20072022 Ver 4_Site Plan_20150604

OWN ER /DEVELOPER /APPLICANT
RFII -FH SIERRA, LLC
2840 PLAZA PLACE - SUITE 360
RALEIGH, NORTH CAROLINA 27612
PH: (919) 870 -9711
(Iineberry @foreverhome.com)
ENGINEER
EDENS LAND CORP
2314 S. MIAMI BLVD - SUITE 151
DURHAM, NORTH CAROLINA 27703
PH: (919) 316 -1855
JARROD B. EDENS, P.E. - PRESIDENT
(jarrod.edens @edensland.com)
SITE INFORMATION
JURISDICTION
CITY OF DURHAM
EXISTING ZONE
PDR 3.00
EXISTING USE
VACANT /AGRICULTURE
PROPOSED USE
RESIDENTIAL (SINGLE /MULTIFAMILY)
PIN
0769-01-29-3411
PARCEL ID
193301
SITE AREA
183.79 AC.
DEVELOPMENT TIER
SUBURBAN
RIVER BASIN
NEUSE
CALL BEFORE YOU DIG
North Carol'wa
One -Call Center
(800) 632 -4949
www.ncocc.org
CONSTAUCTI01q DRAW
CASE #PW1401726
i
i
SITE PLAN CASE #D1200218
5713 LEESVILLE ROAD
DURHAM, NORTH CAROLINA
NOVEMBER 7. 2014
REVISED: TUNE 2, 2015
PR07ECT SITE VICINITY MAP:
0 250' 500'
SCALE: 1"=500'
NOTE: CITY OF DURHAM AND DURHAM COUNTY
STANDARDS AND SPECIFICATIONS USED.
EDENS
LAND CORP
ENGINEERING • DEVELOPMENT
2314 S. MIAMI BLVD - SUITE 151 • DURHAM, NC 27703
WWW.EDENSLAND.COM • PH: (919) 316 -1855
CONSTRUCTION DRAWINGS
CITY OF DURHAM
LIST OF DRAWINGS:
SHEET # TITLE
PN (1)
EX (1)
SP (1 -8
LS (1 -13)
GR
(1
-14)
PD
(1 -10)
UT
(1)
PR
(1 -40)
EC
(1 -10)
SM
(1
-3)
DT
(1 -7)
CT
(1 -4)
RW (1 -22)
COVER
PROJECT NOTES
EXISTING CONDITIONS /DEMOLITION PLAN
SITE PLANS
LANDSCAPE PLANS
GRADING AND DRAINAGE PLANS
BMP DETAILS SHEETS
OVERALL UTILITY PLANS
PLAN AND PROFILE SHEETS
EROSION CONTROL PLANS
SIGNAGE AND MARKING PLANS
DETAIL SHEETS
ATLAS DRIVE ARCH CULVERT (BY CONTECH)
RETAINING WALL DETAILS (BY MARVEL ENGINEERING
AND CONSTRUCTION)
MAG NAIL
ELEV= 372.25
N: 810092.20
E: 2062909.92
BENCHMARK 1 LOCATION
SCALE: 1 "=1 0'
NCGS MONUMENT "DOC"
ELEV- 443.07
N: 797373.30
E: 2060654.03
BENCHMARK 2 LOCATION
SCALE: 1"=10'
u
1
a
FAI
BENCHMARK LOCATION MAP
SCALE: 1 " =5000'
II
PIN: 0769.01.29.3411, PID: 1933011
NOTE: BUFFER AUTHORIZATION BY NORTH
CAROLINA DIVISION OF WATER QUALITY (NCDWQ) IS
REQUIRED PRIOR TO CONSTRUCTION DRAWING
APPROVAL. SITE PLAN CHANGES OCCURRING AS A
RESULT OF ALTERATIONS NEEDED TO RECEIVE
BUFFER AUTHORIZATION MAY RESULT IN THE NEED
FOR A SITE PLAN AMENDMENT OR A NEW SITE PLA
BASED ON THE SCOPE OF THE REQUIRED CHANGES
IF A SITE PLAN AMENDMENT OR A NEW SITE PLAN
IS REQUIRED IT MUST BE APPROVED PRIOR TO
CONSTRUCTION DRAWING APPROVAL. CONTACT THE
DURHAM CITY —COUTY PLANNING DEPARTMENT AT
919 - 560 -4137 TO DETERMINE IF A SITE PLAN
AMENDMENT OR A NEW SITE PLAN WILL BE
REQUIRED.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE

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SUMMARY OF IMPROVEMENTS REQUIRED (D06 -283)
NC 98 (WAKE FOREST HIGHWAY) AND OLIVE BRANCH ROAD (SR 19051-
1. MODIFY SIGNAL TIMING IN COORDINATION WITH NCDOT.
NC 98 WAKE FOREST HIGHWAY) AND OLIVE BRANCH ROAD (SR 1905)
1. INSTALL A NEW TRAFFIC SIGNAL (SUBJECT TO MUTCD WARRANTS AND APPROVAL BY NCDOT);
2. CONSTRUCT A NORTHBOUND RIGHT -TURN LANE ON OLIVE BRANCH ROAD WITH ADEQUATE STORAGE AND
TAPER
LEESVILLE ROAD (SR 1906) AND DOC NICHOLS ROAD (SR 1908)
1. INSTALL A NEW TRAFFIC SIGNAL (SUBJECT TO MUTCD WARRANTS AND APPROVAL BY NCDOT);
2. CONSTRUCT AN EXCLUSIVE EASTBOUND LEFT -TURN LANE ON LEESVILLE ROAD WITH ADEQUATE STORAGE
AND TAPER
US 70 AND LEESVILLE ROAD (SR 1906
1. MODIFY SIGNAL TIMING IN COORDINATION WITH NCDOT;
2. CONSTRUCT AN EXCLUSIVE SOUTHBOUND LEFT -TURN LANE ON LEESVILLE ROAD WITH ADEQUATE STORAGE
AND TAPER
3. CONSTRUCT AN EXCLUSIVE WESTBOUND RIGHT -TURN LANE ON US70 WITH ADEQUATE STORAGE AND TAPER
DOC NICHOLS ROAD (SR 1908) AND SITE DRIVE #1 (FULL ACCESS):
1. CONSTRUCT A SOUTHBOUND LEFT -TURN LANE ON DOC NICHOLS ROAD WITH ADEQUATE STORAGE AND
TAPER.
DOC NICHOLS ROAD (SR 1908) AND SITE DRIVE #2 (FULL ACCESS)
1. CONSTRUCT SITE DRIVE #2 WITH ONE INGRESS AND TWO EGRESS LANES
2. CONSTRUCT A NORTHBOUND RIGHT -TURN LANE ON DOC NICHOLS ROAD WITH ADEQUATE STORAGE AND
TAPER;
3. CONSTRUCT A SOUTHBOUND LEFT -TURN LANE ON DOC NICHOLS ROAD WITH ADEQUATE STORAGE AND
TAPER
DOC NICHOLS (SR 1908) ROAD AND SITE DRIVE #3 (FULL ACCESS)
1. CONSTRUCT A SOUTHBOUND LEFT -TURN LANE ON DOC NICHOLS ROAD WITH ADEQUATE STORAGE AND
TAPER;
2. CONSTRUCT A NORTHBOUND RIGHT -TURN LANE ON DOC NICHOLS ROAD WITH ADEQUATE STORAGE AND
TAPER.
LEESVILLE ROAD (SR 1906) AND SITE DRIVE #4 (FULL ACCESS
1. CONSTRUCT SITE DRIVE #4 WITH ONE INGRESS AND TWO EGRESS LANES;
2. CONSTRUCT A WESTBOUND RIGHT -TURN LANE ON LEESVILLE ROAD WITH ADEQUATE STORAGE AND TAPER;
3. CONSTRUCT AN EASTBOUND LEFT -TURN LANE ON LEESVILLE ROAD WITH ADEQUATE STORAGE AND TAPER,
LEESVILLE ROAD (SR 1906) AND SHADY GROVE ROAD (SR 1981) (REQUIRED PRIOR TO THE 250TH CERTIFICATE
OF OCCUPANCY)
1. CONSTRUCT A SINGLE LANE ROUNDABOUT, OR;
2. INSTALL A NEW TRAFFIC SIGNAL (SUBJECT TO MUTCD WARRANTS AND APPROVAL BY NCDOT),
A. CONSTRUCT AN EXCLUSIVE EASTBOUND RIGHT -TURN LANE ON LEESVILLE ROAD WITH ADEQUATE
STORAGE AND TAPER,
B. CONSTRUCT AN EXCLUSIVE NORTHBOUND LEFT -TURN LANE ON SHADY GROVE ROAD WITH
ADEQUATE STORAGE AND TAPER.
TEXT COMMITMENTS FROM Z05 -33
1. A MAXIMUM OF 1200 DWELLING UNITS WILL BE PROVIDED
2. ALL SINGLE FAMILY LOT SIZES ARE TO BE A MINIMUM OF 6,500 S.F. A MAXIMUM OF 250 LOTS WILL BE
BETWEEN 6,500 - 7,000 S.F.
3. A MAXIMUM OF 141 SINGLE - FAMILY LOTS WILL FALL WITHIN THE TRANSITIONAL USE AREA. NO
MULTI - FAMILY LOTS WILL BE INTO THE TRANSITIONAL USE AREA.
4. DEVELOPER COMMITS TO USE BAFFLES AND /OR SKIMMERS AS EROSION AND SEDIMENTATION CONTROL TO
INCREASE SEDIMENT TRAPPING EFFICIENCY DURING CONSTRUCTION (CONSISTENT WITH PRACTICES OUTLINED
IN THE UPDATED N.C. STATE DESIGN MANUAL).
5. DEVELOPER COMMITS TO USE BEST MANAGEMENT PRACTICES WHICH EXCEED CURRENT STANDARDS,
WHEREBY CONCENTRATED FLOW DISCHARGES ARE MODIFIED TO DIFFUSE FLOW RATES, AND BUY -DOWNS
ARE MINIMIZED.
6. A 20 -FOOT VEGETATIVE (EXISTING AND INSTALLED) BUFFER WILL BE MAINTAINED ALONG THE 3300 LINEAR
FOOT EASTERN BOUNDARY LINE ADJOINING PARCEL #0769 -01 -38 -5465. NO LOTS WILL BE PLATTED INTO
THIS BUFFER.
7. DEVELOPER AGREES THAT NO MULTI - FAMILY LOTS WILL BE DEVELOPED ALONG THE 3300 LINEAR FOOT
EASTERN BOUNDARY LINE ADJOINING PARCEL # 0769 -01 -38 -5465.
8. CONSTRUCT A CENTRALIZED RECREATIONAL FACILITY TO INCLUDE A CLUBHOUSE, SWIMMING POOL, TENNIS
COURTS, AND A LARGE ACTIVE TURF /FIELD AREA SUITABLE FOR A VARIETY OF ORGANIZED SPORTS AND
COMMUNITY ACTIVITIES. THIS SITE WILL BE COMPLETED BEFORE THE 121 CERTIFICATE OF OCCUPANCY IS
GRANTED.
9. THE DEVELOPER AGREES TO INSTALL SIGNAGE ALONG THE NEIGHBOR'S SIDE OF THE 3300 LINEAR FOOT
EASTERN BOUNDARY LINE ADJOINING PARCEL #0769 -01 -38 -5465 STATING "NO TRESPASSING - ADJACENT
PROPERTY USED FOR HUNTING PURPOSES "WHEN DEVELOPMENT OCCURS WITHIN 100 FEET OF THE
PROPERTY LINE
10. CONSTRUCT A MINIMUM OF 4 ADDITIONAL COMMUNITY PARKS THROUGHOUT THE SITE SUITABLE FOR BOTH
ACTIVE AND PASSIVE RECREATION.
11. PARK A - WILL BE COMPLETED PRIOR TO THE ISSUANCE OF THE 100TH CERTIFICATE OF OCCUPANCY
WITHIN PHASE FIVE.
12. PARK B - WILL BE COMPLETED PRIOR THE ISSUANCE OF THE 200TH CERTIFICATE OF OCCUPANCY WITHIN
PHASE FOUR.
13. PARK C - WILL BE COMPLETED PRIOR TO THE ISSUANCE OF THE 100TH CERTIFICATE OF OCCUPANCY
WITHIN PHASE FOUR.
14. PARK D - WILL BE COMPLETED PRIOR TO THE ISSUANCE OF THE 121ST CERTIFICATE OF OCCUPANCY
WITHIN PHASE ONE.
15. CONSTRUCT A SERIES OF MULCHED NATURE TRAILS THROUGHOUT MANY OF THE NATURAL AREAS OF THE
SITE, WITH TRAIL -HEADS INTERSECTING THE EXTENSIVE SIDEWALK SYSTEM TO ALLOW A VARIETY OF
PEDESTRIAN MOVEMENT PATTERNS. THOUGH THIS SITE IS NOT PART OF THE DOST MASTER PLAN, THE
DEVELOPER WILL PROVIDES AN OPPORTUNITY TO CONNECT OUR TRAILS SYSTEM TO THE MASTER TRAIL
SYSTEM IF /WHEN NEIGHBORING PROPERTIES ALLOW THIS TO HAPPEN.
16. CONSTRUCTION OF THIS INTERNAL TRAIL SYSTEM WILL BE AS FOLLOWS:
PHASE I TRAILS - WILL BE COMPLETED PRIOR TO THE ISSUANCES OF THE 200TH CERTIFICATE OF
OCCUPANCY WITHIN PHASE ONE.
PHASE 3 TRAILS WILL BE COMPLETED PRIOR TO THE ISSUANCE OF THE 100TH CERTIFICATE OF
OCCUPANCY WITHIN PHASE THREE.
REMAINDER OF TRAIL SYSTEM WILL BE 100% COMPLETED PRIOR TO THE ISSUANCE OF THE 100TH
CERTIFICATE OF OCCUPANCY WITHIN PHASE FIVE.
17. THE SITE IMPERVIOUS SURFACE AREA SHALL NOT EXCEED 24 %. (TOTAL FOR ALL 3 PHASES OF LAUREL
GROVE)
18. THE DEVELOPER AGREES TO MASS GRADE IN PHASES. THE DEVELOPER COMMITS TO SIX DEVELOPMENT
PHASES. AND THE NEXT PHASE CANNOT BEGIN UNTIL THE PREVIOUS PHASE IS GRADED, SEEDED, AND
MULCHED.
19. THE DEVELOPER AGREES TO USE BEST PRACTICES UTILIZING (WHERE PRACTICAL) 3:1 FILL SLOPES.
20. CONSTRUCT LEFT TURN LANE AT EACH OF THREE (3) SITE ENTRANCES ON DOC NICHOLS ROAD.
21. CONSTRUCT X (ONE HALF) OF A 45' BACK TO BACK CURB AND GUTTER SECTION FOR THE FRONTAGE
ALONG DOC NICHOLS ROAD, INCLUDING THE EXCLUDED MORTON PROPERTY.
22. DEDICATE 10' OF ADDITIONAL RIGHT -OF -WAY ALONG THE FRONTAGE OF THE SITE ALONG DOC NICHOLS
ROAD.
23. CONSTRUCT EASTBOUND LEFT TURN LANE ALONG LEESVILLE ROAD TO ACCESS MAIN SUBDIVISION ENTRANCE.
24. DEDICATE 25' RIGHT -OF -WAY ALONG THE FRONTSAGE OF THE SITE ALONG LEESVILLE ROAD.
25. CONSTRUCT EASTBOUND AND SOUTHBOUND LEFT TURN LANES AT THE INTERSECTION OF DOC NICHOLS
ROAD AND LEESVILLE ROAD.
26. CONSTRUCT NORTHBOUND AND EASTBOUND LEFT TURN LANES AT THE INTERSECTION OF OLIVE BRANCH
ROAD AND DOC NICHOLS ROAD.
27. CONSTRUCT A WESTBOUND LEFT TURN LANE AT THE INTERSECTION OF OLIVE BRANCH ROAD AND NC98.
28. PROVIDE SIDEWALKS ALONG BOTH SIDES OF ALL COLLECTORS AND THOROUGHFARES PASSING THROUGH OR
IN FRONT OF THE PROJECT AND ALONG ONE SIDE OF ALL RESIDENTIAL STREETS AND ALONG ALL
CUL -DE -SACS THAT ARE AT LEAST 400 FEET IN LENGTH.
29. THE DEVELOPER HAS AGREED TO PAY 50% OF THE RELOCATION COSTS OF THE FENDEL BEVERS HOUSE,
WITHIN A THREE (3) MILES, (RELOCATION COSTS WILL NOT INCLUDE COST OF BUILDING NEW FOUNDATION
FOR STRUCTURE.) IN ADDITION, THE DEVELOPER WILL AGREE TO WORK WITH THE HISTORIC PRESERVATION
SOCIETY OF DURHAM TO FIND AN INTERESTED BUYER.
30. THE DEVELOPER ACKNOWLEDGES THE IMPORTANCE OF THE DURHAM PUBLIC SCHOOLS AND IT'S NEED FOR
AN UPDATED /IMPROVED FACILITIES. THEREFORE, THE DEVELOPER HAS COMMITTED TO DONATE $500 TO
DURHAM PUBLIC SCHOOLS PER RESIDENTIAL BUILDING PERMIT OBTAINED. THIS DONATION WILL BE IN
FORCE UNTIL SUCH TIME AS A SCHOOL IMPACT FEE STRUCTURE IS ADOPTED BY THE DURHAM COUNTY
COMMISSIONERS.
GENERAL NOTES
1. INFORMATION REGARDING THE LOCATION OF EXISTING UTILITIES HAS BEEN BASED UPON AVAILABLE INFORMATION
AND MAY BE INCOMPLETE, AND WHERE SHOWN SHOULD BE CONSIDERED APPROXIMATE. THE LOCATION OF ALL
EXISTING UTILITIES SHOULD BE CONFIRMED PRIOR TO BEGINNING CONSTRUCTION. CONTRACTOR SHALL CALL "NC
ONE CALL: 1- 800 - 632 - 4949). CONTRACTOR SHALL MAINTAIN MARKINGS WHERE NEEDED DURING PROJECT. ALL
UTILITY LOCATIONS THAT DO NOT MATCH THE VERTICAL OR HORIZONTAL CONTROL SHOWN ON THE PLANS SHALL
IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE ENGINEER FOR RESOLUTION. THE CONTRACTOR SHALL
VERIFY LOCATIONS OF UTILITIES AND SERVICE LATERALS PRIOR TO CONSTRUCTION. ANY CONFLICTS WITH
LOCATIONS OF LIGHT POLES, TREES, ETC. SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER FOR
RESOLUTION PRIOR TO CONSTRUCTION.
2. EDENS LAND CORP ACCEPTS NO RESPONSIBILITY FOR THE ACCURACY OF MAPS AND DATA WHICH HAVE BEEN
SUPPLIED BY OTHERS.
3. ALL DIMENSIONS AND ELEVATIONS SHALL BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. ANY
DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER.
4. ALL FUEL, OIL, PAINT, OR OTHER HAZARDOUS MATERIALS SHOULD BE STORED IN A SECONDARY CONTAINER AND
REMOVED TO A LOCKED INDOOR AREA WITH AN IMPERVIOUS FLOOR DURING NON -WORK HOURS.
5. COMPLIANCE WITH THE PERMIT CONDITIONS IS THE RESPONSIBILITY OF BOTH THE CONTRACTOR AND THE PERMITTEE.
6. SUBDIVISION LAYOUT SHOWN BASED ON APPROVED SITE PLAN PREPARED BY HORVATH ASSOCIATES. PURPOSE OF
THIS PLAN IS FOR MASS CLEARING AND GRADING ONLY. NO CHANGES ARE PROPOSED TO THE APPROVED SITE
PLAN.
7. NOTE STORMWATER DEVICES WERE NOTICED DESIGNED AT TIME OF EROSION CONTROL DESIGN /SUBMITTAL.
COMPLETE REMOVAL OF SEDIMENT DEVICE MAYBE REQUIRED TO INSTALLED STORMWATER DEVICE TO FINAL DESIGN.
GENERAL CONDITIONS OF APPROVAL
1. ALL LANDSCAPING MUST BE IN PLACE PRIOR TO REQUEST FOR A CERTIFICATE OF COMPLIANCE. CONTACT DURHAM
CITY COUNTY PLANNING DEPARTMENT SITE INSPECTION STAFF FOR INSPECTION.
2. EACH LANDSCAPING COMPLIANCE INSPECTION AFTER THE INITIAL INSPECTION WILL INCUR A RE- INSPECTION
FEE, STARTING AT $100 + 4% TECHNOLOGY SURCHARGE. EACH SUBSEQUENT RE- INSPECTION WILL INCREASE BY
$100 +4% (EXAMPLE 1ST -$104, 2ND - $208, 3RD -- $312, ETC). PAYMENT MUST BE RECEIVED BY THE
DURHAM CITY COUNTY PLANNING DEPARTMENT PRIOR TO RE- INSPECTION.
3. 50 FOOT WIDE UNDISTURBED STREAM BUFFER, MEASURED FROM TOP OF BANK, EACH SIDE OF STREAM. NO
CLEARING OR GRADING OTHER THAN SELECTIVE THINNING AND ORDINARY MAINTENANCE OF EXISTING
VEGETATION PERMITTED, EXCEPT IN ACCORDANCE WITH 15A NCAC 02B.233 (6) VEGETATION MANAGEMENT.
NO STRUCTURES OR FEATURES REQUIRING GRADING OR CONSTRUCTION MAY BE BUILT WITHIN THE 10 FOOT
STREAM BUFFER SETBACK. ANY USE ALLOWED BY SECTION 8.5.5 OF THE UDO SHALL BE DESIGNED AND
CONSTRUCTED TO MINIMIZE THE AMOUNT OF INTRUSION INTO THE STREAM BUFFER AND TO MINIMIZE
CLEARING, GRADING, EROSION AND WATER QUALITY DEGRADATION.
4. A LAND- DISTURBING PERMIT WILL BE REQUIRED PRIOR TO THE COMMENCEMENT OF ANY LAND- DISTURBING
ACTIVITIES.
5. A SEDIMENTATION AND EROSION CONTROL PLAN MUST BE SUBMITTED AND APPROVED PRIOR TO THE ISSUANCE
OF A LAND- DISTURBANCE PERMIT.
6. IF AN OFFSITE SOIL SPOIL OR BORROW SITE IS UTILIZED, THEN THE DISTURBED AREA FOR THE SPOIL /BORROW
SITE MUST BE INCLUDED IN THE LAND- DISTURBANCE PLAN AND PERMIT UNLESS THE SPOIL /BORROW SITE
ALREADY HAS A LAND- DISTURBANCE PERMIT.
7. THE LOCATION OF THE SIDEWALK SHOWN ON THIS PLAN IS SCHEMATIC. A CITY OF DURHAM AND /OR NCDOT
ENCROACHMENT PERMIT IS REQUIRED PRIOR TO ANY CONSTRUCTION. AFTER OBTAINING THE REQUIRED PERMITS,
PLEASE CONTACT THE CITY OF DURHAM ENGINEERING CONSTRUCTION INSPECTION OFFICE AT 560 -4326 FOR A
PRE - CONSTRUCTION CONFERENCE AND FIELD VISIT PRIOR TO ANY WORK ON THE PROPOSED SIDEWALK.
8. PRIOR TO ISSUANCE OF CERTIFICATE OF OCCUPANCY
TO RECEIVE ONGOING OR AS- NEEDED PROVISION OF ANY CITY SOLID WASTE SERVICE INCLUDING DEBRIS
CLEANUP OR COLLECTION OF GARBAGE, RECYCLABLES, YARD WASTE, OR BULKY ITEMS ON ANY PRIVATE
ROAD OR OTHER PRIVATE PROPERTY, A RESIDENTIAL WAIVER OF LIABILITY MUST BE EXECUTED BY THE
APPROPRIATE LEGAL ENTITY (E.G., HOMEOWNER'S ASSOCIATION), FORM TO BE PROVIDED BY THE
DEPARTMENT OF SOLID WASTE MANAGEMENT, PRIOR TO ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY. SEE
THE SWM WEB SITE AT WWW.DURHAMNC.GOV /DEPARTMENTS /SOLID.
9. PRIOR TO ISSUANCE OF CERTIFICATE OF OCCUPANCY
TO RECEIVE ONGOING OR AS- NEEDED PROVISION OF ANY CITY SOLID WASTE SERVICE INCLUDING DEBRIS
CLEANUP, STREET CLEANING, OR COLLECTION OF GARBAGE, RECYCLABLES, YARD WASTE, OR BULKY ITEMS
ON ANY PORTION OF ROAD WHICH TERMINATES, TEMPORARILY OR PERMANENTLY, WITHOUT PROVISION OF A
TURNAROUND AREA THAT CONFORMS TO PERMANENT CITY CUL -DE -SAC AND ROAD CONSTRUCTION
SPECIFICATIONS, THE COMMUNITY MUST SUBMIT A PLAN DETAILING AN ALTERNATIVE TURNAROUND TO, AND
OBTAIN WRITTEN APPROVAL OF THAT ALTERNATIVE FROM, THE DIRECTOR OF SOLID WASTE MANAGEMENT OR
THE DIRECTOR'S DESIGNEE PRIOR TO ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY ON SUCH PORTION OF
ROAD. CONTACT SWM AT 560 -4186.
10. AN AUTOMATED SOLID WASTE COLLECTION VEHICLE HAS AN 18 -FOOT WHEELBASE AND A TURNING RADIUS OF 45
FEET WALL -TO -WALL AND 43 FEET CURB -TO -CURB. THE DEPARTMENT OF SOLID WASTE MANAGEMENT RESERVES
THE RIGHT TO MODIFY COLLECTION OF GARBAGE AND RECYCLABLES FOR ANY ROADWAY OR CUL -DE -SAC NOT
CONSTRUCTED TO ACCOMMODATE THOSE SPECIFICATIONS.
11. TREE PROTECTION FENCING MUST BE IN PLACE PRIOR TO ANY DEMOLITION, LAND DISTURBANCE, OR
ISSUANCE OF A GRADING PERMIT AND SHALL INCLUDE WARNING SIGNS IN BOTH ENGLISH AND SPANISH, AS
FOLLOWS: "NO TRESPASSING /TREE PROTECTION AREA /PROHIBIDO ENTRAR /ZONA PROTECTORA PARA LOS
ARBOLES."
12. LANDSCAPE MULCH: PINE STRAW SHALL NOT BE USED AS MULCH OR GROUNDCOVER WITHIN TEN FEET OF ANY
STRUCTURES CONSISTING OF EXTERIOR COMBUSTIBLE CONSTRUCTION AS SPECIFIED BY DURHAM CITY CODE
SECTION 46 -87.
13. AT A MINIMUM, THE STORMWATER DESIGN DETAILS FOR THIS PROJECT SHALL BE GOVERNED BY THE MINIMUM
STANDARDS OF THE MOST RECENT EDITION OF THE CITY OF DURHAM (CITY) REFERENCE GUIDE FOR
DEVELOPMENT (RGD) AND ANY LETTERS TO INDUSTRY (POSTED ON THE CITY'S WEBSITE) OR SUPPLEMENTAL
NOTIFICATIONS OF RGD UPDATES (ALSO POSTED ON THE CITY'S WEBSITE) THAT ARE IN EFFECT THE DATE
CONSTRUCTION DRAWINGS ARE FIRST RECEIVED FOR REVIEW BY THE CITY. NON- COMPLIANCE WITH ANY OF
THESE MINIMUM STANDARDS SHALL RENDER THE APPROVAL OF SUCH ITEMS NULL AND VOID. IT WILL BE THE
RESPONSIBILITY OF THE OWNER TO CORRECT ANY DEFICIENCIES NOTED DURING THE LIFE OF THIS PROJECT TO
THE SATISFACTION OF THE CITY.
14. STORMWATER BEST MANAGEMENT PRACTICE(S) (BMP[S]) PERMIT FEE(S), THE EXECUTED STORMWATER FACILITY
AGREEMENT AND COVENANTS (PREPARED BY THE CITY OF DURHAM STORMWATER SERVICES SECTION) AND EITHER
A PAYMENT INTO THE STORMWATER REPLACEMENT FUND OR THE PROVISION OF AN ALTERNATE SECURITY ARE
REQUIRED FOR ALL BMP(S) ASSOCIATED WITH THIS DEVELOPMENT. CONSTRUCTION OF THE DEVELOPMENT IS NOT
ALLOWED TO COMMENCE UNTIL THESE ITEMS ARE PROVIDED IN ACCORDANCE WITH THE TERMS AND CONDITIONS
OUTLINED IN THE STORMWATER FACILITY AGREEMENT AND COVENANTS. THE DESIGNER SHALL SUBMIT A CERTIFIED
CONSTRUCTION COST ESTIMATE FOR EVERY STORMWATER BMP PROPOSED IN THE DEVELOPMENT AT THE FIRST
SUBMITTAL OF THE CONSTRUCTION DRAWINGS.
15. AN AS -BUILT CERTIFICATION FOR THE STORMWATER BEST MANAGEMENT PRACTICE(S) (BMP[S]), PROVIDED BY THE
DESIGN ENGINEER, IS REQUIRED. THE AS -BUILT SHALL BE SUBMITTED IN ACCORDANCE WITH THE CITY OF
DURHAM BMP CERTIFYING ENGINEER (BCE) PROGRAM, REFER TO SECTION 8.6, BMP CERTIFYING ENGINEER
PROGRAM FOR STORMWATER BMPS IN THE CITY OF DURHAM, OF THE REFERENCE GUIDE FOR DEVELOPMENT,
APPROVED BY THE STORMWATER SERVICES SECTION (S3), AND THE BMP(S) SHALL BE INSPECTED AND APPROVED
BY THE S3 PRIOR TO ISSUANCE OF ANY CERTIFICATES OF OCCUPANCY OR CERTIFICATES OF COMPLIANCE FOR
THE PROJECT.
16. STORMWATER BEST MANAGEMENT PRACTICE(S) (BMP[S]) DESIGN CALCULATIONS WILL NOT BE REVIEWED OR
APPROVED WITH THE SITE PLAN /PRELIMINARY PLAT SUBMITTAL. ALL BMP DESIGNS WILL BE REVIEWED AND
APPROVED DURING THE CONSTRUCTION DRAWING SUBMITTAL PROCESS. IF, AT THE TIME OF CD SUBMITTAL, IT IS
FOUND THAT THE PROPOSED BMP(S) IS UNDERSIZED OR OTHERWISE INSUFFICIENT OR UNSUITABLE FOR THE SITE,
IT IS THE RESPONSIBILITY OF THE APPLICANT TO INSURE THAT THE APPLICABLE STORMWATER ORDINANCE
REQUIREMENTS ARE MET. A REVISED SITE PLAN OR PRELIMINARY PLAT MAY BE REQUIRED IF THE ORIGINALLY
PROPOSED BMP(S) ARE FOUND INSUFFICIENT OR UNSUITABLE AND ALTERNATIVE BMP(S) ARE REQUIRED.
17. BY REFERENCING ROADWAY IMPROVEMENTS ON THE PLAN, THE APPLICANT AGREES TO CONSTRUCT SAID
IMPROVEMENTS PRIOR TO THE ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY IN A MANNER THAT WILL ALLOW
THEM TO FUNCTION AS NOTED ON THE PLAN AND IN ACCORDANCE WITH NCDOT AND CITY OF DURHAM
STANDARDS AND POLICIES. THIS INCLUDES (WHERE APPROPRIATE) BUT IS NOT LIMITED TO: ADEQUATE
TRANSITION TAPERS, ALIGNMENT OF LANES THROUGH INTERSECTIONS, ASSOCIATED SIGNAL MODIFICATIONS,
PAVEMENT MARKINGS, ASSOCIATED SIGNAGE, CURB AND GUTTER, COORDINATION WITH OTHER PROPOSED ROADWAY
IMPROVEMENTS AND BIKE LANES. THE APPLICANT ALSO ACCEPTS THE FINANCIAL RESPONSIBILITY FOR
ACQUISITION OF ANY ADDITIONAL RIGHT -OF -WAY NECESSARY TO ACCOMMODATE THESE IMPROVEMENTS AND ANY
REQUIRED SIDEWALK CONSTRUCTION.
SPECIAL CONDITIONS OF APPROVAL
1. ALL UTILITIES MUST BE INSTALLED UNDERGROUND.
2. HOMEOWNER'S ASSOCIATION DOCUMENTS WILL BE NEEDED AT THE TIME OF FINAL PLAT APPROVAL.
3. EXISTING STRUCTURE, ACCESSORY STRUCTURES AND ALL GRAVEL DRIVES MUST BE REMOVED BEFORE THE FIRST
FINAL PLAT CAN BE APPROVED SO AS NOT TO CREATE NON - CONFORMITY.
PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY
4. AN APPROVED AND EXECUTED DUKE ENERGY STREET LIGHT SERVICE AGREEMENT MUST BE PROVIDED TO THE
CITY OF DURHAM. FOR ADDITIONAL DETAILS CONCERNING LIGHTING REQUIREMENTS AND DESIGN PROCESS,
CONTACT THE CITY DEPARTMENT OF TRANSPORTATION (TERRY THOMPSON AT 919 - 560 - 4366).
5. FINAL DESIGN CALCULATIONS FOR THE STORMWATER BEST MANAGEMENT PRACTICE(S) (BMP[S]) WILL REQUIRE
THE USE OF STORAGE INDICATION ROUTING METHODOLOGY SUCH AS TR -20 OR HEC -1 MODELS. FOR EACH
BMP, AS APPLICABLE, PROVIDE STAGE - STORAGE RELATIONSHIP AND INFLOW AND OUTFLOW HYDROGRAPHS.
PROVIDE ALL TABULATED DATA INCLUDING CALCULATIONS SHOWING THE OUTLET UNDER ORIFICE CONTROL,
BARREL CONTROL AND WEIR CONTROL, AS APPROPRIATE, TO SHOW HOW THE ROUTING WAS DEVELOPED.
6. A COMPLETED CITY OF DURHAM DESIGN SUMMARY IS REQUIRED FOR EACH STORMWATER BEST
MANAGEMENT PRACTICE(S) NO LATER THAN AT THE FIRST CONSTRUCTION DRAWING SUBMITTAL.
7. IF THE PROJECT NEEDS TO USE A NUTRIENT BANK IN ORDER TO ACHIEVE COMPLIANCE: 'TO RECEIVE SITE
PLAN /PRELIMINARY PLAT APPROVAL FOR SINGLE FAMILY DETACHED RESIDENTIAL DEVELOPMENTS THAT ARE
MAKING USE OF NUTRIENT BANKS, THE APPROVAL OF THE SITE PLAN /PRELIMINARY PLAT IS CONTINGENT UPON
THE FUTURE PURCHASE OF NUTRIENT CREDITS FROM AN APPROVED NUTRIENT BANK. IF A REVISED SITE
PLAN /PRELIMINARY PLAT IS SUBMITTED FOR THIS SITE, THE REVISED SITE PLAN /PRELIMINARY PLAT WILL BE
SUBJECT TO ANY ORDINANCES IN PLACE AT THE TIME OF THE REVISED SITE PLAN /PRELIMINARY PLAT
SUBMISSION. A RESERVATION LETTER IS TO BE SUBMITTED TO THE CITY OF DURHAM STORMWATER SERVICES
SECTION (S3) SHOWING THE RESERVATION OF NUTRIENT CREDITS FROM AN APPROVED NUTRIENT BANK. THIS
RESERVATION LETTER IS TO BE PROVIDED PRIOR TO SITE PLAN /PRELIMINARY PLAT APPROVAL. PRIOR TO THE
APPROVAL OF ANY CONSTRUCTION DRAWINGS OR PRIOR TO THE RELEASE OF ANY BUILDING PERMITS PERTAINING
TO THIS DEVELOPMENT, WHICHEVER COMES FIRST, A LETTER SHOWING THE PURCHASE OF THE NUTRIENT
CREDITS FOR THIS DEVELOPMENT AND A COPY OF THE NUTRIENT BANK LEDGER, SHOWING THE TOTAL NUTRIENT
CREDITS AVAILABLE MINUS ANY AND ALL DEDUCTIONS, IS TO BE PROVIDED TO S3.
DURHAM COUNTY GENERAL APPROVAL NOTES
1. IF MORE THAN 12,000 SQ. FT. IS DISTURBED A LAND- DISTURBING PERMIT WILL BE REQUIRED PRIOR
TO THE COMMENCEMENT OF ANY LAND- DISTURBING ACTIVITIES.
2. IF MORE THAN 20,000 SQ. FT. IS DISTURBED, A SEDIMENTATION AND EROSION CONTROL PLAN MUST
BE SUBMITTED AND APPROVED PRIOR TO THE ISSUANCE OF A LAND- DISTURBANCE PERMIT.
3. TREE PROTECTION IS REQUIRED BY THE CITY/ COUNTY PLANNING DEPARTMENT, TREE PROTECTION
CERTIFICATION MUST BE SUBMITTED TO THE DURHAM COUNTY EROSION CONTROL DIVISION, AND TREE
PROTECTION INSPECTION COMPLETED PRIOR TO LAND- DISTURBANCE PERMIT ISSUANCE.
4. IF AN OFFSITE SPOIL OR BORROW SITE IS UTILIZED, THE DISTURBED AREA MUST BE INCLUDED IN
THE LAND DISTURBANCE PLAN AND PERMIT UNLESS ALREADY PERMITTED.
5. IF THE DISTURBED AREA EXCEEDS FIVE ACRES, AN IMPROVEMENT SECURITY WILL BE REQUIRED PRIOR
TO LAND- DISTURBING PERMIT ISSUANCE.
PIN: 0769.01 - 29.3411, PID: 193301
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PIN: 0769.01.29.3411, PID: 193301
GENERAL NOTES:
1. BOUNDARY INFORMATION PROVIDED BY ROBERT MURPHY PLLC.
2. TOPOGRAPHIC INFORMATION PROVIDED BY KENNETH CLOSE.
3. THIS SITE IS WITHIN THE FALLS LAKE /LAKE JORDAN PROTECTED AREA F /J -B.
4. THIS SITE IS NOT LOCATED WITHIN ANY FLOODPLAIN, PER FEMA MAP #3270086000J, REVISED 5/2/06.
SITE OWNER INFORMATION
PROPERTY
PIN
OWNER
ZONING
USE
ACREAGE
1
0769 -01 -29 -3411
RFII, FH SIERRA, LLC.
PDR
VAC RES/ DEVELOPER
183.83 AC.
ADIOINER INFORMATION
PARCEL
PIN
OWNER
ZONING
USE
ACREAGE
A
0860 -01 -31 -5371
DURHAM LAND COMPANY,
LLC
PDR 3.00
VACANT
111.47 AC.
B
0860 -03 -11 -7726
BETY JEAN KING
RR
VACANT
8.35 AC.
C
0860 -03 -11 -3606
JOHN DURBIN
RR
SINGLE FAMILY
1.96 AC.
D
0860 -03 -11 -0937
AYDEN J OATES, PATSY J OATES
RR
SINGLE FAMILY
20.66 AC.
E
0860 -03 -01 -5943
RREF II -FH NC SIERRA LLC
RR
FORESTRY
22.97 AC.
F
0860 -03 -01 -4222
ORIS L MORTON, JULIA F MORTON
RR
VACANT AG
7.13 AC.
G
0860 -03 -00 -6974
JULIA F MORTON
RR
VACANT AG
5.68 AC.
H
0860 -03 -10 -0662
OBIS LEE MORTON, JULIA FIELDS MORTON
RR
SINGLE FAMILY
2.96 AC.
1
0769 -01 -09 -4395
DOC NICHOLS ROAD ASSOCIATES
RR
VACANT AG
60.89 AC.
J
0769 -01 -09 -8974
KELLY K REED, ROBERT E REED
RR
VACANT
3.10 AC.
K
0769 -01 -19 -1595
KATHY L KENNEDY, ELAINE
ET AL JONES
RR
SINGLE FAMILY
1.05 AC.
L
0769 -01 -17 -2927
BARBARA MARLENE ROSS
RR
VACANT AG
15.59 AC.
M
0769 -01 -08 -9120
KEN J FERRELL, DEBORAH A FERRELL
RR
SINGLE FAMILY
1.65 AC.
N
0769 -01 -07 -8707
MICKY OAKLEY
RR
SINGLE FAMILY
0.51 AC.
0
0769 -01 -07 -7663
ORRIN F FRYE, HILDA H FRYE
RR
SINGLE FAMILY
0.51 AC.
P
0769 -01 -07 -7459
LOU ANN FRYE
RR
SINGLE FAMILY
0.66 AC.
Q
0769 -01 -07 -7128
GEORGE W GULLIE JR
RR
SINGLE FAMILY
1.03 AC.
R
0769 -01 -07 -9203
SHELTON WILLIAMS, TONDA WILLIAMS
RR
VACANT
0.99 AC.
S
0769 -01 -17 -1213
SAMUEL B ROSS
RR
SINGLE FAMILY
0.98 AC.
T
0769 -01 -17 -1165
PULTE HOME CORPORATION
PDR 3.700
VACANT
0.39 AC.
U
0769 -03 -15 -4727
PULTE HOME CORPORATION
PDR 3.700
VACANT
65.84 AC.
V
0769 -01 -17 -7270
BARBARA MARLENE ROSS
PDR 3.700
AGRICULTURE
4.98 AC.
W
0769 -01 -27 -3332
PULTE HOME CORPORATION
OL, PDR 3.700
SINGLE FAMILY
0.45 AC.
X
0769 -01 -27 -5330
PULTE HOME CORPORATION
OL, PDR 3.700
VACANT
0.83 AC.
Y
0769 -01 -27 -8179
PULTE HOME CORPORATION
PDR 3.700
VACANT
2.33 AC.
Z
0769 -01 -38 -8644
JAMES THOMAS ROSS
RR
AGRICULTURE
46.22 AC.
LINE TABLE
LINE
BEARING
DIST
L1
S38'45'00 "E
129.62
L2
S 12' 19' 24 "E
85.82
L3
S23'59'1 9 "E
423.56
L4
N78'47'07 "W
99.98
L5
N81'28'07 "W
100.00
L6
N81 *28'07"W
100.00
L7
N81'32'35 "W
100.00
L8
N82'45'23 "W
100.00
L9
N84'44'09 "W
99.97
L10
N89'23'41 "W
99.95
L11
S85'19'35 "W
99.99
L12
S84'13'32 "W
99.99
L13
S83'14'49 "W
100.00
L14
S83'41'46 "W
99.99
L15
S85'49'29 "W
100.00
L16
S87'00'43 "W
99.99
L17
S88'18'21 "W
107.49
L18
S89'32'27 "W
149.61
L19
N14'25'15 "E
66.35
L20
N15'33'24 "E
61.97
L21
S88'44' 17 "E
131.21
L22
S89'28'26 "W
172.31
CURVE TABLE
CURVE
CHORD BRG
CHORD
RADIUS
ARC
DELTA
C1
N06 41 57 , E
242.78'
841.21'
242.78
016 32 09 "
C2
N14'22'11 "W
355.38'
801.17'
355.38
025'24'54"
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STREET LINE
PROPERTY LINE
WETLAND BUFFER LINE
SETBACK LINE
MAJOR CONTOUR
MINOR CONTOUR
SPOT GRADE
WETLANDS
TREE LINE
SITE LIGHT
HYDRANT
WATER METER
WATER VALVE
WATER MANHOLE
GAS VALVE
MANHOLE /YARD DRAIN /AREA DRN.
SANITARY SEWER W /MANHOLE
STORM DRAIN W /CATCH BASIN
WATER MAIN
FENCE
NAD 83
NAVD 88
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NC LICENSE# C -2745
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DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
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PROJECT NUMBER
1109 -001
SHEET NUMBER
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PIN: 0769.01.29.3411, PID: 193301
PROJECT DATA
SITE INFORMATION
JURISDICTION
CITY OF DURHAM
EXISTING ZONE
PDR 3.00
EXISTING WATERSHED OVERLAY DISTRICT
F /J -B
EXISTING USE
VACANT /AGRICULTURE
PROPOSED USE
RESIDENTIAL (SINGLE / MULTIFAMILY)
PIN
0769-01-29-3411
PARCEL ID
193301
SITE AREA
183.79 AC.
DEVELOPMENT TIER
SUBURBAN
RIVER BASIN
UPPER NEUSE (FALLS)
SINGLE FAMILY LOT INFORMATION
PROPOSED # LOTS
392
COTTAGES # LOTS
48
THE RESIDENCES # LOTS
148
PLACE # LOTS
133
MANOR # LOTS
63
MINIMUM LOT SIZE
6,587 SF
MAXIMUM LOT SIZE
13,885 SF
PARKING REQUIREMENT
2 SPACES /DWELLING UNIT
# LOTS WITHIN TRANSITIONAL USE AREA
81 <141 ALLOWED
TOWNHOUSE LOT INFORMATION
PROPOSED # UNITS
101
THE QUARTERS # UNITS
58
THE TERRACE # UNITS
43
PARKING REQUIREMENT
2 SPACES DWELLING UNIT
AMENITY CENTER INFORMATION
CLUBHOUSE
2,860 SF
POOL AREA
6,600 SF
TENNIS COURT
5,616 SF
PARKING REQUIREMENT:
CLUBHOUSE: GREATER OF 1 SPACE / 100 S.F. CLUBHOUSE S.F. OR
1 SPACE / 100 SF POOL SURFACE AREA (CLUBHOUSE: 2,860 SF
= 29 SPACES; POOL = 6,600 = 66 SPACES) = 66 SPACES REQUIRED
TENNIS COURT: 1 / 300 SF
19 SPACES
REQUIRED SPACES
85 SPACES
PROVIDED SPACES
87 SPACES (8 HANDICAP)
BUILDING SETBACK REQUIREMENTS
SINGLE FAMILY LOTS
STREET YARD SETBACK
8' MIN. (20' AT GARAGE FRONTAGES)
STREET SIDE YARD SETBACK
10' MINIMUM
SIDE YARD SETBACK
6' MINIMUM (16' TOTAL)
REAR YARD SETBACK
8 FEET
MAXIMUM BUILDING HEIGHT
35 FEET
MINIMUM BUILDING SEPARATION
10 FEET
TOWNHOME LOTS
STREET YARD SETBACK
20' MINIMUM
STREET SIDE YARD SETBACK
12' MINIMUM
REAR YARD SETBACK
6' MINIMUM
MAXIMUM BUILDING HEIGHT
35 FEET
MINIMUM BUILDING SEPARATION
10 FEET
RESIDENTIAL DENSITY CALCULATIONS
GROSS TRACT AREA
183.79 AC.
WITHIN STREAM BUFFER
28.71 AC.
NET SITE AREA
155.08 AC.
MAXIMUM NUMBER OF DWELLING UNITS
ALLOWED PER D1300110
499
NUMBER OF DWELLING UNITS PROPOSED
493
TREE COVERAGE AREA REQUIREMENTS
TREE COVERAGE AREA REQ'D = 19.01% OF 183.79 AC. = 1,521,920 SF (34.94 AC.)
TREE COVERAGE AREA PROVIDED = 1,535,790 S.F. (35.26 AC.) (19.18 %)
(SEE TABLE ON LS -1)
OPEN SPACE REQUIREMENTS
SITE AREA
183.79 AC.
OPEN SPACE REQUIRED (16 %)
1,280,943 -ST 29.41 AC.
OPEN SPACE PROVIDED
3,237,844 S.F. (74.33 AC.)
USABLE OPEN SPACE REQUIRED
PER SITE PLAN D1300110 =
302,800 S.F. (6.95 AC.)
USABLE OPEN SPACE PROVIDED
350,958 S.F. (8.06 AC.)
IMPERVIOUS CALCULATION
EXISTING IMPERVIOUS: 6,000 S.F. (<0.01%)
BREAKDOWN OF
IMPERVIOUS AREAS:
LOTS: 1,096,009 S.F. (13.69 %)
ROADS: 797,817 S.F. (9.97 %)
SIDEWALK: 207,523 S.F. (2.59 %)
AMENITY AREA: 82,824 S.F. (1.03 %)
PROPOSED IMPERVIOUS:
2,184,173 S.F. (27.28 %)
OPEN SPACE LEGEND
PROPOSED LEGEND
SETBACK LINE
�— TRAFFIC SIGN
CURB AND GUTTER
RETAINING WALL
SIDEWALK
o GUARD RAIL
PICKET FENCE
CHAIN LINK FENCE
—X X X BARBWIRE FENCE
FM
NAD 83
TREE COVERAGE
OPEN SPACE
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STREAM BUFFER
PROPOSED LEGEND
SETBACK LINE
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CURB AND GUTTER
RETAINING WALL
SIDEWALK
o GUARD RAIL
PICKET FENCE
CHAIN LINK FENCE
—X X X BARBWIRE FENCE
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NAD 83
NAVD 88
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NC LICENSE# C -2745
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AL
27352
v •• 05/08/15
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FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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SCALE
111 =200'
DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
JRB
MSB
JIBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
SP -1

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50' PUBLIC RIGHT —OF —WAY
11.5' ® 27' BACK TO BACK ol 11.5'
30" 1.0' SF9.5A (FINAL LIFT) 30"
le ROLLED 1.5" S9.5B (INITIAL LIFT) ROLLED
6.5' CURB CURB
2.00% T1 2.00%
5' CONCRETE 8" ABC STONE BASE
SIDEWALK
COMPACTED SUBGRADE
95% STANDARD PROCTOR
im
8.5'
TYPICAL SECTION
HIMALAYAN DRIVE, HIGHTOWER LANE, OVERCUP LANE, WHITEBARK LANE
SANDBAR LANE, HIGHBEAM LANE, TAMARISK LANE, SHUMARD DRIVE, SAUCER LANE
DAHOON COURT, SHELLBANK DRIVE
N.T.S.
40' PUBLIC RIGHT —OF —WAY
® 23' BACK TO BACK
1.0" SF9.5A (FINAL LIFT)
30" 1.5" S9.513 (INITIAL LIFT) 10
ROLLED
CURB"
22_00% 2.00%
30"
ROLLED
CURB"
8" ABC STONE BASE--/
COMPACTED SUBGRADE
95% STANDARD PROCTOR
TYPICAL SECTION - TOPEL CIRCLE, BALLERINA LANE, NEEDLEGRASS A
7.5'
N.T.S.
40' PUBLIC RIGHT —OF —WAY
® 25' BACK TO BACK
1.0e'---SF9.5A (FINAL LIFT)
30" 1.5" S9.513 (INITIAL LIFT) 0
ROLLED
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2.00% 2.00%
30"
ROLLED
CURB"
7.5'
8.5'
I
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COMPACTED SUBGRADE SIDEWALK
95% STANDARD PROCTOR
TYPICAL SECTION - SITKA LANE, ATHENA DRIVE, BARILLA WAY, LYNCH LANE, WHITEBARK LANE
N.T.S.
30"
CURB
10' GUTTER 14'
5'
200%
63' PUBLIC RIGHT —OF —WAY
® 43'
BACK TO BACK
18"
18"
® MEDIAN
MEDIAN
CURB
7' CURB 14'
2.00%
30"
CURB
GUTTER
5'
10'
Gv"
1 C%
10" ABC STONE BASE
5' CONCRETE Q 1.0" SF9.5A (FINAL LIFT) 5' CONCRETE
SIDEWALK 2.0" S9.513 (INITIAL LIFT) Q SIDEWALK
COMPACTED SUBGRADE
95% STANDARD PROCTOR
TYPICAL SECTION -LAUREL GROVE PARKWAY, ATLAS DRIVE, BOWHALL DRIVE, SHELLBANK DRIVE 0©
N.T.S.
Q 10" ABC STONE BASE
COMPACTED SUBGRADE
95% STANDARD PROCTOR
VARIABLE RIGHT —OF —WAY
® 40' BACK TO BACK
®18" 30" CUB
CURB N 36' A GUTTER
2.00%
2.00%
`N
TYPICAL LOT LAYOUT
1 " =20' 0 10' 20'
YA
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® ©0
AREA CALCULATIONS
OPEN SPACE
_- - LOT LINE
AREA 1
59,336
S.F.
AREA 2
48,837
8' REAR
AREA 3
8,520
I YARD
AREA 4
6,103
SETBACK
AREA 5
5,950
6' MIN
I
30
(16" AGGREGATE
I
AREA 7
571,195
BUILDING FOOTPRINT
I
I
FACE OF I
AREA 9
1,635,626
GARAGE
=
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20' MIN
AREA 11
R/W
S.F.
AREA 12
8' FRONT
S.F.
YARD
BO SETBACK
S.F. ,
Ar MIN.
TYPICAL LOT LAYOUT
1 " =20' 0 10' 20'
YA
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® ©0
AREA CALCULATIONS
OPEN SPACE
REAR
AREA 1
59,336
S.F.
AREA 2
48,837
S.F.
AREA 3
8,520
S.F.
AREA 4
6,103
S.F.
AREA 5
5,950
S.F.
AREA 6
30
S.F.
AREA 7
571,195
S.F.
AREA 9
1,635,626
S.F.
=
=
=
AREA 11
23,564
S.F.
AREA 12
6 677
S.F.
AREA 13
477,472
S.F. ,
AREA 14
424
S.F.
AREA 15
3,974
S.F.
AREA 16
11 972
S.F.
AREA 17
3,919
S.F.
AREA 18
10,621
S.F. J
AREA 19
60,315
S.F.
AREA 20
4,910
S.F.
AREA 21
22,420
S.F.
AREA 22
5,867
S.F.
AREA 23
9,047
S.F.
AREA 24
4,138
S.F.
AREA 25
22,698
S.F.
TOTAL
3,237,844
S.F.
ACTIVE OPEN SPACE
AREA A
185,836
S.F.
AREA B
92,422
S.F.
AREA C
72,700
S.F.
TOTAL
350,958
S.F.
TYPICAL TOWNHOUSE LOT
1 " =20' 0 10' 20'
PIN: 0769.01.29.3411, PID: 193301
LINKS
NODES RATIO = 3fi = 1.47
LINK TO NODE DIAGRAM
N.T.S. GENERAL NOTES
1. BOUNDARY INFORMATION PROVIDED BY ROBERT MURPHY PLLC.
2. EXISTING TOPOGRAPHY PROVIDED BY KENNETH CLOSE.
3. ANY BICYCLE PARKING SPACES REQUIRED WILL BE AS STORED
SPACES INSIDE THE SINGLE FAMILY RESIDENTIAL UNITS AS
PERMITTED PER LIDO SECTION 10.4.4.C.2.A.
4. ALL RADII MEASUREMENTS ARE TO BACK OF CURB, UNLESS
OTHERWISE NOTED.
5. ALL OPEN SPACE WILL BE DEDICATED TO THE HOMEOWNERS'
ASSOCIATION.
6. NO BUILDINGS WILL IMPEDE THE 25'X25' CITY OF DURHAM
SIGHT DISTANCE TRIANGLES.
Gv� NOTE: CONTRACTOR TO VERIFY EXISTING
21 INFORMATION PRIOR TO CONSTRUCTION.
3 � FCC
NOTIFY ENGINEER OF ANY DISCREPANCIES
1.0" SF9.5A (FINAL LIFT) L-- 5' CONCRETE
2.0" S9.513 (INITIAL LIFT) 0 SIDEWALK
TYPICAL SECTION - BLACKLEY'S CIRCLE
N.T.S.
�0
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE DATE DATE
REAR
11
■6'
10VA OVA It
CONCRET
WALKWAY
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TYPICAL TOWNHOUSE LOT
1 " =20' 0 10' 20'
PIN: 0769.01.29.3411, PID: 193301
LINKS
NODES RATIO = 3fi = 1.47
LINK TO NODE DIAGRAM
N.T.S. GENERAL NOTES
1. BOUNDARY INFORMATION PROVIDED BY ROBERT MURPHY PLLC.
2. EXISTING TOPOGRAPHY PROVIDED BY KENNETH CLOSE.
3. ANY BICYCLE PARKING SPACES REQUIRED WILL BE AS STORED
SPACES INSIDE THE SINGLE FAMILY RESIDENTIAL UNITS AS
PERMITTED PER LIDO SECTION 10.4.4.C.2.A.
4. ALL RADII MEASUREMENTS ARE TO BACK OF CURB, UNLESS
OTHERWISE NOTED.
5. ALL OPEN SPACE WILL BE DEDICATED TO THE HOMEOWNERS'
ASSOCIATION.
6. NO BUILDINGS WILL IMPEDE THE 25'X25' CITY OF DURHAM
SIGHT DISTANCE TRIANGLES.
Gv� NOTE: CONTRACTOR TO VERIFY EXISTING
21 INFORMATION PRIOR TO CONSTRUCTION.
3 � FCC
NOTIFY ENGINEER OF ANY DISCREPANCIES
1.0" SF9.5A (FINAL LIFT) L-- 5' CONCRETE
2.0" S9.513 (INITIAL LIFT) 0 SIDEWALK
TYPICAL SECTION - BLACKLEY'S CIRCLE
N.T.S.
�0
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE DATE DATE
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the expressed written permission of
Edens Land Corp.
INC LICENSE# C -2745
AL
27352
v •• 05/08/15 1?--
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FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
MSB
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PROJECT NUMBER
1109 -001
SHEET NUMBER
SP -2

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PIN: 0769 -01.29 -3411, PID: 193301
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DA7E
STORM WATER DATE
TRANSPORTATION DA7E
DATE
DA7E
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❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ p ❑ ❑ ❑ ❑ ❑ p ❑ ❑ X�30' PUBLIC 9771 SF 8963 SF 50' TRANSITIONAL
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v❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ \ - 7 ❑ ❑ ❑❑ % ) \ \ I I 5 I \ ��
❑ ❑ ❑ 0 0 O 0 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 0 ❑ ❑ ❑ >� � /\ ti� \ 1 1 I © I ❑ ' ' 7321 SF
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NC LICENSE# C -2745
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Edens Land Corp.
NC LICENSE# C -2745
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DATE
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DESIGN
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PROJECT NUMBER
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SHEET NUMBER
LS -7

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PIN: 0769 -01.29 -3411, PID: 193301
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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
p1DSCq
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05/08/15
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FINAL DRAWING
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DATE
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DESIGN
DRAFT
CHECK
JRB
MEM
JRB
PROJECT NUMBER
1109 -001
SHEET NUMBER
LS -8

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LEESVILLE ROAD - S.R. 1906
(60' PUBLIC R/W )
-----------------
PLANT LIST (REPLACEMENT TREES ONLY):
KEY
BOTANICAL NAME
COMMON NAME
ROOT
CALIPER
QUANTITY
SYMBOL
AR
ACER RUBRUM
"RED MAPLE"
B &B
2"
39
0
LI
LAGERSTROEMIA INDICA 'DALLAS RED'
"CRAPE MYRTLE"
B &B
1
44
f�
LT
LIRIODENDRON TULIPIFERA
"TULIP POPLAR"
B &B
2"
38
AREA #4
MS
MAGNOLIA X SOULANGEANA 'JANE'
"JANE SAUCER MAGNOLIA"
B &B
1
28
1" CALIPER SIZE TREES-
OA
OXYDENDRUM ARBOREUM
"SOURWOOD"
B &B
2"
7
3,900 S.F.
PT
PINUS TAEDA
"LOBLOLLY PINE"
B &B
1.1
172
S.F. /TREE=
QF
QUERCUS FALCATA
"SOUTHERN RED OAK"
B &B
2"
35
O
OH
QUERCUS PALUSTRIS
"PIN OAK"
B &B
2"
21
CD
TOTAL:
384
7ila;GMW7=DJ
TREE REPLACEMENT REPLACEMENT CALCULATIONS
AREA #23
NAVD 88 N
33,900 S.F. REQUIRED
REQUIRED TREES:
In
1" CALIPER SIZE TREES-
74 TREES X 100
S.F. /TREE=
7,400 S.F.
1 1" CALIPER SIZE TREES-
46 TREES X 150
S.F. /TREE=
6,900 S.F.
2" CALIPER SIZE TREES-
80 TREES X 175
S.F. /TREE=
14,000 S.F.
*2 j" CALIPER SIZE TREES-
28 TREES X 200
S.F. /TREE=
5,600 S.F.
TOTAL:
33,900 S.F.
AREA #4
27,600 S.F. REQUIRED
REQUIRED TREES:
Ln
1" CALIPER SIZE TREES-
98 TREES X 100
S.F./TREE=
9,800 S.F.
1 J" CALIPER SIZE TREES-
26 TREES X 150
S.F. /TREE=
3,900 S.F.
2" CALIPER SIZE TREES-
60 TREES X 175
S.F. /TREE=
10,500 S.F.
*2 J" CALIPER SIZE TREES-
17 TREES X 200
S.F. /TREE=
3,400 S.F.
TOTAL:
27,600 S.F.
* NOTE: THESE SPECIFIED TREE SIZES ARE ALSO REQUIRED AS STREET
TREES FOR THIS PROJECT. THE TREE TYPE IS LABELED IN THE STREET
TREE PLANT LIST. (SEE SHEET LS -10)
HIMALAYAN DRIVE
(50' PUBLIC R/W, 27' B -B)
�00
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORY WATER DATE
TRANSPORTATION DATE
DATE
DATE
NAD 83
NAVD 88 N
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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
p1DSCgA %
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05/08/15
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DATE
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DESIGN
DRAFT
CHECK
JRB
MSB
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
LS -9

Landscape Guidelines for Durham, North Carolina December 6, 2005
TREE PLANTING DETAIL
N.T.S.
® STREET TREE FRONTAGE (1 TREE /40LF)
Landscape Guidelines for Durham, North Carolina December 6, 2005
Figure 3, Shrub Planting Detail
11212i,
SPACE AS SHOWN
OPEN SPACE Y
ON PLAN
60
3" MULCH
64
REMOVE TOP
NO TRESPASSNG
OF BURLAP
4
FINISH GRADE
54
*T.
• :D• ENTRAR
4.
• •• •.
TAMP TO PRE
_, ___ ___ AW IiOXO
SETTUNG
7
UNTING MIX
212
SHRUB /GROUND COVER PLANTING DETAIL
SHRUB /GROUND COVER PLANTING DETAIL:
1.
SCALE: NTS
Lmr LEVI STEEL)
M44L Ixp -
3
, I.A uos . A rM
2
Wp WFp.
RSK.FMM1e
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3
416
S WN
1
4
a. m0ma wn aNe
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wNamw
SHRUB PLANTING DETAIL
N.T.S.
YI: a a: •,I _. ._ • I: > ;_a a: •,I _. - : a: 9 11119 > E I"
Landscape Guidelines for Durham, North Carolina
December 6, 2005
Figure 4, Tree Protection Fence Detail
11212i,
,
Be MACIE OF
OPEN SPACE Y
106
60
2
64
211
NO TRESPASSNG
4
4
TREE PROTECTION AREA
54
1
• :D• ENTRAR
4.
• •• •.
OPEN SPACE DD
_, ___ ___ AW IiOXO
LOS i1
7
TREE PIR,7TIECTICyl SICN Pr-TAIL
212
60
2
1.
MAINTAON TRIBE FENICE
Lmr LEVI STEEL)
1
3
66
2
OPEN SPACE II
a
BOTH �1511 ANC, SPANISH SHALL
1
76
213
�-
1
3
416
49
1
4
64
2
109
56
1
214
62
2
417
46
1
5
62
2
215
60
2
418
46
1
1
5
6 64 2
216
60
2
Do
419
46
1
7
74
2
217
60
2
420
50
1
8
49
1
113
56
1
=x�:a
60
2
421
50
1
9
49
1
219
60
2
422
50
1
10
55
1
_xxx- xx::x_-�E88eE3E=
80
2
423
50
1
11
73
2
221
60
2
424
50
1
xx:
12
106
3
ELAISTIMS
69
2
222
58
1
425
50
1
13
66
2
118
89
2
223
55
1
428
56
1
i
66
2
119
69
2
224
55
1
=a
427
210
5
15
70
2
120
64
LIT 511NI
I
I
1
OIL
54
1
16
70
2
TREE PROTECTION FENCE DETAIL
N.T.S.
1
168
4
OPEN SPACE Y
106
60
2
64
211
169
4
4
414
54
1
2
66
2
OPEN SPACE DD
107
54
7
241
212
60
2
20
415
50
1
3
66
2
OPEN SPACE II
108
54
1
76
213
59
1
3
416
49
1
4
64
2
109
56
1
214
62
2
417
46
1
5
62
2
215
60
2
418
46
1
1
5
6 64 2
216
60
2
419
46
1
7
74
2
217
60
2
420
50
1
8
49
1
113
56
1
218
60
2
421
50
1
9
49
1
219
60
2
422
50
1
10
55
1
220
80
2
423
50
1
11
73
2
221
60
2
424
50
1
12
106
3
117
69
2
222
58
1
425
50
1
13
66
2
118
89
2
223
55
1
428
56
1
14
66
2
119
69
2
224
55
1
427
210
5
15
70
2
120
64
2
225
55
1
428
54
1
16
70
2
121
63
2
226
55
1
429
54
1
17
70
2
122
60
2
227
55
1
430
50
1
18
70
2
123
57
1
228
55
1
431
50
1
19
70
2
124
67
2
229
55
1
432
50
1
20
52
1
125
71
2
230
55
1
433
50
1
21
48
1
126
72
2
231
144
4
434
183
5
22
60
2
127
176
4
232
122
3
435
49
1
23
59
1
128
162
4
233
120
3
438
49
1
24
59
1
129
55
1
234
120
3
437
49
1
25
59
1
130
55
1
235
127
3
438
49
1
26
258
6
131
55
1
236
135
3
439
49
1
27
169
4
132
55
1
237
136
3
440
49
1
28
66
2
133
55
1
238
56
1
441
186
5
29
66
2
134
55
1
239
90
2
442
180
5
30
66
2
135
55
1
240
111
3
443
50
1
31
66
2
136
55
1
241
111
3
444
50
1
32
76
2
137
55
1
242
60
2
445
50
1
33
84
2
138
55
1
243
60
2
446
50
1
34
69
2
139
55
1
244
60
2
447
50
1
35
66
2
140
55
1
245
121
3
448
50
1
36
74
2
141
58
1
246
183
5
449
50
1
37
53
1
142
56
1
247
117
3
450
50
1
36
48
1
143
58
1
248
134
3
451
55
1
39
48
1
144
166
4
249
60
2
452
55
1
40
67
2
145
64
2
250
60
2
453
60
2
41
66
2
146
65
2
251
60
2
454
98
2
42
61
2
147
69
2
252
60
2
455
98
2
43
60
2
148
69
2
253
60
2
456
98
2
44
60
2
149
69
2
254
60
2
457
98
2
45
60
2
150
69
2
255
196
5
458
216
5
46
60
2
151
69
2
256
66
2
459
227
6
47
143
4
152
69
2
257
66
2
480
98
2
48
241
6
153
69
2
258
66
2
461
98
2
49
231
6
154
69
2
259
107
3
462
98
2
50
112
3
155
69
2
463
98
2
51
51
1
156
200
5
260 — 360
TOWNHOMES
N/A
464
98
2
52
51
1
157
178
4
465
98
2
53
51
1
158
63
2
361
50
1
466
98
2
54
51
1
159
63
2
362
50
1
467
97
2
55
51
1
160
63
2
363
50
1
468
97
2
56
61
2
161
63
2
364
50
1
469
97
2
57
82
2
182
63
2
365
50
1
470
102
3
58
62
2
163
63
2
366
50
1
471
102
3
59
62
2
164
63
2
367
50
1
472
102
3
60
62
2
165
63
2
368
50
1
473
102
3
61
62
2
166
64
2
369
186
5
474
102
3
62
62
2
167
64
2
370
58
1
475
102
3
63
62
2
188
166
4
371
50
1
476
102
3
64
62
2
169
44
1
372
50
1
477
102
3
65
62
2
170
43
1
373
50
1
478
102
3
66
164
4
171
38
1
374
61
2
479
102
3
67
84
2
172
57
1
375
35
1
480
99
2
68
64
2
173
57
1
376
36
1
481
103
3
69
226
6
174
57
1
377
59
1
482
121
3
70
59
1
175
57
1
378
49
1
483
45
1
71
60
2
176
57
1
379
50
1
484
48
1
72
60
2
177
57
1
380
50
1
485
49
1
73
60
2
178
57
1
381
44
1
486
49
1
74
60
2
179
160
4
382
44
1
487
51
1
75
63
2
180
243
6
383
45
1
488
51
1
76
200
5
181
112
3
384
43
1
489
51
1
77
60
2
182
112
3
385
44
1
490
51
1
78
60
2
183
117
3
386
252
6
491
51
1
79
60
2
184
119
3
387
50
1
492
51
1
80
60
2
185
119
3
388
49
1
493
51
1
81
60
2
186
119
3
389
49
1
82
60
2
187
119
3
390
49
1
OPEN SPACE A
20
1
83
202
5
188
118
3
391
49
1
OPEN SPACE B
2,177
54
84
225
6
189
119
3
392
160
5
OPEN SPACE C
1,013
25
85
60
2
190
119
3
393
50
1
OPEN SPACE D
2,936
73
86
60
2
191
119
3
394
50
1
OPEN SPACE E
328
8
87
60
2
192
119
3
395
54
1
OPEN SPACE F
819
20
88
60
2
193
119
3
396
54
1
OPEN SPACE G
33
1
89
60
2
194
119
3
397
51
1
OPEN SPACE H
330
8
90
60
2
195
119
3
398
50
1
OPEN SPACE 1
119
3
91
186
5
196
242
6
399
50
1
OPEN SPACE J
33
1
92
199
5
197
221
6
400
167
4
OPEN SPACE K
49
1
93
60
2
198
111
3
401
38
1
OPEN SPACE L
175
4
94
60
2
199
86
2
402
38
1
OPEN SPACE M
25
1
95
60
2
200
78
2
403
46
1
OPEN SPACE N
15
0
96
60
2
201
82
2
404
48
1
OPEN SPACE 0
1,208
30
97
60
2
202
53
1
405
48
1
OPEN SPACE P
849
21
98
60
2
203
47
7
OPEN SPACE Q
144
4
99
203
5
204
55
1
4
OPEN SPACE R
205
5
100
63
2
205
102
3
OPEN SPACE S
251
6
4
101
63
2
206
78
2
409
48
1
OPEN SPACE T
38
1
102
63
2
207
82
2
410
51
1
OPEN SPACE U
216
5
103
63
2
208
74
2
411
53
1
OPEN SPACE V
272
7
104
68
2
209
78
2
412
54
1
OPEN SPACE W
126
3
105
60
2
210
205
5
413
54
1
1 OPEN SPACE X
233
6
LQE STREET
FRONTAGE /LFI
NUMBER OF TREES
OPEN SPACE Y
33
1
OPEN SPACE Z
64
2
OPEN SPACE AA
142
4
OPEN SPACE Be
1,088
27
OPEN SPACE CC
107
3
OPEN SPACE DD
107
3
OPEN SPACE EE
241
6
OPEN SPACE FF
802
20
OPEN SPACE GO
203
5
OPEN SPACE HH
615
15
OPEN SPACE II
37
1
OPEN SPACE JJ
76
2
OPEN SPACE KK
125
3
OPEN SPACE OQ
100
3
OPEN SPACE RR
568
14
OPEN SPACE SS
46
1
OPEN SPACE TT
62
2
OPEN SPACE UU
258
6
OPEN SPACE WW 30 0
STREET TREE FRONTAGE CALCULATIONS:
TOTAL 47,907 LF
REQUIREMENTS: 1 TREE/40 LF
47,907/40 = 1,197.7 TREES
1,198 TREES REQUIRED
PROVIDED: 1.231 TREES PROVIDED
VEHICULAR USE AREA (VUA) CALCULATIONS:
TOWNHOUSES
(260 -317)
COMMON NAME
TOTAL VUA
31,440 SF
REQUIREMENTS:
1 TREE/2,000 SF
A. DOUBLE FRONTAGE LOTS (1551-F)
31,440/2,000 AN 15.7 TREES
JAPANESE CEDAR
CHENAULT BARBERRY
16 TREES REQUIRED
PROVIDED:
18 TREES PROVIDED
TOWNHOUSES
(318 -360)
B. DOUBLE FRONTAGE LOTS (120 LF)
TOTAL VUA
32,314 SF
REQUIREMENTS:
1 TREE/2,000 SF
2
32,314/2,000 = 16.2 TREES
C. DOUBLE FRONTAGE LOTS (910 LF)
17 TREES REQUIRED
PROVIDED:
17 TREES PROVIDED
PLANT LIST (STREET/VUA TREES ONLY):
U
STREET TRHS
LANDSCAPING FOR DOUBLE FRONTAGE LOTS
PLANT LIST (APPLIES TO DOUBLE FRONTAGE LOTS ONL
ou
3.
al
a ZRSi:
5�., y Do oQpoe
LANDSCAPED BERM
PIN: 076A01- 293411, PID: 193301
UNDERSTORY
BOTANICAL NAME
COMMON NAME
HEIGHT
ROOT
CALIPER
QUANTITY
A. DOUBLE FRONTAGE LOTS (1551-F)
CRYPTOMERIA JAPONICA
BERBERIS x CHENAULTII
JAPANESE CEDAR
CHENAULT BARBERRY
5 -6'
18 -24"
B &B
CONT.
2
8
39
B. DOUBLE FRONTAGE LOTS (120 LF)
ILEX CORNUTA 'NEEDLEPOINT'
OSMANTHUS z FORTUNEI
NEEDLEPOINT HOLLY
FORTUNE'S OSMANTHUS
5 -6'
18 -24"
B &B
CONT.
2
6
30
C. DOUBLE FRONTAGE LOTS (910 LF)
JUNIPERUS VIRGINIANA 'BRODIE'
PRUNUS LAUROCERASIS 'ZABELWNA
BRODIE JUNIPER
ZABEL LAUREL
6'
18 -24"
B &B
CONT.
2
46
228
D. DOUBLE FRONTAGE LOTS (120 LF)
ILEX CORNUTA 'NEEDLEPOINT'
OSMANTHUS z FORTUNEI
NEEDLEPOINT HOLLY
FORTUNE'S OSMANTHUS
5 -6'
18 -24"
B &B
CONT.
2 3"
6
30
E. DOUBLE FRONTAGE LOTS (490 LF)
CRYPTOMERIA JAPONICA
BERBERIS z CHENAULTII
JAPANESE CEDAR
CHENAULT BARBERRY
5 -6'
18 -24"
B &B
CONT.
2
25
123
F. DOUBLE FRONTAGE LOTS (1,490 LF)
JUNIPERUS VIRGINIANA 'BRODIE'
PRUNUS LAUROCERASIS 'ZABELIANA'
BRODIE JUNIPER
ZABEL LAUREL
6'
18 -24"
B &B
CONT.
2
75
373
N.T.S.
�3' ACCESS POINT
O
HVAC UNR
G, 18" HEIGHT
EVERGREEN SHRUB (TYP)
HVAC UNR
n
* POSSIBLE 18" HEIGHT EVERGREEN SHRUBS —
Elaeognue Pungene, Ilex conduta, Myrica cerlfem
HVAC SCREEN DETAIL
N.T.S.
KEY
BOTANICAL NAME
COMMON NAME
ROOT
CALIPER
QUANTITY
SYMBOL
AB
ACER BARBATUM
FLORIDA MAPLE
B &B
2
175
J
GT
GLEDITSIA TRIACANTHOS VAR. INERMIS 'SHADEMASTER'
THORNLESS HONEYLOCUST
B &B
2 k"
206
Lj
Z W
QP
QUERCUS PHELLOS
WILLOW OAK
B &B
2
117
OF
QUERCUS FALCATA
SOUTHERN RED OAK
B &B
2 3"
260
r
TC
TILIA CORDATA
LITTLE —LEAF LINDEN
B &B
2
247
Z
ZS
ZELKOVA SFRRATA VILLAGE GREEN'
VILLAGE GREEN ZELKOVA
B &B
2 J"
263
TOTAL
1,268
NOTE:
STREET TREES ARE PROVIDED AT AN AVERAGE OF ONE (1) TREE PER FORTY (40) LINEAR FEET OF RIGHT —OF —WAY. MAXIMUM DISTANCE BETWEEN STREET
TREES SHALL BE ONE HUNDRED (100) UNEAR FEET. FINAL STREET TREE LOCATIONS TO BE DETERMINED AT FINAL PLAT AND FIELD LOCATED.
KEY
NOTE:
DISTANCE "X" FROM TREE SHALL BE A
MINIMUM OF 6' OR 1' RADIUS PER 1" OF
TREE DIAMETER, WHICH EVER IS GREATER.
ROOT ZONE PROTECTION DETAIL
N.T.S.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTIO
NOTIFY ENGINEER OF ANY DISCREPANCIN.
ES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
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N.T.S
DATE
NOVEMBER 7, 2014
DESIGN DPAFT CHECK
JRB MEM JRB
PROJECT NUMBER
1109 -001
SHEETNUMBEH
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DESIGN DPAFT CHECK
JRB MEM JRB
PROJECT NUMBER
1109 -001
SHEETNUMBEH
LS -10

2 OPACITY (ALT. 1)
CONSTRUCTED BUFFER
PLANTING REQUIREMENTS
TYPICAL 100' BUFFER
PLANTING BUFFER REQUIREMENTS PER 100'
1 CANOPY TREE
0 EVERGREEN TREE
1DEODUOUS UNDERSTORY
2 EVERGREEN UNDERSTORY
13 SHRUBS
°
EVERGREEN UNDERSTORY (2)
DECIDUOUS UNDERSTORY (1) CANOPY TREE (1)
SHRUBS (13)
CANOPY TREE (3)
DECIDUOUS UNDERS , w,
0.4 OPACITY (ALT, 1)
CONSTRUCTED BUFFER
PLANTING REQUIREMENTS
TYPICAL 100' BUFFER
EVERGREEN UNDERSTORY (2
CANOPY TREE (5)
DECIDUOUS UNDER,',,-,,,
0,6 OPACITY (ALT, 1) CONSTRUCTED
BUFFER PLANTING REQUIREMENTS
(REDUCED WITH EARTH BERM)
TYPICAL 100' BUFFER
BUFFER REQUIREMENTS PER 100'
3 CANOPY TREES
1EVEROREEN TREE
2 DEOIDUOUS UNDERSTORY
5 EVERGREEN UNDERSTORY
40 &IRL B
EVERGREEN UNDERSTORY (5)
RUBS (40)
x CROWN
LANDSCAPED BERM
BUFFER SEGMENT DETAILS
N.T.S.
SEEDING REQUIREMENTS:
A. STEPS IN SEEDING
1. GRADE THE SITE ACCORDING TO THE PLAN.
2. INSTALL NEEDED SURFACE WATER AND EROSION CONTROL
MEASURES SUCH AS SILT FENCE, ETC.
3. CHISEL COMPACT AREA UP TO 6 INCHES; SPREAD 4 INCHES OF
TOPSOIL OR LOAM IF REQUIRED. SEE SECTION "B" OF THIS PLAN
FOR TOP SOIL REQUIREMENTS.
4. RIP ENTIRE AREA UP TO 6 INCHES DEPTH.
5. REMOVE ALL LOOSE ROCKS, ROOTS, AND OTHER OBSTRUCTIONS
LEAVING REASONABLY SMOOTH AND UNIFORM SURFACE.
6. INCORPORATE FERTILIZER AND LIME TO 4 INCHES OF TOPSOIL.
7. APPLY SEED.
8. APPLY MULCH.
9. WHEN HYDRAULIC SEEDING IS USED, MIX THE FERTILIZER, SEED
AND WOOL CELLULOSE FIBER MULCH WITH WATER AND APPLY THE
SLURRY UNIFORMLY OVER THE AREA BEING TREATED. THE SLURRY
MUST BE APPLIED WITHIN ONE HOUR AFTER MIXING THE SEED
WITH FERTILIZER.
B. TOP SOIL
TOP SOIL SHALL BE PLACED TO A MINIMUM DEPTH OF 4 INCHES
WHEN THE FOLLOWING CONDITIONS EXIST:
1. THE STRUCTURE, PH, OR NUTRIENT BALANCE OF THE AVAILABLE
SOIL CANNOT BE AMENDED BY REASONABLE MEANS TO PROVIDE
AN ADEQUATE GROWTH MEDIUM FOR THE DESIRED VEGETATION.
2. THE SOIL IS TOO SHALLOW TO PROVIDE ADEQUATE ROOTING DEPTH
AND WILL NOT SUPPLY NECESSARY MEASURES AND NUTRIENTS FOR
THE GROWTH OF DESIRED VEGETATION.
3. THE TOP SOIL CONTAINS SUBSTANCE TOXIC TO DESIRED
VEGETATION.
4. THE STATE LAB WILL RUN THE NECESSARY SOIL TESTS AND MAKE
RECOMMENDATION.
C. LIME
APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATION. FOR PLANTS
BEING GROWN IN THE ABSENCE OF A SOIL TEST, APPLY AS FOLLOWS:
CLAY AND CLAY LOAM 3 - 135
SANDY LOAM, LOAM AND SILT LOAM 2 - 90
CLAY AND CLAY LOAM 1 - 50
LIME SHOULD BE GROUND LIMESTONE CONTAINING NOT LESS THAN 85
PERCENT CALCIUM OR MANGANESIAN CARBONATE.
(1)
BUFFER REQUIREMENTS PER 100'
5 CANOPY TREES
1 EVERGREEN TREE
3 DECIDUOUS UNDERSTORYS
T EVERGREEN UN)ERSTORYS
53 SHRLOS
EVERGREEN UNDERSTORY (5)
RUBS (53)
(1)
PLANT LIST (BUFFER SEGMENTS ONL
REQUIRED MATERIAL
OTY.
PLANTMATERIM-
PER CHART
`
° d 0 1.
SIZE
ROOT
REMARKS
X00 40
TOTAL
ACER CAMPESTRE
HEDGE MAPLE
o <»
B &B
1=
7 EVERGREEN TREES
7
PRUNUS CAROLINIANA 'BRIGHT N TIGHT'
CAROLINA CHERRY LAUREL
x CROWN
LANDSCAPED BERM
BUFFER SEGMENT DETAILS
N.T.S.
SEEDING REQUIREMENTS:
A. STEPS IN SEEDING
1. GRADE THE SITE ACCORDING TO THE PLAN.
2. INSTALL NEEDED SURFACE WATER AND EROSION CONTROL
MEASURES SUCH AS SILT FENCE, ETC.
3. CHISEL COMPACT AREA UP TO 6 INCHES; SPREAD 4 INCHES OF
TOPSOIL OR LOAM IF REQUIRED. SEE SECTION "B" OF THIS PLAN
FOR TOP SOIL REQUIREMENTS.
4. RIP ENTIRE AREA UP TO 6 INCHES DEPTH.
5. REMOVE ALL LOOSE ROCKS, ROOTS, AND OTHER OBSTRUCTIONS
LEAVING REASONABLY SMOOTH AND UNIFORM SURFACE.
6. INCORPORATE FERTILIZER AND LIME TO 4 INCHES OF TOPSOIL.
7. APPLY SEED.
8. APPLY MULCH.
9. WHEN HYDRAULIC SEEDING IS USED, MIX THE FERTILIZER, SEED
AND WOOL CELLULOSE FIBER MULCH WITH WATER AND APPLY THE
SLURRY UNIFORMLY OVER THE AREA BEING TREATED. THE SLURRY
MUST BE APPLIED WITHIN ONE HOUR AFTER MIXING THE SEED
WITH FERTILIZER.
B. TOP SOIL
TOP SOIL SHALL BE PLACED TO A MINIMUM DEPTH OF 4 INCHES
WHEN THE FOLLOWING CONDITIONS EXIST:
1. THE STRUCTURE, PH, OR NUTRIENT BALANCE OF THE AVAILABLE
SOIL CANNOT BE AMENDED BY REASONABLE MEANS TO PROVIDE
AN ADEQUATE GROWTH MEDIUM FOR THE DESIRED VEGETATION.
2. THE SOIL IS TOO SHALLOW TO PROVIDE ADEQUATE ROOTING DEPTH
AND WILL NOT SUPPLY NECESSARY MEASURES AND NUTRIENTS FOR
THE GROWTH OF DESIRED VEGETATION.
3. THE TOP SOIL CONTAINS SUBSTANCE TOXIC TO DESIRED
VEGETATION.
4. THE STATE LAB WILL RUN THE NECESSARY SOIL TESTS AND MAKE
RECOMMENDATION.
C. LIME
APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATION. FOR PLANTS
BEING GROWN IN THE ABSENCE OF A SOIL TEST, APPLY AS FOLLOWS:
CLAY AND CLAY LOAM 3 - 135
SANDY LOAM, LOAM AND SILT LOAM 2 - 90
CLAY AND CLAY LOAM 1 - 50
LIME SHOULD BE GROUND LIMESTONE CONTAINING NOT LESS THAN 85
PERCENT CALCIUM OR MANGANESIAN CARBONATE.
(1)
BUFFER REQUIREMENTS PER 100'
5 CANOPY TREES
1 EVERGREEN TREE
3 DECIDUOUS UNDERSTORYS
T EVERGREEN UN)ERSTORYS
53 SHRLOS
EVERGREEN UNDERSTORY (5)
RUBS (53)
(1)
PLANT LIST (BUFFER SEGMENTS ONL
REQUIRED MATERIAL
OTY.
BOTANICAL NAME
COMMON NAME
SIZE
ROOT
REMARKS
1 DECIDUOUS UNDERSTORY
TOTAL
ACER CAMPESTRE
HEDGE MAPLE
2 CAL.
B &B
BUFFER SEGMENT #1: 680 LF OF 0.6 OPACITY (REDUCED) • 22.5' CONSTRUCTED BUFFER
21 CANOPY TREES
14
BETULA NIGRA
RIVER BIRCH
2 CAL.
B &B
REMARKS
1 DECIDUOUS UNDERSTORY
7
ACER CAMPESTRE
HEDGE MAPLE
2 CAL.
B &B
7 EVERGREEN TREES
7
PRUNUS CAROLINIANA 'BRIGHT N TIGHT'
CAROLINA CHERRY LAUREL
8 - 10'
B &B
TREE FORM ONLY
14 DECIDUOUS UNDERSTORY
14
HAMAMELIS VIRGINIANA
WITCH HAZEL
8 - 10'
B &B
TREE FORM ONLY
34 EVERGREEN UNDERSTORY
23
ILEX VOMITORIA
YAUPON HOLLY
8 - 10'
B &B
TREE FORM ONLY
11
MAGNOLIA GRANDIFLORA 'LITTLE GEM'
LITTLE GEM MAGNOLIA
8 - 10'
B &B
272 SHRUBS
50
ARONIA ARBUTIFOLIA
RED CHOKEBERRY
18 -24"
CONT.
50
CALLICARPA JAPONICA
JAPANESE BEAUTYBERRY
18 -24"
CONT.
Cl-
60
ITEA VIRGINICA
VIRGINIA SWEETSPIRE
18 -24"
CONT.
36
TERNSTROEMIA GYMNANTHERA
CLEYERA
18 -24"
CONT.
76
VIBURNUM ACERIFOLIUM
MAPLE LEAF VIBURNUM
18 -24"
CONT.
BUFFER SEGMENT #2: 75 LF OF 0.2 OPACITY - 10' CONSTRUCTED BUFFER
1 CANOPY TREE
1
LIRIODENDRON TULIPIFERA
TULIP POPLAR
2 CAL.
B &B
REMARKS
1 DECIDUOUS UNDERSTORY
1
OXYDENDRUM ARBOREUM
SOURWOOD
8 - 10'
B &B
2 EVERGREEN UNDERSTORY
2
ILEX LATIFOLIA
LUSTER LEAF HOLLY
8 - 10'
B &B
TREE FORM ONLY
10 SHRUBS
5
ILLICIUM ANISATUM
JAPANESE ANISE TREE
18 -24"
CONT.
TREE FORM ONLY
4 SHRUBS
5
RHODODENDRON VISCOSUM
SWAMP AZALEA
18 -24"
CONT.
BUFFER SEGMENT #3: 130 LF OF 0.2 OPACITY - 25' NATURAL BUFFER (ADDITIONAL PLANTINGS ARE NOT REQUIRED TO SUPPLIMENT THE NATURAL BUFFER)
BUFFER SEGMENT #4: 430 LF OF 0.4 OPACITY - 25' NATURAL BUFFER (ADDITIONAL PLANTINGS ARE NOT REQUIRED TO SUPPLIMENT THE NATURAL BUFFER)
BUFFER SEGMENT #5: 10 LF OF 0.4 OPACITY . 20' CONSTRUCTED BUFFER
1 CANOPY TREE
1
CELTIS LAEVIGATA
SUGAR HACKBERRY
2 CAL.
B &B
REMARKS
1 EVERGREEN TREES
1
JUNIPERUS VIRGINIANA ' BRODIE'
BRODIE JUNIPER
2 CAL.
B &B
1 DECIDUOUS UNDERSTORY
1
OXYDENDRUM ARBOREUM
SOURWOOD
8 - 10'
B &B
TREE FORM ONLY
1 EVERGREEN UNDERSTORY
1
ILEX LATIFOLIA
LUSTER LEAF HOLLY
8 - 10'
B &B
TREE FORM ONLY
4 SHRUBS
4
EUONYMUS AMERICANUS
STRAWBERRY BUSH
18 -24"
CONT.
BUFFER SEGMENT #6: 750 LF OF 0.4 OPACITY - 20' CONSTRUCTED RUFFFR
23 CANOPY TREES
23
CELTIS LAEVIGATA
SUGAR HACKBERRY
2 CAL.
B &B
REMARKS
8 EVERGREEN TREES
8
JUNIPERUS VIRGINIANA ' BRODIE'
BRODIE JUNIPER
2 CAL.
B &B
15 DECIDUOUS UNDERSTORY
15
OXYDENDRUM ARBOREUM
SOURWOOD
8 - 10'
B &B
TREE FORM ONLY
38 EVERGREEN UNDERSTORY
38
ILEX LATIFOLIA
LUSTER LEAF HOLLY
8 - 10'
B &B
TREE FORM ONLY
300 SHRUBS
42
EUONYMUS AMERICANUS
STRAWBERRY BUSH
18 -24"
CONT.
42
ARONIA ARBUTIFOLIA
RED CHOKEBERRY
18 -24"
CONT.
42
CALYCANTHUS FLORIDUS
SWEETSHRUB
18 -24"
CONT.
48
DEUTZIA SCABRA
FUZZY DEUTZIA
18 -24"
CONT.
Cl-
42
TERNSTROEMIA GYMNANTHERA
CLEYERA
18 -24"
CONT.
42
VITEX NEGUNDO
CHASTETREE
18-24"
CONT.
42
ILEX GLABRA
INKBERRY
18 -24"
CONT.
BUFFER SEGMENT #7: 554 LF OF 0.4 OPACITY - 25' NATURAL BUFFER (ADDITIONAL PLANTINGS ARE NOT REQUIRED TO SUPPLIMENT THE NATURAL BUFFER)
BUFFER SEGMENT #8: 258 LF OF 0.4 OPACITY - 25' NATURAL BUFFER (ADDITIONAL PLANTINGS ARE NOT REQUIRED TO SUPPLIMENT THE NATURAL BUFFER)
BUFFER SEGMENT 09: 177 IF OF 0.4 OPACITY - 20' CONSTRl1CTFD RUFFFR
5 CANOPY TREES
5
QUERCUS COCCINEA
SCARLET RED OAK
2 CAL.
B &B
REMARKS
2 EVERGREEN TREES
2
JUNIPERUS VIRGINIANA ' BRODIE'
BRODIE JUNIPER
2 CAL.
B &B
4 DECIDUOUS UNDERSTORY
4
CHIONANTHUS VIRGINICUS
FRINGE TREE
8 - 10'
B &B
TREE FORM ONLY
9 EVERGREEN UNDERSTORY
9
MYRICA CERIFERA
WAX MYRTLE
6'
B &B
TREE FORM ONLY
71 SHRUBS
25
AESCUUS PARVIFLORA
BOTTLEBRUSH BUCKEYE
18 -24"
CONT.
30
CALLICARPA AMERICANA
BEAUTYBERRY
18 -24"
CONT.
16
NANDINA DOMESTICA 'MONFAR'
SIENNA SUNRISE NANDINA
18 -24"
CONT.
BUFFER SEGMENT #10: 10 LF OF 0.4 OPACITY . 20' CONSTRUCTED BUFFER
1 CANOPY TREE
1
QUERCUS COCCINEA
SCARLET RED OAK
2 CAL.
B &B
REMARKS
1 EVERGREEN TREES
1
JUNIPERUS VIRGINIANA ' BRODIE'
BRODIE JUNIPER
2 CAL.
B &B
1 DECIDUOUS UNDERSTORY
1
CHIONANTHUS VIRGINICUS
FRINGE TREE
8 - 10'
B &B
TREE FORM ONLY
1 EVERGREEN UNDERSTORY
1
MYRICA CERIFERA
WAX MYRTLE
6'
B &B
TREE FORM ONLY
14 SHRUBS
1 4
1 NANDINA DOMESTICA 'MONFAR'
SIENNA SUNRISE NANDINA
18 -24"
CONT.
SEEDING REQUIREMENTS CONT'D:
D. FERTILIZER
FERTILIZER SHALL BE 10 -10 -10 ANALYSIS APPLIED AT A RATE OF
800 TO 1,000 LBS. /ACRE. SUPERPHOSPHATE SHALL BE APPLIED AT
A RATE OF 500 LBS. /ACRE (20% ANALYSIS SUPERPHOSPHATE).
E. MULCH
1. AFTER COMPLETION OF SEEDING, GRAIN STRAW (WHEAT, OAT,
BARLEY, RYE) SHOULD BE APPLIED AT A RATE OF 2 TONS /ACRE.
2. AS MULCH ANCHOR, APPLY ASPHALT EMULSION AT THE RATE OF
300 GALLONS /ACRE. IN THE STEEP AREAS AND WATER WAYS,
OTHER MULCH MATERIAL AND TACKING METHODS SUCH AS WOOL
EXCELSIOR, MATS, JUTE MESH NET, ETC., SHOULD BE USED.
STEEP SLOPES:
• THE AMOUNT OF STEEP SLOPES IMPACTED BY THIS DEVELOPMENT
ARE BELOW THE MAXIMUM 15 %. OF THE 1,921,203 SF OF STEEP
SLOPES PRESENT ON THE SITE, THIS SITE DESIGN IMPACTS 8.27%
OR 158,886 SF.
LAND DISTURBANCE TREE SURVEY:
• THERE ARE NO TREES 10" IN CALIPER OR GREATER LOCATED
WITHIN 30' OF THE CLEARING LIMITS UNLESS OTHERWISE SHOWN
ON THE PLAN.
SEEDING REVEGETATION:
• CLEARED OR DISTURBED EASEMENTS AND STREAM BUFFER ROAD
INTRUSIONS TO BE SEEDED WITH NATIVE GRASS SPECIES -
INCLUDING 'SWITCHGRASS' (PANICIUM VIRGATUM) AT A RATE OF 10
LBS /ACRE.
PIN: 0769.01 - 29.3411, PID: 193301
REQUIRED MATERIAL
OTY.
BOTANICAL NAME
COMMON NAME
SIZE
ROOT
REMARKS
3 EVERGREEN TREES
TOTAL
PRUNUS CAROLINIANA 'BRIGHT N TIGHT'
CAROLINA CHERRY LAUREL
8 - 10'
B &B
BUFFER SEGMENT #11: 165 LF OF 0.4 OPACITY - 25' NATURAL BUFFER (ADDITIONAL PLANTINGS ARE NOT REQUIRED TO SUPPLIMENT THE NATURAL BUFFER)
BUFFER SEGMENT #12: 291 LF OF 0.4 OPACITY • 20' CONSTRUCTED RUFFFR
9 CANOPY TREES
9
LIRIODENDRON TULIPIFERA
TULIP POPLAR
2 CAL.
B &B
3 EVERGREEN TREES
3
PRUNUS CAROLINIANA 'BRIGHT N TIGHT'
CAROLINA CHERRY LAUREL
8 - 10'
B &B
6 DECIDUOUS UNDERSTORY
6
CHIONANTHUS VIRGINICUS
FRINGE TREE
8 - 10'
B &B
TREE FORM ONLY
15 EVERGREEN UNDERSTORY
15
MYRICA CERIFERA
WAX MYRTLE
6'
B &B
TREE FORM ONLY
117 SHRUBS
19
AESCUUS PARVIFLORA
BOTTLEBRUSH BUCKEYE
18 -24"
CONT.
19
CALLICARPA AMERICANA
BEAUTYBERRY
18 -24"
CONT.
19
ITEA VIRGINICA
VIRGINIA SWEETSPIRE
18 -24"
CONT.
22
TERNSTROEMIA GYMNANTHERA
CLEYERA
18 -24"
CONT.
Cl-
19
VITEX NEGUNDO
CHASTETREE
18 -24"
CONT.
BUFFER SEGMENT #13: 145 LF OF 0.2 OPACITY. 10' CONSTRUCTED RUFFFR
2 CANOPY TREES
2
LIRIODENDRON TULIPIFERA
TULIP POPLAR
2 CAL.
B &B
2 DECIDUOUS UNDERSTORY
2
OXYDENDRUM ARBOREUM
SOURWOOD
8 - 10'
B &B
3 EVERGREEN UNDERSTORY
3
ILEX LATIFOLIA
LUSTER LEAF HOLLY
8 - 10'
B &B
TREE FORM ONLY
19 SHRUBS
10
ILLICIUM ANISATUM
JAPANESE ANISE TREE
18 -24"
CONT.
9
RHODODENDRON VISCOSUM
SWAMP AZALEA
18 -24"
CONT.
BUFFER SEGMENT #14: 45 LF OF 0.2 OPACITY - 10' CONSTRUCTED BUFFER
1 CANOPY TREE
1
BETULA NIGRA
RIVER BIRCH
2 CAL.
B &B
1 DECIDUOUS UNDERSTORY
1
CHIONANTHUS VIRGINICUS
FRINGE TREE
8 - 10'
B &B
1 EVERGREEN UNDERSTORY
1
MYRICA CERIFERA
WAX MYRTLE
6'
B &B
TREE FORM ONLY
2 SHRUBS
6
CALYCANTHUS FLORIDUS
SWEETSHRUB
18 -24"
CONT.
BUFFER SEGMENT #15:1,136 LF OF 0.2 OPACITY - 25' NATURAL BUFFER (ADDITIONAL PLANTINGS ARE NOT REQUIRED TO SUPPLIMENT THE NATURAL BUFFER)
BUFFER SEGMENT #16: 112 LF OF 0.2 OPACITY - 10' CONSTRUCTED BUFFER
2 CANOPY TREES
2
BETULA NIGRA
RIVER BIRCH
2 CAL.
B &B
2 DECIDUOUS UNDERSTORY
2
CHIONANTHUS VIRGINICUS
FRINGE TREE
8 - 10'
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3 EVERGREEN UNDERSTORY
3
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WAX MYRTLE
6'
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TREE FORM ONLY
15 SHRUBS
15
RHODODENDRON VISCOSUM
SWAMP AZALEA
18 -24"
CONT.
BUFFER SEGMENT #17: 137 LF OF 0.2 OPACITY - 10' CONSTRUCTED BUFFER
2 CANOPY TREES
2
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RIVER BIRCH
2 CAL.
B &B
2 DECIDUOUS UNDERSTORY
2
CHIONANTHUS VIRGINICUS
FRINGE TREE
8 - 10'
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3 EVERGREEN UNDERSTORY
3
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WAX MYRTLE
6'
B &B
TREE FORM ONLY
18 SHRUBS
18
CALYCANTHUS FLORIDUS
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18 -24"
CONT.
BUFFER SEGMENT #18: 88 LF OF 0.2 OPACITY - 25' NATURAL BUFFER (ADDITIONAL PLANTINGS ARE NOT REQUIRED TO SUPPLIMENT THE NATURAL BUFFER)
BUFFER SEGMENT #19:449 LF OF 0.2 OPACITY - 10' CONSTRUCTED BUFFER
5 CANOPY TREES
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2 CAL.
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5 DECIDUOUS UNDERSTORY
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8 - 10'
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9 EVERGREEN UNDERSTORY
9
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TREE FORM ONLY
59 SHRUBS
12
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STRAWBERRY BUSH
18 -24"
CONT.
12
ARONIA ARBUTIFOLIA
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18 -24"
CONT.
18
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CONT.
17
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CONT.
BUFFER SEGMENT #20:155 LF OF 0.2 OPACITY - 25' NATURAL BUFFER (ADDITIONAL PLANTINGS ARE NOT REQUIRED TO SUPPLIMENT THE NATURAL BUFFER)
BUFFER SEGMENT #21: 216 IF OF 0.2 OPACITY - 10' CONSTRUCTFD RUFFFR
3 CANOPY TREES
3
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5 EVERGREEN UNDERSTORY
5
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6'
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29 SHRUBS
29
CALYCANTHUS FLORIDUS
COMMON SWEETSHRUB
18 -24"
CONT.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
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ENGINEERING DATE
STORM WATER DATE
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2. A ONE YEAR WARRANTY IS REQUIRED ON ALL SPECIFIED BMP PLANTINGS. THIS WARRANTY SHALL BE
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STORM DRAINAGE PIPE
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APPROVED
ENGINEERING DATE
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TRANSPORTATION DATE DATE DATE
NOTE: CONTRACTOR TO VERIFY EXISTING
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NOTIFY ENGINEER OF ANY DISCREPANCIES
PROPOSED LEGEND
NAD 83
NAVD 88
CATCH BASIN
8
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Q
FLARED -END SECTION
STORM DRAINAGE PIPE
MAJOR CONTOUR
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NC LICENSE# C -2745
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NOTIFY ENGINEER OF ANY DISCREPANCIES
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STORM DRAINAGE PIPE
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SHEET NUMBER
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STORM WATER DATE
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NC LICENSE# C -2745
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0
NAVD 88
CATCH BASIN
B
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FLARED -END SECTION
STORM DRAINAGE PIPE
MAJOR CONTOUR
X68
MINOR CONTOUR
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NC LICENSE# C -2745
• CARp<
AL
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NC LICENSE# C -2745
........ cARo. ,
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SHEET NUMBER
GR -12

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CI -211 417.55 410.95 (212) 410.85 (210) 40' - 30" RCP � 1.00%
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CI -214 428.19 420.76 (215) 420.66 (213) 39' - 30" RCP � 1.00%
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CI -217 435.95 426.23 (218) 425.88 (216) 180' - 24" RCP ® 1.00%
429.49 (250)
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CI -219 443.63 428'57 (220) 428.48 (218) 40' - 18" RCP � 1.01
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CI -223 444.29 434.49 (224) 434.39 (222) 46' - 18" RCP ® 1.00%
CI -224 440.69 437.02 (225) 436.92 (223) 243' - 18" RCP � 1.00%
CI -225 440.69 437.44 (224) 42' - 15" RCP ® 1.00%
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CI -228 439.41 434.88 (233) 426.45 (227) 145' - 15" RCP ® 1.00%
426.65 (229)
CI -229 439.62 427.12 (230) 426.92 (228) 27' - 15" RCP ® 1.01 %
CI -230 439.76 427.66 (231) 427.46 (229) 34' - 15" RCP ® 1.01
CI -231 436.52 428.99 (232) 428.79 (230) 113' - 15" RCP ® 1.00%
CI -232 436.93 429.25 (231) 26' - 15" RCP ® 1.00%
CI -233 441.62 437.00 (234) 435.22 (228) 34' - 15" RCP ® 1.01
435.32 (248)
CI -234 446.36 440.12 (235) 439.92 (233) 189' - 15" RCP ® 1.55%
CI -235 447.61 440.69 (234) 57' - 15" RCP ® 1.00%
CI -236 446.86 440.68 (237) 440.58 (219) 98' - 15" RCP ® 1.00%
CI -237 446.86 440.94 (236) 26' - 15" RCP � 1.00%
CI -238 417.94 411.88 (239) 411.78 (209) 96' - 15" RCP ® 1.00%
CI -239 418.06 412.14 (238) 26' - 15" RCP ® 1.00%
®Q Storm System 2
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -240 393.27 387.35 (204) 25' - 15" RCP � 1.01 %
CI -241 401.12 394.87 (205) 38' - 15" RCP © 2.71
CI -242 406.88 400.64 (206) 30' - 15" RCP ® 2.08%
CI -243 412.41 406.49 (207) 44' - 15" RCP ® 1.01
CI -244 418.50 41 1.43 (21 1) 38' - 15" RCP ® 1.00%
CI -245 422.84 414.97 (212) 30' - 15" RCP ® 1.00%
CI -246 429.92 424.00 (226) 26' - 15" RCP ® 1.00%
CI -247 435.82 429.90 (227) 49' - 15" RCP ® 5.68%
CI -248 441.51 435.59 (233) 26' - 15" RCP ® 1.00%
CI -249 430.94 424.52 (216) 2g' - 15" RCP ® 1.00%
CI -250 436.34 430.42 (217) 29' - 15" RCP ® 3.20%
CI -251 441.20 435.28 (221) 26' - 15" RCP ® 1.00%
CI -253 400.06 395.71 (254) 395.61 (252A) 57' - 24" RCP ® 10.00%
CI -254 401.89 396.85 (255) 396.75 (253) 104' - 24" RCP ® 1.00%
CI -255 401.93 397.34 (256) 397.24 (254) 39' - 24" RCP ® 1.00%
398.09 (268)
CI -256 402.27 398.20 (257) 397.60 (255) 26' - 24" RCP ® 1.00%
CI -257 402.86 398.74 (258) 398.65 (256) 44' - 18" RCP ® 1.01
CI -258 408.65 403.84 (259) 401.62 (257) 268' - 18" RCP � 1.08%
403.84 (269)
CI -259 413.19 408.48 (26 398.43 408.38 (258) 208' - 15" RCP ® 2.18%
408.48 (270)
CI -260 417.75 413.08 (261) 412.98 (259) 208' - 15" RCP � 2.16%
413.08 (271)
CI -261 421.32 418.08 (262) 417.98 (260) 163' - 15" RCP ® 3.01
CI -262 423.35 418.52 (263) 418.42 (261) 34' - 15" RCP ® 1.02%
418.52 (272)
CI -263 429.01 424.14 (264) 421.64 (262) 189' - 15" RCP ® 1.65%
421.84 (273)
CI -264 429.01 424.50 (265) 424.40 (263) 26' - 15" RCP ® 1.00%
CI -265 431.66 424.94 (266) 424.84 (264) 34' - 15" RCP ® 1.01
424.94 (275)
CI -266 436.13 429.77 (267) 429.67 (265) 120' - 15" RCP � 3.93%
CI -267 436.14 430.03 (266) 26' - 15" RCP ® 1.00%
CI -268 402.74 399.49 (255) 39' - 15" RCP ® 3.61
CI -269 408.78 404.1 1 (258) 27' - 15" RCP ® 1.01 %
CI -270 413.44 408.77 (259) 29' - 15" RCP ® 1.00%
CI -271 418.08 413.41 (260) 33' - 15" RCP ® 1.00%
CI -272 423.46 418.79 (262) 26' - 15" RCP © 1.01
CI -273 429.03 422.43 (274) 422.23 (263) 39' - 15" RCP ® 1.00%
CI -274 428.92 422.70 (273) 26' - 15" RCP ® 1.03%
CI -275 431.32 425.22 (265) 27' - 15" RCP ® 1.00%
CI -280 437.51 434.75 (281) 50' - 15" RCP ® 1.97%
CI -281 436.51 433.76 (280) 433.56 (282) 42' - 15" RCP ® 1.00%
CI -282 436.38 433.14 (281) 433.04 (283) 72' - 15" RCP ® 1.00%
FES -201 372.29 369.00 (202)
FES -252 371.75 369.00 (252A)
FES -276 429.46 427.25 (227) 35' - 18" RCP ® 1.00%
FES -277 417.46 415.25 (212) 58' - 18" RCP ® 1.00%
FES -279 372.21 369.00 (278)
FES -283 437.10 432.32 (282)
JB -252A 397.36 389.91 (253) 379.85 (252) 109' - 24" RCP @ 10.00%
YI -278 389.79 380.38 (279) 150' - 18" RCP ® 7.59%
©Q Storm System 3
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -303 402.19 387.35 (304) 387.25 (302) 65' - 24" RCP � 3.30%
CI -304 403.76 388.49 (341) 388.39 (303) 69' - 24" RCP ® 1.51
397.22 (328)
CI -305 404.61 391.35 (306) 391.15 (341) g8' - 24" RCP � 1.10%
395.84 (320)
CI -306 401.34 394.63 (307) 393.17 (305) 182' - 24" RCP � 1.00%
393.37 (316)
CI -307 401.18 395.00 (308) 394.90 (306) 27' - 18" RCP ® 1.00%
CI -308 402.32 395.88 (309) 395.52 (307) 52' - 18" RCP ® 1.01
CI -309 402.32 396.40 (310) 396.30 (308) 43' - 15" RCP ® 1.00%
CI -310 404.78 401.53 (31 1) 399.35 (309) 90' - 15" RCP ® 3.28%
399.45 (333)
CI -311 412.20 408.95 (312) 405.76 (310) 159' - 15" RCP � 2.67%
405.86 (334)
CI -312 420.31 417.06 (313) 413.88 (31 1) 159' - 15" RCP � 3.1 1
413.98 (335)
CI -313 428.44 425.19 (314) 422.00 (312) 159' - 15" RCP � 3.12%
422.10 (336)
CI -314 436.54 429.30 (315) 429.10 (313) 158' - 15" RCP ® 2.47%
CI -315 436.55 429.72 (314) 42' - 15" RCP ® 1.00%
CI -316 401.19 394.46 (317) 394.11 (306) 74' - 18" RCP ® 1.00%
395.85 (338)
CI -317 401.61 395.27 (337) 395.17 (316) 71 ' - 15" RCP ® 1.00%
398.43 (318)
CI -318 405.89 400.22 (319) 400.12 (317) 169' - 15" RCP � 1.00%
CI -319 406.59 400.67 (318) 44' - 15" RCP � 1.00%
CI -320 404.61 396.20 (321) 396.10 (305) 26' - 18" RCP ® 1.00%
CI -321 403.24 396.81 (322) 396.71 (320) 51' - 18" RCP � 1.01%
CI -322 403.24 398.22 (323) 397.07 (321) 26' - 18" RCP ® 1.00%
CI -323 405.26 399.25 (324) 399.05 (322) 83' - 18" RCP ® 1.01
399.25 (329)
CI -324 409.68 403.20 (325) 403.00 (323) 118' - 15" RCP ® 3.19%
403.00 (330)
CI -325 414.48 407.93 (326) 407.73 (324) 127' - 15" RCP � 3.57%
407.93 (331)
CI -326 419.29 412.61 (327) 412.41 (325) 127' - 15" RCP O 3.53%
412.61 (332)
CI -327 424.10 417.30 (339) 417.10 (326) 127' - 15" RCP � 3.54%
CI -328 403.41 397.49 (304) 27' - 15" RCP ® 1.00%
CI -329 405.76 399.84 (323) 29' - 15" RCP � 2.01 %
CI -330 410.51 403.50 (324) 34' - 15" RCP ® 1.47%
CI -331 415.17 408.25 (325) 32' - 15" RCP � 1.01
CI -332 419.83 412.91 (326) 30' - 15" RCP ® 1.01
CI -333 404.79 399.87 (310) 42' - 15" RCP ® 1.00%
CI -334 412.20 406.28 (31 1) 42' - 15" RCP � 1.00%
CI -335 420.32 414.40 (312) 42' - 15" RCP ® 1.00%
CI -336 428.44 422.52 (313) 42' - 15" RCP � 1.00%
CI -337 401.61 395.69 (317) 42' - 15" RCP ® 1.00%
CI -338 401.19 396.27 (316) 42' - 15" RCP � 1.00%
CI -339 424.50 417.58 (327) 28' - 15" RCP ® 1.00%
FES -301 374.75 372.00 (342)
JB -302 400.66 385.09 (303) 380.42 (342) 145' - 24" RCP � 0.76%
JB -341 404.72 390.07 (305) 389.97 (304) g9' - 24" RCP ® 1.49%
393.00 (340)
JB -342 382.74 379.32 (302) 378.96 (301) 68"'!7_21 P � 0 %RING
YI -340 402.98 398.50 (341) 4=-15" RCP
@ 11.98% ©Q Storm System 4
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -403 404.39 395.20 (404) 395.10 (402) 130' - 15" RCP ® 1.00%
399.47 (406)
CI -404 400.50 396.12 (405) 396.02 (403) 82' - 15" RCP � 1.00%
CI -405 399.63 396.38 (404) 26' - 15" RCP ® 1.00%
CI -406 404.38 401.11 (407) 401.01 (403) 22' - 15" RCP � 7.00%
CI -407 407.70 403.46 (408) 403.36 (406) 103' - 15" RCP ®2.19%
CI -408 408.81 403.89 (407) 43' - 15" RCP ® 1.00%
399.13 (432) g0' - 48" 0 -RING
CI -410 402.38 389.44 (41 1) 388.94 (409) RCP � 4.21
397.04 (443)
CI -411 401.72 390.01 (412) 390.01 (410) 82' - 42" RCP ® 0.70%
396.38 (444)
CI -412 402.10 390.97 (413) 390.47 (41 1) 65' - 36" RCP � 0.71 %
390.47 (437)
CI -413 403.48 391.34 (414) 391.34 (412) 52' - 30" RCP ® 0.71
CI -414 403.41 391.53 (415) 391.53 (413) 26' - 30" RCP ® 0.73%
394.69 (427)
CI -415 403.56 391.85 (416) 391.85 (414) 46' - 24" RCP ® 0.70%
398.07 (445)
CI -416 406.56 393.50 (417) 393.25 (415) 200' - 24" RCP � 0.70%
401.22 (446)
CI -417 406.50 393.99 (418) 393.99 (416) 69' - 18" RCP ® 0.71 %
CI -418 404.59 394.59 (419) 394.59 (417) 86' - 18" RCP ® 0.70%
CI -419 402.67 395.19 (420) 395.19 (418) 86' - 18" RCP � 0.70%
CI -420 399.96 395.95 (421) 395.70 (419) 73' - 18" RCP ® 0.70%
CI -421 399.96 396.72 (422) 396.25 (420) 42' - 15" RCP � 0.71
CI -422 402.70 399.45 (423) 399.35 (421) 73' - 15" RCP ®3.62%
CI -423 406.82 402.18 (424) 402.08 (422) 116' - 15" RCP ® 2.26%
CI -424 408.41 405.23 (425) 402.98 (423) 80' - 15" RCP � 1.00%
403.08 (448)
CI -425 411.05 406.37 (426) 406.27 (424) 104' - 15" RCP ® 1.00%
CI -426 411.06 406.79 (425) 42' - 15" RCP ® 1.00%
CI -427 405.56 395.99 (428) 395.79 (414) 110' - 15" RCP ® 1.00%
CI -428 406.58 396.52 (429) 396.32 (427) 32' - 15" RCP � 1.03%
402.70 (441)
CI -429 406.95 397.01 (430) 396.81 (428) 29' - 15" RCP ® 1.00%
CI -430 404.65 397.74 (431) 397.54 (429) 53' - 15" RCP ® 1.01
CI -431 404.65 398.00 (430) 26' - 15" RCP � 1.00%
CI -432 407.41 401.87 (433) 401.77 (410) 177' - 15" RCP ® 1.49%
402.08 (449)
CI -433 411.04 403.19 (434) 403.09 (432) 122' - 15" RCP ® 1.00%
CI -434 411.83 404.23 (435) 404.13 (433) 94' - 15" RCP ® 1.00%
CI -435 410.55 405.21 (436) 405.11 (434) g8' - 15" RCP ® 1.00%
CI -436 410.55 405.63 (435) 42' - 15" RCP ® 1.00%
CI -437 402.09 390.77 (438) 390.77 (412) 42' - 24" RCP � 0.71
389.04 (454)
CI -438 401.47 391.14 (439) 391.14 (437) 46' - 24" RCP � 0.81
CI -439 395.90 392.40 (440) 392.44 (438) 186' - 18" RCP ® 0.70%
CI -440 395.74 392.80 (450) 392.80 (439) 44' - 15" RCP ® 0.91
CI -441 410.28 404.13 (442) 403.93 (428) 124' - 15" RCP ® 1.00%
CI -442 410.28 404.39 (441) 26' - 15" RCP ® 1.00%
CI -443 402.38 397.93 (458) 397.83 (410) 42' - 15" RCP � 1.88%
CI -444 401.72 396.80 (41 1) 42' - 15" RCP ® 1.00%
CI -445 403.67 398.50 (415) 43' - 18" RCP � 1.01 %
CI -446 406.54 401.64 (416) 43' - 15" RCP ® 1.00%
CI -447 408.93 405.68 () 69' - 15" RCP @ 1.00%
CI -448 408.41 403.50 (424) 42' - 15" RCP ® 1.00%
CI -449 407.42 403.17 (459) 402.50 (432) 42' - 15" RCP ® 1.00%
CI -450 398.05 394.74 (451) 394.64 (440) 86' - 15" RCP ®2.13%
CI -451 398.12 395.14 (452) 395.04 (450) 29' - 15" RCP ® 1.00%
CI -452 400.52 397.44 (453) 397.34 (451) 37' - 15" RCP @ 6.04%
CI -453 404.30 401.05 (452) 83' - 15" RCP ® 4.35%
CI -454 400.68 394.66 (455 401.05
394.56 (437) 113' - 15" RCP ® 4.89%
397.07 (456)
CI -455 398.52 395.44 (454) 78' - 15" RCP @ 1.00%
CI -456 400.74 397.76 (457) 397.66 (454) 59' - 15" RCP ® 1.01
CI -460 386.00 383.20 (461) 104' - 15" RCP ® 15.06%
FES -401 386.94 385.00 (402)
FES -409 391.31 385.14 (410)
FES -461 369.85 367.77 (460)
JB -402 403.89 393.80 (403) 391.53 (401) RCP p 19'5 O-RING
YI -457 401.59 398.51 (456) 75' - 15" RCP @ 1.00%
YI -458 401.67 398.59 (443) 66' - 15" RCP ® 1.00%
YI -459 406.67 403.42 (449) 25' - 15" RCP ® 1.00%
©Q Storm System 1
2
STRUCTURE
RIM
INVERT IN
INVERT
OUT
OUT O
OUTLET PIPE
OUTLET PIPE
CI -102
410.17
405.38
(103)
402.10
(101A)
53'
- 30"
RCP
@
10.00%
CI -103
416.91
409.44
410.69
(104)
(137)
409.34
(102)
120'
- 30"
RCP
®
3.30%
CI -104
425.38
414.67
(105)
414.57
(103)
123'
- 30"
RCP
®
4.16%
CI -105
429.68
417.90
419.15
(106)
(120)
PIN: 0769.01.29.3411,
PID: 193301
63'
- 30"
RCP
®
4.98%
CI -106
429.84
418.22
(107)
418.13
(105)
22'
- 30"
RCP
®
1.04%
CI -109
428.34
421.73
(110)
421.63
(108)
17'
- 24"
RCP
®
1.05%
CI -110
429.35
422.72
(111)
422.62
(109)
89'
- 24"
RCP
®
1.00%
CI -111
430.02
423.10
(112)
423.00
(110)
28'
- 24"
RCP
®
1.00%
CI -112
433.50
426.44
427.19
(1 13)
(124)
426.34
(111)
80'
- 24"
RCP
®
4.06%
CI -113
437.64
430.26
429.50
430.69
(1 14)
(130)
(125)
429.30
(112)
96'
- 24"
RCP
®
2.97%
CI -114
438.30
431.55
431.96
(115)
(132)
431.05
(113)
73'
- 24"
RCP
0
1.09%
CI -115
438.75
432.25
432.42
(141)
(134)
432.15
(114)
60'
- 18"
RCP
®
1.00%
CI -116
439.89
433.54
433.58
(117)
(135)
433.44
(141)
60'
- 15"
RCP
@
1.00%
CI -117
441.03
434.69
434.65
(118)
(136)
434.59
(116)
105'
- 15"
RCP
®
1.00%
CI -118
442.56
436.24
(119)
436.14
(117)
145'
- 15"
RCP
®
1.00%
CI -119
442.72
SCALE
N/A
436.61
(118)
27'
- 15"
RCP
®
1.37%
CI -120
441.00
434.78
(121)
434.37
(105)
192'
- 15"
RCP
®
7.97%
CI -121
442.03
435.19
(122)
435.10
(120)
32'
- 15"
RCP
®
1.02%
CI -122
439.48
436.28
(123)
436.18
(121)
97'
- 15"
RCP
®
1.02%
CI -123
439.48
436.54
(122)
26'
- 15"
RCP
®
1.00%
CI -124
433.52
427.41
(112)
22'
- 15"
RCP
®
1.00%
CI -125
438.15
431.11
(126)
431.02
(113)
32'
- 18"
RCP
®
1.02%
CI -126
437.59
432.07
432.07
(129)
(127)
431.82
(125)
71'
- 18"
RCP
®
1.00%
CI -127
438.40
433.02
(128)
432.92
(126)
85'
- 15"
RCP
®
1.00%
CI -128
438.99
433.41
(127)
39'
- 15"
RCP
®
1.00%
CI -129
437.59
432.33
(126)
26'
- 15"
RCP
®
1.00%
CI -130
437.73
431.62
(131)
430.00
(113)
22'
- 15"
RCP
®
2.26%
CI -131
439.71
433.35
(130)
31'
- 15"
RCP
@
5.51%
CI -132
438.30
434.85
(133)
432.18
(114)
22'
- 15"
RCP
®
1.00%
CI -133
439.74
436.30
(132)
32'
- 15"
RCP
®4.47%
CI -134
438.75
432.64
(115)
22'
- 15"
RCP
®
1.00%
CI -135
439.90
433.80
(116)
22'
- 15"
RCP
®
1.00%
CI -136
440.99
434.88
(117)
23'
- 15"
RCP
®
1.02%
CI -137
417.03
410.92
(103)
22'
- 15"
RCP
®
1.04%
CI -138
428.21
425.27
(108)
19'
- 15"
RCP
@
1.04%
FES -101
385.29
382.00
(101A)
FES -142
438.59
JB -101A
410.57
396.79
(102)
389.52
(101)
RCP
®39 7 O-RING
JB -107
429.49
420.32
(108)
419.82
(106)
159'
- 30"
RCP
0
1.00%
JB -108
428.68
421.45
425.07
(109)
(138)
421.35
(107)
102'
- 24"
RCP
@
1.01
JB -141
439.47
432.84
(116)
432.74
(115)
49'
- 18"
RCP
®
1.00%
T
® *NOTE: PIPE
FLOW VELOCITY
GREATER
THAN
2.5 FPS
CITY OF DURHAM
PUBLIC
WORKS
DEPARTMENT
APPROVED
ENGINEERING
DATE
STORY
WATER
DATE
NOTE:
TRANSPORTATION
DATE
CONTRACTOR
TO VERIFY
EXISTING
INFORMATION
PRIOR
TO CONSTRUCTION.
DATE
DATE
NOTIFY ENGINEER
OF
ANY DISCREPANCIES
399.45 408.21 (208) 40' - 30" RCP ® 2.00%
410.82 (238)
CI -210 415.78 410.45 (21 1) 408.62 (209) 26' - 30" RCP � 1.00%
CI -211 417.55 410.95 (212) 410.85 (210) 40' - 30" RCP � 1.00%
411.05 (244)
417.87 (213)
CI -212 422.33 414.67 (245) 413.42 (21 1) 139' - 30" RCP ® 1.77%
414.67 (277)
CI -213 427.47 420.27 (214) 420.17 (212) 150' - 30" RCP ® 1.54%
CI -214 428.19 420.76 (215) 420.66 (213) 39' - 30" RCP � 1.00%
CI -215 428.19 422.95 (216) 421.02 (214) 26' - 30" RCP � 1.00%
422.46 (226)
CI -216 430.55 424.08 (217) 423.98 (215) 103' - 24" RCP ® 1.00%
424.23 (249)
CI -217 435.95 426.23 (218) 425.88 (216) 180' - 24" RCP ® 1.00%
429.49 (250)
CI -218 441.21 428.08 (219) 427.98 (217) 176' - 18" RCP ® 1.00%
CI -219 443.63 428'57 (220) 428.48 (218) 40' - 18" RCP � 1.01
439.60 (236)
CI -220 443.57 428.93 (221) 428.83 (219) 26' - 18" RCP ® 1.00%
CI -221 441.20 429'68 (222) 429.44 (220) 50' - 18" RCP ® 1.01
435.02 (251)
CI -222 442.67 433.93 (223) 430.51 (221) 83' - 18" RCP ® 1.00%
CI -223 444.29 434.49 (224) 434.39 (222) 46' - 18" RCP ® 1.00%
CI -224 440.69 437.02 (225) 436.92 (223) 243' - 18" RCP � 1.00%
CI -225 440.69 437.44 (224) 42' - 15" RCP ® 1.00%
CI -226 429.92 422'99 (227) 422.89 (215) 43' - 24" RCP � 1.00%
423.74 (246)
425.00 (228)
CI -227 434.42 427.15 (247) 424.30 (226) 131' - 24" RCP ® 1.00%
426.90 (276)
CI -228 439.41 434.88 (233) 426.45 (227) 145' - 15" RCP ® 1.00%
426.65 (229)
CI -229 439.62 427.12 (230) 426.92 (228) 27' - 15" RCP ® 1.01 %
CI -230 439.76 427.66 (231) 427.46 (229) 34' - 15" RCP ® 1.01
CI -231 436.52 428.99 (232) 428.79 (230) 113' - 15" RCP ® 1.00%
CI -232 436.93 429.25 (231) 26' - 15" RCP ® 1.00%
CI -233 441.62 437.00 (234) 435.22 (228) 34' - 15" RCP ® 1.01
435.32 (248)
CI -234 446.36 440.12 (235) 439.92 (233) 189' - 15" RCP ® 1.55%
CI -235 447.61 440.69 (234) 57' - 15" RCP ® 1.00%
CI -236 446.86 440.68 (237) 440.58 (219) 98' - 15" RCP ® 1.00%
CI -237 446.86 440.94 (236) 26' - 15" RCP � 1.00%
CI -238 417.94 411.88 (239) 411.78 (209) 96' - 15" RCP ® 1.00%
CI -239 418.06 412.14 (238) 26' - 15" RCP ® 1.00%
®Q Storm System 2
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -240 393.27 387.35 (204) 25' - 15" RCP � 1.01 %
CI -241 401.12 394.87 (205) 38' - 15" RCP © 2.71
CI -242 406.88 400.64 (206) 30' - 15" RCP ® 2.08%
CI -243 412.41 406.49 (207) 44' - 15" RCP ® 1.01
CI -244 418.50 41 1.43 (21 1) 38' - 15" RCP ® 1.00%
CI -245 422.84 414.97 (212) 30' - 15" RCP ® 1.00%
CI -246 429.92 424.00 (226) 26' - 15" RCP ® 1.00%
CI -247 435.82 429.90 (227) 49' - 15" RCP ® 5.68%
CI -248 441.51 435.59 (233) 26' - 15" RCP ® 1.00%
CI -249 430.94 424.52 (216) 2g' - 15" RCP ® 1.00%
CI -250 436.34 430.42 (217) 29' - 15" RCP ® 3.20%
CI -251 441.20 435.28 (221) 26' - 15" RCP ® 1.00%
CI -253 400.06 395.71 (254) 395.61 (252A) 57' - 24" RCP ® 10.00%
CI -254 401.89 396.85 (255) 396.75 (253) 104' - 24" RCP ® 1.00%
CI -255 401.93 397.34 (256) 397.24 (254) 39' - 24" RCP ® 1.00%
398.09 (268)
CI -256 402.27 398.20 (257) 397.60 (255) 26' - 24" RCP ® 1.00%
CI -257 402.86 398.74 (258) 398.65 (256) 44' - 18" RCP ® 1.01
CI -258 408.65 403.84 (259) 401.62 (257) 268' - 18" RCP � 1.08%
403.84 (269)
CI -259 413.19 408.48 (26 398.43 408.38 (258) 208' - 15" RCP ® 2.18%
408.48 (270)
CI -260 417.75 413.08 (261) 412.98 (259) 208' - 15" RCP � 2.16%
413.08 (271)
CI -261 421.32 418.08 (262) 417.98 (260) 163' - 15" RCP ® 3.01
CI -262 423.35 418.52 (263) 418.42 (261) 34' - 15" RCP ® 1.02%
418.52 (272)
CI -263 429.01 424.14 (264) 421.64 (262) 189' - 15" RCP ® 1.65%
421.84 (273)
CI -264 429.01 424.50 (265) 424.40 (263) 26' - 15" RCP ® 1.00%
CI -265 431.66 424.94 (266) 424.84 (264) 34' - 15" RCP ® 1.01
424.94 (275)
CI -266 436.13 429.77 (267) 429.67 (265) 120' - 15" RCP � 3.93%
CI -267 436.14 430.03 (266) 26' - 15" RCP ® 1.00%
CI -268 402.74 399.49 (255) 39' - 15" RCP ® 3.61
CI -269 408.78 404.1 1 (258) 27' - 15" RCP ® 1.01 %
CI -270 413.44 408.77 (259) 29' - 15" RCP ® 1.00%
CI -271 418.08 413.41 (260) 33' - 15" RCP ® 1.00%
CI -272 423.46 418.79 (262) 26' - 15" RCP © 1.01
CI -273 429.03 422.43 (274) 422.23 (263) 39' - 15" RCP ® 1.00%
CI -274 428.92 422.70 (273) 26' - 15" RCP ® 1.03%
CI -275 431.32 425.22 (265) 27' - 15" RCP ® 1.00%
CI -280 437.51 434.75 (281) 50' - 15" RCP ® 1.97%
CI -281 436.51 433.76 (280) 433.56 (282) 42' - 15" RCP ® 1.00%
CI -282 436.38 433.14 (281) 433.04 (283) 72' - 15" RCP ® 1.00%
FES -201 372.29 369.00 (202)
FES -252 371.75 369.00 (252A)
FES -276 429.46 427.25 (227) 35' - 18" RCP ® 1.00%
FES -277 417.46 415.25 (212) 58' - 18" RCP ® 1.00%
FES -279 372.21 369.00 (278)
FES -283 437.10 432.32 (282)
JB -252A 397.36 389.91 (253) 379.85 (252) 109' - 24" RCP @ 10.00%
YI -278 389.79 380.38 (279) 150' - 18" RCP ® 7.59%
©Q Storm System 3
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -303 402.19 387.35 (304) 387.25 (302) 65' - 24" RCP � 3.30%
CI -304 403.76 388.49 (341) 388.39 (303) 69' - 24" RCP ® 1.51
397.22 (328)
CI -305 404.61 391.35 (306) 391.15 (341) g8' - 24" RCP � 1.10%
395.84 (320)
CI -306 401.34 394.63 (307) 393.17 (305) 182' - 24" RCP � 1.00%
393.37 (316)
CI -307 401.18 395.00 (308) 394.90 (306) 27' - 18" RCP ® 1.00%
CI -308 402.32 395.88 (309) 395.52 (307) 52' - 18" RCP ® 1.01
CI -309 402.32 396.40 (310) 396.30 (308) 43' - 15" RCP ® 1.00%
CI -310 404.78 401.53 (31 1) 399.35 (309) 90' - 15" RCP ® 3.28%
399.45 (333)
CI -311 412.20 408.95 (312) 405.76 (310) 159' - 15" RCP � 2.67%
405.86 (334)
CI -312 420.31 417.06 (313) 413.88 (31 1) 159' - 15" RCP � 3.1 1
413.98 (335)
CI -313 428.44 425.19 (314) 422.00 (312) 159' - 15" RCP � 3.12%
422.10 (336)
CI -314 436.54 429.30 (315) 429.10 (313) 158' - 15" RCP ® 2.47%
CI -315 436.55 429.72 (314) 42' - 15" RCP ® 1.00%
CI -316 401.19 394.46 (317) 394.11 (306) 74' - 18" RCP ® 1.00%
395.85 (338)
CI -317 401.61 395.27 (337) 395.17 (316) 71 ' - 15" RCP ® 1.00%
398.43 (318)
CI -318 405.89 400.22 (319) 400.12 (317) 169' - 15" RCP � 1.00%
CI -319 406.59 400.67 (318) 44' - 15" RCP � 1.00%
CI -320 404.61 396.20 (321) 396.10 (305) 26' - 18" RCP ® 1.00%
CI -321 403.24 396.81 (322) 396.71 (320) 51' - 18" RCP � 1.01%
CI -322 403.24 398.22 (323) 397.07 (321) 26' - 18" RCP ® 1.00%
CI -323 405.26 399.25 (324) 399.05 (322) 83' - 18" RCP ® 1.01
399.25 (329)
CI -324 409.68 403.20 (325) 403.00 (323) 118' - 15" RCP ® 3.19%
403.00 (330)
CI -325 414.48 407.93 (326) 407.73 (324) 127' - 15" RCP � 3.57%
407.93 (331)
CI -326 419.29 412.61 (327) 412.41 (325) 127' - 15" RCP O 3.53%
412.61 (332)
CI -327 424.10 417.30 (339) 417.10 (326) 127' - 15" RCP � 3.54%
CI -328 403.41 397.49 (304) 27' - 15" RCP ® 1.00%
CI -329 405.76 399.84 (323) 29' - 15" RCP � 2.01 %
CI -330 410.51 403.50 (324) 34' - 15" RCP ® 1.47%
CI -331 415.17 408.25 (325) 32' - 15" RCP � 1.01
CI -332 419.83 412.91 (326) 30' - 15" RCP ® 1.01
CI -333 404.79 399.87 (310) 42' - 15" RCP ® 1.00%
CI -334 412.20 406.28 (31 1) 42' - 15" RCP � 1.00%
CI -335 420.32 414.40 (312) 42' - 15" RCP ® 1.00%
CI -336 428.44 422.52 (313) 42' - 15" RCP � 1.00%
CI -337 401.61 395.69 (317) 42' - 15" RCP ® 1.00%
CI -338 401.19 396.27 (316) 42' - 15" RCP � 1.00%
CI -339 424.50 417.58 (327) 28' - 15" RCP ® 1.00%
FES -301 374.75 372.00 (342)
JB -302 400.66 385.09 (303) 380.42 (342) 145' - 24" RCP � 0.76%
JB -341 404.72 390.07 (305) 389.97 (304) g9' - 24" RCP ® 1.49%
393.00 (340)
JB -342 382.74 379.32 (302) 378.96 (301) 68"'!7_21 P � 0 %RING
YI -340 402.98 398.50 (341) 4=-15" RCP
@ 11.98% ©Q Storm System 4
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -403 404.39 395.20 (404) 395.10 (402) 130' - 15" RCP ® 1.00%
399.47 (406)
CI -404 400.50 396.12 (405) 396.02 (403) 82' - 15" RCP � 1.00%
CI -405 399.63 396.38 (404) 26' - 15" RCP ® 1.00%
CI -406 404.38 401.11 (407) 401.01 (403) 22' - 15" RCP � 7.00%
CI -407 407.70 403.46 (408) 403.36 (406) 103' - 15" RCP ®2.19%
CI -408 408.81 403.89 (407) 43' - 15" RCP ® 1.00%
399.13 (432) g0' - 48" 0 -RING
CI -410 402.38 389.44 (41 1) 388.94 (409) RCP � 4.21
397.04 (443)
CI -411 401.72 390.01 (412) 390.01 (410) 82' - 42" RCP ® 0.70%
396.38 (444)
CI -412 402.10 390.97 (413) 390.47 (41 1) 65' - 36" RCP � 0.71 %
390.47 (437)
CI -413 403.48 391.34 (414) 391.34 (412) 52' - 30" RCP ® 0.71
CI -414 403.41 391.53 (415) 391.53 (413) 26' - 30" RCP ® 0.73%
394.69 (427)
CI -415 403.56 391.85 (416) 391.85 (414) 46' - 24" RCP ® 0.70%
398.07 (445)
CI -416 406.56 393.50 (417) 393.25 (415) 200' - 24" RCP � 0.70%
401.22 (446)
CI -417 406.50 393.99 (418) 393.99 (416) 69' - 18" RCP ® 0.71 %
CI -418 404.59 394.59 (419) 394.59 (417) 86' - 18" RCP ® 0.70%
CI -419 402.67 395.19 (420) 395.19 (418) 86' - 18" RCP � 0.70%
CI -420 399.96 395.95 (421) 395.70 (419) 73' - 18" RCP ® 0.70%
CI -421 399.96 396.72 (422) 396.25 (420) 42' - 15" RCP � 0.71
CI -422 402.70 399.45 (423) 399.35 (421) 73' - 15" RCP ®3.62%
CI -423 406.82 402.18 (424) 402.08 (422) 116' - 15" RCP ® 2.26%
CI -424 408.41 405.23 (425) 402.98 (423) 80' - 15" RCP � 1.00%
403.08 (448)
CI -425 411.05 406.37 (426) 406.27 (424) 104' - 15" RCP ® 1.00%
CI -426 411.06 406.79 (425) 42' - 15" RCP ® 1.00%
CI -427 405.56 395.99 (428) 395.79 (414) 110' - 15" RCP ® 1.00%
CI -428 406.58 396.52 (429) 396.32 (427) 32' - 15" RCP � 1.03%
402.70 (441)
CI -429 406.95 397.01 (430) 396.81 (428) 29' - 15" RCP ® 1.00%
CI -430 404.65 397.74 (431) 397.54 (429) 53' - 15" RCP ® 1.01
CI -431 404.65 398.00 (430) 26' - 15" RCP � 1.00%
CI -432 407.41 401.87 (433) 401.77 (410) 177' - 15" RCP ® 1.49%
402.08 (449)
CI -433 411.04 403.19 (434) 403.09 (432) 122' - 15" RCP ® 1.00%
CI -434 411.83 404.23 (435) 404.13 (433) 94' - 15" RCP ® 1.00%
CI -435 410.55 405.21 (436) 405.11 (434) g8' - 15" RCP ® 1.00%
CI -436 410.55 405.63 (435) 42' - 15" RCP ® 1.00%
CI -437 402.09 390.77 (438) 390.77 (412) 42' - 24" RCP � 0.71
389.04 (454)
CI -438 401.47 391.14 (439) 391.14 (437) 46' - 24" RCP � 0.81
CI -439 395.90 392.40 (440) 392.44 (438) 186' - 18" RCP ® 0.70%
CI -440 395.74 392.80 (450) 392.80 (439) 44' - 15" RCP ® 0.91
CI -441 410.28 404.13 (442) 403.93 (428) 124' - 15" RCP ® 1.00%
CI -442 410.28 404.39 (441) 26' - 15" RCP ® 1.00%
CI -443 402.38 397.93 (458) 397.83 (410) 42' - 15" RCP � 1.88%
CI -444 401.72 396.80 (41 1) 42' - 15" RCP ® 1.00%
CI -445 403.67 398.50 (415) 43' - 18" RCP � 1.01 %
CI -446 406.54 401.64 (416) 43' - 15" RCP ® 1.00%
CI -447 408.93 405.68 () 69' - 15" RCP @ 1.00%
CI -448 408.41 403.50 (424) 42' - 15" RCP ® 1.00%
CI -449 407.42 403.17 (459) 402.50 (432) 42' - 15" RCP ® 1.00%
CI -450 398.05 394.74 (451) 394.64 (440) 86' - 15" RCP ®2.13%
CI -451 398.12 395.14 (452) 395.04 (450) 29' - 15" RCP ® 1.00%
CI -452 400.52 397.44 (453) 397.34 (451) 37' - 15" RCP @ 6.04%
CI -453 404.30 401.05 (452) 83' - 15" RCP ® 4.35%
CI -454 400.68 394.66 (455 401.05
394.56 (437) 113' - 15" RCP ® 4.89%
397.07 (456)
CI -455 398.52 395.44 (454) 78' - 15" RCP @ 1.00%
CI -456 400.74 397.76 (457) 397.66 (454) 59' - 15" RCP ® 1.01
CI -460 386.00 383.20 (461) 104' - 15" RCP ® 15.06%
FES -401 386.94 385.00 (402)
FES -409 391.31 385.14 (410)
FES -461 369.85 367.77 (460)
JB -402 403.89 393.80 (403) 391.53 (401) RCP p 19'5 O-RING
YI -457 401.59 398.51 (456) 75' - 15" RCP @ 1.00%
YI -458 401.67 398.59 (443) 66' - 15" RCP ® 1.00%
YI -459 406.67 403.42 (449) 25' - 15" RCP ® 1.00%
©Q Storm System 1
2
STRUCTURE
RIM
INVERT IN
INVERT
OUT
OUT O
OUTLET PIPE
OUTLET PIPE
CI -102
410.17
405.38
(103)
402.10
(101A)
53'
- 30"
RCP
@
10.00%
CI -103
416.91
409.44
410.69
(104)
(137)
409.34
(102)
120'
- 30"
RCP
®
3.30%
CI -104
425.38
414.67
(105)
414.57
(103)
123'
- 30"
RCP
®
4.16%
CI -105
429.68
417.90
419.15
(106)
(120)
417.80
(104)
63'
- 30"
RCP
®
4.98%
CI -106
429.84
418.22
(107)
418.13
(105)
22'
- 30"
RCP
®
1.04%
CI -109
428.34
421.73
(110)
421.63
(108)
17'
- 24"
RCP
®
1.05%
CI -110
429.35
422.72
(111)
422.62
(109)
89'
- 24"
RCP
®
1.00%
CI -111
430.02
423.10
(112)
423.00
(110)
28'
- 24"
RCP
®
1.00%
CI -112
433.50
426.44
427.19
(1 13)
(124)
426.34
(111)
80'
- 24"
RCP
®
4.06%
CI -113
437.64
430.26
429.50
430.69
(1 14)
(130)
(125)
429.30
(112)
96'
- 24"
RCP
®
2.97%
CI -114
438.30
431.55
431.96
(115)
(132)
431.05
(113)
73'
- 24"
RCP
0
1.09%
CI -115
438.75
432.25
432.42
(141)
(134)
432.15
(114)
60'
- 18"
RCP
®
1.00%
CI -116
439.89
433.54
433.58
(117)
(135)
433.44
(141)
60'
- 15"
RCP
@
1.00%
CI -117
441.03
434.69
434.65
(118)
(136)
434.59
(116)
105'
- 15"
RCP
®
1.00%
CI -118
442.56
436.24
(119)
436.14
(117)
145'
- 15"
RCP
®
1.00%
CI -119
442.72
SCALE
N/A
436.61
(118)
27'
- 15"
RCP
®
1.37%
CI -120
441.00
434.78
(121)
434.37
(105)
192'
- 15"
RCP
®
7.97%
CI -121
442.03
435.19
(122)
435.10
(120)
32'
- 15"
RCP
®
1.02%
CI -122
439.48
436.28
(123)
436.18
(121)
97'
- 15"
RCP
®
1.02%
CI -123
439.48
436.54
(122)
26'
- 15"
RCP
®
1.00%
CI -124
433.52
427.41
(112)
22'
- 15"
RCP
®
1.00%
CI -125
438.15
431.11
(126)
431.02
(113)
32'
- 18"
RCP
®
1.02%
CI -126
437.59
432.07
432.07
(129)
(127)
431.82
(125)
71'
- 18"
RCP
®
1.00%
CI -127
438.40
433.02
(128)
432.92
(126)
85'
- 15"
RCP
®
1.00%
CI -128
438.99
433.41
(127)
39'
- 15"
RCP
®
1.00%
CI -129
437.59
432.33
(126)
26'
- 15"
RCP
®
1.00%
CI -130
437.73
431.62
(131)
430.00
(113)
22'
- 15"
RCP
®
2.26%
CI -131
439.71
433.35
(130)
31'
- 15"
RCP
@
5.51%
CI -132
438.30
434.85
(133)
432.18
(114)
22'
- 15"
RCP
®
1.00%
CI -133
439.74
436.30
(132)
32'
- 15"
RCP
®4.47%
CI -134
438.75
432.64
(115)
22'
- 15"
RCP
®
1.00%
CI -135
439.90
433.80
(116)
22'
- 15"
RCP
®
1.00%
CI -136
440.99
434.88
(117)
23'
- 15"
RCP
®
1.02%
CI -137
417.03
410.92
(103)
22'
- 15"
RCP
®
1.04%
CI -138
428.21
425.27
(108)
19'
- 15"
RCP
@
1.04%
FES -101
385.29
382.00
(101A)
FES -142
438.59
JB -101A
410.57
396.79
(102)
389.52
(101)
RCP
®39 7 O-RING
JB -107
429.49
420.32
(108)
419.82
(106)
159'
- 30"
RCP
0
1.00%
JB -108
428.68
421.45
425.07
(109)
(138)
421.35
(107)
102'
- 24"
RCP
@
1.01
JB -141
439.47
432.84
(116)
432.74
(115)
49'
- 18"
RCP
®
1.00%
399.45 408.21 (208) 40' - 30" RCP ® 2.00%
410.82 (238)
CI -210 415.78 410.45 (21 1) 408.62 (209) 26' - 30" RCP � 1.00%
CI -211 417.55 410.95 (212) 410.85 (210) 40' - 30" RCP � 1.00%
411.05 (244)
417.87 (213)
CI -212 422.33 414.67 (245) 413.42 (21 1) 139' - 30" RCP ® 1.77%
414.67 (277)
CI -213 427.47 420.27 (214) 420.17 (212) 150' - 30" RCP ® 1.54%
CI -214 428.19 420.76 (215) 420.66 (213) 39' - 30" RCP � 1.00%
CI -215 428.19 422.95 (216) 421.02 (214) 26' - 30" RCP � 1.00%
422.46 (226)
CI -216 430.55 424.08 (217) 423.98 (215) 103' - 24" RCP ® 1.00%
424.23 (249)
CI -217 435.95 426.23 (218) 425.88 (216) 180' - 24" RCP ® 1.00%
429.49 (250)
CI -218 441.21 428.08 (219) 427.98 (217) 176' - 18" RCP ® 1.00%
CI -219 443.63 428'57 (220) 428.48 (218) 40' - 18" RCP � 1.01
439.60 (236)
CI -220 443.57 428.93 (221) 428.83 (219) 26' - 18" RCP ® 1.00%
CI -221 441.20 429'68 (222) 429.44 (220) 50' - 18" RCP ® 1.01
435.02 (251)
CI -222 442.67 433.93 (223) 430.51 (221) 83' - 18" RCP ® 1.00%
CI -223 444.29 434.49 (224) 434.39 (222) 46' - 18" RCP ® 1.00%
CI -224 440.69 437.02 (225) 436.92 (223) 243' - 18" RCP � 1.00%
CI -225 440.69 437.44 (224) 42' - 15" RCP ® 1.00%
CI -226 429.92 422'99 (227) 422.89 (215) 43' - 24" RCP � 1.00%
423.74 (246)
425.00 (228)
CI -227 434.42 427.15 (247) 424.30 (226) 131' - 24" RCP ® 1.00%
426.90 (276)
CI -228 439.41 434.88 (233) 426.45 (227) 145' - 15" RCP ® 1.00%
426.65 (229)
CI -229 439.62 427.12 (230) 426.92 (228) 27' - 15" RCP ® 1.01 %
CI -230 439.76 427.66 (231) 427.46 (229) 34' - 15" RCP ® 1.01
CI -231 436.52 428.99 (232) 428.79 (230) 113' - 15" RCP ® 1.00%
CI -232 436.93 429.25 (231) 26' - 15" RCP ® 1.00%
CI -233 441.62 437.00 (234) 435.22 (228) 34' - 15" RCP ® 1.01
435.32 (248)
CI -234 446.36 440.12 (235) 439.92 (233) 189' - 15" RCP ® 1.55%
CI -235 447.61 440.69 (234) 57' - 15" RCP ® 1.00%
CI -236 446.86 440.68 (237) 440.58 (219) 98' - 15" RCP ® 1.00%
CI -237 446.86 440.94 (236) 26' - 15" RCP � 1.00%
CI -238 417.94 411.88 (239) 411.78 (209) 96' - 15" RCP ® 1.00%
CI -239 418.06 412.14 (238) 26' - 15" RCP ® 1.00%
®Q Storm System 2
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -240 393.27 387.35 (204) 25' - 15" RCP � 1.01 %
CI -241 401.12 394.87 (205) 38' - 15" RCP © 2.71
CI -242 406.88 400.64 (206) 30' - 15" RCP ® 2.08%
CI -243 412.41 406.49 (207) 44' - 15" RCP ® 1.01
CI -244 418.50 41 1.43 (21 1) 38' - 15" RCP ® 1.00%
CI -245 422.84 414.97 (212) 30' - 15" RCP ® 1.00%
CI -246 429.92 424.00 (226) 26' - 15" RCP ® 1.00%
CI -247 435.82 429.90 (227) 49' - 15" RCP ® 5.68%
CI -248 441.51 435.59 (233) 26' - 15" RCP ® 1.00%
CI -249 430.94 424.52 (216) 2g' - 15" RCP ® 1.00%
CI -250 436.34 430.42 (217) 29' - 15" RCP ® 3.20%
CI -251 441.20 435.28 (221) 26' - 15" RCP ® 1.00%
CI -253 400.06 395.71 (254) 395.61 (252A) 57' - 24" RCP ® 10.00%
CI -254 401.89 396.85 (255) 396.75 (253) 104' - 24" RCP ® 1.00%
CI -255 401.93 397.34 (256) 397.24 (254) 39' - 24" RCP ® 1.00%
398.09 (268)
CI -256 402.27 398.20 (257) 397.60 (255) 26' - 24" RCP ® 1.00%
CI -257 402.86 398.74 (258) 398.65 (256) 44' - 18" RCP ® 1.01
CI -258 408.65 403.84 (259) 401.62 (257) 268' - 18" RCP � 1.08%
403.84 (269)
CI -259 413.19 408.48 (26 398.43 408.38 (258) 208' - 15" RCP ® 2.18%
408.48 (270)
CI -260 417.75 413.08 (261) 412.98 (259) 208' - 15" RCP � 2.16%
413.08 (271)
CI -261 421.32 418.08 (262) 417.98 (260) 163' - 15" RCP ® 3.01
CI -262 423.35 418.52 (263) 418.42 (261) 34' - 15" RCP ® 1.02%
418.52 (272)
CI -263 429.01 424.14 (264) 421.64 (262) 189' - 15" RCP ® 1.65%
421.84 (273)
CI -264 429.01 424.50 (265) 424.40 (263) 26' - 15" RCP ® 1.00%
CI -265 431.66 424.94 (266) 424.84 (264) 34' - 15" RCP ® 1.01
424.94 (275)
CI -266 436.13 429.77 (267) 429.67 (265) 120' - 15" RCP � 3.93%
CI -267 436.14 430.03 (266) 26' - 15" RCP ® 1.00%
CI -268 402.74 399.49 (255) 39' - 15" RCP ® 3.61
CI -269 408.78 404.1 1 (258) 27' - 15" RCP ® 1.01 %
CI -270 413.44 408.77 (259) 29' - 15" RCP ® 1.00%
CI -271 418.08 413.41 (260) 33' - 15" RCP ® 1.00%
CI -272 423.46 418.79 (262) 26' - 15" RCP © 1.01
CI -273 429.03 422.43 (274) 422.23 (263) 39' - 15" RCP ® 1.00%
CI -274 428.92 422.70 (273) 26' - 15" RCP ® 1.03%
CI -275 431.32 425.22 (265) 27' - 15" RCP ® 1.00%
CI -280 437.51 434.75 (281) 50' - 15" RCP ® 1.97%
CI -281 436.51 433.76 (280) 433.56 (282) 42' - 15" RCP ® 1.00%
CI -282 436.38 433.14 (281) 433.04 (283) 72' - 15" RCP ® 1.00%
FES -201 372.29 369.00 (202)
FES -252 371.75 369.00 (252A)
FES -276 429.46 427.25 (227) 35' - 18" RCP ® 1.00%
FES -277 417.46 415.25 (212) 58' - 18" RCP ® 1.00%
FES -279 372.21 369.00 (278)
FES -283 437.10 432.32 (282)
JB -252A 397.36 389.91 (253) 379.85 (252) 109' - 24" RCP @ 10.00%
YI -278 389.79 380.38 (279) 150' - 18" RCP ® 7.59%
©Q Storm System 3
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -303 402.19 387.35 (304) 387.25 (302) 65' - 24" RCP � 3.30%
CI -304 403.76 388.49 (341) 388.39 (303) 69' - 24" RCP ® 1.51
397.22 (328)
CI -305 404.61 391.35 (306) 391.15 (341) g8' - 24" RCP � 1.10%
395.84 (320)
CI -306 401.34 394.63 (307) 393.17 (305) 182' - 24" RCP � 1.00%
393.37 (316)
CI -307 401.18 395.00 (308) 394.90 (306) 27' - 18" RCP ® 1.00%
CI -308 402.32 395.88 (309) 395.52 (307) 52' - 18" RCP ® 1.01
CI -309 402.32 396.40 (310) 396.30 (308) 43' - 15" RCP ® 1.00%
CI -310 404.78 401.53 (31 1) 399.35 (309) 90' - 15" RCP ® 3.28%
399.45 (333)
CI -311 412.20 408.95 (312) 405.76 (310) 159' - 15" RCP � 2.67%
405.86 (334)
CI -312 420.31 417.06 (313) 413.88 (31 1) 159' - 15" RCP � 3.1 1
413.98 (335)
CI -313 428.44 425.19 (314) 422.00 (312) 159' - 15" RCP � 3.12%
422.10 (336)
CI -314 436.54 429.30 (315) 429.10 (313) 158' - 15" RCP ® 2.47%
CI -315 436.55 429.72 (314) 42' - 15" RCP ® 1.00%
CI -316 401.19 394.46 (317) 394.11 (306) 74' - 18" RCP ® 1.00%
395.85 (338)
CI -317 401.61 395.27 (337) 395.17 (316) 71 ' - 15" RCP ® 1.00%
398.43 (318)
CI -318 405.89 400.22 (319) 400.12 (317) 169' - 15" RCP � 1.00%
CI -319 406.59 400.67 (318) 44' - 15" RCP � 1.00%
CI -320 404.61 396.20 (321) 396.10 (305) 26' - 18" RCP ® 1.00%
CI -321 403.24 396.81 (322) 396.71 (320) 51' - 18" RCP � 1.01%
CI -322 403.24 398.22 (323) 397.07 (321) 26' - 18" RCP ® 1.00%
CI -323 405.26 399.25 (324) 399.05 (322) 83' - 18" RCP ® 1.01
399.25 (329)
CI -324 409.68 403.20 (325) 403.00 (323) 118' - 15" RCP ® 3.19%
403.00 (330)
CI -325 414.48 407.93 (326) 407.73 (324) 127' - 15" RCP � 3.57%
407.93 (331)
CI -326 419.29 412.61 (327) 412.41 (325) 127' - 15" RCP O 3.53%
412.61 (332)
CI -327 424.10 417.30 (339) 417.10 (326) 127' - 15" RCP � 3.54%
CI -328 403.41 397.49 (304) 27' - 15" RCP ® 1.00%
CI -329 405.76 399.84 (323) 29' - 15" RCP � 2.01 %
CI -330 410.51 403.50 (324) 34' - 15" RCP ® 1.47%
CI -331 415.17 408.25 (325) 32' - 15" RCP � 1.01
CI -332 419.83 412.91 (326) 30' - 15" RCP ® 1.01
CI -333 404.79 399.87 (310) 42' - 15" RCP ® 1.00%
CI -334 412.20 406.28 (31 1) 42' - 15" RCP � 1.00%
CI -335 420.32 414.40 (312) 42' - 15" RCP ® 1.00%
CI -336 428.44 422.52 (313) 42' - 15" RCP � 1.00%
CI -337 401.61 395.69 (317) 42' - 15" RCP ® 1.00%
CI -338 401.19 396.27 (316) 42' - 15" RCP � 1.00%
CI -339 424.50 417.58 (327) 28' - 15" RCP ® 1.00%
FES -301 374.75 372.00 (342)
JB -302 400.66 385.09 (303) 380.42 (342) 145' - 24" RCP � 0.76%
JB -341 404.72 390.07 (305) 389.97 (304) g9' - 24" RCP ® 1.49%
393.00 (340)
JB -342 382.74 379.32 (302) 378.96 (301) 68"'!7_21 P � 0 %RING
YI -340 402.98 398.50 (341) 4=-15" RCP
@ 11.98% ©Q Storm System 4
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -403 404.39 395.20 (404) 395.10 (402) 130' - 15" RCP ® 1.00%
399.47 (406)
CI -404 400.50 396.12 (405) 396.02 (403) 82' - 15" RCP � 1.00%
CI -405 399.63 396.38 (404) 26' - 15" RCP ® 1.00%
CI -406 404.38 401.11 (407) 401.01 (403) 22' - 15" RCP � 7.00%
CI -407 407.70 403.46 (408) 403.36 (406) 103' - 15" RCP ®2.19%
CI -408 408.81 403.89 (407) 43' - 15" RCP ® 1.00%
399.13 (432) g0' - 48" 0 -RING
CI -410 402.38 389.44 (41 1) 388.94 (409) RCP � 4.21
397.04 (443)
CI -411 401.72 390.01 (412) 390.01 (410) 82' - 42" RCP ® 0.70%
396.38 (444)
CI -412 402.10 390.97 (413) 390.47 (41 1) 65' - 36" RCP � 0.71 %
390.47 (437)
CI -413 403.48 391.34 (414) 391.34 (412) 52' - 30" RCP ® 0.71
CI -414 403.41 391.53 (415) 391.53 (413) 26' - 30" RCP ® 0.73%
394.69 (427)
CI -415 403.56 391.85 (416) 391.85 (414) 46' - 24" RCP ® 0.70%
398.07 (445)
CI -416 406.56 393.50 (417) 393.25 (415) 200' - 24" RCP � 0.70%
401.22 (446)
CI -417 406.50 393.99 (418) 393.99 (416) 69' - 18" RCP ® 0.71 %
CI -418 404.59 394.59 (419) 394.59 (417) 86' - 18" RCP ® 0.70%
CI -419 402.67 395.19 (420) 395.19 (418) 86' - 18" RCP � 0.70%
CI -420 399.96 395.95 (421) 395.70 (419) 73' - 18" RCP ® 0.70%
CI -421 399.96 396.72 (422) 396.25 (420) 42' - 15" RCP � 0.71
CI -422 402.70 399.45 (423) 399.35 (421) 73' - 15" RCP ®3.62%
CI -423 406.82 402.18 (424) 402.08 (422) 116' - 15" RCP ® 2.26%
CI -424 408.41 405.23 (425) 402.98 (423) 80' - 15" RCP � 1.00%
403.08 (448)
CI -425 411.05 406.37 (426) 406.27 (424) 104' - 15" RCP ® 1.00%
CI -426 411.06 406.79 (425) 42' - 15" RCP ® 1.00%
CI -427 405.56 395.99 (428) 395.79 (414) 110' - 15" RCP ® 1.00%
CI -428 406.58 396.52 (429) 396.32 (427) 32' - 15" RCP � 1.03%
402.70 (441)
CI -429 406.95 397.01 (430) 396.81 (428) 29' - 15" RCP ® 1.00%
CI -430 404.65 397.74 (431) 397.54 (429) 53' - 15" RCP ® 1.01
CI -431 404.65 398.00 (430) 26' - 15" RCP � 1.00%
CI -432 407.41 401.87 (433) 401.77 (410) 177' - 15" RCP ® 1.49%
402.08 (449)
CI -433 411.04 403.19 (434) 403.09 (432) 122' - 15" RCP ® 1.00%
CI -434 411.83 404.23 (435) 404.13 (433) 94' - 15" RCP ® 1.00%
CI -435 410.55 405.21 (436) 405.11 (434) g8' - 15" RCP ® 1.00%
CI -436 410.55 405.63 (435) 42' - 15" RCP ® 1.00%
CI -437 402.09 390.77 (438) 390.77 (412) 42' - 24" RCP � 0.71
389.04 (454)
CI -438 401.47 391.14 (439) 391.14 (437) 46' - 24" RCP � 0.81
CI -439 395.90 392.40 (440) 392.44 (438) 186' - 18" RCP ® 0.70%
CI -440 395.74 392.80 (450) 392.80 (439) 44' - 15" RCP ® 0.91
CI -441 410.28 404.13 (442) 403.93 (428) 124' - 15" RCP ® 1.00%
CI -442 410.28 404.39 (441) 26' - 15" RCP ® 1.00%
CI -443 402.38 397.93 (458) 397.83 (410) 42' - 15" RCP � 1.88%
CI -444 401.72 396.80 (41 1) 42' - 15" RCP ® 1.00%
CI -445 403.67 398.50 (415) 43' - 18" RCP � 1.01 %
CI -446 406.54 401.64 (416) 43' - 15" RCP ® 1.00%
CI -447 408.93 405.68 () 69' - 15" RCP @ 1.00%
CI -448 408.41 403.50 (424) 42' - 15" RCP ® 1.00%
CI -449 407.42 403.17 (459) 402.50 (432) 42' - 15" RCP ® 1.00%
CI -450 398.05 394.74 (451) 394.64 (440) 86' - 15" RCP ®2.13%
CI -451 398.12 395.14 (452) 395.04 (450) 29' - 15" RCP ® 1.00%
CI -452 400.52 397.44 (453) 397.34 (451) 37' - 15" RCP @ 6.04%
CI -453 404.30 401.05 (452) 83' - 15" RCP ® 4.35%
CI -454 400.68 394.66 (455 401.05
394.56 (437) 113' - 15" RCP ® 4.89%
397.07 (456)
CI -455 398.52 395.44 (454) 78' - 15" RCP @ 1.00%
CI -456 400.74 397.76 (457) 397.66 (454) 59' - 15" RCP ® 1.01
CI -460 386.00 383.20 (461) 104' - 15" RCP ® 15.06%
FES -401 386.94 385.00 (402)
FES -409 391.31 385.14 (410)
FES -461 369.85 367.77 (460)
JB -402 403.89 393.80 (403) 391.53 (401) RCP p 19'5 O-RING
YI -457 401.59 398.51 (456) 75' - 15" RCP @ 1.00%
YI -458 401.67 398.59 (443) 66' - 15" RCP ® 1.00%
YI -459 406.67 403.42 (449) 25' - 15" RCP ® 1.00%
®Q Storm System 2
2
STRUCTURE R
RIM I
INVERT IN I
INVERT O
OUT O
OUTLET PIPE
CI -202 3
389.55 3
379.30 (
(203) 3
373.32 (
(201) R
� RING
RCP ®302 �
W
CI -203 3
390.47 3
385.15 (
(204) 3
379.83 (
(202) 5
53' - 3
30" R
RCP ®
® 1
1.00%
CI -204 3
393.01 3
388.32 (
(205) 3
385.85 (
(203) 6
69' - 3
30" R
RCP ®
® 1
1.01
J
a
U
U
U
CI -205 4
400.09 3
395.40 (
(206) 3
393.57 (
(204) 2
203' - 3
30" R
RCP �
� 2
2.58%
obi
N
0000
0
CI -206 4
406.25 4
401.56 (
(207) 3
399.41 (
(205) 1
180' - 3
30" R
RCP ®
® 2
2.23%
D
0
W
V
CA
CI -207 4
411.16 4
404.90 (
(208) 4
404.80 (
(206) 1
140' - 3
30" R
RCP ®
® 2
2.32%
°
a
Ix
CL
°a u
Q
W � _
� H
O W I=
CI -208 4
415.34 4
407.41 (
(209) 4
407.31 (
(207) 1
120' - 3
30" R
RCP ®
® 2
2.00%
CI -209 4
415.78 4
408.36 (
(21 3
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
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FINAL DRAWING
FOR REVIEW PURPOSES ONLY
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SCALE
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DATE
JANUARY 09, 2015
DESIGN
DRAFT
CHECK
AFL
AFL
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
GR -13
®Q Storm System 2
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -240 393.27 387.35 (204) 25' - 15" RCP � 1.01 %
CI -241 401.12 394.87 (205) 38' - 15" RCP © 2.71
CI -242 406.88 400.64 (206) 30' - 15" RCP ® 2.08%
CI -243 412.41 406.49 (207) 44' - 15" RCP ® 1.01
CI -244 418.50 41 1.43 (21 1) 38' - 15" RCP ® 1.00%
CI -245 422.84 414.97 (212) 30' - 15" RCP ® 1.00%
CI -246 429.92 424.00 (226) 26' - 15" RCP ® 1.00%
CI -247 435.82 429.90 (227) 49' - 15" RCP ® 5.68%
CI -248 441.51 435.59 (233) 26' - 15" RCP ® 1.00%
CI -249 430.94 424.52 (216) 2g' - 15" RCP ® 1.00%
CI -250 436.34 430.42 (217) 29' - 15" RCP ® 3.20%
CI -251 441.20 435.28 (221) 26' - 15" RCP ® 1.00%
CI -253 400.06 395.71 (254) 395.61 (252A) 57' - 24" RCP ® 10.00%
CI -254 401.89 396.85 (255) 396.75 (253) 104' - 24" RCP ® 1.00%
CI -255 401.93 397.34 (256) 397.24 (254) 39' - 24" RCP ® 1.00%
398.09 (268)
CI -256 402.27 398.20 (257) 397.60 (255) 26' - 24" RCP ® 1.00%
CI -257 402.86 398.74 (258) 398.65 (256) 44' - 18" RCP ® 1.01
CI -258 408.65 403.84 (259) 401.62 (257) 268' - 18" RCP � 1.08%
403.84 (269)
CI -259 413.19 408.48 (26 398.43 408.38 (258) 208' - 15" RCP ® 2.18%
408.48 (270)
CI -260 417.75 413.08 (261) 412.98 (259) 208' - 15" RCP � 2.16%
413.08 (271)
CI -261 421.32 418.08 (262) 417.98 (260) 163' - 15" RCP ® 3.01
CI -262 423.35 418.52 (263) 418.42 (261) 34' - 15" RCP ® 1.02%
418.52 (272)
CI -263 429.01 424.14 (264) 421.64 (262) 189' - 15" RCP ® 1.65%
421.84 (273)
CI -264 429.01 424.50 (265) 424.40 (263) 26' - 15" RCP ® 1.00%
CI -265 431.66 424.94 (266) 424.84 (264) 34' - 15" RCP ® 1.01
424.94 (275)
CI -266 436.13 429.77 (267) 429.67 (265) 120' - 15" RCP � 3.93%
CI -267 436.14 430.03 (266) 26' - 15" RCP ® 1.00%
CI -268 402.74 399.49 (255) 39' - 15" RCP ® 3.61
CI -269 408.78 404.1 1 (258) 27' - 15" RCP ® 1.01 %
CI -270 413.44 408.77 (259) 29' - 15" RCP ® 1.00%
CI -271 418.08 413.41 (260) 33' - 15" RCP ® 1.00%
CI -272 423.46 418.79 (262) 26' - 15" RCP © 1.01
CI -273 429.03 422.43 (274) 422.23 (263) 39' - 15" RCP ® 1.00%
CI -274 428.92 422.70 (273) 26' - 15" RCP ® 1.03%
CI -275 431.32 425.22 (265) 27' - 15" RCP ® 1.00%
CI -280 437.51 434.75 (281) 50' - 15" RCP ® 1.97%
CI -281 436.51 433.76 (280) 433.56 (282) 42' - 15" RCP ® 1.00%
CI -282 436.38 433.14 (281) 433.04 (283) 72' - 15" RCP ® 1.00%
FES -201 372.29 369.00 (202)
FES -252 371.75 369.00 (252A)
FES -276 429.46 427.25 (227) 35' - 18" RCP ® 1.00%
FES -277 417.46 415.25 (212) 58' - 18" RCP ® 1.00%
FES -279 372.21 369.00 (278)
FES -283 437.10 432.32 (282)
JB -252A 397.36 389.91 (253) 379.85 (252) 109' - 24" RCP @ 10.00%
YI -278 389.79 380.38 (279) 150' - 18" RCP ® 7.59%
©Q Storm System 3
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -303 402.19 387.35 (304) 387.25 (302) 65' - 24" RCP � 3.30%
CI -304 403.76 388.49 (341) 388.39 (303) 69' - 24" RCP ® 1.51
397.22 (328)
CI -305 404.61 391.35 (306) 391.15 (341) g8' - 24" RCP � 1.10%
395.84 (320)
CI -306 401.34 394.63 (307) 393.17 (305) 182' - 24" RCP � 1.00%
393.37 (316)
CI -307 401.18 395.00 (308) 394.90 (306) 27' - 18" RCP ® 1.00%
CI -308 402.32 395.88 (309) 395.52 (307) 52' - 18" RCP ® 1.01
CI -309 402.32 396.40 (310) 396.30 (308) 43' - 15" RCP ® 1.00%
CI -310 404.78 401.53 (31 1) 399.35 (309) 90' - 15" RCP ® 3.28%
399.45 (333)
CI -311 412.20 408.95 (312) 405.76 (310) 159' - 15" RCP � 2.67%
405.86 (334)
CI -312 420.31 417.06 (313) 413.88 (31 1) 159' - 15" RCP � 3.1 1
413.98 (335)
CI -313 428.44 425.19 (314) 422.00 (312) 159' - 15" RCP � 3.12%
422.10 (336)
CI -314 436.54 429.30 (315) 429.10 (313) 158' - 15" RCP ® 2.47%
CI -315 436.55 429.72 (314) 42' - 15" RCP ® 1.00%
CI -316 401.19 394.46 (317) 394.11 (306) 74' - 18" RCP ® 1.00%
395.85 (338)
CI -317 401.61 395.27 (337) 395.17 (316) 71 ' - 15" RCP ® 1.00%
398.43 (318)
CI -318 405.89 400.22 (319) 400.12 (317) 169' - 15" RCP � 1.00%
CI -319 406.59 400.67 (318) 44' - 15" RCP � 1.00%
CI -320 404.61 396.20 (321) 396.10 (305) 26' - 18" RCP ® 1.00%
CI -321 403.24 396.81 (322) 396.71 (320) 51' - 18" RCP � 1.01%
CI -322 403.24 398.22 (323) 397.07 (321) 26' - 18" RCP ® 1.00%
CI -323 405.26 399.25 (324) 399.05 (322) 83' - 18" RCP ® 1.01
399.25 (329)
CI -324 409.68 403.20 (325) 403.00 (323) 118' - 15" RCP ® 3.19%
403.00 (330)
CI -325 414.48 407.93 (326) 407.73 (324) 127' - 15" RCP � 3.57%
407.93 (331)
CI -326 419.29 412.61 (327) 412.41 (325) 127' - 15" RCP O 3.53%
412.61 (332)
CI -327 424.10 417.30 (339) 417.10 (326) 127' - 15" RCP � 3.54%
CI -328 403.41 397.49 (304) 27' - 15" RCP ® 1.00%
CI -329 405.76 399.84 (323) 29' - 15" RCP � 2.01 %
CI -330 410.51 403.50 (324) 34' - 15" RCP ® 1.47%
CI -331 415.17 408.25 (325) 32' - 15" RCP � 1.01
CI -332 419.83 412.91 (326) 30' - 15" RCP ® 1.01
CI -333 404.79 399.87 (310) 42' - 15" RCP ® 1.00%
CI -334 412.20 406.28 (31 1) 42' - 15" RCP � 1.00%
CI -335 420.32 414.40 (312) 42' - 15" RCP ® 1.00%
CI -336 428.44 422.52 (313) 42' - 15" RCP � 1.00%
CI -337 401.61 395.69 (317) 42' - 15" RCP ® 1.00%
CI -338 401.19 396.27 (316) 42' - 15" RCP � 1.00%
CI -339 424.50 417.58 (327) 28' - 15" RCP ® 1.00%
FES -301 374.75 372.00 (342)
JB -302 400.66 385.09 (303) 380.42 (342) 145' - 24" RCP � 0.76%
JB -341 404.72 390.07 (305) 389.97 (304) g9' - 24" RCP ® 1.49%
393.00 (340)
JB -342 382.74 379.32 (302) 378.96 (301) 68"'!7_21 P � 0 %RING
YI -340 402.98 398.50 (341) 4=-15" RCP
@ 11.98% ©Q Storm System 4
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -403 404.39 395.20 (404) 395.10 (402) 130' - 15" RCP ® 1.00%
399.47 (406)
CI -404 400.50 396.12 (405) 396.02 (403) 82' - 15" RCP � 1.00%
CI -405 399.63 396.38 (404) 26' - 15" RCP ® 1.00%
CI -406 404.38 401.11 (407) 401.01 (403) 22' - 15" RCP � 7.00%
CI -407 407.70 403.46 (408) 403.36 (406) 103' - 15" RCP ®2.19%
CI -408 408.81 403.89 (407) 43' - 15" RCP ® 1.00%
399.13 (432) g0' - 48" 0 -RING
CI -410 402.38 389.44 (41 1) 388.94 (409) RCP � 4.21
397.04 (443)
CI -411 401.72 390.01 (412) 390.01 (410) 82' - 42" RCP ® 0.70%
396.38 (444)
CI -412 402.10 390.97 (413) 390.47 (41 1) 65' - 36" RCP � 0.71 %
390.47 (437)
CI -413 403.48 391.34 (414) 391.34 (412) 52' - 30" RCP ® 0.71
CI -414 403.41 391.53 (415) 391.53 (413) 26' - 30" RCP ® 0.73%
394.69 (427)
CI -415 403.56 391.85 (416) 391.85 (414) 46' - 24" RCP ® 0.70%
398.07 (445)
CI -416 406.56 393.50 (417) 393.25 (415) 200' - 24" RCP � 0.70%
401.22 (446)
CI -417 406.50 393.99 (418) 393.99 (416) 69' - 18" RCP ® 0.71 %
CI -418 404.59 394.59 (419) 394.59 (417) 86' - 18" RCP ® 0.70%
CI -419 402.67 395.19 (420) 395.19 (418) 86' - 18" RCP � 0.70%
CI -420 399.96 395.95 (421) 395.70 (419) 73' - 18" RCP ® 0.70%
CI -421 399.96 396.72 (422) 396.25 (420) 42' - 15" RCP � 0.71
CI -422 402.70 399.45 (423) 399.35 (421) 73' - 15" RCP ®3.62%
CI -423 406.82 402.18 (424) 402.08 (422) 116' - 15" RCP ® 2.26%
CI -424 408.41 405.23 (425) 402.98 (423) 80' - 15" RCP � 1.00%
403.08 (448)
CI -425 411.05 406.37 (426) 406.27 (424) 104' - 15" RCP ® 1.00%
CI -426 411.06 406.79 (425) 42' - 15" RCP ® 1.00%
CI -427 405.56 395.99 (428) 395.79 (414) 110' - 15" RCP ® 1.00%
CI -428 406.58 396.52 (429) 396.32 (427) 32' - 15" RCP � 1.03%
402.70 (441)
CI -429 406.95 397.01 (430) 396.81 (428) 29' - 15" RCP ® 1.00%
CI -430 404.65 397.74 (431) 397.54 (429) 53' - 15" RCP ® 1.01
CI -431 404.65 398.00 (430) 26' - 15" RCP � 1.00%
CI -432 407.41 401.87 (433) 401.77 (410) 177' - 15" RCP ® 1.49%
402.08 (449)
CI -433 411.04 403.19 (434) 403.09 (432) 122' - 15" RCP ® 1.00%
CI -434 411.83 404.23 (435) 404.13 (433) 94' - 15" RCP ® 1.00%
CI -435 410.55 405.21 (436) 405.11 (434) g8' - 15" RCP ® 1.00%
CI -436 410.55 405.63 (435) 42' - 15" RCP ® 1.00%
CI -437 402.09 390.77 (438) 390.77 (412) 42' - 24" RCP � 0.71
389.04 (454)
CI -438 401.47 391.14 (439) 391.14 (437) 46' - 24" RCP � 0.81
CI -439 395.90 392.40 (440) 392.44 (438) 186' - 18" RCP ® 0.70%
CI -440 395.74 392.80 (450) 392.80 (439) 44' - 15" RCP ® 0.91
CI -441 410.28 404.13 (442) 403.93 (428) 124' - 15" RCP ® 1.00%
CI -442 410.28 404.39 (441) 26' - 15" RCP ® 1.00%
CI -443 402.38 397.93 (458) 397.83 (410) 42' - 15" RCP � 1.88%
CI -444 401.72 396.80 (41 1) 42' - 15" RCP ® 1.00%
CI -445 403.67 398.50 (415) 43' - 18" RCP � 1.01 %
CI -446 406.54 401.64 (416) 43' - 15" RCP ® 1.00%
CI -447 408.93 405.68 () 69' - 15" RCP @ 1.00%
CI -448 408.41 403.50 (424) 42' - 15" RCP ® 1.00%
CI -449 407.42 403.17 (459) 402.50 (432) 42' - 15" RCP ® 1.00%
CI -450 398.05 394.74 (451) 394.64 (440) 86' - 15" RCP ®2.13%
CI -451 398.12 395.14 (452) 395.04 (450) 29' - 15" RCP ® 1.00%
CI -452 400.52 397.44 (453) 397.34 (451) 37' - 15" RCP @ 6.04%
CI -453 404.30 401.05 (452) 83' - 15" RCP ® 4.35%
CI -454 400.68 394.66 (455 401.05
394.56 (437) 113' - 15" RCP ® 4.89%
397.07 (456)
CI -455 398.52 395.44 (454) 78' - 15" RCP @ 1.00%
CI -456 400.74 397.76 (457) 397.66 (454) 59' - 15" RCP ® 1.01
CI -460 386.00 383.20 (461) 104' - 15" RCP ® 15.06%
FES -401 386.94 385.00 (402)
FES -409 391.31 385.14 (410)
FES -461 369.85 367.77 (460)
JB -402 403.89 393.80 (403) 391.53 (401) RCP p 19'5 O-RING
YI -457 401.59 398.51 (456) 75' - 15" RCP @ 1.00%
YI -458 401.67 398.59 (443) 66' - 15" RCP ® 1.00%
YI -459 406.67 403.42 (449) 25' - 15" RCP ® 1.00%
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This drawing is the property of Edens
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
\�� \0 1111111 ��
CAR
AL =
= 27352
v •• ••�05/08/15��
�1111111111��\
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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SCALE
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DATE
JANUARY 09, 2015
DESIGN
DRAFT
CHECK
AFL
AFL
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
GR -13
©Q Storm System 3
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -303 402.19 387.35 (304) 387.25 (302) 65' - 24" RCP � 3.30%
CI -304 403.76 388.49 (341) 388.39 (303) 69' - 24" RCP ® 1.51
397.22 (328)
CI -305 404.61 391.35 (306) 391.15 (341) g8' - 24" RCP � 1.10%
395.84 (320)
CI -306 401.34 394.63 (307) 393.17 (305) 182' - 24" RCP � 1.00%
393.37 (316)
CI -307 401.18 395.00 (308) 394.90 (306) 27' - 18" RCP ® 1.00%
CI -308 402.32 395.88 (309) 395.52 (307) 52' - 18" RCP ® 1.01
CI -309 402.32 396.40 (310) 396.30 (308) 43' - 15" RCP ® 1.00%
CI -310 404.78 401.53 (31 1) 399.35 (309) 90' - 15" RCP ® 3.28%
399.45 (333)
CI -311 412.20 408.95 (312) 405.76 (310) 159' - 15" RCP � 2.67%
405.86 (334)
CI -312 420.31 417.06 (313) 413.88 (31 1) 159' - 15" RCP � 3.1 1
413.98 (335)
CI -313 428.44 425.19 (314) 422.00 (312) 159' - 15" RCP � 3.12%
422.10 (336)
CI -314 436.54 429.30 (315) 429.10 (313) 158' - 15" RCP ® 2.47%
CI -315 436.55 429.72 (314) 42' - 15" RCP ® 1.00%
CI -316 401.19 394.46 (317) 394.11 (306) 74' - 18" RCP ® 1.00%
395.85 (338)
CI -317 401.61 395.27 (337) 395.17 (316) 71 ' - 15" RCP ® 1.00%
398.43 (318)
CI -318 405.89 400.22 (319) 400.12 (317) 169' - 15" RCP � 1.00%
CI -319 406.59 400.67 (318) 44' - 15" RCP � 1.00%
CI -320 404.61 396.20 (321) 396.10 (305) 26' - 18" RCP ® 1.00%
CI -321 403.24 396.81 (322) 396.71 (320) 51' - 18" RCP � 1.01%
CI -322 403.24 398.22 (323) 397.07 (321) 26' - 18" RCP ® 1.00%
CI -323 405.26 399.25 (324) 399.05 (322) 83' - 18" RCP ® 1.01
399.25 (329)
CI -324 409.68 403.20 (325) 403.00 (323) 118' - 15" RCP ® 3.19%
403.00 (330)
CI -325 414.48 407.93 (326) 407.73 (324) 127' - 15" RCP � 3.57%
407.93 (331)
CI -326 419.29 412.61 (327) 412.41 (325) 127' - 15" RCP O 3.53%
412.61 (332)
CI -327 424.10 417.30 (339) 417.10 (326) 127' - 15" RCP � 3.54%
CI -328 403.41 397.49 (304) 27' - 15" RCP ® 1.00%
CI -329 405.76 399.84 (323) 29' - 15" RCP � 2.01 %
CI -330 410.51 403.50 (324) 34' - 15" RCP ® 1.47%
CI -331 415.17 408.25 (325) 32' - 15" RCP � 1.01
CI -332 419.83 412.91 (326) 30' - 15" RCP ® 1.01
CI -333 404.79 399.87 (310) 42' - 15" RCP ® 1.00%
CI -334 412.20 406.28 (31 1) 42' - 15" RCP � 1.00%
CI -335 420.32 414.40 (312) 42' - 15" RCP ® 1.00%
CI -336 428.44 422.52 (313) 42' - 15" RCP � 1.00%
CI -337 401.61 395.69 (317) 42' - 15" RCP ® 1.00%
CI -338 401.19 396.27 (316) 42' - 15" RCP � 1.00%
CI -339 424.50 417.58 (327) 28' - 15" RCP ® 1.00%
FES -301 374.75 372.00 (342)
JB -302 400.66 385.09 (303) 380.42 (342) 145' - 24" RCP � 0.76%
JB -341 404.72 390.07 (305) 389.97 (304) g9' - 24" RCP ® 1.49%
393.00 (340)
JB -342 382.74 379.32 (302) 378.96 (301) 68"'!7_21 P � 0 %RING
YI -340 402.98 398.50 (341) 4=-15" RCP
@ 11.98% ©Q Storm System 4
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -403 404.39 395.20 (404) 395.10 (402) 130' - 15" RCP ® 1.00%
399.47 (406)
CI -404 400.50 396.12 (405) 396.02 (403) 82' - 15" RCP � 1.00%
CI -405 399.63 396.38 (404) 26' - 15" RCP ® 1.00%
CI -406 404.38 401.11 (407) 401.01 (403) 22' - 15" RCP � 7.00%
CI -407 407.70 403.46 (408) 403.36 (406) 103' - 15" RCP ®2.19%
CI -408 408.81 403.89 (407) 43' - 15" RCP ® 1.00%
399.13 (432) g0' - 48" 0 -RING
CI -410 402.38 389.44 (41 1) 388.94 (409) RCP � 4.21
397.04 (443)
CI -411 401.72 390.01 (412) 390.01 (410) 82' - 42" RCP ® 0.70%
396.38 (444)
CI -412 402.10 390.97 (413) 390.47 (41 1) 65' - 36" RCP � 0.71 %
390.47 (437)
CI -413 403.48 391.34 (414) 391.34 (412) 52' - 30" RCP ® 0.71
CI -414 403.41 391.53 (415) 391.53 (413) 26' - 30" RCP ® 0.73%
394.69 (427)
CI -415 403.56 391.85 (416) 391.85 (414) 46' - 24" RCP ® 0.70%
398.07 (445)
CI -416 406.56 393.50 (417) 393.25 (415) 200' - 24" RCP � 0.70%
401.22 (446)
CI -417 406.50 393.99 (418) 393.99 (416) 69' - 18" RCP ® 0.71 %
CI -418 404.59 394.59 (419) 394.59 (417) 86' - 18" RCP ® 0.70%
CI -419 402.67 395.19 (420) 395.19 (418) 86' - 18" RCP � 0.70%
CI -420 399.96 395.95 (421) 395.70 (419) 73' - 18" RCP ® 0.70%
CI -421 399.96 396.72 (422) 396.25 (420) 42' - 15" RCP � 0.71
CI -422 402.70 399.45 (423) 399.35 (421) 73' - 15" RCP ®3.62%
CI -423 406.82 402.18 (424) 402.08 (422) 116' - 15" RCP ® 2.26%
CI -424 408.41 405.23 (425) 402.98 (423) 80' - 15" RCP � 1.00%
403.08 (448)
CI -425 411.05 406.37 (426) 406.27 (424) 104' - 15" RCP ® 1.00%
CI -426 411.06 406.79 (425) 42' - 15" RCP ® 1.00%
CI -427 405.56 395.99 (428) 395.79 (414) 110' - 15" RCP ® 1.00%
CI -428 406.58 396.52 (429) 396.32 (427) 32' - 15" RCP � 1.03%
402.70 (441)
CI -429 406.95 397.01 (430) 396.81 (428) 29' - 15" RCP ® 1.00%
CI -430 404.65 397.74 (431) 397.54 (429) 53' - 15" RCP ® 1.01
CI -431 404.65 398.00 (430) 26' - 15" RCP � 1.00%
CI -432 407.41 401.87 (433) 401.77 (410) 177' - 15" RCP ® 1.49%
402.08 (449)
CI -433 411.04 403.19 (434) 403.09 (432) 122' - 15" RCP ® 1.00%
CI -434 411.83 404.23 (435) 404.13 (433) 94' - 15" RCP ® 1.00%
CI -435 410.55 405.21 (436) 405.11 (434) g8' - 15" RCP ® 1.00%
CI -436 410.55 405.63 (435) 42' - 15" RCP ® 1.00%
CI -437 402.09 390.77 (438) 390.77 (412) 42' - 24" RCP � 0.71
389.04 (454)
CI -438 401.47 391.14 (439) 391.14 (437) 46' - 24" RCP � 0.81
CI -439 395.90 392.40 (440) 392.44 (438) 186' - 18" RCP ® 0.70%
CI -440 395.74 392.80 (450) 392.80 (439) 44' - 15" RCP ® 0.91
CI -441 410.28 404.13 (442) 403.93 (428) 124' - 15" RCP ® 1.00%
CI -442 410.28 404.39 (441) 26' - 15" RCP ® 1.00%
CI -443 402.38 397.93 (458) 397.83 (410) 42' - 15" RCP � 1.88%
CI -444 401.72 396.80 (41 1) 42' - 15" RCP ® 1.00%
CI -445 403.67 398.50 (415) 43' - 18" RCP � 1.01 %
CI -446 406.54 401.64 (416) 43' - 15" RCP ® 1.00%
CI -447 408.93 405.68 () 69' - 15" RCP @ 1.00%
CI -448 408.41 403.50 (424) 42' - 15" RCP ® 1.00%
CI -449 407.42 403.17 (459) 402.50 (432) 42' - 15" RCP ® 1.00%
CI -450 398.05 394.74 (451) 394.64 (440) 86' - 15" RCP ®2.13%
CI -451 398.12 395.14 (452) 395.04 (450) 29' - 15" RCP ® 1.00%
CI -452 400.52 397.44 (453) 397.34 (451) 37' - 15" RCP @ 6.04%
CI -453 404.30 401.05 (452) 83' - 15" RCP ® 4.35%
CI -454 400.68 394.66 (455 401.05
394.56 (437) 113' - 15" RCP ® 4.89%
397.07 (456)
CI -455 398.52 395.44 (454) 78' - 15" RCP @ 1.00%
CI -456 400.74 397.76 (457) 397.66 (454) 59' - 15" RCP ® 1.01
CI -460 386.00 383.20 (461) 104' - 15" RCP ® 15.06%
FES -401 386.94 385.00 (402)
FES -409 391.31 385.14 (410)
FES -461 369.85 367.77 (460)
JB -402 403.89 393.80 (403) 391.53 (401) RCP p 19'5 O-RING
YI -457 401.59 398.51 (456) 75' - 15" RCP @ 1.00%
YI -458 401.67 398.59 (443) 66' - 15" RCP ® 1.00%
YI -459 406.67 403.42 (449) 25' - 15" RCP ® 1.00%
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This drawing is the property of Edens
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
\�� \0 1111111 ��
CAR
AL =
= 27352
v •• ••�05/08/15��
�1111111111��\
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
JIo( H o
z� Ln
W N U1
Z U 00
Z
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O Q M
UJ =�,
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1� z
W M
N
SCALE
N/A
DATE
JANUARY 09, 2015
DESIGN
DRAFT
CHECK
AFL
AFL
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
GR -13
@ 11.98% ©Q Storm System 4
STRUCTURE RIM INVERT IN INVERT OUT OUTLET PIPE
CI -403 404.39 395.20 (404) 395.10 (402) 130' - 15" RCP ® 1.00%
399.47 (406)
CI -404 400.50 396.12 (405) 396.02 (403) 82' - 15" RCP � 1.00%
CI -405 399.63 396.38 (404) 26' - 15" RCP ® 1.00%
CI -406 404.38 401.11 (407) 401.01 (403) 22' - 15" RCP � 7.00%
CI -407 407.70 403.46 (408) 403.36 (406) 103' - 15" RCP ®2.19%
CI -408 408.81 403.89 (407) 43' - 15" RCP ® 1.00%
399.13 (432) g0' - 48" 0 -RING
CI -410 402.38 389.44 (41 1) 388.94 (409) RCP � 4.21
397.04 (443)
CI -411 401.72 390.01 (412) 390.01 (410) 82' - 42" RCP ® 0.70%
396.38 (444)
CI -412 402.10 390.97 (413) 390.47 (41 1) 65' - 36" RCP � 0.71 %
390.47 (437)
CI -413 403.48 391.34 (414) 391.34 (412) 52' - 30" RCP ® 0.71
CI -414 403.41 391.53 (415) 391.53 (413) 26' - 30" RCP ® 0.73%
394.69 (427)
CI -415 403.56 391.85 (416) 391.85 (414) 46' - 24" RCP ® 0.70%
398.07 (445)
CI -416 406.56 393.50 (417) 393.25 (415) 200' - 24" RCP � 0.70%
401.22 (446)
CI -417 406.50 393.99 (418) 393.99 (416) 69' - 18" RCP ® 0.71 %
CI -418 404.59 394.59 (419) 394.59 (417) 86' - 18" RCP ® 0.70%
CI -419 402.67 395.19 (420) 395.19 (418) 86' - 18" RCP � 0.70%
CI -420 399.96 395.95 (421) 395.70 (419) 73' - 18" RCP ® 0.70%
CI -421 399.96 396.72 (422) 396.25 (420) 42' - 15" RCP � 0.71
CI -422 402.70 399.45 (423) 399.35 (421) 73' - 15" RCP ®3.62%
CI -423 406.82 402.18 (424) 402.08 (422) 116' - 15" RCP ® 2.26%
CI -424 408.41 405.23 (425) 402.98 (423) 80' - 15" RCP � 1.00%
403.08 (448)
CI -425 411.05 406.37 (426) 406.27 (424) 104' - 15" RCP ® 1.00%
CI -426 411.06 406.79 (425) 42' - 15" RCP ® 1.00%
CI -427 405.56 395.99 (428) 395.79 (414) 110' - 15" RCP ® 1.00%
CI -428 406.58 396.52 (429) 396.32 (427) 32' - 15" RCP � 1.03%
402.70 (441)
CI -429 406.95 397.01 (430) 396.81 (428) 29' - 15" RCP ® 1.00%
CI -430 404.65 397.74 (431) 397.54 (429) 53' - 15" RCP ® 1.01
CI -431 404.65 398.00 (430) 26' - 15" RCP � 1.00%
CI -432 407.41 401.87 (433) 401.77 (410) 177' - 15" RCP ® 1.49%
402.08 (449)
CI -433 411.04 403.19 (434) 403.09 (432) 122' - 15" RCP ® 1.00%
CI -434 411.83 404.23 (435) 404.13 (433) 94' - 15" RCP ® 1.00%
CI -435 410.55 405.21 (436) 405.11 (434) g8' - 15" RCP ® 1.00%
CI -436 410.55 405.63 (435) 42' - 15" RCP ® 1.00%
CI -437 402.09 390.77 (438) 390.77 (412) 42' - 24" RCP � 0.71
389.04 (454)
CI -438 401.47 391.14 (439) 391.14 (437) 46' - 24" RCP � 0.81
CI -439 395.90 392.40 (440) 392.44 (438) 186' - 18" RCP ® 0.70%
CI -440 395.74 392.80 (450) 392.80 (439) 44' - 15" RCP ® 0.91
CI -441 410.28 404.13 (442) 403.93 (428) 124' - 15" RCP ® 1.00%
CI -442 410.28 404.39 (441) 26' - 15" RCP ® 1.00%
CI -443 402.38 397.93 (458) 397.83 (410) 42' - 15" RCP � 1.88%
CI -444 401.72 396.80 (41 1) 42' - 15" RCP ® 1.00%
CI -445 403.67 398.50 (415) 43' - 18" RCP � 1.01 %
CI -446 406.54 401.64 (416) 43' - 15" RCP ® 1.00%
CI -447 408.93 405.68 () 69' - 15" RCP @ 1.00%
CI -448 408.41 403.50 (424) 42' - 15" RCP ® 1.00%
CI -449 407.42 403.17 (459) 402.50 (432) 42' - 15" RCP ® 1.00%
CI -450 398.05 394.74 (451) 394.64 (440) 86' - 15" RCP ®2.13%
CI -451 398.12 395.14 (452) 395.04 (450) 29' - 15" RCP ® 1.00%
CI -452 400.52 397.44 (453) 397.34 (451) 37' - 15" RCP @ 6.04%
CI -453 404.30 401.05 (452) 83' - 15" RCP ® 4.35%
CI -454 400.68 394.66 (455 401.05
394.56 (437) 113' - 15" RCP ® 4.89%
397.07 (456)
CI -455 398.52 395.44 (454) 78' - 15" RCP @ 1.00%
CI -456 400.74 397.76 (457) 397.66 (454) 59' - 15" RCP ® 1.01
CI -460 386.00 383.20 (461) 104' - 15" RCP ® 15.06%
FES -401 386.94 385.00 (402)
FES -409 391.31 385.14 (410)
FES -461 369.85 367.77 (460)
JB -402 403.89 393.80 (403) 391.53 (401) RCP p 19'5 O-RING
YI -457 401.59 398.51 (456) 75' - 15" RCP @ 1.00%
YI -458 401.67 398.59 (443) 66' - 15" RCP ® 1.00%
YI -459 406.67 403.42 (449) 25' - 15" RCP ® 1.00%
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JANUARY 09, 2015
DESIGN
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AFL
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PROJECT NUMBER
1109 -001
SHEET NUMBER
GR -13
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NC LICENSE# C -2745
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FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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SCALE
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DATE
JANUARY 09, 2015
DESIGN
DRAFT
CHECK
AFL
AFL
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
GR -13

F
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3
M
®Q
Storm
System
6 -7
STRUCTURE
RIM
INVERT IN
STRUCTURE
RIM
INVERT IN
INVERT OUT
CI -502
OUTLET PIPE
366.63
CB -603A
362.80
355.75
356.65
359.70
(603)
(602)
(6036)
355.65
(601)
49'
- 36"
RCP
0
7.49%
CB -603B
363.56
- 30"
RCP
360.12
(603A)
42'
- 15"
RCP
0
1.00%
CI -602
364.38
359.13
358.04
(647)
(653)
357.25
(603A)
RCP
® =0-RING
368.53
371.19
CI -603
364.43
356.51
359.70
(604)
(652)
356.41
(603A)
66'
- 36"
RCP
0
1.00%
CI -604
365.07
357.24
(605)
357.14
(603)
63'
- 30"
RCP
0
1.00%
CI -605
364.92
359.67
357.83
(624)
(606)
357.73
(604)
49'
- 30"
RCP
0
1.01%
CI -606
364.92
358.17
(607)
358.08
(605)
24'
- 30"
RCP
0
1.03%
CI -607
366.07
358.74
359.73
(608)
(617)
358.65
(606)
47'
- 30"
RCP
0
1.01%
CI -608
367.80
360.55
361.47
(609)
(618)
360.40
(607)
166'
- 30"
RCP
0
1.00%
CI -609
369.51
362.26
363.23
(657)
(619)
362.16
(608)
162'
- 24"
RCP
0
1.00%
CI -610
372.46
365.40
366.32
(61 1)
(638)
365.30
(657)
125'
- 24"
RCP
0
1.00%
CI -611
373.27
367.83
366.52
366.24
(612)
(620)
(658)
366.24
(610)
84'
- 18"
RCP
0
1.00%
CI -612
374.76
371.44
368.05
(613)
(621)
368.95
(61 1)
112'
- 15"
RCP
0
1.00%
CI -613
379.31
375.96
373.08
(614)
(622)
372.98
(612)
131'
- 15"
RCP
0
1.18%
CI -614
386.71
383.46
380.37
(615)
(623)
380.27
(613)
122'
- 15"
RCP
0
3.55%
CI -615
393.94
387.61
(616)
387.51
(614)
130'
- 15"
RCP
0
3.12%
CI -616
393.95
(504)
26'
388.03
(615)
42'
- 15"
RCP
0
1.00%
CI -617
366.07
(505)
26'
360.15
(607)
42'
- 15"
RCP
0
1.00%
CI -618
367.81
(506)
33'
361.89
(608)
42'
- 15"
RCP
0
1.00%
CI -619
369.57
(510)
38'
363.66
(609)
42'
- 15"
RCP
0
1.01%
CI -620
372.83
(518)
17'
366.91
(61 1)
39'
- 15"
RCP
0
1.00%
CI -621
374.44
- 15"
408.00
368.44
(612)
39'
- 15"
RCP
0
1.01%
CI -622
379.52
(1003)
415.32
373.50
(613)
42'
- 15"
RCP
0
1.00%
CI -623
386.71
(1009)
419.08
380.79
(614)
42'
- 15"
RCP
0
1.00%
CI -624
367.46
361.16
364.11
(629)
(625)
361.06
(605)
114'
- 15"
RCP
0
1.22%
CI -625
369.92
365.33
(626)
365.23
(624)
85'
- 15"
RCP
0
1.31%
CI -626
372.02
368.82
366.18
(627)
(637)
366.08
(625)
74'
- 15"
RCP
0
1.01%
CI -627
376.24
370.35
(628)
370.25
(626)
140'
- 15"
RCP
0
1.02%
CI -628
376.53
370.61
(627)
26'
- 15"
RCP
0
1.00%
CI -629
367.35
361.50
(630)
361.41
(624)
24'
- 15"
RCP
0
1.03%
CI -630
367.85
361.93
(631)
361.83
(629)
33'
- 15"
RCP
0
1.00%
CI -631
367.85
362.44
364.60
(632)
(636)
362.34
(630)
24'
- 15"
RCP
0
1.71%
CI -632
370.10
363.24
(633)
363.14
(631)
70'
- 15"
RCP
0
1.00%
CI -633
371.94
363.72
(634)
363.62
(632)
32'
- 15"
RCP
0
1.18%
CI -634
375.00
364.32
(635)
364.28
(633)
56'
- 15"
RCP
0
1.01%
CI -635
375.50
364.58
(634)
26'
- 15"
RCP
0
1.00%
CI -636
369.79
366.54
(631)
38'
- 15"
RCP
0
5.15%
CI -637
372.36
366.45
(626)
26'
- 15"
RCP
0
1.03%
CI -638
372.06
366.80
366.90
(639)
(646)
366.80
(610)
48'
- 15"
RCP
0
1.01%
CI -639
373.44
367.61
(640)
367.51
(638)
71'
- 15"
RCP
0
1.00%
CI -640
373.94
368.03
368.03
(644)
(641)
367.93
(639)
32'
- 15"
RCP
0
1.00%
CI -641
373.93
369.19
(642)
368.28
(640)
24'
- 15"
RCP
0
1.03%
CI -642
375.80
369.88
(643)
369.78
(641)
35'
- 15"
RCP
0
1.70%
CI -643
376.12
370.14
(642)
25'
- 15"
RCP
0
1.04%
CI -644
377.61
371.93
(645)
371.83
(640)
104'
- 15"
RCP
0
3.65%
CI -645
378.16
372.22
(644)
29'
- 15"
RCP
0
1.01%
CI -646
372.06
368.81
(656)
367.14
(638)
24'
- 15"
RCP
0
1.00%
CI -647
366.67
363.42
360.36
(648)
(654)
360.26
(602)
113'
- 15"
RCP
0
1.00%
CI -648
373.16
369.91
366.82
(650)
(655)
366.72
(647)
151'
- 15"
RCP
0
2.19%
CI -650
387.67
383.99
(651)
383.89
(648)
203'
- 15"
RCP
0
6.91 %
CI -651
387.66
384.41
(650)
42'
- 15"
RCP
0
1.00%
CI -652
364.43
360.12
(603)
42'
- 15"
RCP
0
1.00%
CI -653
364.38
358.46
(602)
42'
- 15"
RCP
0
1.00%
CI -654
366.67
360.78
(647)
42'
- 15"
RCP
0
1.00%
CI -655
373.16
367.24
(648)
42'
- 15"
RCP
0
1.00%
CI -656
373.17
369.86
(646)
62'
- 15"
RCP
0
1.70%
CI -657
371.21
364.05
(610)
363.95
(609)
169'
- 24"
RCP
0
1.00%
FES -601
355.83
352.00
(603A)
YI -658
372.00
367.25
(61 1)
101'
- 15"
RCP
0
1.00%
M
® 0 Storm System 5
Storm System
8
STRUCTURE
RIM
INVERT IN
INVERT OUT
I INVERT IN
OUTLET PIPE
OUT
CI -502
375.84
366.63
(503)
366.01
(501)
RCP
0 34.1 Oo RING
(821)
CI -503
374.97
368.72
366.50
(517)
(504)
366.40
(502)
41'
- 30"
RCP
0
0.71%
CI -504
374.43
368.25
367.90
(518)
(505)
366.90
(503)
57'
- 30"
RCP
0
0.70%
CI -505
374.67
368.53
371.19
(519)
(506)
368.42
(504)
52'
- 18"
RCP
0
1.00%
CI -506
375.56
372.31
372.31
(520)
(507)
372.21
(505)
52'
- 15"
RCP
0
1.98%
CI -507
379.26
376.01
(508)
375.91
(506)
102'
- 15"
RCP
0
3.53%
CI -508
384.93
380.88
(509)
380.79
(507)
102'
- 15"
RCP
0
4.68%
CI -509
387.29
384.04
(510)
381.35
(508)
47'
- 15"
RCP
0
1.00%
CI -510
395.48
392.23
390.87
(51 1)
(521)
390.77
(509)
126'
- 15"
RCP
0
5.34%
CI -511
406.28
402.40
(512)
402.29
(510)
180'
- 15"
RCP
0
5.59%
CI -512
407.67
0
1.00%
402.75
(51 1)
35'
- 15"
RCP
0
1.00%
CI -513
378.40
375.15
372.45
(514)
(516)
372.35
(502)
72'
- 15"
RCP
0
1.00%
CI -514
396.24
390.17
(515)
390.07
(513)
246'
- 15"
RCP
0
6.08%
CI -515
396.35
0
1.00%
390.43
(514)
26'
- 15"
RCP
0
1.00%
CI -516
378.64
0
1.00%
372.72
(513)
27'
- 15"
RCP
0
1.01%
CI -517
374.90
0
1.00%
368.98
(503)
26'
- 15"
RCP
0
1.00%
CI -518
374.43
370.14
(522)
368.51
(504)
26'
- 18"
RCP
0
1.00%
CI -519
374.71
0
0.71%
368.79
(505)
26'
- 15"
RCP
0
1.00%
CI -520
376.11
0
1.00%
372.86
(506)
33'
- 15"
RCP
0
1.67%
CI -521
397.17
- 15"
RCP
391.25
(510)
38'
- 15"
RCP
0
1.00%
CI -522
374.00
- 15"
RCP
370.31
(518)
17'
- 18"
RCP
0
1.00%
FES -501
367.29
364.00
(502)
66'
- 15"
408.00
JB -901A
38'
382.69
378.21
M
®Q
Storm System
8
STRUCTURE
RIM
STRUCTURE
RIM
I INVERT IN
INVERT
OUT
OUTLET PIPE
OUTLET PIPE
CI -902
CI -802
395.13
384.84
387.00
(803)
(808)
384.34
(821)
38'
- 24"
RCP
0
14.28%
CI -803
395.32
385.40
388.83
(804)
(812)
385.30
(802)
45'
- 18"
RCP
0
1.01%
CI -804
391.24
387.70
387.73
(805)
(817)
387.48
(803)
209'
- 18" RCP
0
1.00%
CI -805
394.44
391.30
391.34
(806)
(818)
391.10
(804)
130'
- 15"
RCP
0
2.63%
CI -806
401.01
396.30
(807)
396.10
(805)
150'
- 15"
RCP
0
3.20%
CI -807
402.50
0
1.00%
396.58
(806)
40'
- 15"
RCP
0
0.71 %
CI -808
395.08
387.52
(809)
387.42
(802)
42'
- 15"
RCP
0
1.00%
CI -809
395.01
388.08
(810)
387.98
(808)
46'
- 15"
RCP
0
1.00%
CI -810
393.02
388.87
(81 1)
388.77
(809)
69'
- 15"
RCP
0
1.00%
CI -811
392.97
33'
- 15"
389.13
(810)
26'
- 15"
RCP
0
1.00%
CI -812
395.01
391.18
(813)
389.09
(803)
26'
- 15"
RCP
0
1.00%
CI -813
398.14
392.68
391.74
(814)
(816)
391.64
(812)
46'
- 15"
RCP
0
1.00%
CI -814
401.80
394.01
(815)
393.91
(813)
123'
- 15"
RCP
0
1.00%
CI -815
401.95
(915)
404.26
394.43
(814)
42'
- 15"
RCP
0
1.00%
CI -816
398.09
402.48
(1010)
392.16
(813)
42'
- 15"
RCP
0
1.00%
CI -817
391.25
388.09
(819)
387.99
(804)
26'
- 15"
RCP
0
1.00%
CI -818
395.08
421.03
(1006)
391.62
(805)
40'
- 15"
RCP
0
0.71%
CI -819
391.93
390.60
(1019)
388.68
(817)
59'
- 15"
RCP
0
1.00%
FES -801
359.75
357.00
(821)
158'
- 15"
390.95
(904)
24'
- 15"
RCP
JB -821
381.75
379.00
(802)
362.68
(80 1)
RCP
0 2 p Qo %RING
25'
M
© *NOTE: PIPE FLOW VELOCITY GREATER THAN 2.5 FPS
PIN: 0769.01.29.3411, PID: 193301
® 0
® Q Storm System
9
STRUCTURE
RIM
STRUCTURE
RIM
INVERT IN
INVERT OUT
OUTLET PIPE
OUTLET PIPE
417.19
CI -902
397.56
387.66
383.25
(903)
382.40
(901A)
42'
- 18"
RCP
0
10.00%
CI -903
391.95
393.33
391.14
387.81
384.44
(904)
(918)
384.09
(902)
84'
- 18"
RCP
0
1.01%
CI -904
(1003)
396.87
393.16
390.71
(905)
(919)
390.61
(903)
150'
- 18"
RCP
0
1.87%
CI -905
40'
399.91
394.08
(906)
393.98
(904)
82'
- 15"
RCP
0
1.00%
CI -906
400.25
397.22
(907)
394.33
(905)
25'
- 15"
RCP
0
1.00%
CI -907
- 24"
404.72
398.30
398.30
(908)
(920)
398.20
(906)
98'
- 15"
RCP
0
1.00%
CI -908
411.21
405.04
403.94
(909)
(914)
403.84
(907)
165'
- 15"
RCP
0
3.37%
CI -909
RCP
RCP
411.20
407.75
(910)
405.28
(908)
24'
- 15"
RCP
0
1.00%
CI -910
0
414.10
410.85
408.18
(91 1)
(916)
408.08
(909)
33'
- 15"
RCP
0
1.00%
CI -911
1.01%
419.64
416.39
413.72
(912)
(917)
413.62
(910)
105'
- 15"
RCP
0
2.63%
CI -912
CI -1013
427.02
421.10
(913)
421.00
(91 1)
148'
- 15"
RCP
0
3.12%
CI -913
429.22
424.81
(1115)
423.30
(912)
51'
- 15"
RCP
0
4.30%
CI -914
404.78
410.54
404.36
(915)
404.26
(908)
32'
- 15"
RCP
0
1.01%
CI -915
421.86
409.72
402.48
(1010)
405.00
(914)
30'
- 15"
RCP
0
2.14%
CI -916
414.67
404.58
(1011)
408.75
(910)
28'
- 15"
RCP
0
2.02%
CI -917
(1020)
(1023)
421.03
(1006)
80'
415.11
(91 1)
38'
- 15"
RCP
0
3.67%
CI -918
390.60
(1019)
100'
384.68
(903)
24'
- 15"
RCP
0
1.00%
CI -919
417.60
396.87
158'
- 15"
390.95
(904)
24'
- 15"
RCP
0
1.00%
CI -920
404.47
32'
- 15"
398.55
(907)
25'
- 15"
RCP
0
1.00%
FES
-901
355.94
355.00
(901A)
0
1.00%
CI -1024
414.50
66'
- 15"
408.00
JB -901A
38'
382.69
378.21
(902)
362.43
(901)
RCP
0188" � RING
(1003)
© *NOTE: PIPE FLOW VELOCITY GREATER THAN 2.5 FPS
PIN: 0769.01.29.3411, PID: 193301
® 0
Storm System
10
STRUCTURE
RIM
STRUCTURE
RIM
INVERT IN
INVERT OUT
OUTLET PIPE
OUTLET PIPE
417.19
CI -1002
397.56
401.69
(1101)
394.31
(1003)
98'
- 15"
RCP
0
1.00%
CI -1003
399.38
391.95
393.33
(1004
(1002)
383.68
(1001)
97
RCP
®310.00° %RING
1.00%
CI -1004
399.38
392.45
(1005)
392.21
(1003)
26'
- 30"
RCP
0
1.00%
CI -1005
400.17
392.95
(1006)
392.85
(1004)
40'
- 30"
RCP
0
1.01%
CI -1006
402.26
393.88
399.01
(1007)
(1019)
393.38
(1005)
43'
- 30"
RCP
0
1.00%
CI -1007
402.26
394.24
(1008)
394.14
(1006)
26'
- 24"
RCP
0
1.00%
CI -1008
401.71
396.43
395.42
(1009)
(1014)
394.68
(1007)
44'
- 24"
RCP
0
1.00%
CI -1009
404.48
400.34
398.56
(1010)
(1015)
397.81
401.23
(1008)
(1016)
136'
28'
- 24"
- 18"
RCP
RCP
0
0
1.02%
10.31%
CI -1010
408.15
403.16
402.19
(1011)
(1017)
402.09
(1009)
175'
- 15"
RCP
0
1.00%
CI -1011
410.21
405.80
404.28
(1012)
(1018)
404.18
(1010)
101'
- 15"
RCP
0
1.01%
CI -1012
413.21
407.40
(1013)
407.30
(1011)
150'
- 15"
RCP
0
1.00%
CI -1013
413.66
421.75
418.82
(1 1 14)
(1 125)
407.74
(1012)
34'
- 15"
RCP
0
1.00%
CI -1014
401.60
424.81
(1115)
395.69
(1008)
26'
- 15"
RCP
0
1.03%
CI -1015
404.78
���llllllll��\
398.86
(1009)
30'
- 15"
RCP
0
1.00%
CI -1017
408.40
421.86
(1117)
402.48
(1010)
29'
- 15"
RCP
0
1.01%
CI -1018
410.50
422.35
(1118)
404.58
(1011)
30'
- 15"
RCP
0
1.01%
CI -1019
406.86
403.61
401.99
(1020)
(1023)
401.89
(1006)
80'
- 15"
RCP
0
3.58%
CI -1020
412.86
409.61
405.50
(1021)
(1024)
405.30
(1019)
100'
- 15"
RCP
0
1.69%
CI -1021
422.34
417.26
(1022)
417.60
(1020)
158'
- 15"
RCP
0
5.06%
CI -1022
423.50
377.22
(1213)
417.58
(1021)
32'
- 15"
RCP
0
1.00%
CI -1023
408.26
414.40
(1123)
402.34
(1019)
35'
- 15"
RCP
0
1.00%
CI -1024
414.50
66'
- 15"
408.00
(1020)
38'
- 15"
RCP
0
6.62%
FES -1001
377.29
374.00
(1003)
415.32
(1112)
35' -
15"
RCP
0
1.14%
FES -1016
403.44
404.05
(1009)
419.08
(1113)
26' -
15"
RCP
0
1.00%
© *NOTE: PIPE FLOW VELOCITY GREATER THAN 2.5 FPS
PIN: 0769.01.29.3411, PID: 193301
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORY WATER DATE
TRANSPORTATION DATE
DATE
DATE
®Q Storm System 1 1
12
STRUCTURE
RIM
INVERT IN
INVERT
OUT
OUTLET PIPE
OUTLET PIPE
CI -1102
417.19
407.08
410.88
(1103)
(1 126)
401.69
(1101)
188'
- 24"
RCP
0
10.00%
CI -1103
419.81
408.92
413.63
(1104)
(1111)
408.42
(1102)
134'
- 24"
RCP
0
1.00%
CI -1104
420.50
409.48
414.03
(1105)
(1 122)
409.23
(1103)
31' -
18"
RCP
0
1.00%
CI -1105
422.96
411.04
417.10
(1106)
(1121)
410.94
(1104)
146'
- 15"
RCP
0
1.00%
CI -1106
425.96
412.64
420.06
(1107)
(1 120)
412.54
(1105)
150'
- 15"
RCP
0
1.00%
CI -1107
427.68
413.74
421.50
(1108)
(1116)
413.64
(1106)
100'
- 15"
RCP
0
1.00%
CI -1108
426.21
415.44
415.44
(1109)
(1119)
415.34
(1107)
160'
- 15"
RCP
0
1.00%
CI -1109
419.97
416.73
(1110)
416.63
(1108)
119'
- 15"
RCP
0
1.00%
CI -1110
420.26
368.72
417.01
(1109)
28' -
15"
RCP
0
1.00%
CI -1111
419.81
414.50
(1112)
413.89
(1103)
26' -
15"
RCP
0
1.00%
CI -1112
420.84
414.92
417.33
(1124)
(1 1 13)
414.82
(1111)
32' -
15"
RCP
0
1.00%
CI -1 113
425.00
421.75
418.82
(1 1 14)
(1 125)
418.72
(1 1 12)
138'
- 15"
RCP
0
1.01%
CI -1114
430.73
424.81
(1115)
424.71
(1113)
145'
- 15"
RCP
0
2.04%
CI -1115
431.54
���llllllll��\
425.62
(1114)
36' -
15"
RCP
0
2.23%
CI -1116
427.73
421.86
(1117)
421.76
(1107)
26' -
15"
RCP
0
1.00%
CI -1117
428.45
422.35
(1118)
422.25
(1116)
39' -
15"
RCP
0
1.01%
CI -1118
428.48
JBE
PROJECT NUMBER
422.61
(1117)
26' -
15"
RCP
0
1.00%
CI -1119
425.87
418.00
(1108)
29' -
15"
RCP
0
8.96%
CI -1120
426.29
375.43
420.37
(1106)
31' -
15"
RCP
0
1.01%
CI -1121
423.35
377.22
(1213)
417.43
(1105)
33' -
15"
RCP
0
1.00%
CI -1122
420.71
414.40
(1123)
414.30
(1104)
27' -
18"
RCP
0
1.00%
CI -1123
420.52
66'
- 15"
416.00
(1122)
41' -
18"
RCP
0
3.89%
CI -1124
421.24
- 15"
RCP 0
415.32
(1112)
35' -
15"
RCP
0
1.14%
CI -1125
425.00
419.08
(1113)
26' -
15"
RCP
0
1.00%
CI -1126
417.07
1.01%
CI -1222
411.15
(1102)
27' -
15"
RCP
0
1.02%
FES -1 101
385.75
383.00
(1 102)
357.00
(1202)
188'
- 24"
RCP 0
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORY WATER DATE
TRANSPORTATION DATE
DATE
DATE
®Q Storm System
12
STRUCTURE
RIM
INVERT IN
INVERT OUT
OUTLET PIPE
CI -1203
362.28
356.00
(1203A)
75'
- 15"
RCP 0
14.80%
CI -1204
366.53
362.94
(1224)
363.06
(1205)
1,
15
RING
W
RCP
0 03%
CI -1205
366.55
363.31
(1204)
363.03
(1207)
1
RING
Q
RC P
0 4.08%
CI -1207
371.45
367.03
(1204)
367.13
(1208)
12.62%
ING
L
W
RCP
0
obi
367.86
(1211)
CI -1208
374.03
367.76
(1207)
W
D
368.72
(1211)
34'
- 15"
RCP
CI -1209
374.82
371.57
(1215)
368.92
(1210)
0
1.01%
a
r
y
Z
a z
°
28'
- 15"
RCP 0
1.02%
CI -1210
375.52
369.20
(1209)
N Z
Lu
CI -1211
375.08
368.19
(1208)
32'
.j o
RCP
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
368.038
(1209)
\0\IIIIIIII,,�
•'Q�• •% =
AL =
= 27352
028'
���llllllll��\
CI -1212
378.08
373.37
373.38
(1213)
(1225)
373.28
(1211)
64'
- 15"
RCP 0
2.01%
CI -1213
379.69
376.50
(1216)
374.00
(1212)
40'
- 15"
RCP 0
1.56%
CI -1214
381.59
375.67
(1215)
DATE
JANUARY 09, 2015
DESIGN
DRAFT
CHECK
AFL
AFL
JBE
PROJECT NUMBER
1109 -001
375.33
(1209)
135'
- 15"
RCP 0
2.79%
CI -1215
381.59
378.34
(1219)
135'
- 15"
RCP 0
3.54%
375.43
(1214)
24'
- 15"
RCP 0
1.00%
CI -1216
382.80
377.32
377.32
(1217)
(1218)
377.22
(1213)
67'
- 15"
RCP 0
1.08%
CI -1217
383.52
377.60
(1216)
28'
- 15"
RCP 0
1.00%
CI -1218
385.78
382.99
(1222)
377.98
(1216)
66'
- 15"
RCP 0
1.00%
CI -1219
388.32
383.10
(1215)
383.20
(1220)
33'
- 15"
RCP 0
1.00%
CI -1220
389.45
383.53
(1219)
CI -1221
392.38
386.46
(1222)
27'
- 15"
RCP 0
1.01%
CI -1222
391.94
386.19
(1221)
385.68
(1218)
131'
- 15"
RCP 0
2.05%
FES -1201
359.95
357.00
(1202)
188'
- 24"
RCP 0
1.00%
FES -1223
342.67
327.00
(1223A)
J 13-1203A
364.86
345.00
(1203)
337.71
(1223A)
59'
%
RCP
15.05
JB -1224
371.52
361.61
(1202)
362.51
(1204)
RCP
018RING
01%
YI -1202
368.80
358.88
(1201)
358.98
(1224)
�00%
-RING
RCP
0
YI -1223A
365.36
329.00
(1203A)
328.50
(1223)
66'
2 X15"
RCP
YI -1225
377.40
373.59
(1212)
121'
- 15"
RCP 0
1.00%
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORY WATER DATE
TRANSPORTATION DATE
DATE
DATE
z
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This drawing is the property of Edens
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
\0\IIIIIIII,,�
•'Q�• •% =
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= 27352
v '• 05/08/15
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FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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W °
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SCALE
N/A
DATE
JANUARY 09, 2015
DESIGN
DRAFT
CHECK
AFL
AFL
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
GR -14

n
0
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3
404
402 / /�� �� // / /�g0 /
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30 -633' x30
RO
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0 1 RISEN
QAM) K& �RE \ l\ \ \ OVER EXCAVATE TO
ENSURE PERMANEN
POOL AROUND RISER \ ` RETAINING WALL, SEE
\\ \ I 03 1 \ \ \ 1 ( I GRADING PLANS'.
a' EMERGEN \ ARIABLE WID1�H \ 7 \ I I
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o
DRY POND #1 - PLAN VIEW
© SCALE: 1 " =30'
INFLOW
INFLUENT STORMWATER
PLUNGE POOL
SEE PLAN VIEW
LENGTH AND WIDTH
DRY POND BOTTOM OR
LEVEL SPREADER LIP
SURFACE
LINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
6.3' DIA. REBAR RING
4.1' DIA. REBAR RING ACCESS GATE
6.3 LFx2 "x2 "x 1 /4"
1.0'
ANGLE
TOP OF RISER 0.50'
#4 REBAR (TYP.) 0.50'
#4 REBAR
0.73'
TYP
ELEVATION VIEW
6.3 1 Fx2 "x2 "x1 1^"
Al
#4 REBAR
WELDED (TYP.)
(SEE NOTES)
PLAN VIEW
4' DIA
MANHOLE
RISER
10' TYP
--*k
ACCESS GATE
4.1' DIA.
REBAR RING
6.3' DIA.
REBAR RING
NOTES
1. ALL REBAR TO BE #4 ALUMINUM.
2. THE 2 "x2 "x1/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
�
MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
A0 ) THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE.
30'
TRASH
RACK
BOTTOM RISER = 382.00 ° INV = 382.00
° ° e d
d ° 12" MIN ° ° 12" MIN. EXTENDED CAST
d ° ° ° °
IN PLACE CONCRETE
° n o °
d °
° ° °d ° °° A 4 ° 6'x6'x4'
° d ° ° °
° ° CONCRETE BASE
°
° ° $ d ANTI - FLOATATION
©RISER DETAIL BOTTOM OF RISER AND
N.T.S. ANTI - FLOATATION TO BE
CAST IN PLACE TOGETHER
TOP DAM= 395.00
2.00' j
I EMERGENCY SPILLWAY= 393.00 I I I I-
1 1 1 1 1 1 1 II I -III- I I I-
I I I II I I II I I II I I II I II! ! F1 11! ! ! ! ! Ed
EMERGENCY SPILLWAY DETAIL
© N.T.S. NOTE: LINE EMERGENCY SPILLWAY
WITH REINFORCED TURF
^ "" ^"'" " "<MENT
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
RETAINING WALL
100 YEAR POOL ELEV.= 393.06
10 YEAR POOL ELEV.= 391.77
2 YEAR POOL ELEV.= 388.78
1 YEAR POOL ELEV.= 387.68
Q
RISER
INFLOW M
Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
'H COMPACTED FILL MATERIAL
TOP DAM = 395.00
SETTLED
(395.16 FOR 5%
SETTLING FACTOR)
,,,-EMERGENCY SPILLWAY
= 393.00
GASKETTED JOINT PIPE SHALL
y� ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
18" 0 OF THE PIPE AT EACH JOINT.
BOTTOM ELEV.= 382.00
-RING
RCP
5.00" THICK BARREL
Q
TOP RISER = 392.000
°
INLET PLUNGE POOL
ADDITIONAL 1' OVER
MAJOR CONTOUR
68
MINOR CONTOUR
4' DIA.
e
OUTLET= 374.00
°
RISER TO BE
REINFORCED CONCRETE
INV OUT= 382.00
O
STEP 12" O.C. SEE NCDOT STD.
-
---- - - - - -�
DWG #840.66. STEPS TO LINE UP
4' INLET 12"
WITH TRASH RACK ACCESS
°
® 391.00
HATCH
WITH COMPACTED FILL MATERIAL
0
BARREL SECTIONS BOLTED TOGETHER
W
°
WITH STAINLESS STEEL STRAP (TYP)
PROFILE VIEW
°
d
AND CONSEAL SEALENT OR
APPROVED ALTERNATE (TYP)
O
N.T.S.
O
GASKETTED JOINT PIPE SHALL
Q
ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
J
a
U
FILTER FABRIC ON THE OUTSIDE
U
OF THE PIPE AT EACH JOINT.
4" INLET
Ln
bi
to
0
® 382.00
°
18" ASTM C -76 CLASS III
o
N
000
0
0
0 -RING RCP OUTLET
°
SLOPE AT 10.00%
BOTTOM RISER = 382.00 ° INV = 382.00
° ° e d
d ° 12" MIN ° ° 12" MIN. EXTENDED CAST
d ° ° ° °
IN PLACE CONCRETE
° n o °
d °
° ° °d ° °° A 4 ° 6'x6'x4'
° d ° ° °
° ° CONCRETE BASE
°
° ° $ d ANTI - FLOATATION
©RISER DETAIL BOTTOM OF RISER AND
N.T.S. ANTI - FLOATATION TO BE
CAST IN PLACE TOGETHER
TOP DAM= 395.00
2.00' j
I EMERGENCY SPILLWAY= 393.00 I I I I-
1 1 1 1 1 1 1 II I -III- I I I-
I I I II I I II I I II I I II I II! ! F1 11! ! ! ! ! Ed
EMERGENCY SPILLWAY DETAIL
© N.T.S. NOTE: LINE EMERGENCY SPILLWAY
WITH REINFORCED TURF
^ "" ^"'" " "<MENT
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
RETAINING WALL
100 YEAR POOL ELEV.= 393.06
10 YEAR POOL ELEV.= 391.77
2 YEAR POOL ELEV.= 388.78
1 YEAR POOL ELEV.= 387.68
Q
RISER
INFLOW M
Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
'H COMPACTED FILL MATERIAL
TOP DAM = 395.00
SETTLED
(395.16 FOR 5%
SETTLING FACTOR)
,,,-EMERGENCY SPILLWAY
= 393.00
GASKETTED JOINT PIPE SHALL
y� ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
18" 0 OF THE PIPE AT EACH JOINT.
BOTTOM ELEV.= 382.00
-RING
RCP
YARD INLET
Q
100 LF ®
10.00%
INLET PLUNGE POOL
ADDITIONAL 1' OVER
MAJOR CONTOUR
68
MINOR CONTOUR
EXCAVATION FOR
SPOT GRADE
OUTLET= 374.00
DIRECTION OF FLOW AND SLOPE
SEDIMENT STORAGE
INV OUT= 382.00
O
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
0
W
DRY POND -
PROFILE VIEW
©
O
N.T.S.
O
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PIN: 0769.01 - 29.3411, PID: 193301
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
�••J BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
PROPOSED LEGEND
NAD 83
CATCH BASIN
8
YARD INLET
Q
FLARED -END SECTION
STORM DRAINAGE PIPE
70
MAJOR CONTOUR
68
MINOR CONTOUR
-1-70.5
SPOT GRADE
1.33%
DIRECTION OF FLOW AND SLOPE
NAD 83
NAVD 88
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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
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DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
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PROJECT NUMBER
1109 -001
SHEET NUMBER
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© SCALE: 1 " =30'
A
1:3�I►U�yL7�l��1
O�
LEVEL SPREADER LIP
A
ENGINEERED FILTER STRIP
2.5'
I�6r-
TURF LINED
BLIND SWALE
3" LIP ABOVE GRADE
2'X1' CONCRETE FOOTING
INFLOW
PLUNGE POOL NOTE:
BLIND SWALE AND LEVEL SPREADER LIP TO BE FLAT
211,
INFLUENT STORMWATER
D PLUNGE POOL
© N.T.S.
4/ 1+
i� /
l
I
I
=9.00
VARIES
3.0'
3
18"
OU TLE-
BLIND SV
PLAN VIEW
MANHOLE
ACCESS
5" (TYP)-
ELEVATION VI
4.0'
MANHOLE
ACCESS
(TYP)
T PIPE
OP OF BOX = 372.29
5.0' x 1.0'
BYPASS OVERFLOW OUTLET
OVERFLOW = 370.87
(TYP)
BYPASS
\\
OVERFLOW OUTLET
24" INLET PIPE
18" DIA.
OUTLET TO
BLIND SWALE
SIDE VIEW
© FLOWSPLITTER DETAIL
N.T.S.
DRY POND BOTTOM OR
LEVEL SPREADER LIP
SURFACE
"-LINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
SEE PLAN VIEW
LENGTH AND WIDTH
in
6
3:1 SIDE SLOPES
\_18" THICK CLASS I
BYPASS CHANNEL RIP RAP
-0.5'
--3'
30'
3 -4" LAYER OF AGGREGATE
STONE LESS THAN 1 " DIA.
.
50��
FILTER FABRIC
6 " x2 CONCRETE LIP
REBAR 5' O.C. IF FOOTING
POURED SEPARATE FROM LIP
TALL FESCUE OR COMMON
BERMUDA GRASS LINE FILTER STRIP
LEVEL SPREADER WITH ENGINEERED FILTER STRIP
T.S.
W \
f
INFLOW
6.3' DIA. REBAR RING
4.1' DIA. REBAR RING ACCESS GATE
6.3 LFx2 "x2 "x1/4"
ANGLE 1.0'
TOP OF RISER 0.50'
#4 REBAR (TYP.) Lt
0.50'
#4 REBAR
0.73'
TYP
ELEVATION VIEW
6.3 LFx2 "x2 "x' 1""
Al
#4 REBAR
WELDED (TYP.)
(SEE NOTES)
PLAN VIEW
4' DIA
MANHOLE
RISER
10• TYP
ACCESS GATE
4.1' DIA.
REBAR RING
6.3' DIA.
REBAR RING
NOTES
1. ALL REBAR TO BE #4 ALUMINUM.
2. THE 2 "x2 "x1/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
t 3.) THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE.
TOP RISER = 377.25
6' DIA.
e' c
LLLJJJ 2 -12 ® 12"
INLETS
® 372.50
d
d� e
a fln�I
12" INLET
@ 369 00
PIN: 0769 -01 -29 -3411, PID: 193301
TRASH
RACK
5.00" THICK BARREL
-RISER TO BE
REINFORCED CONCRETE
-STEP 12" O.C. SEE NCDOT STD.
DWG #840.66. STEPS TO LINE UP
WITH TRASH RACK ACCESS
HATCH
- BARREL SECTIONS BOLTED TOGETHER
WITH STAINLESS STEEL STRAP (TYP)
AND CONSEAL SEALENT OR
APPROVED ALTERNATE (TYP)
GASKETTED JOINT PIPE SHALL
ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
OF THE PIPE AT EACH JOINT.
#57
STONE
ON
FILTER
FABRIC
Q
FLARED -END SECTION
STORM DRAINAGE PIPE
24" ASTM C -76 CLASS III
MAJOR CONTOUR
68
MINOR CONTOUR
+70.5
0 -RING RCP OUTLET
SPOT GRADE
1.33%
DIRECTION OF FLOW AND SLOPE
d
SLOPE AT 0.70%
2
a
2
a
BOTTOM RISER
= 369.00
a
INV = 369.00
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BOTTOM OF RISER AND
14,
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CAST IN PLACE TOGETHER
10
GENERAL POND NOTES
10
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COMPLETELY CONTAINED WITHIN OPEN SPACE.
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the expressed written permission of
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DATE
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DESIGN
DRAFT
CHECK
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AFL
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PROJECT NUMBER
1109 -001
SHEET NUMBER
PD -2
4
14,
\1/
A
30'
A
ENGINEERED FILTER STRIP
2.5'
I�6r-
TURF LINED
BLIND SWALE
3" LIP ABOVE GRADE
2'X1' CONCRETE FOOTING
INFLOW
PLUNGE POOL NOTE:
BLIND SWALE AND LEVEL SPREADER LIP TO BE FLAT
211,
INFLUENT STORMWATER
D PLUNGE POOL
© N.T.S.
4/ 1+
i� /
l
I
I
=9.00
VARIES
3.0'
3
18"
OU TLE-
BLIND SV
PLAN VIEW
MANHOLE
ACCESS
5" (TYP)-
ELEVATION VI
4.0'
MANHOLE
ACCESS
(TYP)
T PIPE
OP OF BOX = 372.29
5.0' x 1.0'
BYPASS OVERFLOW OUTLET
OVERFLOW = 370.87
(TYP)
BYPASS
\\
OVERFLOW OUTLET
24" INLET PIPE
18" DIA.
OUTLET TO
BLIND SWALE
SIDE VIEW
© FLOWSPLITTER DETAIL
N.T.S.
DRY POND BOTTOM OR
LEVEL SPREADER LIP
SURFACE
"-LINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
SEE PLAN VIEW
LENGTH AND WIDTH
in
6
3:1 SIDE SLOPES
\_18" THICK CLASS I
BYPASS CHANNEL RIP RAP
-0.5'
--3'
30'
3 -4" LAYER OF AGGREGATE
STONE LESS THAN 1 " DIA.
.
50��
FILTER FABRIC
6 " x2 CONCRETE LIP
REBAR 5' O.C. IF FOOTING
POURED SEPARATE FROM LIP
TALL FESCUE OR COMMON
BERMUDA GRASS LINE FILTER STRIP
LEVEL SPREADER WITH ENGINEERED FILTER STRIP
T.S.
W \
f
INFLOW
6.3' DIA. REBAR RING
4.1' DIA. REBAR RING ACCESS GATE
6.3 LFx2 "x2 "x1/4"
ANGLE 1.0'
TOP OF RISER 0.50'
#4 REBAR (TYP.) Lt
0.50'
#4 REBAR
0.73'
TYP
ELEVATION VIEW
6.3 LFx2 "x2 "x' 1""
Al
#4 REBAR
WELDED (TYP.)
(SEE NOTES)
PLAN VIEW
4' DIA
MANHOLE
RISER
10• TYP
ACCESS GATE
4.1' DIA.
REBAR RING
6.3' DIA.
REBAR RING
NOTES
1. ALL REBAR TO BE #4 ALUMINUM.
2. THE 2 "x2 "x1/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
t 3.) THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE.
TOP RISER = 377.25
6' DIA.
e' c
LLLJJJ 2 -12 ® 12"
INLETS
® 372.50
d
d� e
a fln�I
12" INLET
@ 369 00
PIN: 0769 -01 -29 -3411, PID: 193301
TRASH
RACK
5.00" THICK BARREL
-RISER TO BE
REINFORCED CONCRETE
-STEP 12" O.C. SEE NCDOT STD.
DWG #840.66. STEPS TO LINE UP
WITH TRASH RACK ACCESS
HATCH
- BARREL SECTIONS BOLTED TOGETHER
WITH STAINLESS STEEL STRAP (TYP)
AND CONSEAL SEALENT OR
APPROVED ALTERNATE (TYP)
GASKETTED JOINT PIPE SHALL
ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
OF THE PIPE AT EACH JOINT.
TOP DAM = 379.00
-
I- III s' 1 100'
I- I- ," 1.61' �� - I I-
II i I I i i I I I i i Ii i EMERGENCY SPILLWAY= 377.39
EMERGENCY SPILLWAY DETAIL
© N.T.s. DAM CONSTRUCTION SPECIFICATIONS
NOTE: LINE EMERGENCY SPILLWAY 1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
WITH REINFORCED TURF IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
MALA rLme kii <MENT
INLET PLUNGE POOL
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
100 YEAR POOL ELEV.= 378.02
10 YEAR POOL ELEV.= 377.22
2 YEAR POOL ELEV.= 374.56
1 YEAR POOL ELEV.= 373.69
RISER
Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
•H COMPACTED FILL MATERIAL
TOP DAM = 379.00
SETTLED (379.50
FOR 5% SETTLING
FACTOR)
EMERGENCY SPILLWAY
= 377.39
u'
GASKETTED JOINT PIPE SHALL
5 ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
24' 0 OF THE PIPE AT EACH JOINT.
BOTTOM ELEV.= 369.00 -RING RCP
71 LF ® 0.70%
ADDITIONAL 1' OVER
EXCAVATION FOR OUTLET= 368.50
SEDIMENT STORAGE
INV OUT= 369.00
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
©DRY POND - PROFILE VIEW
N.T.S.
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
�� GIS.
® M 2. ( PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
••J BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
PROPOSED LEGEND
F!l
NAVD 88
CATCH BASIN
®
A
YARD INLET
Q
FLARED -END SECTION
STORM DRAINAGE PIPE
24" ASTM C -76 CLASS III
MAJOR CONTOUR
68
MINOR CONTOUR
+70.5
0 -RING RCP OUTLET
SPOT GRADE
1.33%
DIRECTION OF FLOW AND SLOPE
d
SLOPE AT 0.70%
2
a
2
a
BOTTOM RISER
= 369.00
a
INV = 369.00
LU>>
r7
°
�2" MIN.
° °
f7
12" MIN. EXTENDED CAST
d
0
0
IN PLACE CONCRETE
0
d,
n
C A '
Q
-
-
d °d .. ..
d d °d
°
�8'x8'x4'
CONCRETE BASE
0
iJ
iJ
ANTI- FLOATATION
D RISER DETAIL
BOTTOM OF RISER AND
© N.T.S.
ANTI - FLOATATION TO BE
CAST IN PLACE TOGETHER
10
GENERAL POND NOTES
10
r
N
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
TOP DAM = 379.00
-
I- III s' 1 100'
I- I- ," 1.61' �� - I I-
II i I I i i I I I i i Ii i EMERGENCY SPILLWAY= 377.39
EMERGENCY SPILLWAY DETAIL
© N.T.s. DAM CONSTRUCTION SPECIFICATIONS
NOTE: LINE EMERGENCY SPILLWAY 1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
WITH REINFORCED TURF IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
MALA rLme kii <MENT
INLET PLUNGE POOL
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
100 YEAR POOL ELEV.= 378.02
10 YEAR POOL ELEV.= 377.22
2 YEAR POOL ELEV.= 374.56
1 YEAR POOL ELEV.= 373.69
RISER
Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
•H COMPACTED FILL MATERIAL
TOP DAM = 379.00
SETTLED (379.50
FOR 5% SETTLING
FACTOR)
EMERGENCY SPILLWAY
= 377.39
u'
GASKETTED JOINT PIPE SHALL
5 ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
24' 0 OF THE PIPE AT EACH JOINT.
BOTTOM ELEV.= 369.00 -RING RCP
71 LF ® 0.70%
ADDITIONAL 1' OVER
EXCAVATION FOR OUTLET= 368.50
SEDIMENT STORAGE
INV OUT= 369.00
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
©DRY POND - PROFILE VIEW
N.T.S.
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
�� GIS.
® M 2. ( PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
••J BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
PROPOSED LEGEND
F!l
NAVD 88
CATCH BASIN
®
YARD INLET
Q
FLARED -END SECTION
STORM DRAINAGE PIPE
70
MAJOR CONTOUR
68
MINOR CONTOUR
+70.5
SPOT GRADE
1.33%
DIRECTION OF FLOW AND SLOPE
NAD 83
NAVD 88
0 15' 30'
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0
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a
2
a
2
a
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This drawing is the property of Edens
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
I I I I III,,
CARo
AL =
27352
= v •• ••�06/02/15�•
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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SCALE
1" = 30'
DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
AFL
]BE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PD -2

T
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0
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1 Lxj1j�Wx22 "D
•� / RRRf�P RAV
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'�,�o MAP /3
CA
� I
\ \\ \ \ \\ \ \\ \ \\ \\ \ \ E)> M T+\E CH
OVER\' EXCAVATE t0 \ \ \ \ 6
\ \ 1 \ \ ENSURE PERMANENT \ ��
\PQOL \AR \ND RISER
384 \ 382
INFLUENT STORMWATER
D PLUNGE POOL
SEE PLAN VIEW
LENGTH AND WIDTH
6.3' DIA. REBAR RING
i 4.1' DIA. REBAR RING
6.3 LFx2 "x2 "x1/4"
ANGLE
TOP OF RISER
#4 REBAR (TYP.)
#4 REBAR
0.73'
/ 72 TYP
ELEVATION VIEW
/
0001/,
1�
DRY POND BOTTOM OR
LEVEL SPREADER LIP
SURFACE
LINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
6.3 LFx2 "x2 "x'/^"
At
#4 REBAR
WELDED (TYP.)
(SEE NOTES)
\CCESS GATE
1.0'
i
0.50'
0.50'
PLAN VIEW
4' DIA
MANHOLE
RISER
10• TYP
ACCESS GATE
4.1' DIA.
REBAR RING
6.3' DIA.
REBAR RING
NOTES
1. ALL REBAR TO BE #4 ALUMINUM.
2. THE 2 "x2 "0/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE.
30'
TRASH
RACK
18 , ASTM C -76 CLASS III
0 -RING RCP OUTLET
SLOPE AT 3.85%
BOTTOM RISER =_11372.00 a INV = 372.00
° 12" MIN. EXTENDED CAST
d'. a 12 ° MIN. IN PLACE CONCRETE
a
d e e 6'x6'x3'
CONCRETE BASE
ANTI- FLOATATION
O RISER DETAIL BOTTOM OF RISER AND
© N.T.S. ANTI - FLOATATION TO BE
CAST IN PLACE TOGETHER
TOP DAM = 382.00
1.50' -I 1I
-III- I II I EMERGENCY SPILLWAY= 380.50 I IIIII
__ III= III =III-
I I III I I III III III I I III III III I IIIII I I-
I II I I =1 I I =1 I I =1 I I =1 I I =1 I I =1 I I =1 I I =1 I I =1 I I =1 11-
11= III = III =III ;� I I I I I I III III III I I III =III-
O EMERGENCY SPILLWAY DETAIL NOTE: LINE EMERGENCY SPILLWAY
© N.T.S. WITH REINFORCED TURF
MALI r•AMAAII MENT
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
'H COMPACTED FILL MATERIAL
TOP RISER = 379.85
_e
5.00" THICK BARREL
U)
SETTLED (382.35
4' DIA.
a
°
RISER TO BE
100 YEAR POOL ELEV.= 381.00
z
FACTOR)
REINFORCED CONCRETE
10 YEAR POOL ELEV.= 379.85
EMERGENCY SPILLWAY
= 380.50
STEP 12" O.C. SEE NCDOT STD.
2 YEAR POOL ELEV.= 377.59
- - _ - - - - -
a
DWG #840.66. STEPS TO LINE UP
10" INLET 12"
WITH TRASH RACK ACCESS
1 YEAR POOL ELEV.= 376.83
® 376.83
x
HATCH
11A
Q_.
BARREL SECTIONS BOLTED TOGETHER
RISER
o
0
WITH STAINLESS STEEL STRAP (TYP)
0
GASKETTED JOINT PIPE SHALL
AND CONSEAL SEALENT OR
APPROVED ALTERNATE (TYP)
ALSO BE WRAPPED WITH A
0 0
_
DOUBLE LAYER OF NON -WOVEN
-
GASKETTED JOINT PIPE SHALL
FILTER FABRIC ON THE OUTSIDE
-
-
ALSO BE WRAPPED WITH A
°
BOTTOM ELEV.= 372.00
DOUBLE LAYER OF NON -WOVEN
a
0
FILTER FABRIC ON THE OUTSIDE
0
0
OF THE PIPE AT EACH JOINT.
INLET PLUNGE POOL
6" INLET
® 372.00
OUTLET= 369.00
18 , ASTM C -76 CLASS III
0 -RING RCP OUTLET
SLOPE AT 3.85%
BOTTOM RISER =_11372.00 a INV = 372.00
° 12" MIN. EXTENDED CAST
d'. a 12 ° MIN. IN PLACE CONCRETE
a
d e e 6'x6'x3'
CONCRETE BASE
ANTI- FLOATATION
O RISER DETAIL BOTTOM OF RISER AND
© N.T.S. ANTI - FLOATATION TO BE
CAST IN PLACE TOGETHER
TOP DAM = 382.00
1.50' -I 1I
-III- I II I EMERGENCY SPILLWAY= 380.50 I IIIII
__ III= III =III-
I I III I I III III III I I III III III I IIIII I I-
I II I I =1 I I =1 I I =1 I I =1 I I =1 I I =1 I I =1 I I =1 I I =1 I I =1 11-
11= III = III =III ;� I I I I I I III III III I I III =III-
O EMERGENCY SPILLWAY DETAIL NOTE: LINE EMERGENCY SPILLWAY
© N.T.S. WITH REINFORCED TURF
MALI r•AMAAII MENT
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
'H COMPACTED FILL MATERIAL
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PIN: 0769 -01 -29 -3411, PI D: 193301
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
A0' PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
��,,JJ BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
I
Z
70
68
+70.5
1.33%
PROPOSED LEGEND
CATCH BASIN
YARD INLET
FLARED -END SECTION
STORM DRAINAGE PIPE
MAJOR CONTOUR
MINOR CONTOUR
SPOT GRADE
DIRECTION OF FLOW AND SLOPE I
NAD 83
NAVD 88
TOP DAM = 382.00
U)
SETTLED (382.35
FOR 5% SETTLING
100 YEAR POOL ELEV.= 381.00
z
FACTOR)
10 YEAR POOL ELEV.= 379.85
EMERGENCY SPILLWAY
= 380.50
a
2 YEAR POOL ELEV.= 377.59
a
a
w
1 YEAR POOL ELEV.= 376.83
x
x
=
f
RISER
o
0
0
0
GASKETTED JOINT PIPE SHALL
INFLOW
ALSO BE WRAPPED WITH A
0 0
_
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
-
-
18" 0 -RING
OF THE PIPE AT EACH JOINT.
BOTTOM ELEV.= 372.00
RCP
a
0
78 LF ® 3.85%
0
0
INLET PLUNGE POOL
ADDITIONAL 1' OVER
EXCAVATION FOR
OUTLET= 369.00
SEDIMENT STORAGE
O
�
N
N
INV OUT= 372.00
O
TRENCH EXCAVATED INTO
O
O
EXISTING SOIL ALONG DAM
O
SECTION AND BACKFILLED
H
WITH COMPACTED FILL MATERIAL
©DRY POND - PROFILE VIEW
W
N.T.S.
J
W Q
Ch Z
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PIN: 0769 -01 -29 -3411, PI D: 193301
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
A0' PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
��,,JJ BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
I
Z
70
68
+70.5
1.33%
PROPOSED LEGEND
CATCH BASIN
YARD INLET
FLARED -END SECTION
STORM DRAINAGE PIPE
MAJOR CONTOUR
MINOR CONTOUR
SPOT GRADE
DIRECTION OF FLOW AND SLOPE I
NAD 83
NAVD 88
0 15' 30'
U)
z
0
a
a
a
a
x
x
x
=
LU
o
0
0
0
0
0 0
0
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-
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0
0
0
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This drawing is the property of Edens
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
CA/o
AL =
= 27352 =
= v •• ••�06/02/15�•
B To
0/1 111
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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SCALE
1" = 30'
DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
AFL
]BE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PD -3

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- - -41 ----- 411
_ 406 ,
TYPi` I FILTER FABRIC
F;?RY'
POND #4 -PLAN VIEW
© SCALE: 1 " =30'
r�
6.3' DIA. REBAR RING
4.1' DIA. REBAR RING
ANGLE
TOP OF RISET
#4 REBAR (TYP.) -/
#4 REBAR
0.73'
TYP
1 /
� ELEVATION VIEW
Ail
r 20 \ \ \\ \
\N--,
<MENT
INFLOW
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
® PLUNGE POOL
Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
'H COMPACTED FILL MATERIAL
SEE PLAN VIEW
LENGTH AND WIDTH
DRY POND BOTTOM OR
LEVEL SPREADER LIP
SURFACE
LINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
6.3 LFx2 "x2 "x'/^"
At
#4 REBAR
WELDED (TYP.)
(SEE NOTES)
PLAN VIEW
GATE
-T/- 1.0'
- 0.50'
0.50'
4' DIA
MANHOLE
RISER
10• TYP
ACCESS GATE
4.1' DIA.
REBAR RING
6.3' DIA.
REBAR RING
NOTES
1. ALL REBAR TO BE #4 ALUMINUM.
2. THE 2 "x2 "0/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE.
40'
TRASH
RACK
18" ASTM C -76 CLASS III
0 -RING RCP OUTLET
SLOPE AT 1.40%
BOTTOM RISER = 385.00 a INV = 385.00
° 12" MIN. EXTENDED CAST
MaN. IN PLACE CONCRETE
A. °
pd 4.A °a 'O
d a 6'x6'x3'
.4 a4 CONCRETE BASE
" a <: d a " ANTI- FLOATATION
RISER DETAIL BOTTOM OF RISER AND
N.T.S. ANTI - FLOATATION TO BE
CAST IN PLACE TOGETHER
TOP DAM = 395.01 }
1.74 I-
11 -I EMERGENCY SPILLWAY= 393.27 -I I I -I I I I I•
III - III -III =_- I -� I I- III - III -� I I- I I- III
I I_ III_ I I_III_III_I I I_ I I_I I I_I I I_I I I_ I I_I I I -III•
III - III - III - III - III - I I- III - III - I I- III - III -I I I-
1 =I Mi I M1 I I I I I I I I I 11= I I I
© EMERGENCY SPILLWAY DETAIL
© N.T.S. NOTE: LINE EMERGENCY SPILLWAY
WITH REINFORCED TURF
TOP RISER = 393.26
a
5.00" THICK BARREL
YARD INLET
Q
SETTLED (395.66
4' DIA.
a
°
RISER TO BE
MAJOR CONTOUR
FACTOR)
REINFORCED CONCRETE
100 YEAR POOL ELEV.= 394.01
+70.5
EMERGENCY SPILLWAY
SPOT GRADE
1.33%
= 393.27
STEP 12" O.C. SEE NCDOT STD.
10 YEAR POOL ELEV.= 393.25
a
a
DWG #840.66. STEPS TO LINE UP
2 YEAR POOL ELEV.= 391.12
10" INLET 12"
WITH TRASH RACK ACCESS
°
® 390.49 I
x
HATCH
1 YEAR POOL ELEV.= 390.50
j
a
d
BARREL SECTIONS BOLTED TOGETHER
LU
o
0
WITH STAINLESS STEEL STRAP (TYP)
RISER
e
AND CONSEAL SEALENT OR
APPROVED ALTERNATE (TYP)
GASKETTED JOINT PIPE SHALL
0 0
0
ALSO BE WRAPPED WITH A
GASKETTED JOINT PIPE SHALL
DOUBLE LAYER OF NON -WOVEN
ALSO BE WRAPPED WITH A
°
DOUBLE LAYER OF NON -WOVEN
OF THE PIPE AT EACH JOINT.
J
a
BOTTOM ELEV.= 385.00
FILTER FABRIC ON THE OUTSIDE
U
U
OF THE PIPE AT EACH JOINT.
4" INLET
® 385.00
18" ASTM C -76 CLASS III
0 -RING RCP OUTLET
SLOPE AT 1.40%
BOTTOM RISER = 385.00 a INV = 385.00
° 12" MIN. EXTENDED CAST
MaN. IN PLACE CONCRETE
A. °
pd 4.A °a 'O
d a 6'x6'x3'
.4 a4 CONCRETE BASE
" a <: d a " ANTI- FLOATATION
RISER DETAIL BOTTOM OF RISER AND
N.T.S. ANTI - FLOATATION TO BE
CAST IN PLACE TOGETHER
TOP DAM = 395.01 }
1.74 I-
11 -I EMERGENCY SPILLWAY= 393.27 -I I I -I I I I I•
III - III -III =_- I -� I I- III - III -� I I- I I- III
I I_ III_ I I_III_III_I I I_ I I_I I I_I I I_I I I_ I I_I I I -III•
III - III - III - III - III - I I- III - III - I I- III - III -I I I-
1 =I Mi I M1 I I I I I I I I I 11= I I I
© EMERGENCY SPILLWAY DETAIL
© N.T.S. NOTE: LINE EMERGENCY SPILLWAY
WITH REINFORCED TURF
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PIN: 0769 -01 -29 -3411, PID: 193301
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
® PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
�•✓ BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
PROPOSED LEGEND
F!l
NAVD 88
CATCH BASIN
TOP DAM = 395.01
YARD INLET
Q
SETTLED (395.66
FLARED -END SECTION
FOR 5% SETTLING
70
MAJOR CONTOUR
FACTOR)
100 YEAR POOL ELEV.= 394.01
+70.5
EMERGENCY SPILLWAY
SPOT GRADE
1.33%
= 393.27
a
10 YEAR POOL ELEV.= 393.25
a
a
2 YEAR POOL ELEV.= 391.12
x
x
x
x
1 YEAR POOL ELEV.= 390.50
:INFLOW
LU
o
0
0
RISER
UA
GASKETTED JOINT PIPE SHALL
0 0
0
ALSO BE WRAPPED WITH A
_
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
18" 0 -RING
OF THE PIPE AT EACH JOINT.
J
a
BOTTOM ELEV.= 385.00
RCP
U
U
88 LF ® 1.40%
ADDITIONAL 1' OVER
EXCAVATION FOR
OUTLET= 384.00
INLET PLUNGE POOL
SEDIMENT STORAGE
O
O
INV OUT= 385.00
0
0
TRENCH EXCAVATED INTO
t�0
0
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
W
WITH COMPACTED FILL MATERIAL
DRY POND - PROFILE VIEW
y
©
J
W Q
Ch Z
�
N.T.S.
Q
= O
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PIN: 0769 -01 -29 -3411, PID: 193301
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
® PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
�•✓ BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
PROPOSED LEGEND
F!l
NAVD 88
CATCH BASIN
®
YARD INLET
Q
FLARED -END SECTION
STORM DRAINAGE PIPE
70
MAJOR CONTOUR
68
MINOR CONTOUR
+70.5
SPOT GRADE
1.33%
DIRECTION OF FLOW AND SLOPE
NAD 83
NAVD 88
0 15' 30'
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This drawing is the property of Edens
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
''
AL =
= 27352
= v •• ••�06/02/15�•
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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SCALE
1" = 30'
DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
AFL
]BE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PDA

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222
0 DRY POND #5 -PLAN VIEW
INFLOW
INFLUENT STORMWATER
© PLUNGE POOL
© N.T.S.
/ 1 I I \
>��� /If // I� /1111/
�
00 N 11) 1-) M ^ I ly 1 1 1 1 1 1 1 j l
� �IIII I II /II
J
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365 364 I I y //k�
co
/// I ( �fWl� ! I
:R EXCAVVP�TO / /
)LRAROUNQA'RIS� ~/ I I I
365 _365 // /10 f `�
367 367
x-368
EMERGENCY
SPILLWAY
OUTLET
-.WV.- 363.50
\\ LINE EXISTING ,CHANNEL
WITH GROUTEDELB�
RIP RAP MINIMUM �• / /( /
\� THICKNESS F 18" AND �-
�� TYPE II FILTFR FABRIC
DRY POND BOTTOM OR
LEVEL SPREADER LIP
SURFACE
'-LINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
SEE PLAN VIEW
LENGTH AND WIDTH
6.3' DIA. REBAR RING
4.1' DIA. REBAR RING
6.3 LFx2 "x2 "x1/4"
ANGLE
TOP OF RISER
#4 REBAR (TYP.)
#4 REBAR
0.73'
TYP
6.3 LFx2 "x2 "x'I^"
At
#4 REBAR
WELDED (TYP.)
(SEE NOTES)
W \
f
INFLOW
ELEVATION VIEW
\CCESS GATE
1.0'
0.50'
i
0.50'
PLAN VIEW
4' DIA
MANHOLE
RISER
10' TYP
ACCESS GATE
4.1' DIA.
REBAR RING
6.3' DIA.
REBAR RING
NOTES
1. ALL REBAR TO BE #4 ALUMINUM.
2. THE 2"x2 "0/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE.
50'
TRASH
RACK
24" ASTM C -76 CLASS III
0 -RING RCP OUTLET
SLOPE AT 1.09%
BOTTOM RISER = 364.00 a INV = 364.00
° 12" MIN. EXTENDED CAST
d'. a 12" MIN. IN PLACE CONCRETE
d a "e e °
d, n a A
d e °e a �� 6'x6'x2'
° G e .e ae ° e: CONCRETE BASE
ANTI- FLOATATION
O FERISER DETAIL BOTTOM OF RISER AND
© ANTI - FLOATATION TO BE
_ _ _ _ _ _ CAST IN PLACE TOGETHER
TOP DAM = 370.01
I IIIIr ,s' �
1.43' EMERGENCY SPILLWAY= 368.57 ZFjr�j
1IM
II 1 I
I
I I =1 11=
11 =III = 11= III = III =III = 11= III = III =III = 11= III =III-
I I III III IIIIIIIIIIIIIIIIIIIIIIIII 1I
I I I I =1 I I =1 I I =1 I I=I I I= I I =I I I =1 I I-
T T 11= III =III-
D EMERGENCY SPILLWAY DETAIL
© N.T.S. NOTE: LINE EMERGENCY SPILLWAY
WITH REINFORCED TURF
MALI rLmekii <MENT
INLET PLUNGE POOL
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
100 YEAR POOL ELEV.= 369.01
10 YEAR POOL ELEV.= 368.57
2 YEAR POOL ELEV.= 367.44
1 YEAR POOL ELEV.= 366.73
RISER
ADDITIONAL 1' OVER
EXCAVATION FOR
SEDIMENT STORAGE
Z-1-
Ni
Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
'H COMPACTED FILL MATERIAL
TOP DAM = 370.01
SETTLED (DAM IN
CUT, NO SETTLING
FACTOR)
- EMERGENCY SPILLWAY
= 368.57
u'
GASKETTED JOINT PIPE SHALL
ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
24" 0 -RING RCP OF THE PIPE AT EACH JOINT.
46 LF ® 1.097
OUTLET= 363.50
INV OUT= 364.00
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
DRY POND - PROFILE VIEW
© N.T.S.
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PIN: 0769- 01- 29- 3411,PID: 193301
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
�..�J BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
I
Z
70
68
+70.5
1.33%
PROPOSED LEGEND
CATCH BASIN
YARD INLET
FLARED -END SECTION
STORM DRAINAGE PIPE
MAJOR CONTOUR
MINOR CONTOUR
SPOT GRADE
DIRECTION OF FLOW AND SLOPE I
NAD 83
TOP RISER '= 368.10
_e
5.00" THICK BARREL
U)
4' DIA.
a
°
RISER TO BE
z
REINFORCED CONCRETE
0
STEP 12" O.C. SEE NCDOT STD.
-
- - _ - - - - -
2
a
DWG #840.66. STEPS TO LINE UP
12"
WITH TRASH RACK ACCESS
e
HATCH
a
d,
BARREL SECTIONS BOLTED TOGETHER
LUo000
�°
WITH STAINLESS STEEL STRAP (TYP)
q
AND CONSEAL SEALENT OR
e
APPROVED ALTERNATE (TYP)
0
0
Q
to
- -
GASKETTED JOINT PIPE SHALL
8" INLET
ALSO BE WRAPPED WITH A
a ,
® 365.17
iJ
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
OF THE PIPE AT EACH JOINT.
Ln
° e
5" INLET
LO
N
® 364.00
24" ASTM C -76 CLASS III
0 -RING RCP OUTLET
SLOPE AT 1.09%
BOTTOM RISER = 364.00 a INV = 364.00
° 12" MIN. EXTENDED CAST
d'. a 12" MIN. IN PLACE CONCRETE
d a "e e °
d, n a A
d e °e a �� 6'x6'x2'
° G e .e ae ° e: CONCRETE BASE
ANTI- FLOATATION
O FERISER DETAIL BOTTOM OF RISER AND
© ANTI - FLOATATION TO BE
_ _ _ _ _ _ CAST IN PLACE TOGETHER
TOP DAM = 370.01
I IIIIr ,s' �
1.43' EMERGENCY SPILLWAY= 368.57 ZFjr�j
1IM
II 1 I
I
I I =1 11=
11 =III = 11= III = III =III = 11= III = III =III = 11= III =III-
I I III III IIIIIIIIIIIIIIIIIIIIIIIII 1I
I I I I =1 I I =1 I I =1 I I=I I I= I I =I I I =1 I I-
T T 11= III =III-
D EMERGENCY SPILLWAY DETAIL
© N.T.S. NOTE: LINE EMERGENCY SPILLWAY
WITH REINFORCED TURF
MALI rLmekii <MENT
INLET PLUNGE POOL
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
100 YEAR POOL ELEV.= 369.01
10 YEAR POOL ELEV.= 368.57
2 YEAR POOL ELEV.= 367.44
1 YEAR POOL ELEV.= 366.73
RISER
ADDITIONAL 1' OVER
EXCAVATION FOR
SEDIMENT STORAGE
Z-1-
Ni
Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
'H COMPACTED FILL MATERIAL
TOP DAM = 370.01
SETTLED (DAM IN
CUT, NO SETTLING
FACTOR)
- EMERGENCY SPILLWAY
= 368.57
u'
GASKETTED JOINT PIPE SHALL
ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
24" 0 -RING RCP OF THE PIPE AT EACH JOINT.
46 LF ® 1.097
OUTLET= 363.50
INV OUT= 364.00
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
DRY POND - PROFILE VIEW
© N.T.S.
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PIN: 0769- 01- 29- 3411,PID: 193301
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
�..�J BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
I
Z
70
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+70.5
1.33%
PROPOSED LEGEND
CATCH BASIN
YARD INLET
FLARED -END SECTION
STORM DRAINAGE PIPE
MAJOR CONTOUR
MINOR CONTOUR
SPOT GRADE
DIRECTION OF FLOW AND SLOPE I
NAD 83
NAVD 88
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This drawing is the property of Edens
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
C,aj�o ,
AL =
= 27352
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FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
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PROJECT NUMBER
1109 -001
SHEET NUMBER
PD -5

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BLIND
�Q
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\ \ \\ -All - `
■u �
■D
■u
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�u
1 III
30" INLET PIPE
--IJ ------ -I- --�
� I
� I
I I
4.0' I I
I I
18" DIA.
OUTLET TO I
BLIND SWALE I I
-------- - - - --
5.0' x 1.0' BYPASS
® OVERFLOW OUTLET
TO SCOUR HOLE
5.0'
PLAN VIEW
1
MANHOLE
ACCESS
ELEVATION VIEW
�kETA] NING AAII
TOP RISER = 357.10
6' DIA.
u 8' INLET 12"
A ® 355.12 i
TRASH
RACK
X5.00" THICK BARREL
RISER TO BE
REINFORCED CONCRETE
STEP 12" O.C. SEE NCDOT STD.
DWG #840.66. STEPS TO LINE UP
WITH TRASH RACK ACCESS
HATCH
ENS URER1nl EDIT GRgp� BARREL SECTIONS BOLTED TOGETHER
PC�Q� AR ND -R1SER - / /-
� 6.3 LFx2 "x2 "x1/4" °a WITH STAINLESS STEEL STRAP (TYP)
/
ANGLE
AND CONSEAL SEALENT OR RISER APPROVED ALTERNATE (TYP )
)
/ FES -60__ a
#/ a
M-K Y / 4' DIA _ _______ GASKETTED JOINT PIPE SHALL MANHOLE
Tft1CW RISER ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
#4 REBAR FILTER FABRIC ON THE OUTSIDE
i i
/ e / 356 -� WELDED TYP. 10' TYP OF THE PIPE AT EACH JOINT.
FF (SEE NOTES) � " "
� 4" INLET
SPILLWAY ACCESS GATE @ 352.00
4.1' DIA. 30" ASTM C -76 CLASS III
REBAR RING A 0 -RING RCP OUTLET
SLOPE AT 1.83%
6.3' DIA. INV = 352.00
REBAR RING e BOTTOM RISER = 352.00 Q
/
� °A
a d 12" MIN. EXTENDED CAST 3-" IN PLACE CONCRETE
a a 3.15' a
/
d A <A A V ° 1 f ,
PLAN VIEW ° A A 8x8 x3
/ a ° c A A A A CONCRETE BASE
/ / / / / / / A A , A $ G a ANTI - FLOATATION
NOTES
/ D BOTTOM
// j// // // j //� RISER DETAIL ANTI FLOATA RISER TO BE
5A / / i/ i / / / / / // / / / 1. ALL REBAR TO BE #4 ALUMINUM.
CAST IN PLACE TOGETHER
350 -- VARIABLE WllaiFf�� / % / / / //� 2. THE 2"x2"0/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK.
49 SCM ACCESS &_`__ ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
/- MAINTENANCES _i /// i / / / / MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
_EASEME
THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE. 60'
MANHOLE ACCESS
3 on
4'
FLOWSPLITTER
DEPTH OF PSRM
SCOUR HOLE INSTALLED
LEVEL
PIN: 0769.01.29.3411, PID: 193301
RIP RAP LINED TO
EXISTING GRADE
-TIE TO EXISTING
GRADE AT 4:1 MAX.
INFLOW
2.•� 21
LINER: CLASS B RIP NATURAL GROUND
RAP WITH TYPE 2 MIN. 1' TUCK
FILTER FABRIC VARIES
® PREFORMED SCOUR HOLE (PFSH)
N.T.S.
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
// I�� /// // TOP DAM = 359.01
S. �.
5" (TYP) -
30" INLET PIPE
TOP OF BOX = 352.59
ELEVATION VI
5.0' x 1.0' BYPASS OVERFLOW
® OUTLET TO SCOUR HOLE
OVERFLOW = 351.17
3.17' � / � I 5.0' x 1.0' BYPASS OVERFLOW
I I � I OUTLET TO SCOUR HOLE
INLET/ OUTLET = 349.00
18" DIA.
OUTLET TO
BLIND SWALE
5" (TYP)
5.0'
© FLOWSPLITTER DETAIL
® N.T.S.
INFLUENT STORMWATER
� PLUNGE POOL
N.T.S.
5" (TYP)
SEE PLAN VIEW
LENGTH AND WIDTH
30'
-3-4" LAYER OF AGGREGATE
STONE LESS THAN 1 " DIA.
5.0��
FILTER FABRIC
6 "x2' CONCRETE LIP
D.C. IF FOOTING
PARATE FROM LIP
TALL FESCUE OR COMMON
IUDA GRASS LINE FILTER STRIP
DRY POND BOTTOM OR
LEVEL SPREADER LIP
SURFACE
LINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
w C
v�
INFLOW
-------�
INLET PLUNGE POOL
4.0'
MANHOLE
ACCESS
EW
I
- - - - -
30" INLET PIPE
- I--- �i� - - -J- - - - --
18" DIA.
OUTLET TO
BLIND SWALE
SIDE VIEW
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
CATCH BASIN
MEET ALL REQUIREMENTS OF #1 ABOVE.
Existing Ground Surface 4.
NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
Q
LOCATED ON THE DAM SECTION.
5.
FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
- _ -
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
MAJOR CONTOUR
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
1.33'
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
EXISTING SOIL AND BACKFILLED
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
WITH COMPACTED FILL MATERIAL
6.3' DIA. REBAR RING
i
/
/�
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
//
4.1' DIA. REBAR RING ACCESS GATE
7.
CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
/�
6.3 LFx2 "x2 "x1/4"
1.0'
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
>
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
/1�
ANGLE
EMERGENCY SPILLWAY= 357.67
0
O
Q
_d I _d I I _. _� _� _� _� _. _. _. _.
11 -I -I -I
EMERGENCY SPILLWAY DETAIL NOTE: LINE EMERGENCY SPILLWAY
© N.T.S.
TOP OF RISER
0.50'
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
U
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
U
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
#4
REBAR (TYP.)
I 0.50'
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
#4 REBAR)
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
�
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
DAM EMBANKMENT
0.73'
0
N
0
0
TYP
ELEVATION VIEW
�kETA] NING AAII
TOP RISER = 357.10
6' DIA.
u 8' INLET 12"
A ® 355.12 i
TRASH
RACK
X5.00" THICK BARREL
RISER TO BE
REINFORCED CONCRETE
STEP 12" O.C. SEE NCDOT STD.
DWG #840.66. STEPS TO LINE UP
WITH TRASH RACK ACCESS
HATCH
ENS URER1nl EDIT GRgp� BARREL SECTIONS BOLTED TOGETHER
PC�Q� AR ND -R1SER - / /-
� 6.3 LFx2 "x2 "x1/4" °a WITH STAINLESS STEEL STRAP (TYP)
/
ANGLE
AND CONSEAL SEALENT OR RISER APPROVED ALTERNATE (TYP )
)
/ FES -60__ a
#/ a
M-K Y / 4' DIA _ _______ GASKETTED JOINT PIPE SHALL MANHOLE
Tft1CW RISER ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
#4 REBAR FILTER FABRIC ON THE OUTSIDE
i i
/ e / 356 -� WELDED TYP. 10' TYP OF THE PIPE AT EACH JOINT.
FF (SEE NOTES) � " "
� 4" INLET
SPILLWAY ACCESS GATE @ 352.00
4.1' DIA. 30" ASTM C -76 CLASS III
REBAR RING A 0 -RING RCP OUTLET
SLOPE AT 1.83%
6.3' DIA. INV = 352.00
REBAR RING e BOTTOM RISER = 352.00 Q
/
� °A
a d 12" MIN. EXTENDED CAST 3-" IN PLACE CONCRETE
a a 3.15' a
/
d A <A A V ° 1 f ,
PLAN VIEW ° A A 8x8 x3
/ a ° c A A A A CONCRETE BASE
/ / / / / / / A A , A $ G a ANTI - FLOATATION
NOTES
/ D BOTTOM
// j// // // j //� RISER DETAIL ANTI FLOATA RISER TO BE
5A / / i/ i / / / / / // / / / 1. ALL REBAR TO BE #4 ALUMINUM.
CAST IN PLACE TOGETHER
350 -- VARIABLE WllaiFf�� / % / / / //� 2. THE 2"x2"0/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK.
49 SCM ACCESS &_`__ ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
/- MAINTENANCES _i /// i / / / / MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
_EASEME
THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE. 60'
MANHOLE ACCESS
3 on
4'
FLOWSPLITTER
DEPTH OF PSRM
SCOUR HOLE INSTALLED
LEVEL
PIN: 0769.01.29.3411, PID: 193301
RIP RAP LINED TO
EXISTING GRADE
-TIE TO EXISTING
GRADE AT 4:1 MAX.
INFLOW
2.•� 21
LINER: CLASS B RIP NATURAL GROUND
RAP WITH TYPE 2 MIN. 1' TUCK
FILTER FABRIC VARIES
® PREFORMED SCOUR HOLE (PFSH)
N.T.S.
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
// I�� /// // TOP DAM = 359.01
S. �.
5" (TYP) -
30" INLET PIPE
TOP OF BOX = 352.59
ELEVATION VI
5.0' x 1.0' BYPASS OVERFLOW
® OUTLET TO SCOUR HOLE
OVERFLOW = 351.17
3.17' � / � I 5.0' x 1.0' BYPASS OVERFLOW
I I � I OUTLET TO SCOUR HOLE
INLET/ OUTLET = 349.00
18" DIA.
OUTLET TO
BLIND SWALE
5" (TYP)
5.0'
© FLOWSPLITTER DETAIL
® N.T.S.
INFLUENT STORMWATER
� PLUNGE POOL
N.T.S.
5" (TYP)
SEE PLAN VIEW
LENGTH AND WIDTH
30'
-3-4" LAYER OF AGGREGATE
STONE LESS THAN 1 " DIA.
5.0��
FILTER FABRIC
6 "x2' CONCRETE LIP
D.C. IF FOOTING
PARATE FROM LIP
TALL FESCUE OR COMMON
IUDA GRASS LINE FILTER STRIP
DRY POND BOTTOM OR
LEVEL SPREADER LIP
SURFACE
LINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
w C
v�
INFLOW
-------�
INLET PLUNGE POOL
4.0'
MANHOLE
ACCESS
EW
I
- - - - -
30" INLET PIPE
- I--- �i� - - -J- - - - --
18" DIA.
OUTLET TO
BLIND SWALE
SIDE VIEW
100 YEAR POOL ELEV.= 358.01
10 YEAR POOL ELEV.= 357.66
2 YEAR POOL ELEV.= 356.39
1 YEAR POOL ELEV.= 355.71
RISER
BOTTOM ELEV.= 352.00
ADDITIONAL 1' OVER
EXCAVATION FOR
SEDIMENT STORAGE
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
CATCH BASIN
MEET ALL REQUIREMENTS OF #1 ABOVE.
Existing Ground Surface 4.
NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
Q
LOCATED ON THE DAM SECTION.
5.
FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
- _ -
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
MAJOR CONTOUR
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
1.33'
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
EXISTING SOIL AND BACKFILLED
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
WITH COMPACTED FILL MATERIAL
SPECIFICATIONS.
6.
HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7.
CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
>
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
EMERGENCY SPILLWAY= 357.67
0
O
Q
_d I _d I I _. _� _� _� _� _. _. _. _.
11 -I -I -I
EMERGENCY SPILLWAY DETAIL NOTE: LINE EMERGENCY SPILLWAY
© N.T.S.
WITH REINFORCED TURF
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
U
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
U
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
to
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
�
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
DAM EMBANKMENT
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
100 YEAR POOL ELEV.= 358.01
10 YEAR POOL ELEV.= 357.66
2 YEAR POOL ELEV.= 356.39
1 YEAR POOL ELEV.= 355.71
RISER
BOTTOM ELEV.= 352.00
ADDITIONAL 1' OVER
EXCAVATION FOR
SEDIMENT STORAGE
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
TOP DAM = 359.01
SETTLED (359.15
FOR 5% SETTLING
FACTOR) 8
EMERGENCY SPILLWAY
= 357.67
GASKETTED JOINT PIPE SHALL
ALSO BE WRAPPED WITH A
_ DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
30" OF THE PIPE AT EACH JOINT.
O -RING RCP
164 LF ® 1.837.
OUTLET= 349.00
INV OUT= 352.00
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
DRY POND - PROFILE VIEW
© N.T.S.
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE DATE
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
PROPOSED LEGEND
0
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
CATCH BASIN
MEET ALL REQUIREMENTS OF #1 ABOVE.
Existing Ground Surface 4.
NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
Q
LOCATED ON THE DAM SECTION.
5.
FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
- _ -
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
MAJOR CONTOUR
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
- TRENCH EXCAVATED INTO
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
EXISTING SOIL AND BACKFILLED
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
WITH COMPACTED FILL MATERIAL
SPECIFICATIONS.
6.
HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7.
CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
>
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
TOP DAM = 359.01
SETTLED (359.15
FOR 5% SETTLING
FACTOR) 8
EMERGENCY SPILLWAY
= 357.67
GASKETTED JOINT PIPE SHALL
ALSO BE WRAPPED WITH A
_ DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
30" OF THE PIPE AT EACH JOINT.
O -RING RCP
164 LF ® 1.837.
OUTLET= 349.00
INV OUT= 352.00
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
DRY POND - PROFILE VIEW
© N.T.S.
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE DATE
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
PROPOSED LEGEND
0
NAVD 88
CATCH BASIN
B
YARD INLET
Q
FLARED -END SECTION
STORM DRAINAGE PIPE
70
MAJOR CONTOUR
68
MINOR CONTOUR
-1-70.5
SPOT GRADE
1.33%
DIRECTION OF FLOW AND SLOPE
NAD 83
NAVD 88
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This drawing is the property of Edens
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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
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DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
AFL
JIBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PD -6

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© SCALE: 1"=30'
r„_. ­­ I INFLOW
-SCM ACCESS & \ \�
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SPILNVY111 \( I(
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INFLUENT STORMWATER
SEE PLAN VIEW
LENGTH AND WIDTH
� PLUNGE POOL
N.T.S.
30'
-3-4" LAYER OF AGGREGATE
STONE LESS THAN 1 " DIA.
5.0��
- FILTER FABRIC
3 "x2' CONCRETE LIP
).C. IF FOOTING
:PARATE FROM LIP
TALL FESCUE OR COMMOf
IUDA GRASS LINE FILTER STRIF
�I
u� l
6.3' DIA. REBAR RING
6.3 LFx2 "x2 "x1/4" 4.1' DIA. REBAR RING ACCESS GATE
ANGLE 1.0'
TOP OF RISER 0.50'
#4 REBAR (TYP.) 0.50' TOP RISER = 364.19
#4 REBAR
0.73' 4' DIA.
TYP
-{-- --- - - - - -�
ELEVATION VIEW LLLJJJ 12"
6.3 1 Fx2 "x2 "x'1^"
Al
#4 REBAR
WELDED (TYP.)
(SEE NOTES)
PLAN VIEW
4' DIA
MANHOLE
RISER
10' TYP
ACCESS GATE
4.1' DIA.
REBAR RING
6.3' DIA.
REBAR RING
NOTES
1. ALL REBAR TO BE #4 ALUMINUM.
2. THE 2 "x2 "0/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
O THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE.
DRY POND BOTTOM OR
LEVEL SPREADER LIP
SURFACE
LINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
w C
v�
INFLOW
40'
d
d° °
4
4" INLET
® 357.00
TRASH
RACK
5.00" THICK BARREL
- RISER TO BE
REINFORCED CONCRETE
-STEP 12" O.C. SEE NCDOT STD.
DWG #840.66. STEPS TO LINE UP
WITH TRASH RACK ACCESS
HATCH
- BARREL SECTIONS BOLTED TOGETHER
WITH STAINLESS STEEL STRAP (TYP)
AND CONSEAL SEALENT OR
APPROVED ALTERNATE (TYP)
GASKETTED JOINT PIPE SHALL
ALSO BE WRAPPED WITH A
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
OF THE PIPE AT EACH JOINT.
18" ASTM C -76 CLASS III
0 -RING RCP OUTLET
A SLOPE AT 2.31 %
BOTTOM RISER = 357.00 ° INV = 357.00
�2" MI
° ° 12" MIN. EXTENDED CAST
4 ° d °
IN PLACE CONCRETE
° it ea d
°d 4 d °e °
4 A 44 A 46'X6'x3'
4 ° d d CONCRETE BASE
° d ° d ° d 4 ANTI - FLOATATION
RISER DETAIL BOTTOM OF RISER AND
© N.T.S. ANTI - FLOATATION TO BE
CAST IN PLACE TOGETHER
TOP DAM = 366.01
IIII►Y1�,62 f;IIII
II I I I I �FII I EMERGENCY SPILLWAY= 364.38 I I I I I I I
IIIIIIIIIIIIIIIIIIIII11=
1 I IEI I MI I IEI I 1 I 1 I 1 I 1 I 1 I 1 I 1 I 1
1 I 1 I 1 I 1 I 1 I -11 IEI I, -11 MI I 1 I 1 I 1 I-
EMERGENCY SPILLWAY DETAIL j NOTE: LINE EMERGENCY SPILLWAY
© N.T.S. WITH REINFORCED TURF
v.1vMrv1.T.v1v1 IR1I�
INLET PLUNGE POOL
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
'H COMPACTED FILL MATERIAL
TOP DAM = 366.00
SETTLED (DAM IN
CUT, NO 5%
SETTLING FACTOR)
100 YEAR POOL ELEV.= 365.00 EMERGENCY SPILLWAY
= 364.38
10 YEAR POOL ELEV.= 364.37
2 YEAR POOL ELEV.= 362.45
1 YEAR POOL ELEV.= 361.50
RISER
GASKETTED JOINT PIPE SHALL
ALSO BE WRAPPED WITH A
_ DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
18" 0 -RING RCP OF THE PIPE AT EACH JOINT.
BOTTOM ELEV.= 357.00
65LF ®2.319;
ADDITIONAL 1' OVER
EXCAVATION FOR OUTLET= 355.50
SEDIMENT STORAGE
INV OUT= 357.00
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
� DRY POND - PROFILE VIEW
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PIN: 0769.01.29.3411, PID: 193301
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIs.
PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
PROPOSED LEGEND
0
NAVD 88
CATCH BASIN
B
YARD INLET
0
FLARED -END SECTION
STORM DRAINAGE PIPE
70
MAJOR CONTOUR
68
MINOR CONTOUR
-1-70.5
SPOT GRADE
1.33%
DIRECTION OF FLOW AND SLOPE
NAD 83
NAVD 88
4 - - - -- ;J;'
0 15' 30'
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This drawing is the property of Edens
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
\�� \IIIIIIII,,�
CARO
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= 27352
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FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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SCALE
1" = 30'
DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
AFL
JIBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PD -7

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LEVEL SPREADER LIP
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30'
MANHOLE
ACCESS
2
18"
OUTLE'
BLIND SV
(TYP)
ENGINEERED FILTER STRIP
CK
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^�1A / 3�5 6.3 LFx2 "x2 "x1 /4"
ANGLE
/ V EXCAVATE�O J/ / TOP OF RISER
/ Sl}RE PERMANENT
0�L /AROUND RISER
/ f/ #4 REBAR (TYP.)
& DRY POND #8 -PLAN VIEW
© SCALE. 1
01
INFLOW
© FLOWSPLITTER DETAIL
® N.T.S.
INFLUENT STORMWATER
© PLUNGE POOL
T PIPE
OP OF BOX = 356.49
5.0' x 1.0'
BYPASS OVERFLOW OUTLET
OVERFLOW = 354.99
=T/ OUTLET = 353.50
(TYP)
1 �
6.3 LFx2 "x2 "x'/^"
At
#4 REBAR
WELDED (TYP.)
(SEE NOTES)
6.3' DIA. REBAR RING
4.1' DIA. REBAR RING
#4 REBAR
).73'
TYP
ELEVATION VIEW
PLAN VIEW
GATE
0.50'
0.50'
4' DIA
MANHOLE
RISER
10• TYP
-:41-
ACCESS GATE
4.1' DIA.
REBAR RING
6.3' DIA.
REBAR RING
TRASH
RACK
VARIES
PIN: 0769 -01 -29 -3411, PID: 193301
3:1
SIDE
SLOPES
NOTES
RISER DETAIL BOTTOM OF RISER AND
1. ALL REBAR TO BE #4 ALUMINUM. © N.T.S. ANTI - FLOATATION TO BE GENERAL POND NOTES
CAST IN PLACE TOGETHER 1. BMP AND STORMWATER EASEMENTS WILL BE
2. THE 2 "x2 "0/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK. COMPLETELY CONTAINED WITHIN OPEN SPACE.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
�'� MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
�) 3. THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE.
40, GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
TOP DAM = 362.01 GIS.
PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
BASIN.
1.20 =1 I =1
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
I- III - III -III IN� / I I - III -III PIPE UNLESS OTHERWISE NOTED.
EMERGENCY SPILLWAY- - 360.82 _III - III -III -I 4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
III - III - III -1Y I -I I STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
5" (TYP) 4.0' III -I I -III -I I- III -I I -III -I I- III -I I -III -I I -I SLOPES TO A MAXIMUM OF 3:1 .
MANHOLE II I I I I I I I II -I I I -I 6. LOTS ARE TO BE INDIVIDUALLY GRADED.
ELEVATION VIEW
0 EMERGENCY SPILLWAY DETAIL NOTE: LINE EMERGENCY SPILLWAY
© N.T.S. WITH REINFORCED TURF
- - - - - DAM CONSTRUCTION SPECIFICATIONS
_ 1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF 9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
_ I IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
5.0' x 1.0'
TOP RISER = 360.41
_d
5.00" THICK BARREL
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
FLARED -END SECTION
PRIOR TO COMPACTION OF THE TO THE REQUIRED
BYPASS
6' DIA.
a
68
°
RISER TO BE
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
OVERFLOW OUTLET
I I
REINFORCED CONCRETE
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
_
0
STEP 12" O.C. SEE NCDOT STD.
a
_ 0 _ _ _ _ _ _ _ _
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
DWG #840.66. STEPS TO LINE UP
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
12"
WITH TRASH RACK ACCESS
e
x
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
HATCH
FROM FILL PRIOR TO COMPACTION.
1
Q..
d
BARREL SECTIONS BOLTED TOGETHER
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APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
WITH STAINLESS STEEL STRAP (TYP)
0
AND CONSEAL SEALENT OR
e
APPROVED ALTERNATE (TYP)
ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
0
PLACEMENT OF FILL.
a
- -
GASKETTED JOINT PIPE SHALL
EVENT
SHALL BE PRIOR TO
ALSO BE WRAPPED WITH A
°
IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
U
DOUBLE LAYER OF NON -WOVEN
BLIND SWALE
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
FILTER FABRIC ON THE OUTSIDE
SIDE VIEW
OF THE PIPE AT EACH JOINT. N
° e
8" INLET
® 354.00
e
N
N
3.
A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
z
24" ASTM C -76 CLASS III
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
0 -RING RCP OUTLET
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
V4
d
SLOPE AT 0.86%
BOTTOM RISER = 354.00
a
INV = 354.00
MEET ALL REQUIREMENTS OF #1 ABOVE.
W
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
W
°
d a 12.. MIN.
12" MIN. EXTENDED CAST
,
a "d
NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
IN PLACE CONCRETE
d.
d e
^ d
LOCATED ON THE DAM SECTION.
= O
d
°
d e °d d ° °
8'x8'x3'
°
° d e
e
13.
��
CONCRETE BASE
d
°
ANTI- FLOATATION
�
CONTINUOUSLY CONTROLLED THROUGHOUT
VARIES
PIN: 0769 -01 -29 -3411, PID: 193301
3:1
SIDE
SLOPES
NOTES
RISER DETAIL BOTTOM OF RISER AND
1. ALL REBAR TO BE #4 ALUMINUM. © N.T.S. ANTI - FLOATATION TO BE GENERAL POND NOTES
CAST IN PLACE TOGETHER 1. BMP AND STORMWATER EASEMENTS WILL BE
2. THE 2 "x2 "0/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK. COMPLETELY CONTAINED WITHIN OPEN SPACE.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
�'� MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
�) 3. THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE.
40, GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
TOP DAM = 362.01 GIS.
PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
BASIN.
1.20 =1 I =1
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
I- III - III -III IN� / I I - III -III PIPE UNLESS OTHERWISE NOTED.
EMERGENCY SPILLWAY- - 360.82 _III - III -III -I 4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
III - III - III -1Y I -I I STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
5" (TYP) 4.0' III -I I -III -I I- III -I I -III -I I- III -I I -III -I I -I SLOPES TO A MAXIMUM OF 3:1 .
MANHOLE II I I I I I I I II -I I I -I 6. LOTS ARE TO BE INDIVIDUALLY GRADED.
ELEVATION VIEW
0 EMERGENCY SPILLWAY DETAIL NOTE: LINE EMERGENCY SPILLWAY
© N.T.S. WITH REINFORCED TURF
- - - - - DAM CONSTRUCTION SPECIFICATIONS
_ 1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF 9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
_ I IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
5.0' x 1.0'
CATCH BASIN
®
YARD INLET
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
FLARED -END SECTION
PRIOR TO COMPACTION OF THE TO THE REQUIRED
BYPASS
/
MAJOR CONTOUR
68
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
+70.5
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
OVERFLOW OUTLET
I I
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
0
a
a
a
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
24" INLET PIPE
x
x
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
=
FROM FILL PRIOR TO COMPACTION.
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APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
0
0
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
10.
ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
0
PLACEMENT OF FILL.
MOISTURE STORM
18" DIA.
EVENT
SHALL BE PRIOR TO
OUTLET TO
2.
IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
U
PLACEMENT OF THE NEXT SOIL LIFT.
BLIND SWALE
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
SIDE VIEW
VERTICAL FOOT OF FILL.
11.
TEST FOR PERCENT COMPACTION OF THE PLACED FILL
N
N
3.
A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
IN THE DAM MUST BE PERFORMED AS QC FOR THE
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
0
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
0
t�0
0
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
H
MEET ALL REQUIREMENTS OF #1 ABOVE.
W
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
W
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
DAM EMBANKMENT 4.
NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
J
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
LOCATED ON THE DAM SECTION.
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OF COMPACTION.
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Existing Ground Surface 5.
FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
13.
SURFACE WATER AND STREAM FLOW SHALL BE
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SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
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CONTINUOUSLY CONTROLLED THROUGHOUT
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EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
CONSTUCTION AND THE PLACEMENT OF FILL.
- -
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SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
\W111IIIII,1/
CA/o
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
14.
FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
I 111111110
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
FOR CONSTRUCTION
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
DRY POND BOTTOM OR
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CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
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TO THAT INDICATED ON THE PLANS. ALL SUCH
LEVEL SPREADER LIP
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SPECIFICATIONS.
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UNDERCUTTING SHALL BE PERFORMED AT THE
SURFACE
SCALE
1" = 30'
DATE
TRENCH EXCAVATED INTO
DESIGN
DRAFT
DISCRETION OF THE GEOTECHNICAL ENGINEER AND
ALINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
SEE PLAN VIEW
LENGTH AND WIDTH
0.5'
A,
2.5' 3
" 30'
3 -4 LAYER OF AGGREGATE
3•� STONE LESS THAN 1" DIA.
5.09,•
TURF LINED
BLIND SWALE FILTER FABRIC
3" LIP ABOVE GRADE 6 "x2' CONCRETE LIP
2'X1' CONCRETE FOOTING REBAR 5' O.C. IF FOOTING
POURED SEPARATE FROM LIP
SECTION A -A
TALL FESCUE OR COMMON
BERMUDA GRASS LINE FILTER STRIP
PLUNGE POOL NOTE:
BLIND SWALE AND LEVEL SPREADER LIP TO BE FLAT
D LEVEL SPREADER WITH ENGINEERED FILTER STRIP
N.T.S.
f
INFLOW
EXISTING SOIL AND BACKFILLED 6. HAND COMPACTION TO CONSIST OF HAND OPERATED SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
WITH COMPACTED FILL MATERIAL EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS, OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
N 5' JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL CRUSHED STONE.
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS. 15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
*TO BE APPROVED BY GEOTECHNICAL LEVEL ON BOTH SIDES OF THE STRUCTURES.
ENGINEER PRIOR TO CONSTRUCTION ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN 16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
KEY TRENCH DETAIL STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
N.T.S. COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
TOP DAM = 362.01 STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF ROLLERS.
SETTLED (362.10 +/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
FOR 5% SETTLING WITH ASTM D698. 17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
FACTOR) HOIST IS ALLOWED.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
100 YEAR POOL ELEV.= 361.01 EMERGENCY SPILLWAY OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A 18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
17 = 360.81 REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
10 YEAR POOL ELEV.= 360.82 OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM CURING TIME HAS ELAPSED.
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
2 YEAR POOL ELEV.= 359.93 CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY 19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION IS TO BE PALCED ON THE DISTURBED EMBANKMENT
1 YEAR POOL ELEV.= 359.11 OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF SURFACE AND THE AREA SEEDED AND MULCHED OR
LA OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE HYDROSEEDED.
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
GASKETTED JOINT PIPE SHALL OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
ALSO BE WRAPPED WITH A WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
_ RISER DOUBLE LAYER OF NON -WOVEN CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
FILTER FABRIC ON THE OUTSIDE
24" 0 -RING RCP [OF THE PIPE AT EACH JOINT. PROPOSED LEGEND
BOTTOM ELEV.= 354.00
58 LF ® 0.869;
INLET PLUNGE POOL ADDITIONAL 1' OVER
EXCAVATION FOR OUTLET= 353.50
SEDIMENT STORAGE
INV OUT= 354.00
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
0 DRY POND - PROFILE VIEW
© N.T.S.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
F!l
CATCH BASIN
®
YARD INLET
Q
FLARED -END SECTION
STORM DRAINAGE PIPE
70
MAJOR CONTOUR
68
MINOR CONTOUR
+70.5
SPOT GRADE
1.33%
DIRECTION OF FLOW AND SLOPE
NAD 83
NAVD 88
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This drawing is the property of Edens
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
\W111IIIII,1/
CA/o
AL =
= 27352
= v •• ••�06/02/15�•
I 111111110
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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SCALE
1" = 30'
DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
AFL
JIBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PD -8

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INFLUENT STORMWATER
PLUNGE POOL
�
/R� �kAP LINE BOTTOM. OF
y6��PON�; WN- 20 SFx22 "D
SEE PLAN VIEW
LENGTH AND WIDTH
I
_�d
6.3' DIA. REBAR RING
4.1' DIA. REBAR RING
6.3 LFx2 "x2 "x1/4"
ANGLE
TOP OF RISER
#4 REBAR (TYP.)
#4 REBAR
0.73'
TYP
6.3 LFx2 "x2 "x'/^"
At
#4 REBAR
WELDED (TYP.)
(SEE NOTES)
DRY POND BOTTOM OR
LEVEL SPREADER LIP
SURFACE
LINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
W�
f
INFLOW
ELEVATION VIEW
kCCESS GATE
1.0'
0.50'
0.50'
PLAN VIEW
4' DIA
MANHOLE
RISER
10' TYP
ACCESS GATE
4.1' DIA.
REBAR RING
6.3' DIA.
REBAR RING
NOTES
1. ALL REBAR TO BE #4 ALUMINUM.
2. THE 2 "x2 "0/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
�
`'� i MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
AC) THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE.
30'
TRASH
RACK
18" ASTM C -76 CLASS III
0 -RING RCP OUTLET
SLOPE AT 10.00%
BOTTOM RISER = 374.00 a INV = 374.00
° 12" MIN. EXTENDED CAST
a. a 12 MIN. IN PLACE CONCRETE
A. d A''e e °
pe d e °e °
a 6'x6'x3'
e ° CONCRETE BASE
a ° ANTI- FLOATATION
RISER DETAIL BOTTOM OF RISER AND
N.T.S. ANTI - FLOATATION TO BE
CAST IN PLACE TOGETHER
TOP DAM = 385.01
,.62'
IIIIIIIII EMERGENCY SPILLWAY= 383.39 IIIIIII
11 =III= 11= III= III =III= I I =III =III =III= I I =III =III-
I I III III IIIIIIIIIIIIIIIIIIIIIIIII 1I
11= III = III = III = III =III � 1= III = III =III = 11= III =III-
D EMERGENCY SPILLWAY DETAIL NOTE: LINE EMERGENCY SPILLWAY
© N.T.S. WITH REINFORCED TURF
MALI r.AMAAII MENT
INLET PLUNGE POOL
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
/Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
'H COMPACTED FILL MATERIAL
TOP DAM = 385.01
SETTLED (385.60
FOR 5% SETTLING
FACTOR)
EMERGENCY SPILLWAY
100 YEAR POOL ELEV.= 384.01 = 383.39
10 YEAR POOL ELEV.= 383.38
2 YEAR POOL ELEV.= 381.44
1 YEAR POOL ELEV.= 380.35
RISER
GASKETTED JOINT PIPE SHALL
ALSO BE WRAPPED WITH A
_ DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
18" 0 -RING RCP OF THE PIPE AT EACH JOINT.
BOTTOM ELEV.= 374.00
120 LF ® 10.007
ADDITIONAL 1' OVER
EXCAVATION FOR OUTLET= 362.00
SEDIMENT STORAGE
INV OUT= 374.00
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
A DRY POND - PROFILE VIEW
© N.T.S.
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PIN: 0769 -01 -29 -3411, PID: 193301
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
®0 PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3 :1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
I
70
68
+70.5
1.33%
PROPOSED LEGEND
CATCH BASIN
YARD INLET
FLARED -END SECTION
STORM DRAINAGE PIPE
MAJOR CONTOUR
MINOR CONTOUR
SPOT GRADE
DIRECTION OF FLOW AND SLOPE I
NAD 83
TOP RISER = 382.89
a
5.00" THICK BARREL
U7
4' DIA.
a
°
RISER TO BE
z
REINFORCED CONCRETE
0
STEP 12" O.C. SEE NCDOT STD.
a
a
a
DWG #840.66. STEPS TO LINE UP
10" INLET 12"
WITH TRASH RACK ACCESS
A
® 380.82 I
x
HATCH
I
'i
e
°
BARREL SECTIONS BOLTED TOGETHER
LU
o
0
WITH STAINLESS STEEL STRAP (TYP)
0
e
AND CONSEAL SEALENT OR
APPROVED ALTERNATE (TYP)
0
0 0
0
GASKETTED JOINT PIPE SHALL
Q
-
-
ALSO BE WRAPPED WITH A
°
DOUBLE LAYER OF NON -WOVEN
J
a
iJ
FILTER FABRIC ON THE OUTSIDE
iJ
iJ
OF THE PIPE AT EACH JOINT.
6" INLET
Ln
LO
® 374.00
LO
N
18" ASTM C -76 CLASS III
0 -RING RCP OUTLET
SLOPE AT 10.00%
BOTTOM RISER = 374.00 a INV = 374.00
° 12" MIN. EXTENDED CAST
a. a 12 MIN. IN PLACE CONCRETE
A. d A''e e °
pe d e °e °
a 6'x6'x3'
e ° CONCRETE BASE
a ° ANTI- FLOATATION
RISER DETAIL BOTTOM OF RISER AND
N.T.S. ANTI - FLOATATION TO BE
CAST IN PLACE TOGETHER
TOP DAM = 385.01
,.62'
IIIIIIIII EMERGENCY SPILLWAY= 383.39 IIIIIII
11 =III= 11= III= III =III= I I =III =III =III= I I =III =III-
I I III III IIIIIIIIIIIIIIIIIIIIIIIII 1I
11= III = III = III = III =III � 1= III = III =III = 11= III =III-
D EMERGENCY SPILLWAY DETAIL NOTE: LINE EMERGENCY SPILLWAY
© N.T.S. WITH REINFORCED TURF
MALI r.AMAAII MENT
INLET PLUNGE POOL
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
/Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
'H COMPACTED FILL MATERIAL
TOP DAM = 385.01
SETTLED (385.60
FOR 5% SETTLING
FACTOR)
EMERGENCY SPILLWAY
100 YEAR POOL ELEV.= 384.01 = 383.39
10 YEAR POOL ELEV.= 383.38
2 YEAR POOL ELEV.= 381.44
1 YEAR POOL ELEV.= 380.35
RISER
GASKETTED JOINT PIPE SHALL
ALSO BE WRAPPED WITH A
_ DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
18" 0 -RING RCP OF THE PIPE AT EACH JOINT.
BOTTOM ELEV.= 374.00
120 LF ® 10.007
ADDITIONAL 1' OVER
EXCAVATION FOR OUTLET= 362.00
SEDIMENT STORAGE
INV OUT= 374.00
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
A DRY POND - PROFILE VIEW
© N.T.S.
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGNEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PIN: 0769 -01 -29 -3411, PID: 193301
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
®0 PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3 :1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
I
70
68
+70.5
1.33%
PROPOSED LEGEND
CATCH BASIN
YARD INLET
FLARED -END SECTION
STORM DRAINAGE PIPE
MAJOR CONTOUR
MINOR CONTOUR
SPOT GRADE
DIRECTION OF FLOW AND SLOPE I
NAD 83
NAVD 88
0 15' 30'
U7
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This drawing is the property of Edens
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
CARo' ,
• Q `Y
AL =
= 27352
= v'• •.�06/02/15�•
B
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FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
°io( H o
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SCALE
1" = 30'
DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
AFL
]BE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PD -9

� o
A
o
a
Nm
3
0
11 m V 6.3 LFx2 "x2 "x1 4„
\.�\ \� \ \\ \�� \� ✓// / / / \ � \ ANGLE
TOP OF RISER
"6- CHANNEL
-TYPE- _EL \ -" f��(� i r` \ #4 REBAR (TYP.)
THIC SSA +?&
\ \\ l // L� _ \ \\ �9 w / TYPE II FILTER
4 \, �-� \ \ \ '' -� emu'
9'Lx11Wx22 D '
\\ \ \\ \
\j l�1.( ��� \ \ \ ~. \ \ \ \ \l\ ! 1 2, J %�IF�.ES OUTdLE�`� \'\ \ \�\ \ \�N
\I
DRY POND #10 - PLAN VIEW 0
SCALE: 1 " =30'
INFLOW
INFLUENT STORMWATER
PLUNGE POOL
© N.T.S.
SEE PLAN VIEW
LENGTH AND WIDTH
\ j �
\\\ \\ \ I 1
A�
111
I
I�Y
9X\ \
\ 10 1395\ \ _ "
DRY POND BOTTOM OR
LEVEL SPREADER LIP
SURFACE
LINE PLUNGE POOL
WITH GEOTEXTILE
FABRIC
INFLOW
6.3 LFx2 "x2 "x'I^"
At
#4 REBAR
WELDED (TYP.)
(SEE NOTES)
W�
f
).73
TYP
6.3' DIA. REBAR RING
4.1' DIA. REBAR RING
#4 REBAR
ELEVATION VIEW
PLAN VIEW
GATE
0.50'
0.50'
4' DIA
MANHOLE
RISER
10' TYP
ACCESS GATE
4.1' DIA.
REBAR RING
6.3' DIA.
REBAR RING
NOTES
1. ALL REBAR TO BE #4 ALUMINUM.
2. THE 2 "x2 "0/4" ANGLES SHALL BE WELDED TO THE REBAR TRASH RACK.
ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF THE RISER.
THRASH RACK TO BE BOLTED TO RISER WITH STAINLESS STEEL HARDWARE.
40'
TRASH
RACK
a
TOP RISER = 388.51
_a
°
5.00" THICK BARREL
RISER TO BE
4' DIA.
U)
REINFORCED CONCRETE
z
STEP 12" O.C. SEE NCDOT STD.
-
A - - _ - - - - -
DWG #840.66. STEPS TO LINE UP
12"
0
WITH TRASH RACK ACCESS
°
2
a
1A
HATCH
1
Q_.
°,
BARREL SECTIONS BOLTED TOGETHER
WITH STAINLESS STEEL STRAP (TYP)
AND CONSEAL SEALENT OR
LUo
>
e
APPROVED ALTERNATE (TYP)
0
o
0
0
0
GASKETTED JOINT PIPE SHALL
Q
ALSO BE WRAPPED WITH A
°
DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
iJ
iJ
iJ
OF THE PIPE AT EACH JOINT.
° '
6" INLET
® 383.00
10
to
18" 0 ASTM C -76 CLASS III
-RING RCP OUTLET
SLOPE AT 9.68%
BOTTOM RISER = 383.00 a INV = 383.00
° 12" MIN. EXTENDED CAST
MIN. IN PLACE CONCRETE
°
a, n c a
a
° d e �6'X6'X2'
d °a ,
d e ° CONCRETE BASE
ANTI- FLOATATION
RISER DETAIL BOTTOM OF RISER AND
N.T.S. ANTI - FLOATATION TO BE
CAST IN PLACE TOGETHER
TOP DAM = 390.01
1.47' -I 1I
111 11 I I1 I EMERGENCY SPILLWAY= 388.54 I IIII1
Ell I II III III__ ____IIIIIIIII
III I I II I II I III I I II I II I III I III II I I-
I III IIIIIIIIIIIIIIIIIIIIIIIIIIII 1
=1 11= 111= 111 =111 I I 11 =1 11 =1 11=1 I 1EI 11 =111:
EMERGENCY SPILLWAY DETAIL NOTE: LINE EMERGENCY SPILLWAY
© N.T.S. WITH REINFORCED TURF
MALI r,me•ii <MENT
INLET PLUNGE POOL
*TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO CONSTRUCTION
KEY TRENCH DETAIL
N.T.S.
100 YEAR POOL ELEV.= 389.01
10 YEAR POOL ELEV.= 388.51
2 YEAR POOL ELEV.= 386.43
1 YEAR POOL ELEV.= 385.71
ADDITIONAL 1' OVER
EXCAVATION FOR
SEDIMENT STORAGE
Existing Ground Surface
=NCH EXCAVATED INTO
STING SOIL AND BACKFILLED
'H COMPACTED FILL MATERIAL
TOP DAM = 390.01
SETTLED (390.30
FOR 5% SETTLING
FACTOR)
EMERGENCY SPILLWAY
= 388.54
GASKETTED JOINT PIPE SHALL
ALSO BE WRAPPED WITH A
_ RISER DOUBLE LAYER OF NON -WOVEN
FILTER FABRIC ON THE OUTSIDE
OF THE PIPE AT EACH JOINT.
18" 0 -RING RCP
93 LF ® 9.68%
OUTLET= 374.00
INV OUT= 383.00
TRENCH EXCAVATED INTO
EXISTING SOIL ALONG DAM
SECTION AND BACKFILLED
WITH COMPACTED FILL MATERIAL
DRY POND - PROFILE VIEW
© N.T.S.
DAM CONSTRUCTION SPECIFICATIONS
1. ALL FILL SOILS FOR DAM SECTION SHALL CONSIST OF
IMPERMEABLE MATERIAL. FILL SHALL BE COMPACTED TO AT
LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL
BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL
NOT EXHIBIT SIGNIFICANT SHRINK /SWELL OR DISPERSIVE
CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL
APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM
SECTION, AND SHALL SPECIFY THE METHODS TO BE USED FOR
PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST
SHALL BE CONDUCTED EVERY 2500 SQUARE FEET PER
VERTICAL FOOT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS.
TRENCH TO EXTEND A MINIMUM OF FIVE FEET BELOW EXISTING
GRADE. SOILS AND COMPACTION FOR KEY TRENCH SHALL
MEET ALL REQUIREMENTS OF #1 ABOVE.
4. NO TREES OR WOODY VEGETATION OF ANY TYPE MAY BE
LOCATED ON THE DAM SECTION.
5. FILL SHALL BE PLACED IN 8" MAXIMUM LIFTS. EACH LIFT
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF
EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM
SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
ALL COMPACTION WITHIN 3' OF SPILLWAY OR PIPE TO BE
CONDUCTED BY HAND. SEE NOTE 6 FOR HAND COMPACTION
SPECIFICATIONS.
6. HAND COMPACTION TO CONSIST OF HAND OPERATED
EQUIPMENT, INCLUDING BUT NOT LIMITED TO, TAMPERS,
JUMPING JACKS, WALK BEHIND ROLLERS, ETC. ALL
COMPACTION BY HAND SHALL BE CONDUCTED IN 6" LIFTS.
7. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNIC
ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN
6 -INCH LOOSE LAYERS (3 -INCH LOOSE LAYERS WITHIN
3 -FEET OF EITHER SIDE THE PRINCIPAL SPILLWAY PIPE TO A
DEPTH OF 2 -FEET OVER THE PIPE) AND SHALL BE
COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DENSITY IN A MOISTURE OF
+/ -2% OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE
WITH ASTM D698.
8. CONSTRUCTION OF THE DAM EMBANKMENT MUST BE UNDER
OBSERVATION OF GEOTECHNICAL ENGINEER, WHO IS A
REGISTERED NCPE. THE GEOTECHNICAL ENGINEER SHALL
OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM
(I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE
CUT -OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY
PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION
OF THE COMPACTED FILL, ETC.). THE FREQUENCY OF
OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE
GEOTECHNICAL ENGINEER TO STATE, IN HIS /HER PROFESSIONAL
OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED
CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PIN: 0769 -01 -29 -3411, PI D: 193301
GENERAL POND NOTES
1. BMP AND STORMWATER EASEMENTS WILL BE
COMPLETELY CONTAINED WITHIN OPEN SPACE.
GENERAL GRADING NOTES
1. EXISTING TOPOGRAPHY BASED ON DURHAM COUNTY
GIS.
PROJECT IS LOCATED WITHIN THE FALLS LAKE /NEUSE
�.•�/ BASIN.
3. ALL STORM DRAINAGE TO BE REINFORCED CONCRETE
PIPE UNLESS OTHERWISE NOTED.
4. ALL CONSTRUCTION TO CONFORM TO CITY OF DURHAM
STANDARDS AND SPECIFICATIONS.
5. ALL CUT SLOPES TO BE A MAXIMUM OF 2:1. ALL FILL
SLOPES TO A MAXIMUM OF 3:1.
6. LOTS ARE TO BE INDIVIDUALLY GRADED.
9. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND
LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL
PRIOR TO COMPACTION OF THE TO THE REQUIRED
DENSITY. SOILS WITH ORGANIC MATTER CONTENT
EXCEEDING 5% BY WEIGHT SHALL NOT BE USED.
STONES GREATER THAN 3- INCHES SHALL BE REMOVED
FROM FILL PRIOR TO COMPACTION.
10. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO
REDUCE MOISTURE PENETRATION DURING STORM EVENT
SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
11. TEST FOR PERCENT COMPACTION OF THE PLACED FILL
IN THE DAM MUST BE PERFORMED AS QC FOR THE
CONSTRUCTION OF THE DAM. CONTRACTOR SHALL
COORDINATE SO THAT THESE TEST CAN BE DONE. ALL
PORTIONS NOT CONFORMING TO THE SPECIFIED DEGREE
OF COMPACTION SHALL BE REWORKED OR REBUILT. ALL
PORTIONS MUST ACHIEVED SPECIFIED MINIMUM DEGREE
OF COMPACTION.
13. SURFACE WATER AND STREAM FLOW SHALL BE
CONTINUOUSLY CONTROLLED THROUGHOUT
CONSTUCTION AND THE PLACEMENT OF FILL.
14. FOUNDATION AREAS MAY REQUIRED UNDERCUTTING OF
COMPRESSIBLE AND /OR UNSUITABLE SOILS IN ADDITION
TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE
DISCRETIION OF THE GEOTECHNICAL ENGINEER AND
SHALL BE MONITORED AND DOCUMENTED. NO PORTIONS
OF THE FOUNDATION SOILS MAY BE STABILIZED WITH
CRUSHED STONE.
15. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY
PIPE SHALL BE PLACED SO THAT LIFTS ARE THE SAME
LEVEL ON BOTH SIDES OF THE STRUCTURES.
16. EARTHWORK COMPACTION WITHIN 3 -FEET ON ANY
STRUCTURE BE ACCOMPLISED BY MEANS OF HAND
TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR
PLATE COMPACTORS OR MINIATURE SELF - PROPELLED
ROLLERS.
17. NO COMPACTION BY DROP WEIGHTS FROM A CRANE OR
HOIST IS ALLOWED.
18. NO HEAVY EQUIPMENT CAN PASS OVER CAST IN PLACE
STRUCTURES (INCLUDING CRADLE) UNTIL ADEQUATE
CURING TIME HAS ELAPSED.
19. AFTER CONSTRUCTION, A 2 -TO 3 -LAYER OF TOP SOIL
IS TO BE PALCED ON THE DISTURBED EMBANKMENT
SURFACE AND THE AREA SEEDED AND MULCHED OR
HYDROSEEDED.
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SHEET NUMBER
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DESIGN
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CITY OF DURHAM
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APPROVED
ENGINEERING DATE
STORM WATER DATE
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SHEET NUMBER
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CITY OF DURHAM
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SHEET NUMBER
PR -3

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NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
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CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
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DATE
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NC LICENSE# C -2745
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PROJECT NUMBER
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SHEET NUMBER
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NC LICENSE# C -2745
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NOTIFY ENGINEER OF ANY DISCREPANCIES
PIN: 0769.01 - 29.3411, PID: 193301
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
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STORM WATER DATE
TRANSPORTATION DATE
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NAD 83
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NOTIFY ENGINEER OF ANY DISCREPANCIES
PIN: 0769.01 - 29.3411, PID: 193301
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
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NC LICENSE# C -2745
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AFL
MSB
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PROJECT NUMBER
1109 -001
SHEET NUMBER
PR -5

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CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
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NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
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PIN: 0769 -01 -29 -3411, PID: 193301
CITY OF DURHAM
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420
410
390
PIN: 0769.01.29.3411, PID: 193301
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTA71ON DATE
DATE
DATE
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NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTA71ON DATE
DATE
DATE
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NC LICENSE# C -2745
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PROJECT NUMBER
1109 -001
SHEET NUMBER
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NOTE: CONTRACTOR TO VERIFY EXISTING
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NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
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Edens Land Corp.
NC LICENSE# C -2745
AL -
27352
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FINAL DRAWING
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PROJECT NUMBER
1109 -001
SHEET NUMBER
PR-10

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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
AL -
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SHEET NUMBER
PR-11

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PIN: 0769.01 - 29.3411, PID: 193301
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
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PIN: 0769.01 - 29.3411, PID: 193301
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
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Edens Land Corp.
NC LICENSE# C -2745
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NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
NAD 83
NAVD 88
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NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
NAD 83
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DESIGN
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PROJECT NUMBER
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SHEET NUMBER
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MH -191
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350
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PROFILE VIEW - LYNCH LANE
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V. IN= 358.20(191)
V. IN= 358.60(192)
OUT= 358.10(189)
PLAN VIEW - LYNCH LANE 0
SCALE: 1 " =40'
P
PIN: 0769.01.29.3411, PID: 193301
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PLAN VIEW - LYNCH LANE 0
SCALE: 1 " =40'
53' -8" PVC
OUTSIDE STA.=
18+01.23
W /6„
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O N
77'-8"
LMH-185(5'
PVC
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INV.
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RIM =378.
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K 16.01
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S =0.60%
INV.
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MH- 186(5' DIAMET
LOW POIN ELEV .\ 371.97
STA. =15 +9 5.70
IN= 354.18(DROP)
RIM = 378.72
=
INV. IN= 355.43(187)
OUT= 354.08(182)
M
184(5' DIAMETER)
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12" MIN.
2.00%
SEPA T[ON,
- (STORM)
23' -15" RCP_
12" MIN.
S =1.03%
8"X12-
SEPARATION
8"TEE
46' -30" RCP'
TEE
W/ 12"
(STORM)
W /8„
S= 1.01 %i
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24" MIN.
360
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g =1 SEPARATION
(SEWER)
47' -30" RCP--------
CP
143 -8 PVC
S=1.01%
S =0.50%
23' -30" RCP
S =1.03%
MH -191
STA.= 10+60.65
RIM = 364.57
OUT = 358.92(190)
350
345
cfl dN ((0
(O L
M r: (0 (0
9 +50 10 +00
PROFILE VIEW - LYNCH LANE
SCALE: 1 " =40' H 0
1 " =4' V
MH -190
STA.= 12+04.74
RIM = 368.36
V. IN= 358.20(191)
V. IN= 358.60(192)
OUT= 358.10(189)
PLAN VIEW - LYNCH LANE 0
SCALE: 1 " =40'
P
PIN: 0769.01.29.3411, PID: 193301
'V
PLAN VIEW - LYNCH LANE 0
SCALE: 1 " =40'
FIRE
HYDRANT
3.00;
73' 15 11 RCP
84•_15" RCP 1.01% 25' -15" RCP
S =1.31% S =1.03%
12" MIN.
rS ARATION
(STORM)
46' -8" PVC 1'= 8" PVC
S =0.60% S -0.60%
LMH -188
STA. =12 +81 .1 1
RIM = 370.65
INV. IN= 357.52(189)
MH -189 INV. OUT= 357.42(187)
STA. =12 +50.50
RIM= 369.73
INV. IN= 357.82(t(108 INV. OUT= 357.78)
3' MIN. COVER
139'_15" RCP ® FROM FINISHED
S =1.027- GRADE OF
12" MIN. TRAVEL LANE
SEPARATION 25' -15" RCP
(STORM) S =1.00%
72' -8" PVC
S =0.60%
(5' DIAMETER)MH -187
STA. =15 +53.99
RIM= 378.36
INV. IN= 355.79(188)
INV. OUT= 355.69(186)
L6 Lc) D6 00 M 7 r ? (`M Do M K) OD r) DO 00 a
M M M _ M M M M K)
M M
11 +00 12 +00 13 +00 14 +00 15 +00
8" DIP
P L DEFLECT
MAIN PIPE AS
NEEDED
41' -8" PVC
53' -8" PVC
OUTSIDE STA.=
18+01.23
W /6„
374.69
S =0.60%
77'-8"
LMH-185(5'
PVC
IN= 365.02(194)
INV.
=0.60%
MH-
183(5' DIAMETER DROP MANHOLE)
DIAMETER)
TEE
STA.= 16+
20.13
24' -15" RC
RIM =378.
2
DESIGN q IEED = 25 MPH
°
1
INV. IN =3
5.18(186)
a
INV. OUT=
355.08(184)
K 16.01
0.0�' VC
24' -8" PVC
S =0.60%
INV.
IN= 354.18(184)
R)
MH- 186(5' DIAMET
LOW POIN ELEV .\ 371.97
STA. =15 +9 5.70
IN= 354.18(DROP)
RIM = 378.72
=
INV. IN= 355.43(187)
OUT= 354.08(182)
INV. OUT= 355.33(185)
184(5' DIAMETER)
00
ED = 25 MPH
16+98.56
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16 +00
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SEPARATION B
FIRE
HYDRANT
3.00;
73' 15 11 RCP
84•_15" RCP 1.01% 25' -15" RCP
S =1.31% S =1.03%
12" MIN.
rS ARATION
(STORM)
46' -8" PVC 1'= 8" PVC
S =0.60% S -0.60%
LMH -188
STA. =12 +81 .1 1
RIM = 370.65
INV. IN= 357.52(189)
MH -189 INV. OUT= 357.42(187)
STA. =12 +50.50
RIM= 369.73
INV. IN= 357.82(t(108 INV. OUT= 357.78)
3' MIN. COVER
139'_15" RCP ® FROM FINISHED
S =1.027- GRADE OF
12" MIN. TRAVEL LANE
SEPARATION 25' -15" RCP
(STORM) S =1.00%
72' -8" PVC
S =0.60%
(5' DIAMETER)MH -187
STA. =15 +53.99
RIM= 378.36
INV. IN= 355.79(188)
INV. OUT= 355.69(186)
L6 Lc) D6 00 M 7 r ? (`M Do M K) OD r) DO 00 a
M M M _ M M M M K)
M M
11 +00 12 +00 13 +00 14 +00 15 +00
8" DIP
P L DEFLECT
MAIN PIPE AS
NEEDED
41' -8" PVC
53' -8" PVC
OUTSIDE STA.=
18+01.23
W /6„
374.69
S =0.60%
77'-8"
LMH-185(5'
PVC
IN= 365.02(194)
INV.
=0.60%
MH-
183(5' DIAMETER DROP MANHOLE)
DIAMETER)
TEE
STA.= 16+
20.13
24' -15" RC
RIM =378.
2
DESIGN q IEED = 25 MPH
°
1
INV. IN =3
5.18(186)
a
INV. OUT=
355.08(184)
K 16.01
0.0�' VC
24' -8" PVC
S =0.60%
INV.
IN= 354.18(184)
R)
MH- 186(5' DIAMET
LOW POIN ELEV .\ 371.97
STA. =15 +9 5.70
IN= 354.18(DROP)
RIM = 378.72
=
INV. IN= 355.43(187)
OUT= 354.08(182)
INV. OUT= 355.33(185)
184(5' DIAMETER)
00
CID
16+98.56
O 00
O
RIM
= 377.66
16 +00
(STORM
8"X6"
53' -8" PVC
OUTSIDE STA.=
18+01.23
W /6„
374.69
o
IN= 364.62(195)
GV
IN= 365.02(194)
INV.
8 "X8"
MH-
183(5' DIAMETER DROP MANHOLE)
TEE
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24' -15" RC
W /GV
,c'o M M
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DESIGN q IEED = 25 MPH
°
1
S =1.04%
8" GV
M S= 1.00%
L--MH -193
53' -8" PVC
OUTSIDE STA.=
18+01.23
DROP RIM =
374.69
o
IN= 364.62(195)
INV.
IN= 365.02(194)
INV.
(0 \
\
MH-
183(5' DIAMETER DROP MANHOLE)
cD
�- Lq
\
STA.
=17 +51.14
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DESIGN q IEED = 25 MPH
°
1
RIM =
376.15
a
D
II
z
II o
K 16.01
0.0�' VC
IN= 363.68(193)
d g >: > LOW POINT STA. 19 +17.90
INV.
IN= 354.18(184)
3
z z
LOW POIN ELEV .\ 371.97
INV.
IN= 354.18(DROP)
W
=
INV.
OUT= 354.08(182)
MH-
184(5' DIAMETER)
STA.=
16+98.56
0
RIM
= 377.66
L
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INV.
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(° \
INV.
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DIP INV.
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INV.
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INV.
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12" MI
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360
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MAIN
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NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
NAD 83
53' -8" PVC
0 20' 40'
V)
S =0.60%
MH-
183(5' DIAMETER DROP MANHOLE)
STA.
=17 +51.14
RIM =
376.15
a
a
INV.
IN= 363.68(193)
INV.
IN= 354.18(184)
INV.
IN= 354.18(DROP)
W
INV.
OUT= 354.08(182)
MH-
184(5' DIAMETER)
STA.=
16+98.56
0
RIM
= 377.66
INV.
IN= 354.60(185)
INV.
OUT= 354.50(183)
J
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17 +00
18 +00
12" MI
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(STORM
MH 194 1
ST . =18 +85.75
R19=372.20
IN . OUT= 366.53(193)
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NOTE: CONTRACTOR TO VERIFY EXISTING
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CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
NAD 83
NAVD 88
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NC LICENSE# C -2745
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05/08/15
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FINAL DRAWING
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SCALE
1" =40'
DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
MSB
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PR- 17

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DESIGN SPED = 25 MPH
AD 7.00%
K = 10.00
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LOW POINT STA. = 10 +37.15
LOW POINT ELEV. = 367.76
390 /
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31' -15" RCP
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360
45'
BENDS
STA. =9 +95.00
RIM = 368.36
INV. IN= 358.20(191)
INV. IN= 358.60(192)
INV. OUT= 358.10(189)
350
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S A. =11 +40.63
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MH -192
STA. =1 1 +34.66
RIM = 371.36
INV. OUT= 360.02(190)
DESIGN SPEED = 25 MPH
AD = - 10.00%
K = 24.00
240.00' VC
HIGH POINT STA. = 13 +51.97
HIGH POINT ELEV. = 379.25
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S =1.00% 4�0ul . =13 +41.77
RIM = 379.13
IN 366.98(197)
INV. 366.8 8(195)
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^ N
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S A. =11 +40.63
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INV. OUT= 368.18(19
MH -192
STA. =1 1 +34.66
RIM = 371.36
INV. OUT= 360.02(190)
DESIGN SPEED = 25 MPH
AD = - 10.00%
K = 24.00
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HIGH POINT STA. = 13 +51.97
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12" MIN.
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213'
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F
123'-5"
12" MIN.
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STA. =15 +56.28
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1 V. OUT = 364.80(1931
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INV. IN= 64.62(195)
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PIN: 0769.01 - 29.3411, PID: 193301
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
NAD 83
NAVD 88
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NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
NAD 83
NAVD 88
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NC LICENSE# C -2745
\\ \\11111111 j�
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05/08/15
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FINAL DRAWING
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DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
MSB
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PR-18

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SEPARATION
(SEWER)
MH -172
I
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=19 +06.66
OFFSET =5.00' R
RIM =
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INV.
IN= 427.50(173)
INV.
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INV.
OUT= 427.15(171)
37' -15" RCP
S =1.00%
84' -15 RCP
S =1.00%
12" MIN.
- SEPARATION
(STORM)
24" MIN.
SEPARATION
MH -179
STA. =20 +99.89
RIM = 438.17
INV. IN= 429.49(180)
INV. OUT= 429.00(172)
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20 +00
NOTE: CONTRACTOR TO VERIFY EXISTING
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420
410
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CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
NAD 83
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DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
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AFL
MSB
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
P R -19

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430
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IN OUT- 413.45(162) INV. OUT= 413.03(161)
450
440
430
420
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M
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400
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
395 NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
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NAVD 88
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PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
NAD 83
NAVD 88
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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
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DATE
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DESIGN
DRAFT
CHECK
AFL
MSB
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PR -20

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24 IN.
SEPARATION
MH -1 7
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40.00' VC
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NAVD 88
N
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8" GV
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NAVD 88
w
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RIM = 434.41
MH -171
431.58
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RIM = 434.41
MH -171
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MH -173
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FIRE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
AFL
II
I
1 " =4' V
HYDRANT
SHEET NUMBER
PR -21
24 MIN.
SEPARATIO
21' -15" RCP (SEWER)
S =1.007 58' -18" RCP
S =1.00%
24" MIN.
SEPARATION 125' -8" PVC
(SEWER) S =1.93%
MH -173
STA.= 14+47.78
RIM = 438.89
INV. IN= 430.08(174)
INV. PUT= 429.93(172)
MH -172
NAVD 88
STA. =17
STA. =13
21.68
RIM =438.
INV. IN=
8
INV.
IN=
27.50(173)
INV.
IN=
27.43(179)
INV. OUT = = 427.15(171
IN. COVER
21'- 15" RCP
1 FINISHED S =1 00%
ADE OF
/EL LANE
-15" RCP
S =1.37%
MH -177
NAVD 88
STA. =17
22.82
V -15" RCP J
1162
INV. IN=
7'-15 "RCP
104' -15" RCP
S =1.02%
O
S =1.00%
S =1 00%
73' -8" PVC
75' -8" PVC
w°
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S =0.76%
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°
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SHEET NUMBER
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PIN: 0769.01.29.3411, PID: 193301
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SHEET NUMBER
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PROFILE VIEW - HIGHTOWER LANE
SCALE: 1 " =40' H
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PIN: 0769.01.29.3411, PID: 193301
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
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INV. IN 427.58(126)
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the expressed written permission of
Edens Land Corp.
INC LICENSE# C -2745
EAL
27352 =
= v ; 05/08/15
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DATE
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DESIGN
DRAFT
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AFL
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PROJECT NUMBER
1109 -001
SHEET NUMBER
PR -22

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N y
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This drawing is the property of Edens
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OF
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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
TRAVELS LANE
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S =1.00%
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S=1.01%
LMH-125
STA. =21 +27.33
RIM= 442.07
INV. IN =434.1 1(124)
INV. OUT= 433.92(126)
58' -8" PVC
S =3.78%
12" MIN.
SEPARATION
(STORM)
25'-15" RCP 61 8" PAC
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PLAN VIEW - HIGHTOWER LANE 0
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NC LICENSE# C -2745
_ ; EAL
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cam'. 05/08/15
SCALE: 1"=40' H
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APPROVED
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STORM WATER DATE
TRANSPORTATION DATE
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TRANSPORTATION DATE
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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
_ ; EAL
27352
cam'. 05/08/15
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FINAL DRAWING
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SHEET NUMBER
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114
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NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
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This drawing is the property of Edens
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
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AFL
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PROJECT NUMBER
1109 -001
SHEET NUMBER
PR -24

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390 INV. OU = 395.82(135)
- 1.105E
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S=1.01% SEPARATION STA. =12+ 1 .51 ® 5= 1.49 "
RIM = 403.98 6$
(STORM) -24
INV. IN =39 .60(134) 24" MIN. S =151%
INV. IN =39 .61(136) SEPARATION
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390 INV. OU = 395.82(135)
- 1.105E
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PIN: 0769.01.29.3411, PID: 193301
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
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AFL
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JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PR -25

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NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATM DATE DATE DATE
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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
EAL
27352
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FINAL DRAWING
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JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PR -26

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NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
NAD 83
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NC LICENSE# C -2745
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DRAFT
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AFL
MSB
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
PR -27

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CITY OF DURHAM
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CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
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STORM WATER DATE
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CITY OF DURHAM
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CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
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PROJECT NUMBER
1109 -001
SHEET NUMBER
PR -32

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CITY OF DURHAM
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INC LICENSE# C -2745
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PIN: 0769.01.29.3411, PID: 193301
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
NAD 83
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SHEET NUMBER
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STANDARD NOTES:
IF AN HE DIE SOIL SPOIL OR BORROW SITE IS UTILIZED,
THAN THE DISTURBED AREA FOR THE SPOIL/BORROW SITE
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SPOIL /BORROW LAND-DISTURBANCE AND
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CONSTRUCTION SEQUENCE
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1. OBTAIN ALL APPROVALS AND PERMITS NECESSARY TO BEGIN AND COMPLETE THE PROJET. THESE APPROVALS
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AND PERMITS INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING: SUBDIVISION APPROVAL, SITE DESIGN,
ZONING. SPECIAL USE PERMIT, ETC.: APPROVAL OF DESIGNS FOR STREETS, UTILITIES, ETC.: EROSION CONTROL
PLAN APPROVAL AND GRADING PERMIT; ZONING COMPLIANCE PERMIT; DRIVEWAY PERMIT FROM NCDOT. THE
APPROVAL AND PERMITS MUST BE OBTAINED BEFORE THE DISTURBANCE BEGINS SO THAT WORK WILL NOT BE
INTERRUPTED OR DELAYED DUE TO THE LACK OF APPROVED PLANS.
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2, SCHEDULE AND HOLD A PRE - CONSTRUCT)ON CONFERENCE PRIOR TO BEGINNING ANY LAND DISTURBING
ACTIVITIES. THIS CONFERENCE SHOULD BE ATTENDED BY A REPRESENTATIVE OF THE FINANCIALLY RESPONSIBLE
PARTY AND /OR THE GENERAL CONTRACTOR, GRADING SUB - CONTRACTOR, EROSION CONTROL SUB - CONTRACTOR
- �IIIIIgIhgz�, � A -�` -.�� / -
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AND THE DURHAM COUNTY S&E OFFICE, (919) 560 -0735.
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3. TO TAKE PL TO STAKE OUT H ME UMU OF DISTURBANCE AND VEGETATION TO BE RETAINED. NO DISTURBANCE IS
TO TAKE PLACE BEYOND THE LIMITS OF WORK SHOWN ON THE EROSION CONTROL PUN.
4. CLEAR THE AREA NECESSARY TO GAIN ACCESS TO AND INSTALL THE INITIAL EROSION CONTROL DEVICES ALONG
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5. CLEAR AND GRUB SITE AND STOCKPILE TOPSOIL PLACE SILT FENCE AROUND STOCKPILES.
6. CONTRACTOR TO INSTALL TEMPORARY DIVERSION BERMS AND SEDIMENT BASINS PER THE SEDIMENT AND EROSION
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CONTROL PLAN. INITIATE MASS EARTHWORK OPERATIONS AFTER ALL BASINS, BERMS, SWALES, SILT FENCE &
OTHER SPECIFIED MEASURES ARE INSTALLED.
7. PROwDE TEMPORARY GROUNDCOVER FOR DNFRSIpN DTCHES AND SEDIMENT TRAPS /BASINS WITHIN 3 DAYB OF
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B. TEMPORARY SEDIMENT BASINS AND DIVERSION BERMS AND SWALES ARE TO BE CONSTRUCTED PRIOR TO EACH
PHASE OF GRADING AND MODIFIED AS NECESSARY TO FUNCTION.
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9 AS PRACTICAL BEFORE URLTTY INSTALLATION STABILIZE ALL SLOPES
SLOPES ARE TO BE ESTABLISHED A9 SOON
IMMEDIATELY AFTER THEIR ESTABLISHMENT.
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10. INSTALL RETAINING WALLS, UTILITIES, CURBS AND ROADS.
11. ONCE SITE GRADES ARE ESTABLISHED AND RUNOFF CAN BE DIVERTED TO SB -3 SB 1 SB 2 CAN BE REMOVED.
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12. TEMPORARY SEDIMENT BASINS SHALL BE INSPECTED AT LEAST ONCE A WEEK AND WITHIN 24 HOURS OF THE
END OF A STORM WITH A RAINFALL AMOUNT OF 0.5 INCH OR GREATER. CLEAN THE SEDIMENT BASIN WHEN
SEDIMENT ACCUMULATION EXCEEDS ONE HALF THE WET STORAGE CAPACITY OF THE BASIN OR WHEN THE DEPTH
OF AVAILABLE POOL IS REDUCED TO 18 INCHES, WHICHEVER IS ACHIEVED FIRST. KEEP MUD AND DEBRIS OFF
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THE PUBLIC STREET AT ALL TIMES. IF MUD OR DEBRIS IS TRACKED FROM THE SITE, USE A SHOVEL AND BROOM
TO REMOVE IT IMMEDIATELY. IF MUD AND DEBRIS ARE NOT KEPI OFF ME STREET. ENFORCEMENT ACTION
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13. SEDIMENT AND EROSION CONTROLS SHALL BE INSPECTED AT LEAST ONCE A WEEK AND WITHIN 24 HOURS OF
THE END OF A STORM WITH A RAINFALL AMOUNT OF 0.5 INCHES OR GREATER.
14. ME SEDIMENT AND EROSION CONTROL PLAN SHALL BE MODIFIED BY THE CONTRACTOR AT THE DIRECTION OF
IT SEDETERMN D DURING CITY'S
THE COURSE OF CONSTRUCTION THAT SIGNIFICANT SEDIMENT ISINLEAVNG THE SITE S. IF
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DESPITE PROPER IMPLEMENTATION AND MAINTENANCE OF THE APPROVED EROSION CONTROL PLAN, THE PERSON
RESPONSIBLE FOR THE LAND - DISTURBING ACTIVITY IS OBLIGATED TO TAKE ADDITIONAL PROTECTIVE ACTION.
15. ME SHOULD BE KEPT CLEAN OF LOOSE DEBRIS, UTTER, AND BUILDING MATERIALS SUCH THAT NONE OF
This drawing the property of Edens
es Probe y
LandpiedIn and whole on be reproduced
ort °p copied In whole °rin pan without
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THESE MATERIALS WATERS OR WETIANDS.
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16. AFTER COMPLETION OF ANY PHASE OF CLEARING, GRUBBING OR GRADING, PER SEC. THE
presse er
permission ono
the expressed f
Edens Land Corp
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GROUND COUNTY LIDO, LAND LEFT EXPOSED SHALL BE PLANTED AI OTHERWISE PROVIDED WITH TEMPORARY
SHALL
GROUND COVER, DEVICES, OR STRUCTURES SUFFICIENT i0 RESTRAIN EROSION WITHIN THE APPLICABLE TIME
PERIOD AS FOLLOWS: SEVEN DAYS FOR A STEEP SLOPE; TEN DAYS FOR A MODERATE SLOPE; 14 DAYS FOR
NC LICENSE# C -2745
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LAND WITH NO SLOPE OR INCLINATION. THE SEEDING, SEEDBED PREPARATION, MULCH AND /OR ROLLED EROSION
CONTROL PRODUCT INSTALLATION MUST BE IN ACCORDANCE WITH THE SEEDING SCHEDULE PROVIDED IN THIS
S &E PLAN
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17. WHEN CONSTRUCTION IS COMPLETED, REMOVE ALL TEMPORARY EROSION CONTROL DEVICES AFTER THE DRAINAGE
AREA HAS BEEN SUFFICIENTLY STABILIZED. REMOVE AND PROPERLY DISPOSE OF ACCUMULATED SEDIMENT AND
THE DEBRIS FROM THE DEVICES AND STABILIZE THE LOCATION. SITE AND DRAINAGE AREA TO BE STABIUZED AND
CLEANED BEFORE BMP CONVERSION.
18. WHERE GRADING ACTIVITIES HAVE BEEN COMPLETED, PERMANENT GROUND COVER SUFFICIENT TO RESTRAIN
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EROSION B PROVIDED AS SOON AS PRACTICABLE. BUT IN NO CASE LITER THAN SEVEN DAYS AFTER
COMPLETION OF GRADING.
19. ARRANGE A FINAL INSPECTION WITH THE EROSION CONTROL INSPECTOR TO CONFIRM THAT ALL REQUIREMENTS OF
B• `•
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FINAL DRAWING
FOR REVIEW PURPOSES ONLY
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FOR CONSTRUCTION
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20. REMOVE ALL EROSION CONTROL MEASURES AFTER THE DURHAM COUNTY S &E OFFICE APPROVAL OF PERMANENT
STABWZATION.
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CONSTRUCTION ENTRANCE
SCALE
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UNITS OF DISTURBANCE
DATE
►-- ►-- ►-- ► - -► -- TEMPORARY DIVERSION BERM /DITCH
NOVEMBER 7, 2014
DESIGN
opgFf
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AFL
AFL
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TFL TREE PROTECTION RAGGING
PROJECT NUMBER
1109 -001
_ _
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BHEETNUMBER
EC -1

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PIN: 0769.01 - 29.3411, PID: 193301
PROPOSED LEGEND
MAJOR CONTOUR
68 MINOR CONTOUR
X X SILT FENCE
STONE CHECK DAM
® SILT FENCE OUTLET
RIP RAP APRON
TEMPORARY SEDIMENT BASIN
W /BAFFLES
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101- 30' /SP SKIP LINE
2' -6' /SP MINI -SKIP LINE
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YELLOW DOUBLE CENTER (4 ", 120 MIL)
TL
22
EDGE LINE�ti
WHITE DIAGONAL (8",90 MIL)
SKIP LANE LINES AND SKIP CENTER LINES.
YELLOW DIAGONAL (811, 90 MIL)
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RIGHT TURN ARROW (90 MIL)
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101- 30' /SP SKIP LINE
2' -6' /SP MINI -SKIP LINE
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WHITE EDGELINE (411, 90 MIL)
TD
3 FT - 9 FT /SP WHITE MINISKIP (411, 120 MIL)
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YELLOW DOUBLE CENTER (4 ", 120 MIL)
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WHITE DIAGONAL (8",90 MIL)
SKIP LANE LINES AND SKIP CENTER LINES.
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LEFT TURN ARROW (90 MIL)
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SHELLBANK DRIVE
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ATLAS DRIVE
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WHITEBARK LANE
SANDBAR LANE
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BOWHALL DRIVE 02
BLACKLEY'S CIRLCE
GORE LINE
ATLAS DRIVE
BLACKLEY'S CIRCLE
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LAUREL GROVE PARKWAY
BLACKLEY'S CIRCLE
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GENERAL NOTES:
1- USE 6" LANE, EDGE, AND CENTER LINES ON ALL FULL CONTROL OF ACCESS FACILITIES AND OTHER ROUTES
24"
AS DIRECTED BY TH€ ENGINEER.
WHITE
2• LANE LINES INDICATED AS "WIDE" ON THE ROADWAY STANDARD DRAWINGS SHALL RE AT LEAST TWICE THE WIDTH
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$HEFT 1 OF 2
3- OGRE LINES SHALL BE TWICE THE WIDTH OF THE NORMAL
LINE.
SHEET' 1 OF 2
1205.1
12Q5.Q1
THERMOPLASTIC PAVEMENT MARKING SCHEDULE
CODE
DESCRIPTION
T2
WHITE STOPBAR (24 ", 120 MIL)
T3
WHITE CROSSWALK LINE (24 ", 120 MIL)
TA
WHITE EDGELINE (411, 90 MIL)
TD
3 FT - 9 FT /SP WHITE MINISKIP (411, 120 MIL)
TE
WHITE SOLID LANE LINE (4",120 MIL)
TF
10 FT YELLOW SKIP (411, 120 MIL)
TI
YELLOW DOUBLE CENTER (4 ", 120 MIL)
TL
WHITE SOLID LANE LINE (611, 120 MIL)
TO
WHITE DIAGONAL (8",90 MIL)
TP
YELLOW DIAGONAL (811, 90 MIL)
TQ
WHITE CROSSWALK LINE (811, 120 MIL)
UA
LEFT TURN ARROW (90 MIL)
UB
RIGHT TURN ARROW (90 MIL)
STREET NAME MARKER LEGEND
SIGN
STREET 1
STREET 2
A
WHITEBARK LANE
HIGHTOWER LANE
B
HIMALAYAN DRIVE
HIGHTOWER LANE
C
HIMALAYAN DRIVE
WHITEBARK LANE
D
HIGHTOWER LANE
SANDBAR LANE
E
SANDBAR LANE
HIGHBEAM LANE
F
OVERCUP LANE
HIGHBEAM LANE
G
OVERCUP LANE
HIGHTOWER LANE
H
HIMALAYAN DRIVE
LAUREL GROVE PARKWAY
I
HIMALAYAN DRIVE
TOPEL CIRCLE 10
J
HIMALAYAN DRIVE
NEEDLEGRASS COURT
K
OVERCUP LANE
LAUREL GROVE PARKWAY
L
LAUREL GROVE PARKWAY
BALLERINA LANE
M
DOC NICHOLS ROAD
TAMARISK LANE
N
SHUMARD DRIVE
TAMARISK LANE
0
SHUMARD DRIVE
DAHOON COURT
P
SHUMARD DRIVE
SAUCER LANE
0
SHUMARD DRIVE
SITKA LANE
R
DAHOON COURT
SAUCER LANE
S
SHUMARD DRIVE
ATLAS DRIVE
T
SHUMARD DRIVE
ATHENA DRIVE
U
ATHENA DRIVE
ATHENA DRIVE
V
ATLAS DRIVE
LYNCH LANE
W
BARILLA WAY
LYNCH LANE
X
LAUREL GROVE PARKWAY
SHELLBANK DRIVE
Y
SHELLBANK DRIVE
SHELLBANK DRIVE
Z
DOC NICHOLS ROAD
ATLAS DRIVE
AA
WHITEBARK LANE
SANDBAR LANE
BB
BOWHALL DRIVE 02
BLACKLEY'S CIRLCE
CC
ATLAS DRIVE
BLACKLEY'S CIRCLE
DD
LAUREL GROVE PARKWAY
BLACKLEY'S CIRCLE
EE
LEESVILLE ROAD
LAUREL GROVE PARKWAY
SIGN 1 - STOP SIGN (MUTCD R1 -1 30 "x30 ")
SIGN 2 - 25 MPH SPEED LIMIT (MUTCD R2 -1 24 "X30 ")
SIGN 3 - NO OUTLET (MUTCD W14 -2 30 "X30 ")
SIGN 4 - END OF ROAD MARKERS (MUTCD OM 4 -3 18 "X18 ")
3 PER LOCATION (8 FT. CENTER TO CENTER)
0 SIGN 5 - 35 MPH (MUTCD R2 -1 24 "X30 ")
SIGN 6 - NO PARKING SIGN (MUTCD R7 -1 12 "X18 ")
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
General SLgnage Street Marker Slanaae
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City ❑f Durham
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101 CLty Hall Plaza
Durham, NC 27701
(919) 580 -4360
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RETAINING WALL
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X X X BARBWIRE FENCE
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COLORS: LEGEND - BLACK
BACKGROUND- YELLOW IRETROREFLECTIVE}
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n TRAFFIC SIGN
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RETAINING WALL
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Edens Land Corp.
NC LICENSE# C -2745
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THERMOPLASTIC PAVEMENT MARKING SCHEDULE
CODE
DESCRIPTION
T2
WHITE STOPBAR (24 ", 120 MIL)
T3
WHITE CROSSWALK LINE (24 ", 120 MIL)
TA
WHITE EDGELINE (4 ", 90 MIL)
TD
3 FT - 9 FT /SP WHITE MINISKIP (4 ", 120 MIL)
TE
WHITE SOLID LANE LINE (4",120 MIL)
TF
10 FT YELLOW SKIP (4 ", 120 MIL)
TI
YELLOW DOUBLE CENTER (4 ", 120 MIL)
TL
WHITE SOLID LANE LINE (6 ", 120 MIL)
TO
WHITE DIAGONAL (8",90 MIL)
TP
YELLOW DIAGONAL (8 ", 90 MIL)
TQ
WHITE CROSSWALK LINE (8",120 MIL)
UA
LEFT TURN ARROW (90 MIL)
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RIGHT TURN ARROW (90 MIL)
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ROAD WIDENING
UNDER SEPARATE
SUBMITTAL
PIN: 0769.01.29.3411,PID:193301
ALL SIGNAGE INSTALLED SHALL CONFORM TO STANDARDS SET FORTH BY THE LATEST
PUBLISHED EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES ( MUTCD), THE
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION ( NCDOT) STANDARD CONSTRUCTION
DRAWINGS, AND CITY OF DURHAM STANDARDS.
SIGNAGE MATERIAL SHALL CONFORM TO MUTCD COLOR AND REFLECTIVITY STANDARDS AND
SHALL AT A MINIMUM BE HIGH INTENSITY PRISMATIC GRADE REFLECTIVE MATERIAL.
ALL SIGNS, EXCEPT STREET MARKERS, SHALL BE MOUNTED IN A MANNER THAT THE BOTTOM
OF THE SIGN IS A MINIMUM OF SEVEN FEET (7 —FT) ABOVE GROUND LEVEL. STREET MARKER
SIGNS HALL BE MOUNTED OVER THE TOP OF STOP SIGNS ACCORDING TO THE STREET MARKER
STANDARDS IN NUMBER 7 BELOW.
GROUND MOUNTED SIGN POSTS USED TO INSTALL STREET SIGNAGE SHALL BE 12 FEET LONG
AND CONSTRUCTED OF 14 GAUGE GALVANIZED STEEL "U" CHANNEL POSTS OR TWO INCH
(2 —IN) GALVANIZED SQUARE STEEL TUBING. WHEN USED IN SPECIFIC LOCATIONS AND
DIRECTED BY THE CITY OF DURHAM, COLORED GROUND MOUNTED SIGN POSTS MAY BE
REQUIRED TO MATCH EXISTING STREEfSCAPE IN THE PROJECT VICINITY. COLORED GROUND
MOUNTED SUPPORTS SHALL BE STEEL WITH A POWDER COATED FINISH. ALL GROUND
MOUNTED SIGN POSTS SHALL HAVE 3 /8TH INCH HOLES DOWN THE CENTER OF THE POST
DRILLED AT ONCE INCH (1 —IN) SPACING FOR THE ENTIRE LENGTH OF THE POST.
GROUND MOUNTED SIGN POSTS SHALL BE DRIVEN TO A MINIMUM OF 30 INCHES BELOW
GROUND LEVEL. ALL POSTS SHALL BE PLUMBED AND LEVELED AS THE POST IS INSTALLED.
IF DECORATIVE (NON— STANDARD) ITEMS (POLES, SIGNS, ETC.) ARE INSTALLED, IT WILL BE THE
RESPONSIBILITY OF THE DEVELOPER TO FABRICATE THE ITEMS, INSTALL THE ITEMS, AND ENTER
INTO AN AGREEMENT WITH THE CITY OF DURHAM FOR THE MAINTENANCE.
ALL STREET MARKERS (STREET NAME SIGNS) SHALL BE DESIGNED AND INSTALLED AS
FOLLOWS:
A. STREET MARKERS SHALL BE INSTALLED AT ALL STREET INTERSECTIONS AND WILL INCLUDE
THE BLOCK NUMBER OF EACH STREET.
B. ALL SIGNAGE PROVIDED AND INSTALLED SHALL BE CONSTRUCTED FROM A 0.080 GAUGE
ANODIZED ALUMINUM SIGN BLANK AND CONFORM TO STANDARD MUTCD SIGN SIZES.
C. STREET MARKERS SHALL BE DESIGNED IN A STACKED CONFIGURATION AND LOCATED IN A
MANNER FOR VISIBILITY FROM ALL DIRECTIONS OF TRAVEL.
D. STREET NAMES SHALL BE DISPLAYED BY USING A MINIMUM OF 6 UPPERCASE /4.5"
LOWERCASE REFLECTIVE WHITE LETTERS AND 3" REFLECTIVE WHITE NUMBERS FOR THE
BLOCK NUMBERS AND ABBREVIATION (RD, DR, ETC.) ON A REFLECTIVE GREEN
BACKGROUND. ON PRIVATE STREETS, A NOTATION OF "PRIVATE STREET" IN 2" BLACK
LETTERS ON A WHITE BACKGROUND WILL BE ADDED ON THE EDGE OF THE SIGN
CLOSEST TO THE ROAD. SIGNS MUST NOT HAVE BORDERS.
E. THE LAYOUT OF THE STREET MARKERS SHALL CONFORM TO THE CITY OF DURHAM
STANDARD DRAWINGS. THE STREET NAME SHALL APPEAR CENTERED VERTICALLY ON THE
LEFT OF THE STREET MARKER. THE ABBREVIATION SHALL APPEAR TO THE TOP RIGHT OF
THE STREET MARKER. THE BLOCK NUMBER SHALL APPEAR TO THE BOTTOM RIGHT OF
THE STREET MARKER. EACH ITEM SHOULD BE SPACED TO BALANCE THE APPEARANCE
OF THE STREET MARKER.
F. STREET MARKER MATERIAL SHALL CONFORM TO MUTCD COLOR AND REFLECTIVITY
STANDARDS AND SHALL AT A MINIMUM BE HIGH INTENSITY PRISMATIC GRADE REFLECTIVE
MATERIAL.
G. THE LETTERS SHALL BE DESIGNED USING THE STANDARD HIGHWAY ALPHABET OF FHWA,
SERIES B —SAE.
H. TWO (2) SIGN BLANKS ARE REQUIRED FOR EACH STREET NAME MARKER ASSEMBLY.
EACH BLANK SHALL HAVE A STREET NAME ON BOTH SIDES. THE SIGN BLANKS SHALL
BE INSTALLED IN A STACKED MANNER USING COMMERCIALLY AVAILABLE ALUMINUM
MOUNTING HARDWARE. EACH ASSEMBLY SHALL CONTAIN ONE (1) CROSS MOUNT FOR
FLAT BLADE STREET SIGNS AND ONE (1) U— CHANNEL OR SQUARE POST BRACKET FOR
FLAT BLADE STREET NAME SIGNS. STREET MARKERS FOR DIFFERENT STREETS SHALL
BE PLACED AT RIGHT ANGLES (SEE CITY OF DURHAM STANDARD DRAWINGS FOR STREET
MARKER SIGN AND STREET MARKER ASSEMBLY CONSTRUCTION). THE STREET
MARKER ASSEMBLY SHALL BE MOUNTED TO THE U— CHANNEL OR SQUARE POST OVER
THE TOP OF THE STOP SIGNS. IF A STOP SIGN IS NOT PRESENT, OR THE STOP SIGN IS
NOT AN APPROPRIATE LOCATION FOR STREET MARKERS, STREET MARKERS SHALL BE
MOUNTED ON A SEPARATE U— CHANNEL OR SQUARE POST AT THE APPROPRIATE
LOCATION.
I. THE LENGTH OF THE STREET MARKER IS VARIABLE DEPENDING ON THE LENGTH OF THE
STREET NAME, BUT SHOULD CONFORM TO TABLE 1 BELOW. THE HEIGHT OF THE STREET
MARKER SHALL BE 8 INCHES.
STREET MARKER BLANK LENGTH
STREET NAME — NUMBER OF LETTERS*
STREET MARKER BLANK LENGTH
3 -5 LETTERS
24 —IN.
6 -7 LETTERS
30 —IN.
8 -9 LETTERS
36 —IN.
ABOVE 9 LETTERS
36 —IN. PLUS 6 —IN. PER 2 ADDITIONAL LETTERS
PAVEMENT MARKINGS SHALL BE PLACED ON THE STREETS ADJACENT TO THE SITE WHERE
ROADWAY IMPROVEMENTS ARE REQUIRED OR WILL BE PLACED ON NEW STREETS TO BE
ACCEPTED BY THE CITY OF DURHAM. PAVEMENT MARKINGS MUST BE MADE OF A
THERMOPLASTIC MATERIAL AND ADHERE TO SECTION 1200 OF THE NCDOT ROADWAY STANDARD
DRAWINGS, 2002 EDITION.
PER UDO SECTION 12.3.4, STREET LIGHTS PER CITY OF DURHAM STANDARDS MUST BE
INSTALLED ON ALL PROPOSED STREETS. THE DEVELOPER IS RESPONSIBLE FOR COORDINATING
THE LIGHTING DESIGN WITH DUKE ENERGY AND THE CITY OF DURHAM. AN APPROVED DUKE
ENERGY SERVICE AGREEMENT FOR THE INSTALLATION OF THE LIGHTS MUST BE PROVIDED TO
THE CITY OF DURHAM PRIOR TO THE ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY. FOR
ADDITIONAL DETAILS CONCERNING THE LIGHTING REQUIREMENTS AND PROCESS CONTACT TERRY
THOMPSON AT (919) 560 -4366 EXT. 36407.
�­­e &1�­^
ALL SIGNS, STREET MARKERS, AND PAVEMENT MARKINGS (EVERYTHING CALLED OUT ON THE
SIGNING AND MARKING SHEET) MUST BE INSTALLED ON EACH STREET PRIOR TO THE ISSUANCE
OF A CERTIFICATE OF OCCUPANCY AND /OR STREET ACCEPTANCE, AS DETERMINED BY THE CITY.
THE STREET NAME SIGN SHALL BE REFLECTIVE TO SHOW THE SAME SHAPE AND SIMILAR COLOR
BOTH DAY AND NIGHT. THE LETTERS AND BACKGROUND SHALL BE OF CONTRASTING COLORS.
STREET NAME SIGNS SHALL HAVE WHITE LETTERS ON A GREEN BACKGROUND.
LETTERING ON THE STREET NAMES SHALL BE 6" UPPER AND LOWER CASE LETTERS.
SUFFIX LETTERING TO INDICATE THE TYPE OF STREET (SUCH AS STREET, AVENUE, OR ROAD) OR
THE SECTION OF THE CITY (SUCH AS NW) SHALL BE LETTERING 3" HIGH.
STREET NAME SIGNS WILL BE LOCATED ON TOP OF STOP SIGNS IN A STACKED POSITION.
STOP BARS SHALL BE 2 FEET WIDE WHITE THERMOPLASTIC PER NCDOT SPECIFICATIONS.
ALL SIGNS MUST CONFORM WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES ( MUTCD).
STREET SIGNS SHALL SHOW BLOCK NUMBERS. (BLOCK NUMBERS ARE SHOWN ON THE
RECORDED PLAT. IF THEY ARE NOT SHOWN ON RECORDED PLAT, CONTACT THE CITY'S OF
ENGINEERING ASSESSMENTS DIVISION AT 560 -4326)
PROPOSED LEGEND
SETBACK LINE
�— TRAFFIC SIGN
CURB AND GUTTER
RETAINING WALL
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NC LICENSE# C -2745
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DESIGN
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SHEET NUMBER
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CIRCULAR
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PIN: 0769.01.29.3411, PI D: 193301
THERMOPLASTIC PAVEMENT MARKING SCHEDULE
CODE
DESCRIPTION
T2
WHITE STOPBAR (24 ", 120 MIL)
T3
WHITE CROSSWALK LINE (24",120 MIL)
TA
WHITE EDGELINE (4 ", 90 MIL)
TD
3 FT - 9 FT /SP WHITE MINISKIP (4 ", 120 MIL)
TE
WHITE SOLID LANE LINE (4 ", 120 MIL)
TF
10 FT YELLOW SKIP (4 ", 120 MIL)
TI
YELLOW DOUBLE CENTER (4 ", 120 MIL)
TL
WHITE SOLID LANE LINE (6 ", 120 MIL)
TO
WHITE DIAGONAL (8 ", 90 MIL)
TP
YELLOW DIAGONAL (8 ", 90 MIL)
TQ
WHITE CROSSWALK LINE (8 ", 120 MIL)
UA
LEFT TURN ARROW (90 MIL)
UB
RIGHT TURN ARROW (90 MIL)
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
PROPOSED LEGEND
SETBACK LINE
�— TRAFFIC SIGN
CURB AND GUTTER
RETAINING WALL
SIDEWALK
o GUARD RAIL
PICKET FENCE
CHAIN LINK FENCE
—X X X BARBWIRE FENCE
NAD 83
NAVD 88
0 30' 60'
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This drawing is the property of Edens
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or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
CAR
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27352
v'...�05/15/15�.
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
JBE
MSB
]BE
PROJECT NUMBER
1109 -001
SHEET NUMBER
SM -3

A
O
SI
Z
3,
B•MAX.
•
WOVEN WIRE FABRIC BACKING
e OC MAX "I
VARIABLE AS DIRECTED BY THE ENGINEER
SHOULDERS, SIDE DITCHES, UTILITY OUTFALLS, AND SLOPES (MAXIMUM 3:1)
'�< SEDIMENT TRAP
F'
FM WARNING 51GN
1800 CUBIC FEET PER ACRE OF DISTURBED AREA
DATE
SHEET DRAINAGE (ONLY)
TREE PROTECTION AREA
- - - - -
- NATURAL GRADE
CARRY APPROX.12° OF FABRIC INTO TRENCH.
6:1
MINIMUM DEPTH:
CARRY 6" OF WIRE INTO TRENCH.
METAL POSTS AT 10'0.C. MAX..
w DEWATERING MECHANISM:
5117 FENC
MIN.10 GA. DO NOT ENTER
LINE WIRES MIN. 12 -I /Z GA.
24 HOURS
— — BAFFLES REQUIRED:
/
INTERMEDIATE
WIRES
LESS THAN 3 YEARS
( I I I I (/J FLOW OF WATER
GRADE
TALL FESCUE
200 LBS /ACRE
I 1 I I pIT
Filter Fabric
"0RPGE
STEEL POST = = IIIII =IIIII =1111 IIIII= IIIII =VIII= IIIII =IIIII =IIIII =INII =IIIII =IIIII =1 — IIIININIIIII= IIIII =L1 — IIIII =I1'
WOVEN WIRE FABRIC - IIIII - IIIII
NOV 1 -MARCH 1
TALL FESCUE
0� SEp1ME�T I \
F�
WARNING SIGN III INII
On Ground
i
ORANGE, UV RESISTANT
HIGH - TENSILE STRENGTH ORANGE, DV RESISTANT
W
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POLY BARRICADE FABRIC (TYPICAL) HIGH - TENSILE STRENGTH III
i)I INII POLY BARRICADE FABRIC (TYPICAL) 111 INII
-
- 4a•
A. STEPS IN SEEDING
TO INCREASE STORAGE CAPACITY AND
PROLONG THE LIFE OF THE SILT FENCE, IT
FRONT VIEW
25 LBS /ACRE
IS GENERALLY ADVISABLE TO DIG A
T
1. GRADE THE SITE ACCORDING TO THE PLAN.
SEDIMENT PIT IN FRONT OF THE SILT
TREE PROTECTION AREA
TALL FESCUE
200 LBS /ACRE
FENCE WHENEVER POSSIBLE.
8'
2. INSTALL NEEDED SURFACE WATER AND EROSION CONTROL MEASURES SUCH AS SILT FENCE, ETC.
DO NOT ENTER
APRIL 1 - JUNE 30
HULLED COMMON BERMUDAGRASS
15 LBS /ACRE
WARNING SIGN DETAIL
SIDE VIEW
NOTES:
WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL.
LETTERS TO BE Y HIGH MINIMUM. CLEARLY LEGIBLE AND SPACED AS DETAILED.
SIGNS SHALL BE PLACED AT 50'MAXIMUM INTERVALS.
PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50'ON CENTER THEREAFTER.
FOR TREE PROTECTION AREAS LESS THAN 200'IN PERIMETER, PROVIDE NO LESS THAN ONE SIGN PER PROTECTION AREA.
ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
MAINTAIN TREE PROTECTON FENCE THROUGHOUT DURATION OF PROJECT.
ADDITIONAL SIGNS MAY BE REOUIREO BASED ON ACTUAL FIELD CONDITIONS.
PLACE A SIGN AT EACH ENO OF LINEAR TREE PROTECTION AND 50'ON CENTER THEREAFTER. AO•
Areapars oT
de los Arboles les IB'
Probibido Eotrar
WARNING SIGN DETAIL
rz2l EROSI ON CONTROL DETAIL
DURHAM EPART C TREE PROTECTION DETAIL
ENGINEERING DEPARTMENT 02/09 TP -1
12 GAUGE 4 °X4" OR 2 °X4" WELDED WIRE
HOOKED ONTD PREFORMED CHANNELS ON
META- POSTS..
- ULTRAVIOLET RESISTANT (BLACK) MIRIFI
FABRIC OR EQUIVALENT SECUP.EO TO WIRE
W/ METAL CLIPS OR WIRE AT 8. OFF
CENTER.
MAX. SEDIMENT STORAGE LEVEL. REMOVE
SEDIMENT WHEN THIS LEVEL IS REACHED OR
AS DIRECTED
✓a EROSION CONTROL DETAIL
DURHAM COUNTY, NC TEMPORARY SILT FENCE
' ENGINEERING DEPARTMENT DATE ID
NOTES:
0, RAILROAD BALLAST OR SURGE STONE SHALL
BE USED. PAD TO BE 501 X 20'W X 6"
D AT A MINIMUM.
b. TURNING RADIUS SUFFICIENT TO
ACCOMMODATE LARGE TRUCKS IS TO BE
PROVIDED.
c. ENTRANCE(S) SHOULD BE LOCATED TO
PROVIDE FOR MAXIMUM UTILITY BY ALL
CONSTRUCTION VEHICLES.
d. MUST BE MAINTAINED IN A CONDITION
WHICH WILL PREVENT TRACKING OR
DIRECT FLOW OF MUD ONTO STREETS.
PERIODIC TOPDRESSING WITH STONE
SILL BE NECESSARY; KEEP SOME HANDY.
e. ANY MATERIAL WHICH STILL MAKES IT
ONTO THE ROAD MUST BE CLEANED UP
IMMEDIATELY.
11*11a Rak7 13 1.1
NOTES: APPLICABLE AT ALL POINTS OF
INGRESS & EGRESS UNTIL SITE IS
STABILIZED, FREQUENT CHECKS OF
THE DEVICE AND TIMELY
MAINTENANCE MUST BE PROVIDED.
EROSION CONTROL DETAIL
.�
DURHAM COUNTY, NC CONSTRUCTION ENTRANCE
DATE m
- L - ENGINEERING DEPARTMENT 02)09 CE -1
1�:,if. IiEV:
•
WOVEN WIRE FABRIC BACKING
M
f ©I
SHOULDERS, SIDE DITCHES, UTILITY OUTFALLS, AND SLOPES (MAXIMUM 3:1)
'�< SEDIMENT TRAP
0 ACRES
TRENCH, COVER W/ SOIL & TAMP BACKFILL.
1800 CUBIC FEET PER ACRE OF DISTURBED AREA
DATE
SHEET DRAINAGE (ONLY)
1
Z
- - - - -
- NATURAL GRADE
CARRY APPROX.12° OF FABRIC INTO TRENCH.
6:1
MINIMUM DEPTH:
CARRY 6" OF WIRE INTO TRENCH.
METAL POSTS AT 10'0.C. MAX..
w DEWATERING MECHANISM:
SKIMMER
MINIMUM DEWATERING TIME:
24 HOURS
— — BAFFLES REQUIRED:
NOT TO SCALE
✓a EROSION CONTROL DETAIL
DURHAM COUNTY, NC TEMPORARY SILT FENCE
' ENGINEERING DEPARTMENT DATE ID
NOTES:
0, RAILROAD BALLAST OR SURGE STONE SHALL
BE USED. PAD TO BE 501 X 20'W X 6"
D AT A MINIMUM.
b. TURNING RADIUS SUFFICIENT TO
ACCOMMODATE LARGE TRUCKS IS TO BE
PROVIDED.
c. ENTRANCE(S) SHOULD BE LOCATED TO
PROVIDE FOR MAXIMUM UTILITY BY ALL
CONSTRUCTION VEHICLES.
d. MUST BE MAINTAINED IN A CONDITION
WHICH WILL PREVENT TRACKING OR
DIRECT FLOW OF MUD ONTO STREETS.
PERIODIC TOPDRESSING WITH STONE
SILL BE NECESSARY; KEEP SOME HANDY.
e. ANY MATERIAL WHICH STILL MAKES IT
ONTO THE ROAD MUST BE CLEANED UP
IMMEDIATELY.
11*11a Rak7 13 1.1
NOTES: APPLICABLE AT ALL POINTS OF
INGRESS & EGRESS UNTIL SITE IS
STABILIZED, FREQUENT CHECKS OF
THE DEVICE AND TIMELY
MAINTENANCE MUST BE PROVIDED.
EROSION CONTROL DETAIL
.�
DURHAM COUNTY, NC CONSTRUCTION ENTRANCE
DATE m
- L - ENGINEERING DEPARTMENT 02)09 CE -1
1�:,if. IiEV:
BAFFLES (TYPICAL)
WATER LEVEL
DURING STORM)
TRASH RACK
SKIMMER WITH
RETRIEVAL RO
SEDIMENT
STORAGE
AREA
BAFFLES WITH METAL POSTS,
1E1PORARY SM ENT BASIN
WOVEN WIRE FABRIC BACKING
TRAPEZOD14L SPILLWAY WITH IMPERMEABLE
PERMANENT SEEDING:
SHOULDERS, SIDE DITCHES, UTILITY OUTFALLS, AND SLOPES (MAXIMUM 3:1)
'�< SEDIMENT TRAP
0 ACRES
z MINIMUM VOLUME:
1800 CUBIC FEET PER ACRE OF DISTURBED AREA
DATE
TYPE
PLANTING RATE
Steel Fence Post
m MAXIMUM L/W RATIO:
6:1
MINIMUM DEPTH:
2 FEET
w DEWATERING MECHANISM:
SKIMMER
MINIMUM DEWATERING TIME:
24 HOURS
— — BAFFLES REQUIRED:
3 - TDOT.t.Cow
— — DESIGN LIFE:
LESS THAN 3 YEARS
AUG 15 - NOV 1
TALL FESCUE
200 LBS /ACRE
Wire Fence
Filter Fabric
NOV 1 -MARCH 1
TALL FESCUE
200 LBS ACRE
Hardware Cloth
On Ground
W
IY
AND ABRUZZI RYE
A. STEPS IN SEEDING
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(NURSE CROP)
25 LBS /ACRE
1. GRADE THE SITE ACCORDING TO THE PLAN.
MARCH 1 -APRIL 15
TALL FESCUE
200 LBS /ACRE
Washed Stone Filter of o Diameter
2. INSTALL NEEDED SURFACE WATER AND EROSION CONTROL MEASURES SUCH AS SILT FENCE, ETC.
APRIL 1 - JUNE 30
HULLED COMMON BERMUDAGRASS
15 LBS /ACRE
3. CHISEL COMPACT AREA UP TO 6 INCHES; SPREAD 4 INCHES OF TOPSOIL OR LOAM IF REQUIRED. SEE SECTION "B" OF THIS PLAN FOR TOP SOIL
O
REQUIREMENTS.
Z
PERMANENT SEEDING:
SLOPES 3:1 UP TO 2:1
V
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4. RIP ENTIRE AREA UP TO 6 INCHES DEPTH.
a
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Bury wire Fence and Hardware cloth ii
H Z
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5. REMOVE ALL LOOSE ROCKS, ROOTS, AND OTHER OBSTRUCTIONS LEAVING REASONABLY SMOOTH AND UNIFORM SURFACE.
DATE
TYPE
PLANTING RATE
V
SECTION
6. INCORPORATE FERTILIZER AND LIME TO 4 INCHES OF TOPSOIL.
AUG 15 - NOV 1
TALL FESCUE
200 LBS /ACRE
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7. APPLY SEED.
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p p Y
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the expressed written permission of
Edens Land Corp.
8. APPLY MULCH.
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AND CREEPING RED FESCUE
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FOR REVIEW PURPOSES ONLY
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9. WHEN HYDRAULIC SEEDING IS USED, MIX THE FERTILIZER, SEED AND WOOL CELLULOSE FIBER MULCH WITH WATER AND APPLY THE SLURRY
Nz
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(UNHULLED,
W 0° w
0600
Z
vi 3:
UNIFORMLY OVER THE AREA BEING TREATED. THE SLURRY MUST BE APPLIED WITHIN ONE HOUR AFTER MIXING THE SEED WITH FERTILIZER.
LLJ "1
N
NOV 1 - MARCH 1
TALL FESCUE
200 LBS /ACRE
000000
$o0
DESIGN
DRAFT
CHECK
N/A
N/A
JBE
PROJECT NUMBER
06
gg®Og o°6
SHEET NUMBER
DT -1
B. TOP SOIL
AND CREEPING RED FESCUE
,to g60 °06
(UNHULLED, UNSCARIFIED)
60 -70 LBS /ACRE
o60 060 06
TOP SOIL SHALL BE PLACED TO A MINIMUM DEPTH OF 4 INCHES WHEN THE FOLLOWING CONDITIONS EXIST:
AND ABRUZZI RYE
25 LBS /ACRE
00 °060 °060 06
o
0 0�
1. THE STRUCTURE, PH, OR NUTRIENT BALANCE OF THE AVAILABLE SOIL CANNOT BE AMENDED BY REASONABLE MEANS TO PROVIDE AN ADEQUATE
MARCH 1 -JUNE 1
TALL FESCUE
200 LBS /ACRE
a6
°o, 260 o 0 06o g60 g6o0 0- Fj° o P o
GROWTH MEDIUM FOR THE DESIRED VEGETATION.
2
o.
2. THE SOIL IS TOO SHALLOW TO PROVIDE ADEQUATE ROOTING DEPTH AND WILL NOT SUPPLY NECESSARY MEASURES AND NUTRIENTS FOR THE
AND CREEPING RED FESCUE
GROWTH OF DESIRED VEGETATION.
(SCARIFIED)
40 -50 LBS /ACRE
3. THE TOP SOIL CONTAINS SUBSTANCE TOXIC TO DESIRED VEGETATION.
MARCH 15 -JUNE 30
WEEPING LOVEGRASS
10 LBS /ACRE
Silt Fence
THE STATE LAB WILL RUN THE NECESSARY SOIL TESTS AND MAKE RECOMMENDATION.
AND CREEPING RED FESCUE
PLAN
C. LIME
(SCARIFIED)
40 -50 LBS /ACRE
MARCH 15 - JUNE 30
HULLED COMMON BERMUDAGRASS
15 LBS /ACRE
4' Min.
APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATION, FOR PLANTS BEING GROWN IN THE ABSENCE OF A SOIL TEST, APPLY AS FOLLOWS:
AND CREEPING RED FESCUE
(SCARIFIED)
40 -50 LBS /ACRE
CLAY AND CLAY LOAM 3 135
�
SANDY LOAM LOAM AND SILT LOAM 2 90
..
....
........
..
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CLAY AND CLAY LOAM 1 50
TEMPORARY SEEDING
DATE
TYPE
PLANTING RATE
LIME SHOULD BE GROUND LIMESTONE CONTAINING NOT LESS THAN 85 PERCENT CALCIUM OR MANGANESIAN CARBONATE.
JUNE 1 - SEPT 1
TALL FESCUE
200 LBS /ACRE
D. FERTILIZER
AND BROWNTOP MILLET
(NURSE CROP)
35 LBS /ACRE
FERTILIZER SHALL BE 10 -10 -10 ANALYSIS APPLIED AT A RATE OF 800 TO 1,000 LEI SUPERPHOSPHATE SHALL BE APPLIED AT A RATE OF 500
LBS. /ACRE (20% ANALYSIS SUPERPHOSPHATE).
OR SORGHUM -SUDAN HYBRIDS
FRONT VIEW
(NURSE CROP)
30 LBS /ACRE
Top of SiIT Fence Must
Be at Least 1' Above
E. MULCH
the Top of the Washed
Stone
Bury Wire Fence,
AFTER COMPLETION OF SEEDING, GRAIN STRAW (WHEAT, OAT, BARLEY, RYE) SHOULD BE APPLIED AT A RATE OF 2 TONS /ACRE.
CONSULT CONSERVATION
ENGINEER OR SOIL CONSERVATION SERVICE FOR ADDITIONAL
INFORMATION
Filter Fabric
AS MULCH ANCHOR, APPLY ASPHALT EMULSION AT THE RATE OF 300 GALLONS /ACRE. IN THE STEEP AREAS AND WATER WAYS, OTHER MULCH
and Hardware
Steel Fence Post set Max. 2' Apart cloth in Trench
MATERIAL AND TACKING METHODS SUCH AS WOOL EXCELSIOR, MATS, JUTE MESH NET, ETC., SHOULD BE USED.
CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF DENUDED AREAS. THE ABOVE
VEGETATION
RATES ARE THOSE WHICH
DO WELL UNDER LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS
NURSE CROP /TEMPORARY SEEDINGS: RESEED ACCORDING TO THE OPTIMUM SEASON FOR DESIRED
GoGBr
y�41
EROSION- CON DETAIL
PERMANENT VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12
INCHES IN HEIGHT
DERDavI COL_v -S
SILT FENCE OUTLET
E \GL\EEItP�G DEPARTVIE \T
DATE
D2 /D9
ID
SF -2
SEEDING REQUIREMENTS
SEEDING SCHEDULE
BAFFLES (TYPICAL)
WATER LEVEL
DURING STORM)
TRASH RACK
SKIMMER WITH
RETRIEVAL RO
SEDIMENT
STORAGE
AREA
BAFFLES WITH METAL POSTS,
1E1PORARY SM ENT BASIN
WOVEN WIRE FABRIC BACKING
TRAPEZOD14L SPILLWAY WITH IMPERMEABLE
AND COIR FIBER NETTING
MEMBRANE
'�< SEDIMENT TRAP
0 ACRES
z MINIMUM VOLUME:
1800 CUBIC FEET PER ACRE OF DISTURBED AREA
Ld MINIMUM SURFACE AREA
325 SQUARE FEET PER CFS OF Q10 PEAK FLOW
Y MINIMUM L/W RATIO:
2:1
m MAXIMUM L/W RATIO:
6:1
MINIMUM DEPTH:
2 FEET
w DEWATERING MECHANISM:
SKIMMER
MINIMUM DEWATERING TIME:
24 HOURS
— — BAFFLES REQUIRED:
3 - TDOT.t.Cow
EMERGENCY SPILLWAY CONSTRUCTED OVER
UNDISTURBED GROUND AND ARMORED WITH
RIP RAP & FABRIC UNDERNEATH
— 1
1' -0" MINIMUM FREEBOARD
TOP OF DAM
_ *— EMERGENCY SPILLWAY ELEVATION
MINIMUM SLOPES 3:1
EARTH DAM
DISSIPATER PAD
RIP RAP
[T-ET PIPE
EARTH DAM
PLAN VIEW
GATE VALVE OR ORIFICE--I
OUTLET PIPE
ANTI — FLOATATION DEVICE DISSIPATER PAD RIP RAP
ANTI —SEEP COLLAR
CROSS SECTION
STANDARD RISER - BARREL SEDIMENT BASIN
(WITH SKIMMER)
PLAN VIEW
INFLOW
STRUCTURE
�f
AVERAGE AREA-
WIDTH W L
• AREA OF BASIN WATER SURFACE AT
TOP OF PRINCIPAL SPILLWAY ELEVATION
BAFFLES
INFLOW
STRUCTURE BAFFLES
DEWATERING
ZONE ,
FILTER FABRIC i
DESIGN CRITERIA
SUIIYARYl
1E1PORARY SM ENT BASIN
PRIMARY SPILLWAY:
TRAPEZOD14L SPILLWAY WITH IMPERMEABLE
MEMBRANE
MAXIMUM DRAINAGE AREA:
0 ACRES
z MINIMUM VOLUME:
1800 CUBIC FEET PER ACRE OF DISTURBED AREA
Ld MINIMUM SURFACE AREA
325 SQUARE FEET PER CFS OF Q10 PEAK FLOW
Y MINIMUM L/W RATIO:
2:1
m MAXIMUM L/W RATIO:
6:1
MINIMUM DEPTH:
2 FEET
w DEWATERING MECHANISM:
SKIMMER
MINIMUM DEWATERING TIME:
24 HOURS
— — BAFFLES REQUIRED:
3 - TDOT.t.Cow
— — DESIGN LIFE:
LESS THAN 3 YEARS
SKIMMER
DEWATERING
DEVICE EMERGENCY
SPILLWAY
EMBANKMENT
I' FREEBOARD
G' MINT. INVE fEATION OF
EM ERGENCY SPILLWAY ��I \ \\
EMERGENCY
'SPILLWAY
SEDIMENT PLACE 12" OF STONE
STORAGE ZONE CROSS - SECTION VIEW AT SKIMMER HEAD LANDING
EROSION CONTROL DETAIL
DURHAM COUNTY, NC
ENGINEERING DEPARTMENT
TO PREVENT CLOGGING
SKIMMER SEDIMENT BASIN
NOT TO SCALE
NPDES Stormwater Discharge Permit for Construction Activities (NCGO1)
PIN: 0769 -01 -29 -3411, PARCEL ID: 193301
r. a..•q .w >sv p. Qo°.nP .s.o rro
METAL
STAKES
#5 WASHED STONE
TO 1/2' GRID OPENING)
CONCRETE BLOCK
DROP INLET
NTH GRATE
SPECIFIC APPLICATION:
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY
FLOWS ARE EXPECTED AND WHERE OVERFLOW CAPACITY IS
NECESSARY TO PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE.
.! NOT TO SCALE
LER SION CONTRO L DETAIL BLOCK AND GRAVE L
JRIIANI COUNTY, NC
NEERTNG DEPARTMENT STONE I N LET PROTECTION DATE 02'09 DI -1
ARM ASSEMBLY
'C' ENCLOSURE
W WATER ENTRY UNIT
PERSPECTIVE VIEW
PVC VENT
PVC END CAP PVC ELBOW PIPE
WATER SURFACE
PVC END CAP '
PVC PIPE SCHEDULE 40
1/2' HOLES IN PVC PIPE
PVC TEE UNDERSIDE
PVC TEE
FLEXIBLE
HOSE �
SCHEDULE 40
PVC PIPE
ORIFICE
PLATE
NCDENR /Division of Energy, Mineral and Land Resources
STABILIZATION TIMEFRAMES
(Effective Aug. 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
END VIEW
7 days
le
FRONT VIEW
High Quality Water (HQW) Zones
SCHEMATIC OF SKIMMER TAKEN FROM PENNSYLVANIA EROSION AND SEDIMENT POLLUTION CONTROL MANUAL, MARCH 2000.
None
Slopes steeper than 3:1
7 days
NOT TO SCALE
Slopes 3:1 or flatter
EROSION CONTROL DETAIL
7 days for slopes greater than 50' in length.
QAll other areas with slopes flatter than 4:1
14 days
DURHAM COUNTY, NC
S K M M E R DaT> m
ENGINEERING DEPARTMENT
NCDENR /Division of Energy, Mineral and Land Resources
STABILIZATION TIMEFRAMES
(Effective Aug. 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
Perimeter dikes, swales, ditches, slopes
7 days
None
High Quality Water (HQW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length.
QAll other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
STABILIZATION TIMEFRAMES
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE DATE
L /
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This drawin g is the property of Edens
p p Y
Land Corp and is not to be reproduced
or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
00WI, 1 111 / //�
VA •:
= -
L
- i 27352 _
= v '• 1/07/14
/I /11111111111
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
AND NOT RELEASED
FOR CONSTRUCTION
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SCALE
N/A
DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
N/A
N/A
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
DT -1

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TO BACK POINT OF 12:1 (8.334) SLOPE.
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PAY LIMITS FOR CURB RAMP
0
0
r1
0
0
0
B
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2. DETECTABLE WARNING DOMES WILL CONTRAST VISIBILITY WITH ADJOINING SURFACE, EITHER LIGHT -ON -DARK,
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CC=
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DO
(SEE STD. 82 OH
x
5'
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G m
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H z
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TO BACK POINT OF 12:1 (8.334) SLOPE.
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0
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PAY LIMITS FOR CURB RAMP
0
0
0
0
0
0
B
v
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Q a
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UTILITY STRIP
O
0
2
1. DETECTABLE WARNING DOMES WILL COVER 2' -0" LENGTH AND FULL WIDTH OF THE
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I 0.06 `MAX.)
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SEE NOTE 1
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TOP DIAMETER OF NO LESS
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TOP DIAMETER OF NO LESS
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O
Z-
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4' LN.
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Cn O W
THAN 65% OF THE BASE
SECTION B B
0
- 32')
THAN 504 TO NO MORE
(SEE STD. 846.01)
_E SPACE
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2
7.
O
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O
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THAN 6
DIAMETER OF THE BASE
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d
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TRANSITION DRO P TRANSITION
2' MIN. CURB
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/
2
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ER
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0
0
0
0
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TO EXCEED 10:1
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13
CROSSWALK LIMITS.
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13.
,y
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(SEE NOTE 10)
FOR ACCESS DRIVE /PUBLIC RIGHT -OF -WAY INTERSECTIONS
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B = DISTANCE FROM FRONT EDGE OF SIDEWALK
ISOMETRIC VIEW
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TO BACK POINT OF 12:1 (8.334) SLOPE.
m
W
@
0
Z
PAY LIMITS FOR CURB RAMP
SIDEWALK (5' STD.)
6.0'
H }
3 "R 6"
A
DETECTABLE WARNING DOMES
B
848.05
8
Q a
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0
2
1. DETECTABLE WARNING DOMES WILL COVER 2' -0" LENGTH AND FULL WIDTH OF THE
(n
a F 3
DROP CURB
IS(STD. 2' -8" CURB
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2' DETECTABLE 0.02 (MIN. )
I 0.06 `MAX.)
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�-
SEE NOTE 1
CC=
W
0D
cc
0
(SEE STD. 82 OH
TOP DIAMETER OF NO LESS
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WQgLLx
c
12:1 MAX. RAMP
3.1'
RED -ADA PAVERS.
Q
9..
0
THAN 504 TO NO MORE
I�
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-
O
X
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4' LN.
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THAN 65% OF THE BASE
SECTION B B
0
- 32')
Z o In
(SEE STD. 846.01)
_E SPACE
II
PLACE ONE SECTION OF C"
2
7.
DIAMETER
Im
(()
d
N H N
SIDEWALK
H
TOP B F
E 10)
d
W
J
CURB IN. CURE
TRANSITION DRO P TRANSITION
2' MIN. CURB
SID EWALK ACROSS SCALE:
DRIVEWAY APRON
1
D
D-
cu9B
I
W
ROLLED
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)
TTE
I
ELEVATL N
0
VARIABLE
SLOPES NOT
0
0
0
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/
2
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N
FOR ACCESS DRIVE /PUBLIC RIGHT -OF -WAY INTERSECTIONS
v
G m
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H z
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B
TO BACK POINT OF 12:1 (8.334) SLOPE.
m
n +
@
BACK OF SIDEWALK DROP REQUIRED FOR ALL
SIDEWALK SLOPES.
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PAY LIMITS FOR CURB RAMP
•" BACK OF SIDEWALK DROP REQUIRED FOR
6.0'
�
SIDEWALK SLOPES 0.04.
HEET 1 of 3
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H
848.05
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0.0'
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v
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A
W +A +9"
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B
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m
5. B'
@
@
Z
PAY LIMITS FOR CURB RAMP
2
6.0'
�
7'
O
7.8'
H
8.5'+`
8
0.0'
Cn
NOTES:
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0
2
1. DETECTABLE WARNING DOMES WILL COVER 2' -0" LENGTH AND FULL WIDTH OF THE
(n
5.0'
5'
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m
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Cn
2. DETECTABLE WARNING COMES WILL CONTRAST VISIBILITY WITH ADJOINING SURFACE, EITHER LIGHT -ON -DARK,
O
C
O
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O
O
z
D
0
0
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SEE NOTE 1
CC=
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RAMP WIDTH AREA IS VARIABLE
0
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TOP DIAMETER OF NO LESS
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3.1'
IN
A
W +A +9"
X
B
Z
0.0'
5. B'
@
@
6'
Q
Q
6.0'
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7'
0
7.8'
7.3'
8.5'+`
8
0.0'
8.8'
7.3'
BASE DIAMETER
0
D
7.8'
7. S'
5.0'
5'
2.5'
8.3'
8.1'
BASER TO 1.40 'R
5'
3.0'
8.0'
O
O
O
O
O
D
4.1'
0
�-
SEE NOTE 1
�
EXPANSION JOINT
Cr
m
0
(SEE STD. 82 OH
TOP DIAMETER OF NO LESS
5'
16.0,
c
18.9
3.1'
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SIDEWALK
ZQ c.
0
THAN 504 TO NO MORE
I�
Z
-
O
O
O
O
O
EXPANSION JOINT
THAN 65% OF THE BASE
9..
0
- 32')
�- A -- B i1
II
�I
(SEE STD. 846.01)
_E SPACE
II
PLACE ONE SECTION OF C"
2
7.
DIAMETER
Im
(()
d
( LIMITS.
OR APPROVED EQUAL
H
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E 10)
SECTION B -B
J
S
2' MIN. CURB
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DRIVEWAY APRON
z
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W
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I
ELEVATL N
0
0
0
0
0
0
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2
o
N
En
ER
IN
A
W +A +9"
X
B
5'
0.0'
5. B'
5. B'
5.0"
6'
0.0'
6.8'
6.0'
CD
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0.0'
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7.3'
8.5'+`
8
0.0'
8.8'
7.3'
6.5'•`
2.
z
7.8'
7. S'
5.0'
5'
2.5'
8.3'
8.1'
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8.0'
8.3'
4.4'
5'
3.5'
9.3'
8.4'
4.1'
O
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SEE NOTE 1
�
EXPANSION JOINT
Cr
m
0
(SEE STD. 82 OH
'
5'
16.0,
1 10.8'
18.9
3.1'
PLAN VIEW
0 .- "LVON W1 )
HEET 1 OF 3
848.05
SIDEWALK
2
2
DINT
EX. SIDEWALK
O
W
Cr
46.01)
NOTE: A PORTION OF ONE OR BOTH RAMPS
GRADE POINT
W
SIDEWALK (5' STD.)
MAY EXTEND OUTSIDE THE RETURN.
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A
w
z
MAY EXTEND OUTSIDE THE RETURN.
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CURB & GUTTER
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EXPANSION JOINT
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2' DETECTABLE 0.02 (MIN. )
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SEE NOTE 1
(SEE STD. 848.01)
Cr
0
1:12 MAX SLOPE,
9' N a'
LANGI NG
(STD. V -S" CURB
AA GUTTER
((MAX.)
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EXPANSION JOINT
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0 0 d = Z
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SEE NOTE 1
�
EXPANSION JOINT
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GUTTER
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I�
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II
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(SEE STD. 846.01)
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2
7.
WI
_ WITHIN
CONCRETE DRIVE
(()
d
( LIMITS.
OR APPROVED EQUAL
H
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E 10)
SECTION B -B
J
S
2' MIN. CURB
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DRIVEWAY APRON
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W
ROLLED
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)
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0
I
ELEVATL N
PLAN VIEW
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HEET 1 OF 3
848.05
VERGE (GRASS
VARIES I
0.9' TO 0.6 1.6" TO
1.4 MIN NI 2.4
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B DISTANCE FROM FRONT EDGE OF SIDEWALK
2
z
EX. SIDEWALK
TO BACK POINT OF 12:1 (8.334) SLOPE.
BACK OF SIDEWALK DROP REQUIRED FOR ALL
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w
7"
O
GRADE POINT
Q
SIDEWALK (5' STD.)
HEET 1 of 3
H 5.
3 "R 6"
A
w
B
MAY EXTEND OUTSIDE THE RETURN.
CD
Q a
I--
UTILITY STRIP
CURB & GUTTER
2.
z
BRICKS SHOULD BE BUTTED AS
I-
a H
DROP CURB
2' DETECTABLE 0.02 (MIN. )
0.00
H
1. of 1> 0 36-', .
4"
SWEEP PORTLAND CEMENT /SAND
1:12 MAX SLOPE,
1Z-I = 0, ()
(STD. V -S" CURB
AA GUTTER
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EXPANSION JOINT
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0 0 d = Z
a 44
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SEE NOTE 1
STRIP TO CONSIST
(SEE STD. 846.01)
Q
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o
O
GUTTER
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C
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24
RED -ADA PAVERS.
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N
I�
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- 32')
�- A -- B i1
II
�I
(SEE STD. 846.01)
(- H
II
PLACE ONE SECTION OF C"
x
7.
4' MIN.
CONCRETE DRIVE
W
N O W
m
S.
OR APPROVED EQUAL
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SECTION B -B
(J
z
SID EWALK ACROSS SCALE:
DRIVEWAY APRON
_
N
30'
ROLLED
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V
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0
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ELEVATL N
TRAWRBION TRANSITION
CURB
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- 0
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CURB
GUTTLR
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N
En
ER
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VARIABLE
SLOPES NOT
0
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TO EXCEED 10:1
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MEDIAN ISLANDS A MINIMUM OF 5'x5' WITH A MAXIMUM SLOPE OF 2% IN ANY DIRECTION.
13
VERGE (GRASS
VARIES I
0.9' TO 0.6 1.6" TO
1.4 MIN NI 2.4
B X- (A +9 ")
B DISTANCE FROM FRONT EDGE OF SIDEWALK
2
V4v4 ?I .� vD
EX. SIDEWALK
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BACK OF SIDEWALK DROP REQUIRED FOR ALL
SIDEWALK SLOPES.
EDGE OF TRAVEL LANE
7"
"+ BACK OF SIDEWALK DROP REQUIRED FOR
GRADE POINT
Q
SIDEWALK SLOPES 0.04.
HEET 1 of 3
DETECTABLE WARNING DOMES
LL
848.05
w
FOR TRANSITION
VERGE (GRASS
VARIES I
FOR ACCESS DRIVE /PUBLIC RIGHT -OF -WAY INTERSECTIONS
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EXIST. VERGE
2
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EX. SIDEWALK
'ANSION JOINT
EDGE OF TRAVEL LANE
7"
°
GRADE POINT
Q
.E STD. 846.01)
NOTE: A PORTION
OF ONE OR BOTH RAMPS
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6" CONCRETE
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FOR TRANSITION
MAY EXTEND OUTSIDE THE RETURN.
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I--
NW�0
O 0 -
CURB & GUTTER
2.
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BRICKS SHOULD BE BUTTED AS
I-
1-4 Z 1 D
CLOSE TOGETHER AS ALLOWS,
H
1. of 1> 0 36-', .
�
SWEEP PORTLAND CEMENT /SAND
1:12 MAX SLOPE,
SECTION A -A
ZOZ
V Q C x
MIX INTO REMAINING CRACKS.
FIT TO SITE.
w a
U
EXPANSION JOINT
TRUNCATED DOME
n
a 44
^��
SEE NOTE 1
STRIP TO CONSIST
(SEE STD. 846.01)
Q
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�i
o
4 4
LANDING
GUTTER
0
C
Z
24
RED -ADA PAVERS.
q
Q
N
I�
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BRICKS TO BE FLUSH
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B -B
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6.
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- 32')
�- A -- B i1
II
�I
(SEE STD. 846.01)
50' RIGHT -OF -WAY
II
PLACE ONE SECTION OF C"
TEMPORARY CONSTRUCTION EASEMENT
7.
(FOR MAINTENANCE AND FUTURE CONSTRUCTION)
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Z
L+URHAV
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E TI=;
I
SID EWALK ACROSS SCALE:
DRIVEWAY APRON
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O
30'
ROLLED
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V
p
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CUR
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U)
w
11.
GUTTLR
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N
En
4' X 4' CLEAR SPACE
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O
2
5
0
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co
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MEDIAN ISLANDS A MINIMUM OF 5'x5' WITH A MAXIMUM SLOPE OF 2% IN ANY DIRECTION.
13
CROSSWALK LIMITS.
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13.
,y
a
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TO PROVIDE PASSAGE OVER OR THROUGHT THE ISLAND.
J
I
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2' MIN. CURB
N
p
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15'
14.
BETWEEN RAMPS
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I
W
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CURB &
GUTTER
AND NOT RELEASED
CURB & GUTTER
FOR ACCESS DRIVE /PUBLIC RIGHT -OF -WAY INTERSECTIONS
A \ 1
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I
C 4v f BASED ON HEIGHT
Ly B
C�
EXIST. VERGE
EX. STREET
CURB & GUTTER
EX. SIDEWALK
A
EDGE OF TRAVEL LANE
7"
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GRADE POINT
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EXIST. VERCE
I (4 LANE)
1:12 SLOPE
6" CONCRETE
F-►B
FOR TRANSITION
L
RETAINING COLLAR
LEVEL CHANGES
NW�0
O 0 -
CURB & GUTTER
2.
o
BRICKS SHOULD BE BUTTED AS
7"
1-4 Z 1 D
CLOSE TOGETHER AS ALLOWS,
I
1. of 1> 0 36-', .
x Z D m
SWEEP PORTLAND CEMENT /SAND
1:12 MAX SLOPE,
SECTION A -A
ZOZ
V Q C x
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I --
I.
U
SECTION A -A APPLIES
TRUNCATED DOME
n
a 44
^��
ACROSS ENTIRE FRONT
OF TRUNCATED DOMES.
STRIP TO CONSIST
a
4.
SET BACK DISTANCE FROM INSIDE CROSSWALK MARKING TO NEAREST EDGE OF TRAVEL LANE IS 4' MINIMUM.
OF PINE HALL BRICK
�i
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CURB &
GUTTER
TRUNCATED DOME
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vl
24
RED -ADA PAVERS.
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TRUNCATED DOME
N
5.
zWITH
BRICKS TO BE FLUSH
TOP OF TRAY
A \ 1
+r DEPTH OF TRAY
I
C 4v f BASED ON HEIGHT
DURHAM
8 B 9
ciTr or NePiaxe
OF BRICK
PORTLAND CEMENT /SAND MIX.
50% BY WEIGHT PORTLAND
CEMENT, 50% BY WEIGHT SAND.
INSTALL AS DRY MIX, HAND
TAMP FOR COMPACTION AND
LEVEL BEFORE SETTING BRICKS.
TOTAL DEPTH EQUALS
6" PLUS DEPTH OF
4A TRUNCATED DOME
MAINTAIN 6" OF CONIC. TRAY
BELOW TRUNCATED DOME
TRAY
BACK OF TRUNCATED
SIDEWALK DOME TRAY
TRUNCATED DOME
TRAY d
MAINTAIN
CONC. BELOW
TRUNCATED
DOME TRAY
MAINTAIN 6" OF CONC.
BELOW TRUNCATED DOME SECTION C -C
TRAY
PLAN VIEW
DUAL RAMPS
ANY RADII
(4' MIN. FLOOR WIDTH)
PROPERTY LINE
EXTEND SIDEWALK)
WHEN HAMMERHEAD L_ IS REMOVED
NOTE:
SEE CITY OF DURHAM
PAVEMENT DESIGN
REQUIREMENTS.
PROPERTY LINE
EXTEND SIDEWALK
WHEN HAMMERHEAD L- IS REMOVED
DURHAM
ii ov 6 9
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SIDEWALK SIDEWALK
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STOP LINE � h
0
SIDEWALK SIDEWALK m cc
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O NOTE 12 c
O w SEE ,Z., 4' -0"
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a N NOTE 3 0 � SEE NOTE 4 Z H
N 2 STOP LINE - m y EE NOTE 10 3
M C'f Cn 1 CL
C C3--1 SIDEWALK p Z
GO .W. D Q DO
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DETAIL TYPICAL LOCATION OF CURBPS, D U
C .� 0 PEDESTRIAN CROSSWALKS AND STOP LINES FOR TEE INTERSECTIONS in
W
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il± H
o z a
W
RMDWAY
PLAN SYL�OL
Cfl PROPOSED CURB RAMP W/ LANDING ALLOWABLE LOCATIONS
___________________
FOR PROPOSED PROPOSED OR FUTURE SIDEWALK DUAL RAMP RADII ...........ANY
CURB RAMP
HEET 2 OF 3 SHEET 2 OF 3
848.05 1848.051
0
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-0.08
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NOTE: "ROLL -OVER" ALGEBRAIC DIFFERENCE IN RATES OF CROSS
SLOPE NOT TO EXCEED 0.06 AS SHOWN. IF SUPER -
ELEVATION IS REVOLVED ABOUT CENTER LINE OF
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POINT TO BE AT THE MEDIAN EDGE OF TRAVEL LANE.
10' TEMPORARY CONSTRUCTION EASEMENT
Ly B
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COORDINATE THE CURB RAMP AND THE PEDESTRIAN CROSSWALK MARKINGS SO A 4'x4' CLEAR SPACE AT THE BASE OF THE CURB RAMP WILL FALL
SECTION A -A
DURHAM
8 B 9
ciTr or NePiaxe
OF BRICK
PORTLAND CEMENT /SAND MIX.
50% BY WEIGHT PORTLAND
CEMENT, 50% BY WEIGHT SAND.
INSTALL AS DRY MIX, HAND
TAMP FOR COMPACTION AND
LEVEL BEFORE SETTING BRICKS.
TOTAL DEPTH EQUALS
6" PLUS DEPTH OF
4A TRUNCATED DOME
MAINTAIN 6" OF CONIC. TRAY
BELOW TRUNCATED DOME
TRAY
BACK OF TRUNCATED
SIDEWALK DOME TRAY
TRUNCATED DOME
TRAY d
MAINTAIN
CONC. BELOW
TRUNCATED
DOME TRAY
MAINTAIN 6" OF CONC.
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TRAY
PLAN VIEW
DUAL RAMPS
ANY RADII
(4' MIN. FLOOR WIDTH)
PROPERTY LINE
EXTEND SIDEWALK)
WHEN HAMMERHEAD L_ IS REMOVED
NOTE:
SEE CITY OF DURHAM
PAVEMENT DESIGN
REQUIREMENTS.
PROPERTY LINE
EXTEND SIDEWALK
WHEN HAMMERHEAD L- IS REMOVED
DURHAM
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POINT TO BE AT THE MEDIAN EDGE OF TRAVEL LANE.
10' TEMPORARY CONSTRUCTION EASEMENT
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EXIST. VERGE
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CONSTRUCT THE RUNNING SLOPE OF THE RAMP 8.33% MAXIMUM,
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REFER TO THE PAVEMENT MARKING PLANS FOR STOP BAR LOCATIONS AT SIGNALIZED INTERSECTIONS. IF A PAVEMENT MARKING PLAN IS NOT
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TERMINATE PARKING A MINIMUM OF 20' BACK OF A PEDESTRIAN CROSSWALK.
7.
CONSTRUCT CURB RAMPS A MINIMUM OF 4' WIDE.
S.
CONSTRUCT THE RUNNING SLOPE OF THE RAMP 8.33% MAXIMUM,
9.
ALLOWABLE CROSS SLOPE ON SIDEWALKS AND CURB RAMPS WILL BE 2% MAXIMUM.
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CONSTRUCT THE SIDE FLARE SLOPE A MAXIMUM OF 10% MEASURED ALONG THE CURB LINE.
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SMALL CHANNELIZATION ISLANDS THAT CAN NOT PROVIDE A 5'X5' LANDING AT THE TOP OF A RAMPS, WILL BE CUT THROUGH LEVEL WITH
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CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP. THE ADJACENT SURFACE
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DRAFT
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17.
PLACE ALL PEDESTRIAN PUSH BUTTON ACTUATORS AND CROSSING SIGNALS AS SHOWN IN THE PLANS OR AS SHOWN IN THE MUTCD.
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SHEET NUMBER
DT-2
18.
CURB RAMPS THROUGH MEDIAN ISLANDS, SINGLE RAMPS AT DUAL CROSSWALKS OR LIMITED R/W SITUATIONS, WILL BE HANDLED BY SPECIAL DETAILS.
CONTACT THE CONTRACT STANDARDS AND DEVELOPMENT UNIT FOR THE DETAILS OR FOR A SPECIAL DESIGN.
HEET 3 OF 3 SHEET 3 OF 9
848.05 848.05
FOR ACCESS DRIVE /PUBLIC RIGHT -OF -WAY INTERSECTIONS
r-w-A SLOPE }-
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12' TO 36' z
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6" MIN.
MIN. 10' RADIU a'
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EXPANSION SECTION A -A
18" OR 24"
VALLEY GUTTER 24. OR 30"
PLAN L l
COMMERCIAL DRIVEWAY
r-►B PERMISSIBLE RADII SLOPE O
PER FOOT
LDEPENDENT UPON
EXPANSION 12' TO 36' LK WIDTH
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II VARIABLE SLOPE
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PLAN STANDARD DRIVEWAY SECTION B -B
EXPANSION
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- - - - - - z TO PROPERTY LINE
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II PER FOOT
L-►C
PLAN SECTION C-C
ALTERNATE DRIVEWAY
NOTES:
1. CURB AND GUTTER SECTION WILL BE POURED CONTINUOUS THROUGH THE STANDARD AND
ALTERNATE DRIVEWAY WITH THE FACE OF CURB DROPPED DOWN AS SHOWN.
2. DRIVEWAY WILL BE CONSTRUCTED AFTER THE CURB FORMS HAVE BEEN REMOVED.
3. CONCRETE SHALL BE NON - REINFORCED, AIR- ENTRAINED WITH A MINIMUM STRENGTH OF 3000 LBS.
DURHAM
pro 6D 9E
1/2- 9" 9" FRAD�\ 6- 24"
RADA
3" RAD.
RAD. 1/8
D N • RAD�
N • • • I N
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• • 18" I - 30"
18" MOUNTABLE CURB & GUTTER 30" CURB & GUTTER
F 15" RADIUS 1/2" 6" 18"
RADA
30" RADIUS 3" RADA
.. N R//8-
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30" _I I 24" _I
30" ROLLED CURB & GUTTER 24" CURB & GUTTER
DURHAM
1 8 6 9
• • • D
D.
36" OR 48"
36" OR 48" VALLEY GUTTER
NOTES:
USE NON- REINFORCED, AIR ENTRAINED, CONCRETE
WRH A MINIMUM STRENGTH OF 3000 IBS.
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE DATE
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This drawing is the property of Edens
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or copied in whole or in part without
the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
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SCALE
N/A
DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
N/A
N/A
JIBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
DT-2

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•INITIAL INSTALLATION BY CITY OR
STAINLESS STEEL DEVELOPER SHALL BE TO A POINT
BANDS WITHIN 5' OR LESS OF EXISTING GROUND.
REMAINDER OR INSTALLATION SHALL BE BY
4 °LATERAL PLUMBER AT LITER DATE.
s
w • INITIAL INSTALLATION BY CITY OR
ZZI DEVELOPER SHALL BE TO A POINT
= WITHIN 5' OR LESS OF EXISTING GROUND.
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z REMAINDER OR INSTALLATION SHALL BE BY
. s . • . s . •I� PLUMBER AT LATER DATE.
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MANHOLE RING AND COVER
NOTES
PRE- FABRICATED
'`2 BRICK INVERTS
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LITERAL 2
FLOW SEWER FLOW
O
(DETAIL NO. SS -2.4)
24" MAX.
1. ALL PRE CAST CONCRETE MANHOLES SHALL CONFORM TO THE LATEST REVISION OF ASTM C478.
2. CONCRETE SHALL BE 4000 PSI AT 28 DAYS MINIMUM.
a-
.•.y PLAN
-
MAIN
I _
3. STEEL REINFORCEMENT SHALL BE GRADE 40 BILLET STEEL CONFORMING TO THE LATEST REVISION
OF
BASE EINFORCEMENT. WALL REINFORCEMENT, AND THE LATEST REVISION OF ASTM -A615 FOR THE
I
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FETAOU O5T ry
MIN. }" PER 1' GRADE (4'
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FERROUS
METAL POST
CORE DRILL AND INSTALL 5'•
FLEXIBLE RUBBER BOOT MIN. i" PER I' GRADE (6
ANGLE GREATER THAN
OR EQUAL TO 90'
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4. STANDARD JOINTS SHALL BE; SEALED WITH PUTTY TYPE PLASTIC CEMENT PER FED. SPEC. SS -C -153
OR AN O -RING TYPE JOINT CONFORMING TO THE LATEST REVISION OF ASTM -C443.
5. MANHOLE INLETS AND OUTLETS SHALL BE CAST IN PLACE FLEXIBLE RUBBER SLEEVES BOOTS PER
THE LATEST REVISION OF ASTM -C923.
6. INVERTS TO BE CONSTRUCTED OF BRICK WITH A CONCRETE BENCH (DETAIL NO. SS -2.2).
I
CAST IN PUCEWITH A
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WYE (SDR 35) OR WYE FITTING j SOLVENT WELD CAP
STAINLESS STEEL BAND
CLAMP (TYPICAL.
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7. THE MAXIMUM SEPARATION OR INVERT IN TO INVERT OUT WITHIN A MANHOLE IS 0.50 FEET. WHEN
THE SEPARATION IS GREATER THAN 0.5 FEET A DROP MANHOLE MUST BE USED.
WITH GASKET & }" LIP ONLY \�
STEEL REINFORCEMENT (NOTE
8. MANHOLES GREATER THAN 18 FEET IN DEPTH SHALL HAVE AN INSIDE DIAMETER OR W -0 ". FOR
SOLVENT WELD CAP
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MANHOLE STEP I 3 DETAIL NO. SS -2.1)
(DETAIL NO. SS -2.5) I
SANITARY SEWER MAINS GREATER THAN EIGHTEEN INCHES (18 ") IN DIAMETER, MANHOLES SHALL BE A
MINIMUM OF 5' -0" IN DIAMETER.
PROVED b BEND
* PROVED ADAPTER SCH. 40 PVC SOLVENT WELD WYE
*
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9. RIM ELEVATIONS SHALL BE AT GRADE IN STREETS & PARKING LOTS.
10. RIM ELEVATIONS ALONG OUTFALLS SHALL BE A MINIMUM OF 3' ABOVE EXISTING GROUND ELEVATION.
IF THE OUTFALL IS LOCATED WITHIN THE FLOOD PLAIN, RIM ELEVATIONS SHALL BE 2' ABOVE THE
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100 -YEAR FLOOD ELEVATION (WHILE STILL MAINTAINING THE 3' ABOVE THE EXISTING GROUND
SECTION
STANDARD SEWER MAIN LATERAL STUB -OUT
`SCH. 40 PVC SOLVENT WELD WYE
SECTION
STANDARD SEWER MAIN LATERAL STUB -OUT
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INVERT ON
TOP OF BENCH ••
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This drawing is the property of Edens
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CONSTRUCTION MINIMUM
DRAWINGS. REQUIREMENT). THE 100 -YEAR FLOOD ELEVATION SHALL BE NOTED ON THE
11. DEPENDING UPON THE HEIGHT OF THE MANHOLE, THE CITY OF DURHAM ENGINEERING DIVISION MAY
the expressed written permission of
PVC SEWER MAIN
CONCRETE COLLAR
CONCRETE COLLAR I 18 "z18'x4
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FINAL DRAWING
REQUIRE FLAT MANHOLES, EXTERIOR STEPS AND SAFETY BARS ON TOP OF THE MANHOLE.
AND NOT RELEASED
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COUPLING I n COUPLING
IRON 5' BEND
SOIL PIPE
COUPLING I n COUPLING
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N/A
DATE
C PIPE C PIPE
C PIPE PIPE
DRAFT
1. THE MINIMUM SPACING FROM THE EDGE OF A CORE FOR A LATERAL 70 THE
N/A
N/A
JIBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
DT-3
EDGE OF THE NEXT CORE SHALL BE 6 INCHES.
2. SEWER LATERAL SHALL NOT ENTER A MANHOLE AT AN ANGLE LESS THAN
I
90' THE EFFLUENT PIPE.
OUPUNG MIN. }• PER 1' GRADE (4" OUPLING
OUPUNG
J MIN. i" PER 1' GRADE (6' OUPLING
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3. ALL LATERALS TO BE INSTATED AT THE TOP OF THE BENCH.
4. PROVIDE BRICK OR CONCRETE FOR INVERT.
J
SCH. 40 PVC H 40 PVC
SOLVENT WELD WYE SOLVENT WELD WYE
CLEAN OUT DETAILS
DURHAM INSTALLED BY PLUMBER
SANITARY SEWER LATERAL SCALE:
NTS
REVISION DAT 4" SEWER LATERAL
03/18/2010
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
nor DEPARTMENT OF PUBLIC WORKS SS -1.0
SCH. 40 PVC CH 40 PVC
SOLVENT WELD WYE SOLVENT WELD WYE
CLEAN OUT DETAILS
DURHAM INSTALLED BY PLUMBER
SANITARY SEWER LATERAL SCALE:
NTS
REVISION DAT 6" SEWER LATERAL
03/182010
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
n8o9 DEPARTMENT OF PUBLIC WORKS SS -1.1
5. INVERTS TO BE BUILT FROM LATERAL TO EFFLUENT PIPE.
6. THE MAXIMUM NUMBER OF LATERALS FOR ANY ONE MANHOLE IS FIVE (5).
7. ALL NEW LATERALS INTO
WITH A FLEXIBLE RUBBERMBOOHOLES MUST BE CORE DRILLED AND INSTALLED
DURHAM
SANITARY SEWER LATERAL SCALE:
NTS
REVISION DATE: AT MANHOLE
03/182010
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
1 8 6 9 DEPARTMENT OF PUBLIC WORKS SS-1.2
DURHAM
PRECAST CONCRETE SCALE:
REVISION DATE: SANITARY SEWER MANHOLE "TS
03!182010
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
OF Z6n 9 DEPARTMENT OF PUBLIC WORKS SS -2.0
DURHAM
PRECAST CONCRETE SCALE:
REVISION DATE: SANITARY SEWER MANHOLE NOTES NTS
12/0712009
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
ro zs 9 DEPARTMENT OF PUBLIC WORKS SS -2.1
SOLID COVER MAY BE REQUIRED
Tq�
W!
PNI DEPENDING ON FIELD CONDITIONS
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DETAIL GC 4 -1" HOLES
_ I _ SEWER FLOW FLOW SEWER _ I _ SEWER FLOW
i MAIN MAIN i MAIN
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CONCRETE MANHOLE
TOP OF COVER
11/18" 5 /8"
I I
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1 19
. FLEXIBLE RUBBER
SLEEVE BOOT
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SEE DETAIL C -C
BOTTOM OF COVER 1/2"
8 3 4' O o 1 1/4" STEEL�ROD ED
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• • UNDISTURBED MATERIAL
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IN 6 FI LIFTS TO .
MINIMUM AVERAGE WEIGHTS
2 RING = 1901bs.
COVER= 1201bs.
TOTAL 3101bs.
PLAN
2' -1 1/4"
3/4"
2 3/4.T \
1 1/4' O O 3/4°
L� A
12• SIDE VIEW SECTION A -A
NO SCALE
PLAN VIEW 'r
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DIMENSIONS OF STEPS MAY VARY
1 4" ' DEPENDING ON MANHOLE WALL
/ 1 1/2" THICKNESS
CONSTRUCTION. D TYPE OF
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a. EDGE OF TRENCH
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15" MIN. VARIABLE 15" MIN.
3 314' i•1 a ^
1 -0"
CONCRETE BLOCKING
TO TOP OF PIPE
V -10 1/*"
PLAN B
2' -1 2" �
#57 STONE BRICK INVERT CONCRETE
2' -9 1 4'
BASE (7 BRICK MINIMUM) BASE
SECTION
NOTES: TYPICAL CROSS - SECTION
1. INVERT MATERIAL SHALL BE CONCRETE CAST IN PLACE WITH A SMOOTH FINISH.
2. WIDTH OF INVERT SHALL MATCH INSIDE DIAMETER OF INCOMING AND OUTGOING PIPES.
3. BRICK INVERT SHALL BE FORMED AS SHOWN.
PROVIDE HDPE INSERTS IN ALL MANHOLES BAS ON SPECIFICATIONS DESCRIBED IN DETAIL P -6.0
4. ALL INVERT ELEVATIONS SHALL BE AS SHOWN ON APPROVED CONSTRUCTION PUNS.
5. BENCHES TO BE BUILT OUT OF CONCRETE, MORTARED BLOCK OR BRICK. STONE IS NOT ACCEPTABLE.
DURHAM
SANITARY SEWER MANHOLE 'rA E'
REVISION DATE: RING AND COVER nIT,
09/24/10
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
8 0� DEPARTMENT OF PUBLIC WORKS SS -2.4
PLASTIC COATED SANITARY SCALE:
REVISION DATE: SEWER MANHOLE STEPS NTS
12/072009
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
;,.o .s 9 DEPARTMENT OF PUBLIC WORKS SS -2.5
DURHAM
SANITARY SEWER MANHOLE INVERT SCALE:
REVISION DATE: NTS
12/0ON D
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
ro .s 9 DEPARTMENT OF PUBLIC WORKS SS -2.6
DURHAM
SANITARY SEWER DROP MANHOLE SCALE:
R NTS
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
1 8 6 9 DEPARTMENT OF PUBLIC WORKS SS -2.7
DURHAM
PVC PIPE BACKFILL SCALE:
REVISION DATE: NTS
12/072009
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
1 8 6 9 DEPARTMENT OF PUBLIC WORKS
NOTE:
SEE CITY OF DURHAM STANDARD
a a o g D o o
TREN CONSTRUCTION
ES AND DETAILS E BEDDING.
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NEW ASPHALT
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PLAN VIEW
EXISTING �T.r �, ,,>- 2 1/2' ASPHALT COMPACTED
SUB -BASE a .a TO 1O0% STD. PROCTOR.
T IRON /DUCTILE IRON FINISHED
PROVIDE RUBBER 12" CAHNOUT COVER & RING GRADE
• a.. e�'
1' MIN. 'e •.e ..
iYP , .: ,'•e
GASKET 5 8'
10 1 /2-/
.' e' ABC STONE COMPACTED TO
100% "
BACKFILL COMPACTED • e .' a •e • 3' MIN. BE COMPACTED OR 100%
IN 6" IFTS TO 95% •'.e a e" VARIES STD. PROCTOR. OR AS
STD. PROCTOR, OR '•.' DIRECTED BY THE ENGINEER.
FLOWABLE FILL AS . <••.' 1e
=_ = = = ==
a ASPHALT= ===-
PAVEMENT SAND CUSHION l '�
4" PANELU TYPE
DIRECTED. .' A.
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CLEANOUT WITH
POC COUNTERSINK HEAD
STONE BASE J �OO C :7 2' M o (-, 0 nk
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4 " -6" MIN.
VARIES
1 3• " I',.'. • '- _ e c
• -.• 3000 PSI • - e ao ` CONCRETE a .• C!
CONCRETE a COLLAR .•, oC
. COLLAR `Za'� �
/ e•'O' a �U a •o a 'o /
X157 STONE ABOVE PIPE " UNDISTURBED
AND UNDER PIPE MATERIAL
4' -6" MIN.,
/ /
CONTRACTOR TO VERIFY EXISTING
NOTE: INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
eMIN.
MPE SEAL
PIPE CASKET
10" MIN. 10" MIN.
zo" MIN.
FLOWABLE FILL TRENCH -CUT
STREET, WATER, SEWER AND
STORMWATER
CITY OF DURHAM
PUBLIC WORKS
APPROVED
SECTION VIEW
ENGINEERING DATE
STORM WATER DATE
DURHAM
SANITARY SEWER TRAFFIC SCALE:
REVISION DATE: BEARING CLEANOUT Nrs
BEARING
12/072009
1 8 6 9 CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
DEPARTMENT OF PUBLIC WORKS SS -6.D
DURHAM
TRENCH CUT INSTALLATION SCALE:
REVISION DATE:
12/072009
1 8 6 9 CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
DEPARTMENT OF PUBLIC WORKS SS-8.0
TRANSPORTATION DATE
DATE
DATE
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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
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FINAL DRAWING
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DATE
NOVEMBER 7, 2014
DESIGN
DRAFT
CHECK
N/A
N/A
JIBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
DT-3

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CARRIER PI
STEEL ENCASEMENT
NOTES:
1. NORMAL SPACING FOR SPIDERS IS 3 PER 18' LENGTH OF PIPE, ONE SUPPORT AT EACH END AND A
SUPPORT AT 9' CENTER.
2. ENTIRE SPIDER ASSEMBLY TO BE BITUMINOUS COATED AFTER FABRICATION.
3. FIELD MODIFY AS REQUIRED TO PROVIDE DESIGN SLOPE IN CARRIER PIPE.
4. SIZING TABLE IN P -2.1
STEEL ENCASEMENT
CONTINUOUS WELD
BOTH SIDE (TYP.)
CARRIER
DURHAM
REVISION DA
03/18/2010
1 8 6 9
CITY OF MEDICINE
6" X 3/8" STEEL PLATE
STAINLESS STEEL SHOES
/-ON EACH FOOT OF SPIDER.
I �g
" SEE DETAIL P -2.1 FOR SIZING
4/OF ENCASEMENT PIPES
1
END ELEVATION
STEEL PIPE ENCASEMENT FOR
WATER AND SEWER MAINS
CITY OF DURHAM, NORTH CAROLINA
DEPARTMENT OF PUBLIC WORKS
SCALE:
NTS
DETAIL NO.
P -2.0
SIZE VARIES AS
DIRECTED BY THE
ENGINEER
2 1/2" ASPHALT EX. ASPHALT
(TYPE SF9.5A) FRAME AND COVER
6" MIN. p0 0 � .r ", a •• • _ e' �0
�10
SEX. SUB —BASE
N
MAX. 12" OF BRICK WORK OR �� \ ONC. BASE AROUND
(3)THREE — 4" CONC. RINGS MANHOLE CASTING
(SIZE VARIES)
SECTION
DURHAM
MANHOLE ADJUSTMENT IN SCALE:
REVISION DATE: PAVED STREET NTS
12/07!2009
1 8 6 9 CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
CITYOFMEDICINE DEPARTMENT OF PUBLIC WORKS P-i.O
SIZING TABLE FOR CARRIER PIPES AND CASING PIPES
THE FOLLOWING TABLE SUMMARIZES THE REQUIRED SIZES FOR STEEL PIPE
ENCASEMENTS:
NOMINAL
CARRIER PIPE
SIZE (INCHES)
STEEL CASING PIPE
SIZE INCHES
RAILROAD CROSSING
ROAD CROSSING
OUTSIDE
DIAMETER
WALL
THICKNESS
OUTSIDE
DIAMETER
WALL
THICKNESS
3 AND UNDER
12.75
0.188
6.625
0.250
4
12.75
0.188
8.625
0.250
6
1 12.75
0.188
12.75
0.250
8
16
0.219
16
0.250
10
20
0.281
20
0.250
12
24
0.312
24
0.250
14
28
0.375
28
0.312
16
30
0.406
30
1 0.312
18
36
0.469
36
0.375
20
42
0.562
42
0.500
24
1 42
1 0.562
1 42
0.500
NOTE: NCDOT AND THE RAILROADS MAY HAVE DIFFERENT REQUIREMENTS.
1 8 6 9
CITY OF MEDICINE
UTILITY EASEMENT
(30' MINIMUM WIDTH)
SANITARY SEWER PIPE
AREA OF EASEMENT
STORMWATER TO BE ARMORED
DISCHARGE
A A
L
PLAN VIEW
GRASS
TOPSOIL
4" ROAD FABRIC
(NOTE #2)
/__-4" ABC STONE BASE
CROSS - SECTION A -A
NOTES:
1. THE ARMOR FOR THE EASEMENT SHALL BE WIDE ENOUGH TO ENCOMPASS THE
ENTIRE FLOW ACROSS THE EASEMENT.
2. PROVIDE MIRAFI X— SERIES WOVEN POLYPROPYLENE GEOTEXTILES (50OX PRODUCT)
ROAD FABRIC OR APPROVED EQUAL.
3. ARMOR FOR THE EASEMENT SHALL BE INSTALLED EVEN IF LEVEL SPREADERS ARE
INSTALLED FOR THE STORM DRAINAGE DISCHARGE.
DURHAM
UTILITY EASEMENT ARMORING SCALE:
REVISION DATE: NTS
03/18/2010
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
1
B 619
DEPARTMENT OF PUBLIC WORKS IP
CIT
Y 8 MEC
BORE PIT
10 x3O'MIN.
RTI-T'
Fii;130T
RECEIVING PIT
1O'x10'MIN.
STEEL ENCASEMENT) L—DUCTILE IRON PIPE
STREAM CROSSING
BORE AND JACK
STEEL EN
*DEPTH AS NECESSARY TO MEET MINIMUM COVER AND /OR
MINIMUM UTILITY SEPARATION REQUIREMENTS
STREET CROSSING
BORE AND JACK
BORE PTT
1O'x3O'MIN� rRECEIVING PIT
f 10'x10'MIN.
DURHAM
1 8 6 9
COY OF MEDICINE
MATERIAL
NDISTURBED
IATERIAL
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
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the expressed written permission of
Edens Land Corp.
NC LICENSE# C -2745
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N.T.S.
DATE
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DESIGN
DRAFT
CHECK
N/A
N/A
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
DT -4

D�
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PLAN
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SLEEVE
FLOW
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v� �
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TAPPING SLEEVE
GENERAL NOTES:
1. 3000 P.S.I. SOLD CONCRETE BLOCKING BEHIND SLEEVE.
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT FITTINGS.
3. 12' X 12° AND 16' X 16' TAPPING SLEEVE IS NOT ALLOWED.
DURHAM
1 8 6 9
III
III
III
III
III
III
P\i A < I 1 1
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10 III
III
III
III
III
III
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NOTE:
I 1. DIAMOND PATTERN: 1/4' X 1/2"
2. UPPER CASTING SURFACE TO HAVE
A DIAMOND PATTERN RAISED 1/8'.
lil
III
III
III
III
III
III --I r--3/4-
-- ­T �- - -
JII - - - - - -- - -- - --
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2' -6" R
1/16" 17 3/4- 1/16•
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1 3/8" 10 5/8"
2 3/4" 10' R =5/8' NP.
1 1/4' 1/2"
SECTION A -A
DURHAM
I I
I I I I
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Illllli III IIII
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IIIIIII
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NOTES:
R/W
1. CONCRETE SHALL BE 2500 PSI.
6 " -16'
2. CONCRETE SHALL NOT CONTACT
BOLTS OR ENDS OF MECHANICAL
JOINT FITnNCS.
D v v' D v v• -
3. TRENCHES SHALL CONFORM TO
CITY OF DURHAM SPECIFICATIONS
AND STANDARDS.
4. ALL BENDS AND TEES SHALL HAVE CONCRETE THRUST BLOCKING.
DURHAM
PLAN
PLAN
_ e
a
I ASPHALT THICKNESS
HORIZONTAL T11
EXPANSION JOINT
REVISION DATE:
VARIES
IS'OMETR]
i io 70
1207/2009
III
II
BACK OF CURB
v
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CITY OF DURHAM,
1 8 6 9
2
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DEPARTMENT OF
NOTE:
1. FOR 1 1/2 ", 2 ", & 3" METERS.
2. 300 P.S.F. LOADING
I
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III I
II {II I III II I
IIII III I illl III I
IIIIII III IIII II III
IIIIII I IIII IIII IIII
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90° BEND
ALUMINUM EXTRUDED REMOVABLE
FRAME (WELDED) KEY WRENCH
1/4" DIAMOND PATTERN TORSION BARS
00 00
1/4' ALUMINUM PLATE COVER HINGE
BRACKET
SECTION THRU DOOR HINGE
NEOPRENE CUSHION
AROUND FRAME RED VINYL GRIP
HOLD -OPENI ARM-
HINGE DETAIL
BARS
NOTES:
1. ACCESS DOOR SHALL BE A TYPE KD -4 MANUFACTURED BY THE BILCO COMPANY, NEW HAVEN, CONN.
OR APPROVED EQUAL.
LL
2. FRAME SHA BE 1/4" EXTRUDED ALUMINUM WITH BUILT -IN NEOPRENE CUSHION AND WITH STRAP
ANCHORS BOLTED TO EXTERIOR.
3. DOOR LEAF SHALL BE 1/4' ALUMINUM DIAMOND PLATE REINFORCED WITH ALUMINUM STIFFNERS AS
REQUIRED.
4. CAST STEEL HINGES SHALL BE BOLTED TO UNDERSIDE AND PIVOT ON TORSION BARS THAT
COUNTERBALANCE THE DOOR FOR EASY OPERATION.
5. THE DOOR SHALL OPEN 90• AND LOCK AUTOMATICALLY IN THAT POSITION.
6. A VINYL GRIP HANDLE SHALL BE PROVIDED TO RELEASE AND CLOSE THE COVER WITH ONE HAND.
7. DOORS SHALL BE BUILT TO WITHSTAND A LIVE LOAD OF 150 POUNDS PER SQUARE FOOT, AND
EQUIPPED WITH A SNAP LOCK AND REMOVABLE HANDLE.
8. FACTORY FINISH SHALL BE ALUMINUM LACQUER, AND BITUMINOUS COATING SHALL BE APPLIED TO THE
EXTERIOR FRAME BY THE MANUFACTURER.
NOTE: FOR 4 ", 6 ", AND 8" METERS
DURHAM
R/W
LINE
6 " -16'
THRUST COLLAR
I
I
3
D v v' D v v• -
�5
FIRE
_ v • D v v
12
HYDRANT
PLAN
PLAN
_ e
a
I ASPHALT THICKNESS
2
EXPANSION JOINT
12• MIN. (TYP.I
VARIES
0
I
i io 70
2
III
II
BACK OF CURB
v
v
Ae
45'
YI °
2
n�
v
Y' BAR
CAST IRON
VALVE BOX
CAST IRON
CONCRETE PAD o 0
I- VALVE BOX CONCRETE PAD �
AND COVER
AND COVER (SIZE VARIES) •�
-3" MIN.
�3• MIN.
2
CLEARANCE
CLEARANCE
"X" BAR
ROLL CURB
5'
III
III
III
III
5'
ROLL CURB
AND GUTTER
TRANSITION STANDARD CURBS U STANDARD CURB TRANSITION I AND GUTTE
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
AND GUTTER AND GUTTER
DEPARTMENT OF PUBLIC WORKS W-6.0
F_ i -1
I I
6
I I
I I
HIT TIJ
U u
n
8" PIPE
I I I
J L
-+
PLAN
TRANSITION FROM ROLL CURB AND GUTTER TO STANDARD
Qz
J
CURB AND GUTTER IN FRONT OF FIRE HYDRANT
1 -6"
1. CONCRETE SHALL BE 3000 P.S.I
FIRE HYDRANT, INTEGRAL 5" STORZ
11 1 4'
W PUMPER NOZZLE CONNECTIONS TO
1
Z BE PERPENDICULAR TO STREET
7
3. BACKFILL TAMPED IN 6' LAYERS
20" MAX, COMPACTED BACKFILL
1
15" MIN, TAMPED IN 6' LIFTS
2
00 ROLL CURB PAVEMENT
22 1 T
AND GUTTER
1
CONCRETE PAD
3
MIN. 7 CF VALVE BOX 6" CATE VALVE CONCRETE
SCALE:
WASHED STONE "T AND COVER THRUST BLOCK
CONCRETE THRUST BLOCK
6" MIN.
EEL
45'
BRANCH PIPE
2
CONCRETE
1207/2009
THRUST BLOCK 5/8" GALVANIZED 0 VARIES EARTH
1
STAINLESS STEEL ROD
DETAIL NO.
ELEVATION
DEPARTMENT OF PUBLIC WORKS
GENERAL NOTES:
4
1. ALL CONCRETE BLOCKING SHALL BE 3000 P.S.I. MINIMUM.
9
2. ALL HYDRANT VALVES SHALL BE RODDED TO MAIN UNE.
2
3. CONCRETE PAD REWIRED ON ALL VALVES (DETAIL NO. W -6.0).
15
4. HYDRANT TO BE LOCATED 10' FROM P.T. OR P.C. AT INTERSECTIONS.
DURHAM
5. ALL FIRE HYDRANTS ARE TO BE PAINTED NATIONAL STANDARD "SAFETY RED ".
3
FIRE HYDRANT INSTALLATION SCALE:
6
REVISION DATE: ROLL CURB AND GUTTER NTS
2
09/24/2010
10
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
1 8 6 9
DEPARTMENT OF PUBLIC WORKS W -2.1
ALUMINUM EXTRUDED REMOVABLE
FRAME (WELDED) KEY WRENCH
1/4" DIAMOND PATTERN TORSION BARS
00 00
1/4' ALUMINUM PLATE COVER HINGE
BRACKET
SECTION THRU DOOR HINGE
NEOPRENE CUSHION
AROUND FRAME RED VINYL GRIP
HOLD -OPENI ARM-
HINGE DETAIL
BARS
NOTES:
1. ACCESS DOOR SHALL BE A TYPE KD -4 MANUFACTURED BY THE BILCO COMPANY, NEW HAVEN, CONN.
OR APPROVED EQUAL.
LL
2. FRAME SHA BE 1/4" EXTRUDED ALUMINUM WITH BUILT -IN NEOPRENE CUSHION AND WITH STRAP
ANCHORS BOLTED TO EXTERIOR.
3. DOOR LEAF SHALL BE 1/4' ALUMINUM DIAMOND PLATE REINFORCED WITH ALUMINUM STIFFNERS AS
REQUIRED.
4. CAST STEEL HINGES SHALL BE BOLTED TO UNDERSIDE AND PIVOT ON TORSION BARS THAT
COUNTERBALANCE THE DOOR FOR EASY OPERATION.
5. THE DOOR SHALL OPEN 90• AND LOCK AUTOMATICALLY IN THAT POSITION.
6. A VINYL GRIP HANDLE SHALL BE PROVIDED TO RELEASE AND CLOSE THE COVER WITH ONE HAND.
7. DOORS SHALL BE BUILT TO WITHSTAND A LIVE LOAD OF 150 POUNDS PER SQUARE FOOT, AND
EQUIPPED WITH A SNAP LOCK AND REMOVABLE HANDLE.
8. FACTORY FINISH SHALL BE ALUMINUM LACQUER, AND BITUMINOUS COATING SHALL BE APPLIED TO THE
EXTERIOR FRAME BY THE MANUFACTURER.
NOTE: FOR 4 ", 6 ", AND 8" METERS
DURHAM
i
WELDED ON
'A'
6 " -16'
THRUST COLLAR
I
I
3
D v v' D v v• -
�5
�j5
_ v • D v v
12
o v D Y
PLAN
PLAN
_ e
a
I ASPHALT THICKNESS
2
I (VARIES)
12• MIN. (TYP.I
VARIES
• d D, v
i io 70
2
O
1
o STONE 1 WL o
BASE
v
v
N
45'
h
2
n�
v
Y' BAR
CAST IRON
VALVE BOX
CAST IRON
CONCRETE PAD o 0
I- VALVE BOX CONCRETE PAD �
AND COVER
AND COVER (SIZE VARIES) •�
-3" MIN.
�3• MIN.
2
CLEARANCE
CLEARANCE
"X" BAR
DURHAM
2
SECTION ELEVATION
WATER VALVE BOX INSTALLATION SCALE:
F E: FOR 4 ", 6 ", 8 ", AND 12" GATE VALVES NTS
2
3
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
n. «vs 9
DEPARTMENT OF PUBLIC WORKS W-6.0
2
6
1
8" PIPE
Qz
J
NOTES:
1. CONCRETE SHALL BE 3000 P.S.I
11 1 4'
2. REINFORCING BARS SHALL BE DEFORMED, AND TIED TOGETHER.
1
1
3. BACKFILL TAMPED IN 6' LAYERS
1
1
4. TRENCH BOTTOM WIDTH IN VICINITY OF THRUST BLOCK(S) INSTALLATION
2
SHALL BE THE MINIMUM WIDTH AS DESCRIBED BY THE ENGINEER.
22 1 T
DURHAM
1
2
3
1
SCALE:
1
CONCRETE THRUST BLOCK
NTS
45'
REVISION DATE:
2
4
1207/2009
1
1
CITY OF DURHAM, NORTH CAROLINA
DETAIL NO.
1
DEPARTMENT OF PUBLIC WORKS
W -8.1
i
■��fi■
'A'
6 " -16'
2-
20'-24"
3
REBAR SIZE
�5
�j5
NUMBER REQ'D
24
12
THE ENGINEER
PLAN
PLAN
1
I ASPHALT THICKNESS
2
I (VARIES)
12• MIN. (TYP.I
VARIES
WELDED ON THRUST COLLAR
I.D. PIPE
'A'
6 " -16'
2-
20'-24"
3
REBAR SIZE
�5
THRUST COLLAR REINFORCING
O�
o m`3
��
X. BAR
Y' BAR
BAR LENGTH
2' -2' + O.D. PIPE
1' -1"
REBAR SIZE
�5
�j5
NUMBER REQ'D
24
12
NOTE:
THE METER BOX SHALL BE MID - STATES PLASTICS
MSBCF1118 -12, MSBCF1118 -18XL, OR APPROVED
EQUAL AS DIRECTED BY ENGINEER OR INSPECTOR.
NO. 33. T - DUCTILE IRON COVER
WITH DUCTILE IRON HINGE UD
WEIGHT 18LBS.
BRASS F
FLANGE
NO. 33. H - PLASTIC COVER
WITH PLASTIC HINGE LID
WEIGHT BLBS.
NO. 33. - PLASTIC BODY
WEIGHT 15LBS. OR 19.5LBS
DEPENDING ON MODEL
12,
DEPT
DURHAM
nr o, r.6o 9
AS DIRECTED BY
ENGINEER OR
INSPECTOR.
I
AREA.
DURHAM
REVISION
1 8 fi 9
O�
o m`3
��
4
.�•oy
QQ
y�2
�J
4 ��
12" MIN. (Tl'P.
i
�
N
U �O'
9�•J�q.�t�
p
�6
VARIES
QP y0'
O�'�i�
pv�pp
M;
SIZE VARIES AS
yO
,�i
��O•
DIRECTED BY
1
THE ENGINEER
PLAN
PLAN
1
I ASPHALT THICKNESS
2
I (VARIES)
12• MIN. (TYP.I
VARIES
1
i io 70
2
1
1
o STONE 1 WL o
BASE
3
N
45'
h
2
n�
3
a� a�
CAST IRON
VALVE BOX
CAST IRON
CONCRETE PAD o 0
I- VALVE BOX CONCRETE PAD �
AND COVER
AND COVER (SIZE VARIES) •�
I
A
I
2
GATE VALVE GATE VALVE
VALVE BOX NOT IN PAVEMENT VALVE BOX IN PAVEMENT
PROVIDE HOPE INSERTS IN ALL VALVE BOXES BASED ON SPECIFICATIONS DESCRIBED IN DETAIL P -6.0
DURHAM
2
8
WATER VALVE BOX INSTALLATION SCALE:
F E: FOR 4 ", 6 ", 8 ", AND 12" GATE VALVES NTS
2
3
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
n. «vs 9
DEPARTMENT OF PUBLIC WORKS W-6.0
DURHAM
REVISION
1 8 fi 9
O�
o m`3
��
4
.�•oy
QQ
y�2
�J
4 ��
12" MIN. (Tl'P.
i
�
N
DURHAM
REVISION
1 8 fi 9
O�
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��
4
.�•oy
QQ
y�2
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4 ��
-1
a� � °Oc�,y�i
Us�OO
q
U�7OG
U �O'
9�•J�q.�t�
p
�6
y0
3Qri
CQ v�
f?�6f?
QP y0'
O�'�i�
pv�pp
M;
2 y0
4J�i
OJ
yO
,�i
��O•
\p7
�qy
z
W
w rE2
IN
LL
y <C
2=I- JQb
eWUW'U�12
�Mo
I�� E
�woM
al
N Z
wHE!
�a>
ac7Wc
Zoe
HIM
a�W°b
W
i
W � tV M1
SCALE:
TUTS
DETAIL NO.
W-8.2
1
1
1
1
1
1
2
1
22 1 Z'
2,207
1
2
2
1
1
1
3
1
45'
4,328
2
3
3
1
1
2
5
1
90'
7,996
2
4
s
1
1
2
8
1
PLUG OR TEE
5,655
2
3
4
1
1
2
6
1
8" PIPE
Qz
J
11 1 4'
1,970
1
1
2
1
1
1
2
1
22 1 T
3,922
1
2
3
1
1
1
4
1
45'
7,694
2
4
5
1
1
2
8
1
90'
14,215
4
8
9
2
2
4
15
2
PLUG OR TEE
10,053
3
5
6
2
2
3
10
1
12" PIPE
a
W�
IEEE
W W a
W
�o
Q
�
11 1 4'
4,433
2
3
3
1
1
2
5
1
22 1 T
8,826
3
5
6
2
2
3
9
1
45'
17,312
5
9
11
3
3
5
18
2
90'
31,983
B
16
19
4
4
8
32
4
PLUG OR TEE
22,619
6
12
14
3
3
6
23
3
16" PIPE
11 1 4'
7,881
2
4
5
1
1
2
8
1
22 1 7
15,691
4
8
10
2
2
4
i6
2
45'
7,694
8
16
19
4
4
8
31
4
90'
56,861
15
29
35
8
B
15
57
6
PLUG OR TEE
40,213
10
21
25
5
5
10
41
5
20° PIPE
11 t 4'
12,315
3
7
8
2
2
3
13
2
22 1 T
24,517
7
13
15
4
4
7
25
3
45'
48,pg1
12
24
29
6
6
12
48
5
90'
88,844
23
45
53
12
12
23
89
9
PLUG OR TEE
62,832
16
32
38
8
8
16
63
7
24° PIPE
11 1 4'
17,734
5
9
11
3
3
5
18
2
22 1 T
35,305
9
18
22
5
5
9
36
4
4 '
69,252
18
35
42
9
9
18
70
7
90'
127,936
32
64
77
1fi
16
32
128
13
PLUG OR TEE
90,478
23
46
55
12
12
23
91
10
30" PIPE
11 1 4'
27,709
7
14
17
4
4
7
2
3
22 1 T
55,163
14
28
34
7
7
14
56
6
45'
108,206
28
55
65
14
14
28
109
11
90'
199,900
50
100
120
25
25
50
200
20
PLUG OR TEE
141,372
36
71
85
18
18
36
742
15
36" PIPE
11 1 4'
39,901
10
20
24
5
5
10
40
4
22 1 7
79,435
20
40
48
10
10
20
30
8
45'
155,816
39
78
94
20
20
39
156
16
90'
247,855
72
144
172
3fi
36
72
288
29
PLUG OR TEE
203.575
51
102
122
26
2fi
51
204
21
DATE:
1207/2009
HORIZONTAL
CITY
DEPARTMENT
SCHEDULE
OF DURHAM,
THRUST
NORTH
OF PUBLIC
BLOCKING
CAROLINA
WORKS
6' PIPE
VALVE TYPE
TYPE OF
. • r
(INCHES)
x ■ ial ly��
ACCESS
(FEET)
r�Yrri�l._'._l1,
•-r
11 1 4'
1,108
1
1
1
1
1
1
2
1
22 1 Z'
2,207
1
2
2
1
1
1
3
1
45'
4,328
2
3
3
1
1
2
5
1
90'
7,996
2
4
s
1
1
2
8
1
PLUG OR TEE
5,655
2
3
4
1
1
2
6
1
8" PIPE
Qz
J
11 1 4'
1,970
1
1
2
1
1
1
2
1
22 1 T
3,922
1
2
3
1
1
1
4
1
45'
7,694
2
4
5
1
1
2
8
1
90'
14,215
4
8
9
2
2
4
15
2
PLUG OR TEE
10,053
3
5
6
2
2
3
10
1
12" PIPE
a
W�
IEEE
W W a
W
�o
Q
�
11 1 4'
4,433
2
3
3
1
1
2
5
1
22 1 T
8,826
3
5
6
2
2
3
9
1
45'
17,312
5
9
11
3
3
5
18
2
90'
31,983
B
16
19
4
4
8
32
4
PLUG OR TEE
22,619
6
12
14
3
3
6
23
3
16" PIPE
11 1 4'
7,881
2
4
5
1
1
2
8
1
22 1 7
15,691
4
8
10
2
2
4
i6
2
45'
7,694
8
16
19
4
4
8
31
4
90'
56,861
15
29
35
8
B
15
57
6
PLUG OR TEE
40,213
10
21
25
5
5
10
41
5
20° PIPE
11 t 4'
12,315
3
7
8
2
2
3
13
2
22 1 T
24,517
7
13
15
4
4
7
25
3
45'
48,pg1
12
24
29
6
6
12
48
5
90'
88,844
23
45
53
12
12
23
89
9
PLUG OR TEE
62,832
16
32
38
8
8
16
63
7
24° PIPE
11 1 4'
17,734
5
9
11
3
3
5
18
2
22 1 T
35,305
9
18
22
5
5
9
36
4
4 '
69,252
18
35
42
9
9
18
70
7
90'
127,936
32
64
77
1fi
16
32
128
13
PLUG OR TEE
90,478
23
46
55
12
12
23
91
10
30" PIPE
11 1 4'
27,709
7
14
17
4
4
7
2
3
22 1 T
55,163
14
28
34
7
7
14
56
6
45'
108,206
28
55
65
14
14
28
109
11
90'
199,900
50
100
120
25
25
50
200
20
PLUG OR TEE
141,372
36
71
85
18
18
36
742
15
36" PIPE
11 1 4'
39,901
10
20
24
5
5
10
40
4
22 1 7
79,435
20
40
48
10
10
20
30
8
45'
155,816
39
78
94
20
20
39
156
16
90'
247,855
72
144
172
3fi
36
72
288
29
PLUG OR TEE
203.575
51
102
122
26
2fi
51
204
21
DURHAM
REVISION D.
12/07/09
crtr o RBoIC19 e
3/4" OR 1" WATER CONNECTION FOR SCALE:
5/8" OR 1" WATER METERS NONE
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
DEPARTMENT OF PUBLIC WORKS W -3.1
VALVE PREFERENCE TABLE
THE FOLLOWING TABLE SUMMARIZES VALVE TYPES AND ACCESS ALLOWED FOR
DIFFERENT SIZED VALVES:
VALVE SIZE
VALVE TYPE
TYPE OF
. • r
(INCHES)
x ■ ial ly��
ACCESS
(FEET)
r�Yrri�l._'._l1,
•-r
•
STANDARD
� iil i 167
Q�\\/ Q// Q�\\// Q/ / \ \ / / \ \ / /Q / /Q / / \ \ / / \ \ / /Q / / \ \ //\ c • / �\`//`� / \\ / / \` / /`�
SCREW TYPE
FOR 4 ", 6 ", 8 ", 12",
14
•
MANHOLE
4
16
BUTTERFLY
MANHOLE
4
18
BUTTERFLY
MANHOLE
5
20
BUTTERFLY
nr
.0
24
BUTTERFLY
MANHOLE
•-r rr•
30
••r rr•
MANHOLE
6
36
BUTTERFLY
DURHAM
REVISION D.
12/07/09
crtr o RBoIC19 e
3/4" OR 1" WATER CONNECTION FOR SCALE:
5/8" OR 1" WATER METERS NONE
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
DEPARTMENT OF PUBLIC WORKS W -3.1
VALVE PREFERENCE TABLE
THE FOLLOWING TABLE SUMMARIZES VALVE TYPES AND ACCESS ALLOWED FOR
DIFFERENT SIZED VALVES:
VALVE SIZE
VALVE TYPE
TYPE OF
SIZE OF ACCESS
(INCHES)
x ■ ial ly��
ACCESS
(FEET)
r�Yrri�l._'._l1,
•.,• Lt•• • '•r . •• - i��� +. =t IAr"
VALVE BOX, 2 -PIECE
STANDARD
\ \ \\ \\\/
Q�\\/ Q// Q�\\// Q/ / \ \ / / \ \ / /Q / /Q / / \ \ / / \ \ / /Q / / \ \ //\ c • / �\`//`� / \\ / / \` / /`�
SCREW TYPE
FOR 4 ", 6 ", 8 ", 12",
14
•
MANHOLE
4
16
BUTTERFLY
MANHOLE
4
18
BUTTERFLY
MANHOLE
5
20
BUTTERFLY
MANHOLE
.0
24
BUTTERFLY
MANHOLE
•-r rr•
30
••r rr•
MANHOLE
6
DURHAM
REVISION D.
12/07/09
crtr o RBoIC19 e
3/4" OR 1" WATER CONNECTION FOR SCALE:
5/8" OR 1" WATER METERS NONE
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
DEPARTMENT OF PUBLIC WORKS W -3.1
VALVE PREFERENCE TABLE
THE FOLLOWING TABLE SUMMARIZES VALVE TYPES AND ACCESS ALLOWED FOR
DIFFERENT SIZED VALVES:
VALVE SIZE
VALVE TYPE
TYPE OF
SIZE OF ACCESS
(INCHES)
2° TAP
WATER MAIN
ACCESS
(FEET)
12 AND UNDER
RESILIENT WEDGE
VALVE BOX, 2 -PIECE
STANDARD
VALVE
GATE
SCREW TYPE
FOR 4 ", 6 ", 8 ", 12",
14
BUTTERFLY
MANHOLE
4
16
BUTTERFLY
MANHOLE
4
18
BUTTERFLY
MANHOLE
5
20
BUTTERFLY
MANHOLE
5
24
BUTTERFLY
MANHOLE
5
30
BUTTERFLY
MANHOLE
6
36
BUTTERFLY
MANHOLE
6
42
BUTTERFLY
MANHOLE
6
GATE VALVES MAY BE DEEMED NECESSARY BY THE ENGINEERING DIVISION.
DURHAM
a I
o_ = Ii
o t °l
WATER MAIN 1 /8'BEND W 14' MIN.
2' CORPORATION STOP
FOR 4 ", 6 ", 8 ", 12 ",
AND 16" MAINS
N 4' PVC GRAIN TO
COMMON BRICK
2 "GATE VALVE
WATER MAIN
2° TAP
WATER MAIN
ELEVATION
NOTE:
DURHAM
2" CORPORATION STOP
VALVE
BLOW -OFF ASSEMBLY I
DURHAM
FOR 4 ", 6 ", 8 ", 12",
411,611,811,12 ", AND 16" WATER
AND 16' MAINS
CITY OF DURHAM STANDARD
E1, E
WATER
CONCRETE WATER METER BOX
nv or R6 aiP
•
W/ 1" TRAFFIC COVER
"
2" COPPER FOR 4", 6 ",
TRAFFIC COVER (NO. 33
8 ", 12 ", AND 16• MAINS
CAST IRON SOLD COVER,
PLAN VIEW
WEIGHT 18LBS)�`
I
2" ANGLE VALVE FOR 4 ",
I fi ", 8 ", 12 °, AND 16" MAINS
FINISHED GRADE
PAVEMENT
W
2' CORPORATION STOP
FOR 4 ", 6 ", 8 ", 12 ",
AND 16" MAINS
CRUSHED STONE
N.C. DOT #67
2" COPPER FOR 4 ", 6
8 ", 12 AND 16' MAINS
1 71
OR 2' WA
LINE
CITY SIDE
PRECAST CONC.
r TO 1)¢
REDUCER FOR
IY¢' METER
STANDARD
VALVE BOX
2' SERVICE
N 4' PVC GRAIN TO
COMMON BRICK
2 "GATE VALVE
WATER MAIN
2° TAP
WATER MAIN
ELEVATION
NOTE:
DURHAM
1. EZ HYDRANTS CAN BE REQUIRED AT THE CITY'S DIRECTION.
VALVE
BLOW -OFF ASSEMBLY I
DURHAM
REVISION DATE:
411,611,811,12 ", AND 16" WATER
03/18/2010
O
E1, E
WATER
CITY OF DURHAM, NORTH CAROLIN
nv or R6 aiP
DEPARTMENT OF PUBLIC WORKS
CRUSHED STONE
N.C. DOT #67
2" COPPER FOR 4 ", 6
8 ", 12 AND 16' MAINS
1 71
OR 2' WA
LINE
CITY SIDE
PRECAST CONC.
r TO 1)¢
REDUCER FOR
IY¢' METER
STANDARD
VALVE BOX
2' SERVICE
DIMENSIONS
METER
sin A I 8 C
t$' 123 71 tY 12V
O FLOW 'I
BUILOINC
SIDE
PLAN VIEW
USE U.S. FOUNDRY 00 PSI ACCESS 26• • 38'
ALUMINUM 300 PSI ACCESS DOOR OR
APPROVED EQUAL. CENTERB).
4' MIN
FORD 76-1 HO-44:
t -1 /z•: w7e- iHB - "-7 0
OR 2': W77- iBHH -N -77C
WITH HORR. INLET & OUTLEr,
HIGH LOCK WING BY -PASS
VALYE OR APPROVED NULL
ELEVATION UNDISTURBED SOIL
NOTE: SOLID COVER MAY BE REQUIRED DUE TO SITE CONDITIONS.
I
DETAIL
4 -1" HOLES
TOP OF COVER
1/2" R
i• R
BOTTOM OF COVER
MINIMUM AVERAGE WEIGHTS
RING = 1901bs.
COVER= J2Q1b&
TOTAL 3101bs.
PLAN
2' -1 1/4"
3/4° V -11 3 4" \
V -11 1/2'
112
1' -10 1 4'
2' -1 2" \
T -9 1/4'
SECTION
PROVIDE HOPE INSERTS IN ALL MANHOLES BASED ON SPECIFICATIONS DESCRIBED IN DETAIL P -6.0
DURHAM
SCALE:
REVISION DATE: WATER MANHOLE RING AND COVER NTS
09/24/2010
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
nv ov vs 9 DEPARTMENT OF PUBLIC WORKS W -7.0
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
N 4' PVC GRAIN TO
2 "GATE VALVE
CATCH BASIN OR
wYUGKr
STRUCTURAL BRAG
FOR METER SETO
2° TAP
WATER MAIN
EXPLODED VIEW 2"
TAP & 2" GATE
VALVE
DURHAM
1 1/2" & 2"
O
E1, E
WATER
CITY
1 B 6 9
DE
DIMENSIONS
METER
sin A I 8 C
t$' 123 71 tY 12V
O FLOW 'I
BUILOINC
SIDE
PLAN VIEW
USE U.S. FOUNDRY 00 PSI ACCESS 26• • 38'
ALUMINUM 300 PSI ACCESS DOOR OR
APPROVED EQUAL. CENTERB).
4' MIN
FORD 76-1 HO-44:
t -1 /z•: w7e- iHB - "-7 0
OR 2': W77- iBHH -N -77C
WITH HORR. INLET & OUTLEr,
HIGH LOCK WING BY -PASS
VALYE OR APPROVED NULL
ELEVATION UNDISTURBED SOIL
NOTE: SOLID COVER MAY BE REQUIRED DUE TO SITE CONDITIONS.
I
DETAIL
4 -1" HOLES
TOP OF COVER
1/2" R
i• R
BOTTOM OF COVER
MINIMUM AVERAGE WEIGHTS
RING = 1901bs.
COVER= J2Q1b&
TOTAL 3101bs.
PLAN
2' -1 1/4"
3/4° V -11 3 4" \
V -11 1/2'
112
1' -10 1 4'
2' -1 2" \
T -9 1/4'
SECTION
PROVIDE HOPE INSERTS IN ALL MANHOLES BASED ON SPECIFICATIONS DESCRIBED IN DETAIL P -6.0
DURHAM
SCALE:
REVISION DATE: WATER MANHOLE RING AND COVER NTS
09/24/2010
CITY OF DURHAM, NORTH CAROLINA DETAIL NO.
nv ov vs 9 DEPARTMENT OF PUBLIC WORKS W -7.0
NOTE: CONTRACTOR TO VERIFY EXISTING
INFORMATION PRIOR TO CONSTRUCTION.
NOTIFY ENGINEER OF ANY DISCREPANCIES
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
APPROVED
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
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Edens Land Corp.
NC LICENSE# C -2745
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FINAL DRAWING
FOR REVIEW PURPOSES ONLY
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DESIGN
DRAFT
CHECK
N/A
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PROJECT NUMBER
1109 -001
SHEET NUMBER
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1 S 6 9
GENERALNOTES
1. MORTAR JOINTS 1/2" +/_ 1/8" THICK.
2. USE CLASS "A" CONCRETE THROUGHOUT.
3. USE FORMS FOR CONSTRUCTION OF FLOOR SLAB.
4. DEDUCT FROM PIPES) FOR TOTAL CU. YDS. OF BRICK
MASONRY.
5. USE #4 BAR DOWELS AT 12" O.C.
6. USE BRICK OR CONCRETE BLOCK WHICH COMPLIES WITH
THE REQUIREMENTS OF NCDOT SECTION 840 OF THE
STANDARD AND SPECIFICATIONS (LATEST REVISION).
7. STEPS SHALL BE INSTALLED IN ALL CATCH BASINS OVER
3' -6" IN DEPTH AT 12" O.C.. DEPTH SHALL BE MEASURED
FROM THE TOP OF GUTTER TO INVERT. GALVANIZED
REINFORCED STEEL SHALL NOT BE USED FOR STEPS. SEE
NCDOT STANDARD DRAWING #840.66.
8. A CONCRETE BASE PAD PER NCDOT STANDARD DRAWING
#840.00 SHALL BE ADDED FOR REINFORCED CONCRETE
PIPES SET AT THE FLOOR SLAB.
9. FOR BASINS 8' -0" IN DEPTH OR LESS USE 8" THICK
WALLS. IF DEPTH OF BASIN IS OVER 8' -0 ", WALL THICKNESS
SHALL BE 12" FROM TOP TO 6' -0" IN DEPTH AND 8" FOR
THE REMAINING DEPTH OF THE BASIN.
10. CONSTRUCT WITH PIPE CROWNS MATCHING.
11. CHAMFER ALL EXPOSED CORNERS 1 ".
0
2' -1 1/16" DIA
V -11 11/16" DIA I
2 - -1 15/16" DIA
11/16"
SECTION OF FRAME
WEIGHT OF FRAME= 153 LBS.
PLAN OF FRAME 1 1/4" LETTERING
(RECCESSED)
LETTERING /EMBLEM AS
MANUFACTURED BY
EAST JORDAN IRON
O w A T WORKS OR EQUAL
/DURHAM 1<1
(2) 1" DIA. /
/ \ VENT HOLES
o ( 1 c
oo "6" s E 2`
(2) OPEN PICKHOLES
A
IT G�
�A u1 1 1/4" LETTERING
(RECCESSED)
PLAN OF COVER
TOP VIEW
1' -11 1/2" DIA Tel I
+ +T 2 3/4"
V -8" DIA I +'
r®/DAY /YR N
PLAN O� -` COVER
BOTTOM VIEW
NOTES:
SECTION OF COVER 1. ALL LETTERING SHALL BE CLEAN, CRISP AND
WEIGHT OF COVER= 125 LBS. CLEARLY LEGIBLE.
2. SEE CASTING SPECIFICATIONS DETAIL SD -1.1.
DURHAM
171
CASTING SPECIFICATIONS
1. GRAY IRON CONFORMING TO ASTM A48 CL35B.
2. DUCTILE IRON CONFORMING TO ASTM A536 GRADE 80- 55 -06.
3. CASTINGS TO BE MADE OF RECYCLED MATERIALS, 75% CONSUMER WASTE.
4. CASTINGS SHALL COME FROM A NCDOT APPROVED FOUNDRY.
5. CASTINGS SHALL BE UNIFORM QUALITY, FREE FROM SAND HOLES, GAS
HOLES, SHRINKAGE, CRACKS, AND OTHER SURFACE DEFECTS. CASTINGS
SHALL BE REASONABLY SMOOTH AND WELL CLEANED BY SHOT BLASTING.
SURFACES OF THE CASTINGS SHALL BE FREE FROM BURNED ON SAND
AND SHALL BE REASONABLY SMOOTH. RUNNERS, RISERS, FINS AND
OTHER CAST -ON PIECES SHALL BE REMOVED FROM CASTINGS AND SUCH
AREAS SHALL BE GROUND SMOOTH. BEARING SURFACES BETWEEN
MANHOLE RINGS AND COVERS SHALL BE CAST OR MACHINED WITH SUCH
PRECISION THAT UNIFORM BEARING SHALL BE PROVIDED THROUGHOUT
THE PERIMETER AREA OF CONTACT. NOMINALLY, CASTINGS DIMENSIONAL
TOLERANCES SHALL BE +/- 1/16" PER FOOT. ALL CASTING WEIGHTS
ARE AVERAGE AND APPROXIAMTE VALUES MAY VARY +/- 5 %.
6. TRAFFIC SERVICE CASTINGS SHALL MEET OR EXCEED THE LATEST
STANDARDS OF AASHTO M306 -XX. THE CASTING SHALL BE TESTED ON A
SUITABLE AND CALIBRATED LOAD TESTING MACHINE AND THE CASTING
SHALL HOLD A 40,000 POUND PROOF LOAD FOR ONE MINUTE WITHOUT
EXPERIENCING ANY CRACKS OR DETRIMENTAL PERMANENT DEFORMATION.
DUCTILE IRON CONFORMING TO ASTM A536 GRADE 80- 55 -06.
7. EACH CASTING SHALL BE IDENTIFIABLE AND SHOW AT A MINIMUM THE
FOLLOWING: NAME OF THE PRODUCING FOUNDRY, COUNTRY OF
MANUFACTURE, ASTM MATERIAL DESIGNATION, RECYCLE SYMBOL,
INDIVIDUAL PART NUMBER AND CAST OR HEAT DATE. CASTINGS SHALL
INCLUDE ALL LETTERING AS SHOWN ON THE SPECIFICATION DRAWINGS.
DURHAM
8 6 9
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VICA
SECTION B -B
SECTION A -A
FILTER BLANKET
THERE MUST BE NO
OVERFALL AT THE
END OF THE APRON.
LENGTH OF -
APRON
APRON WIDTH
.MINIMUM DEPTH
OF STONE WHERE A DEFINED CHANNEL EXISTS,
WARP AND SHAPE THE APRON TO FIT
6" GRAVEL FILTER THE CHANNEL. IF NECESSARY, LINE
OR FILTER FABRIC THE ENTRANCE TO PROVIDE A
TRANSITION INTO THE RECEIVING
CHANNEL.
© NOTE: CURTAIN WALLS ARE REQUIRED ON ALL
FLARED END SECTIONS' INLET TO, AND OUTLET
FROM, THE STORMWATER BMPS. FOR SPECIFICS ON
THE CURTAIN WALL, PLEASE SEE DETAIL BELOW.
FLARED END SECTION AND RIPRAP APRON
N.T.S.
Reinforced Concrete Pipe - End Treatment
N A
} A
Span L - -
Front View Plan View
(Arch Pipe)
� Dia.
Front View
(Round Pipe) Section A -A
Note: -NO Scale -
(a.) Single curtain walls over 11' in length are supplied in two sections All dimensions subject to allowable
with bolted connection provided. specification tolerances.
TITLE STATE SECTION.PAGE egTE ■Q■
Single Flared End Section Curtain Walls ■� ■�" �aii$oii
For Concrete Pipe TN 8.8 4 -01 -08
Standard Dimensions
DIMENSIONS
Round
OF BOX
WITH GRATE & FRAME REMOVED
Arch
DEOIICTIPIN FOR
ONE PIPE
BRICK COPING(INCIDENTAL)
SPAN
18
11
8' -0"
1,225 18
22x13
11
8' -0"
1,225
24
12
9' - 6"
S3111 VA
29 x 18
12
J
0 (n
30
15
11' - 0"
1,775 30
36 x 23
15
a
1,775
36
19
13' - 0"
2,300 36
44 x 27
19
0
03-
42
25
15' - 6"
n"
z
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15' - 6"
N OJ N
48
29
17' - 0"
3,875 48
0
29
17' - 0"
3,875
54
33
18' - 6"
(,W
65 x 40
33
18' - 6"
4,600
60
40
20' - 6"
5,775 60
w
40
20' - 6"
5,775
72
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25' -6 "
8,300 72
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25' - 6"
7,550
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DURHAM
TYPE I CATCH BASIN
SCALE:
REVISION DATE:
WITH CURB INLET
NTS
12/07/2009
CITY OF DURHAM, NORTH CAROLINA
DETAIL NO.
On o
DEPARTMENT OF PUBLIC WORKS
SD -2.0
SECTION B -B
SECTION A -A
FILTER BLANKET
THERE MUST BE NO
OVERFALL AT THE
END OF THE APRON.
LENGTH OF -
APRON
APRON WIDTH
.MINIMUM DEPTH
OF STONE WHERE A DEFINED CHANNEL EXISTS,
WARP AND SHAPE THE APRON TO FIT
6" GRAVEL FILTER THE CHANNEL. IF NECESSARY, LINE
OR FILTER FABRIC THE ENTRANCE TO PROVIDE A
TRANSITION INTO THE RECEIVING
CHANNEL.
© NOTE: CURTAIN WALLS ARE REQUIRED ON ALL
FLARED END SECTIONS' INLET TO, AND OUTLET
FROM, THE STORMWATER BMPS. FOR SPECIFICS ON
THE CURTAIN WALL, PLEASE SEE DETAIL BELOW.
FLARED END SECTION AND RIPRAP APRON
N.T.S.
Reinforced Concrete Pipe - End Treatment
N A
} A
Span L - -
Front View Plan View
(Arch Pipe)
� Dia.
Front View
(Round Pipe) Section A -A
Note: -NO Scale -
(a.) Single curtain walls over 11' in length are supplied in two sections All dimensions subject to allowable
with bolted connection provided. specification tolerances.
TITLE STATE SECTION.PAGE egTE ■Q■
Single Flared End Section Curtain Walls ■� ■�" �aii$oii
For Concrete Pipe TN 8.8 4 -01 -08
Standard Dimensions
DIMENSIONS
Round
OF BOX
WITH GRATE & FRAME REMOVED
Arch
DEOIICTIPIN FOR
ONE PIPE
BRICK COPING(INCIDENTAL)
SPAN
18
11
8' -0"
1,225 18
22x13
11
8' -0"
1,225
24
12
9' - 6"
1,450 24
29 x 18
12
9' - 6"
1,450
30
15
11' - 0"
1,775 30
36 x 23
15
1 1' - 0"
1,775
36
19
13' - 0"
2,300 36
44 x 27
19
13' - 0"
2,300
42
25
15' - 6"
3,250 42
51 x 31
25
15' - 6"
3,250
48
29
17' - 0"
3,875 48
58 x 36
29
17' - 0"
3,875
54
33
18' - 6"
4,600 54
65 x 40
33
18' - 6"
4,600
60
40
20' - 6"
5,775 60
73 x 45
40
20' - 6"
5,775
72
46
25' -6 "
8,300 72
88 x 54
46
25' - 6"
7,550
FLARED END SECTION CURTAIN WALL
N.T.S.
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X
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DIMENSIONS
PLAN
OF BOX
WITH GRATE & FRAME REMOVED
CUBIC YARDS
CONC. IN BOX
DEOIICTIPIN FOR
ONE PIPE
BRICK COPING(INCIDENTAL)
SPAN
WIDTH
TOP ELEVATION -
D
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B
& GRATE
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DURHAM
1Y 8 NB 9
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER W -8" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.88.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYMY OR W4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORKS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOMN ON STD. N0. 840.00.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAIN$, OF A MINIMUM OF 1 CUBIC FOOT OF No. 78M STONE IN A
POROUS FABRIC BAG 011 WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER
CHAMFER ALL EXPOSED CORNERS 1 ".
DRAWING NOT TO SCALE.
B
B^ r
01
I
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MAX. PIPE THIS SIDE - 18" m
SECTION Y -Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H)
DIMENSIONS
O J
m lw.l
OF BOX
5 PIPE
CUBIC YARDS
CONC. IN BOX
DEOIICTIPIN FOR
ONE PIPE
PIPE
SPAN
WIDTH
MIN. HEIGHT
D
A
B
H
BOTTOM
SLAB
WALL PER
FT. HT.
TOTAL
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C.Y.
B.C.
12"
3'-0"
2' -0"
2' -0"
0.222
0.222
0.592
0.015
0.028
15"
2
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0.023
0.038
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0.033
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0.814
0.059
0.085
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3' -0"
2' -0"
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0.222
0.222
0.925
0.092
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840.16
SEE MANHOLE RING AND
COVER DETAIL SHEET SD -6.1
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N PRECAST CONCRETE
STEPS 12" O.C. MANHOLE SECTION (NP)
SEE NCDOT STD.
DWG. #840.66
I
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5 4,_0„
- - - -- --
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UP TO 42" PIPE I I�'I UP TO 42 PIPE
I
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SEE NOTE 3
NOTES:
1. MINIMUM PIPE SIZE SHALL BE 15 ".
2. ALL PRECAST CONCRETE MANHOLES SHALL CONFORM TO THE LATEST REVISION OF ASTM C478.
3. CONCRETE SHALL BE 4000 PSI AT 28 DAYS, MINIMUM.
4. STEEL REINFORCEMENT SHALL BE GRADE 40 BILLET STEEL CONFORMING TO THE LATEST
REVISION OF ASTM -A -185 FOR WALL REINFORCEMENT, AND THE LATEST REVISION ASTM -615
FOR THE BASE REINFORCEMENT.
5. DETAIL SUBJECT TO LATEST REVISION OF NCDOT ROADWAY STANDARD DRAWING #840.52.
6. STEPS SHALL BE INSTALLED IN ALL CATCH BASINS OVER S -6" IN DEPTH. DEPTH SHALL BE
MEASURED FROM THE TOP OF GUTTER TO INVERT. PLAIN REINFORCED GAVINIZED STEEL SHALL
NOT BE USED FOR STEPS.
DURHAM
PRECAST CONCRETE STORMWATER S(
REVISION DATE: MANHOLE FOR 15" TO 42" PIPES r
12/07/2009
CITY OF DURHAM, NORTH CAROLINA DET.
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3. CONCRETE SHALL BE 4000 PSI AT 28 DAYS, MINIMUM.
4. STEEL REINFORCEMENT SHALL BE GRADE 40 BILLET STEEL CONFORMING TO THE LATEST
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FOR THE BASE REINFORCEMENT.
5. DETAIL SUBJECT TO LATEST REVISION OF NCDOT ROADWAY STANDARD DRAWING #840.52.
6. STEPS SHALL BE INSTALLED IN ALL CATCH BASINS OVER S -6" IN DEPTH. DEPTH SHALL BE
MEASURED FROM THE TOP OF GUTTER TO INVERT. PLAIN REINFORCED GAVINIZED STEEL SHALL
NOT BE USED FOR STEPS.
DURHAM
PRECAST CONCRETE STORMWATER S(
REVISION DATE: MANHOLE FOR 15" TO 42" PIPES r
12/07/2009
CITY OF DURHAM, NORTH CAROLINA DET.
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NOTIFY ENGINEER OF ANY DISCREPANCIES
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ENGINEERING DATE
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NOTIFY ENGINEER OF ANY DISCREPANCIES
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NC LICENSE# C -2745
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FINAL DRAWING
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DATE
JANUARY 9, 2015
DESIGN
DRAFT
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N/A
JBE
PROJECT NUMBER
1109 -001
SHEET NUMBER
DT- 7