I: 20<50
pH: 6.0-7.0
4. IN THE EVENT THAT SELECTED TOPSOIL DOES NOT MEET SPECIFICATION LISTED ABOVE, SOIL CAN BE AMENDED BY
ADDITION OF APPROPRIATE MATERIALS (MASON SAND OR MATURE STABLE COMPOST, OR LIME).
5. UPON PLACEMENT OF TOPSOIL, AREA SHOULD BE LIGHTLY COMPACTED TO ENSURE STABILIZATION OF MATERIAL.
6. EXCESSIVE TRAFFICKING OF EQUIPMENT OVER WETLAND PLANTING AREAS SHOULD BE AVOIDED.
7. MINIMUM DEPTH OF TOPSOIL SHOULD BE 12 INCHES.
EARTHWORK SPECIFICATIONS
1. GRADE TO ELEVATIONS AND DIMENSIONS SHOWN ON DRAWINGS. GRADED ELEVATIONAL TOLERANCE SHALL BE f0.1 FT.
2. TOPSOIL MATERIAL SHALL BE APPROVED BY ENGINEER PRIOR TO USE BASED ON SOIL PROPERTY TEST SUBMITTALS
THAT INCLUDE STANDARD TEST METHOD FOR PARTICLE -SIZE ANALYSIS (ASTM D422), PARTICLE SIZE ANALYSIS OF
SOILS (AASHTO T88), AND NCDA SOIL ANALYSIS.
3. INSTALL FINAL COVER IN ACCORDANCE WITH PERMANENT SEEDING SPECIFICATIONS WHERE APPLICABLE.
CLAY LINER SPECIFICATIONS
IN ORDER TO HELP SUSTAIN THE PERMANENT POOL AND TO PREVENT WATER FROM INFILTRATING TOO QUICKLY INTO THE
UNDERLYING SOIL, THE CONTRACTOR SHALL INSTALL A 6" THICK CLAY LINER ON THE BOTTOM OF THE BMP AREA UP TO
THE NORMAL POOL ELEVATION. THE LINER CAN BE ACCOMPLISHED BY BLENDING EXISTING SITE SOILS WITH CLAY TO
ACHIEVE A LOW PERMEABILITY MIXTURE OR BY INSTALLING A GEOSYNTHETIC LINER MADE OF A BENTOMAT CL. IF THE
CONTRACTOR CHOOSES TO BLEND THE EXISTING SITE SOILS WITH CLAY, THE ONSITE GEOTECHNICAL ENGINEER SHALL
DETERMINE THE AMOUNT OF CLAY TO ADD, THE DEGREE OF COMPACTION, AND WILL OVERSEE THE INSTALLATION OF THE
CLAY LINER. THE MAXIMUM PERMEABILITY RATE FOR THE LINER SHALL BE 0.01 IN/HR OR LESS IN ACCORDANCE WITH THE
NCDENR BMP MANUAL. THE PROPOSED MATERIAL FOR THIS LINER SHALL BE TESTED BY THE ONSITE GEOTECHNICAL
ENGINEER PRIOR TO PLACEMENT. THE RESULTS OF THIS TESTING SHALL BE SUBMITTED TO THE DESIGN ENGINEER FOR
REVIEW PRIOR TO PLACEMENT. UPON COMPLETION OF LINER INSTALLATION, A 4" MINIMIMUM LAYER OF TOPSOIL SHALL BE
ADDED OVER THE LINER TO PROVIDE A HEALTHY MEDIA FOR VEGETATION GROWTH.
SC250 PERMANENT TURF
REINFORCEMENT MAT (PTRM) OR
APPROVED EQUIVALENT
LU
1-11 I I I 1-111-1 11-1
SPILLWAY SHOULD-/
EXTEND TO EXTENTS
SHOWN ON PLANS
EMERGENCY SPILLWAY DETAIL
NTS
VARIES VARIES
--REFER TO -
PLAN
1-
1
VARIES
SECTION B -B
BURIED, WRAPPED, AND STAPLED PER
MANUFACTURER'S SPECIFICATIONS
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
BMP #38 PLAN & DETAILS
TOP OF SPILLWAY
SPILLWAY SHALL
-------EXTEND TO EXTENTS
SHOWN ON PLANS
DATE: SEPTEMBER 18, 2018
VICE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PROJ. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4.X
DRAWING NUMBER
D4.1
jTATU S ; REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

I I 1
i
BMP #39 z
NORMAL POOL EL. 451.50'
BOTTOM OF POND EL. 446.50'
V
va
\CHATHAM COUNTY 455
10' NO–BUILD BUFFER 10.0' /
v i
\ a v
\Na7\
01
CHA THAM COON TY a EMERGEN C Y SPILL WA Y i
STREAM BUFFER \� ° _ --SEE DETAIL SHEET D4.2
WET DETENTION POND #39 PLAN VIEW
SCALE = 1 " = 30'
100 -YR, 24 -HR STORM EL. 457.04'
10 -YR, 24 -HR STORM EL. 455.60'
1 -YR, 24 -HR STORM EL. 453.71'
NORMAL POOL EL. 451.50'
BOTTOM OF POND
EL. 446.50' ------
C
8" PVC TO BANK
rR
10.0'
24.10'
U
HAND CRANK FOR
GATE VALVE
GALVANIZED 4'x4'x3/16"
TRASH RACK
PRECAST CONCRETE
BOX
FILL WITH GROUT
12"
EACH
SIDE
in
18" CONCRETE
PRESSURE PIPE
INV.= 449.00'
/ ENDWALL PER NCDOT
DETAIL 838.80 FOR
18" PIPE
—INV OUT. 448.00
CLASS 1 RIPRAP PLACED A T
/ 22" DEPTH WITH SUBLA YER
' OF 6" FS -2 FILTER STONE LINING
INSTALLED TO DIMENSIONS SHOWN.
17.96'
■■■ ■�■
INN
d ° 4a
Z<d d
7.0'
SECTION VIEW
r
0
TOP EL.=455.35'
30.0" WIDE X 6" TALL RISER OPENING
COVERED WITH PLASTIC TRASH RACK
ONE SIDE
BOTTOM EL 453.00
2.5" LOW FLOW ORIFICE EL. 451.50'
6" PVC WITH TURNED DOWN ELBOW
WITH 2.5" HOLE DRILLED IN CAP.
CAP SHALL BE GLUED IN PLACE
BOTTOM EL.=448.50'
ANGLE IRONS:
4" X 4" X 5/8" X 4' LONG
TYPICAL EACH SIDE
FASTENERS:
1" 0 EXPANSION ANCHORS
@ 8" 0. C.
1" 0 EXPO, ,� � ,
ANCHORS TYPICAL
EACH SIDE
PRINCIPLE SPILLWAY
SCALE = 1 " = 2'
PLACE CEMENT
MORTAR
CONCRETE PRESSURE
PPE JOINT DETAIL
16.5 0'
NTS
3 TOP OF BANK 3
EL. 458.00'
EMERGENCY SPILLWAY EL. 456.50' _ _ _ 1 I MAINTAIN MIN. 1' OF
COVER OVER PIPE
FILTER DIAPHRAGM
SEE DETAIL SHEET D-4.8 2.5'
MAINTAIN MIN. 1' OF
COVER OVER PIPE
56.0 LINEAR FEET 18" CONCRETE PRESSURE PIPE 2
/ V 4
4 Q 4 J
4 4 a 4 _1 V / a a a4 -1 4 Al
9
�l 1.5' MIN J
2'
CONCRETE CRADLE TO RUN
LENGTH OF PIPE
EL. 449.00' SEE DETAIL THIS SHEET NOTE: SEE DAM EMBANKMENT 6" PVC TO DAYLIGHT
PRINCIPLE SPILLWAY DETAIL (SHEET D4.3)
SEE DETAIL THIS SHEET
SEAL
1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS
SECTION AT PRINCIPLE SPILLWAY
SEAL
ApG�ZALC
036348
09/18/2018
i�, i,I00`\\�
SCALE = NTS
v
vN44QW&CMED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
Newland COMMUNITIES
3Y4"LAP
PLACE CEMENT MORTAR
IN JOINT SPACE
SECTION H
CONCRETE ENDWALL
PER NCDOT STANDARD 838.80
EL. 448.00'
RIPRAP OUTLET
PROTECTION. SEE
DETAIL THIS SHEET
PLAN VIEW
GATE VALVE
JD CRANK
ANGLE IRON
4" X 4" X 5/8" X
3' LONG TYPICAL
EACH SIDE
18 -IN RCP
PRESSURE PIPE
SELECT FILL PLACED AND COMPACTED
12" AT 95% STANDARD PROCTOR MAX
MIN) DRY DENSITY AT PLUS 2%-3% OF
OPTIMUM MOISTURE CONTENT TO TOP OF PIPE
11.5"
4 4
III12" (MIN)
-IIIIII 11-
CONCRETE CRADLE SELECT FILL PLACED AND COMPACTED AT
(MIN 2000 PSI CONCRETE) 95% STANDARD PROCTOR MAX DRY
DENSITY AT OPTIMUM TO PLUS 3% OF
OPTIMUM MOISTURE CONTENT TO MIDPOINT
OF PIPE PRIOR TO TRENCH EXCAVATION
CONCRETE CRADLE DETAIL
NTS
FLOW
�I L
�� • � fes• •f••
PLAN VIEW
CONCRETE ENDWALL FOR
18" PIPE PER
NCDOT DETAIL 838.80
2.
22"
J_
T 6'
FS -2 FILTER STONE
SECTION A -A
RIPRAP 0 UTLET PROTECTION
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
BMP #36 PLAN & DETAILS
NTS
DATE: SEPTEMBER 18, 2018
VICE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
D4.2
SCALE
M&C FILE NUMBER
D4.X
HORIZONTAL.
DRAWING NUMBER
AS NOTED
VERTICAL:
D4.2
N/A
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

POW]
TOP OF DAM
I NIS SN�� I
6" THICK CONCRETE
3000 psi @ 28 DAYS
3.0
W1.4xW1.4 6X6 W.W.M.
OR APPROVED EQUAL
(MIN 2" COVER)
6" THICK CONCRETE
3000 psi © 28 DAYS
NORMAL POOL
SPILLWAY SHOULD -
EXTEND TO NORMAL
POOL ELEVATION ON
BMP SIDE
SPILLWAY BOTTOM WIDTH
SEE TABLE THIS SHEET
d a
ME ME ME ME ME ME
SECTION A -A
VARIES VARIES
--REFER TO—
PLAN
3
1� a
r
d _�
I Iii I I=1 11—
W1.4xW1.4 6X6 W.W.M.
OR APPROVED EQUAL
(MIN 2" COVER)
SECTION B -B
VARIES
111.0 (MINI
EMERGENCY SPILLWAY DETAIL
NTS
1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS --1011
TOP OF SPILLWAY
SPILLWAY SHALL
EXTEND TO BOTTOM OF
FILL SLOPE ON
DOWNSTREAM SIDE
NOTE:
EXPANSION/CONTRACTION JOINTS PER
AMERICAN CONCRETE INSTITUTE (ACI)
STANDARDS FOR SLABS ON GRADE.
SEAL 1
G%2ALC
036348
09/18/2018
uiC IiI0P``\\�
SEAL
LIMITS OF
CONCRETE CRADLE
7'
FLOW 7.$5'
Do
2.67'
LIMITS OF
CONCRETE CRADLE
6" PERFORATED PVC
COLLECTOR PIPE
m
3'
#57 WASHED STONE
FLOW
1.5'
MIRAFI 140N GEOSYNTHETIC
FABRIC WITH 18—INCH
OVERLAP AT ALL SEAMS (TYP)
8'
KEY TRENCH
DAM EMBANKMENT DETAIL
NTS
2' #57 WASHED STONE
6" SOLID WALL PVC
TO DAYLIGHT VARMINT
SCREEN TO BE PLACED
° ON OPEN END.
0
0
0 18" CONCRETE
PRESSURE PIPE
----6" SOLID WALL PVC
TO DAYLIGHT VARMINT
SCREEN TO BE PLACED
ON OPEN END.
COLLECTOR PIPE TO BE
CAPPED ON BOTH ENDS
PLAN VIEW
PROPOSED GRADE
ON DOWNSTREAM
SIDE OF DAM
2' MIN.
2'
18" CONCRETE
PRESSURE PIPE
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPEN END.
FILTER DIAPHRAGM DETAIL
NTS
A
vNFKff\4&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
DAM EMBANKMENT NOTES:
1) TOPSOIL BENEATH THE EMBANKMENT SHALL BE REMOVED AND STOCKPILED. THE
FOUNDATION WILL BE PROOF ROLLED AND ANY SOFT OR ORGANIC MATERIALS WILL BE
REMOVED.
2) ALL MATERIAL SHALL BE COMPACTED IN 6-8 INCH LIFTS TO 95% OF MAXIMUM
STANDARD PROCTOR DRY DENSITY OR HIGHER (ASTM D-698). THE CLAY CORE ZONE
WILL HAVE A MOISTURE CONTENT OF OPTIMUM TO 4 PERCENT ABOVE OPTIMUM MOISTURE
CONTENT. THE SHELL ZONE FILL WILL HAVE A MOISTURE CONTENT FROM 2 PERCENT
BELOW OPTIMUM MOISTURE CONTENT TO 4 PERCENT ABOVE OPTIMUM.
3) EMBANKMENT FILL:
SHELL ZONE: SOILS WITH LESS THAN 30% PASSING THE NO. 200 SIEVE OR A PI OF
LESS THAN 10 WHEN THE PERCENTAGE OF MATERIAL PASSING THE NO. 200 SIEVE IS
GREATER THAN 30 PERCENT. SOILS WHICH ARE CLASSIFIED AS CLAYS (CH OR CL)
SHOULD NOT BE USED AT THE FACE OF THE SHELL ZONES.
CLAY CORE ZONE: CH, CL OR SC MATERIAL WITH A PI RANGING BETWEEN 15 AND 60
4) NO FILL SHALL CONTAIN ROCKS OR GRAVEL LARGER THAN 4 INCHES IN DIAMETER.
5) A PROFESSIONAL GEOTECHNICAL ENGINEER SHALL APPROVE ALL MATERIALS USED FOR
THE EMBANKMENT AND SUPERVISE CONSTRUCTION.
6) ALL DISTURBED AREAS ABOVE PERMANENT POOL SHALL BE SEEDED USING THE
FOLLOWING GRASS SEED MIX MANUFACTURED BY ERNST SEED COMPANY: Carolina FACW
Meadow Mix ERNMX-182
by
Newland COMMUNITIES
CLAY LINER NOTES:
NG GROUND
IN ORDER TO HELP SUSTAIN THE PERMANENT POOL AND TO PREVENT
WATER FROM INFILTRATING TOO QUICKLY INTO THE UNDERLYING SOIL, THE
CONTRACTOR SHALL INSTALL A 6" THICK CLAY LINER ON THE BOTTOM OF
THE BMP AREA UP TO THE NORMAL POOL ELEVATION. THE LINER CAN BE
ACCOMPLISHED BY BLENDING EXISTING SITE SOILS WITH CLAY TO ACHIEVE
A LOW PERMEABILITY MIXTURE OR BY INSTALLING A GEOSYNTHETIC LINER
MADE OF A BENTOMAT CL. IF THE CONTRACTOR CHOOSES TO BLEND THE
EXISTING SITE SOILS WITH CLAY, THE ONSITE GEOTECHNICAL ENGINEER
SHALL DETERMINE THE AMOUNT OF CLAY TO ADD, THE DEGREE OF
COMPACTION, AND WILL OVERSEE THE INSTALLATION OF THE CLAY LINER.
THE MAXIMUM PERMEABILITY RATE FOR THE LINER SHALL BE 0.01 IN/HR
IN ACCORDANCE WITH THE NCDENR BMP MANUAL. THE PROPOSED
MATERIAL FOR THIS LINER SHALL BE TESTED BY THE ONSITE
GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. THE RESULTS OF THIS
TESTING SHALL BE SUBMITTED TO THE DESIGN ENGINEER FOR REVIEW
PRIOR TO PLACEMENT. UPON COMPLETION OF LINER INSTALLATION, A 4"
MINIMIMUM LAYER OF TOPSOIL SHALL BE ADDED OVER THE LINER TO
PROVIDE A HEALTHY MEDIA FOR VEGETATION GROWTH.
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
BMP #36 PLAN & DETAILS
DATE: SEPTEMBER 18, 2018
NORMAL
TOP DAM
SPILLWAY
SPILLWAY
DESIGNED
POOL
EL
BOTTOM
BOTTOM
CHS
EL.
'
EL.
WIDTH
BMP #39
451.50
458.00
456.50
10'
EMERGENCY SPILLWAY DETAIL
NTS
1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS --1011
TOP OF SPILLWAY
SPILLWAY SHALL
EXTEND TO BOTTOM OF
FILL SLOPE ON
DOWNSTREAM SIDE
NOTE:
EXPANSION/CONTRACTION JOINTS PER
AMERICAN CONCRETE INSTITUTE (ACI)
STANDARDS FOR SLABS ON GRADE.
SEAL 1
G%2ALC
036348
09/18/2018
uiC IiI0P``\\�
SEAL
LIMITS OF
CONCRETE CRADLE
7'
FLOW 7.$5'
Do
2.67'
LIMITS OF
CONCRETE CRADLE
6" PERFORATED PVC
COLLECTOR PIPE
m
3'
#57 WASHED STONE
FLOW
1.5'
MIRAFI 140N GEOSYNTHETIC
FABRIC WITH 18—INCH
OVERLAP AT ALL SEAMS (TYP)
8'
KEY TRENCH
DAM EMBANKMENT DETAIL
NTS
2' #57 WASHED STONE
6" SOLID WALL PVC
TO DAYLIGHT VARMINT
SCREEN TO BE PLACED
° ON OPEN END.
0
0
0 18" CONCRETE
PRESSURE PIPE
----6" SOLID WALL PVC
TO DAYLIGHT VARMINT
SCREEN TO BE PLACED
ON OPEN END.
COLLECTOR PIPE TO BE
CAPPED ON BOTH ENDS
PLAN VIEW
PROPOSED GRADE
ON DOWNSTREAM
SIDE OF DAM
2' MIN.
2'
18" CONCRETE
PRESSURE PIPE
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPEN END.
FILTER DIAPHRAGM DETAIL
NTS
A
vNFKff\4&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
DAM EMBANKMENT NOTES:
1) TOPSOIL BENEATH THE EMBANKMENT SHALL BE REMOVED AND STOCKPILED. THE
FOUNDATION WILL BE PROOF ROLLED AND ANY SOFT OR ORGANIC MATERIALS WILL BE
REMOVED.
2) ALL MATERIAL SHALL BE COMPACTED IN 6-8 INCH LIFTS TO 95% OF MAXIMUM
STANDARD PROCTOR DRY DENSITY OR HIGHER (ASTM D-698). THE CLAY CORE ZONE
WILL HAVE A MOISTURE CONTENT OF OPTIMUM TO 4 PERCENT ABOVE OPTIMUM MOISTURE
CONTENT. THE SHELL ZONE FILL WILL HAVE A MOISTURE CONTENT FROM 2 PERCENT
BELOW OPTIMUM MOISTURE CONTENT TO 4 PERCENT ABOVE OPTIMUM.
3) EMBANKMENT FILL:
SHELL ZONE: SOILS WITH LESS THAN 30% PASSING THE NO. 200 SIEVE OR A PI OF
LESS THAN 10 WHEN THE PERCENTAGE OF MATERIAL PASSING THE NO. 200 SIEVE IS
GREATER THAN 30 PERCENT. SOILS WHICH ARE CLASSIFIED AS CLAYS (CH OR CL)
SHOULD NOT BE USED AT THE FACE OF THE SHELL ZONES.
CLAY CORE ZONE: CH, CL OR SC MATERIAL WITH A PI RANGING BETWEEN 15 AND 60
4) NO FILL SHALL CONTAIN ROCKS OR GRAVEL LARGER THAN 4 INCHES IN DIAMETER.
5) A PROFESSIONAL GEOTECHNICAL ENGINEER SHALL APPROVE ALL MATERIALS USED FOR
THE EMBANKMENT AND SUPERVISE CONSTRUCTION.
6) ALL DISTURBED AREAS ABOVE PERMANENT POOL SHALL BE SEEDED USING THE
FOLLOWING GRASS SEED MIX MANUFACTURED BY ERNST SEED COMPANY: Carolina FACW
Meadow Mix ERNMX-182
by
Newland COMMUNITIES
CLAY LINER NOTES:
NG GROUND
IN ORDER TO HELP SUSTAIN THE PERMANENT POOL AND TO PREVENT
WATER FROM INFILTRATING TOO QUICKLY INTO THE UNDERLYING SOIL, THE
CONTRACTOR SHALL INSTALL A 6" THICK CLAY LINER ON THE BOTTOM OF
THE BMP AREA UP TO THE NORMAL POOL ELEVATION. THE LINER CAN BE
ACCOMPLISHED BY BLENDING EXISTING SITE SOILS WITH CLAY TO ACHIEVE
A LOW PERMEABILITY MIXTURE OR BY INSTALLING A GEOSYNTHETIC LINER
MADE OF A BENTOMAT CL. IF THE CONTRACTOR CHOOSES TO BLEND THE
EXISTING SITE SOILS WITH CLAY, THE ONSITE GEOTECHNICAL ENGINEER
SHALL DETERMINE THE AMOUNT OF CLAY TO ADD, THE DEGREE OF
COMPACTION, AND WILL OVERSEE THE INSTALLATION OF THE CLAY LINER.
THE MAXIMUM PERMEABILITY RATE FOR THE LINER SHALL BE 0.01 IN/HR
IN ACCORDANCE WITH THE NCDENR BMP MANUAL. THE PROPOSED
MATERIAL FOR THIS LINER SHALL BE TESTED BY THE ONSITE
GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. THE RESULTS OF THIS
TESTING SHALL BE SUBMITTED TO THE DESIGN ENGINEER FOR REVIEW
PRIOR TO PLACEMENT. UPON COMPLETION OF LINER INSTALLATION, A 4"
MINIMIMUM LAYER OF TOPSOIL SHALL BE ADDED OVER THE LINER TO
PROVIDE A HEALTHY MEDIA FOR VEGETATION GROWTH.
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
BMP #36 PLAN & DETAILS
DATE: SEPTEMBER 18, 2018
VICE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4.X
DRAWING NUMBER
D4.3
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

1 INITIAL SUBMITTAL 2018.09.18
REV. NO. DESCRIPTIONS DATE
REVISIONS
WET DETENTION POND #39 PLANTING PLAN
SCALE = 1 " = 20'
SEAL 1
ARO
G%2ALC
036348
,, 09/18/2018
FivcI NEED
ulC
SEAL 1
4kAw*j&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
PLANTING SCHEDULE
SYM.
ABB.
COMMON NAME
BOTANICAL NAME
QUANTITY
SPACING
CONTAINER SIZE AT
PLANTING
SHALLOW WATER PLANTINGS
41111 LVA IN
**
SF
SWEETFLAG
Acorus subcordatum
60
24"-30" O.C.
1 QT.
PW
PICKERELWEED
Pontederia cordata
60
24"-30" O.C.
1 QT.
------
i
BFI
BLUE FLAG IRIS
Iris virginica
60
24"-30" O.C.
1 QT.
+++++
SR
SOFT RUSH
Juncus effusus var.
pylaei or solutus
60
„
24"-30" O.C.
1 QT.
vVv v v v
V
TSB
THREE SQUARE BULRUSH
Schoericanutus
americanus
60
24"-30" O.C.
1 QT.
SHALLOW LAND PLANTINGS
LLLL
:LLLLL
LLLL
SM
SWAMP MILKWEED
Asclepias incarnata
55
24"-30" O.C.
1 QT.
CF
CARDINAL FLOWER
Lobelia cardlnalls
55
24"-30" O.C.
1 QT.
SRM
SCARLET ROSE MALLOW
Hibiscus coccineus
55
24"-30" O.C.
1 QT.
JPW
DWARF JOE PYE WEED
Eupatoriadelphus dubius
54
24"-30" O.C.
1 QT.
ST
SPOTTED TRUMPETWEED
Eupatoriadelphus
maculatus
55
24"-30" O.C.
1 QT.
GENERAL PLANTING NOTES:
1. AVOID COMPACTING TOPSOIL TO PROMOTE HEALTHY ENVIRONMENTAL CONDITIONS FOR THE PLANTS.
2. ALL PLANTS SHOULD BE PLANTED IN THE INDICATED RANGE TO ENSURE SURVIVAL.
3. SHALLOW WATER AND SHALLOW LAND AREAS TO BE PLANTED WITH BARE ROOT, PLUGS, OR
CONTAINER LIVE PLANTINGS AS SPECIFIED.
4. EXCAVATE A HOLE TWICE THE DIAMETER OF ROOT BALL AND EQUAL TO THE ROOT DEPTH OF THE
INDIVIDUAL PLANT. PLACE PLANT IN HOLE WITH CROWN FLUSH WITH SOIL SURFACE. BACKFILL WITH
TOPSOIL AND LIGHTLY PLANT.
5. BEGIN PLANTING DURING LOCAL GROWING SEASON IN ORDER TO ENSURE THAT PLANTS HAVE
ADEQUATE TIME TO ESTABLISH BEFORE WINTER MONTHS.
6. OBTAIN PLANTS FROM: COASTAL PLAIN CONSERVATION NURSERY (252-482-5707), MELLOW MARSH
FARMS (919-742-1200), CURE NURSERY (919-542-6186) OR ENGINEER APPROVED SUBSTITUTE.
7. REFER TO EROSION CONTROL DETAIL SHEET D1.2 FOR SEEDBED PREPARATION AND SEEDING
SCHEDULES FOR AREAS NOT SPECIFIED IN THIS PLAN.
SHALLOW WATER PLANTING NOTES:
1. 70% OF PICKERELWEED SHOULD BE PLANTED WITHIN 5-6 INCHES BELOW NORMAL POOL.
2. 70% OF SWEETFLAG AND 70% OF SOUTHERN BLUE FLAG IRIS SHOULD BE PLANTED IN THE 2-3 INCHES
BELOW NORMAL POOL.
3. 70% OF SOFT RUSH SHOULD BE PLANTED AT THE NORMAL POOL ELEVATION.
SHALLOW LAND PLANTING NOTES:
1. PLANTS IN THIS GROUP SHOULD NOT BE PLANTED IN AREAS THAT ARE INUNDATED FOR EXTENDED
PERIODS.
CUT & REMOVE ANY
COVERING AROUND ROOTS
INSTALL PLANTS WHERE
CROWN IS FLUSH WITH SOIL
SURFACE\ - AMENDED TOPSOIL
1 MIN. 12 IN DEPTH
EACH VARIETY OF PLANT NOTED TO BE PLANTED
SHALL BE IN GROUPS AS SHOWN ON THIS SHEET.
SHALLOW WATER
PLANT VARIETY 'A'
24" O.C. (TYP) _
NORMAL POOL LEVEL
i{ + + + + ,r(1 + +
+ + + + + + y^jl + + + �++
+ + + + + + + + + + + +
. + + + + + + + + + + + + +
+ + _ + + + + + + + + +
TWICE ROOT DIAMETER I EXISTING SOIL
GENERAL PLANTING DETAIL.
NTS
IIIIN Till
T--�
by
Newland COMMUNITIES
d
U
0
N
LIMITS OF 6:1 SHELF
SHALLOW WATER
MCE PRO]. #
02735-0231
PLANT VARIETY 'B'
LEG
NOTES:
LEG
CHECKED
1. CONTINUE PLANTING SCHEME SHOWN FOR EACH
PRO]. MGR.
OF
THE 5 PLANT VARIETIES NOTED BELOW AROUND
0
ENTIRE LENGTH OF THE SHALLOW WATER PLANTING
ZONE
0
2. CONTINUE PLANTING SCHEME SHOWN FOR EACH
OF THE 5 PLANT VARIETIES NOTED BELOW AROUND
ENTIRE LENGTH OF THE SHALLOW LAND PLANTING
00
ZONE
3.
\0
OTHER SPECIES WITH SIMILAR GROWTH HABITS
AND MAY BE APPROVED AS LISTED IN THE "NCDEQ
STORMWATER DESIGN MANUAL" SECTION C-3.
SHALLOW LAND / _
PLANT VARIETY 'A' 24" O.C. (TYP) SHALLOW LAND
PLANT VARIETY 'B'
VEGETATED PLANTING SHELF DETA L
NTS
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
BMP #39 PLAN & DETAILS
DATE: SEPTEMBER 18, 2018
MCE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4.X
DRAWING NUMBER
D4.4
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

\ \ \ CHATHAM COUNTY
STREAM BUFFER
\ 10' CHATHAM COUNTY -\
\ NO -BUILD BUFFER
I i
SEDIMENT FOREBAY i
BOTTOM EL. 499.50'
BOTTOM SHALL BE GRADED SUCH THAT
INLET IS LOWER THAN OUTLET POINT
1
NORTH
i
CLASS 1 RIPRAP PLACED AT -� \
r' T \i1 _ 1
22" DEPTH WITH SUBLAYER
B a BMP #40 - OF 6" FS -2 FILTER STONE LINING
4" DEPTH \ NORMAL POOL EL. 503.50' \ \ INSTALLED TO DIMENSIONS SHOWN.
V2.50'
BOTTOM OF POND EL. 498.50' \ \
PER
\
7OTH \� \\ \ ENDDETAIL 8J8.80NCDOT
- �\
18" PIPE \\
� \ INV OUT. 502.00 \\
41.3 LF \�
CONCRETE PRESSURE PIPE
z� W/FILTER DIAPHRAGM
CI -202 =
FILTER DIAPHRAM
SEE DETAIL SHEET D4.2
\PRINCIPLE SPILLWAY
SEE DETAILS THIS SHEET
EMERGENCY SPILLWAY
SEE DETAIL SHEET D4.2
1 A
SEDIMENT FOREBAY
BOTTOM EL. 501.50'
BOTTOM SHALL BE GRADED SUCH THAT
INLET IS LOWER THAN OUTLET POINT
\ 10.0' i .1d
WET DETENTION POND #40 PLAN VIEW
SCALE = 1 " = 30'
10.0'
21.6'
12.0'
GALVANIZED 4'x4'x3/16"
TRASH RACK
PRECAST CONCRETE -
BOX
FILL WITH GROUT -
6"
EACH
SIDE
N
4.0 -
d 4 °
d d
6.0'
18" CONCRETE-/
PRESSURE PIPE
INV.= 502.25' SECTION VIEW
10.2'
TOP EL.=505.50'
30.0" WIDE X 6" TALL RISER OPENING
/COVERED WITH PLASTIC TRASH RACK
TWO SIDES
BOTTOM EL 504.50
2.5" LOW FLOW ORIFICE EL. 503.50'
6" PVC WITH TURNED DOWN ELBOW
WITH 2.5" HOLE DRILLED IN CAP.
CAP SHALL BE GLUED IN PLACE
BOTTOM EL.=501.75'
BANGLE IRONS:
4" X 4" X 5/8" X 4' LONG
TYPICAL EACH SIDE
I 4.0' I
FASTENERS: 1" 0 EXPANSION-]
1" 0 EXPANSION ANCHORS ANCHORS TYPICAL
® 8" 0. C. EACH SIDE
PRINCIPLE SPILLWAY
SCALE = 1 " = 2'
PLACE CEMENT
MORTAR
CONCRETE PRESSURE
PIPE JOINT DETAIL
SLOPE
3 TOP OF BANK PER PLAN
1 EL. 508.50'
100 -YR, 24 -HR STORM EL. 507.23' I
10 -YR, 24 -HR STORM EL. 506.26' - - - - EMERGENCY SPILLWAY EL. 506.50' -
MAINTAIN MIN. 1' OF
0 COVER OVER PIPE FILTER DIAPHRAGM
NORMAL POOL EL. 503.50' SEE DETAIL SHEET D-4.8 2'
41.3 LINEAR FEET - 18" CONCRETE PRESSURE PIPE
Q ° d
— — — d d
BOTTOM OF POND ° 41
EL. 499.00' °
EL. 502.25' 2,
PROVIDE 12" BETWEEN CONCRETE CRADLE TO RUN
BOTTOM OF TURNDOWN PRINCIPLE SPILLWAY LENGTH OF PIPE
AND TOP OF GRADE SEE DETAIL THIS SHEET SEE DETAIL THIS SHEET NOTE: SEE DAM EMBANKMENT
DETAIL (SHEET D4.6)
SECTION AT PRINCIPLE SPILLWAY
SCALE = NTS
SEAL
1 INITIAL SUBMITTAL 2018.09.18
REV. NO. DESCRIPTIONS DATE
REVISIONS
SEAL
G%2ALC
036348
09/18/2018
/////allC IiII00`\\�
v
vN44QV & CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
NTS
3Y4"LAP
PLACE CEMENT MORTAR
IN JOINT SPACE
SECTION H
MAINTAIN MIN. 1' OF
COVER OVER PIPE
CONCRETE ENDWALL
PER NCDOT STANDARD 838.80
EL. 502.00'
RIPRAP OUTLET
PROTECTION. SEE
DETAIL THIS SHEET
6" PVC TO DAYLIGHT
1
19
Yj
Newland COMMUNITIES
ANGLE IRON
4" X 4" X 5/8" X
3' LONG TYPICAL
EACH SIDE
18—IN RCP
PRESSURE PIPE
SELECT FILL PLACED AND COMPACTED
12" AT 95% STANDARD PROCTOR MAX
__W4MIN) DRY DENSITY AT PLUS 2%-3% OF
OPTIMUM MOISTURE CONTENT TO TOP OF PIPE
11.5"
4 4
III12" (MIN)
.111TII-
CON CRADLE SELECT FILL PLACED AND COMPACTED AT
(MIN 2000 PSI CONCRETE) 95% STANDARD PROCTOR MAX DRY
DENSITY AT OPTIMUM TO PLUS 3% OF
OPTIMUM MOISTURE CONTENT TO MIDPOINT
OF PIPE PRIOR TO TRENCH EXCAVATION
CONCRETE CRADLE DETAIL
NTS
ta••t�1•
\ u �22"
T 6'
FS -2 FILTER STONE
SECTION A -A
RIPRAP 0 UTLET PROTECTION
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
BMP #40 PLAN & DETAILS
NTS
DATE: SEPTEMBER 18, 2018
VICE PRO]. #
02735-0231
DRAWN
LEG
d d
LEG
CHECKED
GCA
d
2"
CHS
d
N/A
4 SPA. ® 8"=32"
°
d d
d
18"
FASTENERS: 1" 0 EXPANSION-]
1" 0 EXPANSION ANCHORS ANCHORS TYPICAL
® 8" 0. C. EACH SIDE
PRINCIPLE SPILLWAY
SCALE = 1 " = 2'
PLACE CEMENT
MORTAR
CONCRETE PRESSURE
PIPE JOINT DETAIL
SLOPE
3 TOP OF BANK PER PLAN
1 EL. 508.50'
100 -YR, 24 -HR STORM EL. 507.23' I
10 -YR, 24 -HR STORM EL. 506.26' - - - - EMERGENCY SPILLWAY EL. 506.50' -
MAINTAIN MIN. 1' OF
0 COVER OVER PIPE FILTER DIAPHRAGM
NORMAL POOL EL. 503.50' SEE DETAIL SHEET D-4.8 2'
41.3 LINEAR FEET - 18" CONCRETE PRESSURE PIPE
Q ° d
— — — d d
BOTTOM OF POND ° 41
EL. 499.00' °
EL. 502.25' 2,
PROVIDE 12" BETWEEN CONCRETE CRADLE TO RUN
BOTTOM OF TURNDOWN PRINCIPLE SPILLWAY LENGTH OF PIPE
AND TOP OF GRADE SEE DETAIL THIS SHEET SEE DETAIL THIS SHEET NOTE: SEE DAM EMBANKMENT
DETAIL (SHEET D4.6)
SECTION AT PRINCIPLE SPILLWAY
SCALE = NTS
SEAL
1 INITIAL SUBMITTAL 2018.09.18
REV. NO. DESCRIPTIONS DATE
REVISIONS
SEAL
G%2ALC
036348
09/18/2018
/////allC IiII00`\\�
v
vN44QV & CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
NTS
3Y4"LAP
PLACE CEMENT MORTAR
IN JOINT SPACE
SECTION H
MAINTAIN MIN. 1' OF
COVER OVER PIPE
CONCRETE ENDWALL
PER NCDOT STANDARD 838.80
EL. 502.00'
RIPRAP OUTLET
PROTECTION. SEE
DETAIL THIS SHEET
6" PVC TO DAYLIGHT
1
19
Yj
Newland COMMUNITIES
ANGLE IRON
4" X 4" X 5/8" X
3' LONG TYPICAL
EACH SIDE
18—IN RCP
PRESSURE PIPE
SELECT FILL PLACED AND COMPACTED
12" AT 95% STANDARD PROCTOR MAX
__W4MIN) DRY DENSITY AT PLUS 2%-3% OF
OPTIMUM MOISTURE CONTENT TO TOP OF PIPE
11.5"
4 4
III12" (MIN)
.111TII-
CON CRADLE SELECT FILL PLACED AND COMPACTED AT
(MIN 2000 PSI CONCRETE) 95% STANDARD PROCTOR MAX DRY
DENSITY AT OPTIMUM TO PLUS 3% OF
OPTIMUM MOISTURE CONTENT TO MIDPOINT
OF PIPE PRIOR TO TRENCH EXCAVATION
CONCRETE CRADLE DETAIL
NTS
ta••t�1•
\ u �22"
T 6'
FS -2 FILTER STONE
SECTION A -A
RIPRAP 0 UTLET PROTECTION
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
BMP #40 PLAN & DETAILS
NTS
DATE: SEPTEMBER 18, 2018
VICE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
F
D4.5
SCALE
M&C FILE NUMBER
D4.X
HORIZONTAL'
DRAWING NUMBER
AS NOTED
VERTICAL:
F
D4.5
N/A
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

POW]
TOP OF DAM
I NIS SN�� I
6" THICK CONCRETE
3000 psi @ 28 DAYS
3.0
W1.4xW1.4 6X6 W.W.M.
OR APPROVED EQUAL
(MIN 2" COVER)
6" THICK CONCRETE
3000 psi © 28 DAYS
NORMAL POOL
SPILLWAY SHOULD -
EXTEND TO NORMAL
POOL ELEVATION ON
BMP SIDE
SPILLWAY BOTTOM WIDTH
SEE TABLE THIS SHEET
d a
ME ME ME ME ME ME
SECTION A -A
VARIES VARIES
--REFER TO—
PLAN
3
1� a
r
d _�
I Iii I I=1 11—
W1.4xW1.4 6X6 W.W.M.
OR APPROVED EQUAL
(MIN 2" COVER)
SECTION B -B
VARIES
111.0 (MINI
EMERGENCY SPILLWAY DETAIL
NTS
1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS --1011
TOP OF SPILLWAY
SPILLWAY SHALL
EXTEND TO BOTTOM OF
FILL SLOPE ON
DOWNSTREAM SIDE
NOTE:
EXPANSION/CONTRACTION JOINTS PER
AMERICAN CONCRETE INSTITUTE (ACI)
STANDARDS FOR SLABS ON GRADE.
SEAL 1
G%2ALC
036348
09/18/2018
uiC IiI0P``\\�
SEAL
LIMITS OF
CONCRETE CRADLE
7'
FLOW 7.$5'
Do
2.67'
LIMITS OF
CONCRETE CRADLE
6" PERFORATED PVC
COLLECTOR PIPE
m
3'
#57 WASHED STONE
FLOW
1.5'
MIRAFI 140N GEOSYNTHETIC
FABRIC WITH 18—INCH
OVERLAP AT ALL SEAMS (TYP)
8'
KEY TRENCH
DAM EMBANKMENT DETAIL
NTS
2' #57 WASHED STONE
6" SOLID WALL PVC
TO DAYLIGHT VARMINT
SCREEN TO BE PLACED
° ON OPEN END.
0
0
0 18" CONCRETE
PRESSURE PIPE
----6" SOLID WALL PVC
TO DAYLIGHT VARMINT
SCREEN TO BE PLACED
ON OPEN END.
COLLECTOR PIPE TO BE
CAPPED ON BOTH ENDS
PLAN VIEW
PROPOSED GRADE
ON DOWNSTREAM
SIDE OF DAM
2' MIN.
2'
18" CONCRETE
PRESSURE PIPE
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPEN END.
FILTER DIAPHRAGM DETAIL
NTS
A
vNFKff\4&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
DAM EMBANKMENT NOTES:
1) TOPSOIL BENEATH THE EMBANKMENT SHALL BE REMOVED AND STOCKPILED. THE
FOUNDATION WILL BE PROOF ROLLED AND ANY SOFT OR ORGANIC MATERIALS WILL BE
REMOVED.
2) ALL MATERIAL SHALL BE COMPACTED IN 6-8 INCH LIFTS TO 95% OF MAXIMUM
STANDARD PROCTOR DRY DENSITY OR HIGHER (ASTM D-698). THE CLAY CORE ZONE
WILL HAVE A MOISTURE CONTENT OF OPTIMUM TO 4 PERCENT ABOVE OPTIMUM MOISTURE
CONTENT. THE SHELL ZONE FILL WILL HAVE A MOISTURE CONTENT FROM 2 PERCENT
BELOW OPTIMUM MOISTURE CONTENT TO 4 PERCENT ABOVE OPTIMUM.
3) EMBANKMENT FILL:
SHELL ZONE: SOILS WITH LESS THAN 30% PASSING THE NO. 200 SIEVE OR A PI OF
LESS THAN 10 WHEN THE PERCENTAGE OF MATERIAL PASSING THE NO. 200 SIEVE IS
GREATER THAN 30 PERCENT. SOILS WHICH ARE CLASSIFIED AS CLAYS (CH OR CL)
SHOULD NOT BE USED AT THE FACE OF THE SHELL ZONES.
CLAY CORE ZONE: CH, CL OR SC MATERIAL WITH A PI RANGING BETWEEN 15 AND 60
4) NO FILL SHALL CONTAIN ROCKS OR GRAVEL LARGER THAN 4 INCHES IN DIAMETER.
5) A PROFESSIONAL GEOTECHNICAL ENGINEER SHALL APPROVE ALL MATERIALS USED FOR
THE EMBANKMENT AND SUPERVISE CONSTRUCTION.
6) ALL DISTURBED AREAS ABOVE PERMANENT POOL SHALL BE SEEDED USING THE
FOLLOWING GRASS SEED MIX MANUFACTURED BY ERNST SEED COMPANY: Carolina FACW
Meadow Mix ERNMX-182
by
Newland COMMUNITIES
1
CLAY LINER NOTES:
NG GROUND
IN ORDER TO HELP SUSTAIN THE PERMANENT POOL AND TO PREVENT
WATER FROM INFILTRATING TOO QUICKLY INTO THE UNDERLYING SOIL, THE
CONTRACTOR SHALL INSTALL A 6" THICK CLAY LINER ON THE BOTTOM OF
THE BMP AREA UP TO THE NORMAL POOL ELEVATION. THE LINER CAN BE
ACCOMPLISHED BY BLENDING EXISTING SITE SOILS WITH CLAY TO ACHIEVE
A LOW PERMEABILITY MIXTURE OR BY INSTALLING A GEOSYNTHETIC LINER
MADE OF A BENTOMAT CL. IF THE CONTRACTOR CHOOSES TO BLEND THE
EXISTING SITE SOILS WITH CLAY, THE ONSITE GEOTECHNICAL ENGINEER
SHALL DETERMINE THE AMOUNT OF CLAY TO ADD, THE DEGREE OF
COMPACTION, AND WILL OVERSEE THE INSTALLATION OF THE CLAY LINER.
THE MAXIMUM PERMEABILITY RATE FOR THE LINER SHALL BE 0.01 IN/HR
IN ACCORDANCE WITH THE NCDENR BMP MANUAL. THE PROPOSED
MATERIAL FOR THIS LINER SHALL BE TESTED BY THE ONSITE
GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. THE RESULTS OF THIS
TESTING SHALL BE SUBMITTED TO THE DESIGN ENGINEER FOR REVIEW
PRIOR TO PLACEMENT. UPON COMPLETION OF LINER INSTALLATION, A 4"
MINIMIMUM LAYER OF TOPSOIL SHALL BE ADDED OVER THE LINER TO
PROVIDE A HEALTHY MEDIA FOR VEGETATION GROWTH.
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
BMP #40 PLAN & DETAILS
DATE: SEPTEMBER 18, 2018
NORMAL
TOP DAM
SPILLWAY
SPILLWAY
DESIGNED
POOL
EL
BOTTOM
BOTTOM
CHS
EL.
'
EL.
WIDTH
BMP #40
503.50
508.50
506.50
20'
EMERGENCY SPILLWAY DETAIL
NTS
1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS --1011
TOP OF SPILLWAY
SPILLWAY SHALL
EXTEND TO BOTTOM OF
FILL SLOPE ON
DOWNSTREAM SIDE
NOTE:
EXPANSION/CONTRACTION JOINTS PER
AMERICAN CONCRETE INSTITUTE (ACI)
STANDARDS FOR SLABS ON GRADE.
SEAL 1
G%2ALC
036348
09/18/2018
uiC IiI0P``\\�
SEAL
LIMITS OF
CONCRETE CRADLE
7'
FLOW 7.$5'
Do
2.67'
LIMITS OF
CONCRETE CRADLE
6" PERFORATED PVC
COLLECTOR PIPE
m
3'
#57 WASHED STONE
FLOW
1.5'
MIRAFI 140N GEOSYNTHETIC
FABRIC WITH 18—INCH
OVERLAP AT ALL SEAMS (TYP)
8'
KEY TRENCH
DAM EMBANKMENT DETAIL
NTS
2' #57 WASHED STONE
6" SOLID WALL PVC
TO DAYLIGHT VARMINT
SCREEN TO BE PLACED
° ON OPEN END.
0
0
0 18" CONCRETE
PRESSURE PIPE
----6" SOLID WALL PVC
TO DAYLIGHT VARMINT
SCREEN TO BE PLACED
ON OPEN END.
COLLECTOR PIPE TO BE
CAPPED ON BOTH ENDS
PLAN VIEW
PROPOSED GRADE
ON DOWNSTREAM
SIDE OF DAM
2' MIN.
2'
18" CONCRETE
PRESSURE PIPE
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPEN END.
FILTER DIAPHRAGM DETAIL
NTS
A
vNFKff\4&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
DAM EMBANKMENT NOTES:
1) TOPSOIL BENEATH THE EMBANKMENT SHALL BE REMOVED AND STOCKPILED. THE
FOUNDATION WILL BE PROOF ROLLED AND ANY SOFT OR ORGANIC MATERIALS WILL BE
REMOVED.
2) ALL MATERIAL SHALL BE COMPACTED IN 6-8 INCH LIFTS TO 95% OF MAXIMUM
STANDARD PROCTOR DRY DENSITY OR HIGHER (ASTM D-698). THE CLAY CORE ZONE
WILL HAVE A MOISTURE CONTENT OF OPTIMUM TO 4 PERCENT ABOVE OPTIMUM MOISTURE
CONTENT. THE SHELL ZONE FILL WILL HAVE A MOISTURE CONTENT FROM 2 PERCENT
BELOW OPTIMUM MOISTURE CONTENT TO 4 PERCENT ABOVE OPTIMUM.
3) EMBANKMENT FILL:
SHELL ZONE: SOILS WITH LESS THAN 30% PASSING THE NO. 200 SIEVE OR A PI OF
LESS THAN 10 WHEN THE PERCENTAGE OF MATERIAL PASSING THE NO. 200 SIEVE IS
GREATER THAN 30 PERCENT. SOILS WHICH ARE CLASSIFIED AS CLAYS (CH OR CL)
SHOULD NOT BE USED AT THE FACE OF THE SHELL ZONES.
CLAY CORE ZONE: CH, CL OR SC MATERIAL WITH A PI RANGING BETWEEN 15 AND 60
4) NO FILL SHALL CONTAIN ROCKS OR GRAVEL LARGER THAN 4 INCHES IN DIAMETER.
5) A PROFESSIONAL GEOTECHNICAL ENGINEER SHALL APPROVE ALL MATERIALS USED FOR
THE EMBANKMENT AND SUPERVISE CONSTRUCTION.
6) ALL DISTURBED AREAS ABOVE PERMANENT POOL SHALL BE SEEDED USING THE
FOLLOWING GRASS SEED MIX MANUFACTURED BY ERNST SEED COMPANY: Carolina FACW
Meadow Mix ERNMX-182
by
Newland COMMUNITIES
1
CLAY LINER NOTES:
NG GROUND
IN ORDER TO HELP SUSTAIN THE PERMANENT POOL AND TO PREVENT
WATER FROM INFILTRATING TOO QUICKLY INTO THE UNDERLYING SOIL, THE
CONTRACTOR SHALL INSTALL A 6" THICK CLAY LINER ON THE BOTTOM OF
THE BMP AREA UP TO THE NORMAL POOL ELEVATION. THE LINER CAN BE
ACCOMPLISHED BY BLENDING EXISTING SITE SOILS WITH CLAY TO ACHIEVE
A LOW PERMEABILITY MIXTURE OR BY INSTALLING A GEOSYNTHETIC LINER
MADE OF A BENTOMAT CL. IF THE CONTRACTOR CHOOSES TO BLEND THE
EXISTING SITE SOILS WITH CLAY, THE ONSITE GEOTECHNICAL ENGINEER
SHALL DETERMINE THE AMOUNT OF CLAY TO ADD, THE DEGREE OF
COMPACTION, AND WILL OVERSEE THE INSTALLATION OF THE CLAY LINER.
THE MAXIMUM PERMEABILITY RATE FOR THE LINER SHALL BE 0.01 IN/HR
IN ACCORDANCE WITH THE NCDENR BMP MANUAL. THE PROPOSED
MATERIAL FOR THIS LINER SHALL BE TESTED BY THE ONSITE
GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. THE RESULTS OF THIS
TESTING SHALL BE SUBMITTED TO THE DESIGN ENGINEER FOR REVIEW
PRIOR TO PLACEMENT. UPON COMPLETION OF LINER INSTALLATION, A 4"
MINIMIMUM LAYER OF TOPSOIL SHALL BE ADDED OVER THE LINER TO
PROVIDE A HEALTHY MEDIA FOR VEGETATION GROWTH.
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
BMP #40 PLAN & DETAILS
DATE: SEPTEMBER 18, 2018
VICE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4.X
DRAWING NUMBER
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

4C C - 7-
16 JP W
\\ 16 SRM
5 CF
15 SM
�L11 �15 ST
15 JPW _
rAMM-14%.
1!zz, AN -h Im I %h,- m
1
'A
•
FROM PLANTINGS TO PRINCIPLE1SPILL WA Y
PLANTING SCHEDULE
SYM.
ABB.
COMMON NAME
BOTANICAL NAME
QUANTITY
SPACING
CONTAINER SIZE AT
PLANTING
SHALLOW WATER PLANTINGS
41111 LVA
SF
SWEETFLAG
Acorus subcordatum
77
24"-30" O.C.
1 QT.
PW
PICKERELWEED
Pontederia cordata
81
24"-30" O.C.
1 QT.
------
i
BFI
BLUE FLAG IRIS
Iris virginica
77
24"-30" O.C.
1 QT.
+ ++
+++++ SR
SOFT RUSH
Juncus effusus var.
pylaei or solutus
79
24„ —30„ O.C.
1 QT.
�°v v v v
Iv
TSB
THREE SQUARE BULRUSH
Sc merit anus lectus
americ
72
24"-30” O.C.
1 QT.
SHALLOW LAND PLANTINGS
LLLL
:LLLLL
LLLL
SM
SWAMP MILKWEED
Asclepias incarnata
61
24"-30” O.C.
1 QT.
CF
CARDINAL FLOWER
Lobelia cordinalis
60
24"-30" O.C.
1 QT.
SRM
SCARLET ROSE MALLOW
Hibiscus coccineus
63
24"-30" O.C.
1 QT.
JPW
DWARF JOE PYE WEED
Eupatoriadelphus dubius
54
24"-30" O.C.
1 QT.
ST
SPOTTED TRUMPETWEED
Eupatoriadelphus
maculatus
62
24"-30" O.C.
1 QT.
— 15 1P ` 15 PW 15 BFl ° 1 GENERAL PLANTING NOTES:
° 16 SF / i + W a
15 ST LLL LL LL ° / 1. AVOID COMPACTING TOPSOIL TO PROMOTE HEALTHY ENVIRONMENTAL CONDITIONS FOR THE PLANTS.
\� \ 1
2. ALL PLANTS SHOULD BE PLANTED IN THE INDICATED RANGE TO ENSURE SURVIVAL.
15 CF -----
3. SHALLOW WATER AND SHALLOW LAND AREAS TO BE PLANTED WITH BARE ROOT, PLUGS, OR
CONTAINER LIVE PLANTINGS AS SPECIFIED.
17 SRM TURF— TYPE 1
HYBRID BERMUDA SOD 4. EXCAVATE A HOLE TWICE THE DIAMETER OF ROOT BALL AND EQUAL TO THE ROOT DEPTH OF THE
\ _ ' PLANTED ABOVE ELEVATION 503.50 INDIVIDUAL PLANT. PLACE PLANT IN HOLE WITH CROWN FLUSH WITH SOIL SURFACE. BACKFILL WITH
0 �_ = �, \ \ APPROX. 230 SF / TOPSOIL AND LIGHTLY PLANT.
5. BEGIN PLANTING DURING LOCAL GROWING SEASON IN ORDER TO ENSURE THAT PLANTS HAVE
ADEQUATE TIME TO ESTABLISH BEFORE WINTER MONTHS.
/ 6. OBTAIN PLANTS FROM: COASTAL PLAIN CONSERVATION NURSERY (252-482-5707), MELLOW MARSH
FARMS (919-742-1200), CURE NURSERY (919-542-6186) OR ENGINEER APPROVED SUBSTITUTE.
\ N 7. REFER TO EROSION CONTROL DETAIL SHEET D1.2 FOR SEEDBED PREPARATION AND SEEDING
SCHEDULES FOR AREAS NOT SPECIFIED IN THIS PLAN.
WET DETENTION POND #40 PLANTING PLAN SHALLOW WATER PLANTING NOTES:
SCALE = 1 " = 20' 1. 70% OF PICKERELWEED SHOULD BE PLANTED WITHIN 5-6 INCHES BELOW NORMAL POOL.
2. 70% OF SWEETFLAG AND 70% OF SOUTHERN BLUE FLAG IRIS SHOULD BE PLANTED IN THE 2-3 INCHES
BELOW NORMAL POOL.
3. 70% OF SOFT RUSH SHOULD BE PLANTED AT THE NORMAL POOL ELEVATION.
SHALLOW LAND PLANTING NOTES:
1. PLANTS IN THIS GROUP SHOULD NOT BE PLANTED IN AREAS THAT ARE INUNDATED FOR EXTENDED
PERIODS.
EACH VARIETY OF PLANT NOTED TO BE PLANTED
SHALL BE IN GROUPS AS SHOWN ON THIS SHEET.
-00
CUT & REMOVE ANY
COVERING AROUND ROOTS
SHALLOW WATER LIMITS OF 6:1 SHELF
PLANT VARIETY 'A'
INSTALL PLANTS WHERE 24" O.C. TYP SHALLOW WATER
CROWN IS FLUSH WITH SOIL
SURFACE AMENDED TOPSOIL PLANT VARIETY 'B' NOTES:
MIN. 12 IN DEPTH 1. CONTINUE PLANTING SCHEME SHOWN FOR EACH
OF 0 NOTED BELOW
NORMAL POOL LEVEL UND D 0 ENTIRE
NTI EE ENG HN OF THIETIES SHALLOW WATER PLANOTING
+ + + + + + + + + + + + 2. CONTINUE PLANTING SCHEME SHOWN FOR EACH
+ + + + + + + + + + + + 0 OF THE 5 PLANT VARIETIES NOTED BELOW AROUND
. + + + + + + + + + + + + + ENTIRE LENGTH OF THE SHALLOW LAND PLANTING
+ + — �T—t�Tt+ + + — — + + + �Tt+ + + �7 0 0 0 � ZONE
0 3. OTHER SPECIES WITH SIMILAR GROWTH HABITS
(D D 0 AND MAY BE APPROVED AS LISTED IN THE "NCDEQ
N STORMWATER DESIGN MANUAL" SECTION C-3.
SHALLOW LAND
GENERAL PLANTING DETA L PLANT VARIETY 'A' 24" O.C. (TYR) SHALLOW LAND
PLANT VARIETY 'B'
NTS
VEGETATED PLANTING SHELF DETA L
NTS
SEAL 1
1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS
ARD
ApG�ZALC
036348
09/18/2018
eNGINEE�
uIC IiW�P``\\�
SEAL
A4kA**j&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
�iiq 'nil
1101 7r-�
by
Newland COMMUNITIES
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
BMP #40 PLAN & DETAILS
DATE: SEPTEMBER 18, 2018
VICE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4.X
DRAWING NUMBER
D4.7
3TATU S : REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY

SANITARY SEWER SUMMARY TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
UPSTREAM
INVERT
DOWNSTREAM
INVERT
PIPE
DIAMETER
PIPE
MATERIAL
LENGTH
(ft)
SLOPE
EX SSMH-218
SSMH-704
497.20
496.90
8"
PVC
57.5
0.52%
SSMH-300
EX-SSMH-201
435.90
435.60
8"
DIP
50.4
0.59%
SSMH-301
SSMH-300
437.05
436.10
8"
PVC
179.0
0.53%
SSMH-302
SSMH-301
437.90
437.25
8"
DIP
116.1
0.56%
SSMH-303
SSMH-302
439.00
438.10
8"
DIP
152.4
0.59%
SSMH-304
SSMH-303
441.30
439.20
8"
DIP
383.6
0.55%
SSMH-305
SSMH-304
443.80
441.50
8"
PVC
270.4
0.85%
SSMH-306
SSMH-305
448.20
443.90
8"
PVC
252.3
1.70%
SSMH-307
SSMH-306
469.05
448.50
8"
PVC
383.1
5.37%
SSMH-308
SSMH-307
473.50
469.25
8"
PVC
155.6
2.73%
SSMH-309
SSMH-308
477.55
473.70
8"
PVC
257.7
1.49%
SSMH-310
SSMH-309
479.48
477.65
8"
PVC
183.2
1.00%
SSMH-311
SSMH-310
483.28
479.58
8"
PVC
63.7
5.81%
SSMH-312
SSMH-311
486.00
483.18
8"
PVC
94.1
3.00%
SSMH-313
SSMH-312
492.00
486.50
8"
PVC
182.8
3.01%
SSMH-314
SSMH-313
495.00
492.20
8"
PVC
192.7
1.45%
SSMH-315
SSMH-310
486.00
479.58
8"
PVC
102.7
6.25%
SSMH-316
SSMH-315
488.08
486.10
8"
PVC
102.2
1.94%
SSMH-317
SSMH-316
493.30
488.18
8"
PVC
153.2
3.34%
SSMH-401
SSMH-400
504.80
504.40
8"
PVC
43.3
0.92%
STORM DRAINAGE SUMMARY TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
UPSTREAM
INVERT
DOWNSTREAM
INVERT
PIPE
DIAMETER
PIPE
MATERIAL
LENGTH
(ft)
SLOPE
CI -103
DBL CI -101
445.95
444.66
18"
RCP
120.3
1.08%
CI -104
CI -103
446.30
446.05
15"
RCP
24.6
1.00%
CI -105
CI -103
448.10
446.05
15"
RCP
147.4
1.39%
CI -106
CI -105
448.45
448.20
15"
RCP
24.8
1.00%
CI -107
DBL CI -101
446.87
444.66
18"
RCP
215.2
1.03%
CI -108
CI -107
447.22
446.97
15"
RCP
24.5
1.00%
CI -122
DI -121
453.00
452.88
36"
RCP
11.9
1.00%
CI -123
CI -122
456.00
455.75
15"
RCP
24.5
1.02%
CI -124
CI -122
462.60
453.10
36"
RCP
161.1
5.90%
CI -125
CI -124
464.16
463.91
15"
RCP
24.5
1.02%
CI -126
CI -124
472.90
462.70
30"
RCP
172.3
5.92%
CI -127
CI -126
473.96
473.71
15"
RCP
24.5
1.02%
CI -128
CI -126
476.75
473.00
30"
RCP
134.0
2.80%
CI -129
CI -128
477.85
477.60
15"
RCP
25.4
0.98%
CI -130
CI -251
480.10
478.00
30"
RCP
139.8
1.50%
CI -131
CI -130
481.15
480.90
15"
RCP
24.5
1.02%
CI -132
CI -249
483.20
481.10
30"
RCP
128.5
1.63%
CI -133
CI -132
484.20
484.05
24"
RCP
24.9
0.60%
CI -134
CI -133
485.25
484.30
24"
RCP
40.7
2.34%
CI -135
CI -134
485.50
485.35
24"
RCP
24.5
0.61%
CI -136
CI -135
489.80
486.20
18"
RCP
96.7
3.72%
CI -137
CI -136
490.32
490.00
15"
RCP
33.6
0.95%
CI -138
CI -136
492.80
490.00
15"
RCP
89.6
3.12%
CI -139
CI -138
493.00
492.80
15"
RCP
33.5
0.60%
CI -140
CI -138
496.30
492.90
15"
RCP
100.7
3.38%
CI -141
CI -140
496.60
496.40
15"
RCP
33.5
0.60%
1 INITIAL SUBMITTAL 2018.09.18
REV.NO. DESCRIPTIONS DATE
REVISIONS
SANITARY SEWER SUMMARY TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
UPSTREAM
INVERT
DOWNSTREAM
INVERT
PIPE
DIAMETER
PIPE
MATERIAL
LENGTH
(ft)
SLOPE
SSMH-402
SSMH-401
512.00
505.00
8"
PVC
107.5
6.51%
SSMH-403
SSMH-402
519.70
512.75
8"
PVC
160.5
4.33%
SSMH-404
SSMH-403
520.65
519.90
8"
PVC
154.1
0.49%
SSMH-500
EX-SSMH-208
471.55
471.19
8"
PVC
65.1
0.55%
SSMH-501
SSMH-500
483.35
472.90
8"
PVC
189.4
5.52%
SSMH-502
SSMH-501
501.85
485.15
8"
PVC
294.6
5.67%
SSMH-503
SSMH-502
514.50
502.00
8$$
PVC
295.7
4.23%
SSMH-600
EX-SSMH
506.20
501.05
8"
PVC
117.1
4.40%
SSMH-601
SSMH-600
511.24
506.30
8"
PVC
121.9
4.05%
SSMH-602
SSMH-601
521.49
511.34
8"
PVC
305.1
3.33%
SSMH-603
SSMH-602
525.10
521.59
8$$
PVC
150.4
2.34%
SSMH-604
SSMH-603
528.96
525.20
8"
PVC
93.9
4.00%
SSMH-605
SSMH-604
538.54
529.06
8"
PVC
158.0
6.00%
SSMH-606
SSMH-605
546.30
538.64
8"
PVC
83.3
9.20%
SSMH-701
SSMH-700
488.80
488.40
8$$
PVC
72.4
0.55%
SSMH-702
SSMH-701
489.80
489.00
8"
PVC
160.1
0.50%
SSMH-703
SSMH-702
495.80
490.00
8"
PVC
333.7
1.74%
SSMH-704
SSMH-703
496.70
496.00
8$$
PVC
99.8
0.70%
STORM DRAINAGE SUMMARY TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
UPSTREAM
INVERT
DOWNSTREAM
INVERT
PIPE
DIAMETER
PIPE
MATERIAL
LENGTH
(ft)
SLOPE
CI -142
CI -135
486.50
486.10
18"
RCP
39.3
1.02%
CI -143
CI -142
486.95
486.70
15"
RCP
24.5
1.00%
CI -144
CI -142
494.20
486.70
15"
RCP
228.4
3.28%
CI -145
CI -144
494.55
494.30
15"
RCP
33.5
0.73%
CI -163
CI -162
432.70
432.32
18"
RCP
67.8
0.56%
CI -202
DI -201
509.80
509.40
30"
RCP
10.1
3.95%
CI -203
CI -202
517.05
511.50
24"
RCP
117.7
4.71%
CI -204
CI -203
517.70
517.45
15"
RCP
33.8
0.74%
CI -205
CI -203
521.95
517.20
18"
RCP
164.9
2.88%
CI -206
CI -205
522.45
522.20
15"
RCP
24.5
1.02%
CI -207
CI -205
527.05
522.45
15"
RCP
200.1
2.30%
CI -208
CI -207
527.40
527.15
15"
RCP
24.5
1.02%
CI -209
CI -207
529.90
527.15
15"
RCP
94.7
2.90%
CI -210
CI -209
530.24
530.00
15"
RCP
24.5
0.98%
CI -211
CI -209
534.20
530.15
15"
RCP
93.6
4.33%
CI -212
CI -211
534.55
534.31
15"
RCP
24.5
1.00%
CI -213
CI -211
542.35
534.30
15"
RCP
136.4
5.90%
CI -214
CI -213
542.70
542.45
15"
RCP
24.5
1.02%
CI -215
CI -213
546.50
542.45
15"
RCP
63.1
6.42%
CI -216
CI -202
512.05
511.75
18"
RCP
24.5
1.22%
CI -249
CI -130
481.00
480.20
30"
RCP
56.4
1.42%
CI -250
CI -249
482.05
481.80
15"
RCP
24.6
1.00%
CI -251
CI -128
477.90
476.85
30"
RCP
87.1
1.20%
CI -252
CI -251
479.15
478.90
15"
RCP
24.6
1.02%
CI -260
EX. C131
521.25
519.18
15"
RCP
92.3
2.24%
DBL CI -101
HW -100
441.00
437.50
18"
RCP
49.2
7.11%
SEAL 1
4?0,1,11111
G%2ALC
036348
,, 09/18/2018
eNGINEE�
uIC
SEAL 1
AJ&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
SANITARY SEWER
RIM TABLE
STRUCTURE
UPSTREAM
INVERT
RIM
ELEVATION
SSMH-301
PIPE
MATERIAL
LENGTH
(ft)
442.34
SSMH-302
DBL CI -101
444.90
450.24
SSMH-303
RCP
24.5
454.45
SSMH-304
EX. CB58
443.09
449.89
SSMH-305
RCP
150.4
452.79
SSMH-306
DI -109
444.20
457.33
SSMH-307
RCP
50.6
478.27
SSMH-308
DI -110
447.46
482.67
SSMH-309
RCP
96.2
486.53
SSMH-310
HW -120
451.75
490.40
SSMH-311
RCP
44.6
492.37
SSMH-312
HW -200
507.00
495.39
SSMH-313
RCP
51.8
501.23
SSMH-314
CI -216
512.60
502.63
SSMH-315
RCP
17.9
493.50
SSMH-316
DI -217
513.30
496.58
SSMH-317
RCP
34.8
501.17
SSMH-400
DI -218
517.27
511.40
SSMH-401
RCP
136.0
512.26
SSMH-402
DI -219
524.60
518.24
STORM DRAINAGE SUMMARY TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
UPSTREAM
INVERT
DOWNSTREAM
INVERT
PIPE
DIAMETER
PIPE
MATERIAL
LENGTH
(ft)
SLOPE
DBL CI -102
DBL CI -101
444.90
444.66
15"
RCP
24.5
1.00%
DI -109
EX. CB58
443.09
441.58
15"
RCP
150.4
1.01%
DI -110
DI -109
444.20
443.19
15"
RCP
50.6
2.00%
DI -111
DI -110
447.46
444.30
15"
RCP
96.2
3.28%
DI -121
HW -120
451.75
451.50
36"
RCP
44.6
0.56%
DI -201
HW -200
507.00
503.50
30"
RCP
51.8
6.76%
DI -217
CI -216
512.60
512.15
18"
RCP
17.9
2.51%
DI -218
DI -217
513.30
512.70
18"
RCP
34.8
1.72%
DI -219
DI -218
517.27
513.55
15"
RCP
136.0
2.74%
DI -220
DI -219
524.60
517.37
15"
RCP
120.3
6.01%
DI -221
DI -220
529.91
524.70
15"
RCP
92.0
5.66%
DI -222
DI -221
533.82
530.01
15"
RCP
80.0
4.77%
DI -226
EX SDMH-13-112
491.43
488.28
15"
RCP
45.0
7.00%
DI -227
DI -226
501.70
494.75
18"
RCP
134.8
5.15%
DI -228
DI -227
503.06
501.90
18"
RCP
24.3
4.80%
DI -229
DI -228
512.30
503.26
15"
RCP
150.6
6.00%
DI -230
DI -229
520.03
512.50
15"
RCP
136.0
5.53%
DI -231
DI -230
529.94
520.23
15"
RCP
161.9
6.00%
DI -232
DI -231
534.90
530.14
15"
RCP
112.0
4.25%
EX C134
HW -300
503.55
503.25
18"
RCP
48.8
0.61%
EX CB16
EX CB19
521.02
518.10
15"
RCP
84.0
3.48%
EX. CB54
EX. CB57
446.52
444.50
18"
RCP
92.4
2.19%
EX. CB58
CI -163
441.25
436.13
18"
RCP
92.8
5.52%
FES -403
SDMH-402
443.00
442.58
30"
RCP
28.2
1.47%
SDMH-401
HW -400
435.90
435.00
30"
RCP
132.6
0.68%
SDMH-402
SDMH-401
436.40
436.00
30"
RCP
45.9
0.87%
by
Newland COMMUNITIES
SANITARY SEWER
RIM TABLE
STRUCTURE
DRAWN
RIM
ELEVATION
SSMH-403
-142
CHECKED
526.29
SSMH-404
-143
525.38
SSMH-500
-144
480.13
SSMH-501
-145
489.54
SSMH-502
-202
508.50
SSMH-503
-203
520.49
SSMH-600
-204
514.80
SSMH-601
-205
520.64
SSMH-602
-206
529.62
SSMH-603
-207
533.51
SSMH-604
-208
537.52
SSMH-605
-209
546.85
SSMH-606
-210
552.08
SSMH-700
-211
497.00
SSMH-701
-212
498.87
SSMH-702
-131
495.97
SSMH-703
-214
506.32
SSMH-704
-215
509.21
STORM
RIM TABLE
STRUCTURE
DRAWN
RIM
ELEVATION
CI -103
-142
CHECKED
450.80
CI -104
-143
450.79
CI -105
-144
452.98
CI -106
-145
452.96
CI -107
-202
451.82
CI -108
-203
451.83
CI -122
-204
459.38
CI -123
-205
459.38
CI -124
-206
468.64
CI -125
-207
468.64
CI -126
-208
478.42
CI -127
-209
478.42
CI -128
-210
482.25
CI -129
-211
482.35
CI -130
-212
485.66
CI
-131
485.66
CI -132
-214
489.05
CI -133
-215
488.99
CI -134
-216
491.39
CI -135
-249
491.39
CI -136
-250
494.69
CI -137
-251
494.72
CI -138
-252
497.45
CI -139
-260
497.49
CI -140
CI -101
450.36
500.68
CI
-141
500.67
STORM RIM
TABLE
STRUCTURE
DRAWN
RIM
ELEVATION
CI
-142
CHECKED
491.45
CI
-143
491.45
CI
-144
498.85
CI
-145
498.88
CI
-202
517.11
CI
-203
522.19
CI
-204
522.36
CI
-205
526.97
CI
-206
526.97
CI
-207
531.91
CI
-208
531.91
CI
-209
534.74
CI
-210
534.74
CI
-211
539.09
CI
-212
539.12
CI
-213
547.22
CI
-214
547.22
CI
-215
551.00
CI
-216
517.12
CI
-249
486.50
CI
-250
486.50
CI
-251
483.56
CI
-252
483.55
CI
-260
526.11
DBL
CI -101
450.36
449.40
DBL
CI -102
449.40
BRIAR CHAPEL
BC PHASE 12
CHATHAM COUNTY, NORTH CAROLINA
STORM DRAINAGE &
SANITARY SEWER TABLES
STORM
RIM TABLE
STRUCTURE
DRAWN
RIM
ELEVATION
DI -109
LEG
CHECKED
446.42
DI -110
CHS
448.81
DI
-111
451.93
DI -121
460.06
DI -201
517.74
DI -217
517.10
DI -218
517.82
DI -219
522.37
DI -220
529.20
DI -221
534.51
DI -222
538.32
DI -226
501.61
DI -227
506.53
DI -228
508.12
DI -229
516.96
DI -230
525.04
DI -231
534.64
DI -232
539.34
FES
-403
445.88
HW
-100
439.71
HW
-120
455.83
HW
-200
507.29
HW
-300
505.46
HW
-400
438.79
SDMH-401
450.36
SDMH-402
448.75
DATE: SEPTEMBER 18, 2018
MCE PRO]. #
02735-0231
DRAWN
LEG
DESIGNED
LEG
CHECKED
GCA
PRO]. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4.X
DRAWING NUMBER
D4.8
STATUS: REVISION
FINAL DRAWINGS
FOR REVIEW PURPOSES ONLY