20061804 Ver 5_Plan Set_20151209

From:Devane, Boyd
Sent:Wednesday, December 09, 2015 10:57 AM
To:Strickland, Bev
Subject:copy of drawings
Attachments:Evergreen Phase One - Plan Set.pdf
Please file this in 06-1804V5.

Note to files: this is the entire set of plans and includes many that were not needed. It includes CE 09, details for the
bioretention cell, which was mistakenly omitted from the original submittal.

From: Kevin Varnell \[mailto:[e-mail]\]
Sent: Friday, December 04, 2015 2:09 PM
To: Deborah Shirley <[e-mail]>; Mike Stocks <[e-mail]>
Cc: Devane, Boyd <[e-mail]>
Subject: RE: Where are the Detailed design drawings?

Debbie / Boyd,

See the attached plans for Pod 10. Is CE-09 not what you are looking for?

Sincerely,
Stocks Engineering, PA

J. Kevin Varnell

J. Kevin Varnell

The electronic files provided by Stocks Engineering, PA (hereinafter referred to as Stocks) to receiving parties are for
convenience purposes only. The receiving party agrees not to use these drawings and data, in whole or in part, for any
purpose other than the referenced project. The electronic media is furnished without guarantee of compatibility with the
receiving party’s software or hardware, and Stocks sole responsibility for the electronic media is to furnish a replacement
for defective disks within thirty (30) days after delivery to the receiving party. Use of these materials for modification,
extension or expansion of this project or on any other project, unless under the direction of Stocks shall be without liability
to Stocks and Stocks subconsultants. Because data stored in electronic media form can be altered, either intentionally or
unintentionally, by transcription, machine error, environmental factors, or by operators, it is agreed that the receiving party
shall indemnify, defend, and hold harmless Stocks, Stocks subconsultants, and the officers and employees of any of them
from and against any and all claims, liabilities, damages, losses and costs, including, but not limited to costs of defense,
arising out of change or modifications to the data in electronic media form in the receiving party’s possession of released
to others by the receiving party and for any use of the electronic media and printed hard copy drawings and specifications
outside the license granted by this provision. All electronic files shall be verified with hard copy drawings. Should the
receiving party disagree with statements contained herein, please advise us in writing within ten (10) days after receipt of
the data that you will not be using the electronic file or this disclaimer stands as written. Refusing the terms stated above

forfeits the right to utilize this electronic data.

From: Deborah Shirley \[mailto:[e-mail]\]
Sent: Friday, December 04, 2015 1:58 PM
1

To: Kevin Varnell; Mike Stocks
Cc: Devane, Boyd ([e-mail])
Subject: FW: Where are the Detailed design drawings?

Kevin/Mike:
Please see email from Boyd below. Please keep me copied so that I can add any additional info to my file.

Thanks,
Debbie

Deborah Edwards Shirley
Soil & Environmental Consultants, PA
919-846-5900 (office)
919-673-8793 (mobile)
www.SandEC.com


THINK BEFORE YOU PRINT

From: Devane, Boyd \[mailto:[e-mail]\]
Sent: Friday, December 04, 2015 1:52 PM
To: Deborah Shirley
Subject: Where are the Detailed design drawings?

I just realized that there were no detailed design drawings of the bioretention cell proposed for POD 10-Phase One. We
have not records of receiving them. If you will send PDFs, I will review them. Call me at 919-931-8631 if you have
questions.
2

EVERGREEN PHASE ONE -POD NE 10 - 3 2 LOTS
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PLANNING:
JOHNSTON COUNTY
PLANNING DEPARTMENT.
309 E. MARKET STREET
SMITHFIELD, NC 27577
CONTACT: MR. BERRY GRAY
[phone]
BERRY.GRAY®JOHNSTONNC.COM
PUBLIC UTILITIES:
JOHNSTON COUNTY
PUBLIC UTILITIES
PO BOX 2263
309 E. MARKET STREET
SMITHFIELD, NC 27577
CONTRACT: MRS. CHANDRA COATS
[phone]
CHANDRA. COATSOJOHN STON N C.COM
EROSION CONTROL:
JOHNSTON COUNTY
PUBLIC UTILITIES
PO BOX 2263
309 E. MARKET STREET
SMITHFIELD, NC 27577
CONTACT: MR. CARLOS BAGLEY, PE
[phone]
CARLOS.BAGLEYO JOHNSTONNC.COM
UTILITY AGENCIES=
WATER & SEWER:
AQUA NORTH CAROLINA
202 MacKENAN COURT
CARY, NORTH CAROLINA 27511
CONTACT: PEGGY SUE DODGE (OFFICE)
919.653.6963
JACKIE JACKSON (FIELD)
919.624.2348
NATURAL GAS
PIEDMONT NATURAL GAS
250 FIVE POINTS ROAD
DUDLEY, NC 28333
MR. LEE WILLIAMS
919 750-3906
MR. MARCUS THOMPSON
[phone]
ELECTRIC
DUKE ENERGY
P.O. BOX 1551
RALEIGH, N.C. 27602-1551
MR. JOHNNY HOUSE
[phone]
LOCATION-
EVERGREEN PHASE ONE
SIDE YARD
POD NE10
REAR YARD
FLOWERS PLANTATION
MAX BUILDING HEIGHT:
JOHNSTON COUNTY, NC
PROPOSED LOT COUNT:
32 LOTS PHASE ONE
COUNTY-
JOHNSTON
PIN:
169900-48-7158
DB/PG
1247/634
ZONING:
FLOWERS PLANTATION PUD
ACREAGE-
±36.9 AC. - ENTIRE PARCEL
CS -06
±10.2 AC. - PHASE ONE
PROPOSED USE-
RESIDENTIAL
SETBACKS:
FRONT YARD
20'
SIDE YARD
5'
REAR YARD
15'
MAX BUILDING HEIGHT:
N/A
EX. IMPERVIOUS AREA 0.00 Ac.
PRO. IMPERVIOUS AREA ±3.40 Ac. (33.27%)
LANDSCAPE AREA ±6.82 Ac. (66.73%)
DISTURBED AREA 9.2 Ac.
BEFORE YOU DIG,
CALL
0�0
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NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
FLOWERS PLANTATION
JOHNSTON COUNTY, NORTH CAROLINA
SUBMITTED TO AQUA - APRIL 15, 2015
INDEX
COVER COVER SHEET
CE -01 FLOWERS POD NE10 - OVERALL - EVERGREEN
CE -02 EVERGREEN PHASE ONE SUBDIVISION
CE -03 EVERGREEN STREET 'A' PLAN & PROF/LE
CE -04 EVERGREEN STREET 'B' PLAN & PROF/LE
CE -05 EVERGREEN ENTRANCE - BUFFALO ROAD
WIDENING
CE -06 EROS/ON & SEDIMENTATION CONTROL PLAN
CE -07 EROS/ON CONTROL NOTES AND DETAILS
CE -08 EROS/ON CONTROL NOTES AND DETAILS
CE -09 B/ORETENT/ON DETAILS
CE -10 EVERGREEN PHASE ONE - GRAD/NG PLAN
D-01 AQUA UTILITY DETAILS 1
D-02 AQUA UTILITY DETAILS 2
CS -01
`R
/
STREET
'A'
CROSS-SECT/ONS
CS -02
STREET
'B'
CROSS-SECT/ONS
CS -03
STREET
'B'
CROSS-SECT/ONS
CS -04
STREET
'B'
CROSS-SECT/ONS
CS -05
STREET
'B'
CROSS-SECT/ONS
CS -06
STREET
'B'
CROSS-SECT/ONS
ELEMENTARY
IVER DELL
/ SCHOOL
EVERGREEN
PHASE ONE
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5-
POND
NC 42
POND)
PERCY FLOWERS
\ \ / • � STORE
POND '
V/C/N/TY MAP
1. TOPOGRAPHICAL DATA PERFORMED BY TRUE LINE SURVEYING.
2. THE CONTRACTOR SHALL NOTIFY AND COOPERATE WITH ALL UTILITY COMPANIES OF FIRMS HAVING FACILITIES ON OR ADJACENT TO THE
SITE BEFORE DISTURBING, ALTERING, REMOVING, RELOCATING, ADJUSTING OR CONNECTING TO SAID FACILITIES. THE OWNER SHALL PAY ALL
COSTS IN CONNECTION WITH ALTERATION OF OR RELOCATION OF ANY EXISTING FACILITIES.
3. ALL EXCAVATION IS UNCLASSIFIED AND SHALL INCLUDE ALL MATERIALS ENCOUNTERED.
4. ALL STRUCTURAL FILL MATERIAL SHALL BE FREE OF ALL STICKS, ROCKS, AND CLUMPS OF MUD.
5. UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM CLEARING AND GRUBBING SHALL BE DISPOSED OF OFF-SITE BY THE
CONTRACTOR IN AN APPROVED SOLID WASTE LANDFILL.
6. PROPOSED ROADWAY CONSTRUCTION WITH WATER AND SEWER. STREETS TO HAVE STANDARD 30" VALLEY CURB. PRIVATE STREETS.
7. THERE IS EXISTING UNDERGROUND WATER, SEWER, ELECTRICAL, OR FIBER OPTIC ON-SITE OR WITHIN CLOSE PROXIMITY. CONTRACTORS
SHALL CALL 811 48 HOURS PRIOR TO DIGGING. CONTRACTORS SHALL DIG WITH EXTREME CAUTION.
8. CONCRETE SUB SHALL BE RESPONSIBLE FOR ALL SCORE JOINTS AND EXPANSION JOINTS. CONTRACTOR TO SUBMIT PROPOSED SCORE JOINT
PLAN TO THE ENGINEER PRIOR TO POURING.
9. CONTRACTOR TO FURNISH ALL PAVEMENT MARKINGS AS SHOWN.
10. LOCATION OF UNDERGROUND UTILITIES ARE APPROXIMATE AND MUST BE FIELD VERIFIED. CONTACT THE NC ONE CALL CENTER AT LEAST 72
HOURS PRIOR TO DIGGING ® 811. TRUE LINE SURVEYING HAS ONLY LOCATED THE UTILITIES THAT ARE ABOVE GROUND AT THE TIME OF
FIELD SURVEY. UNDERGROUND LINES SHOWN HEREON ARE APPROXIMATE OR AS REPORTED BY VARIOUS RESPONSIBLE PARTIES. THE
SURVEYOR DOES NOT GUARANTEE THAT ANY UNDERGROUND STRUCTURES SUCH AS UTILITIES, TANKS AND PIPES ARE LOCATED HEREON.
11. ALL PIPE LENGTHS ARE HORIZONTAL DISTANCES AND ARE APPROXIMATE.
12. ALL WORK SHALL COMPLY WITH ALL APPLICABLE CODES, REGULATIONS, AND/OR LOCAL STANDARDS IMPOSED BY LOCAL UTILITY, NCDOT,
JOHNSTON COUNTY, AND FLOWERS PLANTATION.
13. ALL CONSTRUCTION AND MATERIALS SHALL MEET JOHNSTON COUNTY, AQUA, AND NCDOT SPECIFICATIONS AND STANDARDS, LATEST EDITION.
ALL WORK WITHIN NCDOT RIGHT-OF-WAY SHALL MEET THE SPECIFICATIONS AND STANDARDS OF NCDOT.
14. ALL CONCRETE PIPE IS TO BE ASTM C-76, CLASS III WITH RAM-NEK, UNLESS OTHERWISE NOTED.
15. THIS PROPERTY IS NOT LOCATED IN A FLOOD HAZARD ZONE.
16. WETLANDS AND PONDS ARE DENOTED ON-SITE. NO IMPACTS TO WETLANDS ARE ANTICIPATED.
17. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK ZONE TRAFFIC CONTROL IN OR ADJACENT TO NCDOT RIGHT-OF-WAY. ALL
SIGNS, PAVEMENT MARKINGS AND OTHER TRAFFIC CONTROL DEVICES SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC CONTROL
DEVICES (MUTCD), LATEST EDITION.
18. PRIOR TO PLACING CABC STONE BASE, THE CONTRACTOR SHOULD NOTIFY THE PROJECT ENGINEER TO INSPECT AND PROOF ROLL THE
SUBGRADE. ANY STONE PLACED WITHOUT PRIOR APPROVAL WILL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
19. DESIGN FIELD CONDITIONSQ UITE EASILY MAY VARY FROM THAT REPRESENTED IN THE INITIAL SOILS REPORT AND/OR TOPOGRAPHICAL
REPORT. ISOLATED AREAS MAY SHOW UP WEAK AND ADVERSE SOILS OR GROUNDWATER CONDITIONS MAY BE DISCOVERED THAT WERE NOT
REVEALED DURING THE INITIAL SOILS INVESTIGATION. THEREFORE, THE OWNER/CLIENT IS TO BE AWARE THAT STOCKS ENGINEERING WILL
NOT AND CANNOT BE HELD RESPONSIBLE FOR ANY FAILURES TO EITHER A STREET OR PARKING LOT PAVEMENT DESIGN UNLESS WE CAN
BE FULLY AND TOTALLY INVOLVED IN THE CONSTRUCTION PROCESS WHICH MAY INCLUDE, BUT MAY NOT NECESSARILY BE LIMITED TO,
TESTING SUBGRADE AND BASE DENSITY, ENGAGING THE DESIGN ENGINEER FOR THE EVALUATION OF THE SUBGRADE AND FOR THE
OBSERVATION OF PROOF ROLLING SUBGRADE AND BASE AT VARIOUS STEPS OF CONSTRUCTION, OPPORTUNITY FOR THE DESIGN ENGINEER
TO CALL IN A SOILS ENGINEER FOR CONSULTATION AND ADVICE ETC. - STEPS WHICH TAKEN ALTOGETHER WITH THE INITIAL DESIGN
SHOWN ON THE PLANS, CONSTITUTE THE COMPLETE DESIGN OF THE ROAD, STREET OF PARKING AREA (PRIVATE OR PUBLIC). THE DESIGN
ENGINEER MUST BE GIVEN THE FULL LATITUDE AND OPPORTUNITY TO COMPLETE THE DESIGN BY FULLY PARTICIPATING IN THE
CONSTRUCTION PROCESS. PLAN DESIGN IS A SMALL PORTION OF THE DESIGN AND CANNOT BE SEPARATED FROM THE CONSTRUCTION
PROCESS IF THE OWNER'S/CLIENT'S DESIRE IS TO HAVE THE DESIGN ENGINEER STAND BEHIND THE COMPLETED DESIGNED PROJECT.
20. ALL UTILITY SERVICES, (POWER, TELEPHONE, CABLE, ETC.) ARE PROPOSED TO BE UNDERGROUND. DO NOT SOD, SEED OR MULCH
DISTURBED AREAS UNTIL ALL UNDERGROUND UTILITIES HAVE BEEN INSTALLED.
21. SITE LIGHTING IS TO BE INSTALLED BY DUKE ENERGY.
22. PROPERTY IS TO BE SERVED BY AQUA (WATER & SEWER), EXISTING MAINS ARE INSTALL. ALL SERVICES PROPOSED ARE SERVICE TAPS.
23. THE BUILDING SETBACK LINES SHOWN ON THIS PLAT ARE FOR THE ENGINEER'S USE IN ESTABLISHING MINIMUM LOT FRONTAGES AT THE
SETBACK LINE AND FOR RESERVING SUFFICIENT BUILDING AREA. BUILDING CONTRACTORS ARE TO VERIFY LOT LINE SETBACKS BEFORE
SETTING FORMS OR DIGGING FOOTINGS. THERE ARE NO AGENCY IMPOSED SETBACK LINES AT FLOWERS.
24. REGULATORY SIGNS, STOPS SIGNS AND ADA SIGNS SHALL BE MANUFACTURED FROM HIGH INTENSITY REFLECTIVE MATERIALS.
25. ALL EXCESS TOPSOIL AND UNCLASSIFIED EXCAVATION IS TO BE HAULED OFF-SITE, UNLESS OTHERWISE DIRECTED BY THE OWNER.
26. ALL SITE CONSTRUCTION MUST BE INSPECTED BY THE PROJECT ENGINEER AT THE FOLLOWING STAGES:
A. COMPLETION OF GRADING SUBGRADE PRIOR TO PLACING STONE BASE.
B. COMPLETION OF STONE PLACEMENT PRIOR TO PAVING.
C. FINAL INSPECTION WHEN ALL WORK IS COMPLETE.
27. THE SURVEYOR DID NOT VISIBLY SEE ANY CEMETERIES IN ANY OPEN AREAS UNLESS OTHERWISE NOTED.
28. THIS PROPERTY DOES NOT DEPICT ENCUMBRANCES THAT ARE FOUND DURING A THOROUGH TITLE SEARCH.
29. ALL HVAC UNITS FOR THE PROPOSED BUILDING WILL BE SCREENED FROM PUBLIC RIGHT OF WAY.
30. ALL CURB AND GUTTER TO BE 30" STANDARD VALLEY CURB AND GUTTER. ALL CURB AND GUTTER WITHIN NCDOT R/W SHALL BE 30"
STANDARD CURB AND GUTTER.
31. ALL CURB AND GUTTER AND SIDEWALK CONCRETE IS TO BE MINIMUM 3,000 PSI AT 28 DAYS, AIR ENTRAINED.
32. ALL DIMENSIONS ARE TO FACE OF CURB UNLESS INDICATED OTHERWISE.
33. PROVIDE HANDICAP SIGNS, MARKING AND RAMPS AS SHOWN.
34. HANDICAP RAMPS ARE TO MEET "ADA ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES" AS DETAILED IN THE FEDERAL REGISTER,
VOLUME 56, NUMBER 144 DATED JULY 26, 1991, RULES AND REGULATIONS ACTIVATED JANUARY 26, 1992. FOR ADDITIONAL INFORMATION,
REFER TO THE NC STATE BUILDING CODE VOLUME 1-C, "MAKING BUILDINGS AND FACILITIES ACCESSIBLE TO THE USEABLE BY THE
PHYSICALLY HANDICAPPED", 1991 EDITION. ALL STREET RETURNS TO HAVE H.C. RAMPS. H.C. RAMPS SHALL MEET CITY OF CLINTON AND
NCDOT STANDARDS/SPECIFICATIONS.
35. CONTRACTOR SHALL NOT POUR ANY CONCRETE BEFORE FORMS ARE INSPECTED BY THE PROJECT ENGINEER AND/OR OWNER. ANY
CONCRETE THAT HAS NOT BEEN APPROVED BY THE ENGINEER AND/OR OWNER WILL BE THE RESPONSIBILITY OF THE CONTRACTOR.
Owner/DevelOp er-
NOT TO SCALE The Riverdell Company
4880 NC 42 East
Clayton, NC 27520
Contact= Rebecca Flowers
919.553.3084 (v)
Representative= Cary Chandler
919.427-5466 (c)
caryoflo wersplan to tion. com
FOR GOD SO LOVED THE WORLD THAT HE GAVE HIS ONLY BEGOTTEN SON, THAT WHOSOEVER BELIEVETH IN HIM SHALL NOT PERISH, BUT HAVE EVERLASTING LIFE. JOHN 3:16
36.ALL AREAS NOT COVERED BY BUILDING OR PARKING SHALL BE COVERED WITH 4" MINIMUM OF TOPSOIL, FREE OF ROOT MATTER
AND ROCKS AND GRASSED.
37.CONTRACTOR SHALL SAW -CUT TO PROVIDE SMOOTH TRANSITIONS WHERE EXISTING ASPHALT AND/OR CURB AND GUTTER IS TO
BE REMOVED.
38.THE CONTRACTOR SHALL PROVIDE ALL THE MATERIAL AND APPURTENANCES NECESSARY FOR THE COMPLETE INSTALLATION OF
THE UTILITIES. ALL PIPE AND FITTINGS SHALL BE INSPECTED PRIOR TO BEING COVERED.
39.ALL HANDICAP SPACES ARE TO RECEIVE A HANDICAP SIGN AND HANDICAP SYMBOL PAINTED ON THE ASPHALT. NOTE STALLS TO
RECEIVE `VAN ACCESSIBLE' SIGNAGE.
40.THE CONTRACTOR SHALL REFER TO THE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF PRECISE BUILDING
DIMENSIONS AND EXACT UTILITY ENTRANCE POINTS.
41.INFORMATION CONCERNING UNDERGROUND UTILITIES WAS OBTAINED FROM AVAILABLE RECORDS AND FIELD CONDITIONS WHEN
POSSIBLE, BUT THE CONTRACTOR MUST DETERMINE THE EXACT LOCATION AND ELEVATION OF ALL EXISTING UTILITIES BY DIGGING
TEST PITS BY HAND AT ALL UTILITY CROSSINGS WELL IN ADVANCE OF TRENCHING. IF THE CLEARANCES ARE LESS THAN
SPECIFIED ON THE PLANS OR 12 INCHES, WHICH EVER IS LESS, CONTACT THE PROJECT ENGINEER PRIOR TO PROCEEDING WITH
CONSTRUCTION.
42.THE CONTRACTOR SHALL INCLUDE IN HIS CONTRACT PRICE THE REMOVAL AND DISPOSAL OF ANY EXCESS TOPSOIL/UNCLASSIFIED HE
DETERMINES IS NOT REQUIRED TO PERFORM THE FINAL GRADING AND LANDSCAPING OPERATION.
43.THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND IMPLEMENTATION OF ALL REQUIRED/NECESSARY SHEETING, SHORING,
AND SPECIAL EXCAVATION MEASURES REQUIRED ON THE PROJECT TO MEET OSHA, FEDERAL, STATE AND LOCAL REGULATIONS
PURSUANT TO THE INSTALLATION OF THE WORK INDICATED ON THE DRAWINGS. THE OWNER, SAMPSON COUNTY, CITY OF CLINTON
& STOCKS ENGINEERING ACCEPT NO RESPONSIBILITY FOR THE DESIGN TO INSTALL SAID ITEMS.
44.THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE DAILY RECORD KEEPING OF THE AS -BUILT CONDITION OF ALL OF
THE UNDERGROUND UTILITIES, CONSTRUCTION STAKEOUT ASSOCIATED WITH THE PROJECT.
45.ALL WATER LINE AND SEWER LINE INSTALLATION SHALL CONFORM TO THE STANDARDS AND DETAILS OF THE STATE OF NORTH
CAROLINA DEPARTMENT OF HEALTH CONSTRUCTION PERMIT, JOHNSTON COUNTY AND/OR AQUA.
46.ASPHALT PAVEMENT SHALL BE SMOOTH, WITH STRAIGHT OVERLAPPING SEAMS, FREE OF SEGREGATION, STAINS, BIRD BATHS, AND
IMPERFECTIONS. ASPHALT PATCHING, SKIN PATCHES, OR RE -HEATING AND ROLLING WILL NOT BE ALLOWED. AREAS THAT ARE
NOT ACCEPTABLE TO THE OWNER/ENGINEER WILL BE SAWCUT AND REMOVED. NO PATCH SMALLER THAN 200 SF WILL ALLOWED
AND THE SAWCUTS MUST FALL ON A PAINT LINE OR EXISTING SEAM.
47.THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE ALL MATERIAL AND LABOR ASSOCIATED WITH THE TESTING OF THE
WATER AND SEWER LINES REQUIRED BY THE STATE OF NORTH CAROLINA DEPARTMENT OF HEALTH & AQUA.
48.THE CONTRACTOR SHALL INCLUDE IN THE CONTRACT PRICE ANY DE -WATERING NECESSARY TO CONSTRUCT THE PROJECT AS
SHOWN ON THE PLANS.
49.NATURAL GAS IS AVAILABLE. COORDINATE INSTALLATION WITH PEIDMONT NATURAL GAS.
50.TESTING BY CONTRACTOR: CONTRACTOR SHALL EMPLOY AT HIS EXPENSE AN OUTSIDE INDEPENDENT SOIL TESTING SERVICE
EAPPROVED BY THE OWNER TO PERFORM SOIL TESTING AND INSPECTION SERVICE FOR QUALITY CONTROL TESTING DURING
ARTHWORK OPERATIONS. COPIES OF RESULTS OF TESTS SHALL BE SUBMITTED BY THE TESTING SERVICE DIRECTLY TO THE
CONTRACTOR, THE OWNER, AND THE STRUCTURAL ENGINEER. --THE TESTING SERVICE WILL CLASSIFY PROPOSED ON-SITE
AND BORROW SOILS TO VERIFY THAT SOILS COMPLY WITH SPECIFIED REQUIREMENTS AND TO PERFORM REQUIRED FIELD AND
LABORATORY TESTING. (MINIMUM REQUIRED SOIL BEARING CAPACITY IS NOTED ON THE STRUCTURAL DRAWINGS). --IN PAVED
AND BUILDING SLAB AREAS, THE TESTING SERVICE SHALL MAKE AT LEAST ONE FIELD DENSITY TEST FOR EACH 2000 SQUARE
FEET OF FILL IN EACH COMPACTED FILL LAYER. IF A TEST SHOULD FAIL TO MEET REQUIRED DENSITY, THE CONTRACTOR SHALL
RE -COMPACT THAT LAYER. THE SOIL TESTING SERVICE SHALL PERFORM ADDITIONAL TESTS AT THE CONTRACTOR'S EXPENSE TO
SHOW THAT THE FAILED LAYER HAS REACHED THE REQUIRED COMPACTION. --IN FOUNDATION WALL AREAS, THE TESTING
SERVICE SHALL MAKE AT LEAST ONE FIELD DENSITY TEST FOR EACH 100 FEET OR LESS OF WALL LENGTH OF FILL IN EACH
COMPACTED FILL LAYER, WITH NO LESS THAN TWO TESTS ALONG A WALL FACE. IF A TEST SHOULD FAIL TO MEET REQUIRED
DENSITY, THE CONTRACTOR SHALL RE -COMPACT THAT LAYER. THE SOIL TESTING SERVICE SHALL PERFORM ADDITIONAL TESTS AT
THE CONTRACTOR'S EXPENSE TO SHOW THAT THE FAILED LAYER HAS REACHED THE REQUIRED COMPACTION.
51.COMPACTION: COMPACT EACH LAYER OF BACKFILL AND FILL SOIL MATERIALS AND THE TOP 12" OF SUBGRADE IN CUT AREAS TO
98% OF MAXIMUM DENSITY AS DETERMINED BY ASTM D698 FOR STRUCTURES, SLABS, AND PAVEMENTS AND 90% OF MAXIMUM
DENSITY FOR LAWNS OR UNPAVED AREAS.
52.THE BUILDING CONTRACTOR AND THE SITE WORK CONTRACTOR ARE TO COORDINATE THE INSTALLATION OF DRAINAGE PIPES
AROUND THE BUILDING STRUCTURE.
53.ANY RELOCATION OF EXISTING UTILITIES WILL BE AT THE COST OF THE OWNER. THE WILL NOT ACCEPT
RESPONSIBILITY FOR DAMAGES TO CURB AND GUTTER OR STREET IMPROVEMENTS INSTALLED PRIOR TO UNDERGROUND SERVICES,
NOR WILL THE CITY ABSORB THE COST FOR BORINGS TO INSTALL UNDERGROUND SERVICE, PAVEMENT PATCHING OR DAMAGE TO
LANDSCAPING. THESE WILL BE THE RESPONSIBILITY OF THE DEVELOPER/OWNER.
54.FIRE DEPARTMENT VEHICULAR ACCESS TO ALL STRUCTURES UNDER CONSTRUCTION SHALL BE PROVIDED AT ALL TIMES. IN AREAS
WHERE GROUND SURFACES ARE SOFT OR LIKELY TO BECOME SOFT, HARD ALL WEATHER SURFACE ROADS SHALL BE PROVIDED
AND MAINTAINED.
55.ADDRESS NUMBERS, BOTH COMMERCIAL AND RESIDENTIAL, MUST BE POSTED ON THE FRONT OF THE STRUCTURE NEAREST TO
THE MAIN ENTRANCE IN A POSITION TO BE PLAINLY LEGIBLE, VISIBLE, AND UNOBSTRUCTED FROM THE STREET OR ROAD
FRONTING THE PROPERTY.
56.DISTURBED AREA IS OVER 1 ACRE AND A FORMAL SEDIMENTATION & EROSION CONTROL PLAN APPROVAL WAS REQUIRED
AS A CONDITION OF CONSTRUCTION PLAN APPROVAL. THE SEDIMENTATION & EROSION CONTROL PLAN PROVIDED SHOULD BE
REGARDED AS MINIMUM REQUIREMENTS; ADDITIONAL MEASURES SHALL BE PUT IN PLACE AS NEEDED TO ENSURE THAT NO
SEDIMENT IS RELEASED FROM THE SITE.
57.(CONSTRUCTION/SITE PLANS) WATER AND SEWER PERMIT APPLICATIONS HAVE BEEN APPROVED BY THE DEHNR. PERMIT NUMBERS
ARE AS FOLLOWS:
WATER PERMIT NUMBER: TO BE DETERMINED
SEWER PERMIT NUMBER: TO BE DETERMINED
58.COPIES OF ALL PERMITS AND APPROVED PLANS MUST BE KEPT ON SITE IN A PERMIT BOX THAT IS CONSPICUOUSLY LOCATED
AND EASILY ACCESSIBLE DURING CONSTRUCTION. THIS INCLUDES APPROVED CONSTRUCTION PLANS, APPROVED EROSION CONTROL
PLANS, ENCROACHMENT AGREEMENTS, DRIVEWAY PERMITS, WATER/SEWER PERMITS, ETC.
59.ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH ALL NCDOT, JOHNSTON COUNTY, AQUA AND NCDENR STANDARDS
AND SPECIFICATIONS.
60.MAINTAIN MINIMUM 3' COVER FOR ALL WATER PIPE.
61.WHERE WATERLINE CROSSES:
A. SANITARY SEWER: WATERLINE SHALL CROSS ABOVE AND MAINTAIN 2' VERTICAL SEPARATION OR 10' OF HORIZONTAL
SEPARATION. IF THIS SEPARATION CANNOT MAINTAIN OR IF WATERLINE PASSES BELOW SEWER LINE THEN BOTH WATERLINE AND
SEWER LINE SHALL BE CLASS 50 DUCTILE IRON PIPE FOR A MINIMUM OF 10' EACH SIDE OF CROSSING.
B. STORM SEWER: WHERE WATERLINE CROSSES ABOVE MAINTAIN 1' VERTICAL SEPARATION, WHERE WATERLINE CROSSES BELOW
MAINTAIN 2' VERTICAL SEPARATION. IF THIS SEPARATION CANNOT BE MAINTAINED WATERLINE SHALL BE CLASS 50 DUCTILE IRON
PIPE FOR MINIMUM OF 10' EACH SIDE OF CROSSING.
62.WHERE SANITARY SEWER CROSSES STORM MAINTAIN 2' SEPARATION. IF THIS SEPARATION CANNOT BE MAINTAINED SANITARY
SEWER SHALL BE CLASS 50 DUCTILE IRON PIPE FOR MINIMUM OF 10' EACH SIDE OF CROSSING. 63.REFERENCE NC 15A, 18C,
.0906 FOR ADDITIONAL CROSSING INFORMATION. THIS CRITERIA SHALL BE MET AT ALL CROSSINGS.
Civil Engineering
Stocks Engineering, P.A.
1100 Eastern Ave.
P.O. Box 1108
Nashville, NC 27856
252.459.8196 (v)
252.903-6891 (c)
Contact: Mike Stocks, PE
mstocksestocksengineering.com
Surveying:
True Line Surveying, P.C.
205 West Main St.
Clayton, North Carolina 27520
919.359.0427 (v)
Contact- Curk Lane, PLS
curke truelinesurveying. com
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COVER

BEFORE YOU DIG,
CALL
0
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NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
\ \1
POD #: NE -12
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J� 8.890 \ \ �. 23 \ / / / / 1 / I �``�` , .� SF I �`� �`I"� I / / // / / / / / / /`
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\020 Ac. �• / / \ \ ; \ `
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\ . \ w Q / 19, 600 SF / / \ / /
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8,8.j0 SF C < \- - v 7,337 SF
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8" CABC I I -1 I II I II I Iil_I I I=1 I II I I
SANITARY S.S. MANHOLE
SEWER FLOW
R/
R/W WATER LINE (12", 8" or 6") R/
FIRE HYDRANT
3
3
IN ACCORDANCE WITH GEOTECHNICAL
REPORT.
ROLL CURB CROSS SECTION
SCALE: 1 " = 60'
0 60 120 150 180
GENERAL NOTES: (LOCAL JURISDICTION)
1. Any discrepancies in layout should be brought to the Engineer's
attention prior to construction.
2. Written dimensions supercede scaled dimension. All dimensions are
edge of pavement or face of curb, unless noted otherwise.
3. All materials, installation, testing and inspection of water and sewer
utilities to meet current Johnston County standards.
4. All streets noted as "PUBLIC" shall meet NCDOT minimum standards
for subdivision streets. All other shall meet the criteria shown.
5. All lots to be served by public water and public sewer.
6. A 10' utility, drainage and road maintenance easement is reserved
along and adjacent to all street right of ways.
7. Flared end sections are to be used on both inlet and/or outlet ends of
storm sewer unless otherwise noted.
8. Fire hydrants are to be installed as shown on plans.
9. Maintain minimum 3' cover for all water pipe.
10. Waterline pipe shall be C-900 class 200 PVC unless otherwise noted
and installed a minimum of 4' off edge of pavement.
11. Corporation stops shall be rated a minimum of 300 PSI.
12. Where Waterline Crosses:
A. Sanitary Sewer: Waterline shall cross above and maintain 2'
vertical separation or 10' of horizontal separation. If this separation
cannot maintain or if waterline passes below sewer line then both
waterline and sewer line shall be class 50 ductile iron pipe for a
minimum of 10' each side of crossing.
B. Storm Sewer: Where waterline crosses above maintain V vertical
separation.
If this separation cannot be maintained or where waterline and/or
sanitary sewer crosses below storm sewer, waterline and/or sanitary sewer shall
be class 50 ductile iron pipe for minimum of 10' each side of crossing.
13. All gravity sewer line is SDR 35 PVC except as follows: All sewer line
less than 3' deep or greater than 14' deep shall be minimum class 50
ductile iron.
14. Each prime contractor performing excavations or underground work
shall be responsible for the location of any existing utilities in the area
of their work. Notify the utility locator service (1-800-632-4949) at least
48 hours prior to commencing construction in order that existing
utilities in the area may be flagged and staked. Contractor shall use
all care necessary when working in areas known or suspected to
contain underground utilities, including hand digging.
15. The contractor is responsible for relocating any existing utilities that
conflict with the proposed construction. In addition, the contractor is
responsible for repair and replacement of any utilities, curb and gutter,
pavement, etc. that may be damaged during construction. Damaged
items shall be repaired to at least the quality of the original
workmanship. The contractor shall field verify depth of existing utilities
and relocate if proposed grading causes utility cover to be less than
minimum required.
16. All temporary erosion control measures shall be inspected after each
rain event and necessary repairs shall be done as required.
17. Omitted.
18. Omitted.
19. Waterline to be pressure tested at minimum 175 psi.
20. Ductile iron pipe sanitary sewer must be interior coated with Sewper Coat
or Protecto 401, per Johnston County requirements.
21. Contractor to test sewer & water line according to Aqua North Carolina's
2013 standards.
22. Contractor shall install stub outs for sanitary sewer which shall have
a depth of no greater than 6' below the finished grade at the termination
of the lateral. The location shall be marked by a 4" PVC turn -up at the
end of the lateral. Contractor will mark all sewer services with an S"in
the face of the curb.
23. Contractor shall install water services which shall have a
depth of no greater than 6' below the finished grade at the termination
of the service. Contractor will mark all water services with an "W" in
the face of the curb.
24. Contractor to notify Aqua North Carolina 48 hours prior to beginning construction.
25. Contractor to notify Aqua North Carolina 48 hours prior covering any construction.
R- DELL
ELEMENTARY LOCATION
OSCHOOL
SKETCH
NOT TO SCALE
REVISED 6-5-15
C A I �0�''
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19843
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&NE CALL CENTER
www.ncocc.org
TC 308.92
DEPRESS TC -CS
128 LF 18" RCP ® D
1.0% W/6' FES
PC STA 10+24.06
C/L ELEV. 308.38
STA 10+11.70
C/L ELEV. 308.44
STA 10+00.00
C/L ELEV. 309.03
40 DRY BORE
& JACK W/24"
ENCASEMENT &
12" C-900
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TOP 307.78
INV. IN 303.32 I
INV. OUT 303.12
I
30' OFFSET LEFT
- - - - 15' OFFSET LEFT
EXISTING C/L
- - - 15' OFFSET RIGHT
- - - 30' OFFSET RIGHT
TRANSITION FROM STA 10+48.59
30" STD. CURB
0
0
0
TC 308.18
TO 30" ROLL CURB
0
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NOT TO SCALE
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VPI EL = 307.50 VPI EL = 298.00 VPI EL = 290.00 SCALE: 1 " = 50' VPI EL = 279.00 VPI EL = 282.00
gl =-0.50% g1 = -4.75% g1 = -2.00% g1 = -3.67% g1 = 1.50%
g2 = -4.75% g2 = -2.00%„ „ g2 = -3.67% 0 50 100 125 150 g2 = 1.50% g2 = -2.00%
CURVE LEN = 200.00 CURVE LEN = 200.00srRffr CURVE LEN = 200.00 CURVE LEN = 200.00 CURVE LEN = 200.00
K = 47.05 K = 72.73 K = 120.00 K = 38.71 K = 57.14
E = 1.06 E = 0.69 E = 0.42 E = 1.29 E = 0.88
REVISED 6-5-15
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VPI STA = 12+50.00 VPI STA = 14+50.00 VPI STA = 17+00.00 VPI STA = 19+30.00
PROFILE LEGEND VPI EL = 304.55 VPI EL = 297.00 VPI EL = 299.00 VPI EL = 290.00
30' OFFSET LEFT g1 = -0.50% g1 = -3.78% g1 = 0.80% g1 = -3.91%
- - - - 15' OFFSET LEFT o g2 = -3.78% g2 = 0.80% g2 = -3.91% g2 = 3.29%
EXISTING C/L � CURVE LEN = 100.00 CURVE LEN = 150.00 CURVE LEN = 200.00 CURVE LEN = 260.00
//
- - - 15' OFFSET RIGHT srRffr K = 30.57 K = 32.79 K = 42.44 K = 36.09
- - - 30' OFFSET RIGHT = a
: E = 0.41 E = 0.86 E = 1.18 E = 2.34
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CALL
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BEFORE YOU DIG,
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3" ASPHALT CONCRETE INTERMEDIATE COURSE, 0 Ifl
11 TYPE I -19.0B 0
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B1 TYPE B25.OB @ AN AVERAGE RATE OF NORTH CAROLINA
mNE CALL CENTER
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O
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NOTES:
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3.
CONTRACTOR TO INCLUDE IN BASE BID THE
w cn
SAW–CUTTING, REMOVAL, &REPLACEMENT OF
ASPHALT REQUIRED TO INSTALL CURB & GUTTER.
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4.
ASPHALT SHALL BE SAW–CUT TO PROVIDE SMOOTH
EDGE TO PLACE CURB &GUTTER.
5.
TWO–WAY TRAFFIC TO BE MAINTAINED AT ALL TIMES.
ASPHALT OVERLAY AREA
6.
WIDENING, STRIPING AND SIGNAGE TO MATCH NCDOT
STANDARDS AND DETAILS LATEST EDITION.
7.
ALL STRIPING TO BE THERMOPLASTIC PER NCDOT
ASPHALT WIDENING AREA
STANDARDS AND SPECIFICATIONS.
ASPHALT MILLING AREA
8.
CONCRACTOR IS RESPONSIBLE FOR THE LOCATION AND
OR RELOCATION OF EXISTING UTILITIES, DRIVEWAY REPAIR,
J
�
AND TRAFFIC CONTROL PER THE MUTC D, LATEST EDITION.
PAVEMENT MARKING LEGEND
TC 10 FOOT WHITE SKIP (4" @ 120 MILS)
RD YELLOW DOUBLE CENTER LINE (4" @ 120 MILS)
TO WHITE EDGELINE (4" O 90 MILS)
UB LEFT/RIGHT TURN ARROW (90 MILS)
SB NCDOT STOP BAR (24" CSD 120 MILS)
Bffffale Road - Sm R.
i 150'
SCALE: I" = 30'
0 30 60 75 90
TO
TO
MILL ±50 LF TO
PROVIDE SMOOTH
TRANSITION FOR
OVERLAY. OVERLAY
THIS AREA.
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www.ncocc.org
CONS TR CT A 162' LONG x 36' WIDE x 21-5' DEEP
SKIM SEDIMENT BASIN W/P, 2" SKJII!ER,
4 BAFFLES, AND A 30' WIDE x 0.5�, DEER' CLASS C
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OUTLET `\\ 44 / / / / / J`\
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INLET
\\\ ` PROTECTION /./l / / / / / / //7,8
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11L�/ / `� 80 F
VA V A CONSTRUr. 710114 P �, / / 81/ /vv 9 C Hc.A
OUTLET/l I
h / SILT FF_NG • / / h \
h/ 82 / / EXCELSIOR �\ ` V,�� ��
AV' \' // 8'x.10' MATTING
CLASS B
\ I'OUTLET / / 7
FROTEC 8N
SILT FENCI ,
O'UTLET
SILT FENCE\
\ \\\ \ (OUTLET �.
SCALE: 1 " = 60'
\ 1 0 60 120 150 180
EROSION LEGEND
■-11-0 SILT FENCE
■--E SILT FENCE OUTLET co
CONSTRUCTION ENTRANCE ' o rI (D rn
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HARDWARE CLOTH 1.1. � 0
INLET PROTECTION
\ NDN
PS PERMANENT SEEDING (n 04"04
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OUTLET PROTECTION W
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--0-0- NCDOT WATTLE z
CONCRETE TRUCK WASH-OUT H
—TD—TD TEMPORARY DIVERSION
TOTAL AREA DISTURBED - 9.85 Ac. z
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ISKIMMER SEDIMENT BASIN I ^ Z) LO
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Notification of Land Resources Sediment and Erosion Control Self Inspection Program: NOT TO SCALE
(D
The Sedimentation Pollution Control Act was amended in 2006 to require persons responsible for land disturbing activities FF
CO
inspect a project after each phase of the project to make sure that the approved erosion and sedimentation control plan is SITEFF
II
being followed. Rules detailing the documentation of these inspections took effect October 1, 2010. To simplify
documentation of Self -Inspection Reports and NPDES Self -Monitoring Reports, a combination form is now availible. The new
form was developed to satisfy the requirements of the Sedimentation Pollution Control Act and the NPDES Stormwater
Permit for Construction Activities, NCG 010000. Beginning August 1, 2013, the Division of Energy, Mineral, and Land
Resources is for both the SPCA the NPDES Stormwater Permit for Construction Activities, NCG '
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responsible administering and oR
♦ / / - 010000. The combined form should make it easier to comply with self -inspection requirements. r �,^
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The Combined Self -Monitoring form is availible as a PDF and Word document from the Land Quality web site,
/ http_//portal.ncdenr.org/web Ir erosion
/ If you have questions, please contact the Land Quality Section at a DENR Regional Office.
42
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INLET
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26
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VA V A CONSTRUr. 710114 P �, / / 81/ /vv 9 C Hc.A
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CLASS B
\ I'OUTLET / / 7
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\ \\\ \ (OUTLET �.
SCALE: 1 " = 60'
\ 1 0 60 120 150 180
EROSION LEGEND
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CONSTRUCTION ENTRANCE ' o rI (D rn
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HARDWARE CLOTH 1.1. � 0
INLET PROTECTION
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PS PERMANENT SEEDING (n 04"04
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OUTLET PROTECTION W
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TOTAL AREA DISTURBED - 9.85 Ac. z
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ISKIMMER SEDIMENT BASIN I ^ Z) LO
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EXCELSIOR MATTING �����
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CONSTRUCTION SPECIFICATIONS
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS
SIDE ON THE BOTTOM ROW TO ALLOW POOL DRAINAGE. THE
FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCHES
BELOW THE CREST OF THE STORM DRAIN. PLACE THE
BOTTOM ROW OF THE BLOCK AGAINST THE EDGE OF THE
STORM DRAIN FOR LATERAL SUPPORT AND TO AVOID
WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GIVE
LATERAL SUPPORT TO SUBSEQUENT ROWS BY PLACING 2x4
WOOD STUDS THROUGH BLOCK OPENINGS. CAREFULLY FIT
HARDWARE CLOTH OR COMPARABLE
2. WIRE MESH WITH 1/2 -INCH OPENING OVER ALL BLOCK
OPENING TO HOLD GRAVEL IN PLACE.
3. USE WASHED STONE PLACED 2 INCHES BELOW THE TOP OF
THE BLOCK ON A 2:1 SLOPE OR FLATTER AND SMOOTH IT TO
AN EVEN GRADE.
4. INSTALL 1/4 IN. WIRE MESH HARDWARE CLOTH, AND METAL
POSTS THAT ARE 5 FT. TALL. PLACE THE WIRE MESH A
MINIMUM OF 3 FT. HIGH, AND THE STONE A MINIMUM OF 1
FT. HIGH.
5. BEFORE COMMENCING CLEARING & GRUBBING OPERATIONS,
THE CONTRACTOR SHALL FIELD LOCATE ALL EX. INLETS WITHIN
THE OPERATIONS AREA AND INSTALL INLET PROTECTION.
(REFERENCE: EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL, 6.52)
8' MAX. WITH WIRE
(6' MAX. WITHOUT WIRE)
DEWATERING
/ O0 OCJ-Q Ups
_ o
0 °
400
0 o00n �
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SEE NOTE 4
ONCRETE BLOCK
-2:1 SLOPE, WASHED STONE FILTER
SEDIMENT
BLOCK AND GRAVEL INLET PROTECTION
SCALE: N.T.S.
-- LJ � IT
TOP AND BOTTOM STRAND EXTENSION OF FABRIC AND
FILTER FABRIC SHALL BE 10 GAUGE MIN. WIRE INTO TRENCH
NOTES
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR
EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT
EXCEED 18" ABOVE THE GROUND SURFACE.
3. INSTALL THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE
LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE
NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A
SUPPORT POST WITH OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH
FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING
HEAVY DUTY WIRE STAPLES AT LEAST 1" LONG, OR TIE WIRES.
EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A
MAXIMUM OF 8' APART. SUPPORT POSTS SHOULD BE DRIVEN
SECURELY IN TO THE GROUND TO A MINIMUM OF 24".
6. EXTRA STRENGTH FILTER FABRIC WITH 6' POST SPACING DOES NOT
REQUIRE WIRE MESH SUPPORT FENCE. STAPLE OR WIRE THE FILTER
FABRIC DIRECTLY TO THE POSTS.
7. EXCAVATE A TRENCH APPROXIMATELY 4" WIDE AND 8" DEEP ALONG
THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. BACKFILL THE TRENCH WITH COMPACTED SOIL OR GRAVEL PLACED
OVER THE FILTER FABRIC.
9. DO NOT ATTACH THE FILTER FABRIC TO EXISTING TREES.
10. LOCATION OF TEMPORARY SEDIMENT FENCE SHOWN ON THE PLANS
IS NOT EXACT. CONTRACTOR SHALL FIELD LOCATE TEMP. SEDIMENT FENCE
AS CLOSE TO THE DOWNSLOPE EDGE OF THE LIMITS OF CLEARING & GRUBBING
AS SPACE ALLOWS.
TEMPORARY SEDIMENT FENCE (SILT FENCE
SCALE: N.T.S.
SUCTION
2" - 3" COARSE
AGGREGATE
GENERAL NOTES:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND
OTHER OBJECTIONABLE MATERIAL.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN
ON THE PLANS, AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO SEDIMENT TRAP OR OTHER
SUITABLE OUTLET.
4. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR
SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE
PERIODIC TOPDRESSING W/2 INCH STONE.
6" MIN. J
CONSTRUCTION ENTRANCE
SCALE: N.T.S.
JUM-16-2006 FRI 09:35 AM DENR RRO
6.30
FAX HO. 19195714718 ►'•
Apply a good coverage of straw mukm b64ore inswung netting.
anchor netting or mailing in a
6 -inch trerch at upper end of
ngure &Wdchannel. C..anhr cal ti w mly and
tnel owlon staple every 1 ft• just below anchor
of "arary slat.
than• llrwr.
6.30.3
W`W`W`WW W .WSW W. WWWWWWWW.
I W W W W W W W W W INSERT DISCHARGE
HOSE 5 INTO BAG �� W
DEWATERING W W a.
- - BAG
W W W W W W W y
i .Y i N W. i N
W W W W W W W W W W W W W
I IIIII V W W W W W W W v W
Installation and Use:
1. Place Dewatering Bag on the ground or on a trailer over a relatively level,
stabilized area.
2. Insert discharge pipe a minimum of 5ft. inside dewatering bag and secure
with a rope wrapped 6 times around the snout over a 6 inch width of the
bag.
3. Replace Dewatering Bag when half full of sediment or when the sediment
has reduced the flow rate of the pump discharge to an impractical amount.
Maintenance and Disposal:
1. Remove and dispose of accumulated sediment away from waterways or
environmentally sensitive areas. Slit open Sediment Bag and remove
accumulated sediment. Dispose of bag at an appropriate recycling or solid
waste facility. OR; as directed by engineer or inspector.
DEWATERING BAG
SCALE: N.T.S.
Rou out
dlrecaa
0o not i
♦ii��iis'"`4111 - a _
4 TE�MPORA.RY LINER
��C _ 7 SCALE: N.T.S.
COMPACTED SOIL
2' MIN.
EXCELSIOR
MATTING z
I I-1 I �-1 � I-1 I �
-ISI-ISI-ISI ISI_
6' TYP.
CONSTRUCTION SPECIFICATIONS.-
1
PECIFICATIONS•1 REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER OBJECTIONABLE
MA TERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS.
J. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN ELEVATION
PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND CLEANOUT.
5. OMI TTED.
MAINTENANCE.-
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE
SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS
AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED,
REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND
APPROPRIA TEL Y STABILIZE IT
TEMPORARY DIVERSION WITH EXCELSIOR MATTING
NOT TO SCALE
12" OF #57 SILT FENCE
WASHED STONE
1'-8" MIN.
CLASS B
S
EROSION CONTROL
00
STONE
2.1
2' MIN.
FILTER SILT
FABRIC
GROUND LINE
UJ
CROSS SECTION
SEE PLAN
TOP VIEW
FRONT VIEW
W201A
1. CLEAR & GRUB THE AREA AROUND THE SILT FENCE
OUTLET AND PROPERLY DISPOSE OF DEBRIS.
2. PLACE GRAVEL TO THE SPECIFIC GRADE AS SHO WN
PER THE DETAIL.
3. PROPERLY 0 VERL A P STONE BEYOND EDGES OF SIL T
FENCE OPENING.
MAIN TENANCE:
INSPECT OUTLETS WEEKLY AND AFTER EACH RAIN EVENT
IMMEDIA TEL Y REMOVE SEDIMENT FROM THE FL 0 W AREA
AND REPAIR AS NEEDED. CAREFULLY CHECK OUTLETS
FOR EROSION AND REPAIR IMMEDIA TEL Y. ENSURE THERE
IS NO SCOURING APPARENT DOWNSTREAM OF OUTLET
IMMEDIA TEL Y STABILIZE ANY AREAS THA T NEED REPAIR.
SILT FENCE OUTLET
SCALE: N.T.S.
Erosion Control Maintenance Plan
All erosion and sedimentation control measures shall
be inspected weekly and after each runoff -producing
rainfall event. Structures that shall be inspected include
but are not limited to:
Silt Fence and Fabric Inlet Protection
Any fabric which collapses, tears, decomposes, or becomes ineffective
shall be replaced immediately. Sediment deposits shall be removed
when sediment behind the fence reaches 6".
Seeding, Fertilizing, and Mulching
Seeded areas shall be inspected for failure and necessary repairs
and re -seeding shall be made within the same season.
Block and Gravel Inlet Protection
Inspect the barrier after each rain, remove sediment
as necessary to provide adequate storage volume
for subsequent rains. Upon stabilization of drainage
area, remove all materials and any unstable
soil, either salvage or dispose of properly. Bring disturbed
disturbed area to proper grade, then smooth and compact
it. Stabilize all bare areas around the inlet.
Temporary Diversion Ditches
Sediment shall be removed from the flow area immediately
after each rainfall.
Temporary Gravel Construction Entrance/Exit
Maintain the gravel pad in a condition to prevent mud
or sediment from leaving the construction site. This may
require periodic topdressing with 2 -inch stone. After a
rainfall, immediately remove all objectionable materials
spilled, washed, or tracked onto roadways.
Sediment Basins and Pits
Sediment shall be removed from the structure and the
structure shall be restored to its original dimensions
when 1.0' of sediment has accumulated in the structure.
The sediment shall be disposed of off-site and the
contaminated part of the gravel shall be replaced.
The structure shall be inspected for damage and
repaired accordingly.
8
C-7
FENCE
EROSION CONTROL MAINTENANCE PLAN
SCALE: N.T.S.
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EROSION AND SEDIMENTATION CONTROL NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is for construction of streets and utilities for Evergreen at Flowers
Plantation. The project is owned by The Riverdell Company. The site is currently undeveloped.
Approximately 9.58 acres will be disturbed during construction. The maximum fill will be 6-8 feet.
The project is scheduled to begin construction in May 2015 with project completion and final
stabilization by October 2015. The erosion and sediment control program for this project will include
the installation of a suitable construction entrance, silt fence, outlet protection, inlet protection,
and skimmer basins with temporary seeding of the site.
ADJACENT PROPERTY
The Riverdell Company owns most land adjacent to the proposed construction area.
SOILS
The soil at this site is a sandy clay.
EROSION AND SEDIMENT CONTROL MEASURES
All vegetative and structural erosion and sediment control practices shall be constructed and
maintained by the contractor according to these plans and specifications and the minimum
standards of the Dept. of Environmental Management, Land Quality Section and Johnston
County.The contractor shall also follow any additional requirements as outlined by the Project
Engineer.
Structural Practices
1. Vehicle wheels shall be clean when leaving the site to prevent the tracking of mud on paved
roads.
2. Construction Road Stabilization: Construction traffic shall be limited to stabilized areas. At a
minimum, a temporary gravel construction entrance shall be provided as shown on this
drawing.
3. Silt Fence: Silt fences shall be provided where shown and as needed on the site plan. These
barriers shall be used to contain sediment.
4. Rip Rap/Gravel Filter Sediment Basins: Construct basin to the shape and dimensions shown in
the details. The basin is to be placed below the existing ditch flow line by 2' with the berm built
above as dimensioned.
Management Strategies
1. Perimeter measures are to be installed prior to grubbing or grading.
2. Tail Ditches shall be stabilized immediately following their construction. As an alternate, rock
check dams may be provided at their outlets and/or the terminal downstream end of
disturbance until ground cover is implemented.
3. Stockpile and/or waste areas must be maintained within the limits of the areas protected b the
proposed measures and otherwise temporarily seeded if to be left stockpiled over 15 calender dyays.
4. Construction shall be planned so that grading operations can begin and end as quickly as
possible.
5. Silt Fences shall also be installed prior to or as a first step in construction.
6. The Contractor shall be responsible for the installation and maintenance of all erosion and
sediment control practices.
Vegetative Ground Cover
Immediately following grading, all areas shall receive either permanent or temporary seeding, as
applicable, as follows:
Site Area Description:
Stabilization Time Frame:
Stabilization Time Frame Exceptions:
Perimeter dikes, swales,
7 Days
None
ditches & slopes.
High Quality Water (HQW)
7 Days
None
Zones.
LdI-
Slope steeper than 3:1
7 Days
If slopes are 10' or less in length & are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter.
14 Days
7 Days for slopes greater than 50 feet
in length.
All other areas with slopes
14 Days
None (Except for perimeters and How
flatter than 4:1
Zones)
PERMANENT SEEDING SPECIFICATIONS
SEEDING MIXTURE
SPECIES
TALL FESCUE
PREMIUM BERMUDA
RATE (LB/ACRE)
200
60
NURSE PLANTS
BETWEEN APR. 15 AND AUG. 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE SUDANGRASS. PRIOR TO MAY 1
OR AFTER AUG. 15 ADD 25 LB/ACRE RYE (GRAIN).
SEEDING DATES
BEST POSSIBLE
EARLY SPRING: FEB. 15 -MAR. 20 FEB. 15 -APR. 30
FALL: SEPT. 1 -SEPT. 30 SEPT. 1 -OCT. 31
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TEST. IF SOIL TEST IS NOT AVAILIBLE APPLY 2 TONS/ACRE AGRICULTURAL
GRADE LIMESTONE AND 1,000 LBS/ACRE OF 10-10-10 FERTILIZER, OR APPLY 3,000-5,000 LB/ACRE SEDANGRASS.
PRIOR TO MAY 1 OR AFTER AUG 15, ADD 25 LB/ACRE RYE (GRAIN).
MULCH
APPLY 4,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCH. ANCHOR STRAW BY
TACKING WITH ASPHALT, NETTING, OR ROVING OR BY CRIMPING WITH A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
IF GROWTH IS LESS THAN FULLY ADEQUATE, REFERTILIZE THE SECOND YEAR. ACCORDING TO SOIL TESTS OR
TOPDRESS WITH 500 LB/ACRE 10-10-10 FERTILIZER. MOW AS NEEDED WHEN SERICEA IS OMITTED FROM THE
MIXTURE. RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
Maintenance
1. Reseed and mulch bare spots lar er than 9 square feet limited to 5% maximum of site area.
P q )
2. Maintain all seeded areas until uniform stand is acceptable.
3. If growth is not established by final project inspection, continue specified attention until the
stand is acceptable.
4. Correct and repair all undue settling and erosion within 1 year after final inspection.
5. Remove from the site, all erosion control structures after complete stabilization at end of
construction period.
6. Remove silt from sediment pits and from behind check dams when silt is within half depth of
the pit or spillway. Dispose of in an area where silt cannot re-enter pit / trap.
Calculations
The practice utilized for the proposed site did require formal calculations. Calculations have been
provided.
OWNER
RIVERDELL COMPANY
4880 NC 42 EAST
Clayton, NC 27520
919.553.3086 (v)
CONSTRUCTION SEQUENCE:
1. Obtain erosion control plan approval prior to beginning land disturbance. Retain a copy of the approved
erosion control plan and permit on site. Call Johnston County at 919.209.8333 to notify the Inspector of a
start date prior to land disturbance.
2. Clear the area needed to construct the proposed construction entrance.
3. Construct the construction entrance as shown on the plans. Maintain the construction entrance daily to
ensure that mud and silt will not be tracked onto the paved surface. If mud is tracked onto the road
surface, it is to be removed immediately.
4. Construction entrance location may not vary without prior approval from Engineer and NCDENR.
5. Clear the area needed to access and construct sediment basins.
6. Construct sediment basins. Stabilize immediately.
7. Clear the area needed to construct the perimeter erosion control measures including temporary diversion
ditches, silt fence.
8. Construct the temporary diversion and silt fence. Tie temporary diversions into sediment basins where
applicable diversions & basins shall be seeded, mulched, & anchored upon installation.
9. Begin clearing, grubbing, and topsoil stripping.
10. Rough grade all roadways and lots. Adjust basins and temporary diversions as grades rise.
11. onstruct sanitary sewer system throughout project.
12. Construct the storm sewer system throughout the project. Install inlet protection devices.
13. Construct curb and gutter and CABC on roadway.
14. Seed, straw and tack areas behind the curb and gutter that are graded to their final disposition.
15. Complete the construction of storm sewer pipe.
16. Construct permanent outlet protection devices at pipe outlet.
17. Upon completion of the project, contact Johnston County to inspect prior to removing EC measures.
18. Seed, straw and tack any remaining exposed areas.
INFLI
STRI
PVC END CAP
PVC END CAP-/
PVC TEE
SN//! NAFAR SED1NENT BAS/N
NOT TO SCALE
ARM ASSEMBLY
"C" ENCLOSURE
WATER ENTRY UNIT
1AMS)DWAYT MEW
NOT TO SCALE
PVC ELBOW
PVC PIPE
1/2" HOLES IN
UNDERSIDE
END VIEW
NOT TO SCALE
PVC VENT
PIPE SCHEDULE 40 PVC PIPE
SCHEDULE 40 PVC PIPE
�-ORIFICE PLATE
FLEXIBLE HOSE \ y� PVC TEE
0
FRONT VIEW
NOT TO SCALE
NOT TO SCALE
EMERGENCY
SPILLWAY
`INFLOW BAFFLES 1' FREEBOARD
STRUCTURE EMBANKMENT
DEWATERING 6" MIN. INVERT ELEVATION OF EMERGENCY
ZONE
EMERGENCY SPILLWAY SPILLWAY
ALTER FABRIC
SEDIMENT STORAGE
ZONE CROSS-SECTION VIEW
NOT TO SCALE
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
�La�
I
FILTER BLANKET Il
OR (MIRAFI 140N) SECTION A -A
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
CONSTRUCTION SPECIFICA TIONS:
1. Clearrub and strip the area under the embankment of oll vegetation and root mat. Remove oll surface soil containing high amounts of organic matter and
9� P 9 9 9 9
stockpile or dispose of it properly. Haul oll objectionable material to the designated disposal area. Place temporary sediment control measures below basin as needed.
2. Ensure that till material for the embankment is free of roots woody vegetation, etation, or onic matter, and other objectionable material. Place the All in lifts not to exceed
9
9 inches, and machine compact it. Over All the embankment 6 inches to allow for settlement.
J. Shope the basin to the specified dimensions. Prevent the skimming device from settling into the mud by excavating a shallow pit under the skimmer or providing o
low support under the skimmer of stone or timber.
4. Place the barrel (t)pica0y 4 -inch Schedule 40 PVC pipe) on o Arm, smooth foundation of impervious soil. Do not use pervious material such os sand, gravel, or
crushed stone as backfill around the pipe. Place the fill material around the pipe spillway in 4 -inch layers and compact it under and around the pipe to at least the
same density os the adjacent embankment. Care must be taken not to raise the pipe from the Arm contact with its foundation when compacting under the pipe
haunches.
Place a minimum depth of 2 feet Of compacted backfill over the pipe spillway before crossing it with construction equipment. In no case should the pipe conduit be
installed by cutting o trench through the dam after the embankment is complete.
5. Assemble the skimmer following the manufacturers instructions, or as designed.
6. Lay the assembled skimmer on the bottom of the basin with the flexible joint at the inlet of the barrel pipe. Attach the flexible joint to the barrel pipe and position
the skimmer over the excavated pit or support. Be sure to attach O rope to the skimmer and anchor it to the side of the basin. This will be used to pull the
skimmer to the side for maintenance.
7. Earthen spillways - Install the spillway in undisturbed soil to the greatest extent possible. The achievement of planned elevations, grade, design width, and entrance
and exit channel slopes ore critical to the successful operation of the spillway. The spillway should be lined with laminated plastic or impermeable geotextile fabric. The
fabric must be wide and long enough to cover the bottom and sides and extend onto the top of the dam for anchoring in a trench. The edges may be secured with
8 -inch staples or pins. The fabric must be long enough to extend down the slope and exit onto stable ground. The width of the fabric must be one piece, not joined
or spliced- otherwise water can get under the fabric. if the length of the fabric is insufficient for the entire length of the spillway, multiple sections, spanning the
complete width, moy be used. The upper sections) should overlop the lower section(s) so the water cannot flow under the fabric. Secure the upper edge and sides of
the fabric in o trench with staples or pins.
8. Inlets - Discharge water into the basin in a manner to prevent erosion. Use temporary slope drains or diversions with outlet protection to divert sediment -laden
water to the upper end of the pool area to improve basin trop efficiency.
9. Erosion control - Construct the structure so that the disturbed area is minimized. Divert surface water away from bare areas. Complete the embankment before the
area is cleared. Stabilize the emergency soiNway embankment and oll other disturbed areas above the crest of the principal spillway immediately after construction.
10. Install porous baffles os specified.
11. After oll the sediment -producing areas have been permanently stabilized, remove the structure and oll the unstable sediment. Smooth the area to blend with the
adjoining areas and stabilize properly.
MAINTENANCE:
Inspect skimmer sediment basins at least weekly and after each significant (one-half inch or greater) rainfall event and repair immediately. Remove sediment and
restore the basin to its original dimensions when sediment accumulates to One-half the height of the first baffle. Pull the skimmer to one side so that the
sediment underneath it can be excavated. Excavate the sediment from the entire basin, not just around the skimmer or the first cell. Make sure vegetation
growing in the bottom of the basin does not hold down the skimmer.
Repair the baffles if they are damaged. Re -anchor the baffles if water is flowing underneath or around them.
If the skimmer is clogged with trash and there is water in the basin usual/ jerking on the roe will make the skimmer bob u and down and dislodge the debris
99 � y l 9 P P 9
and restore flow, if this does not work, pull the skimmer over to the side of the basin and remove the debris. Also check the orifice inside the skimmer to see
if it is clogged,- if so remove the debris.
If the skimmer arm or barrel pipe is clogged, the orifice con be removed and the obstruction cleared with o plumber's snake or by flushing with water. Be sure
and replace the orifice before repositioning the skimmer.
Check the fabric lined spillway for damage and make any required repairs with fabric that spans the full width of the soNwoy. Check the embankment, spillways,
and outlet for erosion damage, and inspect the embankment for piping and settlement Yoke all necessary repairs immediately. Remove oll trosh and other
debris from the skimmer and pool areas.
Freezing weather can result in ice forming in the basin. Some special precautions should be taken in the winter to prevent the skimmer from plugging with ice.
Maintenance Notes:
A
I�La
a
FILTER BLANKET
OR (MIRAFI 140N) SECTION A -A
PIPE OUTLET TO
WELL-DEFINED CHANNEL
GENERAL NOTES:
1. La = THE LENGTH OF THE RIP RAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6".
J. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS
TO AN ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE
TOP OF THE BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE
RIP RAP AND SOIL FOUNDATION.
5. FLARED END SECTION IS OPTIONAL. SEE PLANS FOR REQUIREMENT.
6. SEE PLAN AND PROFILES FOR ACTUAL DIMENSIONS.
PIPE OUTLET PROTECTION
SCALE: N.T.S.
WOOD OR
METAL POST
STAKE
10 MIL
LINING
SILT FENCE
I I=
TEMPORARY PIPE I,!I
INLET PROTECTION
SCALE. N.T.S.
1
1
STAPLE (2 PER BALE) SILT FENCE
10 MIL PLASTIC LINING STRAW BALE
METAL STAKE (2 PER BALE)
PLYWOOD PAINTED WHITE
BLACK LETTERS 6" TALL
CONCRETE
WASHOUT WOOD POST
T GROUND LEVEL
CONSTRUCTION SPECIFICATIONS:
1. CONCRETE WASHOUT SIGN SHALL BE INSTALLED NO FURTHER THAN 25' FROM THE
FACILITY AND SHALL BE VISIBLE TO ALL CONSTRUCTION TRAFFIC.
2. POLYETHYLENE SHEETING SHALL BE 10 MILS FREE OF HOLES, TEARS, OR LEAKS.
MAINTENANCE.•
FACILITY SHALL NOT BE FILLED MORE THAN 12" FROM THE TOP BEFORE DISPOSING OF
CONCRETE. CONCRETE SHALL BE DISPOSED OF IN THE SAME MANNER AS OTHER
NON-HAZORDOUS MATERIALS FROM THE SITE OR MAY BE BROKEN UP AND USED AS
FILL IN NON-STRUCTURAL AREAS.
1. Do not let any area remained exposed for more than 7 or 14 calendar days according to chart without
applying temporary seeding.
2. Maintain all erosion control measures daily and reseed disturbed areas as needed.
3. Inspect all erosion control measures weekly and after each rainfall event. Repair as needed.
4. At the end of each day's storm drainage operation, construct a temporary pipe inlet protection device until
the next day's operation continues.
CONCAAETETA#4WA WASHOUT
NOT TO SCALE
SUPPORT ROPE TO SUPPORT POST, STAKE TO
SEE EROSION CONTROL PLAN
FOR ACTUAL PIT DIMENSIONS
SET CLEAN-OUT
STAKE AT 1/2
PI T VOLUME
B
DESIGN
SETTLED TOP �
�N
\ \
\^
r \
STAPLEDW TRENCHED INTO
BOTTOM OR SIDE
SED BASIN BAFFLES
SCALE: N.T.S.
I-51
---1
CLEAN-OUT MIN.
STAKE 1 5'
`L s`0�F
U VII I'I =11V ;III FILTER FABRIC -J =III_=1i'=IIV„ Illi; I''
CROSS SECTION EMERGENCY
BY-PASS
6" BELOW
OVERFILL 6" SETTLED
FOR SETTLEMENT --� TOP OF DAM
SEE EROSION CONTROL PLAN
FOR ACTUAL PIT DIMENSIONS
4' MIN.
\ \
Y
2. 1 SIDE
SLOPE MAX V/;
-i
1 /
i
FILTER FABRIC
: 1 SIDE �.
III=
SLOPE MAX...
1=
11-
u1E I I-
I =i I i=I I I- 3' MIN. ii=iiI. iVi=iii=iV1=411=1i1=YYFEIII I
i iI I I°I II I I-1 I I- ' I=_1 I I -I I I i I 11- -1 I I_, I I IE' 1 1_I 111,;11 11-'
'-III,;.I 1 :,III
STONE SECTION
NA TURAL
GROUND
GENERAL NOTES:
1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove all
surface soil containing high amounts of organic matter and stockpile or dispose of it properly. Haul
all objectionable material to the designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody vegetation, organic matter, and
other objectionable material. Place the fill in lifts not to exceed 9 inches and machine compact it.
Over fill the embankment 6 inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection between the riprap and the
soil from piping by using filter fabric or a keyway cutoff trench between the riprap structure and
the soil.
Place the filter fabric between the riprap and soil. Extend the fabric across the spillway
foundation and sides to the top of the dam; or
Excavate a keyway trench along the centerline of the spillway foundation extending up the
sides to the height of the dam. The trench should be at least 2 ft. deep and 2 ft. wide
with 1:1 side slopes.
4. Clear the pond area below the elevation of the crest of the spillway to facilitate sediment cleanout.
5. All cut and fill slopes should be 2:1 or flatter.
6. Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3 ft.
and a maximum side slopes of 1:1 that extend to the bottom of the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown on the plans, with 2:1 side
slopes extending to the top of the over filled embankment. Keep the thickness of the sides of the
spillway outlet structure at a minimum of 21 inches. The weir must be level and constructed to
grade to assure design capacity.
8. Material used in the stone section should be a well -graded mixture of stone with a d size of 9
inches (class B erosion control stone is recommended) and a maximum stone size of 14 inches.
The stone may be machine placed and the smaller stones worked into the voids of the larger stones.
The stone should be hard, angular, and highly weather -resistant.
9. Ensure that the stone spillway outlet section extends downstream past the toe of the embankment
until stable conditions are reached and outlet velocity is acceptable for the receiving stream. Keep
the edges of the stone outlet section flush with the surrounding ground and shape the center to
confine the outflow stream (References: Outlet Protection).
10. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not damage
the embankment.
11. Stabilize the embankment and all disturbed areas above the sediment pool and downstream from the
trap immediately after construction (References: Surface Stabilization).
12. Show the distance from the top of the spillway to the sediment cleanout level (one-half the design
depth) on the plans and mark it in the field.
SEDIMENT BASIN
SCALE: N.T.S.
CAR0
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SEAL
19843
C'NV C�'�G.��` 4-15-15
EL S
C° 00
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MT A
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TOP DAM 288.50
e SLOPES TO RECEIVE
�CEN77PEDE SOD
W
CEN77PEDE SOD GROWN
ON SANDY SOILS WI7H AN
INFILTRA 77ON RATE OF 2�
INCH/ `
HR OR GREATER Irk V
12 MAX.
�ONDING `/ \�� TOP OF BIORE7EN77ON 286.00 � - 4" C. 0.
4" C.O. ++ DEPTH I6f �If'�
24" FILL SOIL MEDIA
v 85-88Yo WASHED SAND
8-12Z FINES (SILT & CLAY)
3-5% ORGANIC MATTER
PHOSPHOROUS INDEX < 30
PERFORATED PVC SOCK DRAIN
SLOPES TO RECEIVE
CEN77PEDE SOD,
CLASS B RIP RAP LINED
FOREBAY 12" IN DEPTH
2" CHOKING STONE
#8 OR #89
6" #57 STONE
4" WASHED SAND
PROPOSED GRADE
M
0
N
N
to
N
O
� I
3 M
< o
O
w
Z
� w
< J
o �
4"X4" SCOUR
BIORETENTION AREA PROFILE O O. 7,437 \Sq Ft HOLE W/CLASS B
NOT TO SCALE C O• 7,314 Sq Ft /
RIP RAP
293 2
C. 0. / 44 LF 18"
16 86 X02 RCP © 10.0% \
2g O TOW 278.00 < W 6' FES
Conversion Procedure Sediment Basin to Bioretention Area 1 O /
1. After the site is completely stabilized, contact Stocks Engineering ®252-459-8196 for verification 289.00 TOW KEYSTONE OR EQUAL WALL. Q
of completion and stabilization. \ O
2. Contact Thad Valentine of NCDENR-Land Quality Section ® 919-791-4200 for approval to remove 'Q TOW 278.00
CONTRACTOR TO PROVIDE
all temporary erosion control measures. d' 289.00
3. Upon approval from NCDENR-Land Quality Section, begin the conversion of the bioretention area \ CAS CA STRUCTURAL DESIGN PRIOR
from a temporary sediment trap to a permanent BMP as follows. 5 \ O\ TO INSTALLATION AND
4. Construct silt fence around the toe of the interior side slope of the bioretention area (BA) to Q �7
11 '
protect the BA from sediment contamination during the Conversion Procedure. Leave an opening at O 0 X'/CERTIFICATION ONCE COMPLETE Q
the downstream end of the BA just wide enough for construction machinery to enter/exit. \ \
5. Bring the side slopes surrounding the BA to proposed grade. ' TOP OF WALL
6. Seed/sod the side slopes as per specifications. (Contractor is responsible to maintain and \ 6l0 ��� CP VARIES: 278.0'-289.0' O
protect seed/sod to promote successful establishment during Conversion Procedure. If damage or P"Q ,
death to seed/sod occurs, Contractor must replace affected area immediately.) /!v C) BOTTOM OF WALL. 276.33
7. Once seed/sod has been installed, Contractor shall excavate the bottom of the BA to a depth /
equal to the greater of the following: O
a. 1 foot below any evidence of sedimentation upon in situ soils; or, \ \� /P� O / 42
b. 4 feet below the proposed bottom of BA elevation. \
P P 2 5— 29 4 � O
8. Excavated material must be disposed of in an approved off-site location. � �
9. Care must be taken to prevent any sedimentation/re-sedimentation during this process, as \C
contamination of the in situ soils or the designed soil media will compromise the functionality of the \ /
BA. If any sedimentation occurs during this process, Contractor shall remove sediment immediately.
10. Contact Stocks Engineering ® 252-459-8196 to inspect excavated BA before continuing
construction.
11. Upon approval of Stocks Engineering, continue constructing BA per details. Establish appropriate \ gT S1 CIO
permanent vegetation in BA as soon as possible. \ N \
12. Upon completion of BA construction, remove sediment from silt fence and dispose of at an
approved off-site location. \ O
13. Contact Stocks Engineering ® 252-459-8196 to inspect completed BA before removing silt fence
and placing the BA in service.
41
/i
24" FILL SOIL MEDIA I/� O 7 3 �,S F
85-88% WASHED SAND
8-12% FINES (SILT &CLAY) \ \ \ \ , \- / 0 1 Q
3-5% ORGANIC MATTER
PHOSPHOROUS INDEX < 30 \�
CENTIPEDE
ELEV 286.00 \ 1 19
24
Aj-
III= \
4" WASHED SAND---- � l ELEy 282.00
2" CHOKING STONE
#8 OR #89—I I V—III— —I I—III—VII—I I V—I V I—I 1= y
II I -I I I -I I I -I I I -I I I -I I I-' °
III, , I I I- I 1=1 I I=I i
COMPACTED
6" #57 STONE
SUBGRADE
6" PERFORATED PVC
BIORETENTION AREA PROFILE SOCK DRAIN O
NOT TO SCALE
Centipede Sod Notes:
1. Centipede Sod shall have been grown in sandy soils with an infiltration rate of 2 -inches per hour
or greater.
2. Do not deliver more sod than can be installed in less than 24 hours.
3. Use a knife or sharp edged shovel to cut the sod to desired lengths. Do not tear sod.
4. Water sod immediatley upon installation to a depth of 1 inch. Water daily for a period of 2 weeks
and then periodically until roots have been established.
SCALE: 1 " = 30'
0 30 60 75 90
CA'1��
c�.o'EsS/
•Q, SEAL l
19843
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4"X4" SCOUR
BIORETENTION AREA PROFILE O O. 7,437 \Sq Ft HOLE W/CLASS B
NOT TO SCALE C O• 7,314 Sq Ft /
RIP RAP
293 2
C. 0. / 44 LF 18"
16 86 X02 RCP © 10.0% \
2g O TOW 278.00 < W 6' FES
Conversion Procedure Sediment Basin to Bioretention Area 1 O /
1. After the site is completely stabilized, contact Stocks Engineering ®252-459-8196 for verification 289.00 TOW KEYSTONE OR EQUAL WALL. Q
of completion and stabilization. \ O
2. Contact Thad Valentine of NCDENR-Land Quality Section ® 919-791-4200 for approval to remove 'Q TOW 278.00
CONTRACTOR TO PROVIDE
all temporary erosion control measures. d' 289.00
3. Upon approval from NCDENR-Land Quality Section, begin the conversion of the bioretention area \ CAS CA STRUCTURAL DESIGN PRIOR
from a temporary sediment trap to a permanent BMP as follows. 5 \ O\ TO INSTALLATION AND
4. Construct silt fence around the toe of the interior side slope of the bioretention area (BA) to Q �7
11 '
protect the BA from sediment contamination during the Conversion Procedure. Leave an opening at O 0 X'/CERTIFICATION ONCE COMPLETE Q
the downstream end of the BA just wide enough for construction machinery to enter/exit. \ \
5. Bring the side slopes surrounding the BA to proposed grade. ' TOP OF WALL
6. Seed/sod the side slopes as per specifications. (Contractor is responsible to maintain and \ 6l0 ��� CP VARIES: 278.0'-289.0' O
protect seed/sod to promote successful establishment during Conversion Procedure. If damage or P"Q ,
death to seed/sod occurs, Contractor must replace affected area immediately.) /!v C) BOTTOM OF WALL. 276.33
7. Once seed/sod has been installed, Contractor shall excavate the bottom of the BA to a depth /
equal to the greater of the following: O
a. 1 foot below any evidence of sedimentation upon in situ soils; or, \ \� /P� O / 42
b. 4 feet below the proposed bottom of BA elevation. \
P P 2 5— 29 4 � O
8. Excavated material must be disposed of in an approved off-site location. � �
9. Care must be taken to prevent any sedimentation/re-sedimentation during this process, as \C
contamination of the in situ soils or the designed soil media will compromise the functionality of the \ /
BA. If any sedimentation occurs during this process, Contractor shall remove sediment immediately.
10. Contact Stocks Engineering ® 252-459-8196 to inspect excavated BA before continuing
construction.
11. Upon approval of Stocks Engineering, continue constructing BA per details. Establish appropriate \ gT S1 CIO
permanent vegetation in BA as soon as possible. \ N \
12. Upon completion of BA construction, remove sediment from silt fence and dispose of at an
approved off-site location. \ O
13. Contact Stocks Engineering ® 252-459-8196 to inspect completed BA before removing silt fence
and placing the BA in service.
41
/i
24" FILL SOIL MEDIA I/� O 7 3 �,S F
85-88% WASHED SAND
8-12% FINES (SILT &CLAY) \ \ \ \ , \- / 0 1 Q
3-5% ORGANIC MATTER
PHOSPHOROUS INDEX < 30 \�
CENTIPEDE
ELEV 286.00 \ 1 19
24
Aj-
III= \
4" WASHED SAND---- � l ELEy 282.00
2" CHOKING STONE
#8 OR #89—I I V—III— —I I—III—VII—I I V—I V I—I 1= y
II I -I I I -I I I -I I I -I I I -I I I-' °
III, , I I I- I 1=1 I I=I i
COMPACTED
6" #57 STONE
SUBGRADE
6" PERFORATED PVC
BIORETENTION AREA PROFILE SOCK DRAIN O
NOT TO SCALE
Centipede Sod Notes:
1. Centipede Sod shall have been grown in sandy soils with an infiltration rate of 2 -inches per hour
or greater.
2. Do not deliver more sod than can be installed in less than 24 hours.
3. Use a knife or sharp edged shovel to cut the sod to desired lengths. Do not tear sod.
4. Water sod immediatley upon installation to a depth of 1 inch. Water daily for a period of 2 weeks
and then periodically until roots have been established.
SCALE: 1 " = 30'
0 30 60 75 90
CA'1��
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•Q, SEAL l
19843
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RIP RAP EMERGENCY
/ OVER MIRAFI 140N
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\ \ I I r IE- TOP 287.00
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RIP RAP
�/ 44 LF 18" /�� `� / / ' / / / ♦ 42
078 00 RCP ® 10.0% jam\ \ ///� / / / /�
W/6' FES / / / / /
��3 / /, / / ♦ ERCY FlAWERS
V 2Lo
078.00 KEYSTONE OR EQUAL WALL. - 1��\ / /'/ / /, / / 42 STORE
CONTRACTOR TO PROVIDE / / ✓ /
i.00 I STRUCTURAL DESIGN PRIOR ' �' / / POND L O
� TO INSTALLATION AND / �/ / / / / �� o
CERTIFICATION ONCE COMPLETE / / / / / / /�� �� //,510 SF—
CERTIFICATION J
TOP OF WALL / / / ,� / / �\ �\ Of
0.7/Ac. 0 -
BOTTOM
o
VARIES: 278.0'- 289.0'
BOTTOM OF WALL: 276.33' / // / / / // �/ �� / /
04
42,/
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/ SF /
0. 26–
/ / JF
80 ` Ac.\MEN BE
�J soh/ 82 000
/ 81 /ti /�
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SCALE: 1 " = 60'
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0 60 120 150 180
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PAVEMENT OR
go' BEND
FINISHED GRADE
22 1/2' BEND 11 1/4• BEND
GATE VALVE TO BE SAME SEE VALVE BOX
DIAMETER AS MAIN LINE INSTALLATION "MIN.
11 VALVE
SIZ
TAMPED BACKFILL BOX
TAMPED
THREADED COUPLING
BACKFILL
B
2" THREADED BRASS PIPE
i•�: �•',';' D.I. PIPE
,,.4. •j'�`' CONCRETE BLOCKING
B
MIN. 1/3 C.Y. AT 3000 P.S..
B C
D
5/8" TYPE 304 STAINLES
8"
CONCRETE THRUST THREADED RODS (MIN. 4 EA)
a'
COLLAR
2" THREADED
W LENGTH)
5' MIN. MJ CAP W/ 2" TAP
PIPE (12 -PAY
REM
6"
INCLUDES ALL ITEMS EXCEPT
g' 10'
MAIN LINE VALVE
8'
TEMPORARY BLOW -OFF
ASSEMBLY
NOT TO SCALE
10'
Name Date
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER
STANDARD DETAIL
Temporary Blow Off
Assembly
PAGE
of 47
Drawn By:
Checked By:
Approved By:
scale:
15"
Rev. I Description 1 Date Inil.
NOTES:
1. CONCRETE SHALL BE 3,000 PSI MIN
2. CONCRETE FOR THRUST BLOCKING
SHALL BE KEPT FAIRLY DRY, THUS
MAKING THE CONCRETE WEDGE SHAP
MORE EASILY FORMED WITH THE
WIDEST PART (BLOCKING AREA)
AGAINST UNDISTURBED SOIL.
3. NO CONCRETE SHALL COVER ANY
BOLTS OR GLANDS.
4. ALL FITTING AND ACCESSORIES TO B
WRAPPED WITH 10 MIL POLYETHYLEN
PRIOR TO POURING BLOCKING.
5. VOLUME OF THRUST BLOCKING SHAL
BE AS SHOWN ON THE THRUST
BLOCKING SCHEDULE.
SOIL (TYP.)
PLAN BENDS
18" MIN. – 10" 0
24" MIN. – 12" 0
703
•,r• \r
DO
SECTION X -X
BENDS & TEES
PLAN TEES
PLAN & ELEV.
PLUGS
PIEPE
go' BEND
45• BEND
22 1/2' BEND 11 1/4• BEND
TEE
PIM
SIZ
A
B
A
B
A
B
A
B
A
B C
D
4"
8"
12"
a'
8"
6"
8'
8'
6"
a'
g' 10'
16"
8'
10'
12"
B"
10'
8"
B'
B"
8"
10"
10" 12'
18"
a'
15"
13"
10"
1o"
8"
8'
a'
8"
1o"
12" 12"
24"
10"
16'
14"
10"
12'
6"
10"
8'
10'
11"
14" 14'
23'
12'
20'
16"
12"
14'
8"
12'
a"
12'
14"
16" 18'
30'
14"
2Y
1B"
14"
16"
10"
14'
10"
14"
16"
18' 18'
34"
16"
26"
20'
16'
18'
12'
16"
12"
16'
18'
20"
36"
26'
24"
18'
18' 1
13"
1 12' 1
B'
1g"
24"
48"
33"
30"
21"
1B" 1
18"
1 15' 1
11"
21' 1
21" 1 28'
1 56"
N
M
THRUST BLOCK DETAIL
NOT TO SCALE
Name Date
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER
STANDARD DETAIL
Thrust Block
PAGE
8
Of 47
Drawn By:
Checked By:
Approved By:
Scale:
THREADED COUPLING
Rev I Description I Date Init,
PAVEMENT OR
FINISHED GRADE
TAMPED BACKFILL
5/8" TYPE 304 STAINLESS STEEL
THREADED RODS (MIN. 4 EA.)
• ''' I D.I. P
SEE VALVE BOX
5"
INSTALLATION
2
NOTES: M 1
1. VALVE MARKERS SHALL l!\N
0
BOX
BE PLACED AT R/W. M
TAMPED
THREADED COUPLING
2. LETTERS "MV" SHALL V
BREAK RING TO BE SET WITHIN 2"-4"
6",B",12"
FACE TOWARDS VALVE.
CAST IN CONC. &
•1'ti.:y:
3. MARKER SHALL HAVE
BRASS OR BRONZE FINISHED GRAD
0
PAINTED BLACK
2-
T
EMBED ON TOP OR SIDE. I -
20"
V-4" 1-0"
4. CONTRACTOR SHALL I
1
4 EA. – #3 REBAR
24"
STAMP DISTANCE TO m
(1 EA. CORNER)
TWO
CENTER OF VALVE INTO
V-4" V-2"
4"
EMBED.
36"
V-4' 1'-4"
5. BLOW–OFF ASSEMBLY
SQUARE MARKER
OF 6 SQ. FT. (4 C.F. MIN.)
SHALL INCLUDE 1 EA.
WITH BEVELED CORNERS
TYPE 304 S.S. THREADED RODS
MARKER W/ "BO" OR
LEG TO DIP MIN. 2 EA. PER SEGMENT
REQ'D.).
"MV" CAST.
3. DRAIN HOLES AND
PAY ITEM Aqua–Grip" RINGS OR ROMAC
VALVE MARKER DETAIL
CLEAR OF CONC. ALL ITEMS EXCEPT MAIN LINE TEE JOINTS IN LIEU OF THREADED RODS
NOT TO SCALE
SELECTED BACKFILL _ _ NOTE ALL PAVEMENT SHALL
BARRELSHALL BE
Name Date
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
24" 69,252
WATER
STANDARD DETAIL
Valve Marker
PAGE
15
of 47
Drawn By:
Checked By:
Approved By:
Scale:
Drawn By:
Rev. I Description jDate Init.
PAVEMENT OR
FINISHED GRADE
TAMPED BACKFILL
5/8" TYPE 304 STAINLESS STEEL
THREADED RODS (MIN. 4 EA.)
• ''' I D.I. P
SEE VALVE BOX
4" MIN.
INSTALLATION
2
VALVE
CONCRETE THRUST COLLAR
BOX
of 47
TAMPED
THREADED COUPLING
BACKFILL
BREAK RING TO BE SET WITHIN 2"-4"
6",B",12"
2" BRASS NIPPLE
2'
•1'ti.:y:
16"
%'.�•`•;; CONCRETE BLOCKING
CONCRETE THRUST L— 2" BRASS NIPPLE MIN. 1/3 C.Y. AT 3000
COLLAR (MIN. 6" IN LENGTH)
M.J. CAP W/
5' MIN. L 2" THREADED TAP
2" BRASS PIPE
(MIN. 12" IN LENGTH)
PAY ITEM
INCLUDES ALL ITEMS
PERMANENT BLOW -OFF ASSEMBLY
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
NOT TO SCALE
WATER
PAGE
O
2
Permanent Blow Off
CONCRETE THRUST COLLAR
Assembly
NOT TO SCALE
WATER
PAGE
STANDARD DETAIL
2
Permanent Blow Off
CONCRETE THRUST COLLAR
Assembly
of 47
r — 4'-0"1: B CONCRETE THRUST
T I COLLAR (3,000 P.S.I.)
A 1'
ANCHOR C • ° D.I.P.
. MAIN
• y Q•
SECTION
REINFORCING
NOTE:
6' TO 16" MAINS = 12–N0.
UNDISTURBED 7 BARS
SOIL — — – 20" TO 36" MAINS = 12–N0.
CONCRETE THRUST 8 BARS
_COLLAR (3,000 P.S.I.) BARS PLACED AS SHOWN
-III—III—III—. , —I 11=1 11=1 11=1 11=
................... • ,
ANCHOR .I a MA.N TRENCH WALL
RING
TRENCH a° :': TAMPED BACKFILL
WALL
= I I I_ICI_
I I=1 I I
PLAN UNDISTURBED
SOIL
THRUST COLLARINSTALLATION
SCALENOT TO
Name. Date
Drawn By: PAGE
Checked By: JOHNSTON COUNTY WATER
Approved By: Department of Public Utilities STANDARD DETAIL 9
scale: P.O. Box 2263 Thrust Collar
Smithfield, NC 27577 Installation of47
Rev.Descri lion jDate linit.
NOTE: PIPE SHALL BE BEDDED UP TO
SPRING LINE AND MINIMUM 4" BELOW
BOTTOM OF PIPE WHEN WET AREAS
ARE ENCOUNTERED.
HAND PLACED
DENSELY COMPACTED
BACKFILL TO 1 – ___
ABOVE TOP OF PIFT. PE _ _ _– �
I _ __ UNDISTURBED EARTH
'%;-_7_7_7_ – ELECTRONIC MARKER BALLS AT 100' ON
=-PIPE _– CENTER & AT BENDS. MARKER BALLS SHALL
BEDDED PIPE _– _O.D._.:__, BE INSTALLED AT 1 1/2 TO 2' DEEP.
–_ – – –_ NOTE: MARKER BALLS SHALL BE
SHAPED SUBGRADE – – INSTALLED CONCURRENTLY WITH PIPE.
– – MARKER BALLS SHALL NOT BE
SHALL PROVIDE BEARING – – — INSTALLED AFTER TRENCH HAS BEEN
ALONG ENTIRE LENGTH
OF PIPE BARREL COMPLETELY BACKFILLED.
/2 PIPE O.D.
24" + O.D. MAX.
12" + O.D. MIN.
NOTE:
WATER MAINS 8"0 AND SMALLER
SHALL HAVE MINIMUM OF 3' COVER.
WATER MAINS LARGER THAN 8"0
SHALL HAVE A MINIMUM OF 3'-6"
COVER.
PIPE LAYING CONDITION
NOT TO ALE
Name ate
Drawn By:
Checked By: JOHNSTON COUNTY
WATER PAGE
Approved By: Departmentof Public Utilities STANDARD DETAIL 16
Scale: P.O. Box 2263 Pipe Laying
Smithfield, NC 27577 Condition of 47
Rev. I Description I Date Init.
COAT HYDRANT BONNET AND NOZZLE CAPS
SCHEDULE
"ALERT" REFLECTIVE FIRE HYDRANT PAINT
EXIST. WATER MAIN
PIPE DIAMETER
CONCRETE THRUST COLLAR
ANCHOR COLLAR
RINGS REQUIRED
1 IN UNPAVED AREA
A B
C
BREAK RING TO BE SET WITHIN 2"-4"
6",B",12"
1'-0' V-0'
2'
ONE
16"
V-4' V -O'
2-
ONE
20"
V-4" 1-0"
3"
ONE
24"
V-4" 1'-O"
3'
TWO
30"
V-4" V-2"
4"
TWO
36"
V-4' 1'-4"
4"
TWO
THRUST COLLARINSTALLATION
SCALENOT TO
Name. Date
Drawn By: PAGE
Checked By: JOHNSTON COUNTY WATER
Approved By: Department of Public Utilities STANDARD DETAIL 9
scale: P.O. Box 2263 Thrust Collar
Smithfield, NC 27577 Installation of47
Rev.Descri lion jDate linit.
NOTE: PIPE SHALL BE BEDDED UP TO
SPRING LINE AND MINIMUM 4" BELOW
BOTTOM OF PIPE WHEN WET AREAS
ARE ENCOUNTERED.
HAND PLACED
DENSELY COMPACTED
BACKFILL TO 1 – ___
ABOVE TOP OF PIFT. PE _ _ _– �
I _ __ UNDISTURBED EARTH
'%;-_7_7_7_ – ELECTRONIC MARKER BALLS AT 100' ON
=-PIPE _– CENTER & AT BENDS. MARKER BALLS SHALL
BEDDED PIPE _– _O.D._.:__, BE INSTALLED AT 1 1/2 TO 2' DEEP.
–_ – – –_ NOTE: MARKER BALLS SHALL BE
SHAPED SUBGRADE – – INSTALLED CONCURRENTLY WITH PIPE.
– – MARKER BALLS SHALL NOT BE
SHALL PROVIDE BEARING – – — INSTALLED AFTER TRENCH HAS BEEN
ALONG ENTIRE LENGTH
OF PIPE BARREL COMPLETELY BACKFILLED.
/2 PIPE O.D.
24" + O.D. MAX.
12" + O.D. MIN.
NOTE:
WATER MAINS 8"0 AND SMALLER
SHALL HAVE MINIMUM OF 3' COVER.
WATER MAINS LARGER THAN 8"0
SHALL HAVE A MINIMUM OF 3'-6"
COVER.
PIPE LAYING CONDITION
NOT TO ALE
Name ate
Drawn By:
Checked By: JOHNSTON COUNTY
WATER PAGE
Approved By: Departmentof Public Utilities STANDARD DETAIL 16
Scale: P.O. Box 2263 Pipe Laying
Smithfield, NC 27577 Condition of 47
Rev. I Description I Date Init.
COAT HYDRANT BONNET AND NOZZLE CAPS
2' ASPHALTIC CUT TO
"ALERT" REFLECTIVE FIRE HYDRANT PAINT
EXIST. WATER MAIN
SILVER MODEL #1440
AT 45' BEND.
IN PAVED AREA 1Y2" �1 1" FINISHED GRADE
PUMPING & HOSE CONNECTIONS
1 IN UNPAVED AREA
EQUAL TO COUNTY STANDARD
m
8" COMPACTED CRUSHER
BREAK RING TO BE SET WITHIN 2"-4"
FINISHED GRADE
OF FINISHED GRADE
– t – – ENCASEMENT •
VALVE BOX
ISI I -I I
I -I I -I I I -I I -III HYDRANT TEE
BURY IAS I I I I
I I I I I I I I I I I I I I I III' ' I I I WATERLINESIZE VARIES
I
SPECIFIED
SEE NS
CONCRETE THRUST BLOCK
FABRICATED OF TYPE 304 S.S. AND
NOTE:
_
LINE IN LAYERS
1. MIN. OF 4 CU. FT.
CONCRETE THRUST BLOCK
STONE (MORE IF
CIRCUMFERENTIAL GASKET.
REQ'D).
GATE VALVE
2. CONC. THRUST
VALVE SHALL BE PLACED ON THE
BLOCK TO HAVE M1467 STONE FILL
WATER MAIN SIDE OF ROAD DITCH
OF 6 SQ. FT. (4 C.F. MIN.)
04 LONGITUDINAL
BEARING ON SOLID
TYPE 304 S.S. THREADED RODS
BANK (MORE IF HYDRANT
LEG TO DIP MIN. 2 EA. PER SEGMENT
REQ'D.).
OR
3. DRAIN HOLES AND
PAY ITEM Aqua–Grip" RINGS OR ROMAC
FLANGES SHALL BE FIRE HYDRANT ASSEMBLY INCLUDES GRIP RINGS MAY BE USED AT
CLEAR OF CONC. ALL ITEMS EXCEPT MAIN LINE TEE JOINTS IN LIEU OF THREADED RODS
4. FIRE HYDRANT
SELECTED BACKFILL _ _ NOTE ALL PAVEMENT SHALL
BARRELSHALL BE
6
PLUMB. FIRE HYDRANT ASSEMBLY
24" 69,252
NOT TO SCALE
Name Date
JOHNSTON COUNTY
Departmentof Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER
STANDARD DETAIL
Fire Hydrant
Assembly
PAGE
4
Of 47
Drawn By:
Checked By:
Approved By:
Scale:
PRIMARY HIGHWAYS
Rev.1 Description Date Inil.
RESTRAINED FLANGE ADAPTER
"UNIFLANGE" OR EQUAL kP(P
ESSORY KIT
"FIELD LOK" GASKET
OR EQUAL
DIP (BELL
3/4" THREADED TYPE 304
OR TYPE 316 S.S. RODS
MIN. 4 EA.
HARNESS RESTRAINT DETAIL
NOT TO SCALE
Name Date
Drawn By: PAGE
Checked By: JOHNSTON COUNTY WATER
Approved By: I Department of Public Utilities STANDARD DETAIL 10
Scale: I P.O. Box 2263 Restraint Harness
Smithfield, NC 27577 of 47
Rev. I Description Date Init.
FOR USE IN PAVED AREAS FOR USE IN UNPAVED AREAS
2' ASPHALTIC CUT TO
VALVE BOX COVER
EXIST. WATER MAIN
CONC. OR AS IN NEAT EDGE
AT 45' BEND.
IN PAVED AREA 1Y2" �1 1" FINISHED GRADE
PLACE
1 IN UNPAVED AREA
TAPPING SLEEVE
m
8" COMPACTED CRUSHER
TAPWITH
6" MIIJ, CONCRETE
RUN STABILIZED WITH
– t – – ENCASEMENT •
NEW WATER MAIN
- - - 5% PORTLAND CEMENT
TAPPING SLEEVE & ASSEMBLY
VALVE BOX •'
BURIED - - SELECTED
–_
NOTE: TAPPING SLEEVE SHALL BE
_
PIPE BACKFILL TAMPED
FABRICATED OF TYPE 304 S.S. AND
TAMPED
_
LINE IN LAYERS
BACKFILL
EXISTING PIPE WITH FULL
SECONDARY HIGHWAYS & CITY STREET
CIRCUMFERENTIAL GASKET.
Name
2' PLANT MIx A'PHAL
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
STANDARD DETAIL
Tapping Sleeve and
Valve Assembly
OR CONCRETE MIx SAW TO NEAT EDGE
Drawn By:WATER
Checked By:
04 LONGITUDINAL
Scale:
2
TIE OARS EXISTING PAVEMENT
m
8" 7,694
EXTENSIONS.
CONCRETE 12 -_ -_ 12"
2. VALVE BOX SHOULD
2
- - 6' HB
16" 30,779
MAIN OR VALVE.
SELECTED BACKFILL _ _ NOTE ALL PAVEMENT SHALL
3. CONCRETE PROTECTOR
6
TAMPED IN 8' - - BE REPAIRED WITHIN
24" 69,252
LIEU OF ENCASEMENT
LAYERS - THE SAME WEEK R IS
CUT.
IN UNPAVED AREAS.
BURIED
INSTALLATION
NOT TO SCALE
PIPE UNE
Name Date
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
PRIMARY HIGHWAYS
WATER
STANDARD DETAIL
Valve and Valve
Box Installation
PAGE
13
of 47
TRANSVERSE AND LONGITUDINAL CUTS
Checked By:
Approved By:
DETAILS FOR CUTTING AND
VERTICAL BEND
Rev. I Description IDate Imt.
REPLACING PAVEMENT
AND BLOCKING
DETAIL
NOT TO SCALE
NOT TO SCALE
Name Date
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER
STANDARD DETAIL
Cutting and Replacing
Pavement
PAGE
17
of 47
Drawn By:
Y
Checked B Y
Approved By:
Scale:
Approved By:
Rev.1 Description jDate linit.
FOR USE IN PAVED AREAS FOR USE IN UNPAVED AREAS
CJBOX
VALVE BOX COVER
EXIST. WATER MAIN
FINISHED GRADE _TV2 MIN.
AT 45' BEND.
IN PAVED AREA 1Y2" �1 1" FINISHED GRADE
�;.
1 IN UNPAVED AREA
TAPPING SLEEVE
BASE COURSE– = I�2'-0"�
TAPWITH
6" MIIJ, CONCRETE
– t – – ENCASEMENT •
NEW WATER MAIN
TAMPED BACKFILL_ ___ _—_= AT 3,000 P.S.I. °•°
TAPPING SLEEVE & ASSEMBLY
VALVE BOX •'
N SCALE
–_
NOTE: TAPPING SLEEVE SHALL BE
2'-0"
FABRICATED OF TYPE 304 S.S. AND
TAMPED
PROVIDE A 360' SEAL AROUND
BACKFILL
EXISTING PIPE WITH FULL
WATER MAIN –_ –_ _ _–
CIRCUMFERENTIAL GASKET.
Name
Date
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
STANDARD DETAIL
Tapping Sleeve and
Valve Assembly
PAGE
5
Of 47
Drawn By:WATER
Checked By:
Approved By: I I
Scale:
2
Rev.1 Description jDate Init.
FOR USE IN PAVED AREAS FOR USE IN UNPAVED AREAS
PAGE
VALVE BOX COVER
SERVICE DETAIL
FINISHED GRADE _TV2 MIN.
AT 45' BEND.
IN PAVED AREA 1Y2" �1 1" FINISHED GRADE
�;.
1 IN UNPAVED AREA
of 47
BASE COURSE– = I�2'-0"�
FOR DIMENSIONS OF BLOCK.
6" MIIJ, CONCRETE
10' MAX.
– t – – ENCASEMENT •
••
TAMPED BACKFILL_ ___ _—_= AT 3,000 P.S.I. °•°
' `�° 4 •Q•a; • '
VALVE BOX •'
. •• : =
–_
•
2'-0"
n
TAMPED
AT 90' BEND.
BACKFILL
a
WATER MAIN –_ –_ _ _–
VALVE
VALVE BOX
COVER
TAMPED BACKFILL BLOCKING
CONCRETE ENCASEMENT
SECTION
PLAN AT 3,000 P.S.I.
NOTES:
1. D.I.P. MAY BE USED
2
FOR VALVE BOX
8" 7,694
EXTENSIONS.
2. VALVE BOX SHOULD
2
NOT CONTACT WATER
16" 30,779
MAIN OR VALVE.
3. CONCRETE PROTECTOR
6
RING MAY BE USED IN
24" 69,252
LIEU OF ENCASEMENT
IN UNPAVED AREAS.
VALVE AND VALVE BOX
INSTALLATION
NOT TO SCALE
Name Date
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER
STANDARD DETAIL
Valve and Valve
Box Installation
PAGE
13
of 47
Drawn By:
Checked By:
Approved By:
Scale:
VERTICAL BEND
Rev. I Description IDate Imt.
NOTE:
ALL TAPS 2" AND SMALLER SHALL BE MADE WITH TAPPING SADDLE. ALL TAPS
LARGER THAN 2" SHALL BE MADE WITH TAPPING SLEEVE AND VALVE. NO DIRECT
TAPS SHALL BE MADE.
TAPPING SADDLE SHALL BE BRASS OR BRONZE FOR "CC"
THREADS WITH DOUBLE STRAPS, FORD S-90, MUELLER
BR213 OR APPROVED EQUAL.
TAPPING SLEEVE SHALL BE BRASS OR
BRONZE FOR "CC" THREADS, FORD S-70,
MUELLER H-134, JCM 403 OR APPROVED
EQUAL FOR SDR -21 PVC.
CLASS 20
POLYETHYLENE
CORPORATION STOP SHALL
BRONZE WITH "CC" THREADS,
MUELLER B-25000, FORD FB600,
JCM 403 OR APPROVED EQUAL
DUCTILE IRON PIPE P.V.C. PIPE
(CLASS 50 CEMENT LINED) (CLASS 200)
NOTE: ALL TAPS TO BE MADE ON TOP QUARTER OF MAIN.
STANDARD WATER TAP DETAIL
NOT TO SCALE
Name Date
Drawn By:
PAGE
Checked B
Y JOHNSTON COUNTY WATER
Approved By: Department of Public Utilities STANDARD DETAIL 19
Scale: I P.O. Box 2263
smithfield, NC 27577 Standard Water Tap
of 47
Rev. Descri tion Date Inf
#3 REBAR 10"
2 EA "
• �I I.I
4-
2-
24"
NOTE:
PROTECTOR RING SHALL
U BE 3,000 P.S.I.
CONCRETE.
CONCRETE PROTECTOR RING
NOT TO SCALE
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
PAGE
CONCRETE THRUST BLOCK
SERVICE DETAIL
STANDARD DETAIL
AT 45' BEND.
Concrete Protector Ring
�;.
SEE THRUST BLOCK DETAIL
of 47
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
FOR DIMENSIONS OF BLOCK.
10' MAX.
3 Y:
BY-
NOTE:
ALL PIPE SEGMENTS LESS
S.S. THREADED RODS
THAN 10' SHALL REQUIRE
CONCREFLOWIN&ST BLOCK
AT 90' BEND.
'•
SEE THRUST BLOCK DETAIL
O
FOR DIMENSIONS OF BLOCK.
ROD REQUIREMENTS
SIZE OF 45' BEND STATIC THRUST IN POUNDS
NUMBER OF RODS REQUIRED
6" 4,328
2
8" 7,694
2
12" 17,312
2
U)
16" 30,779
4
20" 48,091
6
24" 69,252
8
GENERAL NOTES
1. RODS AND NUTS SHALL BE OF TYPE 304 OR
TYPE 316 STAINLESS
STEEL.
lyj
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS
OF MECHANICAL JOINT
BENDS.
J
VERTICAL BEND
RODDING
AND BLOCKING
DETAIL
NOT TO SCALE
Q
Q
Name Date
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER
STANDARD DETAIL
Critical Bend Rodding
and Blocking Details
PAGE
7
Of 47
Drawn By:
Checked By:
Approved By:
Scale:
N
Rev. Desai lion Date Inf.
#3 REBAR 10"
2 EA "
• �I I.I
4-
2-
24"
NOTE:
PROTECTOR RING SHALL
U BE 3,000 P.S.I.
CONCRETE.
CONCRETE PROTECTOR RING
NOT TO SCALE
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
LID SHALL BE LABELED "WATER METER" AND
FINISHED GRADE SHALL BE "AMR" TYPE WITH METAL FLIP–UP LID AND 2" HOL
METER (US GAL.)
%" X �4" 7" MIN. I I-
3" MIN. CLEARANCE
MIN. 4" WASHED STONE
20" MIN. LOCK TYPE
METER ANGLE
CL STOP
CHECK BLOCK SUPPORT OR
VALVE STONE AS NEEDED
7"
WATER
POLYETHYLENE
.. .. SERVICE LINE
WIDE BODY OR
DOUBLE STRAP SADDLE
METER YOKE SHALL BE COPPERSETTER
MUELLER NO. H-1404-2,
FORD NO. VH -72-7W
OR APPROVED EQUAL FOR METER YOKE COMPLETE WITH
SERVICE DUAL PURPOSE FITTINGS CORP. STOP
WATER MAIN
NOTE:
1. CONTRACTOR SHALL PLACE METER BOX IN NON TRAFFIC AREA
ONLY.
2. PLASTIC METER BOX SHALL BE CENTURY #1015, NDS D1200,
OR APPROVED EQUAL
3. CONTRACTOR SHALL CENTER METER YOKE IN METER BOX.
4. METER YOKE TO MUELLER No. H-1404-2, FORD No.
VH -72-7W OR APPROVED EQUAL.
5. METER TO MEET AWWA C-700-71 STDS. AND SPECS.
3/4"
PAGE
WATER
SERVICE DETAIL
STANDARD DETAIL
14
Concrete Protector Ring
Name
of 47
LID SHALL BE LABELED "WATER METER" AND
FINISHED GRADE SHALL BE "AMR" TYPE WITH METAL FLIP–UP LID AND 2" HOL
METER (US GAL.)
%" X �4" 7" MIN. I I-
3" MIN. CLEARANCE
MIN. 4" WASHED STONE
20" MIN. LOCK TYPE
METER ANGLE
CL STOP
CHECK BLOCK SUPPORT OR
VALVE STONE AS NEEDED
7"
WATER
POLYETHYLENE
.. .. SERVICE LINE
WIDE BODY OR
DOUBLE STRAP SADDLE
METER YOKE SHALL BE COPPERSETTER
MUELLER NO. H-1404-2,
FORD NO. VH -72-7W
OR APPROVED EQUAL FOR METER YOKE COMPLETE WITH
SERVICE DUAL PURPOSE FITTINGS CORP. STOP
WATER MAIN
NOTE:
1. CONTRACTOR SHALL PLACE METER BOX IN NON TRAFFIC AREA
ONLY.
2. PLASTIC METER BOX SHALL BE CENTURY #1015, NDS D1200,
OR APPROVED EQUAL
3. CONTRACTOR SHALL CENTER METER YOKE IN METER BOX.
4. METER YOKE TO MUELLER No. H-1404-2, FORD No.
VH -72-7W OR APPROVED EQUAL.
5. METER TO MEET AWWA C-700-71 STDS. AND SPECS.
3/4"
&
1" WATER METER
SERVICE DETAIL
NOT TO SCALE
Name
Date
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER
STANDARD DETAIL
3q" and 1"
Water Meter Service
3 Y:
BY-
,escri tion IDate Init,
PAGE
20
of 47
CA
�'E04
SSR'
ON9•' �'9
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D-0 1

WATER SERVICE FROM
WATERMAIN .
FINISHED
FORD VBH77-15B X
10 YOKE FOR METER
PLAN
RPZ
WATER SERVICE
INSULATED ENCLOSURE -HOT BOX-,
"HYDROCOWL", OR EQUAL ENCLOSURE
SHALL HAVE A HINGED, LOCKABLE UD
AND MINIMUM 9" CLEARANCE ON EACH
END & EACH SIDE OF THE RPZ
Y.
FLANGED COUPLING ADAPTER
SUPPORT (EYP)
CONCRETE METER BOX,
RPZ BACKFLOW PREVENTER
FINISHED GRADE
FEBCO - RPZ MODEL 825
FORD VBH77-158 X
UD WITH HINGED
10 YOKE FOR METER
READ' UD
WITH DOUBLE CHECK
JOINT
VALVE
NATURAL GROUND
-ECKI_ r
I I I ,
THICKNESS (THICKER
ANGLE
Ra - VALVE
RPZ
WATER SERVICE
INSULATED ENCLOSURE -HOT BOX-,
"HYDROCOWL", OR EQUAL ENCLOSURE
SHALL HAVE A HINGED, LOCKABLE UD
AND MINIMUM 9" CLEARANCE ON EACH
END & EACH SIDE OF THE RPZ
Y.
FLANGED COUPLING ADAPTER
SUPPORT (EYP)
CONCRETE METER BOX,
8.5" MINIMUM.
FINISHED GRADE
SLAB
THICKNESS (MAX)
W/ GRADE
COME IN CONTACT WITH ANY PART OF A
- sY
UP TO 12'
SEE NOTE 11
JOINT
BROOKS, No. 38-H
WITH 12" EXTENSION
6
THICKNESS (THICKER
SEALANT
WALLS SHALL BE USED
60"
+
FINISHED GRADE
STRUCTURAL STRENGTH)
Q
WALL REINFORCEMENT
POTABLE WATER MAIN
PER ASTM C478
4000 PSI ® 28 DAY
6
CONCTETE TYPE II
F_
11LOCK suPPORr OR
(OVER 6'-9"
LINK SEAL GASKET
MAIN OR STORM SEWER
WATER SERVICE FROM
WATER
2. A MINIMUM HORIZONTAL SEPARATION OF
WATER MAIN
18" MIN
FINISHED GRADE
a
Z
THREE (3) FEET OUTSIDE TO OUTSIDE SHALL BE
MAINTAINED BETWEEN WATER MAINS AND
SrarE AS f✓tEOm
F'
SHALL BE USED IF THE ABOVE CONDITIONS
WATER SERVICE
MAIN" SHALL BE
CLEAN - OUT (SHOWN DASHED) SHALL BE
3' MIN
'......
':. I
\\
`e0' BEND
! CLASS 200 POLYETHELYNE ':....':. ......
SERVICE LINE """"""
..BYPASS
....�.#
18" MIN
90' BEND
..':::::.'::
LASS 2a0 POLYETHELYNE
SERVICE LINE
DUPLEX OUTLET SHALL
BE PROVIDED FOR POWER
INTERSECTIONS OR
VALVE
TO MH. WITH STAINLESS STEEL PWC PROJECT COORDINATOR.
MAINTAIN THE REQUIRED SEPARATION, THE WATER
TO HEAT BOX
MAXIMUM.
10.
MAIN MUST BE LAID IN A SEPARATE TRENCH OR
57 WASHED STONE
SEWER MAIN BELOW PRING LINE.
11.
1Y." PVC DRAIN
WATER LINE AND
SECTION
4" CONCRETE SLAB.
MIN. 8" WIDER THAN BOX
ONE SIDE OF THE SANITARY GRAVITY SEWER,
To DAYLIGHT
-
12.
ON ALL SIDES
1 1 /2"
and
2"
SERVICE W/
RPZ
Bc BEP
GROUT SEALED
NDWATER
TO SCALE
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
US FOUNDRY MODEL 170-E
C.I. FRAME & COVER
(SEE DETAIL)
ADJUST TO
8.5" MINIMUM.
FINISHED GRADE
SLAB
THICKNESS (MAX)
W/ GRADE
COME IN CONTACT WITH ANY PART OF A
RINGS
UP TO 12'
SEE NOTE 11
JOINT
5" MINIMUM WALL
6
THICKNESS (THICKER
SEALANT
WALLS SHALL BE USED
60"
IF REQUIRED FOR
FINISHED GRADE
STRUCTURAL STRENGTH)
Q
WALL REINFORCEMENT
POTABLE WATER MAIN
PER ASTM C478
4000 PSI ® 28 DAY
6
CONCTETE TYPE II
F_
TYPICAL BASE REINFORCEMENT SHALL BE:
NO. 4 BARS ® 12" O,C, FOR DEPTHS UNDER 6'
NO. 4 BARS ® 9" O,C, FOR GREATER DEPTHS
WATER
STANDARD DETAIL
and 2" Meter &
Backflow Assembly
2-6
BRICK & MORTAR
r- INVERT CHANNEL
8" MINIMUM BASE THICKNESS
8" AASHTO NO. 57
STONE - COMPACTED
PAGE
21
AQUA
a North Carolina, Inc.
RAISED 1-j" LEITERS
FLUSHED WITH TOP OF
COVER LABELED
SANITARY
NOTES:
1. ARTERIAL ROADWAYS - USF RING
AND COVER SERIES 170 -BJ. HEAVY
DUTY LOAD RATING. COVER WEIGHT
217# TOTAL WEIGHT 372#.
2. ALL OTHER APPLICATIONS - USF
RING AND COVER SERIES 170-J.
HEAVY DUTY LOAD RATING. COVER
WEIGHT 150#, TOTAL WEIGHT 305#.
3. CITY IDENTIFIER SHALL BE USED
FOR CITY OWNED STRUCTURES
ONLY. PRIVATE FACILITIES SHALL
ONLY BE IDENTIFIED AS TO USE.
4. AQUA NORTH CAROLINA MAY
REQUIRE LOCKING MANHOLES AT
CERTAIN LOCATIONS.
�23 F14.
r
MANHOLE COVER TYPE BJ
I~23"�I r14"
r
MANHOLE COVER TYPE J
224"
6.
J-
1244" �I
30}"
USF 170 MANHOLE RING
23 AQUA
E MANHOLE FRAME AND COVER DETAILS
05/2012 Aqua North Carolina, Inc.
HEAT SHRINK MANHOLE CAST IRON FRAME AND
ENCAPSULATION SYSTEM COVER. SEE NOTE #1
- SEE NOTE #2
CONCRETE ADJUSTING
RINGS (AS REQ'D)
2'-6"
4" MIN. ;,•;
• d
CONICAL MANHOLE TOP
HEAT SHRINK MANHOLE
ENCAPSULATION SYSTEM CAST IRON FRAME AND
- SEE NOTE #2 COVER. SEE NOTE #1
2'-6" CONCRETE ADJUSTING
RINGS (AS REQ'D)
4" MIN
AQUA
Aqua North Carolina, Inc.
SANITARY GRAVITY, FORCE MAIN, REUSE MAIN,
8.5" MINIMUM.
FINISHED GRADE
SLAB
THICKNESS (MAX)
STORM SEWER, & POTABLE WATER MAIN
COME IN CONTACT WITH ANY PART OF A
STRIP
UP TO 12'
SEPARATION NOTES & SOLUTIONS
JOINT
MIN
6
AS REQ'D
SEALANT
- 4'-0" IIINIMUM
60"
I. A MINIMUM HORIZONTAL SEPARATION OF TEN
FINISHED GRADE
INSIDE I IAMETER
Q
(10) FEET OUTSIDE TO OUTSIDE SHALL BE
MAINTAINED BETWEEN WATER MAINS AND
POTABLE WATER MAIN
2
� o
0
SANITARY GRAVITY SEWER OR STORM SEWER
6'-9" (MAX)
A-LOK OR
E
(OVER 6'-9"
LINK SEAL GASKET
MAIN OR STORM SEWER
USE STD. M.H.)
BRICK & MORTAR
r- INVERT CHANNEL
8" MINIMUM BASE THICKNESS
8" AASHTO NO. 57
STONE - COMPACTED
PAGE
21
AQUA
a North Carolina, Inc.
RAISED 1-j" LEITERS
FLUSHED WITH TOP OF
COVER LABELED
SANITARY
NOTES:
1. ARTERIAL ROADWAYS - USF RING
AND COVER SERIES 170 -BJ. HEAVY
DUTY LOAD RATING. COVER WEIGHT
217# TOTAL WEIGHT 372#.
2. ALL OTHER APPLICATIONS - USF
RING AND COVER SERIES 170-J.
HEAVY DUTY LOAD RATING. COVER
WEIGHT 150#, TOTAL WEIGHT 305#.
3. CITY IDENTIFIER SHALL BE USED
FOR CITY OWNED STRUCTURES
ONLY. PRIVATE FACILITIES SHALL
ONLY BE IDENTIFIED AS TO USE.
4. AQUA NORTH CAROLINA MAY
REQUIRE LOCKING MANHOLES AT
CERTAIN LOCATIONS.
�23 F14.
r
MANHOLE COVER TYPE BJ
I~23"�I r14"
r
MANHOLE COVER TYPE J
224"
6.
J-
1244" �I
30}"
USF 170 MANHOLE RING
23 AQUA
E MANHOLE FRAME AND COVER DETAILS
05/2012 Aqua North Carolina, Inc.
HEAT SHRINK MANHOLE CAST IRON FRAME AND
ENCAPSULATION SYSTEM COVER. SEE NOTE #1
- SEE NOTE #2
CONCRETE ADJUSTING
RINGS (AS REQ'D)
2'-6"
4" MIN. ;,•;
• d
CONICAL MANHOLE TOP
HEAT SHRINK MANHOLE
ENCAPSULATION SYSTEM CAST IRON FRAME AND
- SEE NOTE #2 COVER. SEE NOTE #1
2'-6" CONCRETE ADJUSTING
RINGS (AS REQ'D)
4" MIN
AQUA
Aqua North Carolina, Inc.
SANITARY GRAVITY, FORCE MAIN, REUSE MAIN,
9. NO WATER PIPE SHALL PASS THROUGH OR
FINISHED GRADE
_
STORM SEWER, & POTABLE WATER MAIN
COME IN CONTACT WITH ANY PART OF A
RUBBER
UP TO 12'
SEPARATION NOTES & SOLUTIONS
SANITARY SEWER MANHOLE OR STORM SEWER
MIN
6
AS REQ'D
STRUCTURE.
- 10.00' MIN
60"
I. A MINIMUM HORIZONTAL SEPARATION OF TEN
FINISHED GRADE
&3'
Q
(10) FEET OUTSIDE TO OUTSIDE SHALL BE
MAINTAINED BETWEEN WATER MAINS AND
POTABLE WATER MAIN
2
� o
0
SANITARY GRAVITY SEWER OR STORM SEWER
24.5"
SANITARY GRAVITY
E
LINES.
A-LOK OR LINK SEAL GASKET
MAIN OR STORM SEWER
t
2. A MINIMUM HORIZONTAL SEPARATION OF
WATER MAIN
18" MIN
FINISHED GRADE
a
Z
THREE (3) FEET OUTSIDE TO OUTSIDE SHALL BE
MAINTAINED BETWEEN WATER MAINS AND
"REUSE WATER
F'
SHALL BE USED IF THE ABOVE CONDITIONS
RECLAIMED WATER LINES CARRYING UNRESTRICTED
MAIN" SHALL BE
CLEAN - OUT (SHOWN DASHED) SHALL BE
3' MIN
INSTALLED BY THE UTIUTY CONTRACTOR TO
PUBLIC ACCESS REUSE WATER.
BURIED TO 6' AT ROSSI
G HAZARD
18" MIN
9.
3. IN AREAS WHERE IT IS NOT PRACTICAL TO
INTERSECTIONS OR
WHENEVER POSSIBLE. LOCATE DOUBLE LATERAL
TO MH. WITH STAINLESS STEEL PWC PROJECT COORDINATOR.
MAINTAIN THE REQUIRED SEPARATION, THE WATER
WHERE CROSSING
MAXIMUM.
10.
MAIN MUST BE LAID IN A SEPARATE TRENCH OR
WITH POTABLE
SEWER MAIN BELOW PRING LINE.
11.
ON AN UNDISTURBED EARTH SHELF LOCATED ON
WATER LINE AND
POTABLE
PORTION OF TEE TO NORTH CAROLINA STANDARDS.
ONE SIDE OF THE SANITARY GRAVITY SEWER,
WILL MAINTAIN
-
12.
STORM SEWER OR RECLAIMED WATER LINE AT
EIGHTEEN (18) INCH
WATER
MIN.
SUCH AN ELEVATION THAT THE BOTTOM OF THE
CLEARANCE
MAIN
GROUT SEALED
WATER MAIN IS AT LEAST EIGHTEEN (18) INCHES
LOCATION OF CLEANOUT(s) AT THE PROPERTY
ABOVE THE TOP OF THE OTHER LINE.
14.
SANITARY GRAVITY MAIN
"MIN.
BACK OF CURB OR 2 -FT BACK OF SIDEWALK.
10. A MINIMUM OF VERTICAL SEPARATION OF
OR STORM SEWER
C900 BELL X SDR 26
4. IF THE MINIMUM ALLOWABLE TEN 10 FOOT
EIGHTEEN(18 INCHES OUTSIDE TO OUTSIDE
AQUA NORTH CAROLINA, INC.
-5' MI
HORIZONTAL SEPARATION OR EIGHTEEN (18) INCH
SHALL BE MANTAINED BETWEEN WATER MAIN,
SANITARY LATERALS IS FROM THE MAINLINE TO
In
VERTICAL SEPARATION IN A SEPARATE TRENCH
SANITARY GRAVITY SEWER, STORM SEWER OR
16. DEVIATIONS AND OTHER ALTERNATIVES SHALL
J
a
CANNOT BE MAINTAINED, UPGRADE THE WATER
RECLAIMED WATER ONES.
BE CONSIDERED ON CASE-BY-CASE BASIS AND
MAIN TO DUCTILE IRON, IF THE OTHER LINE ISA
SDR 26 PVC
i
MUST RECEIVE SPECIFIC APPROVAL BY NCDENR
o
STORM SEWER.
11. WHEN THERE IS LESS THAN TWENTY FOUR
PRIOR TO IMPLEMENTATION
(24) INCHES VERTICAL CLEARANCE BETWEEN THE
O
5. IF THE NON -CONFORMING LINE IS A GRAVITY
WATER MAIN AND STORM SEWER, THE WATER
17. THERE SHALL BE AN EIGHTEEN (18) INCH
F
SANITARY SEWER, AND TEN (10) FEET OF
MAIN SHALL BE UPGRADED TO DUCTILE IRON.
VERTICAL SEPARATION BETWEEN WATER MAINS
4�
HORIZONTAL SEPARATION OR EIGHTEEN (18)
ONE FULL LENGTH OF PIPE SHALL BE CENTERED
AND SANITARY SEWER FORCE MAINS AT
a
D_
INCHES VERTICAL SEPARATION IN A SEPARATE
AT THE POINT OF CROSSING.
CROSSINGS WITHOUT EXCEPTION. CONFLICTS WITH
w
TRENCH CANNOT BE MAINTAINED. UPGRADE THE
EXISTING LINES, WHERE IT IS NOT POSSIBLE TO
GRAVITY SANITARY SEWER (IF BEING NEWLY
12. IF THE NON -CONFORMING IS A SANITARY
MAINTAIN THE REQUIRED SEPARATION, IT SHALL
INSTALLED) TO AWWA C-900, D.R. 18 PVC AND
GRAVITY SEWER WHERE THERE IS LESS THAN
BE REPORTED TO AQUA NORTH CAROLINA,
INC./ENGINEER. SPECIAL SOLUTIONS MUST BE
J
F
HYDROSTATICALLY TEST IT TO 150psi.
EIGHTEEN (18) INCHES VERTICAL CLEARANCE
ACCEPTED BY NCDENR PRIOR TO
=>
6. IF THE OTHER UNE IS A RECLAIMED WATER
FROM THE WATER MAIN, UPGRADE THE SANITARY
GRAVITY SEWER TO DIP PVC AND
IMPLEMENTATION.
LINE AND THE ABOVE SEPARATION REQUIREMENTS
HYDROSTATICALLY TEST IT TO WATER MAIN
ARE NOT MET, UPGRADE THE RECLAIMED WATER
STANDARDS. PIPES SHALL BE LOCATED SO THAT
LINE MATERIAL TO DUCTILE IRON.
JOINTS ARE AS FAR AS POSSIBLE FROM EACH
OTHER.
7. DEVIATIONS AND OTHER ALTERNATIVES SHALL
BE CONSIDERED ON CASE-BY-CASE BASIS AND
13. IF THE OTHER LINE IS A RECLAIMED WATER
MUST RECEIVE SPECIFIC APPROVAL BY AQUA
LINE AND THE ABOVE MINIMUM SEPARATION IS
NORTH CAROLINA, INC. AND NCDENR PRIOR TO
NOT MET, UPGRADE THE RECLAIMED WATER LINE
IMPLEMENTATION.
MATERIAL TO DUCTILE IRON.
8. THERE SHALL BE AT LEAST A TEN (10) FOOT
14. SPECIAL STRUCTURAL SUPPORT OR
SEPARATION BETWEEN WATER MAINS AND
CONCRETE SADDLES MAY BE NECESSARY AT THE
N
SANITARY SEWER FORCE MAINS WITHOUT
CROSSING LOCATION.
EXCEPTION. FIELD PROBLEMS SHALL BE
15. IT IS PREFERABLE TO LAY THE WATER MAIN
00
N
k0
REPORTED TO NCDENR/ENGINEER. SPECIAL
ABOVE THE CROSSING HAZARD.
$
3
SOLUTIONS MUST BE ACCEPTED BY NCDENR
O
PRIOR TO IMPLEMENTATION.
LOT LINE
5' MIN
w
REMOVABLE STOPPER
SET IN JOINT COMPOUND
BY PLUMBER
J
6" PVC RISER 3
(SINGLE PIECE)Of
TERMINAL DEPTH AS
REQUIRED FOR HOUSE
SERVICE (18" MIN,
5'-0" MAX)
COMBINATION WYE
AS REQUIRED
- CLEANOUT
"Y" FITTING
30' BEND
SEWER MAIN
SIZE VARIES
- ELDER VALVE
PLAN
AQUA NORTH CAROLINA
RESPONSIBILITY
PROVIDE BRASS RING & PLUG
IN TRAFFIC AREAS
BY LICENSED UNDERGROUND
7 UTILITY CONTRACTOR
ELDER VALVE
2% MIN. 45' BEND
6" MINIMUM
ITE 30" (TYP)
2 MAIN ' MAX
VARIES
PROFILE
FRAME AND COVER
A
"SANITARY"
_
D
E
RUBBER
UP TO 12'
CHIMNEY
8"
SEAL
15"
AS REQ'D
2 COATS (8 MIL
12' TO 18'
60"
EA) COAL TAR
24.5"
15"
EPDXY, INTERIOR
10"
;p
& JOINTS
8"
24.5"
15"
E
14"
A-LOK OR LINK SEAL GASKET
LATERALS SHALL HAVE 4" CLEANOUTS.
6.
CONC. FILL
SHALL ENTER ALL OTHER 4' DIAMETER
ALL PLANTINGS & STRUCTURES AROUND
BENCHING
z f$.
7.
F'
SHALL BE USED IF THE ABOVE CONDITIONS
#89 CRUSHED STONE
FINISH GRADE
-CONC. ADJUSTING
RUNGS (5 MAX)
B
ECCENTRIC
CONICAL SECTION
STRIP JOINT
SEALANT
PRE -CAST CONC.
9" MIN
MH DEPTH
A
B
I C
I D
E
F
UP TO 12'
48"
8"
24.5"
15"
AS REQ'D
8"
12' TO 18'
60"
8"
24.5"
15"
AS REQ'D
10"
18' AND DEEPER
72"
8"
24.5"
15"
AS REQ'D
14"
MANHOLE SIZE
UP TO 24" PIPE: 48" MANHOLE
UP TO 36" PIPE: 60" MANHOLE
OVER 36" PIPE: 72" MANHOLE
NOTES:
1. PRE -CAST CONCRETE SHALL BE TYPE 2 CEMENT (4,000 PSI).
2. LIFT HOLES NOT PERMITTED THROUGH PRE -CAST SECTIONS.
3. ALL OPENINGS SHALL BE SEALED WITH NON -SHRINK GROUT.
4. INSTALL FLOW CHANNEL INSIDE MANHOLES.
5. SERVICE LATERALS SHALL GENERALLY NOT BE PERMITTED DIRECTLY INTO MANHOLES.
6. PLACE TWO HALF-MOON SHAPED PLYWOOD (3/8" TH. MIN.) IN BOTTOM OF MANHOLE AFTER PIPES HAVE
BEEN CONNECTED TO KEEP DEBRIS FROM ENTERING SEWER.
7. REINFORCING STEEL PER ASTM C478 -88A.
8. PROVIDE 5' X 5' X 12" CONCRETE COLLAR AROUND COVER FRAME, WITH 4 - #4 REBAR E.W. IN UNPAVED
AREAS.
9. PROVIDE PIPE TO MANHOLE SEAL: A-LOK GASKET PER ASTM C-433 SPECIFICATION CAST INTEGRALLY IN
MANHOLE WALL AND LOCATED AS DIRECTED. GASKET DESIGNED TO MEET TEST AND PERFORMANCE
REQUIREMENT OF ASTM C-425 SPECIFICATION. JOINT SHALL ALLOW 10' OMNIDIRECTIONAL DIRECTION.
10. JOINT SEALANT SHALL BE BUTYL RUBBER OR BITUMINOUS MASTIC GASKET PER ASTM C-990 SPECIFICATION.
PROVIDE BUM-LOK BY A-LOK PRODUCTS, INC.
11. MANHOLE STEPS SHALL BE 4 INCH GRADE 60 STEEL ENCAPSULATED IN POLYPROPYLENE CONFORMING TO
ASTM C478.
12. MANHOLE FRAME AND GASKETED COVER SHALL BE NEENAH MODEL R-1743 OR AN APPROVED EQUAL.
13. SEAL MANHOLE FRAME AND GRADE RINGS WITH WRAPIDSEAL HEAT SHRINK ENCAPSULATION SYSTEM BY
CANUSA-CPS, INC.
14. MANHOLES GREATER THAN 15' SHALL HAVE AN INTERMEDIATE LANDING CONSTRUCTED OF PRECAST
CONCRETE.
15. MANHOLE UPSTREAM OF WW PLANT SHALL BE A GRIT TRAP TYPE WITH 2" SUMP.
w.E STANDARD MANHOLE DETAIL 16 AQUA
05/2012 Aqua North Carolina, Inc.
NON-SKID SURFACE
THE SITE DEVELOPER SHALL LEAVE THE
FOR PERSONNEL SAFETY
CLEANOUT RISER 3'-4' ABOVE GRADE AND IT
ti
DIAMETER
SHALL REMAIN SO UNTIL LOT BUILD OUT. THE
OF PIPE
RISER SHALL THEN BE CUT AND CAPPED AT
SLOPE
FINISHED GRADE WITH A CONCRETE PAD.
3" MIN
ALL CLEANOUTS TO BE FLUSH WITH FINISH
CONCRETE BONDING AGENT
GRADE.
SEE NOTE
UTILITY CONTRACTOR TO INSTALL & PRESSURE
MANHOLE CHUTE IS TO BE USED=AASHTO
TEST WYE AND INSTALL PLUG. PLUMBER TO
WHERE DIFFERENCE IN INVERT
AQUA
ELEVATIONS BETWEEN INCOMING PIPEAND
CONCRETE PAD.
4.
Aqua North Carolina, Inc.
NOTE:
1.
THE SITE DEVELOPER SHALL LEAVE THE
NOTES
OF 5' DIAMETER TO 12" ABOVE TEE. DROP
CLEANOUT RISER 3'-4' ABOVE GRADE AND IT
A
I
SHALL REMAIN SO UNTIL LOT BUILD OUT. THE
B
4/
RISER SHALL THEN BE CUT AND CAPPED AT
SLOPE
FINISHED GRADE WITH A CONCRETE PAD.
2.
ALL CLEANOUTS TO BE FLUSH WITH FINISH
JOINT J M
GRADE.
3.
UTILITY CONTRACTOR TO INSTALL & PRESSURE
MANHOLE CHUTE IS TO BE USED=AASHTO
TEST WYE AND INSTALL PLUG. PLUMBER TO
WHERE DIFFERENCE IN INVERT
REMOVE PLUG, INSTALL CLEANOUT AND
ELEVATIONS BETWEEN INCOMING PIPEAND
CONCRETE PAD.
4.
MARK CURB WITH "S" WHERE LATERAL CROSSES
IF THE DIFFERENCE IS 24" OR
UNDER CURB.
5.
ALL COMMERCIAL AND RESIDENTIAL SINGLE
SHALL BE USED.
LATERALS SHALL HAVE 4" CLEANOUTS.
6.
MAINTAIN A MINIMUM OF 3CLEARANCE FREE OF
SHALL ENTER ALL OTHER 4' DIAMETER
ALL PLANTINGS & STRUCTURES AROUND
MANHOLES. ALL LATERALS SHALL HAVE AN
CLEANOUT.
7.
CLEANOUT CAPS SHALL BE SLOTTED OR HAVE A
SHALL BE USED IF THE ABOVE CONDITIONS
RECESSED NUT.
8.
CLEAN - OUT (SHOWN DASHED) SHALL BE
BE AT THE TOP OF THE SHELF.
INSTALLED BY THE UTIUTY CONTRACTOR TO
1� 8. NO MORE THAN 5 LATERALS SHALL 10. CONNECTIONS TO EXISTING
FINAL CONFIGURATION IN ACCORDANCE WITH
ENTER A 5' DIAMETER TERMINAL MANHOLES SHALL HAVE COREI
STANDARD PLUMBING CODE.
9.
DOUBLE LATERALS ARE TO BE AVOIDED
9. FLEX. BOOT SHALL BE CONNECTED APPROVED OTHERWISE BY
WHENEVER POSSIBLE. LOCATE DOUBLE LATERAL
TO MH. WITH STAINLESS STEEL PWC PROJECT COORDINATOR.
AS CLOSE TO LOT LINE AS POSSIBLE, 5'
[
MAXIMUM.
10.
INVERT OF SERVICE LATERAL SHALL NOT ENTER
CONNECTORS SHALL CONFORM TO VACUUM TESTED IN
SEWER MAIN BELOW PRING LINE.
11.
DOUBLE SERVICE LATERAL TO BE USED ONLY
p
WHEN WHEN BOTH BUILDING SLABS ARE NOT
PORTION OF TEE TO NORTH CAROLINA STANDARDS.
GREATER THAN 4" -INCHES ELEVATION
DIFFERENCE.
12.
SERVICE LATERAL, PIPING AND FITTINGS TO BE
MAINTENANCE PURPOSES
6" SDR35 PVC UNLESS OTHERWISE NOTED.
MIN.
(GASKETED ONLY)
13.
INSTALL 4"X4" (TOP ONE -FOOT PAINTED GREEN)
GROUT SEALED
AND 3M MAGNETIC MARKER TO IDENTIFY
LOCATION OF CLEANOUT(s) AT THE PROPERTY
UNE
14.
ALL LATERALS SHALL HAVE C.O. SET ® 2 -FT
"MIN.
BACK OF CURB OR 2 -FT BACK OF SIDEWALK.
o
IF SIDEWALK IS IMMEDIATELY ADJACENT TO
C900 BELL X SDR 26
CURB, DO NOT PLACE C.O. IN SIDEWALK.
15.
AQUA NORTH CAROLINA, INC.
-5' MI
REPAIR/MAINTENANCE RESPONSIBILITY FOR
SANITARY LATERALS IS FROM THE MAINLINE TO
z
THE C.O. DESCRIBED IN THE NOT ABOVE. THE
PROPERTY OWNER IS RESPONSIBLE UPSTREAM
OF C.O.
16.
PVC SDR -26 SHALL BE USED FROM THE C.O.
TO THE MAINLINE WHERE AQUA NORTH
SDR 26 PVC
i
CAROLINA, INC. IS RESPONSIBLE FOR
REPAIR/MAINTANCE.
N
0
N
10
'�j
NEW •
SANITARY 1
SEWER �
A 1'"' rKfi;t
1.. .
C11
-X1/8- STAINLESS ::rte 1., ..,
STEEL STRAP �'
PLAN
SDR 35 PVC SW
TEE WITH OPEN END
ON SPIGOT SIDE
FLEXIBLE BOOT CONNECTED
TO MH WITH SS EXP. RING
NON -SHRINK GROUT SEAL
SDR 26 PVC
6" MIN
12" MAX
FOR TRANSITION FROM D.I. TO
PVC. USE A C900 BELL X SDRk,l
COMPACTEAF99TOVA�OTO♦ .
STONE FROM UNDISTURBED SOIL
TO SPRING -LINE OF PIPE AS
DIRECTED BY PWC PROJECT
COORDINATOR.
1"x 1/8" STAINLESS STEEL
STRAPS CONFORMING TO THE
PIPE ANCHORED WITH STAINLESS
STEEL ANCHOR BOLTS AND
WEDGE ANCHORS. 2 STRAPS
MINIMUM, STRAPS SHALL BE 3'
O.C. MAX. PLACE STRAPS
WITHIN 1' OF TEE AND WITHIN
1' OF } BEND. ALL OTHER
STRAPS SHALL BE 3' O.C.
SDR 35 SW PVC 1/4 BEND
TOWARD INVERT OUT. BEND
SHALL BE PLACED ON TOP OF
SHELF. CONSTRUCT TROUGH ON
TOP OF SHELF TO DIRECT
DISCHARGE IN THE DIRECTION
OF FLOW.
1 "/FT -
MIN. SLOPE
4,000 PSI
CONCRETE
BENCH &
CHANNEL
BENCH
PIPE & MANHOLE
2'-0" MIN
J_
1"/FT
• MIN. SLOPE
L PIPE & MANHOLE :�
4
MANHOLE RADIUS TO BE
MAXIMUM POSSIBLE & CHANNEL
TO BE TROWEL FINISH
2. -0" MAX
NOTES
OF 5' DIAMETER TO 12" ABOVE TEE. DROP
'• Ta.. • '.
A
I
B
4/
1 }" SLEEVING I
SLOPE
FOR SINGLE
e
SERVICES
JOINT J M
a
NOTE:
C
A
MANHOLE CHUTE IS TO BE USED=AASHTO
WHERE DIFFERENCE IN INVERT
WATER MAIN
ELEVATIONS BETWEEN INCOMING PIPEAND
3' FROM EDGE
OF PAVEMENT I
OUTGOING PIPE IS LESS THAN 24.
COMPACTED STONE
IF THE DIFFERENCE IS 24" OR
GREATER, THEN DROP CONNECTION
SHALL BE USED.
JOINT
SLOPE
6" MIN
2, AQU A
aR wiE MANHOLE CHUTE
05/2012
Aqua North Carolina, Inc.
I / / SLEEVING
1 }' OR GREATER
\ FOR SINGLE SERVICE
AQUA
a North Carolina,
5. DROP STRUCTURE MH. SHALL BE A MIN.
NOTES
OF 5' DIAMETER TO 12" ABOVE TEE. DROP
A
I
B
4/
1 }" SLEEVING I
C
FOR SINGLE
MANHOLE DETAIL FOR ADDITIONAL
TO WALL AS POSSIBLE.
SERVICES
INFORMATION
2. ALL PVC FITTINGS FOR DROP 6. DROP STRUCTURES REQUIRED FOR ALL
a
STRUCTURE SHALL BE SDR 35 DROPS 6" AND GREATER IN DIAMETER, AND
C
A
1 }' SLEEVING OR
GREATER FOR DOUBLE
slxvlcFs
WATER MAIN
IN DEPTH SHALL HAVE MIN. 6" MORE THAN FOUR 4" INTERIOR DROPS ARE
3' FROM EDGE
OF PAVEMENT I
WATER MAIN
AQUA
a North Carolina,
5. DROP STRUCTURE MH. SHALL BE A MIN.
NOTES
OF 5' DIAMETER TO 12" ABOVE TEE. DROP
1. MANHOLE SHALL BE IN STRUCTURE SHALL BE INSTALLED AGAINST
ACCORDANCE WITH AQUA NORTH WALL OF MANHOLE AS SHOWN. IF THE GRADE
S
CAROLINA STANDARDS, SEE
DOES NOT ALLOW, THEN INSTALL AS CLOSE
MANHOLE DETAIL FOR ADDITIONAL
TO WALL AS POSSIBLE.
INFORMATION
2. ALL PVC FITTINGS FOR DROP 6. DROP STRUCTURES REQUIRED FOR ALL
o
STRUCTURE SHALL BE SDR 35 DROPS 6" AND GREATER IN DIAMETER, AND
1 0
PVC WITH SOLVENT WELD JOINTS WHEN 3 OR MORE 4" LATERALS ENTER-
3. MANHOLES GREATER THAN 12' MANHOLES WITH 4" INTERIOR DROPS. NO
3.
0
IN DEPTH SHALL HAVE MIN. 6" MORE THAN FOUR 4" INTERIOR DROPS ARE
Z.
EXTENDED BASE. ALLOWED IN A 5' MANHOLE.
4. DROP STRUCTURE SHALL BE 7. NO MORE THAN 4, FOUR INCH LATERALS OR
PLACED WHERE SEWER MAIN OR 3, SIX INCH LATERALS SHALL ENTER A 4'
LATERAL VERTICAL DROP BETWEEN DIAMETER TERMINAL MANHOLE. NO MORE
INVERTS EXCEEDS 2.00'. THAN 2 LATERALS (REGARDLESS OF SIZE)
SHALL ENTER ALL OTHER 4' DIAMETER
MANHOLES. ALL LATERALS SHALL HAVE AN
INDIVIDUAL TROUGH. 5' DIAMETER MANHOLES
SHALL BE USED IF THE ABOVE CONDITIONS
lyj
ARE NOT MET. THE LATERAL INVERT SHALL
BE AT THE TOP OF THE SHELF.
1� 8. NO MORE THAN 5 LATERALS SHALL 10. CONNECTIONS TO EXISTING
ENTER A 5' DIAMETER TERMINAL MANHOLES SHALL HAVE COREI
U
MANHOLE. AND "BOOT" ONLY UNLESS
9. FLEX. BOOT SHALL BE CONNECTED APPROVED OTHERWISE BY
rn
a
TO MH. WITH STAINLESS STEEL PWC PROJECT COORDINATOR.
[
EXPANSION RING. FLEXIBLE BOOT 11• ALL MANHOLES SHALL BE
o
j
CONNECTORS SHALL CONFORM TO VACUUM TESTED IN
ASTM C-923 SPEC.ACCORDANCE W/ AQUA
p
PORTION OF TEE TO NORTH CAROLINA STANDARDS.
z
BE REMOVED FOR
MAINTENANCE PURPOSES
MIN.
SW TEE SDR 35
0 -
GROUT SEALED
0
FOR TRANSITION FROM
D.I. TO PVC USE A 1
"MIN.
o
C900 BELL X SDR 26
-5' MI
SPIGOT ADAPTOR.
z
- SDR 26 PV t
FLEXIBLE BOOT
SDR 26 PVC
i
i
SS STRAPS
SW } BEND SDR 35
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1 VC =130.44 I 1 315.00 1 1 315.00 1 1 310.01 I I I I 310.00
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315.00 1 I 115.00310.00 1 + 1 305. 101305.00 +
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25 MUT A[RFA P5 I I =307. I I DESIGN E RTH WORIK
A =10+��C�ESIGN E 1 1 (FILL AREA =2.661
305.001 ORIGINAL L =310.40
3P5.00 =57,54
DIESIGN E=308.317 I I I I I IFILL AR A =1.831 I I I I VF 0.48
UT ARE =102.0 1 1 VC =13.22
DIESIGN E RTHWORIK
FILL AR A =2.15 VF 1.70
UT ARE =93.71
1 VF o.07
VC 3.16
315.00 � 1 315.00 1 310.0 I I 1310.00
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10.00 - 110.00 - 305.001 1 � 1 ;�A =1 1 +00 1 1305.00 - 1 300. 10 DESIGN E =307.11
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9 I I I I I I VC =167.02
j 0 IGINAL L =307.9
300.001 DIESIGN E=305.516 1 31 0.00 I I I I 1310.00
1 DIESIGN E RTHWORIK _ -� I I I
(FILL AR A =1.861
CUT ARE =115.5 25 25 I 1
305.001 1 305.00 310.0 310.00
VC = 5.76 �1 r�A =1 1 +-�J=�1 I
I - 0 IGINAL L =309. 8 +I +
10.00 DESIGN E -305.1 p 305. 0 305.00 00
10 I DIESIGN E RTHWORiK i
+ I I FILL AR A- 1.941 I I �l 0 IGINAL L=308.0
25 305.00 5 UT ARE -231.11 300. 0 DESIGN EL. =304.80 300.00
O +�;
� 0 IGINAL L =306. VC = 05.77 i DIESIGN E RTHWORIK
DIESIGN EL. I I I I I I FILL AR A =1.81
300.00 3 0.00 CUT ARE =206.95
DIESIGN E RTHWORIK I I I VF 1.71 1
(FILL AREA =2.901 I I VC = 03.53
AUT ARE =69.6 315.00 1 1 315.00 1
1 VC =32.26
310.00 I I I 110.00 I I I 1310.00 I I I 1310.00
pp 001 +
10 305.00 3 5.00 110 - - 1 305.001 1 305.00 1 7 1 30 1 1 305.00 75
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ORIGINAL L=305.170 I I I I I I - I I I � ORIGINAL L-309.4
300.00 - 3 0.00 ESIGN E -305. 1 - - 300. 0 DESIGN EL. =304.93 300.00
DIESIGN E RTHWORIK I I I I I I I I DIESIGN E RTHWORIK I I I I I I I I DIESIGN EARTHWORK
IFI LL AREA =0.001 I I I I I I I I I FI LL ARA =1.911 I I I
FILL AREA =1.89
ICUT AREA =0.001 I I I I I I I I UT ARE =213.3 I I I I I I I I c1UT ARE =232.617
VC 0.00 VF 1.75
I I I I vC =175.85 I I I I I I I I I I vC = 19.51
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295.00 2 5.00 295.00 300. 0 300.00
1��A=14�+5o 151 I 15
DIESIGN E RTHWORIK I I I ORIGINAL L=297.101 I I I
BILL ARE =48.1 1 290.00 1 1 DIESIGN E =297.816 1 1290.00 I _ _ 5 295, Ip - 50
1 VF = 8.56 I I I I DIESIGN E RTHWORIK I I ORIGINAL L=297.3
VC = 8.40 I I I I RILL ARE _68.5 I i DiESIGN E=297.810 1
UT ARE -33.7fi
VC =31.02 DILL ARE =36.08 1
�UT ARE =33.1
305.00 3 5.00 VF = 3.15
13 113
+ 300.001 1 1 0.00 1+ 1 300.001 1 I I 1300.00 1 1 300. Ip I I I I 1300.00
1�,�A=13+25� I I I 14_ _
ORIGINAL L=301.9 I I I+ I 1-----E--- - I I + 151 --1--- 15
295.001 DIESIGN E =301.71 21 5.00 1 125 1 295.00 25 I +1 295 Ip p +
1 r A� _ 1 �+�- � 1�<Ab
JA =15 +25
1 DIESIGN E RTHWORIK 0 IGINAL L=297.5 I I I I �-�I
1 DILL ARE =35.1 Cp I I I � I I I I I I ORIGINAL L=297.p7
1 UT ARE =30.3 I I I DIESIGN EL. I I I I I DIESIGN E=297.610
290.00 290.00 290. 0 290.00
VC = 4.55 I I I I DESIGN E RTHWORK I I I I DIESIGN E RTHWORIK
ILL ARE -65.8 1 1 DILL ARE =57.1 13 13 14 14
1
�UT ARE =33.3 I I =
VF = 7.09 UT ARE 32.8
_ VC = 0.37 VC =31.15
310.00 1 10.001 1 1 1 305.001 1305.00
305.00 I I I 3 5.00 1 1 300.001 1
300.00 1 1 300. 10 I I 1300.00
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00 1 300.001 1 � 1 r� _\ _ � � 1 c � 0 00 1 295.001 I I' 1 r�A=14�+©©1 295.00 - Op +1 295. Ip 00 +
TA 13 +00 � �� � � J _
1 0 IGINAL L =303. 0 I I I I 0 IGINAL L =298. 4 1 - �1r�A =15+001
1 DIESIGN E=302.616 I I I I DIESIGN E=298.918 I I J ��
I I -1 o IGINAL L =296.6
DESIGN E RTHWORK 290. 0 DESIGN EL. =297.50 290.00
ILL ARE =17.6 ILL ARE =57.4
�UT ARE =44.2 � 1 �UT ARE =32.2 � DIESIGN E RTHWORIK
1 VF =10.21 VF = 2.89 1 1 ILL ARE =64.9 1
=.5i ng VC = 9.72 UT ARE =34.4
- VF = 5.14
VC =32.15 1
1 310.00 110.00 305.001 1305.00 1
-
1 31 5.00 1 00.001 1300.00 1 1 300. 0 I I 1300.00
75 1 s_ 75 I I I -1-- ----I---- 75
1 ;A-12+7%� I I I I I �-r;0 �uj;:: "A =13+7/51 I I I 141 14
300.00 0 IGINAL L = 304. 3 3 0.00 295.00 295.00 + 295. 0 2 00 +
DESIGN E =303.50 DESIGN EL. -299.83
� I I I
1 DIESIGN E RTHWORIK I I I I I DIESIGN E RTHWORIK I I I I I 0 IGINAL L=296.181
FILL AR A =4.45 - 290. 0 DESIGN EL. =297.58 290.00
UT ARE =66.0 I I I I l I I I UT ARE =31.9 I I I l
VF 2.93 DESIGN E RTHWORK
I I I I VF = 8.58 I I
VC = 7.64 I I I I I I I I I I VC =29.12 I I I I I I I I I ILL ARE =75.7
UT AREA =35.0
I I I I I I I I I I I I I I
VF = 6.82
I I I I I I I I I I I I I I vC =31.82
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ORIGINAL L =298. 3
TMA =16�+2�I _ � f
295.00 _ 2 5.00 295.00 � 1��A =1 J+�- 295.00 290. 0 DESIGN E -295.09 290,
DESIGN E =298.33 0 IGINAL L =300. 3
1 I I I I DIESIGN E=297.316 I DIESIGN E RTHWORiK
DIESIGN EARTHWORK I I I I I FILL AREA 1.69
DESIGN E RTHWORK dUT ARE =147.2
UT ARE =69.0 FILL AREA =1.84
VF 9.68
UT ARE =142. 11 I VC =146.92
1 VC = 55.13 VF 1.72
VC =126.06
-305.001 I I I 31 5.00 1 1 305.001 1305.00 1 1 305. Ip I I 1305.00-
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295.00 � 1��A=16�'+O© 2 5�0- 295.00 �J 295.00 295. 0 295.00
01 IGINAL L =298.171 I I I DIESIGN E =297.812 � 1�,�A=17j+jJ-
DIESIGN E=298.210 I I I I I I ORIGINAL L=299.7
DIESIGN EARTHWORK DIESIGN E =295.919
1 ILL ARE =18.2 I I I QUT ARE =130.0 I I I DIESIGN EARTHWORK 1
UT ARE =50.0 I I I I VF 1.73 I I FILL AREA =1.741
VF 0.98 I I I I I I I dUT ARE =170.05 1
VC = 10.02 VF 0.62
- I VC = 9.38 1
305:0 I I I 31 5.00 1 1 305.001 1305.00 1 305. 0 1 1 305.0
300.00 3 0.00 16 300: -- 1300.00 16 300. 0 - --- 300.00
15 -------I-- I I 115 75 + +
+ + 65.6 65.56
98.58 9.58 j 1 � 1J�A=1s�+-�=�
295.00 � �A =1 -'+9 � ,- � 2 -5.� 295.00 _ 295.00 295. 0 295.00
1
ORIGINAL L =298. 7 DIESIGN E=298.114 I I ORIGINAL L=299.b9
1
DESIGN E =298.19 II I
DIESIGN E RTHWORIK I I DIESIGN E =296.219
ILL ARE =18.8 UT ARE =107.5
�UT ARE =49.2 I I I VF 1.72 _I IFILL AREA =1.801 i
1 VF = 9.82 VC = 8.86
UT ARE =169.64
VF 1.05
1 305.00 31 5.00 305.001 1305.00 1 305. 10 305.00 1
1300.00 1 300. 0300.00 1
300.00 3 0.00
15 I I 115 I+ + 1 + +
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50 50 I I I I -►-- 50
1 295.001 _ _ - - - -2 :09-- 1 - 1 295.00295.00 1 2 1 ( 1 1295.00 1
� I ORIGINAL EL=298.p8 I I I I I I ESIGN E =298. 1 I I I I I I 0 IGINAL L =300. 2
DIESIGN E=298.010 I I I I I I I I I I I DIESIGN E=296.715
DIESIGN E RTHWORIK
ILL ARE =26.5 I I I I I I I I
TUT ARE =84.3 I I I I I I I I IFILL AREA =1.851
UT ARE =38.7 I I I I I I I I I VF 2.09 I I I I I I I I I C$UT ARE =156.219
- vc =71.02 I I I I I I I I I I VF 1.71
VF - 8.97 -
I I I I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I I I I I I
40100 30100 20100 10.100 1000 20100 30100 40100 50100 50100 40100 30100 20100 10.100 10.100 20100 30100 40100 50100 50100 40100 30100 20100 10.100 10.100
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�+$7oo290.00 20.00 285.00 285.00 290. 0 =295.290.UG EL.
1 DIESIGN EL. I I I DIESIGN ERTHWORK DESIGN EARTHWORK
DIESIGN EARTHWORK I FILL AREA =7.331 FILL AREA =1.87
UT AREA =29.5 �UT ARE =87.3
VF =2.54 VF3.54
AUT AREA =54.3$ VC 28.54 VC =136.99
VF =:1.83
VC =62.54 30.00 295.00 295.00 300.00
I I
- I19 1 19 2 20
-2 �+ 290.00 290.00 295.0 9+295.00 60.79
+ I 5 -4 I I 50
60.7�A 1J�A_PA J+S=20 +5+sJ93I 0
290.001 n4lc�I�IAI El _ 20.00 285.00 _ 290. 0 ORIGINAL EL =295.5 290.00
DESIGN E=293.22 DESIGN EL. DESIGN E-293.96 �,20
1 DIESIGN ERTHWORIK I I DIESIGN ERTHWORIK I I DIESIGN ERTHWORIK
_ = FILL AREA =1.95
UT AREA 70.7 UT AREA =32.1 TUT AREA =60.6
I I I IvF2.67vF0.74 I VF =11.09 I I
VC =29.14 I VC =32.13 1 1 VC 84.30
300.00 30.00 295.00 295.00 300.00
1 I19 I I 1 I I 19I I I I+ + 1
295.00 0 25 290.0 290.00 25 295. 0
o-*-q2r-JA 4----r =19+250 I 0 #+ +I rA1S+5 1 0IGINALL=293.101 02.6 02.66
290.00 ORIGINALL =295.7 20.00 285.00 DESIGN E=292.36 -29� 290.0 11
0
DESIGN E=293.8 rrs
I10IGINALL =293. 5
DIESIGN E RTHWORIK DIESIGN E=292.815
DIESIGN ERTHWORIK I I FILL AREA =4.191
FILL AREA =1.85 UT AREA =37.2$
UT AREA =75.10 VF =2.78
VC =40.10 (FILL AREA =1.101VF1.65 UT AREA =35.5$ T
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- 00 00 Od 00I 0IGINALL -2964290.00 20.00 290.001 1 A 290.00 290.00
0 IGINAL EL =293.7 Z
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DIESIGN ERTHWORIK I I I I I I I I I DIESIGN EL.
IFILL AREA =1.721 I I I I I �Z 00 zDESIGN ERTHWORK Q
VF 1.58 FILL AREA =1.81 i
UT ARE =49.3 I I I l I I I I FILL AREA =1.341 I UVC18.10 0 �uj;:: co of Z
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78.90 7.90
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ORIGINAL L =298. 7
� I�ESIGN E =298.1
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FILL AREA =1.85
UT ARE =39.30
� VF 1.89 �
VC = 4.63
305.00 3 5.00
300.00 I I 3
i�5:T70 - 2 5.00
� 0 IGINAL L=298.6 I I I
DIESIGN E =297.214 I I I
(FILL AREA =1.681 I I I I I I I I I I
AUT ARE =62.8 I I I I I I I I I I I I I
VF 3.29 I I I I I I I I I I I I I I
4000 3000 2000 10.100 10.100 2000 3000 4000 5000 5000 4000 3000 2000 10.100 10.100 2000 3000 4000 5000 5000 4000 3000 2000 10.100 10.100
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