20050732 Ver 10_Ph 15S - Plans for Karen Higgins_20170124

PHASE 15 SOUTH
CONSTRUCTION DOCUMENTS
U.S. HWY 15-501 and MANN'S CHAPEL ROAD
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: Brian Burkhart, PE
Email: [e-mail]
C. Chatham County
Soil Erosion and Sedimentation Control
Dunlap Building
80 East Street
Pittsboro, NC 27312
[phone] phone
Contact: Jeff McDermott
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]
E. NCDOT
Division 8, District 1
300 DOT Drive
P.O. Box 1164
Asheboro, NC 27204
[phone] phone
Contact: Marty Tillman, PE
Email: [e-mail]
F. NCDENR
Division of Water Quality
512 N. Salisbury St
Archdale Building, 9th Floor
Raleigh, NC 27604
[phone] phone
Contact: Cory Larsen
Email: [e-mail]
G. 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]
CHATHAM COUNTY, NORTH CAROLINA
DATE: JANUARY 11, 2017
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PROJECT DATA
NAME OF PROJECT:
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
OWNER:
NNP BRIAR CHAPEL, LLC
1342 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: 44.23 ACRES
These improvements shall be constructed in
accordance with the following plans, and the Standard
Specifications of NCDOT and Chatham County.
MCKM&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
SHEET INDEX
C0.1
COVER SHEET
SEAL DATE
C0.2
OVERALL EXISTING CONDITIONS/DEMOLITION PLAN
2016.01.04
C1.0
OVERALL SITE PLAN
2016.01.04
C1.1
SITE PLAN
2016.01.04
C1.2
SITE PLAN
2016.01.04
C1.3
SITE PLAN
2016.01.04
C2.1
UTILITY PLAN
2016.01.04
C2.2
UTILITY PLAN
2016.01.04
C2.3
UTILITY PLAN
2016.01.04
C3.0
OVERALL EROSION CONTROL PLAN
2016.01.04
C3.1
STAGE 1 EROSION CONTROL PLAN
2016.01.04
C3.2
STAGE 1 EROSION CONTROL PLAN
2016.01.04
C3.3
STAGE 1 EROSION CONTROL PLAN
2016.01.04
C3.4
STAGE 2 EROSION CONTROL PLAN
2016.01.04
C3.5
STAGE 2 EROSION CONTROL PLAN
2016.01.04
C3.6
STAGE 2 EROSION CONTROL PLAN
2016.01.04
GRADING, DRAINAGE, AND STAGE 3 EROSION
C3.7
2016.01.04
CONTROL PLAN
GRADING, DRAINAGE, AND STAGE 3 EROSION
C3.8
2016.01.04
CONTROL PLAN
GRADING, DRAINAGE, AND STAGE 3 EROSION
C3.9
2016.01.04
CONTROL PLAN
PLAN & PROFILE ROAD C
C4.1
2016.01.04
STA. 10+00 TO STA. 19+92
PLAN & PROFILE ROAD D
C4.2
2016.01.04
STA. 10+00 TO STA. 23+34
PLAN & PROFILE ROAD E
C4.3
2016.01.04
STA. 10+00 TO STA. 21+51
PLAN & PROFILE ROAD F
STA. 4+99 TO STA. 11 +00
C4.4
2016.01.04
PLAN & PROFILE ROAD G
STA. 10+00 TO STA. 12+90
PLAN & PROFILE ROAD F
C4.5
2016.01.04
STA. 11 +00 TO STA. 20+96
PLAN & PROFILE ROAD H
STA. 10+00 TO STA. 14+38
PLAN AND PROFILE ALLEY 1
C4.6
2016.01.04
STA. 10+00 TO STA. 12+07
PLAN AND PROFILE ALLEY 2
STA. 10+00 TO STA. 12+60
PLAN & PROFILE ALLEY 3
STA. 10+00 TO STA. 12+26
PLAN AND PROFILE ALLEY 4
C4.7
2016.01.04
STA. 10+00 TO STA. 12+90
PLAN AND PROFILE ALLEY 5
STA. 10+00 TO STA. 12+80
PLAN & PROFILE WESTERN POND STORM OUTFALL
STA. 10+00 TO STA. 13+27
PLAN AND PROFILE NORTHERN POND STORM OUTFALL
C4.8
2016.01.04
STA. 10+00 TO STA. 12+69
PLAN AND PROFILE EASTERN POND STORM OUTFALL
STA. 10+00 TO STA. 11 +43
PLAN & PROFILE NORTHERN POND STORM OUTFALL
STA. 10+00 TO STA. 13+27
C4.9
2016.01.04
PLAN AND PROFILE PUMP STATION OUTFALL
STA. 10+00 TO STA. 12+69
PLAN & PROFILE AERIAL SEWER OUTFALL
C4.10
2016.01.04
STA. 10+00 TO STA. 17+42
D1.1
EROSION AND SEDIMENTATION CONTROL DETAILS
2016.01.04
D1.2
EROSION AND SEDIMENTATION CONTROL DETAILS
2016.01.04
D2.1
NCDOT ROADWAY DETAILS
2016.01.04
D2.2
NCDOT DRAINAGE DETAILS
2016.01.04
D2.3
NCDOT DRAINAGE DETAILS
2016.01.04
D3.1
UTILITY DETAILS
2016.01.04
D3.2
UTILITY DETAILS
2016.01.04
D4.1
BMP #28 PLAN & DETAILS
2016.01.04
D4.2
BMP #28 PLAN & DETAILS
2016.01.04
D4.3
BMP #28 PLAN & DETAILS
2016.01.04
D4.4
BMP #29 PLAN & DETAILS
2016.01.04
D4.5
BMP #29 PLAN & DETAILS
2016.01.04
D4.6
BMP #29 PLAN & DETAILS
2016.01.04
D4.7
BMP #30 PLAN & DETAILS
2016.01.04
D4.8
BMP #30 PLAN & DETAILS
2016.01.04
D4.9
BMP #30 PLAN & DETAILS
2016.01.04
D4.10
STORM DRAINAGE & SANITARY SEWER TABLES
2016.01.04
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GENERAL NOTES:
1. REFER TO THE FOLLOWING MCKIM & CREED, INC. CONSTRUCTION PLANS, AND ALL SUBSEQUENT CONSTRUCTION
BULLETINS FOR INFORMATION ON EXISTING SITE INFRASTRUCTURE:
- BRIAR CHAPEL - GRANITE MILL BOULEVARD AND BOULDER POINT DRIVE CONSTRUCTION PLANS
SEALED JUNE 8, 2010
- BRIAR CHAPEL - BRIAR CHAPEL PARKWAY AND BOULDER POINT DRIVE EXTENSION SEALED JANUARY 31, 2012
- BRIAR CHAPEL - BOULDER POINT DRIVE EXTENSION CONSTRUCTION PLANS SEALED MARCH 29, 2016
- BRIAR CHAPEL - PHASE 15 NORTH CONSTRUCTION PLANS SEALED JUNE 14, 2016
2. REFER TO THE FOLLOWING JOHN R. MCADAMS COMPANY, INC. CONSTRUCTION PLANS, AND ALL SUBSEQUENT
CONSTRUCTION BULLETINS FOR INFORMATION ON EXISTING SITE INFRASTRUCTURE:
- BRIAR CHAPEL - RECLAMATION FACILITY EROSION CONTROL PLAN SEALED JULY 29, 2005
- BRIAR CHAPEL - PHASE 1 CONSTRUCTION PLANS SEALED OCTOBER 21, 2005.
- BRIAR CHAPEL - WEST EXTENSION GRADING PLAN (INTERIM) SEALED MARCH 1, 2007.
- BRIAR CHAPEL - PHASE 3 CONSTRUCTION PLANS SEALED DECEMBER 4, 2006.
- BRIAR CHAPEL - PHASE 4 CONSTRUCTION PLANS SEALED JANUARY 15, 2007.
- BRIAR CHAPEL - WATER QUALITY PONDS 5 AND 6 CONSTRUCTION PLANS SEALED AUGUST 24, 2006.
- BRIAR CHAPEL - PUMP STATION CONSTRUCTION PLANS DATED APRIL 3, 2006.
- BRIAR CHAPEL - PHASE 4 - POD D CONSTRUCTION PLANS SEALED SEPT. 17, 2007.
- BRIAR CHAPEL - PHASE 3 & 4 EROSION CONTROL PLANS SEALED JULY 26, 2007.
- BRIAR CHAPEL - PHASE 5 SOUTH SECTION 1 CONSTRUCTION PLANS SEALED NOVEMBER 9, 2009.
- BRIAR CHAPEL - PHASE 5 SOUTH SECTION 2 CONSTRUCTION PLANS SEALED OCTOBER 8, 2009.
- BRIAR CHAPEL - PHASE 6 NORTH SECTIONS 1 AND 2 CONSTRUCTION PLANS SEALED OCTOBER 8, 2012.
3. THIS PROPERTY IS ZONED CC -CUP.
4. ALL DISTANCES SHOWN ARE HORIZONTAL GROUND MEASUREMENTS.
5. BEARINGS SHOWN HEREON ARE BASED ON NC GRID NAD83. THIS PROJECT IS LOCALIZED ABOUT NCGS MONUMENT
'MEACHAM" HAVING NC GRID COORDINATES N: 768,395.12', E: 1,963,424.93' USING A COMBINED FACTOR OF
0.99990676.
6. EXISTING TOPOGRAPHIC DATA IS BASED ON AERIAL MAPPING PERFORMED BY AVIOIMAGE MAPPING SERVICES IN
FEBRUARY 2010. ELEVATIONS ARE BASED ON NAVD 88 NCGS MONUMENT "F-92" WITH AN ELEVATION OF 476.06'.
7. HORIZONTAL AND VERTICAL CONTROL FOR THIS SITE WAS INSTALLED BY GPA PROFESSIONAL LAND SURVEYORS OF NC.
8. PROJECT IS LOCATED IN THE CAPE FEAR RIVER BASIN.
9. STREAM AND WETLAND LOCATIONS ARE BASED ON DELINEATIONS PROVIDED BY SOIL AND ENVIRONMENTAL CONSULTANTS
IN RALEIGH, NC - CONTACT NIKKI THOMSON AT 919-846-5900.
10.NO PORTION OF THIS PROPERTY IS LOCATED IN SPECIAL FLOOD HAZARD AREA "AE" AS SHOWN ON FEMA FIRM MAP
#3710976500J DATED FEBRUARY 2, 2007.
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
SURVEY. 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.
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.
6. CONTRACTOR SHALL COMPLY TO THE FULLEST EXTENT WITH ALL REGULATIONS GOVERNING THE DEMOLITION,
REMOVAL, TRANSPORTATION AND DISPOSAL OF ALL DEMOLITION DEBRIS.
7. CONTRACTOR SHALL COMPLY TO THE FULLEST EXTENT WITH THE LATEST OSHA STANDARDS FOR EXCAVATION
AND TRENCHING PROCEDURES. CONTRACTOR 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.
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.
SURVEY REFERENCES:
DEED BOOK 1492, PAGE 581
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BRIAR
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NewlandCOMMUNITIES
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
OVERALL
EXISTING CONDITIONS/
DEMOLITION PLAN
DATE:
JANUARY 11, 2017
MCE PROJ. #
02735-0178
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DRAWING NUMB7
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CO. 2
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STATUS: FINAL DRAWINGS REVISION
OR REVIEW PURPOSES ONLY 1
Ill.-

SITE GENERAL NOTES:
1. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION. CONTRACTOR SHALL NOTIFY OWNER IF ANY DISCREPANCIES EXIST PRIOR TO CONSTRUCTION. NO
ADDITIONAL COMPENSATION WILL BE PAID TO THE CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR
GRADES SHOWN INCORRECTLY ON THE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN.
2. REFER TO THE FOLLOWING MCKIM & CREED, INC. CONSTRUCTION PLANS, AND ALL SUBSEQUENT CONSTRUCTION
BULLETINS FOR INFORMATION ON EXISTING SITE INFRASTRUCTURE:
- BRIAR CHAPEL - BOULDER POINT DRIVE EXTENSION CONSTRUCTION PLANS SEALED MARCH 29, 2016.
- US STEEL SECTION 1 CONSTRUCTION PLANS SEALED JUNE 13, 2016.
- BRIAR CHAPEL - PHASE 15N CONSTRUCTION PLANS SEALED JUNE 13, 2016.
- BRIAR CHAPEL - PHASE 16S CONSTRUCTION PLANS SEALED JUNE 13, 2016.
3. REFER TO THE FOLLOWING JOHN R. MCADAMS COMPANY, INC. CONSTRUCTION PLANS, AND ALL SUBSEQUENT
CONSTRUCTION BULLETINS FOR INFORMATION ON EXISTING SITE INFRASTRUCTURE:
- BRIAR CHAPEL - RECLAMATION FACILITY EROSION CONTROL PLAN SEALED JULY 29, 2005
- BRIAR CHAPEL - PHASE 1 CONSTRUCTION PLANS SEALED OCTOBER 21, 2005.
4. STREAM AND WETLAND LOCATIONS ARE BASED ON DELINEATIONS PROVIDED BY SOIL AND ENVIRONMENTAL
CONSULTANTS IN RALEIGH, NC - CONTACT NIKKI THOMSON AT 919-846-5900.
5. A PORTION OF THIS PROPERTY IS LOCATED IN SPECIAL FLOOD HAZARD AREA "AE" AS SHOWN ON FEMA FIRM MAP
#3710976500J DATED FEBRUARY 2, 2007.
6. ALL PROPOSED ROADWAY DIMENSIONS AS SHOWN ARE MEASURED FROM BACK OF CURB TO BACK OF CURB, ALL
PROPOSED ALLEY DIMENSIONS AS SHOWN ARE MEASURED FROM EDGE OF PAVEMENT TO EDGE OF PAVEMENT,
UNLESS NOTED OTHERWISE.
7. BEFORE STARTING ANY CONSTRUCTION OF IMPROVEMENTS WITHIN ANY NCDOT STREET OR HIGHWAY RIGHT-OF-WAY,
CONTACT NCDOT DISTRICT OFFICE AND OBTAIN ALL PERMITS AND ENCROACHMENTS. KEEP COPIES ON
CONSTRUCTION SITE. ALSO CONTACT NCDOT DISTRICT OFFICE 24 HOURS IN ADVANCE BEFORE PLACING CURB AND
GUTTER AT 336-629-1423.
LEGEND:
- - - R/W LINE
-- FUTURE R/W LINE
EXISTING R/W LINE
HOA EASEMENT LINE
PUBLIC UTILITY EASEMENT LINE
PUBLIC DRAINAGE EASEMENT
EXISTING POWER LINE EASEMENT
OE OVERHEAD POWER LINE
10' NO BUILD BUFFER LINE
----------- RIPARIAN BUFFER LINE
- - - - - - - BMP MAINENANCE & ACCESS EASEMENT
ROADWAY CENTERLINE
EX. DUKE ENERGY
POWER LINE EASEMENT
ISI
8. REFER TO PLAN AND PROFILE SHEETS FOR DETAILED SANITARY SEWER AND STORM DRAINAGE INFORMATION WITHIN —°\
PUBLIC ROADS.
CHATHAM COUNTY REQUIRED SITE NOTES
I
1. PROPERTY OWNER /DEVELOPER:
NNP BRIAR CHAPEL, LLC
16 WINDY KNOLL CIRCLE , \ 1 1
CHAPEL HILL, NC 27516 \
PHONE: [phone]
2. SITE AKPAR #: 82828 1580
CALL N.C. ONE
CALL CENTER
BEFORE YOU DIG
STOP
1-800-632-4949
AVOID UTILITY
N_ DAMAGE /
80'
C1.1
160'
SCALE: 1"=80' (Horiz.)
BOULD/E1 R� POINT DRIVE -
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SEAL
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
REVISIONS
SEAL
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1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
BRIAR
CHAPEL
by
Newland COMMUNITIES
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
OVERALL SITE PLAN
DATE:
JANUARY 11, 2017
MCE PROJ. #
02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROJ. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
C1.X
DRAWING NUMBER
C1.0
STATUS: FINAL DRAWINGS REVISION
FOR REVIEW PURPOSES ONLY 1

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APPLY RECP ON SLOPES 3: 1
OR GREATER
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RIPRAP OUTLET PROTECTION
( SEE DETAIL SHEET D1.2 (TYP.)
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REV. NO. I DESCRIPTIONS 1 DATE
REVISIONS
EX. C1-15 25A I I
SDMH-15-153;
APPL Y RECP ON SLOPES 3.• 7
OR GREATER (TYP.) �� / / r
1111
HARDWARE CLOTH AND
GRAVEL INLET
l _-PROTECTION (TYP.)
-545_ _5� �/ �I I
- 3s 540iso_ _ - _ - - l l I // I I ✓�// / \ _
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ly
(VARIABLE WIDTH B -B, VARIABLt r_U a nr )
MATCHLINE - SEE SHEET C3.8
SEAL
SEAL
Q pFESS/ON
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036348
�.• 01/11/2017
FNGIN10\..•
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v
v &CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
STAGE 3 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.
6. CONTRACTOR TO POST EROSION CONTROL PERMIT PROMINENTLY ON SITE AT ALL
TIMES.
7. CONTRACTOR SHALL ENSURE THAT ALL EROSION CONTROL MEASURES INSTALLED IN
STAGES 1 & 2 ARE OPERATING AS INTENDED PRIOR TO FINAL GRADING
OPERATIONS. ANY MEASURES THAT ARE TO BE REMOVED SHALL BE APPROVED BY
CHATHAM COUNTY.
8. BEGIN FINAL GRADING OPERATIONS FOR ROADWAY.
9. AS ELEVATIONS ARE BROUGHT TO FINAL GRADES AND STORM PIPING IS INSTALLED
IN ROADWAY SECTIONS, CONTRACTOR SHALL INSTALL HARDWARE CLOTH AND
GRAVEL INLET PROTECTION AS SHOWN ON PLANS.
10. CONTRACTOR SHALL ENSURE THAT ALL SEDIMENT LADEN RUNOFF IS DIRECTED TO
ROADWAY INLET PROTECTION PRIOR TO REMOVAL OF ANY SKIMMER SEDIMENT
BASINS. REMOVE SKIMMER SEDIMENT BASINS #8 AND #9 TO FACILITATE GRADING
OPERATIONS. UPSTREAM STABILIZATION OR MEASURES TO REDIRECT FLOW MUST BE
IN PLACE BEFORE REMOVAL. REMOVE ANY ASSOCIATED DIVERSION DITCHES.
NO BASINS SHALL BE REMOVED UNTIL INSPECTED AND APPROVED BY CHATHAM
COUNTY SESC STAFF.
11. PERFORM SEEDING AND MULCHING AS REQUIRED IN ACCORDANCE WITH THE
TEMPORARY AND PERMANENT SEEDING SCHEDULES LOCATED ON SHEET D1.2 AND
NOTE #5 OF THIS SEQUENCE
12. 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 OR CONVERTING BASINS TO PERMANENT BMPs.
LEGEND:
°°°°°°°°°°°°°°° TEMPORARY CONSTRUCTION
o°o°°
o°o°o°o°o°o° ENTRANCE
RIPRAP OUTLET PROTECTION
ADDITIONAL DISTURBED AREA
SF/TPF COMBINATION SILT/TREE PROTECTION
FENCE
TEMPORARY DIVERSION DITCH
EXISTING CONTOUR
535 PROPOSED CONTOUR
EX. LIMITS OF DISTURBANCE
� I � I � LIMITS OF DISTURBANCE
SEDIMENT BASIN BAFFLE
HARDWARE CLOTH & GRAVEL INLET PROT.
ARC PIPE INLET PROTECTION
CHECK DAM
1"
I I I CONTRACTOR SHALL REMOVE SKIMMER -
I 1 \ \I SEDIMENT BASIN #13 AS IT CONFLICTS \\\ \ \\ \\ \\ \\ \ \\ -
\\ WITH ESTABLISHING FINAL GRADES AND
ONCE UPSTREAM AREAS HAVE BEEN
LARGELY STABILIZED OR CONTRIBUTING-
y'� FLOWS HAVE BEEN REDIRECTED TO -
T_5 ALTERNATIVE MEASURES
\ \ \ \\\ \\ \ \ \ \
/ \ \\\\\\\\\
VA\ \ \ \ \ \
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10' NO -BUILD BUFFER (TYP.) \ \\\\ \\ \\\\\\\
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\�\\\\�\ RIPARIAN BUFFER (TYP.)-
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(136��_ �� a\�Ayy\vvv
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i NEW LIMITS OF DISTRUBANCE�
/ % ' I ESTABLISHED IN STAGE 2 \ \\\\ \ \\ \
f - 186 / / I \ I (TYP.)
I \\\ 86
\\\\\ \ \\\ \ \ \
V� AAV NEW TDD#72
\ l v ` LINED W/ SC250 I SII I1II1 V IIII \I 1 \ \
APPLY RECP ON SLOPES 3: 1 \
OR GREATER (TYP.)
\ \ \
0 \
0 / vv h / �A / 86
Cl- 5529 �'� // \ \\VA
127 /
/ l I86Ln
�///j1111/l/
527
§£351 6;34 (1 C1-15-125
--- ,
/ EX. TDD #68
C1-75-126 I 1 1 \ RELOCATED IN STAGE 2
I I (TO BE REMOVED AS AREA
'-REACHES FINAL GRADE)
BRIAR
CHAPEL
by
Newland COMMUNITIES
' CALL N.C. ONE `
CALL CENTER
BEFORE YOU DIG
STOP
1-800-632-4949
AVOID UTILITY
S, DAMAGE /
50' 0 50' 100'
SCALE: 1"=50' (Horiz.)
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.
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
STAGE 3
GRADING, DRAINAGE & EROSION
CONTROL PLAN
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.
DATE:
JANUARY 11, 2017
MCE PROJ. #
02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROJ. MGR.
CHS
SCALE
M&C FILE NUMBER
C3.7
HORIZONTAL'
DRAWING NUMBER
1" = 50'
VERTICAL:
C3.7
N/A
STATUS: FINAL DRAWINGS REVISION
FOR REVIEW PURPOSES ONLY 1

U
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cn
I
W
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J
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MATCHLINE - SEE SHEET C3.7
SEAL
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
REVISIONS
SEAL
�,Q pFESS/ON C00111111,
4AL
036348
�.• 01/11]2017
FNGINEF...
v
vMrmm&c- 'EL)
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
BRIAR
CHAPEL'
by
Newland COMMUNITIES
LEGEND:
� . 0 - W.- - I - W.- - - M.- - -1
SF/TPF
535
TEMPORARY CONSTRUCTION
ENTRANCE
RIPRAP OUTLET PROTECTION
ADDITIONAL DISTURBED AREA
COMBINATION SILT/TREE PROTECTION
FENCE
TEMPORARY DIVERSION DITCH
EXISTING CONTOUR
PROPOSED CONTOUR
EX. LIMITS OF DISTURBANCE
LIMITS OF DISTURBANCE
SEDIMENT BASIN BAFFLE
i%
�%� HARDWARE CLOTH & GRAVEL INLET PROT.
•
ARC PIPE INLET PROTECTION
I APPLY RECP ON SLOPES 3: 1
OR GREATER (TYP.)
1�
5-124 I I I
EX. TDD #68
/ (RELOCATED IN STAGE 2)
g / X_/" IA
CHATHAM COUNTY
10' NO -BUILD BUFFER (TYP.)
V TDD#72\\V I I I I I
W/SC250 .`� _ _ '��\\�11111� 11 � I I I I �,, � �I CHATHAM COUNTY
RIPARIAN BUFFER (TYP.)
I I I I I
- EX. TDD #67 I I I
I (TO BE REMOVED AS AREA 1 III I
REACHES FINAL GRADE) I I
_ 11 � rio�I I \'i Ilia/�,Ih�11 IIIIII
00
5
I ! I I I I I
495
490
� o � / ' 1 II►II I
I I
/ �IIIII/
BMP #30
SEE DETAIL SHEETS % Y
D4.7 -D4.9
/
480
490
RIPRAP OUTLET PROTECTION 7/
SEE DETAIL SHEET D1.2 (TYP.)`
)MH -15-121 EX. TDD #66
(TO BE REMOVED AS AREA
/ REACHES FINAL GRADE)
Slf T FENCE/TREE PROTECTION
1
INSTALLED IN STAGE 1 (TYP.) I I I I I / ( CALL N.C. ONECALL CENTER
BEFORE YOU DIG
STOP
RETAINING WALL I ) )
(DESIGNED BY OTHERS)_ _ _ J1-800-632-4949
�// AVOID UTILITY
DAMAGE
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
STAGE 3
GRADING, DRAINAGE & EROSION
CONTROL PLAN
CHECK DAM
NORTH
50' 0 50' 100'
SCALE: 1"=50' (Horiz.)
DATE:
JANUARY 11, 2017
MCE PROJ. #
02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROJ. MGR.
CHS
SCALE
M&C FILE NUMBER
C3.7
HORIZONTAL:
DRAWING NUMBER
1" = 50'
VERTICAL:
C3.8
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STATUS: FINAL DRAWINGS REVISION
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LEGEND:
JANUARY 11, 2017
MCE PRO]. #
CONSTRUCTION
W00000000000000TEMPORARY
ENTRANCE
DESIGNED
RIPRAP OUTLET PROTECTION
CHECKED
ADDITIONAL DISTURBED AREA
-r iF,I_
COMBINATION SILT/TREE PROTECTION
FENCE
TEMPORARY DIVERSION DITCH
EXISTING CONTOUR
535
PROPOSED CONTOUR
EX. LIMITS OF DISTURBANCE
I
LIMITS OF DISTURBANCE
-0 0 0 0
SEDIMENT BASIN BAFFLE
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HARDWARE CLOTH & GRAVEL INLET PROT.
A�
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- / / _ - _ CHATHAM COUNTY / / \ \ \ \ \ \ l �I l I I / // / / / / I �/� // I / UPON REACHING FINAL GRADE /N SWALE, CONTRACTOR . / I l' %\ - _ - - - - - - - o `S�j \\ \ \\ \ \ \ S/S \-C1-15-62B_ - - \ \ \ _ -
/ / - 10' NO-BU/LD BUFFER TYP. j 1.1 - \ \ J / / / I / 1 / / / l / / / -555- -_ - -- _ /-_ \ \\ \ \ \ - - / - \ I -
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SEAL
1 ISSUED FOR PERMITTING 1 2017.01.11
REV.NO. I DESCRIPTIONS I DATE
REVISIONS
/
SEAL
'/II//////IIIIIII,11:III;;Ir '/ I I I I' I / / /
'I
v NFmm & CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
BRIAR
CHAPEL TM
by
Newland COMMUNITIES
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
STAGE 3
GRADING, DRAINAGE & EROSION
k. CONTROL PLAN
DATE:
JANUARY 11, 2017
MCE PRO]. #
02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROD. MGR.
CHS
0
U
W
w
_
w
LU
U)
1
LU
z
J
=
U
Q
2
00
cyiU
I—
LU
LU
=
Vj
W
LU
U)
1
LU
z
J
=
U
CQ
G
SCALE
M&C FILE NUMBER
C3.7
HORIZONTAL'
DRAWING NUMBER
1"=50'
VERTICAL:
C3.9
N/A
STATUS: FINAL DRAWINGS REVISION
FOR REVIEW PURPOSES ONLY 1

WET DETENTION POND #28 PLAN VIEW
SCALE = 1 " = 30'
100—YR, 24—HR STORM EL. 499.10'
10—YR,
24—HR
VICE PROD.
STORM
EL.
498.24'
1—YR,
24—HR
CHECKED
STORM
EL.
496.42'
NORMAL POOL EL. 494.50'
8" PVC TO BANK
BOTTOM OF PON
EL. 486.0' /
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
REVISIONS
GALVANIZED 4'x4'x3/16"
TRASH RACK
PRECAST CONCRETE
BOX
1.0'
EACH
SIDE
00
30" CONCRETE
PRESSURE PIPE
INV.= 490.50'
HAND CRANK FOR
GATE VALVE
0
TOP EL.=497.80' IS
32" WIDE X 3" TALL RISER OPENINGS
INV. EL. 495.85 3 SIDES
COVERED WITH PLASTIC TRASH RACK
2.5" LOW FLOW ORIFICE EL. 494.508" DI GATE VALVE
6" PVC WITH TURNED DOWN ELBOW 4.0' W/HAND CRANK
4.0' WITH 2.5" HOLE DRILLED IN CAP. If
CAP SHALL BE GLUED IN PLACE d d
d
8" DI GATE VALVE 2"
d
4 SPA. ® 8"=32"
FILL WITH GROUT 2" °
BOTTOM EL.=490.00' °
4 °
d
°
a
7.0'
SECTION VIEW
RUBBER
GASKET
PLACE CEMENT
MORTAR
CONCRETE PRESSURE
PIPE JOINT DETAIL
10.0'
27.7' 12.9' 6.1'
I 3
TOP OF BANK
EL. 500.50'
EMERGENCY SPILLWAY EL. 498.75'
3
1
q
FILTER DIAPHRAGM I 2
SEE DETAIL SHEET D-4.2
MAINTAIN MIN. 1' OF
COVER OVER PIPE
2'
43.8 LINEAR FEET — 30" CONCRETE PRESSURE PIPE
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
41
° d d d ° d d d °
° ° ° d ° ° d ° ° d d f ° °
2'
CONCRETE CRADLE TO RUN
LENGTH OF PIPE
EL. 490.50' SEE DETAIL THIS SHEET
—PRINCIPLE SPILLWAY
SEE DETAIL THIS SHEET NOTE: SEE DAM EMBANKMENT
DETAIL (SHEET D4.2)
SECTION AT PRINCIPLE SPILLWAY
SCALE = 1 " = 4'
SEAL
SEAL
,\\A CARO��'%,,
036348
G;.• 01/11/2017 ;
A
vMFMM&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
NTS
ANGLE IRONS:
4" X 4" X 5/8" X 4' LONG
TYPICAL EACH SIDE
FASTENERS:
I W EXPANSION ANCHORS 1" EXPA114-A �_/l14
© 8" 0. C. ANCHORS TYPICAL
EACH SIDE
PRINCIPLE SPILLWAY
3y4$11 -AP
PLACE CEMENT MORTAR
IN JOINT SPACE
SECTION H
MAINTAIN MIN. 1' OF
COVER OVER PIPE
CONCRETE ENDWALL
PER NCDOT STANDARD 838.80
EL. 490.00'
6" PVC TO DAYLIGHT
RIPRAP OUTLET
PROTECTION. SEE
DETAIL THIS SHEET
BRIAR7SKCHAPEL'
L..
Y -Y
Newlan i COMMUNITIES
SCALE = 1 " = 2'
12"
MIN
PLAN VIEW
ANGLE IRON
4" X 4" X 5/8" X
3' LONG TYPICAL
EACH SIDE
30—IN RCP
PRESSURE PIPE
SELECT FILL PLACED AND COMPACTED
AT 95% STANDARD PROCTOR MAX
DRY DENSITY AT PLUS 2%-3% OF
OPTIMUM MOISTURE CONTENT TO TOP OF PIP
a
19.0" ,_l
12" (MIN) IEEI I a a a
SELECT FILL PLACED AND COMPACTED AT
CONCRETE CRADLE 95% STANDARD PROCTOR MAX DRY
(MIN 2000 PSI CONCRETE) DENSITY AT OPTIMUM TO PLUS 3% OF
OPTIMUM MOISTURE CONTENT TO MIDPOINT
OF PIPE PRIOR TO TRENCH EXCAVATION
CONCRETE CRADLE DETAIL
A
NTS
FLOW
FLOW '
�OOO�JO�J�CDO O
D
OcQ 0000 A
>�o� �OOp0oQ oQ O� WIDTH OF
ENDWALL
(WHICHEVER
OOOOO IS GREATER)
OoC�O -
PLAN VIEW
CONCRETE ENDWALL FOR
30" PIPE PER
NCDOT DETAIL 838.80 NCDOT CLASS 1 RIPRAP
20'
u _124„
T 6'
FS -2 FILTER STONE
SECTION A—A
RIPRAP 0 UTLET PROTECTION
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #28 PLAN & DETAILS
NTS
DATE:
JANUARY 11, 2017
VICE PROD.
# 02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROJ. MGR.
CHS
SCALE
M&C FILE NUMBER
D4.X
HORIZONTAL:
DRAWING NUMBER
AS NOTED
VERTICAL:
D4.1
N/A
'STATUS: FINAL DRAWINGS REVISION
,FOR REVIEW PURPOSES ONLY 1 ,

TOP OF DAM
3.0
W1.4xW1.4 6X6 W.W.M.
OR APPROVED EQUAL
(MIN 2" COVER)
6" THICK CONCRETE
3000 psi © 28 DAYS
NORMAL POOL
=1 II
SPILLWAY SHOULD7
EXTEND TO NORMAL
POOL ELEVATION ON
BMP SIDE
I NIS SNt� I
SPILLWAY BOTTOM WIDTH
SEE TABLE THIS SHEET
d
SECTION A -A
VARIES VARIES
--REFER TO -
PLAN
3
1� a ,
4 /` a
I- I
I%
W1.4xW1.4 6X6 W.W.M.
OR APPROVED EQUAL
(MIN 2" COVER)
SECTION B -B
VARIES
.0 1 I
.0 (MIN.)
EMERGENCY SPILLWAY DETAIL
NTS
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
6" THICK CONCRETE
3000 psi @ 28 DAYS
TOP OF SPILLWAY
SPILLWAY SHALL
EXTEND TO BOTTOM OF
FILL SLOPE ON
Ed
- DOWNSTREAM SIDE
NOTE:
EXPANSION/CONTRACTION JOINTS PER
AMERICAN CONCRETE INSTITUTE (ACI)
STANDARDS FOR SLABS ON GRADE.
SEAL 1
SEAL
�-\N..........
iE ss/o*yl
4AL
036348
G;.• 01/11/2017 ;
F........... PJ
''/yfillIt 1*110
FLOW 1
10'
6" PERFORATED PVC
COLLECTOR PIPE
1
3'
4'
8'
KEY TRENCH
DAM EMBANKMENT DETAIL
NTS
2'
PLAN VIEW
#57 WASHED STONE
30" CONCRETE
PRESSURE PIPE
#57 WASHED STONE �� I 112'
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
COLLECTOR PIPE TO BE
CAPPED ON BOTH ENDS
PROPOSED GRADE
ON DOWNSTREAM
SIDE OF DAM
=FLOW I 30" CONCRETE
6.7' PRESSURE PIPE
1.5'
6" SOLID WALL PVC
TO DAYLIGHT
MIRAFI 140N GEOSYNTHETIC VARMINT SCREEN TO
FABRIC WITH 18 -INCH BE PLACED ON OPENEND.
OVERLAP AT ALL SEAMS (TYP)
SECTION VIEW
FILTER DIAPHRAGM D ETAI L
NTS
A
v & 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
v
70000
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moz =>
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m m H
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crz
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W1 (FT.)
ELEVATION
17
H2
H1
I.C.(TYP.)
'R TO CHART
FOR BAR SIZE
BRIARrSKCHAPEL'
by
Newland COMMUNITIES
PLAN
ki
D 6"
0 I
I
H1
I -
61 J
8" O.C.(TYP.)
F-
REFER TO CHART
FOR BAR SIZE
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.
NOTES:
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
838.39, 838.51, 838.57, 838.63 AND 838.69.
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
* USE 4000 PSI CONCRETE.
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
TO ASTM A185 WITH 2" MIN. CLEARANCE.
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1926.704.
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1"
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
AT B" CTS. THE CONTRACTOR WILL HAVE THE OPTION
TO INCREASE THIS BAR SIZE AS NEEDED.
NORMAL
TOP DAM
SPILLWAY
SPILLWAY
BSS
POOL
EL'
BOTTOM
BOTTOM
MIN./MAX.
EL.
MIN./MAX.
EL.
WIDTH
BMP #21
494.50
500.50
498.75
46'
EMERGENCY SPILLWAY DETAIL
NTS
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
6" THICK CONCRETE
3000 psi @ 28 DAYS
TOP OF SPILLWAY
SPILLWAY SHALL
EXTEND TO BOTTOM OF
FILL SLOPE ON
Ed
- DOWNSTREAM SIDE
NOTE:
EXPANSION/CONTRACTION JOINTS PER
AMERICAN CONCRETE INSTITUTE (ACI)
STANDARDS FOR SLABS ON GRADE.
SEAL 1
SEAL
�-\N..........
iE ss/o*yl
4AL
036348
G;.• 01/11/2017 ;
F........... PJ
''/yfillIt 1*110
FLOW 1
10'
6" PERFORATED PVC
COLLECTOR PIPE
1
3'
4'
8'
KEY TRENCH
DAM EMBANKMENT DETAIL
NTS
2'
PLAN VIEW
#57 WASHED STONE
30" CONCRETE
PRESSURE PIPE
#57 WASHED STONE �� I 112'
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
COLLECTOR PIPE TO BE
CAPPED ON BOTH ENDS
PROPOSED GRADE
ON DOWNSTREAM
SIDE OF DAM
=FLOW I 30" CONCRETE
6.7' PRESSURE PIPE
1.5'
6" SOLID WALL PVC
TO DAYLIGHT
MIRAFI 140N GEOSYNTHETIC VARMINT SCREEN TO
FABRIC WITH 18 -INCH BE PLACED ON OPENEND.
OVERLAP AT ALL SEAMS (TYP)
SECTION VIEW
FILTER DIAPHRAGM D ETAI L
NTS
A
v & 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
v
70000
Dm�65
moz =>
=-nDym
=6500
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n=7oz
DDD
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_
m m H
Z z
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crz
m r
W1 (FT.)
ELEVATION
17
H2
H1
I.C.(TYP.)
'R TO CHART
FOR BAR SIZE
BRIARrSKCHAPEL'
by
Newland COMMUNITIES
PLAN
ki
D 6"
0 I
I
H1
I -
61 J
8" O.C.(TYP.)
F-
REFER TO CHART
FOR BAR SIZE
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.
NOTES:
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
838.39, 838.51, 838.57, 838.63 AND 838.69.
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
* USE 4000 PSI CONCRETE.
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
TO ASTM A185 WITH 2" MIN. CLEARANCE.
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1926.704.
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1"
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
AT B" CTS. THE CONTRACTOR WILL HAVE THE OPTION
TO INCREASE THIS BAR SIZE AS NEEDED.
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #28 PLAN & DETAILS
DATE:
JANUARY 11, 2017
VICE PRO].
ENDWALL DIMENSIONS
DRAWN
BSS
DESIGNED
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR
SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5
@ B"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5
@ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
#5
@ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5
@ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5
@ B"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5
@ 8"
3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5
@ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5
@ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5
@ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5
@ 8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5
@ B"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5
@ B"
4.50/5.00
7.50/8.50
3.25/4.00
7.75/9.25
14.75/16.75
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #28 PLAN & DETAILS
DATE:
JANUARY 11, 2017
VICE PRO].
# 02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROD. MGR.
CHS
z
065
as
"50
Ll- Jd1.4Z
0065=
0= LU <Z
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1-4
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65 N
_ � T
cn y1-4 Oct w
C-1)0 VM
LU N
LU
0
LL
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4.X
DRAWING NUMBER
D4.2
STATUS:
FINAL DRAWINGS REVISION
FOR REVIEW PURPOSES ONLY �

I�
j 11 ST
21 JPW
21 SRM
vPv� 24 SF
21 SM vvv vd /
vv
LLLL + +++° v v / 23 PW
LL LLLLL 23 TSB i
23 SR i
--/ 23 BFI
2 BIFI j
--- 23 PW
\ 21 ST -_--
23 SI -
21
F21 JPW
\ V
\ a v
vv
ao
° 22 TSB
o va vv
a v
a- vv I
od a' a v
v
a v va
a vv
a +
0 4 a v v a +
c +
a v v4 a v + + I
a +
a a
+ 22 SR
a a + I
- a +
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I nv
22 BFI , /
23 SRM
21 CF --- 23 PW
I LL
LL 22 SF
21 SM LLL
L
j LL
23 SH
gv-
gg-
• Bei'' '
- ,.$0ai
�OI,.�
- - I�`�Oi
- - .,`SOI
*yy
T
SYM.
ABB.
COMMON NAME
BOTANICAL NAME
♦T
T
SPACING
CONTAINER SIZE AT
PLANTING
SHALLOW WATER PLANTINGS
4.
SF
SWEETFLAG
Acorus subcordatum
113
24"-30" O.C.
1 QT.
0
PW
PICKERELWEED
Pontederio cordata
114
24"-30" O.C.
1 QT.
------
20MM",BFI
BLUE FLAG IRIS
Iris virginica
112
24"-30" O.C.
1 QT.
++ +
+++++ SR
3. OTHER SPECIES WITH SIMILAR GROWTH HABITS
SOFT RUSH
Juncus effusus von
py/aei or solutus
112
24 —30„ O.C.
1 QT.
v v v
vvv
TSB
THREE SQUARE BULRUSH
►111
110
►ao�
Noa
2VAW"i
SHALLOW LAND PLANTINGS
I�►.va
SM
SWAMP MILKWEED
►-
0AVA1
FAVAX
24"-30" O.C.
iMEN',
►0VAV1
CF
CARDINAL FLOWER
O
105
24"-30" O.C.
1 QT.
SRM
SCARLET ROSE MALLOW
Hibiscus coccineus
107
24"-30" O.C.
1 QT.
JPW
DWARF JOE PYE WEED
Eupotoriadelphus dubius
105
A
1 QT.
ST
SPOTTED TRUMPETWEED
Eupotoriadelphus
moculatus
104
I�.
1 QT.
I
• Bei'' '
- ,.$0ai
�OI,.�
- - I�`�Oi
- - .,`SOI
*yy
T
- Fr
/ I / I
WET DETENTION POND #28 PLANTING PLAN
SCALE = 1 " = 20'
1 1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
REVISIONS
SEAL
,,. ����o Ess oR�li�9,//,
Q� Nq
036348
�., 01/11/2017
/yIIIII \\\
PLANTING SCHEDULE
SYM.
ABB.
COMMON NAME
BOTANICAL NAME
♦T
T
SPACING
CONTAINER SIZE AT
PLANTING
SHALLOW WATER PLANTINGS
4.
SF
SWEETFLAG
Acorus subcordatum
113
24"-30" O.C.
1 QT.
0
PW
PICKERELWEED
Pontederio cordata
114
24"-30" O.C.
1 QT.
------
20MM",BFI
BLUE FLAG IRIS
Iris virginica
112
24"-30" O.C.
1 QT.
++ +
+++++ SR
3. OTHER SPECIES WITH SIMILAR GROWTH HABITS
SOFT RUSH
Juncus effusus von
py/aei or solutus
112
24 —30„ O.C.
1 QT.
v v v
vvv
TSB
THREE SQUARE BULRUSH
Schoenop/ectus
americanus
110
►ao�
1 QT.
SHALLOW LAND PLANTINGS
L--
:LLLL
-LLLLL
LLLL IL
SM
SWAMP MILKWEED
►-
W
24"-30" O.C.
d`
CF
CARDINAL FLOWER
O
105
24"-30" O.C.
1 QT.
SRM
SCARLET ROSE MALLOW
Hibiscus coccineus
107
24"-30" O.C.
1 QT.
JPW
DWARF JOE PYE WEED
Eupotoriadelphus dubius
105
A
1 QT.
ST
SPOTTED TRUMPETWEED
Eupotoriadelphus
moculatus
104
I�.
1 QT.
I
- Fr
/ I / I
WET DETENTION POND #28 PLANTING PLAN
SCALE = 1 " = 20'
1 1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
REVISIONS
SEAL
,,. ����o Ess oR�li�9,//,
Q� Nq
036348
�., 01/11/2017
/yIIIII \\\
PLANTING SCHEDULE
SYM.
ABB.
COMMON NAME
BOTANICAL NAME
QUANTITY
SPACING
CONTAINER SIZE AT
PLANTING
SHALLOW WATER PLANTINGS
4.
SF
SWEETFLAG
Acorus subcordatum
113
24"-30" O.C.
1 QT.
0
PW
PICKERELWEED
Pontederio cordata
114
24"-30" O.C.
1 QT.
------
20MM",BFI
BLUE FLAG IRIS
Iris virginica
112
24"-30" O.C.
1 QT.
++ +
+++++ SR
3. OTHER SPECIES WITH SIMILAR GROWTH HABITS
SOFT RUSH
Juncus effusus von
py/aei or solutus
112
24 —30„ O.C.
1 QT.
v v v
vvv
TSB
THREE SQUARE BULRUSH
Schoenop/ectus
americanus
110
24"-30” O.C.
1 QT.
SHALLOW LAND PLANTINGS
L--
:LLLL
-LLLLL
LLLL IL
SM
SWAMP MILKWEED
Asclepias incomota
105
24"-30" O.C.
1 QT.
CF
CARDINAL FLOWER
Lobelia cardinolis
105
24"-30" O.C.
1 QT.
SRM
SCARLET ROSE MALLOW
Hibiscus coccineus
107
24"-30" O.C.
1 QT.
JPW
DWARF JOE PYE WEED
Eupotoriadelphus dubius
105
24"-30" O.C.
1 QT.
ST
SPOTTED TRUMPETWEED
Eupotoriadelphus
moculatus
104
24"-30" O.C.
1 QT.
CUT & REMOVE ANY
COVERING AROUND ROOTS
INSTALL PLANTS WHERE
CROWN IS FLUSH WITH SOIL
SURFACE AMENDED TOPSOIL
MIN. 12 IN DEPTH
+ + + + +
+ + + + + + + + + �++
+ + + + + + + + + + + +
} + + + + + + + + + + + + +
+ + + + + + + + + + +
III=III=III=III=III=III=J.=III=III- 1=III=III=111��i
.'VICE ROOT DIAMETER
r
` GENERAL PLANTING DETAIL
NTS
NORMAL POOL LEVEL
r
U
0
N
SHAL
PI ANIT \/
EACH VARIETY OF PLANT NOTED TO BE PLANTED
SHALL BE IN GROUPS AS SHOWN ON THIS SHEET.
I SHALLOW WATER
LIMITS OF 10:1 SHELF
1.
AVOID COMPACTING TOPSOIL TO PROMOTE HEALTHY ENVIRONMENTAL CONDITIONS FOR THE PLANTS.
SHALLOW WATER
ALL PLANTS SHOULD BE PLANTED IN THE INDICATED RANGE TO ENSURE SURVIVAL.
3.
PLANT VARIETY 'B'
ICONTAINER
NOTES:
4.
EXCAVATE A HOLE TWICE THE DIAMETER OF ROOT BALL AND EQUAL TO THE ROOT DEPTH OF THE
1. CONTINUE PLANTING SCHEME SHOWN FOR EACH
INDIVIDUAL PLANT. PLACE PLANT IN HOLE WITH CROWN FLUSH WITH SOIL SURFACE. BACKFILL WITH
OF THE 5 PLANT VARIETIES NOTED BELOW AROUND
5.
0
ENTIRE LENGTH OF THE SHALLOW WATER PLANTING
ADEQUATE TIME TO ESTABLISH BEFORE WINTER MONTHS.
6.
ZONE
FARMS (919-742-1200), CURE NURSERY (919-542-6186) OR ENGINEER APPROVED SUBSTITUTE.
2. CONTINUE PLANTING SCHEME SHOWN FOR EACH
REFER TO EROSION CONTROL DETAIL SHEET D1.2 FOR SEEDBED PREPARATION AND SEEDING
OF THE 5 PLANT VARIETIES NOTED BELOW AROUND
SHALLOW WATER PLANTING NOTES:
1.
ENTIRE LENGTH OF THE SHALLOW LAND PLANTING
ZONE
2.
70% OF SWEETFLAG AND 70% OF SOUTHERN BLUE FLAG IRIS SHOULD BE PLANTED IN THE 2-3 INCHES
3. OTHER SPECIES WITH SIMILAR GROWTH HABITS
BELOW NORMAL POOL.
3.
AND MAY BE APPROVED AS LISTED IN THE
SHALLOW LAND PLANTING NOTES:
1.
"STORMWATER BEST MANAGEMENT PRACTICES
PERIODS.
MANUAL" TABLE 9-1.
24" O.C. (TYR) SHALLOW LAND
PLANT VARIETY 'B'
VEGETATED PLANTING SHELF DETAIL
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
ICONTAINER
LIVE PLANTINGS AS SPECIFIED.
4.
EXCAVATE A HOLE TWICE THE DIAMETER OF ROOT BALL AND EQUAL TO THE ROOT DEPTH OF THE
I
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.
A
v & CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
BRIARr���"
CHAPEL
L..
V-7
Newland COMMUNITIES
NTS
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #28 PLAN & DETAILS
DATE:
JANUARY 11, 2017
MCE PRO].
# 02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROJ. MGR.
CHS
SCALE
M&C FILE NUMBER
D4.X
HORIZONTAL:
DRAWING NUMBER
AS NOTED
VERTICAL:
D4.3
N/A
STATUS: FINAL DRAWINGS REVISION
FOR REVIEW PURPOSES ONLY 1

S \ \ -
PRINCIPLE SPILLWAY f \ \
SEE DETAILS THIS SHEET I SS J > \
/ BMP MAINTENANCE &
ACCESS EASEMENT
/ SEDIMENT FOREBAY
FILTER DIAPHRAM m o BOTTOM EL. 468.0' \ �'
SEE DETAIL SHEET D4.2 % m 3>'
f ENDWALL PER NCDOT
DETAIL 838.80 FOR �\
30" PIPE w �_
INV OUT 468.00 �p� - X480
415 In \
CLASS 1 RIPRAP PLACED AT / 475 474.5- \ \\
36" DEPTH WITH SUBLAYERI 4745 / \ HW -15-50 \• i
OF 6" FS -2 FILTER STONE LINING I .INV.=475.00
INSTALLED TO DIMENSIONS SHOWN. 470 ENDWALL PER NCDOT DETAIL \ r-
56 LF 30" / / 838.80 FOR 30" PIPE
CONCRETE PRESSURE PIPE 4 / 470 !/If I I I I I I I I I I I I \ \
EMERGENCY SPILLWAY RIPRAP OUTLET
J � � h� 3� f \
SEE DETAIL SHEET D4.2 A 467 PROTECTION. SEE
DETAIL SHEET D1.2 \ I l
4
a B
-
jj1111
I
\ \
\ \ BMP #28
�� \ NORMAL POOL EL. 474.5'-,\\
\ I BOTTOM OF POND EL. 467.0',
'NORTH
WET DETENTION POND #29 PLAN VI EW
SCALE = 1 " = 30'
100 -YR, 24 -HR STORM EL. 478.74'
10 -YR, 24 -HR STORM EL. 478.01'
1 -YR, 24 -HR STORM EL. 476.35
NORMAL POOL EL. 474.50'
8" PVC TO BANK I
BOTTOM OF PON
EL. 467.0' /
i
GALVANIZED 4'x4'x3/16"
TRASH RACK
PRECAST CONCRETE
BOX
1.0'
EACH
SIDE
00
30" CONCRETE
PRESSURE PIPE
INV.= 470.50'
0
HAND CRANK FOR
GATE VALVE
TOP EL.=477.75'
30" WIDE X 4" TALL RISER OPENINGS
INV. EL. 475.90 3 SIDES
COVERED WITH PLASTIC TRASH RACK
2.25" LOW FLOW ORIFICE EL. 474.50 8" DI GATE VALVE
6" PVC WITH TURNED DOWN ELBOW 4.0' W/HAND CRANK
4.0' WITH 2.25" HOLE DRILLED IN CAP.
CAP SHALL BE GLUED IN PLACE
8" DI GATE VALVE ° 2"
4 SPA. @ 8"=32"
FILL WITH GROUT 2" °
BOTTOM EL.=470.00' �� °
4 °
° ° ANGLE IRONS:
7 0' 4" X 4" X 5/8" X 4' LONG
TYPICAL EACH SIDE
FASTENERS:
1" 0 EXPANSION ANCHORS
SECTION VIEW ©8" 0. C.
PLACE CEMENT
MORTAR
CONCRETE PRESSURE
PPE JOINT DETAIL
NTS
3Y4"LAP
1" 0 EXPA .-
ANCHORS TYPICAL
EACH SIDE
PRINCIPLE SPILLWAY
SCALE = 1 " = 2'
PLACE CEMENT MORTAR
IN JOINT SPACE
SECTION H
PLAN VIEW
12"
MIN
ANGLE IRON
4" X 4" X 5/8" X
3' LONG TYPICAL
EACH SIDE
30 -IN RCP
PRESSURE PIPE
SELECT FILL PLACED AND COMPACTED
AT 95% STANDARD PROCTOR MAX
DRY DENSITY AT PLUS 2%-3% OF
OPTIMUM MOISTURE CONTENT TO TOP OF PIP
a
19.0" _�
12" (MIN) �,, a a a
SELECT FILL PLACED AND COMPACTED AT
CONCRETE CRADLE 95% STANDARD PROCTOR MAX DRY
(MIN 2000 PSI CONCRETE) DENSITY AT OPTIMUM TO PLUS 3% OF
OPTIMUM MOISTURE CONTENT TO MIDPOINT
OF PIPE PRIOR TO TRENCH EXCAVATION
CONCRETE CRADLE DETAIL
NTS
H���D�OO (22D J� ��800
0�10.0' A 0�A 10.0
FLOW WIDTH OF
27.7' 18.7' 1 1 .4' ENDWALL
(WHICHEVER
OO IS GREATER)
TOP OF BANK
3 EL. 480.50' 3 I PLAN VIEW
1 1 CONCRETE ENDWALL FOR
EMERGENCY SPILLWAY EL. 478_75' _ _ _ _ 30" PIPE PER
NCDOT DETAIL 838.80 NCDOT CLASS 1 RIPRAP
I MAINTAIN MIN. 1' OF
COVER OVER PIPE FLOW _ 30'
MAINTAIN MIN. 1' OF
COVER OVER PIPE
FILTER DIAPHRAGM
SEE DETAIL SHEET D-4.2 2,
- - - - - - - - - - - - - - - - - - - 55.7 LINEAR FEET - 30" CONCRETE PRESSURE PIPE 2
a d _
Q a -
4 Q d Q -a- d d d 4
d d .� _4 dd D
a d d d a -4 __.Mr a Q d
e d d -
d a dd -
d a ,
CONCRETE CRADLE TO RUN d d ad
LENGTH OF PIPE
EL. 470.50' SEE DETAIL THIS SHEET
PRINCIPLE SPILLWAY
SEE DETAIL THIS SHEET
SEAL
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
REVISIONS
NOTE: SEE DAM EMBANKMENT
DETAIL (SHEET D4.2)
SECTION AT PRINCIPLE SPILLWAY
SEAL
,\N....
036348
G;.• 01/11/2017 ; I,_
��'%9�'' FiVGINEER..••'.Q�\\��
SCALE = 1 " = 4'
MFMM&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
6" PVC TO DAYLIGHT
CONCRETE ENDWALL
PER NCDOT STANDARD 838.80
EL. 468.0'
BRIARrSKCHAPEL'
Y�
Newland COMMUNITIES
RIPRAP OUTLET
PROTECTION. SEE
DETAIL THIS SHEET
u �24"
T 6'
FS -2 FILTER STONE
SECTION A -A
RIPRAP 0 UTLET PROTECTION
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #29 PLAN & DETAILS
NTS
DATE:
JANUARY 11, 2017
VICE PROD.
# 02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROJ. MGR.
CHS
SCALE
M&C FILE NUMBER
D4.X
HORIZONTAL'
DRAWING NUMBER
AS NOTED
VERTICAL:
D4.4
N/A
'STATUS:
FINAL DRAWINGS REVISION
FOR REVIEW PURPOSES ONLY
M&C
PURPOSES ONLY

TOP OF DAM
3.0
W1.4xW1.4 6X6 W.W.M.
OR APPROVED EQUAL
(MIN 2" COVER)
6" THICK CONCRETE
3000 psi © 28 DAYS
NORMAL POOL
=1 II
SPILLWAY SHOULD7
EXTEND TO NORMAL
POOL ELEVATION ON
BMP SIDE
I NIS SNt� I
SPILLWAY BOTTOM WIDTH
SEE TABLE THIS SHEET
d
SECTION A -A
VARIES VARIES
--REFER TO -
PLAN
3
1� a ,
4 /` a
I- I
I%
W1.4xW1.4 6X6 W.W.M.
OR APPROVED EQUAL
(MIN 2" COVER)
SECTION B -B
VARIES
.0 1 I
.0 (MIN.)
EMERGENCY SPILLWAY DETAIL
NTS
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
6" THICK CONCRETE
3000 psi @ 28 DAYS
TOP OF SPILLWAY
SPILLWAY SHALL
EXTEND TO BOTTOM OF
FILL SLOPE ON
Ed
- DOWNSTREAM SIDE
NOTE:
EXPANSION/CONTRACTION JOINTS PER
AMERICAN CONCRETE INSTITUTE (ACI)
STANDARDS FOR SLABS ON GRADE.
SEAL 1
SEAL
�-\N..........
iE ss/o*yl
4AL
036348
G;.• 01/11/2017 ;
F........... PJ
''/yfillIt 1*110
FLOW 1
10'
6" PERFORATED PVC
COLLECTOR PIPE
1
3'
4'
8'
KEY TRENCH
DAM EMBANKMENT DETAIL
NTS
2'
PLAN VIEW
#57 WASHED STONE
30" CONCRETE
PRESSURE PIPE
#57 WASHED STONE �� I 112'
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
COLLECTOR PIPE TO BE
CAPPED ON BOTH ENDS
PROPOSED GRADE
ON DOWNSTREAM
SIDE OF DAM
=FLOW I 30" CONCRETE
6.7' PRESSURE PIPE
1.5'
6" SOLID WALL PVC
TO DAYLIGHT
MIRAFI 140N GEOSYNTHETIC VARMINT SCREEN TO
FABRIC WITH 18 -INCH BE PLACED ON OPENEND.
OVERLAP AT ALL SEAMS (TYP)
SECTION VIEW
FILTER DIAPHRAGM D ETAI L
NTS
A
v & 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
v
70000
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moz =>
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N -1 0
C7 D
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_
m m H
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W1 (FT.)
ELEVATION
17
H2
H1
I.C.(TYP.)
'R TO CHART
FOR BAR SIZE
BRIARrSKCHAPEL'
by
Newland COMMUNITIES
PLAN
ki
D 6"
0 I
I
H1
I -
61 J
8" O.C.(TYP.)
F-
REFER TO CHART
FOR BAR SIZE
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.
NOTES:
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
838.39, 838.51, 838.57, 838.63 AND 838.69.
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
* USE 4000 PSI CONCRETE.
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
TO ASTM A185 WITH 2" MIN. CLEARANCE.
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1926.704.
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1"
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
AT B" CTS. THE CONTRACTOR WILL HAVE THE OPTION
TO INCREASE THIS BAR SIZE AS NEEDED.
NORMAL
TOP DAM
SPILLWAY
SPILLWAY
BSS
POOL
EL'
BOTTOM
BOTTOM
MIN./MAX.
EL.
MIN./MAX.
EL.
WIDTH
BMP #29
474.50
480.50
478.75
46'
EMERGENCY SPILLWAY DETAIL
NTS
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
6" THICK CONCRETE
3000 psi @ 28 DAYS
TOP OF SPILLWAY
SPILLWAY SHALL
EXTEND TO BOTTOM OF
FILL SLOPE ON
Ed
- DOWNSTREAM SIDE
NOTE:
EXPANSION/CONTRACTION JOINTS PER
AMERICAN CONCRETE INSTITUTE (ACI)
STANDARDS FOR SLABS ON GRADE.
SEAL 1
SEAL
�-\N..........
iE ss/o*yl
4AL
036348
G;.• 01/11/2017 ;
F........... PJ
''/yfillIt 1*110
FLOW 1
10'
6" PERFORATED PVC
COLLECTOR PIPE
1
3'
4'
8'
KEY TRENCH
DAM EMBANKMENT DETAIL
NTS
2'
PLAN VIEW
#57 WASHED STONE
30" CONCRETE
PRESSURE PIPE
#57 WASHED STONE �� I 112'
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
COLLECTOR PIPE TO BE
CAPPED ON BOTH ENDS
PROPOSED GRADE
ON DOWNSTREAM
SIDE OF DAM
=FLOW I 30" CONCRETE
6.7' PRESSURE PIPE
1.5'
6" SOLID WALL PVC
TO DAYLIGHT
MIRAFI 140N GEOSYNTHETIC VARMINT SCREEN TO
FABRIC WITH 18 -INCH BE PLACED ON OPENEND.
OVERLAP AT ALL SEAMS (TYP)
SECTION VIEW
FILTER DIAPHRAGM D ETAI L
NTS
A
v & 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
v
70000
Dm�65
moz =>
=-nDym
=6500
zHam-n
n=7oz
DDD
-< 1--q
0)0
O _
Z �
-n
m
o
M
0cl)�
m 17, 0
V! _
N -1 0
C7 D
_ � Z
cn �
N m v
=�v
M
_
m m H
Z z
Sao
crz
m r
W1 (FT.)
ELEVATION
17
H2
H1
I.C.(TYP.)
'R TO CHART
FOR BAR SIZE
BRIARrSKCHAPEL'
by
Newland COMMUNITIES
PLAN
ki
D 6"
0 I
I
H1
I -
61 J
8" O.C.(TYP.)
F-
REFER TO CHART
FOR BAR SIZE
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.
NOTES:
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
838.39, 838.51, 838.57, 838.63 AND 838.69.
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
* USE 4000 PSI CONCRETE.
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
TO ASTM A185 WITH 2" MIN. CLEARANCE.
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1926.704.
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1"
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
AT B" CTS. THE CONTRACTOR WILL HAVE THE OPTION
TO INCREASE THIS BAR SIZE AS NEEDED.
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #29 PLAN & DETAILS
DATE:
JANUARY 11, 2017
VICE PRO].
ENDWALL DIMENSIONS
DRAWN
BSS
DESIGNED
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR
SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5
@ B"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5
@ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
#5
@ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5
@ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5
@ B"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5
@ 8"
3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5
@ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5
@ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5
@ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5
@ 8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5
@ B"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5
@ B"
4.50/5.00
7.50/8.50
3.25/4.00
7.75/9.25
14.75/16.75
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #29 PLAN & DETAILS
DATE:
JANUARY 11, 2017
VICE PRO].
# 02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROD. MGR.
CHS
z
065
as
"50
Ll- Jd1.4Z
0065=
0= LU <Z
a 012
1-4
cnH�OJ
C, U)
2E
1 a~
Qo
LU
JY
o J o
U- .4
0
Q W a
N
0 LU
a
0 ~N
Q � �
z Z =
1-O
65 N
_ � T
cn y1-4 Oct w
C-1)0 VM
LU N
LU
0
LL
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4.X
DRAWING NUMBER
D4.5
STATUS:
FINAL DRAWINGS REVISION
FOR REVIEW PURPOSES ONLY �

WET DETENTION
1 1 ISSUED FOR PERMITTING 2017.01 11
REV.NO. I DESCRIPTIONS DATE
REVISIONS
POND #29
SCALE = 1 " = 20'
PLANTING P LAN
SEAL 1
SEAL
,/
��N.... �ARO�11
036348
G;.• 01/11/2017 ; I,-
A
vNlqQW&CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
PLANTING SCHEDULE
JANUARY 11, 2017
MCE PROD.
PLANT VARIETY 'B'
DRAWN
NOTES:
DESIGNED
CONTAINER SIZE AT
SYM.
ABB.
COMMON NAME
BOTANICAL NAME
QUANTITY
SPACING
PLANTING
SHALLOW WATER PLANTINGS
SF
SWEETFLAG
Acorus subcordatum
69
24"-30" O.C.
1 QT.
OF THE 5 PLANT VARIETIES NOTED BELOW AROUND
00
PICKERELWEED
Pontederia cordata
70
24"-30" O.C.
1 QT.
--------PW
�'�Jf}
AND MAY BE APPROVED AS LISTED IN THE
"STORMWATER BEST MANAGEMENT PRACTICES
MANUAL" TABLE 9-1.
BFI
BLUE FLAG IRIS
Iris virginica
69
24"-30" O.C.
1 QT.
i
+ + +
+++++
SR
SOFT RUSH
Juncus effusus var.
69
„
24"-30" O.C.
1 QT.
pylae/ or solutus
7v v
TSB
THREE SQUARE BULRUSH
Schoenoplectus
gg
24"-30" O.C.
1 QT.
V v v
americanus
SHALLOW LAND PLANTINGS
LLLL
-LLLLL
SM
SWAMP MILKWEED
Asclepias incarnate
73
24"-30" O.C.
1 QT.
LLLL IL
CF
CARDINAL FLOWER
Lobelia cardinalis
79
24"-30" O.C.
1 QT.
SRM
SCARLET ROSE MALLOW
Hibiscus coccineus
73
24"-30" O.C.
1 QT.
JPW
DWARF JOE PYE WEED
Eupatoriadelphus dubius
73
24"-30" O.C.
1 QT.
ST
SPOTTED TRUMPETWEED
Eupatoriadelphus
73
24"-30" O.C.
1 QT.
maculatus
CUT & REMOVE ANY
COVERING AROUND ROOTS
INSTALL PLANTS WHERE
CROWN IS FLUSH WITH SOIL \ '
SURFACE AMENDED TOPSOIL
�. MIN. 12 IN DEPTH \ NORMAL POOL LEVEL
+ + + +\ + +
�++
+ + + + + + + + + + + +
. + + + + + + + + + + + + +
+ + + + + + + + + + + ti
0
ill=1 11=1 11=L I I �I 11=1 11=J 11=1 I I- L=1 11=l -_
TWICE ROOT DIAMETER I EXISTING SOIL
SHAL
PLANT V
EACH VARIETY OF PLANT NOTED TO BE PLANTED
SHALL BE IN GROUPS AS SHOWN ON THIS SHEET.
I SHALLOW WATER
LIMITS OF 10:1 SHELF
SHALLOW WATER
JANUARY 11, 2017
MCE PROD.
PLANT VARIETY 'B'
DRAWN
NOTES:
DESIGNED
BSS
1. CONTINUE PLANTING SCHEME SHOWN FOR EACH
GCA
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
00
ENTIRE LENGTH OF THE SHALLOW LAND PLANTING
ZONE
f'�\
3. OTHER SPECIES WITH SIMILAR GROWTH HABITS
�'�Jf}
AND MAY BE APPROVED AS LISTED IN THE
"STORMWATER BEST MANAGEMENT PRACTICES
MANUAL" TABLE 9-1.
24•• O.C. (TYP) SHALLOW LAND /\
GENERAL PLANTING DETA L PLANT VARIETY 'B'
NTS VEGETATED PLANTING SHELF DETAIL
NTS
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.
BRIAR7SKCHAPEL'
by
Newland COMMUNITIES
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #29 PLAN & DETAILS
DATE:
JANUARY 11, 2017
MCE PROD.
# 02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROJ. MGR.
CHS
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4.X
DRAWING NUMBER
STATUS: FINAL DRAWINGS REVISION
FOR REVIEW PURPOSES ONLY 1

_ , 7�./`�_jlf_
-1
NORTH '
I
BMP MAINTENANCE &
ACCESS EASEMENT BMP #30
NORMAL POOL EL. 485.5'
BOTTOM OF POND EL. 478.0'
OF
70
I � I
A, � \
1.0
I
O N NC)
/
o 43.4 \ \
I
SEDIMENT FOREBA Y A
i I BOTTOM EL. 481.0' _ \ EMERGENCY SPILLWAY I
�! SEE DETAIL SHEET D4.2 I
10
I
I
RIPRAP OUTLET �� 5 I tl B
T
l PROTECTION. SEE / 3"1 BERe °
I DETAIL SHEET D1.2
I WI p
� t �lll��lll
HW -15-120 481 /
INV. =486.00
A
ENDWALL PER NCDOT DETAIL
485
838.80 FOR 30" PIPE
-485.5- 44 LF 24"
I / I CONCRETE PRESSURE PIPE / I
490
I 492
492 /
/ T
' o O NO RIPRAP SHALL BE
I 490 _ ` PLACED WITHIN 10' NO -BUILD I /
BUFFER l
® I 1- PRINCIPLE SPILLWAY /
SEE DETAILS THIS SHEET ! I I
/ CLASS 1 RIPRAP PLACED AT
FILTER DIAPHRAM 24" DEPTH WITH SUBLAYER
SEE DETAIL SHEET 04.2 OF 6" FS -2 FILTER STONE LINING
- ' / INSTALLED TO DIMENSIONS SHOWN.
r ENDWALL PER NCDOT
DETAIL 838.80 FOR
30" PIPE
I INV OUT 483.00
WET DETENTION POND #30 PLAN VI EW
SCALE = 1 " = 30'
100 -YR, 24 -HR STORM EL. 489.73'
10 -YR, 24 -HR STORM EL. 488.66'
1 -YR, 24 -HR STORM EL. 487.14'
NORMAL POOL EL. 485.50'
8" PVC TO BANK
BOTTOM OF PON
EL. 478.0' /
Lai
27.7'
10.0'
TOP OF BANK
EL. 492.00'
10.2'
q
GALVANIZED 4'x4'x3/16"
TRASH RACK
PRECAST CONCRETE
BOX
EACH
SIDE
a
3.0'
4 a
5.0'
24" CONCRETE-/
PRESSURE PIPE
INV.= 483.50' SECTION VIEW
7.57'
I
3 3
1 1
- - - - -
EMERGENCY SPILLWAY EL. 490.00'
- - - - - - - - - - - - - - - - -
FILTER DIAPHRAGM 2)
MAINTAIN MIN. 1' OF SEE DETAIL SHEET D-4.8
COVER OVER PIPE
44.0 LINEAR FEET - 24" CONCRETE PRESSURE PIPE 2'
- - - - - - - - - - - - - - - - - - - - - - - - - - - -
21
p p d p d d d p p d 4 Q p
d d
p -
d
EL. 483.50' NOTE: SEE DAM EMBANKMENT CONCRETE CRADLE TO RUN
( 2
PRINCIPLE SPILLWAY DETAIL SHEET 04.8) LENGTH OF PIPE
SEE DETAIL THIS SHEET SEE DETAIL THIS SHEET
SECTION AT PRINCIPLE SPILLWAY
SEAL
1 ISSUED FOR PERMITTING 2017.01.11
REV.NO. DESCRIPTIONS DATE
REVISIONS
SCALE = 1 " = 4'
SEAL
�\\A CARO��'%,,
`��`� ��Q�pEESS/O,y9 •. by ''��;
036348
G;.• 01/11/2017 ; 1,_
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
HAND CRANK FOR
GATE VALVE
0
TOP EL.=488.35'
24" WIDE X 4" TALL RISER OPENING
INV. EL. 486.65 3 SIDES
COVERED WITH PLASTIC TRASH RACK
2.0" LOW FLOW ORIFICE EL. 485.50'
6" PVC WITH TURNED DOWN ELBOW
WITH 2.0" HOLE DRILLED IN CAP.
CAP SHALL BE GLUED IN PLACE
8" DI GATE VALVE
FILL WITH GROUT
BOTTOM EL.=483.00'
ANGLE IRONS:
4" X 4" X 5/8" X 4' LONG
TYPICAL EACH SIDE
FASTENERS:
1" 0 EXPANSION ANCHORS 1" 0 EXPANSIO.
© 8" 0. C. ANCHORS TYPICAL
EACH SIDE
PRINCIPLE SPILLWAY
R" F)I GATE VALVE
AND CRANK
PLACE CEMENT
MORTAR
CONCRETE PRESSURE
PPE JOINT DETAIL
NTS
MAINTAIN MIN. 1' OF
COVER OVER PIPE
3Y4"LAP
PLACE CEMENT MORTAR
IN JOINT SPACE
SECTION H
CONCRETE ENDWALL
PER NCDOT STANDARD 838.80
EL. 483.00'
6" PVC TO DAYLIGHT
BRIAR
CCHAPEL'
Y'Y
Newland COMMUNITIES
RIPRAP OUTLET
PROTECTION. SEE
DETAIL THIS SHEET
SCALE = 1 " = 2'
12"
MIN
PLAN VIEW
ANGLE IRON
4" X 4" X 5/8" X
3' LONG TYPICAL
EACH SIDE
24 -IN RCP
PRESSURE PIPE
SELECT FILL PLACED AND COMPACTED
AT 95% STANDARD PROCTOR MAX
DRY DENSITY AT PLUS 2%-3% OF
OPTIMUM MOISTURE CONTENT TO TOP OF PIP
15.0" � � <������y
12" (MIN) 1 E
a d
SELECT FILL PLACED AND COMPACTED AT
CONCRETE CRADLE 95% STANDARD PROCTOR MAX DRY
(MIN 2000 PSI CONCRETE) DENSITY AT OPTIMUM TO PLUS 3% OF
OPTIMUM MOISTURE CONTENT TO MIDPOINT
OF PIPE PRIOR TO TRENCH EXCAVATION
CONCRETE CRADLE DETAIL
A
NTS
FLOW
FLOW '
CPO OO JO(22J�0 0 % ?8 �
(Oc 000 0 A
>�o� �OOpOCD 0 O) WIDTH OF
ENDWALL
(WHICHEVER
00000 IS GREATER)
o Oo00 - O 0
PLAN VIEW
CONCRETE ENDWALL FOR
30" PIPE PER
NCDOT DETAIL 838.80 NCDOT CLASS 1 RIPRAP
20'
Li �24"
T 6'
FS -2 FILTER STONE
SECTION A -A
RIPRAP 0 UTLET PROTECTION
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #30 PLAN &DETAILS
NTS
DATE:
JANUARY 11, 2017
VICE PROD.
# 02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROJ. MGR.
CHS
SCALE
M&C FILE NUMBER
D4.X
HORIZONTAL'
DRAWING NUMBER
AS NOTED
VERTICAL:
04.7
N/A
of
'STATUS: FINAL DRAWINGS REVISION
,FOR REVIEW PURPOSES ONLY ,

TOP OF DAM
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 SHOULD7
EXTEND TO NORMAL
POOL ELEVATION ON
BMP SIDE
I NIS SNt� I
SPILLWAY BOTTOM WIDTH
SEE TABLE THIS SHEET
d
SECTION A -A
VARIES VARIES
--REFER TO—
PLAN
3
I_ 1W1.4xW1.4 6X6 W.W.M.
OR APPROVED EQUAL
(MIN 2" COVER)
SECTION B -B
O
TTT
EMERGENCY SPILLWAY DETAIL
NTS
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
6" THICK CONCRETE
3000 psi @ 28 DAYS
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
SEAL
��-\�N..........
QiE ss/o*yl
4AL
036348
G;.• 01/11/2017111111
;
LIMITS OF
CONCRETE CRADLE
r LUV
LIMITS OF
CONCRETE CRADLE
2.75'
2.75'
6" PERFORATED PVC
COLLECTOR PIPE
3'
#57 WASHED STONE
FLOW
1.5'
8'
KEY TRENCH
DAM EMBANKMENT DETAIL
NTS
#57 WASHED STONE
2'
6" SOLID WALL PVC
TO DAYLIGHT
° VARMINT SCREEN TO
° BE PLACED ON OPENEND.
0
0
0
0
°24" CONCRETE —Q
° PRESSURE PIPE
�- 6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
COLLECTOR PIPE TO BE
CAPPED ON BOTH ENDS
PLAN VIEW
PROPOSED GRADE
ON DOWNSTREAM
2' SIDE OF DAM
2' MIN.
2'
24" CONCRETE
PRESSURE PIPE
6" SOLID WALL PVC
TO DAYLIGHT
MIRAFI 140N GEOSYNTHETIC VARMINT SCREEN TO
FABRIC WITH 18 -INCH BE PLACED ON OPEN END.
OVERLAP AT ALL SEAMS (TYP)
SECTION VIEW
FILTER DIAPHRAGM D ETAI L
NTS
A
v & 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
v
"' z
70000
Dome
mz =--i
=-nDym
=fD00
zH�mm
n=7oz
DDD
fn H
o _
z
-n
7m0 'a m
o
M
H
0 H
m )DO 0
V! _
N 0
C7 D
_ � Z
C >
N m v
=-v
M
m m H
Z z
Sao
o �
m r
rn
W1 (FT.)
ELEVATION
H2
H1
I.C.(TYP.)
�R TO CHART
FOR BAR SIZE
BRIAR7SKCHAPEL'
by
Newland COMMUNITIES
PLAN
1
D 6"
V-0"
0 I
I
H1
co
I —
j6"
L8"
O.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
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.
NORMAL
TOP DAM
SPILLWAY
SPILLWAY
< Q
POOL
EL'
BOTTOM
BOTTOM
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
EL.
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
EL.
WIDTH
BMP #29
485.50
492.00
490.00
40'
EMERGENCY SPILLWAY DETAIL
NTS
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
6" THICK CONCRETE
3000 psi @ 28 DAYS
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
SEAL
��-\�N..........
QiE ss/o*yl
4AL
036348
G;.• 01/11/2017111111
;
LIMITS OF
CONCRETE CRADLE
r LUV
LIMITS OF
CONCRETE CRADLE
2.75'
2.75'
6" PERFORATED PVC
COLLECTOR PIPE
3'
#57 WASHED STONE
FLOW
1.5'
8'
KEY TRENCH
DAM EMBANKMENT DETAIL
NTS
#57 WASHED STONE
2'
6" SOLID WALL PVC
TO DAYLIGHT
° VARMINT SCREEN TO
° BE PLACED ON OPENEND.
0
0
0
0
°24" CONCRETE —Q
° PRESSURE PIPE
�- 6" SOLID WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
BE PLACED ON OPENEND.
COLLECTOR PIPE TO BE
CAPPED ON BOTH ENDS
PLAN VIEW
PROPOSED GRADE
ON DOWNSTREAM
2' SIDE OF DAM
2' MIN.
2'
24" CONCRETE
PRESSURE PIPE
6" SOLID WALL PVC
TO DAYLIGHT
MIRAFI 140N GEOSYNTHETIC VARMINT SCREEN TO
FABRIC WITH 18 -INCH BE PLACED ON OPEN END.
OVERLAP AT ALL SEAMS (TYP)
SECTION VIEW
FILTER DIAPHRAGM D ETAI L
NTS
A
v & 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
v
"' z
70000
Dome
mz =--i
=-nDym
=fD00
zH�mm
n=7oz
DDD
fn H
o _
z
-n
7m0 'a m
o
M
H
0 H
m )DO 0
V! _
N 0
C7 D
_ � Z
C >
N m v
=-v
M
m m H
Z z
Sao
o �
m r
rn
W1 (FT.)
ELEVATION
H2
H1
I.C.(TYP.)
�R TO CHART
FOR BAR SIZE
BRIAR7SKCHAPEL'
by
Newland COMMUNITIES
PLAN
1
D 6"
V-0"
0 I
I
H1
co
I —
j6"
L8"
O.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
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
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #30 PLAN & DETAILS
DATE:
z
VICE PROD.
oCD
DRAWN
< Q
NOTES:
FT.
MINIMUM
¢�3 .
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
2E = U
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
U- J d H Z
838.39, 838.51, 838.57, 838.63 AND 838.69.
0065= 0 =
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
LU Q 2E LL =
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
Q U = O H
* USE 4000 PSI CONCRETE.
H = ~ ILLI
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
C/) LL O J
@ B"
0 O U) CC
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
CC
ASTM A185 WITH 2" MIN. CLEARANCE.
2E �"�
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
N
H
OSHA STANDARD 1926.704.
r
LU
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
r
1.50
CONTRACTOR
@ 8"
1.25/2.00
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
1.50/2.50
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
6.50/6.75
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
#5
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
LULU
@ B"
NE: THE MINMU BAR ZWILL AHAVE LL ETHE
4.00/6.00
2.00/3.00
4.50/5.50
AOTB" CTS .THEICONTRACTOR OPTION
3.0
=O J U)
@ 8"
TO INCREASE THIS BAR SIZE AS NEEDED.
5.00/6.00
a °
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #30 PLAN & DETAILS
DATE:
JANUARY 11, 2017
VICE PROD.
ENDWALL DIMENSIONS
DRAWN
BSS
DESIGNED
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR
SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0#5
@ B"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5
@ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
#5
@ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5
@ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5
@ B"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5
@ 8"
3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5
@ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5
@ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5
@ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5
@ 8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5
@ B"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5
@ B"
4.50/5.00
7.50/8.50
3.25/4.00
7.75/9.25
14.75/16.75
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #30 PLAN & DETAILS
DATE:
JANUARY 11, 2017
VICE PROD.
# 02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROJ. MGR.
CHS
0 G rn
Q W a
oC ~
0 LU
a
0 ~N
Q � �
z Z =
1-O
U) N
_ H T
O y w
//a
0 VC -1) M
LU N
LU
0
LL
SCALE
HORIZONTAL:
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4.X
DRAWING NUMBER
D4.8
3TATus: FINAL DRAWINGS REVISION
FOR REVIEW PURPOSES ONLY �

14 SRM
14 JPW
14 ST
WET DETENTION POND #30 PLANTING PLAN
SCALE = 1 " = 20'
NORTH
SEAL
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
k. REVISIONS
SEAL
s R�
o Esoli�9,//,
Q� /v
AL
036348
�., 01/11/2017
%9.p�;T . N....EE`s.
/yIIIII \\
I/
PLANTING SCHEDULE
SYM.
ij
COMMON NAME
BOTANICAL NAME
QUANTITY
SPACING
'1
SHALLOW WATER PLANTINGS
I
SF
SWEETFLAG
I/
PLANTING SCHEDULE
SYM.
ABB.
COMMON NAME
BOTANICAL NAME
QUANTITY
SPACING
CONTAINER SIZE AT
PLANTING
SHALLOW WATER PLANTINGS
I
SF
SWEETFLAG
Acorus subcordatum
71
24"-30" O.C.
1 QT.
ADEQUATE TIME TO ESTABLISH BEFORE WINTER MONTHS.
PW
PICKERELWEED
Pontederio cordata
69
24"-30" O.C.
1 QT.
------
SCHEDULES FOR AREAS NOT SPECIFIED IN THIS PLAN.
BFI
BLUE FLAG IRIS
Iris virginica
70
24"-30" O.C.
1 QT.
+Juncus
+++++
SR
SOFT RUSH
effusus von
py/aei or solutus
69
„
24"-30" O.C.
1 QT.
v v v
v v v
TSB
THREE SQUARE BULRUSH
Schoenop/ectus
americanus
68
24"-30" O.C.
1 QT.
SHALLOW LAND PLANTINGS
LLLL
:LLLLL
LLLL IL
SM
SWAMP MILKWEED
Asclepias incomota
74
24"-30" O.C.
1 QT.
CF
CARDINAL FLOWER
Lobelia cardinolis
72
24"-30" O.C.
1 QT.
SRM
SCARLET ROSE MALLOW
Hibiscus coccineus
73
24"-30" O.C.
1 QT.
JPW
DWARF JOE PYE WEED
Eupotoriadelphus dubius
73
24"-30" O.C.
1 QT.
ST
SPOTTED TRUMPETWEED
Eupotoriadelphus
moculatus
71
24"-30" O.C.
1 QT.
/ CUT &REMOVE ANY
COVERING AROUND ROOTS
/ INSTALL PLANTS WHERE
CROWN IS FLUSH WITH SOIL
SURFACE AMENDED TOPSOIL
/ MIN. 12 IN DEPTH
+ +
+ + + + + + + + + + + +
+ + + + + + + + + + + +
+ + + + +III + + + + + +
j I .'VICE ROOT DIAMETER
r
GENERAL PLANTING DETAIL
NTS
NORMAL POOL LEVEL
r
U
0
N
SHAL
PI ANIT \/
EACH VARIETY OF PLANT NOTED TO BE PLANTED
SHALL BE IN GROUPS AS SHOWN ON THIS SHEET.
I SHALLOW WATER
LIMITS OF 10:1 SHELF
SHALLOW WATER
PLANT VARIETY 'B' I
24" O.C. (TYP) SHALLOW LAND
PLANT VARIETY 'B'
0 -,� ()
D 0 0
NOTES:
1. CONTINUE PLANTING SCHEME SHOWN FOR EACH
OF THE 5 PLANT VARIETIES NOTED BELOW AROUND
0 ENTIRE LENGTH OF THE SHALLOW WATER PLANTING
ZONE
2. CONTINUE PLANTING SCHEME SHOWN FOR EACH
OF THE 5 PLANT VARIETIES NOTED BELOW AROUND
ENTIRE LENGTH OF THE SHALLOW LAND PLANTING
0 ZONE
3. OTHER SPECIES WITH SIMILAR GROWTH HABITS
AND MAY BE APPROVED AS LISTED IN THE
"STORMWATER BEST MANAGEMENT PRACTICES
MANUAL" TABLE 9-1.
VEGETATED PLANTING SHELF DETAIL
NTS
GENERAL PLANTING NOTES:
1.
AVOID COMPACTING TOPSOIL TO PROMOTE HEALTHY ENVIRONMENTAL CONDITIONS FOR THE PLANTS.
I2.
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
I
INDIVIDUAL PLANT. PLACE PLANT IN HOLE WITH CROWN FLUSH WITH SOIL SURFACE. BACKFILL WITH
CHS
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.
A
v & CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
BRIARrSKCHAPEL'
by
Newland COMMUNITIES
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
BMP #30 PLAN & DETAILS
DATE:
JANUARY 11, 2017
MCE PRO].
# 02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROJ. MGR.
CHS
SCALE
HORIZONTAL
AS NOTED
VERTICAL:
N/A
M&C FILE NUMBER
D4.X
DRAWING NUMBER
D4.9
STATUS: FINAL DRAWINGS REVISION
FOR REVIEW PURPOSES ONLY 1

STORM DRAINAGE SUMMARY TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
UPSTREAM
INVERT
DOWNSTREAM
INVERT
PIPE
DIAMETER
PIPE
MATERIAL
LENGTH
(ft)
SLOPE
CB -15-79
CI -15-69
521.75
521.60
15"
RCP
16.5
0.91%
CB -15-84
CI -15-60
507.05
506.90
15"
RCP
16.1
0.93%
CB -15-91B
SDMH-15-91
495.85
495.25
15"
RCP
19.3
3.10%
CB -15-100
CI -15-96
502.35
502.20
15"
RCP
18.8
0.80%
CB -15-100B
CB -15-100
504.60
502.45
15"
RCP
60.5
3.55%
CB -15-101
CB -15-100B
506.90
504.70
15"
RCP
60.5
3.64%
CB -15-112
SDMH-15-111
512.90
511.45
15"
RCP
51.4
2.82%
CB -15-113
CB -15-112
514.10
513.00
15"
RCP
69.6
1.58%
CB -15-113B
CB -15-113
519.20
514.20
15"
RCP
130.3
3.84%
CB -15-129
CI -15-128
536.50
536.20
15"
RCP
20.3
1.48%
CB -15-130
CI -15-127
525.25
524.80
15"
RCP
40.4
1.11%
CB -15-158B
CI -15-158
533.00
531.00
15"
RCP
25.9
7.73%
CB -15-165
CI -15-139
490.20
489.75
15"
RCP
21.3
2.11%
CI -15-52
SDMH-15-51
495.90
490.50
30"
RCP
100.0
5.40%
CI -15-53
CI -15-52
497.40
496.00
30"
RCP
78.9
1.78%
CI -15-54
CI -15-53
498.40
497.50
30"
RCP
37.4
2.41%
CI -15-55
CI -15-54
500.50
498.50
30"
RCP
199.8
1.00%
CI -15-56
CI -15-55
502.30
501.10
30"
RCP
112.8
1.06%
CI -15-57
CI -15-56
503.10
502.40
30"
RCP
98.8
0.71%
CI -15-58
CI -15-57
503.50
503.20
30"
RCP
36.6
0.82%
CI -15-59
CI -15-58
503.75
503.60
30"
RCP
24.5
0.61%
CI -15-60
CI -15-59
505.35
503.85
30"
RCP
119.1
1.26%
CI -15-60B
CI -15-60
506.90
506.75
15"
RCP
26.1
0.58%
CI -15-61
CI -15-60
507.30
505.90
24"
RCP
97.5
1.44%
CI -15-62
CI -15-61
508.70
507.40
24"
RCP
90.8
1.43%
CI -15-62B
CI -15-62
509.65
509.50
15"
RCP
24.5
0.61%
SANITARY SEWER SUMMARY TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
UPSTREAM
INVERT
DOWNSTREAM
INVERT
PIPE
DIAMETER
PIPE
MATERIAL
LENGTH
(ft)
SLOPE
SSMH-15-30
EX. SSMH-15-3
461.95
460.20
8"
DI
314.8
0.56%
SSMH-15-31
SSMH-15-30
479.50
463.95
8"
PVC
221.4
7.02%
SSMH-15-32
SSMH-15-31
494.50
479.70
8"
PVC
188.3
7.86%
SSMH-15-33
SSMH-15-32
497.10
495.45
8"
PVC
325.0
0.51%
SSMH-15-34
SSMH-15-33
497.80
497.30
8"
PVC
98.6
0.51%
SSMH-15-35
SSMH-15-34
498.50
498.00
8"
PVC
99.5
0.50%
SSMH-15-36
SSMH-15-35
503.20
498.70
8"
PVC
99.2
4.54%
SSMH-15-37
SSMH-15-36
504.25
503.10
8"
PVC
107.8
1.07%
SSMH-15-38
SSMH-15-37
505.95
504.45
8"
PVC
113.1
1.33%
SSMH-15-39
SSMH-15-38
510.25
506.15
8"
PVC
329.4
1.24%
SSMH-15-40
SSMH-15-39
514.60
510.45
8"
PVC
280.4
1.48%
SSMH-15-41
SSMH-15-40
524.10
514.80
8"
PVC
280.4
3.32%
SSMH-15-42
SSMH-15-41
529.35
524.50
8"
PVC
154.9
3.13%
SSMH-15-43
SSMH-15-42
531.30
529.55
8"
PVC
110.7
1.58%
SSMH-15-44
SSMH-15-35
499.30
498.70
8"
PVC
116.0
0.52%
SSMH-15-45
SSMH-15-44
500.15
499.50
8"
PVC
123.9
0.52%
SSMH-15-46
SSMH-15-45
502.05
500.35
8"
PVC
342.7
0.50%
SSMH-15-46B
SSMH-15-46
509.15
502.50
8"
PVC
150.0
4.43%
SSMH-15-47
SSMH-15-46B
520.20
509.45
8"
PVC
170.0
6.32%
SSMH-15-48
SSMH-15-47
529.00
522.30
8"
PVC
91.3
7.34%
1 ISSUED FOR PERMITTING 2017.01.11
REV. NO. DESCRIPTIONS DATE
k. REVISIONS
STORM DRAINAGE SUMMARY TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
UPSTREAM
INVERT
DOWNSTREAM
INVERT
PIPE
DIAMETER
PIPE
MATERIAL
LENGTH
(ft)
SLOPE
CI -15-63
CI -15-62
509.30
508.80
24"
RCP
97.4
0.51%
CI -15-64
CI -15-63
510.20
509.40
24"
RCP
153.8
0.52%
CI -15-66
CI -15-67
514.85
514.70
15"
RCP
24.5
0.61%
CI -15-67
CI -15-64
510.80
510.30
24"
RCP
96.3
0.52%
CI -15-68
CI -15-67
516.50
513.95
24"
RCP
162.2
1.57%
CI -15-69
CI -15-68
520.00
517.10
18"
RCP
180.8
1.60%
CI -15-69B
CI -15-69
521.65
521.50
15"
RCP
25.4
0.59%
CI -15-70
CI -15-69
527.40
521.50
15"
RCP
124.8
4.73%
CI -15-71
CI -15-70
529.25
527.50
15"
RCP
29.3
5.98%
CI -15-76
CI -15-77
532.95
532.80
15"
RCP
24.5
0.61%
CI -15-77
CI -15-71
532.70
529.35
15"
RCP
156.2
2.15%
CI -15-78
CI -15-70
527.70
527.50
15"
RCP
33.3
0.60%
CI -15-80
CI -15-68
517.40
517.25
15"
RCP
24.5
0.61%
CI -15-81
CI -15-64
513.35
513.20
15"
RCP
24.5
0.61%
CI -15-82
CI -15-63
511.25
511.10
15"
RCP
24.3
0.62%
CI -15-83
CI -15-61
508.30
508.15
15"
RCP
24.5
0.61%
CI -15-85
CI -15-55
502.55
502.40
15"
RCP
24.5
0.61%
CI -15-86
CI -15-54
500.55
500.40
15"
RCP
24.5
0.61%
CI -15-96
DBL CI -15-95
501.25
500.85
18"
RCP
66.3
0.60%
CI -15-96B
CI -15-96
502.55
502.10
15"
RCP
84.9
0.53%
CI -15-97
CI -15-96B
503.15
502.65
15"
RCP
85.0
0.59%
CI -15-98
CI -15-97
503.90
503.25
15"
RCP
96.2
0.68%
CI -15-99
CI -15-98
504.15
504.00
15"
RCP
24.5
0.61%
CI -15-102
DBL CI -15-95
499.10
497.10
24"
RCP
60.9
3.29%
CI -15-103
CI -15-102
499.40
499.20
24"
RCP
37.0
0.54%
CI -15-104
CI -15-103
499.65
499.50
24"
RCP
24.5
0.61%
SANITARY SEWER SUMMARY TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
UPSTREAM
INVERT
DOWNSTREAM
INVERT
PIPE
DIAMETER
PIPE
MATERIAL
LENGTH
(ft)
SLOPE
SSMH-15-49
SSMH-15-48
531.80
529.20
8"
PVC
88.4
2.94%
SSMH-15-50
SSMH-15-49
532.70
531.80
8"
PVC
180.1
0.50%
SSMH-15-51
SSMH-15-50
533.40
532.90
8"
DI
92.4
0.54%
SSMH-15-52
SSMH-15-46
509.50
502.50
8"
PVC
225.1
3.11%
SSMH-15-61
SSMH-15-60
485.10
484.90
8"
PVC
36.8
0.54%
SSMH-15-62
SSMH-15-61
485.60
485.30
8"
DI
57.0
0.53%
SSMH-15-63
SSMH-15-62
501.50
487.90
8"
PVC
183.8
7.40%
SSMH-15-64
SSMH-15-63
515.55
501.70
8"
PVC
232.3
5.96%
SSMH-15-65
SSMH-15-64
521.60
516.40
8"
PVC
121.7
4.27%
SSMH-15-65B
SSMH-15-65
534.20
524.15
8"
PVC
222.7
4.51%
SSMH-15-66
SSMH-15-65B
535.20
534.40
8"
PVC
159.0
0.50%
SSMH-15-67
SSMH-15-64
518.20
515.75
8"
PVC
122.4
2.00%
SSMH-15-69
SSMH-15-67
528.30
518.40
8"
PVC
247.7
4.00%
SSMH-15-70
SSMH-15-62
486.10
485.70
8"
PVC
75.1
0.53%
SEAL 1
SEAL I
Ess oR�li�9,//,
Q� Nq
AL
036348
�., 01/11/2017
T. ........
A
v & CREED
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: [phone]
F-1222
www.mckimcreed.com
STORM DRAINAGE SUMMARY TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
UPSTREAM
INVERT
DOWNSTREAM
INVERT
PIPE
DIAMETER
PIPE
MATERIAL
LENGTH
(ft)
SLOPE
CI -15-105
CI -15-104
504.30
503.30
18"
RCP
37.0
2.70%
CI -15-106
CI -15-105
510.40
504.40
18"
RCP
96.6
6.21%
CI -15-107
CI -15-106
520.40
511.00
15"
RCP
118.5
7.93%
CI -15-108
CI -15-107
530.05
520.50
15"
RCP
118.3
8.07%
CI -15-109
CI -15-108
530.30
530.15
15"
RCP
25.1
0.60%
CI -15-110
CI -15-106
511.30
511.15
15"
RCP
24.5
0.61%
CI -15-114
CI -15-104
504.05
503.20
15"
RCP
126.4
0.67%
CI -15-115
CI -15-114
504.30
504.15
15"
RCP
24.5
0.61%
CI -15-122
SDMH-15-121
488.30
486.55
30"
RCP
50.5
3.47%
CI -15-123
CI -15-122
504.10
494.50
24"
RCP
159.4
6.02%
CI -15-124
CI -15-123
515.40
504.20
24"
RCP
182.1
6.15%
CI -15-125
CI -15-124
518.80
516.00
18"
RCP
106.2
2.64%
CI -15-126
CI -15-125
521.90
521.75
15"
RCP
24.8
0.60%
CI -15-127
CI -15-126
524.70
522.00
15"
RCP
99.0
2.73%
CI -15-128
CI -15-127
536.10
529.20
15"
RCP
143.9
4.79%
CI -15-131
CI -15-135
519.40
519.25
15"
RCP
24.9
0.60%
CI -15-132
CI -15-133
524.95
524.80
15"
RCP
24.5
0.61%
CI -15-133
CI -15-134
524.70
521.55
15"
RCP
98.0
3.21%
CI -15-134
CI -15-135
521.45
519.20
15"
RCP
73.1
3.08%
CI -15-135
CI -15-136
518.00
516.35
15"
RCP
38.0
4.35%
CI -15-136
CI -15-124
516.25
516.10
15"
RCP
24.5
0.61%
CI -15-137
CI -15-123
505.00
504.85
15"
RCP
24.5
0.61%
CI -15-138
CI -15-122
495.40
495.25
15"
RCP
24.5
0.61%
CI -15-139
CI -15-140
489.65
489.50
18"
RCP
24.5
0.61%
CI -15-140
CI -15-122
488.90
488.40
18"
RCP
92.8
0.54%
CI -15-154
EX. CI -15-25B
526.10
524.50
24"
RCP
63.2
2.53%
BRIAR7SKCHAPEL'
by
Newland COMMUNITIES
STORM DRAINAGE SUMMARY TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
UPSTREAM
INVERT
DOWNSTREAM
INVERT
PIPE
DIAMETER
PIPE
MATERIAL
LENGTH
(ft)
SLOPE
CI -15-155
CI -15-154
527.65
526.20
24"
RCP
69.1
2.10%
CI -15-156
CI -15-155
527.90
527.75
24"
RCP
24.5
0.61%
CI -15-157
CI -15-156
528.20
528.00
18"
RCP
34.2
0.59%
CI -15-158
CI -15-157
530.90
528.20
18"
RCP
119.2
2.27%
CI -15-158C
CI -15-158
531.15
531.00
15"
RCP
24.5
0.61%
CI -15-159
CI -15-158
534.00
531.00
15"
RCP
114.2
2.63%
CI -15-160
CI -15-159
534.25
534.10
15"
RCP
24.5
0.61%
CI -15-161
CI -15-157
528.35
528.20
15"
RCP
24.5
0.61%
CI -15-162
CI -15-156
531.30
528.40
15"
RCP
133.7
2.17%
CI -15-163
CI -15-162
533.80
531.60
15"
RCP
91.7
2.40%
CI -15-164
CI -15-162
531.75
531.60
15"
RCP
24.5
0.61%
DBL CI -15-94
SDMH-15-93
496.75
496.65
30"
RCP
19.3
0.52%
DBL CI -15-95
DBL CI -15-94
497.00
496.85
30"
RCP
24.5
0.61%
EX. CI -15-25B
SDMH-15-153
522.75
522.60
24"
RCP
18.3
0.82%
EX. CI -15-26
EX. CI -15-25B
523.00
522.85
15"
RCP
24.5
0.61%
EX. CI -15-27
EX. CI -15-26
525.90
523.10
15"
RCP
45.9
6.10%
SDMH-15-50B
HW -15-50
478.50
475.00
30"
RCP
32.9
10.63%
SDMH-15-51
SDMH-15-50B
488.20
483.75
30"
RCP
54.3
8.20%
SDMH-15-91
HW -15-90
495.15
495.00
30"
RCP
22.6
0.66%
SDMH-15-92
SDMH-15-91
495.75
495.25
30"
RCP
92.6
0.54%
SDMH-15-93
SDMH-15-92
496.55
495.85
30"
RCP
134.0
0.52%
SDMH-15-111
CI -15-106
511.35
511.00
15"
RCP
19.8
1.77%
SDMH-15-121
HW -15-120
486.45
486.00
30"
RCP
79.1
0.57%
SDMH-15-151
HW -15-150
495.50
495.00
24"
RCP
44.9
1.11%
SDMH-15-152
SDMH-15-151
508.50
495.60
24"
RCP
188.5
6.84%
SDMH-15-153
SDMH-15-152
522.50
513.00
24"
RCP
130.0
7.31%
BRIAR CHAPEL
PHASE 15 SOUTH
CHATHAM COUNTY, NORTH CAROLINA
STORM DRAINAGE &
SANITARY SEWER TABLES
DATE:
JANUARY 11, 2017
MCE PRO].
# 02735-0178
DRAWN
BSS
DESIGNED
BSS
CHECKED
GCA
PROJ. MGR.
CHS
SCALE
HORIZONTAL:
N/A
VERTICAL:
N/A
M&C FILE NUMBER
D4.4
DRAWING NUMBER
D4.10
STATUS: FINAL DRAWINGS REVISION
FOR REVIEW PURPOSES ONLY 1