20160046 Ver 1_Stormwater Info_20161212

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NOT TO SCALE
1). CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING
UTILITIES ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2). CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES
USING FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3). ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4). SHORING WILL BE ACCORDING TO OSHA TRENCHING
STANDARDS PART 1926 SUBPART P, OR AS AMENDED,
STAFFORD
PHASE 1
FAITH ROAD
MOORESVILLE, NC
RE -SUBMITTAL DATE: JUNE 1612015
SR 12 63)
BUCKLAND
GRAPHIC SCALE
0 100 200
HORIZONTAL: 1" = 200'
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Sheet List Table
Sheet Number
Sheet Title
C-0.0
COVER SHEET
C-1.0
LANDSCAPE & SIGNAGE PLAN
C-2.0
OVERALL SITE PLAN
C-2.1
SITE PLAN
C-2.2
SITE PLAN
C-2.3
SITE PLAN
C-2.4
SITE PLAN
C-2.5
SITE PLAN
C-2.6
SITE PLAN
C-2.7
SITE DETAILS
C-3.0
OVERALL PHASE 1 EROSION CONTROL PLAN
C-3.1
PHASE 1 EROSION CONTROL
C-3.2
PHASE 1 EROSION CONTROL
C-3.3
PHASE 1 EROSION CONTROL
C-3.4
PHASE 1 EROSION CONTROL
C-3.5
PHASE 1 EROSION CONTROL
C-3.6
PHASE 1 EROSION CONTROL
C-3.7
PHASE 1 EROSION CONTROL
C-3.8
PHASE 1 EROSION CONTROL
C-3.9
PHASE 1 EROSION CONTROL
C-3.10
OVERALL PHASE 2 EROSION CONTROL PLAN
C-3.11
PHASE 2 EROSION CONTROL
C-3.12
PHASE 2 EROSION CONTROL
C-3.13
PHASE 2 EROSION CONTROL
C-3.14
PHASE 2 EROSION CONTROL
C-3.15
PHASE 2 EROSION CONTROL
C-3.16
PHASE 2 EROSION CONTROL
C-3.17
EROSION AND SEDIMENT CONTROL DETAILS
C-3.18
EROSION AND SEDIMENT CONTROL DETAILS
C-3.19
EROSION AND SEDIMENT CONTROL DETAILS
C-4.0
OVERALL GRADING PLAN
C-4.1
GRADING PLAN
C-4.2
GRADING PLAN
C-4.3
GRADING PLAN
C-4.4
GRADING PLAN
C-4.5
GRADING PLAN
C-4.6
GRADING PLAN
C-4.7
STORM PROFILES
C-4.8
STORM PROFILES
C-4.9
STORM PROFILES
C-4.10
STORM PROFILES
C-4.11
DRAINAGE AREA MAP
C-4.12
STORM DETAILS
C-4.13
STORM PIPE AND STRUCTURE TABLE
C-5.0
OVERALL SANITARY SEWER LAYOUT
C-5.1
OVERALL OFFSITE SEWER LINE LAYOUT
C-5.2
SANITARY SEWER PIPE & STRUCTURE TABLES
C-5.3
OUT OF STREET SEWER PLAN & PROFILE STA. 0+00 TO 9+50
C-5.4
OUT OF STREET SEWER PLAN & PROFILE STA. 9+50 TO 19+50
C-5.5
OUT OF STREET SEWER PLAN & PROFILE STA. 19+50 TO 30+50
C-5.6
OUT OF STREET SEWER PLAN & PROFILE SSMH-12 TO SSMH-10
C-5.7
SANITARY SEWER DETAILS
C-6.0
OVERALL WATER MASTER
C-6.OA
OVERALL WATER MASTER
C-6.1
OFFSITE WATER PLAN & PROFILE STA. 0+00 TO 9+50
C-6.2
OFFSITE WATER PLAN & PROFILE STA. 9+50 TO 19+50
C-6.3
OFFSITE WATER PLAN & PROFILE STA. 19+50 TO 26+50
C-6.4
WATER DETAILS
C-6.5
WATER SPECS
C-7.0
WELCOMBE STREET PLAN & PROFILE STA. 0+00 TO 10+50
C-7.1
WELCOMBE STREET PLAN & PROFILE STA. 10+50 TO 19+50
C-7.2
WELCOMBE STREET PLAN & PROFILE STA. 19+50 TO 30+00
C-7.3
STIBB CROSS ROAD PLAN & PROFILE STA. 0+00 TO 9+50
C-7.4
STIBB CROSS ROAD PLAN & PROFILE STA. 9+50 TO 18+00
C-7.5
STIBB CROSS ROAD PLAN & PROFILE STA. 18+00 TO 25+50
C-7.6
TORRIDGE AVE PLAN & PROFILE
C-7.7
HILLSTON LANE PLAN & PROFILE
C-7.8
JENNIEMARIE CR PLAN & PROFILE
C-8.0
BMP PLAN & PROFILE
C-8.1
BMP DETAILS
C-8.2
PRE -DEVELOPMENT BMP DRAINAGE AREA
C-8.3
POST -DEVELOPMENT BMP DRAINAGE AREA
R1.0
ROADWAY TITLE SHEET
R1.1
STANDARD SYMBOLOGY
R2.0
TYPICAL SECTIONS
R3.0
DRAINAGE SUMMARY, GENERAL & TRAFFIC CONTROL NOTES
R4.0
ROADWAY & PAVEMENT MARKING PLANS (L)
R5.0 -R5.2
ROADWAY CROSS SECTIONS (L)
1). CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING
UTILITIES ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2). CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES
USING FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3). ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4). SHORING WILL BE ACCORDING TO OSHA TRENCHING
STANDARDS PART 1926 SUBPART P, OR AS AMENDED,
STAFFORD
PHASE 1
FAITH ROAD
MOORESVILLE, NC
RE -SUBMITTAL DATE: JUNE 1612015
SR 12 63)
BUCKLAND
GRAPHIC SCALE
0 100 200
HORIZONTAL: 1" = 200'
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REQUIRED SINGLE FAMILY LOT PLANTINGS
BY
CALIPER INCHES OF
CALIPER INCHES OF
LOT SIZE
CANOPY TREES
UNDERTORY TREES
<8,000 S.F. LOTS
2
1.25
8,000-15,000 S.F.
4
2.5
LOTS
>15,000 S.F. LOTS
6
2.5
2MERLY
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7-6206
1136
STREET LIGHT
(TYP)
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120 \ O O O O 125 I I 126 127
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OPEN SPACE
AREA . 1.94
83 4. 105 36
STOP IGN � 84
STRE NAME SIGN
I 85
NOW OR FORMERLY E
COLLEEN DAVIS
PIN: 4655-28-8057 gg
DB 1527 PG 1386
NOW OR FORMERLY
MARY & DAVID
LOWERY
PIN: 4655-28-8057
�« DB 1527 PG 1386
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NOW OR FORMERLY Z"
IARBARA CHAMBERS
'IN: 4655-26-7842
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STOP SIGN &
STREET NAME SIGN
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RICHARD GIOPEN
PIN: 4655-37-41
0 17 I DB 2076 PG 2182
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NOW OR FORMERLY
In CCDU ID D. MA\A/AI
NOW OR FORMERLY
GARY & NANCY
KARRIKER
PIN: 4655-37-8288
DB 770 PG 554
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NOW OR FORMERLY
KIMBERLY D BUTLER
PIN: 4655-47-2303
DB 2159 PG 2078
PB 17 PG 81
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PG 1 3 D
LANDSCAPING REQUIREMENTS:
1. CANOPY TREES SHALL BE A MINIMUM EIGHT FEET IN HEIGHT A
TWO INCH CALIPER AT TIME OF PLANTING.
2. STREET TREES SHALL BE SPACED 40'.
3. STREET TREES SHALL BE PLANTED 3.5' FROM BACK OF CURB I
PLANTING STRIP.
4. STREET TREES SHALL BE PLACED AT LEAST 8' FROM LIGHT P ES
AND 10' FROM ELECTRICAL TRANSFORMERS.
5. ALL PLANT MATERIAL SHALL BE FROM THE TOWN OF
MOORESVILLE APPROVED PLANT LIST.
6. TREES MAY BE SUBSTITUTED FROM THE TOWN OF MOORESVILE
LIST OF APPROVED TREES. II
7. ALL TREES TO BE LOCATED OUTSIDE SIGHT TRIANGLES.
8. SEE SITE DETAIL SHEETS FOR LANDSCAPING DETAILS.
MAILBOX KIOSK
9. MAILBOX KIOSK LOCATIONS TO BE APPROVED BY THE POST
MASTER PRIOR TO CONSTRUCTION. L -
L
STREET TREE NOTES:
1. ALL STREET TREES SHALL BE PER TOWN OF MOORESVILLE STANDARDS. ;
L
2. TREE SPECIES SHALL BE SELECTED FROM THE APPROVED TREE LIST. i
L
3. EACH BUILDER SHALL INSTALL REQUIRED LANDSCAPING ON EACH LOT PRIOR TO ISSUANCE OF i
NOW OR FORMERLY
CERTIFICATE OF OCCUPANCY. SEE CHART ON THIS SHEET. L
F
WILLIAM GOODMAN <_
PIN: 4655-47-9861 STREET LIGHTING NOTES: F
DB 692 PG 133 F
1. FINAL STREET LIGHT LOCATIONS WILL BE COORDINATED WITH THE TOWN OF MOORESVILLE.
2. ALL STREET LIGHTS SHALL BE PER TOWN OF MOORESVILLE STANDARDS.
LEGEND
F
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PROPOSED STREET LIGHT
L
C
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4 PROPOSED STREET TREE (PHASE 1: 204 TOTAL TO BE STAGGERED EVENLY WITH THE L
FOLLOWING SPECIES)
41 RED MAPLES L
41 SAWTOOTH OAK {
41 WILLOW OAK i
41 JAPANESE CEDAR F
40 CEDAR ELM
L
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GRAPHIC SCALE
100 0 50 100 200
HORIZONTAL: 1" = 100'
Town of Mooresville, North Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
Director of Engineering Date -
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Fire Department Date LL
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Planning Department Date
000 OWSP
128 Talbert Road, Suite A
Mooresville, NC 28117
[phone]
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7/27/15
ONE TREE PER LOT
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06/19/15
PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
LANDSCAPE & SIGNAGE
PLAN
SHEET
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SITE INFORMATION
DEVELOPER INFORMATION:
TAC STAFFORD, LLC
2100 POWERS FERRY ROAD, SUITE 350
ATLANTA, GA 30339
PHONE NUMBER
EMAIL ADDRESS
PARCEL #s: 4655-48-1288, 4655-38-2150, 4656-41-2413, 4655-40-9429, 4655-68-4131,
4655-37-3507, 4655-50-7443
SITE ADDRESS: FAITH ROAD, MOORESVILLE, NC
SITE AREA: 180.6+/- AC
CURRENT ZONING: R3
DEED BOOK 2313, PAGE 1718
ALLOWED UNITS IN R3: 3"180.6=541
PROPOSED UNITS: 464 (2.57/ACRE)
PROPOSED USE: DETACHED SINGLE FAMILY
MINIMUM LOT WIDTH: 50'
SETBACKS:
STREET SETBACK: 25'
SIDE SETBACKS BASED ON LOT WIDTHS:
50'-59' WIDE LOTS: 5'
60'-69' WIDE LOTS: 6' /
70'-79' WIDE LOTS: 8' /
80'-89' WIDE LOTS: 10'
90'-99' WIDE LOTS: 12'
100'+ WIDE LOTS: 15' ».o.
REAR SETBACK: 30'/ I�
MAX. HEIGHT: 36', 3 STORIES » �• / .,,,,,,
WATER: PUBLIC ice_
SEWER: PUBLIC
GARBAGE COLLECTION: PUBLIC
OPEN SPACE
OPEN SPACE REQUIRED: 20% OF 180 ACRES = 36 AC
OPEN SPACE SHOWN: 40 ACRES
ACTIVE OPEN SPACE REQUIRED: 40% OF 36 = 14.4 AC
1.92 +/- ACRE CENTRAL AMENITY
12.2+/- ACRE ATHLETIC FIELD/PICNIC/WALKING AREA/DOG AREA
0.47 +/- ACRE POCKET PARK
0.18 +/- ACRE POCKET PARK
0.39 +/- ACRE POCKET PARK
WATERSHED DATA
THIS PROPERTY IS NOT IN A WATERSHED.
FLOOD DATA
PORTIONS OF THE SUBJECT PROPERTY ARE WITHIN ZONE AE, A SPECIAL FLOOD
HAZARD AREA SUBJECT TO INUNDATION BY THE 1 % ANNUAL CHANCE FLOOD
PER FIRM COMMUNITY PANEL NUMBER 3709720070202156 AND
3709720070202124.
NOTES:
1. ALL PROPOSED STREETS TO BE PUBLIC.
2. SANITATION TO BE SERVED WITH ROLL-OUT CONTAINERS.
3. ALL PROPOSED STREETS SHALL BE LOCAL RESIDENTIAL STREETS. SEE
MOORESVILLE STD. R-1.0
GRAPHIC SCALE
100 0 100 200 400
HORIZONTAL: 1" = 200'
FROM
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1). CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING
UTILITIES ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2). CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES
USING FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY,
3). ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4). SHORING WILL BE ACCORDING TO OSHA TRENCHING
STANDARDS PART 1926 SUBPART P, OR AS AMENDED.
OPEN SPACE
AREA: 1.94 AC.
C-2.5
C-2.1
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Planning Department Date
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Mooresville, NC 28117
[phone]
www.wspgroup.com/usa
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3, ALL PAVEMENT REPAIRS ARE SUBJECT TO APPROVAL BY THE TOWN OF
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4. 12 -INCH MINIMUM CUT OUTSIDE TRENCH IS ALSO REQUIRED FOR SLOPED
WALLS.
5. SHORING REQUIRED IN ACCORDANCE WITH OSHA STANDARDS PART 1926,
SUBPART P.
6. SEE THE LAND DEVELOPMENT STANDARDS MANUAL SEWER DETAILS S-11.0,
S--12.0, OR S-13.0, OR WATER DETAILS W-8.0 AS APPROPRIATE FOR
TRENCH WIDTH, BEDDING AND BACKFILL REQUIREMENTS.
7, WHEN PAVEMENT REPAIR IS ADJACENT TO THE CURB, THE SAW CUT MUST
BE 2' FROM THE LIP OF CURB.
8. ANY PAVEMENT REPLACEMENT OTHER THAN THE SECTION ABOVE MUST BE
APPROVED BY THE DIRECTOR OF ENGINEERING,
TOWN OF MOORESVILLE ROAD SYSTEMS January 2009
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t• R I TREE PLANTING
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NOTES:
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MIN. INTERVALS ARE REQUIRED.
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TITLE
SITE DETAILS
SHEET
C-207

V IIiIIVI l 1 IVIl1r
NOT TO SCALE
NARRATIVE:
u ne SITE
F°jra
Ry
TP
STAFFORD AT LANGTREE SUBDIVISION IS WITHIN THE TOWN LIMITS OF
MOORESVILLE, IREDELL COUNTY, NORTH CAROLINA. THE TOTAL DISTURBED
ACREAGE FOR THE PROPOSED DEVELOPMENT IS APPROXIMATELY 55 ACRES. THE
SCOPE OF WORK INCLUDES CLEARING, STRIPPING AND GRADING FOR THE
ROADWAYS AND BUILDING PADS, CONSTRUCTION OF BMP AND EROSION CONTROL
MEASURES, GRASS -LINED DITCHES, STORM DRAINAGE PIPES, UTILITIES, AND
PAVING.
BASED ON SCS SOIL SURVEY MAP, SITE CONSISTS PREDOMINATELY OF
ChA "B" Chewacla
PgE "B" Pacolet
ScD "B" Cecil,
HYDROLOGIC GROUP "B".
DOWNSTREAM RECEIVING WATER IS LAKE NORMAN
THIS SITE IS IN ZONE X PER FEMA FLOOD MAP COMMUNITY MAP NUMBER
3710465500J-4655 DATED 3/18/2008.
FREEM-ON SOP SR 1263)
EROSION CONTROL NOTES:
BY
DATE
1.
ON-SITE BURIAL PIT LOCATIONS MUST BE DOCUMENTED ON FINAL PLAT.
MAINTENANCE PLAN:
2.
GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL
Uja=
LdU.
PLAN IS A VIOLATION OF THE STATE EROSION CONTROL ORDINANCE AND IS
THE FOLLOWING MAINTENANCE PLAN SHALL BE FOLLOWED UNTIL THE
SUBJECT TO A FINE.
SITE IS COMPLETELY STABILIZED AFTER CONSTRUCTION. DURING
3.
NO MORE THAN 20 ACRES TO BE DISTURBED AT ONE TIME.
CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR
LL�
4.
STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY
INSPECTION AND MAINTENANCE OF ALL EROSION AND SEDIMENT
\
SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE DENUDED
CONTROL STRUCTURES.
Q 1
REISSUED
AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED AS PART OF THE
TITLE
OVERALL PHASE 1
EROSION CONTROL PLAN
O
CONSTRUCTION SEQUENCE SHOWN ON THE PLAN.
1. ALL EROSION CONTROL MEASURES SHALL BE CHECKED FOR
O
5.
ALL AREAS ARE TO BE SEEDED AND MULCHED PER THE NEW STABILIZATION
STABILITY AND OPERATION FOLLOWING ANY RAINFALL PRODUCING
TIMEFRAME TABLE ON SHEET C-3.17.
RUNOFF AND AT LEAST ONCE EVERY WEEK. ANY NEEDED REPAIRS
6.
ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE
SHALL BE MADE IMMEDIATELY SO THAT ALL EROSION CONTROL
REQUIRED BY A REPRESENTATIVE OF THE STATE.
MEASURES ARE MAINTAINED AS DESIGNED.
7.
MAXIMUM TEMPORARY GRADED SLOPES ARE 2:1. WHEN STEEPER SLOPES
2. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY,
O
MUST BE USED, PLANS SHALL BE SEALED BY A GEOTECHNICAL ENGINEER FOR
AND MULCHED IN ACCORDANCE WITH THE SEEDING SPECIFICATIONS
SLOPE STABILITY AND FINAL SURFACE STABILIZATION.
IN ORDER TO MAINTAIN A DENSE VEGETATIVE COVER.
/ . .
8.
ALL WORK IMPACTING STREAMS MUST HAVE APPROPRIATE NCDENR-DWQ AND
3. SEDIMENT DEPOSITS SHALL BE REMOVED FROM SEDIMENT FENCE
4
U.S.A.C.E. 401/404 PERMITS.
AFTER EACH STORM EVENT OR SEDIMENT FENCE SHOULD BE
9.
ALL FLOW FROM PERMANENT /TEMPORARY DITCHES SHOULD BE DIRECTED
REPLACED. THEY MUST BE REMOVED WHEN DEPOSITS REACH
C-3.3
TOWARDS SEDIMENT TRAPS UNTIL SITE IS COMPLETELY STABILIZED.
APPROXIMATELY HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT
10.
ALL PERMANENT SLOPES STEEPER THAN 3:1 SHALL HAVE EROSION CONTROL
DEPOSITS REMAINING IN PLACE AFTER THE SEDIMENT FENCE IS
MAT EQUIVALENT TO NORTH AMERICAN GREEN SC75.
REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING
11.
DE -WATERING OF THE WORK AREA DIRECTLY INTO A STREAM, CREEK,
GRADE, PREPARED AND SEEDED.
WETLAND, ETC. IS PROHIBITED.
4. SKIMMER/SEDIMENT BASINS SHALL BE CLEANED OUT WHEN THE
10.
IF THE NEED ARISES FOR ANY OFF-SITE BORROW OR SPOIL SITE DURING
LEVEL REACHES THE MID -DEPTH POINT BELOW THE WEIR ELEVATION.
CONSTRUCTION, SUBMIT A REVISION THAT DEMONSTRATES EROSION
WASHED STONE SHALL BE CLEANED OR REPLACED WHEN THE BASIN
CONTROL FOR THE AREA AND ACCOUNT FOR THE ADDITIONAL ACREAGE IN THE
NO LONGER DRAINS PROPERLY.
REVIEW FEE IF AN APPROVED SITE.
5. SEDIMENT DEPOSITS SHALL BE REMOVED FROM BEHIND WATTLES
AFTER EACH STORM EVENT. ALL WATTLES SHALL BE CHECKED,
RESTAKED, OR REPLACED IF NECESSARY.
6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY
BE REQUIRED BY LINCOLN COUNTY NATURAL RESOURCES
DEPARTMENT.
CONSTRUCTION SEQUENCE:
1. OBTAIN GRADING/EROSION CONTROL PLAN APPROVAL FROM IREDELL COUNTY.
2. SET UP AN ON-SITE PRE -CONSTRUCTION CONFERENCE WITH RANDLE MOORE AT [phone]
OF IREDELL COUNTY TO DISCUSS EROSION CONTROL MEASURES.
3. FOR PHASED EROSION CONTROL PLANS, CONTRACTOR SHALL MEET WITH EROSION CONTROL
INSPECTOR PRIOR TO COMMENCING WITH EACH PHASE.
4. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF ANY EROSION
CONTROL MEASURES.
5. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL
DEVICES AND STRUCTURES.
6. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE N.C.
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
7. CONSTRUCTION SEQUENCE SHALL BE AS FOLLOWS: 1A, 2A, 1 B, 2B, 3A, AND 3B TO LIMIT THE
DISTURBED AREA TO UNDER 20 ACRES AT ONE TIME.
8. THE BUILDER WILL BE RESPONSIBLE FOR CONTROLLING SEDIMENT ON EACH LOT DURING
HOME CONSTRUCTION AND FOR CLEANING AND/OR REPLACING SILT SACKS IN CATCH BASINS.
(SEE DETAIL C-3.19 FOR INDIVIDUAL LOT EROSION CONTROL)
PHASE 1 A
1. CLEAR ONLY AS NECESSARY TO INSTALL EROSION CONTROL MEASURES IN THIS PHASE.
2. INSTALL CONSTRUCTION ENTRANCE AND SILT FENCE.
3. INSTALL SEDIMENT BASINS SB -1 AND SB -2. INSTALL SKIMMER BASINS SK -1 AND SK -2.
4. INSTALL TEMPORARY DIVERSION CHANNELS TD -1, TD -2, TD -3, AND TD -4 WITH WATTLES.
5. USE EXCESS MATERIAL FROM SEDIMENT BASINS AND SKIMMER BASINS AS FILL FOR AREAS
NEAR EACH.
6. CALL EROSION INSPECTOR FOR APPROVAL PRIOR TO BEGINNING FULL GRADING OPERATIONS
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PHASE 1 B
1. CLEAR ONLY AS NECESSARY TO INSTALL EROSION CONTROL MEASURES IN THIS PHASE.
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3. INSTALL SKIMMER BASIN SK -3.
4. MAINTAIN SEDIMENT BASINS SB -1 AND SB -2. MAINTAIN SKIMMER BASINS SK -1 AND SK -2.
5. CALL EROSION INSPECTOR FOR APPROVAL PRIOR TO BEGINNING FULL GRADING OPERATION.
PHASE 1 C
1. MAINTAIN SEDIMENT BASINS SB -1 AND SB -2. MAINTAIN SKIMMER BASINS SK -1 AND SK -2.
2. INSTALL SILT FENCE ALONG PERMITER AS SHOWN ON PLANS.
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TITLE
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TITLE
PHASE 1 EROSION
CONTROL
SHEET
C-309

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MAINTENANCE PLAN:
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1.
ON-SITE BURIAL PIT LOCATIONS MUST BE DOCUMENTED ON FINAL PLAT.
PROPOSED WATTLE
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2.
GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL
THE FOLLOWING MAINTENANCE PLAN SHALL BE FOLLOWED UNTIL THE
TD1 TD1
TEMPORARY DIVERSION
PLAN IS A VIOLATION OF THE STATE EROSION CONTROL ORDINANCE AND IS
SITE IS COMPLETELY STABILIZED AFTER CONSTRUCTION. DURING
SK-#
SKIMMER BASIN
SUBJECT TO A FINE.
CONSTRUCTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR
- -
3.
NO MORE THAN 20 ACRES TO BE DISTURBED AT ONE TIME.
INSPECTION AND MAINTENANCE OF ALL EROSION AND SEDIMENT
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4.
STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY
CONTROL STRUCTURES.
06/19/15
REISSUED
SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE DENUDED
TITLE
OVERALL PHASE 2
EROSION CONTROL PLAN
SHEET
C-301
AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED AS PART OF THE
1. ALL EROSION CONTROL MEASURES SHALL BE CHECKED FOR
CONSTRUCTION SEQUENCE SHOWN ON THE PLAN.
STABILITY AND OPERATION FOLLOWING ANY RAINFALL PRODUCING
5.
ALL AREAS ARE TO BE SEEDED AND MULCHED PER THE NEW STABILIZATION
RUNOFF AND AT LEAST ONCE EVERY WEEK. ANY NEEDED REPAIRS
TIMEFRAME TABLE ON SHEET C-3.17.
SHALL BE MADE IMMEDIATELY SO THAT ALL EROSION CONTROL
6.
ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE
MEASURES ARE MAINTAINED AS DESIGNED.
REQUIRED BY A REPRESENTATIVE OF THE STATE.
2. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY,
7.
MAXIMUM TEMPORARY GRADED SLOPES ARE 2:1. WHEN STEEPER SLOPES
AND MULCHED IN ACCORDANCE WITH THE SEEDING SPECIFICATIONS
MUST BE USED, PLANS SHALL BE SEALED BY A GEOTECHNICAL ENGINEER FOR
IN ORDER TO MAINTAIN A DENSE VEGETATIVE COVER.
SLOPE STABILITY AND FINAL SURFACE STABILIZATION.
3. SEDIMENT DEPOSITS SHALL BE REMOVED FROM SEDIMENT FENCE
8.
ALL WORK IMPACTING STREAMS MUST HAVE APPROPRIATE NCDENR-DWQ AND
AFTER EACH STORM EVENT OR SEDIMENT FENCE SHOULD BE
U.S.A.C.E. (401/404) PERMITS.
REPLACED. THEY MUST BE REMOVED WHEN DEPOSITS REACH
9.
ALL FLOW FROM PERMANENT/ TEMPORARY DITCHES SHOULD BE DIRECTED
APPROXIMATELY HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT
TOWARDS SEDIMENT TRAPS UNTIL SITE IS COMPLETELY STABILIZED.
DEPOSITS REMAINING IN PLACE AFTER THE SEDIMENT FENCE IS
10.
ALL PERMANENT SLOPES STEEPER THAN 3:1 SHALL HAVE EROSION CONTROL
MAT EQUIVALENT TO NORTH AMERICAN GREEN SC75.
REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING
GRADE, PREPARED AND SEEDED. FREEM-ON
T
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11.
DE -WATERING OF THE WORK AREA DIRECTLY INTO A STREAM, CREEK,
4. SKIMMER/SEDIMENT BASINS SHALL BE CLEANED OUT WHEN THE
12631
WETLAND, ETC. IS PROHIBITED.
LEVEL REACHES THE MID -DEPTH POINT BELOW THE WEIR ELEVATION.
/
10.
IF THE NEED ARISES FOR ANY OFF-SITE BORROW OR SPOIL SITE DURING
WASHED STONE SHALL BE CLEANED OR REPLACED WHEN THE BASIN
CONSTRUCTION, SUBMIT A REVISION THAT DEMONSTRATES EROSION
NO LONGER DRAINS PROPERLY.
CONTROL FOR THE AREA AND ACCOUNT FOR THE ADDITIONAL ACREAGE IN THE
5. SEDIMENT DEPOSITS SHALL BE REMOVED FROM BEHIND WATTLES
REVIEW FEE IF AN APPROVED SITE.
AFTER EACH STORM EVENT. ALL WATTLES SHALL BE CHECKED,
RESTAKED, OR REPLACED IF NECESSARY.
6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY
BE REQUIRED BY LINCOLN COUNTY NATURAL RESOURCES
CONSTRUCTION SEQUENCE:
DEPARTMENT.
1. OBTAIN GRADING/EROSION CONTROL PLAN APPROVAL FROM IREDELL COUNTY.
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2. SET UP AN ON-SITE PRE -CONSTRUCTION CONFERENCE WITH RANDLE MOORE AT [phone]
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OF IREDELL COUNTY TO DISCUSS EROSION CONTROL MEASURES.
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3. FOR PHASED EROSION CONTROL PLANS, CONTRACTOR SHALL MEET WITH EROSION
CONTROL
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INSPECTOR PRIOR TO COMMENCING WITH EACH PHASE.
4. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF ANY
EROSION
CONTROL MEASURES.
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5. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN ALL EROSION CONTROL
DEVICES AND STRUCTURES.
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6. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE N.C.
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
7. CONSTRUCTION SEQUENCE SHALL BE AS FOLLOWS: 1A, 2A, 1 B, 2B, 1C, AND 2C TO LIMIT THE
� C-3.13
DISTURBED AREA TO UNDER 20 ACRES AT ONE TIME.
8. THE BUILDER WILL BE RESPONSIBLE FOR CONTROLLING SEDIMENT ON EACH LOT DURING
HOME CONSTRUCTION AND FOR CLEANING AND/OR REPLACING SILT SACKS IN CATCH BASINS.
(SEE DETAIL C-3.19 FOR INDIVIDUAL LOT EROSION CONTROL)
PHASE 2A
1. ONCE PERMISSION IS RECEIVED, GRADE LOTS AND ROADS TO FINAL GRADES WHILE LIMITING
DISTURBANCE TO PHASE 1A. INSTALL STORM DRAINAGE AND UTILITIES.
2. INSTALL TEMPORARY INLET PROTECTION.
3. SEED AND MULCH TO STABILIZE DISTURBED AREAS.
4. CALL EROSION INSPECTOR FOR APPROVAL PRIOR TO BEGINNING PHASE 1B.
PHASE 213
1. ONCE PERMISSION IS RECEIVED, CLEAR AND GRUB BORROW AREA.
2. COMMENCE WITH BORROW ACTIVITIES.
BUCKLAIV
3. SEED AND MULCH TO STABILIZE BORROW AREA.
4. GRADE LOTS AND ROADS TO FINAL GRADES WHILE LIMITING DISTURBANCE AREAS WHERE FILL
IS NEEDED INSTALL STORM DRAINAGE AND UTILITIES
5. INSTALL INLET PROTECTION.
6. SEED AND MULCH DISTURBED AREAS. I
7. CALL EROSION INSPECTOR FOR APPROVAL PRIOR TO BEGINNING PHASE 1C.
PHASE 2C / I
1. GRADE AREA TO GRADES SHOWN ON PLANS. INSTALL STORM DRAINAGE AND UTILITIES.
2. SEED AND MULCH TO STABILIZE. If
3. ONCE ENTIRE SITE HAS BEEN STABILIZED AND PERMISSION GIVEN CONVERT SB -1 TO WET
DETENTION POND (BMP -1).
4. REMOVE EROSION CONTROL DEVICES AS PERMISION IS GIVEN FROM THE EROSION CONTROL
INSPECTOR. :as
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GRAPHIC SCALE
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HORIZONTAL: 1" = 200'
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1). CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING
UTILITIES ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2). CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES
USING FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3). ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4). SHORING WILL BE ACCORDING TO OSHA TRENCHING
STANDARDS PART 1926 SUBPART P, OR AS AMENDED.
C-3.11
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DATE
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TITLE
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REVISION
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TITLE
PHASE 2 EROSION
CONTROL
SHEET
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PLAN VIEW
SKIMMER SEDIMENT
BASIN DESIGN CRITERIA
DRAINAGE
AREA < 10 AC.
(ACRES)
MIN. INFLOW
LENGTH TO 2:1 STRUCTURE
WIDTH RATIO
MAX.
LENGTH TO 6:1
WIDTH RATIO
1800 AVERAGE AREA"
MIN. (CU. FT. WIDTH W - L
VOLUME PER AC.
REQUIRED DISTURBED)
AREA OF BASIN WATER
SURFACE AT TOP OF
SURFACE 325 PRINCIPAL SPILLWAY
AREA (SQ. FT.
REQUIRED PER CFS
Q10) CROSS-SECTION VIEW
INFLOW
STRUCTURE BAFFLES
DEWATERING
ZONE
FILTER FABRIC
SEDIMENT
STORAGE ZONE
NOTE: INITIAL BAFFLE MAY BE
SUBSTITUTED WITH RIPRAP/NO. 57 STONE CHECK DAM
10'
MIN.
EMBANKMENT
SKIMMER
DEWATERING
DEVICE
BAFFLES
V FREEBOARD
6" MIN. INVERT ELEVATION
OF EMERGENCY SPILLWAY
Z=5' MAX.
H=2' MI�
SKIMMER TRAP
NOTE
PLEASE REFER TO
NCESCPDM SECTION #6.60
FOR ADDITIONAL DESIGN
SPECIFICATIONS
REGARDING TEMPORARY
SEDIMENT TRAPS.
REFER TO NCESCPDM
SECTION #6.64 FOR
ADDITIONAL DESIGN
SPECIFICATIONS
REGARDING SKIMMER
SEDIMENT BASINS.
EMERGENCY
SPILLWAY
EMBANKMENT
:W=5'MIN.
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4 EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR
SKIMMER BASIN
NATURAL GROUND
W
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4" #5 WASHED STONE
LAYER OF FILTER FABRIC
(MIRAFI 70OX OR APPROVED EQUAL)
1' MIN.
NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP; AND LENGTH,
WIDTH, AND DEPTH OF APRON PER RIPRAP APRON
DATA BLOCK SHOWN BELOW.
2. REFER TO THE NORTH CAROLINA SEDIMENTATION AND
EROSION CONTROL MANUAL FOR RIPRAP APRON
DESIGN STANDARDS.
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE
APRON AND AROUND THE END OF THE PIPE OR
CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM
SLOPE OF 2:1 AND A HEIGHT NOT LESS THAN TWO
THIRDS THE PIPE DIAMETER OR CULVERT HEIGHT.
4. THERE SHALL BE NO OVERFLOW FROM THE END OF
THE APRON TO THE SURFACE OF THE RECEIVING
CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED
SHALL BE UNDERCUT SO THAT THE INVERT OF THE
APRON SHALL BE AT THE SAME GRADE (FLUSH) WITH
THE SURFACE OF THE RECEIVING CHANNEL. THE
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE
DOWNSTREAM END.
5. THE WIDTH OF THE END OF THE APRON SHALL BE
EQUAL TO THE BOTTOM WIDTH OF THE RECEIVING
CHANNEL. MAXIMUM TAPER TO RECEIVING 5:1.
6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED
TO 95% OR GREATER.
7. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED
IN THE RECEIVING SHALL NOT BE ALLOWED.
8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT
OF THE APRON WILL BE PERMITTED.
STRUCTURE
DESIGNATION
PI PE
DIAMETER
d5o RIPRAP
STONE
SIZE
L
BASIN
VOLUME
BASIN SURFACE
AREA
BASIN DIM.
10
26
30
22.5
B
FES -1
42
INCHES
22
26
15.75
B
BMP -1
36
8
20
23
TOP
B
SB -2
42
7
22
26
15.75
B
FES -83
15
DRAINAGE
DENUDED
11
13.5
B
HW -36
24
6
14
CLEANOUT
13.5
B
OF
WEIR
BASIN
AREA
AREA
Qio
REQUIRED
PROVIDED
REQUIRED
PROVIDED
L (FEET)
L/2
DEPTH H/2
H
(FEET)
T
(FEET)
Z
(FEET)
DAM
LENGTH
WL
SKIMMER
PIPE
SKIMMER
ORIFICE
(ACRES)
(ACRES)
(CUBIC FT)
(CUBIC FT.)
(SQ. FT.)
(SQ. FT.)
(FEET)
(FEET)
W
(FEET)
(FEET)
DIAMETER
DIAMETER
SK -1 (Phase 1)
1.93
1.93
7.99
3,474
4,145
2,597
2,664
72
37
1
2
1.5
3.5
5
5
1.5
1.25
SK -2 (Phase 1)
9.41
9.41
38.96
16,938
22,816
12,661
12,800
160
80
1
2
1.5
3.5
5
5
2.5
2.25
SK -3 (Phase 1)
3.87
3.87
16.02
6,966
1 7,464
1 5,207
1 5,253
103
51
1
1 2
1.5
1 3.5
5
1 5
2.5
1.5
SKIMMER BASIN
NATURAL GROUND
W
SII M RIP RAP M
ILII �I I� III=
II
t
4" #5 WASHED STONE
LAYER OF FILTER FABRIC
(MIRAFI 70OX OR APPROVED EQUAL)
1' MIN.
NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP; AND LENGTH,
WIDTH, AND DEPTH OF APRON PER RIPRAP APRON
DATA BLOCK SHOWN BELOW.
2. REFER TO THE NORTH CAROLINA SEDIMENTATION AND
EROSION CONTROL MANUAL FOR RIPRAP APRON
DESIGN STANDARDS.
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE
APRON AND AROUND THE END OF THE PIPE OR
CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM
SLOPE OF 2:1 AND A HEIGHT NOT LESS THAN TWO
THIRDS THE PIPE DIAMETER OR CULVERT HEIGHT.
4. THERE SHALL BE NO OVERFLOW FROM THE END OF
THE APRON TO THE SURFACE OF THE RECEIVING
CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED
SHALL BE UNDERCUT SO THAT THE INVERT OF THE
APRON SHALL BE AT THE SAME GRADE (FLUSH) WITH
THE SURFACE OF THE RECEIVING CHANNEL. THE
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE
DOWNSTREAM END.
5. THE WIDTH OF THE END OF THE APRON SHALL BE
EQUAL TO THE BOTTOM WIDTH OF THE RECEIVING
CHANNEL. MAXIMUM TAPER TO RECEIVING 5:1.
6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED
TO 95% OR GREATER.
7. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED
IN THE RECEIVING SHALL NOT BE ALLOWED.
8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT
OF THE APRON WILL BE PERMITTED.
STRUCTURE
DESIGNATION
PI PE
DIAMETER
d5o RIPRAP
STONE
SIZE
L
W
T
CLASS
HW -26
48
10
26
30
22.5
B
FES -1
42
7
22
26
15.75
B
BMP -1
36
8
20
23
18
B
SB -2
42
7
22
26
15.75
B
FES -83
15
6
10
11
13.5
B
HW -36
24
6
14
16
13.5
B
RIP RAP APRON
F�VV
NOTE:
SKIMMER IS TO BE A SURFACE DEWATERING
DEVICE SUCH AS FAIRCLOTH SKIMMER OR
APPROVED DEVICE.
T/F ROpF TO TOp
�qM
BARREL PIPE LONGER THAN SHOWN.
OUTLET END: NOT INCLUDED WITH SKIMMER (SUPPLIED
CONNECTION TO OUTLET BY USER).
PIPE OR RISER
FLEXIBLE JOINT (RADIATOR HOSE)
MAINTENANCE NOTES:
1. SKIMMER SHALL BE INSPECTED BY THE
FINANCIALLY RESPOSIBLE PARTY OR HIS
DESIGNATED AGENT WITHIN 24 HOURS AFTER
EACH RAIN EVENT EXCEEDING 1/2" (DAILY DURING
PROLONGED RAINFALL PERIODS) AND AT LEAST
WEEKLY REGARDLESS OF RAINFALL. CLEANING
AND MAINTENANCE NEEDED SHALL BE
PERFORMED IMMEDIATELY.
2. SHOULD THE SKIMMER BECOME CLOGGED WITH
DEBRIS OR SEDIMENT, PULL THE SKIMMER TO THE
SIDE OF BASIN WITH THE PULL ROPE AND CLEAN.
HEAVY EQUIPMENT SHOULD NOT BE USED TO
MOVE THE SKIMMER AND DRAIN LINES.
3. SEDIMENT DEPOSITS IN THE OUTLET ZONE OF THE
BASIN SHALL BE REMOVED WHEN THEY IMPAIR
THE SKIMMER FROM DRAINING THE BAIN. PULL
SKIMMER TO SIDE AND REMOVE SEDIMENT
DEPOSIT, THEN RESET SKIMMER TO DESIRED
LOCATION.
4. EXCAVATE A SHALLOW PIT UNDER THE SKIMMER
SO THAT IT WILL DRAIN THE ENTIRE BASIN.
SKIMMER SHOULD REST ON BOTTOM WITH A
POSITIVE DRAIN SO THAT WATER WILL NOT STAND
IN DRAIN PIPE AND FREEZE.
#5 WASHED STONE 6" MIN. THICK
X 3' MIN. HIGH
PERSPECTIVE VIEW
GENERAL NOTES:
1. GRAVEL AND RIP RAP FILTER BERM BASIN SHOULD BE
USED TO PROTECT EXISTING PIPE INVERTS THAT DRAIN
5 ACRES OR LESS.
2. DIMENSIONS SHOWN ARE THE MINIMUM ACCEPTED
UNLESS OTHERWISE NOTED.
3. CLEANOUT PRIOR TO SEDIMENT REACHING HALF OF
BERM HEIGHT.
STANDARD SKIMMER
CLASS I RIP RAP
FINISHED GRADE
CLASS I RIP RAP
i
VOLUME = 3600 CF PER ACRE DISTURBED TO
TOP OF BERM ELEVATION.
SURFACE AREA RQUIRED = 435 SF PER CFS
Q10.
GRAVEL AND RIP RAP FILTER BERM
STAPLE PATTERN GUIDE
8' WIDE ROLLS
NOTE
NOTE:
1. THE BAFFLE MATERIAL NEEDS TO BE SECURE AT THE BOTTOM AND
SIDES USING STAPLES OR BY TRENCHING AS FOR SILT FENCE.
2. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO
THIS SHOULD BE READILY ACCESSIBLE FOR MAINTENANCE. 3:1
SLOPES SUGGESTED AT ALL FLOW ENTRY POINTS FOR
EQUIPMENT ACCESS.
3. POROUS BAFFLES ARE REQUIRED ON ALL BASINS AND TRAPS PER
LATEST EDITION OF NCDENR EROSION CONTROL MANUAL.
1.50'
2.00'
4.00'
SUPPORT ROPE TO WIRE
TO PREVENT SAGGING STAKE TO SUPPORT WIRE
SUPPORT POST. 24" INTO
BOTTOM OR SIDE
CRITICAL POINTS
A. OVERLAP AND SEAMS
B. PROJECTED WATER LINE 6" MIN.
C. BOTTOM/SIDE SLOPE VERTICES
HORIZONTAL STAPLE SPACING SHOULD BE
ALTERED IF NECESSARY TO ALLOW STAPLES
TO SECURE THE CRITICAL POINTS ALONG
SURFACE.
`* IN LOOSE SOIL CONDITIONS, THE USE OF
STAPLE OR STAKE LENGTHS GREATER THAN 6"
MAY BE NECESSARY TO PROPERLY ANCHOR
THE RECP'S.
OUTLET ZONE
15% OF SURFACE AREA
SECOND CHAMBER
25% OF SURFACE AREA
FIRST CHAMBER
25% OF SURFACE AREA
INLET ZONE
35% OF SURFACE AREA
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COIR FIBER MESH OR SIMILAR MATERIAL. STAPLED
OR TRENCHED INTO BOTTOM OR SIDE.
INITIAL BAFFLE MAY
BE SUBSTITUTED WITH
RIPRAP/NO. 57 STONE
CHECK DAM.
POROUS BAFFLES DETAIL
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP'S), INCLUDING ANY NECESSARY APPLICATION OF
LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL -O -SEED DON NOT SEED PREPARED AREA. CELL -0 -SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE BY ANCHORING THE RECP'S IN A 6" DEEP X 6" WIDE TRENCH WITH APPROXIMATELY 12" OF RECP
EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH. ANCHOR THE RECP'S WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY
SEED TO COMPACTED SOIL AND FOLD REMAINING 12" PORTION OF RECP'S BACK OVER SEED AND COMPACTED SOIL. SECURE
RECP'S OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACE APPROXIMATELY 12" ACROSS THE WIDTH OF THE RECP'S.
3. ROLL CENTER RECP'S IN DIRECTION OF WATER FLOW IN THE BOTTOM OF CHANNEL. RECP'S WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL RECP'S MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN
APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM, STAPLES/STAKES SHOULD
BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. PLACE CONSECUTIVE RECP'S END OVER END (SINGLE STYLE) WITH A 4"-6" OVERLAP. USE A DOUBLE ROW OF STAPLES STAGGERED
4" APART AND 4" ON CENTER TO SECURE RECP'S
5. FULL LENGTH EDGE OF RECP'S AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY
12" APART IN A 6" DEEP X 6" WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
6. ADJACENT RECP'S MUST BE OVERLAPPED APPROXIMATELY 2"-5" (DEPENDING ON RECP'S TYPE) AND STAPLED.
7. IN HIGH FLOW APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT INTERVALS. USE A DOUBLE ROW OF
STAPLES STAGGERED 4" APART AND 4" ON CENTER OVER ENTIRE WIDTH OF CHANNEL.
8. THE TERMINAL END OF THE RECP'S MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" APART IN A 6" DEEP
X 6" WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
NOTE:
" IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" MAY BE NECESSARY TO PROPERLY
ANCHOR THE RECP'S.
12"
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-----------------
-------------
-- \
--------------------------------------
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=_ //�//\ _ _ _ - _- \ \ . . . .
-- ---- -- -- --- -- - -
O O
TEMPORARY LINER INSTALLATION
Town of Mooresville, North Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
Director of Engineering
Fre Department Date
Planning Department Date
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128 Talbert Road, Suite A
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STAPLE PATTERN GUIDE
8' WIDE ROLLS
NOTE
NOTE:
1. THE BAFFLE MATERIAL NEEDS TO BE SECURE AT THE BOTTOM AND
SIDES USING STAPLES OR BY TRENCHING AS FOR SILT FENCE.
2. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO
THIS SHOULD BE READILY ACCESSIBLE FOR MAINTENANCE. 3:1
SLOPES SUGGESTED AT ALL FLOW ENTRY POINTS FOR
EQUIPMENT ACCESS.
3. POROUS BAFFLES ARE REQUIRED ON ALL BASINS AND TRAPS PER
LATEST EDITION OF NCDENR EROSION CONTROL MANUAL.
1.50'
2.00'
4.00'
SUPPORT ROPE TO WIRE
TO PREVENT SAGGING STAKE TO SUPPORT WIRE
SUPPORT POST. 24" INTO
BOTTOM OR SIDE
CRITICAL POINTS
A. OVERLAP AND SEAMS
B. PROJECTED WATER LINE 6" MIN.
C. BOTTOM/SIDE SLOPE VERTICES
HORIZONTAL STAPLE SPACING SHOULD BE
ALTERED IF NECESSARY TO ALLOW STAPLES
TO SECURE THE CRITICAL POINTS ALONG
SURFACE.
`* IN LOOSE SOIL CONDITIONS, THE USE OF
STAPLE OR STAKE LENGTHS GREATER THAN 6"
MAY BE NECESSARY TO PROPERLY ANCHOR
THE RECP'S.
OUTLET ZONE
15% OF SURFACE AREA
SECOND CHAMBER
25% OF SURFACE AREA
FIRST CHAMBER
25% OF SURFACE AREA
INLET ZONE
35% OF SURFACE AREA
W
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COIR FIBER MESH OR SIMILAR MATERIAL. STAPLED
OR TRENCHED INTO BOTTOM OR SIDE.
INITIAL BAFFLE MAY
BE SUBSTITUTED WITH
RIPRAP/NO. 57 STONE
CHECK DAM.
POROUS BAFFLES DETAIL
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP'S), INCLUDING ANY NECESSARY APPLICATION OF
LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL -O -SEED DON NOT SEED PREPARED AREA. CELL -0 -SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE BY ANCHORING THE RECP'S IN A 6" DEEP X 6" WIDE TRENCH WITH APPROXIMATELY 12" OF RECP
EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH. ANCHOR THE RECP'S WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY
SEED TO COMPACTED SOIL AND FOLD REMAINING 12" PORTION OF RECP'S BACK OVER SEED AND COMPACTED SOIL. SECURE
RECP'S OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACE APPROXIMATELY 12" ACROSS THE WIDTH OF THE RECP'S.
3. ROLL CENTER RECP'S IN DIRECTION OF WATER FLOW IN THE BOTTOM OF CHANNEL. RECP'S WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL RECP'S MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN
APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM, STAPLES/STAKES SHOULD
BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. PLACE CONSECUTIVE RECP'S END OVER END (SINGLE STYLE) WITH A 4"-6" OVERLAP. USE A DOUBLE ROW OF STAPLES STAGGERED
4" APART AND 4" ON CENTER TO SECURE RECP'S
5. FULL LENGTH EDGE OF RECP'S AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY
12" APART IN A 6" DEEP X 6" WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
6. ADJACENT RECP'S MUST BE OVERLAPPED APPROXIMATELY 2"-5" (DEPENDING ON RECP'S TYPE) AND STAPLED.
7. IN HIGH FLOW APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT INTERVALS. USE A DOUBLE ROW OF
STAPLES STAGGERED 4" APART AND 4" ON CENTER OVER ENTIRE WIDTH OF CHANNEL.
8. THE TERMINAL END OF THE RECP'S MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" APART IN A 6" DEEP
X 6" WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
NOTE:
" IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" MAY BE NECESSARY TO PROPERLY
ANCHOR THE RECP'S.
12"
-L,
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.
-----------------
-------------
-- \
--------------------------------------
. .
. ....... /\/\
=_ //�//\ _ _ _ - _- \ \ . . . .
-- ---- -- -- --- -- - -
O O
TEMPORARY LINER INSTALLATION
Town of Mooresville, North Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
Director of Engineering
Fre Department Date
Planning Department Date
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6"
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.WSP
128 Talbert Road, Suite A
Mooresville, NC 28117
[phone]
www.wspgroup.com/usa
SEAL
Q26'926 �
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NC Lk Lr,4vlC # F-08�
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BY
DATE
REVISION
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06/19/15
PER TOWN COMMENTS
NO.
BY
DATE
REVISION
1
JB
06/19/15
PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
EROSION AND SEDIMENT
CONTROL DETAILS
SHEET
C
-3m 17

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MAINTENANCE NOTES:
1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE
PARTY OR HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY
DURING PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE
IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END
OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY, THE
FABRIC SHALL BE REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT OR SILT
FENCE SHOULD BE REPLACED. THEY MUST BE REMOVED WHEN DEPOSITS REACH
APPROX. HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS
REMAINING IN PLACE AFTER THE SILT FENCE IS REMOVED SHALL BE DRESSED TO
CONFORM TO THE EXISTING GRADE, PREPARED AND SEEDED.
MAINTENANCE NOTES:
1. STONE OUTLETS SHALL BE INSPECTED BY THE
FINANCIALLY RESPOSIBLE PARTY OR HIS DESIGNATED
AGENT WITHIN 24 HOURS AFTER EACH RAIN EVENT
EXCEEDING 1/2" (DAILY DURING PROLONGED RAINFALL
PERIODS) AND AT LEAST WEEKLY REGARDLESS OF
RAINFALL. CLEANING AND MAINTENANCE NEEDED
SHALL BE PERFORMED IMMEDIATELY.
2. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER
EACH STORM EVENT AND DISPOSED OF IN AN
APPROVED LOCATION. ANY CONTAMINATED STONE
ON THE FACE OF THE OUTLET SHALL BE REMOVED
AND REPLACED WITH CLEAN WASHED STONE.
NOTE
SEDIMENT CONTROL STONE SHALL BE NO.5 OR
NO.57 STONE.
STONE OUTLETS TO BE USED AT ALL LOW
POINTS IN SILT FENCE RUNS.
HARDWARE CLOTH
ON WIRE FENCE
2
2.7 1
LS
SEDIMENT FSO
SEDIMENT
CONTROL
STONE LAYER OF FILTER FABRIC
(MIRAFI 70OX OR APPROVED EQUAL)
CROSS SECTION
GENERAL NOTES:
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF 32" IN WIDTH
AND SHALL HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY
SPACING.
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO
REMAIN FOR A PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE
SELF -FASTENER ANGLE STEEL TYPE.
4. BURY SKIRT WITH COMPACTED SOIL.
5. TURN SILT FENCE UP SLOPE AT ENDS.
6. WHEN FABRIC IS USED WITH WIRE MESH 8' CENTERED POSTS
MAY BE USE.
TEMPORARY SILT FENCE
0
J
W„
SEDIMENT CONTROL STONE SEE CHART
SILT FENCE
STEEL POST
TOP VIEW
HARDWARE CLOTH
! Kl \A/IOC CCAII�C
STAPLE ALONG " " "
EDGE ,"............
WOOD STAKE, 9" STRAW WATTLE ........ "
". `.'. �.".�.
. .
" y '
°c ...a...
Q ,
STAPL
y
.".".`.` EDGE EALONG
CHANNEL BLANKET
STAKE TO BE PLACE AT
TOE OF SLOPE. BOTH SIDES
GENERAL NOTES:
HARDWARE CLOTH
ON WIRE FENCE 1. WATTLES MAY BE USED IN SLOPING DITCHES OR
CHANNELS TO SLOW VELOCITY OR TO CREATE
SEDIMENT TRAPS.
SILT FENCE
1 FT. OVERLAP SILT
FENCE AND
HARDWARE CLOTH
(W) WIDTH OF OPENINGS FOR
SILT FENCE OUTLETS:
WIDTH DRAINAGE AREA
4 FT 1 AC.
6 FT 2 AC.
9 P Jnr
SILT FENCE STONE OUTLET
TEMPORARY SEEDING FOR WARM AND COOL SEASON
EARLY SUMMER SEASON STEEP SLOPES
SEEDING
MIXTURE
40 LBS/ACRE OF GERMAN MILLET
80 LBS/ACRE OF TALL FESUE
WATTLE
Q=
MAY 1 - AUGUST 15
October 25 - December 30
SEEDING
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
WOOD STAKE
DATES
TO EXTEND SPRING SEEDING INTO JUNE, ADD 15
LBS/ACRE OF ANNUAL KOBE LESPEDEZA.
DATES
APPLY 4000 LBS/ACRE STRAW OR EQUIVALENT
APPLY 4000 LBS/ACRE STRAW OR EQUIVALENT
North American
Green Specification
HYDROSEEDING.
0�
WOOD STAKE TO ONLY
APPLY LIME AND FERTILIZER PER SOIL TESTS, OR 2000
APPLY LIME AND FERTILIZER PER SOIL TESTS, OR 2000
AMENDMENTS
LBS/ACRE LIMESTONE AND 750 LBS/ACRE 10-10-10
PENETRATE NETTING
AMENDMENT
FERTILIZER.
STEEL POST
P300
10-10-10 FERTILIZER.
10-10-10 FERTILIZER.
0.60
VARIABLE AS DIRECTED BY THE ENGINEER
�
FLOW
TOP OF BLANKET
4.29
5.46
FILTER FABRIC (6' MAX.)
KA
o�O
0
1
P300
None
TD -3
0.60
5.42
U
0.37
1.20
1.53
LINING
3:1
wWOVEN FILTER
CHANNEL
Straw
None
M m
9�0 FABRIC
BOTTOM
z>
NOTES:
3.45
4.39
3:1
3:1
1. TEMPORARY LINING C75BN, C125BN, P300 SHALL
1.5
Straw
None
TD -5
d 1 BE NORTH AMERICAN GREEN OR APPROVED
5.42
6.90
1.09
3.54
EQUAL.
3:1
W--�-�-� -�- �-
- -�-� 1= �- ��--===�=T=� TITS
0
1
c
2. STRAW SHALL BE TACKED DOWN WITH SPRAYED
None
=T=�
0.60
5.42
TACK COAT.
2.61
ANCHOR SKIRT o I=-I I I -I I I -I I I -I I I-I� I I -I III III-� 1=I - -� -� -� �- - �� �� I
I I' IIT=I
10.81
3:1
3. SEE WATTLE DETAIL FOR WATTLE SPACING
0
I1=
4" MIN. WIDTH iv II IIITIIIII�IIIII- - II-IIIIiIIII-III�II-IIIIIIIII - -I
P300
None
FILTER FABRIC ( USE W/ RIP RAP)
MAINTENANCE NOTES:
1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE
PARTY OR HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY
DURING PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE
IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END
OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY, THE
FABRIC SHALL BE REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT OR SILT
FENCE SHOULD BE REPLACED. THEY MUST BE REMOVED WHEN DEPOSITS REACH
APPROX. HALF THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS
REMAINING IN PLACE AFTER THE SILT FENCE IS REMOVED SHALL BE DRESSED TO
CONFORM TO THE EXISTING GRADE, PREPARED AND SEEDED.
MAINTENANCE NOTES:
1. STONE OUTLETS SHALL BE INSPECTED BY THE
FINANCIALLY RESPOSIBLE PARTY OR HIS DESIGNATED
AGENT WITHIN 24 HOURS AFTER EACH RAIN EVENT
EXCEEDING 1/2" (DAILY DURING PROLONGED RAINFALL
PERIODS) AND AT LEAST WEEKLY REGARDLESS OF
RAINFALL. CLEANING AND MAINTENANCE NEEDED
SHALL BE PERFORMED IMMEDIATELY.
2. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER
EACH STORM EVENT AND DISPOSED OF IN AN
APPROVED LOCATION. ANY CONTAMINATED STONE
ON THE FACE OF THE OUTLET SHALL BE REMOVED
AND REPLACED WITH CLEAN WASHED STONE.
NOTE
SEDIMENT CONTROL STONE SHALL BE NO.5 OR
NO.57 STONE.
STONE OUTLETS TO BE USED AT ALL LOW
POINTS IN SILT FENCE RUNS.
HARDWARE CLOTH
ON WIRE FENCE
2
2.7 1
LS
SEDIMENT FSO
SEDIMENT
CONTROL
STONE LAYER OF FILTER FABRIC
(MIRAFI 70OX OR APPROVED EQUAL)
CROSS SECTION
GENERAL NOTES:
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF 32" IN WIDTH
AND SHALL HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY
SPACING.
2. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO
REMAIN FOR A PERIOD OF MORE THAN 30 DAYS.
3. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE
SELF -FASTENER ANGLE STEEL TYPE.
4. BURY SKIRT WITH COMPACTED SOIL.
5. TURN SILT FENCE UP SLOPE AT ENDS.
6. WHEN FABRIC IS USED WITH WIRE MESH 8' CENTERED POSTS
MAY BE USE.
TEMPORARY SILT FENCE
0
J
W„
SEDIMENT CONTROL STONE SEE CHART
SILT FENCE
STEEL POST
TOP VIEW
HARDWARE CLOTH
! Kl \A/IOC CCAII�C
STAPLE ALONG " " "
EDGE ,"............
WOOD STAKE, 9" STRAW WATTLE ........ "
". `.'. �.".�.
. .
" y '
°c ...a...
Q ,
STAPL
y
.".".`.` EDGE EALONG
CHANNEL BLANKET
STAKE TO BE PLACE AT
TOE OF SLOPE. BOTH SIDES
GENERAL NOTES:
HARDWARE CLOTH
ON WIRE FENCE 1. WATTLES MAY BE USED IN SLOPING DITCHES OR
CHANNELS TO SLOW VELOCITY OR TO CREATE
SEDIMENT TRAPS.
SILT FENCE
1 FT. OVERLAP SILT
FENCE AND
HARDWARE CLOTH
(W) WIDTH OF OPENINGS FOR
SILT FENCE OUTLETS:
WIDTH DRAINAGE AREA
4 FT 1 AC.
6 FT 2 AC.
9 P Jnr
SILT FENCE STONE OUTLET
TEMPORARY SEEDING FOR WARM AND COOL SEASON
EARLY SUMMER SEASON STEEP SLOPES
SEEDING
MIXTURE
40 LBS/ACRE OF GERMAN MILLET
80 LBS/ACRE OF TALL FESUE
120 LBS/ACRE RYE (GRAIN)
80 LBS/ACRE TALL FESUE
Q=
MAY 1 - AUGUST 15
October 25 - December 30
SEEDING
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
BETWEEN DECEMBER 30 - FEBRUARY 15, ADD 50
DATES
TO EXTEND SPRING SEEDING INTO JUNE, ADD 15
LBS/ACRE OF ANNUAL KOBE LESPEDEZA.
DATES
APPLY 4000 LBS/ACRE STRAW OR EQUIVALENT
APPLY 4000 LBS/ACRE STRAW OR EQUIVALENT
North American
Green Specification
HYDROSEEDING.
HYDROSEEDING.
SEEDING
APPLY LIME AND FERTILIZER PER SOIL TESTS, OR 2000
APPLY LIME AND FERTILIZER PER SOIL TESTS, OR 2000
AMENDMENTS
LBS/ACRE LIMESTONE AND 750 LBS/ACRE 10-10-10
LBS/ACRE LIMESTONE AND 750 LBS/ACRE 10-10-10
AMENDMENT
FERTILIZER.
FERTILIZER.
SEEDING SCHEDULE (SEASONAL)
GENTLE SLOPES STEEP SLOPES
SEEDING
MIXTURE
80 LBS/ACRE OF TALL FESUE
100 LBS/ACRE TALL FESCUE
30 LBS/ACRE SERICEA LESPEDEZA (UNSCARIFIED
AFTER AUGUST 15)
10 LBS/ACRE KOBE LESPEDEZA
Q=
FALL: AUGUST 25 - OCTOBER 15
FALL: AUGUST 25 - OCTOBER 15
10 yr Flow
(cfs)
LATE WINTER: FEBRUARY 15 - APRIL 15
LATE WINTER: FEBRUARY 15 - APRIL 15
SEEDING
TO EXTEND SPRING SEEDING INTO JUNE, ADD 15
TO EXTEND SPRING SEEDING INTO JUNE, ADD 15
DATES
LBS/ACRE HULLED BERMUDAGRASS
LBS/ACRE HULLED BERMUDAGRASS
North American
Green Specification
OVERSEEDING OF KOBE LESPEDEZA OVER
OVERSEEDING OF KOBE LESPEDEZA OVER
5.42
FALL -SEEDED TALL FESCUE IS VERY EFFECTIVE.
FALL -SEEDED TALL FESCUE IS VERY EFFECTIVE.
SEEDING
APPLY LIME AND FERTILIZER PER SOIL TESTS, OR
APPLY LIME AND FERTILIZER PER SOIL TESTS, OR
AMENDMENT
4000 LBS/ACRE LIMESTONE AND 1000 LBS/ACRE
4000 LBS/ACRE LIMESTONE AND 1000 LBS/ACRE
P300
10-10-10 FERTILIZER.
10-10-10 FERTILIZER.
NOTE 1
GROUND COVER: PROTECTIVE COVER MUST BE ESTABLISHED ON ALL DISTURBED AREAS WITHIN 21 CALENDAR
DAYS AFTER LAND DISTURBING ACTIVITY IS COMPLETED OR HAS TEMPORARILY CEASED.
NOTE 2
GRADED SLOPES AND FILLS: PROTECTIVE COVER MUST BE ESTABLISHED ON ALL GRADED SLOPES AND FILLS WITHIN 21
CALENDAR DAYS AFTER A PHASE OF GRADING IS COMPLETED OR HAS TEMPORARILY CEASED.
SEEDING SCHEDULE
FRONT VIEW
EXF
RE:
SPACING
SLOPES <1% = 140'
SLOPES 1 % - 1.5% = 70'
SLOPES 1.5% - 2% = 50'
SLOPES 2% - 2.5% = 35'
SLOPES 2.5% - 3% = 30'
SLOPES 3% - 5% = 20'
SLOPES 5% - 7% = 15'
SLOPES > 7% = 10'
WATTLE DETAIL
STAFFORD "W DITCH TABLE
Ditch #
BY
DATE
Q=
2 yr Flow
(cfs)
10 yr Flow
(cfs)
Side Slopes
Bottom
Width (ft)
Ditch Depth
off Berm (ft)
Temporary Liner
Permanent Liner
C 12 110 A
Left Right
North American
Green Specification
North American
Green Specification
TD -1
0.60
5.42
6.90
0.77
2.50
3.19
3:1
3:1
0
1
P300
None
TD -2
0.60
5.42
1 6.90
1.32
4.29
5.46
3:1
3:1
0
1
P300
None
TD -3
0.60
5.42
6.90
0.37
1.20
1.53
3:1
3:1
0
1
Straw
None
TD -4
0.60
5.42
6.90
1.06
3.45
4.39
3:1
3:1
0
1.5
Straw
None
TD -5
0.60
5.42
6.90
1.09
3.54
4.51
3:1
3:1
0
1
P300
None
TD -6
0.60
5.42
6.90
2.61
8.49
10.81
3:1
3:1
0
1
P300
None
PDA
0.60
5.42
6.90
3.36
10.93
13.91
3:1
3:1
0
1.5
P300
Grass
PD -2
0.60
5.42
6.90
0.75
2.44
3.11
3:1
3:1
0
1
P300
Grass
PD -3
0.60
5.42
6.90
0.95
3.09
3.93
3:1
3:1
0
1
P300
Grass
PD -4
0.60
5.42
6.90
0.22
0.72
0.91
3:1
3:1
2
1
S75
Grass
Jlt I AL r'UJ I J Z --U-- IIV UKUUNU
GALVANIZED HARDWARE WIRE
EXTENDS TO TOP OF BOX
�� °
-C�00
w ��C o �o�
41CIDff�0DOO(D-.010 0Do°4ioUaQ)Mzq0Cq00(�0
-------
NOTE:
1. INSPECT INLET PROTECTION AND REMOVE SEDIMENT
AFTER EACH RAIN EVENT. GRAVEL SHOULD BE REPLACED # 57 WASHED STONE PLACED TO A HEIGHT OF 12"-18" MINIMUM ABOVE TOP OF BOX
AND REPAIRS MADE AS NEEDED.
INSTALLATION DETAIL
2 EA
DUMP STRF
EXPANSI
RESTRAI
SACK DETAIL
INLET PROTECTION
1" REBAR FOR BAG
REMOVAL FROM INLET
OPTIONAL OVERFLOW
S I LTSAC K®
DUMP LOOPS
CATCH BASIN SILTSACK
CURB
OPENING
FOAM
CROSS SECTION GEOMETRY OF TEMPORARY
AND PERMANENT DIVERSION CHANNELS
1.5' MIN.
18" FLEXIBLE PIPE
TIE DOWN
(10' MAX SPACING) ,
4' (MIN)-
*AT LESS THAN 1 % SLOPE TIE DOWN AT END
LENGTH AS NECESSARY
TO GO THRU DIKE
4' MIN.
1F
PROFILE
18" PIPE
a•
a r
a
If
STAKES
EXTEND TO EDGE OF a a �a
DISTURBANCE a a a
� � a
a �
a a a a
RIP -RAP APRON
o a
a
a a
a �
CONSTRUCTION SPECIFICATIONS:
1. THE TOP OF THE EARTH DIKE OVER THE INLET PIPE AND
THOSE DIKES CARRYING WATER TO THE PIPE SHALL BE AT
LEAST 1.5 FEET HIGHER AT ALL POINTS THAN THE TOP OF
THE INLET PIPE.
2. THE PIPE SHALL BE FLEXIBLE WITH WATER TIGHT
CONNECTING BANDS. FLEXIBLE PIPE SHOULD BE STAKED
ON EITHER SIDE.
3. A RIP RAP APRON SHALL BE PROVIDED AT THE OUTLET, IF
EMPTYING INTO A DISTURBED AREA.
FLEXIBLE PIPE SLOPE DRAIN
RIP RAP AND
WASHED STONE
FILTER BERM
SEDIMENT PIT
RIP RAP AND
WASHED STONE
FILTER BERM
SEDIMENT PIT
(NOT REQUIRED IF BASIN
IS DONWSTREAM OF PIPE
OUTLET.)
EARTH DIKE
Town of Mooresville, North Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
Director of Engineering
Fre Department Date
Planning Department Date
128 Talbert Road, Suite A
Mooresville, NC 28117
[phone]
www.wspgroup.com/usa
CAR�� ���
oo- �f .
too
'S1AL
Q26'926 �
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D
BY
DATE
REVISION
0
Uj
a=
�
Q
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Q
2
LL�
r
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1
JB
06/19/15
PER TOWN COMMENTS
NO.
BY
DATE
REVISION
1
JB
06/19/15
PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
EROSION AND SEDIMENT
CONTROL DETAILS
SHEET
C-3018

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GENERAL NOTES:
1. AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION
AND ROOT MAT. THE POOL AREA SHALL BE CLEARED.
REMOVABLE TRASH RACK IS OPTIONAL
FOR EASE IN MAINTENANCE. 2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER WOODY
VEGETATION AS WELL AS OVERSIZED STONES, ROCKS, ORGANIC MATERIAL OR OTHER
SPILLWAY OBJECTIONABLE MATERIAL. THE EMBANKMENT SHALL BE COMPACTED BY TRAVERSING WITH
ANTI -VORTEX PLATE EQUIPMENT WHILE BEING CONSTRUCTED. SPILLWAYS SHOULD NOT BE CONSTRUCTED THROUGH
TOP OF DAM FILL SECTIONS.
BOLTED TO RCP/CMP RISER TRASH RACK
3. SEDIMENT SHALL BE REMOVED AND BASIN RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE
1 1 SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE BASIN. REMOVED
SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA IN SUCH A MANNER THAT IT WILL NOT
3 - -I 3
ERODE.
SECTION A -A
WL
(10' MIN.) 4. THE BASIN SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NECESSARY.
TRASH RACK 5. CONSTRUCTION OPERATION SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION AND
EMERGENCY SPILLWAY WATER POLLUTION IS MINIMIZED.
W
6. ALL CUT AND FILL SLOPES SHALL BE 2:1 OR FLATTER.
TRASH RACK 7. IF SEDIMENT BASIN IS IN USE 15 DAYS OR LONGER, EMBANKMENTS SHOULD BE SEEDED OR
TOP OF DAM RIP -RAP APRON OTHERWISE PROPERLY STABILIZED.
DESIGN HIGH-WATER III=1 I -III= (SEE TABLE)
SPILLWAY CREST III _- 8. STORAGE AREA IS SHOWN AS RECTANGULAR FOR ILLUSTRATIVE PURPOSES ONLY, AND MAY BE
CONSTRUCTED IN ANY SHAPE PROVIDED THE MINIMUM VOLUME & SURFACE AREA REQUIREMENTS
A -I-III-III I I -I I -III ARE MET. THE BASIN SHOULD ALSO BE ORIENTED SUCH THAT THE FILTER AND THE MAIN FLOW OF
ANTI -VORTEX PLATE -III-III-I I -III-III-III WATER AND SEDIMENT ARE ON OPPOSITE ENDS ON THE LONGER BASIN DIMENSIONS. FLOW
SHOULD BE DIRECTED TO THE INLET ZONE OF THE BAFFLE SYSTEM. WHERE MULTIPLE FLOWS
III -I I -III -1 I I I=I ARE DIRECTED TO A BASIN, A SET OF POROUS BAFFLES SHALL BE ERECTED AND MAINTAINED FOR
I I -I I=III 1=I EACH FLOW WITH BAFFLE ZONE AREAS APPORTIONED TO THE FLOW ENTERING EACH INLET ZONE.
ISI-ISI=1 �-
RISER CREST 3 I 3 9. REQUIRED STORAGE IS 1800 CUBIC FEET OF STORAGE VOLUME PER DENUDED ACRE.
RECOMMENDED STORAGE IS 3600 CUBIC FEET OF STORAGE PER ACRE DISTURBED.
A RISER
CLEAN OUT STAKE -
_ -I I I -I I I= 10. THE LENGTH OF THE STONE OUTLET (SPILLWAY) IS TO BE BASED ON A 25 YEAR STORM.
VARIES I I I -I I I -I 11=III-- 11. WHENEVER TOPOGRAPHY ALLOWS, THE BASIN LENGTH SHOULD BE TWICE (2X) THE BASIN WIDTH,
TO ALLOW FOR SETTLING.
/ I I=1 I=1 I=1 1=III=1 I -I I -I I -III -I Ill 'III 12 CLEANOUT
AKES SHALL BE MARKED SHOWING THE HALBASINS O BASIN.
F FULL, CLEANOUT T
ANOUT PO, OF THE BASIN
THE ST
CLEAN OUT ELEv.\\ / III=1 I I �I � II I II � 111,1 I I„ I I I-� I I-III-III=1 I I-
\\ / 13. SAFETY FENCING THIGH SHOULD BE PLACED AROUND ALL SEDIMENT BASINS AND OR WARNING
a \ / DISCHARGE PIPE SIGNS IF TRESPASSING IS LIKELY.
/
BOTTOM OF BASIN (BARREL) 14. FOR DESIGN OF RISER TYPE SEDIMENT BASINS, REFER TO THE NORTH CAROLINA DEPARTMENT OF
o a , ENVIRONMENTAL & NATURAL RESOURCES MANUAL (LATEST EDITION).
•� ° • ANTI -SEEP JOINT (TYP.) 15. SEE POROUS BAFFLE DETAIL FOR SIZING AND PLACEMENT TO BAFFLE ZONES IN BASIN.
CONNECT SKIMMER TO
EMERGENCY DRAIN
SEDIMENT BASIN
BASIN VOLUME BASIN SURFACE AREA I BASIN DIM.
INCHES
ANTI FLOTATION
CLEAN WEIR
DRAINAGE DENUDED OUT H Y Z TOP OF LENGTH BOTTOM SKIMMER SKIMMER BARREL RISER ANTI -STEEP
BASIN AREA AREA Q10 REQUIRED PROVIDED REQUIRED PROVIDED L L/2 DEPTH DAM W OF DAM SIZE SIZE COLLARS
(ACRES) (ACRES) (CUBIC FT) (CUBIC FT.) (SQ. FT.) (SQ. FT.) (FEET) (FEET) Z/4 (FEET) (FEET) (FEET) (FEET) WL ELEV. PIPE ORIFICE MATERIAL MATERIAL D S
(FEET) (FEET) DIAMETER DIAMETER
Town of Mooresville, North Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
SB -1 (Phase 1 & 2) (BMP 1) 55.30 45.50 137.6 Per 99,540 352,794 Per 59,939 60,852 Per Irregular Shape 2.9 12.6 14.1 11.6 10 20 740 6 4.75 36" RCP 4'x4' CONC 6'x6'x1' 1 6
HydroCAD BMP Calc. BMP Calc. See Sheet C-8.0
SB -2 (Phase 1) 18.86 17.36 78.08 31,248 164,616 34,012 34,060 262 130 1 5.5 7 4 10 12 795 4 2.75 42" CMP 54" CMP 6.5 FT CMP 1 5.5
v
v
PHASE 3 FRONT
DRAINAGE PATTERN
EROSION CONTROL FOR LOTS
TEMPORARY SILT
FENCE (TYP)
SF
DRAINAGE SWALE
v CONSTRUCTION
ENTRANCE
RIGHT OF WAY
n
SEDIMENT BASIN
k-- DRAINAGE SWAL
A
TEMPORARY SILT
FENCE (TYP)
PHASE 3 REAR
DRAINAGE PATTERN
ZUCTION
ICE
RIGHT OF WAY
F'I IHJt 15 UUMMINH I IUIN "" I I - 1 1 "
DRAINAGE PATTERN ENTRANCE
TEMPORARY SILT
FENCE (TYP)
1 j
DCO)
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Director of Engineering Date
Fire Department Date
Planning Department
N OTES:
1. A STABILIZED ENTRANCE PAD OF RAIL ROAD BALLAST (2-3- MINIMUM) SHALL BE LOCATED WHERE
TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET.
2. FILTER FABRIC OR COMPACTED NCDOT ABC STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE-
3.'
NTRANCE.3.' THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT
ONTO PUBLIC STREETS OR EXISTING PAVEMENT THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL
STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ANY SEDIMENT SPELLED. DROPPED, WASHED. OR TRACKED ONTO STREETS MUST BE REMOVED IMMEDIATELY.
5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBUC STREET. WHEN
WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT BASIN.
EXISTING GROUND'
N
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SOIL STABIUZAnoN FABRIC
UNDER RAILROAD BALLAST
PUBLIC STREET
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06/19/15
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PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
EROSION AND SEDIMENT
CONTROL DETAILS
SHEET
C-3019

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GENERAL CONSTRUCTION NOTES:
APPROVAL OF THE PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES.
WHEN FIELD CONDITIONS WARRANT OFF-SITE GRADING, PERMISSION MUST BE OBTAINED
FROM THE AFFECTED PROPERTY OWNERS.
2. ALL CONTOURS AND SPOT ELEVATIONS REFLECT FINISHED GRADES INCLUDING ASPHALT.
REFER TO PAVEMENT CROSS SECTION DATA TO ESTABLISH CORRECT SUBBASE OR
AGGREGATE BASE COURSE ELEVATIONS TO BE COMPLETED UNDER THIS CONTRACT.
3. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY TO TRANSITION BACK TO
EXISTING GRADE.
4. CONTRACTOR SHALL IMMEDIATELY REPORT TO OWNER OR ENGINEER ANY DISCREPANCIES
FOUND BETWEEN ACTUAL FIELD CONDITIONS AND CONSTRUCTION DOCUMENTS AND SHALL
WAIT FOR INSTRUCTION PRIOR TO PROCEEDING.
5. ALL EARTH FILL TO BE COMPACTED TO MINIMUM 95% OF STD. PROCTOR MAXIMUM DRY
DENSITY.
6. TOP 12" OF SUBGRADE OF BUILDING PADS TO BE COMPACTED TO MINIMUM 100% OF STD.
PROCTOR MAXIMUM DRY DENSITY.
7. ALL RCP CULVERTS TO BE MINIMUM CLASS III RCP WITH TONGUE AND GROOVE OR BELL AND
SPIGOT WATERPROOF JOINTS. JOINT MATERIAL SHALL BE BUTYL RUBBER MASTIC PER
FSS -SS -S-00210.
8. HDPE CULVERTS TO BE CORRUGATED, SMOOTH-WALLED IN ACCORDANCE WITH ASSHTO
M294 TYPE S.
9. SUBGRADE OF ROADS TO BE PROOF ROLLED PRIOR TO STONE PLACEMENT.
10. ABC STONE TO BE COMPACTED TO 100% OF STD. PROCTOR.
11. BITUMINOUS PAVEMENT BASE COURSE TO BE COMPACTED TO A DENSITY OF 90%.
BITUMINOUS PAVEMENT. INTERMEDIATE COURSE SHALL BE COMPACTED TO A DENSITY OF
95%. BITUMINOUS SURFACE COURSE TO BE COMPACTED TO A DENSITY OF 95%.
12. ALL CONCRETE FOR SIDEWALKS AND CURBS SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE
STRENGTH OF 3600 PSI. THE CONCRETE MIX AND CONSTRUCTION SHALL BE IN ACCORDANCE
WITH NCDOT STANDARD SPECIFICATIONS.
13.ALL CATCH BASINS, DROP INLETS, AND JUNCTION BOXES SHALL BE CONSTRUCTED PER
TOWN OF MOORESVILLE AND NCDOT STANDARDS.
14.RETAINING WALL DESIGN TO BE PROVIDED BY CONTRACTOR'S WALL DESIGN ENGINEER.
RETAINING WALL DRAWINGS TO BE PROVIDED TO ENGINEER FOR REVIEW AND APPROVAL.
15.SEE SHEET C-0.1 FOR ADDITIONAL NOTES.
16.REFER TO C-7 SERIES FOR ROAD PLAN AND PROFILES.
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1). CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING
UTILITIES ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2). CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES
USING FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3). ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4). SHORING WILL BE ACCORDING TO OSHA TRENCHING
STANDARDS PART 1926 SUBPART P, OR AS AMENDED.
GRAPHIC SCALE
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HORIZONTAL: 1" = 200'
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TITLE
OVERALL GRADING PLAN
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PROJECT #: 11440038 DATE: 2/27/2015
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TITLE
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TITLE
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SHEET
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January 2009
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January 2009
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January 2009
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.. STANDARD DETAIL
PLAN, END, SKEWED VIEW AND
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NC LICENSE # F-0891
D
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REVISION
0
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REVISION
11
JB
C&'i'/11H'/ 5
PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
STORM DETAILS
SHEET
C
-4m 12

STRUCTURE TABLE
STRUCTURE
RIM
INVERT
DI -15
787.64'
INV IN = PIPE -87 = 758.52'
CB -5
765.95'
INV IN = PIPE -07 = 761.59'
DI -25
809.12'
INV OUT = PIPE -06 = 758.32'
CB -6
765.95'
INV OUT = PIPE -07 = 761.70'
CB -48
784.43'
INV IN = PIPE -10 = 773.16'
CB -10
779.30'
INV IN= PIPE -11 = 770.42'
CB -49
792.56'
INV OUT = PIPE -09 = 770.22'
CB -11
779.30'
INV OUT = PIPE -10 = 774.15'
DI -33
784.46'
INV IN = PIPE -12 = 780.61'
CB -12
787.84'
INV IN = PIPE -14 = 779.31'
CB -51
794.44'
INV OUT = PIPE -11 = 779.11'
DI -34
790.52'
INV IN = PIPE -80 = 781.16'
CB -13
787.84'
INV OUT = PIPE -83 = 785.99'
CB -52
796.41'
INV OUT = PIPE -12 = 780.96'
DI -40
793.31'
INV IN = PIPE -15 = 792.39'
CB -16
797.70'
INV IN = PIPE -16 = 790.48'
DI -41
798.11'
INV OUT = PIPE -14 = 789.41'
CB -17
797.70'
INV OUT = PIPE -15 = 793.27'
DI -42
794.94'
INV IN = PIPE -19 = 797.27'
CB -18
805.84'
INV IN = PIPE -17 = 799.10'
DI -42A
800.23'
INV OUT = PIPE -16 = 797.07'
DI -61
799.52'
INV IN = PIPE -18 = 803.22'
CB -19
809.31'
INV IN = PIPE -88 = 806.46'
DI -77
809.73'
INV OUT = PIPE -17 = 803.02'
CB -20
809.30'
INV OUT = PIPE -18 = 803.66'
DI -78
815.80'
INV IN = PIPE -21 = 798.24'
CB -21
806.67'
INV IN = PIPE -20 = 801.31'
DI -80
809.75'
INV OUT = PIPE -19 = 798.04'
CB -22
806.67'
INV OUT = PIPE -20 = 801.75'
CB -58
803.51'
INV IN = PIPE -32 = 763.06'
CB -28
775.20'
INV OUT = PIPE -29 (1) = 762.86'
801.31
2.00%
INV IN = PIPE -31 = 767.88'
CB -31
774.73'
INV OUT = PIPE -92 = 803.54'
FES -1
747.14'
INV OUT = PIPE -30 = 767.25'
CB -35
792.27'
INV OUT = PIPE -26 = 788.73'
HW -26
752.73'
INV IN = PIPE -25 = 780.75'
CB -36
790.67'
INV IN = PIPE -04 = 744.31'
JB -2
753.99'
INV OUT = PIPE -23 = 780.55'
CB -66
809.08'
INV IN = PIPE -35 = 765.50'
CB -43
775.04'
INV IN = PIPE -82 = 762.68'
JB -7
769.49'
INV OUT = PIPE -34 = 765.30'
DCB -60
800.19'
INV IN = PIPE -36 = 766.26'
CB -44
775.75'
INV OUT = PIPE -66 = 804.94'
DI -9
777.77'
INV OUT = PIPE -35 = 766.06'
CB -69
810.07'
INV IN = PIPE -37 = 773.99'
CB -45
778.35'
INV IN = PIPE -38 = 767.94'
CB -44
30 RCP
INV OUT = PIPE -36 = 767.74'
STRUCTURE TABLE
STRUCTURE
RIM
INVERT
DI -15
787.64'
INV OUT = PIPE -79 = 783.04'
JB -14
788,93'
INV IN = PIPE -90 = 800.40'
DI -25
809.12'
INV IN = PIPE -40 = 773.96'
745.48
4.91%
INV OUT = PIPE -78 = 800.20'
CB -48
784.43'
INV IN = PIPE -84 = 771.09'
DI -32
776.09'
INV IN = PIPE -41 = 788.20'
CB -49
792.56'
INV OUT = PIPE -31 = 770.89'
201.69'
770.22
INV IN = PIPE -83 = 779.35'
DI -33
784.46'
INV IN = PIPE -23 = 777.81'
JB 39
791.27'
INV OUT = PIPE -84 = 777.61'
CB -51
794.44'
INV IN = PIPE -26 = 786.19'
DI -34
790.52'
INV OUT = PIPE -42 = 787.05'
CB -76
822.44'
INV OUT = PIPE -83 = 785.99'
CB -52
796.41'
INV IN = PIPE -85 = 788.81'
DI -40
793.31'
INV IN = PIPE -86 = 788.81'
1.60%
CB -16
INV OUT = PIPE -51 = 788.56'
DI -41
798.11'
INV OUT = PIPE -85 = 793.86'
779.31
5.04%
INV IN = PIPE -95 = 790.69'
DI -42
794.94'
INV IN = PIPE -46 = 794.90'
CB -54
799.59'
INV OUT = PIPE -86 = 790.49'
DI -42A
800.23'
INV OUT = PIPE -95 = 792.33'
DI -61
799.52'
INV OUT = PIPE -56 = 796.81'
DCB -23
810.70'
INV IN = PIPE -88 = 806.46'
DI -77
809.73'
INV OUT = PIPE -21 = 799.80'
DCB -24
810.70'
INV OUT = PIPE -77 = 805.73'
DI -78
815.80'
INV OUT = PIPE -88 = 811.62'
CB -57
802.85'
INV IN = PIPE -91 = 801.64'
DI -80
809.75'
INV OUT = PIPE -52 = 793.20'
51.28'
798.04
INV OUT = PIPE -90 = 801.44'
CB -58
803.51'
INV IN = PIPE -92 = 802.77'
DI -81
810.85'
INV OUT = PIPE -91 = 802.57'
801.31
2.00%
INV IN = PIPE -77 = 804.04'
DI -82
811.36'
INV OUT = PIPE -92 = 803.54'
FES -1
747.14'
INV IN = PIPE -03 = 743.18'
FES -83
738.30'
INV IN = PIPE -112 = 736.37'
HW -26
752.73'
INV IN = PIPE -02 = 748.08'
CB -65
809.08'
INV IN = PIPE -04 = 744.31'
JB -2
753.99'
INV OUT = PIPE -63 = 804.52'
CB -66
809.08'
INV OUT = PIPE -03 = 744.11'
DI -33
24 HDPE
INV IN = PIPE -82 = 762.68'
JB -7
769.49'
INV IN = PIPE -09 = 761.43'
DCB -60
800.19'
INV OUT = PIPE -87 = 760.93'
STRUCTURE TABLE
STRUCTURE
RIM
INVERT
CB -46
778.35'
INV OUT = PIPE -37 = 774.10'
JB -14
788,93'
INV IN = PIPE -39 = 779.74'
CB -47
784.42'
INV IN = PIPE -40 = 773.96'
745.48
4.91%
INV OUT = PIPE -38 = 773.76'
CB -48
784.43'
INV OUT = PIPE -39 = 780.18'
761.70
761.59
INV IN = PIPE -41 = 788.20'
CB -49
792.56'
INV IN = PIPE -42 = 783.63'
201.69'
770.22
INV OUT = PIPE -40 = 783.43'
CB -50
792.56'
INV OUT = PIPE -41 = 788.31'
JB 39
791.27'
INV IN = PIPE -43 = 787.25'
CB -51
794.44'
INV OUT = PIPE -50 = 783.16'
CB -10
30 RCP
INV OUT = PIPE -42 = 787.05'
CB -76
822.44'
INV IN = PIPE -44 = 788.48'
CB -52
796.41'
INV IN = PIPE -111 = 743.12'
CB -84
748.10'
INV OUT = PIPE -43 = 788.28'
1.60%
CB -16
INV IN = PIPE -45 = 789.21'
CB -53
797,42'
INV OUT = PIPE -111 = 743.23'
779.31
5.04%
INV OUT = PIPE -44 = 789.01'
DCB -3
752.49'
INV IN = PIPE -46 = 794.90'
CB -54
799.59'
INV IN = PIPE -47 = 790.51'
DCB -4
752.47'
INV OUT = PIPE -45 = 790.31'
CB -55
799.59'
INV OUT = PIPE -46 = 795.34'
DCB -23
810.70'
INV IN = PIPE -52 = 792.04'
CB -56
801.70'
INV OUT = PIPE -21 = 799.80'
DCB -24
810.70'
INV OUT = PIPE -47 = 791.84'
CB -19
15 RCP
INV IN = PIPE -53 = 793.40'
CB -57
802.85'
INV IN = PIPE -34 = 764.84'
CB -21
CB -18
INV OUT = PIPE -52 = 793.20'
51.28'
798.04
INV IN = PIPE -60 = 796.06'
CB -58
803.51'
INV IN = PIPE -100 = 794.50'
15 RCP
22.00'
INV OUT = PIPE -53 = 794.00'
801.31
2.00%
INV IN = PIPE -61 = 799.81'
CB -62
804.50'
INV IN = PIPE -62 = 797.29'
762.86
759.15
INV OUT = PIPE -60 = 797.09'
CB -63
804.50'
INV OUT = PIPE -61 = 800.25'
DCB -38
790.31'
INV IN = PIPE -64 = 804.73'
CB -65
809.08'
INV OUT = PIPE -24 = 782.50'
15 RCP
97.82'
INV OUT = PIPE -63 = 804.52'
CB -66
809.08'
INV OUT = PIPE -64 = 804.84'
DI -33
24 HDPE
INV IN = PIPE -66 = 804.72'
CB -67
809.19'
INV IN = PIPE -56 = 796.70'
DCB -60
800.19'
INV OUT = PIPE -65 = 802.03'
CB -68
809.19'
INV OUT = PIPE -66 = 804.94'
DI -9
777.77'
INV IN = PIPE -68 = 805.74'
CB -69
810.07'
INV IN = PIPE -69 = 805.49'
765.50
1.06%
INV OUT = PIPE -67 = 802.50'
STRUCTURE TABLE
STRUCTURE
RIM
INVERT
CB -70
810.10'
INV IN = PIPE -79 = 781.70'
JB -14
788,93'
INV IN = PIPE -70 = 810.51'
CB -71
815.10'
INV OUT = PIPE -80 = 781.50'
745.48
4.91%
INV IN = PIPE -29 = 750.54'
JB -27
756.54'
INV OUT = PIPE -02 = 748.35'
761.70
761.59
INV IN = PIPE -29 (1) = 759.15'
JB -27A
765.15'
INV IN = PIPE -73 = 814.43'
201.69'
770.22
INV OUT = PIPE -29 = 752.31'
CB -74
818.93'
INV IN = PIPE -51 = 783.36'
JB 39
791.27'
INV IN = PIPE -74 = 817.97'
CB -75
822.44'
INV OUT = PIPE -50 = 783.16'
CB -10
30 RCP
INV IN = PIPE -67 = 801.21'
CB -76
822.44'
INV IN = PIPE -65 = 801.46'
JB -64
809.99,
INV IN = PIPE -111 = 743.12'
CB -84
748.10'
INV IN = PIPE -63 = 803.95'
1.60%
CB -16
INV OUT = PIPE -62 = 800.71'
STRUCTURE TABLE
STRUCTURE
RIM
INVERT
CB -70
810.10'
INV OUT = PIPE -68 = 805.85'
SLOPE
CB -5
INV IN = PIPE -70 = 810.51'
CB -71
815.10'
INV IN = PIPE -71 = 810.26'
745.48
4.91%
INV OUT = PIPE -69 = 810.06'
CB -72
815.10'
INV OUT = PIPE -70 = 810.62'
761.70
761.59
INV IN = PIPE -72 = 814.43'
CB -73
818.93'
INV IN = PIPE -73 = 814.43'
201.69'
770.22
INV OUT = PIPE -71 = 814.18'
CB -74
818.93'
INV OUT = PIPE -72 = 814.68'
15 RCP
22.00'
INV IN = PIPE -74 = 817.97'
CB -75
822.44'
CB -12
CB -10
30 RCP
INV OUT = PIPE -73 = 817.77'
CB -76
822.44'
INV OUT = PIPE -74 = 818.19'
CB -13
CB -12
INV IN = PIPE -111 = 743.12'
CB -84
748.10'
780.61
1.60%
CB -16
INV OUT = PIPE -112 = 736.62'
CB -85
748.10'
INV OUT = PIPE -111 = 743.23'
779.31
5.04%
INV IN = PIPE -05 = 748.55'
DCB -3
752.49'
INV IN = PIPE -06 = 745.48'
793.27
792.39
INV OUT = PIPE -04 = 744.98'
DCB -4
752.47'
INV OUT = PIPE -05 = 748.66'
170.88'
797.07
INV IN = PIPE -22 = 802.44'
DCB -23
810.70'
INV IN = PIPE -78 = 800.00'
15 RCP
115.27'
INV OUT = PIPE -21 = 799.80'
DCB -24
810.70'
INV OUT = PIPE -22 = 802.88'
CB -19
15 RCP
INV IN = PIPE -33 = 764.84'
DCB -29
774.63'
INV IN = PIPE -34 = 764.84'
CB -21
CB -18
INV OUT = PIPE -32 = 764.34'
51.28'
798.04
INV IN = PIPE -30 = 765.26'
DCB -30
774.63'
CB -21
15 RCP
22.00'
INV OUT = PIPE -33 = 765.06'
801.31
2.00%
INV IN = PIPE -24 = 781.83'
DCB -37
790.31'
103.09'
762.86
759.15
INV OUT = PIPE -25 = 781.33'
CB -31
DCB -30
INV IN = PIPE -50 = 782.70'
DCB -38
790.31'
765.26
4.44%
CB -35
INV OUT = PIPE -24 = 782.50'
15 RCP
97.82'
INV IN = PIPE -55 = 796.09'
DCB -59
800.19'
CB -36
DI -33
24 HDPE
INV OUT = PIPE -100 = 795.89'
780.55
777.81
INV IN = PIPE -56 = 796.70'
DCB -60
800.19'
30 RCP
84.33'
765.30
INV OUT = PIPE -55 = 796.20'
DI -9
777.77'
INV OUT = PIPE -82 = 773.07'
PIPE TABLE
FROM
TO
SIZE -MATERIAL
LENGTH
INV (FROM)
INV (TO)
SLOPE
CB -5
DCB -3
36 RCP
261.37'
758.32
745.48
4.91%
CB -6
CB -5
15 RCP
22.00'
761.70
761.59
0.50%
CB -10
JB -7
30 RCP
201.69'
770.22
761.43
4.36%
CB -11
CB -10
15 RCP
22.00'
774.15
773.16
4.50%
CB -12
CB -10
30 RCP
173.87'
779.11
770.42
5.00%
CB -13
CB -12
18 RCP
22.00'
780.96
780.61
1.60%
CB -16
CB -12
30 RCP
200.62'
789.41
779.31
5.04%
CB -17
CB -16
15 RCP
22.00'
793.27
792.39
4.00%
CB -18
CB -16
30 RCP
170.88'
797.07
790.48
3.86%
CB -19
CB -18
15 RCP
115.27'
803.02
799.10
3.40%
CB -20
CB -19
15 RCP
22.00'
803.66
803.22
2.00%
CB -21
CB -18
30 RCP
51.28'
798.04
797.27
1.50%
CB -22
CB -21
15 RCP
22.00'
801.75
801.31
2.00%
CB -28
JB -27A
36 HDPE
103.09'
762.86
759.15
3.60%
CB -31
DCB -30
30 RCP
44.76'
767.25
765.26
4.44%
CB -35
DI -34
15 RCP
97.82'
788.73
786.19
2.60%
CB -36
DI -33
24 HDPE
125.43'
780.55
777.81
2.18%
CB -43
DCB -29
30 RCP
84.33'
765.30
764.84
0.55%
CB -44
CB -43
30 RCP
52.50'
766.06
765.50
1.06%
CB -45
CB -44
30 RCP
107.38'
767.74
766.26
1.38%
PIPE TABLE
FROM
TO
SIZE -MATERIAL
LENGTH
INV (FROM)
INV (TO)
SLOPE
DI -15
JB -14
18 RCP
107.79'
783.04
781.70
1.25%
DI -25
DCB -23
30 RCP
23.87'
800.20
800.00
0.84%
DI -32
CB -31
24 RCP
175.79'
770.89
767.88
1.71%
DI -33
DI -32
24 HDPE
144.89'
777.61
771.09
4.50%
DI -34
DI -33
15 HDPE
144.39'
785.99
779.35
4.60%
DI -40
JB -39
18 RCP
123.36'
788.56
783.36
4.22%
DI -41
DI -40
15 HDPE
177.73'
793.86
788.81
2.84%
DI -42
DI -40
15 HDPE
215.35'
790.49
788.81
0.78%
DI -42A
DI -42
15 HDPE
26.40'
792.33
790.69
6.21%
DI -61
DCB -60
18 RCP
22.77'
796.81
796.70
0.50%
DI -77
DI -82
24 HDPE
225.86'
805.73
804.04
0.75%
DI -78
DI -77
15 HDPE
199.11'
811.62
806.46
2.59%
DI -80
DI -25
30 HDPE
207.92'
801.44
800.40
0.50%
DI -81
DI -80
30 HDPE
186.27'
802.57
801.64
0.50%
DI -82
DI -81
30 HDPE
153.03'
803.54
802.77
0.50%
JB -2
FES -1
42 RCP
192.26'
744.11
743.18
0.49%
JB -7
CB -5
36 RCP
66.73'
760.93
758.52
3.61%
JB -14
CB -13
18 RCP
22.65'
781.50
781.16
1.50%
JB -27
HW -26
48 HDPE
54.47'
748.35
748.08
0.50%
JB -27A
JB -27
36 HDPE
68.97'
752.31
750.54
2.57%
PIPE TABLE
FROM
TO
SIZE -MATERIAL
LENGTH
INV (FROM)
INV (TO)
SLOPE
CB -46
CB -45
15 RCP
22.00'
774.10
773.99
0.50%
CB -47
CB -45
30 RCP
146.71'
773.76
767.94
3.97%
CB -48
CB -47
15 RCP
22.00'
780.18
779.74
2.00%
CB -49
CB -47
30 RCP
220.39'
783.43
773.96
4.30%
CB -50
CB -49
15 RCP
22.00'
788.31
788.20
0.50%
CB -51
CB -49
30 RCP
96.90'
787.05
783.63
3.53%
CB -52
CB -51
30 RCP
102.52'
788.28
787.25
1.00%
CB -53
CB -52
30 RCP
53.29'
789.01
788.48
1.00%
CB -54
CB -53
30 RCP
109.56'
790.31
789.21
1.00%
CB -55
CB -54
15 RCP
22.00'
795.34
794.90
2.00%
CB -56
CB -54
30 RCP
133.36'
791.84
790.51
1.00%
CB -57
CB -56
30 RCP
115.68'
793.20
792.04
1.00%
CB -58
CB -57
30 RCP
60.02'
794.00
793.40
1.00%
CB -62
CB -58
24 RCP
51.50'
797.09
796.06
2.00%
CB -63
CB -62
15 RCP
22.00'
800.25
799.81
2.00%
CB -65
JB -64
15 RCP
29.96'
804.52
803.95
1.90%
CB -66
CB -65
15 RCP
21.98'
804.84
804.73
0.50%
CB -67
JB -64
15 RCP
56.53'
802.03
801.46
1.00%
CB -68
CB -67
15 RCP
22.00'
804.94
804.72
1.000
CB -69
JB -64
18 RCP
51.50'
802.50
801.21
2.50%
PIPE TABLE
FROM
TO
SIZE -MATERIAL
LENGTH
INV (FROM)
INV (TO)
SLOPE
CB -70
CB -69
15 RCP
22.00'
805.85
805.74
0.50%
CB -71
CB -69
18 RCP
261.54'
810.06
805.49
1.75%
CB -72
CB -71
15 RCP
22.00'
810.62
810.51
0.50%
CB -73
CB -71
18 RCP
195.89'
814.18
810.26
2.00%
CB -74
CB -73
15 RCP
22.00'
814.68
814.43
1.12%
CB -75
CB -73
15 RCP
179.59'
817.77
814.43
1.86%
CB -76
CB -75
15 RCP
22.00'
818.19
817.97
1.00%
CB -84
FES -83
15 RCP
50.71'
736.62
736.37
0.50%
CB -85
CB -84
15 RCP
22.00'
743.23
743.12
0.50%
DCB -3
JB -2
42 RCP
135.52'
744.98
744.31
0.50%
DCB -4
DCB -3
18 RCP
22.00'
748.66
748.55
0.50%
DCB -23
CB -21
30 RCP
109.30'
799.80
798.24
1.43%
DCB -24
DCB -23
15 RCP
22.00'
802.88
802.44
2.00%
DCB -29
CB -28
36 RCP
86.43'
764.34
763.06
1.48%
DCB -30
DCB -29
30 RCP
22.00'
765.06
764.84
1.00%
DCB -37
CB -36
24 RCP
58.74'
781.33
780.75
1.00%
DCB -38
DCB -37
18 RCP
22.00'
782.50
781.83
3.05%
DCB -59
CB -58
24 RCP
278.38'
795.89
794.50
0.50%
DCB -60
DCB -59
24 RCP
22.00'
796.20
796.09
0.50%
DI -9
JB -7
15 RCP
137.86'
773.07
762.68
7.54%
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128 Talbert Road, Suite A
Mooresville, NC 28117
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SEAL
NC LICENSE # F-0891
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PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
STORM PIPE AND
STRUCTURE TABLE
SHEET
C-4013

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VICINITY MAP 73
NOT TO SCALE
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7
8
SSMH-28 9
1). CONTRACTOR IS FULLY R SPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING
UTILITIES ARE LOCATED PRIOR T EGINNING CONSTRUCTION.
2). CONTRACTOR IS RESPON IBLE FOR ING BARRICADES
USING FLAG MEN, ETC., AS NE ESSARY TO INSUR FETY.
3). ALL PAVEMENT CUTS, CONCRETE OR ASPHAnE TO
REPLACED ACCORDING TO STANDARDS OF THE NO CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4). SHORING WILL BE ACCORDING TO OSHA TRENCHING
STANDARDS PART 1926 SUBPART P, OR AS AMENDED.
NOW OR FORMERLY
TIMOTHY 6: JULIA
R0SSI
PIN: 4655-27-5652
DB 1953 PG 452
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COLLEEN DAMS
PIN: 4655-27-4398
DB 1527 PG 1386
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eN�F2�y
SSS MH -41
BUCKLAND ROAD
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NOW OR FORMERLY O
MARY & DAVID
LOWERY O
PIN: 4655-27-6206
DB 2020 PG 1136
4OW OR FORMERLY
JOE PETREA
IN: 4655-26-4980
DB 258 PG 176
DB 1682 PG 1310
81
82
83
� 84 `
I
85
NOW OR FORMERLY
COLLEEN DAVIS
PIN: 4655-28-8057 gg
DB 1527 PG 1386
NOW OR FORMERLY
MARY & DAVID
7 LOWERY
/ PIN: 4655-28-8057
\ DB 1527 PG 1386
f
NOW OR FORMERLY
BARBARA CHAMBERS
PIN: 4655-26-7842 /
WB 12E PG 295
87
SSMH-30 88
89
If
1
90
91
92
93
94
120
121 122 123 124 125
SSMH-34_ _ \ \ /
—7 /— \
SSMH-33 \ \ / 131 /
I \ \
\\ NOW OR Y
\ \ \ \ \ OB 2i13 PC 19718
\ \ \ SSMH-10A SSMH 10
SSMH-22 � \
\ SSMH-21 / v \
CONNECTION
60 \ \
\ SSMH-20
\ / / 50
\ SSMH-19 51
126 127
57 I j
128
129
HI STO .
1 g LAN
118
\ \
\
\
\ SSMH-12
L-12' \ I SSMH-09
SSMH-11
SS 32 142 133
O 117
116 141
115
114 / 13
113
135
5
99 \ 111
100 \ V 137
\ \ 41
\ 110
101 \ 138
\ 40
SSMH-39 109
�pGE AVENUE 102 \ \
103 /
SSIH-40 \ ✓
107
106
/
O105
i
SSMH-29 104 r
S TSB SSMH-42
B CROS SS H-18
S ROAD
112 O
13 14 SSMH-17
15
16 17 23
18 O
i
11 — — — — — -- — — -
10
NOW OR RLY
RICHARD GI
PIN: 4655-37-41
DB 2076 PG 2182
® 1144
/I
F— Q /
U O /
O /
/
(D
SSMH-31
'I
39
SS H-15 38
37
i
36
35
34
SSMH-16
SSMH-35
y
33
32
31
30
SSMH-36
26
27
28
SSMH-37
29 �
I I( I SSMH-38
I
I° 010
NOW OR FORMERLY NOW OR FORMERLY
KIMBERLY D BUTLER ALAN & LISA
PIN: 4655-47-2303 COYLE
DB 2159 PG 2078 2.41
PB 17 PG 81 MB P —4 4348
7—
DB 955 PG 1
LOT -6 e CREZPB 22 PG 187A
WOOD SLAT FENCE -,,I
INV: BI 9
/ PUBLICO R/1y, P;� PG 187-A)
� INV:B .52 ..
V /
/ NOW OR FORMERLY NOW OR FOR RL
/ GARY & NANCY
GARY & NANCY
KARRIKER KA35-3
/ PIN: 4655-37-8288 PIN: 4655-3 —8 $8
DB 770 PG 554 DB 770 P 5
`r am
�aP
NOW OR FORMERLY /
JOSEPH JR. & DAWN
a LESZCZYNSKI /
PIN: 4655-37-2042
SSMH-14
WOR rORMERLY
OODMAN
PIN: 4655-47--9W
DB
655-4 —
DB 692 PG 133
SSMH-13
NOW OR FORMERL
W MAN
PIN: 4655-47-9861
DB 692 PG 133
GRAPHIC SCALE
100 0 50 100 200
HORIZONTAL: 1" = 100'
EXISTING 12"
NOW OR POW
mmmj
Pft 465 -047-°
DW 02 PC 1,
)HEETS C-5.3 - C-5.5
PROPOSED 12" PVC
ER PLAN & PROFILE
Town of Mooresville, North F arolina
n A
Plaproval for Roadway, Drainage, W r & Sewer
L'-,Iment
W
W
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W
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U)
In
J
W
GO
a
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0
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C)
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0
0
W
W
0-1
Q
128 Talbert Road, Suite A
Mooresville, NC 28117
[phone]
www.wspgroup.com/usa
e�slltl rrrr
GAJ
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SEAL
026926 x
ENGINe-
f`rr 11P1l16{11►\
NC LICENSE # F-0891
D
BY
DATE
REVISION
a=
LdLL
OR FORMERLY
& CHERYL JO ANN
DUPREY
q a+ ErR�
S
4655-27 4026
1144 PG 1507
B 19 PG 18
Nr Ws
LL�
LOT-4�
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LL
4OW OR FORMERLY
JOE PETREA
IN: 4655-26-4980
DB 258 PG 176
DB 1682 PG 1310
81
82
83
� 84 `
I
85
NOW OR FORMERLY
COLLEEN DAVIS
PIN: 4655-28-8057 gg
DB 1527 PG 1386
NOW OR FORMERLY
MARY & DAVID
7 LOWERY
/ PIN: 4655-28-8057
\ DB 1527 PG 1386
f
NOW OR FORMERLY
BARBARA CHAMBERS
PIN: 4655-26-7842 /
WB 12E PG 295
87
SSMH-30 88
89
If
1
90
91
92
93
94
120
121 122 123 124 125
SSMH-34_ _ \ \ /
—7 /— \
SSMH-33 \ \ / 131 /
I \ \
\\ NOW OR Y
\ \ \ \ \ OB 2i13 PC 19718
\ \ \ SSMH-10A SSMH 10
SSMH-22 � \
\ SSMH-21 / v \
CONNECTION
60 \ \
\ SSMH-20
\ / / 50
\ SSMH-19 51
126 127
57 I j
128
129
HI STO .
1 g LAN
118
\ \
\
\
\ SSMH-12
L-12' \ I SSMH-09
SSMH-11
SS 32 142 133
O 117
116 141
115
114 / 13
113
135
5
99 \ 111
100 \ V 137
\ \ 41
\ 110
101 \ 138
\ 40
SSMH-39 109
�pGE AVENUE 102 \ \
103 /
SSIH-40 \ ✓
107
106
/
O105
i
SSMH-29 104 r
S TSB SSMH-42
B CROS SS H-18
S ROAD
112 O
13 14 SSMH-17
15
16 17 23
18 O
i
11 — — — — — -- — — -
10
NOW OR RLY
RICHARD GI
PIN: 4655-37-41
DB 2076 PG 2182
® 1144
/I
F— Q /
U O /
O /
/
(D
SSMH-31
'I
39
SS H-15 38
37
i
36
35
34
SSMH-16
SSMH-35
y
33
32
31
30
SSMH-36
26
27
28
SSMH-37
29 �
I I( I SSMH-38
I
I° 010
NOW OR FORMERLY NOW OR FORMERLY
KIMBERLY D BUTLER ALAN & LISA
PIN: 4655-47-2303 COYLE
DB 2159 PG 2078 2.41
PB 17 PG 81 MB P —4 4348
7—
DB 955 PG 1
LOT -6 e CREZPB 22 PG 187A
WOOD SLAT FENCE -,,I
INV: BI 9
/ PUBLICO R/1y, P;� PG 187-A)
� INV:B .52 ..
V /
/ NOW OR FORMERLY NOW OR FOR RL
/ GARY & NANCY
GARY & NANCY
KARRIKER KA35-3
/ PIN: 4655-37-8288 PIN: 4655-3 —8 $8
DB 770 PG 554 DB 770 P 5
`r am
�aP
NOW OR FORMERLY /
JOSEPH JR. & DAWN
a LESZCZYNSKI /
PIN: 4655-37-2042
SSMH-14
WOR rORMERLY
OODMAN
PIN: 4655-47--9W
DB
655-4 —
DB 692 PG 133
SSMH-13
NOW OR FORMERL
W MAN
PIN: 4655-47-9861
DB 692 PG 133
GRAPHIC SCALE
100 0 50 100 200
HORIZONTAL: 1" = 100'
EXISTING 12"
NOW OR POW
mmmj
Pft 465 -047-°
DW 02 PC 1,
)HEETS C-5.3 - C-5.5
PROPOSED 12" PVC
ER PLAN & PROFILE
Town of Mooresville, North F arolina
n A
Plaproval for Roadway, Drainage, W r & Sewer
L'-,Iment
W
W
m
0
a
J
U)
W
W
LY
a
x
W
U)
In
J
W
GO
a
U
0
0 -1U -
z
C)
U
0
0
W
W
0-1
Q
128 Talbert Road, Suite A
Mooresville, NC 28117
[phone]
www.wspgroup.com/usa
e�slltl rrrr
GAJ
•I©/'�
SEAL
026926 x
ENGINe-
f`rr 11P1l16{11►\
NC LICENSE # F-0891
D
BY
DATE
REVISION
a=
LdLL
Q=w
Q
2
LL�
r
LL
1
JB
06/19/15
PER TOWN COMMENTS
NO.
BY
DATE
REVISION
1
JB
06/19/15
PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
OVERALL SANITARY
SEWER LAYOUT
SHEET
■

O
Q
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z
I
W
W
W
W
W
W
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1). CONTRACTOR IS FULLY RESPONS F0 CONTACTI
APPROPRIATE PARTIES AND RING TH T EXISTI
UTILITIES ARE LOCATED PRIOR BEGINNING CONS UCTI ON.
2). CONTRACTOR IS RESPONSIBLE FOR PLACING ARRICAD
USING FLAG MEN, ETC., AS NECESSARY TO INSUR ETY.
3). ALL PAVEMENT CUTS, CO CRETE ASPHALT, AR TO
REPLACED ACCORDING TO STAN S OF THE NORTH AROLII
DEPARTMENT OF TRANSPORTATIO AND LOCAL MUNICIPAL TIES.
4). SHORING WILL BE ACCO DING TO OSH E CHIT
STANDARDS PART 1926 SUBPART OR AS A ED.
1
11113
Q
1
1
0
SRO
k -\S? �
ERRS �R.
\ SS MH -04
NOW p, FORMERLY \ SSMH-05
NN
HOMEOWNERS NO \
FN: 1855-66-2888 \
OO 1807 ro 1654
68'0/H POWER \ \
RIGHT-OF-WAY \
PROP. 25SANITARY \ \
/ SEWER EASEMENT \ \
SSMH-06
FEMA FLOOD LINE
\ EXI ING 2 ANITARY
\
\ \ \ SEW EASE NT
\
\
_ OR FORMERLY
\ \
;; UC 4131 \ \ \ \ SSM -07
W 2313 V8 170 \
1J
r
-_ - NOW ON FORMERLY
\ R:'
N466-06-47 OW
no 682 ro 133
\�\ VWT�ZZf
INV
NRED -08-77Y �y
ERMI
FN: 165'.FC 11NO6
061662 ro 1a0
GRAPHIC SCALE
100 0 50 100 200
HORIZONTAL: 1" = 100'
SSMH-09
4g
SSMH-38
k1so
SSMH-37
SSM
C
t
u ne SITE
SSMH-11 '
Uj
a=
U
Q
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2
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\
1
JB
06/19/15
PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
\
SHEET
-5 ■
SSMH-10A
No\yoyo�
NOW OR FORMERLY
SSMH-10
TAC STAFFORD LLC
RN:165°-10-°`2°
4313 FC 17 6
1 `
\
\
Mph
VICINITY M
NOT TO ALE
R�
c
s
27. 6
1 SSMH-EX.
(NW)= 13.78
SSMH-01
�SSMh \
`
i=714.33
RIM=721.06
OUT=714.33 SSMH -- - , \ \
Now OR FORMERLY
RIM=721.63
HOMEOWNERS No
IN=714.54 \ \ --.-�
Pft 4055-46-2096
05 1807 PO taw
\
OUT=714.44 \ \
\ — . SSMH-02
SSMH-03
047
l,
1). CONTRACTOR IS FULLY RESPONS F0 CONTACTI
APPROPRIATE PARTIES AND RING TH T EXISTI
UTILITIES ARE LOCATED PRIOR BEGINNING CONS UCTI ON.
2). CONTRACTOR IS RESPONSIBLE FOR PLACING ARRICAD
USING FLAG MEN, ETC., AS NECESSARY TO INSUR ETY.
3). ALL PAVEMENT CUTS, CO CRETE ASPHALT, AR TO
REPLACED ACCORDING TO STAN S OF THE NORTH AROLII
DEPARTMENT OF TRANSPORTATIO AND LOCAL MUNICIPAL TIES.
4). SHORING WILL BE ACCO DING TO OSH E CHIT
STANDARDS PART 1926 SUBPART OR AS A ED.
1
11113
Q
1
1
0
SRO
k -\S? �
ERRS �R.
\ SS MH -04
NOW p, FORMERLY \ SSMH-05
NN
HOMEOWNERS NO \
FN: 1855-66-2888 \
OO 1807 ro 1654
68'0/H POWER \ \
RIGHT-OF-WAY \
PROP. 25SANITARY \ \
/ SEWER EASEMENT \ \
SSMH-06
FEMA FLOOD LINE
\ EXI ING 2 ANITARY
\
\ \ \ SEW EASE NT
\
\
_ OR FORMERLY
\ \
;; UC 4131 \ \ \ \ SSM -07
W 2313 V8 170 \
1J
r
-_ - NOW ON FORMERLY
\ R:'
N466-06-47 OW
no 682 ro 133
\�\ VWT�ZZf
INV
NRED -08-77Y �y
ERMI
FN: 165'.FC 11NO6
061662 ro 1a0
GRAPHIC SCALE
100 0 50 100 200
HORIZONTAL: 1" = 100'
SSMH-09
4g
SSMH-38
k1so
SSMH-37
SSM
C
IR
Town of Mooresville, North Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
rector of Lngince
Ww
m_
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J
in
W
W
(Y
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FNA
.WSP
128 Talbert Road, Suite A
Mooresville, NC 28117
[phone]
www.wspgroup.com/usa
e�srstl rrrr
SEAL
026926 z
VC LICENSE # F-0891
D
BY
of
SSMH-11 '
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a=
U
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r.• 3�e4
1
JB
06/19/15
PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
\
SHEET
-5 ■
SSMH-10A
No\yoyo�
NOW OR FORMERLY
SSMH-10
TAC STAFFORD LLC
RN:165°-10-°`2°
4313 FC 17 6
IR
Town of Mooresville, North Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
rector of Lngince
Ww
m_
x
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J
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W
W
(Y
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x
W
U)
C
W
W
a
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LL
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O
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D
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W
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FNA
.WSP
128 Talbert Road, Suite A
Mooresville, NC 28117
[phone]
www.wspgroup.com/usa
e�srstl rrrr
SEAL
026926 z
VC LICENSE # F-0891
D
BY
DATE
REVISION
Uj
a=
U
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2
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LL
LLU)�
1
JB
06/19/15
PER TOWN COMMENTS
NO.
BY
DATE
REVISION
1
JB
06/19/15
PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
OVERALL OFFSITE
SEWER LINE LAYOUT
SHEET
-5 ■

PIPE TABLE
FROM
TO
SIZE -MATERIAL
LENGTH
INV (FROM)
INV (TO)
SLOPE
15
10A
12" DIP
21.21'
732.73
732.66
0.30%
15
16
12" DIP
29.77'
720.91
720.77
0.50%
726.71'
07
12" PVC
231.71'
725.93
724.78
0.50%
INV OUT
= PIPE
12" DIP
29.77'
724.78
724.63
0.50%
= PIPE
EX.
12" PVC
20.12'
714.33
714.33
0.00%
01
02
12" PVC
313.10'
716.63
715.06
0.50%
02
03
12" PVC
365.09'
718.66
716.83
0.50%
03
04
12" PVC
364.88'
720.68
718.86
0.50%
04
05
12" PVC
220.23'
721.98
720.88
0.50%
05
06
12" PVC
368.23'
724.02
722.18
0.50%
06
-06 =
12" DIP
81.51'
724.63
724.22
0.50%
07
08
12" PVC
373.60'
728.00
726.13
0.50%
08
09
12" PVC
232.92'
729.36
728.20
0.50%
09
10
12" DIP
346.13'
734.51
733.10
0.41%
10A
(1)
12" DIP
16.87'
732.78
732.73
0.30%
10A
11
8" DIP
131.36'
735.59
734.74
0.65%
11
12
8" PVC
133.77'
743.21
735.79
5.55%
12
13
8" PVC
278.90'
756.56
743.41
4.71%
13
14
8" PVC
209.83'
766.33
756.76
4.56%
14
15
8" PVC
370.88'
782.90
766.53
4.41%
PIPE TABLE
STRUCTURE TABLE
TO
SIZE -MATERIAL
STRUCTURE
RIM
INV (TO)
INVERT
15
01
721.50'
INV IN
= PIPE
-02 =
715.06'
15
16
INV OUT
= PIPE
-154
= 714.86'
02
726.71'
INV IN
= PIPE
-03 =
716.83'
800.13
4.03%
INV OUT
= PIPE
-02 =
716.63'
03
725.45'
INV IN
= PIPE
-04 =
718.86'
178.68'
766.53
INV OUT
= PIPE
-03 =
718.66'
04
727.41'
INV IN
= PIPE
-05 =
720.88'
20
8" PVC
INV OUT
= PIPE
-04 =
720.68'
05
729.03'
INV IN
= PIPE
-06 =
722.18'
5.16%
22
INV OUT
= PIPE
-05 =
721.98'
06
732.40'
INV IN
= PIPE
-07 =
724.22'
784.08
782.21
INV OUT
= PIPE
-06 =
724.02'
109.37'
785.42
INV IN
= PIPE
-08 =
726.13'
07
733.49'
INV OUT = PIPE -07 (1) (1)
= 725.93'
08
735.39'
INV IN
= PIPE
-09 =
728.20'
786.81
1.45%
INV OUT
= PIPE
-08 =
728.00'
09
737.42'
INV IN =
PIPE -10
(1)
= 733.10'
279.91'
798.61
INV OUT
= PIPE
-09 =
729.36'
10
739.29'
INV OUT =
PIPE -10
(1)
= 734.51'
41
8" PVC
INV IN
= PIPE
-11 =
734.74'
10A
737.23'
INV IN
= PIPE
-99 =
732.73'
1.92%
30
INV OUT
= PIPE
-101 =
732.73'
11
742.25'
INV IN
= PIPE
-12 =
735.79'
807.79
815.25
INV OUT
= PIPE
-11 =
735.59'
12
752.76'
INV IN
= PIPE
-13 =
743.41'
-30
= 807.59'
INV OUT
= PIPE
-12 =
743.21'
13
767.34'
INV IN
= PIPE
-14 =
756.76'
= 785.58'
INV OUT
= PIPE
-13 =
756.56'
-32
= 785.38'
INV IN
= PIPE
-15 =
766.53'
14
777.51'
INV IN
= PIPE
-19 =
766.53'
-33
= 786.14'
INV OUT
= PIPE
-14 =
766.33'
35
813.70'
INV IN
= PIPE
-16 =
783.10'
15
796.05'
INV IN
= PIPE
-32 =
783.10'
36
820.20'
INV OUT
= PIPE
-15 =
782.90'
INV IN =
PIPE -35 (1)
= 794.69'
16
805.90'
INV IN
= PIPE
-17 =
794.69'
= 817.47'
INV OUT
= PIPE
-16 =
794.49'
17
809.76'
INV IN
= PIPE
-18 =
800.13'
= 818.81'
39
INV OUT
= PIPE
-17 =
799.93'
18
812.59'
INV OUT
= PIPE
-18 =
804.97'
19
775.54'
INV IN
= PIPE
-20 =
767.80'
INV OUT
= PIPE
-19 =
767.60'
PIPE TABLE
FROM
TO
SIZE -MATERIAL
LENGTH
INV (FROM)
INV (TO)
SLOPE
15
32
8" PVC
379.40'
785.38
783.10
0.60%
15
16
8" PVC
203.65'
794.49
783.10
5.59%
17
18
8" PVC
119.88'
804.97
800.13
4.03%
17
16
8" PVC
137.11'
794.69
799.93
3.82%
19
14
8" PVC
178.68'
766.53
767.60
0.60%
20
19
8" DIP
147.55'
767.80
768.69
0.60%
21
20
8" PVC
86.18'
768.89
770.05
1.35%
22
23
8" PVC
180.29'
782.01
772.71
5.16%
22
21
8" PVC
141.36'
770.25
772.51
1.60%
23
24
8" PVC
225.76'
784.08
782.21
0.83%
24
25
8" PVC
109.37'
785.42
784.28
1.04%
25
26
8" PVC
109.80'
786.61
785.62
0.90%
26
27
8" PVC
230.28'
790.15
786.81
1.45%
27
28
8" PVC
125.93'
791.11
790.35
0.60%
28
29
8" PVC
279.91'
798.61
791.31
2.61%
28
39
8" PVC
306.27'
793.15
791.31
0.60%
29
41
8" PVC
198.04'
803.84
798.81
2.54%
29
42
8" PVC
352.35'
805.57
798.81
1.92%
30
29
8" PVC
365.48'
798.81
807.59
2.40%
31
30
8" PVC
329.70'
807.79
815.25
2.26%
PIPE TABLE
STRUCTURE TABLE
TO
SIZE -MATERIAL
STRUCTURE
RIM
INV (TO)
INVERT
32
20
775.18'
INV IN =
PIPE
-21
= 768.89'
33
54
INV OUT
= PIPE
-20
= 768.69'
21
776.36'
INV IN =
PIPE -22
147.78'
= 770.25'
800.91
2.03%
INV OUT
= PIPE
-21
= 770.05'
22
780.56'
INV IN =
PIPE
-23
= 772.71'
39.26'
818.81
INV OUT
= PIPE
-22
= 772.51'
23
788.78'
INV IN =
PIPE
-24
= 782.21'
40
8" PVC
INV OUT
= PIPE
-23
= 782.01'
24
794.67'
INV IN =
PIPE -25
786.81
= 784.28'
1.28%
55
INV OUT
= PIPE
-24
= 784.08'
25
796,87'
INV IN =
PIPE -26
8" PVC
= 785.62'
794.69
797.92
INV OUT
= PIPE
-25
= 785.42'
26
799.15'
INV IN =
PIPE
-27
= 786.81'
INV OUT
= PIPE
-26
= 786.61'
27
802.63'
INV IN =
PIPE -28
= 790.35'
INV OUT
= PIPE
-27
= 790.15'
INV IN =
PIPE
-29
= 791.31'
28
804.05'
INV IN =
PIPE
-39
= 791.31'
INV OUT
= PIPE
-28
= 791.11'
INV IN =
PIPE
-42
= 798.81'
29
809.46'
INV IN =
PIPE
-30
= 798.81'
INV IN =
PIPE
-41
= 798.81'
INV OUT
= PIPE
-29
= 798.61'
30
816.67'
INV IN =
PIPE
-31
= 807.79'
INV OUT
= PIPE
-30
= 807.59'
31
823.11'
INV OUT
= PIPE
-31
= 815.25'
32
790.62'
INV IN =
PIPE -33
= 785.58'
INV OUT
= PIPE
-32
= 785.38'
33
792.15'
INV IN =
PIPE -34
= 786.34'
INV OUT
= PIPE
-33
= 786.14'
34
797.19'
INV OUT = PIPE -34 (1)
(1) = 789.84'
35
813.70'
INV IN =
PIPE
-36
= 801.11'
INV OUT
= PIPE
-35
= 800.91'
36
820.20'
INV IN =
PIPE
-37
= 812.73'
INV OUT
= PIPE
-36
= 812.53'
37
824.42'
INV IN =
PIPE
-38
= 817.47'
INV OUT
= PIPE
-37
= 817.27'
38
825.36'
INV OUT
= PIPE
-38
= 818.81'
39
800.60'
INV IN =
PIPE -40
= 793.35'
INV OUT
= PIPE
-39
= 793.15'
PIPE TABLE
FROM
TO
SIZE -MATERIAL
LENGTH
INV (FROM)
INV (TO)
SLOPE
32
33
8" PVC
92.99'
786.14
785.58
0.60%
33
54
8" PVC
16.77'
786.56
786.34
1.28%
35
58
8" DIP
147.78'
797.92
800.91
2.03%
36
35
8" PVC
241.66'
801.11
812.53
4.72%
37
38
8" PVC
39.26'
818.81
817.47
3.42%
37
36
8" PVC
113.93'
812.73
817.27
3.99%
39
40
8" PVC
116.22'
796.74
793.35
2.91%
54
55
8" PVC
20.00'
786.81
786.56
1.28%
55
34
8" PVC
236.98'
789.84
786.81
1.28%
58
16
8" PVC
159.57'
794.69
797.92
2.03%
EX.
01
12" PVC
65.17'
714.86
714.53
0.50%
TOTAL LENGTH OF SANITARY SEWER PIPE
ITEM
LENGTH (FT)
8" PVC
6,203
8" DIP
280
12" PVC
2,719
12" DIP
331
6
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SEAL
026926 _
NC LICENSE # F-0891
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STRUCTURE TABLE
DATE
STRUCTURE
RIM
INVERT
40
803.20'
INV OUT
= PIPE -40 =
796.74'
41
810.74'
INV OUT
= PIPE -41 =
803.84'
42
812.15'
INV OUT
= PIPE -42 =
805.57'
54
787,28'
INV IN =
PIPE -34 (1) =
786.56'
1
JB
INV OUT
= PIPE -34 =
786.56'
TITLE
SANITARY SEWER PIPE &
STRUCTURE TABLES
SHEET
C -5m2
INV IN = PIPE
-34 (1) (1)
= 786.81'
55
787.54'
INV OUT =
PIPE -34 (1)
= 786.81'
INV IN
= PIPE -35 =
797.92'
58
798.67'
INV OUT =
PIPE -35 (1)
= 797.92'
EX.
720.00'
INV IN =
PIPE -154 =
714.53'
INV OUT
= PIPE -76 =
714.33'
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PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
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GRAPHIC SCALE
4 0 2 4 8
40 0 20 40 80
VERTICAL: I"= 4'
HORIZONTAL: 1" = 40'
Town of Mooresville, or Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
Director of Engineering Date
Fire Department
Planning Department Date
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40 0 20 40 80
VERTICAL: I"= 4'
HORIZONTAL: 1" = 40'
Town of Mooresville, or Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
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PROJECT #: 11440038 DATE: 2/27/2015
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DONUT -GRADE LEVELING RINGS 24"moi
CAN BE USED TO RAISE PRECAST ECCENTRIC
MANHOLES. 4' DIAMETER
PRECAST SECTIONS MUST BE TOP
USED WHEN RAISING MANHOLES
1 FOOT OR MORE.
RING AND COVER TO BE BOLTED
TO CONE WITH FOUR 3/4- DIA. 16' G.C.
APPROVED STAINLESS STEEL
EXPANSION CONCRETE ANCHORS
UNLESS UNDER PAVED AREA. PRECAST BARREL
VARIES SECTION
MANHOLES SHALL HAVE PRECAST
INVERTS FOR MAIN LINES
EACH LATERAL CONNECTION SHALL
HAVE A PRECAST INVERTIN THE
SHELF DIRECTING FLOW AND
FALLING INTO TROUGH
INVERT DEPTHS AND WIDTHS ARE
TO BE ith OUTSIDE DIAMETER
OF PIPE
FLEXIBLE SLEEVE
SECTION (SEE DETAIL S-10)
NOTES
1. PRECAST MANHOLE SHALL CONFORM TO ASTM C478, NTH AASHTO
M198 BUM SEALS BETWEEN JOINTS AND 6- ADHESIVE BUM TAPE
ON THE OUTSIDE OF JOINTS.
2. MANHOLE RIM SHALL BE FLUSH WITH PAVED SURFACES AND LAWNS
AND 2 TO 3 FEET ABOVE GRADE IN UNIMPROVED AREAS.
3. SEE DETAIL S-9 FOR PRECAST MANHOLE INVERTS.
4. MANHOLES SHALL BE BEDDED ON 8" STABIUZATION STONE AS
OR AS DIRECTED BY THE INSPECTOR OR SOIL ENGINEER.
5. ALL VENTED MANHOLES SHALL HAVE AN MANHOLE INSERT DISH.
SEE STANDARDS 4.4 b FOR DETAILS.
TOWN OF MOORESVILLE SEWER SYSTEMS January 2009
Revision 1
STANDARD DETAIL STANDARD MANHOLE
NTS S - 1.0
4 - 1" DIA.
ANCHOR HOLES NOTE: TWO HOLES TO BE
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DETAIL LABEL
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MINIMUM AVERAGE WEIGHTS
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PLAN COVER 120 LBS.
310 LBS.
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CLASS 35B. RING AND COVER WILL BE DESIGNED TO SUPPORT AN H-20 WHEEL
LOAD ALSO MEETING NCOOT STANDARD 840.54.
2.DIMENSIONS MAY VARY BUT MANHOLE RING AND COVER ARE TO BE
INTERCHANGEABLE WITH DIMENSIONS SHOWN.
3.FOUR-INCH RINGS IN ROADWAYS MUST BE APPROVED BY THE DIRECTOR OF
ENGINEERING, AND SHALL BE BOLTED TO THE CONE WITH FOUR 3/4 -INCH DIA.
STAINLESS STEEL ANCHORS.
TOWN OF MOORESVILLE SEWER SYSTEMS January 2014
Revision 2
1. P STANDARD DETAIL STANDARD RING & COVE
•.... NTS 52.0
2. CAST IRON CLEAN OUT PROTECTORS REQUIRED FOR ALL NEW CONSTRUCTION.
3. EAST JORDAN IRON WORKS (PART NO. 1566)
US FOUNDRY & MANUFACTURING CORP. (PART NO. 7610)
-� TOWN OF MOORESVILLE SEWER SYSTEMSJenuary2009
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Revision 1
NTS
2. FOUNDATION STONE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE.
STANDARD DETAIL
TO MANHOLE
3. CLEAR DISTANCE NOT LESS THAN 6" OR MORE THAN 12" EACH SIDE.
12. ALL PARTS OF THE PILE MUST BE COATED TO 2' BELOW GROUND LEVEL,
3. INITIAL BACKFILL SHALL BE PLACED IN 6" LIFTS AND COMPACTED. INITIAL
W/ CARBOUNE BITULIASTIC 300M (OR EQUAL), TWO-PART COAL TYPE COATING
4. INITIAL BACKFILL SHALL BE PLACED IN 6" LIFTS AND COMPACTED. INITIAL
./:-.., ...:. TOWN OF
MOORESVILLE
BACKFILL SHALL CONTAIN NO MATERIAL OVER 1 1/2" IN DIAMETER, FROZEN
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January 200 8
2" IN DIAMETER FROZEN
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DEEP 4" SEWER
Revision 1
LUMPS, OR DEBRIS.
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STANDARD DETAIL
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,• TOWN OF MOORESVILLE
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January 2014
Revision
TOWN OF MOORESVILLE
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January2014
Revision 2
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US FOUNDRY & MANUFACTURING CORP. (PART NO. 7610)
-� TOWN OF MOORESVILLE SEWER SYSTEMSJenuary2009
CLEAN OUT Revision 1
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CASING SPIDERS * 9' O.C. MAX.
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SLOE OF SAN TARY SLWLR.
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TOWN OF MOORESVILLE March 2'0
SEWER SYSTEMS Revision 2
s a2
STANDARD DETAIL CASING
NTS S-21.0
OUTSIDE DROP MANHOLES FOR USE ONLY WITH EXISTING MANHOLE CONNECTION
NOTES:
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AND/OR 5' MANHOLES.
2. OUTSIDE DROP SHALL NOT ENTER MANHOLE IN CONE SECTION.
3. TEE AND 90' BEND CONNECTED TO PIPE WITH MEGA -LUG TYPE RIGID
RESTRAINTS.
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BASE SECTION SECTION INSIDE FLEXIBLE SLEEVE
SEWER SYSTEMS Janus 2010
TOWN OF M January
MOORESVILLE
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Altemative spiders may be used for cothodic protection candltlons.
3. ADJUST HEIGHT OF SPIDERS AS NECESSARY TO MAINTAIN SPECIFIED SLOPE
4. CASING PIPE NOT SHOWN,
5. LEGS ROTATED OUT OF POSITION FOR CLARITY.
o/- TOWN OF MOORESVILLE SEWER SYSTEMS January2009
Revision 1
1•. STANDARD DETAIL CASING SPIDER
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25'
3T
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o
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00
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SEWER SYSTEMS January 2009
TOW ry
;•.a..� NOF MOORESVILLE
'
4" SEWER LATERAL Revision 1
STANDARD DETAIL TO MAIN
NTS S- 15.0
RING & COVER UPSTREAM INSIDE DROPS
SIDE OF MANHOLE. CEN TO COME INTO
OVER LADDER THIS AREA ONLY
LADDER STEPS SHALL
BE PER ASTM C478.
48" MIN.
/-INSIDE DROP TO ENTER
BELOW CONE SECTION
TEE NTH
UPPER
BELL CUT 4 OR 6"
OFF
FLEXIBLE SLEEVE
STANDARD MANHOLE (SEE DETAIL 5-10.0)
(SEE DETAIL S-1.0
1" X1/8" STAINLESS STEEL
STRAPS AND STAINLESS
STEEL ANCHOR BOLTS
EVENLY SPACED 4' MAX.
WT TOP HALF OF AND AT TOP AND BOTTOM.
PIPE FROM BEND
TO CHANNEL
SECTION
NOTES
1. INSIDE DROP CONNECTION WILL TYPICALLY NOT BE ALLOWED. WHEN
EXTENUATING CIRCUMSTANCES ARE ENCOUNTERED, THE DIRECTOR OF
ENGINEERING MAY APPROVE. IF APPROVED, ALL CONSTRUCTION MUST BE
COMPLETED PER THIS DETAIL AND AS DIRECTED BY THE DIRECTOR OF
ENGINEERING.
2. DROP CONNECTION PIPE DIAMETER AND FITTINGS SHALL BE EQUAL TO OR
GREATER THAN THE DIAMETER OF THE SEWER SERVICE. PIPE MATERIALS
AND FITTINGS SHALL MEET THE REQUIREMENTS OF THE TOWN STANDARD
SPECIFICATIONS FOR SEWER SERVICE LINES.
TOWN OF MOORESVILLE SEWER SYSTEMS January 2009
1 t Revision 1
E STANDARD DETAIL INSIDE DROP
SERVICE CONNECTION NTs s- 23.0
MIN. , EXPANSION RING
5" WALL.'•
STAINLESS STEEL CLAMP
(2 REQUIRED FOR 15- V.C.
AND ABOVE)
•• a FLEXIBLE SLEEVE
MONOLITHIC
,••s•..'::4 MANHOLE BASE
NOTES:
1. FLEXIBLE MANHOLE SLEEVES SHALL CONFORM TO ASTM 923. SLEEVES BY
PRESS -SEAL GASKET CORPORATION, EPCO INC. OR NPC INC. OR
EQUIVALENT ARE ACCEPTABLE, MAXIMUM DEFLECTION FOR SLEEVE IS 7- (127..).
SLOPES GREATER THAN 12% MUST HAVE SLEEVES DESIGNED FOR HIGHER
DEFLECTION.
2. 1/2" x 3" RUBBER LINER ADAPTER GASKET BY PRESS -SEAL GASKET CORP.
MUST BE USED FOR D.I. PIPE, IF FLEXIBLE SLEEVE IS DESIGNED FOR V.C. PIPE
GASKET TO BE INSTALLED UNDER S.S. CLAMP BETWEEN PIPE AND FLEXIBLE
SLEEVE.
Trlk TOWN OF MOORESVILLE SEWER SYSTEMS January 2009
Revision 1
STANDARD DETAIL FLEXIBLE MANHOLE
SLEEVE NTs s -10
.0
0�
TEMPORARY CONSTRUCTION EASEMENT (TCE)
e - e -�-e
PERMANENT UTILITY EASEMENT (PUE) cli
E - E �� E -E
04w
CENTER LINE OF PIPE w IL
a �
PERMANENT UTILITY EASEMENT (PUE) a
E - E �� E
i0
TEMPORARY CONSTRUCTION EASEMENT (TCE) Cq
e - e - e
PIPE SIZE
PERMANENT UTILITY
EASEMENT WIDTH (PUE)
8"
i $ o_ w
12"
25'
15"
25'
18"
a
24"
30'
30"
35'
36"
00
42"
40'
�U
o i
IK
6' MIN.
no
I P 8x38 PILES
z
CROSS BRACING 1'
Z
PER TOWN COMMENTS
�F
TITLE
SANITARY SEWER
DETAILS
SHEET
C -5m7
O
o
O
USE 3"x3'x7/16" ANGLES
UN
FOR 15"-18' PIPE
F
OU
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USE 4'x4'x5/16' ANGLES
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FOR 20"-24' PIPE
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GRADE
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1
!. MAXIMUM HEIGHT FROM PIPE TO UNDISTURBED SOIL IS 20 FEET.
as
a
3. X SHALL EQUAL V OR AS APPROVED.
w^
m
a
AND MEET ASTM A325. FOR 24' PIPE, BOLTS ON THE CRADLE SHALL BE
sow a
1' IN DIAMETER AND MEET ASTM A490. BOLTS SHALL BE AT LEAST
o
2 1/2" LONG, PLAIN ROUND WASHERS WILL BE REQUIRED.
w! w N
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AND SHALL BE DRILLED.
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7. SEE STEEL H -PILE SPECIFICATIONS.
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GROUND DR AS DIRECTED BY THE ENGINEER.
z
zz
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z�
.1
-
TWENTY (20) TONS OR AS APPROVED BY THE ENGINEER.
o_u a�
F
10. THESE PIERS SHALL BE USED FOR DUCTILE IRON PIPE OR HIGH STRENGTH
w3!n<z
s
' STEEL PIPE ONLY.
oaaz
wz. a-
O�zN "i
zo
a
n
12. ALL PARTS OF THE PILE MUST BE COATED TO 2' BELOW GROUND LEVEL,
W/ CARBOUNE BITULIASTIC 300M (OR EQUAL), TWO-PART COAL TYPE COATING
./:-.., ...:. TOWN OF
MOORESVILLE
SEWER SYSTEMS
SEWER SYSTEMS
January 200 8
1
S R
STEEL H - PILES
Revision 1
DEEP 4" SEWER
Revision 1
•.. STANDARD
DETAIL
STANDARD DETAIL
LATERAL
Nrs
s- 1s.o
TEMPORARY CONSTRUCTION EASEMENT (TCE)
e - e -�-e
PERMANENT UTILITY EASEMENT (PUE) cli
E - E �� E -E
04w
CENTER LINE OF PIPE w IL
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PERMANENT UTILITY EASEMENT (PUE) a
E - E �� E
i0
TEMPORARY CONSTRUCTION EASEMENT (TCE) Cq
e - e - e
PIPE SIZE
PERMANENT UTILITY
EASEMENT WIDTH (PUE)
8"
25'
12"
25'
15"
25'
18"
25'
24"
30'
30"
35'
36"
35'
42"
40'
NOTES:
1. EASEMENTS SHOWN ARE MINIMUM FOR TOWN OWNED UTILITIES,
ADDITIONAL EASEMENTS MAY BE REQUIRED FOR DEEPER THAN
AVERAGE OR LARGE LINES,
2. FOR PARALLEL LINES, EASEMENT SHALL BE PUE/2 FEET FROM
CENTER OF EACH LINE.
3. TCE OF 12.5' ON EACH SIDE OF PUE.
f TOWN OF MOORESVILLE January Zoos
SEWER SYSTEM Revision 1
9
STANDARD DETAIL SEWER EASEMENT
NTS S - 33.0
128 Talbert Road, Suite A
Mooresville, NC 28117
[phone]
www.wspgroup.com/usa
9
GAR 0,
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SEAL
026926
i7t f' 1 N V`�\
�rfrrttcttn14�6111/12
NC LICENSE # F-0891
D
BY
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REVISION
(CUT FLANGE AND BEND WEB)
4'
Lij
o
3'
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(SEE CRADLE DETAIL S-26)
o i
6' MIN.
I P 8x38 PILES
11
CROSS BRACING 1'
Ord/19/15
PER TOWN COMMENTS
(CUT WEB AND BEND)
TITLE
SANITARY SEWER
DETAILS
SHEET
C -5m7
CROSe BRACING SIZES
FOR 12° PIPE AND SMALLER 4
USE 3"x3'x7/16" ANGLES
FOR 15"-18' PIPE
USE 4'x4'x5/16' ANGLES
FOR 20"-24' PIPE
USE 5"x5x3/8' ANGLES
2.25 i
4
X I 5.
I
GRADE
//--FINISHED
NOTES:
!. MAXIMUM HEIGHT FROM PIPE TO UNDISTURBED SOIL IS 20 FEET.
2. PIPE SHALL FIT SNUGLY.
3. X SHALL EQUAL V OR AS APPROVED.
4. FOR B INCH TO 18 INCH PIPE ALL BOLTS SHALL BE 7/8" IN DIAMETER
AND MEET ASTM A325. FOR 24' PIPE, BOLTS ON THE CRADLE SHALL BE
1' IN DIAMETER AND MEET ASTM A490. BOLTS SHALL BE AT LEAST
2 1/2" LONG, PLAIN ROUND WASHERS WILL BE REQUIRED.
5, BOLT HOLES SHALL BE 1/10" LARGER THAN THE DIAMETER OF THE BOLT
AND SHALL BE DRILLED.
6. ALL STEEL SHALL BE A36 STEEL.
7. SEE STEEL H -PILE SPECIFICATIONS.
B. PILES SHALL BE DRIVEN TO A MINIMUM DEPTH OF TEN (10) FEET BELOW
GROUND DR AS DIRECTED BY THE ENGINEER.
9. PILES SHALL BE DRIVEN TO A DEPTH AT WHICH PILE BEARING CAPACITY IS
TWENTY (20) TONS OR AS APPROVED BY THE ENGINEER.
10. THESE PIERS SHALL BE USED FOR DUCTILE IRON PIPE OR HIGH STRENGTH
' STEEL PIPE ONLY.
11. CONTRACTOR MAY SUBSTITUTE WBx35 FOR HPBX36 FOR THE PILES.
12. ALL PARTS OF THE PILE MUST BE COATED TO 2' BELOW GROUND LEVEL,
W/ CARBOUNE BITULIASTIC 300M (OR EQUAL), TWO-PART COAL TYPE COATING
TOWN OF MOORESVILLE
SEWER SYSTEMS
January 2009
S R
STEEL H - PILES
Revision 1
STANDARD DETAIL
PIERS FOR PIPES
24" AND SMALLER
NTS
S - 28.0
FULL FULL
JOINT FULL JOINT D.I.P. FULL JOINT D.I.P. FULL JOINT D.I.P. JOINT
D.I.P.
D.I.P.
18.118'
-
-rl
L
L 2
-
�',GRIFFIN MECH-LOK (TM)
(TY. SEE NOTE 1
10' MIN.
CREEK CHANNEL-� I
H -PILE -/
REQUIRED AS SHOWN -- _
ON PLANS (TYP.)
10' MIN.
�H-PILES
STEEL
SEE DETAIL S-26
VARIES (40' MAX.)
NOTES:
1. ALL JOINTS AND PIPE BETWEEN SUPPORTS SHALL BE GRIFFIN MECH-LOK( TM)
OR APPROVED EQUIVALENT.
2. MINIMUM DEPTHS SHALL BE IN UNDISTURBED SOIL.
3. MAXIMUM HEIGHT FROM PIPE TO UNDISTURBED SOIL IS 20 FEET.
4. MAX. CLEAR SPAN IS 40' AND MAX. DIAMETER IS 36".
5. AERIAL CROSSING SHALL BE AVOIDED AND MUST BE APPROVED
BY THE DIRECTOR OF ENGINEERING.
TOWN OF MOORESVILLE
SEWER SYSTEMS
March 2014
1 r
AERIAL CREEK CROSSING
Revision 2
STANDARD DETAIL
ON STEEL H -PILES
NTS
S - 25.0
128 Talbert Road, Suite A
Mooresville, NC 28117
[phone]
www.wspgroup.com/usa
9
GAR 0,
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SEAL
026926
i7t f' 1 N V`�\
�rfrrttcttn14�6111/12
NC LICENSE # F-0891
D
BY
DATE
REVISION
0
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Ord/19/15
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DATE
REVISION
11
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Ord/19/15
PER TOWN COMMENTS
PROJECT M 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
SANITARY SEWER
DETAILS
SHEET
C -5m7

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GARY & NANCY
KARRIKER
PIN: 4655-37-8288
DB 770 PG 554
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PIN: 4655-47-2303 COYLE
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PIN: 4655-3 —8$8
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` TOWN OF MOORESVILLE
?}r� APPLICATION FOR WATER SYSTEM EXTENSION
TO BE INCLUDED ON SUMMARY SHEET OF DRAWINGS
One copy of Engineering Calculations, sealed by a North Carolina Engineer, have been submitted
VopJWith this application ❑ Under Separate Cover
Is this applicatimodification or revision to a previously permitted project?
El YES
YES O
Are there any portions of the proposed construction that do not comply with the Town of Mooresville
Land Development?
Design Standards? ❑YES $NO
yes, pease exp ain:
Are there any portions of the proposed construction that do not comply with 15A NCAC subchapter 18C?
YES "'0
If yes, please explain:
Summary of water main extension length and material:
Diameter Material Length
12" PVC 2,425
8" PVC 7,428
Certification of Party Responsible for Construction
I, _ _ attest that this application has been reviewed by me and is accurate and complete to the best of
my knowledge. I understand that a permit may be issued based on this application, and I will be responsible for compliance with
the terms and conditions of this permit. I further understand that, prior to Final Approval of the Water System Extension, the
con structedwork must be certified by a North Carolina Professional Engineer. I will so notify the Town if the certifying engineer
will not be the design engineer.
Print Name: __Chris li_ 1-6-2015
is/ ---- Date: - - - - -
Signature:---�J�u�-.C-----
WATERLINE QUANTITES
BY
ITEM
REVISION
QUANTITY
8" PVC
LF
7,370
8" DIP
LF
58
12" PVC
LF
2,425
8'1x8"x8"x8"CROSS
EA
1
8"x8"x8"TEE
EA
6
8"x8"x6"TEE
EA
12
12" x 12" x 8" TEE
EA
1
12" x 12" x 6" TEE
EA
5
8" GATE VALVE
EA
18
12" GATE VALVE
EA
2
FIRE HYDRANTS(SITE)
EA
12
FIRE HYDRA NTS(OFF-SITE)
EA
5
AIR RELEASE VALVES
EA
1
GRAPHIC SCALE
100 0 50 100 200
HORIZONTAL: 1" = 100'
0
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SEAL
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06/19/15
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PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
OVERALL WATER
MASTER
SHEET
C-600

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x'411111 of°j
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NC LICENSE # F-0891
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06/19/15
PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
OVERALL WATER
MASTER
SHEET
C -600A

GAS
ST A
PX
CAMPUS LANE
OR FORMERLY
HW� MT. MOURN 6727
4655-07— OR FORMERLY
PI0B 204BCPG1928
N� OSEPN ALBERT
TRA HEIRS
WILSON 717
WIRE FE►i� PIN:
465 —07-9
B4
EX 16" WATER Ex
MAIN
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EX EXISTING w
BUILDING FIRE HYDRANT
(DO NOT DISTURB) 4
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16" TO 12"
F
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EX. FIRE
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•
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855
850
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845
GRAPHIC SCALE
4 0 2 4 8
40 0 20 40 80
VERTICAL: 1" = 4'
HORIZONTAL: 1" = 40'
PROPO,
WATER MAIN BEG
840
835
830
820
REMOVE PLUG AND CONNECT
TO EXISTING WATER MAIN
STA: 0+00
EX EOP
REPLACE 19 SY
OF GRAVEL
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Pp
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NOW SH AN LAR
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855
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840
835
830
0=1911
Town of Mooresville, North Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
Director of Engineering Date
Fre Department Date
Planning Department Date
128 Talbert Road, Suite A
Mooresville, NC 28117
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840
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0=1911
Town of Mooresville, North Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
Director of Engineering Date
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Planning Department Date
128 Talbert Road, Suite A
Mooresville, NC 28117
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06/19/15
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PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
OFFSITE WATER PLAN &
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1
JB
06/19/15
PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
OFFSITE WATER PLAN &
PROFILE STA. 9+50 TO
19+50
SHEET
■

GRAPHIC SCALE
4 0 2 4 8
40 0 20 40 80
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Plan Approval for Roadway, Drainage, Water & Sewer
Director of Engineering Date
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TITLE
OFFSITE WATER PLAN &
PROFILE STA. 19+50 TO
26+50
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Plan Approval for Roadway, Drainage, Water & Sewer
Director of Engineering Date
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7/27/15
PER TOWN COMMENTS
1
JB
5/12/15
PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
OFFSITE WATER PLAN &
PROFILE STA. 19+50 TO
26+50
SHEET
C-6,3

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ADJUSTABLE VALVE BOX BOL1`EDkTO L
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6" GATE VALVE
MEGA -LUG RESTRAINT SYSTEM
♦
FOR HYDRANT AND TEE
Concrete Thrust
CAST IN PLACE CONCRETE FOOTING Black -(If necessary
NOTES: for thrust restraint)
1. HYDRANTS SHALL CONFORM TO AWWA SPEC. C-502,
2. HYDRANTS SHALL HAVE MAIN VALVE OPENINGS OF 5 1/4" WITH (1) 5" STORZ
PUMPER CONNECTION FACING THE STREET AND TWO 2.5 INCH HOSE OUTLETS.
3. ALL HYDRANTS SHALL OPEN COUNTERCLOCKWISE
4. PUBLIC HYDRANTS SHALL BE PAINTED WITH SAFETY YELLOW ENAMEL. PRIVATE
HYDRANTS SHALL BE PAINTED SILVER.
5. PUMP NOZZLE SHALL BE ONE-PIECE DESIGN COMPATIBLE WITH STORZ HOSE
COUPLING, NOZZLE SHALL BE INTEGRAL TO THE FIRE HYDRANT ASSEMBLED AT THE
FACTORY. STORZ ADAPTERS WILL NOT BE ACCEPTED,
TOWN OF MOORESVILLE January 2009
! . WATER SYSTEMS Revision 1
,- STANDARD DETAIL FIRE HYDRANT
NTS W-1-0
FINISHED GRADE
CASTIRON FRAME AND COVER
PER DETAIL S-2 EXCEPT THAT
LID SHALL BE LABELED WATER
/-RISER RINGS (MORTAR)
�2'-6" MIN -
DIAMETER
INTEGRAL
STAINLESS STEEL
YDRANT
i6'
TORZ
BURY
NIPPLE
LINEND
25'
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CAP
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40'
AUTOMATIC AIR
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25'
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45'
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6" GATE VALVE
MEGA -LUG RESTRAINT SYSTEM
♦
FOR HYDRANT AND TEE
Concrete Thrust
CAST IN PLACE CONCRETE FOOTING Black -(If necessary
NOTES: for thrust restraint)
1. HYDRANTS SHALL CONFORM TO AWWA SPEC. C-502,
2. HYDRANTS SHALL HAVE MAIN VALVE OPENINGS OF 5 1/4" WITH (1) 5" STORZ
PUMPER CONNECTION FACING THE STREET AND TWO 2.5 INCH HOSE OUTLETS.
3. ALL HYDRANTS SHALL OPEN COUNTERCLOCKWISE
4. PUBLIC HYDRANTS SHALL BE PAINTED WITH SAFETY YELLOW ENAMEL. PRIVATE
HYDRANTS SHALL BE PAINTED SILVER.
5. PUMP NOZZLE SHALL BE ONE-PIECE DESIGN COMPATIBLE WITH STORZ HOSE
COUPLING, NOZZLE SHALL BE INTEGRAL TO THE FIRE HYDRANT ASSEMBLED AT THE
FACTORY. STORZ ADAPTERS WILL NOT BE ACCEPTED,
TOWN OF MOORESVILLE January 2009
! . WATER SYSTEMS Revision 1
,- STANDARD DETAIL FIRE HYDRANT
NTS W-1-0
FINISHED GRADE
CASTIRON FRAME AND COVER
PER DETAIL S-2 EXCEPT THAT
LID SHALL BE LABELED WATER
/-RISER RINGS (MORTAR)
o, TOWN OF MOORESVILLE WATER SYSTEMS January 2009
Revision 1
STANDARD DETAIL AIR RELIEF MANHOLE
• NTS I W-7.0
CONNECTOR UNE
REDUCED PRESSURE PRINCIPLE ASST
GATE VALVE ---
EXISTING WATER MAIN -
EXISTING VALVE
LEEVE-LONG PATTERN
TAPPED PLUG
WATER MAIN
NOTES:
1. INSTALL CONNECTOR LINE FROM EXISTING BLOW OFF ASSEMBLY TO NEW
MAIN FOR FILLING, TESTING AND STERILIZING NEW MAIN.
2. CONNECTOR LINE TO BE ASSEMBLED WITH CHECK VALVE AND TO BE
OPERATED INDEPENDENT OF EXISTING MAIN.
3. BLOCKING ON EXISTING LINE IS NOT TO BE DISTURBED.
4. FINAL CONNECTION TO EXISTING MAIN TO BE MADE ONLY AFTER TOTAL
PROJECT IS ACCEPTED BY THE OWNER.
5. VALVES ON EXISTING SYSTEM TO BE OPERATED BY OWNER FORCES ONLY.
6. ONLY ONE CONNECTION WILL BE ALLOWED BETWEEN THE EXISTING SYSTEM
AND THE NEW CONSTRUCTION UNTIL TESTING AND DISINFECTION ARE COMPLETE,
TOWN OF MOORESVILLE January
WATER SYSTEMS Revisionn I
STANDARD DETAIL JUMPER CONNECTION NTS W-13.0
WATER LINE
Ductile or PVC
V-SOLID 4"X 8"X 16"
CONCRETE BLOCK ON
UNDISTURBED GROUND
ALL STAINLESS STEEL SLEEVE WITH DROP-IN BOLTS AND
STAINLESS STEEL MJ OUTLET PER THE MATERIALS SECTION
NOTES:
1.CRETE SHALL NOT CONTACT BOLTS OR ENDS OF
MECHANICAL JOINT FITTNGS.
2. SEE APPROPRIATE STANDARD DETAIL FOR THRUST
BLOCK DIMENSIONS.
3. WHEN NEW WATER LINE AND WATER LINE BEING TAPPED
ARE OF THE SAME SIZE, A DUC7ILE IRON TAPPING
SLEEVE WITH MECHANICAL JOINT MUST BE USED.
SEE W-2.OB.
4. CONCRETE THRUST BLOCKING MAY BE REQUIRED AT THE
DISCRETION OF THE TOWN.
5. Stainless Steel topping sleaves shall be Smith -Blair 665
or approved equal.
TOWN OF MOORESVILLE WATER SYSTEMS January 2009
TAPPING SLEEVE & Revision'
• STANDARD DETAIL VALVE ASSEMBLY
NTS W - 2.OA
BACKFILL
T
18" 12" MAX.
EMBEDMENT
PIPE
ORDINARY PIPE BEDDING
BACKFILL
PIPE EMBEDMENT
GRANULAR _:_ ^ 1/2 PIPE DIA.
MATERIAL _ __ 4" MIN.
TYPE "A" BEDDING
LIMITING INVERT DEPTHS
BEDDING PIPE DIAMETER
6" 8" 10" 12" 16"
ORDINARY 4'-20' 4'-15' 4'-10' 1 4'-10' 4'-10'
TYPE "A" - 15'-20' 10'-20'.1_10'-20' 10'-20'
NOTES
1. PIPES AT DEPTHS GREATER THAN 12' MUST BE APPROVED BY THE DIRECTOR
OF ENGINEERING.
2. PIPE BEDDING SHALL BE DESIGNED ACCORDING TO MANUFACTURER'S
RECOMMENDATIONS.
3, PIPE EMBEDMENT SHALL BE PLACED IN A MAXIMUM OF 6" LAYERS &
COMPACTED TO 95% OF THE MAXIMUM LABORATORY DRY DENSITY AS
DETERMINED BY THE STANDARD PROCTOR METHOD,
4. PIPE EMBEDMENT SHALL EXTEND TO FINISHED GRADE FOR PIPELINES
WITHIN ROAD RIGHT-OF-WAY.
09
T
TOWN OF MOORESVILLE WATER SYSTEMS January 2o
WATERLINE PIPING Revision 1
STANDARD DETAIL TRENCHING & BACKFILLING
(UP TO 20' DEEP) NTS I W - 8.0
NOTES:
1. VALVE BOX WILL CONFORM TO ASTM
A48, CLASS 35 B.
2. MINIMUM WEIGHTS:
COVER.....................13 LBS
TOP SECTION..........60 LBS
BOTTOM SECTION 49 LBS
TOTAL......122 LBS
3. COVERS LOCATED IN CONCRETE OR
PAVEMENT SHALL HAVE SKIRTS MIN. C DEEP
AND COVERS SHALL WEIGH MIN, OF 24 LBS
BOTTOM SECTION
y� TOWN OF MOORESVILLE WATER SYSTEMS January 2009
Revision 1
STANDARD DETAIL CAST IRON
VALVE BOX NTS FW - 14.0
NOTES:
1. METER TO BE FURNISHED AND INSTALLED BY TOWN OF MOORESVILLE. ALL
COMPONENTS PROVIDED SHALL BE COMPATIBLE WITH A FORD METER.
2. LEGEND:
1O SMITH-BLAIR MODEL 313 TAPPING SADDLE OR APPROVED EQUAL, NO DIRECT TAPS
MUELLER B-25008 CORPORATION STOP BALL VALVE WITH COMPRESSION FITTING OR
APPROVED EQUAL
O3 COPPER TUBING, TYPE K.
® RESIDENTIAL USE: ANGLE DUAL CHECK VALVE FORD HHCA91-323 OR COMPATIBLE.
COMMERCIAL USE: WITH SEPARATE BACKFLOW DEVICE: CHECK VALVE
O FORD METER YOKE Y502
© ANGLE BALL VALVE OR ANGLE KEY VALVE
O7 WHITE OR BLACK POLYETHYLENE METER BOX MANUFACTURED BY
SOUTHEASTERN DISTRIBUTION.
J" SERVICE - MB16-176 & SOLID LID 170 WE -36
1" SERVICE - MB17-178 & SOLID LID 174 WE -37
TOWN OF MOORESVILLE WATER SYSTEMS JANUARY2010
!` Revision 1
? STANDARD DETAIL SERVICE CONNECTION NITS W - 3.0
TEMPORARY CONSTRUCTION EASEMENT (TCE)
e - e
PERMANENT UTILITY EASEMENT (PUE) '^
E - E -~E -E
CENTER LINE OF PIPE -1,., w
a.
PERMANENT UTILITY EASEMENT (PUE)
E - E -~ E - E
TEMPORARY CONSTRUCTION EASEMENT (TCE)
e
MINIMUM PERMANENT UTILITY EASEMENT WIDTH PUE)
NOTES:
1. MINIMUM PUE WIDTH SHALL BE 25'.
2. EASEMENTS SHOWN ARE MINIMUM FOR TOWN OWNED UTILITIES. ADDITIONAL
EASEMENTS MAY BE REQUIRED FOR DEEPER THAN AVERAGE OR LARGE LINES.
3. FOR PARALLEL LINES, EASEMENT SHALL BE MINIMUM PUE/2 FEET FROM
CENTER OF EACH LINE.
4. TICE OF 12.5' IS REQUIRED ON EACH SIDE OF PUE.
f« .♦ TOWN OF MOORESVILLE WATERSYSTEMS January 2009
Revision 1
•• STANDARD DETAIL MINIMUM EASEMENT
NTS W-9.0
WS
MAXIMUM PIPE INVERT DEPTH (FT)
DIAMETER
IN.) 10'
STAINLESS STEEL
14'
i6'
18'
r __r
NIPPLE
STAINLESS STEEL
25'
30'
35'
40'
AUTOMATIC AIR
6"
25'
25'
CORPORATION STOP
RELEASE VALVE
40'
45'
8"
BALL VALVE
APPROVED TAPPING
30'
35'
40'
PRECAST FLAT
SADDLE ASSEMBLY
25'
25'
5' (MIN,
TOP MANHOLE
40'
45'
12"
PER DETAIL S-6
12" DRAIN
30'
35'
40'
45'
o
(MIN.)
30'
30'
35'
1'-0" NCDOT
45'
16"
EZ
30'
#57 STONE
FILTER FABRIC
OVERLAPPED AT
TOP
18"
NOTES:
30'
1. 1" AIR RELEASE VALVE AND 1" FITTINGS FOR WATER
35'
MAINS UP TO 12" IN DIAMETER.
45'
2. 2" AIR RELEASE VALVE AND 2" FITTINGS FOR WATER
25'
MAINS GREATER THAN 12" IN DIAMETER.
o, TOWN OF MOORESVILLE WATER SYSTEMS January 2009
Revision 1
STANDARD DETAIL AIR RELIEF MANHOLE
• NTS I W-7.0
CONNECTOR UNE
REDUCED PRESSURE PRINCIPLE ASST
GATE VALVE ---
EXISTING WATER MAIN -
EXISTING VALVE
LEEVE-LONG PATTERN
TAPPED PLUG
WATER MAIN
NOTES:
1. INSTALL CONNECTOR LINE FROM EXISTING BLOW OFF ASSEMBLY TO NEW
MAIN FOR FILLING, TESTING AND STERILIZING NEW MAIN.
2. CONNECTOR LINE TO BE ASSEMBLED WITH CHECK VALVE AND TO BE
OPERATED INDEPENDENT OF EXISTING MAIN.
3. BLOCKING ON EXISTING LINE IS NOT TO BE DISTURBED.
4. FINAL CONNECTION TO EXISTING MAIN TO BE MADE ONLY AFTER TOTAL
PROJECT IS ACCEPTED BY THE OWNER.
5. VALVES ON EXISTING SYSTEM TO BE OPERATED BY OWNER FORCES ONLY.
6. ONLY ONE CONNECTION WILL BE ALLOWED BETWEEN THE EXISTING SYSTEM
AND THE NEW CONSTRUCTION UNTIL TESTING AND DISINFECTION ARE COMPLETE,
TOWN OF MOORESVILLE January
WATER SYSTEMS Revisionn I
STANDARD DETAIL JUMPER CONNECTION NTS W-13.0
WATER LINE
Ductile or PVC
V-SOLID 4"X 8"X 16"
CONCRETE BLOCK ON
UNDISTURBED GROUND
ALL STAINLESS STEEL SLEEVE WITH DROP-IN BOLTS AND
STAINLESS STEEL MJ OUTLET PER THE MATERIALS SECTION
NOTES:
1.CRETE SHALL NOT CONTACT BOLTS OR ENDS OF
MECHANICAL JOINT FITTNGS.
2. SEE APPROPRIATE STANDARD DETAIL FOR THRUST
BLOCK DIMENSIONS.
3. WHEN NEW WATER LINE AND WATER LINE BEING TAPPED
ARE OF THE SAME SIZE, A DUC7ILE IRON TAPPING
SLEEVE WITH MECHANICAL JOINT MUST BE USED.
SEE W-2.OB.
4. CONCRETE THRUST BLOCKING MAY BE REQUIRED AT THE
DISCRETION OF THE TOWN.
5. Stainless Steel topping sleaves shall be Smith -Blair 665
or approved equal.
TOWN OF MOORESVILLE WATER SYSTEMS January 2009
TAPPING SLEEVE & Revision'
• STANDARD DETAIL VALVE ASSEMBLY
NTS W - 2.OA
BACKFILL
T
18" 12" MAX.
EMBEDMENT
PIPE
ORDINARY PIPE BEDDING
BACKFILL
PIPE EMBEDMENT
GRANULAR _:_ ^ 1/2 PIPE DIA.
MATERIAL _ __ 4" MIN.
TYPE "A" BEDDING
LIMITING INVERT DEPTHS
BEDDING PIPE DIAMETER
6" 8" 10" 12" 16"
ORDINARY 4'-20' 4'-15' 4'-10' 1 4'-10' 4'-10'
TYPE "A" - 15'-20' 10'-20'.1_10'-20' 10'-20'
NOTES
1. PIPES AT DEPTHS GREATER THAN 12' MUST BE APPROVED BY THE DIRECTOR
OF ENGINEERING.
2. PIPE BEDDING SHALL BE DESIGNED ACCORDING TO MANUFACTURER'S
RECOMMENDATIONS.
3, PIPE EMBEDMENT SHALL BE PLACED IN A MAXIMUM OF 6" LAYERS &
COMPACTED TO 95% OF THE MAXIMUM LABORATORY DRY DENSITY AS
DETERMINED BY THE STANDARD PROCTOR METHOD,
4. PIPE EMBEDMENT SHALL EXTEND TO FINISHED GRADE FOR PIPELINES
WITHIN ROAD RIGHT-OF-WAY.
09
T
TOWN OF MOORESVILLE WATER SYSTEMS January 2o
WATERLINE PIPING Revision 1
STANDARD DETAIL TRENCHING & BACKFILLING
(UP TO 20' DEEP) NTS I W - 8.0
NOTES:
1. VALVE BOX WILL CONFORM TO ASTM
A48, CLASS 35 B.
2. MINIMUM WEIGHTS:
COVER.....................13 LBS
TOP SECTION..........60 LBS
BOTTOM SECTION 49 LBS
TOTAL......122 LBS
3. COVERS LOCATED IN CONCRETE OR
PAVEMENT SHALL HAVE SKIRTS MIN. C DEEP
AND COVERS SHALL WEIGH MIN, OF 24 LBS
BOTTOM SECTION
y� TOWN OF MOORESVILLE WATER SYSTEMS January 2009
Revision 1
STANDARD DETAIL CAST IRON
VALVE BOX NTS FW - 14.0
NOTES:
1. METER TO BE FURNISHED AND INSTALLED BY TOWN OF MOORESVILLE. ALL
COMPONENTS PROVIDED SHALL BE COMPATIBLE WITH A FORD METER.
2. LEGEND:
1O SMITH-BLAIR MODEL 313 TAPPING SADDLE OR APPROVED EQUAL, NO DIRECT TAPS
MUELLER B-25008 CORPORATION STOP BALL VALVE WITH COMPRESSION FITTING OR
APPROVED EQUAL
O3 COPPER TUBING, TYPE K.
® RESIDENTIAL USE: ANGLE DUAL CHECK VALVE FORD HHCA91-323 OR COMPATIBLE.
COMMERCIAL USE: WITH SEPARATE BACKFLOW DEVICE: CHECK VALVE
O FORD METER YOKE Y502
© ANGLE BALL VALVE OR ANGLE KEY VALVE
O7 WHITE OR BLACK POLYETHYLENE METER BOX MANUFACTURED BY
SOUTHEASTERN DISTRIBUTION.
J" SERVICE - MB16-176 & SOLID LID 170 WE -36
1" SERVICE - MB17-178 & SOLID LID 174 WE -37
TOWN OF MOORESVILLE WATER SYSTEMS JANUARY2010
!` Revision 1
? STANDARD DETAIL SERVICE CONNECTION NITS W - 3.0
TEMPORARY CONSTRUCTION EASEMENT (TCE)
e - e
PERMANENT UTILITY EASEMENT (PUE) '^
E - E -~E -E
CENTER LINE OF PIPE -1,., w
a.
PERMANENT UTILITY EASEMENT (PUE)
E - E -~ E - E
TEMPORARY CONSTRUCTION EASEMENT (TCE)
e
MINIMUM PERMANENT UTILITY EASEMENT WIDTH PUE)
NOTES:
1. MINIMUM PUE WIDTH SHALL BE 25'.
2. EASEMENTS SHOWN ARE MINIMUM FOR TOWN OWNED UTILITIES. ADDITIONAL
EASEMENTS MAY BE REQUIRED FOR DEEPER THAN AVERAGE OR LARGE LINES.
3. FOR PARALLEL LINES, EASEMENT SHALL BE MINIMUM PUE/2 FEET FROM
CENTER OF EACH LINE.
4. TICE OF 12.5' IS REQUIRED ON EACH SIDE OF PUE.
f« .♦ TOWN OF MOORESVILLE WATERSYSTEMS January 2009
Revision 1
•• STANDARD DETAIL MINIMUM EASEMENT
NTS W-9.0
WS
MAXIMUM PIPE INVERT DEPTH (FT)
DIAMETER
IN.) 10'
12'
14'
i6'
18'
20'
4"
25'
25'
30'
35'
40'
45'
6"
25'
25'
30'
35'
40'
45'
8"
25'
25'
30'
35'
40'
45'
10"
25'
25'
30'
35'
40'
45'
12"
25'
25'
30'
35'
40'
45'
14"
25'
30'
30'
35'
40'
45'
16"
25'
30'
30'
35'
40'
45'
18"
25'
30'
30'
35'
40'
45'
20"
25'
30'
30'
35'
40'
45'
24"
25'
30'
30'
35'
40'
45'
30"
30'
35'
40'
45'
S0'
50'
36"
30'
35'
40`
45'
50'
50'
42"
30'
35'
40'
45'
50'
S0'
UNDISTURBED EARTH
A '+.
A
A/2
#5 ® 12" EW
PLAN ELEVATION
3,000 PSI
A� CONCRETE
#5 0 12" EW �_` A/2 - -
" A
3/4" DIA, X 8"
ANCHOR BOLTS
PLAN ELEVATION
NOTES:
1. ALL FACES OF THE BLOCK SHALL REST AGAINST UNDISTURBED SOIL.
2. PIPE JOINTS, BOLTS, NUTS, RETAINER GLANDS ARE NOT TO BE ENCASED IN
CONCRETE.
3. DIMENSIONS BASED ON 150 PSI TEST PRESSURE 1,000 PSF BEARING CAPACITY.
4. THRUST BLOCKS ARE ALLOWED ONLY WHEN THERE IS NOT ENOUGH PIPE LENGTH TO
PROVIDE SUFFICIENT THRUST RESTRAINT VIA RESTRAINED JOINT PIPE, OR WHEN
CONNECTING TO AN EXISTING PIPE THAT IS NOT RESTRAINED JOINT.
DIMENSION "A"
4
INGS
-0-
o00000
4"
00 00
12"
11 1/4 BEND
•
WATER
V-6"
2'-0"
.
El000 7
1'-6"
I
o 0-
4'
CLASS 'A" CONCRETE '
4
PAVEMENT
2'-5"
(INCLUDING GRAVEL & DIRT STREETS)
SHOULDER
1'-8"
2'-6"
V-4"
5'-0"
TEE
CON RETE
PA
S-4"
'°�10.,
,!:..
. ,s•, ''
.'.
(SEE I ITE
5)
((�
BLOWOFF ASSEMBLY
®mm
a
o�
TOP SECTION
z
0 c
MM
®'2
a
N
'm
ITI
BOTTOM SECTION
N= -
(OPTIONAL)
o_
3
r
Do
a u�i
S
1. WHEN VALVE IS IN PAVEMENT TOP OF
0
LL
CONCRETE PAD TO BE 2' BELOW FINISH
m a
A C
GRADE.
ra
�m
�g
r9
m m
_»
.o
s 'u.
2, WHEN VALVE IS ON GRAVEL OR DIRT
TREET. TOP OF CONCRETE PAD TO 13E AT
FZ
11
ISH GRADE.
DUCTILE IRON PIPE
3. VALVE BOX WILL CONFORM TO ASTM
A48, CLASS 358. SEE SECTION VII, PG 33.
PIPE SHALL EXTEND TO
BOTTOM OF STUFFING
4. TWO (2) BRICKS EACH ARE TO BE
BOX OF VALVE
PLACED AS SHOWN UNDER VALVE BOX,
BOTTOM SECTION, AND PIPE O 1B0.
_
BRICK
■
1 N
BRICKS SHALL NOT REST ON VALVE
1 BONNET. (PLACE BRICKS ON FLAT SIDE OF
BONNET.)
D 2.
5. BLACK COLORED CONCRETE SHALL BE
- USED FOR THE COLLAR WHEN LOCATED IN -
' -
- ASPHALT PAVEMENT. '
TOWN OF MOORESVILLE
WATER SYSTEMS
January 2009
r
ROUND TOP VALVE
Revision 1
- STANDARD DETAIL
a
o
® m
,Z
BOX INSTALLATION
NTS
W- 15.0
UNDISTURBED EARTH
A '+.
A
A/2
#5 ® 12" EW
PLAN ELEVATION
3,000 PSI
A� CONCRETE
#5 0 12" EW �_` A/2 - -
" A
3/4" DIA, X 8"
ANCHOR BOLTS
PLAN ELEVATION
NOTES:
1. ALL FACES OF THE BLOCK SHALL REST AGAINST UNDISTURBED SOIL.
2. PIPE JOINTS, BOLTS, NUTS, RETAINER GLANDS ARE NOT TO BE ENCASED IN
CONCRETE.
3. DIMENSIONS BASED ON 150 PSI TEST PRESSURE 1,000 PSF BEARING CAPACITY.
4. THRUST BLOCKS ARE ALLOWED ONLY WHEN THERE IS NOT ENOUGH PIPE LENGTH TO
PROVIDE SUFFICIENT THRUST RESTRAINT VIA RESTRAINED JOINT PIPE, OR WHEN
CONNECTING TO AN EXISTING PIPE THAT IS NOT RESTRAINED JOINT.
TOWN OF MOORESVILLE January 2009
r' ♦' WATER SYSTEMS
Revision 1
STANDARD DETAIL THRUST BLOCK
NTS W-6.0_
DIMENSION "A"
T
O
INGS
FITTING
4"
PIPE SIZE
6" 8"
12"
11 1/4 BEND
1'-6"
1'-6"
V-6"
2'-0"
22 1/2 BEND
1'-6"
1'-6"
2'-0"
2'-8-
45 BEND
1'-6"
2'-0"
2'-5"
S-8"
90 SEND
1'-8"
2'-6"
V-4"
5'-0"
TEE
1'-8"
2'-6"
S-4"
5'-0"
TOWN OF MOORESVILLE January 2009
r' ♦' WATER SYSTEMS
Revision 1
STANDARD DETAIL THRUST BLOCK
NTS W-6.0_
11
61
o
CONCRETE PROTECTOR
T
O
INGS
FINISHED GRADE
m a_
CAST IRON
ADJUSTABLE
VALVE -END OF PIPE
THREADED WITH
VALVE BOX
BOX BRASS COUPLING
e•
o�
0 0
T
RESTRAINED 2" DIAMETER
2" DIAMETER. HEIGHT
PIPE THREADED
THREADED VARIES
BRASS
BRASS
i el j
12"-----I � -24+� BRASS 90' ELBOW
�I
m 's
�m
_»
d.
a
® m d
MEGALUG�
THREADED 2" GATE VALVE
CAP
WITH 2" NUT
NOTES:
1. FIRE HYDRANTS ARE TO BE USED AS PERMANENT BLOW OFFS ON
DEAD END WATER LINES 6
INCHES OR GREATER, UNLESS APPROVED
BY THE DIRECTOR OF ENGINEERING.
TOWN OF MOORESVILLE
WATER SYSTEMS
January
Janus 2009
PERMANENT 2"
Revision t
Nrs
w -11.o
STANDARD DETAIL
BLOWOFF ASSEMBLY
11
61
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Town of Mooresville, North Carolina
Plan Approval for Roadway, Drainage, Water & Sewer
Director of Engineering Date
Fire Department Date
Planning Department Date
P
128 Talbert Road, Suite A
Mooresville, NC 28117
[phone]
www.wspgroup.com/usaseeFITS
y41
1111
GARP
•
SEAL
0266 z
C LICENSE # r--o891
NO. BY DATE
REVISION0-1
,I JB o&rn&IS PER TOWN COMMENTS
PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
WATER DETAILS
SHEET
C-604
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WATERLINE MATERIALS:
A. THE FOLLOWING MATERIALS ARE ACCEPTABLE FOR WATERLINE EXTENSIONS
SIZE (INCHES)
ALLOWABLE MATERIALS
SERVICE CONNECTION (2 INCH AND SMALLER)
COPPER ONLY
SERVICE CONNECTION (3 INCH)
NOT ALLOWED
SERVICE CONNECTION (4 INCH AND LARGER)
RJ DIP
WATERLINE (2 INCH AND 3 INCH)'
PVC SDR 13.5
WATERLINE (4 INCH THROUGH 12 INCH)
PVC C900 DR 14, DIP
WATERLINE (16 INCH AND LARGER)
DIP
' 3 INCH PIPE IS NOT ALLOWED FOR PUBLIC WATERLINE EXTENSIONS
B. DUCTILE IRON PIPE AND FITTINGS
DUCTILE IRON PIPE FOR ALL WATER APPLICATIONS SHALL BE DESIGNED IN ACCORDANCE WITH
ANSI/AWWA C1 50/A21.50 AND MANUFACTURED IN ACCORDANCE WITH ANSI/AWWA C1 51/A21.51. PIPE
SHALL HAVE A CEMENT MORTAR LINING IN ACCORDANCE WITH ANSI/AWWA C104/A21.4. DUCTILE IRON
PIPE SHALL BE PUSH -ON TYPE OR MECHANICAL TYPE JOINT MANUFACTURED IN ACCORDANCE WITH
ANSI/AWWA C111/A21.11, FOR RUBBER GASKET JOINTS. THE EXTERIOR OF DUCTILE IRON PIPE SHALL
BE COATED WITH A BITUMINOUS COATING. DUCTILE IRON PIPE UP TO 12 INCH DIAMETER MUST BE
THICKNESS PRESSURE CLASS 350. PIPE DIAMETERS 16 INCH AND LAGER MUST HAVE A MINIMUM
THICKNESS PRESSURE CLASS 250. ANY DEVIATIONS IN PRESSURE CLASS MUST BE APPROVED BY
THE DIRECTOR OF ENGINEERING. DUCTILE IRON FITTINGS SHALL BE COMPACT FITTINGS
CONFORMING TO ANSI/AWWA C153/A21.53, AND WILL BE OF THE MECHANICAL JOINT TYPE IN
ACCORDANCE TO ANSI/AWWA C111/A21.11. ALL GLANDS SHALL BE DUCTILE IRON, NOT GRAY IRON.
THE INTERIOR OF FITTINGS WILL BE CEMENT MORTAR LINING OF STANDARD THICKNESS IN
ACCORDANCE WITH ANSI/AWWA C104/A21.4. THE EXTERIOR OF ALL FITTINGS SHALL BE COATED WITH
BITUMINOUS COATING. FITTINGS COATED ON THE INTERIOR AND EXTERIOR WITH 8 MILS OF
FUSION -BONDED EPDXY IN ACCORDANCE WITH ANSI/AWWA C1 16/A21.16 ARE ACCEPTABLE.
C. FLANGED DUCTILE IRON PIPE
FLANGE JOINT PIPE IS APPROVED FOR USE ONLY IN NON -BURIED APPLICATIONS, SUCH AS METER
VAULTS. ALL FLANGE FITTINGS SHALL BE DUCTILE IRON AND HAVE MINIMUM WORKING PRESSURES
OF 250 PSI. FLANGE JOINTS SHALL BE MANUFACTURED AND TESTED IN ACCORDANCE WITH AWWA
C110/A21.10. FLANGES, FLANGE BOLTS AND NUTS, AND GASKETS SHALL CONFORM TO THE
DIMENSIONAL REQUIREMENTS OF ANSI 816.1 FOR CLASS 125 FLANGES. FLANGE PIPE ACCESSORIES
SHALL BE IN ACCORDANCE TO ANSI/AWWA C1 15/A21.15. BOLTS SHALL HAVE STANDARD HEXAGONAL
HEADS AND SHALL BE PROVIDED WITH STANDARD HEXAGONAL COLD PRESSED NUTS UNLESS
OTHERWISE SPECIFIED. BOLTS AND NUTS SHALL BE MADE OF THE BEST QUALITY REFINED IRON OR
MILL STEEL AND SHALL HAVE SOUND, WELL FITTING THREADS.
D. RESTRAINED JOINT DUCTILE IRON PIPE
ALL RESTRAINED JOINT PIPE SHALL HAVE FLEXIBLE PUSH -ON JOINTS DESIGNED TO DEFLECT A
MINIMUM OF 30 PER JOINT. FIELD WELDING WILL NOT BE ALLOWED. FACTORY SUPPLIED FIELD CUT
KITS SHALL BE USED AS DIRECTED BY THE PIPE MANUFACTURER. APPROVED RESTRAINED RETAINER
GLANDS SHALL BE USED TO CONNECT PIPE TO MECHANICAL JOINT FITTINGS. RESTRAINED JOINT PIPE
IS SUBJECT TO APPROVAL BY THE DIRECTOR OF ENGINEERING, WHOSE ACCEPTANCE OR REJECTION
SHALL BE FINAL. RESTRAINED JOINT DEVELOPMENT LENGTH CALCULATIONS SHALL BE PERFORMED
USING THE DUCTILE IRON PIPE RESEARCH ASSOCIATION (DIPRA) THRUST RESTRAINT DESIGN FOR
DUCTILE IRON PIPE COMPUTER PROGRAM WHICH CAN BE DOWNLOADED FROM
HTTP://WWW.DIPRA.ORG/. THE OUTPUT SHALL BE SUBMITTED TO THE TOWN FOR REVIEW AND
APPROVAL. THE DIRECTOR OF ENGINEERING RESERVES THE RIGHT TO SPECIFY THE TYPE OF
RESTRAINED PIPE TO BE USED ON SPECIFIC PROJECTS AND SPECIFIC FIELD APPLICATIONS.
APPROVED RESTRAINED JOINT PIPE ARE:
(1) FIELD LOK 350® GASKETS (16 INCH AND SMALLER PIPE ONLY)
(2) TR FLEX BY U.S. PIPE
(3) SNAP-LOK BY GRIFFIN
(4) SUPER -LOCK BY CLOW.
(5) FLEX -RING BY AMERICAN
THREADED RODS, TIE BOLTS AND WASHERS USED FOR THRUST RESTRAINT SHALL BE 3/4" STAINLESS
STEEL.
RETAINER GLANDS SHALL BE WEDGE ACTION GLANDS WITH TORQUE LIMITING TWIST OFF NUTS OR
GLANDS WITH WEDGE TYPE GRIPPING GASKETS. APPROVED GLANDS SHALL BE THE FOLLOWING:
(1) MEGALUG SERIES 1200 BY EBBA IRON SALES, INC.,
(6) MJ FIELD LOK® GASKETS BY U. S. PIPE
(7) APPROVED EQUAL
E. POLYETHYLENE ENCASEMENT FOR DUCTILE IRON PIPE
MATERIALS AND INSTALLATION SHALL CONFORM TO ANSI/AWWA C105/A21.5. THE POLYETHYLENE
SHALL HAVE A MINIMUM THICKNESS OF 8 MIL, SHALL BE TUBING TYPE, AND SHALL BE
MANUFACTURED OF VIRGIN MATERIAL. INSTALLATION OF THE POLYETHYLENE TUBING SHALL
CONFORM TO METHOD "B" OUTLINED IN SECTION 4.3.2.2 OF ANSI/AWWA C105/A21.5. THE TAPE USED
FOR INSTALLATION OF POLYETHYLENE TUBING SHALL BE PLASTIC -BACKED ADHESIVE WITH A
THICKNESS OF 12 MILS AND A MINIMUM WIDTH OF 1 ''/2". THE TAPE SHALL BE CAPABLE OF BONDING TO
METAL, BITUMINOUS COATING AND POLYETHYLENE AT A TEMPERATURE RANGE OF 32 TO 120
DEGREES F.
F. PVC PIPE 4 INCHES AND LARGER
ALL PVC PIPE 4" AND LARGER SHALL BE MANUFACTURED IN CONFORMANCE WITH AWWA STANDARD
C 900, ASTM 2241 AND SHALL CONFORM TO THE REQUIREMENTS OF DR 14 CLASS 200 PSI. THE
EXTERIOR OF ALL PVC SHALL BEAR A CONTINUOUS STAMP INDICATING THE AWWA CERTIFICATION,
DR RATIO, SIZE AND MANUFACTURER. 12 GAUGE COPPER TRACER WIRE SHALL BE INSTALLED WITH
ALL PVC PIPE (SEE TRACER WIRE PARAGRAPH). ALL PVC SHALL HAVE A BELL WITH INTEGRAL
RUBBER GASKET AND BE SLIP JOINT MANUFACTURED IN ACCORDANCE WITH AWWA C 151. BELLS OF
PIPE SHALL BE CONTOURED TO RECEIVE A BULB SHAPED CIRCULAR RUBBER GASKET AND SPIGOT
END SHALL HAVE SUFFICIENT TAPER TO FACILITATE INSTALLATION. JOINTING SHALL BE ACHIEVED BY
LUBRICATING JOINT WITH APPROVED LUBRICANT, GUIDING SPIGOT END OF PIPE INTO BELL END OF
ADJACENT PIPE UNTIL CONTACT IS MADE WITH GASKET AND EXERTING ENOUGH COMPRESSIVE
FORCE TO DRIVE THE SPIGOT FORWARD INTO THE BELL UNTIL THEY ACHIEVE FULL CONTACT. NO
JOINT SHALL EXCEED THE MAXIMUM DEFLECTION ALLOWED BY THE MANUFACTURER, NORMALLY 11"
IN A 20' JOINT. FITTINGS FOR PVC PIPE 4 INCHES THROUGH 16 INCHES SHALL BE MECHANICAL JOINT
DUCTILE IRON WITH A MINIMUM PRESSURE RATING OF 250 PSI AS CONFORMING TO ANSI/AWWA
STANDARD C1 10/A21.10 AND A21.4. PVC PIPE SHALL BE BLUE FOR POTABLE WATER AND GREEN FOR
SEWER FORCE MAIN APPLICATIONS.
G. RESTRAINED JOINT PVC PIPE
RESTRAINED JOINTS FOR PVC PIPE SHALL BE UNI -FLANGE SERIES 1350 FOR PVC -PVC JOINTS AND
UNI -FLANGE SERIES 1300 OR EBBA PV2000 FITTINGS FOR PVC -DIP JOINTS, OR EQUAL. RESTRAINED
JOINT DEVELOPMENT LENGTH CALCULATIONS SHALL BE PERFORMED USING THE EBBA IRON
RESTRAINED LENGTH CALCULATOR COMPUTER PROGRAM WHICH CAN BE FOUND AT
HTTP://RCP.EBAA.COM/. THE OUTPUT SHALL BE SUBMITTED TO THE TOWN FOR REVIEW AND
APPROVAL.
H. 2 INCH PVC PIPE SHALL BE SDR 13.5 AND MANUFACTURED IN ACCORDANCE WITH ASTM D2241. PIPE
SHALL BE SLIP JOINT WITH INTEGRAL BELL AND GASKET MEETING ASTM F477.12 GAUGE COPPER
TRACER WIRE SHALL BE INSTALLED WITH ALL PVC PIPE (SEE TRACER WIRE PARAGRAPH).
I. TRACER WIRE
ALL PVC PIPE SHALL HAVE TWO 12 GAUGE COPPER TRACER WIRES SECURELY INSTALLED ON TOP OF
THE PIPE AT THE 12 O'CLOCK POSITION. THE WIRES SHALL BE HELD IN PLACE WITH NYLON CABLE
TIES (OR EQUAL MEANS OF ATTACHMENT) AT EACH END AND ON 48 -INCH CENTERS ALONG THE PIPE
SECTIONS. THE WIRES SHALL BE OF SUFFICIENT LENGTH TO BE EXTENDABLE TO THE SURFACE AT
EACH VALVE BOX, ALLOWING A CURRENT TO BE INDUCED THROUGH THE WIRE TO DETECT THE
LOCATION OF THE PIPELINE. THE WIRES SHALL BE BROUGHT TO THE SURFACE INSIDE A DUMMY
VALVE BOX THROUGH A LENGTH OF 3 -INCH PVC PIPE WITH A THREADED CAP, TERMINATED WITH A
TINNED WIRE CONNECTOR. DUMMY VALVE BOXES SHALL BE LOCATED AT A MINIMUM AT EVERY
VALVE LOCATION BUT NO LESS THAN EVERY 1,000 FEET.
J. COPPER PIPE AND FITTINGS
ALL COPPER PIPES SHALL CONFORM TO ASTM B88, AND SHALL BY TYPE K, SOFT COPPER. ALL JOINTS
SHALL BE COMPRESSION FITTINGS.
SERVICE CONNECTIONS AND METERS:
A. ALL WATER METERS SHALL BE SIZED IN ACCORDANCE WITH THE LATEST REVISION OF AWWA M22
(SIZING WATER SERVICE LINES AND METERS). WATER METERS ARE PROVIDED AND INSTALLED BY
THE TOWN OF MOORESVILLE WATER DEPARTMENT.
B. METERS (AND CLEANOUTS) MUST BE LOCATED BEHIND THE SIDEWALK AND AT THE CENTER OF THE
LOTS AT THE RIGHT-OF-WAY LINE. METERS (AND CLEANOUTS) SHALL BE LOCATED IN THE GRASS AND
SHALL NOT BE LOCATED IN STREETS, PARKING LOTS OR DRIVEWAYS. WATER METER SHALL BE
LOCATED A MAXIMUM DISTANCE OF 30 INCHES FROM THE SEWER CLEAN-OUT. CORNER LOTS,
BASEMENT LOTS, OR LOTS WITH REAR OR SIDE SEWER CONNECTIONS MAY BE EXEMPTED FROM THIS
PENDING APPROVAL FROM THE TOWN.
C. PIPES FOR WATER METER SERVICE CONNECTIONS GREATER THAN 2" SHALL BE RESTRAINED JOINT
DIP, PRESSURE CLASS 350. THREE-INCH DIAMETER DIP SHALL NOT BE USED FOR SERVICE
CONNECTIONS.
D. WHEN THE MAXIMUM STATIC PRESSURE IN A NEW SYSTEM EXCEEDS 80 PSI, BUSINESSES AND/OR
RESIDENCES SHALL BE EQUIPPED WITH A PRESSURE -REDUCING VALVE (PRV). THE PRV SHALL BE
LOCATED ON THE OUTLET SIDE OF THE METER. IT IS THE PROPERTY OWNER'S RESPONSIBILITY TO
INSTALL AND MAINTAIN THE PRV.
E. ALL WATER SERVICE CONNECTIONS SHALL BE METERED. DEDICATED FIRE LINES ARE NOT METERED.
F. APPROVED TAPPING SADDLES (MODEL 313 BY SMITH-BLAIR OR APPROVED EQUAL) SHALL BE USED
FOR 2 INCH AND SMALLER TAPS. DIRECT TAPS SHALL NOT BE USED.
G. STAINLESS STEEL OR MECHANICAL JOINT TAPPING SLEEVES SHALL BE USED FOR TAPS OVER 2 INCH.
MECHANICAL JOINT SLEEVES SHALL BE A SPLIT SLEEVE WITH MECHANICAL JOINT END CONNECTIONS
AND A FLANGED OUTLET. STAINLESS STEEL SLEEVES SHALL BE SPLIT SLEEVES WITH DROP IN BOLTS
AND A MECHANICAL JOINT OUTLET. TWELVE -INCH AND SMALLER SLEEVES SHALL BE RATED FOR 200
PSI WORKING PRESSURE. SIXTEEN -INCH AND LARGER SHALL BE RATED FOR 150 PSI WORKING
PRESSURE.
H. ALL CONNECTIONS TO THE TOWN'S WATER SYSTEM WITH THE EXCEPTION OF A SINGLE FAMILY
RESIDENCE'S MAIN SERVICE CONNECTION SHALL HAVE A RP BACKFLOW PREVENTER INSTALLED.
3
I. METER BOXES SHALL BE MODEL MB16 FOR /a" SERVICES AND MODEL MB17 FOR 1 SERVICES
MANUFACTURED BY SOUTHEASTERN DISTRIBUTORS, INC. THE PRODUCT NUMBERS ARE:
(1) 3/4" - MB16: PART NO. 176 (BOX), AND PART NO. 170WE36 (LID)
(2) 1" - MB17: PART NO. 178 (BOX), AND PART NO. 174 WE37
J. ALL METERS 1 '/i' AND LARGER SHALL BE INSTALLED IN PRECAST CONCRETE VAULTS AS DETAILED.
VAULTS SHALL BE APPROVED FOR USE IN NCDOT RIGHTS-OF-WAY AND SHALL BE USED FOR H-20
LOADING.
TRENCHLESS UTILITY INSTALLATION (JACK & BORE):
WATER AND SEWER LINES WHICH CROSS NCDOT OR TOWN ROADS SHALL BE INSTALLED VIA JACK AND
BORE. STEEL CASING PIPE SHALL EXTEND A MINIMUM OF 10 -FEET BEYOND THE EDGE OF PAVEMENT ON
BOTH SIDES OF THE ROADWAY UNLESS SPECIFIC EXISTING CONSTRAINTS PRECLUDE IT.
A. CASING PIPE
STEEL ENCASEMENT PIPE SHALL BE SMOOTH WALL PIPE WITH WELDED JOINTS. ALL SECTION JOINTS
OF STEEL CASING PIPE SHALL BE FULL PENETRATION WELDED WITH A CONTINUOUS
CIRCUMFERENTIAL WELD. THE PIPE SHALL HAVE MINIMUM YIELD STRENGTH OF 35,000 PSI IN
ACCORDANCE WITH ASTM A139 AND A283. THE ENCASEMENT PIPE MUST BE CAPABLE OF
WITHSTANDING HIGHWAY LOADINGS AND MUST HAVE AN INSIDE DIAMETER WHICH WILL ALLOW THE
CARRIER PIPE TO BE REMOVED SUBSEQUENTLY WITHOUT DISTURBING THE ENCASEMENT PIPE.
ENCASEMENT PIPE AND JOINTS SHALL BE OF LEAK PROOF CONSTRUCTION. THE INSIDE DIAMETER OF
THE ENCASEMENT PIPE SHALL BE AT LEAST 2 INCHES GREATER THAN THE LARGEST OUTSIDE
DIAMETER OF THE CARRIER PIPE, JOINTS OR COUPLINGS, FOR CARRIER PIPE LESS THAN 6 INCHES IN
DIAMETER; AND AT LEAST 4 INCHES GREATER FOR CARRIER PIPE 6 INCHES AND LARGER IN
DIAMETER. IN GENERAL, TO DETERMINE THE CASING SIZE YOU SHOULD DOUBLE THE SIZE OF THE
CARRIER PIPE, I.E., A 8" CARRIER PIPE REQUIRES A 16" CASING PIPE. THE ENGINEER SHALL VERIFY
THE CLEARANCE IS SUFFICIENT TO ALLOW THE CARRIER PIPE TO BE REMOVED WITHOUT DISTURBING
THE CASING PIPE.
MINIMUM STEEL CASING PIPE SIZE AND WALL THICKNESS SHALL BE AS INDICATED AS FOLLOWS
CARRIER
CASING
THICKNESS
M & H VALVE COMPANY
PIPE
PIPE
NCDOT
RAILROAD
(INCHES)
(INCHES)
(INCHES)
(INCHES)
6
16
.250
.281
8
20
.250
.344
12
24
.250
.375
16
30
.312
.469
18
30
.312
.469
24
36
.375
.562
30
48
.500
.750
B. CARRIER PIPE
THE CARRIER PIPE SHALL BE RESTRAINED JOINT DUCTILE IRON IN ALL CASES.
C. CASING SPIDERS
CASING SPIDERS SHALL BE MADE OF TYPE 304 STAINLESS STEEL (INCLUDING RISERS AND
HARDWARE). EACH SHELL SHALL BE PVC LINED AND SHALL HAVE BOLTED FLANGES. CASING SPACER
RUNNERS SHALL BE CONSTRUCTED OF ULTRA HIGH MOLECULAR WEIGHT POLYMER (MINIMUM 1 ''/2"
WIDE) WITH A FRICTION COEFFICIENT OF NOT MORE THAN 0.12. RISERS SHALL BE 10 GAUGE. RISERS
AND RUNNERS FOR TOP AND BOTTOM SHELLS SHALL BE OF EQUAL HEIGHT. WITH APPROVAL OF THE
TOWN, UNEQUAL HEIGHT RISERS AND RUNNERS MAY BE USED TO OBTAIN PROPER GRADE FOR
SANITARY SEWER MAINS. CASING SPACERS MUST BE DESIGNED TO ENSURE THAT ONLY THE
RUNNERS OF THE SPACER ARE IN CONTACT WITH THE STEEL ENCASEMENT PIPE. THE BELL OF THE
CARRIER PIPE WILL NOT BE ALLOWED TO BE IN CONTACT WITH THE ENCASEMENT. CASING SPACERS
SHALL BE MANUFACTURED BY ONE OF THE FOLLOWING:
(1) CASCADE WATERWORKS MANUFACTURING COMPANY
(2) ADVANCE PRODUCTS AND SYSTEMS, INC.
(3) BWM COMPANY
PRESSURE TEST:
PIPING AND OTHER EQUIPMENT DESIGNED TO CARRY FLUIDS UNDER PRESSURE SHALL BE TESTED
AS A WHOLE, OR IN SECTIONS VALVED OR BULKHEADED AT THE ENDS. TESTING SHALL BE UNDER A
HYDROSTATIC PRESSURE EQUAL TO THE DESIGN PRESSURE, BUT NOT LESS THAN 150 PSI. ALL
PRESSURE TESTING SHALL BE PERFORMED IN ACCORDANCE WITH AWWA C600 OR AWWA C605,
CURRENT EDITIONS, AS APPLICABLE.
TEST PRESSURE SHALL BE APPLIED BY MEANS OF A PUMP AND A TAP IN THE PIPE. THE RATE OF
LEAKAGE SHALL BE DETERMINED BY MEANS OF VOLUMETRIC MEASUREMENT OF THE WATER ADDED
DURING THE TEST, FOR A MINIMUM OF 2 HOURS AFTER THE RATE OF LEAKAGE HAS STABILIZED.
ANY DEFECTIVE PIECES DISCOVERED IN ANY PIPELINE AS A RESULT OF THE TEST SHALL BE
REMOVED, REPLACED WITH SOUND PIECES AND RETESTED UNTIL TIGHT.
TESTS OF INSULATED AND CONCEALED PIPING SHALL BE MADE BEFORE THE PIPING IS COVERED OR
CONCEALED. FOR PRESSURE PIPELINES INSTALLED IN THE GROUND, THE RATE OF LEAKAGE SHALL
NOT EXCEED THE FOLLOWING:
L = SD P^1/2
148,000
WHERE:
L = TESTING ALLOWANCE (MAKEUP WATER), IN GALLONS PER HOUR
S = LENGTH OF PIPE TESTED, IN FEET
D = NOMINAL PIPE DIAMETER, IN INCHES
P = AVERAGE TEST PRESSURE DURING HYDROSTATIC TEST, IN PSI
Erni Xr17c+.
A. AIR RELEASE
ALL AIR RELEASE VALVES SHALL CONFORM TO ANSI/AWWA C512. THE AIR RELEASE VALVE SHALL BE
DESIGNED FOR POTABLE WATER APPLICATIONS AND BE A PRESSURE AIR VALVE (OPERATING
PRESSURE 0-200 PSI) MANUFACTURED BY GA INDUSTRIES, CRISPIN OR AN APPROVED EQUAL.
VALVES SHALL BE USED AS DESCRIBED BY THE MANUFACTURE FOR CLEAN WATER AIR RELEASE
VALVES AND FOR POTABLE WATER LINES. ALL INTERIOR IRON SURFACES OF THE AIR VALVE SHALL
BE COATED WITH A MINIMUM OF 8 MILS OF FUSION BONDED EPDXY OR LIQUID EPDXY IN
ACCORDANCE WITH ANSI/AWWA C550. ALL INTERNAL WORKING PARTS SHALL BE STAINLESS STEEL.
ALL VALVES SHALL BE FURNISHED WITH BACK FLUSHING ATTACHMENTS. THE BRONZE BALL VALVE
CURB STOPS SHALL HAVE A MINIMUM WORKING PRESSURE OF 300 PSI.
B. VALVES (GATE)
ALL GATE VALVES SHALL BE RESILIENT -SEATED GATE VALVES WHICH MEET THE SPECIFICATIONS OF
ANSI/AWWA C509 OR ANSI/AWWA C515. THE VALVE BODY, BONNET AND SEAL PLATE SHALL BE
COATED ON ALL EXTERIOR AND INTERIOR SURFACES WITH A MINIMUM OF 8-10 MILS OF FUSION
BONDED EPDXY IN ACCORDANCE WITH ANSI/AWWA C550. THE VALVE SHALL INCORPORATE A GUIDE
SYSTEM WITH GUIDE LUGS ON THE WEDGE OR ON THE BODY. THE WEDGE SHALL BE GRAY OR
DUCTILE IRON, FULLY ENCAPSULATED WITH RUBBER (INCLUDING GUIDE LUGS AND STEM NUT
HOLDER). NON -RISING STEM VALVES SHALL HAVE TWO O-RING SEALS ABOVE THE STEM THRUST
COLLAR THAT CAN BE REPLACED WITH THE VALVE UNDER PRESSURE. NON -RISING STEM VALVES
SHALL ALSO HAVE A THRUST WASHER ON THE STEM THRUST COLLAR. VALVES USED FOR BURIED
SERVICE WILL HAVE A NON -RISING STEM, MECHANICAL JOINT END CONNECTIONS, AND A 2" SQUARE
OPERATING NUT. THE WORD "OPEN" AND AN ARROW TO INDICATE THE DIRECTION OF OPENING THE
VALVE SHALL BE CAST ON THE FLANGED BASE OF THE OPERATING NUT. ABOVE GROUND VALVES,
UNLESS OTHERWISE SPECIFIED, WILL HAVE AN OUTSIDE SCREW AND YOKE RISING STEM OR A
NON -RISING STEM, FLANGED END CONNECTIONS, AND A HAND WHEEL TO OPERATE THE VALVE. THE
WORD "OPEN" AND AN ARROW TO INDICATE THE DIRECTION OF OPENING THE VALVE SHALL BE CAST
ON THE RIM OF THE HAND WHEEL. ALL VALVES WILL OPEN BY TURNING THE NUT OR HAND WHEEL
COUNTERCLOCKWISE. VALVES INSTALLED IN MANHOLES WILL NORMALLY BE CONSIDERED TO BE
BURIED SERVICE VALVES AND VALVES INSTALLED IN VAULTS WILL NORMALLY BE CONSIDERED TO BE
ABOVE GROUND VALVES. RESILIENT -SEATED GATE VALVES SHALL BE DESIGNED FOR A MINIMUM
WORKING PRESSURE OF 200 PSI. EACH VALVE SHALL BE SEAT TESTED AT THE RATED WORKING
PRESSURE AND SHELL TESTED AT TWICE THE RATED WORKING PRESSURE IN ACCORDANCE WITH
ANSI/AWWA C509 - SECTION 5 OR ANSI/AWWA C515 - SECTION 5. ALL VALVES SHALL BE WARRANTED
FOR LO YEARS FROM DATE OF PURCHASE AGAINST DEFECTIVE MATERIALS AND WORKMANSHIP.
GATE VALVES FURNISHED UNDER THESE SPECIFICATIONS MUST BE MANUFACTURED BY ONE OF THE
FOLLOWING
(1)
CLOW VALVE COMPANY
(2)
M & H VALVE COMPANY
(3)
AMERICAN FLOW CONTROL
(4)
U.S. PIPE AND FOUNDRY COMPANY
(5)
MUELLER COMPANY
(6)
KENNEDY VALVE COMPANY
C. TAPPING
SLEEVES & VALVES
TAPPING SLEEVES AND VALVES SHALL BE USED FOR "WET" TAPS INTO EXISTING WATER MAINS. THE
TAPPING VALVE SHALL MEET ALL SPECIFICATIONS FOR "GATE VALVES". MECHANICAL JOINT VALVES
SHALL BE USED ON TAPPING SLEEVES WITH MECHANICAL JOINT OUTLETS. FLANGE BY MECHANICAL
JOINT TAPPING VALVE SHALL HAVE AN INLET FLANGE (WITH CENTERING RING) FOR CONNECTION TO
THE FLANGED SLEEVE OUTLET OF THE FLANGED TAPPING SLEEVE, CONFORMING TO AWWA C207,
CLASS D, ANSI 150 LB. DRILLING, MECHANICAL JOINT END CONFORMING TO AWWA C111. TAPPING
VALVES SHALL BE SUPPLIED WITH MECHANICAL JOINT ACCESSORIES, HIGH STRENGTH LOW ALLOY
STEEL BOLTS AND HEAVY HEXAGON NUTS CONFORMING TO ANSI/AWWA C111/A21.11. TAPPING
VALVE SEAL PLATES AND BONNETS SHALL HAVE 316 STAINLESS STEEL BOLTS AND NUTS. ALL
TAPPING SLEEVES AND VALVES SHALL BE WATER TESTED BEFORE THE TAP IS MADE. TEST
PRESSURE SHALL BE 200 PSI. ALL TAPPING SLEEVES AND VALVES SHALL BE INSTALLED LEVEL.
APPROVED TAPPING VALVES ARE AS FOLLOWS
(1)
CLOW VALVE COMPANY
(2)
M & H VALVE COMPANY
(3)
AMERICAN FLOW COMPANY
(4)
U.S. PIPE AND FOUNDRY COMPANY
(5)
MUELLER COMPANY
(6)
KENNEDY VALVE COMPANY
D. MECHANICAL JOINT TAPPING SLEEVE
MECHANICAL JOINT TAPPING SLEEVES SHALL BE FURNISHED COMPLETE WITH JOINT ACCESSORIES
INCLUDING SPLIT GLANDS, SPLIT END GASKETS, BOLTS, ETC., AND SHALL BE COMPATIBLE WITH THE
TYPE AND CLASS OF PIPE BEING TAPPED. MECHANICAL JOINT TAPPING SLEEVES SHALL HAVE
MECHANICAL JOINT SEALS CONFORMING TO AWWA C111, WITH OUTLET FLANGE AND DRILLING
CONFORMING TO ANSI B16.1, CLASS 125. FLANGE GASKETS SHALL BE OF THE RUBBER TYPE RATED
TO 250 PSI, WITH THREE ROWS OF RAISED O -RINGS. FLANGE GASKETS SHALL BE FLANGE-TYTE® BY
U.S. PIPE OR APPROVED EQUAL. MECHANICAL JOINT TAPPING SLEEVES SHALL BE MUELLER CO.
MODEL H-615 OR APPROVED EQUAL.
E. STAINLESS STEEL TAPPING SLEEVE
STAINLESS STEEL TAPPING SLEEVES SHALL BE MANUFACTURED FROM TYPE 304 STAINLESS STEEL.
THE OUTLET SHALL BE MECHANICAL JOINT OUTLET TO BE USED WITH A STANDARD MECHANICAL
JOINT VALVE. THE MECHANICAL JOINT OUTLET SHALL BE STAINLESS STEEL. THE SLEEVE SHALL
INCLUDE A TEST PLUG FOR PRESSURE TESTING THE INSTALLED SLEEVE PRIOR TO MAKING THE TAP.
ALL WELDS SHALL BE PASSIVATED FOR CORROSION RESISTANCE. STAINLESS STEEL TAPPING
SLEEVES SHALL BE SMITH-BLAIR 665 OR JCM 439,459 OR APPROVED EQUAL.
F. VALVE BOXES (ROUND TOP)
CAST IRON VALVE BOXES WILL CONFORM TO ASTM A48, CLASS 30B. VALVE BOXES SHALL BE FREE
FROM HOLES, CRACKS OR ANY OTHER DEFECTS. LID SHALL BE CLEARLY LABELED "WATER" OR
"SEWER" AS APPROPRIATE. LOCKING LIDS IDENTIFYING VALVE AS MOORESVILLE SHALL BE USED IN
AREAS WHERE PRIVATE UTILITIES ARE ALSO LOCATED. LIDS MUST HAVE A MINIMUM 1-1/2" SKIRT AND
WEIGH AT LEAST 13 LBS. LIDS IN AREAS SUBJECT TO VEHICLE TRAFFIC MAY REQUIRE EXTENDED 4
INCH SKIRTS AND WEIGH AT LEAST 24 LBS. VALVE BOX EXTENSIONS ARE TO BE OF DUCTILE IRON IN
AND ALONG ROADWAYS OR AREAS THAT MAY BE WIDENED. UNLESS DIRECTED PLASTIC VALVE BOX
EXTENSIONS SUCH AS C-900 ARE ACCEPTABLE IN OTHER AREAS. VALVE BOXES ARE TO BE MANUALLY
ADJUSTED TO GRADE IN ROADWAYS. VALVE BOX RISER RINGS CANNOT BE USED TO ADJUST FINAL
GRADE.
ALL CASTINGS WILL BE THOROUGHLY COATED WITH AN ASPHALTIC VARNISH. VALVE BOXES THAT DO
NOT MEET SPECIFICATIONS SHALL BE REJECTED. CAST IRON VALVE BOXES FURNISHED UNDER
THESE SPECIFICATIONS SHALL BE SUPPLIED BY ONE OF THE FOLLOWING EAST JORDAN IRON WORKS
- MADE IN USA OR AN APPROVED EQUAL.
r,ui noinin-rinni.
WATER DISTRIBUTION SYSTEMS, INCLUDING STORAGE TANKS AND WATER MAINS, AFTER FLUSHING
TO REMOVE SEDIMENT AND OTHER FOREIGN MATTER, AND AFTER TESTING FOR LEAKS, SHALL BE
DISINFECTED BY THE ADDITION AND THOROUGH DISPERSION OF A CHLORINE SOLUTION IN
CONCENTRATIONS SUFFICIENT TO PRODUCE A CHLORINE RESIDUAL OF AT LEAST 50 MILLIGRAMS
PER LITER (OR PPM) IN THE WATER THROUGHOUT THE DISTRIBUTION SYSTEM, INCLUDING ALL
WATER MAINS AND STORAGE TANKS.
THE CHLORINE SOLUTION SHALL REMAIN IN CONTACT WITH INTERIOR SURFACES OF THE WATER
SYSTEM FOR A PERIOD OF 24 HOURS. THEN THE WATER SYSTEM SHALL BE FLUSHED WITH FRESH
WATER FROM AN APPROVED WATER SOURCE UNTIL THE CHLORINE SOLUTION IS DISPELLED TO A
MAXIMUM OF 2.0 MILLIGRAMS PER LITER (OR PPM) FREE CHLORINE.
REPRESENTATIVE SAMPLES OF THE WATER SHALL THEN BE COLLECTED. IF BACTERIOLOGICAL
TESTS OF THE SAMPLES INDICATE THAT THE WATER QUALITY IS SATISFACTORY, THE WATER MAINS
AND STORAGE TANKS MAY BE PLACED IN SERVICE.
FIRE HYDRANTS:
A. ALL FIRE HYDRANTS PRIVATE AND PUBLIC CONNECTED TO THE TOWN'S WATER SUPPLY SHALL BE
STORZ DRY -BARREL FIRE HYDRANTS, WHICH COMPLY WITH ANSI/AWWA C502.
B. FIRE HYDRANTS SHALL BE PLACED ON LOT LINES NO CLOSER THAN ONE FOOT FROM THE BACK OF
THE CURB. IN GENERAL THE FOLLOWING SPACING APPLIES, PURSUANT TO APPROVAL BY THE TOWN
OF MOORESVILLE FIRE MARSHALL AND ENGINEERING DEPARTMENT:
SINGLE FAMILY DETACHED RESIDENTIAL 500 FT
MULTI -FAMILY ATTACHED RESIDENTIAL 300 FEET FROM CENTER OF EACH LOT TO
CLOSEST HYDRANT
COMMERCIAL
INDUSTRIAL
TRANSMISSION MAINS ON MULTI -LANE ROADS
C. ALL HYDRANTS SHALL BE OPENED BY TURNING COUNTER CLOCKWISE, AND THE DIRECTION OF
OPENING SHALL BE INDICATED BY MEANS OF AN ARROW AND APPROPRIATE WORDING ON THE TOP
OF THE HYDRANT. A WEATHER CAP AROUND THE OPERATING NUT ON TOP OF THE HYDRANT IS
REQUIRED. ALL HYDRANTS WILL HAVE A 6" MECHANICAL JOINT BASE CONNECTION.
D. HYDRANTS SHALL BE DESIGNED FOR A MINIMUM WORKING PRESSURE OF 200 PSI. EACH HYDRANT
SHALL BE ASSEMBLED AT THE FACTORY WITH ONE 5" STEAMER NOZZLE WITH THE 5" STORZ
CONNECTION AND CAP. EACH HYDRANT SHALL HAVE TWO 2 1/2" NOZZLES.
E. ALL HYDRANTS WILL BE FURNISHED WITH THE BREAKABLE TRAFFIC FEATURE THAT WILL BREAK
UPON IMPACT. THE FEATURE SHALL CONSIST OF A BREAKAWAY SAFETY FLANGE ON THE BARREL
AND A BREAKABLE SAFETY COUPLING IN THE MAIN VALVE STEM. THE BOTTOM OF THE BREAKAWAY
FLANGE SHALL BE 1 TO 4 INCHES ABOVE FINISHED GRADE.
F. A BLUE REFLECTIVE PAVEMENT MARKER SHALL BE PLACED AT THE CENTERLINE OF MULTI -LANE
ROADS ADJACENT TO THE FIRE HYDRANT PER NCDOT STANDARD DETAIL 1251.01 AND SECTION 1086
"PAVEMENT MARKER" OF THE NCDOT STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES.
G. ALL EXTERIOR SURFACES OF HYDRANTS PLACED IN THE PUBLIC RIGHT-OF-WAY SHALL BE PAINTED
TWO COATS OF "SAFETY YELLOW" OR TO THE TOWN'S SATISFACTION WITH RUST-OLEUM INDUSTRIAL
ENAMEL PAINT 944402 OR APPROVED EQUAL. PRIVATE FIRE HYDRANTS SHALL BE PAINTED SILVER.
PLASTIC "OUT OF USE" DISKS OR BAGS MUST BE PLACED ON HYDRANTS IMMEDIATELY UPON FIRE
HYDRANT INSTALLATION.
H. HYDRANT WILL NORMALLY BE THREE AND ONE-HALF FEET FROM THE GROUND TO THE BOTTOM OF
THE HYDRANT (42" BURY DEPTH). HOWEVER, WHEN PLANS INDICATE DEEPER BURY IS REQUIRED,
SUCH HYDRANTS WILL BE FURNISHED CONFORMING TO THE DEPTH OF BURY AS SHOWN ON THE
PLANS. HYDRANT EXTENSIONS WILL BE INSTALLED ONLY IF NECESSARY.
I. HYDRANTS ACCEPTED BY THE TOWN OF MOORESVILLE ARE AS FOLLOWS:
(1) SUPER CENTURION 250, A-423 5-1/4" MANUFACTURED BY MUELLER COMPANY
(2) 5-1/4" AMERICAN DARLING B-84-13, MANUFACTURED BY AMERICAN FLOW CONTROL
(3) K -81A 5-1/4"GUARDIAN, MANUFACTURED BY KENNEDY VALVE COMPANY
(4) MEDALLION HYDRANT 5-1/4", MANUFACTURED BY CLOW VALVE COMPANY
WATER NOTES:
1. ALL UTILITIES TO BE INSTALLED AND TESTED IN
ACCORDANCE WITH TOWN OF MOORESVILLE STANDARD
DETAILS AND SPECIFICATIONS.
2. 3 FT CLEARANCE MUST BE MAINTAINED AROUND HYDRANTS
AT ALL TIMES.
3. CONTRACTOR SHALL WORK WITH CAUTION DURING
EARTHWORK ACTIVITIES NEAR EXISTING UTILITIES.
CONTRACTOR IS RESPONSIBLE FOR CONTACTING THE
APPROPRIATE AGENCY FOR THE FIELD LOCATIONS OF ALL
UNDERGROUND UTILITIES BEFORE STARTING
CONSTRUCTION. THE INCLUSION OR OMISSION OF UTILITY
LOCATIONS ON THE DRAWINGS IS NOT BE CONSIDERED
ACCURATE.
4. MINIMUM COVER FOR WATER AND SEWER SHALL BE 3 FEET.
MINIMUM VERTICAL SEPARATION BETWEEN WATER AND
SEWER SHALL BE 18 INCHES. MINIMUM VERTICAL
SEPARATION BETWEEN STORM AND SEWER SHALL BE 12
INCHES. MINIMUM HORIZONTAL SEPARATION BETWEEN
WATER AND SEWER SHALL BE 10 FEET.
5. THRUST BLOCKS SHALL BE INSTALLED ONLY AT TEE AND
PLUGS AS SHOWN ON DETAIL SHEET. ALL OTHER FITTINGS
SHALL BE RESTRAINED BY RESTRAINED JOINT PIPE.
6. DUCTILE IRON FLEXIBLE RESTRAINED JOINT PIPE SHALL BE
INSTALLED AT THE LOCATIONS SHOWN ON THE ENGINEER'S
DRAWINGS. ALL RESTRAINED JOINT PIPE SHALL HAVE
FLEXIBLE PUSH -ON JOINTS DESIGNED TO DEFLECT A
MINIMUM OF 3' PER JOINT. AT LOCATIONS WHERE FIELD
CUTTING OF RESTRAINED JOINT PIPE IS REQUIRED, A
SPECIAL FIELD CUT KIT SHALL BE USED BY THE
CONTRACTOR. FIELD WELDING WILL NOT BE ALLOWED.
FIELD CUT KITS SHALL PROVIDE RESTRAINT JOINT
EQUIVALENT TO FACTORY MANUFACTURED RESTRAINED
JOINT PIPE. FIELD KITS SHALL BE PROVIDED BY THE PIPE
MANUFACTURER. RESTRAINED JOINT PIPE WITH A GRIPPING
GASKET AS THE ONLY MEANS OF PROVIDING RESTRAINT
WILL NOT BE ALLOWED. PIPE SHALL BE FLEX -RING BY
AMERICAN, TR FLEX BY U.S. PIPE, SNAP-LOK BY GRIFFIN, OR
SUPER -LOCK BY CLOW.
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4" WASHED STONE NON -WOVEN GEOTEXTILE UNDER
WITH GRASS COVER IN ACCORDANCE WITH SEEDING SPECIFICATIONS
FROM EROSION & SEDIMENT CONTROL PLAN.
1. TOPS N BERMS AND EXTERIOR SLOPES SHALL BE PLANTED PER
PERMANENT SEEDING SCHEDULE.
PROVIDE WEEP HOLES STONE EQUIV. TO MIRAFI 140N.
ON EXIT END
5. REINFORCED CONCRETE RISER STRUCTURE TO BE PREFABRICATED 4
U I TYPICAL 20' SECTION
0 f 2. PLANT SELECTION, SIZE, AND QUANTITY MAY VARY BASED ON ACTUAL
FT. x 4 FT. INTERIOR DIMENSIONS.
U
O Q CONDITIONS, PLANT AVAILABILITY, AND COST FACTORS.
6 ANTI -SEEP COLLARS FORPIPE SHALL HAVE WATERPROOF
� W 3. PLANTS SHALL BE SPACED APPROXIMATELY 24".
CONNECTION TO DISCHARGEPHPE.GE
7. SHOP DRAWINGS FOR ALL APPURTENANCES (I.E., GATE VALVE,
"' 0 4. ALL PLANT SHALL HAVE A 2 YEAR WARRANTY PERIOD FROM TIME OF
a PLANTING.
SPILLWAY PROFILE SECTION
HANDWHEEL, ETC.) SHALL BE SUBMITTED TO ENGINEER FOR REVIEW
AND APPROVAL.
NTS
8. 12" CLAY LINER TO BE RECOMPACTED CLAYEY SOIL MATERIAL. THE
LINER SHALL HAVE A MAXIMUM INFILTRATION RATE OF 0.01 IN/HR. CLAY
SYMBOL COUNT PLANT NAME
SHALL BE PLACE IN 2 LIFTS WITH DEEP PENETRATING SHEEPSFOOT
ROLLER (CAT 815 OR EQUAL) TO MINIMUM COMPACTION OF 98%
225 IRIS VIRGINICA 'BLUE FLAG IRIS'; 4 CUBIC INCH CONTAINER
STANDARD PROCTOR MAXIMUM DRY DENSITY.
ELEV. 754.5
/ / / . / / / /
200 SCHOENOPLECTUS TABERNAEMONTANI 'SOFT STEM BULRUSH'; 4 CUBIC INCH CONTAINER
'PICKERELWEED';
20, //\�\/
200 PONTEDERIA CORDATA 4 CUBIC INCH CONTAINER
225 HIBISCUS COCCINEUS 'SCARLET ROSE MALLOW'; 4 CUBIC INCH CONTAINER
ELEV. 752.60
4" THK. CONCRETE
(3000 PSI @ 28 DAYS)
200 LOBELIA CARDINALIS 'CARDINAL FLOWER'; 4 CUBIC INCH CONTAINER
//\ ° °° • a ° ° ° °°
/\�/��/ REINFORCE WITH W6.5
°• °
°
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CONCRETE
SPILLWAY
200 LOBELIA SIPHILITICA 'GREATE BLUE LOBELIA'; 4 CUBIC INCH CONTAINER
12" DEEP x 8" WIDE CONCRETE
4" WASHED STONE KEY AT FRONT AND BACK OF SPILLWAY
PROVIDE 3 WEEP HOLES REINFORCE WITH ONE NO. 3 BAR
ON EXIT END CAST WITH 4" SLAB OR PROVIDE DOWELS
NON -WOVEN GEOTEXTILE UNDER
STONE EQUIV. TO MIRAFI 140N.
SPILLWAY CROSS SECTION
PROPOSED WET DETENTION LITORAL SHELF PLANTING & GRASSING
NTS
DETAIL
36" W x 8" H ORIFICE ON 1 SIDE
749.10 (ADJACENT SIDE OF 4" ORIFICE)
30" RCP
CREST: 771.75
6"
ENTIRE ASSEMBLY SHALL
JOINTS SHALL BE SEALED
TOP OF RISER 4" PVC SCREW
BE GALVANIZED OR
WITH MASTIC CAULK. 6" 4" ORIFICE 747.50
TYPE PLUG
ALUMINUM. ANTI -VORTEX PLATE
INSIDE JOINTS SHALL EXTEND BEYOND
4" ORIFICE BE GROUTED. SHELF SLOPE INTO POND
747.50 4'
12-
BOLTED TO
CONCRETE RISER
A q \ PRECAST CONCRETE
4' t RISER SECTIONS
T
SHOP
v CONCRETE KEYWAY
SUBMITTTRED TO ENGINEER
36" W x 8" H ORIFICE ON 1 SIDE F
FOR REVIEW & APPROVAL.
749.10 (ADJACENT SIDE OF 4" ORIFICE) — —
WATERTIGHT
GASKET
BOTTOM: 740.0
6'x6'x1'
CONCRETE ANCHOR 36" RCP BARREL
5'
PLAN SECTION A -A
RISER DETAIL
ORIFICE DETAIL
TRASH RACK DETAIL
NTS
NTS
NTS
TOP OF FOREBAY WEIR
10' 3
2'-0"
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'
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'
WOVEN GEOTEXTILE
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Town of Mooresville, North Carolina
12„
Plan Approval for Roadway, Drainage, Water & Sewer
Director of Engineering Date
DRAIN PIPE ANCHOR
BAR SCREEN TRASH RACK
FOREBAY SPILLWAY SECTION CROSS SECTION
NTS
NTS
NTS
Fre Department Date
Planning Department Date
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06/19/15
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PROJECT #: 11440038 DATE: 2/27/2015
DRAWN BY: JB, RT CHECKED BY: MB
TITLE
PRE -DEVELOPMENT BMP
DRAINAGE AREA
SHEET
C-802

NOW OR FORMERLY /
COLLEEN DAVIS
PIN: 4655-28-8057
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LESZCZYNSKI
PIN: 4655-37-2042
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TITLE
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SHEET
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