20061804 Ver 25_Stormwater Site Plans_20190220

PLANNING:
JOHNSTON COUNTY
PLANNING DEPARTMENT.
309 E, MARKET STREET
SMITHFIELD, NC 27577
CONTACT- MR. BRASTON NEWTON
[phone]
BRASTON. NEWTON®I/OHNSTONNC. COM
PUBLIC UTILITIES:
JOHNSTON COUNTY
PUBLIC U77L/77ES
PO BOX 2263
309 E, MARKET STREET
SMITHFIELD, NC 27577
CONTACT MRS CHANDRA FARMER
[phone]
CHANDRA. FARMEROI/OHNSTONNC. COM
NATURAL GAS
PIEDMONT NATURAL GAS
250 FIVE POINTS ROAD
DUDLEY, NC 28333
CONTACT MARCUS 7HOMPSON
[phone]
ELECTRIC
DUKE ENERGY
P.O. BOX 1551
RALEIGH, N.C. 27602-1551
MR. JOHNNY HOUSE
[phone]
JOHNNY.HOUSEODUKE-ENERGY. COM
PUBLIX
UTILITY AGENCIES
WATER & SEWER:
AQUA NORTH CAROLINA
202 MacKENAN COURT
CARY, NORTH CAROLINA 27511
CONTACT PEGGY SUE DODGE (OFFICE)
919.653.6963
BRIAN HARRIS (FIELD)
919.624.2671
EROSION CONTROL:
JOHNSTON COUNTY
PUBLIC U71LI71ES
PO BOX 2263
309 E. MARKET STREET
SMITHFIELD, NC 27577
CONTACT JESSICA BATTEN, EI
[phone]
JESSICA. BA T TEN®UGHNSTONNC. COM
CHARLES PENDER (FIELD INSPECTOR)
[phone]
CHARLES. PENDER®UGHNSTONNC. COM
LOCATION: 4684 NC HWY 42, CLAYTON, NC
FLOWERS PLANTATION
JOHNSTON COUNTY, NC
COUNTY:
JOHNSTON
PUBLIX AND ROADS IMPERVIOUS AREA -8.13
169900-32-0247
PIN:
1.23 Ac.
DB/PG
05260/0236
ZONING:
FLOWERS PLANTATION PUD
ACREAGE
54.82 AC.
SETBACKS:
6.28 Ac.
FRONT YARD
N/A
SIDE YARD
N/A
REAR YARD
N/A
MAX BUILDING HEIGHT:
N/A
BUILDING DATA:
PROPOSED USE: PUBLIX = ±48,387 Sq Ft
RETAIL= ± 9,400 Sq Ft
PARKING:
RETAIL - HIGH TRAFFIC VOLUME:
REQUIRED: 4 SP./1,000 SF GROSS
PROVIDED:
= 57,787 SF/250 SF
= 231 SPACES
REGULAR SPACES = 280
HC SPACE VAN ACCESIBLE = 6
HC SPACE REGULAR = 3
TOTAL SPACES = 289
EX. IMPERVIOUS AREA
0.00 Ac.
PUBLIX AND ROADS IMPERVIOUS AREA -8.13
Ac.
LOT 1 IMPERVIOUS AREA (85%)
1.23 Ac.
LOT 2 IMPERVIOUS AREA (85%)
1.03 Ac.
LOT 4 IMPERVIOUS AREA (85%)
0.76 Ac.
LOT 5 IMPERVIOUS AREA (85%)
2.27 Ac.
LOT 7 IMPERVIOUS AREA (85%)
6.28 Ac.
TOTAL IMPERVIOUS AREA (851/6� 19.70 Ac
DISTURBED AREA ± 19.05 Ac.
Owner/Developer=
Rebecca D. Flowers
4880 NC 42 East
Clayton, NC 27520
919.553.3084 (v)
Contact- Reid Stephenson
INDEX
g FLOWERS PLANTATION
FLOWERS PLANTATION
JOHNSTON COUNTY, NORTH CAROLINA
RELEASED FOR PERMITS - FEBRUARY 8, 2018
COVER
COVER SHEET
CE -01
EXISTING CONDITIONS
CE -02
SITE and UTILITY PLAN
CE -03
GRADING PLAN
CE -04
DRAINAGE PLAN
CE -05
SOUTH FLOWERS PKWY. PLAN AND PROFILES
CE -06
SOUTH MERCHANT AVE. and PUBLIX DRIVE
PLAN AND PROFILES
CE -07
E. MERCHANT AVE. PROFILES
CE -08
WATER LINE "A" PROFILES and
SEWER LINES "C" and "Dn PROFILES
CE -09
SEWER LINE "Bn PROFILES
CE -10
SEWER LINE "Bn PROFILES CONTINUED
CE -11
STORMWATER POND DETAILS
CE -12
EROSION and SEDIMENTATION CONTROL PLAN
D-01
EROSION CONTROL NOTES AND DETAILS
D-02
EROSION CONTROL NOTES AND DETAILS
D-03
AQUA SEWER DETAILS
D-04
AQUA WATER DETAILS
D-05
REAR OF STORE UTILITY BLOW-UP
D-06
CONSTRUCTION NOTES
Civil Engin a ering=
Stocks Engineering, PA
801 East Washington Street
Nashville, North Carolina 27856
252.459.8196 (0 252.903.6891 (c)
Contact- Mike Stocks, PE
mato cks Asto cksengineering. com
Surveying:
True Line Surveying, P.C.
205 West Main St.
Clayton, North Carolina 27520
919.359.0427 (v)
Contact- Curk Lane, PLS
curkstrueiinesurveying. com
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. THE PROPOSED BUILDING WILL BE SPRINKLED. USC APPROVED RPZ BACKFLOW PREVENTER TO BE LOCATED IN RISER ROOM, INSIDE BLDG.
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 SHOWN.
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 CONDITIONS QUITE 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 PRIVATELY OWNED.
22. PROPERTY IS TO BE SERVED BY AQUA (WATER & SEWER).
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. FLOWERS PLANTATION HAS
STANDARD BLACK POSTS AND SIGNS. CONTACT FLOWERS PLANTATION FOR DETAILS.
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 24" STANDARD CURB AND GUTTER. ALL CURB AND GUTTER WITHIN NCDOT OR R/W SHALL BE 30" STANDARD.
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.
30"
STD.
C&G
2" SF9.5A
Behold, a virgin shall be with child, and shall bring forth a son, and they shall call his name Emmanuel, which being interpreted is, God with us. Matthew 1:23
30"
STD.
C&G
BEFORE YOU DIG,
CALL
800
NORTH CAROLINA
&NE CALL CENTER
www.ncocc.org
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
(APPROVED BY THE OWNER) TO PERFORM SOIL TESTING AND INSPECTION SERVICE FOR QUALITY CONTROL TESTING DURING
EARTHWORK 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 NOTACCEPT
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 IS 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 DENR. PERMIT NUMBERS
ARE AS FOLLOWS:
WATER PERMIT NUMBER: NOT REQUIRED
SEWER PERMIT NUMBER: NOT REQUIRED
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 V 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.
63. REFERENCE NC 15A, 18C, .0906 FOR ADDITIONAL CROSSING INFORMATION. THIS CRITERIA SHALL BE MET AT ALL CROSSINGS.
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\ \ \ /NV 1N=283.16 / / i \ \ \ \ , \ 1 \ \ RCP ®�Y (f7% - \ \ INV-06�T=28Q 46 \ _ _ _ � � / INYTOP=284.58
\ \ \ �� \ /NV OUI 283.06 n/ / / \ \ L \ \ • \ \ \ \ \ \ \ _ o INV 1N=2277.63
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\ \ \ \ 1 I RCPI 9 1.07% \ / \ \ \ \ \ ` T `CONFLICT BOX ?A \ k /NV 1N=276 41 \ \ 1 \ y 1
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\ \ \\ _ _ i _ \\ \\ IN /N /12 -257.00
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AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
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SRA/NAGE PLAN
REVISIONS
FILE NO. 2018-033
HORZ. SCALE:
1'=60'
VERT. SCALE:
NONE
CE -04

PROFILE LEGEND
— — 30' OFFSET LEFT
- — — — - 15' OFFSET LEFT
-- -- EXISTING C/L
- — — - 15' OFFSET RIGHT
— 30' OFFSET RIGHT
315
310
305
300
295
290 -
285
280
275
270
S, go 6 P NFRS PA/9i(��Y.4Y
PVI STA: 11+00.00
PVI ELEV: 304,17
K: 2 0.3 3
LVC; 100.00
PVI STA: 12+75.00
PVI ELEV: 291,92
K: 17.45
LVC; 100.00
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SCALE: 1 " = 50'
0 50 100 125 150
LOW PT STA: 17+50.37
LOW PT ELEV: 286,21
PVI STA: 17+50.00
PVI ELEV: 285,89
K: 39.71
LVC; 100.00
HIGH PT STA: 19+38.46
HIGH PT ELEV: 288,01
PVI STA: 19+50.00
PVI ELEV: 288,39
K: 3 0.7 7
LVC; 100.00
LOW PT STA: 21+82,14
LOW PT ELEV: 284,32
PVI STA: 21+75.00
PVI ELEV: 283,89
K: 2 8.5 7
LVC; 100.00
PVI STA; 23+50.00
PVI ELEV: 286,52
K: 50.00
LVC; 100.00
9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00
AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
I FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
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- 275
- 270
REVISIONS
FILE NO. 2018-033
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AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
I FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
- 315
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SEAL
19843
'01AEL S..���
280 SOUTH FLOWERS
PARKWAY
- 275
- 270
REVISIONS
FILE NO. 2018-033
HORZ. SCALE:
1"=50'
VERT. SCALE:
1'=5'
21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00
CE -05

305
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- - 30' OFFSET LEFT
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0 50 100 125 150
9+50 10+00 10+50
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AVOID CONFLICT
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305 305
300 300
295 305
290 300
285 295
280 290
275 285
270 280
11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50
AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
80 LF 6" SDR 35
PVC SS @ 2.089 TOP=289.86
/ INV 1N=285.55
C. 8. /31 /NV 1N=285.55
TOP=291.26 /NV OUT=285.46
INV 1N=285.24
INV IN=285.24 C. B. /38
INV OUT=285.14 TOP=289.81
C.O. TOP INV IN=285.91
(292.00 LC INV OUT=285.81 103 LF
290.09 18" RCP
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00.57. iS'TOP BAR / TOP=290.50
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LOW PT STA: 10+99,40
LOW PT ELEV: 289,61
PVI STA: 10+80.55
PVI ELEV: 289,28
K: 33.10
LVC: 100.00
PROFILE LEGEND
- - 30' OFFSET LEFT
- - - - - 15' OFFSET LEFT
--
-EXISTING C/L
- - - - 15' OFFSET RIGHT
- 30OFFSET RIGHT
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290 300
285 295
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FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
80 LF 6" SDR 35
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- - - - - 15' OFFSET LEFT
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REVISIONS -11
FILE NO. 2018-033
HORZ. SCALE:
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290
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270 -
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PROFILE LEGEND
- - 30' OFFSET LEFT
- - - - - 15' OFFSET LEFT
-- -- EXISTING C/L
- - - - 15' OFFSET RIGHT
- 30' OFFSET RIGHT
295
290
285
280
275
270
265
260
9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50
AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
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M.H. #8
TOP ±291.00
INV. OUT 281.10
LINF, //
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- 300 300
- 295 295 -
- 290 290 -
- 285 285 -
- 280 280 -
- 275 275 -
- 270 270 -
105 LF 8"
SDR 35 PVC
S. S @ 5.09'
TOP ±282.00
INV IN 275.85
V. OUT 275.65
20 LF DRY BORE
AND JACK W/18"
ENCASEMENT &
8" DIP CARRIER
PIPE.
300 -
295 -
WFR
300 290 -
- 295 285 -
- 290 280 -
- 285 275 -
- 280 270 -
- 275 265 -
- 270 260 -
10+50 11+00 11+50 12+00; 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 10+00 10+50 11+00 11+50 12+00
AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
C. B. #35
TOP=286.93
INV 1N=282.04
INV OUT=281.94
M.H. #4 147 LF 8" SDR 35 PVC M.H. #3
TOP ±291.50 @ 5.39' (BY PUBLIX) TOP ±278.35
INV. IN 278.82 INV. IN 269.03 (#4)
INV. OUT 276.82 8" C-900 INV. IN 267.23 (#5)
PVC WATER INV. OUT 267.03
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DIP S.S. @ 2.09'
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10+50 11+00 11+50 12+00; 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 10+00 10+50 11+00 11+50 12+00
AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
C. B. #35
TOP=286.93
INV 1N=282.04
INV OUT=281.94
M.H. #4 147 LF 8" SDR 35 PVC M.H. #3
TOP ±291.50 @ 5.39' (BY PUBLIX) TOP ±278.35
INV. IN 278.82 INV. IN 269.03 (#4)
INV. OUT 276.82 8" C-900 INV. IN 267.23 (#5)
PVC WATER INV. OUT 267.03
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DIP S.S. @ 2.09'
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FILE NO. 2018-033
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REVISIONS
FILE NO. 2018-033
HORZ. SCALE:
1"=50'
VERT. SCALE:
1'=5'
CE -08

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.ve
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M.H. #3
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AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
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REVISIONS
FILE NO. 2018-033
HORZ. SCALE:
1"=50'
VERT. SCALE:
1'=5'
CE -09

300-
00-
295-
295-
290-
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275 -
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265 -
260 -
255 -
250 -
245 -
240 -
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- 300
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AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
I FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
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FILE NO. 2018-033
HORZ. SCALE: 1"=50'
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AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
I FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
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CONTINUED
f REVISIONS ■
FILE NO. 2018-033
HORZ. SCALE: 1"=50'
VERT. SCALE: 1'=5'
CE -10

............................................................................................................................................................................................................................................................................................................................................................................................................................................................ .
\ 1
__ \ \ \
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EX POND
- 1 \ \ \ \
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/ \\ ` \ \\ �\ ��--- `� �`�\ '`� / 550 \ /' _ \\` \` I I 1
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\\ \ \ \ \ -,t �,po / ---280----------''
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I\ \ `\ `\ \ ``_- ` / 1 TOP=265.00-
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SCALE: 1" = 60' /" '-2 -- \` `\ \` \` \ .\ \ \ \ \\ \ \ \ \ i \/
0 60 120 150 180 210 240 /_ \ \ \ \ ` \ \ \ - \ .\- \ �� • \ \\ \ \ \ \ \ \ .\ \ \ - \ \ \ \ ZF/ •o
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2.80 FT. FREEBOARD
t
3
�1
2
�1
BOTTOM OF
FOREBAY 254.00
1 YEAR STORM 264.70
7
1�
10 YEAR STORM 266.25
PERMANENT
POOL 262.00
BOTTOM OF
POND 257.00
WET DETENTION POND PROFILE
NOT TO SCALE
25 YEAR STORM 266.55
TOP OF
DAM 267.00
TOP 265.00
3 2'x3' DROP INLET
WITH TRASH RACK
36" RCP
INV. OUT 255.73
W/ ANTI SEEP
2 6:1
VEGETATED
SHELF @
PERMANENT
POOL
COLLAR
4'
6" PVC ORIFICE
INV IN. 262.00
W/90° ELBOW
Wet Detention Pond Construction Sequence
1. Contractor shall excavate the bottom of the pond to the depth of the proposed basin.
2. Excavated material must be disposed of in an approved off-site location.
3. Care must be taken to prevent any sedimentation/re-sedimentation during this process, as
sediment deposits in the bottom of the pond may affect the depth.
If any sedimentation occurs during this process, Contractor shall remove sediment immediately.
4. Contact Stocks Engineering @ 252-459-8196 to inspect excavated pond before continuing
construction.
5. Upon approval of Stocks Engineering, continue constructing pond per details. Establish appropriate
permanent vegetation around pond as soon as possible.
6. Contractor to compact bottom and side slopes to ensure a maximum infiltration rate of 0.01 in/hr.
7. Ensure side slopes do not exceed 3:1 and that topsoil is placed a minimum of 6 inches deep
on side slopes and wetland shelf.
8. Upon completion of pond construction, remove sediment from silt fence and dispose of at an
approved off-site location. Plant vegetated shelf and seed and mulch side slopes.
9. Contact Stocks Engineering @ 252-459-8196 to inspect completed pond before placing pond in
service.
12" PVC ORIFICE
INV I N . 257.00
W/MJGV INSIDE BOX
BOTTOM
OF BOX
� 254.70
FILL BOTTOM W/
CONCRETE TO
255.50 LEAVE
ROOM AT INV.
FOR INSTALLATION
Behold, a virgin shall be with child, and shall bring forth a son, and they shall call his name Emmanuel, which being interpreted is, God with us. Matthew 1:23
STAGE/STORAGE TABLE
STAGE ELEVATION CONTOUR INCREMENTAL TOTAL
AREA (SF) STORAGE (CF) STORAGE (CF)
0 262.00 32,759 0 0
1.00
263.00
35,873 34,316
38,819 37,346
42,316 40,508
34,316
71,662
112,229
2.00
3.00
264.00
265.00
4.00 266.00 46,595 44,456 156,685
5.00 267.00 50,778 48,687 205,371
5.50 T267.50 56,334 I 26,778 232,149
VEGETATED SHELF LANDSCAPE PLAN
ALL PLANTS SHALL BE 3" CONTAINER PLANTS.
BELOW PERMANENT POOL
Botanical Name Common Name QTY•
Iris virginica Blue flag iris 278
Ludwigia spp. Primrose willow 278
Peltandra virginica Arrow arum 278
POND SLOPES LANDSCAPE PLAN
POND SLOPES SHALL BE VEGETATED WITH BERMUDA
GRASS AT A RATE OF 60 LBS. PER ACRE.
NOTE:
CONTRACTOR TO COMPACT BOTTOM OF POND TO
ENSURE INFILTRATION IS LESS THAN 0.01 IN./HR.
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REVISIONS
FILE NO. 2018-033
HORZ. SCALE:
AS NOTED
VERT. SCALE:
NONE
CE -11

N 27&82
NIN .5.44
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\ OUTLET / �\ \ \ \ \ \ \ \ \ / _ - /' -
\ \ _ ■ i'/r.
Notification of Land Resources Sediment and Erosion Control Self Inspection Program: \ \ \ \ \ \ \ \ \ \ \ \\ \'- _ — _ _ _ / - - -/ -
\ \ \ \ \ \ \ - _ ---� 6 FENCE \ / . \
The Sedimentation Pollution Control Act was amended in 2006 to require persons responsible for land disturbing activities + \ \ 1 \ \ � \ \ \ \ \ \ \ \ \ \ \ \ � _ — _ _ — �, \ � /.,, •/ • • i • •
1 \ I \ \\ \ \ \ OU \ / .
inspect a project after each phase of the project to make sure that the approved erosion and sedimentation control plan is �
being followed. Rules detailing the documentation of these inspections took effect October 1 2010. 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 _
Mineral \ \ \ \ \ \ \ \ \ \ \ \ �. \ \ \ \ _ /
Permit for Construction Activities, NCG 010000. Beginning August 1, 2013, the Division of Energy, , and Land \ \ \ \ I \ \ \ — _ _ — _ \ \ \ \ \ \ �� \ \ \ \ \ \ \ \ \ \ \ \ \ \ e\ ` _ ' ,
Resources is responsible for administering both the SPCA and the NPDES Stormwater Permit for Construction Activities, NCG \
010000. The combined form should make it easier to comply with self -inspection requirements. \ \ ?j
The Combined Self -Monitoring form is availible as a PDF and Word document from the Land Quality web site, \ \ \\ _ — _\ \ \ \ _ — — — — _ _ ` \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ~ ,� \ \ 1 \ I' \ \\\\ o _ �' / / / / ( 1 1
htt : /oortal.ncdenr.or web Ir erosion
If you have questions, please contact the Land Quality Section at a DENR Regional Office. SCALE: 1' = 60' \ \ \ \ \ _ _ \ \ \ 275\
Y q Y 9 e - — - \ \ � � �(50
\ \
0 60 120 150 180 210 240
AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
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12/21/18
EROSION
CONTROL PLAN
REVISIONS
FILE NO. 2018-033
HORZ. SCALE:
1"=60'
VERT. SCALE:
NONE
CE -12

EROSION AND SEDIMENTATION CONTROL NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is for the construction of a Publix Grocery Store and surrounding roads.
The project Is owned by Flowers Plantation. The site is currently a farm field.
Approximately 19.05 acres will be disturbed during construction. The maximum fill will be 6-8 feet.
Thepproject is scheduled to begin construction in Early 2019 with project completion and final
stabilization by Summer 2020. The erosion and sediment control program for this project will include
the installation of a suitable construction entrance, skimmer basin, temporary diversions, NCDOT weirs,
silt fence, with temporary and permanent seeding.
ADJACENT PROPERTY
The adjacent property is agricultural.
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 Town of
Sharpsburg. 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.
Vegetative Practices (Ground Stabilization)
Site Area Description:
Stabilization Time Frame:
Stabilization Time Frame Exceptions:
Perimeter dikes, swales,
ditches & slopes.
7 Days
None
High Quality Water (HQW)
Zones.
7 Days
None
Slope steeper than 3:1
7 Days
None
Slopes 3:1 or flatter.
10 Days
7 Days for slopes greater than 50 feet
in length.
Seeding Schedule
Ongoing Activity. Land left exposed shall be planted or otherwiase provided with temporary ground cove, devices, or
structures sufficient to restrain erosion within the applicable time period after completetion of any phase of grading or
period of inactivity as follows. seven (7) days for steep slope or inclination. Ten (10) days for a moderate slope,
fourteen (14) days for land with no slope or inclinination. For purposes of this section, a moderate slope means an
inclined area, the inclination olf which is less than or equal to three (3) units of horizontal distance to one (1) unit of
vertical distance, and a steep slope means on inclined area, the inclination of which is greater than three (3) units of
horizontal distance to one (1) unit of vertical distance. No other criteria apply.
Completed Activity. For any area of land -disturbing activity where grading activities have been completed, temporary or
permanent ground cover sufficient to restrain erosion shall be provided as soon as practicable, but in no case later than
seven (7) days after completetion of grading.
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 by the
T
measures and otherwise temporarily seeded if to be left stockpiled over 14 days.
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:
TEMPORARY SEEDING SPECIFICATIONS
BETWEEN MAY 1 AND AUGUST 15, ADD 40 LB/ACRE GERMAN MILLET. PRIOR TO MAY 1 OR AFTER AUGUST 15, ADD
120 LB/ACRE RYE (GRAIN).
FALL IS BEST FOR TALL FESCUE AND LATE WINTER FOR LESPEDEZAS. OVERSEEDING OF KOBE LESPEDEZAS OVER
THE FALL SEEDED TALL FESCUE IS VERY EFFECTIVE. USE UNHULLED BERMUDAGRASS SEED IN FALL.
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO TESTS, OR APPLY 4,000 LB/ACRE GROUND AGRICULTURE LIMESTONE
AND 750 LB/ACRE 10-10-10 FERTILIZER
MULCH
APPLY 4,000 LB/ACRE GRAIN STRAW, OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCHING MATERIAL.
ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING OR NETTING. NETTING IS THE PREFERRED ANCHORING
METHOD ON STEEP SLOPES.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
PERMANENT SEEDING SPECIFICATIONS
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
TALL FESCUE 200
CENTIPEDE 50
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, OR APPLY 4,000 LB./AC. GROUND AGRICULTURE LIME STONE &
750 LB./AC. 10-10-10 FERTILIZER.
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.
REPLACE, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
Maintenance
1. Reseed and mulch bare spots larger than 9 square feet (limited to 5% maximum of site area.)
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
Rebecca D. Flowers
4880 NC 42 East
Clayton, NC 27527
Phone: [phone]
Maintenance Notes:
1. Follow chart for timelines of when to apply 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.
GENERAL NOTES:
1. All Stockpile areas shall be a minimum of 100' away from surface waters and inside the perimeter EC Measures.
2. All Concrete Washout areas shall be a minimum of 100' away from surface waters and inside the perimeter EC Measures.
3. If an offsite soil spoil or borrow site is utilized, then the disturbed area for the spoil/borrow site must be included in the
land -disturbance plan and permit unless the spoil/borrow site already has a land -disturbance permit.
Construction Sequence
1. Obtain Land Disturbing Permit and placard, and post the placard on site.
2. Notify Johnston County prior to beginning construction.
J. Install construction entrance, silt fencing, sediment basin, and other
perimeter erosion control measures as specified in the plan.
Temporarily seed once installed.
4. Contact Johnston County for an inspection.
5. Contractor is responsible for meeting NPDES requirements to maintain rain gauge, records of self inspection, permit,
and S&E plan on site.
6. Begin grading of site in accordance with the approved S&E control plan.
7. Provide all disturbed areas with ground cover as per the seeding table and timeline,
after completion of any phase of clearing, grubbing or grading. The seeding, seedbed preparation, mulch
and/or rolled erosion control product installation must be in accordance with the seeding schedule provided
in this S&E plan.
8. At the conclusion of building or if land -disturbing activity is stopped temporary or permanent
vegetative cover shall be installed in accordance with this plan.
9. Stockpile shall be respread over site or disposed off-site in a permitted facility.
10. All measures shall remain until permanent vegetation is established.
11. Permanent groundcover shall be established in 15 working days or 90 calendar days, whichever is shorter. However,
NPDES groundcover requirements take precedence.
12. Remove all erosion control measures after Johnston County approval of permanent
stabilization.
CURBSIDE PLAN
FILTER SOCK
CATCH
BASIN
CURBSIDE SECTION
FIVA68 SOCA
INLET PROTECT/ON
(INSTALL ONCE CURB OR SIDEWALK IS POURED)
NOT TO SCALE
CONSTRUCTION SPECIFICATIONS:
1. Inlet protection shall be laced at locations indicated on plans as directed b the Engineer. Inlet protection should
p p p Y g
be installed in a pattern that allows complete protection of the inlet area.
2. Installation of curb Inlet protection will ensure a minimal overly of at least 1 ft on either side of the opening
p p p g
being protected. The Inlet protection will be anchored to the soil behind the curb using staples, stakes or other
devices capable of holding the Inlet protection in place.
3. Standard Inlet protection for curb inlet protection and curb sediment containment will use 8 in diameter Inlet
protection, and drain inlets on soil will use 12 in or 18 in diameter Inlet protection. In severe flow situations, larger
Inlet protection maybe specified by the Engineer. During curb installation, Inlet protection shall be compacted to be
slightly shorter than curb height.
4. If Inlet protection becomes clogged with debris and sediment, they shall be maintained so as to assure proper
drainage and water flow into the storm drain. In severe storm events, overflow ofthe Inlet protection may be
acceptable in order to keep the area from flooding.
5. Curb and drain Inlet protection shall be positioned so as to provide apermeable physical barrier to the drain itself,
allowing sediment to collect on the outside of the Inlet protection.
6. For drains and inlets that have only curb cuts, without street grates, a spacer is required in order to keep the Inlet
protection away from the drain opening. This spacer should be a hog wire screen bent to overlap the grate opening
and keep the sock from falling into the opening. Use at least one spacer for every 4 ft of curb drain opening. The
wire grid also prevents other floatable waste from passing over the Inlet protection.
7. Stakes shall be installed through the middle of the drain Inlet protection on 5 ft centers, using 2 in x 2 in x 3 ft
wood stakes.
8. Staking depth for sand and silt loam soils shall be 12 in and 8 in for clay soils.
MAINTENANCE:
1. The Contractor shall maintain the Inlet protection in a functional condition at all times and it shall be routinely
inspected.
2. If the Inlet protection has been damaged, it shall be repaired, or replaced if beyond repair.
3. The Contractor shall remove sediment at the base of the upslope side of the Inlet protection when accumulation
has reached 1/2 of the effective height of the Inlet protection, or as directed by the Engineer. Alternatively, for drain
Inlet protection, anew Sock maybe placed on top of the original increasing the sediment storage capacity without
soil disturbance.
4. Inlet protection shall be maintained until disturbed area above or around the device has been permanently
stabilized and construction activity has ceased.
5. Regular maintenance includes lifting the Inlet protection and cleaning around and under them as sediment
collects.
6. The filter mediawill be removed from paved areas or dispersed on site soil or behind curb once disturbed area has
been permanently stabilized, construction activity has ceased, oras determined by the Engineer.
11%AO WA,FCL4#1/ ORA!/EL /NLETPROTECT/ON
NOT TO SCALE (CONVERT TO FILTER SOCK ONCE CURB OR SIDEWALK IS POURED)
STANDARD METAL POSTS 2'-0" IN GROUND
GALVANIZED HARDWARE WIRE
EXTENDS TO TOP OF BOX
MAINTENANCE.
INSPECT THE BARRIER AFTER EACH RA/NAND MAKE REPAIRS AS NEEDED. REMOVE
0 SEDIMENT AS NECESSRY TO PROVIDEADEQUATE STORAGE VOLUME FOR SUBSEQUENT
o
RAINS. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEENADEQUATELY STABILIZED,
REMOVEALL MATERIALS AND ANY UNSTABLE SOIL, AND EITHER SALVAGE OR DISPOSE
8 p OF IT PROPERLY. BRING THE DISTURBED AREA TO PROPER GRADE, THEN SMOOTH
(meq AND COMPACT IT APPROPRIATELY STABILIZEALL BAREAREAS AROUND THE INLET.
9l o
CONCRETE TRUcf lY.4SHOUT
NOT TO SCALE
STAKE (TYP)
10 MIL PLAS
LINING
14'
14'
# 57 WASHED STONE PLACED TO A HEIGHT OF
12"-18" MINIMUM ABOVE TOP OF BOX
C1P0
LE (2 PER BALE) SILT FENCE
JF
MILPLASTIC 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.
ARC Al IFR INLET P/�OTECT/ON
NOT TO SCALE
E%IBTING
P•� EMBANKMENT
�x
sQ` Q•M�sl
SPILLWAY WIDTH PER SCHEDULE
I
NOTES:
/
BASIN WIDTH
1' 1 2' MIN
R = 0.75 WIDTH OF SPILLWAY
1. ALL MATERIAL TO MEET
CLASS I RIP
RAP
G�
MANUFACTURES SPECIFICATIONS
FLOV � ��
SIDES OF SPILLWAY;
2 FILTER MEDIA FILL TO MEET
2 MIN. Exlsnxc
CULVERT
APPLICATION REQUIREMENTS
EXCESS SOCK MATERIAL
3. COMPOST MATERIAL TO BE
TO BE DRAWN IN AND
DISPERSED ON SITE, AS
TIED OFF TO 2x2 WOODEN
DETERMINED BY ENGINEER.
STAKE. (TYPICAL)
CLASS I RIP RAP
(SEE PLANS FOR DIMENSIONS)
SECURE SOCK TO GRATE
�.. FILTER SOCK
W/RUBBER TIE DOWNS
CATCH
BASIN
CURBSIDE SECTION
FIVA68 SOCA
INLET PROTECT/ON
(INSTALL ONCE CURB OR SIDEWALK IS POURED)
NOT TO SCALE
CONSTRUCTION SPECIFICATIONS:
1. Inlet protection shall be laced at locations indicated on plans as directed b the Engineer. Inlet protection should
p p p Y g
be installed in a pattern that allows complete protection of the inlet area.
2. Installation of curb Inlet protection will ensure a minimal overly of at least 1 ft on either side of the opening
p p p g
being protected. The Inlet protection will be anchored to the soil behind the curb using staples, stakes or other
devices capable of holding the Inlet protection in place.
3. Standard Inlet protection for curb inlet protection and curb sediment containment will use 8 in diameter Inlet
protection, and drain inlets on soil will use 12 in or 18 in diameter Inlet protection. In severe flow situations, larger
Inlet protection maybe specified by the Engineer. During curb installation, Inlet protection shall be compacted to be
slightly shorter than curb height.
4. If Inlet protection becomes clogged with debris and sediment, they shall be maintained so as to assure proper
drainage and water flow into the storm drain. In severe storm events, overflow ofthe Inlet protection may be
acceptable in order to keep the area from flooding.
5. Curb and drain Inlet protection shall be positioned so as to provide apermeable physical barrier to the drain itself,
allowing sediment to collect on the outside of the Inlet protection.
6. For drains and inlets that have only curb cuts, without street grates, a spacer is required in order to keep the Inlet
protection away from the drain opening. This spacer should be a hog wire screen bent to overlap the grate opening
and keep the sock from falling into the opening. Use at least one spacer for every 4 ft of curb drain opening. The
wire grid also prevents other floatable waste from passing over the Inlet protection.
7. Stakes shall be installed through the middle of the drain Inlet protection on 5 ft centers, using 2 in x 2 in x 3 ft
wood stakes.
8. Staking depth for sand and silt loam soils shall be 12 in and 8 in for clay soils.
MAINTENANCE:
1. The Contractor shall maintain the Inlet protection in a functional condition at all times and it shall be routinely
inspected.
2. If the Inlet protection has been damaged, it shall be repaired, or replaced if beyond repair.
3. The Contractor shall remove sediment at the base of the upslope side of the Inlet protection when accumulation
has reached 1/2 of the effective height of the Inlet protection, or as directed by the Engineer. Alternatively, for drain
Inlet protection, anew Sock maybe placed on top of the original increasing the sediment storage capacity without
soil disturbance.
4. Inlet protection shall be maintained until disturbed area above or around the device has been permanently
stabilized and construction activity has ceased.
5. Regular maintenance includes lifting the Inlet protection and cleaning around and under them as sediment
collects.
6. The filter mediawill be removed from paved areas or dispersed on site soil or behind curb once disturbed area has
been permanently stabilized, construction activity has ceased, oras determined by the Engineer.
11%AO WA,FCL4#1/ ORA!/EL /NLETPROTECT/ON
NOT TO SCALE (CONVERT TO FILTER SOCK ONCE CURB OR SIDEWALK IS POURED)
STANDARD METAL POSTS 2'-0" IN GROUND
GALVANIZED HARDWARE WIRE
EXTENDS TO TOP OF BOX
MAINTENANCE.
INSPECT THE BARRIER AFTER EACH RA/NAND MAKE REPAIRS AS NEEDED. REMOVE
0 SEDIMENT AS NECESSRY TO PROVIDEADEQUATE STORAGE VOLUME FOR SUBSEQUENT
o
RAINS. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEENADEQUATELY STABILIZED,
REMOVEALL MATERIALS AND ANY UNSTABLE SOIL, AND EITHER SALVAGE OR DISPOSE
8 p OF IT PROPERLY. BRING THE DISTURBED AREA TO PROPER GRADE, THEN SMOOTH
(meq AND COMPACT IT APPROPRIATELY STABILIZEALL BAREAREAS AROUND THE INLET.
9l o
CONCRETE TRUcf lY.4SHOUT
NOT TO SCALE
STAKE (TYP)
10 MIL PLAS
LINING
14'
14'
# 57 WASHED STONE PLACED TO A HEIGHT OF
12"-18" MINIMUM ABOVE TOP OF BOX
C1P0
LE (2 PER BALE) SILT FENCE
JF
MILPLASTIC 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.
ARC Al IFR INLET P/�OTECT/ON
NOT TO SCALE
E%IBTING
P•� EMBANKMENT
�x
1
8' MIN SECTION THRU SPILLWAY '
MIN.
MAINTENANCE.•
INSPECT ROCK PIPE INLET PROTECTION A T LEAST WEEKL Y AND AFTER EACH
SIGNIFICANT RAINFALL EVENT (/2 INCH OR GREATER. REMOVE SEDIMENT AND
RESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN THE
SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP.
PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA
AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE. ANY RIP RAP DISCPLACED FROM THE
STONE HORSESHOE MUST BE REPLACED IMMEDIATELY.
AFTER ALL TEH SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY
STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT.
SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE
PERMANENT GROUND COVER (SURFACE STABILIZATION).
Behold, a virgin shall be with child, and shall bring forth a son, and they shall call his name Emmanuel, which being interpreted is, God with us. Matthew 1:23
flewg?te,riig►Bag
NOT TO SCALE
W W W W W W W W W
PIWF W W W W W W
W W W W W W W
W W W W W
sQ` Q•M�sl
SPILLWAY WIDTH PER SCHEDULE
W W W W Y
W W W W`
W W
W W
I / W W W
ORAS NOTED ON PLANS.
BASIN WIDTH
1' 1 2' MIN
R = 0.75 WIDTH OF SPILLWAY
CLASS I RIP
RAP
G�
;,J,U_
FLOV � ��
SIDES OF SPILLWAY;
y\a
2 MIN. Exlsnxc
CULVERT
0P
1 FLOW-
1 (MAX) -
1�
- EARTHEN BERM -
W W W W W W W W W
SEDIMENT STORAGE AREA
CLASS I RIP RAP
(SEE PLANS FOR DIMENSIONS)
- I _ . W W W
W
BERM MAY BE EITHER HORSESHOE OR
W
W W W
RECTANGULAR. FOR RECTANGLE BERM
-
11 - -I I 1=1I I 1=1 11 111 11
WATER
SPILLWAY MAY BE BUILT BETWEEN THE
TWO SIDE BERMS.
SPILLWAY
1 WIDTH
0
SIDE BERMS
1
8' MIN SECTION THRU SPILLWAY '
MIN.
MAINTENANCE.•
INSPECT ROCK PIPE INLET PROTECTION A T LEAST WEEKL Y AND AFTER EACH
SIGNIFICANT RAINFALL EVENT (/2 INCH OR GREATER. REMOVE SEDIMENT AND
RESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN THE
SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP.
PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA
AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE. ANY RIP RAP DISCPLACED FROM THE
STONE HORSESHOE MUST BE REPLACED IMMEDIATELY.
AFTER ALL TEH SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY
STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT.
SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE
PERMANENT GROUND COVER (SURFACE STABILIZATION).
Behold, a virgin shall be with child, and shall bring forth a son, and they shall call his name Emmanuel, which being interpreted is, God with us. Matthew 1:23
flewg?te,riig►Bag
NOT TO SCALE
W W W W W W W W W
PIWF W W W W W W
W W W W W W W
W W W W W
W W W W
W/ W
SPILLWAY WIDTH PER SCHEDULE
W W W W Y
W W W W`
W W
W W
I / W W W
ORAS NOTED ON PLANS.
1' 1 2' MIN
R = 0.75 WIDTH OF SPILLWAY
MIN.
(IF RECTANGLE THEN 0.5 SPILLWAY WIDTH)
CARRY RIP -RAP UP
;,J,U_
PER SCHEDULE OR AS NOTED ON
SIDES OF SPILLWAY;
it yr 1 1
PLANS, BUT NOT LESS THAN 1.5'
NCSA #5 STONE
W W W
1 (MAX) -
N FLOW
1 cV
- F�FF -
W W W W W W W W W
CLASS I RIP RAP
1
8' MIN SECTION THRU SPILLWAY '
MIN.
MAINTENANCE.•
INSPECT ROCK PIPE INLET PROTECTION A T LEAST WEEKL Y AND AFTER EACH
SIGNIFICANT RAINFALL EVENT (/2 INCH OR GREATER. REMOVE SEDIMENT AND
RESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN THE
SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP.
PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA
AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE. ANY RIP RAP DISCPLACED FROM THE
STONE HORSESHOE MUST BE REPLACED IMMEDIATELY.
AFTER ALL TEH SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY
STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT.
SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE
PERMANENT GROUND COVER (SURFACE STABILIZATION).
Behold, a virgin shall be with child, and shall bring forth a son, and they shall call his name Emmanuel, which being interpreted is, God with us. Matthew 1:23
flewg?te,riig►Bag
NOT TO SCALE
W W W W W W W W W
PIWF W W W W W W
W W W W W W W
W W W W W
W W W W
W/ W
W
W/W
W
W W W W Y
W W W W`
W W
W W
I / W W W
•L/ W
INSERT DISCHARGE
W W W
-- HOSE 5' INTO BAG /
- ____-____-D-
J1 W W W W
"AT WIG BAG
W W W
W W W W W W
sucnox xosE
W
W W W W W W W W W
W W W
- I _ . W W W
W
W W W W
W W W W W
W
W W W
W •L� W W
W W W W W W W W
-
11 - -I I 1=1I I 1=1 11 111 11
WATER
I i ii_
W W W W
WRAP ROPE
6 TIMES
nstallation 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
back
3. -F�eplace 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.
P/1 PA OUTLETPROTECT/ON
NOT TO SCALE
�La�
n0ER BLANKET
OR (MIRAFI 140N) SECTIONAA
PIPE OUTLET TO FLAT AREA -
NO WELL-DEFINED CHANNEL
5
FILTER BLANKET
OR (M/RAFI 140N) SECTIONAA
PIPE OUTLET TO
WELL-DEFINED CHANNEL
GENERAL NOTES•
t Lo = THE LENGTH OF THE RTP RAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAM£7ER BUT NOT LESS THAN 6'
J. INA N£LL-DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS TO AN EZEVA770M OF 6' ABOVE THE MAXIMUM TAILWAMR
DEPTH OR TO THE TOP OF THE BANK, NHICHEVER IS LESS
4. A RL7FR BLANKET OR RL7FR FABRIC SHOULD BE INSTALLED BETWEEN 7H£ RIPRAP AND SOIL FOUNDAT70N.
CONSTRUCTION SPECIRCAAONS-
t ENSURE THAT THE SUBWAD£ FOR THE RL TER AND RIPRAP FOLLONS THE REQUIRED LINES AND GRADES SHOWN /N THE PLAN. COMPACT
ANY RU REQUIRED IN THE SUBGRAD£ 70 THE DENSITY OF THE SURROUNDING UNDISTURBED MATER/AL. LOW AREAS /N 7H£ SUBGRAD£ ON
UNDISTURBED SOIL MAY ALSO BE FILLED BY INCREASING THE RIPRAP THICKNESS
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIRED GRADING LIMITS SHOWN ON THE PLANS
J. RL TER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING
INSTALLATION( REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER CL07H OVER THE DAMAGED AREA.
ALL CONNECTING JOINTS SHOULD OVERLAP SO THE TOP LAYER IS ABOVE THE DOWSTR£AM LAYER A MIN/MUM OF 1 FOOT. lF 7H£ DAMAGE
IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLO7H.
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AV IYD DAMAGING THE FILTER.
5. THE MIN/MUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAX/MUM S70NE DIAMETER.
6. RIPRAP MAY BE R£LD S70Nf OR ROUGH QUARRY STONE. IT -WOULD BE HARD, ANGULAR, HIGHLY WEA7H£R-R£3/STENT AND HELL
GRADED.
7. CONSTRUCT 7H£ APRON ON ZERO GRADE NTH NO OVERFILL AT THE END. MAKE THE TOP OF 7H£ RIPRAP AT THE DOWNSTREAM END
LEVEL NTH THE RECEIVING AREA OR 3L19171Y BELOW IT.
B. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT THROUGHOUT I7S LENGTH. IF
A CURVE IS NEEDED TO ETT SITE CONDITIONS, PLACE lT IN THE UPPER SECTION OF THE APROM
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION.
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT (1/2 INCH OR GR£A7ER) RAINFALL EVENTS TO SEE IF ANY EROSION
AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE, OR /F STONES HA V£ BEEN DISLODGED. /MMED/A TEL Y MAKE ALL NEEDED REPAIRS TO
PREVENT FURTHER DAMAGE.
TE/19POR.4RY0//ERS/ON NOW EXCELS/ORA.4TT/NO
NOT TO SCALE
COMPACTED SOIL
6' TYP.
I
CONSTRUCTION SPECIFICA ]IONS.•
1 REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER OBJECTIONABLE MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN ELEVA77ON PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND CLEANOUT.
5. VEGETA 7F THE RIDGE IMMEDIATELY AF7FR CONSTRUC770N, UNLESS IT KL REMAIN IN PLACE LESS THAN 30 WORKING DAYS
MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AF7FR EVERY RAINFALL. /MMEDIA TEL Y REMOVE SEDIMENT FROM THE FLOW AREA AND
REPAIR THE DIVERSION RIDGE. CAREFULL Y CHECK OUTLETS AND MAKE 77YEL Y REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS
PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NA7URAL GROUND LEVEL AND APPROPRIATELY STABILIZE
IT.
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19
AQUA
SEWER DETAILS
REVISIONS
FILE NO. 2018-033
HORZ. SCALE:
AS NOTED
VERT. SCALE:
NONE
D-01

SILTFENCEOUTLET
NOT TO SCALE
12" OF #57
ROPE FOR
FLOW
SKIMMER
WASHED ST
STONE
SILT FENCE
1' FREEBOARD
MINIMUM BURY 6" AND
1'-8" MIN.
SEE PLAN
S<OpFSTONE
..y
CLASS B
EROSION CONTROL
FLOW
OVERLAP NETTING
t<2.
MINIVUM OVERLAP 18"
Z
W
AND STAPLING EVERY
,OE
1
FT
2' MIN.
FILTER SILT FENCE i
iSILT FENCE
FABRIC
p
.INE
W
W
WU)
CROSS SECTION TOP VIEW
HARDWARE CLOTH
FRONT
CONSTRUCTION SPECS.•
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.
J. PROPERLY OVERLAP 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.
EXCEUSIORAATFIN00
NOT TO SCALE
GENERAL NOTES:
1. Apply seed, and tack with rs or crs liquid emulsified asphalt at a rate equal to 10 gal.
per 1000 s.f. Cover w/excelsior matting.
2. Staple every 24" along perimeter edges and overlaps. Staple every J6" to 48" randomly
to secure netting.
J. Roll out netting in the direction of water flow. Do not stretch.
ROOF CHEC/r 0.4N
NOT TO SCALE
NIATI "D
,\L GROUND
CROSS SECTION
TEMP. STONE
DITCH CHECK
STRUCTURAL STONE/
CLASS 'B'
B AC
SLOPE
ISOMETRIC VIEW
BASE OF DITCH
NIATl GROUND 12"
CROSS SECTION
TRAPEZOIDAL DITCH
SEDIMENT 12 MIN.
TRAP
FLOW
\L TYPE "B" 4'-6"
SILT BASIN
L ------ 12" THICK SEDIMENT
CONTROL STONE
ELEVATION VIEW
CONSTRUCTION SPECIFICATIONS:
1. Place stone to the lines and dimensions shown in the plans on a filter fabric
foundation.
2. Keep the center stone section at least 9 inches below natural ground level where
the dam abuts the channel banks.
3. Extend stone at least 1.5 ft. beyond the ditch banks to keep overflow water from
undercutting the dam as it re-enters the channel.
4. Set spacing between dams to assure that the elevation at the top of the lower
dam is the some as the toe elevation of the upper dam.
5. Protect the channel downstream from the lowest check dam, considering that water
will flow over and around the dam.
6. Make sure that the channel reach above the most upstream dam is stable.
7. Ensure that channel appurtenances, such as culvert entrances below check dams,
are not subject to damage or blockage from displaced stones.
�••j�o�ei oti�oi`�oi
��oi�"'�..;.!�`�oi�.�ioiooi,•i�e�ei�oi�oi�.�ioi�ei,.;���i�oi,.��oi�ei�.�ioi�oi�.�ioi�ei�.�ioi �
COMPACTED FILL
BACKFILL MIN. 8" FILTER FABRIC METAL POST FILTER FABRIC
THICK LAYER OF 11
GRAVEL.
EXTENSION OF FABRIC
14" AND WIRE INTO TRENCH
-I� �I,���r,.,�I- I-�� _ ���7����� � _III-�i�_II _, `f•:• w :•'. ii iii ii�
00
�•• RE
11- 1 1 2 oR �Di I I Z
V- TRENCH) I I 1� 4 I
CONSTRUCTION SPECIFICATIONS. -
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD OR EXTRA STRENGTH SYNTHETIC FILTER
FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE
GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE
FAILURE OF THE STRUCTURE).
J. CONSTRUCT 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 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE
OF THE POSTS EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE
WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR
PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART.
SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH
SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS WIRE OR PLASTIC ZIP
TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMA TEL Y 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE
PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH
COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE. -
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR,
DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY. REMOVE SEDIMENT DEPOSITS AS
NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO
GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.
CONSTRUCT/ON ENTRANCE
NOT TO SCALE
CONSTRUCTION SPECIFICATIONS. -
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER
OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS
AND SMOOTH IT.
J. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE
OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN
LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
MAINTENANCE. -
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 EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP
SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS
WOODEN STAKE WITH WATTLE
ANCHORED TO THE TOP
FILTER FABRIC I
OR DITCH LINER
NOTES:
1. WATTLES SHALL BE FILLED WITH STRAW
OR OTHER APPROVED MATERIAL
2. SPACING FOR WATTLES SHALL BE
DETERMINED BY THE SITE ENGINEER.
3. WATTLES MAY BE USED FOR
PROTECTION OF CATCH BASINS AND
DROP INLETS WITH APPROVAL BY THE 12" DIAMETER STRAW FILLED WATTLE
ENGINEER. WOODEN STAKE FASTENED TO WOODEN STAKE BY NAIL OR
STAPLE
FILTER FABRIC DITCHLINE
OR DITCH LINER FLOW /
12" DIAMETER STRAW FILLED WATTLE
I- DITCHLINE
PROFILE VIEW
MAINTENANCE.- NOT TO SCALE
Inspect check dams and channels for damage after each runoff event. Anticipate
submergence and deposition above the check dam and erosion from high flows around
the edges of the dam. Correct all damage immediately. if significant erosion occurs
between dams, install a protective rip rap liner in that portion of the channel. Remove
sediment accumulated behind the dams as needed to prevent damage to channel
vegetation, allow the channel to drain throughout the stone check dam, and prevent
large flows from carrying sediment over the dam. Add stones to dams as needed to
maintain design height and cross section.
8" FABRIC STAPLE
18"
18"
SAr//l9A9ER SED%9E/VTBAS/N
NOT 70 SCALE
ARM ASSEMBLY
"C" ENCLOSURE
�i :WATER ENTRY UNIT
PE/�SPECT Y,Fy/E`Y
NOT TO SCALE
PVC END CAP ROPE FOR PVC VENT
PVC ELBOW SKIMMER PIPE SCHEDULE 40 PVC PIPE
RETRIEVAL
WATER SURFACE
SCHEDULE 40 PVC PIPE
PVC END CAP PVC PIPE ORIFICE PLATE
PVC TEE 1/2' HOLES IN FLEXIBLE HOSE PVC TEE
UNDERSIDE
4'X4' #57
C0000CII STONE PAD
END VIEW FRONT VIEW BOTTOM SURFACE
NOT TO SCALE NOT TO SCALE
INFLOW
STRUCTL
NOT TO SCALE
INFLOW BAFFLES
STRUCTURE
DEWATERING
ZONE
FILTER FABRIC _
SEDIMENT STORAGE
ZONE CROSS-SECTION VIEW
NOT TO SCALE
ROPE FOR
SKIMMER
RETRIEVAL
EMERGENCY
SPILLWAY
ROPE FOR
FLOW
SKIMMER
NONE
TURVDOW\ VETTING
1' FREEBOARD
MINIMUM BURY 6" AND
STAPLE EVERY 1 FT, JUST
04
BELOW ANCHOR SLOT.
..y
EMERGENCY
FLOW
OVERLAP NETTING
MINIVUM OVERLAP 18"
Z
W
AND STAPLING EVERY
,OE
1
FT
1 FT THROUGH BOTH
LAYERS.
TYPICAL STAPLE
p
USE #6 GAUGE WIRE
GENERAL NOTES:
1. Apply seed, and tack with rs or crs liquid emulsified asphalt at a rate equal to 10 gal.
per 1000 s.f. Cover w/excelsior matting.
2. Staple every 24" along perimeter edges and overlaps. Staple every J6" to 48" randomly
to secure netting.
J. Roll out netting in the direction of water flow. Do not stretch.
ROOF CHEC/r 0.4N
NOT TO SCALE
NIATI "D
,\L GROUND
CROSS SECTION
TEMP. STONE
DITCH CHECK
STRUCTURAL STONE/
CLASS 'B'
B AC
SLOPE
ISOMETRIC VIEW
BASE OF DITCH
NIATl GROUND 12"
CROSS SECTION
TRAPEZOIDAL DITCH
SEDIMENT 12 MIN.
TRAP
FLOW
\L TYPE "B" 4'-6"
SILT BASIN
L ------ 12" THICK SEDIMENT
CONTROL STONE
ELEVATION VIEW
CONSTRUCTION SPECIFICATIONS:
1. Place stone to the lines and dimensions shown in the plans on a filter fabric
foundation.
2. Keep the center stone section at least 9 inches below natural ground level where
the dam abuts the channel banks.
3. Extend stone at least 1.5 ft. beyond the ditch banks to keep overflow water from
undercutting the dam as it re-enters the channel.
4. Set spacing between dams to assure that the elevation at the top of the lower
dam is the some as the toe elevation of the upper dam.
5. Protect the channel downstream from the lowest check dam, considering that water
will flow over and around the dam.
6. Make sure that the channel reach above the most upstream dam is stable.
7. Ensure that channel appurtenances, such as culvert entrances below check dams,
are not subject to damage or blockage from displaced stones.
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COMPACTED FILL
BACKFILL MIN. 8" FILTER FABRIC METAL POST FILTER FABRIC
THICK LAYER OF 11
GRAVEL.
EXTENSION OF FABRIC
14" AND WIRE INTO TRENCH
-I� �I,���r,.,�I- I-�� _ ���7����� � _III-�i�_II _, `f•:• w :•'. ii iii ii�
00
�•• RE
11- 1 1 2 oR �Di I I Z
V- TRENCH) I I 1� 4 I
CONSTRUCTION SPECIFICATIONS. -
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD OR EXTRA STRENGTH SYNTHETIC FILTER
FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE
GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE
FAILURE OF THE STRUCTURE).
J. CONSTRUCT 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 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE
OF THE POSTS EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE
WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR
PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART.
SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH
SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS WIRE OR PLASTIC ZIP
TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMA TEL Y 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE
PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH
COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE. -
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR,
DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY. REMOVE SEDIMENT DEPOSITS AS
NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO
GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.
CONSTRUCT/ON ENTRANCE
NOT TO SCALE
CONSTRUCTION SPECIFICATIONS. -
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER
OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS
AND SMOOTH IT.
J. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE
OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN
LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
MAINTENANCE. -
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 EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP
SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS
WOODEN STAKE WITH WATTLE
ANCHORED TO THE TOP
FILTER FABRIC I
OR DITCH LINER
NOTES:
1. WATTLES SHALL BE FILLED WITH STRAW
OR OTHER APPROVED MATERIAL
2. SPACING FOR WATTLES SHALL BE
DETERMINED BY THE SITE ENGINEER.
3. WATTLES MAY BE USED FOR
PROTECTION OF CATCH BASINS AND
DROP INLETS WITH APPROVAL BY THE 12" DIAMETER STRAW FILLED WATTLE
ENGINEER. WOODEN STAKE FASTENED TO WOODEN STAKE BY NAIL OR
STAPLE
FILTER FABRIC DITCHLINE
OR DITCH LINER FLOW /
12" DIAMETER STRAW FILLED WATTLE
I- DITCHLINE
PROFILE VIEW
MAINTENANCE.- NOT TO SCALE
Inspect check dams and channels for damage after each runoff event. Anticipate
submergence and deposition above the check dam and erosion from high flows around
the edges of the dam. Correct all damage immediately. if significant erosion occurs
between dams, install a protective rip rap liner in that portion of the channel. Remove
sediment accumulated behind the dams as needed to prevent damage to channel
vegetation, allow the channel to drain throughout the stone check dam, and prevent
large flows from carrying sediment over the dam. Add stones to dams as needed to
maintain design height and cross section.
8" FABRIC STAPLE
18"
18"
SAr//l9A9ER SED%9E/VTBAS/N
NOT 70 SCALE
ARM ASSEMBLY
"C" ENCLOSURE
�i :WATER ENTRY UNIT
PE/�SPECT Y,Fy/E`Y
NOT TO SCALE
PVC END CAP ROPE FOR PVC VENT
PVC ELBOW SKIMMER PIPE SCHEDULE 40 PVC PIPE
RETRIEVAL
WATER SURFACE
SCHEDULE 40 PVC PIPE
PVC END CAP PVC PIPE ORIFICE PLATE
PVC TEE 1/2' HOLES IN FLEXIBLE HOSE PVC TEE
UNDERSIDE
4'X4' #57
C0000CII STONE PAD
END VIEW FRONT VIEW BOTTOM SURFACE
NOT TO SCALE NOT TO SCALE
INFLOW
STRUCTL
NOT TO SCALE
INFLOW BAFFLES
STRUCTURE
DEWATERING
ZONE
FILTER FABRIC _
SEDIMENT STORAGE
ZONE CROSS-SECTION VIEW
NOT TO SCALE
ROPE FOR
SKIMMER
RETRIEVAL
EMERGENCY
SPILLWAY
CONSNUCRON SPECIFICATIONS•
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. Place temporary sediment control measures below basin as needed.
2. Ensure that All material for the embankment is free of roots, woody vegetation, organic matter, and other objectionable material. Place the All in lifts not to exceed
9 inches, and machine compact it. Over All the embankment 6 inches to allow for settlement.
J. ShGpe 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 a
low support under the skimmer of stone or timber.
4. Place the barrel (t)pically 4 -inch Schedule 40 PI/C pipe) on o firm, smooth foundation of impervious soil. Do not use pervious mdter)GI such os sand, grovel, or
crushed stone as backflll around the pipe. Place the fill material Ground the pipe spillway in 4 -inch /dyers and compact it under and Ground the pipe to at least the
same density as the adjacent embankment. Care must be taken not to raise the pipe from the firm contact with its foundation when compacting under the pipe
haunches.
Place a minimum depth of 2 feet of compacted backflll over the pipe spillway before crossing it with construction equipment. In no case should the pipe conduit be
installed by cutting a 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 a 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 are 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 o 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, may be used. The upper sections) should overlap the lower section(s) so the water cannot flow under the fabric. Secure the upper edge and sides of
the fabric in a 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 trap 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 spillway embankment and all other disturbed areas above the crest of the principal spillway immediately after construction.
10. Install porous baffles as specified.
11. After all the sediment -producing areas have been permanently stabilized, remove the structure and all the unstable sediment. Smooth the area to blend with the
adjoining areas and stabilize properly.
MAINTENANCE-
Inspect
AINTENANCE.•
Ins ect skimmer sediment basins at least week/ and after each significant one-half inch or greater) rainfall event and repair immediately. Remove sediment and restore
P y 9 ( 9 ) P y
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, usually jerking on the rope will make the skimmer bob up and down and dislodge the debris 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 can be removed and the obstruction cleared with a 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 spillway. Check the embankment, spillways, and
outlet for erosion damage, and inspect the embankment for piping and settlement. Make all necessary repairs immediately. Remove all trash 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:
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.
Behold, a virgin shall be with child, and shall bring forth a son, and they shall call his name Emmanuel, which being interpreted is, God with us. Matthew 1:23
POROUS BAFFLES N A SEDIuENT BASH
sway a
PM u sro turns / 'TW T, WWsway WE 10 METOPKW SCE WE
siaaw / �
as MM aWam surx, SUFM OTM OR SKa
CROSS-SECTION OF A POROUS BAFFLE
o�
POROUS BAFFLE USING SILT FENCE WITH SLITS CUT N EACH ALTERNATING SPACE
OF WIRE BACKING FENCE
Era rxE,,
CONSTRUCTION SPECIFICATIONS:
1. Grade the basin so that the bottom is level front to back and side to side.
2. Install posts or saw horses across the width of the sediment trap (Practice 6.62, Sediment Fence).
3. Steel posts should be driven to a depth of 24 inches, spaced a miximum of 4 feet apart, and installed up the sides of the basin
as well. The top of the fabric should be 6 inches higher than the invert of the spillway. Tops of baffles should be 2 inches lower
than the top of the berms.
4. Install at least three rows of baffles between the inlet and outlet discharge point. Basins less than 20 feel in length may use 2
baffles.
5. When usingposts, add a support wire or roe across the to of the measure to prevent sagging.
P PP P P P
6. Wrap porous material, like jute backed by coir material, over a sawhorse or the top wire. Hammer rebar into the sawhorse legs
for anchoring. The fabric should have five to ten percent openings in the weave. Attach fabric to a rope and a support structure
with zip ties, wire, or staples.
7 The bottom and sides of the fabric should be anchored in a trench or pinned with 8 -inch erosion control matting staples.
8. Do not splice the fabric, but use a continuous piece across the basin.
MAINTENANCE:
Inspect baffles at least once a week and after each rainfall. Make any required repairs immediately.
Be sure to maintain access to the baffles. Should the fabric of a baffle collapse, tear, decompose, or become ineffective, replace it
promptly.
Remove sediment deposits when it reaches half full to provide adequate storage volume for the next rain and to reduce pressure on
the baffles. Take care to avoid damaging the baffles during cleanout. Sediment depth should never exceed half the designed
99 9 P 9
storage depth.
After the contributing drainage area has been properly stabilized, remove all baffle materials and unstable sediment deposits, bring
the area to grade, and stabilize it.
SKIMMER BASIN DE -COMMISSIONING SEQUENCE:
1. Obtain approval to remove temporary erosion control measures from NCDENR Land Quality Section.
2. Provide Pump and Silt Bag and remove water from skimmer basin.
3. Backfill basin with onsite material.
4. Permanently seed remaining sturbed areas.
W
Z
O
ROPE FOR
1
SKIMMER
NONE
RETRIEVAL
1' FREEBOARD
EMBANKMENT
Z
04
E
6" MIN. INVERT ELEVATION OF
EMERGENCY
EMERGENCY SPILLWAY
SPILLWAY
CONSNUCRON SPECIFICATIONS•
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. Place temporary sediment control measures below basin as needed.
2. Ensure that All material for the embankment is free of roots, woody vegetation, organic matter, and other objectionable material. Place the All in lifts not to exceed
9 inches, and machine compact it. Over All the embankment 6 inches to allow for settlement.
J. ShGpe 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 a
low support under the skimmer of stone or timber.
4. Place the barrel (t)pically 4 -inch Schedule 40 PI/C pipe) on o firm, smooth foundation of impervious soil. Do not use pervious mdter)GI such os sand, grovel, or
crushed stone as backflll around the pipe. Place the fill material Ground the pipe spillway in 4 -inch /dyers and compact it under and Ground the pipe to at least the
same density as the adjacent embankment. Care must be taken not to raise the pipe from the firm contact with its foundation when compacting under the pipe
haunches.
Place a minimum depth of 2 feet of compacted backflll over the pipe spillway before crossing it with construction equipment. In no case should the pipe conduit be
installed by cutting a 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 a 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 are 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 o 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, may be used. The upper sections) should overlap the lower section(s) so the water cannot flow under the fabric. Secure the upper edge and sides of
the fabric in a 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 trap 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 spillway embankment and all other disturbed areas above the crest of the principal spillway immediately after construction.
10. Install porous baffles as specified.
11. After all the sediment -producing areas have been permanently stabilized, remove the structure and all the unstable sediment. Smooth the area to blend with the
adjoining areas and stabilize properly.
MAINTENANCE-
Inspect
AINTENANCE.•
Ins ect skimmer sediment basins at least week/ and after each significant one-half inch or greater) rainfall event and repair immediately. Remove sediment and restore
P y 9 ( 9 ) P y
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, usually jerking on the rope will make the skimmer bob up and down and dislodge the debris 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 can be removed and the obstruction cleared with a 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 spillway. Check the embankment, spillways, and
outlet for erosion damage, and inspect the embankment for piping and settlement. Make all necessary repairs immediately. Remove all trash 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:
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.
Behold, a virgin shall be with child, and shall bring forth a son, and they shall call his name Emmanuel, which being interpreted is, God with us. Matthew 1:23
POROUS BAFFLES N A SEDIuENT BASH
sway a
PM u sro turns / 'TW T, WWsway WE 10 METOPKW SCE WE
siaaw / �
as MM aWam surx, SUFM OTM OR SKa
CROSS-SECTION OF A POROUS BAFFLE
o�
POROUS BAFFLE USING SILT FENCE WITH SLITS CUT N EACH ALTERNATING SPACE
OF WIRE BACKING FENCE
Era rxE,,
CONSTRUCTION SPECIFICATIONS:
1. Grade the basin so that the bottom is level front to back and side to side.
2. Install posts or saw horses across the width of the sediment trap (Practice 6.62, Sediment Fence).
3. Steel posts should be driven to a depth of 24 inches, spaced a miximum of 4 feet apart, and installed up the sides of the basin
as well. The top of the fabric should be 6 inches higher than the invert of the spillway. Tops of baffles should be 2 inches lower
than the top of the berms.
4. Install at least three rows of baffles between the inlet and outlet discharge point. Basins less than 20 feel in length may use 2
baffles.
5. When usingposts, add a support wire or roe across the to of the measure to prevent sagging.
P PP P P P
6. Wrap porous material, like jute backed by coir material, over a sawhorse or the top wire. Hammer rebar into the sawhorse legs
for anchoring. The fabric should have five to ten percent openings in the weave. Attach fabric to a rope and a support structure
with zip ties, wire, or staples.
7 The bottom and sides of the fabric should be anchored in a trench or pinned with 8 -inch erosion control matting staples.
8. Do not splice the fabric, but use a continuous piece across the basin.
MAINTENANCE:
Inspect baffles at least once a week and after each rainfall. Make any required repairs immediately.
Be sure to maintain access to the baffles. Should the fabric of a baffle collapse, tear, decompose, or become ineffective, replace it
promptly.
Remove sediment deposits when it reaches half full to provide adequate storage volume for the next rain and to reduce pressure on
the baffles. Take care to avoid damaging the baffles during cleanout. Sediment depth should never exceed half the designed
99 9 P 9
storage depth.
After the contributing drainage area has been properly stabilized, remove all baffle materials and unstable sediment deposits, bring
the area to grade, and stabilize it.
SKIMMER BASIN DE -COMMISSIONING SEQUENCE:
1. Obtain approval to remove temporary erosion control measures from NCDENR Land Quality Section.
2. Provide Pump and Silt Bag and remove water from skimmer basin.
3. Backfill basin with onsite material.
4. Permanently seed remaining sturbed areas.
W
Z
O
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' F o,1;9. �L9
4Z .
SEAL
19843
791AEL S�OG
4uQc-/
2/1/19
AQUA
SEWER OETA/LS
REVISIONS
FILE NO. 2018-033
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SEAL
19843
791AEL S�OG
4uQc-/
2/1/19
AQUA
SEWER OETA/LS
REVISIONS
FILE NO. 2018-033
HORZ. SCALE:
AS NOTED
VERT. SCALE:
NONE

US FOUNDRY MODEL 170-E
NCAPSULATION SYSTEM OVER.
R/W
SEE NOTE #2
(SEE DETAIL)
FORD VBH77-15B X 10
If MINIMUM
WATER LINE AND
FINISHED GRADE
YOKE FOR METER
SEPARATION
RPZ
WATER SERVICE
FROM WA
O
SEE NOTE 11
WATER SERVICE
I
5" MINIMUM WALL
1
PLAN
RINGS (AS REQ'D)
WALLS SHALL BE USED
OTHER LINE.
IF REQUIRED FOR
`INSULATED ENCLOSURE 'HOT BOX•,
STRUCTURAL STRENGTH)
LINK SEAL GASKET \
AS REQ'D
/ 'H OR EQUAL ENCLOSURE
WALL REINFORCEMENT
CHANNEL
PER ASTM C478 PER
SHALL HAVE HAVE A HINGED, LOCKABLE DD
4000 PSI ® 28 DAY
J 1SANITARY
CONCTETE TYPE II
AND MINIMUM 9" CLEARANCE ON EACH
GRAVITY -
6" MIN
RPZ BACKFLOW PREVENTEREND
1/
A, EACH SIDE OF THE RPZ
11. WHEN THERE IS LESS THAN TWENTY FOUR
MAIN OR STORM SEWER
FEBCO - RPZ MODEL 825Y
GI Y.
2. A MINIMUM HORIZONTAL SEPARATION
WATER MAIN
WATER MAIN AND STORM SEWER, THE WATER
/-FLANGED COUPUNG ADAPTER
5. IF THE NON -CONFORMING LINE IS A GRAVITY
(3) FEET OUTSIDE TO OUTSIDE SHAA LL BEMAINTAINED
VERTICAL SEPARATION BETWEEN WATER MAINS
MASONARY
ONE FULL LENGTH OF PIPE SHALL BE CENTERED
FORD VBH77-158 X
WITH HINGED
SUPPORT (TYP)
FINISHED GRADE
YOKE FOR METER WITH/UD
'TOUCH READ" UD
1-1/2" PVC
WATER LINES CARRYING
DOUBLE CHECK VAL
MAINTAIN THE REQUIRED SEPARATION, IT SHALL
BE REPORTED TO AQUA NORTH CAROLINA,
DRAIN TO
GRAVITY SEWER WHERE THERE IS LESS THAN
EIGHTEEN (18) INCHES VERTICAL CLEARANCE
INC./ENGINEER. SPECIAL SOLUTIONS MUST BE
NATURAL GROUND
DAYLIGHT
ACCEPTED BY NCDENR PRIOR TO
Z
0 L
GRAVITY SEWER TO DIP PVC AND
IMPLEMENTATION.
6. IF THE OTHER LINE IS A RECLAIMED WATER
11 ANQUE tlE« II=III II
I�
LINE AND THE ABOVE SEPARATION
STANDARDS. PIPES SHALL BE LOCATED SO THAT
8
II�gi -II
CONCRETE METER BOX,
S�
RECLAIMED WATER LINE MATERIAL TO DUCTILE
BROOKS, No. 38-H WITH
\
IRON.
12• EXTENSION
i.•
-A5
LINE AND THE ABOVE MINIMUM SEPARATION IS
oa
BE CONSIDERED ON CASE-BY-CASE BASIS AND
BLOCK SUPPORT OR
SDR 35 SW PVC 1/4 B�O
WATER SERVICE
MATERIAL TO DUCTILE IRON.
STONE AS NEEDED
WATER SERVICE
FROM
WHENEVER POSSIBLE. LOCATE DOUBLE LATERAL AS
IMPLEMENTATION.
CONCRETE SADDLES MAY BE NECESSARY AT THE
8. THERE SHALL BE AT LEAST A TEN (10) FOOT
\
'• ' `90' BEND
CLASS 200 POLYETHELYNE ':.': • .':. '.':.':.'.
SERVICE UNE .. """"""
••• • • 90' BEND
.'::::::.'::
LASS 200 POLYETHEl YNE
DUPLEX OUTLET SHALL
N�
SANITARY SEWER FORCE MAINS WITHOUT
SERVICE UNE
BE PROVIDED FOR POWER
EXCEPTION. FIELD PROBLEMS SHALL BE
BYPASS VALVE
TO HEAT BOX
J
X57
WASHED STONE
WHEN WHEN BOTH BUILDING SLABS ARE NOT
¢
1X1 PVC DRAIN
SECTION
C CONCRETE SLAB.
MIN. 6" WIDER THAN BOX
<'
TO DAYLIGHT
RESPONSIBILITY
ON ALL SIDES
1 1 /2"
and 2"
WATER SERVICE W/
RPZ
& B F P
NOT TO SCALE
PROVIDE BRASS RING & PLUG
Name
Date
JOFNSTON COUNTY
Department of Public Utilities
P.O. Box 226311/Z'
Smithfield, NC 27577
WATER
STANDARD DETAIL
and 2" Meter&
Backflow Assembly
PAGE
M
L 1
of 47
Drawn By:
Checked By:
Approved By:
Scale:
Rev. Description Date Init.
US FOUNDRY MODEL 170-E
NCAPSULATION SYSTEM OVER.
C.I. FRAME & COVER
SEE NOTE #2
(SEE DETAIL)
STORM SEWER, & POTABLE WATER MAIN
ADJUST TO
WATER LINE AND
FINISHED GRADE
CONICAL MANHOLE TOP
W/ GRADE
HEAT SHRINK MANHOLE
RINGS
FINI
SEE NOTE 11
SEE NOTE #2 COVER. SEE NOTE #1
5" MINIMUM WALL
1
THICKNESS (THICKER
RINGS (AS REQ'D)
WALLS SHALL BE USED
OTHER LINE.
IF REQUIRED FOR
A-LOK OR
STRUCTURAL STRENGTH)
LINK SEAL GASKET \
AS REQ'D
I
BRICK & MORTAR
WALL REINFORCEMENT
CHANNEL
PER ASTM C478 PER
TER MAIMAINTAINED
4000 PSI ® 28 DAY
J 1SANITARY
CONCTETE TYPE II
SHALL BE CONSIDERED ON CASE-BY-CASE BASIS
TYPICAL BASE REINFORCEMENT SHALL BE: 8" AASHTO NO.
NO. 4 BARS ® 12" O,C, FOR DEPTHS UNDER 6' STONE - COMPAC
NO. 4 BARS ® 9" O,C, FOR GREATER DEPTHS
8.5" MINIMI
SLAB
THICKNESS
STRIP
JOINT
SEALANT
AQUA
to North Carolina, Inc.
RAISED 1-j" LETTERS
FLUSHED WITH TOP OF
COVER LABELED
SANITARY
MANHOLE COVER TYPE BJ
MANHOLE COVER TYPE J
IN
USF 170 MANHOLE RING
NOTES:
1. ARTERIAL ROADWAYS - USF RING
AND COVER SERIES 170-13J. 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.
7 Ka AQUA
23
BE.na MANHOLE FRAME AND COVER DETAILS
05/2012 Aqua North Carolina, Inc.
HEAT SHRINK MANHOLE CAST IRON FRAME AND
NCAPSULATION SYSTEM OVER.
SEE NOTE #1
SEE NOTE #2
WHERE CROSSING
WITH POTABLE
STORM SEWER, & POTABLE WATER MAIN
CONCRETE ADJUSTING
WATER LINE AND
RINGS (AS REQ'D)
CONICAL MANHOLE TOP
A
HEAT SHRINK MANHOLE
WATER LINE AT SUCH AN ELEVATION THAT THE
ENCAPSULATION SYSTEM
CASTIRON FRAME AND
SEE NOTE #2 COVER. SEE NOTE #1
8"
CONCRETE ADJUSTING
-rI'
RINGS (AS REQ'D)
SANITARY GRAVITY MAIN
OTHER LINE.
I
AOUA
-`
BENBW MlE
rSANITARY
AS REQ'D
4. IF THE MINIMUM ALLOWABLE TEN (10) FOOT
Aqua North Carolina, Inc.
SANITARY GRAVITY, FORCE MAIN, REUSE MAIN,
9. NO WATER PIPE SHALL PASS THROUGH OR
FINISHED GRADE
MAINTAIN THE REQUIRED SEPARATION, THE
WHERE CROSSING
WITH POTABLE
STORM SEWER, & POTABLE WATER MAIN
COME IN CONTACT WITH ANY PART OF A
WATER LINE AND
POTABL
LOCATED ON ONE SIDE OF THE SANITARY
GRAVITY SEWER, STORM SEWER OR RECLAIMED
SEPARATION NOTES & SOLUTIONS
SANITARY SEWER MANHOLE OR STORM SEWER
WATER LINE AT SUCH AN ELEVATION THAT THE
CLEARANCE
MAIN
BOTTOM OF THE WATER MAIN IS AT LEAST
8"
STRUCTURE.
-rI'
AS REQ'D
SANITARY GRAVITY MAIN
OTHER LINE.
I
1. A MINIMUM HORIZONTAL SEPARATION OF TEN
FINISHED GRADE
rSANITARY
AS REQ'D
4. IF THE MINIMUM ALLOWABLE TEN (10) FOOT
SHALL BE MAINTAINED BETWEEN WATER MAIN,
(10) FEET OUTSIDE TO OUTSIDE SHALL BE
BETWEEN WATER MAINS AND
HORIZONTAL SEPARATION OR EIGHTEEN (18)INCH
TER MAIMAINTAINED
16. DEVIATIONS AND OTHER ALTERNATIVES
J 1SANITARY
GRAVITY SEWER OR STORM SEWER
SHALL BE CONSIDERED ON CASE-BY-CASE BASIS
GRAVITY -
6" MIN
AND MUST RECEIVE SPECIFIC APPROVAL BY
LINES.
11. WHEN THERE IS LESS THAN TWENTY FOUR
MAIN OR STORM SEWER
STORM SEWER.24
SEWER.(
O
2. A MINIMUM HORIZONTAL SEPARATION
WATER MAIN
WATER MAIN AND STORM SEWER, THE WATER
17. THERE SHALL BE AN EIGHTEEN 18 INCH
( )
5. IF THE NON -CONFORMING LINE IS A GRAVITY
(3) FEET OUTSIDE TO OUTSIDE SHAA LL BEMAINTAINED
VERTICAL SEPARATION BETWEEN WATER MAINS
FINISHED GRADETHREE
ONE FULL LENGTH OF PIPE SHALL BE CENTERED
AND SANITARY SEWER FORCE MAINS AT
BETWEEN WATER MAINS AND
"REUSEWATERRECLAIMED
CROSSING
CROSSINGS WITHOUT EXCEPTION. CONFLICTS WITH
INCHES VERTICAL SEPARATION IN A SEPARATE
6. MAINTAIN A MINIMUM OF 3' CLEARANCE FREE
EXISTING LINES, WHERE IT IS NOT POSSIBLE TO
WATER LINES CARRYING
MAIN SHALLBEBURIED
MAINTAIN THE REQUIRED SEPARATION, IT SHALL
BE REPORTED TO AQUA NORTH CAROLINA,
GRAVITY SANITARY SEWER (IF BEING NEWLY
GRAVITY SEWER WHERE THERE IS LESS THAN
EIGHTEEN (18) INCHES VERTICAL CLEARANCE
INC./ENGINEER. SPECIAL SOLUTIONS MUST BE
UNRESTRICTED PUBLIC ACCESS REUSE WATER.
TO 6' AT HAZARD
ACCEPTED BY NCDENR PRIOR TO
Z
0 L
GRAVITY SEWER TO DIP PVC AND
IMPLEMENTATION.
3. IN AREAS WHERE IT IS NOT PRACTICAL TO
INTERSECTIONS OR I
'
MAINTAIN THE REQUIRED SEPARATION, THE
WHERE CROSSING
WITH POTABLE
-
WATER MAIN MUST BE LAID IN A SEPARATE
TRENCH OR ON AN UNDISTURBED EARTH SHELF
WATER LINE AND
POTABL
LOCATED ON ONE SIDE OF THE SANITARY
GRAVITY SEWER, STORM SEWER OR RECLAIMED
WILL MAINTAIN
EIGHTEEN (18) INCH
ATER
WATER LINE AT SUCH AN ELEVATION THAT THE
CLEARANCE
MAIN
BOTTOM OF THE WATER MAIN IS AT LEAST
8"
24.5"
EIGHTEEN (18)INCHES ABOVE THE TOP OF THE
AS REQ'D
SANITARY GRAVITY MAIN
OTHER LINE.
10. A MINIMUM OF VERTICAL SEPARATION OF
OR STORM SEWER
24.5"
EIGHTEEN (18) INCHES OUTSIDE TO OUTSIDE
AS REQ'D
4. IF THE MINIMUM ALLOWABLE TEN (10) FOOT
SHALL BE MAINTAINED BETWEEN WATER MAIN,
TO MH. WITH STAINLESS STEEL PROJECT COORDINATOR.
HORIZONTAL SEPARATION OR EIGHTEEN (18)INCH
SANITARY GRAVITY SEWER, STORM SEWER OR
16. DEVIATIONS AND OTHER ALTERNATIVES
VERTICAL SEPARATION IN A SEPARATE TRENCH
RECLAIMED WATER LINES.
SHALL BE CONSIDERED ON CASE-BY-CASE BASIS
CANNOT MAINTAINED, UPGRADE THE WATER
6" MIN
AND MUST RECEIVE SPECIFIC APPROVAL BY
MAIN TO DUCTILE IRON IF THE OTHER LINE IS A
D
11. WHEN THERE IS LESS THAN TWENTY FOUR
NCDENR PRIOR TO IMPLEMENTATION
STORM SEWER.24
SEWER.(
24) INCHES VERTICAL CLEARANCE BETWEEN THE
E REMOVED FOR
MAINTENANCE PURPOSES
♦
WATER MAIN AND STORM SEWER, THE WATER
17. THERE SHALL BE AN EIGHTEEN 18 INCH
( )
5. IF THE NON -CONFORMING LINE IS A GRAVITY
MAIN SHALL BE UPGRADED TO DUCTILE IRON.
VERTICAL SEPARATION BETWEEN WATER MAINS
SANITARY SEWER, AND TEN (10) FEET OF
ONE FULL LENGTH OF PIPE SHALL BE CENTERED
AND SANITARY SEWER FORCE MAINS AT
HORIZONTAL SEPARATION OR EIGHTEEN (18)
AT THE POINT OF CROSSING.
CROSSINGS WITHOUT EXCEPTION. CONFLICTS WITH
INCHES VERTICAL SEPARATION IN A SEPARATE
6. MAINTAIN A MINIMUM OF 3' CLEARANCE FREE
EXISTING LINES, WHERE IT IS NOT POSSIBLE TO
TRENCH CANNOT BE MAINTAINED. UPGRADE THE
12. IF THE NON -CONFORMING IS A SANITARY
MAINTAIN THE REQUIRED SEPARATION, IT SHALL
BE REPORTED TO AQUA NORTH CAROLINA,
GRAVITY SANITARY SEWER (IF BEING NEWLY
GRAVITY SEWER WHERE THERE IS LESS THAN
EIGHTEEN (18) INCHES VERTICAL CLEARANCE
INC./ENGINEER. SPECIAL SOLUTIONS MUST BE
INSTALLED) TO ANNA C-900, D.R. 18 PVC AND
HYDROSTATICALLY TEST IT TO 150psi.
FROM THE WATER MAIN, UPGRADE THE SANITARY
ACCEPTED BY NCDENR PRIOR TO
Z
0 L
GRAVITY SEWER TO DIP PVC AND
IMPLEMENTATION.
6. IF THE OTHER LINE IS A RECLAIMED WATER
HYDROSTATICALLY TEST IT TO WATER MAIN
A RECESSED NUT.
LINE AND THE ABOVE SEPARATION
STANDARDS. PIPES SHALL BE LOCATED SO THAT
SDR 26 PVC
REQUIREMENTS ARE NOT MET, UPGRADE THE
JOINTS ARE AS FAR AS POSSIBLE FROM EACH
RECLAIMED WATER LINE MATERIAL TO DUCTILE
OTHER.
\
IRON.
13. IF THE OTHER LINE IS A RECLAIMED WATER
CONFIGURATION IN ACCORDANCE WITH STANDARD
7. DEVIATIONS AND OTHER ALTERNATIVES SHALL
LINE AND THE ABOVE MINIMUM SEPARATION IS
oa
BE CONSIDERED ON CASE-BY-CASE BASIS AND
NOT MET, UPGRADE THE RECLAIMED WATER LINE
SDR 35 SW PVC 1/4 B�O
MUST RECEIVE SPECIFIC APPROVAL BY AQUA
MATERIAL TO DUCTILE IRON.
NORTH CAROLINA, INC. AND NCDENR PRIOR TO
14. SPECIAL STRUCTURAL SUPPORT OR
WHENEVER POSSIBLE. LOCATE DOUBLE LATERAL AS
IMPLEMENTATION.
CONCRETE SADDLES MAY BE NECESSARY AT THE
8. THERE SHALL BE AT LEAST A TEN (10) FOOT
CROSSING LOCATION.
SHELF. CONSTRUCT TROUGH 0
SEPARATION BETWEEN WATER MAINS AND
15. IT IS PREFERABLE TO LAY THE WATER MAIN
N�
SANITARY SEWER FORCE MAINS WITHOUT
ABOVE THE CROSSING HAZARD.
SEWER MAIN BELOW PRING LINE.
EXCEPTION. FIELD PROBLEMS SHALL BE
DISCHARGE IN THE DIRECTION
REPORTED TO NCDENR/ENGINEER. SPECIAL
J
OF FLOW.
m
FRAME AND COVER
"SANITARY"
FINISH GRADE
RUBBER
CHIMNEY "" CONC. ADJUSTING
SEAL RUNGS (5 MAX)
2 COATS (8 MIL 1'
EA) COAL TAR
EPDXY,
INTERIOR &
JOINTS ECCENTRIC
CONICAL SECTION
STRIP JOINT
A-LOK OR LINK SEAL GASKET :v, SEALANT
r
RE -CAST CON(.
CON( FILL
BENCHING j i"YrAO_
#89 CRUSHED STONE
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 BUM RUBBER OR BITUMINOUS MASTIC GASKET PER ASTM C-990
SPECIFICATION. PROVIDE BUTYL-LOK BY A-LOK PRODUCTS, INC.
11. MANHOLE STEPS SHALL BE j 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 WRAPOSEAL 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.
AQUA
16
STANDARD MANHOLE DETAIL
05/2012
Aqua North Carolina, Inc.
114-
MANHOLE
MH DEPTH
A
B
C
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
1
NON-SKID SURFACE FOR
PERSONNEL SAFETY
I
ti
I
SLOPE
J,''
I
d
I
11C
ONCRETE BONDING AGENT
SEE NOTE
AOUA
Rll®011 GlE -�-
Aqua North Carolina, Inc.
E PIPE & MANHOLE
FT
MIN. SLOPE\ I /MIN. SLOPE
I
PIPE & MANHOLE
NCH BEN( MANHOLE RADIUS TO BE
y/ AXIMUM POSSIBLE & CHANNEL
I TO BE TROWEL FINISH
4,000 PSI I d i `
„ONCRETE
BENCH & 1 1 1
CHANNEL ,r 1,
t I•
ENCH 1Z.
1 SLOPE
SLOPE
PC
NOTE:
MANHOLE CHUTE IS TO BE USED WHERE
DIFFERENCE IN INVERT ELEVATIONS
BETWEEN INCOMING PIPE AND OUTGOING
PIPE IS LESS THAN 24". IF THE
DIFFERENCE IS 24" OR GREATER, THEN
DROP CONNECTION SHALL BE USED.
14,000 PSI CONCRETE
BENCH AND CHANNEL
MIN AASHTO NO. 57
dPACTED STONE
2, AQU A
MANHOLE CHUTE
05/2012 Aaua North Carolina. Inc.
\ A
I
\ 1 }• SLEEVING I I C
60 OAD \ FOR SINGLE
ROW \ SERVICES I
\ B
\ � A 1 �" SLEEVING OR
\ GREATER FOR DOUBLE
SERVICES
1 WATER MAIN I I
3' FROM EDGE I I WATER MAIN
OF PAVEMENT I
I 1
I
I I
I
I I /
SLEEVING
I 4
\ 1 1 R SI GREATER
FOR SINGLE SERVICE/
i
•ice \ `\ �
\ 1
I � /
I
AQUA
NEW l \7,•:
SANITARY �t\�y
SEWER
A `
1'7(1/8" STAINLESS ;`•,; `•'.�
STEEL STRAP *
NOTES 5. DROP STRUCTURE MH. SHALL BE A MIN.
N MANHOLE SHALL BE IN OF 5' DIAMETER TO 12" ABOVE TEE. DROP
ACCORDANCE WITH AQUA NORTH STRUCTURE SHALL BE INSTALLED AGAINST
CAROLINA STANDARDS, SEE WALL OF MANHOLE AS SHOWN. IF THE GRADE
MANHOLE DETAIL FOR ADDITIONAL DOES NOT ALLOW, THEN INSTALL AS CLOSE TO
INFORMATION WALL AS POSSIBLE.
2. ALL PVC FITTINGS FOR DROP 6. DROP STRUCTURES REQUIRED FOR ALL
STRUCTURE SHALL BE SDR 35 PVC DROPS 6" AND GREATER IN DIAMETER, AND
WITH SOLVENT WELD JOINTS WHEN 3 OR MORE 4" LATERALS ENTER
3. MANHOLES GREATER THAN 12' MANHOLES WITH 4" INTERIOR DROPS. NO MORE
IN DEPTH SHALL HAVE MIN. 6" THAN FOUR 4" INTERIOR DROPS ARE ALLOWED
A EXTENDED BASE. 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 THAN
INVERTS EXCEEDS 2.00'. 2 LATERALS (REGARDLESS OF SIZE) SHALL
ENTER ALL OTHER 4' DIAMETER MANHOLES. ALL
NOTE
1. THE SITE DEVELOPER SHALL LEAVE THE
o am
NONE
LATERALS SHALL HAVE AN INDIVIDUAL TROUGH.
CLEANOUT RISER 3'-4' ABOVE GRADE AND IT SHALL
PLAN
5' DIAMETER MANHOLES SHALL BE USED IF THE
O LO
REMAIN SO UNTIL LOT BUILD OUT. THE RISER
9
TEE WITH OPEN EN
SHALL THEN BE CUT AND CAPPED AT FINISHED
CL �
ON SPIGOT SIDE
THE SHELF.
8. NO MORE THAN 5 LATERALS SHALL 10. CONNECTIONS TO EXISTING
GRADE WITH A CONCRETE PAD.
cc
"DOWNSTREAM"
Z
2. ALL CLEANOUTS TO BE FLUSH WITH FINISH
-
o
LOT LINE
CLEANOUT
GRADE.
1
NON -SHRINK GROUT SEAL
TO MH. WITH STAINLESS STEEL PROJECT COORDINATOR.
3. UTILITY CONTRACTOR TO INSTALL &PRESSURE
O
Z1
"Y' FIj
TEST WYE AND INSTALL PLUG. PLUMBER TO
-L•
O
3
6" MIN
REMOVE PLUG, INSTALL CLEANOUT AND CONCRETE
PAD.
z
30' BE
4. MARK CURB WITH 'S" WHERE LATERAL CROSSES
00
E REMOVED FOR
MAINTENANCE PURPOSES
♦
UNDER CURB.5.
2" MIN. SW TEE SDR 3
a
2A
COMPACTED, a4gIG�T ANPOT01 .
ALL COMMERCIAL AND RESIDENTIAL SINGLE
o�
REMOVABLE STOPPER
SEWER
LATERALS SHALL HAVE 4" CLEANOUTS.
TO SPRING -LINE OF PIPE A
SET IN JOINT COMPOUND
SIZE V
6. MAINTAIN A MINIMUM OF 3' CLEARANCE FREE
(900 BELL X SDR 26
rn
1"x 1/8" ST�IRNSt
OF ALL PLANTINGS & STRUCTURES AROUND
W
W
STRAPS CONFORMING TO THE
LDER VALV
CLEANOUT.
PIPE ANCHORED WITH
FLEXIBLE BOOT
Z
0 L
7. CLEANOUT CAPS SHALL BE SLOTTED OR HAVE
PLAN
A RECESSED NUT.
Z N
2 STRAPS MINIMUM, STRAP
SDR 26 PVC
8. CLEAN - OUT (SHOWN DASHED) SHALL BE
SHALL BE 3' O.C. MAX. PLACE
�
INSTALLED BY THE UTILITY CONTRACTOR TO FINAL
\
W¢'
WITHIN 1' OF j BEND. ALL
CONFIGURATION IN ACCORDANCE WITH STANDARD
r in
OTHER STRAPS SHALL BE 3'
oa
PLUMBING CODE.
00 Z
SDR 35 SW PVC 1/4 B�O
9. DOUBLE LATERALS ARE TO BE AVOIDED
TOWARD INVERT OUT. BEND
SW } BEND SDR 3
WHENEVER POSSIBLE. LOCATE DOUBLE LATERAL AS
N
SHALL BE PLACED ON TOP OF
CLOSE TO LOT LINE AS POSSIBLE, 5' MAXIMUM.
r
SHELF. CONSTRUCT TROUGH 0
10. INVERT OF SERVICE LATERAL SHALL NOT ENTER
N�
TOP OF SHELF TO DIRECT
SECTION "A -A"
SEWER MAIN BELOW PRING LINE.
o
DISCHARGE IN THE DIRECTION
11. DOUBLE SERVICE LATERAL TO BE USED ONLY
J
OF FLOW.
WHEN WHEN BOTH BUILDING SLABS ARE NOT
¢
AQUA NORTH CAROLINA
Q
GREATER THAN 4" -INCHES ELEVATION DIFFERENCE.
<'
RESPONSIBILITY
12. SERVICE LATERA PIPING AND FITTINGS TO BE
L,
BY PLUMBE
6" SDR35 PVC UNLESS OTHERWISE NOTED.
PROVIDE BRASS RING & PLUG
(GASKETED ONLY)
cwi
w
IN TRAFFIC AREAS
13. INSTALL 4"X4" (TOP ONE -FOOT PAINTED GREEN)
L)
z
AND 3M MAGNETIC MARKER TO IDENTIFY LOCATION
zi
OF CLEANOUT(s) AT THE PROPERTY LINE
N
6" PVC RISER 3
BY LICENSED UNDERGROUND
14. ALL LATERALS SHALL HAVE C.O. SET ® 2 -FT
J
\
(SINGLE PIECE) I�
UTILITY CONTRACTOR
BACK OF CURB OR 2 -FT BACK OF SIDEWALK. IF
c)
LDER VALVE
SIDEWALK IS IMMEDIATELY ADJACENT TO CURB, DO
NOT PLACE C.O. IN SIDEWALK.
TERMINAL DEPTH AS
15. AQUA NORTH CAROLINA, INC.
REQUIRED FOR HOUSE
2% MIN. BEND
REPAIR/MAINTENANCE RESPONSIBILITY FOR
SERVICE 18" MIN, 5'-0" I
(
SANITARY LATERALS IS FROM THE MAINLINE TO THE
MAX)
6" MINIMUM
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.
ROTATE 30' (TYP)
TO THE MAINLINE WHERE AQUA NORTH CAROLINA,
45' MAX
INC. IS RESPONSIBLE FOR REPAIR/MAINTANCE.
SEWER MAIN -
SIZE VARIES
COMBINATION WYE
N
N
PROFILE
3 0
E PIPE & MANHOLE
FT
MIN. SLOPE\ I /MIN. SLOPE
I
PIPE & MANHOLE
NCH BEN( MANHOLE RADIUS TO BE
y/ AXIMUM POSSIBLE & CHANNEL
I TO BE TROWEL FINISH
4,000 PSI I d i `
„ONCRETE
BENCH & 1 1 1
CHANNEL ,r 1,
t I•
ENCH 1Z.
1 SLOPE
SLOPE
PC
NOTE:
MANHOLE CHUTE IS TO BE USED WHERE
DIFFERENCE IN INVERT ELEVATIONS
BETWEEN INCOMING PIPE AND OUTGOING
PIPE IS LESS THAN 24". IF THE
DIFFERENCE IS 24" OR GREATER, THEN
DROP CONNECTION SHALL BE USED.
14,000 PSI CONCRETE
BENCH AND CHANNEL
MIN AASHTO NO. 57
dPACTED STONE
2, AQU A
MANHOLE CHUTE
05/2012 Aaua North Carolina. Inc.
\ A
I
\ 1 }• SLEEVING I I C
60 OAD \ FOR SINGLE
ROW \ SERVICES I
\ B
\ � A 1 �" SLEEVING OR
\ GREATER FOR DOUBLE
SERVICES
1 WATER MAIN I I
3' FROM EDGE I I WATER MAIN
OF PAVEMENT I
I 1
I
I I
I
I I /
SLEEVING
I 4
\ 1 1 R SI GREATER
FOR SINGLE SERVICE/
i
•ice \ `\ �
\ 1
I � /
I
AQUA
NEW l \7,•:
SANITARY �t\�y
SEWER
A `
1'7(1/8" STAINLESS ;`•,; `•'.�
STEEL STRAP *
NOTES 5. DROP STRUCTURE MH. SHALL BE A MIN.
N MANHOLE SHALL BE IN OF 5' DIAMETER TO 12" ABOVE TEE. DROP
ACCORDANCE WITH AQUA NORTH STRUCTURE SHALL BE INSTALLED AGAINST
CAROLINA STANDARDS, SEE WALL OF MANHOLE AS SHOWN. IF THE GRADE
MANHOLE DETAIL FOR ADDITIONAL DOES NOT ALLOW, THEN INSTALL AS CLOSE TO
INFORMATION WALL AS POSSIBLE.
2. ALL PVC FITTINGS FOR DROP 6. DROP STRUCTURES REQUIRED FOR ALL
STRUCTURE SHALL BE SDR 35 PVC DROPS 6" AND GREATER IN DIAMETER, AND
WITH SOLVENT WELD JOINTS WHEN 3 OR MORE 4" LATERALS ENTER
3. MANHOLES GREATER THAN 12' MANHOLES WITH 4" INTERIOR DROPS. NO MORE
IN DEPTH SHALL HAVE MIN. 6" THAN FOUR 4" INTERIOR DROPS ARE ALLOWED
A EXTENDED BASE. 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 THAN
INVERTS EXCEEDS 2.00'. 2 LATERALS (REGARDLESS OF SIZE) SHALL
ENTER ALL OTHER 4' DIAMETER MANHOLES. ALL
Q
o
1
Z
¢
o am
NONE
LATERALS SHALL HAVE AN INDIVIDUAL TROUGH.
PLAN
5' DIAMETER MANHOLES SHALL BE USED IF THE
O LO
SDR 35 PVC SW
ABOVE CONDITIONS ARE NOT MET. THE
TEE WITH OPEN EN
LATERAL INVERT SHALL BE AT THE TOP OF
CL �
ON SPIGOT SIDE
THE SHELF.
8. NO MORE THAN 5 LATERALS SHALL 10. CONNECTIONS TO EXISTING
FLEXIBLE BOOT CONNECTED
ENTER A 5' DIAMETER TERMINAL MANHOLES SHALL HAVE CORE
Z
TO MH WITH SS EXP. RING
MANHOLE. AND "BOOT" ONLY UNLESS
n
® 9. FLEX. BOOT SHALL BE CONNECTED APPROVED OTHERWISE BY PWC
J
NON -SHRINK GROUT SEAL
TO MH. WITH STAINLESS STEEL PROJECT COORDINATOR.
O
EXPANSION RING. FLEXIBLE BOOT 11. ALL MANHOLES SHALL BE
L''
o
SDR 26 PVC
CONNECTORS SHALL CONFORM TO ASTM VACUUM TESTED IN
w
6" MIN
-
C 923 SPEC. ACCORDANCE W AQUA NORTH
J
0
PORTION OF TEE TO CAROLINA STANDARDS.
M
12" MAX
FOR TRANSITION FROM D.I. TO
E REMOVED FOR
MAINTENANCE PURPOSES
z
PVC. USE C900 BELL X SD 12
2" MIN. SW TEE SDR 3
a
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COMPACTED, a4gIG�T ANPOT01 .
GROUT SEALED,
o�
STONE FROM UNDISTURBED SOIL
FOR TRANSITION FROM
o
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D.I. TO PVC USE A 2" MIN.
o
DIRECTED BY PWC PROJECT
(900 BELL X SDR 26
rn
1"x 1/8" ST�IRNSt
SPIGOT ADAPTOR.
W
W
STRAPS CONFORMING TO THE
DR 26 PV
PIPE ANCHORED WITH
FLEXIBLE BOOT
Z
0 L
STAINLESS STEEL ANCHOR
BOLTS AND WEDGE ANCHORS.
Z N
2 STRAPS MINIMUM, STRAP
SDR 26 PVC
SHALL BE 3' O.C. MAX. PLACE
�
STRAPS WITHIN 1' OF TEE AND
\
W¢'
WITHIN 1' OF j BEND. ALL
SS STRAP
r in
OTHER STRAPS SHALL BE 3'
oa
00 Z
SDR 35 SW PVC 1/4 B�O
TOWARD INVERT OUT. BEND
SW } BEND SDR 3
N
SHALL BE PLACED ON TOP OF
aD
N
SHELF. CONSTRUCT TROUGH 0
N�
TOP OF SHELF TO DIRECT
SECTION "A -A"
�o
DISCHARGE IN THE DIRECTION
!
OF FLOW.
Behold, a virgin shall be with child, and shall bring forth a son, and they shall call his name Emmanuel, which being interpreted is, God with us. Matthew 1:23
BLN=C-1874
CARO
041;9. 4,
SEAL
19843
F,y
��• .INE,
2/1/19
AQUA
SEWER DETAILS
REVISIONS
FILE NO. 2018-033
00 (0
AS NOTED
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NONE
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CARO
041;9. 4,
SEAL
19843
F,y
��• .INE,
2/1/19
AQUA
SEWER DETAILS
REVISIONS
FILE NO. 2018-033
HORZ. SCALE:
AS NOTED
VERT. SCALE:
NONE
03

PAVEMENT OR
90' BEND
FINISHED GRADE
22 1/2' BEND 11 1/4' BEND
GATE VALVE TO BE SAME SEE VALVE BOX
INSTALLATION
4" MIN.
DIAMETER AS MAIN LINE
Approved By: I
VALVE
A
TAMPED BACKFILL BOX
TAMPED
THREADED COUPLING
BACKFILL
;• —
2" THREADED BRASS PIPE
D.I. PIPE
CONCRETE BLOCKING
''^'
A
MIN. 1/3 C.Y. AT 3000 P.S.I
ANCHOR
FACE TOWARDS VALVE.
TYPE 304 STAINLES
CAST IN CONC. &
CONCRETE THRUST THREADED RODS (MIN. 4 EA )
6•
COLLAR
THREADED
PIPE (12"IN LENGTH)
5' MIN. MJ CAP W/ 2" AP
PAY ITEM
6•
INCLUDES ALL ITEMS EXCEPT
TWO
MAIN LINE VALVE
1'-4" V-4"
TEMPORARY BLOW -OFF
ASSEMBLY
NOT TO SCALE
6•
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: I
2. CONC. THRUST
Rev. Description Date Ini,.
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
BE WRAPPED WITH 10 MIL
POLYETHYLENE PRIOR TO POURING
BLOCKING.
5. VOLUME OF THRUST BLOCKING SHAL
BE AS SHOWN ON THE THRUST
BLOCKING SCHEDULE.
PLAN BENDS PLAN TEES
18" MIN. - 10" 0 & LESS
24" MIN. - 12" 0 & GREATER "
d -{ MIN.
UU` ci
SECTION X -X PLAN & ELEV.
BENDS & TEES PLUGS
PIPE
90' BEND
45' BEND
22 1/2' BEND 11 1/4' BEND
PAGE
8
of 47
TEE41r25'
Checked By:
Approved By: I
S ZE
A
B
A
B
A
B
A
B
A
.
ANCHOR
FACE TOWARDS VALVE.
-
CAST IN CONC. &
1Y
6•
W
6•
6•
6•
6•
a•
TWO
4. CONTRACTOR SHALL "1
1'-4" V-4"
6•
10•
12,
6•
10•
W
a•
W
6•
10•
EMBED. iv
GATE VALVE
2. CONC. THRUST
B•
15
13"
UP
10•
W
e"
W
B"
1o"
TYPE 304 S.S. THREADED RODS
BANK (MORE IF
10•
18•
14
10"
12,
6•
1C'
6•
10•
11•
4. FIRE HYDRANT
Name Date
JOFNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
1Y
20•
18•
1Y
14•
W
17
B•
12•
14
~W
J
W
14•
22"
1B"
14
IV
10"
14
10"
14"
16"
16•
18"
3C
18"
26"
20"
18•
16"
12"
16"
12"
16"
16"
20•
20"
36"
20•
36•
26•
2C
18•
18•
13•
12•
V
IV
1a•
24•
46•
24•
46"
33"
30•
21•
18"
1B"
15
11•
21"
21•
26•
56"
04
00
THRUST BLOCK DETAIL
NOT TO SCALE
Name Date
JOHNSTON COUNTY
partment 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: I
Scale: I
BARS
Rev. I Description I Date Init.
PAVEMENT OR
FINISHED GRADE
SEE VALVE BO 4" MIN.
TAMPED BACKFILL INSTALLATION
5/8" TYPE 304 STAINLESS STEEL VALVE
THREADED RODS (MIN. 4 EA.) BQX,,,
TAMPED THREADED COUPLING
BAGKFI 2" BRASS NIPPLE
D.I. PIP i,+,• ''
;'. •`•; • CONCRETE BLOCKING
CONCRETE THRUST 2" BRASS NIPPLE MIN. 1/3 C.Y. AT 3000 .S.
COLLAR (MIN. 6- IN LENGTH)
M.J. CAP W/
5' MIN. 2" THREADED TAP
2" BRASS PIPE
(MIN. 12" IN LENGTH)
PAY ITEM
INCLUDES ALL ITEMS
PERMANENT BLOW -OFF ASSEMBLY
NOT TO
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
5
1
O
JOHNSTON COUNTY
NOTES:
NOTE:
'
6" TO 16" MAINS = 12-N0. 7
M
1. VALVE MARKERS SHALL IT;N
BARS
n
20" TO 36" MAINS = 12-N0.
BE PLACED AT R/W.
CONCRETE THRUST 8 BARS
—
_COLLAR (3,000 P.S.I.) BARS PLACED AS SHOWN
— -
—III=1 I 1=1 I 1=1 11=
IWI
2. LETTERS "MV" SHALL
•
.
ANCHOR
FACE TOWARDS VALVE.
-
CAST IN CONC. &
RING
3. MARKER SHALL HAVE
FINISHED GRADE1 I
•
'•
PAINTED BLACK
TRENCH
WALL
BRASS OR BRONZE
EMBED ON TOP OR SIDE.
•.n°
TAMPED BACKFILL
TWO
4. CONTRACTOR SHALL "1
1'-4" V-4"
4 E - f
REBAR
TWo
STAMP DISTANCE TO
CONCRETE THRUST BLOCK
(1 EA. CORR NEER)R)
E
CENTER OF VALVE INTO
_ AT 3,000 P.S.I.
.
°•°
EMBED. iv
GATE VALVE
2. CONC. THRUST
Z
W
5. BLOW -OFF ASSEMBLY
VALVE CED ON THE
SQUARE MARKER
•
SHALL INCLUDE 1 EA.
OF 6 SQ. FT. (4 C.F. MIN.)
WITH BEVELED CORNERS
O
MARKER W/ "BO" OR "MV"
TYPE 304 S.S. THREADED RODS
BANK (MORE IF
CAST.
MIN. 2 EA. PER SEGMENT
REQ'D.).
TAMPED
VALVE MARKER
DETAIL
PAY ITEM
NOT TO SCALE
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
Name Date
JOFNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
'
WATER
STANDARD DETAIL
Valve Marker
PAGE
15
of 47
Drawn By:
Checked By:
Approved By I
Scale:
Rev. I Description I Date linit.
PAVEMENT OR
FINISHED GRADE
SEE VALVE BO 4" MIN.
TAMPED BACKFILL INSTALLATION
5/8" TYPE 304 STAINLESS STEEL VALVE
THREADED RODS (MIN. 4 EA.) BQX,,,
TAMPED THREADED COUPLING
BAGKFI 2" BRASS NIPPLE
D.I. PIP i,+,• ''
;'. •`•; • CONCRETE BLOCKING
CONCRETE THRUST 2" BRASS NIPPLE MIN. 1/3 C.Y. AT 3000 .S.
COLLAR (MIN. 6- IN LENGTH)
M.J. CAP W/
5' MIN. 2" THREADED TAP
2" BRASS PIPE
(MIN. 12" IN LENGTH)
PAY ITEM
INCLUDES ALL ITEMS
PERMANENT BLOW -OFF ASSEMBLY
NOT TO
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER PAGE
STANDARD DETAIL A
Permanent Blow Off G
Assembly of 47
r 4'-0" tB CONCRETE THRUST
� I COLLAR (3,000 P.S.I.)
A 1'
ANCHOR i "C D.I.P.
RING MAIN
t 4
SECTION
O
JOHNSTON COUNTY
NE
NOTE:
'
6" TO 16" MAINS = 12-N0. 7
WATER PAGE
STANDARD DETAIL A
Permanent Blow Off G
Assembly of 47
r 4'-0" tB CONCRETE THRUST
� I COLLAR (3,000 P.S.I.)
A 1'
ANCHOR i "C D.I.P.
RING MAIN
t 4
THRUST COLLAR INSTALLATION
NOT TO SCALE
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 J
Smithfield, NC 27577 Installation of 47
Rev. Description jDate Ilnit.
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 FT.
ABOVE TOP OF PIPE-
il UNDISTURBED EARTH
- - - - - ELECTRONIC MARKER BALLS AT 100' ON
- 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 SCALE
I Checked By: I I I
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER PAGE
STANDARD DETAIL 16
Pipe Laying
Condition of 47
OAT HYDRANT BONNET AND NOZZLE CAPS
"ALERT" REFLECTIVE FIRE HYDRANT PAINT
SILVER MODEL #1440
SECTION
REINFORCING
JOHNSTON COUNTY
PIPE DIAMETER
NOTE:
ANCHOR COLLAR
6" TO 16" MAINS = 12-N0. 7
UNDISTURBED
BARS
SOIL
20" TO 36" MAINS = 12-N0.
6•,6•,12•
CONCRETE THRUST 8 BARS
—
_COLLAR (3,000 P.S.I.) BARS PLACED AS SHOWN
— -
—III=1 I 1=1 I 1=1 11=
-III—III—III—.
•
.
ANCHOR
a
-
D.I.P. TRENCH WALL
RING
11
•
'•
MAIN
TRENCH
WALL
_ 1i_
•.n°
TAMPED BACKFILL
TWO
36•
1'-4" V-4"
4"
TWo
••
CONCRETE THRUST BLOCK
PLAN UNDISTURBED
E
SOIL
THRUST COLLAR INSTALLATION
NOT TO SCALE
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 J
Smithfield, NC 27577 Installation of 47
Rev. Description jDate Ilnit.
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 FT.
ABOVE TOP OF PIPE-
il UNDISTURBED EARTH
- - - - - ELECTRONIC MARKER BALLS AT 100' ON
- 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 SCALE
I Checked By: I I I
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER PAGE
STANDARD DETAIL 16
Pipe Laying
Condition of 47
OAT HYDRANT BONNET AND NOZZLE CAPS
"ALERT" REFLECTIVE FIRE HYDRANT PAINT
SILVER MODEL #1440
SCHEDULE
PUMPING & HOSE CONNECTIONS
JOHNSTON COUNTY
PIPE DIAMETER
CONCRETE THRUST DOLLAR
ANCHOR COLLAR
RINGS REWIRED
BREAK RING TO BE SET WITHIN 2"-4"
A B
C
OF FINISHED GRADE
6•,6•,12•
1'-0• 1'-0"
2"
ONE
16
1'-4' 1'-0"
2•
ONE
20"
1'-4" 1-0•
3"
ONE
24"
1'-4" V-0•
3"
TWO
30•
1'-4" 1'-2"
4•
TWO
36•
1'-4" V-4"
4"
TWo
THRUST COLLAR INSTALLATION
NOT TO SCALE
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 J
Smithfield, NC 27577 Installation of 47
Rev. Description jDate Ilnit.
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 FT.
ABOVE TOP OF PIPE-
il UNDISTURBED EARTH
- - - - - ELECTRONIC MARKER BALLS AT 100' ON
- 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 SCALE
I Checked By: I I I
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER PAGE
STANDARD DETAIL 16
Pipe Laying
Condition of 47
OAT HYDRANT BONNET AND NOZZLE CAPS
"ALERT" REFLECTIVE FIRE HYDRANT PAINT
SILVER MODEL #1440
NOT TO SCALE
WATER
PUMPING & HOSE CONNECTIONS
JOHNSTON COUNTY
PLACE
EQUAL TO COUNTY STANDARD
'do
STANDARD DETAIL
BREAK RING TO BE SET WITHIN 2"-4"
FINISHED GRADE
Fire Hydrant
OF FINISHED GRADE
Smithfield, NC 27577
Assembly
VALVE BOX
SELECTED
HYDRANT TEE
BURY IAS I
I I I I I I I I I I I I I I I I I I I I I ' 'III WATERLINESIZE VARIES
SPECIFIED
I SEE PLANS
CONCRETE THRUST BLOCK
PRIMARY HIGHWAYS
TRANSVERSE AND LONGITUDINAL
CUTS
DETAILS FOR
NOTE:
REPLACING
PAVEMENT
O
1. MIN. OF 4 CU. FT.
ENCASEMENT
d
••
CONCRETE THRUST BLOCK
STONE (MORE IF
E
_ AT 3,000 P.S.I.
REQ'D).
°•°
' `�a •••4 •a•a; • '
GATE VALVE
2. CONC. THRUST
Z
W
Z
VALVE CED ON THE
BLOCK TO HAVE Mll'*67 STONE FILL
•
WATER MAALL N SB EPL
DITCH
OF 6 SQ. FT. (4 C.F. MIN.)
O
BEARING ON SOLID
TYPE 304 S.S. THREADED RODS
BANK (MORE IF
HYDRANT LEG TO DIP
MIN. 2 EA. PER SEGMENT
REQ'D.).
TAMPED
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
BARREL SHALL BE
'
PLUMB
. l -.l-.—,
NOT TO SCALE
RESTRAINED FLANGE ADAPTER
"UNIFLANGE" OR EQUAL kP(P
CESSORY 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: Department of Public Utilities STANDARD DETAIL 10
Scale: P.O. Box 2263 Restraint Harness
Smithfield, NC 27577 of 47
Rev. I Description I
Date Init.
2• ASPHALTIC
WATER
PAGE
JOHNSTON COUNTY
PLACE
7;_0
'do
STANDARD DETAIL
A
Department of Public Utilities
P.O. Box 2263
Fire Hydrant
4
Smithfield, NC 27577
Assembly
of 47
RESTRAINED FLANGE ADAPTER
"UNIFLANGE" OR EQUAL kP(P
CESSORY 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: Department of Public Utilities STANDARD DETAIL 10
Scale: P.O. Box 2263 Restraint Harness
Smithfield, NC 27577 of 47
Rev. I Description I
Date Init.
2• ASPHALTIC
CUT TO
CONC. OR AS IN
NEAT EDGE
PLACE
7;_0
'do
EXISTING PAVEMENT
CONCRETE 1Y-----•$1�6"
W COMPACTED CRUSHER
_ - _ -
RUN STABIUZED MATH
- - -
5% PORTLAND CEMENT
BURIED -
SELECTED
_
PIPE
BACKFILL TAMPED
_
UNE
IN LAYERS
SECONDARY HIGHWAYS & CITY STREET
2• PLANT MIX ASPHA
FOR USE IN UNPAVED AREAS
OR CONCRETE MIX
SAW TO NEAT EDGE
#4 LONGITUDINAL
7;_0
TIE BARS
EXISTING PAVEMENT
CONCRETE 1Y-----•$1�6"
IN PAVED AREA 1X2"
Valve and Valve
�r 1" FINISHED GRADE
HB
SELECTED BACKFILL - -
NOTE: ALL PAVEMENT SHALL
BE REPAIRED WITHIN
TAMPED IN 6• - -
THE SAME WEEK IT IS
LAYERS -
CUT.
BURIED PIPE
UNE
PRIMARY HIGHWAYS
TRANSVERSE AND LONGITUDINAL
CUTS
DETAILS FOR
CUTTING AND
REPLACING
PAVEMENT
I Checked BY: I I I
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
NOT TO SCALE
WATER PAGE
STANDARD DETAIL 17
Cutting and Replacing
Pavement of 47
CONCRETE BLOCKING
EXIST. WATER MAIN
TAPPING SLEEVE
TAPPING VALVE
WITH VALVE BOX
NEW WATER MAIN
TAPPING SLEEVE&VALVE ASSEMBLY
No Q SCALE
NOTE: TAPPING SLEEVE SHALL BE
FABRICATED OF TYPE 304 S.S. AND
PROVIDE A 360' SEAL AROUND
EXISTING PIPE WITH FULL
CIRCUMFERENTIAL GASKET.
Name Date
Drawn By: WATER PAGE
Checked By: JOHNSTON COUNTY
Approved By: Department of Public Utilities STANDARD DETAIL C
Scale: P.O. Box 2263 Tapping Sleeve and 5
Smithfield, NC 27577 Valve Assembly of 47
Rev.1 Description jDate Init.
FOR USE IN PAVED AREAS
FOR USE IN UNPAVED AREAS
PAGE
JOHNSTON COUNTY
VALVE BOX COVER
7;_0
FINISHED GRADE
7J¢" MIN.
��
IN PAVED AREA 1X2"
Valve and Valve
�r 1" FINISHED GRADE
Smithfield, NC 27577
Box Installation
of 47
11 IN UNPAVED AREA
Scale:
BASE COURSE
Rey.1 Description jDate Init.
W
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6" MIN, _
_
- - CONCRETE
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ENCASEMENT
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TAMPED BACKFILL _
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_ AT 3,000 P.S.I.
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COVER
TAMPED BACKFILL
BLOCKING
CONCRETE ENCASEMENT
SECTION
PLAN AT 3,000 P.S.I.
NOTES:
1. D.I.P. MAY BE USED
FOR VALVE BOX
EXTENSIONS.
2. VALVE BOX SHOULD
NOT CONTACT WATER
MAIN OR VALVE.
3. CONCRETE PROTECTOR
RING MAY BE USED IN
LIEU OF ENCASEMENT
IN UNPAVED AREAS.
VALVE
AND VALVE BOX
INSTALLATION
NOT TO SCALE
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
BR2B 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 F6600,
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 By: JOFNSTON COUNTY WATER
Approved By: Department of Public Utilities STANDARD DETAIL 19
Scale: P.O. Box 2263 Standard Water Tap
Smithfield, NC 27577 of 47
Rev.1 Description IDatr,. Ilnit.
Behold, a virgin shall be with child, and shall bring forth a son, and they shall call his name Emmanuel, which being interpreted is, God with us. Matthew 1:23
CONCRETE THRUST BLOCK
AT 45' BEND.
�;. SEE THRUST BLOCK DETAIL
FOR DIMENSIONS OF BLOCK.
10' MAX.
NOTE:
ALL PIPE SEGMENTS LESS
X" S.S. THREADED RODS THAN 10' SHALL REQUIRE
J CCON�CORETDR408ST BLOCK
SEE THRUST BLOCK DETAIL
FOR DIMENSIONS OF BLOCK.
ROD REQUIREMENTS
SIZE OF 45' BEND STATIC THRUST IN POUNDS NUMBER OF RODS REQUIRED
6" 4,328 2
B. 7,694 2
12" 17,312 2
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.
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT
BENDS.
VERTICAL BEND RODDING
AND BLOCKING DETAIL
NOT TO SCALE
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER PAGE
STANDARD DETAIL
Critical Bend Rodding
and Blocking Details of 47
#3 REBAR 10"
2 EA. i-2"
M ° 4»
Ff
24"
NOTE:
PROTECTOR RING SHALL
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
WATER
STANDARD DETAIL 14
Concrete Protector Ring
of 47
LID SHALL BE LABELED "WATER METER" AND
SHALL BE "AMR" TYPE WITH METAL FLIP -UP LID AND 2" HOLE
FINISHED GRADE
METER (US GAL.)
99„X-4" 7" MIN'
II-
13" MIN. CLEARANCE
MIN. 4" WASHED STONE
2LOCK TYPE
0" MIN.
METER
CL STOP ANGLE
CHECK BLOCK SUPPORT OR
VALVE STONE AS NEEDED
7"
74" OR 1" CLASS 200
• POLYETHYLENE WATER
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
�4" SERVICE DUAL PURPOSE FITTINGS CORP. STOP
WATER MAIN
U -QM.
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"
WATER
PAGE
JOHNSTON COUNTY
7;_0
Department of Public Utilities
STANDARD DETAIL
��
P.O. Box 2263
Valve and Valve
WATER
STANDARD DETAIL
X" and 1"
Water Meter Service
Smithfield, NC 27577
Box Installation
of 47
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
BR2B 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 F6600,
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 By: JOFNSTON COUNTY WATER
Approved By: Department of Public Utilities STANDARD DETAIL 19
Scale: P.O. Box 2263 Standard Water Tap
Smithfield, NC 27577 of 47
Rev.1 Description IDatr,. Ilnit.
Behold, a virgin shall be with child, and shall bring forth a son, and they shall call his name Emmanuel, which being interpreted is, God with us. Matthew 1:23
CONCRETE THRUST BLOCK
AT 45' BEND.
�;. SEE THRUST BLOCK DETAIL
FOR DIMENSIONS OF BLOCK.
10' MAX.
NOTE:
ALL PIPE SEGMENTS LESS
X" S.S. THREADED RODS THAN 10' SHALL REQUIRE
J CCON�CORETDR408ST BLOCK
SEE THRUST BLOCK DETAIL
FOR DIMENSIONS OF BLOCK.
ROD REQUIREMENTS
SIZE OF 45' BEND STATIC THRUST IN POUNDS NUMBER OF RODS REQUIRED
6" 4,328 2
B. 7,694 2
12" 17,312 2
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.
2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT
BENDS.
VERTICAL BEND RODDING
AND BLOCKING DETAIL
NOT TO SCALE
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER PAGE
STANDARD DETAIL
Critical Bend Rodding
and Blocking Details of 47
#3 REBAR 10"
2 EA. i-2"
M ° 4»
Ff
24"
NOTE:
PROTECTOR RING SHALL
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
WATER
STANDARD DETAIL 14
Concrete Protector Ring
of 47
LID SHALL BE LABELED "WATER METER" AND
SHALL BE "AMR" TYPE WITH METAL FLIP -UP LID AND 2" HOLE
FINISHED GRADE
METER (US GAL.)
99„X-4" 7" MIN'
II-
13" MIN. CLEARANCE
MIN. 4" WASHED STONE
2LOCK TYPE
0" MIN.
METER
CL STOP ANGLE
CHECK BLOCK SUPPORT OR
VALVE STONE AS NEEDED
7"
74" OR 1" CLASS 200
• POLYETHYLENE WATER
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
�4" SERVICE DUAL PURPOSE FITTINGS CORP. STOP
WATER MAIN
U -QM.
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
7;_0
NOT TO SCALE
xl
Name
Date
JOHNSTON COUNTY
Department of Public Utilities
P.O. Box 2263
Smithfield, NC 27577
WATER
STANDARD DETAIL
X" and 1"
Water Meter Service
PAGE
20
L
of 47
Drawn By:
Checked By:
Approved By:
Scale:
N
Rey.1 Description jDate Init.
BLN=C-1874
X�
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CA /gyp`''
R•
Q� SEAL � =
19843
EL
• ,, �I�IQI 111 �/�
2/1/19
AQUA
WATER DETAILS
REVISIONS
FILE NO. 2018-033
HORZ. SCALE: AS NOTED
VERT. SCALE: NONE
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EL
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AQUA
WATER DETAILS
REVISIONS
FILE NO. 2018-033
HORZ. SCALE: AS NOTED
VERT. SCALE: NONE

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SIDEWALK I \ \ \ - \ ' 22 H. C. SIGN
>' \\ \� \\- g- 36 (VAN ACESS) 1 r 1 \
�EGIN LOWER WATERLINE TO AVOID CONFLICT -2 I
\ \ i 36 H. C. SIGN
24 MEDIAN CURB ELEV. 280.00 I 2 ,�
36' 2 H. C. SIGN (VAN ACESS)
1,
DIRECTIONAL ARROW ? 1, 22 (VAN ACESS)
THERMO TYPICAL 2 0 / OM \ \ \ r
( ) (TYPICAL) '\ TION FR ,,-- IL
FIRE /
24 WIDE ----__ '� - NSI \\ r
>••i 80 LF 6" SDR 35 TRA DER CNRg to ->_-- �` \ \} HYD i
STOP BAR �- \\ \ \ \
I P VC S. S. @ 2.08% THERMO \ \ \ \ \ \ \ \ \ \ --_HEA -_-& C I \\ \ o \
I :'•;;.:,� C. O. TOP ±292.00 �' ' H. C. SIGN \\\ \\\\ \`\ \ — \\� \\`Ss;Q
INV. 282.51 I \\ r TOP �� \
I WCR 2 WA TER/ GN \ \
\
STOP SER VICE _ _ _ _ _ ' / \ \ — -- .1 \h \\ \ \\ \\
SIGN - - - - M ----�
_\--- A
\ r ------ - ___----- DER IA. ---- \
o ---___ N R M HE - _ _ e•V .�a• ` I \ \ I
".. 4-
� 24" STD � TRANSITIO " C&'C
0
C&�G CNRg to 3 e
WCR ------_____ �! �a
TIL. iI�I'T I FIRE
C- EAS900 p VC I �
BEHIND WA TER I i HYD
TR SIDEWALKS 11 I _ rr \ \ o\. a'
ANSI TION ,�ROil�1 II ' TER
I I 3o ,, 1 WA
o+ I , C&G TO 24"STD. S STD. I i , 2 / ` \\ \ Y \
i , \ \ TD. CdcG II ,SER VICE - - - -'� \ \ o \\
cin I \ \
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AN \ t 4 SOLID s \ x - v _ _ _ /Y \
WHITE STRIPE ��c \\ d \\ `�\�'
, ,Q_Q a \ _ SEE SH ETD 0
(THERMO) _
_ \ \
\ I \, � •::�-.::.� \ • og\ 1 a. \\ \_ ' UTILIT
20 Y FOR R� _
EAR -OFF STCD
\ \\ r \\
Ilk
\ EASEM _ N _ \\ UTILITY BLOW-
(2) 1; 250 GALN, FIRELINE. 4 „ WASTE ' \ ` \ o \
J o GREASE T?AP INV. OUT 286.50
\\ \ \ 4 MINI -SKIP \\ 00 Q �� Q, \ \\ \ & DOMESTIC TOP ±288.Oi9\ 4 S. S. 1
(THERMO) RETAINING WALL \ �� `�\\\ `i BACKFLOW /N V. IN 285.67 \ \ \
\ \ \ \ \ \ h NCDOT �, I INSIDE BUILDING \\\ - TRANSITION FROM \ \\ \, o `� \\
(SEE DETAIL) \ �0 �� STANDARD �• , l INV. OUT 285.50 •. HEADER CURB to
\ \. o \ M.H. 8 '& I / , , , , 4 GREA S \ \ \. . '� •. ~..e o
\ I \ \ \ \ \ '` \ GAURDRAIL i n \
\ \ \ \TOP +291.00 �, I WASTE 4 30 C&G \ \
\ i \ \ \ � • � \ i � FIRE a o � M. H. 4
-\ HYD \ ' FIRE INV. OUT WASTE # \ N \ \
INV OUT OUT 281.10 \\ -_, � a I r ,
\ \ \ - _ _ 'I ', LINE 286.50 I -TOP +291.50 , , \ \ \
20 LF DRY BORE :,4 \ I INV'-il� 278.82 \ STOP \\ \ \\
AND JACK W/18"�% ���L INV. OUT\2-7C. 8 \\ SIGN__---
\\\ ENCASEMENT &M.
H. #6 STOP--
8" DIP CARRIER \ �? �,� \\`�_ _ - 2 1-�, . o �� __--- \ SIGN \
TOP +282.00 \ \ _ _ �2 0 0. _ _ - _
o, PIPE. INV. IN 275.85 \\ �,\ - ;-- o C' _ \_1 __ __-- \\---________ \\ _���; '� \� ""\
\ \ WATER
\\ ` `\ \ \ G N INV. OUT 275.65 `\ aa.\ __----- \ \ �''' �� 20 0\ \
\ �: \ — ,
\\ �� `` \\ \\�� RETAINING W%LL \\\ °'��-��--------- -_ _ ,----- TER __----_ ^\ \\ \\ SR"-� ` FIRE
(SEE DETAIL) \\\\!��-�- \\ _ C_90��VC_WASQ)• \,\ \vr HYD
/ 0 20-51R
\\ \ \ \ O\\�` \\ \\ \ 8 __—_-- �-
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TOP +278.35 / 5 �' 00 , • \
INV. IN 269.03 (#4) ' 1 �O. \\ \n m
INV. IN 267.23 5 / �' 4- \
(`) 40 R \ \T\
\ \ \ � \ •:�:� � \ � ' I � INV. OUT 267.0�
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EXISTING
80- EXISTING WETLANDS
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STREAM TO REMAIN
(DO NOT DISTURB)\\ \\\ \\
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M. H. #5
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SCALE: 1 " = 30'
0 30 100 125 150
AND THE ANGEL SAID TO THEM, "FEAR NOT: FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
I FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
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REAR OF STORE
UTILITY BLOW-UP
REVISIONS
FILE NO. 2018-033
HORZ. SCALE:
1"=30'
VERT. SCALE:
N/A
D-05

ASp17dfPdVh7g
1. The Contractor or Subcontractorperforming the paving operation will be responsible forperforming the fol%wing""
A. Sufface Tolerance
Surface tolerance requirements for smoothness must be checked in the presence of an Inspector using a 'Roll/ng Straightedge " for checking surface tolerance. A variation of
more than 1/8"in 10 feet will be considered unacceptable and must be corrected /n an acceptable manner which will also meet Item (B and H) below"
B. Surface Texture
Care sha//be taken to insure that smooth dense texture /s achieved with no se re ation tearin crackin etc. Areas discovered which are not uniform in appearance and
9 9 g g PP
texture shall be reheated and rero/%d, rep/aced, or ifrequired by the Eng/neer, resurfaced at no additional cost to the Owner Seams and edges shall be straight, true, and
smooth.
C" Plant Tickets
To verify depth for payment, plant tickets shall be submitted to the Engineer
D. Payment ofAspha/t
No payment for paving will be made until the surface texture and smoothness has been inspected, satisfactonly repaired, ffnecessary, and approved by the Engineer and the
Owner.
E Paving Subcontractors
The Genera/ Contractor fn charge of the Paving Contractor sha//be responsible forassurfng that his paving Contractor has read these requirements ffpaOng fs to be
subcontracted. Faf/ure to Inform a Subcontractor does notrelfeve the Prime Contractor of these requirements"
F" Paving Condition
No paving of asphalt shall take place until the Utf/fty Contractor and the Paving Contractor have mutually agreed that a// valve boxes and manholes have been set to
finished grade and that It fs the Paving Contractor's responsfbf/fty to make minor adjustments prior to paving, as app/fcab/e.
G. Asphalt Specifications
Asphalt and CABC shall meet the NCDOT "Standard Specifications for Roads and Structures" latest revision. Asphalt mix and placement shall meet Division 6 ofthe State
Specffrcatfons. CABC shall meet Section 520 of the State Specifications andgraded fn accordance with Table 520-1. Placement and compaction shall meet Section 520.
H" Asphalt Patching
Asphalt Patching WILL NOT BEALL OWED. /n the a vent that Asphalt is unsatisfactory to Engineer, the contractor shall mill entire section of asphalt and resurface a
minimum depth of one and one-ha/finch and at minimum length of one hundred feet for the entire width ofsectfon fn question" This area fs to be determined by fie/d
Inspection with the contractor and/or sub contractor and the Engfneerpresent"
2" Al/ aspha/t prices fn this proposal shall be based on the NCDOT Monthly Terminal F" 0 " at time of bid. IF the asphalt cement price fluctuates from this stated price
more than 10% at any time during the performance of the asphalt scope, the contractor will adjust the asphalt prices fn accordance with the new/ypub/fished NCDOT Monthly
Termfna/ F. O B. Aspha/t Binder Prices. These prices are located at the following web address."
<htips://connect"ncdot"gov/projects/construction/Lists/Month/y%20 Terminal%2OAspha/t%2OBinder'O20%2OFue/%2OFOB%2OPrices/A///tems.aspx>
Drainage Notes
1. Boxes may be reinforced masonry, masonry, precast concrete or cast In place reinforced concrete.
2" The maximum height ofan un -reinforced masonrydrainage structure with 8 -Inch walls sha//be limited to 8 -foot from Invert ofthe out/et pipe to the top ofthe
casting" Depths greater than 8 -feet sha//have walls 12 Inches thick" Basins over 12 -feet fn total depth sha//be designed bya NC Professional Engineer"
Four -inch walls are not a//owed on drainage structures.
3. Steps are to be provided on all basins deeper than 42'
4. Steps are to be PS 1 -PF as manufactured by M. A. Industries or an approved equal" Locate on non pipe walls"
5. Mortar In masonry boxes fs to be type M"
6. Clay brick structures are not a//owed.
7. Concrete building brick is to meet ASTM C-55, Grade N, and Type 1.
8. All Iron castings are to be drilled and lagged to the drainage structure. The drainage structure as we// is lobe drilled
9. All cast-fnp/ace or precast concrete drainage structures located in paved areas accessible to truck loadings to be designed to meetAASHTO HS 20-44
loading" See manufacturers detaf/s for wall, top and bottom thickness.
10. All catch basins grates and frames are to be Vu/can or approved equal. Verify dimensions heights on castings are not exceeded in critical areas before
ordering castings!
11. All concrete pipe is to be ASTM C-76, Class /ll with ram nek"
12" All castings to receive Bituminous Coating
Grading Notes
1. Site Contractor to inform Building Contractor to verify frnishedgrade at building before digging footings. Some portions of the building foundation wall may, of necessity, need to retain
buf/dfng pad All to a//ow extenorgrades to be dropped" /n this case, step footIngs maybe necessary to achfe ve the desired grade variations"
2" New finished contours shown are top of future paving fn areas to receive pavement and top oftoosof/In areas to be seeded"
3. Areas outside of the parking lot perimeters shall receive 4 inches of topsoil" This topsoil to be placed and leveled by the Contractor
4" Dfinens/ons on bu/ld/ngs are forgradfng purposes only and are not to be used to /ay -off footings" See Architectura/ Plans"
5. Contractor shall notify and cooperate with a// ut/lfty companies or Arms having faclI ies on or adjacent to the site before disturbing, a/tering, removing, relocating, adjusting or connecting to
said facf/itfes" Contractor shall raise or lower tops of existing manholes, as requ/red, to match Anfshedgrades"
6" Al/ catch basin grate and frames are to be Vu/can or approved equal" Verify that d/mensfon heights on castings are not exceeded In critical areas before ordering substitute castings!
7" Al/ areas not covered by building orpaving are to be seeded and mulched.
8. Unusable excavatedmateria/s and a// waste resulting from clearing and grubbing and demo/Rion sha//be disposed of off-site by Contractor"
9 Al/ exca vatfon fs unclassified and shall Include a// materials encountered.
10. Before any machine work Is done, Contractor shall stake out and mark the Items established by the Sfte Plan" Control points shall be preserved at a// times during the course ofthe
project. Lack ofproper working points and grade stakes may requ/re cessation ofoperat/ons until such points and grades have been placed to the Owners satisfaction"
11. Contractor to ensure a//portions of the site have positive drainage. This must be verified prior to paving orpouning concrete.
12. Refer to sof/s report for directions on earthwork and subgrade preparation, Ifavaflable.
Concrete Testing Requirements
Initial Test
The Inftfa/ test (from Arst ready -mix truck) Is to be taken after the second yard Is dispatched from the mixer and Is to consist of the
following""
1. One slump test
2" Pu/l, prepare and store 3 cylinders on-site for 24 hours"
3" Temperature
Subsequent Tests
After the above tests are pulled from the initial truck, every 5th truck thereafter Is to be tested fn the same manner as noted above.
Asphalt Testing Requirements
Compaction : Testing for asphalt density Is to follow NCDOT "Standard Specifications for Roads and Structures", Section 6099, 'Field
Compaction Quality Management, "latest revision.
Thickness : The minimum frequency of coring for thickness testing shall be on the basis of test sections consisting of not more than 1500
linear feet of lay down width, exc/usfve ofintersectfons and Irregular areas. The test sample fs to be a 6 -Inch cored samp/e. The sample IS
to be numbered and logged for identification purposes.
Contractors Quality Control System
Follow NCDOT "Standard Specifications for Roads and Structures" Section 609-5, "Contractors Quality Control System, "latest
revision:
Mixture and Job Mix Formula Adjustments
Follow NCDOT 'Standard SpecfAcatfons for Roads and Structures" Section 609-4. 'Field Verification ofMfxture and Job Mfx Formula
Adjustments" latest revision.
Genera/: A// other app/fcab/e sections of Section 609 of the NCOOT "Standard SpeciAcations for Roads and Structures " shall apply relating to
Quality Contra/ Plan, mix design, control limits, corrective action, equipment and measurement.
Testing Cost: Contractor is responsible for cost of testing asphalt and concrete.
Parking►, Street or BuildingSubgrade Preparation
A. Subgrade on Precomoacted Original Soil
1" Remove all the topsoil and all questionable organic soil and extend a min/mum of four (4) feet beyond the outside edge of the pavement.
2" Precomoact the exposed grade with a vibratory roller weighing a min/mum often (10) tons (static load) or equal to stabilize the Initial settlement ofthe top strata ofthe soil" The stability ofthe subgrade will be considered adequate
when the total settlement after the last four (4) complete passes by the vibratory ro/%r does not exceed 1/8" Any area that sett/es excessively and falls to stabilize under continued rolling should be further undercut and rep/aced with
properly compacted select granular All
B. Subgrade on Certified Compacted Fill
1. Prepare the site follow/ng the same procedures as outfined /n Items 1 and 2 above.
t - -"
Z" Usingthe same compaction equipment as outlined above compact newAll m /8 inch layers to a minimum 98 -percent of maximum d density at o timum moisture content in accordance with the Standard Proctor Method
p� p Y p dry t1' p
ASTM Standard D 698-78 and field control%din accordance with ASTM Standard D 2167-84, or equal" The top one (1) foot of the prepared All subgrade should be compacted to 100 percent of the maximum dry density using the
Standard Proctor Method"
3" The end of the All should be terminated at the minimum slope of two (2) horizontal to one (1) vertical measured from three (3) feet beyond the outside edge of the pavement to the toe of the fill" The All soil is to be selectgranu/ar
soil weighing a minimum of 110 pcfat its optimum moisture content"
Concrete Notes
1. Al/ construction, placing, pouring and curing concrete is to conform to the latest edition ofACl 318.
2" Al/ reinforcing steel Is to be cold cut and bent.
3. Port/and cement concrete shall have a minimum 28 day compressive strength of 4, 000 PS/"
4" Do not use chloride fn any concrete which has reinforcing steel or wire fabric"
5. Reinforcing stee/sha//meetASTMA-615, Grade 60" Welded wire fabric sha//meetASTMA-185" Tfe wire shall conform toASTMA-82"
6. Lap welded wire fabric a minimum of one mesh. Lap all bars a minimum of24" Altemate adjacent barsp/ices a minimum of 48'
7" Use only approved chairs with sand plates to support reinforcing on grade.
8. Al/ crossings of reinforcement are to be tied" Supports for reinforcing to hold bars against movement during pour and finish operation. Supports for reinforcing
bars to be a minimum of 48 inches apart.
9. Concrete shallbe onlyplant-mixed, transit -mixed or ready -mixed concrete. The time elapsing from mixing to placing the concrete shall not exceed ninety (90)
minutes.
10" Concrete shall not be deposited on frozen subgrade and shall not be poured when the air temperature for the succeeding 24 hour period fs less than 32
degrees F.
11. A// concrete when placed informs shall have a temperature between 50 degrees F and 90 degrees Fand shall be maintained at a temperature of not less
than 50 degrees for at /east 72 hours for norma/ concrete and 24 hours for high early strength concrete.
12. Do notplace fresh concrete during summer on a dry subgrade. Moisten subgrade before p/acfng concrete.
13" Subgrade Is to be firm, free of water and/or sf/t and undisturbed or compacted proper/y" Consult Engineer IF soft oryie/ding subgrade is encountered for
improvement directions. /(ground water is entering subgrade, consult Engineer for instructions.
14" Areas of concrete to be removed shall be saw cut before removing" The saw cut sha//provide a smooth, straight edge approximately two (2) Inches deep
before breaking away the adjacent concrete"
15" Immediately after the forms have been removed and a// honeycombed areas are repaired, backfill to prevent underwash"
16" Brooming of the concrete surface sha//be done transverse to the direction of traffic for areas"
17" Joint spacing sha// be no less than 8 -feet" Where existing sidewalks are being widened, transverse joints sha// be located so as to /fine up with existing joints in
the adjacent existing sidewalk Grooved joints shall not be sea/ed. Sea/ a// others"
18" Concrete Sub shall be responsible for a// score joints and expansion joints" A pre/fminaryscore joint pattern and expansion joint pattern shallbe submitted to
the project engineer for review prior to pouring concrete.
19" Expansion joints shall be one-half (1/2) Inch fn width and shall be placed between a// rigid objects at a distance of no more than thirty (30) feet apart and shall
extend the full depth of the concrete with the top of the filler one-half (1/2) Inch below the finished sun`ace"
20" The edges of the curb/sfdewa/k shall be finished with an approved edging too/ one-half (1/2) Inch radius" Joints shall be similarly finished immediately after
templates have been removed"
21. Saw contra/joints as soon as fresh concrete wfl/retain coarse aggregate against the sawing action.
22. Contractor SHALL NOT POUR any concrete before forms are Inspected by the project engineer and/or the architect Any concrete that has not been approved
by the engineer and/or owner will be the responsibility of the contractor.
GOSPEL NOTES:
The following notes do not represent the belief of any municipality, government organization, or client of
Stocks Engineering. The detail is included to show the foundation of Stocks Engineering and its employees.
Our prayer is that through the truth outlined below you will clearly see what it means to have a
personal relationship with Christ.
1. GOD'S LOVE
God loves you and he created you to know him personally.
He has a wonderful plan for your life.
John 3:16 "For God so loved the world that he have his only son, that whoever believes in him shall not
perish but have eternal life."
What prevents us from knowing God personally?
2. OUR CONDITION
People are sinful and separated from God, so we cannot
know him personally and experience his love and plan.
Romans 3:23 "For all have - -III This diagram illustrates that God
sinned and fall short of the is Holy and people are sinful. A
glory of God." great gulf separates the two. The
Romans 6:23 "For the wages arrows illustrate people continually
of sin is death" (Spiritual _ trying to reach God through our
separation from God) -I I - - own efforts, but we inevitably fail.
There is only on way to bridge this gulf...
3. GODS RESPONSE
Jesus Christ is God's only provision for sin, through Him alone we can know God personally and
experience his love and plan.
Romans 5:8 "But God dem-
onstrated His own love for
us in this: While we were still
sinners, Christ died for us.
John 14:6 Jesus answered,
'I AM the way the Truth and
the Life. No one comes to
the Father except through me'.
GOD
PEOPLE
This diagram illustrates that God
has bridged the gulf that sepa-
rates us from Him by sending
His son, Jesus Christ, to die on
the cross in our place to pay
the penalty for our sins.
It is not enough just to know these truths...
4. OUR RESPONSE
We must individually receive Jesus Christ as Savior and Lord; only then can we know God personally
and experience His love and plan.
Ephesians 2:8-9 "For it is
by grace you have been
saved, through faith - and
this is not from yourselves,
it is the gift of God - not
by works, so no one can
boast."
John 1:12 "Yet to all who
received Him, to those who
boast."
These two circles represent two kinds of lives...
SELF4SELF
Self -Directed Life Christ -Directed Life
Self is in the center Christ is in the center
and on the throne; and on the throne;
Christ is outside. self yields to Christ.
Which circle best represents your life?
Which circle would you like to have represent your life?
You can receive Christ right now by faith in prayer.
"Lord Jesus, I need you. Thank you for dying on the cross for my sins. I open the door to my life and
receive you as my Savior and Lord. Thank you for forgiving my sins and giving me eternal life. Take
control of the throne of my life. Make me the kind of person you want me to be."
If this prayer expresses the desire of your heart, then you can pray this prayer and Christ will come into
your life as he promised.
For more information on what it means to have a relationship with God, or if you have any questions
or prayer requests please submit them to stocksengin [e-mail], call us at 252.459.8196, or
visit our web site, www.stocksengineering.com
Behold, a virgin shall be with child, and shall bring forth a son, and they shall call his name Emmanuel, which being interpreted is, God with us. Matthew 1:23
BEFORE YOU DIG,
CALL
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COVER SHEET
REVISIONS
FILE NO. 2018-033
HORZ. SCALE: NONE
VERT. SCALE: I NONE

Operation & Maintenance Agreement
Project Name:
Project Location:
Publix
Flowers Plantation
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set location.
Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BIVIP(s) on this project include (check all that apply & ce
Bioretention Cell Quantity:
Dry Detention Basin
Grassed Swale
Green Roof
Infiltration Basin
Infiltration Trench
Level SpreaderNFS
Permeable Pavement
Proprietary System
Rainwater Harvesting
Sand Filter
Stormwater Wetland
Wet Detention Basin
Disconnected Impervious Area
User Defined BMP
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity.-
Quantity:
uantity:Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Present:
Present:
ng O&M tables wii
Location(s):
Location(s):
Location(s):
Location(s).-
Location(s):
ocation(s):Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
ne aaaea autom
I Below Lot #7 1
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any changes to
the system or responsible party.
* Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:l
Signature:
Rebecca Flowers
President, DWF Development
4880 NC Hwy. 42 East
Clayon, NC 27527
919.369.8332
[e-mail]
, a Notary Public for the State of
Date: (91-3
11.ioeTu GadcoL, N �
County of `F.�J�SH do hearby certify that
personally appeared before me this 304!-- day of -' p,gyoAv and
acknowledge the due execution of the Operatio s and Mail -len enc Agreement .
Witness my hand and official seal,
N STOW
�Y �11R
`FAQ
61-*ee
ST 1/15/2019
Version 1.4 O&M Manual Pagel of 5

The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if
one is provided.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to
establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance should be kept in a
known set location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed.
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to smooth it over and provide erosion
swale.
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
The forebay
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design depth for
will not cause impacts to streams or the BMP.
sediment storage.
Erosion has occurred.
Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems,
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the problem: soils, hydrology, disease, etc.
dying.
Remedy the problem and replace plants. Provide a one-time fertilizer
application to establish the ground cover if a soil test indicates it is
necessary.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the
plants rather than spraying.
STORM -EZ 1/15/2019
,/ersion 1.4 O&M Manual Page 3 of 6

The main treatment area
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design sediment
will not cause impacts to streams or the BMP.
storage depth.
Algal growth covers over 50%
Consult a professional to remove and control the algal growth.
of the area.
Cattails, phragmites or other
Remove the plants by wiping them with pesticide (do not spray).
invasive plants cover 50% of
the basin surface.
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and consult a professional to remove
beaver activity is present.
beavers.
A tree has started to grow on
Consult a dam safety specialist to remove the tree.
the embankment.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment off-site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
STORM -EZ 1/15/2019
Jersion 1.4 O&M Manual Page 4 of 5

Wei Detention Pond Design Summary
Wet Pond Diaararn
STORM -EZ 1/15/2019
Version 1.4 O&M Manual Page 5 of 5
WET POND ID
FOREBAY
MAIN POND
NA
Permanent Pool EI.
262
Permanent Pool El.
262
Temporary Pool EI:
264.7
Temporary Pool EI:
264.7
Pretreatment other No
Clean Out Depth:
6
Clean Out Depth:
3
than forebay?
Sediment Removal El:
256
Sediment Removal EI:
259
Has Vag. Filter? No
Bottom Elevation:
254
Bottom Elevation:
257
STORM -EZ 1/15/2019
Version 1.4 O&M Manual Page 5 of 5

at Flowers Plantation
4684 NC Hwy 42
Clayton, NC 27527
919-553-3084
FLOWERS PLANTATION
W I K*-� �- 4
ENGINEERING
801 EAST WASHINGTON STREET P.O. BOX 1108
NASHVILLE, N.C. 27856 PHONE: [phone]
WWW. STOCKSENGIN EERI NG. COMI
CARl^,!
,,�* �� Q r•ss°Qae���+gyp}/+//
' SEAL r
19343 .
&A E � g

WET DETENTION FOREBAY VOLUME COMPARISON
FOREBAY VOLUME
ELEVATION SURFACE INCREMENTAL
AREA VOLUME
252
0
250
0
0.0
253
0
251
0
261.5
254
523
252
0
723.0
255
923
253
0
1,176.5
256
1430
254
0
1,735.5
257.0
2,041.0
255
0
2,399.5
258.0
2,758.0
256
0
3,169.0
259.0
3,580.0
257.0
18,187.0
4,026.5
260.0
4,473.0
258.0
19,346.0
2,484.8
261.0
5,466.0
259.0
20,530.0
SUM =
15,976.3
Forebay is 16.6% of Pond.
Pond Average Depth: 3.0 Feet
POND VOLUME
ELEVATION
SURFACE INCREMENTAL
AREA VOLUME
250
0
0.0
251
0
0.0
252
0
0.0
253
0
0.0
254
0
0.0
255
0
0
0.0
256
0
9,093.5
257.0
18,187.0
18,766.5
258.0
19,346.0
19,938.0
259.0
20,530.0
21,134.5
260.0
21,739.0
11,178.0
261.0
22,973.0
SUM =
80,110.5
3.0094

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Watershed Model Schematic Hydraf low Hydrographs Extension for AutoCADO Civil 3D@2018 by Autodesk, Inc. v12
CD CD
Project: Pre vs Post.gpw Monday, 12 / 31 / 2018

Hydrograph Return Period Rec�a��
y low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
SCS Runoff
------
48.87
75.60
-------
-------
152.24
201.49
-------
-------
Pre Development
2
SCS Runoff
------
8.156
14.00
-------
-------
31.51
42.92
-------
-------
Post Bypass
3
SCS Runoff
------
75.65
105.03
-------
-------
183.71
231.09
-------
-------
Post into Pond
4
Reservoir
3
7.390
20.61
-------
-------
126.50
187.18
-------
-------
Wet Pond
Proj. file: Pre vs Post.gpw
Monday, 12 / 31 / 2018

Hydrograph Summary Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
48.87
2
720
116,682
------
------
------
Pre Development
2
SCS Runoff
8.156
2
718
18,027
------
------
------
Post Bypass
3
SCS Runoff
75.65
2
720
197,685
------
------
------
Post into Pond
4
Reservoir
7.390
2
762
197,661
3
264.70
90,239
Wet Pond
Pre vs Post.gpw
Return Period: 1 Year
Monday, 12 / 31 / 2018

4
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D0 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 1
Pre Development
Hydrograph type
= SCS Runoff
Peak discharge
= 48.87 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 116,682 cuft
Drainage area
= 42.970 ac
Curve number
= 71.6
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 9.80 min
Total precip.
= 2.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 1
6 8
Pre Development
Hyd. No. 1 -- 1 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

5
TR55 Tc Worksheet
Hydraf low Hydrographs Extension for AutoCADO Civil 3D0 2018 by Autodesk, Inc. v12
Hyd. No. 1
Pre Development
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.011
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.54
0.00
0.00
Land slope (%)
= 5.00
0.00
0.00
Travel Time (min)
= 1.92 +
0.00 +
0.00 =
1.92
Shallow Concentrated Flow
Flow length (ft)
= 1700.00
0.00
0.00
Watercourse slope (%)
= 5.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.61
0.00
0.00
Travel Time (min)
= 7.85 +
0.00 +
0.00 =
7.85
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
9.80 min

Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D0 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 2
Post Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 8.156 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 18,027 cuft
Drainage area
= 10.350 ac
Curve number
= 66
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 5.20 min
Total precip.
= 2.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
m
4.00
2.00
0.00
0 2 4
Hyd No. 2
6 8
Post Bypass
Hyd. No. 2 -- 1 Year
Q (cfs)
10.00
M
. UR
4.00
2.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 2
Post Bypass
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.011
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.54
0.00
0.00
Land slope (%)
= 5.00
0.00
0.00
Travel Time (min)
= 1.92 +
0.00 +
0.00 =
1.92
Shallow Concentrated Flow
Flow length (ft)
= 700.00
0.00
0.00
Watercourse slope (%)
= 5.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.61
0.00
0.00
Travel Time (min)
= 3.23 +
0.00 +
0.00 =
3.23
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
((0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
5.20 min

Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D0 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 3
Post into Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 75.65 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 197,685 cuft
Drainage area
= 41.290 ac
Curve number
= 81.3
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.60 min
Total precip.
= 2.93 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
80.00
70.00
50.00
FA�
30.00
20.00
10.00
Post into Pond
Hyd. No. 3 -- 1 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

�.1
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 3
Post into Pond
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.011
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.54
0.00
0.00
Land slope (%)
= 2.00
0.00
0.00
Travel Time (min)
= 2.77 +
0.00 +
0.00 =
2.77
Shallow Concentrated Flow
Flow length (ft)
= 1700.00
0.00
0.00
Watercourse slope (%)
= 2.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=2.87
0.00
0.00
Travel Time (min)
= 9.86 +
0.00 +
0.00 =
9.86
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
((0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
12.60 min

10
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3DO 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 4
Wet Pond
70.00
Hydrograph type
= Reservoir
Peak discharge
= 7.390 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.70 hrs
Time interval
= 2 min
Hyd. volume
= 197,661 cuft
Inflow hyd. No.
= 3 - Post into Pond
Max. Elevation
= 264.70 ft
Reservoir name
= Wet Pond
Max. Storage
= 90,239 cuft
Storage Indication method used.
Q (cfs)
80 00
Wet Pond
Hyd. No. 4 -- 1 Year
Q (cfs)
80 00
0 4
Hyd No. 4
8 12
Hyd No. 3
16 20 24 28
Total storage used = 90,239 cuft
32
Time (hrs)
70.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
0 00
10.00
0 00
0 4
Hyd No. 4
8 12
Hyd No. 3
16 20 24 28
Total storage used = 90,239 cuft
32
Time (hrs)

Pond Report 11
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Pond No. 1 - Wet Pond
Weir Structures
Pond Data
[A]
Contours -User-defined contour areas.
Average end area method used for volume calculation. Begining Elevation = 262.00 ft
Stage / Storage Table
[A]
[B]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 262.00
32,758
0
0
1.00 263.00
25,873
29,316
29,316
2.00 264.00
38,819
32,346
61,662
3.00 265.00
42,316
40,568
102,229
4.00 266.00
46,595
44,456
146,685
5.00 267.00
50,778
48,687
195,371
5.50 267.50
56,334
26,778
222,149
Culvert/ Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
6.00
0.00
0.00
Crest Len (ft)
= 10.00
0.00
0.00
0.00
Span (in)
= 36.00
6.00
0.00
0.00
Crest EI. (ft)
= 265.00
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 2.60
3.33
3.33
3.33
Invert EI. (ft)
= 255.50
262.01
0.00
0.00
Weir Type
= Broad
---
---
---
Length (ft)
= 20.00
0.25
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1.00
1.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
6.00
5.00
4.00
3.00
2.00
Well
0.00
0.0 40.0
Total Q
80.0
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
268.00
267.00
266.00
265.00
264.00
263.00
262.00
120.0 160.0 200.0 240.0 280.0 320.0 360.0 400.0 440.0
Discharge (cfs)

iv
Hydrograph Summary Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
75.60
2
720
175,294
------
------
------
Pre Development
2
SCS Runoff
14.00
2
718
28,957
------
------
------
Post Bypass
3
SCS Runoff
105.03
2
720
272,533
------
------
------
Post into Pond
4
Reservoir
20.61
2
736
272,510
3
265.38
119,147
Wet Pond
Pre vs Post.gpw
Return Period: 2 Year
Monday, 12 / 31 / 2018

13
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3DO 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 1
Pre Development
Hydrograph type
= SCS Runoff
Peak discharge
= 75.60 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 175,294 cuft
Drainage area
= 42.970 ac
Curve number
= 71.6
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 9.80 min
Total precip.
= 3.54 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
80.00
70.00
50.00
FA�
30.00
20.00
10.00
Pre Development
Hyd. No. 1 -- 2 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 -F— �i 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

14
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3DO 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 2
Post Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 14.00 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 28,957 cuft
Drainage area
= 10.350 ac
Curve number
= 66
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 5.20 min
Total precip.
= 3.54 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
15.00
12.00
• el
.M
3.00
0.00
0 2 4
Hyd No. 2
6 8
Post Bypass
Hyd. No. 2 -- 2 Year
Q (cfs)
15.00
12.00
• IR
M
3.00
— ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

15
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D0 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 3
Post into Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 105.03 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 272,533 cuft
Drainage area
= 41.290 ac
Curve number
= 81.3
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.60 min
Total precip.
= 3.54 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
120.00
100.00
FA�
20.00
0.00
0 2 4
Hyd No. 3
6 8
Post into Pond
Hyd. No. 3 -- 2 Year
Q (cfs)
120.00
100.00
40.00
20.00
"0— 1 1 1 11 1 i 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

16
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3DO 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 4
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 20.61 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 272,510 cuft
Inflow hyd. No.
= 3 - Post into Pond
Max. Elevation
= 265.38 ft
Reservoir name
= Wet Pond
Max. Storage
= 119,147 cuft
Storage Indication method used.
JITM =Ir
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 L20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 4 Hyd No. 3 Total storage used = 119,147 cuft

`IN
Hydrograph Summary Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
152.24
2
720
348,494
------
------
------
Pre Development
2
SCS Runoff
31.51
2
718
63,022
------
------
------
Post Bypass
3
SCS Runoff
183.71
2
720
478,116
------
------
------
Post into Pond
4
Reservoir
126.50
2
726
478,092
3
266.25
158,039
Wet Pond
Pre vs Post.gpw
Return Period: 10 Year
Monday, 12 / 31 / 2018

18
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3DO 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 1
Pre Development
Hydrograph type
= SCS Runoff
Peak discharge
= 152.24 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 348,494 cuft
Drainage area
= 42.970 ac
Curve number
= 71.6
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 9.80 min
Total precip.
= 5.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Pre Development
Hyd. No. 1 -- 10 Year
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
19
Hydraf low Hydrographs Extension for AutoCADO Civil 3DO 2018 by Autodesk, Inc. v12
Hyd. No. 2
Post Bypass
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 10.350 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = TR55 Time of conc. (Tc)
Total precip. = 5.09 in Distribution
Storm duration = 24 hrs Shape factor
Monday, 12 / 31 / 2018
= 31.51 cfs
= 11.97 hrs
= 63,022 cuft
= 66
= 0 ft
= 5.20 min
= Type II
= 484
Q (cfs)
35.00
Post Bypass
Hyd. No. 2 -- 10 Year
Q (cfs)
35.00
30.00
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
10.00
5.00
5.00
0.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22
Hyd No. 2
24 26
Time (hrs)

Hydrograph Report
20
Hydraf low Hydrographs Extension for AutoCADO Civil 3DO 2018 by Autodesk, Inc. v12
Hyd. No. 3
Post into Pond
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 41.290 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = TR55 Time of conc. (Tc)
Total precip. = 5.09 in Distribution
Storm duration = 24 hrs Shape factor
Monday, 12 / 31 / 2018
= 183.71 cfs
= 12.00 hrs
= 478,116 cuft
= 81.3
= 0 ft
= 12.60 min
= Type II
= 484
Q (cfs)
210.00
Post into Pond
Hyd. No. 3 -- 10 Year
Q (cfs)
210.00
180.00
180.00
150.00
150.00
120.00
120.00
90.00
90.00
60.00
60.00
30.00
30.00
0.00
0 2 4 6 8 10
Hyd No. 3
12 14 16 18 20 22
0.00
24 26
Time (hrs)

21
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3DO 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 4
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 126.50 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 478,092 cuft
Inflow hyd. No.
= 3 - Post into Pond
Max. Elevation
= 266.25 ft
Reservoir name
= Wet Pond
Max. Storage
= 158,039 cuft
Storage Indication method used.
JITM =Ir
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 3 Total storage used = 158,039 cuft

0r
Hydrograph Summary Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
201.49
2
718
460,975
------
------
------
Pre Development
2
SCS Runoff
42.92
2
718
85,950
------
------
------
Post Bypass
3
SCS Runoff
231.09
2
720
605,075
------
------
------
Post into Pond
4
Reservoir
187.18
2
726
605,051
3
266.55
172,767
Wet Pond
Pre vs Post.gpw
Return Period: 25 Year
Monday, 12 / 31 / 2018

Hydrograph Report
23
Hydraf low Hydrographs Extension for AutoCADO Civil 3D0 2018 by Autodesk, Inc. v12
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 25 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 42.970 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = TR55 Time of conc. (Tc)
Total precip. = 6.00 in Distribution
Storm duration = 24 hrs Shape factor
Monday, 12 / 31 / 2018
= 201.49 cfs
= 11.97 hrs
= 460,975 cuft
= 71.6
= 0 ft
= 9.80 min
= Type II
= 484
Q (cfs)
210.00
Pre Development
Hyd. No. 1 -- 25 Year
Q (cfs)
210.00
180.00
180.00
150.00
150.00
120.00
120.00
90.00
90.00
60.00
60.00
30.00
30.00
0.00
0 2 4 6 8 10
Hyd No. 1
12 14 16 18 20 22
0.00
24 26
Time (hrs)

24
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D0 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 2
Post Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 42.92 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 85,950 cuft
Drainage area
= 10.350 ac
Curve number
= 66
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 5.20 min
Total precip.
= 6.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 2
6 8
Post Bypass
Hyd. No. 2 -- 25 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
I— ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

25
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D0 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 3
Post into Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 231.09 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 605,075 cuft
Drainage area
= 41.290 ac
Curve number
= 81.3
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.60 min
Total precip.
= 6.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
Post into Pond
Hyd. No. 3 -- 25 Year
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Time (hrs)

26
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D0 2018 by Autodesk, Inc. v12
Monday, 12 / 31 / 2018
Hyd. No. 4
Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 187.18 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 605,051 cuft
Inflow hyd. No.
= 3 - Post into Pond
Max. Elevation
= 266.55 ft
Reservoir name
= Wet Pond
Max. Storage
= 172,767 cuft
Storage Indication method used.
JITM =Ir
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 4 Hyd No. 3 Total storage used = 172,767 cuft

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TO THEN, 'FEAR NOT. FOR BEHOLD, I BRING YOU GOOD TIDINGS OF GREAT JOY, WHICH SHALL BE TO ALL PEOPLE.
YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
REVISIONS
FILE NO. 2018-033
HORZ. SCALE
1--60-
VERT. SCALE:
NONE
03
CE-

Stocks Engineering, P.A.
1100 Eastern Avenue
PO Box 1108
Nashville, NC 27856
PROJECT: Flowers - Publix
DATE: December 18, 2018
PAGE: 1 of 1
Post -Development
Tc
Area ID
Area (Ac.)
C 1
110
Q10 (cfs)
5
I I b
0.95
0.85
7.44
6.01
15
la
2.84
0.73
5.58
11.57
5
Ib
0.21
0.70
7.44
1.09
5
Ic
1.20
0.82
7.44
7.32
5
Id
0.07
0.90
7.44
0.47
5
le
0.15
0.90
7.44
1.00
5
If
0.19
0.83
7.44
1.17
5
Ig
0.20
0.90
7.44
1.34
15
Ih
1.92
0.68
5.58
7.29
30
Ii
2.62
0.35
3.63
3.33
5
Ij
0.18
0.90
7.44
1.21
30
Ik
4.51
0.35
3.63
5.73
5
II
0.26
0.85
7.44
1.64
30
IM
0.68
0.35
3.63
0.86
30
In
3.61
0.35
3.63
4.59
5
10
0.04
0.85
7.44
0.25
5
1p
0.02
0.70
7.44
0.10
5
Iq
0.09
0.70
7.44
0.47
5
Ir
0.20
0.64
7.44
0.95
5
Is
0.56
0.62
7.44
2.58
5
It 1
2.25 1
0.80
1 7.44
13.39
15
Ila
1.60
0.87
5.58
7.77
5
I I b
0.95
0.85
7.44
6.01
5
IIc
1.00
0.85
7.44
6.32
5
lid
0.99
0.85
7.44
6.26
5
Ile
0.56
0.77
7.44
3.21
5
IIf
0.11
0.57
7.44
0.47
5
lig
0.07
0.90
7.44
0.47
5
IIh
0.01
0.22
7.44
0.02
5
Ili
0.04
0.85
7.44
0.25
5
II'
0.03
0.90
7.44
0.20
5
Ilk
0.26
0.60
7.44
1.16
5
III
0.08
0.90
7.44
0.54
5
IIm
0.14
0.58
7.44
0.60
5
lin
0.03
0.90
7.44
0.20
5
110
0.01
0.22
7.44
0.02
5
lip
0.09
0.41
7.44
0.27
5
IIq
0.10
0.90
7.44
0.67
5
lir
0.07
0.90
7.44
0.47
5
IIs
0.10
0.75
7.44
0.56
5
lit
1.18
0.90
7.44
7.90
5
Ilu
0.70
0.90
7.44
4.69
5
IIv
0.04
0.90
7.44
0.27
5
Ilw
0.08
0.57
7.44
0.34
Runoff Computations
10 -Year Storm

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Storm Sewers v12.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
CB2 to FES1
115.0
48
Cir
170.318
265.13
266.87
1.022
268.36
270.10
1.74
270.10
End
Manhole
2
CB18 to CB2
66.35
48
Cir
91.184
266.97
267.41
0.483
270.10
269.87
n/a
269.87
1
Manhole
3
CB21 to CB18
49.43
42
Cir
263.456
271.68
276.52
1.837
273.14
278.72
0.94
278.72
2
Manhole
4
CB23 to CB21
48.86
36
Cir
61.444
276.62
277,20
0.944
278.72
279.47
n/a
279.47
3
Manhole
5
CB24 to CB23
44.02
36
Cir
29.155
277.30
278.23
3.190
279.47
280.39
n/a
280.39 j
4
Manhole
6
CB25 to CB24
43.16
36
Cir
322.175
278.33
280.77
0.757
280.39
282.91
n/a
282.91
5
Manhole
7
CB27 to CB25
35.79
36
Cir
208.129
280.87
283.06
1.052
282.91
285.00
n/a
285.00 j
6
Manhole
8
CB29 to CB27
31.25
36
Cir
197.510
283.16
284.31
0.582
285.00
286.12
n/a
286.12 j
7
Manhole
9
CB30 to CB29
23.96
30
Cir
57,949
284.41
2844.70
0.500
286.14
286.43
0.67
287.10
8
Manhole
10
CB31 to CB30
22.87
30
Cir
65.597
284.80
285.14
0.518
287.10
287.23
0,42
287.65
9
Manhole
11
CB42 to CB31
11.57
18
Cir
210.869
285.24
299.40
6.715
287.65
300.70
n/a
300.70 j
10
Manhole
12
CB3 to CB2
48.33
36
Cir
117.963
272.84
275.69
2.416
274.28
277.95
1.09
277.95
1
Manhole
13
CB4 to CB3
48.06
36
Cir
25.274
275.79
276.31
2.057
277.95
278.57
n/a
278.57
12
Manhole
14
CB5 to CB4
33.50
36
Cir
59.712
276.41
277.53
1.876
278.57
279.41
n/a
279.41 j
13
Manhole
15
CBS to CB5
32.68
36
Cir
109.580
277.63
279.77
1.953
279.41
281.62
0.79
281.62
14
Manhole
16
CB10 to CBS
30.98
36
Cir
240.923
279.87
281.24
0.569
281.62
283.04
n/a
283.04
15
Manhole
17
CB12 to CB10
30.53
36
Cir
92.366
281.34
281.79
0.487
283.11
283.58
0.75
283.58
16
Manhole
18
CB13 to CB12
8.26
24
Cir
25.000
281.89
282.02
0.520
283.58
283.04
nla
283.04
17
Manhole
19
CB41 to CB13
7.77
18
Cir
172.817
282.12
290.40
4.791
283.04
291.48
n/a
291.48
18
Manhole
20
CB32 to CB31
9.96
24
Cir
47.824
285.24
285.46
0.460
287.65*
287.75*
0.08
287.82
10
Manhole
21
CB38 to CB32
7.79
18
Cir
47.365
285.56
285.81
0.528
287.82*
288.08"
0.05
288.13
20
Manhole
22
CB39 to CB38
7.32
18
Cir
108.462
285.91
287.10
1.097
288.13
288.59
0.27
288.86
21
Manhole
23
CB33 to CB32
1.00
18
Cir
36.367
285.56
285.70
0.385
287.82*
287.82*
0.00
287.83
20
Manhole
Project File: Storm Drain System 3.stm
Number of lines: 42
Run Date: 1/10/2019
NOTES: Known Qs only ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Storm Sewers v12.00

Storm Sewer Summary Report
Page 2
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
R
(ft)
(ft)
(ft)
No.
24
CB28 to CB27
1.21
18
Cir
30.881
283.16
284.40
4.015
285.00
284.98
0.06
285.03
7
Manhole
25
CB43 to CB12
21.80
24
Cir
24.071
281.89
281.99
0.415
283.89*
284.11*
0.11
284.23
17
Manhole
26
CB15 to CB43
18.59
24
Cir
115.251
282.09
282.66
0.495
284.23*
285.01'
0.08
285.09
25
Manhole
27
CB16 to CB15
12.33
24
Cir
115.751
282.76
283.33
0.492
285.09*
285.43*
0.04
285.47
26
Manhole
28
CB17 to CB16
6.01
24
Cir
116.251
283.43
284.00
0.490
285.47
285.53
0.08
285.61
27
Manhole
29
CB34 to C134
14.29
24
Cir
85.364
278.84
280.46
1.898
279.79
281.82
0.61
281.82
13
Manhole
30
CB36 to CB34
1.14
18
Cir
25.305
280.56
281.86
5.137
281.82
282.26
nla
282.26 j
29
Manhole
31
CB37 to CB36
0.67
18
Cir
40.317
281.96
283.81
4.589
282.26
284.11
0.11
284.11
30
Manhole
32
CB35 to CB34
12.59
24
Cir
136.646
280.56
281.94
1.010
281.82
283.21
0.14
283.21
29
Manhole
33
CB40 to CB35
7.90
18
Cir
111.000
282.04
283.23
1.072
283.21
284.32
n/a
284.32 j
32
Manhole
34
DI14 to CB13
0.02
18
Cir
10.500
282.12
282.28
1.524
283.04
282.33
0.02
282.33
18
Manhole
35
CB26 to CB25
1.64
18
Cir
25.000
280.87
282.15
5.120
282.91
282.88
0.06
282.94
6
Manhole
36
CB11 to CB10
0.20
18
Cir
25.500
281.34
281.86
2.039
283.04
283.04
0.00
283.04
16
Manhole
37
C139 to CB8
0.54
18
Cir
25.500
279.87
280.39
2.039
281.62
281.62
0.00
281.62
15
Manhole
38
CB6 to CB5
0.22
18
Cir
28.434
277.63
278.21
2.040
279.41
279.41
0.00
279.41
14
Manhole
39
D17 to CB6
0.02
18
Cir
9.906
278.31
278.47
1.615
279.41
278.52
0.02
278.52
38
Manhole
40
CB22 to CB21
0.47
18
Cir
25.000
276.62
277.14
2.080
278.72*
278.72*
0.00
278.72
3
Manhole
41
CB19 to CB18
15.97
30
Cir
25.000
271.68
272.52
3.360
272.46
273.87
nla
273.87
2
Manhole
42
D120 to CB19
13.39
24
Cir
18.500
272.62
272.70
0.433
274.10
274.19
0.45
274.63
41
Manhole
Project File: Storm Drain System 3.stm
Number of lines: 42
Run Date: 1110/2019
NOTES: Known Qs only ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Storm Sewers v12.00

Hydraulic Grade Line Computations
Page 1
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Val
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(Cfs)
(ft)
(ft)
(ft)
(s9ft)
MIS)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(Sgft)
(ftls)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
1
48
115.0
265.13
268.36
3.23
10.87
10.58
1.74
270.10
0.000
170.31
266.87
270.10
3.23"*
10.88
10.57
1.74
271.84
0.000
0.000
nla
1.00
1.74
2
48
66.35
266.97
270.10
3.13
8.10
6.28
1.04
271.15
0.000
91.184
267.41
269.87
2.46**
8.10
8.20
1.04
270.91
0.000
0.000
n/a
1.00
n/a
3
42
49.43
271.68
273.14
1.46*
3.79
13.03
0.94
274.08
0.000
263.45
5276.52
278.72
2.20"*
6.35
7.78
0.94
279.66
0.000
0.000
n/a
1.00
0.94
4
36
48.86
276.62
278.72
2,10
5.27
9.27
1.12
279.84
0.000
61.444
277.20
279.47
2.27**
5.75
8.50
1.12
280.60
0.000
0.000
n/a
0.97
nla
5
36
44.02
277.30
279.47
2.17
5.45
8.02
1.02
280.49
0.000
29.155
278.23
280.39 j
2.16"*
5.45
8.08
1.02
281.40
0.000
0.000
n/a
0.88
0.89
6
36
43.16
278.33
280.39
2.06
5.17
8.34
1.00
281.39
0.000
322.17
280.77
282.91
2.14**
5.39
8.01
1.00
283.91
0.000
0.000
n/a
1.00
n/a
7
36
35.79
280.87
282.91
2.04
4.84
7.00
0.85
283.76
0.000
208.12
D283,06
285.00 j
1.94"*
4.84
7.39
0.85
285.85
0.000
0.000
nla
1.00
n/a
8
36
31.25
283.16
285.00
1.84
4.46
6.86
0.76
285.77
0.000
197.51
284.31
286.12 j
1.81**
4.46
7.01
0.76
286.88
0.000
0.000
nla
0.64
n/a
9
30
23.96
284.41
286.14
1.73*
3.63
6.60
0.68
286.82
0.500
57.949
284.70
286.43
1.73
3.62
6.61
0.68
287.11
0.502
0.501
0.290
0.99
0.67
10
30
22.87
284.80
287.10
2.30
4.73
4.84
0.36
287.47
0.270
65.597
285.14
287.23
2.09
4.38
5.22
0.42
287.65
0.301
0.285
0.187
1.00
0.42
11
18
11.57
285.24
287.65
1.50
1,62
6.55
0.67
288.32
1.214
210.86
299.40
300.70 j
1.30*"
1.62
7.13
0.79
301.49
1.118
1.166
n/a
1.00
n/a
12
36
48.33
272.84
274.28
1.44*
3.36
14.40
1.11
275.39
0.000
117.96
275.69
277.95
2.26**
5.72
8.45
1.11
279.06
0.000
0.000
n/a
0.98
1.09
13
36
48.06
275.79
277.95
2.16
5.45
8.81
1.10
279.06
0.000
25.274
276.31
278.57
2.26**
5.70
8.43
1.10
279.67
0.000
0.000
n/a
0.93
nla
14
36
33.50
276.41
278.57
2.16
4.66
6.16
0.80
279.37
0.000
59.712
277.53
279.41 j
1.88-
4.66
7.20
0.80
280.21
0.000
0.000
n/a
0.94
n/a
15
36
32.68
277.63
279.41
1.78
4.36
7.49
0.79
280.20
0.000
109.58
279.77
281.62
1.85**
4.59
7.13
0.79
282,41
0.000
0.000
n/a
1.00
0.79
16
36
30.98
279.87
281.62
1.75
4.29
7.22
0.76
282.38
0.000
240.92
3281.24
283.04
1.80**
4.44
6.98
0.76
283.80
0.000
0.000
n/a
1.00
n/a
17
36
30.53
281.34
283.11
1.77*
4.35
7.02
0.75
283.86
0.000
92.366
281.79
283.58
1.79**
4.40
6.94
0.75
284.33
0.000
0.000
n/a
1.00
0.75
18
24
8.26
281.89
283.58
1.69
1.62
2.92
0.41
283.99
0.000
25.000
282.02
283.04
1.02`"`
1.62
5.11
0.41
283.45
0.000
0.000
n/a
1.00
n/a
19
18
7.77
282.12
283.04
0.92
1.14
6.81
0.51
283.55
0.000
172.81
290.40
291.48
1.08**
1.36
5.71
0.51
291.99
0.000
0.000
n/a
1.00
n/a
20
24
9.96
285.24
287.65
2.00
3.14
3.17
0.16
287.81
0.194
47.824
285.46
287.75
2.00
3.14
3.17
0.16
287.90
0.194
0.194
0.093
0.48
0.08
21
18
7.79
285.56
287.82
1.50
1.77
4.41
0.30
288.12
0.551
47.365
285.81
288.08
1.50
1.77
4.41
0.30
288.38
0.550
0.550
0.261
0.15
0.05
Project File: Storm Drain System 3.stm
Number of lines: 42
Run Date: 1/10/2019
Notes: * depth assumed; ** Critical depth.; j -Line contains hyd. jump ; c = cir e = ellip b = box
Storm Sewers v12.00

Hydraulic Grade Line Computations
Page 2
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(soft)
(ftls)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft1s)
(ft)
(ft)
N
N
(ft)
(K)
(ft)
22
18
7.32
285.91
288.13
1.50
1.77
4.14
0.27
288.39
0.486
108.46
87.10
288.59
1.49
1.77
4.15
0.27
288.86
0.456
0.471
0.511
1.00
0.27
23
18
1.00
285.56
287.82
1.50
1.77
0.57
0.00
287.83
0.009
36.367
285.70
287.82
1.50
1.77
0.57
0.00
287.83
0.009
0.009
0.003
1.00
0.00
24
18
1.21
283.16
285.00
1.50
1.77
0.68
0.01
285.01
0.013
30.881
284,40
284.98
0.58
0.63
1.94
0.06
285.03
0.136
0.074
0.023
1.00
0.06
25
24
21.80
281.89
283.89
2.00"
3.14
6.94
0.75
284.64
0.929
24.071
281.99
284.11
2.00
3.14
6.94
0.75
284.86
0.929
0.929
0.224
0.15
0.11
26
24
18.59
282.09
284.23
2.00
3.14
5.92
0.54
284.77
0.676
115.25
282.66
285.01
2.00
3.14
5.92
0.54
285.55
0.676
0.676
0.779
0.15
0.08
27
24
12.33
282.76
285.09
2.00
3.14
3.93
0.24
285.33
0.297
115.75
283.33
285.43
2.00
3.14
3.92
0.24
285.67
0.297
0.297
0.344
0.15
0.04
28
24
6.01
283.43
285.47
2,00
3.14
1.91
0.06
285.52
0.071
116.25
284.00
285.53
1.53
2.57
2.33
0.08
285.61
0.081
0.076
0.088
1.00
0.08
29
24
14.29
278.84
279.79
0.95'
1.47
9.70
0.61
280.40
0.000
85.364
280.46
281.82
1.36**
2.28
6.28
0.61
282.43
0.000
0.000
nla
1.00
0.61
30
18
1.14
280.56
281.82
1.26
0.38
0.72
0.14
281.96
0.000
25.305
281.86
282.26 j
0.40"
0.38
3.03
0.14
282,40
0.000
0.000
n/a
0.17
0.02
31
18
0.67
281.96
282,26
0.30
0.25
2.68
0.11
282.36
0.000
40.317
283.81
284.11
0.30**
0.26
2.62
0.11
284.22
0.000
0.000
n/a
1.00
0.11
32
24
12.59
280.56
281.82
1.26
2.09
6.03
0.55
282.37
0.000
136,64
281.94
283.21
1.27'"*
2.11
5.96
0.55
283.77
0.000
0.000
n/a
0.25
0.14
33
18
7.90
282.04
283.21
1.17
1.37
5.32
0.51
283.73
0.000
111.00
D283.23
284.32 j
1.09*'
1.37
5.75
0.51
284.83
0.000
0.000
nla
1.00
0.51
34
18
0.02
282,12
283.04
0.92
0.02
0.02
0.02
283.06
0.000
10.500
282.28
282.33
0.05-
0.02
1.06
0.02
282.35
0.000
0.000
nla
1.00
0.02
35
18
1.64
280.87
282.91
1.50
1.77
0.93
0.01
282.92
0.024
25.000
282.15
282.88
0.73
0.85
1.92
0.06
282.94
0.107
0.066
0.016
1.00
0.06
36
18
0.20
281.34
283.04
1.50
1.77
0.11
0.00
283.04
0.000
25.500
281.86
283.04
1.18
1,49
0.13
0.00
283.04
0.000
0.000
0.000
1.00
0.00
37
18
0.54
279.87
281.62
1.50
1.77
0.31
0.00
281.63
0.003
25.500
280.39
281.62
1.23
1.55
0.35
0.00
281.62
0.003
0.003
0.001
1.00
0.00
38
18
0.22
277.63
279.41
1.50
1.77
0.12
0.00
279.41
0.000
28.434
278.21
279.41
1.20
1.51
0.15
0.00
279.41
0.000
0.000
0.000
0.54
0.00
39
18
0.02
278.31
279.41
1.10
0.02
0.01
0.02
279.43
0.000
9.906
278.47
278.52
0.05**
0.02
1.06
0.02
278.54
0.000
0.000
n/a
1.00
0.02
40
18
0.47
276.62
278.72
1.50
1.77
0.27
0,00
278.72
0.002
25.000
277.14
278.72
1.50
1.77
0.27
0.00
278.72
0.002
0.002
0.001
1.00
0.00
41
30
15.97
271.68
272.46
0.78*
1.31
12.16
0.54
273.01
0.000
25.000
272.52
273.87
1.35**
2.70
5.92
0.54
274.41
0.000
0.000
n/a
0.15
nla
42
24
13.39
272.62
274.10
1.48*
2.50
5.36
0.45
274.55
0.432
18.500
272.70
274.19
1.49
2.50
5.35
0.45
274.63
0.431
0.432
0.080
1.00
0.45
Project Pile: Storm Drain System 3.stm
Number of lines: 42
Run Date: 1/10/2019
Notes: * depth assumed; ** Critical depth.; j -Line contains hyd. jump ; c = cir e = ellip b = box
Storm Sewers v12.00

Storm Sewer Profile
Elev. (ft)
295.00
288.00
281.00
274.00
267.00
Proj. file: Storm Drain System 3.stm
N
25 50 75
HGL— EGL
295.00
288.00
281.00
274.00
267.00
260.00
100 125 150 175 200 225 250 275 300
Reach (ft)
Storm Sewers

Storm Sewer Profile
Elev. (ft)
299.00
291.00
283.00
275.00
267.00
Proj. file: Storm Drain System 3.stm
m N CO
SCM C J pC J nC J O
50
HGL-
299.00
291.00
283.00
275.00
267.00
259.00
100 150 200 250 300 350 400 450 500 550
-- EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm Drain System 3.stm
Elev. (ft)
7
O
CO — CO
Iq -q-CD
O r` ti r
O N N N
owww
w >>
>
OS
CONN
Oto CO
p r"NN
N N N N
o www
m E»
N
>
O
00
O h
LOON
N N
o LU Fu
E>
289.00
289.00
285.00
285.00
281.00
281.00
277.00
277.00
273.00
273.00
---
0
269.00
269.00
0 10
HGL — EGL
20
30 40 50
Reach (ft)
60 70
Storm Sewers

Storm Sewer Profile
Proj. file: Storm Drain System 3.stm
Elev. (ft)
�
p S
O N N
OOW�
O N N N
+O W W W
@ j j
C 05 W
O
N
C 7
Os
N OR'Tto CO to �
CO00WW
" N N N
O W W W
g E j j
C E S S
_
N
�
J O S
�Nm
000000
M N N N
O W W W
.0 E>>
C/) WEE
N
N
C
00
N ��
LO 0
M NW
N N
N W W
1=>
A WE
302.00
302.00
298.00
298.00
294.00
294.00
290.00
290.00
1 286.00
Nit286.00
°
o
°
282.00
282.00
0 25
HGL
50
— EGL
75 100 125
Reach (ft)
150 175 200 225
Storm Sewers

Storm Sewer Profile
Proj. file: Storm Drain System 3.stm
Elev. (ft)
O a
CO 4. �.
O N— N
p to UJ
O N N N
) W W
CuE
to w s s
O
N
-1 O S
Opp
N p V L
CO avi CO CO
N N N
o Www
in WE E
CO
N
-' O
' LOO
W M F -
CO CO
A N N
o Ww
to WE
298.00
298.00
295.00
295.00
292.00
292.00
289.00
289.00
286.00
286.00
283.00
o - o
47.824L4 24" 0
283.00
0 10 20
HGL—— EGL
30 40 50 60
Reach (ft)
70 80 90 100
Storm Sewers

Storm Sewer Profile
Elev. (ft)
322.00
313.00
304.00
295.00
286.00
277.00
0
Proj. file: Storm Drain System 3.stm
0
CO
O S C O S J Q S J O S J _ Q
50
HGL
322.00
313.00
304.00
295.00
286.00
277.00
100 150 200 250 300 350 400 450 500 550
-- EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Storm Drain System 3.stm
Elev. (ft)
298.00
j
O
O O r- CO
0 000
CO CO CO
O N N N
p WWW
C 7
—' O S
N 0
00 CO CO
Q N N N
N W W W
N
•• 7
O
004
CO CO
M N N
N W W
298.00
294.00
294.00
290.00
290.00
286.00
282.000
286.00
282.00
__
18"@4.02%
278.00
278.00
0 25 50 75
HGL— EGL
100 125 150 175 200 225
Reach (ft)
250
Storm Sewers

Storm Sewer Profile Proj. file: Storm Drain System 3.stm
Elev. (ft)
298.00
O C
to
OO CO (O
O N N N
+O w w w
J OE
LO
V' �NO�
V Ou"
NNN
o Www
J O C
O CO CO
O CO N
m NNN
o www
CO
J 05
'� �rW
r 0 0 0
N 00 00 00
NNN
v Www
LO
CO
O
M—
O N
CO
C, NN
v ww
298.00
293.00
293.00
288.00
288.00
283.00
----------- -----------
283.00
278.00
6%
278.00
0OU-18"@5.12%
273.00
- o
273.00
0
50
HGL-----
100 150
EGL
200 250 300 350 400
Reach (ft)
450
Storm Sewers

Storm Sewer Profile
Elev. (ft)
297.00
291.00
285.00
279.00
273.00
267.00
0
Proj. file: Storm Drain System 3.stm
0
M V'
25 50 75
HGL — EGL
297.00
291.00
285.00
279.00
273.00
18" @ 2.08%
267.00
100 125 150 175 200 225 250 275 300
Reach (ft)
Storm Sewers

Storm Sewer Profile
Elev. (ft)
303.00
298.00
293.00
288.00
283.00
278.00
0
LO
N N N
C J C J OE J O C
Proj. file: Storm Drain System 3.stm
CO
N
C 7
J O
303.00
25 50 75
— HGL— EGL
298.00
293.00
288.00
283.00
278.00
100 125 150 175 200 225 250 275 300 325 350 375
Reach (ft)
Storm Sewers

Storm Sewer Profile
Elev. (ft)
307.00
301.00
295.00
289.00
283.00
277.00
0
Proj. file: Storm Drain System 3.stm
r
n C: J n c J 0 c J —O
25 50 75
HGL -- EGL
307.00
301.00
295.00
289.00
283.00
277.00
100 125 150 175 200 225 250 275 300
Reach (ft)
Storm sewers

Storm Sewer Profile
Proj. file: Storm Drain System 3.stm
OS
ANN
OHO.-
OOCO OJ
Elev. (ft) O N N N
+, W UJ
CO E > >
in iY 5
lzr
m
O
0 N
� ON
O
COCO
O N N
o w w
m E>
U) iY 5
299.00
299.00
1
295.00
295.00
291.00
291.0
287.00
287.0
283.0
283.00
_ o
WE
279.00
279.00
0
HGL-- EGL
10 20 30
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm Drain System 3.stm
Elev. (ft)
299.00
O M CO
000
O00 I-�
O N N N
+, W W W
CO E > >
Chrrl-
C? r--
Wer
NNN
WWW
E »
"T :t
N NM
OOW
NNN
M WWW
.E »
Cr)
C 7
1 r0
N CO
O m0
r N N
M WW
.�., E
299.00
294.00
294.00
289.00
289.00
284.00
284.00
_ __ _
i F7
279.00
279.00
IP
6 @ 0
p.ou -18"@2.04%
274.00
274.00
0 25 50 75
HGL EGL
100 125
150 175 200 225 250 275 300 325 350
Reach (ft)
375 400
Storm Sewers

Storm Sewer Profile
Proj. file: Storm Drain System 3.stm
Elev. (ft)
292.00
7
O
M r -co
O) 6)
OCO
O N N N
owww
mE>>
v)WSS
M
7
J O
M
LO MCO O
N N N
o Ww
CO E>
292.00
289.00
289.00
286.00
286.00
283.00
283.00
280.00
25.50 -
280.00
277.00
0 10
HGL
20 30 40 50
EGL Reach (ft)
277.00
60 70 80
Storm Sewers

Storm Sewer Profile
Proj. file: Storm Drain System 3.stm
Elev. (ft)
O
CO
NMS
O N
N N N
O
+o w w w
mE>>
<n c c
J OS
0
OMM
U.) toLO
'7
N h I�
� NNN
o www
c E»
(n w E5
CO
M
J 05
0
00
cD cD
W
� CN
o Www
CO
65 R--
M
M
J O
on
OV
O O
W r.
� NN
o ww
U) W-
293.00
293.00
289.00
289.00
285.00
285.00
281.00
281.00
277.00
277.00
0
An
QM]f
273.00
273.00
0 10 20
HGL------- EGL
30 40 50 60 70
Reach (ft)
80 90
100
Storm sewers

Storm Sewer Profile
Elev. (ft)
298.00
294.00
290.00
286.00
282.00
278.00
0
N
CO
G 1:5
n C J O.E
Proj, file: Storm Drain System 3.stm
25 50
HGL -- EGL
75
294.00
290.00
286.00
282.00
278.00
100 125 150 175 200 225 250 275
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm Drain System 3.stm
Elev. ft
()
O S
N
CR
O N N N
o W W W
B E>>
U)WEE
,2
O
CO
NMS
N N
N N_NN
O W W W
mE»
U) �cc
N
_
C 7
-1 0E
O O�iij
O NNN 00
r WWW
:° E>>
C/) Tcc
M
C
'i OS
CO C,CO O)
00 00 CO
CO NNN
CO _
WWW
E>>
Cn WEE
M
7
00
O
to o CO
CO C's
O NN
+_
WW
�o E>
N WE
301.00
301.00
295.00
295.00
289.00
289.00
283.00
283.00
277.00
0
277.00
271.00
271.00
025
50
HGL------- EGL
75 100
Reach (ft)
125 150
175 200
Storm Sewers

1

TMERENGERING
Skimmer Sediment Basin
Project:
Publix Skimmer Basin 1
Location:
Flowers Planttion
Date:
17 -Dec -18
Basin ID:
Sediment Basin 1
Area Disturbed
Runoff Area
Runoff Coefficient
Intensity (10 Year)
Q10=
Basin Volume Calculation:
Volume of Sediment=
'.111x'.
8.92
0.35
7.38
23.04
5.03 Acres
9,054 dCF
Inch / Hr
CFS
X 1,800 CF Sediment / Year
Surface Area Calculation:
Surface Area = Q10 X 325 SF/CFS
23.04 CFS X 325 SF/CFS
7,488 SF
Sediment Basin Sizinq:
Bottom of Basin
110 Length
Top of Basin
120 Length
Sediment Basin Area:
Sediment Basin Volume
At a 2 :1 slope
55 Width 1 0 Depth
65 Width 2.5 Depth
7,800 SF
17,313 CF
Weir Design and Velocity Check:
Weir Length= 1 25 Feet
Height of Water over Weir= 1 0.49 Feet
Velocity Check: 1.88 FPS
Skimmer Sizing:
Days to Drain = 3 Days
Skimmer Size = 2 Inches Orifice Size =
1.9 Inches

TMERENGERING
Skimmer Sediment Basin
Project:
Publix Skimmer Basin 2
Location:
Flowers Planttion
Date:
17 -Dec -18
Basin ID:
Sediment Basin 2
Area Disturbed
Runoff Area
Runoff Coefficient
Intensity (10 Year)
Q10=
Basin Volume Calculation:
Volume of Sediment=
X�
6.45
0.35
7.38
16.66
6.45 Acres
11,610 dCF
Inch / Hr
CFS
X 1,800 CF Sediment / Year
Surface Area Calculation:
Surface Area = Q10 X 325 SF/CFS
16.66 CFS X 325 SF/CFS
5,415 SF
Sediment Basin Sizinq:
Bottom of Basin
90 Length
Top of Basin
100 Length
Sediment Basin Area:
Sediment Basin Volume
At a 2 :1 slope
45 Width 1 0 Depth
55 Width 2.5 Depth
5,500 SF
11,938 CF
Weir Design and Velocity Check:
Weir Length= 1 20 Feet
Height of Water over Weir= 1 0.46 Feet
Velocity Check: 1.82 FPS
Skimmer Sizing:
Days to Drain = 3 Days
Skimmer Size = 2.5 Inches Orifice Size =
2.0 Inches

TMERENGERING
Skimmer Sediment Basin
Project:
Publix Skimmer Basin 3
Location:
Flowers Planttion
Date:
17 -Dec -18
Basin ID:
Sediment Basin 3
Area Disturbed
Runoff Area
Runoff Coefficient
Intensity (10 Year)
Q10=
Basin Volume Calculation:
Volume of Sediment=
OW
2.98
0.35
7.38
7.70
2.98 Acres
5,364 dCF
Inch / Hr
CFS
X 1,800 CF Sediment / Year
Surface Area Calculation:
Surface Area = Q10 X 325 SF/CFS
7.70 CFS X 325 SF/CFS
2,502 SF
Sediment Basin Sizinq:
Bottom of Basin
60 Length
Top of Basin
70 Length
Sediment Basin Area:
Sediment Basin Volume
At a 2 :1 slope
30 Width 1 0 Depth
40 Width 2.5 Depth
2,800 SF
5,750 CF
Weir Design and Velocity Check:
Weir Length= 1 10 Feet
Height of Water over Weir= 1 0.44 Feet
Velocity Check: 1.77 FPS
Skimmer Sizing:
Days to Drain = 3 Days
Skimmer Size = 2 Inches Orifice Size =
1.4 Inches

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Mir -b _ i�Q•
3
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USE �tk55 � fzLF iZiMl, Om�c� wi 4RAn I LIp �d LI '` i"

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCAD® Civil 3D® by Autodesk, Inc.
Drainage Ditch -
Bare Soil
Triangular
Area (sgft)
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 5.00
Invert Elev (ft)
= 100.00
Slope (%)
= 1.10
N -Valle
= 0.020
Calculations
Compute by:
Known Q
Known Q (cfs)
= 115.00
Tuesday, Jan 1 2019
Highlighted
Depth (ft)
= 2.19
Q (cfs)
= 115.00
Area (sgft)
= 14.39
Velocity (fus)
= 7.99
Wetted Perim (ft)
= 13.85
Crit Depth, Yc (ft)
= 2.47
Top Width (ft)
= 13.14
EGL (ft)
= 3.18
Elev (fit) Section Depth (ft)
6.00
106.00
105.00
5.00
4.00
104.00
3.00
103.00
102.002.00
1.00
101.00
0.00
100.00
99 00
-1 00
--
5 10 15
20
Reach (ft)
25 30 35
40

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3DO by Autodesk, Inc,
Drainage Ditch -
Grassed
Triangular
Area (sqft)
Side Slopes (z:1)
= 3,00, 3.00
Total Depth (ft)
= 5.00
Invert Elev (ft)
= 100.00
Slope (%)
= 1.10
N -Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 115.00
Elev (ft)
106.00
105.00
104.00
103.00
102.00
101.00
100.00
99.00
0
Section
Tuesday, Jan 1 2019
Highlighted
Depth (ft)
= 2.71
Q (cfs)
= 115.00
Area (sqft)
= 22.03
Velocity (ftls)
= 5.22
Wetted Perim (fit)
= 17.14
Crit Depth, Yc (ft)
= 2.47
Top Width (ft)
= 16.26
EGL (ft)
= 3.13
5 10 15
20
Reach (ft)
25 30 35
Depth (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
-1.00
40

(Dta- v33 I �— c,,- 4E25 L- I-
-
-
F�d�C��GS
l c] l.w.i r L11CkS ^ � �' Y'Z 5 � � 4`l �'t G CL G I� j `• L7 � Z 1
cm T --Zs PIC
Q -� 0--554 g . Zl * 8,!51A,- = 2 Q. tI 5cf"
Q = ZN. ScFs StUPE = 2,6%
a - 8.z l = S.g l hG
D3S E3•ZI `k 5,91 AL
[ �Itb cfs SLI -,9E: =
TD 3 A e� C)53S IzS= B-ZI N- o,3s ac
o,3Snc - 1.01 +-r-s
-'D 621 I\= 2.67 ^1-
QY O 3s 8.Z1 Z.GZAC. = -7• 53cF.s
G1= �• S � c�S St-ooc � 2.39d
I

Channel Report
Hydraflow Express Extension for AutodeskO AutoCA❑O Civil 3D@ by Autodesk, Inc
TD 1 - Bare Soil
Triangular
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 2.60
N -Value
= 0.020
Calculations
Compute by- Known Q
Known Q (cfs) = 24.45
Tuesday, Jan 1 2M
Highlighted
Depth (ft)
= 1.24
Q (cfs)
= 24.45
Area (sqft)
= 3.08
Velocity (ftls)
= 7.95
Wetted Perim (ft)
= 5.55
Crit Depth, Yc (ft)
= 1.57
Top Width (ft)
= 4.96
EGL (ft)
= 2.22
Elev (ft) Section
103.00
102.50
102.00
101.50
101.00 --
100.50
100.00
99.50
1 2 3 4
5
Reach (ft)
0 7 8 9

Channel Report
Hydraflow Express Extension for Autodesk(D AutoCADO Civil 30@ by Autodesk, Inc
TD 1 - Grassed
Triangular
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 2.60
N -Value
= 0.035
Calculations
Compute by: Known Q
Known Q (cfs) = 24.45
Elev (ft) Section
103.00
102.50
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3 4
Tuesday, Jan 1 2019
Highlighted
Depth (ft)
= 1.52
Q (cfs)
= 24.45
Area (sqft)
= 4.62
Velocity (ft/s)
= 5.29
Wetted Perim (ft)
= 6.80
Crit Depth, Yo (ft)
= 1.57
Top Width (ft)
= 6.08
EGL (ft)
= 1.96
5 6
Reach (ft)
7 8 9

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D@ by Autodesk, inc
TD 2 - Bare Soil
Triangular
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 1.90
N -Value
= 0.020
Calculations
Compute by: Known Q
Known Q (cfs) = 16.98
Elev (ft)
103.00
102.50
102.00
101.50
101.00
100.50
100.00
99.50
0
Section
Tuesday, Jan 1 2019
Highlighted
Depth (ft)
= 1.14
Q (cfs)
= 16.98
Area (sgft)
= 2.60
Velocity (ftls)
= 6.53
Wetted Perim (ft)
= 5.10
Crit Depth, Yc (ft)
= 1.35
Top Width (ft)
= 4.56
EGL. (ft)
= 1.80
Depth (ft)
3.ao
2.50
2.00
1.50
1.00
0.50
0.00
-0.50
8 9 10
1 2 3 4 5
Reach (ft)
6 7

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
TD 2 - Grassed
Q (cfs)
Triangular
Area (sqft)
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 1.90
N -Value
= 0.035
Calculations
Compute by-
Known Q
Known Q (cfs)
= 16.98
Tuesday, Jan 1 2019
Highlighted
Depth (ft)
= 1.41
Q (cfs)
= 16.98
Area (sqft)
= 3.98
Velocity (ftls)
= 4.27
Wetted Perim (ft)
= 6.31
Crit Depth, Yc (ft)
= 1.35
Top Width (ft)
= 5.64
EGL (ft)
= 1.69
Elev (ft) Section Depth (ft)
3.00
99
103.00
----- -
-
2.50
- —
_
102.50
102.00
-
-
2.00
1.50
- -..
-
- -
--
--
- -
101.50
1.00
-
—
101.00
0.50
100.50
0-00
100.00
50
-
-
-050
1 2 3 4 5 6
Reach (ft)
7 8
0 10

Channel Report
Hydraf low Express Extension for AutodeskOAutoCAD® Civil 3D® by Autodesk, Inc.
TD 3a - Bare Soil
Q (cfs)
Triangular
Area (sgft)
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
1 nvert Elev (ft)
= 100.00
Slope (%)
= 3.21
N -Value
= 0.020
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.01
Tuesday, Jan 1 2019
Highlighted
Depth (ft)
= 0.36
Q (cfs)
= 1.010
Area (sgft)
= 0.26
Velocity (fYs)
= 3.90
Wetted Perim (ft)
= 1.61
Crit Depth, Yc (ft)
= 0.44
Top Width (ft)
= 1.44
EGL (ft)
= 0.60
Elev (ft) Depth (ft)
Section
3.00
103.00
2.50
102.50
2.00
102.00
1.50
101.50
- -
1.00
_
101.00
0.50
100.50
0.00
100.00
99 50
--
-050
1 2 3 4 5 6
Reach (ft)
7 8
9 10

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD& Civil 3DO by Autodesk, Inc.
TD 3a - Grassed
Q (Cfs)
Triangular
Area (sqft)
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 3.21
N -Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.01
Elev (ft) Section
103.00
102.50
102.00
101.50
101.00
100.50
100.00
oa r1n
1 2 3 4
Tuesday, Jan 1 2019
Highlighted
Depth (ft)
= 0.45
Q (Cfs)
= 1.010
Area (sqft)
= 0.40
Velocity (ftls)
= 2.40
Wetted Perim (ft)
= 2.01
Crit Depth, Yc (ft)
= 0.44
Top Width (ft)
= 1.80
EGL (ft)
= 0.55
5 6
Reach (ft)
7 8 9
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
0.00
-0.50

Channel Report
Hydraflow Express Extension for Autodesk® AutoCADO Civil 317® by Autodesk, Inc.
TD 3b - Bare Soil
Q (cfs)
Triangular
Area (sgft)
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 2.30
N -Value
= 0.020
Calculations
Compute by:
Known Q
Known Q (cfs)
= 7.53
Tuesday, Jan 1 2019
Highlighted
Depth (ft)
= 0.82
Q (cfs)
= 7.530
Area (sgft)
= 1.34
Velocity (ftls)
= 5.60
Wetted Perim (ft)
= 3.67
Crit Depth, Yc (ft)
= 0.98
Top Width (ft)
= 3.28
EGL (ft)
= 1.31
Elev (ft) Section Depth (ft)
3.00
103.00
-
2.50
102.50
2.00
---
102.00
1.50
101.50
-
1.00
101.00
-
0.50
100.50
0.00
100.00
99 50
-0.50
1 2 3 4
5 6
Reach (ft)
7 8
9 10

Channel Report
Hydraflow Express Extension forAutodeskp AUtoCADO Civil 3D® by Autodesk, Inc.
TD 3b - Grassed
Q (cfs)
Triangular
Area (sgft)
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 2.30
N -Value
0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 7.53
Tuesday, Jan 1 2019
Highlighted
Depth (ft)
= 1.01
Q (cfs)
= 7.530
Area (sgft)
= 2.04
Velocity (ftls)
= 3.69
Wetted Perim (ft)
= 4.52
Crit Depth, Yc (ft)
= 0.98
Top Width (fit)
= 4.04
EGL (fit)
= 1.22
Elev (ft) Section Depth (ft)
103.00
102.50
3.00
102.00
101.50
2.50
2.00
101.00
100.50
1.50
1.00
104.00
-- --
- -
�
0.50
99.50
0.00
-050
--.---
---
1 2 3 4 5 6
Reach (ft)
7 8 9 10

ty 42
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Notification -of -Land -Resources Sediment and Erosion Control Self Inspection Program:
The Sedimentation Pollution Control Act was amended in 2006 to require persons responsible for land disturbing activities
inspect a project after each phase of the project to make sure that the approved erosion and sedimentation control plan is
being followed. Rules detailing the documentation of these inspections took effect October 1, 2010. 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 responsible for administering both the SPCA and the NPDES Stormwater Permit for Construction Activities, NCG
010000. The combined form should make it easier to comply with self–inspection requirements.
The Combined Self–Monitoring form is avolible as a PDF and Word document from the Land Quality web site,
ltff//oortal.ncdenr.orq/y r/erosion
If you have questions, please contact the Land Quality Section at a DENR Regional Office.
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FOR UNTO YOU IS BORN THIS DAY IN THE CITY OF DAVID A SAVIOR, WHO IS CHRIST THE LORD. LUKE 2: 10-11
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CE -09

•
ENGINEERING
Designing the Future... Today!
Thursday, January 14, 2019
Karen Higgins
NCDEQ
Stormwater Engineering
1617 Mail Service Center
Paleigh, NC27699
Publix @ Rowers Plantation
Dear Mrs. Higgins:
Induded in this package is the Stormwater Management Ran for Publix @ Rowers Rantation. I
have included two (2) plans sets for Publix @ Rowers Rantation along with two (2) sets of
calculations. Induded in those calculations is the signed Operation and Maintenance Agreement
for the Wet Detention Pbd that will provide directions to assist with maintenance as well as
guidelinesto remediate issuesthat mayarise around the Wet Detention Pbnd including around the
entire BMP, the perimeter of the BMP, the inlet device, the forebay, the vegetated shelf, the main
treatment area, the embankment, the outlet device and the receiving water.
Sincerely,
Ethan Averette
Stocks Engineering, RA
J. Michael Stocks, PE 252.459.8196 (voice)
801 East Washington St. 252.459.8197 (fax)
PO Box 1108 252.903.6891 (mobile)
Nashville, NC 27856 mstocksna stocksengineering.com