SW3170301_Site Plans_20170307

BROXTON SOCCER COMPLEX
WAXHAW BAPTIST CHURCH
DB. 466 PG. 52
PIN. 05090012
9.0 AC
THOMAS A. JEFFERIES, JR.
Nftw soft 000 1 molft EVELYN M. JEFFRIES
1ftft
05063002
MW
1 I — ' ` ESTATE FILE
PROP. 653 L.F. 11 1 I ' / ` NO DEED AVAILABLE
ORNAMENTAL FENCE_ 11 ■ f�i-___ _
BENCHMARK
TIG PNT #170
#4 REBAR FND_
N = 423882.75'
E = 1482799.42'
EL V = 685.27'
115 REBAR FND
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TOWN OF WAXHAW, NORTH CAROLINA
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SITE PLAN
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C2.0
OVERALL GRADING PLAN
C2.1
GRADING PLAN
C2.2
BMP DESIGN/SPECIFICATIONS
C2.3
PRE -DEVELOPED
C2.4
POST -DEVELOPED
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C2.5
BMP PLANTING PLAN
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EROSION CONTROL PHASE -1
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EROSION CONTROL PHASE -2
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DETAIL SHEET
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DETAIL SHEET
C4.2
DETAIL SHEET
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C4.3
DETAIL SHEET
WAXHAW BAPTIST CHURCH
DB. 466 PG. 52
PIN. 05090012
9.0 AC
THOMAS A. JEFFERIES, JR.
Nftw soft 000 1 molft EVELYN M. JEFFRIES
1ftft
05063002
MW
1 I — ' ` ESTATE FILE
PROP. 653 L.F. 11 1 I ' / ` NO DEED AVAILABLE
ORNAMENTAL FENCE_ 11 ■ f�i-___ _
BENCHMARK
TIG PNT #170
#4 REBAR FND_
N = 423882.75'
E = 1482799.42'
EL V = 685.27'
115 REBAR FND
1\
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11
II
II
II
II
II
11
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06090001B I I
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050693001
ESTATE FILE
NO DEED AVAILABLE
CAR
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ISAACS•�.9
GROUP, P.C. '
c7 ENGINEERING &
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NO. C-1069
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PROP. SWALE (TYP
VICINITY MAP
ZONING CODE SUMMARY
PROJECT NAME: BROXTON SOCCER COMPLEX
OWNER/AGENT: DAVID BROXTON TAX MAP: 05090003
PLANS PREPARED BY: THE ISAACS GROUP, P.C. PHONE #: [phone]
ZONING: CIS JURISDICTION: WAXHAW
PROPOSED USE: RECREATION FACILITY
BUILDING SQUARE FOOTAGE: 0 S.F.
BUILDING HEIGHT: 0 FT
REQUIRED PARKING:_2 SPACES PER PLAYER (72 PLAYERS) = 144 MAX. (116 MIN. SPACES)
PARKING PROVIDED: 138(TOTAL) H/C PARKING PROVIDED: 5 W/ 1 VAN ACCESSIBLE
TOTAL LOT AREA: 2,669,281/61.278 SQ. FEET/ACRES
PHASE 1 LOT AREA: 1,006,675/23.11 SQ. FEET/ACRES
PROPOSED IMPERVIOUS AREA: 77,390/1.777 SQ. FEET/ACRES
FUTURE IMPERVIOUS AREA: 128,660/2.954 SQ. FEET/ACRES
PERCENT BUILT -UPON: 20.47% (PROPOSED + FUTURE)
STORM WATER CONTROL STRUCTURE TYPE: BMP (WETPOND)
OWNER
DAVID BROXTON
9809 SADDLE AVENUE
WAXHAW, NC 28173
LEGEND
ENGINEER
THE ISAACS GROUP, P.C.
8720 RED OAK BLVD SUITE 420
CHARLOTTE, NORTH CAROLINA 28217
PHONE: [phone]
FAX: [phone]
EXISTING PROPERTY LINE
-- EXISTING ROAD RIGHT OF WAY
- -
ELEV. - - EXIST. CONTOUR
EXISTING TREE CANOPY
EXIST. SOIL TYPE
PROP. 100 FT STREAM BUFFER
PROP. STREET TREE
® 50' O.C.
25.0'
9.0' 10.0' 10.0' 9.
i
1 /4r'/FT. 1:12
\6" COMPACTED ABC STONE
2" S9.513 SURFACE COURSE
COMPACTED SUBGRADE (100% AASHTO T99 MAX. DRY DENSITY)
PER NCDOT CRITERIA
PROPOSED ACCESS ROAD
SCALE:
`��♦��N 1 CARO ♦ ••
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SEAL
026462
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Digitally signed by
a'`7e)%, Anthony Cowan
Date: 20177 .03.01
09:34:09-05'00" GRAPHIC SCALE
100 0 50 100 200
1 INCH = 100 FEET
NTS
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
P:\Active Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-PB.dwg, C0.0 -COVER, 2/28/2017 5:17:55 PM,
rrovillos, 1:1
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I I PIPE FND
I l (BENT)
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EXISTING WETLANDS
MAMIE MASSEY HEIRS
050693001
ESTATE FILE
NO DEED AVAILABLE
CAR
_: •THE
ISAACS•�.9
GROUP, P.C. '
c7 ENGINEERING &
r*t ;LAND SURVEYING; Oz
NO. C-1069
•. .• ♦�
i / •.� .• '\ice♦
""11111111110"'
�``
.76
- " ' I
iIF
1si,y
SITE
PROP. SWALE (TYP
VICINITY MAP
ZONING CODE SUMMARY
PROJECT NAME: BROXTON SOCCER COMPLEX
OWNER/AGENT: DAVID BROXTON TAX MAP: 05090003
PLANS PREPARED BY: THE ISAACS GROUP, P.C. PHONE #: [phone]
ZONING: CIS JURISDICTION: WAXHAW
PROPOSED USE: RECREATION FACILITY
BUILDING SQUARE FOOTAGE: 0 S.F.
BUILDING HEIGHT: 0 FT
REQUIRED PARKING:_2 SPACES PER PLAYER (72 PLAYERS) = 144 MAX. (116 MIN. SPACES)
PARKING PROVIDED: 138(TOTAL) H/C PARKING PROVIDED: 5 W/ 1 VAN ACCESSIBLE
TOTAL LOT AREA: 2,669,281/61.278 SQ. FEET/ACRES
PHASE 1 LOT AREA: 1,006,675/23.11 SQ. FEET/ACRES
PROPOSED IMPERVIOUS AREA: 77,390/1.777 SQ. FEET/ACRES
FUTURE IMPERVIOUS AREA: 128,660/2.954 SQ. FEET/ACRES
PERCENT BUILT -UPON: 20.47% (PROPOSED + FUTURE)
STORM WATER CONTROL STRUCTURE TYPE: BMP (WETPOND)
OWNER
DAVID BROXTON
9809 SADDLE AVENUE
WAXHAW, NC 28173
LEGEND
ENGINEER
THE ISAACS GROUP, P.C.
8720 RED OAK BLVD SUITE 420
CHARLOTTE, NORTH CAROLINA 28217
PHONE: [phone]
FAX: [phone]
EXISTING PROPERTY LINE
-- EXISTING ROAD RIGHT OF WAY
- -
ELEV. - - EXIST. CONTOUR
EXISTING TREE CANOPY
EXIST. SOIL TYPE
PROP. 100 FT STREAM BUFFER
PROP. STREET TREE
® 50' O.C.
25.0'
9.0' 10.0' 10.0' 9.
i
1 /4r'/FT. 1:12
\6" COMPACTED ABC STONE
2" S9.513 SURFACE COURSE
COMPACTED SUBGRADE (100% AASHTO T99 MAX. DRY DENSITY)
PER NCDOT CRITERIA
PROPOSED ACCESS ROAD
SCALE:
`��♦��N 1 CARO ♦ ••
0
SEAL
026462
��i� •••..NGINE� .•' Q' ♦♦�
Digitally signed by
a'`7e)%, Anthony Cowan
Date: 20177 .03.01
09:34:09-05'00" GRAPHIC SCALE
100 0 50 100 200
1 INCH = 100 FEET
NTS
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
P:\Active Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-PB.dwg, C0.0 -COVER, 2/28/2017 5:17:55 PM,
rrovillos, 1:1

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LEGEND
EXISTING PROPERTY LINE
- - EXISTING ROAD RIGHT OF WAY
- - ELEV. - - EXIST. CONTOUR
EXISTING TREE CANOPY
EXIST. SOIL TYPE
- EXIST. DITCH
OHE EXIST. OVERHEAD ELECTRIC
M M PROP. 100 FT STREAM BUFFER
O EXISTING TREE - REFERENCE TREE SURVEY
BY SOIL AND FORESTRY SERVICES OF THE
CAROLINAS FOR DETAILED INFORMATION.
TOPO NOTE:
THE TOPO PROVIDED BY THE PE CAN ONLY
BE IN SUPPORT OF THE PE's PROJECT AND
CANNOT BE ISSUED TO BE RELIED UPON BY
OTHERS. THE PE WILL BE TAKING
RESPONSIBILITY FOR THE TOPO AS IT
IMPACTS THE PROJECT UNDER THE PE
LICENSE.
,,,,,,,,,,CAR
�:• THE ISAACS•*.
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Digitally signed by
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Date: 2017.03.01
09:33:39-05'00'
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
Project:
BROXTON SOCCER COMPLEX
8101 OLD WAXHAW MONROE RD., WAXHAW N.C.
Title:
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P:Wctive Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-PB.dwg, C1.0 -EXISTING CONDITION, 2/28/2017 5:18:03 PM,
rrovillos, 1:1

LAND DEVELOPMENT NOTES:
1. COORDINATE ALL CURB AND STREET GRADES IN INTERSECTION WITH INSPECTOR.
2. IN ROLLING AND HILLY TERRAINS, SWEEPING OF THE STONE BASE AND/OR APPLICATION
OF A TACK COAT MAY BE REQUIRED NEAR INTERSECTIONS. THESE REQUIREMENTS WILL
BE ESTABLISHED BY THE INSPECTOR AND BASED ON FIELD CONDITIONS.
3. APPROVAL OF THIS 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.
4. SUBSURFACE DRAINAGE FACILITIES MAY BE REQUIRED IN THE STREET RIGHT-OF-WAY IF
DEEMED NECESSARY BY THE INSPECTOR.
5. THE PURPOSE OF THE STORM DRAINAGE EASEMENT (SDE) IS TO PROVIDE STORM WATER
CONVEYANCE AND ANY STRUCTURES AND/OR OBSTRUCTION TO STORM WATER FLOW IS
PROHIBITED. TOW OF WAXHAW WILL BE RESPONSIBLE FOR STORM DRAINAGE
EASEMENTS WHICH PROVIDE STORM WATER CONVEYANCE FROM THE PUBLIC
RIGHT-OF-WAY.
6. BACKFILL MATERIAL MUST BE APPROVED BY THE TOWN OF WAXHAW INSPECTOR PRIOR
TO PLACEMENT OF THE MATERIAL WITHIN THE PUBLIC STREET RIGHT-OF-WAY.*IF
PUBLIC WORKS AGREE TO HAVE THE PIPE INSTALLED THERE SHALL BE AN APPROVED
BEDDING DETAIL AND A THIRD PARTY INSPECTOR SHALL VERIFY COMPACTION AND
SUPPLY WRITTEN EVIDENCE OF COMPACTION RESULTS.
7. THE DEVELOPER SHALL MAINTAIN EACH STREAM, CREEK, OR BACKWASH CHANNEL IN AN
UNOBSTRUCTED STATE AND SHALL REMOVE FROM THE CHANNEL AND BANKS OF THE
STREAM ALL DEBRIS, LOGS, TIMBER, JUNK AND OTHER ACCUMULATIONS.
8. ANY BUILDING WITHIN THE 100+1 BUILDING RESTRICTION FLOODLINE IS SUBJECT TO
THE RESTRICTIONS OF THE ORDINANCE IN THE GOVERNING JURISDICTION.
9. PRIOR TO CO, SURVEYOR SEALED AS -BUILT DRAWINGS OF UNDERGROUND DETENTION
SYSTEMS MUST BE PROVIDED.
10. NON-STANDARD ITEMS (IE: PAVERS, IRRIGATION SYSTEMS, ETC.) IN THE RIGHT-OF-WAY
REQUIRE A RIGHT-OF-WAY ENCROACHMENT AGREEMENT WITH THE (COUNTY/NORTH
CAROLINA DEPARTMENT OF TRANSPORTATION) BEFORE INSTALLATION.
TOPO NOTE:
1. THE TOPO PROVIDED BY THE PE CAN ONLY BE IN SUPPORT OF THE PE's PROJECT
AND CANNOT BE ISSUED TO BE RELIED UPON BY OTHERS. THE PE WILL BE TAKING
RESPONSIBILITY FOR THE TOPO AS IT IMPACTS THE PROJECT UNDER THE PE
LICENSE.
GENERAL NOTES:
1. THIS MAP IS NOT A CERTIFIED SURVEY. BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY
AVIO IMAGE, THE THE ISAACS GROUP AND UNION COUNTY GIS.
2. THE UTILITIES SHOWN ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. THERE MAY BE OTHER
UTILITIES NOT SHOWN ON THIS PLAN; THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
LOCATIONS SHOWN. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL EXISTING UTILITIES PRIOR
TO COMMENCEMENT OF CONSTRUCTION. CONFLICTS BETWEEN EXISTING UTILITIES AND PROPOSED
EXCAVATION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
3. PROVIDE MINIMUM OF 48 HOURS NOTICE TO OWNER OR REPRESENTATIVE PRIOR TO INTERRUPTION OF
ANY EXISTING UTILITY, IF BEING UTILIZED.
4. THE CONTRACTOR SHALL USE EXTREME CARE WHEN WORKING NEAR ALL UNDERGROUND AND
OVERHEAD UTILITIES. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY
UTILITIES DAMAGED DURING CONSTRUCTION.
5. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT ALL NECESSARY PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO CONSTRUCTION. THESE PERMITS AND APPROVALS MAY INCLUDE BUT
ARE NOT LIMITED TO GRADING, DEMOLITION, ZONING, BUILDING, DRIVEWAY, DETENTION, SUBDIVISION,
SPECIAL USE, SEWER AND WATER.
6. ALL HANDICAP RAMPS, PARKING SPACES, ETC. TO MEET ALL A.D.A. CODES.
7. ALL DRIVEWAYS SHALL BE BUILT IN ACCORDANCE WITH THE TOWN OF WAXHAW LAND DEVELOPMENT
STANDARDS AND NCDOT STANDARDS.
8. ALL DESIGN, CONSTRUCTION AND CONSTRUCTION MATERIALS SHALL CONFORM TO TOWN OF WAXHAW,
NCDOT AND UNION COUNTY PUBLIC WORKS SPECIFICATIONS.
9. UPON FINAL APPROVAL OF THE PLANS BY TOWN OF WAXHAW, A TOWN OF WAXHAW
PRE -CONSTRUCTION MEETING IS REQUIRED PRIOR TO START OF CONSTRUCTION.
10. THE CONTRACTOR IS RESPONSIBLE FOR REPAIR AND/OR REPLACEMENT OF ANY UTILITIES DAMAGED
DURING CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR LOCATION &
PROTECTION OF EXISTING ABOVE AND BELOW GROUND UTILITIES AND STRUCTURES. ANY AND ALL
MAINS OR INDIVIDUAL SERVICES ADDITIONAL EXPENSE TO THE UTILITY OWNER. ANY AND ALL MAINS
OR INDIVIDUAL SERVICES PRESENTLY NOT IN SERVICE AND WHICH ARE TO BE REPLACED DURING THE
COURSE OF CONSTRUCTION MAY BE REMOVED AND LEGALLY DISPOSED OF IF DAMAGED DURING
CONSTRUCTION.
11. ALL DIMENSIONS ARE TO BACK OF CURB UNLESS OTHERWISE NOTED.
12. PUBLIC ROADWAY CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE MOST CURRENT EDITION OF
THE NCDOT STANDARDS AND PROCEDURES MANUAL.
13. BASED ON THE FOREGOING, BY A UNANIMOUS VOTE THAT THE CONDITIONAL USE PERMIT
SUBMITTED BY THE APPLICANT IS APPROVED WITH THE FOLLOWING CONDITIONS: (a) THE
PARKING LOT AND ACCESS DRIVE LIGHTS BE LIT FOR A REASONABLE PERIOD OF TIME
FOLLOWING THE BALL FIELD LIGHTS BEING CUT OFF; (b) TEMPORARY BATHROOM FACILITIES BE
PROVIDED AT THE SITE UNTIL PERMANENT FACILITIES ARE CONSTRUCTED; AND (c) APPLICANT
CONSTRUCT AN ORNAMENTAL FENCE TO SEPARATE THE WAXHAW BAFTIST CHURCH'S
GRAVEYARD WITH THE LOCATION AND TIMING OF CONSTRUCTION OF SUCH FENCE AT THE
DIRECTION OF THE TOWN ZONING ADMINISTRATION.
14. ALL USES ALLOWED BY RIGHT OR BY RIGHT WITH SUPPLEMENTAL REGULATIONS IN THE OIS DISTRICT,
OR AS ALLOWED AS A CONDITIONAL USE OR AS A CONDITIONAL USE WITH SUPPLEMENTAL
REGULATIONS IN THE OIS DISTRICT, SHALL BE PERMITTED BY RIGHT.
15. MINOR MODIFICATIONS ARE ALLOWED WITH ADMINISTRATOR APPROVAL PER LIDO SECTION 14.8.
16. REQUIRED BUFFER SHALL BE INSTALLED PRIOR TO COMPLETION OF PHASE 1.
17. SOCCER FIELD LIGHTING WILL MEET THE PROVISIONS OF SECTION 12.12.3.H OF THE UDO.
18. PHASE 1 PROPOSED COMPLETION DATE: JULY 1, 2017
PAVEMENT MARKING NOTES:
A. PAVEMENT MARKING MATERIALS AND METHODS SHALL BE IN ACCORDANCE WITH CURRENT
NCDOT SPECIFICATIONS.
PARKING LINES AND MARKINGS
A. ALLOW ASPHALT PAVING TO CURE AND SWEEP CLEAN PRIOR TO PAINTING.
B. PROVIDE PAINTED LINES AND MARKINGS FOR ASPHALT PAVING AS FOLLOWS:
1. PARKING SPACES FOR AUTOMOBILES IN PARKING AREAS.
2. HANDICAP SYMBOL AT EACH HANDICAP PARKING SPACE.
C. LINES AND MARKINGS SHALL BE WHITE AND NON -REFLECTIVE.
D. LINES SHALL BE 4" WIDE, UNIFORM, STRAIGHT, EVENLY SPACED AND ACCURATELY ALIGNED,
WITH SHARPLY DEFINED EDGES.
E. APPLY LINES AT A WET FILM THICKNESS OF .015" (15 MILS) BY MEANS OF CONVENTIONAL
TRAFFIC LINE STRIPING EQUIPMENT. USE TEMPLATES OR EMPLOY SKILLED SIGN PERSONNEL FOR
HANDICAP SPACE MARKINGS TO BE PROVIDED AT EACH HANDICAP PARKING SPACE.
CLEANING
A. CLEAN UP DEBRIS GENERATED BY PAVING OPERATIONS ON A DAILY BASIS.
B. REMOVE FROM SITE AT COMPLETION OF PAVING WORK ALL REMAINING DEBRIS, EXCESS
MATERIAL, AND WASTE CREATED BY PAVING.
PROTECTION
A. DO NOT PERMIT VEHICULAR TRAFFIC ON NEWLY COMPLETED ASPHALT SURFACES FOR AT LEAST
TWELVE HOURS AFTER PLACING.
B. PROTECT PAVING FROM DAMAGE BY CONSTRUCTION EQUIPMENT AND/OR SUBSEQUENT
CONSTRUCTION OPERATIONS. PERMIT ONLY RUBBER -WHEELED VEHICLES ON PAVEMENT.
C. AFTER APPLICATION OF LINES AND MARKINGS, BARRICADE AREAS UNTIL PAINT HAS
THOROUGHLY DRIED.
DRAINAGE NOTES:
1. REVERSE CURB AND GUTTER TO BE USED IN AREAS NOT CHANNELING STORM WATER
RUNOFF.
2. THE PROPOSED CONTOURS WITHIN PAVED AREAS ARE GRAPHICAL REPRESENTATIONS ONLY.
THE CONTRACTOR IS RESPONSIBLE FOR GRADING UNIFORMLY BETWEEN SPOT ELEVATIONS.
3. CONTRACTOR TO GRADE ALL AREAS WITHIN PROJECT TO DRAIN STORM WATER. CARE
SHALL BE TAKEN TO ENSURE THAT ALL AREAS WITHIN PAVED AND LANDSCAPED ISLANDS
SHALL NOT HOLD WATER UPON PROJECT COMPLETION.
4. MIN. SLOPE ON ALL ASPHALT TO BE 1.5%.
5. MIN. SLOPE ON CURB AND GUTTER CARRYING STORM WATER TO BE 0.5%.
6. MIN. SLOPE ON REVERSE CURB AND GUTTER TO BE 0.0%.
7. ALL STORM PIPE TO BE CLASS III RCP UNLESS OTHERWISE SPECIFIED AND STAMPED BY
NCDOT. USE OF HDPE PIPE WILL REQUIRE APPROVAL BY ENGINEER PRIOR TO INSTALLATION.
8. ALL DRAINAGE STRUCTURES TO BE PER NCDOT STANDARDS AND TOWN OF WAHAW.
9. NCDOT DOES NOT ACCEPT MAINTENANCE RESPONSIBILITY FOR STORM DRAINAGE EASEMENT
OUTSIDE OF THE ROAD RIGHT-OF-WAY.
COMPACTION NOTE:
(THE FOLLOWING COMPACTION SHALL BE PROVIDED FOR BOTH STATE AND COUNTY MAINTAINED ROADS.)
1. COMPACT ALL MATERIAL TO A DEPTH OF 8 INCHES BELOW THE FINISHED SURFACE OF THE SUBGRADE TO A DENSITY
EQUAL TO AT LEAST 100% OF THAT OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN ACCORDANCE WITH AASHTO
T99 AS MODIFIED BY THE DEPARTMENT. COMPACT THE SUBGRADE AT A MOISTURE CONTENT WHICH IS APPROXIMATELY
THAT REQUIRED TO PRODUCE THE MAXIMUM DENSITY INDICATED BY THE ABOVE TEST METHOD. THE CONTRACTOR SHALL
DRY OR ADD MOISTURE TO THE SUBGRADE WHEN REQUIRED TO PROVIDE A UNIFORMLY COMPACTED AND ACCEPTABLE
SUBGRADE. ALL OTHER FILL AREAS/BACKFILL SHALL BE COMPACTED TO 95% DENSITY IN ACCORDANCE WITH AASHTO T99
AS MODIFIED BY THE NCDOT.
2. STRUCTURAL FILL IN LOTS SHOULD BE PLACED IN THIN (8 TO 12 INCHES) LIFTS AND COMPACTED TO A MIN. OF 95% OF
THE SOIL'S STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D698) OR 95% OF MODIFIED PROCTOR MAXIMUM DRY
DENSITY (ASTM D1557) AT NEAR OPTIMUM MOISTURE CONTENT. THE UPPER 1 FOOT OF STRUCTURAL FILL WITHIN THE
BUILDING PAD AREA SHOULD BE COMPACTED TO A MINIMUM OF 95% OF THE SOIL'S STANDARD PROCTOR MAXIMUM DRY
DENSITY (ASTM D698) AT NEAR OPTIMUM MOISTURE CONTENT. SOME MANIPULATION OF THE MOISTURE CONTENT (SUCH AS
WETTING, DRYING) MAY BE REQUIRED DURING THE FILLING OPERATION TO OBTAIN THE REQUIRED DEGREE OF COMPACTION.
THE MANIPULATION OF THE MOISTURE CONTENT IS HIGHLY DEPENDENT ON WEATHER CONDITIONS AND SITE DRAINAGE
CONDITIONS. THEREFORE, THE GRADING CONTRACTOR SHOULD BE PREPARED TO BOTH DRY AND WET THE FILL MATERIALS
TO OBTAIN THE SPECIFIED COMPACTION DURING GRADING. SUFFICIENT DENSITY TESTS SHALL BE PERFORMED BY AN
INDEPENDENT GEOTECHNICAL FIRM TO CONFIRM THE REQUIRED COMPACTION OF THE FILL MATERIAL.
3. GRADING CONTRACTOR SHALL REFER TO GEOTECHNICAL REPORT FOR ANY GRADING AND UNDERCUTTING
RECOMMENDATIONS.
GRADING NOTES:
1. THE UTILITIES AND THE LOCATIONS THEREOF, SHOWN ON THE DRAWING, REPRESENT THE DESIGNER'S UNDERSTANDING OF
EXISTING UTILITIES IN THE CONSTRUCTION AREA. THE CONTRACTOR SHALL VERIFY THE SIZE, LOCATION, INVERTS, DEPTHS,
AND EXISTENCE OF ALL UTILITIES (ELECTRICAL, MECHANICAL, WATER, TELEPHONE, GAS, ETC.) WITHIN THE CONSTRUCTION
AREA WITH THE OWNER AND/OR THE APPROPRIATE UTILITY COMPANY PRIOR TO BEGINNING ANY EXCAVATION. THE
OMISSION OF OR THE INCLUSION OF UTILITY LOCATIONS ON THE PLANS IS NOT TO BE CONSIDERED AS THE
NON-EXISTENCE OF OR A DEFINITE LOCATION OF EXISTING UNDERGROUND UTILITIES.
2. THE DESIGN ENGINEER SHALL BE NOTIFIED WHEN FIELD LOCATED INFORMATION CONFLICTS WITH THE PROPOSED DESIGN.
ANY NECESSITATING CHANGES, OR ADDITIONAL WORK SHALL BE APPROVED BY THE OWNER/ENGINEER PRIOR TO
CONSTRUCTION.
3. APPROVAL OF THIS PLAN IS NOT AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN FIELD CONDITIONS WARRANT
OFF-SITE GRADING, CONTRACTOR MUST HAVE WRITTEN PERMISSION FROM THE OWNER(S) BEFORE PROCEEDING.
4. ALL CONSTRUCTION AND CONSTRUCTION MATERIALS WITHIN COUNTY RIGHT-OF-WAY AND NCDOT RIGHT-OF-WAY SHALL
CONFORM TO THEIR RESPECTIVE STANDARD SPECIFICATIONS.
5. CONTRACTOR TO PROVIDE ALL EROSION CONTROL MEASURES AS REQUIRED BY LOCAL AUTHORITIES.
6. TOP SOIL TO BE STRIPPED AND COMPACTED IN AREA DESIGNATED BY ENGINEER. ANY UNSUITABLE MATERIALS ON SITE
ARE TO BE QUALIFIED BY A GEO-TECHNICAL ENGINEER PRIOR TO REMOVING. CONTRACTOR MUST NOTIFY OWNER OR
OWNER REPRESENTATIVE IN CASE UNSUITABLE MATERIAL IS UNCOVERED.
7. CONTRACTOR TO COORDINATE WITH GEO-TECHNICAL ENGINEER ANY SUBSURFACE DRAINAGE SYSTEMS TO BE INSTALLED.
8. ANY GRADING BEYOND THE DENUDED LIMITS SHOWN ON THE PLAN IS A VIOLATION OF TOWN OF WAXHAW AND NCDEQ
EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
9. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION OF TOWN OF WAXHAW
AND NCDEQ EROSION CONTROL ORDINANCE AND IS SUBJECT TO A FINE.
10. THE OWNER SHALL ARRANGE FOR AN INDEPENDENT GEO-TECHNICAL ENGINEER TO PROVIDE INSPECTION SERVICES TO
MONITOR COMPACTION OF FILL PLACED ON SITE.
11. THE BMP'S ARE TO BE BUILT AFTER 99% OF THE PROJECT IS STABILIZED.
12. BORROW MATERIAL SHALL BE CLASSIFIED AS ML, MH, SC, SM, CL OR CH SOILS ACCORDING TO THE UNIFIED SOIL
CLASSIFICATION SYSTEM (ASTM D2487) OR ANY MIXTURE OF THESE SOILS,
13. BORROW MATERIALS SHALL HAVE A LIQUID LIMIT (LL) BETWEEN 40 AND 60 AND A PLASTICITY INDEX (PI) BETWEEN 15
AND 30 (ASTM D4318).
14. MATERIALS SHALL BE FREE OF TOPSOIL, ORGANIC MATERIAL, ROOTS, STUMPS, BRUSH, ROCKS LARGER THAN 31 INCHES,
SUBSOIL, DEBRIS, VEGETATION, AND OTHER FOREIGN MATTER.
15. ALL MATERIAL CLODS WILL BE BROKEN DOWN WITH TILLERS AND/OR DISCS TO PROVIDE A HOMOGENEOUS SOIL THAT IS
FREE OF CLAY CLODS GREATER THAN 3 INCHES IN DIAMETER.
16. STEP 1: SUBGRADE PREPARATION
-COMPACT SUB -GRADE TO DENSITY REQUIREMENTS FOR SUBSEQUENT FILL MATERIALS.
-CUT OUT SOFT AREAS OF SUB -GRADE NOT CAPABLE OF COMPACTION IN PLACE.
-SCARIFY SUB -GRADE SURFACE TO DEPTH OF 6 INCHES.
-PROOF ROLL SUB -GRADE TO IDENTIFY SOFT SPOTS; FILL AND COMPACT TO DENSITY EQUAL TO OR GREATER THAN
REQUIREMENTS FOR SUBSEQUENT FILL MATERIAL.
18. STEP 2: BMP SEEPAGE KEY PLACEMENT
-SEEPAGE KEY TRENCH WILL BE LOCATED BETWEEN EMBANKMENT ABUTMENTS.
-SEEPAGE KEY SHALL EXTEND TO A MINIMUM DEPTH OF 4 FEET OR AS REQUIRED THROUGH GEO-TECHNICAL SEEPAGE
ANALYSIS. A MINIMUM BOTTOM TRENCH WIDTH SHALL BE 10 FEET AND THE TRENCH SIDEWALLS SHALL BE SLOPED OR
BENCHED TO PROMOTE STABILITY AND BONDING BETWEEN THE SIDEWALL SOILS AND SEEPAGE KEY FILL.
19. STEP 3: EMBANKMENT FILL PLACEMENT
-EMBANKMENT FILL SHALL BE CONSTRUCTED AT 3(HORIZONTAL): 1 (VERTICAL) OR AS SHOWN ON THE DRAWINGS.
DEMONSTRATION OF APPROPRIATE SAFETY FACTORS AGAINST FAILURE THROUGH GEO-TECHNICAL ANALYSIS MAY BE
REQUIRED FOR SLOPES STEEPER THAN 3(HORIZONTAL): 1 (VERTICAL).
-FILL SOILS SHALL BE PLACED IN LOOSE LIFTS NOT TO EXCEED 8 INCHES IN THICKNESS AND BE COMPACTED TO A
MINIMUM OF 95 PERCENT OF THE SOILS STANDARD
PROCTOR (ASTM D698) MAXIMUM DRY DENSITY, OR AS SPECIFIED ON THE DRAWINGS.
-COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT BELOW AND 3 PERCENT ABOVE THE OPTIMUM MOISTURE
CONTENT FOR ALL FILL PLACED, OR AS OTHERWISE
APPROVED BY ENGINEER.
-FILL SOILS SHOULD BE PLACED IN CONTINUOUS, HORIZONTAL LAYERS FROM ABUTMENT TO ABUTMENT. EXISTING SLOPES
GREATER THAN 4(HORIZONTAL): 1 (VERTICAL) SHALL BE BENCHED TO PROMOTE BONDING OF NEWLY PLACED FILL WITH
EXISTING SOILS. BENCHING SHALL BE PERFORMED AT MAXIMUM OF 2 FEET VERTICAL INTERVALS AND SHALL
EXTEND A MINIMUM OF 4 FEET HORIZONTALLY OR AS SPECIFIED ON DRAWINGS.
-WITHIN THE UPPER 12 INCHES OF THE EMBANKMENT, FILL SOILS SHOULD BE COMPACTED TO 100% OF ITS STANDARD
PROCTOR (ASTM D698) MAXIMUM DRY DENSITY.
-FILL AGAINST SUPPORTED STRUCTURES. DO NOT FILL AGAINST UNSUPPORTED STRUCTURES.
-PLACE FILL SIMULTANEOUSLY ON EACH SIDE OF UNSUPPORTED STRUCTURES UNTIL SUPPORTS ARE IN PLACE.
-PLACE A MINIMUM OF SIX INCHES OF TOPSOIL ACROSS DAM EMBANKMENT TO PROMOTE VEGETATIVE GROWTH.
20. STEP 4: OUTLET PIPE FILL PLACEMENT
-FILL OF THE CULVERTS SHALL BE PLACED AND COMPACTED IN 61NCH THICK LOOSE LIFTS AROUND THE DROP INLETS
AND UP TO 2 FEET ABOVE THE CULVERTS.
-COMPACTION SHALL BE PERFORMED BY HAND TAMPERS OR SMALL HAND OPERATED
COMPACTORS.
-COMPACTION SHALL BE AT A MINIMUM 95 PERCENT OF THE STANDARD PROCTOR (ASTM D698) MAXIMUM DRY
DENSITY. COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT BELOW AND 3 PERCENT ABOVE THE
OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS OTHERWISE APPROVED BY ENGINEER.
-ADDITIONAL COMPACTION OF LIFTS 2 FEET OR GREATER ABOVE CULVERTS SHALL CONFORM TO THE EMBANKMENT FILL
PLACEMENT SECTION OF THIS SPECIFICATION.
21. STEP 5: FIELD QUALITY CONTROL
-LABORATORY TESTING
• PERFORM LABORATORY MATERIAL TESTS IN ACCORDANCE WITH ASTM D422, ASTM D698, ASTM D2216, AND
ASTM D4318.
• TEST AT A FREQUENCY OF EVERY 500 CUBIC YARDS OF EMBANKMENT FILL MATERIAL PLACED, WHEN MATERIALS USING
FOR EMBANKMENT FILL CHANGE, AND/OR AS DIRECTED
BY THE ENGINEER.
• SAMPLE SIZE SHALL BE 50 -LB.
-IN PLACE COMPACTION AND NATURAL MOISTURE CONTENT TESTS:
• PERFORM IN PLACE COMPACTION TESTS IN ACCORDANCE WITH ASTM D1556, ASTM D2922, OR ASTM D2937 AND NATURAL
MOISTURE CONTENT TEST IN ACCORDANCE WITH ASTM D2216.
• FREQUENCY OF COMPACTION/NATURAL MOISTURE CONTENT TESTS:
• EMBANKMENT FILL: EACH LIFT AT A MINIMUM FREQUENCY OF 1 PER 2,500 SQ. FT.
• PIPE INSTALLATION: EACH LIFT AT A MINIMUM FREQUENCY OF 1 PER 30 LF OF PIPE.
-WHEN TESTS INDICATE WORK DOES NOT MEET SPECIFIED REQUIREMENTS, REMOVE WORK, REPLACE AND RETEST.
22. EMBANKMENT SPECIFICATIONS MAY BE MODIFIED BASED ON SITE-SPECIFIC GEO-TECHNICAL INVESTIGATION AND
ENGINEERING DESIGN.
SITE PREPARATION:
PRIOR TO CONSTRUCTION, THE PROPOSED CONSTRUCTION AREA SHOULD BE STRIPPED OF TOPSOIL,
ORGANIC MATERIAL, EXISTING UNDOCUMENTED FILL AND OTHER SOFT OR UNSUITABLE MATERIAL.
UPON COMPLETION OF STRIPPING OPERATIONS, THE EXPOSED SUBGRADE IN AREAS TO RECEIVE
FILL SHOULD BE PROOFROLLED WITH A LOADED DUMP TRUCK OR SIMILAR PNEUMATIC -TIRED
VEHICLE HAVING A LOADED WEIGHT OF APPROXIMATELY 25 TONS. AFTER EXCAVATION, THE
EXPOSED SUBGRADES IN CUT AREAS SHOULD BE SIMILARLY PROOFROLLED.
PROOFROLLING OPERATIONS SHOULD BE PERFORMED UNDER THE OBSERVATION OF A
GEOTECHNICAL ENGINEER OR HIS AUTHORIZED REPRESENTATIVE. THE PROOFROLLING SHOULD
CONSIST OF TWO (2) COMPLETE PASSES OF THE EXPOSED AREAS, WITH EACH PASS BEING IN A
DIRECTION PERPENDICULAR TO THE PRECEDING ONE. ANY AREAS WHICH DEFLECT, RUT OR PUMP
DURING THE PROOFROLLING, AND FAIL TO BE REMEDIED WITH SUCCESSIVE PASSES, SHOULD BE
UNDERCUT TO SUITABLE SOILS AND BACKFILLED WITH COMPACTED FILL.
THE ABILITY TO DRY WET SOILS, AND THEREFORE THE ABILITY TO USE THEM FOR FILL, WILL
LIKELY BE ENHANCED IF EARTHWORK IS PERFORMED DURING SUMMER OR EARLY FALL. IF
EARTHWORK IS PERFORMED DURING WINTER OR AFTER APPRECIABLE RAINFALL THEN SUBGRADES
MAY BE UNSTABLE DUE TO WET SOIL CONDITIONS, WHICH COULD INCREASE THE AMOUNT OF
UNDERCUTTING REQUIRED. DRYING OF WET SOILS, IF ENCOUNTERED, MAY BE ACCOMPLISHED BY
SPREADING AND DISCING OR BY OTHER MECHANICAL OR CHEMICAL MEANS.
IF EXCAVATIONS IN PORTIONS OF THE SITE ENCOUNTER VERY DENSE SOILS, PARTIALLY WEATHERED
ROCK, OR BORINGS AND/OR ADDITIONAL TESTING SHOULD UNDER OWNER'S APPROVAL BE
PERFORMED TO FURTHER IDENTIFY DEPTH TO PARTIALLY WEATHERED ROCK AND ROCK.
EXISTING ISOLATED BOULDERS IN THE SOIL MATRIX OR ERRATIC ROCK CONDITIONS CAN SOMETIMES
REMAIN UNDETECTED DURING FIELD EXPLORATION. IT IS RECOMMENDED THAT EQUIPMENT CAPABLE
OF HEAVY EXCAVATION BE USED DURING GRADING ACTIVITIES. STORM WATER PIPING PLANS
SHOULD TAKE INTO ACCOUNT THE EXISTENCE OF DENSE MATERIALS AND ROCK PRIOR TO
CONSTRUCTION.
PARTIALLY WEATHERED ROCK CAN SOMETIMES BE EXCAVATED WITHOUT BLASTING. IN MASS
EXCAVATION FOR GENERAL SITE WORK, DENSE SOILS AND PARTIALLY WEATHERED ROCK CAN
USUALLY BE REMOVED BY RIPPING WITH A SINGLE -TOOTH RIPPER ATTACHED TO A LARGE
CRAWLER TRACTOR OR BY BREAKING IT OUT WITH A LARGE FRONT-END LOADER. SUBSURFACE
MATERIALS WITH A STANDARD PENETRATION RESISTANCE VALUE OF 50/6, 50/5, AND 50/4
INCHES OF PENETRATION CAN LIKELY BE LOOSENED AND RIPPED AS NOTED ABOVE.
IN CONFINED EXCAVATIONS SUCH AS FOUNDATIONS, UTILITY TRENCHES, ELEVATOR PITS, ETC.,
REMOVAL OF PARTIALLY WEATHERED ROCK MAY REQUIRE USE OF HEAVY DUTY BACKHOES (SUCH
AS A JOHN DEER 120C OR EQUIVALENT EXCAVATOR EQUIPPED WITH ROCK TEETH), PNEUMATIC
SPADES, OR LIGHT BLASTING. THE EASE OF EXCAVATION DEPENDS ON THE QUALITY OF GRADING
EQUIPMENT, SKILL OF THE EQUIPMENT OPERATORS AND GEOLOGIC STRUCTURE OF THE MATERIAL
ITSELF, SUCH AS THE DIRECTION OF BEDDING, PLANES OF WEAKNESS AND SPACING BETWEEN
DISCONTINUITIES. THEREFORE, A CONSERVATIVE APPROACH CONCERNING BUDGET ESTIMATES FOR
UTILITY AND STORM WATER POND EXCAVATIONS IS RECOMMENDED. SUBSURFACE MATERIAL THAT
EXHIBITED A STANDARD PENETRATION RESISTANCE VALUE OF 50/3, 50/2, AND 50/1 INCHES OF
PENETRATION OR LESS WILL LIKELY REQUIRE BLASTING FOR REMOVAL.
RIP ROCK: ANY MATERIAL THAT CANNOT BE REMOVED BY SCRAPERS, LOADERS, PANS, DOZERS,
OR GRADERS; AND REQUIRES THE USE OF A SINGLE -TOOTH RIPPER MOUNTED ON A CRAWLER
TRACTOR HAVING A MINIMUM DRAW BAR PULL RATED AT NOT LESS THAN 56,000 POUNDS.
BLAST ROCK: ANY MATERIAL WHICH CANNOT BE EXCAVATED WITH A SINGLE -TOOTH RIPPER
MOUNTED ON A CRAWLER TRACTOR HAVING A MINIMUM DRAW BAR PULL RATED AT NOT LESS
THAN 56,000 POUNDS (CATERPILLAR 0-8 OR EQUIVALENT) OR BY A CATERPILLAR 977
FRONT-END LOADER OR EQUIVALENT; AND OCCUPYING AN ORIGINAL VOLUME OF AT LEAST ONE
(1) CUBIC YARD.
BLAST ROCK: ANY MATERIAL WHICH CANNOT BE EXCAVATED WITH A BACKHOE HAVING A BUCKET
CURLING FORCE RATED AT NOT LESS THAN 25,700 POUNDS (CATERPILLAR MODEL 225 OR
EQUIVALENT), AND OCCUPYING AN ORIGINAL VOLUME OF AT LEAST ONE-HALF (1/2) CUBIC YARD.
BLASTING SHOULD ONLY BE CONDUCTED WHERE RIPPING CANNOT EXCAVATE MATERIALS. WE
RECOMMEND THAT EXCAVATABLE SOILS BE REMOVED FIRST WITH CONVENTIONAL GRADING
EQUIPMENT (SCRAPERS AND LOADERS). WE DO NOT RECOMMEND LEAVING SOIL OVERBURDEN IN
PLACE DURING BLASTING BECAUSE DETERMINATION OF BLAST ROCK QUANTITIES BECOMES VERY
DIFFICULT AND COSTS ARE GENERALLY GREATER. IN ADDITION, RESIDUAL SOIL OVERBURDEN WILL
INCREASE THE CONFINING PRESSURE OF THE ROCK AND REDUCE THE EFFECTIVENESS OF BLAST
CHARGES. LOOSE FILL OR BLASTING MATS CAN BE PLACED OVER THE BLAST AREA TO CONTROL
FLY -ROCK. REMOVAL OF ROCK BY BLASTING IS VERY EXPENSIVE. HENCE, CONTROL OF QUANTITIES
IS IMPORTANT. WE RECOMMEND A GEOTECHNICAL ENGINEER BE RETAINED TO PROVIDE ASSISTANCE
FOR DETERMINING OR QUALIFYING THE BLAST ROCK QUANTITIES.
EROSION CONTROL NOTES:
1. AS REQUIRED BY THE NPDES GENERAL PERMIT NCGO10000, ALL DIKES SWALES, DITCHES,
PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 HORIZONTAL TO 1 VERICAL (3:1)
SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS
SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LAST LAND
DISTURBING ACTIVITY. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR
PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY
EVENT WITHIN 14 CALENDAR DAYS FROM THE LAST DISTURBING ACTIVITY. GROUND
STABILIZATION TIMEFRAME EXEMPTIONS CAN BE FOUND IN THE NPDES GEMERAL PERMIT
NCGO10000 UNDER SECTION 2.6 GROUND STABILIZATION.
2. NO LAND DISTURBING ACTIVITY, EXCEPT THAT WHICH IS REQUIRED TO INSTALL EROSION
CONTROL MEASURES, MAY COMMENCE PRIOR TO APPROVAL BY THE DIRECTOR OF
DEVELOPMENT SERVICES.
3. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED BASED UPON SPECIFIC SITE
CONDITIONS.
4. CONTACT THE TOWN OF WAXHAW DEVELOPMENT SERVICES DEPARTMENT, AT 704-843-2195
FOR A PRE -CONSTRUCTION MEETING PRIOR TO ANY LAND DISTURBING ACTIVITY.
5. REMOVE ALL TEMPORARY EROSION CONTROL DEVICES AND STRUCTURES ONLY AFTER SITE IS
FULLY STABILIZED AND APPROVAL HAS BEEN OBTAINED FROM THE TOWN OF WAXHAW
DEVELOPMENT SERVICES DEPARTMENT.
6. ALL EROSION CONTROL DESIGNS SHALL BE IN ACCORDANCE WITH THE TOWN OF WAXHAW
ENGINEERING, STANDARDS AND PROCEDURES MANUAL, AND THE NCDEQ EROSION AND
SEDIMENTATION CONTROL PLANNING AND DESIGN MANUAL, LATEST EDITION.
7. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY A
REPRESENTATIVE OF NCDEQ.
8. SITE GRADING IS TO BE COVERED UNDER THE GENERAL STORMWATER PERMIT NCGO10000
ANY LAND DISTURBING > 1 ACRE REQUIRES COMPLIANCE WITH ALL CONDITIONS OF THIS
GENERAL PERMIT UNDER THE NPDES. ANY NONCOMPLIANCE IS A VIOLATION OF THE CLEAN
WATER ACTAND MAY REQUIRE ENFORCEMENT BY NCDEQ.
9. CONTRACTOR IS TO KEEP STREET CLEAR OF MD AND ANY OTHER DEBRIS.
10. THE PROFESSIONAL ENGINEER REGISTERED WITH THE STATE OF NORTH CAROLINA WHO
PREPARED THE EROSION CONTROL PLAN IS SOLELY RESPONSIBLE FOR IDENTIFICATION AND
LOCATION OF ALL ENVIRONTMENTAL WETLANDS, PERENNIAL AND INTERMITTENT STREAMS AND
BUFFERS SHOWN ON THE PLANS.
11. THE TOWN OF WAXHAW IS NOT RESPONSIBLE FOR THE ACCURACY AND ADEQUACY OF THE
DESIGN, DIMENSIONS, AND ELEVATIONS, WHICH SHALL BE CONFIRMED AND CORRELATED AT
THE JOB SITE. THE TOWN OF WAXHAW , THROUGH THE APPROVAL OF THIS DOCUMENT,
ASSUMES NO RESPONSIBILITY FOR THE COMPETENESS AND/OR ACCURACY OF THIS
DOCUMENT.
12. SILT SACKS WILL BE PLACED IN BASINS/INLET ALONG ROADWAYS AFTER INITIAL ASPHALT
SURFACE WORK IS COMPLETED.
13. THE FINANCIALLY RESPONSIBLE PARTY/AGENT OR THE LANDOWNER/AGENT OF A LAND
DISTURBING ACTIVITY>ONE ACRE IS REQUIRED TO SELF INSPECT THE PROJECT. A SELF
INSPECTION, AS WELL AS DOCUMENTATION OF A PROJECT AFTEREACH PHASE OF THE
PROJECT, IS REQUIRED.
14. TOTAL DISTURBED AREA = 18.00 ACRES
EROSION CONTROL CONSTRUCTION SEQUENCE:
1. OBTAIN PLAN APPROVAL FROM THE TOWN OF WAXHAW.
2. FLAG THE LIMITS OF CLEARING.
3. HOLD PRE -CONSTRUCTION CONFERENCE WITH TOWN OF WAXHAW INSPECTOR AT LEAST ONE WEEK
PRIOR TO COMMENCEMENT OF CONSTRUCTION TO DISCUSS INSTALLATION OF EROSION CONTROL
MEASURES.
4. INSTALL TEMPORARY CONSTRUCTION ENTRANCE, SILT FENCE AND SEDIMENT BASINS TO THE LINES
AND GRADES SHOWN ON PLANS, CLEARING OR DEMOLISHING ONLY AS NECESSARY TO INSTALL
THESE DEVICES.
5. SEDIMENT TRAPS AND BASINS NEED TO BE STABILIZED IMMEDIATELY AFTER INSTALLATION.
6. INSTALL DIVERSION DITCHES AROUND SITE TO DIRECT RUNOFF TO SEDIMENT BASINS.
7. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE INSPECTED WEEKLY AND AFTER
RAINFALL EVENTS. NEEDED REPAIRS WILL BE MADE IMMEDIATELY.
9. ALL INLET PROTECTION DEVICES SHALL BE MAINTAINED UNTIL COMPLETION OF ALL CATCH BASIN
STRUCTURES. THESE DEVICES SHALL REMAIN IN PLACE UNTIL ALL PROPOSED STORM PIPES ARE
FLUSHED CLEAN FROM BEGINNING TO END.
10. CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF ALL SEDIMENT BASINS DURING INSTALLATION OF
ALL PROPOSED STORM AND SEWER LINES.
11. STABILIZE SITE PER THE SEEDING SCHEDULE UPON COMPLETION OF GRADING.
12. AFTER SITE IS STABILIZED WITH VEGETATION, REMOVE ALL EROSION CONTROL DEVICES AFTER
APPROVAL HAS BEEN GRANTED BY A REPRESENTATIVE OF THE TOWN OF WAXHAW. ALLOW
NATURAL SHEET FLOW PER THE ORIGINAL TOPOGRAPHY. IMMEDIATELY SEED ALL AREAS DISTURBED
WITH PERMANENT VEGETATION FOLLOWING THE REMOVAL OF TEMPORARY SEDIMENTATION AND
EROSION CONTROL MEASURES.
13. UPON APPROVAL BYTHE TOWN OF WAXHAW, PROPOSED SEDIMENT BASINS MAY BE CONVERTED TO
BMP'S FOLLOWING COMPLETION OF STORM DRAINAGE AND ROAD PAVING.
LANDSCAPING NOTES:
1. REFER TO SECTION 9.8 OF THE TOWN OF WAXHAW UNIFIED DEVELOPMENT ORDINACE REGARING
LANDSCAPING REQUIREMENTS.
2. NO SOIL DISTURBANCE OR COMPACTION, CONSTRUCTION MATERIALS, TRAFFIC, BURIAL PITS,
TRENCHING OR OTHER LAND DISTURBING ACTIVITY ALLOWED IN THE TREE PROTECTION ZONE. A
BARRIER MUST BE ERECTED AROUND THE DRIPLINE OF ALL SUCH TREES SUFFICIENT TO PUT ON
NOTICE ALL CONSTRUCTION PERSONNEL THAT ANY DISTURBANCE OF THE AREA WITHIN THE
DRIPLINE OF SUCH TREES IS PROHIBITED. THE REQUIRED TREE BARRIER MUST BE SHOWN ON
CONSTRUCTION PLANS. TREE BARRICADES MUST BE INSTALLED IN ACCORDANCE WITH THE PLAN
BEFORE ANY DEMOLITION, GRADING OR CONSTRUCTION BEGINS (IF APPLICABLE).
3. FOR NEW PLANTING AREAS, REMOVE ALL PAVEMENT, GRAVEL SUB -BASE, CONSTRUCTION DEBRIS
AND COMPACTED SOIL PRIOR TO PLANTING.
4. ALL STRAPPING AND TOP 2/3 OF WIRE BASKET MUST BE CUT AWAY AND REMOVED FROM ROOT
BALL PRIORTO BACKFILLING PLANTING PIT. REMOVE TOP 1/3 OF BURLAP FROM ROOT BALL.
5. ORDINANCE REQUIRED TREES MUST BE MAINTAINED IN TREE FORM & ALLOWED TO GROW TO THEIR
NATURAL HEIGHT/FORM, (NO TOPPING OR ROUNDING OVER). ALL TREES SHALL BE
SINGLE -STEMMED.
6. LARGE MATURING TREES MAY NOT BE PLANTED ADJACENT TO OVERHEAD DISTRIBUTION POWER
LINES. IF TREES CONFLICT WITH POWER LINES, CALL URBAN FORESTER TO RESOLVE BEFORE
PLANTING.
7. PROPOSED STREET TREES SHALL BE A MINIMUM 8' TALL AND 2-1/2" CALIPER (MEASURED 12"
ABOVE GROUND) AT PLANTING.
8. ALL SHRUBS TO BE A MINIMUM HEIGHT OF 24" WITH A MINIMUM SPREAD OF 24" AT PLANTING
AND SHALL HAVE A MAXIMUM SPACING OF 5' ON CENTER.
9. TREES SHALL NOT BE PLANTED IN PERMANENT DRAINAGE EASEMENTS OR WITHIN
TEN (10) FEET OF A MASONRY DRAINAGE STRUCTURE.
10. FOR TREE SPECIES, SEE TOWN OF WAXHAW APPROVED TREE LISTS.
Or BEFORE YOU DIG
STOP
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
xxx,uCA 111.,I'.
`�.��N .....RO��.,�
oTHE ISAACS••
GROUP, P.C. •:
:ENGINEERING &
= rnn ;LAND SURVEYING;
NO. C-1069 ;
�
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FINAL DRAWING
FOR REVIEW PURPOSES ONLY
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Date: 2017.03.01
09:36:39-05'00'
P:\Active Projects\WGM Design\Broxton Soccer Complex 16240\Engineering0esign Drawings\Current\16240-DE.dwg, Model, 2/28/2017 5
rrovillos,
STABILIZATION TIME
FRAMES
SITE AREA DESCRIPTION
STABILIZATION
TIME FRAME EXCEPTIONS
PERIMETER DIKES, SWALES,
DITCHES AND SLOPES
7 DAYS
NONE
HIGH QUALITY WATER
(HQW) ZONES
7 DAYS
NONE
SLOPES STEEPER
THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE NOT
STEEPER THAN 2:1 14 DAYSARE ALLOWED
SLOPES 3:1 OR
FLATTER
14 DAYS
7 DAYS
FOR SLOPES GREATER THAT 50' IN LENGTH
ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1
14 DAYS
NONE,
EXCEPT FOR PERIMETERS AND HQW ZONES
xxx,uCA 111.,I'.
`�.��N .....RO��.,�
oTHE ISAACS••
GROUP, P.C. •:
:ENGINEERING &
= rnn ;LAND SURVEYING;
NO. C-1069 ;
�
OF
�i1110�`�`.
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
` XX\111111//��
CARo 1*
`����0� ,.• O ESS%p�.,� �'i�':
SEAL
i 026462
i
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XI
Digitally signed by
Anthony B. Cowan
Date: 2017.03.01
09:36:39-05'00'
P:\Active Projects\WGM Design\Broxton Soccer Complex 16240\Engineering0esign Drawings\Current\16240-DE.dwg, Model, 2/28/2017 5
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\ / \ (MUTCD R7-8 & 714.1)
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O EXISTING TREE -REFERENCE TREE SURVEY
BY SOIL AND FORESTRY SERVICES OF THE
CAROLINAS FOR DETAILED INFORMATION.
O C/
O O \ - \ \ LANDSCAPING:
to 10 PARKING LOT LANDSCAPING:
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77,390 SF = 78 TREES AND 310 SHRUBS
/
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GRASSED , O �g��it`
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y signed by
O O BMP Anthony B. CowanO
ACCESS , , Date: 2017.03.01
CPROADO O ' GRAPHIC CAE18-05'00'
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Q) •�•'•�' ............T ................................... ......... ............................................
��0� O �v O �� ---- FINAL DRAWING
FOR REVIEW PURPOSES ONLY
O _ \.
• EXISTING VEGETATION TO SUFFICE ALONG NORTH, WEST
AND SOUTHERN BOUNDARY.
• PLANTING REQUIRED ON EASTERN BOUNDARY
LENGTH OF BUFFER = 314 FT.
TREES REQUIRED = 314/100*6 = 21 TREES
SHRUBS REQUIRED = 314/100*20 = 68 SHRUBS
• TREES TO BE 2"0 ® 6" ABOVE GROUND
(75% LMT & 75% EVERGREEN)
• SHRUBS TO BE 30" TALL AND SHOULD GROW TO 6 FT.
TALL W/ 4 FT SPREAD
(100% EVERGREEN)
LANDSCAPING NOTES:
'THE OWNERS OF THE PROPERTY AND THEIR AGENTS, HEIRS, OR ASSIGNS
SHALL BE RESPONSIBLE FOR THEINSTALLAT/ON, PRESERVATION, AND
MAINTENANCE OFALL PLANTING AND PHYSICAL FEATURES SHOWN ON THIS
PLAN. THE OWNERS SHALL BE RESPONSIBLE FOR MAINTENANCE OF THE
VEGETATION, INCLUDING BUTNOTLIMITED TO:
1. FERTILIZATION
2. PRUNING
3. PEST CONTROL
4. MULCHING
5, MOWING (IF ANY)
6. PROTECTION OF THE ROOT ZONES FROM EQUIPMENT, CONSTRUCTION AND
STORAGE OF MATERIALS
7. WATERING
8. OTHER CONTINUING MAINTENANCE OPERATIONS
FAILURE TO MAINTAIN ALL PLANTINGS IN ACCORDANCE WITH THIS PLAN SHALL
CONSTITUTE A VIOLATION OF THE UDO AND MAY RESULT IN FINES."
Project:
BROXTON SOCCER COMPLEX
8101 OLD WAXHAW MONROE RD., WAXHAW N.C.
Title:
SITE PLAN
File #: 16240-PB.DWG Date: 01/20/17 Project Egr: ABC
W Design By. ABC
11 A A C S
l-_ O Drawn By: RER
CIVIL ENGINEERING DESIGN AND SURVEYING C
u Scale: 1 "=50'
8720 RED OAK BOULEVARD, SUITE 420 C1.2 _I / • ^
LJ
CHARLOTTE, N.C. 28217 (C
PHONE [phone] FAX [phone]
P:\Active Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-PB.dwg, C1.2-3ITE, 2/28/2017 5:18:16 PM,
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\ \ \\\ \ \ \ \\ ,� ,------_—__ \_` --' /•'' FOR REVIEW PURPOSES ONLY
Project:
------_ —
I � - _ '- -- i---- ,. '11'111 ,, .. 1111 ., GRAPHIC SCALE BROXTON SOCCER COMPLEX
--_-- `` CA �� CA �i
\ \ \\ \\ \\ \ \ I l — ---
\ , -' - - - - -- - - - - ���� C ��/� ........ ��i 8101 OLD WAXHAW MONROE RD. WAXHAW N.C.
_ ----- \ \ i�� �� ��.• •.• i� 60 0 30 60 120
� \ \ \ �� � / --------- 0�•' •• � . O FESS •ti �
635 \_ 1 \ \\ \\ \ \ \ \ \ \ \ \ \ , \ i / / • --_— — O •. 9 i ♦
-------- \ \ \ \ \ \ \ /\ / / --- ---- --— THE ISAACS t . y ; ,Title:
------ __ ---- / I �\ \\ \\ \ \\\\\ \ \� \ ��' \\•"'_---� // = GROUP, P.C. •: = = 2 1 INCH 60 FEET
------------- --_ — — _ — _ OVERALL GRADING PLAN
_-----__ \ \ \ \ \ \ \ \ \ \ \ , \ —------- — : ENGINEERING— SEAL : -
----- &
\-------------- -\\ \\ \ \\ \ \ \ \ / \ ----' / /, _n LAND SURVEYING z= = 026462 = CO
Wim. gyp` o
_ _ _ _ N0. C-1069 N0. BY DATE REVISION File #: 16240—PB.DWG Date: 01/20/17 Project Egr: ABC
— / ------ ��� �••.•�'��`�� ����'j•':�.;�GINE;;`�••�P�� W G� Design By. ABC
��- ---------f I��'9IF• NO `�� o •.....• O ``�� _
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\ \ / / f / ///►111\►\\\ ///1111\11\\\ CIVIL ENGINEERING DESIGN AND SURVEYING C
64 Digitally signed by Scale: 1"=60'
— ----- ---- \\�\\\\ --- --��� o� l / \\\\\ \ \\ \ \\ \\ 1 I / `Anthony 217
Date:201B7.03.01n 8720 RED OAK BOULEVARD, SUITE 420
;��-- _---- �� \\�\— ---- \�� \—J/ \ \ \ \ \ \\ \ \� I / // // // ,_----------'/ �',— 09:26:35-05'00'C2• O
— — _ — — — — — — \ \ \ \ — — \ _ \ \ \ \ \ \ \ / / / / — > i PHONE [phone]CHARLOTTE, N.C.
(i 04) 527-8335
P:Wctive Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-PB.dwg, C2.0 -OVERALL GP, 2/28/2017 5:18:26 PM,
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/
f
/
/ NA 75� TEMP. bNEk \\
/
@ 2.00% (MIN.) A) A\� ���
W/ AG S75 T P. LINER �
I
�O /OP.�STO �4N ERD
�� , f�SIGN� ETHERS
/ �
1 �-7
/ / /
I /
, / / .2�'/ 6 5
/
/ /
40/
/ //
/ ,' C° / / ��
/ / / ��
; �� , �� /
S) , S)
/moo
IS
0001 T
/
/O
663. �p / // c�0 //
/ /
/ c�0
I
.28'//�o/ / /66 .28' /
/ o
RIMY 672.26 A \
I.E.(PN):664.86\ (DI 2G)
PROP. I DI 2G A \
\ RIM: 672.55 \ S \
\1 - - - - - - - -PFO WALE
75.28' S @ 2.00. I4.) °
�I.E.(II 667.95 (DI 3A) �.E.(IN): 667.04 (CSI 2H)
s° I.E.(OUT):664.66 `1 I.E.(OUT):66.84
° \
\
° ° W/ NAGS TEMP;LI 8'
_ -6
\ -
II
® 2.00% (MIN )\ A \ \
NAG S\75 TEMP. LINER�
\
S°
I
S° /S° / /
/ I
/
00'
7
\\ \\ 11 11 II 111 \I
I
\
I
Q� 676
1 I 1 I I I 1 \
07 3.
�o000,
I
PROP. SWALE (TY
/ NA 75� TEMP. bNEk \\
-,
@ 2.00% (MIN.) A) A\� ���
W/ AG S75 T P. LINER �
I
�O /OP.�STO �4N ERD
�� , f�SIGN� ETHERS
/ �
675 v v �p \
�p
�p /
, / / .2�'/ 6 5
-
- SD D SD SD SD I SD �D SD SD �D SD \ 1 111'
I \ \ \\ \
x,642 -�,i _ / / / / / I �- --------- a -C -- --�--- TP - ------ - F�OR.-SWA�€ f�FP )- �- /---/--- ---/----------------6 34
�s /---L-------�6-- I L-------- 7
/ i I i l
\ \ � 1.50% / I v v • l i i v \ A V A \ \ \ \ \
�� / \ V A W/ NAG S75 TEMP. LINER \
6 7 7` 7�6-/
/
\
1 1
X" s I
\�S 6 65 68 �v `�-6����- / ������ -wmAm - v �a0�_
6'S �6� \
m FINAL DRAWING
GRASSED EIMP R69 FOR REVIEW PURPOSES ONLY Project:
ll
/ \ACCESS ROAD _ �.- \\ \\ \ \`\'- \\\ O `\\�\\\ LEGEND ```111111111///// `11111111111////
/ / , \ - \ `----\♦---ELEV--- EXISTING CONTOUR N CAR CAR GRAPHIC SCALE BROXTON SOCCER COMPLEX
�� ""••• . �/ /� `� �� "'•• �/ �� 40 0 2 40 80 8101 OLD WAXHAW MONROE RD. WAXHAW N.C.
\� v A v `� �, ����v---� v� O�� I I I I
\ \ �LEV- PROPOSED CONTOUR ••
I------- ---
N. \ \ \ \ \\ \ \ \ �- t�THE ISAACS:,Title:
_ \ \ \ \ \ -R/W- EXIST. ROAD RIGHT OF WAY GRADING PLAN
�� _ GROUP, P.C.
_ _ice `\
/ I �s� - - \ \ \ - - - -� \ \ \ ` \ \ \ \ \ = ' ENGINEERING & ' = = SEAL = 1 INCH = 40 FEET
\ I -_� 651, \ _ - - _ -�- � \ - � \ \ � EXISTING TREE LINE - c7 : -
\ -- 650-_ \ \ �� \ - �_ ---- - �\ \ \ \ =m • : o= - 026462
- v _ v ` BLAND SURVEYING Z - C
_ _ - \ - _ \ \ \ \ \ \ \ N0. C-1069 t NO. BY DATE REVISION File #: 16240-PB.DWG Date: 01/20/17 Project Egr: ABC
_ � � _ _ _ _ _ _ \ � � \ � PROP. STORM DRAINAGE PIPE � � . . yA =
-649--_ -�����(`-jam- \ \ \ �_�� --- `\ \\\ \ \\ \ \ \ ��'�^''• '����� �� l� �'•�N �G•
••.•� •••' \ �� �I � ••. C I NES• •• \���
PROPOSED DROP INLET i q �� � ti �
------ - - - - - _� \ - \ \ \////111111111111 �////11111 1111:
\ - �----------- \_ -------- - _ _ \ PROPOSED JUNCTION BOX b
SPR\ _\_ \ _ Anthony�lB. Cowan
ned by
jb� - PROP. STORM UNDERDRAIN �j�
6�3 \ -,r--- 45�-7�\- �_--------�j_-�- ----------------------- \\ � \\\\\\ _\ � \ \ � � � F \ Date: 2017.03.01
\ \ AA \ ` - - -6 - - - - 1 - _ - - - - _ O \ \ \ \\ �• I �� V FER i - PROPOSED SWALE 09:26:11-05'00'
LLIG7 Design By. ABC
11 !cq3` ASO Drawn By: PER
CIVIL ENGINEERING DESIGN AND SURVEYING C
U Scale: 1"=40'
8720 RED OAK BOULEVARD, SUITE 420 ^ •
_I
CHARLOTTE, N.C. 28217 (C
PHONE [phone] FAX [phone]
P:\Active ProjectsMISM Design\Broxton Soccer Complex 16240Tngineering0esign Drawings\Current\16240-PB.dwg, C2.1 -GRADING, 2/28/2017 5:18:47 PM,
rrovillos, 1:1
PROPS SWALEV(TYPE-C) A\ \
- -
vvW/
® 2.00% (MIN )\ A \ \
NAG S\75 TEMP. LINER�
\
00'
v
\\ \\ 11 11 II 111 \I
I
\
I
1 I 1 I I I 1 \
`\
PROP. SWALE (TY
/ NA 75� TEMP. bNEk \\
- SD D SD SD SD I SD �D SD SD �D SD \ 1 111'
I \ \ \\ \
x,642 -�,i _ / / / / / I �- --------- a -C -- --�--- TP - ------ - F�OR.-SWA�€ f�FP )- �- /---/--- ---/----------------6 34
�s /---L-------�6-- I L-------- 7
/ i I i l
\ \ � 1.50% / I v v • l i i v \ A V A \ \ \ \ \
�� / \ V A W/ NAG S75 TEMP. LINER \
6 7 7` 7�6-/
/
\
1 1
X" s I
\�S 6 65 68 �v `�-6����- / ������ -wmAm - v �a0�_
6'S �6� \
m FINAL DRAWING
GRASSED EIMP R69 FOR REVIEW PURPOSES ONLY Project:
ll
/ \ACCESS ROAD _ �.- \\ \\ \ \`\'- \\\ O `\\�\\\ LEGEND ```111111111///// `11111111111////
/ / , \ - \ `----\♦---ELEV--- EXISTING CONTOUR N CAR CAR GRAPHIC SCALE BROXTON SOCCER COMPLEX
�� ""••• . �/ /� `� �� "'•• �/ �� 40 0 2 40 80 8101 OLD WAXHAW MONROE RD. WAXHAW N.C.
\� v A v `� �, ����v---� v� O�� I I I I
\ \ �LEV- PROPOSED CONTOUR ••
I------- ---
N. \ \ \ \ \\ \ \ \ �- t�THE ISAACS:,Title:
_ \ \ \ \ \ -R/W- EXIST. ROAD RIGHT OF WAY GRADING PLAN
�� _ GROUP, P.C.
_ _ice `\
/ I �s� - - \ \ \ - - - -� \ \ \ ` \ \ \ \ \ = ' ENGINEERING & ' = = SEAL = 1 INCH = 40 FEET
\ I -_� 651, \ _ - - _ -�- � \ - � \ \ � EXISTING TREE LINE - c7 : -
\ -- 650-_ \ \ �� \ - �_ ---- - �\ \ \ \ =m • : o= - 026462
- v _ v ` BLAND SURVEYING Z - C
_ _ - \ - _ \ \ \ \ \ \ \ N0. C-1069 t NO. BY DATE REVISION File #: 16240-PB.DWG Date: 01/20/17 Project Egr: ABC
_ � � _ _ _ _ _ _ \ � � \ � PROP. STORM DRAINAGE PIPE � � . . yA =
-649--_ -�����(`-jam- \ \ \ �_�� --- `\ \\\ \ \\ \ \ \ ��'�^''• '����� �� l� �'•�N �G•
••.•� •••' \ �� �I � ••. C I NES• •• \���
PROPOSED DROP INLET i q �� � ti �
------ - - - - - _� \ - \ \ \////111111111111 �////11111 1111:
\ - �----------- \_ -------- - _ _ \ PROPOSED JUNCTION BOX b
SPR\ _\_ \ _ Anthony�lB. Cowan
ned by
jb� - PROP. STORM UNDERDRAIN �j�
6�3 \ -,r--- 45�-7�\- �_--------�j_-�- ----------------------- \\ � \\\\\\ _\ � \ \ � � � F \ Date: 2017.03.01
\ \ AA \ ` - - -6 - - - - 1 - _ - - - - _ O \ \ \ \\ �• I �� V FER i - PROPOSED SWALE 09:26:11-05'00'
LLIG7 Design By. ABC
11 !cq3` ASO Drawn By: PER
CIVIL ENGINEERING DESIGN AND SURVEYING C
U Scale: 1"=40'
8720 RED OAK BOULEVARD, SUITE 420 ^ •
_I
CHARLOTTE, N.C. 28217 (C
PHONE [phone] FAX [phone]
P:\Active ProjectsMISM Design\Broxton Soccer Complex 16240Tngineering0esign Drawings\Current\16240-PB.dwg, C2.1 -GRADING, 2/28/2017 5:18:47 PM,
rrovillos, 1:1

652
650
648
646
644
642
638
636
634
10.0'
TLET STRUCTURE
�10"
1 1 8.60'
1
1� 1� � �1
n
.DAM CORE
SLOPE VARIES I I jl
GENERAL NOTES:
1. SEE CONCRETE BARREL AND RISER SPECIFICATIONS (THIS SHEET)
2. ALL SOIL UNDERLYING AND ADJACENT TO RISER AND FOOTING
TO BE COMPACTED TO 98% MAXIMUM DRY DENSITY AS DETERMINED
BY ASTM D-698 (STANDARD PROCTOR) UNDER THE DIRECTION
OF THE GEOTECHNICAL ENGINEER.
3. WATERTIGHT RUBBER BOOTS TO MEET THE ASTM C923-84 STANDARD
SPECIFICATIONS FOR RESILIENT CONNECTORS BETWEEN REINFORCED
CONCRETE MANHOLE STRUCTURES AND PIPES.
4. POND TO BE EXCAVATED AN ADDITIONAL 0.5' BELOW
PERMANENT POND BOTTOM TO ALLOW FOR SEDIMENT STORAGE.
3
PROP. HEADWALL
4.0'
'ROP. CONCRETE CRADLE 1 1
ANTI -SEEP COLLAR 1 IL-1 1
6.0' ANTI -SEEP COLLAR
EGIN CONCRETE CRADLE PROP. 4' DEEP 3000 PSI CONCRETE
CORE TRENCH POURED AROUND RCP
FOR SEEPAGE CONTROL
LOCATE AT PIPE JOINT)
TYPICAL)
BMP EARTHEN DAM EMBANKMENT TYPICAL DETAIL
\-APRON RIP RAP
PROP. CONCRETE CRADLE
FROM OUTLET STRUCTURE
PR
P. TOP OF DAM
(4 SIDES)
WIDTH=10 FT
I
o
ELEV.=648.00
SEE EARTHED DAM
ELEV.=650.00
0
--
I
- - - - -
1
EMBANKMENT DETAIL
YR.
W.S.E.=648.03
3.5' WEIR___
�/xx
______
THIS SHEET
CL
N M
��
ELEV=646.104.0'
N ..
(NORTH SIDE ONLY)
.......................... :......................................................
....................a�
+........,.................................................
.............. .................... .................... .._................ .....................
.................... .................... ...........
-
-
PROP.�J 2B
i rn
-HR
W.S.E.=646.04
---
RIM: 65071
I.E.(IN):643.56 (DI 2C
-
-- - - - - -
o
-HR
W.S.E.=645.81
---
1.E.(IN).642.8/ (DI 5A�
--- - - - - --
OQ�-
WQ
W.S.E.=645.67
PERM. WSE=644.50
I.E.(O T):
Np ':
a-
c~i) O w
2.25" ORIFICE OPENING
PROP. GROUN
I
I I
1
6" GATE VALVE
INV.=644.50
i
30" RCP
- y
m
OUTLET PIPE
! 1 I
GROUND
,o
1 !
SURFACE
PROP. F
REBAY BERM EXIST. GROUN D-\\
00 'f?
F
WIDTH -5.0'
i
uiLEV.=644.50
0
L------
\`\\��oCARp�
•THE ISAACS•••9
POND
SIDE VIEW (NORTH SIDE)
+;:
/
--
N
o z
ORIFICE AND WEIR DETAIL
,Z' •,�.
PROP. 10' LITTORAL
SHELF
IMP #1
STRUCTU�
O
1AU11���.
10:1 SLOPE
cD /
=638.00/
~w '
N
FROM LL. 644.00
0 EL. 645.00
......................... :.............
............ :..................... ............................:.....................
..... ......................:.........................
).17
PERM.W.S.E.=644.0
:..........................
....................
PROP. AN 1-
EEP
"
COLLAR ( EE
DET.
'
ONS T.
2.4).-.`.-.-.
PROP,.'FORE,BAY #1///
L0
/
BOTTOM/
.-.-. .-.-.- -.
/
i
ELEV.=639.00 /
P. FbREBAY BERM
.......................:........................................................................:............................................................._............:.......
i
WIDTH --5 FT i
ELEV.=644.60' /
00
....................................
PROP. 3:1
. ................................................
SLOPE ''
......................................................................
10 / PRO !10' LI TTORA SHELF'
3
3
(TYP.
BELOW 3 3 3
PERM. W .=69,4.50
PERMANE
T POOH
/
P BOTT�IG ELEV.=668.00
.............
............ ...... ................ ..
......................... :.............
............ :....
...... ............. :.....................
._. -.�..W._................................
... ........
's
's
PROP. BO
OM DRAIN
PROP. 3:1 SLOPE
(TYP.) BEL
PERMANENT/POOL
BMP #1 OUTLET PIPE PROFILE
HORIZONTAL SCALE: 30 FEET PER INCH
EXISTING GROUND AT CL ------------
PROPOSED GROUND
654
11
652
��PROP TOP OF DAM-
' EL1EV.= 650.00 \ ���\��\�%VAVA���A L�\��AA��VA������
I PROP. 35.551 LF OF
I PROP. A:1 SLOPE � \/\\\/ 36" RCP & 1.00%
(_VYP.) BELO �W/ 0 -RING GASKET
PERVANENT POOL
I
\\� -
01
- Q L
V O i AA -Pk
O
PROP. 3:1V� E
A \ SLOPE RIMA
(TYP.) i '0 6.2�,
\ V�
i01
�-� Vx -- 6
i
PROP. BMP -#1 307-F \\�
I.E.-OUT=637.
/ 642 W/ 15'LX18 WX18"DA„
CLAS -B RIP RAP PROP. 30 R�P� I
/
-643-- APRON i _(W/ 0-RINGy
45 72 LF 0-0-63%
1
i 11'
9
BMP #1 (WET POND)
SCALE: 1"=30'
652
650
648
646
644
642
638
634
GEOTECHNICAL SPECIFICATIONS:
A. A MINIMUM OF ONE (1) IN-PLACE DENSITY TEST SHOULD BE PERFORMED IN
ACCORDANCE WITH ASTM D-1556 FOR EACH 2,500 S.F. OF LIFT AREA WITH A
MINIMUM OF TWO TESTS PER LIFT. IMPROPER COMPACTION MAY RESULT IN
PREMATURE DETERIORATION OF THE EMBANKMENT AREA AND/OR DIFFERENTIAL
SETTLEMENT OF FOUNDATIONS. SEE GEOTECHNICAL REPORT FOR MORE DETAILED
SPECIFICATIONS RELATING TO SELECTION AND PLACEMENT OF STRUCTURAL FILL.
B. FILL PLACED WITHIN THE CONSTRUCTED DAM EMBANKMENTS SHOULD BE
COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DRY DENSITY AS
DETERMINED BY ASTM D-698 (STANDARD PROCTOR). ALL FILL PLACED WITHIN
THE UPPER ONE (1) FOOT OF THE RISER FOUNDATION AND THE SPILLWAY
SUBGRADE SHOULD BE COMPACTED TO A MINIMUM OF 98 PERCENT OF THE
MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-698 (STANDARD PROCTOR).
ALL FILL MATERIAL SHOULD BE PLACED AND MECHANICALLY COMPACTED IN
UNIFORM LIFTS NOT EXCEEDING NINE (9) INCHES IN LOOSE THICKNESS. THE
MOISTURE CONTENT OF ALL FILL AT THE TIME OF THE PLACEMENT SHOULD BE
WITHIN +3 PERCENT OF THE OPTIMUM MOISTURE CONTENT AS ESTABLISHED BY
THE STANDARD PROCTOR TEST. SEE GEOTECHNICAL REPORT FOR MORE DETAILED
SPECIFICATIONS RELATING TO THE SELECTION AND PLACEMENT OF STRUCTURAL
FILL.
C. ALL FILL TO BE UTILIZED AT THE SITE SHOULD BE SELECTED ON THE BASIS OF
ITS PLASTICITY CHARACTERISTICS AND LABORATORY COMPACTION TESTS.
ON-SITE SOILS WHICH ARE FOUND TO CONTAIN DELETERIOUS MATERIAL,
INCLUDING ORGANICS AND TOPSOIL, SHOULD NOT BE USED AS STRUCTURAL FILL
FOR THE SUPPORT OF STRUCTURES OR PAVEMENT. THE CORE MATERIAL
SHOULD HAVE A USCS CLASSIFICATION OF MH, CH, CL OR ML. PRIOR TO
EXCAVATION THE CONTRACTOR SHOULD HAVE THE CORE TRENCH MATERIAL
TESTED AND APPROVED BY THE GEOTECHNICAL ENGINEER. THIS TESTING
SHOULD INCLUDE DOUBLE HYDROMETER TESTING TO ENSURE THAT THE SOILS
ARE NOT DISPERSIVE IN NATURE.
D. CONTRACTOR TO COORDINATE CONSTRUCTION OF DAMS WITH A GEOTECHNICAL
FIRM EXPERIENCED IN FIELD TESTING SERVICES FOR EARTHEN DAM
CONSTRUCTION. SPECIFICATIONS GIVEN ON THESE PLANS ARE RECOMMENDATIONS
ONLY. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL SPECIFICATIONS.
E. ALL FILL MATERIAL USED FOR CONSTRUCTION OF DAM CORE AND EMBANKMENTS
TO BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO
PLACEMENT.
F. SEE ADDITIONAL DAM SPECIFICATIONS ON NOTES SHEET C1.1 UNDER "GRADING
NOTES."
GEOTECHNICAL SPECIFICATION
FOR DAM CONSTRUCTION
RUBBER GASKET IN JOINT
0 -RING GASKETED
REINFORCED CONCRETE PIPE
I I
n n
FLOW
ii ii
n n
d ° e a d, a.
ad ..<. °'
d °.. A°d.
TYPICAL ARTICULATION JOINT
CONCRETE SUPPORT BLOCKS 3/4" PRE -MOLDED JOINT FILLER
NOTE: PIPE CRADLE JOINT
PIPE CRADLE JOINT SHALL BE
CONSTRUCTED AT EACH JOINT PIPE CRADLE DETAIL
LOCATION IN THE PIPE.
NOT TO SCALE
24"-36" R
24"-36" RCP
1 IPE DIA 1 "
_rlW/ 3 4 CLRR E . WA O.C.
CONCRETE
COLLAR
ELEVATION SIDE ELEVATION
CONCRETE ANTI -SEEP COLLAR TYPICAL DETAIL
N.T.S.
4 FT WIDE SPILLWAY
(OPEN ON ALL FOUR SIDES)-,
ELEV.=648.00
3.5' WEIR
ELEV=646.10
(NORTH SIDE ONLY)
2.25'
ORIFICE
OPENING
INV.=644.50
PERM. WSE=644.50 -�-' -
PRECAST CONCRETE RISER
W/ MANHOLE RING AND COVER
�--'-(SEE CONCRETE RISER DETAIL #1)
EL.=649.17
4'-0" ELEV.=645.0
EARTH BRIDGE AT
STRUCTURE FOR DRY
MAINTENANCE ACCESS /
ELEV.=646.0
I
I /
I
--�
'
- - - - - - - - - - -
6" GATE VALVE 1
I i
FLOW
OUTLET PIPE
30" RCP
GROUND L - - - -
SURFACE
REINFORCED CONCRETE FOOTING��
(SEE CONCRETE RISER DETAIL)
SOUTH. EAST & WEST SIDE VIEW
4.0' WEIR OPENING
(4 SIDES)
ELEV.=648.00
---
--
I
- - - - -
1
----------100
YR.
W.S.E.=648.03
3.5' WEIR___
�/xx
______
I------_10
YR.
W.S.E.=646.87
ELEV=646.104.0'
(NORTH SIDE ONLY)
Zi
(51
\
-
-
PROP.�J 2B
i rn
-HR
W.S.E.=646.04
---
RIM: 65071
I.E.(IN):643.56 (DI 2C
-
-- - - - - -
-------2-YR, 6
-HR
W.S.E.=645.81
---
1.E.(IN).642.8/ (DI 5A�
--- - - - - --
-------- - - - -
WQ
W.S.E.=645.67
PERM. WSE=644.50
I.E.(O T):
64 .96 �
2.25" ORIFICE OPENING
I
I I
1
6" GATE VALVE
INV.=644.50
i
30" RCP
- y
OUTLET PIPE
! 1 I
GROUND
1 !
SURFACE
F
i
L------
\`\\��oCARp�
•THE ISAACS•••9
POND
SIDE VIEW (NORTH SIDE)
_ GROUP, P.C.
/
/
N
;!ANo CUR; ss G�
ORIFICE AND WEIR DETAIL
,Z' •,�.
/
IMP #1
STRUCTU�
OF
1AU11���.
cD /
=638.00/
).17
i
PROP,.'FORE,BAY #1///
L0
/
BOTTOM/
/
i
ELEV.=639.00 /
P. FbREBAY BERM
i
WIDTH --5 FT i
ELEV.=644.60' /
00
10 / PRO !10' LI TTORA SHELF'
/
1p� 1 SLOPE/
FROM EL, 00/70 EL. 645.00/
PERM. W .=69,4.50
/
P BOTT�IG ELEV.=668.00
o
�
i OP. PERM. WSE=64.50
PROP. CHAIN LINK/
FENCE (4 -FT H GSH)
/
/
/
PROP. GATE TWO (2)
8-F WING DOORS
/
PROP 3:1 LOPE (T P.)
BElt6W PER ANENTOOL
/
PROP. BRASS
SPILLWAYI CUT
�
ELEV. 648150
\
BMP #1 (WET POND)
SCALE: 1"=30'
652
650
648
646
644
642
638
634
GEOTECHNICAL SPECIFICATIONS:
A. A MINIMUM OF ONE (1) IN-PLACE DENSITY TEST SHOULD BE PERFORMED IN
ACCORDANCE WITH ASTM D-1556 FOR EACH 2,500 S.F. OF LIFT AREA WITH A
MINIMUM OF TWO TESTS PER LIFT. IMPROPER COMPACTION MAY RESULT IN
PREMATURE DETERIORATION OF THE EMBANKMENT AREA AND/OR DIFFERENTIAL
SETTLEMENT OF FOUNDATIONS. SEE GEOTECHNICAL REPORT FOR MORE DETAILED
SPECIFICATIONS RELATING TO SELECTION AND PLACEMENT OF STRUCTURAL FILL.
B. FILL PLACED WITHIN THE CONSTRUCTED DAM EMBANKMENTS SHOULD BE
COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DRY DENSITY AS
DETERMINED BY ASTM D-698 (STANDARD PROCTOR). ALL FILL PLACED WITHIN
THE UPPER ONE (1) FOOT OF THE RISER FOUNDATION AND THE SPILLWAY
SUBGRADE SHOULD BE COMPACTED TO A MINIMUM OF 98 PERCENT OF THE
MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-698 (STANDARD PROCTOR).
ALL FILL MATERIAL SHOULD BE PLACED AND MECHANICALLY COMPACTED IN
UNIFORM LIFTS NOT EXCEEDING NINE (9) INCHES IN LOOSE THICKNESS. THE
MOISTURE CONTENT OF ALL FILL AT THE TIME OF THE PLACEMENT SHOULD BE
WITHIN +3 PERCENT OF THE OPTIMUM MOISTURE CONTENT AS ESTABLISHED BY
THE STANDARD PROCTOR TEST. SEE GEOTECHNICAL REPORT FOR MORE DETAILED
SPECIFICATIONS RELATING TO THE SELECTION AND PLACEMENT OF STRUCTURAL
FILL.
C. ALL FILL TO BE UTILIZED AT THE SITE SHOULD BE SELECTED ON THE BASIS OF
ITS PLASTICITY CHARACTERISTICS AND LABORATORY COMPACTION TESTS.
ON-SITE SOILS WHICH ARE FOUND TO CONTAIN DELETERIOUS MATERIAL,
INCLUDING ORGANICS AND TOPSOIL, SHOULD NOT BE USED AS STRUCTURAL FILL
FOR THE SUPPORT OF STRUCTURES OR PAVEMENT. THE CORE MATERIAL
SHOULD HAVE A USCS CLASSIFICATION OF MH, CH, CL OR ML. PRIOR TO
EXCAVATION THE CONTRACTOR SHOULD HAVE THE CORE TRENCH MATERIAL
TESTED AND APPROVED BY THE GEOTECHNICAL ENGINEER. THIS TESTING
SHOULD INCLUDE DOUBLE HYDROMETER TESTING TO ENSURE THAT THE SOILS
ARE NOT DISPERSIVE IN NATURE.
D. CONTRACTOR TO COORDINATE CONSTRUCTION OF DAMS WITH A GEOTECHNICAL
FIRM EXPERIENCED IN FIELD TESTING SERVICES FOR EARTHEN DAM
CONSTRUCTION. SPECIFICATIONS GIVEN ON THESE PLANS ARE RECOMMENDATIONS
ONLY. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL SPECIFICATIONS.
E. ALL FILL MATERIAL USED FOR CONSTRUCTION OF DAM CORE AND EMBANKMENTS
TO BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO
PLACEMENT.
F. SEE ADDITIONAL DAM SPECIFICATIONS ON NOTES SHEET C1.1 UNDER "GRADING
NOTES."
GEOTECHNICAL SPECIFICATION
FOR DAM CONSTRUCTION
RUBBER GASKET IN JOINT
0 -RING GASKETED
REINFORCED CONCRETE PIPE
I I
n n
FLOW
ii ii
n n
d ° e a d, a.
ad ..<. °'
d °.. A°d.
TYPICAL ARTICULATION JOINT
CONCRETE SUPPORT BLOCKS 3/4" PRE -MOLDED JOINT FILLER
NOTE: PIPE CRADLE JOINT
PIPE CRADLE JOINT SHALL BE
CONSTRUCTED AT EACH JOINT PIPE CRADLE DETAIL
LOCATION IN THE PIPE.
NOT TO SCALE
24"-36" R
24"-36" RCP
1 IPE DIA 1 "
_rlW/ 3 4 CLRR E . WA O.C.
CONCRETE
COLLAR
ELEVATION SIDE ELEVATION
CONCRETE ANTI -SEEP COLLAR TYPICAL DETAIL
N.T.S.
4 FT WIDE SPILLWAY
(OPEN ON ALL FOUR SIDES)-,
ELEV.=648.00
3.5' WEIR
ELEV=646.10
(NORTH SIDE ONLY)
2.25'
ORIFICE
OPENING
INV.=644.50
PERM. WSE=644.50 -�-' -
PRECAST CONCRETE RISER
W/ MANHOLE RING AND COVER
�--'-(SEE CONCRETE RISER DETAIL #1)
EL.=649.17
4'-0" ELEV.=645.0
EARTH BRIDGE AT
STRUCTURE FOR DRY
MAINTENANCE ACCESS /
ELEV.=646.0
I
I /
I
--�
'
- - - - - - - - - - -
6" GATE VALVE 1
I i
FLOW
OUTLET PIPE
30" RCP
GROUND L - - - -
SURFACE
REINFORCED CONCRETE FOOTING��
(SEE CONCRETE RISER DETAIL)
SOUTH. EAST & WEST SIDE VIEW
4.0' WEIR OPENING
(4 SIDES)
ELEV.=648.00
---
--
I
- - - - -
1
----------100
YR.
W.S.E.=648.03
3.5' WEIR___
_
______
I------_10
YR.
W.S.E.=646.87
ELEV=646.104.0'
(NORTH SIDE ONLY)
Zi
- -
-
-
- - - - - - - 1 -YR, 24
-HR
W.S.E.=646.04
---
-
-- - - - - -
-------2-YR, 6
-HR
W.S.E.=645.81
---
--- - - - - --
-------- - - - -
WQ
W.S.E.=645.67
PERM. WSE=644.50
2.25" ORIFICE OPENING
I
I I
1
6" GATE VALVE
INV.=644.50
i
30" RCP
- y
OUTLET PIPE
! 1 I
GROUND
1 !
SURFACE
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POND
SIDE VIEW (NORTH SIDE)
_ GROUP, P.C.
c7 ENGINEERING &
BMP #1
OUTLET STRUCTURE
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ORIFICE AND WEIR DETAIL
,Z' •,�.
OF
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c
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NOT TO SCALE
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026462
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11 i3igltally signed by
,,5C,._ Anthony B. Cowan
Date: 2017.03.01
09:22:37-05'00'
COMPACTED FILL MATERIAL
EXISTING GROU
LEVELING COURSE FINE
GRANULAR FILL MATERIAL 3" MIN.
GRASS SPILLWAY IN CUT
24.0'
BACKFILL
D+20"
E SECTION E -E
3 ELEV.=650.00
EMERGENCY 1 1 �-
SPILLWAY HEIGHT=1.50' EMERGENCY SPILLWAY ELEV=648.50
PROP. GRASSED SPILLWAY W/
20.0' NORTH AMERICAN GREEN S75
TEMP.ORARY LINER ALONG ENTIRE
EMERGENCY SPILLWAY LENGTH LENGTH AND WIDTH OF SPILLWAY
EMERGENCY SPILLWAY X -SECTION
NOT TO SCALE
5'
FOREBAY SPILLWAY DETAIL SECTION A -A
NOT TO SCALE
ASAHI/AMERICA TYPE 75 BUTTERFLY
VALVE ASSEMBLY (TYPE A)
(OR APPROVED EQUIVALENT)
5'x5'
PRECAST CONCRETE RISER
STEPS 0 14" O.C.
(EAST SIDE ELEV.)
WATERTIGHT RUBBER GASKET JOINT
ORIFICE OPENING DIA = 2 25"
PRECAST CONCRETE RISER
W/ MANHOLE RING & COVER
(SEE DETAIL SHT.)
TOP OF SLAB EL.=649.17 (W/ 6" SLAB)
8.0"
OPENING EL.= 648.00
4.0' OPENING ON ALL SIDES
6"
12„ 2"x12"x1/4" STAINLESS STEEL
RISER SUPPORT STRAP (2 EA. SIDE)
ORIFICE ELEV. (PERM. POOL EL.)= 644.50 AT RISER JOINTS
ELEVATION 1/2" GALVANIZED BOLTS
BOT. ELEV.= 643.50 STEM TOP/BOTTOM FOR SUPPORT
RISER BASE
PVC BOTTOM DRAIN z ~(TYP.) R r --WATERTIGHT RUBBER BOOT
W/ RISER CLAMP BACKFILL AGAINST
BOLTED TO STRUCTURE STRUCT. ® ELEV.= 643.50 j / 5.0' - - - - - - - - - - - - - - - -
FOR STABILIZATION
STAINLESS STEEL (INSIDE)
TRASH GUARD TWO PIECE SO g
& HOUSIN
(WATERTIGHT ASSEMBLY) A
z
WATERTIGHT RU ErER BOOT d
INVERT ELEV.= 639.00 / FLOW OUTLET
BLOCK PIPE
DRAIN INV. EL- SUPPORT O DIA.=30"
BOTTOM ELEV_=638.00 _ 6" 638.00 (IF REQ'D) 2' INV. E- 638. 0_ - - - _ -
3.5"CLR (TYP.)
JQ ' #5 TYPE 2 BARS 0 12" O.C.
90 -DEGREE BEND 24"(MIN.) COLD JOINT
10" COVER FROM
TOP OF CONC. BASE TO
RISER LIP
3 CLR PRE -FAB. RISER BASE
PROVIDE CABC STONE (TYP. 10'-0' SQ. (MIN.) W/
BOTTOM AND 6"(MIN.)
SUPPORT UNDER 6"
BOTTOM DRAIN AS NEEDED #5 DOWEL BARS OUTSIDE LIP
4 EACH SIDE 3600 PSI REINFORCED CONCRETE
#5 DOWEL BARS 0 12" O.C. CONCRETE BASE
WALLS TIED AT EACH END (TOTAL DOWEL BARS = 9)_FILL BOTTOM OF RISER
W/10" THK 3600 PSI CONC.
CONCRETE RISER DETAIL BMP#2
NOT TO SCALE
GRAPHIC SCALE
30 0 15 30 60
1 INCH = 30 FEET
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- - - - - - - - - - - _ _ - - - - - _ _ _ I \ \ \ `\\\ \ \ \ \ \ \ \ \ ,\ / / / / - �� - - - - � - - - - - \ \ / / / / -/ / / / 1 I I N0. BY DATE REVISION "'' r' ` `' ...:.. File #: 16240-BMP.DWG Date: 02/22/17 Project Egr: ABC
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- - - ---1 - - - - _ - -_ - - - - \ 1 \ \ \\ \ \ \ \ \ \ / / / f' , - / / / / / / / / I i::; ::;?; ::::::::: CIVIL ENGINEERING DESIGN AND SURVEYING C
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- - ---- _---- � - -- � / / \ \\� �\ \ \\ - \ I ( -/ / / ®/ / --� 1111 1111 1111 / / / / / 8720 RED OAK BOULEVARD, SUITE 420
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- - - - - - \ \ � \ _ _ _ _ , \\\ _ \ _ \ \ / \\ \ \ �\ \ \\ \� I 1 / / ' / /® / /_ _ _ / / / 1111 / 1111 / / / PHONE 704 CHA 34OTOTE, N A.X 28047 527-8335
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I I I I I - _ - - / / / ._1 > >- / / , � /` / Proposed BMP #1 (Wet Pond) - / ! / Project Narrative
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� \ I \ \ \ \ �1 I \ � � \ � - - _ / / / / / / ,i / - - - - - t / � / / / / / / BMP #1 (Wet Pond) has been designed per the NCDENR requirements of the contributing drainage area / / /
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I / / / / 11 / / / - - - - - - - - / / / / / 18.40 ac. to meet 85% TSS removal, 25% TN and 40% TP removal targets. The hydraulic conductivityof the \\�
/ Proiect Description
/ / I \ -� - - - _ _ - - / / / - - - - - / / / / existin soils at the location of BMP #1 are 0.17 cm/hr 0.0688 inlhr and do not su ort infiltration measures. r / f / The project site is located in Town of Waxhaw, Union County, N.C. and is an approximately 61 acre parcel along
/ / / / / / / / / / / / / / / / / 9 ( ) support
- / / / / / / \ - - _ - / / / / / / / / / / / - - - - - - - - - / / % / / / // / Additionally, the SHWT was established as required to establish the minimum vertical separations as outlined by \ , / / Old Waxhaw Monroe Road (S.R. 1111). The proposed project consists of ir recreation facility and driveway
/ / / / / \ - - - - - - _ _ - - - - - � / / / / / / - - - / / / / / / / / ✓ / / / // // / the NCDENR and DWQ requirements. BMP #1 meets or exceeds the following requirements: I I / / / connection to Old Waxhaw Monroe Road in accordance with NCDOTMan requirements. The project area drains to
/ / _ _ , / / / / / _ _ - t j / / / \ Q / Waxhaw Creeks and is subject to the site specific Water Quality Management requirements prescribed by the
- � / / / / / / / \ .Ile / / / / / / / / / / / / - - - I / / // / / // / // / / / / / ✓ . The control and treatment of the difference in the stormwater runoff from the pre -development and post- � 0 / I I / /f / N.C. Division of Water Quality (NCDWQ) as outlined in the regulations for the Goose Creek Watershed.
- - / i / / / / / \ \ 675 - - _ _ _ / / / / / / / / - - - - - - - / / / / / / / / / / / / development conditions for the one-year, 24-hour storm. \ % \ �- - I / /
- - - / / / - - - -_ _ - / / / / / / - - - - .-� / / / / / / r / / o o -I S ,A / NCDWQ requirements that have been met in the design of this project include the control and treatment of the
/ - - - _ / / / / / _/ / / / ,/ / • Removal of an 85 percent average annual amount of Total Suspended Solids (85% TSS removal), 25 /o \ C 1 / / /
- - / / - - - - - - - / / / / / / / / r / / / / / / / / � / / / / TN (min) and 40% TP (min) removals \ j. \ / difference in the stormwater runoff from the pre -development and post -development conditions for the one-year,
/ - , - _ - - _ _ - - - - - - - / / / �O / / / / / I / / / / / / / /✓ / ✓ / / . Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours. \ O'. / / / / practicable based upon soil conditions.
/ / / / / / / J 'O I / / / 24-hour storm, with structural stormwater controls that promote infiltration of flows and groundwater recharge, if
_ - / / ;o / / / / J - / 1-1 / / / / / / / / � / . Discharge the storage volume at a rate equal or less than the pre -development \ . O . � 1 / P P
- - - - - / / / / / / / / �685�- / _ j I / // / / / / / discharge rate for the one-year, 24-hour storm . . .� / / / /
- - / / / f - / / - / / .01 / / / f / / \ / The rainfall amounts used in the analysis of this project were obtained from Charlotte -Mecklenburg Storm Water
/ / // / / / Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008. \ / / /
/ - / / / / / / / / / / / / / / / / V ?J 1 / Design Manual.
\ - - - - - - - - - - / / / / / I I L1 / / / / / I / / / / / / / / / / / " The post developed discharge rate at the property boundary is less than or equal to the pre development \ \ I / / I
/ - - - _ - - / - \ \ 677 - / I I \/ / - / / / / / / / / / / / / / rate for the 2 & 10 two and ten year storm events. \ / / / / P g q
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I/ I Structural Stormwater controls have been provided to meet the following minimum requirements:
/ / � j / 11 / - _ \ -) \ I / - / ( / I I l - - / / / / 1 / �� / / / / / / / / ®' / / / / / / / - - - I � \ \ � \ \ 1 \ �, \ , / / I I I a. Remove an 85 percent average annual amount of Total Suspended Solids
/ 1 • - � _ - - 1 '7 - - - / / 0 - - / I / I / ro / � / / / / / / / / / / I \ \ \ \ \ � ` I I ( b. Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours, for detention
X x \ � /-� - - - - J - - - / / = � I � Il - � / /� • �: / / / / / / .i i \ \ \ \ \ \ \ \ ponds.
--- I / // X
X X x x X x X x X X\X-x - - - - - - - - - - _ - - \ - - - - - - - - �--y � / ) / / / ,y / / / / / / / / "I _ \ \ \ \ \ \\ \ �/ I \ c. Discharge the storage volume at a rate equal or less than the pre -development discharge rate for the
_ � , \
X x x X x X X X x x X xIII,-------- -__ -----I- -�' \ -- / / /� / / / / / / /X� \ \ '! \ •� \ ... I I I one-year, 24-hour storm.
t X X X -�--/-----'L---- I --/ / -1 I 4 / / / / / / ,l' / \ \ \ I \
® x % x x X x X x x x * X x X x Xxx x X x X X X X - - - - - - _ _ a T - - - - -- - - - - h �' I I / I/ / / / / / / / / / / / / \ \ \ \ \ \ \ \ \ \�' J I\ \ d. Meet design of Stormwater Management Measures set forth in 15A NCAC 02H .1008.
X.A/X % �f�t�r'_-�x x � CTTL"OW X x X x x _X. =X x x x \ -8■ ---- / I / - / / / / / I / / / / / / / / \ \ \ .
x x x x X x x x-X�k - ■ amrt f-.�■� I / I / / / / \ \ \ \ \ \ \ I \ \ Additional stormwater management measures have been provided for this project as required by Town of
X X X -X -x x X-�`�'x 0 XF1' 4.$°,Ik x X X x X x % X X�� X x x X X X * X x,k _ X X _ X X / / I / / / / / / / // i \ \ \ \ \ \ \ \ � \ Waxhaw to include the following:
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--' X X x x x1� x -X x x x��I�FD=r�'X z�xxa X x X x���x x� x X x X X X x x\ X"� x x x x x \ X X X x x x X X x x} / / / / / / / / / p� // / / / / \ \ \ \ \ \ \ \ / \
x x X X • X x - 211• �X-x � -� _x k X X A R"x x x �. '` "; x x x X x\ X X � x x x x X X �x x x x S / / / f / / / �- \ \ \ \ \ \ \ \ 4- \I \ a. In accordance with Section 3.1.3 of the Town of Waxhaw Stormwater Design Manual, the post
x x x x _x x x� % X x x X max _. x x x x X- x x X X% \X X x x �,� X X XIX` x X X X X X X x x x X X Xxx x X ■ X X X X x X X X x x X X i /
/x x _ _ ;-X- x x X x x x x x %� I x x # x / / / / \ \ \ \ \ \ � \ \ developed discharge rate at the property boundary is less than or equal to the pre development rate
l(* \� ,J ` X for the 2 & 10 two and ten year storm events.
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X XJj�` z.x X. x x x- -- ,+.� - '��e-x X X �x X x ,�. X X x X X X x X X X x ` X X x X X X\x x X X X I _ 'I i 1 �� / � \ \ \ �z \ \ \ Natural Resources Inventory
- - - x XX XX %X X 'X X X x X X X X X X X % x X - - ��-x "^ - \ �X X x�c X x X \ X \x X X \ \ ' - � � X % X X X - \- i 1 I I � #I a ■ ■ \\ \ \ \\ \ \\ \\ \ \ \ \ \ The parcel is covered in approximately 65% woods and 35% grass fields. Soil & Forestry Services of the
- _ X X x x' ,� X X X X x x_k X / �,- - x �„Y X \ \ \ �\ \ x\ x - - T I I I / _ ■ ■ \ \ \ \ \ I \ � Carolinas, PA (S&FS) has performed a stream/wetlands delineation/study and confirmed with the U.S. Army
X X X % % � ."4 x x X � % x � r / X x x\ \ \ \ \ \ \ \ \ x X X -\ I I I I I \ \ \ I \ Corp of Engineers and N.C. Division of Water Quality that an existing on-site wetland and two streams which
Ic •. - - .. - r x x i - __x x \ v \ v A \ V \ \ \ \ x \I A V I I I V ■ ■ I I I \ \V \ V A I V intersect the property are considered Waters of the State (Reference Wetland JD Dated 3/12/15 per attached in
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OPEN SPACE, GOOD (CN -61) = 0.34 AC. �a' \..:::..::;::.. X X 1 ,� \ \ \ \ o \ ♦ I 1 I I \ \0 performed on-site geotechnical testing to establish soil suitability for proposed Stormwater BMP construction, as
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PLANTING ZONE REQUIREMENTS:
ZONE 1: MINIMUM PLANT QUANTITIES PER 200 SQ. FT. OF SHALLOW WATER AREA
• 50 HERBACEOUS PLANTS OF AT LEAST 4 CUBIC—INCH CONTAINER (EQUIVALENT TO 2 FT. ON
CENTER MINIMUM; 1.5 FT. ON CENTER RECOMMENDED)
BMP #1: AREA PROVIDED = 1,438 SF
PLANT REQUIRED = 360 HERBACEOUS PLANTS (CHOOSE 3 FROM THE LIST BELOW)
ZONE 2: MINIMUM PLANT QUANTITIES PER 200 SQ. FT. OF SHALLOW WATER AREA
• 50 HERBACEOUS PLANTS OF AT LEAST 4 CUBIC—INCH CONTAINER OR
• 8 SHRUBS OF AT LEAST 1—GALLON CONTAINER (EQUIVALENT TO 5 FT. ON CENTER MINIMUM; 3 FT
ON CENTER RECOMMENDEDO, OR
• 1 TREE OF AT LEAST 3 GALLON CONTAINER AND 40 GRASS LIKE HERBACEOUS PLANTS OF AT
LEAST 4 CUBIC—INCH CONTAINER.
BMP #1: AREA PROVIDED = 2,397 SF
PLANT REQUIRED = 600 HERBACEOUS PLANTS (CHOOSE 4 FROM THE LIST BELOW) OR
96 SHRUBS OR
12 TREES AND 480 GRASS LIKE HERBACEOUS PLANTS
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THE ISAACS °°•
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Digitally signed by
Anthony B. Cowan
4� Date: 2017.03.01
09:24:23-05'00'
TABLE 9-1
STORMWATER WETLAND PLANT RECOMMENDATIONS
DEEP POOL
BOTANICAL NAME COMMON NAME
9t1lIIIzrdF31114_1I[+7aA1kI19
LEMNA SPP. DUCKWEED
NEL UMBO LUTEA AMERICAN LOTUS
NUPHAR LUTEA SPP. POLYSEPALA ROCKY MTN. POND—LILY
NUPHAR LUTEA SPP. ADVENA YELLOW POND—LILY
SUBMERGED AQUATIC PLANTS
ELEOCHAR/S ACICULAR/S NEEDLE SPIKERUSH
ELEOCHARIS OUADRANGULATA SQUARESTEMSPIKERUSH
EL ODEA CANADENSIS CANADIAN WATERWEED
ELODEA MUTTALL// WESTERN WATERWEED
SHALLOW WATER
BOTANICAL NAME COMMON NAME
HERBACEOUS PLANTS
ACORUS SUSCORDATI/M
SWEETFLAG
AL/SMA SUBCORDATUM
WATER PLANTAIN
HYDROLEA OUDR/VAL VIS
WATERPOD
IRIS 14RGINICA
BLUE FLAG IRIS
✓UNCUS EFFUSUS VAR. PYLEI OR SOL UTUS
SOFT RUSH
LUDW/G/A SPP.
PRIMEROSE WILLOW
PEL TANDRA WRG/N/CA
ARROW ARUM
PONTEDER/A CORDATA
PICKERELWEED
SAG/TTAR/A LATIFOL/A
DUCK POTATO
SAG/TTAR/A LANC/FOL/A
BULLTONGUE
SAURURUS CERNUUS
LIZARD'S TAIL
SCHOENOPLECT(/S TABERNAEMONTANI
SOFT STEM BULRUSH
SCHOENOPLECT(/S AMERICANUS
THREE—SQUARE BULRUSH
SCHOENPLECTUS PUNGENS VAR. PUNGENS
SCIRPUS CYPER/NUS
WOOLGRASS
Z/ZAN/OPS/S MIL IACEA
GIANT CUTGRASS
SHALLOW LAND
BOTANICAL NAME
COMMON NAME
HERBACEOUS PLANTS
ASCLEPIA 5INCA RNA TA
SWAMP MILKWEED
CARER TENERA
QUILL SEDGE
CHELONE GLASRA
WHITE TURTLEHEAD
EUPATORIADELPHUS DUB/US
DWARF JOE PYE WEED
EUPATORIADELPHUS FISTULOSUS
JOE PYE WEED
EUPATORIADELPHUS MACUL ATUS
SPOTTED TRUMPETWEED
HIBISCUS COCC/NEUS
SCARLET ROSEMALLOW
H/BISCUSLAf_WS
HALBERDLEAF ROSEMALLOW
KOSTELETZKYA WRG/N/CA
SEASHORE MALLOW
LOBEL/A CARD/NALIS
CARDINAL FLOWER
LOBEL/A ELONGATA
LONGLEAF LOBELIA
LOBELIA S/PH/L/TICA
GREAT BLUE LOBELIA
RHYNCHOSPORA COL ORA TA
STARRUSH WHITETOP
SACHARUM BALDW/N//
NARROW PLUMEGRASS
SHRUBS
ARON/A ARSUT/FOL/A
RED CHOKEBERRY
CEPHALANTHUS OCCIDENTALIS
COMMON BUTTONBUSH
CLETFIRA ALN/FOLIA
SWEET PEPPERBUSH
CORNUS AMOMUM
SILKY DOGWOOD
CYR/LLA RACEM/FL ORA
TI TI
GORNON/A LAC/ANTHUS
LOBLOLLY BAY
HYPER/CUM DENS/FLORUM
BUSHY ST. JOHNSWORT
/LEX DEC/DUAS
POSSUMHAW
/LEX GLABRA
INKBERRY
/TEA WRG/N/CA
VIRGINIA SWEETSPIRE
ROSA PALUSTRIS
SWAMP ROSE
VACC/N/UM CRASS/FOL/UM
CREEPING BLUEBERRY
WSURNUM NUDUM VAR. NUDUM
P OSSU M H A W
LEGEND
ZONE 1: SHALLOW WATER
( 6" BELOW PWSE )
BMP #1: ELEV.
644.00 TO 644.50
ZONE 2: SHALLOW LAND
( PWSE TO TEMP. WQ STORAGE )
BMP #1: ELEV.
644.50 TO 645.00
RIP RAP
GRAPHIC SCALE
20 0 10 20 40
1 INCH = 20 FEET

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I / / I I A Q r �--- \ A \ V A A \ \ RISER W/ MANHOLE
6 \ \ _���V A V / //' / / //- \ r A _ \ 4 FT WIDE SPILLWAY
/ / / / \\ \ \ \ \ \ \ \ / / �\ 1 I 1 \ \ 66 _ 668 / \ \ \ \ \ ✓ / / 78- \ \ \ RING AND COVER
PRE D.A.-4.69�ac� \ \
- \ \ \ OPEN ON ALL FOUR SIDES
\ \ / POOST-0 V. A.�1.63`ac.
A�j\ \ 666 - - \ \ \ \ \ / / / / \� , 1 \ \ ELEV.
=648.00
r \ \ \ \ \ \, _ / / _ \ 1 \ \\ \ _ \ \\ \ DISC'. �R A�2. 6 C. \ \ \ I DETENTION OUTLET
�' II'\XIM RBASI /$ \ I WEIR COVERED
/ PRE'-DE�y. D.�'1�7.48 vacs 1 v v �v y v v � - , , � v v v v v v v \ 1 / / / / �' 77 v � � v v I
PR�4PS LIMITS
CE \ \ \ \ - . 1 I \ / \
\ \ POST-�EV� D.A.= .9.86c. \ \ \ \ \ \ \ \ \ I I I / r / \ \
TO EL. 646.50
O DIST. AREA=13.8r �C. \ \ ` 1 \ \ I I I / / / / _ \ \ \ \ \ \ \ DURING USE AS
/ A v / / 1 I - �-�� \ \ \ \ \ I I f y !
/
RISER -SKIMMER BASIN #1\ �� \ \ I I I ` �6'� / / / / \ \ \ \ \ \ \\ � PLUG 2.25" SEDIMENT BASIN
i / - - \ \ \ \ \ ORIFICE i
/ /r \ �c \ \ \ \ _ ✓ / I �f \ I \ I / / / / co \ \ \ \ \ \ \ OPENING
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/ / _ _ �� 1 1 \ I I I / / _ \ \ \ N. /
/ I d I i / I / / / / \ \\ \ \ \ \ \
\PROP. H�WARE CLOTH _\. r�- -
/ �� 1 \1 \ \ v vAND G"VVEL INELT RROTECTION / / _/6 \ // I I I I I 1 I\ I I I r 1 / 1 1 '� / / f / / / A v y A A A V \\ \ \\ PERM. WSE=644.50 - - - - - - -
// 1 v v v v (La3--51-2.QQ
/ /, - v ,, \ v / I I I I I I I\ I 1 \ +\ / / I I f / / / / / V • v v 1\ v y v v v -
/
1,0 PROP. IMMER
ON
O
/�► / ,I, I / / N
6 / / / / / _ \ \\ vv A \ v v v TO BE VED
TO
/ r 1 I I / / I\ / A \ \ \ \ \ PON CONVE N FLOW
�/ �o� y f \ V A A \ V OUTLET PIPE
/ / / S 1 LOPE DRAIN AND
\ I I / / / / / / 1 I \ I i \ I � � / / f / / / / \ \ \ \ \ \ \ \
jo O \/O ( IL ER `BE M ITO Bk REIVED i n r, / // / / / / // / / / I I \ I 1 I I / / / / / / / \ \ \ \ ! i
r \ N I I I / / / \ \ V A i 30" RCP
\ 59 P N I ST LLATIO OF STORM o O / / I I 1 I I / / / / / \ \ \ \ \ \ \ \ GROUND F-
1 I I RA AGE PING f° l I / / / / 4 / / l 1 I I \ / I \ // ( / / l 1 f 2 \ \ \ \ \ \ \ \ \ SURFACE
6" UNDERDRAIN PIPE
O I \ 66 iJ58 N I I � / 1 / / / L- �--�
END RE R(SILT/FENC� 56 4 52 \ N / / / I / / / / / I I \I I \ \ // \\ REINFORCED CONCRETE FOOTING
/ / I I \---� / / / / / - \ \ 1 \ \
'BEGIN I� ROW HIGH � � / � A co j l ( I / / / / / � / / / � � � - \ V \
HA IL/T yCE ��_ \ 11 I \ /� / I ,L' \ \ \ \\ BMP 1 WETPOND OUTLET STRUCTURE
/l
(MODIFIED FOR USE AS SEDIMENT BASIN OUTLET)
(M ) T
\ V I I I \ I1 / �\\ v �c -/ %,/ /, P_\
\ \ \ v\ \\
\v \
\
-L
-EGEND
wtl s ROP. �RODSBArf-Lt-
wtl 7 OP. hip R P -ECFV-
- - EXISTING CONTOUR
REBAY B
0 HIGH 8 2' TO) ELEV- PROPOSED CONTOUR
TOP OF DAM \ \ \ \ \
/ \ \
� EIV.==669.50 V v \ v v -- EXIST. ROAD RIGHT OF WAY
4SROUS BA EV 1 I / / / I I / / / / / / / / / / I V `o - i i I I 1 / / / ♦ V A \ v V v v \ v v
1 / ( ♦ / / T v v \ v DRAINAGE AREA
5$4.1) / / / / / / I I I I / / / / / /f % I 7 l I I / \ 1 V A PROP. EXCELSIOR CURLEX \ \ •\
��� / l 1 I / , l v lj� MATTING ON SLOPES \ V v V ■ ■ LIMITS OF DISTURBANCE
V \ / \ ■ � � \ 1 v / / 0 8`KIM E NT BASIN 1 I l I I �� \(STAE�LIZ ED WIN 7 -DAYS \
\ - N P BOTT BASIN \
\ / �� '�A``" / )EASURED Tb E V. 646.0 1 I I I I / / I / in ��' / / / / V A V A v Aa ^� EXISTING TREE LINE
I I I, � 6 / / / / ji `, - PLOP. SF�iMMER EDIIvlfNT B%l�SIN �2 \
\ \ -- / i I\ �'�■t v /// / 24\96 C.F. OF /STORRGE EQ'D 1 I I I I ( 'i■ v / / „ PR P. BOTTOM BASIN ELEV =66`4.50
72,i 91 C F. OF/STOR G OVIDED / 1 I I I \ / ✓ P. 2 DIA / f r \ STORAGE MEASURE'` TO EV. 6\6\8 \ \ \ ROCK CHECK DAM OR WATTLE
/ I I 1 \ _ _ GOTH KIMMER / ��� V A \
7,� 0 .F. (�F ACE /AREA REQ'D. / I I j � � \ � -676 _ _ � \ 5,155 C.F. OF\ STORAGE REQ'D
\ 643- _ } / I \ - W/ 1.8 ORY�ICF� / i -= \ \ \ \ \
b \ / 8,0 F SI�RFACE AREA PROVIDED � \ r- 9" \8,466 C.F. OF \STORAGE PROVIED \ X PROPOSED SILT FENCE (LDS 507.1)
OR APPROa/ED QUA1 / / / \ \\ \ 4,826 F. OF SURFACE AREA Q'D \
/ / OPA 5. (A. / / / / �' � \ v S �' 15' WIDE ME G�ENCY / / / / v A 4\878 S�F OF SURFACE ARFA P gVIDEDv �- PROPOSED TEMP. HIGH HAZARD
/ / l ( �h 6 V -RIP-RAP/SPI LGVAy / / / / /�♦ �- 66 y \ V A \ \ V v
X642- ROOT
/SK
,� \ - d SILT FENCE (LDS 508.1)
/ \ 42 / f l / / / / W 4. 0" ORIFICE/ / / \ \ / TDP Et EV�668 0 / / \ \ \ \ \
/ w } v / / / A 62 - - - / / / / IOP 4 j CF / RO\ ATTACH \ -a--a-
6� 60 _ - - 674- - / \ \ \ \
/ \66 \ TO KIMMER FOR
6� - / `� / R \ \, Y \ \ \ / / / / / ((iR AAPR VED/E`QUA / I _ \ /\ r - _ - - / / / / / / / D��( / \ EP \ \ PROPOSED ORANGE TREE
\ / , / °, / SCH 40 PVC 'PIPE / / ? \ \ \ MAINT INENCE \ \ \ PROTECTION FENCE
\ P,RCfP. DOUBLE, RbW / t \�? \ \ \ 1 / // / ` / \
\ /
/ - 2- - - - r PROP. 6'_X44X1 D f
_ - � / v \ TDA --TD PROP. TEMP. DIVERSION DITCH
HIGH AZARS \ � \ • \ � / / / � \ � / � / � \ \ \
TEMP LT FENCE i A \ v . � / / / 6� ` 6 8 B6 A -6j�� _ / _ - _ - - _ / i S / PREP. 8 F OF 1.5 b A. \ \
C / \ ; 01 6 9 r CLA.;� B RIP RA9 L \ \
_L / 6 - - - - i / / ' \ \ SCI h 40 SOLID PVC \ V A
(LDS 50�.ff \\ / T ACHED I / ��f �� v - _ - -r i ,a / / / V A
Y / / \ \ \ \ PROP. STORM DRAINAGE PIPE
/ ♦ / / ER FOR 6 \ _ - - - - _ _ / BARf2EL "ARMS
/ w#-2 / / I ENCE I \ 66g - PROP, LIMN OF _ --- - _ - _ _ - _ / _ i i i i / // j / Zi \\ \ PROP. SILT FENCE \ \ \ \ \
I e \ \ E- \ �- - _ - - - �/ / / 6a \ \ a PROPOSED DROP INLET
/ DIS1'LJRBANCE \ � -- - � / / / DAy.4D�L`B'�20XTON, JR. ` \ p � \
/ �� + �\ \ `X� I 6p / \ _ - - - PROP' -SILT - ENCE - - - - - , _ r / / i / /DB..Bb60 PG. 834 \ \ \ OUTt�ET P �TECTIOI'' \ \ \ -1 -_
/ / \\ i / / / / I \ s s - _ - \ \ - _ - _ _ , \ _ _ - - - �Sll7LE� PROTECTION - - _ - _ - _ , / / / _ \ \ \ \ \ \ \ \ QD PROPOSED JUNCTION BOX
/ w ! / r / -I'IN. 0509003 \
/ - _
/ // �wtl �9 '� \ / \ V 6S� - �� - �- ---- _--- - �'� _�/ �� // / 61.2178 AC 6S9N,
,669,281 SF
-- ---- _
�� ------ - --_ / v v v
�� rr �� ! \V v vv v vv TEMP. INLET PROTECTION
.01
P.,SILT FENCE / / / 6� // / / / / �� Jt� _ 1 - �- - -------_-__ __-----
r/ 0 'PROTE/TION , / ' �� / 6 ��� /� ♦ / ■■v�■■X��I�_ ��� - _ --- _-_ _�'/ ♦ �J \\ �� \ \\ \ \\ \\ PROP. SLOPE STABILIZATION
�-. -I'� _----�-__-_v-�-----'---_----------.--_ _-_- '� _ T` �/ \\\ \\ \ \\ \\ \\ \\..
\ \
I / / I 6 / / ■ \ \ ■ T _-----_- --------- wa:-.STREAM Bt�FFEB- ------ ---_
PROP. 12 LF F 4 DIA. - , _ - - - - - _ , - • ^ - , , ' S�� \ \ \ \
/ P RISER/AND A BMP A _ - _ / _ _ _ - - - _ _ _ - _ , I - - A A \ v v \ \ \
1 / / I SCH 40 SOLID RV - - � - � �-I--= W 7 7= ' -W _ _ _ - V �_ -' - A / v \
PRGP. I'OR CURLEX ✓ -RIS PIPE / � ACCESS 3---�------^ `_ - _ '" \ \ \ \
/ / / BARREL "ARM" \ -----�___- ��-I-�__ _-_-----------� { _ __------- \ \ \ \ \ \
/ I M TT N SLOPES , / / TO BE ONSTRUCTED / / ROAD _ \�\ ----- rrr __--_-_-_----�` ____----_--- ---- { I _'_� - _ �6s6 �� \ \ /'\ \ \ \\ \
(STA IL ED W -DAYS)/ NG MMER B'ASltd ( \ \ \ _-
/�! P 1JCTIJOE I \ \ _ �\ _ .i/i ------ - \\ \--�_ --_�------------
✓ / , / / / /// / // E� I T✓C2.3) / \\� _ ---- _---- - - -_-_ --___�------- _ --- --- -- \-- \
`Q\ -- _-- -_ ______ - ------ _; _ ______-________________------- FINAL DRAWING
00,
/ ID RGENCY ss/\ `�___�/ '� k-- -------------------- ---- __`��\ -____---------- ````��r,luu►1//���/� ```��/�, FOR REVIEW PURPOSES ONLY Project:
LLWAY O /ice- --,_ ` = _ --- - - ------------------- �N CARp ,, �N CARo4,�BROXTON SOCCER COMPLEX
--- _
EL = 48.50•.........••��0� .•FESS •. �i
/ - ��
/ / / / / / / / �r65°-------�/� -__-_- �� --- - -- -- -------- -- �• S•• �� GRAPHIC SCALE 8101 OLD WAXHAW MONROE RD., WAXHAW N.C.
�� / 49--------� � ;;,'-------------___- � � �, -- --- -- ---- � --- � ''THE ISAAC 1�Q�O o�9 � � 50 0 H125 50 00
- /
6 - - - -- - _ - - _ _ GROUP, P.C. _ Title:
- /, , / / , , __�- 6q8------� ��-------------------�
......................\� ���. - \ ----- s ----£i50- _n: ENGINEERING & _ _ 026462 = EROSION CONTROL PH
-- -1),BANK 6 sx� 4� -m ;LAND SURVEYING; z= _ S = .2
.•
___ .•
l ` \ ,�%'\�� �'---------.r•� I \sg4 ... T�...�F.................� .�............. ���: N0. C-1069 : �� : 1 INCH = 50 FEET
- - -
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.... \N ti���� �i�� •••�.NGINE��•• Q �z N0. BY DATE REVISION -
P 4s,
.ro
/ / \ _ / f •• ` G� e ABC
_ �' � •••• •••• �\``` ��')y ••� ••• � ``` File #: 16240 PB DWG Date: 01/20/17 Project Egr: ABC
0 ISAACS Design n B
6 _ - / �,�gTFOF AU�N���� �ii� /V y B GO���� :3z 9 Y
.,/j. / / / - - - - - - / / / rrr - ����1111111�:�: ���/1111111r,��� H O Drawn By: RER
\� \ rr� g / _ / '•'/ / ,'' / / �� //
Digitally signed b CIVIL ENGINEERING DESIGN AND SURVEYING C
rrr/ / / / / f / y y M Scale: 1"=100'
\ \ \ \\\ - //� /� rr /\ \ / •••� / _/ _/ rrr---- / // / / // �� Anthony B. Cowan
IS 640 s�j \642\ \643 gg rrr j / f / / / / \ \ ,• / .r / / / / / �I�Tt `� 8720 RED OAK BOULEVARD, SUITE 420 ^
_/,, //_, /��� --- _ _ _ / / / , �� � Date: 2017.03.01 CHARLOTTE, N.C. 28217 C3.1
-1
�, f / /,.� / / _ r , _ - - - - - - / / / / / / - 09:25:20-05'00'R4 PHONE [phone] FAX [phone] '
P:V\ctive Projects\WGM Design\Broxton Soccer Complex 16240\Engineering0esign Drawings\Current\16240-PB.dwg, C3.1 -EC PH2, 2/28/2017 5:19:21 PM,
rrovillos, 1:1

NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON
TO BE DESIGNED BY THE ENGINEER.
2. REFER TO THE TOWN OF WAXHAW STORM WATER DESIGN 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 CHANNEL 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
CHANNEL SHALL NOT BE ALLOWED.
B. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON
WILL BE PERMITTED.
9. FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE PRIOR TO
PLACEMENT OF RIP RAP.
10. ANY DISTURBED AREA FROM END OF APRON TO RECIEVING CHANNEL
MUST BE STABILIZED.
USE USDA NOMOGRAPH FROM NC SEDIMENT AND EROSION CONTROL MANUAL OR
THE TOWN OF WAXHAW STORM WATER DESIGN MANUAL FOR DESIGN DATA.
s
�s
,9
PLAN
• d50 (aee fIg 8.06 adcb 'NC SEDIMENT AND EROSION CONTROL MANUAL"
dmax a1.5 x d50
T- 1.5Xdmox.
NOTE: UYER 6F FILT$7? FREIRIC
T(min.)-16` MINIMUM H-2/3 PIPE DIAMETER
SECTION B -B
TOWN OF WAXHAW RIPRAP APRON AT PIPE OUTFALLS
LAND DEVELOPMENT STANDARDSOTHER THAN AT SWIM STD. N0.
306.1
NOTES
1. 4-6 INCH LAYER OF AMENDED
SOIL IS RECCOMMENDED ON
LITTORAL SHELF AREA WHERE
PLANTINGS ARE REQUIRED (SEE
SOIL PARAMETERS IN BMP
DESIGN MANUAL)
2. PROVIDE 20 ACCESS EASEMENT
TO CONNECT WETPOND
EASEMENT TO DEDICATED RIGHT
OF WAY. ACCESS ROAD SHALL 2:1 SLOPE
HAVE MIN. 12' STABILIZED
WIDTH, MAX. LONG. GRADE OF
15%, MAX. CROSS -SLOPE 5%.
RIP RAP INLET
PROTECTION
OR INLET PIPE
POND MAINTENANCE INFORMATION
MUST BE POSTED AT SITE
S vct,
a3:1
POST CONSTRUCTION
CONTROLS EASEMENT (PCCE)
f
r ALL BERM SLOPES TO BE
STABILIZED WITH GRASS.
y
J� y
3:1 SLOPE
•".
}
*' i
}AIR 4
- *
#�
}
I 'fes
p' � ,.'rti- ���*."*�# ■
� `y
#
_
2'-3'
'i
PERMANENT POOL
SEDIMENT a:
REBAY
RISER
ELEV. OR/TRASH
RACK
#
3
3"
❑
3'_8'
2'-6'
4'--0'
6'-2"
1770
30'
3--1/2"
1'-0" 1
4'---6'
ACCESS
OAD
"
6'-2"
_
#
#
■ #
POOL ELEV.
LITTORAL SHELF
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS
4
i
. L•` �35
20' ACCESS tet_
EASEMENT TO PUBLIC
R/W. (1) 11
PLAN VIEW
OUTLET STRUCTURE WITH TRASH RACK. 6" MIN.
FREEBOARD FROM TEMP. POOL ELEV.
INVERTED WATER QUALITY ORIFICE
LOCATED THIS SIDE (SEE DETAIL)
50 YEAR EVENT
STORMWATER STORAGE_
TEMPORARY POOL. 6" MIN. FREEBOAR
PERMANENT POOL
MAIN POND
BACK OF OUTLET STRUCTURE
LOCATED AT TOE OF 10:1 SLOPE -
STRUCTURE
PERMANENT POOL
I LWATER QUALITY ORIFICE
WATER QUALITY ORIFICE DETAIL
PROTECTION
DRAIN
BERM)
ALTERNATE WALL
CONFIGURATION
Lu
-------------- ---------- Z- ----------
_
C B F
L = LENGTH
PLAN
SCDAe +
0
•
MIN.
SECTION
SEE STD. 306.1 AND 308.1
I
I
16
I
I
4 I
I
.III_ E
END VIEW
TOWN OF WAMW
* A.'L L LAND DEVELOPMENT STANDARDS
L -EMERGENCY SPILLWAY
MUST BE LINED AND STABILIZED
(10' MINIMUM LENGTH)
OPTIONAL: OUTLET STRUCTURE
MAY BE DESIGNED AS 50 YEAR
OVERFLOW IN LIEU OF EMERGENCY
SPILLWAY.
WETLAND PLANTING ON
10 FOOT 10:1 LITTORAL
SHELF AROUND PERIMETER
NOT TO SCALE
WETPOND PLAN
405.1
LITTORAL SHELF W/ WETLAND
PLANTINGS, 10' MIN, WIDTH
6" FREEBOARD
EMERGENCY WEER
�- IF USED
�b
EMBANKMENT
6" N
1©:1
SLOPE ANTI -SEEP
1n' -n" Fl Fl COLLARS
INTI -FLOTATION PAD
DUCTILE IRON MAINTENANCE
DRAIN PIPE WITH SLUICE
GATE OR VALVE. (OFFLINE
FROM OUTLET AND LOCATE
POND PROFILE VALVE IN BERM) 0.5% SLOPE MIN.
VC: OF WAXHAW WETPOND
.: LANAI DEVELOPMENT STANDARDS LITTORAL SHELF AND BERM DETAIL
p
O
TABLE OF DIMENSIONS
D I T A 1 11 1 C I E I L WT,
12" 1 2-1/4" 4' 1 2'--0' 1 4'-1" 1 2'-0" 1 6'-1" 11 730
15"
2-1/4"
6'
2'-3'
3'--10"
2'-0"
6'-i'
730
18'
2-1/2"
9"
2'-3'
3'-10"
3'-0"
6'-1"
1190
24'
3"
10"
3'_8'
2'-6'
4'--0'
6'-2"
1770
30'
3--1/2"
1'-0" 1
4'---6'
1'-8' 1
5'-0'
6'-2"
2380
Sts I 4 1 1 -s 1 a -s 1 Z-11
1 6 -G I u -2 1 5324
12530
GENERAL NOTES:
1. SEE FORMER NCDOT STANDARD 310.01 FOR DETAILS -
2. REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS
OF REINFORCED CONCRETE PIPE OF LIKE DIAMETER PER
AASHTO M170, TABLE 2, WALL B.
3• ALL CONCRETE TO BE 3500 P.S.I COMPRESSIVE STRENGTH.
4. PROVIDE TONGUE OR SPIGOT JOINT AT INLET END SECTION.
5. PROVIDE GROOVE OR BELL .JOINT AT OUTLET END SECTION.
6• THE DIMENSIONS FOR END SECTIONS SHALL SUBSTANTIALLY AGREE
WITH THE TABLE. MINOR VARIATIONS WILL BE PERMITTED BASED
ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
FLARED END SECTION
12 THRU 72" PIPE
NOT TO SCALE
30'.1
20' FOOT MAINTENANCE ACCESS
15R MAXIMUM LONGITUDINAL SLOPE
20' MAINTENANCE
MAINTENANCE ACCESS ROAD
V TO 2' ABOVE HIGH WATER ELEVATION
- HIGH WATER ELEVf
NOTES:
1. 4-6 INCH LAYER OF AMENDED SOIL IS RECOMMENDED IN ANY
AREA WHERE PLANTINGS ARE REQUIRED (SEE NCDEQ STORMWATER BMP MANUAL).
TOWN OF WAXHAW
,SL LAND DEVELOPMENT STANDARDS
NOTES:
1. PLANTINGS ZONES AND PLANT SELECTION
PER THE NCDEQ STORMWATER BMP MANUAL,
CHAPTER 6 & APPENDICES.
2. ALL PLANTINGS SHALL BE LOCAL NATIVE
SPECIES.
3. IRRIGATION MAY BE PROVIDED FOR INITIAL
ESTABLISHMENT AND DRY SEASONS.
ZONE
ZONE 4-\
ZONE 2-\ �-
WETPOND PROFILE
ZONE 6-\
ZONE 516
PLAN VIEW
HaT Ta SCJ1E
NOT TO SCALE
NO TREES ON
Eh9BANKi'IEN'I
406.1
POND CROSS SECTION
NOT TO SCALE Mar To ScAl
NOT TO SCALE
TOWN OF WAXHAW WETPOND
STD, NO. I REV. III LAND DEVELOPMENT STANDARDSPLANTING PLAN s ND. R .
408.1 : '`' 409.1
3:1 STABILIZED SLOPE 20' MAINTENANCE ACCESS TMAINTENANCE ACCESS ROAD
1A V TO 2' ABOVE HIGH WATER ELEVATION
12' MIN. STABILIZED
MAINTENANCE ROAD RED
5% MAX. CROSS SLOPE /l�UTLET STRUCTURE
3 x - -3:1 STABILIZED SLOPE
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS
o PERMANENT POOL ELEVATION
SECTION AT OUTLET STRUCTURE
NOT TO SCALE
WETPOND
CROSS SECTIONS
407.1
N CAR0,"t,%,
q1 00
THE ISAACS 4.
• GROUP, P.C.
ENGINEERING &
m?LAND SURVEYING;
NO. C-1069
••••........
OF
A'
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
0 y\ 1 CARO**'�"
• SEAL z
026462 f
%,'G •••FN E�
0' i i B.
Digitally signed by
(Anthony B. Cowan
Date: 2017.03.01
09:36:17-05'00'
P:Vactive Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-DE.dwg, C4.0, 2/28/2017 5:12:47 PM,
rrovillos, 1:1
3:1 STABILIZED SLOPE -
OUTLET STRUCTURE WITH
10 FOOT LITTORAL SHELF
POST CONSTRUCTION
TRASH RACK. 6" MIN.
PERMANENT POOL ELEVATION
CONTROLS EASEMENT
FREEBOARD FROM TEMP,
10' OFFSET FROM
POOL ELEV.
LITTORAL SHELF
=
SLOPE BREAK
RIP RAP BERM AND
W/ WETLANp
WEIR GLASS B RIP
INVERTED WATER
PLANTINGS -
50 YEAR EVENT RAP 15g MIN. DEPTH.
QUALITY ORIFICE
1O' MIN.
STORMWATER STORAGE
LOCATED THIS SIDE
WIDTH 6" FREEBOARD
SECTION AT MAINTENANCE ROAD ACCESS AND FOREBAY
`EMERGENCY WEIR
'
IF USED
-
6" MIN. FREFSOAR
EMBANKMENT
3:1 STABILIZED SLOPE \ 20' FOOT MAINTENANCE ACCESS
TEMPORARY POOL
POST CONSTRUCTION
H}�yALL �a
_ -
- - - - -
. - _ - -
.
CONTROLS EASEMENT
2 MIN. STABILIZED
S' MINIMUM FREEBOARQ ALONG MANTENANCE ROAD
1 -0"
6' '.
10" OFFSET FROM
-
Y: SLOPE
PERMANENT POOL
SLOPE BREAK
r SMAINTENANCE
AW![CROSS
1=1 1 171 I I- 11-1
I I=� I ?
. ...
10� 1 SLOP
ANTI -SEEP
HIGH WATER ELEVATION
� Ir_Is.'- 3:7 STABILIZED 'SLOPE
2' MINIMUM ��'
INLET PIPE
,,�4.
1a:1 - S
C
4Q
COLLARS
OVER PIPE (71P STORMWATER OUTLET
10LITTORAL SHELF
N
ENERGY DISSIPATOR
- - -
2:1 SLOPE STABILIZEDTO
- - - -
L
POND BOTTOM
ANTI -FLOTATION PAD
BACK OF
OUTLET
DUCTILE IRON MAINTENANCE
10' LITTORAL SHEI
SEDIMENT FORfBAY
STRUCTURE
DRAIN PIPE WITH SLUICE
LOCATED AT
MAIN POND
FROM OUTLEVEAND LOCATTE
SECTION AT STORMWATER OUTFALL
TOE OF 1p:l
SLOPE
VALVE IN BERM)
0.5% SLOPE MIN.
NOTES:
1. 4-6 INCH LAYER OF AMENDED SOIL IS RECOMMENDED IN ANY
AREA WHERE PLANTINGS ARE REQUIRED (SEE NCDEQ STORMWATER BMP MANUAL).
TOWN OF WAXHAW
,SL LAND DEVELOPMENT STANDARDS
NOTES:
1. PLANTINGS ZONES AND PLANT SELECTION
PER THE NCDEQ STORMWATER BMP MANUAL,
CHAPTER 6 & APPENDICES.
2. ALL PLANTINGS SHALL BE LOCAL NATIVE
SPECIES.
3. IRRIGATION MAY BE PROVIDED FOR INITIAL
ESTABLISHMENT AND DRY SEASONS.
ZONE
ZONE 4-\
ZONE 2-\ �-
WETPOND PROFILE
ZONE 6-\
ZONE 516
PLAN VIEW
HaT Ta SCJ1E
NOT TO SCALE
NO TREES ON
Eh9BANKi'IEN'I
406.1
POND CROSS SECTION
NOT TO SCALE Mar To ScAl
NOT TO SCALE
TOWN OF WAXHAW WETPOND
STD, NO. I REV. III LAND DEVELOPMENT STANDARDSPLANTING PLAN s ND. R .
408.1 : '`' 409.1
3:1 STABILIZED SLOPE 20' MAINTENANCE ACCESS TMAINTENANCE ACCESS ROAD
1A V TO 2' ABOVE HIGH WATER ELEVATION
12' MIN. STABILIZED
MAINTENANCE ROAD RED
5% MAX. CROSS SLOPE /l�UTLET STRUCTURE
3 x - -3:1 STABILIZED SLOPE
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS
o PERMANENT POOL ELEVATION
SECTION AT OUTLET STRUCTURE
NOT TO SCALE
WETPOND
CROSS SECTIONS
407.1
N CAR0,"t,%,
q1 00
THE ISAACS 4.
• GROUP, P.C.
ENGINEERING &
m?LAND SURVEYING;
NO. C-1069
••••........
OF
A'
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
0 y\ 1 CARO**'�"
• SEAL z
026462 f
%,'G •••FN E�
0' i i B.
Digitally signed by
(Anthony B. Cowan
Date: 2017.03.01
09:36:17-05'00'
P:Vactive Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-DE.dwg, C4.0, 2/28/2017 5:12:47 PM,
rrovillos, 1:1

SKIMMER SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
1.
AREA
4 10 AC.
(ACRES)
NCESCPDM
MIN.
2
LENGTH TO
2:1
WIDTH RATIO
FOR ADDITIONAL
DESIGN
MAX.
3.5
LENGTH TO
6:1
WIDTH RATIO
REGARDING
MIN.
1800
VOLUME
(CU. FT.
REQUIRED
PER AC.
.�.
DISTURBED)
REFER TO STD.
325
SURFACE
(SQ. FT.
AREA
PER CFS
REQUIRED
010)
1,1�1��►Il��i�l
AVERAGE= AREA'
WIDTH LENGTH
' AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS-SECTION VIEW
INFLOW BAFFLES
DEWATERING
10"
IVIN.
SKIMMER
DEWATERING
DEVICE
1' FREER
6' MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLW
Z=5' MAX. ----,---i
ZONE ------ -- -- ----
ZONE
FABRIC CLEANOUT SKIMMER AF
H�2) 1' SEDIMENT HNxT1.5
DATA BLOCK STORAGE (MIN. 5')
W=5' MIN.
EMBANKMENT
FYI T=1.5' MIN.
H=2' MUi"�EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN
NOTES:
DENUDED
AREA
ACRES
1.
REFER TO
CLEANOUT
DEPTH (FT.)
H/2
H
(FEET)
NCESCPDM
L T W SKIMMER SKIMMER
(FEET) (FEET) (FEET) PIPE ORIFICE
DIAMETER DIAMETER
2
SECTION #6.64
r EMBANKMENT
14.85 5,155 8,466
FOR ADDITIONAL
DESIGN
J
3.5
SPECIFICATIONS
15 1.5 5 2 1.80
WIDTH RATIO
REGARDING
MIN.
1
SKIMMER SEDIMENT
(CU. FT.
REQUIRED
BASINS.
.�.
2.
REFER TO STD.
435
SURFACE
#524.1 FOR
AREA
PER CFS
BAFFLE SPACING
Q1O)
AND INSTALLATION
3.
SKIMMER INVERT
4. FLASHBOARD RISER NOT
ELEVATION =
THE TOWN OF WAXHAW
BASIN BOTTOM +
EMERGENCY
1' MIN.
SPILLWAY
rT
4.
H = SPILLWAY
ELEVATION -
L
SKIMMER INVERT
ELEVATION
W=5' MIN.
EMBANKMENT
FYI T=1.5' MIN.
H=2' MUi"�EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN
DRAINAGE
AREA
ACRES
DENUDED
AREA
ACRES
BASIN VOLUME
010 REQUIRED P OVIDED
CUBIC FT. CUBIC FT.
BASIN SURFACE AREA
REQUIRED PROVIDED
SQ FT. SQ FT.
CLEANOUT
DEPTH (FT.)
H/2
H
(FEET)
Z
(FEET)
L T W SKIMMER SKIMMER
(FEET) (FEET) (FEET) PIPE ORIFICE
DIAMETER DIAMETER
2
4.69
2.86
14.85 5,155 8,466
4,826 4,878
1.75
3.5
5
15 1.5 5 2 1.80
WIDTH RATIO
REGARDING SEDIMENT
MIN.
1
VOLUME
(CU. FT.
REQUIRED
PER AC.
ISER
TOWN OF WAXHAW
LANK DEVELOPMENT STANDARDS
SKIMMER SEDIMENT BASIN
LENGTH AS NECESSARY
TO GO THRU DIKE
4' MIN. PIPE
1.5' MIN. 1f��
FLEXIBLE PIPE
TIE DOWN 10' MAX. SPACING
TIE DOWN AT END
4' (MIN)* ,
DAMEIFER (D)
PROFILE
AT LESS THAN IX SLOPE
EXTEND TO EDGE OF
RIP -RAP
RIP RAP & WASHED STONE
FILTER BERM
(518.1}
SEDIMENT PIT
i I
+
AKES'
' + , EARTH DIKE
. " "
502.1
SEDIMENT PIT
NOT REQUIRED IF BASIN
IS LOCATED DOWNSTREAM
OF PIPE OUTLET.
(VOLUME PER 501.1)
CONSTRUCTION SPECIFICATIONS:
1. THE TOP OF THE EARTH DIKE OVER THE INLET PIPE AND THOSE 4. THE SOIL AROUND AND UNDER THE INLET PIPE AND ENTRANCE
DIKES CARRYING WATER TO THE PIPE SHALL BE AT LEAST 1.5 FEET SECTION SHALL BE HAND TAMPED IN 4" LIFTS TO THE TOP OF
HIGHER AT ALL POINTS THAN THE TOP OF THE INLET PIPE. THE EARTH DIKE.
2. THE PIPE SHALL BE FLEXIBLE WITH WATER TIGHT CONNECTING 5. FOLLOW-UP INSPECTION AND ANY NEEDED MAINTENANCE SHALL
BANDS. FLEXIBLE PIPE SHOULD BE STAKED ON EITHER SIDE. BE PERFORMED AFTER EACH STORM BY THE FINANCIALLY RESPONSIBLE
3. A RIP RAP APRON SHALL BE PROVIDED AT THE OUTLET, IF PARTY OR HIS AGENT.
EMPTYING INTO A DISTURBED AREA. 6. OUTLET PIPE SHOULD BE TAKEN OVER OR THROUGH ANY SILT FENCE,
TAKING CARE NOT TO VOID THE EFFECTIVENESS OF THE SILT FENCE,
NOT TO SCALE
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS
FLEXIBLE PIPE SLOPE DRAIN
STE- 8' MAX.
WIRE FENCING
WOVEN FILTER FABRIC
4
I
iV
GENERAL NOTES:
1. WIRE FENCING SHALL BE A MINIMUM OF 32" IN WIDTH AND SHALL HAVE A MINIMUM OF 6
UNE 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. WIRE FENCING SHALL BE AT LEAST #10 GAGE WITH A MINIMUM OF 6 LINE WIRES WITH 12`
STAY SPACING.
5. TURN SILT FENCE UP SLOPE AT ENDS.
6. WIRE MESH SHALL BE MIN, 13 GAGE WITH MAXIMUM 12' OPENINGS.
7. WIRE AND WASHED STONE IS REQUIRED TO BE SHOWN ON PLANS AT THE TOE OF SLOPES
GREATER THAN 10 FEET VERTICAL (2:1 SLOPE)
8. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN GRADING IS ADJACENT
TO SWIM BUFFERS, STREAMS OR WETLANDS (REFER TO SWIM BUFFER GUIDELINES).. THE
COLOR ORANGE IS RESERVED FOR VISUAL IDENTIFICATION OF ENVIRONMENTALLY SENSITIVE
AREAS.
9. DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE.
10. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL
11. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
AREAS OF CONCENTRATED FLOW.
505.1
STEEL POST
rF'l
IRE FENCING
LTER FABRIC
M WASHED STONE
FLOW S
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 WHEN DEPOSITS REACH 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.
NOT TO SCALE
TOWN OF TAXHA HIGH HAZARD
LAND DEVELOPMENT STANDARDS
TEMPORARY SILT FENCE
508.1
PVC END CAP
PVC TEE
PERSPECTIVE VIEW
or rcrtw
PVC VENT
ninr
END VIEW FRONT VIEW
"C" ENCLOSURE
1I�:i�1►1I.tE1►111
A `V ALL
SCHEDULE 40
- PVC PIPE
SCHEDULE 40
PVC PIPE
ORIFICE
PLATE
SCHEMATIC OF SKIMMER TAKEN FROM PENNSYLVANIA EROSION AND SEDIMENT POLLUTION CONTROL MANUAL, MARCH 2000.
"H" REFERS TO THE HEIGHT FROM INVERT OF FLEXIBLE HOSE ON SKIMMER TO THE INVERT OF THE PRIMARY SPILLWAY.
NOT TO SCALE
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS SKIMMER
503.1
GENERAL NOTES:
1. SEDIMENT SHALL BE REMOVED AND TRAP
RESTORED TO ITS ORIGINAL DIMENSIONS
WHEN THE SEDIMENT HAS ACCUMULATED
TO 1,/2 THE DESIGN DEPTH OF THE TRAP.
2. REMOVED SEDIMENT SHALL BE DEPOSITED
IN A SUITABLE AREA AND IN SUCH A
MANNER THAT IT WILL NOT ERODE.
3, THE STRUCTURE SHALL BE INSPECTED BY
THE FINANCIALLY RESPONSIBLE PARTY OR
HIS AGENT AFTER EACH STORM EVENT
AND REPAIRS MADE AS NECESSARY.
4. CONSTRUCTION OPERATIONS SHALL BE CARRIED
OUT IN SUCH A MANNER THAT EROSION AND
WATER POLLUTION ARE MINIMIZED.
5, THE SEDIMENT TRAP SHALL BE REMOVED AND
THE AREA STABILIZED WHEN THE DRAINAGE
BASIN HAS BEEN PROPERLY STABILIZED.
6. ON LARGER DRAINAGE AREAS RIP RAP MAY
BE REQUIRED UNDER THE WASHED STONE.
TOWN OF WAXHAW
J.
LAND DEVELOPMENT STANDARDS
� 1
>°7p
f
#r WASHED SrOA%E
STORAGE
AREA
NN 10
e
•
DESIGN CRITERIA
jam\
BASIN SURFACE AREA
REQUIRED PROVIDED
FT.
o a
o 0
a o
l STORAGE
111 AREA
(ACRES)
<100 AC.
1 1
NOTES:
- - CATCH - -
BASIN
333
PLAN VIEW
." .. .� Ld
12'
3' -4 -
SECTION A -A
NOT TO SCALE
511.1
SEDIMENT BASIN
DESIGN CRITERIA
DRAINAGE
BASIN SURFACE AREA
REQUIRED PROVIDED
FT.
AREA
X10 AC.
(ACRES)
<100 AC.
MIN.
NOTES:
LENGTH TO
1. REFER TO NCESCPDM
WIDTH RATIO
2:1
MAX.
ADDITIONAL DESIGN
LENGTH TO
6:1
WIDTH RATIO
REGARDING SEDIMENT
MIN.
1800
VOLUME
(CU. FT.
REQUIRED
PER AC.
ISER
DISTURBED)
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
435
SURFACE
(SQ. FT.
AREA
PER CFS
REQUIRED
Q1O)
DATA BLOCK
PLAN VIEW
INFLOW
STRUCTURE
AVERAGE AREA*
DENUDED
AREA
ACRE
WIDTH W =
BASIN SURFACE AREA
REQUIRED PROVIDED
FT.
L
H
(FEET)
• AREA OF BASIN WATER
L
(FEET)
SURFACE AT TOP OF PRINCIPAL
NOTES:
SPILLWAY
1. REFER TO NCESCPDM
CROSS-SECTION VIEW
INFLOW
STRUCTURE
DEWATERING
ZONE
FILTER FABRIC
SEDIMENT
STORAGE ZONE
BAFFLE
/-3RD BAFFLE:
DENUDED
AREA
ACRE
HARDWARE
BASIN SURFACE AREA
REQUIRED PROVIDED
FT.
CLOTH
H
(FEET)
SURROUNDING
L
(FEET)
SKIMMER
NOTES:
SKIMMER SKIMMER
ORIFICE
DIAMETER DIAMETER
1. REFER TO NCESCPDM
13.87
SECTION X6.61 FOR
17,730 18,035
ADDITIONAL DESIGN
9
SPECIFICATIONS
20
REGARDING SEDIMENT
_
BASINS.
5, DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE.
2, REFER TO STD. #524.1
FOR BAFFLE SPACING
ISER
AND INSTALLATION.
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
3, FIRST BAFFLE IS TO BE
CONSTRUCTED OF
7. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
RIP -RAP AND #5
AREAS OF CONCENTRATED FLOW.
WASHED STONE, WITH A
MIN. HEIGHT OF 3' AND
MIN. TOPWIDTH OF 2'.
4. FLASHBOARD RISER NOT
PERMITTED FOR USE IN
THE TOWN OF WAXHAW
W
EMBANKMENT
rT
EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR NOT TO SCALE
BASIN DRAINAGE
AREA
CRE
DENUDED
AREA
ACRE
BASIN VOLUME
Q,a REQUIREDPROVIDED
BASIN SURFACE AREA
REQUIRED PROVIDED
FT.
CLEANOUT
DEPTH (FT.)
H
(FEET)
Z
(FEET)
L
(FEET)
T
(FEET)
W
(FEET)PIPE
SKIMMER SKIMMER
ORIFICE
DIAMETER DIAMETER
1 19.86
13.87
40.76 24,965 72,191
17,730 18,035
4.5
9
11
20
1.5
10
5 4.30
5, DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH APPROX. HALF
6. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA
THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
AFTER THE SILT FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO THE
EXISTING GRADE, PREPARED AND SEEDED.
7. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS
WOVEN FILTER FABRIC
'n
N
SEDIMENT BASIN
6' MAX.
STEEL POST
i FILTER FABRIC
i
m
a� ,FLOW x`,06
4' MIN.
504.1
QLbIL AL NOTES:
1. WOVEN FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN FOR A PERIOD OF
Project:
BROXTON SOCCER
MORE THAN 30 DAYS,
2. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF -FASTENER ANGLE STEEL
WAXHAW N.C.
TYPE.
MAINTENANCE NOTES:
3. TURN SILT FENCE UP SLOPE AT ENDS.
1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY
Project Egr. ABC
OR HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
4. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN GRADING IS
PROLONGED RAINFALL ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
ADJACENT TO SWIM BUFFERS, STREAMS OR WETLANDS (REFER TO SWIM BUFFER
Scale: NTS
GUIDELINES). THE COLOR ORANGE IS RESERVED FOR VISUAL IDENTIFICATION OF
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END
ENVIRONMENTALLY SENSITIVE AREAS.
OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY, THE
FABRIC SHALL BE REPLACED PROMPTLY,.
5, DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH APPROX. HALF
6. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA
THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
AFTER THE SILT FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO THE
EXISTING GRADE, PREPARED AND SEEDED.
7. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
AREAS OF CONCENTRATED FLOW.
TOWN OF WAXHAW
' LAND DEVELOPMENT STANDARDS
TEMPORARY SILT FENCE
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
1 N0. I BY I DATE I REVISION 1,
NOT TO SCALE
507.1
`\%11111111//��
\A CARO,' ,%,,
.�� O� ••••• • ��
00
THE ISAACS •9 ��
GROUP, P.C.
ENGINEERING & ? -
m ?LAND SURVEYING;
� NO. C-1069
00
OF
`��II111111///�
CAR 4 "i
�� p .•�F ESS/0 .
SEAL =
026462
�� .. fFv
IN��,
�� T .•........ ..•
0/v'(l B - o��```
Digitally signed by
0;tt'.1{8CX_ _Anthony B. Cowan
Date: 2017.03.01
09:35:55-05'00'
P:\Active Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-DE.dwg, C4.1, 2/28/2017 5:12:55 PM,
rrovillos, 1:1
Project:
BROXTON SOCCER
COMPLEX
8101 OLD WAXHAW MONROE RD.,
WAXHAW N.C.
'
Title:
DETAILS & SPECIFICATIONS
File #: 16240-DE.DWG Date: 01/20/17
Project Egr. ABC
�
W
ISAACS O
CIVIL ENGINEERING DESIGN AND SURVEYING C
Design By: ABC
Drawn By: RER
Scale: NTS
8720 RED OAK BOULEVARD, SUITE 420
CHARLOTTE, N.C. 28217
^ �•
(V' _I
PHONE [phone] FAX [phone]
P:\Active Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-DE.dwg, C4.1, 2/28/2017 5:12:55 PM,
rrovillos, 1:1

GENERAL NOTES:
1. UNIFORMLY GRADE A SHALLOW
DEPRESSION APPROACHING THE
INLET.
2. DRIVE 5 -FOOT STEEL POSTS 2 FEET
INTO THE GROUND SURROUNDING THE
INLET. SPACE POSTS EVENLY AROUND
THE PERIMETER OF THE INLET, A
MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE
MESH HARDWARE CLOTH. SECURE
THE WIRE MESH TO THE STEEL
POSTS AT THE TOP, MIDDLE, AND
BOTTOM. PLACING A 2 -FOOT FLAP
OF THE WIRE MESH UNDER THE
GRAVEL FOR ANCHORING IS
RECOMMENDED.
4. PLACE CLEAN GRAVEL (NC D07 #5
OR #57 STONE) ON A 2:1 SLOPE
WITH A HEIGHT OF 16 INCHES
AROUND THE WIRE, AND SMOOTH TO
AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE
AREA HAS BEEN STABILIZED, REMOVE
ACCUMULATED SEDIMENT, AND
ESTABLISH FINAL GRADING
ELEVATIONS.
6. COMPACT THE AREA PROPERLY AND
STABILIZED IT WITH GROUNDCOVER.
NCDOT #5 OR
WASHED S
NCDOT #5 OR #57
WASHED STONE
TOWN OF WAXHAW
.� LAND DEVELOPMENT STANDARDS
FILTERED
2'
NOT TO SCALE
HARDWARE CLOTH AND GRAVEL
INLET PROTECTION °
512.1
DATA BLOCK
BASIN NO, DRAINAGE
AREA
iACRES
DENUDED
AREA
ACRES
BASIN IOLUME
REQUIRED PROVIDED
(CUBIC FT.} {CUBIC FT.)
BASIN SURE69E
REQUIRED
(SQ FT.)
AREA
PROVIDED
(SQ FT.)
CLEANOUT
DEPTH (FT.)
H/2
H
('EFT'
#5 WASHED STONE CLASS I RIP RAP
6' MIN. THICK x 3' HIGH (MIN)
OW
PIPE
�f
VOLUME 3600 FT' PER ACRE DISTURBED TO TOP OF BERM ELEVATION.
PERSPECTIVE VIEW SURFACE AREA REQ'D 435 S0. FT. PER CFS 010
QEF ESAL NQTES:
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.
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS
#5 WASHED STONE
7i^
CLASS I RIP RAP
FINISHED GRADE
H I IdIN. PIPE - - - - -
CLEANOUT ELEVATION (SEE NOTE 3) SECTION
NOT TO SCALE
GRAVEL AND RIP RAP FILTER BERM BASIN S,n N!1 I RTv
FABRIC 4' ABOVE SOURCE WATER.
KEY/ANCHOR MATERIAL TO TOE OF SLOPE.
516.1
KEY/ANCHOR MATERIAL AT
TOP OF SLOPE.
4ERAL NOTES:
LAY BLANKETS LOOSELY AND
STAKE OR STAPLE TO MAINTAIN
DIRECT CONTACT WITH THE SOIL.
DO NOT STRETCH.
* DIMENSIONS SHOWN ARE
MINIMUM, MANUFACTURED
PRODUCTS MAY HAVE ADDITIONAL
REQUIREMENTS THAT MUST BE
MET.
SLOPE SURFACE SHALL BE FREE
OF ROCKS, SOIL CLODS, STICKS,
GRASS. MAT/BLANKETS SHALL
HAVE GOOD SOIL CONTACT.
THE DETAIL SHOWN IS FOR SLOPE
MATTING. FOR CHANNEL OR PIPE
OUTFALL MATTING SPECIFICATIONS,
PLEASE REFER TO NCESCPDM
STANDARD #6.17 AND
MANUFACTURER'S GUIDELINES.
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS EMBANKMENT M ATT I N G DETAIL
NOT TO SCALE
525.1
GENERAL NOTES:
1. RIPRAP SIZE TO BE DESIGNED BY ENGINEER.
2. CHECK DAMS MAY BE USED IN SLOPING DITCHES
OR CHANNELS TO SLOW VELOCITY OR TO CREATE
SEDIMENT TRAPS.
3. ENSURE THAT MAXIMUM SPACING BETWEEN DAMS PLACES THE
TOE OF THE UPSTREAM DAM AT THE SAME ELEVATION AS THE
DOWNSTREAM DAM (SEE DIAGRAM BELOW).
CLASS B RIP
1'-6' MIN.
'TONE
CROSS SECTION
TOWN OF WAXHAW
Az
LAND DEVELOPMENT STANDARDS
,,4P=
PLAN
N
rR
NOT TO SCALE
TEMPORARY ROCK CHECK DAM
513.1
FOR LATE E I N I E I S AND SOIL AMENDMENTS:
EARLY SPRING: FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
AND 750 LB/ACRE 10-10-10 FERTILIZER
`iLLLANU MIAluKt: MULCH:
RYE (GRAIN) - 120 LB/ACRE APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
ANNUAL LESPEDEZA (KOBE) - 50 LB/ACRE ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING
(OMIT ANNUAL LESPEDEZA WHEN DURATION TOOL
OF TEMPORARY COVER IS NOT TO EXTEND
BEYOND JUNE) MAINTENANCE:
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, FERTILIZE AND MULCH IMMEDIATELY FOLLOWING
SEEDING DATES: EROSION OR OTHER DAMAGE
JAN. 1 - MAY 1
FOR SUMMER: SOIL AMENDMENTS:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
SEEDING MIXTURE: AND 750 LB/ACRE 10-10-10 FERTILIZER
GERMAN MILLET - 40 LB/ACRE MULCH:
(A SMALL -STEMMED SUDANGRASS MAY BE APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
SUBSTITUTED AT A RATE OF 50 LB/ACRE) ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING
SEEDING DATES: TOOL
MAY 1 - AUG. 15 MAINTFNANr..F-
FOR FALL. SOIL AMENDMENTS:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
AND 1,000 LB/ACRE 10-10-10 FERTILIZER
SEEDING MIXTURE:
RYE (GRAIN) - 120 LB/ACRE MULCH:
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
SEEDING DATES: ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING
AUG. 15 - DEC 30 TOOL
MAINTENANCE:
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 5O LB/ACRE OF NITROGEN IN
MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH 50
LB/ACRE KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
FOR ADDITIONAL INFORMATION, REFER TO NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL (ESCPDM), SECTION 6.10.
FOR PERMANENT SEEDING SPECIFICATIONS, INCLUDING SEED BED PREP, SEASONAL LIMITATIONS FOR SEEDING OPERATIONS, THE KINDS OF GRADES OF
FERTILIZERS, THE KINDS OF SEED, AND THE RATES OF APPLICATION OF LIMESTONE, FERTILIZER, AND SEED, REFER TO NCDENR ESCPDM SECTION 6.11.
TOWN OF WAXHAW
ML kv LAND DEVELOPMENT STANDARDS TEMPORARY SEEDING SCHEDULE STD. NO.
1521.1
STEEL POST
WIRE FENCING
(IF APPLICABLE)
WOVEN FILTER FABRIC
4' MAX.
WASHED STONE HARDWARE CLOTH
(NCDOT #5 OR #57)� BETWEEN POSTS
AND COVERED BY
STONE
GENERAL NOTES:
1. SEDIMENT FILTER OUTLET AND HARDWARE CLOTH SHALL BE 16 INCHES HIGH BUT NO
TALLER THAN 18 INCHES.
2. HARDWARE CLOTH SHALL BE ANCHORED TO THE STEEL POSTS SECURELY USING
APPROPRIATE ANCHORS. HARDWARE CLOTH SHALL BE KEYED IN A MINIMUM OF 12 INCHES
IN LENGTH AND BACKFILLED PROPERLY AS SHOWN IN ABOVE DETAIL. HARDWARE CLOTH TO
BE SAME AS STD. #30.09 (19 GAUGE, 1/4' SPACING).
3. POSTS SHALL BE NO MORE THAN 4 FEET APART.
4. SITE OUTLETS AT ANY POINT SMALL CONCENTRATED FLOWS ARE ANTICIPATED AND AT THE
DIRECTION OF THE INSPECTOR.
5. ONE ACRE MAXIMUM DRAINAGE AREA PER OUTLET.
STEEL POST
HARDWARE CLOTH
WASHED STONE
(NCDOT #5 OR #57)
Flow
ANCHOR SKIRT;
EXCAVATE TRENCH
AND COMPACT
BACKFILL
MAINTENANCE NOTES:
1. FILTER OUTLETS 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. THE STONE SHALL BE REPLACED PROMPTLY AFTER ANY EVENT THAT HAS CLOGGED
OR REMOVED IT.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH HALF THE HEIGHT
OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT
FENCE OUTLET IS REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING
GRADE, PREPARED AND SEEDED.
SILT FENCE OUTLET
NOT TO SCALE
NOTES:
1. A STABILIZED ENTRANCE PAD OF #5 WASHED STONE AND RAILROAD BALLAST SHALL BE LOCATED WHERE
TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET.
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE,
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 SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
ANY AGGREGATE TRACKED INTO THE ROADWAY MUST BE SWEPT BACK ONSITE ON A NIGHTLY BASIS.
5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN
WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT BASIN SEE STD. NO. 515,1
6. THE TOWN MAY REQUIRE A STANDARD COMMERCIAL DRIVEWAY (STD. 108.1 & 109.1) TO
ACCESS THE CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THOROUGHFARE.
EXISTING GROUND
SOIL STABILIZATION FABRIC
UNDER #5 WASHED STONE
PUBLIC STREET
NOT TO SCALE
TOWN OF WAXHAW
.� LAND DEVELOPMENT STANDARDS
STABILIZED CONSTRUCTION ENTRANCE
+. 514.1 ,
INLET ZONE 35X
OF SURFACE AREA
INLET ZONE 25X
OF SURFACE AREA
INLET ZONE 25% GENERAL NOTES:
OF SURFACE AREA
1. DRIVE 5' STEEL POST AT LEAST
OUM T ZONE 15% 24" INTO SOLID GROUND.
OF SURFACE AREA
2. USE STAPLES V APART
HORIZONTALLY AND VERTICALLY
AQ -WTO ATTACH THE FILTER FABRIC
r TO THE WIRE FENCE.
'1 X
1 3. MINIMUM BAFFLE SPACING IS 10'.
X 4. THE FLOOR OF THE BASIN IN
\ 1 THE OUTLET ZONE AND BERMS
SHOULD BE SEEDED
IMMEDIATELY AFTER THE BASIN
r IS CONSTRUCTED.
5. REFER TO NCESCPDM SECTION
X
8 #6.65 FOR ADDITIONAL
J� RM SPECIFIATIONS.
1 0� a
C,y
X
4'-O" MAX. SPACING � X � X
(TrPlr�al-)
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS
CLASS
FILTE,.
UNDER RIP RAP
5' STEEL
F�
6' X 6' TRENCH
BACKFILL AND COMPAC
FENCE AND FABRIC
BURIED IN TRENCH
BAFFLE INSTALLATION
RIP RAP DITCH
NOT TO SCALE
524.1
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
---------------------- - - - - -- �r
c
B - 11
3.0
A
NORTH AMERICAN GREEN S75 BLANKET
OR APPROVED EQUIVALENT
A BC D
2 1.5 2 14
A = BOTTOM WIDTH
B = HEIGHT OF TEMP. LINER
C = DEPTH OF GRADED SWALE
D = TOP WIDTH OF SWALE
-- - - - - - - - - - - - - - - - - - - - - - - - - - -
C
B i__j1
3.0
A
NORTH AMERICAN GREEN S150 BLANKET
OR APPROVED EQUIVALENT
A I B IC D
2 1 1.51 2 14
A = BOTTOM WIDTH
B = HEIGHT OF TEMP. LINER
C = DEPTH OF GRADED SWALE
D = TOP WIDTH OF SWALE
TYPE B
D
---------------------------
C
B �1
3.0
0000
A = BOTTOM WIDTH
B = HEIGHT OF TEMP. LINER
C = DEPTH OF GRADED SWALE
D = TOP WIDTH OF SWALE
TYPE C
GRASSED SWALE NOTES:
1. EXCAVATE CHANNEL TO THE CROSS-SECTION SHOWN.
2. APPLY LIME, FERTILIZER AND SEED TO THE CHANNEL AND
ADJOINING AREAS IN ACCORDANCE WITH THE SEEDING
SCHEDULE.
3. START LAYING THE NET FROM THE TOP OF THE UPSTREAM END
OF THE CHANNEL AND UNROLL IT DOWN THE GRADE. DO NO
STRETCH MATTING.
4. BURY THE UPSLOPE END AND STAPLE THE NET EVERY 12"
ACROSS THE TOP END, EVERY 3' AROUND THE EDGES AND
ACROSS THE MAT SO THAT THE STRAW IS HELD CLOSELY
AGAINST THE SOIL.
5. MATTING STRIPS SHOULD BE JOINED TOGETHER ALONG THE
SIDES WITH A 3" OVERLAP AND STAPLED TOGETHER.
6. TO JOIN ENDS OF STRIPS, INSERT THE NEW ROLL OF NET IN A
TRENCH AS WITH UPSLOPE END AND OVERLAP IT 18" WITH
THE PREVIOUSLY LAID UPPER ROLL. TURN UNDER 6" OF THE
18" OVERLAP AND STAPLE EVERY 12" ACROSS THE END.
GRASS SWALE
`,� T�\�HA1•E1• 111AC111//ZZ•.�
•��.
•�� iO••ISAAC*
ii
•9 ��
• oo
GROUP, P.C.
ENGINEERING & ? -
m ?LAND SURVEYING;
� NO. C-1069
lo
'OF 0;\\ ��
`��II111111///Z
CARO
�
.0 ESS0
SEAL
026462 _
•.••GINE•.• �F`•
';;� 0/ IIIB1111\
Digitally signed by
0;ptu7b CZz__ Anthony B. Cowan
Date: 2017.03.01
09:35:35-05'00'
P:\Active Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-DE.dwg, C4.2, 2/28/2017 5:13:04 PM,
rrovillos, 1:1

SEE APPROVED
PRESERVATION F
REQUIRED RADIU
OF TREE BARRIE
NOTES:
1. REMOVE ALL BARRIERS UPON COMPLETION OF PROJECT.
2. LANDSCAPING PLANS SHALL SHOW THE LOCATIONS OF ALL TREE PROTECTION FENCES.
PLAN VIEW OF ROOT ZONE
ONE FOOT FOR EACH
INCH OF TRUNK DIAMETER
OR 1/2 HEIGHT OF TREE
FOR PRUNING SEE WHICHEVER IS GREATER
INTERNATIONAL SOCIETY I -
OF ARBORICULTURE SPECS. FOF
DEAD TREES AND SCRUB OR UNDER,Ip
GROWTH SHALL BE CUT FLUSH WITH•I
ADJACENT GRADE. NO GRUBBINGy
ALLOWED UNDER DRIP LINE.
2"x4" STANDARDS + 1%4" RAILS
OR ORANGE SAFETY FENCING o
MAY BE USED.
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS TREE PROTECTION DETAIL
NOTES:
RK MULCH, PLACE BARK
I AT AREAS NOT
CTEO BY BARRIER.
601.1
1, REMOVE WIRE AND NYLON TWINE FROM BALL AND CANOPY.
2. SOAK ROOT BALL AND PLANT PIT IMMEDIATELY AFTER INSTALLATION,
3. STAKING IS REQUIRED FOR ALL TREES IN R.O.W. OR UPON
REQUEST OF ARBORIST.
4. REMOVE EXCESS SOIL FROM SITE AND DISPOSE OF IN A
LEGAL MANNER.
5. RESEED UNMULCHED, DISTURBED AREAS.
3/4' NYLON STRAP
ROOT CROWN TO
BE AT FINISH GRADE
4" HIGH f 6' NDE MAXIMUM
BERM OUTSIDE OF ROOTBALL�1
3 - 1'xVx1r WOOD STAKES
-
WITH [ENTERED 3/6• HOLE
DRIVEN IN UNE WITH STRAP
EQUALLY SPACED AROUND TREE
r 'SUP KNOT NTH STOP KNOT.
8• LARGER THAN TREE DIAMETER
-KEEP MULCH AWAY FROM
! TRUNK 1' TO r
_-47 MAXIMUM LAYER OF MULCH
FINISH GRACE
REMOVE TYPICAL b(CES9 901E ®ROOT
� `� BACKFILL AS SPECIFIED
FROM ROOT CROWN _/jREMOVE TOP 1/3 BURLAPAND ANY NIAS/PINS, ETC.LL DIA.12"REMOVE TOP 1/3 OF WIREIES
BASKET MERE PRESENT
RAISE FIT BOTTOM TO SET ROOT CROWN
AT THE CORRECT 'HEIGHT. HRM SOL UNDER ROOT BALL.
ALL TREES SHALL MEET AMERICAN STANDARD FOR NURSERY STOCK (ANSI Z50.1-2004)
FOR EXAMPLE: CALIPER HEIGHT (RANGE) MAX. HEIGHT MIN. ROOT BALL DEA. MIN. ROOT BALL DEPTH
2" 12-14" 16' 24• 16"
3- 14-16• 1s• 32' 21• NOT TO SCALE
TOWN OF WAXHAW TREE PLANTING
LAND DEVELOPMENT STANDARDS
(FOR SINGLE AND MULTI -STEM TREES) 1600.11
R7 -SP
DIMENSIONS (INCHES)
AB
1 TO 25
C D
E
I F
I G
H J
K
L
12
6
3/El3AB
1-1/2
1-1/20
1/2
1D 2-1/2
4
1-1/2
V Q N SIGN R7 -8P
ACCESSIBLE -'-
RESERVED
PARKING
SIGN R7-8
MAXIMUM
PENALTY SIGN STD. 714.1
$ 250
:INCREASE SPACING 50% FINISHED GRADE
D-FHWA (FEDERAL HIGHWAY ADMINISTRATION/USDOT)
SERIES D LETTERS r
IIIII�=� Ilf l: ' I I
LEGEND AND BORDER - GREEN
BACKGROUND - WHITE +
NOT TO SCALE
Tera OF WAXHAW SUPPLEMENTAL VAN ACCESSIBLE
LAND DEVELOPMENT STANDARDS
SIGN (R7 -8P) SID.N
J
SPACING VARIES SCRAP 2" X 4" LUMBER
SEE LANDSCAPE PLAN NOTES: MAY BE USED TO SUPPORT
NOTES: WIRE ON BACK SIDE OF TREE
1, THIS TREE BUMPER DETAIL SHALL BE USED WHEN
1. SCARIFY ROOT MASS OF WORKING WITHIN 10' OF AN EXISTING TREE TO BE ' SPACING AS NEEDED
CONTAINERIZED PLANT MATERIAL TYP, COLLAR �� �., PROTECTED. TO SUPPORT WIRE' �f
MIN' a" HT. WITHOUT CUTTING TREE
2. INSTALL CONTAINERIZED PLANTS AT
FlNSHED GRADE 4" LAYER 2. ALL TREES SHALL BE SAVED UNLESS NOTED BARK
OF APPROVED OTHERWISE ON THE PLANS OR DIRECTED BY THE
3. TAMP PLANTING MIK FIRMLY MULCH ENGINEER.
AS PIT IS FILLED AROUND
EACH PLANT BALL. 6"P�=Ca o ri
4" a 3, LUMBER, WIRE, AND SANDBAGS MAY BE REUSED -,4+
4. OMIT COLLAR AROUND EACH SHRUB 1 AT OTHER TREES.
WHEN IRRIGATION SYSTEM IS PRESENT. '+f TRENCH AROUND N PLAN VIEW
ENTIRE PLANTING BED 4. THE INTENT OF THIS DETAIL IS TO PROTECT EXISTING
5. SOAK EACH PLANT BALL AND TREES FROM DAMAGEDURING CONSTRUCTION
PIT IMMEDIATELY AFTER EDGE OF TAMP 501E MIX UNDER
PLANTING BED ACCEPTABLE ESPECIALLY FROM BACKHOE ARM SWING. AN
INSTALLATION. PLANT MEDIA EACH PLANT BALL TO
MINIMIZE SETTLEMENT ALTERNATE APPROACH MAYBE USED IF 6" TYP.
TYPICAL PLANTING BED DETAIL APPROVED IN WRITING BY THE ENGINEER
AFTER CONSULTATION WITH THE ARBORIST OR HIS
DULY AUTHORIZED REPRESENTATIVE.
CROWN HEIGHT
IN INCHES
EQUALS MEDIAN
WIDTH IN FEET
TO 12" MAX. FINAL
I i 6k 1-i GRADE
10" (EX.)
X10' (EX,) EXISTING
GRADE
TYPICAL BED CROWNING
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS
RECOMMENDED
IC3
k1 1
Kira y ¢
PARKING ANGLE 90'
(TWO WAY OPERATION ONLY) a j 0
3
1 B'-6" 25'-0" 18'-6"
w TeX
I m
� � 7
to KJ
PARKING ANGLE 60 U-
(ONE WAY OPERATION ONLY) +T w
p d
20'-6' 16'-0" 18'-6-
I
w
am
N Ir\X
PARKING ANGLE 45'
(ONE WAY OPERATION ONLY) o
Ir � w
19'-5" 12'-0" 16' -6 -
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS
LB•
(i
0 0 0 0 TYP.
SpCCERED
a o a
O O O
EQUAL SPACING EDGE OF
BETWEEN ALL PLANTS BPEANTING
TYPICAL PLANTING BED PLAN
SHRUB PLANTING BEDML
610.1
MINIMUM COMPACT
J.W
W I w
N 1-03
rr 0. ¢
© i u00
j 0 I y w
}
NOTES:.
18'-6" 23'-0• 17'-0" 16'-0" 21'-0" 15'-0" 1. FOR ACCESSIBLE PARKING
w STANDARDS,/SIGNAGE SEE STDS.
712.1, 713.1, AND 714.1.
Lu In W m 2- PAVEMENT MARKINGS SHALL BE 4"
a a WHITE PAINT.
tA1 CY N U
v 3. ALTERNATIVE PARKING ANGLES,
w } w AISLE WIDTHS, AND OPERATION
c 0 =I (TWO-WAY ANGLED PARKING OR
REVERSE -ANGLE PARKING) WILL
BE CONSIDERED BY TOWN ON A
CASE-BY-CASE BASIS.
18'-0" 16'-0" 15'-6" 15'-0" 14'-0" 14'-0'
CM
wX Nm m
dN - d
­ 110 X
0 U V7 4
o v
-N
3 Ld
3'
17'-6'12'-0` 16'-0 14'-0'12'-0" 13'-O"
2" X 4" X 6'
LUMBER, (TYP.)
I
ELEVATION VIEW
STEEL WIRE TO TIE
LUMBER TO TREE
USE A COMBINATION OF EXTENDED
2X4's AND SAND BAGS TO
PROTECT THE BUTTRESS
SAND BAGS 0 BUTTRESS
ROOTS, (TYP.)
TOWN OF WAXHAW
LAND DEVELOPMENT STANDARDS TEMPORARY TREE PROTECTION DETAIL STD. N.
-i 617.1
ACCESSIBLE PARKING REQUIREMENTS
TOTAL PARKING SPACES
PROVIDED
MINIMUM NUMBER MINIMUM NUMBER OF
OF ACCESSIBLE SPACES ACCESSIBLE SPACES REQUIRED
SPACES REQUIRED TO BE VAN ACCESSIBLE
1 TO 25
1 1
1
26 TO 50
2
1
51 TO 75
3
1
76 TO 100
4
1
101 TO i54
5
1
151 TO 200
6
1
201 TO 300
7
2
301 TO 400
8
2
401 TO SM
9
2
501 TO 1000
2% OF TOTAL
1 IN EVERT' fi
ACCESSIBLE SPACES
1401 AND OVER
20 PLUS i FOR
EACH 100 OVER 1000
1 IN EVERY 6
ACCESSIBLE SPACES
REFERENCE: SECTION 1106 OF NC BUILDING CODE
NOTES:
I. ALL 12•x18' ACCESSIBLE SIGNS (R7-8 do R7-1) SHALL BE MOUNTED AT 7
FEET FROM GRADE TO BOTTOM EDGE OF SIGN FACE (MUTCD).. MOUNTING
HEIGHT CAN BE REDUCED TO 5 FEET IF PLACED IN AN AREA BETWEEN
SIDEWALK AND BUILDING FACE IN WHICH PEDESTRIANS ARE NOT EXPECTED TO
USE.
2. IF ACCESSIBLE ROUTE IS A RAISED SIDEWALK AREA, THEN RAMPS ARE REQUIRED
AT LOADING ZONE AREA MAINTAIN MIN. 4' WIDE CONTINUOUS PASSAGE.
3. VERTICAL CLEARANCE FOR VANS MUST BE GREATER THAN 98 -INCHES.
4. THIS DETAIL IS TO PROVIDE GENERAL GUIDANCE FOR PARKING LAYOUT AND
DESIGN; REFER TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD)
U.S. DEPARTMENT OF TRANSPORTATION AND NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION SUPPLEMENT AND NC BUILDING CODE FOR ADDITIONAL
INFORMATION.
NOT TO SCALE TOWN OF WAMW
LAND DEVELOPMENT STANDARDS
PARKING STANDARDS
710.1
LEGEND AND BORDER - GREEN
BACKGROUND - WHITE
SIGN APPROVED FOR USE UNDER GENERAL STATUTE 20-37.6
THIS PENALTY SIGN IS REQUIRED TO ACCOMPANY ALL R7-8
PARKING SIGNS ERECTED AFTER DECEMBER 31,1990
TOWN OF WAXRAW
ML LAND DEVELOPMENT STANDARDS
FINISHED GRADE
llllil-llldl�:
=III ` . fllll
NOT TO SCALL
SUPPLEMENTAL ACCESSIBLE
PENALTY SIGN SD. NC
714.1
PARKING SPACE PAVEMENT MARKINGS
SIGNAGE-ij Q) ® 0(^
(MUST NOT OBSTRUCT
ACCESSIBLE ROUTE) ACCESSIBLE ROUTE
(SEE NOTE 2)
SEE STD. NO
710.1 FOR
DIMENSIONS
NOT£;
ONE OUT OF EVERT'
SIX (s) ACCESSIBLE
11' 5' g' $" 8' g' 5'1. 8' SPACES, BUT NOT
LESS THAN ONE, IS
REQUIRED TO BE VAN
VAN VAN ACCESSIBLE. PER
ACCESSIBLE ACCESSIBLE SECTION 1146.5 OF
SPACE SPACE NC STATE BUILDING
(OPTION 1) (OPTION 2) CODE
MUTCD
�1rgN
R7 -8P �II�I MUTCD RESERVED
ACCESSIBLE 12x6" I1+1O R7-1
R12•x18• PARKING MUTCD
PARKING j[ II'111N � R7-8
RESERVED 12'08'
PARKING R; -T80 ANY
,2•x18• Tlf'14E
OPTIONAL
ILL
1LOADING12'x9'
ZONE SIGNXA
MAXIMUM 713.1
PENALTY 12"x9-
#250
SEE STANDARD NO. 50.100 FOR
SUPPLEMETAL SIGN DETAIL
ACCESSIBLE PARKING AND
SIGNAGE STANDARDS
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
NOT TO SCALE
712,1
`��11111111//�A
CARo,*'t//,.
••••• • �� /ice
•% i
THE IS %
• GROUP, P.C.
ENGINEERING & ?
m ?LAND SURVEYING;
NO. C-1069
OF
G
`��11111111///�
CAR
O ESS0
• SEAL
026462 f _
�� T •.••GINE••.• �F'`•
// y •....•• c
/
//'0� IIIBI .
Digitally signed by
Anthony B. Cowan
Date: 2017.03.01
09:34:35-05'00'
P:\Active Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-DE.dwg, 04.3, 2/28/2017 5:13:11 PM,
rrovillos, 1:1
NOTE:
SUPPLEMENTAL VAN ACCESSIBLE SIGN (R7 -8P) USED IF
THERE IS ONLY ONE REQUIRED ACCESSIBLE PARKING
SPACE (MUST BE VAN ACCESSIBLE) AND AT EACH
ADDITIONAL REQUIRED VAN ACCESSIBLE SPACE. (SEE
STD. NO. 713.1)
ACCESS BLE 'SIGN R7 -8P
RESERVED
PARKING
-SIGN R7-8
x-3/8" (TYPICAL)
3/8" (TYPICAL)
rMAXIMUM
r PENALTY SIGN STD. 714.1
i $ 250
7.0
c�
o^
Ka
�z
vX
w
FINISHED GRADE
llllil-llldl�:
=III ` . fllll
NOT TO SCALL
SUPPLEMENTAL ACCESSIBLE
PENALTY SIGN SD. NC
714.1
PARKING SPACE PAVEMENT MARKINGS
SIGNAGE-ij Q) ® 0(^
(MUST NOT OBSTRUCT
ACCESSIBLE ROUTE) ACCESSIBLE ROUTE
(SEE NOTE 2)
SEE STD. NO
710.1 FOR
DIMENSIONS
NOT£;
ONE OUT OF EVERT'
SIX (s) ACCESSIBLE
11' 5' g' $" 8' g' 5'1. 8' SPACES, BUT NOT
LESS THAN ONE, IS
REQUIRED TO BE VAN
VAN VAN ACCESSIBLE. PER
ACCESSIBLE ACCESSIBLE SECTION 1146.5 OF
SPACE SPACE NC STATE BUILDING
(OPTION 1) (OPTION 2) CODE
MUTCD
�1rgN
R7 -8P �II�I MUTCD RESERVED
ACCESSIBLE 12x6" I1+1O R7-1
R12•x18• PARKING MUTCD
PARKING j[ II'111N � R7-8
RESERVED 12'08'
PARKING R; -T80 ANY
,2•x18• Tlf'14E
OPTIONAL
ILL
1LOADING12'x9'
ZONE SIGNXA
MAXIMUM 713.1
PENALTY 12"x9-
#250
SEE STANDARD NO. 50.100 FOR
SUPPLEMETAL SIGN DETAIL
ACCESSIBLE PARKING AND
SIGNAGE STANDARDS
FINAL DRAWING
FOR REVIEW PURPOSES ONLY
NOT TO SCALE
712,1
`��11111111//�A
CARo,*'t//,.
••••• • �� /ice
•% i
THE IS %
• GROUP, P.C.
ENGINEERING & ?
m ?LAND SURVEYING;
NO. C-1069
OF
G
`��11111111///�
CAR
O ESS0
• SEAL
026462 f _
�� T •.••GINE••.• �F'`•
// y •....•• c
/
//'0� IIIBI .
Digitally signed by
Anthony B. Cowan
Date: 2017.03.01
09:34:35-05'00'
P:\Active Projects\WGM Design\Broxton Soccer Complex 16240\Engineering\Design Drawings\Current\16240-DE.dwg, 04.3, 2/28/2017 5:13:11 PM,
rrovillos, 1:1