SW8080947_APPROVED PLANS_20081016

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO
SW8 a? 0 9 Lt1
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
209g1014
YYYYMMDD

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM
DATUM INFORMATION
The projection used in the preparation of this map was the North Carolina
State Plane (FIPSZONE 3200). The horizontal datum was the North American
Datum of 1983, GRS80 ellipsoid. Differences in datum, ellipsoid, projection, or
Universal Transverse Mercator zones used in the production of HBMs for adjacent
jurisdictions may result in slight positional differences in map features across
jurisdictional boundaries. These differences do not affect the accuracy of this
FIRM. All coordinates on this map are in U.S. Survey Feet, where
1 U.S. Survey Foot = 1200/3937 Meters.
Flood elevations on this map are referenced to the North American Vertical
Datum of 1968 (NAVD 88). These flood elevations must be compared to structure
and ground elevations referenced to the same vertical datum. An average
offset between NAVD 88 and the National Geodetic Vertical Datum of 1929
(NGVD 29) has been computed for each North Carolina county. This offset was
then applied to the NGVD 29 flood elevations that were not revised during the
creation of this statewide format FIRM. The offsets for each county shown on
this FIRM panel are shown in the vertical datum offset table below. Where a
county boundary and a flooding source with unrevised NGVD 29 flood elevations
are coincident, an individual offset has been calculated and applied during the
creation of this statewide format FIRM. See Section 6.1 of the accompanying
Flood Insurance Study report to obtain further information on the conversion of
of elevations between NAVD 88 and NGVD 29. To obtain current elevation,
description, and/or location information for bench marks shown on this map,
please contact the North Carolina Geodetic Survey at the address shown below.
You may also contact the Information Services Branch of the National Geodetic
Survey at (301 ) 713.3242, or visit their website at www.ngs.noaa.gov.
North Carolina Geodetic Survey County Average Vertical Datum Offset Table
121 West Jones Street County Vertical Datum Offset FN
Raleigh, NC 27601 Carteret - 1.04
[phone]
www, ncgs.state. nC. U s
Example: NAVD 88 = NGVD 29 + (-1.04)
All streams listed in the Flood Hazard Data Table below were studied by
detailed methods using field survey. Other flood hazard data shown on this
map may have been derived using either a coastal analysis or limited detailed
riverine analysis. More information on the flooding sources studied by these
analyses is contained in the Flood Insurance Study report.
Y c M
P
,X $ a \
a
All -
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d
HUM A scUOV'FHalIn1(i IECHNIC.4L'.4HiNtFi
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach of floodplain management to decrease
the costs associated with flooding. This is demonstrated by the State's com-
mitment local level. As art of this effort the
mitment to ma floodplain areas at t ,
P P P
in Techni al State agreement
State of North Carolina has joined in a Cooperating c
1 P 9 9
with FEMA to produce and maintain this digital FIRM.
www.ncfloodmaps.com
76°54'00" - 76o 53'30" ,--- 76'53'00" 2 637 500 FEET 76052'30"
370 00
34'
384E
34
3841
ZONE
(EL 6)
ZONE
(EL 7)
362 51
ZONE
EL 7)
34
384
360 0
This map is for use in administering the Naticnal Flood Insurance Grogram. It does not
necessarily identify all areas subject to floodilg, particularly from local drainage sources
r ositor should be consulted for l
of small size, The community map ep y t o possible e updated
or addition
al al flood hazard information.
n
To obtain more detailed information in areas where Base Fluod Elevations (BFEs)
and/or floodways have been determined, usars are encouraged to consult the Flood
Profiles, Floodway Data and/or Summary of Stillwater Elevations tables contained within
the Flood Insurance Study (FIS) report thit @;companies this FIRM. Users should be
aware that BFEs shown on the FIRM represent rounded whole -foot elevations. These
BFEs are intended for flood insurance ratinc purposes only and should not be used
as the sole source of flood elevation infornation. Accordingly, flood elevation data
presented in the HIS report should be utilized 9 conjunction with the FIRM for purposes
of construction and/or floodplain managemen.
Coastal Base Flood Elevations shown on this map apply only landward of 0.0'
NAVD North American Vertical Datum of 1988 88 - Users of this FIRM should be
ortI )
aware that coastal flood elevations are also provided in the Summary of Stillwater
Elevations tables in the Flood Insurance Stidy report for this jurisdiction. Elevations
shown in the Summary of Stillwater Elevation tables should be 'used for construction
and/or floodplain management purposes when they are higher than the elevations shown
on this FIRM.
Boundaries of the floodways were computed at cross sections and Interpolated between
cross sections. The floodways were based on hydraulic considerations with regard to
requirements of the National Flood Insurance Program. Floodway widths and other
pertinent floodwa data are provided in the Flood Insuran
ce Stud report for the jurisdictions.
P Y Y P 1
Certain areas not in Special Flood Hazard Areas may be protected by flood control
structures. Refer to Section 4A "Flood Protection Measures' of the Flood Insurance
Study report for information on flood control structures in the jurisdictions.
Base map information and geospatial data used to develop this FIRM were obtained from
various organizations, including the participating local community(ies), state and federal
agencies, and/or other sources. The primary base for this FIRM is aerial imagery acquired as
part of the National Digital Orthophoto Program. The time period of collection for the
imagery is 1998-1999, Information and geospatial data supplied by the local commurlity(iesl
that met FEMA base map specifications were considered the preferred source. for
development of the base map. See geospatial metadata for the i P p g P associated digital FIRM
for additional information b a out base map preparation.
Base map features shown on this map, such as corporate limits, are based on the
most up-to-date data available at the time of publication. Changes in the corporate
limits may have occurred since this map was published. Map users should
consult the appropriate communit official or website to vent current conditions of
Y verify
jurisdictional boundaries and base map features.
This map reflects more detailed and up-to-date stream channel configurations than
those shown on the previous FIRM for this jurisdiction. The floodielains and floodways
that were transferred from the previous FIRM may have been adjusted to conform to
these new stream channel configurations. As a result, the Flood Profiles and Floodway
Data tables in the Flood Insurance Study report (which contains authoritative hydraulic
data) may reflect stream channel distances that differ from what is shown on this map.
Please refer to the separately printed Map Index for an overview map of the county
showing the layout of map panels; community map repository addresses; and a Listing of
Communities table containingNational Flood Insurance Program s r h date for each community
s well as a listing f h panels w a s o the a es on which each is located.
9 P
If you have questions about this map, or questions concerning the Nationa' Flood
Insurance Program In general, please call 1-877-FEMA MAP (1-877-336-2627) or visit the
FEMA website at www.fema.gov.
LEGEND
_T
yo\\ SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO
".
000 FEET
s INUNDATION BY THE 1 % ANNUAL CHANCE FLOOD
The 1 %� annual chance flood (100-year flood), also known as the base flood, is lire flood
that has a 1 % chance of being equaled or exceeded in any given year. The Special
Flood Hazard Area is the area subject to flooding by the 1 % annual chance flood. Areas
of Special Flood Hazard include Zones A, AE, AFT, AO, AR, A99, V, and VE. The Base
Flood Elevation is the water surface elevation of the 1 % annual chance flood.
ZONE A No Base Flood Elevations determined.
ZONE AE Base Flood Elevations determined.
ZONE AIR Flood depths of 1 to 3 feet (usually areas of pending); Base Flood
Elevations determined.
ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain);
average depths determined. For areas of alluvial fan flooding, velocities
also determined.
ZONE AR Special Flood Hazard Area formerly protected from the 1 % annual
chance flood by a flood control system that was subsequently
decertified. Zone AR indicates that the former flood control system is
being restored to provide protection from the 1 % annual chance or
greater flood.
ZONE A99 Area to be protected from 1 % annual chance flood by a Federal
flood protection system under construction; no Base Flood Elevations
determined.
ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations
determined.
FLOODWAY AREAS IN ZONE AE
The Floodway is the channel of a stream plus any adjacent floodplain areas that must be
kept free of encroachment so that the 1 % annual chance flood can be carried without
substantial increases in flood heights.
OTHER FLOOD AREAS
46 aoo M
4.30"
ZONE X Areas of 0.2% annual chance flood; areas of 1 % annual chance flood
with average depths of less than 1 foot or with drainage areas less than
1 square mile; and areas protected by levees from 1 % annual chance
flood.
500 FEET
OTHER AREAS
ZONE X Areas determined to be outside the 0.2% annual chance floodplain.
ZONE D Areas in which flood hazards are undetermined, but possible.
COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
\ OTHERWISE PROTECTED AREAS (OPAs)
CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas.
- ----- 1% annual chance floodplain boundary
0.2% annual chance floodplain boundary
— — — — Floodway boundary
- - Zone D Boundary
..................•• CBRS and ORA boundary
Boundary dividing Special Flood Hazard Areas of different
Base Flood Elevations, flood depths or flood velocities.
513 Base Flood Elevation line and value; elevation in feet -
(FL 987) Base Flood Elevation value where uniform within zone;
elevation in feet*
*Referenced to the North American Vertical Datum of 1988
m� Cross section line
23 - - - - - - 23 Transect line
97-07, 30" 32, 22' 70" Geographic coordinates referenced to the North American
Datum of 1983 (NAD 83)
4276000 rd 1000-meter Universal Transverse Mercator grid ticks, zone 18
1 477 500 FEET 2500-foot ggrid values: North Carolina State Plane coordinate
system (FIPSZONE 3200, State Plane NAD 83 feet)
BM5510 North Carolina Geodetic Survey bench mark (see explanation
X in the Datum Information section of this FIRM panel).
BM5510 National Geodetic Survey bench mark (see explanation in
® the Datum Information section of this FIRM panel).
4'00"
• M1.6 River Mile
40 000 M
ZONE X
ZONE AE
EL a)
T30"
44 oxM
r00 FEET
T
An accompanying Flood Insurance Study report, Letter of Map Revision (LOMR) or Letter
of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM maybe available. Visit the North Carolina Floodplain Mapping Program website
at www.ncf[oadma s.com or contact the FEMA Ma Service Center at -80 - -
p p ice n t 0 358 9616
for information on all related products associated with this FIRM. The FEMA Map Service
Center may also be reached by Fax at 1-800-358-9620 and their website at www.fema.qov/msc.
MAP REPOSITORY
Refer to listing of Map Repositories on Map Index or visit www. ncflrodmaps.com
EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
JULY 16, 2003
EFFECTIVE DATES) OF REVISIONISHM THIS PANEL
For communitymaP revision history Prior to statewide mapping, refer to the Community Map
History[able located in he Flood Insurance report for this t ce Stud e t s
Y P
To determine if flood insurance is available in this community, contact your insurance agent, the
North Carolina Division of Emergency Management or the National Flood Insurance Program at the
following phone numbers or websites:
NC Division of Emergency Management National Flood Insurance Program
[phone] www.nfip.ncem.org 1-300-638-6620 www.fema.gov/nfip
U
GRID NORTH
MAP SCALE 1" = 500' (1 : 6,000)
250 0 500 1000
r T FEET
METERS
150 0 150 300
41
m
I
PANEL 6336 J
L
FIRM
®
FLOOD INSURANCE RATE MAP
®
NORTH CAROLINA
O
m
PANEL 6336
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
COMMUNITY NUMBER PANEL SUFFIX
®
CARTERET COUNTY 370043 6336 .i
NEWPORT. OWN OF 370049 6336 1
CD
it
I
Notice to User: The Map Number shown below should be used
when placing map orders: the Community Number shown
above should be used on insurance applications forms subject
community.
EFFECTIVE DATE MAP NUMBER
o
JULY 16, 2003 3720633600J
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State of North Carolina
Federal Emergency Management Agency

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PROPOSED
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PROPOSED
INFILTRATION BASIN #2
DRAINAGE AREA TO SWMF #1
TOTAL AREA = 0.43 AC.
189854 SF
IMP. AREA = 0.25 AC.
119013 SIB'
W�-IAL Y LAN
DRAINAGE AREA TO SWMF #2
TOTAL AREA = 0.80 AC.
342722 SF
IMP. AREA = 0.53 AC.
239057 SF
BYPASS IMPERVIOUS
RETAINING WALLS = 0.06 AC.
29400 SF
TOTAL SITE AREA
7.51 ACRES
327,006 SF
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DRAINAGE AREA TO SWMF #3
TOTAL AREA = 2.52 AC.
1093856 SF
IMP. AREA = 2.01 AC.
879616 SF
GRAPHIC SCALE
100 0 50 100 200
1 inch = 100 ft.
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PROJECT NO. TMS-08000
F=NAmE: TMS08000-PD
DESIGNED BY: BRF
DRAWN BY: JWC
SCALE: 17100,
DATE: 09-30-08
SHEET NO.
SW-1
MCADAMS

CONSTRUCTION PLANS
SITE DATA MOREHEAD TOWNSHIP
HVMP, LLC
DEVELOPER
C/O CLINT ROUTSON
1EW COLLEGE COURT
NEW BERN NC 28562
CAJUE= COUNTY,NORTH
CAROLINA
SITE LOCATION
1489 HWY 24
NEWPORT, NC 28570
6336.04-83-8491
PROJECT NUMBER: TMS-08000
PIN
SITE ACREAGE
7.51 ACRES
ZONING DISTRICT
R-15M
DATE: SEPTEMBER 29, 2008
INSIDE CITY / TOWN
LIMITS / TOWN ETJ
NO
APPROVING JURISDICTION
CARTERET COUNTY
FLOOD HAZARD AREA
YES (ALONG BOGUE SOUND ONLY)
EXISTING USE
VACANT
PROPOSED USE
CHURCH (1 FLOOR)
PROPOSED BUILDING
SQUARE FOOTAGE
12,000 SF
+/— 4,000 SF (FUTURE)
+/— 16,000 SF (TOTAL)
PROPOSED BUILDING
COVERAGE
4.9�
REQUIRED
AS SHOWN
BUILDING SETBACKS
PROPOSED
AS SHOWN
-
MAXIMIUM
50' (ANY PART OF SUCH STRUCTUREWHICH
BUILDING HEIGHT
EXTENDS ABOVE THE HEIGHT LIMIT MIST BE
SEPARATED FROM ANY ABUTTING PROPERTY
LINE BY A DISTANCE EQUAL TO AT LEAST HALF
OF IT'S HEIGHT MEASURED FROM THE GROUND).
PROPOSED
50'-0" MAX.
REQUIRED
1 PER 150 SF = 106 SPACES
PARKING SPACES
PROVIDED
124
REQUIRED
3 SPACES (INCLUDING t VAN SPACE)
ACCESSIBLE
PARKING SPACES
PROVIDED
4 SPACES (INCLUDING t VAN SPACE)
IMPERVIOUS SURFACE
PROVIDED
2.85 AC (38.0 % OF SITE)
SHEET 11YL EX
C-1 EXISTING CONDITIONS
C-2 OVERALL SITE PLAN
C-3 DETAILED SITE PLAN
C-4 GRADING & EROSION CONTROL PLAN
P-1 LITE= PLAN AND PROFILE srA. lo+oo THRU srA. 22+oo
P-2 UTH= PLAN AND PROFILE STA. 22+oo THRU STA. 32+5o
D-1 SITE DETAILS & CROSS SECTIONS
D-2 STORM AND EROSION CONTROL DETAILS
D-3 'WATER AND SEWER DETAILS
PD- IA INFILTRATION BASIN # 1 PLAN VIEW
PD-1 B INFII..TiRATION BASIN # 1 DETAILS
PD-1 C INFILTRATION BASIN # 1 DETAILS
OWNER: PD-2A INFILTRATION BASIN #2 PLAN VIEW
PD-2B INFILTRATION BASIN #2 DETAILS
PD-2C INFILTRATION BASIN #2 DETAILS
HVMP, L.L.C. PD-3A INFILTRATION BASIN #3 PLAN VIEW
PD-3B INFILTRATION BASIN #3 DETAILS
c/o CLINT ROUTSON PD-3C INFILTRATION BASIN #3 DETAILS
SW 1 INFILTRATION BASIN DRAINAGE AREA MAP
cs
1001 COLLEGE Ei COURT SW-2 INFILTRATION BASIN DIMENSIONS
NEW BERN, NORTH CAROLINA 28562
�o
PHONE: [phone]
NORT' r' - E^,!'�IIRONMENTAI.
Nt : -)%,'l ISS10N � s I.
:J,�TER QUALITY
JUMPING RUN CREF�K \
CALL 48 HOURS BEFORE YOU DIG
-------------
i BOGUE SOUND rr�� 1=800=632=4949
HALL ROAD.. -,"'
SITE 11 NORTH CAROLINA ONE -CALL CENTER
7�H� J®HN �. MCA�AM�
VICINITY MAP ,��°��..���ARo���--. COMPANY, INC
CONTRACTOR SHALL NOTIFY "NORTH CAROLINA ONE CALL" 1-800-632-4949 °oF`�N S �� 9
NTS
�
AT LEAST 48 HOURS PRIOR TO BEGINNING CONSTRUCTION OR EXCAVATION
- ENGINEERS ■ PLANNERS ■ SURVEYORS ■ ENVIRONMENTAL
TO HAVE EXISTING UTILITIES LOCATED.
= -
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR
6
RESEARCH TRIANGLE PARK ■CHARLOTTE ■ WILMINGTON
';�
OWN LOCATOR SERVICES INDEPENDENT OF "NORTH CAROLINA ONE CALL".
iNEF;�
i
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELv.
D.R_ �0', 800-733-5646 ■ www.johnrmcadams.com
s
FINAL DRAWING — NOT RELEASED FOR CONSTRUC
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WATER NOTES:
1. WATERLINES TO BE INSTALLED AT A DEPTH WITH A MINIMUM COVER OF 36
INCHES, WITH MINIMUM 18 INCHES VERTICAL CLEARANCE WHEN OVER, OR
24 INCHES WHEN UNDER SEWER (PER STATE STANDARDS) AND 10 FEET
HORIZONTAL CLEARANCE FROM SANITARY SEWER GRAVITY MAINS AND/OR
FORCE MAINS.
2. WATERLINES TO BE INSTALLED WITH MINIMUM 18 INCHES VERTICAL
CLEARANCE WHEN OVER, OR 24 INCHES WHEN UNDER STORM SEWER.
3. WATERLINE AND SERVICE TO BE INSTALLED PER CURRENT CARTERET
COUNTY STANDARDS.
4. RPZ VALVES SHALL BE INSTALLED PER CARTERET COUNTY STANDARDS.
5. FIRE SERVICE SIZE SHALL BE ANALYZED FOR FLOW AND PRESSURE PRIOR
TO CONSTRUCTION.
6. ALL WATERLINES WILL BE PRIVATE AND MAINTAINED BY THE PROPERTY
OWNER.
7. LAWN IRRIGATION SHALL BE PROVIDED BY SEPERATE CONNECTION TO MAIN
(HYDRANT EXTENDION - NOT TO DOMESTIC SERVICE).
SEWER NOTES:
1. THE SITE WILL BE SERVICED USING A GRAVITY SEWER SERVICE, DIRECTED
TO A PUMP STATION AND DISCHARGING INTO AN ON -SITE WASTEWATER
SEPTIC FIELD.
2. ALL SEWER CONSTRUCTION SHALL BE PER COUNTY HEALTH DEPARTMENT
STANDARDS.
3. CONTRACTOR MUST MAINTAIN A MINIMUM OF 10' HORIZONTAL SEPARATION
BETWEEN WATER AND SEWER LINES, OR A MINIMUM OF 24" VERT. SEP.
BETWEEN WATERLINES THAT CROSS OVER SEWER LINES (PER STATE
STANDARDS).
4. CONTRACTOR MUST MAINTAIN A MINIMUM OF 8' HORIZONTAL SEPARATION
BETWEEN STORM DRAINAGE PIPING AND SEWER LINES, OR A MINIMUM OF
24" VERTICAL SEPARATION BETWEEN STORM DRAINAGE PIPING AND SEWER
LINES. A MINIMUM OF 12" VERTICAL SEPARATION MAY BE USED WITH THE
USE OF 8" DUCTILE IRON PIPE FOR SANITARY SEWER PIPE.
5. ALL 8" GRAVITY SANITARY SEWER SHALL BE CENTERED WITHIN A 20' OR
30' WIDE PUBLIC EASEMENT (DEPENDENT ON DEPTH). THE OFF -SITE
FORCE MAIN SHALL BE CENTERED WITHIN A 20' PUBLIC EASEMENT.
6. 6" GRAVITY SANITARY SEWER SERVICE BE PVC SCH 40 AND AT A 1.07.
MINIMUM SLOPE, UNLESS SHOWN OTHERWISE ON PLAN.
7. ALL 4"/6" SANITARY SERVICES SHALL BE 1.0% MIN. SLOPE AND PER TOWN
SPECS. SEE PLAN VIEWS FOR SIZES.
8. SEWER FORCEMAIN TO SEPTIC FIELD SHALL BE 3" PVC SDR-21, OR AS
DIRECTED BY THE HEALTH DEPARTMENT.
GRADING GENERAL NOTES:
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WETLAND
HALL, KATHERINE C
PIN # 633604828"/8
1.05' AC
1. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR
PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY THE OWNER IF ANY DISCREPANCIES EXIST PRIOR TO
PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES. NO EXTRA COMPENSATION
SHALL BE PAID TO THE CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN
INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN.
2. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST CARTERET COUNTY AND NCDOT
STANDARDS AND SPECIFICATIONS.
3. CONTRACTOR SHALL NOTIFY 'NORTH CAROLINA ONE CALL- (1-000-632-4949) AT LEAST 48 HOURS
PRIOR TO BEGINNING CONSTRUCTION OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. CONTRACTOR
TO CONTACT ANY LOCAL UTIUTIES THAT PROVIDE THEIR OWN LOCATOR SERVICES INDEPENDENT OF 'NORTH
CAROLINA ONE CALL".
4. PRIOR TO BEGINNING CONSTRUCTION, 'ME GENERAL CONTRACTOR SHALL SCHEDULE AND ATTEND A
PRECONSTRUCTION CONFERENCE WITH CARTERET COUNTY, IF REQUESTED. ALONG WITH A REPRESENTATIVE
OF THE OWNER.
5. CONSTRUCTION MAINTENANCE AND REMOVAL OF A EROSION N S ALL CONTROL DEVICE ARE THE
RESPONSIBILITY OF THE GENERAL CONTRACTOR.
6. EXISTING UTILITIES AND STRUCTURES SHOWN. BOTH UNDERGROUND AND ABOVE GROUND, ARE BASED ON
A FIELD SURVEY AND THE BEST AVAILABLE RECORD DRAWINGS. THE CONTRACTOR SHALL VERIFY FIELD
CONDITIONS PRIOR TO BEGINNING RELATED CONSTRUCTION. ANY DISCREPANCIES SHALL BE REPORTED TO
THE OWNER'S REPRESENTATIVE IMMEDIATELY.
7. SOIL UNDER BUILDINGS, PAVED AREAS AND WITHIN SLOPES GREATER THAN 3:1 (H:V) SHALL BE
APPROVED, PLACED AND COMPACTED AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. ',.HESE SOILS
SHALL BE COMPACTED TO THE STANDARD PROCTOR MAXIMUM DRY DENSITY UNLESS OTHERWISE
RECOMMENDED BY THE GEOTECHNICAL ENGINEER.
8. THERE ARE WETLANDS WITHIN THIS SITE IT IS THE OWNER'S RESPONSIBILITY FOR WETLANDS
JURISDICTION AND DISTURBANCE PRIOR TO ANY GRADING ACTIVITY.THE RETAINING WALL ALIGNMENTS
SHOWN ON THESE PLANS DEPICT THE LOCATION OF THE FRONT FACE OF THE RETAINING WALLS AT THE
BOTTOM.
9. RETAINING WALLS ARE TO BE DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHA..L BE THE
CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED ENGINEER
AND GAIN ALL REQUIRED PERMITS NECESSARY FOR THE CONSTRUCTION OF THE RETAINING WALLS.
10. RETAINING WALLS SHALL BE ASSUMED TO BE BACKFlLLED WITH OFF -SITE BORROW MATERIAL OR
PROCESSED FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE GEOTECHNl
ENGINEER AND THE RETAINING WALL DESIGNER THAT READILY AVAILABLE ON -SITE SOILS CAN BE USED.
11. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE
ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE
FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION DRAWINGS.
STORM DRAINAGE NOTES:
1. ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS III REINFORCED CONCRETE (RCP) UNLESS NOTED
OTHERWISE.
2. ALL STORM DRAINAGE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CARTERET COUNTY AND
NCOOT STANDARDS.
3. ALL CONCRETE SHALL MEET A MINIMUM 3000 PSI COMPRESSIVE STRENGTH.
4. ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN WITH INSIDE WALL
5. ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT SEALER. WHICH CONFORMS TO AASHTO
SPECIFICATION M-198 FOR TYPE B FLEXIBLE PLASTIC GASKETS UNLESS OTHERWISE NOTED.
6. THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES SHALL BE POINTED UP ANT SMOOTHED
TO AN ACCEPTABLE STANDARD USING MORTAR MIXED TO MANUFACTURER'S SPECIFICATIONS.
7. ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE. FREE FROM ROOTS. VEGETATION MITTER, WASTE
CONSTRUCTION MATERIAL OR OTHER OBJECTIONABLE MATERIAL SAID MATERIAL SHALL 6E CAPABLE OF
BEING COMPACTED BY MECHANICAL MEANS AND SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE IN A
PLASTIC MANNER UNDER THE TAMPING BLOWS OR PROOF ROWING.
B. MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE AS UNSUITABLE FOR BACKFILL PURPOSES SHALL
BE REMOVED AND REPLACED WITH SUITABLE MATERIAL
9. BACKFILUNG OF TRENCHES SHALL BE ACCOMPUSHED IMMEDIATELY AFTER PIPE IS LAID. THE FILL
AROUND THE PIPE SHALL BE THOROUGHLY COMPACTED TO 95 % OF THE MAXIMUM DRY DENSITY
OBTAINABLE WITH THE STANDARD PROCTOR TEST. THE TOP EIGHT (8) INCHES SHALL BE COMPACTED TO
100 PERCENT STANDARD PROCTOR.
10. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN UNBACKFILLED TRENCHES AFTER
PIPE HAS BEEN PLACED.
HALL, HAZEq C
II PIN # 6336048203,
RETAINING W!I4LL 0.413 AC
(DESIGN BYIOTHERS)
HVMP LLC, D/B/A
PIN # 633604922450
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PIN # 633604829527
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NOTE:
ADJACENT PROPERTY OWNERS AS
LISTED ON CARTERET COUNTY GIS.
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1. 404 WETLANDS CANNOT BE DISTURBED WITHOUT A PERMIT FROM THE U.S.
ARMY CORPS OF ENGINEERS.
2. FOR 404 WETLAND DELINEATION, SEE PLAT ON FILE AT U.S. ARMY CORPS OF
ENGINEERS.
3. FLOOD HAZARD DETERMINATION AND 100 YEAR FLOOD LINE ON THIS PLAT IS
AS PROVIDED BY SURVEYOR OF RECORD.
4. ALL BUILDING FINISH FLOOR ELEVATIONS SHALL BE MINIMUM 2' ABOVE
FLOODPLAIN ELEVATION
5. ALL WATER LINES (FIRE AND DOMESTIC) SHALL BE PRIVATE AND CONNECT TO
THE 12" MAIIN ON SOUTH SIDE OF NC HIGHWAY 24.
6. WATER SERVICE IS PROVIDED BY THE WEST CARTERET COUNTY WATER
COORPORATION, AND CONNECTION TO THEIR 12" WATERLINE SHALL REQUIRE
PROPER APPLICATIONS.
7. A DRIVEWAY AND ENCROACHMENT PERMITS SHALL BE REQUIRED FOR WORK
WITHIN THE NC HIGHWAY 24 RIGHTS -OF -WAY.
8. A STORMWATER MANAGEMENT PERMIT SHALL BE REQUIRED FROM NCDENR DWQ.
9. SANITARY SEWER SERVICE SAHLL BE PROVIDED BY USE OF SEPTIC TANK AND
PUMP STATION DISCHARGING INTO AN ON -SITE SEPTIC FIELD. THE SEWER
SYSTEM SHALL BE PERMITTED THROUGH THE CARTERET COUNTY HEALTH
DEPARTMENT.
10. EROSION CONTROL SHALL BE PERMITTED THROUGH THE NCDENR.
11. SITE ACCESS AND PARKING SHALL CONFORM TO THE N.C. ACCESSIBILITY CODE.
SITE LEGEND
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SCALE: 1 "=100,
DATE: 09-29-08
SHEET N0.
C-2
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DATE: 09-29-08
SHEET NO.
C-3
MCADAMS

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\ a / / I -- - _- ---- --- - _
\ _.._, - .> �j1 I / / // 1 / `I i 1 ::�.::•• NII++`` I "•:/- I//// f
a oo - \ I I oG 30.88 1 } // STORMWATER
(�• o / / :I I I I I \ _;I. .3_2- _-_.. 00 .__ _I - �► __ �"S�/.- .+=- _�_�-. . , --_ t=20� .b`�°...... _ ./s 'S' \`/ �I1�\w '�MA_N_lA_G_EM_ENT l _ STORMWATER
o MANAGEMENTPON #1 POND #2
3013 C0RT
65�
}6 E
\
I/ el 1 \;\, '_7979
` /FES A { 1
I I SALE ----
12'L x 9'W x9" THICK
CLASS A RIP -RAP
I 70 LF 15" RCP
® 1.14%
` gg{00
✓ 74.3f�
R 7oG°
3002
25.50
C� RT
/ I Ill \ m - LD' to \°In
zz-r \ _
I P' �a t, \ �12
I 6+00 _743s 9 79 45' * 630
279D R 3 �o i \ I,k+oG ) 0 oo oo' �SiMALf m LP \ 28.80 0�- -�� - SWALE-oo +---oT---r- In27.00L/ 26 0 11 \ 26. 0 I 3396+ r 29.96 - - LD ALE \ SWALE ,,,ULVERT - - - -
TEMPORARY LINER f !
WITH STRAW NET
IN SWALE
--
1
1
1
1
�
I -I
a+
1
1---L---------
1
�
1
0
1
11 i
I
E-4
d
1
I
NI
1
1
I
1
,-I
1
�
1
1
�y
�
1
(�
_
1 T /24.88 T
Q,
B/C=24.38 B,
r B/C=27
l _ T/C=
---- B/C=
i 77 1, ! \ \
WHALEY LANE
-----------------------
i5 i - -
'6
1
1 27.05
N1=�SEPTIC
j-- -- --'
24.40
SWALE
RETAINING WALL
T W=24 90 _ WHALEY LANE _ (DESIGN BY OTHERS)
// - --
B/W=11 50 _ _._ __ ---- -- \
------INV:11.00 10 � > T
111 - ULVERT /// / B.
(� 26 20
i
\ VALLEY ` 2510 F. T i
25.00 INV=24.90 1 �- F.F.
F.F, \ /\
\ VALLEY 1 `
iNV=24-90 1 ��
iIrr� �I
�11/111j1111�11\ -
�j1111i11�111�.
�11
-7 VALLEY
0 ii 6 �
�� 00
T W=25.A0
B/W=10.50
12'L x 9'W x9" THICK
CLASS A RIP -RAP
76 T
hil
I LE SWA E
LO
-^-+- I 25.00 26.40 1 '--ec- 27 30 - - -� - - - - - - - - - - -
1 CULVERT SWALE SWALE
40 LF 0.50% " RCP W/FES CLASS A RIP -RAP
THICK
CHECK DAM (TYP) TEMPORARY LINER
WITH STRAW NET
IN SWALE
31'5 LF 15" RCP
® 0.50%---------------
T 1 - - _ T C=25.00 - -_T-C24.85
a1C-9a ce
RETAINING WALL
(DESIGN BY OTHERS)
240 LF 18" RCP
61
1
----=-----------------------------� Er
F�1
1W
0
--=1.69 30.50 O
la 1 W
�20+00 HP _ S 5'39'10" E
�"� � 452.49' 30.01
-- r
r l a
Txl
27' S ALE
1
tALE
r\ 1
LD
Lo
-�
TEMPORARY LINER 1
WITH STRAW NET
IN SWALE
TEMPORARY INLET
PROTECTION (TYP)
T C=23.63 1
B/Ct23.13 1
5 LF 24" RCP
® 0.00% ---------------------------1
-------- -------------- ---------------- - ------------- - 1
------ --- - -- ---
_ _ SEE STORMWATER
SHEETS FOR PIPE �JB72- T C=24.88 1 F
�$ DETAILS B/C=23.63 B/C=24.38CE W
_-3 s-7�0' D' E _- - 23.8 2A /W=15.0 B�CW_14.00 4.62 O
Y, 23.25 586.10 \
r25.00 =2o0.uu
T C=$4.73
24.68
B/C=2,4.40
24.90
VALLEY
24.90
4.76
F.G. 15" RCP
25.40 ®O.SQ%
`V=24.4
" �-
F.G.
-
F.F.
40 LF 15" RCP
��
04N�
%
Q 0,50CA
25.3
_•
pIt- \�
PROPOSED CHURCH
EXPANSE \\j
d\
\
m
FINISH FLOOR:
25.40
AREA
ON UR
75 LF 6" PVC
\:. 25.60
RD-1 1.86%
I
25.50 .'
� _
`�
VALLEY
PRA
F.F. - INV=24.9
SWALE "
I i
TEMPORARY LINER SEPTIC PUMP SEPTIC TANK
WITH STRAW NET TO FIELD
IN SWALE
CHECK DAM (TYP)
1
1
1 1 ;
1
I I �
I �
'W=26.00
/W=10.00 -�}�. \- ------
-e►-- -- es - - _ - - 1 - l � /
-VALLEY ` JJ 1 Ill
INV=26.10 lol
C 9 \t- VALLEY
{
T W=26SF
- t �.} a a ---h- ----------'
1
I �
1 i i
TEMPORARY LINER
WITH STRAW NET
IN SWALE
I �
40 LF 15" RCP•
® 0.50% \
STORMWATER \
MANAGEMENT \
POND #3
5'L x 3.75'W x9" TH
PROPOSED CLASS A RIP -RAP
GAZEBO 5'L x 3.75'W 0" TH
CLASS A RIP -RAP
FES-1
FES-4
JB-7
SEE STORMWATER
INV = 17.00
RIM = 24.30
PLANS FOR DETAILS
INV IN = 20.75
INV IN = 21.50(RD)
INV OUT= 20.50
FES-5
INV = 17.00
JB-2
RIM = 23.88
SEE STORMWATER
PLANS FOR DETAILS
RIM 2 .
RIM = 5
T/C= 2375
INV IN = 17.20
=
IM = 24.08
RIM
T/C= 24.58
CB-3
RIM = 23.25
INV OUT= 17.20
INV OUT= 20.83
T/C= 23.75
INV OUT= 17.20
INV IN = 17.20
RD-1
CB-8
INV OUT= 17.20
INV OUT = 22.50
RIM = 25.59
INV OUT= 17.20
T/C= 26.09
INV OUT= 22.34
NOTE: ALL ROOF DRAINAGE MUST BE DIRECTED TO THE
STORMWATER MANAGEMENT SYSTEM AND CANNOT LEAVE
THE SITE PRIOR TO GOING THROUGH THE SYSTEM.
GRADING LEGEND
CA FLARED END SECTION
m CATCH BASIN
• STORM ROOF -DRAIN
-�-- DRAINAGE FLOW ARROW
O JUNCTION BOX
T C=25.5C TOP & BOTTOM CURB ELEVATIONS
B/C=25.00
TW=22.00 -TOP OF WALL ELEVATION
BW=11.00 -BOTTOM OF WALL ELEVATION
(NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION)
250.60 SPOT ELEVATION
0 INLET PROTECTION
gino CHECK DAM
STORM SEWER
-SF -SF -SF- SILT FENCE
LD LD LIMITS OF DISTURBANCE
25 5' CONTOUR
22 1' CONTOUR
25 - - - EXISTING 5' CONTOUR
------22---- ----- EXISTING 1' CONTOUR
0
Off° "1o> ° �o CONSTRUCTION ENTRANCE/EXIT
i
!ss all) atvs w
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
INAL DRAWING - NOT RELEASED FOR CONSTRUCTION
E
z z
W Q
W
W
1� E
r O �O.1 V
6
0 O
z z M
MW Z
h�l a E"'
� x
to C
Qi W
W �
z a
W
1
JIICAR''��
' F D. BP,'?-
Ul
z
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00
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a
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a�z
oZ
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w z
z
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F� O
O
a
a zz o
z EE4 v z
z °a
0 °
ii
W
0�
m
PROJECT No- TMS-08000
EILENAmE: TMS08000-Gl
DESIGNED DY: DDB
DRAWN RY: KAM
SCALE: 1 "=40'
DATE: 09-29-08
SHEET N0.
C-4
MCADAMS

----------------------------
_ _ - _ L_74 k0 ✓ / STORMWATER
fi WATER W/L FOR FIRE R` MANAGEMENT
6( METER o POND #1
: ry 3 1S3
. R30.0 _ o
14+00
j
� 1
I
k
I CULVERT
INV.=2jF.80
STORMWATER
MANAGEMENT
i POND #2
WHALEY LANE
M
+
-18" STANDARD
OJLVERT
IN V.=25.50
CO
CURB & GUTTER
F
i
a
(TYP.)
�.
N
R5.0 gg
It
19+00
%.08" W/L
FOR FIRE
"'
(TYP.)
1U.0 (TYP.)
f20.0
R5.0
10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00
40 0 20 40 80
1 inch = 40 ft.
-'*'2
19+50 20+00 20+50 21+00 21+50 22+00
FTNAT. T)RAWTNC — NOT RRT.FARRT) FOR CnN.RTRTT( TTON
6
OWNER:
HVMP, L.L.C.
c/o CLINT ROUTSON
1001 COLLEGE COURT
NEW BERN, NORTH CAROLINA 28562
THE JOHN R. McADAMS
COMPANY, INC.
"""'��
*%` . N CA "'�--.
,.TMSO8000—P1.DWG
; z° of
Q ` ,
=
(�
'� I N6� o���c
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"���""
PROJECT
°' TMS-08000
UTILITY PLAN & PROFILE
STA. 10+00 THRU STA. 22+00
BOGUE SOUND CHURCH
TRACT 14 of the VERNON B. TAYLOR LOTS SUBDIVISION
MOREHEAD TWP, CAR'i'ERET COUNTY, NORTH CAROLINA
SHEET NO.
P— 1
5
FILENAME:
4
DESIGNED BY:
DDB
McADAMS
3
DRAWN BY:
KA
ENGINEERS ■PLANNERS ■SURVEYORS ■ENVIRONMENTAL
2
RORIZ. SCALE: 1' 40'
RESEARCH TRIANGLE PARK ■ CHARLOTTE ■ WH.MINGTON
800-733-5646 ■ www.jobnrmeadams.com
PRIM' DATE:
i
VERT. SCALE:
1" = 4'
REVISIONS
DATE
DATE:
09-29-08
i

I
II
aI
E--€
WI
C/Y211100
6" W/L FOR
'---------------a
- ---- ----
xI
- - ---- ---- ,
_
- --- --
RESERVE SEPTIC
FIELD
i
RECREAION CO RT
FORCE MAIN
SEPTIC PUMP
TO FIELD
TANK
RETAINING WALL
Gyti -- -- - ---_--.._._------
(DESIGN BY OTHERS)
CULVERT
INV.=11.00
�1+uu+
-
q
30
,
j
CULVERT
i
INV.=11.50
\
€
` S T26'34' E
10.19, 1
CANOPY AREA
i
EXISTING 50'
€
WETLAND BUFFER
'
€
€
I
I
It
Nxl�_.._-------__ . ....._
--..------ -----------
EXISTING WETLAND
RETAINING
WALL
i
f
-
(DESIGN BY OTHERS) r
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
40
45
35
--
_
-40
LOW
POINT STA = 23+
0.00
"
k
LOW
POINT ELEV = 25.77
'13VI
STA =23+00.00
30
PVI ELEV: = 26.02
__..
-
-A.D. 1..49�..--_
-__ �_..
-:-
. _-_..-_.
T
-
LOW
POINT STA = 29+
_ ..�
0 33
L-
_-
_ -
--
35
_._,..�,....
K 66.96
r"""
j.
Inna
^
-
I
s
_
?
LOWPOINT
ELEV = 23.25
g
VI STA =E 29+00.0
PVI FIFO- 93 Onp
A.D. =I 1.007
a
o
-
_19934
0
0
V.G. = =0.00'
_
_
+
NQ
S
N
�
.
--
€
V a
II
30
;
.
--__d
�
_ _—
UWato
OpU
E
?
EXISTING GRADE
>
uj
6i
20
I
,
_
_
.
PROPOSED GRADE
m
—
— — —
— —
0
-
--
I
<
.50%
'
-
3' MIN.
r
6,,
W L
'
-
15 I
- -20
i
10
I
I
N
I15
S
---
t
s
—
CULVERT
_
I
1
€
i
5
s
€
r
,10
E
3
1
e
r
Ii
8
,
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Rm1 ppp
m
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-<
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PIH M
Nj
17 Ih
': MI
MI MI
IN
;N
3N
3N
:N ,1N
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3N
22+00 22+50 23+UU 23+5U Z4+UU Z4+Du LD+UU LOtOV ZotUU Lo+Dv Z/+UU Z/+5U 2u+00 L25+5U Za+Uu La+DU SU+UU 15U+50 31+UO 31+50 32+00 32+50 33+00
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
OWNER:
HVMP, L.L.C.
c/o CLINT ROUTSON
1001 COLLEGE COURT
NEW BERN, NORTH CAROLINA 28562
I
THE JOHN R. MCADAMS
COMPANY, INC.
�.••"""I ,,
��,.``��CN CA �''•,,
: �� F ��
_ _
s5�
F G I NER�����.�
'�.,,,D€BP•�.•`
PROJECT NO. TMS-08000
UTILITY PLAN &PROFILE
STA. 22+00 THRU STA. 32+82.68
BOGUE SOUND CHURCH
TRACT 14 of the VERNON B. TAYLOR LOTS SUBDIVISION
TWP CARTERET COUNTY NORTH CAROLIlVA
•
s>D;ET NO. �-�
McADAMS
5
FILENAW: TMS08000-P1.DWG
4
DESIGNED BY:
DAB
3
DRAWN BY:
KAM
ENGINEERS ■PLANNERS •SURVEYORS ■ENVIRONMENTAL
2
RESEARCH TRIANGLE PARK ■ CHARLOTTE ■ WILMINGTON
800-733-5646■wwwjobnrmeadams.com
RORIZ. SCALE: 1 " = 40'
PRINT DATE:
1
PERT. SCALE: 1 .. = 4•
9:MORFHEAD
REVISIONS
DATE
DATE:
09-29-08

J
24' DRIVEWAY
ti 12' 12' ¢
a
3
1.5% 1.5%
2" 1-2 ASPHALT ON 7"
COMPACTED ABC STONE
DRIVEWAY CROSS --SECTION
(STATION 10+50 THRU 12+50)
N. T. S.
24' DRIVEWAY
12' 12' a
2
a
18" CURB AND
GUTTER (TYP) 1.5%
1.5% r-
2" 1-2 ASPHALT ON 7"
COMPACTED ABC STONE
DRIVEWAY CROSS-SECTION
(STATION 12+50 THRU 17+45)
- N.T.S.
NOTE:
ALL PAVEMENT SECTIONS TO BE
VERIFIED AND INCREASED AS
NECESSARY BY GEOTECH ENGINEER
24' DRIVEWAY
20' PARKING I 12' 1220' PARKING
a w w
a g 1.5%
16" CURB AND tw,o z 1.5% w r
GUTTER (TYP) o S 1.5% o r
1.5%--
r
2" 1-2 ASPHALT ON 7"
COMPACTED ABC STONE
DRIVEWAY CROSS-SECTION
(STATION 17+45 THRU 20+00)
N.T.S.
24' DRIVEWAY
20' PARKING 12' � 1 12' 20' PARKING
r
w z w w
1.5% 0 3 > w 3
w
1.5% m 1.5%
2" 1-2 ASPHALT ON 7"
COMPACTED ..3C STONE
DRIVEWAY CROSS-SECTION
(STATION 20+00 THRU 22+50)
N.T.S.
24' DRIVEWAY
12' 12' a
w < N
18" CURB AND w w
GUTTER (TYP) 1.5%
1.5% f-
2" 1-2 ASPHALT ON 7"
COMPACTED ABC STONE
DRIVEWAY CROSS-SECTION
(STATION 22+90 THRU 23+25)
N.T.S.
24' DRIVEWAY
m
12 12
U
w ¢ w w
a 18" CURB AND w c2 Z
w G� 1.5% w 3
1.5% c �"'--
-r
2 I-2 ASPHALT ON 7
COMPACTED ABC S'iONE
DRIVEWAY CROSS-SECTION
(STATION 23+25 THRU 25+50)
N.T.S. - -
1.5%
20' PARKING
w
P/_ta
r7
M
PENALTY
$250
VAN ACCESSIBLE SIGN
9"H x 12"W
R7-8F - SEE SITE PLAN
FOR LOCATION
1/4" DIA. X 2 1/2" LONG
TRUSS HEAD GALVANIZED
BOLTS THRU SIGN
AND POST, TOP AND
BOTTOM
1/2' HELVETICA MEDIUM
METAL SIGN 1B"H x 12' W
R7-BD. NOTE: SIGN R7-8E MAY
BE USED IN PLACE OF SIGN R7-8/R7-SD
COLORS -
-LETTERS, BORDERS AND
ARROWS - GREEN
HANDICAP SYMBOL - WHITE
ON BLUE BACKGROUND
BACKGROUND - WHITE
9"H x 12"W
2" STEEL TUBE POST
PAINT FLAT BLACK
RUSTOLEUM - 2 COATS
NOTE: FURNISH AND INSTALL
AT EACH PARKING SPACE
MARKED H.C. ON SITE
PLAN
GRADE
SET POST IN 12" DIAMETER
°
BY 12' DEEP CONCRETE
FOOTING
NOTE: FOR THIS APPUCAT10N
—VAN
VAN ACCESSIBLE SIGN
THE SIGN MAY BE MOUNTED ON
REQUIRED)
A POST, THE BUILDING FACE.
TYPE R7-8 SIGNS
A COLUMN OR OTHER FIXED
,-�
�APPROVED FOR USE
MOUNTING SURFACE.
5'-0"
ACCESSIBLE PARKING SPACE SIGN
NOTES (FROM NCD❑T DETAIL 848.01)1
HEIGHT TO BOTTOM OF SIGN
WHEN PEDESTRIAN PATH
FROM CAR DOES NOT PASS
BY OR UNDER THE SIGN.
VAN ACCESSIBLE SIGN
�----(AS REQUIRED)
TYPE R7-8 SIGNS
'-�APPROVED FOR USE
HEIGHT TO BOTTOM OF SIGN
WHEN PEDESTRIAN PATH
FROM CAR TO WALK PASSES
BY OR UNDER THE SIGN.
STANDARD SIDEWALK WIDTH SHALL BE 5' AND
THICKNESS (T) SHALL BE 4' UNLESS ❑THERWISE
DENOTED ON PLANS OR ATTACHED TOWN OF SHALL❑TTE
STANDARDS,
A GROOVE JOINT i' DEEP WITH 1/8' RADII SHALL BE
REQUIRED IN THE CONCRETE SIDEWALK AT 5'
INTERVALS, ONE 1/2' EXPANSI❑N J❑INT WILL BE
REQUIRED AT 50' INTERVALS, A 1/2' EXPANSION J❑INT
WILL BE REQUIRED WHERE THE SIDEWALK JOINS ANY
RIGID STRUCTURE,
1/8' RAD SURFACE OF
J❑INT SEALER SIDEWALK
•I . ; . f• . ♦ . f• . ; . f . . . f .. . f . . . f .. • . I . . f .
112' J❑INT WIDTH I� JOINT FILLER
T = SIDEWALK THICKNESS
TRANSVERSE EXPANSI❑N J❑INT
IN SIDEWALK — NCD❑T 848.01
w1" 1/�/Fr
PROPOSED
1/2' EXPANSION JOINT
r-
.7
CONCRETE
SIDEWALK
NO SLOPE TO EXCEED
2.0% WITHIN ACCESSIBLE
T/ASPHALT TO BE FLUSH
SLOPE PER PLAN
PARKING AREA
WITH T/CONCRETE
16' ACCESS
I U A DLNS1 I Y ❑F NU
-III-III-III—� I —III- I- PROP,
ASPHALT I
J
LESS THAN 95%
--:—I—I i (SEE
SITE PLAN FOR
B' B'
s
(UNLESS DIRECTED
SIZE
AND TYPE)
'a
<
OTHERWISE BY GE❑TECH
18" CURB AND w
�
w
❑N SITE)
DETAILS SH❑WING J❑INTS
IN
GUTTER (TYP)� 0 1.5%
r
CONCRETE SIDEWALK
.
RETAINING
WALL-TYP. RETAINING
2" 1-2 ASPHALT ON 7" WALL-TYP.
COMPACTED ABC STONE
DRIVEWAY CROSS-SECTION 3'7
M,
(STATION 26+50 THRU 32+50)
N.T.S.
COMPACTED FILL i
CANOPY AREA D� I� 6
ROOF SUPPORTPPORTAND---,,,,,,
18" W X 6" D VALLEY
CURB FOR ROOF DRAIN
COLLECTION
R
RETAINING WALL
(DESIGN BY OTHERS)
CROSS SECTION A -A
SWALE
CURB -DROP DETAIL (STANDARD CURB)
CONTRACTION JOINTS SHALL BE SPACED AT 10 FOOT INTERVALS. EXCEPT THAT A 15 FOOT
SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN SATISFACTORY SUPPORT FOR
THE FACE FORM CAN BE OBTAINED WITHOUT THE USE OF TEMPLATES AT 10 FOOT INTERVALS.
JOINT SPACING MAY BE ALTERED BY THE ENGINEER TO PREVENT UNCONTROLLED CRACKING.
CONTRACTION JOINTS MAY BE INSTALLED BY THE USE OF TEMPLATES OR FORMED BY OTHER
APPROVED METHODS WHERE SUCH JOINTS ARE NOT FORMED BY TEMPLATES, A MINIMUM
DEPTH OF 11" SHALL BE MAINTAINED.
CONCRETE FOR CURBING SHALL HAVE A MINIMUM COMPRESSION STRENGTH OF 3000 PSI AT
28 DAYS MIN.
ALL CONTRACTION JOINTS SHALL BE FILLED WITH JOINT FILLER.
JOINTS SHALL MATCH LOCATIONS WITH JOINT IN ABUTTING SIDEWALK.
EXPANSION JOINTS SHALL BE SPACED AT 30 FOOT INTERVALS AND ADJACENT TO ALL RIGID
OBJECTS.
PAVEMENT
�j SLOPE 1/2":1 FOOT
CATCHING 18'I CURB AND GUTTER
1/8"
8" RAD.
NO
CONTRACTION JOINTS SHALL BE PLACED AT 10' INTERVALS, EXCEPT THAT A 15' SPACING MAY BE
USED WHEN A MACHINE IS USED OR WHEN SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE
OBTAINED WITHOUT THE USE OF TEMPLATES AT 10* INTERVALS.
18" MEDIAN CURB
2" SQUARE GENERAL SIGNAGE SIGN
STEEL TUBING 1Ell "4 GAUGE BLADE
U ///// C�H AN N EL
6 S p
SINGLE S P
12" POST
(NO EXTENSIONS)
1 - z
GROUND d
OO o I I O I SURFACE
DIA I I 3ja" DIA SIGN
BLADE
Ll
o III -III I-III-11 S P
DIRECT BURY
(NO CONCRETE) z
0
MOUNT
SIGN TO FLANGE STREET MARKER SIGNAGE
FACE OF POLES MAIN ST `O 1-)' RADIUS
200
ALPHABET: FHWA SERIES B VARIABLE
(SEE TABLE 1)
U-CHANNEL STREET MARKER ASSEMBLY
POST BRACKET
FOR FLAT F
BLADE STREET
NAME SIGNS --�
CROSS MOUNT
FOR FLAT
0.080 GAUGE
SIGN BLADE
BLADE STREET
(DOUBLE SIDED)
CROSS MOUNi
0.080 GAUGE NAME SIGNS
FOR FLATT
SIGN BLADE
BLADE STREET
(DOUBLE SIDED)
U-CHANNEL
•�
NAME SIGNS
POST BRACKET
FOR FLAT
BLADE STREET
SIGN DETAIL
NAME SIGNS
NTS
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
WES
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PROJECT No. TMS-08000
FILENAME: TMS08000-D1
DEBIGNEil BY: DDB
DRAWN BY: KAM
"SCALME:
MCADAMS

z z z V1 E
t7m TOP OF FILL TOP OF FILL TGP OF FILL W C) tam OfA =M 13 n z Z
<-0 H¢ `� SE ST➢.NO. 4. �¢ <� Sil �A� �¢ W Q
z QIQ-3 l Z 1'-0 Q¢3 L7 Z I-y viw ~3 z Fzr
A .Z-, 0_'=U Tt HE3AN HACK OF CURB .Z. LL'SLj Ai-,��� 6' E I 0-,M w z
DZ�.�� GROUND LINE H GROUND LINE H 19i0UN0 LINE H LLJal7Z DD -� X GENERAL NOTES L•-J �,W-,Z DED �� #4 BARS 'V' 6' j'-f� 6' WJ��Z /� r
TrPI -N=D �- �'- EDEDay2 .�. A=� CLASS 'B' CONCRETE TO BE USED THROUGHOUT. ED�N= ti LSD UAL A
L1EDDCI F'i m=roar_=Brcur= rrcarsn=rr w_Bavrrr= m�uau_r m=gr�nr= WQ=Li= G1�DF1 ,Pt lo..: .... ,p P 5/ �W -9 �Il/2' I1/2' LJQ�WS 1�1
ALL CATCH BASINS OVER T-6' IN DEPTH TO BE PRO4DE➢ WITH STEPS 1'-2' WQ = LT 70 MfT1 III
S�1Z0 Lj - t- o _ T rar HUQED� = ZDIT'I )' P a:t )' 3' .?. j6'
ON [ENTER. STEPS SHALL BE IN ACCORDANCE WITH ST➢. NO. 840.66. HU QED,�i = ZD 3' HUQEDM
I.O. F< W S0O1� I:. A- 6' ao OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2' KEYWAY OR #4 BAR ➢OVELS AT ¢=H W 2���
^d- MIN. 1/10 OR NIA. 1/10 O.➢. _ ZJ Z'-' :P 12' CENTERS AS DIRECTED BY THE ENGINEER. ZJ Z"
G)�r _ "' 'x U~L_�Q (_7 WF_ iO s °: FORMS ARE TO BE USED FOR THE CONSTRUCTION OF THE BOTTOM SLAB. L� Q (_7=7ur w' N~ Q W
z -ram)=an_rrr nr =1-1" AD N E S SET IN BASE SLAB OR BOX, ADD TO BASE _ AZ m 'r'r >u �� C3 �� F
_ = W Lr- ■
£-I -T- - - °-r y £ ;'P •IF REINFORCED CO CRETE PIP I �ED�� £-0D a c ¢ OED InE+
Ipy,-m�rrr=n =war r= n-r-p- i-u_u- - ,:AS SHOWN ON STD. Nd 840.00. Z DD R a, R a PLCOJ r y r r_rr �rr�rr=rny _rr EARTH Hi �I•P �> v'vr v"^ Hi
MIN. O.D. ROCK OD. 0_•.• �,� .;'?::,•:i,: .:: ,'.u•: ^:q USE TYPE •E', •F' AND 'G' GRATES UNLESS OTHERWISE INDICATED. LL,,.., ��, a J 4 4 � AID WrIEn WITH �� DAM ON STEEP MOM ate, 7 0 ❑❑❑V
to W L10 O.➢. 1/2" PER FOOT OF H W Fa FOR 8'-0' IN HEIGHT OR LESS USE b' WALLS AND BOTTOM SLAB. OVER W F7 ED m ¢ w ¢ W t7
Z O.D. + 4' BUT NOT LESS THAN 12' O.D. • 4' AS DIRECTED HY ENGR.� z SECTION X-X
0.D + 4• T' B TO JUST IN HEIGHT USE 8' WALLS AND BOTTOM SLAB. QUANTITIES a v o J
NOR MORE THAN 24' PLAN TO HE ADJUSTED ACCOR➢`NGLY. W • w !F' W x
NORMAL EARTH FOUNDATION ROCK FOUNDATION UNSUITA LE MATERIAL FOUNDATION STEPS - SID. NO. 840.6 STEPS - ST➢. ND. 840.66 m a, in m
X
PIPE IN TRENCH FRAM R H USE D T N u QI
a
3 TOP OF FILL TOP OF HILL TOP OF FILL z 1'-0' I
Si) EXPANSION bl T- DEPRESSED Q�iDi Lei I a N
rT O M 6' 6 X M PLAN ❑F TOP SLAB SECTION S-S
= z ED H ( cZ ED z r/ LZ-1 ELEVATION STANDARD In 64OD OR 940M ED z W ,Q
O t:j,r, W7OD--
NIA. MIN. O.D. MIN. H MIN. O.D. L� Q E� '.e 6''H F' A W '--' C3rMDN. O.D.�,�._ -- �E' J .P 6• 6 (OVAL CLM AID GITT1OR ON LONNT IRA�S .ZED-._J (Z7 11 i p:\ A P, v, 6'"(� Z - <7-- lGRWND LINE t,/ GROUN➢ LINE f,/ Q N q o' p. ro 70 (RjjER LIIi ((� WT N GROUND LINE IDIO. ITl J� J. °: L ;�. >:' '� Q a ITN 6' E 8 'W' BARS3>,. ., /10 O.D. MIN. 1/10 O.D.i.a!=nr =m=m _ur u?Ju<n�q= ITN Z 6 :o: D .e 6 :P Fl U = ITN Z 4 'V' F7 U
rr ni rr�m rr rrr- SECTION Y-Y 6" ':, i ._ DD I -n- r �nr�n= rn�r= _ u- a=rr _m emu- a _n-m= fY F] C O D 'O ••v. }6 v, Q In C (� D ( hR LSE Q n (Yy d
0 ITN 70 MIN. 1/10 O.D.I _ 0.0. \ ROCK NIA. �D. O.D. M,IN. �D. ¢ -r-I Ej Cn D �7 w. .\.. o. : F: Q U 'o W
d t7 1/2' PER FORT OF H� x/ AS DIRECTED BY EWR_ Q D- p C7 .r'. o °'P'•'✓'. .'P' "r 6. Q J � D L7 FXPARSOON x ¢ U
H am, ° 2' B. 'P 4 v Ca W
BUT NOT LESS THAN t2' Z LLI ty �: Z LJ = ° t7 11/2' Z LIJ = z (4'
D Z C NOR MORE THAN T24'HAN
Q �- END ELEVATION ¢ STMCARD ILL 840M OR 8'10M
(n D NORMAL EARTH FOUNDATION ROCK FOUNDATION UNSUITAPLE MATERIAL FOUNDAT"ON I- = D o: . WHERE 30' TO 36' PIPE IS USED ":: ^:-. I-- H = D ELEVATION ¢ ~ H z
l) L�R1
�``" SECTION J-J n W _ SECTION R-R IODRN. CUO AID Ti1r1ER ON 27W GRADES (n LJ
_ ;w ::P':: SIDE ELEVATION -Q £
D PIPE ABOVE GROUND = O _U bU £ <: � r'T LZy � (U
Z D z �'.,, .. SECTION M-M = U D Z MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE LATCH BASIN = U " W
r APPROVED SUITABLE LOCAL MATERIAL OR SELECT MATERIAL FOR FOUNDATION CONDITIONING (1) L1 :P y7s•v 'r C1 DIMENSIONS OF BOX AND PIPE COVER CU. YDS. CONC. IN HOX CI GENERAL NOTES, AS DIRECTED BY THE ENGINEER. Q (� ` .F,^ Z HI ADD DEDUCTIONS Z
r J HH P J PIPE SPAN WIDTH WIDTH SPAN HEIGHT EIGHT `1mLNSBIN BARS-U BARS-V BARS-W I,
D TI L➢. THE MAXIMUM HORZONTAL INSIDE DIMENSION. PPROVED HACKFILL DR SELECT HACKFILL MATERIAL. WHEN H' IS GREATER THAN 30', 0 -'l J F : J , , , Z D A B C G MIN. Hl H2 E F NO. ENGTH NaENGTH NO. ENGTH TLHSL SLAB B FLOOR vW.Ls ONCL FT.HT. FT.HT. FT.HT. ONE PIPE \\\\\\\111III ,
:': w.
V_J L_LSELECT MATERIAL OF THE APPROPRIATE CLASS SHALL BE USED AS FOLLOWS L7 z ^"P °' L�
O . e :>:'.a :'e y.:. .e M U O C.M. R.C.
O ngrr w-r UNOISTURHED EARTH MATERIAL W H- +'. ' B M 'b� _ LLZj l2' 3'-0• 2'-2' -- -- 2'-3' - - -- -- - -- -- -- -- -- -- 0.235 0.513 0.]46 0.22E -- 1.015 0.032 ♦°,y�`` Ai
0.0. =THE MAXIMUM HORIZONTAL OUTSIDE DIMENSION. _ _ �) a :T1 02c8 I'ZJ ♦♦ 0
SELECT MATERIAL `H' • u',' w F;: A - 15' 3'-0' 2'-2' 2'-6' 0.235 6.583 0. 318 0.228 - 0.023 0.036
E3 H = THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT ALONG THE PIPE W P':'.'v ,,, ABOVE
Z FROM THE TOP OF THE PIPE TO THE TOP OF THE EMBANKMENT AT THAT POINT. CLASS IV OVER 50 FEET e I 18' 3'-0' 2'-2" 3'2' 0.; 0.659 1,00. N[N. Hl 0.228 - 0.033 0.049
¢ 24' 3'-0' 2'-2' 3'-2' 0.235 0.]7a 1.009 0,228 -- O059 0.085
CLASS III OVER 40 FEET THROUGH 50 FEET VIEW WHEN 8' X 6' CURB '� F:' °. o 9 ° _
CLASS It OVER 30 FEET THROUGH 40 FEET IS USED IN PLACE OF HOOD al .C, 30' 3'-0' 2'-2' 3'-4' 3'-4' VAR. 4'-0' 4 1'-5' 2 3'-9' 3 3'-9' 39 0.123 0.321 0.950 1,394 0.271 0,077 0.092 0.127 °I _
THE CLASS OF SELECT MATERIAL TO BE USED FOR AN INDIVIDUAL PIPE INSTALLATION WILL :° °:' (- 36' 3'-0' 2'-2' 3'-10' 3'-8' VAR. t'-8' 4'-0' 4 1'-11• 3 3'-9' 3 3'-9' 43 Od61 0.358 1.154 1.673 0.290 0.0T/ 0.132 0.178 L _
BE BASED ON THE MAXtHUM'H' WHICH OCCURS ALONG THE PIPE INSTALLATION. A HIGHER CLASS F: ;':a F: :':`° T :°a. L ': •"° a: P':+o, :P':�✓' 42• T-0- 2'-2' 4'-5' 4'-4' VAR. 1'-3' 3'-2" 4 1'-8' 2 2'-11' 3 2'-11' 32 0.112 0.336 1.3I5 l.]45 O'N28 0.281 O.LBS 0.180 0.243 65� _
SELECT MATERIAL, "DT TO EXCEED CLASS IV. MAY BE USED IN LIEU OF CLASS II OR III. 48' 3'-0' 2'-2' S'-0" 4'-10" VAR. 2'-0' 3'-2' 4 2'-3- 3 2'-11• 3 2'-11" 35 0,145 0.352 1.54n 2.05] 0.302 O.OBS 0.235 0.3V
SELECT MATERIAL WILL NOT BE REQUIRE➢ AROUND THOSE PORTIONS OF AN INDIVIDUAL 54• 3'-0' 2'-2' S'-]' S'-4' VAR. 2'-7' 3'-2• 4 2'-10' 5 2'-11• 3 2'-11' 41 0.180 0.386 1,826 2.392 0.32a O.OBS 0.297 0.401
SHEET 1n OF PIPE INSTALLATION LOCATED UNDER THAT PART OF THE FILL WHERE 'H' IS 30 FEET OR LESS SHEET 1 OFI HEET1 OF2 PLAN PLAN SHEETI DF2 HEET2 OF HEET2 DF2 N� I NEF,F` <(/
3011 Q1 HEAVY EQUIPMENT SHALL NOT BPERATE OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS 300,01 840,02 840,02 840,02 840.02 `` C)�♦°
00 BEEN PROPERLY BACKFILLED AAJ COVERED WITH AT LEAST 3 FEET OF APPROVED MnTERIAL.
STEEL OR WOOD POST
WIRE FABRIC -IT'
STANDARD MANHOLE OD 'J°` GJ f / BURLAP
TOP TO READ "STORM' i � �Ij
\I
-III.- PROVIDE DRAINAGE AWAY FROM THE
li�ll� �I i 0 1= "' EXIT LOCATION TO A SEDIMENT-
oil36' JI III 1- TRAPPING DEVICE.
26"
®yHA MIN_- EXISTING PUBLIC ROAD OR
FwNGA� TAMPED BACKFILL / KEEP A BROOM AND
OTHER OFF -SITE PAVEMENT. N I� SHOVEL CLOSE TO THE
A4 ®6 • I J ) g`I - GROUND LINE E
EXITT CLEAN
STREET.
#9 ®1 OC, � •� 2•}• D@�;j{� ' Stake GRAVEL EXIT Z
2" b� M 6 2 X 4" wood frame + 50' MINIMUM O
12' MINIMUM 4 Do
Do
F a a 1.5' Fabric -� _ - T 1 r.-r
max W
24 DIA e - d - -
° • I 2•r N O 1 4
VAR. As �_ 3
DIRECTED BY THE ENGINEER _ min
(10' MAX.) Buried Fabric IIIII b Cq
s
2 •` / NOTE: THE EXIT LOCATION MUST SLOPE AWAY W
FROM THE STREET OR STEPS MUST BE S IS ADVISABLE TO PROVIDE A
U SEPARATE ENTRANCE EX REDUCE
=7' TAKEN GRADING, DIVERSIONS, ETC. TO
( TRAFFIC ACROSS THE EXIT AND
qP PREVENT RUNOFF FLOWING INTO THESTREET. a Z
WEAR AND MAINTENANCE.
U��a
h �d U0�5 10 GA. 12 1/2 GA. Drop with inlet ((5 T
LINE WIRE RE with grate I -III 1 a O O �O'
a2 -Frame V min W U
W III -I E-+ a E-,
FL wCP ti11y,1y, 11 4 Ir=1N�N�I�IN=I I� III=III=II IIrnIL JIB �JI... =III=III= S� I III-,3 Gl,, Z o W.
e ° 36
e'14
{�1r z
SOPS 0 I!i o {?1 t �, 8" LAYER OF 2-3" WASHED STONE
(NO Sntl L1 /I-i 0! a LLYY]] Gather x p z
" k O w s excess joqnon
,,.( Ri
•° 6' 0Q], M. ,� r, ^ at corners PKI
AIL
memo=NOTES: ( z
(1) FENCE FABRIC SHALL BE A MINIMUM OF 32 INCHES IN WIDTH W
AND SHALL HAVE A MINIMUM OF 6 LINE WIRES WITH 12" z
8" FOUNDATION OF COMPACTED
PILL STAY SPACING. CRUSHER RUN STONE 0
Ot
(2) BURLAP SHALL BE HALL OZ. WEIGHT AND A MINIMUM OF 32" INSTALLATION OF FABRIC AND
IN WIDTH. BURLAP SHALL BE FASTENED ADEQUATELY TO THE
00T FABRICS AS DIRECTED BY THE ENGINEER.
(3) STEEL POSTS SHALL BE 5'0" IN HEIGHT AND BE OF THE SELF- SUPPORTING FRAME SECTION "A -A"
FASTENER ANGLE STEEL TYPE.
FDRNep (4) WOOD POST SHALL BE 5 TO 6 FEET IN HEIGHT AND 3 TO 4 INCHES FOR INLET PROTECTION.IN O
GO�CRE 0L INERT NOTILESS�THEN #9 WIRER. WIRE IC SHALL STAPLES 6E1/2"TLONG,NED TO WOODEN ,^
0 Vs
0 WAYS (eSnMRIA Ito 1%,TILL CONSTRUCTION ENTRANCE/EXIT A
Z, DETAIL OF TEMPORARY SILT FENCE n%
JUNCTION BOX WITH INTERNAL WEIR) SCALE: NITS hh++�'�11 m
NTS If---;+
Z {D
NOTES. d� 4'IENDWALL �6' F-
1. FOUNDATION: WHERE THE TRENCH BOTTOM IS < z LQpf MIN, ¢Q �a
UNSTABLE, THE CONTRACTOR SHALL EXCAVATE 7),( ME3 �'- FES ZH3 \a^[`
TO A DEPTH REWIRED BY THE ENGINEER AND D�'I 70,vI `i•'I `{" _� =U
REPLACE WITH A FOUNDATION OF CLASS I OR II (-'Z I / WJED `
MATERIAL AS DEFINED IN ASIM D2321, "STANDARD" .m-i -0=D r / �' - Y Lap°-=Z / Z ^
PRACTICE FOR INSTALLATION OF THERMOPLASTIC OIEDD(�f9 W QZ = V F-1
PIPE FOR SEWERS AND OTHER GRAVITY -FLOW 2�ZD FES FILL / F 6' HUQW17 �- EXISTING SLOPES
APPLICATIONSDI LATEST EDITION: AS AN ALTERNATIVE =fUr3ED $LQP LEI/ Q d.EDL'i
AND AT 'ME DISCRETION OF THE ENGINEER, THE Z,��EDTI f LINE=HZJ R In II I�IC Q
TRENCH BOTTOM MAY BE STABILIZED USING A Mr- - _ (qHED o - ggI -I
WOVEN GEOTEXTILE FABRIC. =DZ RCP \ / ZH>LL. - VARIES 1 ggrITI F
2. BEDDING: SUITABLE MATERIAL SHALL BE CUSS I. £_iD W EDED�:�'
IE-
11 OR III AND INSTALLED AS REQUIRED IN ASTM D -
D2321, LATEST EDITION. U0 INSTALLATION SECTION VIEW ¢ W � TI)' I T E'I
UNLESS `ITHERWISE SPECIFIED BY THE ENGINEER, NED J C] W ENDWALL D-q 0 O Q
MINIMUM BEDDING THICKNESS SHAL BE 6' FOR z PREFERRED METHOD OF FILL SLOPE PLACEMENT W a
GROUND SURFACE 4"-48" HIGH DENSITY POLYETHYLENE w o NOTE: HEIGHT AND WIDTH DETERMINED
PIPE (HOPE). W P- rn irs WASHED BY EXISTING TOPOGRAPHY AND � z
2a. HAUNCHING BACKFILL: SUITABLE MATERIAL SHALL L3 ¢ L7 VARIES - STONE SEDIMENT STORAGE REQUIRED.
BE CUSS I OR II MATERIAL (CUSS 57 OR 67 STONE END CONFIGURATION
RECOMMENDED) PLACED FROM BEDDING TO THE SEE NOTES W H MIN. MIN. 1 II, KEYED KEY RIP RAP INTO THE DAM
SPRINGUNE OF THE PIPE
3. 1dITIAL BACKFILL: SUITABLE MATERIAL SHALL BE _ _ I ' , ~ T I EI RIP RAP FOR STABILIZATION. z
FINAL BACKFlLL CLASS „ 11 OR III AND INSTALLED AS REQUIRED IN I'l � I. la Rlgif IE' II IFII II O O W
V ASTM 02321, LATEST EDITION. Z PIPE U X� GENERAL NOTES, o
UNDISTURBED 4. UNLESS OTHERWISE SPECIFIED BY THE ENGINEER, /J -END SECTIONS TO BE USED AS SHOWN BY Rc1
EARTH MINIMUM TRENCH WIDTHS SHALL BE AS FOLLOWS: TI FrI r ID ,L, F' PLANS OR AS DIRECTED BY THE ENGINEER. L" W Z
NOMINALO MIN RECOMMENDED r '-' vi 'B' `C' -ENDWALLS TO USED AS SHOWN BY PLANS 0 LD
1n TRENCH WIDTH, In N Z = ,Er AS DIRECTED BY THE ENGINEER, z W
4 21 -q ____ -CLASS 'B' CONCRETE TO BE USED IN ENDWA ,� �' d C y
' ,•=.+ z-?_... 6 23 Fl E3 (n `G' �- -CHAMFER ALL EXTERIOR CORNERS 1', Q U U I"+
10 26 = t7 �7 D / BACK ` 3j A -FLARED END SECTIONS ARE NORMALLY USED ON Z W d V A
INITIAL BACKFlLL, FS:r?:>'. 1cy� 12 31 °y (7 Z ROf�DS PIPE W PIPES WITH SKEW ANGLES FROM 75' TO SO °Q W U • W �y j�/'y
6"-12" ABOVE TOP:; r'� ;=`-%r� is 34 C m f'l b - - RAT
OF PIPE. •c-;'s t7 A - \ ______ BAR - - _ -_ a F INLET LOCATION
- END IO < U m
%;•:.. •�.H-;• 24 48 A l� N - ."-✓ a�' Q Z #1 RIP RAP
ty OUTLET LOCATION GROOVE ¢ 4-#
.v{ ----SPRING LINE 36 78 - - -- Z U
�• �6 CD (� �___- _ � __ W aP TOP ELE"ATION OF STORM WATER
42 83 (n O ea `E. I ENDWAL - - •K, AR AND/OR Q 0, _ I . - -
HAUNCHING BACKFlLL ,18 B9 H f)l Z y , -, X STEEL FABRIC I-_
Q ~ 3 - #5 WASHED :K'., I MAX
60 102 (-) ENDWALL (n 0 W -.1- -, IE3 STONE �1
C7 £ END VIEW REINFORCEMENT ` '�' 1 1 = VARIES r_4 WWW
5. MINIMUM COVER: MINIMUM RECOMMENDED DEPTHS OF m � 7u PLAN VIEW M fU - O
COVER FOR VARIOUS LIVE LOADING CONDITIONS ARE ~~ z SECTION X-X = Z Q
FTl I�FfLI H RI 1 II -
FOUNDATION SUMMARIZED IN THE FOLLOWING TABLE UNLESS Ll (n '-' J II } [[��
-I '4 RIRIRIgI Igl Imo' '-" rl8lgl IFJIE O i \,,,
OTHERWISE NOTED. ALL DIMENSIONS ARE TAKEN FROM Z Fr1 -9 LL3 W EXISTING SLOPE "-'g'-�I�'� VARIES b THF. TOP OF PIPE TO THE GROUND SURFACE ED DIMENSIONS AND CONCRETE QUANTITIES FOR Elm SECTIONS AND ENDWALLS FLARED END SECTIONS - REINFORCEMENT
SURFACE UVE MIN. RECOMMENDED .Z7 PIPE END SECTSDNS TRAIGHT VALLS (COMM[ DIM. SKEWED ENDWALLS PIPE DIA. OTY. 6 DIM. OF RDDS STEEL #'s FABRIC W
LOADING CONDITION COVER. in LD. A B C E F T G H K L YD7 G L YD7 12, (2) #3x4'-0' SIDE .RODS 3.0 18' 2x8 - w2.1 x w1.7
H25 (FLEXIBLE PAVEMENT) 12 12' 4' 2'-0' 4'-1' 2'-0' 6'-1' 17/B' 1'-2' 1'-6" 0'-9' 4'-4' 0.' 1'-0• 6'-4' 0.2 15, (2) #3x4'-0' SIDE RODS 3.0 18' 2xB - w2.1 x w1.7
M25 (RIGID PAVEMENT) 24 15' 6' 2'-3' 3'-10' 2'-6' 6'-1' l7/B' 1'-2' 1'-6' 0'-9' 4'-30' 0.1 1'-0' 6'-10' 0.2 18' (2) #3x4'-0' SIDE RODS 3.0 18- 2x8 - w2.1 x w1.7 SIDE VIEW
E80 RAILWAY 48 -Fa' 9' 2'-3' T-10' 3'-0' 6'-1' 2' 1'-5' 1'-9' 0'-11' 5'-10, R2 I'-3' 7'-7' 0.3 24' (2) #3x6'-0' SIDE RODS 4.5 24' 2x8 - w2.9 x w23
HEAVY CONSTRUCTION 24' 10' 3'-8' '-6' 4'-0' 6'-2' 21/2' 1'-8' 1'-10' 0'-11' T-4' 0.2 1'-5' 8'-9' 0.3 30' (2) #4x6'-0' SIDE RODS 8.0 30. 2.8 - w4.0 x w2.9
6. INSTALLATON INFORMATION: REFER TO ASTM 30' 1'-0' 4'-7 1'-8' 5'-0' 6'-2' 23/4' i'-11' 2'-1' 1'-1' 8'-10' 0.3 1'-8' 10'-0' 0.4 36' (2) #4x8'-0' SIDE RODS 10.7 42' 2xB - w4.0 x w2.9 PROJECT N0. TMS-08000
SPECIFICA11ON D2321, STANDARD PRACTICE FOR UNDERGROUND 36' V-3' 5'-3' 2'-11' fi'-0' e'-2' 3' 2'-3' 2'-5' 1'-3' 10'-6- 0.4 2'-0- ff- 4' 0.6 42' (2) #4x8'-0' SIDE RODS 10.7 48' 2x8 - w4.5 x w2.9
INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND STONE DAM
OTHER GRAVITYFLOW APPLICATIONS" SO THAT APPROPRIATE HEET I OF 42' V-30' 5'-3' 2'-11' 6'-6' 8'-2' 31/Y 2'-9' 2'-1 • t'-6' 12'-0' 0.7 2'-6' l2'-4' 0.9 48' () #4x8'-0' S D S 10.7 49' 2x8 - w4.5 x w2.9 SHEET 1 OF FH.ENAME: TMS08000-D1
MODIFICATIONS CAN BE MADE TO ACCOMODATE SITE SPECIFIC NEEDS. 310 O1 48' 2'-1• 6'-0' 2'-2' 7'-0' e'-2' 4' 3'-4' 3'-3' t'-e' 13'-8' 1.0 3'-0' 13'-4' 1.2 36' - 48' (2) #4x6'-0. 9ACK RODS B.0 N/A 310,01 SCALE: NTS
PIPE TRENCH INSTALLATION DETAIL DESIGNED BY: DDB
DRAWN BY:. KAM
SCALE: N.T.S.
DATE: 09-29-08
SHEET N0.
D-2
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MMCADAMS

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PROJECT N0. TMS-08000
NAME: TMS08000—D1
DESIGNED BY: DDB
DRAWN BY: KAM
scAM N.T.S.
DATE: 09-29-08
SHEET N0.
D-3
McADAMS

I
INFILTRATION BASIN CONSTRUCTION SPECIFICATIONS
GENERAL NOTES INIMTRAMON BASIN FLOOR FILL SOIL SPECIFICATIONS
1. CONSTRUCTION OF THE INFILTRATION BASIN SHOULD BE DELAYED UNTIL AS CLOSE TO THE 1. FILL SOIL USED TO CONSTRUCT THE FLOOR AND UNDERLYING SOILS OF THE INFILTRATION
\
II FOREBAY/FLOW
END OF PROJECT CONSTRUCTION AS POSSIBLE. IDEALLY, CONSTRUCTION OF THE INFILTRATION BASIN SHALL HAVE A MINIMUM HYDRAULIC CONDUCTIVITY OF 0.52 INCHES PER HOUR. SOILS
BASIN SHOULD TAKE PLACE AFTER THE SITE HAS BEEN STABILIZED. HOWEVER, A ROUGH CONTAINING CALCIUM CARBONATE SHOULD NOT BE USED AS FILL SOILS FOR CONSTRUCTION OF
9'L x ID'MENSIO" THK DIVE SION \ \
EXCAVATION OF THE INFILTRATION BASIN MAY OCCUR TO ALLOW FOR USE OF THE EXCAVATED THE BASIN FLOOR. THE FLOOR OF THE INFILTRATION BASIN IS DEFINED AS ELEVATION 28.00
Q \ PROPERTY UN I
O
� I
MATERIAL AS FILL IN OTHER AREAS OF THE SITE. THE PARTIALLY EXCAVATED BASIN SHALL AND BELOW. SOILS USED FROM ELEVATION 28.00 AND ABOVE (I.E. THE FILL SECTIONS OF THE
NOT SERVE AS AN EROSION CONTROL DEVICE (I.E. SEDIMENT TRAP OR SEDIMENT BASIN) BERMS) SHOULD BE PER THE SOIL SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM SOILS
\\ \ ' I
0 IRIPRAP PLUNGE POOL CH MBER I I
CLASS 'B' RIP AP \ ��
DURING PROJECT CONSTRUCTION. AND COMPACTION SPECIFICATIONS".
INCOOT
050 = 8", dmax = 2")
THE INFILTRATION BASIN SHALL NOT BE USED AS A TEMPORARY EROSION CONTROL DEVICE 2. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER OR LICENSED SOILLTERWEAVE
II.INE BASE OF BASIN W IRA2.
OREN'NEE AP RO D(I.E.
7AC
SEDIMENT TRAP OR SEDIMENT BASIN) DURING CONSTRUCTION. SCIENTIST SHALL VERIFY THE SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN
I I
QUIVALENT. BASI SH LD3.
CONSTRUCTION OF THE INFILTRATION BASIN FLOOR.E
KEYED IN BELO GR DE _{Cj CESS/MAINTENANCE
DURING AND AFTER BASIN EXCAVATION, ALL EXCAVATED MATERIALS SHALL BE REMOVED
RUNOFF THESE MATERIALS ANY OTHER
11 i �/
��\ EASEMENT I J
FROM THE SITE OR LOCATED SUCH THAT FROM (OR 3. THE FLOOR OF THE INFILTRATION BASIN SHALL BE LINED WITH A MINIMUM OF 4" OF WASHED
__
1 I I I
DISTURBED AREA) DOES NOT ENTER THE INFILTRATION BASIN AREA. SAND. THE WASHED SAND SHALL MEET REQUIREMENTS OF WASHED ASTM-C-33 FINE
_ s 1r'y I I
I
AGGREGATE CONCRETE SAND. IN ADDITION TO THE ASTM-C-33 SPECIFICATION, THE WASHED
4. ONCE CONSTRUCTED, THE INFILTRATION BASIN SHALL NOT RECEIVE STORMWATER RUNOFF SAND MUST MEET THE FOLLOWING CONDITIONS:
I / a �,q '0\ WEIR SPILLWAY I
I O / I WEIR CREST LENG = 5 FT I I
DRAINAGE AREA TO THE BASIN HAS BEEN COMPLETELY
t / JH I
UNTIL THE ENTIRE CONTRIBUTING
O I ti WEIR CREST = EL28.50 (FINISHE GRAD) I I
STABILIZED AND SITE CONSTRUCTION IS COMPLETE. THIS SHALL BE ACOMPLISHED BY SAND MUST MEET GRADAl10N REQUIREMENTS FOR ASTM-C-33 FINE AGGREGATE
I / (: ! ! LINER = PYRAMATI (SEE NOTES U ER 1
TEMPORARILY BLOCKING THE 12-INCH INLET PIPES THAT RUN FROM THE FOREBAY CHAMBER CONCRETE SAND. AASHTO M-6 GRADATION IS ALSO ACCEPTABLE.
v / / OUTLET STRUCTURHE MATERIAL "
I
INTO THE INFILTRATION CHAMBER SAND MUST BE SILICA BASED. NO LIMESTONE BASED PRODUCTS MAY BE USED. IF THE
o ) I
ECIFlCATIONS I
MATERIAL IS WHITE OR GRAY IN COLOR, IT IS PROBABLY NOT ACCEPTABLE.
1 (�% I I I O
/ ) (SEE DETAIL SHEETI PD-18 AND P
5. IN ORDER TO AVOID COMPACTION OF THE EXISTING SOIL, ABSOLUTELY NO EQUIPMENT SAND MUST BE CLEAN. NATURAL UNWASHED SAND DEPOSITS MAY NOT BE USED.
I ,-1C) a
VERTICAL / I NOTE: HATCHED AdEA DENOTES LIAjITS OF I 1 n
OMEN I
SHOULD BE DRIVEN OVER THE PROPOSED LOCATION OF THE INFILTRATION BASIN BEFORE AND LIKEWISE, SAND THAT HAS BECOME CONTAMINATED BY IMPROPER STORAGE OR
i SED
S6 j I
DEPTH I PYRAMAT LINER I f I
y' �'
AFTER CONSTRUCTION. NO CONSTRUCTION MATERIAL IS TO BE PLACED OR STOCKPILED IN THE INSTALLATION PRACTICES WILL BE REJECTED.
I II MA KER g
I
INFILTRATION BASIN AREA. MANUFACTURED SAND OR STONE DUST IS NOT ACCEPTABLE UNDER ANY
1
CIRCUMSTANCE.
6. THE CONTRACTOR SHALL REFER TO SHEET PD-1B FOR THE PERMANENT PLANTING
11
SCHEDULE. THE PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES
AND FLOOR SHALL BE PER THE SEEDING SCHEDULE PROVIDED. 4. HYDRAULIC CONDUCTIVITY TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL
Q
'.ICENSED
I 17 LF/12"0 0-RING CP ?g _• O
ENGINEER OR SOIL SCIENTIST DURING CONSTRUCTION TO VERIFY PROPER FILL SOIL IS
00. % (X2) 29; !N ��� I
7. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED BEING UTILIZED FOR THE INFILTRATION BASIN FLOOR. ALL FILL MATERIALS TO BE USED FOR
I INV. IN = 28.0�
DAM EMBANKMENT FILL AREAS). CONSTRUCTION OF THE INFILTRATION BASIN FLOOR SHALL BE CERTIFIED BY THE ON -SITE
I INOUT /18.0
V '
GEOTECHNICAL ENGINEER OR LICENSED SOIL SCIENTIST AS MEETING THE MINIMUM HYDRAULIC
I I II
8. THE OBSERVATION WELLS ARE TO CONSIST OF 6-INCH DIAMETER SCHEDULE 40 PVC PIPE CONDUCTIVITY OF 0.52 INCHES PER HOUR.
4�
(OR EQUAL) WITH A CAP SET 6-INCHES ABOVE GROUND LEVEL THE PIPE SHALL HAVE A
FACTORY ATTACHED CAST IRON OR HIGH IMPACT PLASTIC COLLAR WITH RIBS TO PREVENT 5. FILL SOILS MUST BE CERTIFIED AS HAVING A HYDRAULIC CONDUCTIVITY OF 0.52 INCHES PER
ROTATION WHEN REMOVING SCREW TOP LID. THE SCREW TOP LID SHALL BE CAST IRON OR HOUR. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO
1 / 29 ( I
HIGH IMPACT PLASTIC THAT WILL WITHSTAND ULTRAVIOLET RAYS. THE SCREW TOP LID SHALL VERIFY THAT THE INFILTRATION BASIN FLOOR SOILS MEET THE SPECIFIED HYDRAULIC
OR SPECIAL BOLT TO DISCOURAGE VANDALISM. CONDUCTIVITY REQUIREMENTS. THESE REPORTS WILL BE NEEDED DURING THE AS -BUILT
I I / �� \ \ \ 1 'IT 1 O
BE A CLEANOUT WITH A LOCKING MECHANISM
CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. THEREFORE, IT IS THE CONTRACTOR'S
/�'T8�
\ \ \
9, THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING RESPONSIBILITY TO ENSURE HYDRAULIC CONDUCTIVTY TESTS ARE PROPERLY PERFORMED
EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE INFILTRATION DURING CONSTRUCTION.
BASIN SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS
(I.E. KEY TRENCH). DURING PLACEMENT OF FILL WITHIN THE EXCAVATION AREAS THE
3'L x 7'W x 1 K
I RIPRAP APRO
THE
NCDOT CLASS 'B'/ RIP RAP \ \ 1
CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. /� w�.p /v�.�7p�.
MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM OUTLET ► MUv1 URE MATERIAL SPECIFICATIONS
I
I (d50 = 8", d a 12") 28
AND SIDESLOPES ARE STABLE AND SEDIMENT IS NO DISCHARGED FROM THE SITE.
I LINE BASE OF ON W/ MIRAFI
1. THE FOREBAY/FLOW DIVERSION CHAMBER WEIR SPILLWAY OUTLET SHALL BE LINED WITH
I FILTERWEAVE NGINEER ' (: -- - - -- - ___ _ �__ I 11 1 O
10. ALL CONSTRUCTION OF THE INFILTRATION BASIN FACILITY SHALL BE PER THE DETAILS AND PYRAMAT. INSTALLATION OF THE PYRAMAT SPILLWAY LINER SYSTEM (I.E. MATERIALS,
I APPROVED EQ ALENT.
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, KEY TRENCH, AND OTHER CONSTRUCTION DETAILS, ETC.) SHALL BE HER THE MANUFACTURER'S SPECIFICATIONS AND PER
RECOMMENDATIONS
\ I APRON SHOU BE KEYED IN
/
MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE MODIFIED PER THE THE SHOP DRAWINGS PROVIDED BY THE MANUFACTURER.
BELOW GRADE 1 I I II 10
OF THE ONSITE GEOTECHNICAL ENGINEER. HOWEVER, THE DESIGN ENGINEER SHALL BE NOTIFIED
OBSERVATION
r I „ I
13:
OF ANY DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY 2. THE 2-12" RCP OUTLET BARRELS CONNECTING THE FOREBAY/FLOW DIVERSION CHAMBER
\ I WELLS (TY'•)
(SEE DETAIL I
/
PROPOSED MODIFICATION. TO THE INFILTRATION CHAMBER SHALL BE CLASS IV RCP, MODIFIED BELL AND SPIGOT,
MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
/ ' �
\ I / SHEET H: V)I I ( ) I (' 1 r-I I I
11. A FIXED VERTICAL SEDIMENT DEPTH MARKER SHALL BE INSTALLED IN THE FOREBAY/FLOW EACH PIPE JOINT SHOULD BE WRAPPED WITH A NON -WOVEN GEOTEXTILE FABRIC.
I
1 / / PD-1B) 1 i
DIVERSION CHAMBER TO MEASURE SEDIMENT ACCUMULATION.
O I
I I I
I I / I
3. GEOTEXTILE FABRIC FOR THE 12-INCH OUTLET BARREL JOINTS SHALL BE NON -WOVEN
12. EXISTING SOILS AND SEASONAL HIGH GROUNDWATER INFORMATION SHOW IS PROVIDED BY FABRIC DEEMED APPROPRIATE BY THE ON -SITE GEOTECHNICAL ENGINEER FOR USE IN THESE
I / / 1 I 0 1 11 I
LAND MANAGEMENT GROUP ENVIRONMENTAL CONSULTANTS, INC. DATED SEPTEMBER 16, 2008. SPECIFIC SITE SOIL CONDITIONS.
I
\ I I I I I to z I I 11 I ' I
I /
i
1 I
I I
4. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED.
CONSTRUCTION SEQUENCE
I I N NIN N NIN NIN N ^�1N ml I
I NO MANAGE MEN GROU INC. oo eo so I w prolm a N m Io
I
BASIN, THE APPROPRIATE EROSION
.
BORING MI6 I inl I �0 NI I I ACCESS/MAINTENAN E
I 1 EASEM T =O
1. PRIOR TO BEGINNING CONSTRUCTION OF THE INFILTRATION
APPROXIMATE GR NO ELE AT10N I I o� i 11I
AND SEDIMENT CONTROL DEVICES (I.E. SILT FENCE) SHALL BE INSTALLED PER THE APPROVED BERM SOII.AZITD COMPACTION SPECIFICATIONS
29 I I w w I I 1 1 III
= 29.25' _ _ 1
SEDIMENT AND EROSION CONTROL PLAN TO PREVENT THE EXPORT OF SEDIMENT FROM THE
_
1 SHWr = 60"-62" 1 Lad CO \1 I ro I I 1 1 1
CONSTRUCTION SITE INTO THE ADJACENT CREEKS, STREAMS, AND WETLANDS. 1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE
SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN THE DAM EMBANKMENT
I APPROXIMATE SHWT= 24.25 IN
2. ONCE THE SEDIMENT AND EROSION CONTROL DEVICES HAVE BEEN INSTALLED AND APPROVED TRENCH. FILL MATERIALS BE USED FOR THE DAM EMBANKMENT SHALL BE
f
KEY ALL
I I i �2g I II I 1 11
TION
BY THE LOCAL EROSION CONTROL OFFICER, THE PROPOSED LOCATION OF THE INFILTRAAPPROVED
TAKEN FROM BORROW AREAS APPROVV ED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL
I I I / I
BASIN SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, ROOTS, VEGETATION, AND OTHER MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6% AND
11
OBJECTIONABLE MATERIAL FROZEN OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR
I ACCESS/MAINTENANCE I I I I 1 1 1 I
BE STOCKPILED (IN A MANNER NOT TO REDEPOSIT INTO THE USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL SOILS SHALL
J�
I EASEMENT I I I I 1� 1 COTE: FL90R OF INFILTRATION ` O
1
3. ANY REMOVED TOPSOIL SHALL NOT EXHIBIT EXCESSIVE SHRINK/SWELL OR DISPERSIVE CHARACTERISTICS.
I I i 1 1 BASIN TO IBE PROVIDED WITH I
I
INFILTRATION BASIN DURING RAIN EVENTS) FOR USE IN PLANTING (SEEDING) ON THE DAM
I I I 1 I I 1 A MINIMU OF 4" OF
/ I II 1
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN 2. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION
I I 1 1 /ASTM-C- 3 WASHED SAND
ESTABLISHED WITH STRUCTURAL FILL PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR
1 I 1
I I BASIN I II
(SEE INFI�L
/
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY
1 FI L SPECS ON THIS
SPECS
i
I 111 II
4. PRIOR TO PLACEMENT NEW FILL FOR THE PROPOSED EMBANKMENT, THE AREAS ON WHICH TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE.
11 I 11 SHEET)
FILL IS TO BE PLACED SHALL BE SCARIFIED AND ANY UNSUITABLE MATERIAL REMOVED TO A
AL
I I I
11
DEPTH AGREEABLE TO THE ON SITE GEOTECHNICAL ENGINEER. 3. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 6" LIFT. EACH LIFT SHALL BE
INFILTRATION I I I I I I
I I I J I
I O
CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR
5. BEGIN CONSTRUCTION OF THE EARTHEN EMBANKMENTS AND ROUGH GRADING OF THE THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE
OBSERVATION I I I 1 I I
H 1
C�A BER I I WELLS (TYP.) I I 1 I 1
INFILTRATION BASIN. CONSTRUCTION AND COMPACTION OF THE EARTHEN EMBANKMENTS PROPERLY PREPARED FOR FILL PLACEMENT.
I I I 1
I I
SHOULD BE PER THE SECTION TITLED "BERM SOIL AND COMPACTION SPECIFICATIONS". IN THE
SEE DETAIL I
FLOOR 1S; I ( a I I 1 1 ELEV, 25.75'
AREAS OF THE BASIN LOCATED IN CUT/EXCAVATION, THE INITIAL EXCAVATION SHOULD BE 4. ALL FILL SOILS USED IN THE EMBANKMENT /KEY TRENCH CONSTRUCTION SHALL BE
CARRIED TO WITHIN 1-FOOT OF THE FINAL GRADE OF THE BASIN FLOOR. IN THE AREAS OF COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY
.00 .1 SHEET PD-18) I I I I 1 \
I I I I I 1 1 (SEE SHEET PD-1 �) I
I
THE BASIN LOCATED IN FILL, THE BASIN FLOOR MAY BE CONSTRUCTED TO THE FINAL GRADE (ASTM-698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO
ELEVATION USING THE APPROPRIATE FILL MATERIAL FOR THE BASIN FLOOR (SEE SECTION +3 PERCENT OF ITS OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED
1 I Q I
1 1 I I 1 I I I
"INFILTRATION FILL SOIL SPECIFICATIONS"). LIGHT TRACKED EQUIPMENT ON
Z II L
TITLED BASIN FLOOR BY THE -SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE
1 I I ip' SOLID M SONARY I I O
SHOULD BE USED DURING THE EXCAVATION/ROUGH GRADING TO PREVENT COMPACTION OF THE PROPER COMPACTON LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A
SOILS. FINAL EXCAVATION/GRADING TO THE FINISHED GRADE ELEVATION SHOULD BE SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO
O / I I 27 I 1
1 �/ / 28 I I 1 B$$LLOCK LE SPREADHEET
EXISTING
DRAINAGE AREA HAVE BEEN COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL MINIMUM COVER IS ESTABLISHED
1 I
DELAYED UNTIL ALL DISTURBED AREAS FROM THE CONTRIBUTORY
STABILIZED. ALONG THE PIPE.
/ I I 1 l(fP OF LEVELSSPREADEft\D-IC) BEIAT
1 \ / (� / I 1 I
\' g / I I LEVATION I26.75' I
\
6. CONSTRUCT THE FOREBAY/FLOW DIVERSION CHAMBER SPILLWAY WEIR. INSTALL THE 5. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE BERM. THE TRENCH
I \ \ UP
PERMANENT SPILLWAY WEIR PYRAMAT LINER PER THE DETAILS PROVIDED (SHEETS PD-1C). SHALL EXTEND A MINIMUM OF 2 FT BELOW EXISTING GRADE AND SHALL HAVE A MINIMUM
/ \ �� 28
BOTTOM (MOTH OF 2 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V.
THE DETAILS SHOWN ON SHEET PD-IC. THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 4
I I 28.5 1 ,
LAND MINA MENT GROUP, �_ =---
7. CONSTRUCT THE PERMANENT LEVEL SPREADER PER
29 // / I 0
CLEAR AND GRUB THE VEGETATED FILTER STRIP. THE VEGETATED FILTER STRIP AREA SHOULD ABOVE.
INC. BORING 1 •• _ _ - - -
29� /
I
BE GRADED PER THE GRADING PLAN (SHEET PD-1A) AND THEN SEEDED PER THE SEEDING
6. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO
APPROXIMA EGROUND - n
ELEVATION = 8.2 / OF DAM= 29.50
SCHEDULE PROVIDED.
VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS.
SHWT = 36"- 0" Top -FT. WIDE MIN.)
(
8. ONCE THE CONTRIBUTORY DRAINAGE AREA HAS BEEN STABILIZED AND SITE CONSTRUCTION COMPACTION REPORTS WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR
APPROXIMATE HINT 3,25.26' � ��
3-FO T I
IS COMPLETE, THE FINAL PHASE OF THE EXCAVATION CAN BEGIN BY REMOVING ALL THIS STORMWATER FACILITY. THERE -ORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO
I \ i y WIDE LAYER OF'
ACCUMULATED SEDIMENT AND GRADING THE ENTIRE BASIN FLOOR TO THE DESIGN ELEVATION ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
���
295--_ --� �� y y y y I #57 STONE (4-INCHES I
SHOWN ON THE GRADING PLAN. LIGHT TRACKED CONSTRUCTION EQUIPMENT IS RECOMMENDED
---
\-- 29 - y p DEEP) UNDERLAIN WITH I
I
FOR THIS OPERATION TO PREVENT COMPACTION OF THE BASIN FLOOR. ANY SMEARING OF THE
PIPE SUBGRADE SUPPORT AND BEDDING
- _' y
- --- r > 28 5 / - ---- y y y I _ --- FILTERI� FABRIC I
y
SOIL AT THE INTERFACE WITH THE BASIN FLOOR MUST BE AVOIDED AND/OR REPAIRED BY
ri x ----- y s-y_-y-� (SEEIDETAIL SHEET PD-1C� I
RAKING OR ROTOTILLING. SPECIMi CAMONS
-----
'7
I
9. AFTER FINAL GRADING, THE BASIN FLOOR SHOULD BE TILLED TO A DEPTH OF AT LEAST
I I / 276-INCHES
TO POROUS F IXEVENHTHE ES F 1. OF THE 12" RCP I ULD BE BROUGHT P
ADJACENT AREAS OPIPE
NTO HFLOOR
- - --
AT THIS TIMEIGHLY OES F THE PES IN ADVANCE OF
COMPOST MAYPBE TILLED THE BASIN FCTHE SOILS ARE TO AL POINTiABOVEATHE TOP ELEVATION CONSTRUCTION
I - -
SLIGHTEST BIT COMPACTED TO FACILITATE INFILTRATION AND ROOT GROWTH. SO THAT THE PIPES CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE FILL IS
BROUGHT UP TO ABOVE THE TOP OF PIPES, THE PIPE TRENCHES SHOULD THEN BE
----------
� I
OFFSET
10. THE FLOOR OF THE INFILTRATION BASIN SHALL BE LINED WITH A MINIMUM OF 4" OF EXCAVATED FOR INSTALLATION OF THE PIPES.
y
Fy y y y
FROM CA OF
WASHED SAND. THE WASHED SAND SHALL MEET REQUIREMENTS OF WASHED ASTM-C-33 FINE
y y y y I I
EXISTING DITCH y y
11
AGGREGATE CONCRETE SAND. IN ADDITION TO THE ASTM-C-33 SPECIFICATION, THE WASHED 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENT, GROUNDWATER
y y y y y y
SAND MUST MEET THE FOLLOWING CONDITIONS: CONTROL WILL BE NECESSARY. THIS COULD INVOLVE PUMPING (OR STREAM DIVERSION, ETC.)
6 y y y y y
I - -- b y y y y 1
DEPENDING ON THE TOPOGRAPHY. SINCE IT IS NECESSARY TO WORK IN A "DRY" CONDITION,
y y 1
• SAND MUST MEET GRADATION REQUIREMENTS FOR ASTM-C-33 FINE AGGREGATE THIS SITUATION MAY REQUIRE USE OF LEAN CONCRETE BACKFILL FLOWABLE FILL, ETC. TO
y y y
y
CONCRETE SAND. AASHTO M-6 GRADATION IS ALSO ACCEPTABLE. ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFlLL PLACEMENT.
RETAINING WALL y y y y y y 1
y
• SAND MUST BE SILICA BASED. NO LIMESTONE BASED PRODUCTS MAY BE USED. If THE
SEE GRADING
MATERIAL IS WHITE OR GRAY IN COLOR, IT IS PROBABLY NOT ACCEPTABLE. 3.. FILL MATERIAL ADJACENT TO THE 12"0 PIPES SHALL MEET THE SPECIFICATIONS LISTED IN
SHEETS FOR
• SAND MUST BE CLEAN. NATURAL, UNWASHED SAND DEPOSITS MAY NOT BE USED. ITEMS 1 THROUGH 3 IN THE SECTION TITLED "BERM SOIL & COMPACTION SPECIFICATIONS."
ELEVATIONS AND y
LIKEWISE, SAND THAT HAS BECOME CONTAMINATED BY IMPROPER STORAGE OR THE CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE
WILL REJECTED.
SPECIFICATIONS
INSTALLATION PRACTICES BE PIPES TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPES ARE FILLED NTH
• MANUFACTURED SAND OR STONE DUST IS NOT ACCEPTABLE UNDER ANY PROPERLY COMPACTED MATERIAL. TO PREVENT DAMAGE, HAND OPERATED COMPACTION
CIRCUMSTANCE.
EQUIPMENT SHALL BE USED IN THE VICINITY OF ANY PIPE UNTIL MINIMUM COVER HAS BEEN
ESTABLISHED.
PROPERTY LINE
11. UPON COMPLETION OF BASIN CONSTRUCTION, THE BASIN SLOPES SHOULD BE STABILIZED
WITH A DENSE STAND OF THE APPROPRIATE VEGETATION PER THE SEEDING SCHEDULE
LAND MANjAGEMENT GROUP, INC. BORING #16 y I
ill /
APPROXIMATE GROUND ELEVATION = 26.03'
PROVIDED. DENSE VEGETATION ON THE BASIN SIDE SLOPES IS RECOMMENDED. THE
TESTIN OF TIC EbINANlflVIENT
1 SHWT = 10"-14" / I
\
PERMANENT VEGETATION FOR THE PROPOSED INFlLTRA110N BASIN SIDESLOPES SHALL BE PER
I /
APPROXIMATE SHWT = 25.19'
THE SEEDING SCHEDULE PROVIDED. 1. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE
1
RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE
I
/
12. ONCE CONSTRUCTION DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY
THE INFILTRATION BASIN IS COMPLETE AND THE ENTIREREA
PROPERTY LINEI
A HAS BEEN COMPLETELY STABILIZED, THE BASIN MAY BE
CONTRIBUTORY DRAINAGE ALIFT OF FILL
30-FOOT VEGETATED I
BROUGHT "ONLINE". THE UPSTREAM STORM DRAINAGE SYSTEM MAY NOW BE CONNECTED TO
FILTER STRIP (GRASSED) I I
THE FOREBAY/ DIVERSION CHAMBER.
STATEMENT OF RESPONSIBILITY:
1 (SEE DETAIL SHEET PD-1C) ACCESS/MAINTENANCE i
GRADED AS LEVEL AS EASEMENT I� \
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE
RESPONSIBILITY OF THE OWNER PER THE EXECUTED OPERATION AND MAINTENANCE
/ POSSIBLE \
/ EXISTING DITCH I .
AGREEMENT FOR THIS FACILITY.
_
IlVFII.TRATION BASIN #1 PLAN VIEV�i GRAPHIC SCALE
fiy?
10' 70 0 5 10 20
1 inch = 10 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION-,
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1•+-1 C a a o C
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PROJECT NO. TMS-08000
F"NAmE: TMS08000-PD
DESIGNED BY. BRF
DRAWN BY: JWC
RCAIM AS SHOWN
DATE: 09-30-08
SHEET NO. P D -1 A
MCADAMS

L
NOTE: THE 1.5" RUNOFF VOLUME IS
..REATED IN THE INFILTRATION BASIN
(1357 CF). A FLOW DIVERSION WEIR IS
PROVIDED AT ELEVATION 28.5 TO DIVERT
FLOW HIGHER THAN THE 1.5" EVENT
AWAY FROM THE INFILTRATION BASIN.
17 LF 12"0 0-RING RCP
® 0.00% (X2)
INVERT IN = 28.00
r; I FOREBAY/DIVERSION
II.,._i'=IIt:IIII� CHAMBER
19'L x 15'W x 12" THK
(FLOOR DIMENSIONS)
RIPRAP PLUNGE POOL
NCDOT CLASS 'B' RIP RAP
(d50 = 8", dmax = 12")
LINE BASE OF BASIN W/ MIRAFI
FILTERWEAVE OR ENGINEER APPROVED
EQUIVALENT. BASIN SHOULD
BE KEYED IN BELOW GRADE
SEEDBED PREPARATION
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOT'
AND UNIFORM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE
BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6
INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING
SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME,
FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT
COVER IS ESTABLISHED.
* SEE PERMANENT SEEDING SCHEDULE
PERMANENT SEEDING SCHEDULE
SEEDING MIXTURE
RATE (LBS/ACRES)
PENSACOLA BAHIAGRASS
50
SERICEA LESPEDEZA
30
COMMON BERMUDAGRASS
10
GERMAN MILLET
10
SEEDING NOTES
1. WHERE A NEAT APPEARANCE IS DESIRED, OMIT SERICEA.
2. USE COMMON BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT
BECOME A PEST. BERMUDAGRASS MAY BE REPLACED WITH 5 LB/ACRE CENTIPEDEGRASS.
SEEDING DATES
APRIL 1 - JULY 15
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 3000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 500 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE
MULCH. ANCHOR BY TACKING WITH ASPHALT, ROVING, OR NETTING OR BY
CRIMPING WITH A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY
STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL
MAINTENANCE
REFERTILIZE THE FOLLOWING APRIL WITH 50 LB/ACRE NITROGEN. REPEAT AS
GROWTH REQUIRES. MAY BE MOWED ONLY ONCE A YEAR. WHERE A NEAT
APPEARANCE IS DESIRED, OMIT SERICEA AND MOW AS OFTEN AS NEEDED.
8' TOP OF DAM AT
LL ELEVATION 29.5
3'L x 7'W x 12" THK —�
RIPRAP PLUNGE POOL
NCDOT CLASS 'B' RIP RAP
(d50 = 8", dmax = 12")
LINE BASE OF APRON W/ MIRAR
FILTERWEAVE OR ENGINEER APPROVED
EQUIVALENT. APRON SHOULD
BE KEYED IN BELOW GRADE
APPROXIMATE LOCATION OF
EXISTING GROUND
COMPACTED BERM SECTION
(SEE BERM SOIL AND
COMPACTION SPECIFICATIONS
ON SHEET PD-1A) WITH
3(H):1(V) SIDE SLOPES
INVERT OUT = 28.00
?_i ffim�� "�__
�11 i ill°
17--11=1Ii=i
-i I I —I 11�1 I
SCREW TOP LID*
i
6"
AM
11T�1
MINIMUM 4" LAYER OF
ASTM-C-33 WASHED SAND
SEE SHEET PD-1A
INFILTRATION BASIN FLOOR
FILL SOIL SPECIFICATIONS
INFILTRATION
CHAMBER
FLOOR = 28.00}
NOTE: SEASONAL HIGH GROUNDWATER
TABLE INFORMATION PROVIDED BY LAND
MANAGEMENT GROUP ENVIRONMENTAL
CONSULTANTS, INC. DATED SEPTEMBER
16, 2008. REFER TO SHEET PD-1A FOR
APPROXIMATE LOCATIONS OF SPECIFIC
BORINGS AND GROUNDWATER
ELEVATIONS.
OMIRATION BASIN SECTION A -A'
N.T.S.
PANELLA TYPE CLEANOUT WITH
COUNTERSUNK HEAD
SEAL GASKET
6"0 SCHEDULE 40
PVC SOIL PIPE
*ABOVE DETAIL PROVIDED AS SCHEMATIC SCREW TOP P.V.C. WELL CAP ONLY
EACH OBSERVATION WELL SHALL INCLUDE THE FOLLOWING:
1. FOR AN UNDERGROUND OBSERVATION WELL, PROVIDE A TUBE MADE OF
NON —CORROSIVE MATERIAL, SCHEDULE 40 OR EQUAL, AT LEAST THREE FEET LONG WITH
AN INSIDE DIAMETER OF AT LEAST 6 INCHES.
2. THE TUBE SHALL HAVE A FACTORY ATTACHED CAST IRON OR HIGH IMPACT PLASTIC
COLLAR WITH RIBS TO PREVENT ROTATION WHEN REMOVING SCREW TOP LID. THE SCREW
TOP LID SHALL BE CAST IRON OR HIGH IMPACT PLASTIC THAT WILL WITHSTAND
ULTRAVIOLET RAYS.
OBSERVATION WELL DETWL
N.T.S.
PROPOSED TOP
DAM GRADE
EL = 29.5
3:1 SLOPE
1\
INFILTRATION BASIN FLOOR
ELEV = 28.00
(SEE INFILTRATION BASIN
FLOOR FILL SOILS
SPECIFICATIONS)
8' WIDE TOP OF DAM
TOP OF DAM = EL. 29.50 3
1 I / //i. /i.11101 /i l
KEY TRENCH (SEE BERM SOIL &
COMPACTION SPECIFICATIONS,
DETAIL SHEET PD-1)
FINISHED WEIR SPILLWAY GRADE EL. = 28.5
5' (MIN.)
CONTRACTOR TO REFER TO PYRAMAT SHOP
DRAWINGS FOR
KEYING DETAILS (TYP.)
(SEE DETAIL SHEET PD-1C) WEIR SPILLWAY CROSS-SECTION
N.T.S.
1. THE DESIGN AND ALL ASSOCIATED CONSTRUCTION/ INSTALLATION
SPECIFICATIONS AND DETAILS FOR THE PYRAMAT WEIR LINER SHALL BE
DESIGNED BY OTHERS AND SHALL BE PERFORMED ACCORDING TO THE
MANUFACTURER'S SPECIFICATIONS.
2. THE PYRAMAT DETAILS SHOWN ON SHEET PD-1C ARE SHOWN FOR
GENERAL CONFORMANCE WITH WEIR SPILLWAY OUTLET DESIGN.
3. THE PYRAMAT LINER WILL BE KEYED INTO THE NATURAL GROUND ON
THE ENDS OF EACH MAT. THE CONTRACTOR SHALL REFER TO THE
PYRAMAT SHOP DRAWINGS FOR DETAILS (I.E. LENGTH AND DEPTH) OF
EMBEDMENT.
L ".)/ ,
2' (MIN.)
3:1 SLOPE
�1
3
COMPACTED BERM SECTION
(SEE BERM SOIL AND
COMPACTION SPECIFICATIONS
ON SHEET PD-1A)
1
PROPOSED GRADE
PROPOSED TOP OF
DAM GRADE
EL. = 29.5
A
CONTRACTOR TO REFER
TO PYRAMAT SHOP
DRAWINGS FOR
EMBEDMENT DETAILS
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. TMS-08000
2H.sNeNE, TV.S08000-PD
DESIGNED BY: BRF
DRAWN BY: JWC
SCALE: AS SHOWN
DATE: 09-30-08
SBERT NO. PD-1B
MCADAMS

GRAVEL FILTER
r
10' SOLID MASONARY BLOCK LEVEL
SPREADER AT ELEVATION 26.75'
20' UNDISTURBED BUFFER
(EXISTING VEGETATION)
30' GRASSED VEGETATED FILTER
STRIP (FILTER STRIP SEEDED PER
SEEDING SCHEDULE PROVIDED)
LEVEL SPREADER
W
W W W y
y y W y W y
y W POP
W W y 1j c�/" W W W
W W F-yT
W y W y y y W I
W W W W W W W
W W y W y
W W W W
20' UNDISTURBED BUFFER
(EXISTING VEGETATION)
30' GRASSED VEGETATED FILTER
STRIP (FILTER STRIP SEEDED PER
SEEDING SCHEDULE PROVIDED)
r-GRAVEL FILTER
ZC' LEVEL SPREADER -
I
CROSS-SECTION
GRASSED VEGETATED FMTER STRIP DETAIIS
N.T.S.
60-90 cm
Ce-a1)
WAW.R FLOW
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r'�I Il+ lyl'1'I'il,llit,f-111
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NOTES:
1. SECURE AT 30 cm 0 R) IN7115iVALS, BACIQ:iLL tIM
COMPACT301L
Ccnstruction-Civik Enyvc nag Pr3•ducts Group
Iu1V
CM1Wnrr%go IN 3711E
Pnonc: 1-Ai%1_H%-$O[ Fax [phone]
PLEASE NOTE THAT THE INFORMATION PRESENTED
HEREIN IS GENERAL INFORMATION ONLY. IT IS FOR
CONCEPTUAL USE ONLY AND NOT INTENDED TO BE
USED FOR CONSTRUCTION. WHILE EVERY EFFORT
HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC
APPLICATION WITHOUT INDEPENDENT PROFESSIONAL
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
TERAMAL CHANNEL ANCHOR TRENCH DETAIL (FOR LEVEL SPREADER DITCH)
N.T.S.
15cm
(6 in)
NOTES.
t SECURE AT 30 cm (1 it) INTERVALS, RACKFILL AND COMPACT SOIL
I =IUW TTENT CHECK SLOT DETAIL (FOR LEVEL SPREADER DTPCH)
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY
AND NOT INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY
EFFORT HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC APPLICATION
WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND
VFRIFICAT1nNi nF IT'S StIITARII ITY- APPI ICARII_ITY AND ACCURACY -
30' VEGETATED FILTER
STRIP (GRASSED) y
W W W
W W W W W W
W W W W W W W
W W W W W W W
3-FOOT WIDE LAYER OF #57 STONE W W y W W W
(4-INCHES DEEP) UNDERLAIN WITH y y W y W
FILTER FABRIC y W y W y
W W W W W V
W W W W W W W
W W W W W W
W W W W W
W W
6-FOOT WIDE (1-FOOT DEEP)
TRIANGULAR CI IANNEL 0 0.00%
SLOPE LINED WITH LANDLOK TURF
REINFORCEMENT MATTING 450
REINFORCED CONCRETE FOOTING SOLID MASONARY BLOCK
LEVEL SPREADER CHANNEL SHALL BE LINED WITH
LANDLOK TURF REINFORCEMENT
MATTING 450 AND SEEDED PER
3" SOLID MASONARY BLOCK LIP SEEDING SCHEDULE (SEE LINING
STUBBED ABOVE GRADE ANCHOR DETAILS SHEET PD-1C)
I. LIJ
_SOLID
REINFORCED CONCRETE FOOT
IIIII
WATm-R FL04�1 _
r 7L 1
—._
30w
(12rn)
`—
Tilt-
I �r
.30 cm
(12 tn}
15 cm
(6 in)
NOTES:
1, SECUREAT 304cn (1 R) INTERVALS, BACKFILL AND COMPACT SOIL
INITIAL ANCHOR TRENCH DETAIL (FOR LEVEL SPREADER DITCH)
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY
AND NOT INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY
EFFORT HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC APPLICATION
WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND
VERIFICATION OF IT'S SUITABILITY APPLICABILITY AND ACCURACY
�� TrF+NW XWW5 I62-
8" (��I18" 1 nv 3
24"
CROSS-SECTION
(3) #4 REBARS CONTINUOUS
#4 REBAR 0 18" O.C.
8" (�)� 72..
I
3- (TYP)�.�
24"
2" DEEP
CONTINUOUS KEYWAY
FOOTING DETAIL
GENERAL NOTES:
1. CONSTRUCT CONCRETE LEVEL SPREADER UP ON A ZERO PERCENT GRADE TO ENSURE
UNIFORM SPREADING OF FLOW.
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON UNDISTURBED SOIL, AND NOT ON FILL
_ 3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON A ZERO PERCENT GRADE.
Iz
_ III 4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH LANDLOK TURF REINFORCEMENT
? MATTING 450 OR APPROVED EQUIVALENT. THE TRM MATTING SHOULD BE ANCHORED PER
THE DETAILS ON SHEET PD-1C. THE TRM MATTING SHOULD BE INSTALLED PER
j l 1 11— MANUFACTURER'S CPECIFICAnONS.
5. THE 3-INCH LAYER OF #57 STONE SHALL BE UNDERLAIN WITH MIRAFI FILTERWEAVE 400
OR APPROVED EQUIVALENT.
UNDISTURBED EARTH
LEVEL SPREADER DETAIIS
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT INTENDED
TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS BEEN MADE
TO ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT BE USEC FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION
AND VERIFICATION OF IT'S SUITABILITY. APPLICABILITY AND ACCURACY.
Construction -Civic Enyircarwq Products Group l
1I11Y "0Vw, 1J-i+C
Cf ttmmrya. TN 37416
Pnann: t-s'.io-F:%-$UL Ibz 1-•23-4.1".-9001
Ccnsiruction •Civil Encyccwi j Pr]ducts Group
Co.TN 3711E
Pnon"1-;::%1-F.x-%-$0r_ Ibx I-12I-41Z-900J
10 cm
ff ..-- acF+awzs
(4 In)
A
' LANDUZIOM UR FTRAMA I0 I01ft EQUAL) 10 an
TURF REINFORCEMENT MAT; F , I (4 In)
-t—�_.
I_. 1 1
._...I
NOTES:
1. INSTALL LANDLOKOOR PYRAWTO TURF REINFORCEMENT MAT
(OR EQUAL) AND SOIL FN1(OPTIONAL}
2. SECURE L9M1T1UIDINAL ANCHOR TRENCH AT 30 cm (i tt) INTERVALS.
BAC'KF1LL AND OOWACT SAIL
PLEASE NOTE THAT THE INFORMATION PRESENTED HEF.EIN IS GENERAL
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT INTENDED
TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS BEEN MADE TO
ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION
AND VERIFICATION OF IT'S SUITABILITY, APPLICABILITY AND ACCURACY.
I na.MV
�cnstrucGon-CIvi1 Engwccrirg Pnducts Group l
40" doW, 0-i,e
C1v¢orrorya. TN 37116
Pncnp: Fax
a.,,Mom
i
NIDTES:
1,ANCHOR PATTERN 1.8ANCHORS le (1 VP ANCHORS f YtF) FOR: 31H: iV < SLOPES < 2H ,111
2. U - SHAPEC 1MRE STAPLES. METAL MOTE".E PINS, TRIANGULAR WOODEN OR PLASTIC
STAKES CAN BE USED TO ANCHOR TRMs TO THS GROUND SURFACE
ANCHOR PATTERN FOR 3H:1V < SLOPES < 2H• 1V (FOR LEVEL SPREADER DTPCH)
N.T.S.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROPQ JECT N0. TMS-08000
FHANAmE; TMS08000-PD
DESIGNED BY: BRF
DRAWN BY: JWC
SCALE: AS SHOWN
DATE: 09-30-08
S= NO. PD-1C
MCADAMS

INFILTRATION BASIN CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. CONSTRUCTION OF THE INFIL'RATION BASIN SHOULD BE DELAYED UNTIL AS CLOSE TO THE
END OF PROJECT CONSTRUC
TION AS POSSIBLE. IDEALLY CONSTRUCTION OF THE INFILTRATION
BASIN SHOULD TAKE PLACE AFTER THE SITE HAS BEEN STABILIZED. HOWEVER, A ROUGH
EXCAVATION OF THE INFILTRATION BASIN MAY OCCUR TO ALLOW FOR USE OF THE EXCAVATED
MATERIAL AS FILL IN OTHER AREAS OF THE SITE. THE PARTIALLY EXCAVATED BASIN SHALL
NOT SERVE AS AN EROSION CONTROL DEVICE (I.E. SEDIMENT TRAP OR SEDIMENT BASIN)
DURING PROJECT CONSTRUCTION.
2. THE INFILTRATION BASIN SHALL NOT BE USED AS A TEMPORARY EROSION CONTROL DEVICE
(I.E. SEDIMENT TRAP OR SEDIMENT BASIN) DURING CONSTRUCTION.
3. DURING AND AFTER BASIN EXCAVATION, ALL EXCAVATED MATERIALS SHALL BE REMOVED
THE FROM FROM THE SITE OR LOCATED SUCH THAT RUNOFF F R SE MATERIALS (OR ANY OTHER
DISTURBED AREA) DOES NOT ENTER THE INFILTRATION BASIN AREA.
4. ONCE CONSTRUCTED, THE INFILTRATION BASIN SHALL NOT RECEIVE STORMWATER RUNOFF
UNTIL THE ENTIRE CONTRIBUTING DRAINAGE AREA TO THE BASIN HAS BEEN COMPLETELY
STABILIZED AND SITE CONSTRUCTION IS COMPLETE. THIS SHALL BE ACOMPLISHED BY
TEMPORARILY BLOCKING THE 12-INCH INLET PIPES THAT RUN FROM THE FOREBAY CHAMBER
INTO THE INFILTRATION CHAMBER
5. IN ORDER TO AVOID COMPACTION OF THE EXISTING SOIL, ABSOLUTELY NO EQUIPMENT
SHOULD BE DRIVEN OVER THE PROPOSED LOCATION OF THE INFILTRATION BASIN BEFORE AND
AFTER CONSTRUCTION. NO CONSTRUCTION MATERIAL IS TO BE PLACED OR STOCKPILED IN THE
INFILTRATION BASIN AREA.
6. THE CONTRACTOR SHALL REFER TO SHEET PD-2B FOR THE PERMANENT PLANTING
SCHEDULE. THE PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES
AND FLOOR SHALL BE PER THE SEEDING SCHEDULE PROVIDED.
7. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED
DAM EMBANKMENT (FILL AREAS).
8. THE OBSERVATION WELLS ARE TO CONSIST OF 6-INCH DIAMETER SCHEDULE 40 PVC PIPE
(OR EQUAL) WITH A CAP SET 6-INCHES ABOVE GROUND LEVEL. THE PIPE SHALL HAVE A
IMPACT P
FACTORY ATTACHED CA
ST IRON OR HIGHA LAS11C COLLAR WITH RIBS TO PREVENT
ROTATION WHEN REMOVING SCREW TOP LID. THE SCREW TOP LID SHALL BE CAST IRON OR
HIGH IMPACT PLASTIC THAT WILL WITHSTAND ULTRAVIOLET RAYS. THE SCREW TOP LID SHALL
BE A CLEANOUT WITH A LOCKING MECHANISM OR SPECIAL BOLT TO DISCOURAGE VANDALISM.
9. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING
EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE INFILTRATION
BASIN SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS
(I.E. KEY TRENCH). DURING PLACEMENT OF FILL WITHIN THE EXCAVATION AREAS THE
CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE
MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM
AND SIDESLOPES ARE STABLE AND SEDIMENT IS NO DISCHARGED FROM THE SITE.
10. ALL CONSTRUCTION OF THE INFILTRATION BASIN FACILITY SHALL BE PER THE DETAILS AND
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, KEY TRENCH, AND OTHER
MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS
OF THE ONSITE GEOTECHNICAL ENGINEER. HOWEVER, THE DESIGN ENGINEER SHALL BE NOTIFIED
OF ANY DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY
PROPOSED MODIFICATION.
11. A FIXED VERTICAL SEDIMENT DEPTH MARKER SHALL BE INSTALLED IN THE FOREBAY/FLOW
DIVERSION CHAMBER TO MEASURE SEDIMENT ACCUMULATION.
12. EXISTING SOILS AND SEASONAL HIGH GROUNDWATER INFORMATION SHOW IS PROVIDED BY
LAND MANAGEMENT GROUP ENVIRONMENTAL CONSULTANTS, INC. DATED SEPTEMBER 16, 2008.
CONSTRUCTION SEQUENCE
1. PRIOR TO BEGINNING CONSTRUCTION OF THE INFILTRATION BASIN, THE APPROPRIATE EROSION
AND SEDIMENT CONTROL DEVICES (I.E. SILT FENCE) SHALL BE INSTALLED PER THE APPROVED
SEDIMENT AND EROSION CONTROL PLAN TO PREVENT THE EXPORT OF SEDIMENT FROM THE
CONSTRUCTION SITE INTO THE ADJACENT CREEKS, STREAMS, AND WETLANDS.
2. ONCE THE SEDIMENT AND EROSION CONTROL DEVICES HAVE BEEN INSTALLED AND APPROVED
BY THE LOCAL EROSION CONTROL OFFICER, THE PROPOSED LOCATION OF THE INFILTRATION
BASIN SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, ROOTS, VEGETATION, AND OTHER
OBJECTIONABLE MATERIAL
3. ANY REMOVED TOPSOIL SHALL BE STOCKPILED (IN A MANNER NOT TO REDEPOSIT INTO THE
INFILTRATION BASIN DURING RAIN EVENTS) FOR USE IN PLANTING (SEEDING) ON THE DAM
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN
ESTABLISHED WITH STRUCTURAL FILL
4. PRIOR TO PLACEMENT OF NEW FILL FOR THE PROPOSED EMBANKMENT, THE AREAS ON WHICH
FILL IS TO BE PLACED SHALL BE SCARIFIED AND ANY UNSUITABLE MATERIAL REMOVED TO A
DEPTH AGREEABLE TO THE ON -SITE GEOTECHNICAL ENGINEER.
5. BEGIN CONSTRUCTION OF THE EARTHEN EMBANKMENTS AND ROUGH GRADING OF THE
INFILTRATION BASIN. CONSTRUCTION AND COMPACTION OF THE EARTHEN EMBANKMENTS
SHOULD BE PER THE SECTION TITLED "BERM SOIL AND COMPACTION SPECIFICATIONS". IN THE
THE INITIAL EXCAVATION SHOULD BE
LOCATED IN CUT/EXCAVATION,
AREAS OF THE BASIN L
CARRIED TO WITHIN 1-FOOT OF THE FINAL GRADE OF THE BASIN FLOOR. IN THE AREAS OF
THE BASIN LOCATED IN FILL, THE BASIN FLOOR MAY BE CONSTRUCTED TO THE FINAL GRADE
ELEVATION USING THE APPROPRIATE FILL MATERIAL FOR THE BASIN FLOOR (SEE SECTION
TITLED "INFILTRATION BASIN FLOOR FILL SOIL SPECIFICATIONS"). LIGHT TRACKED EQUIPMENT
SHOULD BE USED DURING THE EXCAVATION/ROUGH GRADING TO PREVENT COMPACTION OF THE
EXISTING SOILS. FINAL EXCAVATION/GRADING TO THE FINISHED GRADE ELEVATION SHOULD BE
DELAYED UNTIL ALL DISTURBED AREAS FROM THE CONTRIBUTORY DRAINAGE AREA HAVE BEEN
STABILIZED.
6. CONSTRUCT THE FOREBAY/FLOW DIVERSION CHAMBER SPILLWAY WEIR. INSTALL THE
PERMANENT SPILLWAY WEIR PYRAMAT LINER PER THE DETAILS PROVIDED (SHEETS PD-2C).
7. CONSTRUCT THE PERMANENT LEVEL SPREADER PER THE DETAILS SHOWN ON SHEET PD-2C.
CLEAR AND GRUB THE VEGETATED FILTER STRIP. THE VEGETATED FILTER STRIP AREA SHOULD
BE GRADED PER THE GRADING PLAN (SHEET PD-2A) AND THEN SEEDED PER THE SEEDING
SCHEDULE PROVIDED.
8. ONCE THE CONTRIBUTORY DRAINAGE AREA HAS BEEN STABILIZED AND SITE CONSTRUCTION
IS COMPLETE, THE FINAL PHASE OF THE EXCAVATION CAN BEGIN BY REMOVING ALL
ACCUMULATED SEDIMENT AND GRADING THE ENTIRE BASIN FLOOR TO THE DESIGN ELEVATION
SHOWN ON THE GRADING PLAN. LIGHT TRACKED CONSTRUCTION EQUIPMENT IS RECOMMENDED
FOR THIS OPERATION TO PREVENT COMPACTION OF THE BASIN FLOOR. ANY SMEARING OF THE
SOIL AT THE INTERFACE WITH THE BASIN FLOOR MUST BE AVOIDED AND/OR REPAIRED BY
RAKING OR ROTOTILLING.
9. AFTER FINAL GRADING, THE BASIN FLOOR SHOULD BE TILLED TO A DEPTH OF AT LEAST
6-INCHES TO PROVIDE A WELL -AERATED, HIGHLY POROUS SURFACE TEXTURE. SIX -INCHES OF
COMPOST MAY BE TILLED INTO THE BASIN FLOOR AT THIS TIME IF THE SOILS ARE EVEN THE
SLIGHTEST BIT COMPACTED TO FACILITATE INFILTRATION AND ROOT GROWTH.
10. THE FLOOR OF THE INFILTRATION BASIN SHALL BE LINED WITH A MINIMUM OF 4" OF
WASHED SAND. THE WASHED SAND SHALL MEET REQUIREMENTS OF WASHED ASTM-C-33 FINE
AGGREGATE CONCRETE SAND. IN ADDITION TO THE ASTM-C-33 SPECIFICATION, THE WASHED
SAND MUST MEET THE FOLLOWING CONDITIONS:
• SAND MUST MEET GRADATION REQUIREMENTS FOR ASTM-C-33 FINE AGGREGATE
CONCRETE SAND. AASHTO M-6 GRADATION IS ALSO ACCEPTABLE.
• SAND MUST BE SILICA BASED. NO LIMESTONE BASED PRODUCTS MAY BE USED. IF THE
MATERIAL IS WHITE OR GRAY IN COLOR, IT IS PROBABLY NOT ACCEPTABLE.
• SAND MUST BE CLEAN. NATURAL, UNWASHED SAND DEPOSITS MAY NOT BE USED.
LIKEWISE, SAND THAT HAS BECOME CONTAMINATED BY IMPROPER STORAGE OR
INSTALLATION PRACTICES WILL BE REJECTED.
• MANUFACTURED SAND OR STONE DUST IS NOT ACCEPTABLE UNDER ANY
CIRCUMSTANCE.
11. UPON COMPLETION OF BASIN CONSTRUCTION, THE BASIN SLOPES SHOULD BE STABILIZED
WITH A DENSE STAND OF THE APPROPRIATE VEGETATION PER THE SEEDING SCHEDULE
PROVIDED. DENSE VEGETATION ON THE BASIN SIDE SLOPES IS RECOMMENDED. THE
PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES SHALL BE PER
THE SEEDING SCHEDULE PROVIDED.
12. ONCE CONSTRUCTION OF THE INFILTRATION BASIN IS COMPLETE AND THE ENTIRE
CONTRIBUTORY DRAINAGE AREA HAS BEEN COMPLETELY STABILIZED, THE BASIN MAY BE
BROUGHT "ONUNE". THE UPSTREAM STORM DRAINAGE SYSTEM MAY NOW BE CONNECTED TO
THE FOREBAY/ DIVERSION CHAMBER.
INFILTRATION BASIN FLOOR FILL SOR. SPECIFICATIONS
1. FILL SOIL USED TO CONSTRUCT THE FLOOR AND UNDERLYING SOILS OF THE INFILTRATION
BASIN SHALL HAVE A MINIMUM HYDRAULIC CONDUCTIVITY OF 0.52 INCHES PER HOUR. SOILS
CONTAINING CALCIUM CARBONATE SHOULD NOT BE USED AS FILL SOILS FOR CONSTRUCTION OF
THE BASIN FLOOR. THE FLOOR OF THE INFILTRATION BASIN IS DEFINED AS ELEVATION 28.00
AND BELOW. SOILS USED FROM ELEVATION 28.00 AND ABOVE (I.E. THE FILL SECTIONS OF THE
BERMS) SHOULD BE PER THE SOIL SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM SOILS
AND COMPACTION SPECIFICATIONS".
2. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER OR LICENSED SOIL
SCIENTIST SHALL VERIFY THE SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN
CONSTRUCTION OF THE INFILTRATION BASIN FLOOR.
3. THE FLOOR OF THE INFILTRATION BASIN SHALL BE LINED WITH A MINIMUM OF 4" OF WASHED
SAND. THE WASHED SAND SHALL MEET REQUIREMENTS OF WASHED ASTM-C-33 FINE
AGGREGATE CONCRETE SAND. IN ADDITION TO THE ASTM-C-33 SPECIFICATION, THE WASHED
SAND MUST MEET THE FOLLOWING CONDITIONS:
• SAND MUST MEET GRADATION REQUIREMENTS FOR ASTM-C-33 FINE AGGREGATE
CONCRETE SAND. AASHTO M-6 GRADATION IS ALSO ACCEPTABLE.
• SAND MUST BE SILICA BASED. NO LIMESTONE BASED PRODUCTS MAY BE USED. IF THE
MATERIAL IS WHITE OR GRAY IN COLOR, IT IS PROBABLY NOT ACCEPTABLE.
• SAND MUST BE CLEAN. NATURAL, UNWASHED SAND DEPOSITS MAY NOT BE USED.
LIKEWISE, SAND THAT HAS BECOME CONTAMINATED BY IMPROPER STORAGE OR
INSTALLATION PRACTICES WILL BE REJECTED.
• MANUFACTURED SAND OR STONE DUST IS NOT ACCEPTABLE UNDER ANY
CIRCUMSTANCE.
4. HYDRAULIC CONDUCTIVITY TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL
ENGINEER OR LICENSED SOIL SCIENTIST DURING CONSTRUCTION TO VERIFY PROPER FILL SOIL IS
BEING UTILIZED FOR THE INFILTRATION BASIN FLOOR. ALL FILL MATERIALS TO BE USED FOR
CONSTRUCTION OF THE INFILTRATION BASIN FLOOR SHALL BE CERTIFIED BY THE ON -SITE
GEOTECHNICAL ENGINEER OR LICENSED SOIL SCIENTIST AS MEETING THE MINIMUM HYDRAULIC
CONDUCTIVITY OF 0.52 INCHES PER HOUR.
5. FILL SOILS MUST BE CERTIFIED AS HAVING A HYDRAULIC CONDUCTIVITY OF 0.52 INCHES PER
HOUR. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO
VERIFY THAT THE INFILTRATION BASIN FLOOR SOILS MEET THE SPECIFIED HYDRAULIC
CONDUCTIVITY REQUIREMENTS. THESE REPORTS WILL BE NEEDED DURING THE AS -BUILT
CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. THEREFORE, IT IS THE CONTRACTOR'S
RESPONSIBILITY TO ENSURE HYDRAULIC CONDUCTIVITY TESTS ARE PROPERLY PERFORMED
DURING CONSTRUCTION.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE FOREBAY/FLOW DIVERSION CHAMBER WEIR SPILLWAY OUTLET SHALL BE LINED WITH
PYRAMAT. INSTALLATION OF THE PYRAMAT SPILLWAY LINER SYSTEM (I.E. MATERIALS,
CONSTRUCTION DETAILS, ETC.) SHALL BE PER THE MANUFACTURER'S SPECIFICATIONS AND PER
THE SHOP DRAWINGS PROVIDED BY THE MANUFACTURER.
2. THE 2-12" RCP OUTLET BARRELS CONNECTING THE FOREBAY/FLOW DIVERSION CHAMBER
TO THE NFILTRATION CHAMBEZ SHALL BE CLASS IV RCP, MODIFIED BELL AND SPIGOT,
MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
EACH PIPE JOINT SHOULD BE WRAPPED WITH A NON -WOVEN GEOTEXTILE FABRIC.
3. GEOTEXTILE FABRIC FOR THE 12-INCH OUTLET BARREL JOINTS SHALL BE NON -WOVEN
FABRIC DEEMED APPROPRIATE BY THE ON -SITE GEOTECHNICAL ENGINEER FOR USE IN THESE
SPECIFIC SITE SOIL CONDITIONS.
4. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED.
BERM SOIL AND COMPACTION SPECIFICATIONS
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE
SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN THE DAM EMBANKMENT /
KEY TRENCH. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE
TAKEN FROM BORROW AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL
MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND
FROZEN OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR
USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL SOILS SHALL
NOT EXHIBIT EXCESSIVE SHRINK/SWELL OR DISPERSIVE CHARACTERISTICS.
2. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY
TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE.
3. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 6" LIFT. EACH LIFT SHALL BE
CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR
THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE
PROPERLY PREPARED FOR FILL PLACEMENT.
4. ALL FIL
L SOILS USED IN THE EMBANKMENT KEY TRENCH CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY
(ASTM-698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO
+3 PERCENT OF ITS OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED
BY THE ON -SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE
PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A
SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO
COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL MINIMUM COVER IS ESTABLISHED
ALONG THE PIPE.
5. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE BERM. THE TRENCH
SHALL EXTEND A MINIMUM OF 2 FT BELOW EXISTING GRADE AND SHALL HAVE A MINIMUM
BOTTOM WIDTH OF 2 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V).
THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 4
ABOVE.
6. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO
VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS.
COMPACTION REPORTS WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR
THIS STORMWATER FACILITY. THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO
ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
PIPE SUBGRADE SUPPORT AND BEDDING
SPECIFICATIONS
1. FILL IN THE AREA OF THE 12" RCP PIPES AND ADJACENT AREAS SHOULD BE BROUGHT UP
TO A POINT ABOVE THE TOP ELEVATION OF THE PIPES IN ADVANCE OF PIPE CONSTRUCTION
SO THAT THE PIPES CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE FILL IS
BROUGHT UP TO ABOVE THE TOP OF PIPES, THE PIPE TRENCHES SHOULD THEN BE
EXCAVATED FOR INSTALLATION OF THE PIPES.
2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENT, GROUNDWATER
CONTROL WILL BE NECESSARY. T'iIS COULD INVOLVE PUMPING (OR STREAM DIVERSION, ETC.)
DEPENDING ON THE TOPOGRAPHY. SINCE IT IS NECESSARY TO WORK IN A "DRY" CONDITION,
THIS SITUATION MAY REQUIRE USE OF LEAN CONCRETE BACKFILL, FLOWABLE FILL, ETC. TO
ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL PLACEMENT.
3.. FILL MATERIAL ADJACENT TO THE 12"0 PIPES SHALL MEET THE SPECIFICATIONS LISTED IN
ITEMS 1 THROUGH 3 IN THE SECTION TITLED "BERM SOIL & COMPACTION SPECIFICATIONS."
THE CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE
PIPES TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPES ARE FILLED WITH
PROPERLY COMPACTED MATERIAL. TO PREVENT DAMAGE, HAND OPERATED COMPACTION
EQUIPMENT SHALL BE USED IN THE VICINITY OF ANY PIPE UNTIL MINIMUM COVER HAS BEEN
ESTABLISHED.
TESTING OF THE EMBANKMENT
1. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE
RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE
DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY
LIFT OF FILL
STATEMENT OF RESPONSIBE='.
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE
RESPONSIBILITY OF THE OWNER PER THE EXECUTED OPERATION AND MAINTENANCE
AGREEMENT FOR THIS FACILITY.
LAND MANAGEMENT GROUP, INC. BORING #16
APPROXIMATE GROUND ELEVATION = 26.03'
SHWT = 10"-14"
APPROXIMATE SHWT - 25.19'
NOTE: FLOOR OF INFILTRATION
BASIN TO BE PROVIDED WITH
A MINIMUM OF 4" OF
ASTM-C-33 WASHED SAND
(SEE INFILTRATION BASIN
FLOOR FILL SPECS ON THIS
SHEET)
1�
I
y \ JC'1� 1'lll I
/ RETAINING WALL
/ SEE GRADING
SHEETS FOR
ELEVATIONS AND
SPECIFICATIONS 25
- _ - - _ - - - EXISTING DITCH
26---1
ACCESS/MAINTENANCE
EASEMENT
31 x 7'W x 12" THK P
RIPRAP APRON
NCDOT CLASS 'B' RIP RAP
d50 = 8" dmax = 12") 2
LINE BASE OF APRON W/ MIRAFI I ;
FILTERWEAVE OR ENGINEER APPROVED
EQUIVALENT. APRON SHOULD
BE KEYED IN BELOW GRADE L9 '
1 \ �
1
/ 1
1
1
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II '
1
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17 LF 12"0 0-RING � \
RCP 0 0.0% (X2) /
I I 1
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TOP OFD#1=29.5
/ I
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OBSE��o��ATION
WELLS (TYP.)
(SEE/DETAIL
SHEI)T
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OBSER
WELLS
(SEE E
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INV. IN = 28.0 / i FIXED RTICAL-
INV. OUT = 28.0 1 ; SEDIMEDEPTH
MARKER
1 '
1 \
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19
30-FOOT VEGETATED
FILTER STRIP (GRASSED)
GSEE DETAIL SHEET PD-2C
RADED AS LEVEL AS )
POSSIBLE
3-FOOT WIDE LAYER OF
#57 STONE (4-INCHES
DEEP) UNDERLAIN WITH
FILTER FABRIC
(SEE DETAIL SHEET
PD-2C)
10' SOLID MASONARY
BLOCK LEVEL SPREADER
(SEE DETAIL SHEET PD-2C)
LIP OF LEVEL SPREADER TO BE AT
ELEVATION 26.50'
r-PROPERTY LINE
T�_-ELEV. 25.50'
(SEE SHEET PD-2C)
0
ACCESS/MAINTENANCE
EASEMENT
LAND MANAGEMENT GROUP, INC. BORING #15
APPROXIMATE GROUND ELEVATION = 27.07'
SHWT = 40"-44"
APPROXIMATE SHWT = 23.74'
INFILTRATION
CHAMBER
FLOOR =
28.00
WEIR SPILLWAY
WEIR CREST LENGTH = 5 FT
WEIR CREST = EL. 28.60 (FINISHED GRADE)
LINER = PYRAMAT (SEE NOTES UNDER
OUTLET STRUCTURE MATERIAL
SPECIFICATIONS)
(SEE DETAIL SHEET PD-2B AND PD-2C)
NOTE: HATCHED AREA DENOTES LIMITS OF
PYRAMAT LINER
FOREBAY/FLOW
DIVERSION
CHAMBER
GRAPHIC SCALE�a
20 0 10 20 40
1 inch = 20 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT No. TMS-08000
FILENNIL+: TMS08000-PD
DESIGNED BY: BRF
DRAWN BY: JWC
SCALE: AS SHOWN
F
09-30-08
SHEET
NO.PD-2A
MCADAMS

APPROXIMATE LOCATION OF
EXISTING GROUND
FOREBAY.
SEEDBED PREPARATION
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH
AND UNIFORM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE
BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6
INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING
SEASON, IF POSSIBLE IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME,
FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT
COVER IS ESTABLISHED.
* SEE PERMANENT SEEDING SCHEDULE
PERMANENT SEEDING SCHEDULE
SEEDING
MIXTURE
RATE (LBS/ACRES)
PENSACOLA BAHIAGRASS
50
SERICEA
LESPEDEZA
30
COMMON
BERMUDAGRASS
10
GERMAN
MILLET
10
SEEDING NOTES
1. WHERE A NEAT APPEARANCE IS DESIRED, OMIT SERICEA.
2. USE COMMON BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT
BECOME A PEST. BERMUDAGRASS MAY BE REPLACED WITH 5 LB/ACRE CENTIPEDEGRASS.
SEEDING DATES
APRIL 1 - JULY 15
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 3000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 500 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE
MULCH. ANCHOR BY TACKING WITH ASPHALT, ROVING, OR NETTING OR BY
CRIMPING WITH A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY
STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL
MAINTENANCE
REFERTILIZE THE FOLLOWING APRIL WITH 50 LB/ACRE NITROGEN. REPEAT AS
GROWTH REQUIRES. MAY BE MOWED ONLY ONCE A YEAR. WHERE A NEAT
APPEARANCE IS DESIRED, OMIT SERICEA AND MOW AS OFTEN AS NEEDED.
NOTE: THE 1.5" RUNOFF VOLUME IS
TREATED IN THE INFILTRATION BASIN
(2811 CF). A FLOW DIVERSION WEIR IS
PROVIDED AT ELEVATION 28.6 TO DIVERT
FLOW HIGHER THAN THE 1.5" EVENT
AWAY FROM THE INFILTRATION BASIN.
17 LF 12"0 0-RING RCP
® 0.00% (X2)
INVERT IN = 28.00
8' TOP OF DAM AT
ELEVATION 29.5
1�2'Mll'Nj') -1
3'L x 7'W x 12" THK J
RIPRAP PLUNGE POOL
NCDOT CLASS 'B' RIP RAP
(d50 = 8", dmax = 12")
LINE BASE OF APRON W/ MIRAFI
FILTERWEAVE OR ENGINEER APPROVED
EQUIVALENT. APRON SHOULD
BE KEYED IN BELOW GRADE
SCREW TOP LID*
i
6"
INVERT OUT = 28.00
MINIMUM 4" LAYER OF
ASTM-C-33 WASHED SAND
SEE SHEET PD-1A
INFILTRATION BASIN FLOOR
FILL SOIL SPECIFICATIONS
INFILTRATION
CHAMBER
FLOOR = 28.00
INFII,TRATION BASIN SECTION A -A'
N.T.S.
@T T1112
PANELLA TYPE CLEANOUT WITH
COUNTERSUNK HEAD
SEAL GASKET
6"0 SCHEDULE 40
PVC SOIL PIPE
*ABOVE DETAIL PROVIDED AS SCHEMATIC SCREW TOP P.V.C. WELL CAP ONLY
EACH OBSERVATION WELL SHALL INCLUDE THE FOLLOWING:
1. FOR AN UNDERGROUND OBSERVATION WELL, PROVIDE A TUBE MADE OF
NON -CORROSIVE MATERIAL, SCHEDULE 40 OR EQUAL, AT LEAST THREE FEET LONG WITH
AN INSIDE DIAMETER OF AT LEAST 6 INCHES.
2. THE TUBE SHALL HAVE A FACTORY ATTACHED CAST IRON OR HIGH IMPACT PLASTIC
COLLAR WITH RIBS TO PREVENT ROTATION WHEN REMOVING SCREW TOP LID. THE SCREW
TOP LID SHALL BE CAST IRON OR HIGH IMPACT PLASTIC THAT WILL WITHSTAND
ULTRAVIOLET RAYS.
OBSERVATION WELL DETIML
N.T.S.
PROPOSED TOP
DAM GRADE
EL. = 29.5
INFILTRATION BASIN FLOOR
ELEV = 28.00
(SEE INFILTRATION BASIN
FLOOR FILL SOILS
SPECIFICATIONS)
COMPACTED BERM SECTION
(SEE BERM SOIL AND
COMPACTION SPECIFICATIONS
ON SHEET PD-2A)
8' WIDE TOP OF DAM
TOP OF DAM = EL. 29.50
1
1
- 3:1 SLOPE
,H (SEE BERM SOIL &
CTION SPECIFICATIONS,
DETAIL SHEET PD-2A)
NOTE: SEASONAL HIGH GROUNDWATER
TABLE INFORMATION PROVIDED BY LAND
MANAGEMENT GROUP ENVIRONMENTAL
CONSULTANTS, INC. DATED SEPTEMBER
16, 2008. REFER TO SHEET PD-2A
FOR APPROXIMATE LOCATIONS OF
SPECIFIC BORINGS AND GROUNDWATER
ELEVATIONS.
FINISHED WEIR SPILLWAY GRADE EL = 28.6
5' (MIN.)
CONTRACTOR TO REFER TO PYRAMAT SHOP
DRAWINGS FOR
KEYING DETAILS (TYP.)
(SEE DETAIL SHEET PD-2C) WEIR SPILLWAY CROSS-SECTION
N.T.S.
1. THE DESIGN AND ALL ASSOCIATED CONSTRUCTION/ INSTALLATION
SPECIFICATIONS AND DETAILS FOR THE PYRAMAT WEIR LINER SHALL BE
DESIGNED BY OTHERS AND SHALL BE PERFORMED ACCORDING TO THE
MANUFACTURER'S SPECIFICATONS.
2. THE PYRAMAT DETAILS SHOWN ON SHEET PD-2C ARE SHOWN FOR
GENERAL CONFORMANCE WITH WEIR SPILLWAY OUTLET DESIGN.
3. THE PYRAMAT LINER WILL BE KEYED INTO THE NATURAL GROUND ON
THE ENDS OF EACH MAT. THE CONTRACTOR SHALL REFER TO THE
PYRAMAT SHOP DRAWINGS FOR DETAILS (I.E. LENGTH AND DEPTH) OF
EMBEDMENT.
PROPOSED GRADE
3:1 SLOPE
�1
3
APPROXIMATE LOCATION OF
EXISTING GROUND
PROPOSED TOP OF
CAM GRADE
EL = 29.5
CONTRACTOR TO REFER
TO PYRAMAT SHOP
DRAWINGS FOR
EMBEDMENT DETAILS
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROTECT NO. TMS-08000
Fu2NARE= TMS08000-PD
DESIGNED BY: BRF
DRAWN BY: JWC
SCALE: AS SHOWN
DATE: 09-30-08
SHEET NO. P D - 2 B
MCADAMS
I

10' SOLID MASONARY BLOCK LEVEL
SPREADER AT ELEVATION 26.50'
FILTER
30' GRASSED VEGETATED FILTER
20' UNDISTURBED BUFFER STRIP (FILTER STRIP SEEDED PER
(EXISTING VEGETATION) SEEDING SCHEDULE PROVIDED) LEVEL SPREADER
[L� Ttl*jwltso
20' UNDISTURBED BUFFER
(EXISTING VEGETATION)
III1���-11!
20
GRASSED VEGETATED FILTER STRIP DETAM
N.T.S.
60-90 R111
fd-am)
+ M VVAIPR FLOW
's
II w
I I �-
i
30 an < - �iItI-1I,I_=lii!
(A2 In) ;':IjI, I I I-1
��tl t,t?�-1j11 �-1t' tlil' �i—I I �i liWlll It'li_,`_t,.It� ,LIt(�'_I�1�Jt1
�16 ' _
NOTES:
1. WWRE AT 30 cm (i it) INERVALS, BACID'ILL AND
CrOMPACT SI IL
30' GRASSED VEGETATED FILTER
STRIP (FILTER STRIP SEEDED PER
SEEDING SCHEDULE PROVIDED)
r- GRAVEL FILTER
30' VEGETATED FILTER
STRIP (GRASSED) W
W W W
W W W W W W
W W W W W W W
W W W W W W W
3—FOOT WIDE LAYER OF #57 STONE W W W W W W
(4—INCHES DEEP) UNDERLAIN WITH W + W W W
FILTER FABRIC W W W W W
W W W W W W
W W W W W W W W
W W W W W
W W
REINFORCED CONCRETE FOOTING
3" SOLID MASONARY BLOCK LIP
STUBBED ABOVE GRADE
LEVEL SPREADER
evty mm,
CM1lorroa9a.
REINFORCED CONCRETE FOOT
111 I1
PLEASE NOTE THAT THE INFORMATION PRESENTED
HEREIN IS GENERAL INFORMATION ONLY. IT IS FOR
CONCEPTUAL USE ONLY AND NOT INTENDED TO BE
USED FOR CONSTRUCTION. WHILE EVERY EFFORT
HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC
APPLICATION WITHOUT INDEPENDENT PROFESSIONAL
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
TERAMAL CHANNEL ANCHOR TRENCH DETAIL (FOR LEVEL SPREADER DTPCH)
N.T.S.
15 tm
(S In)
NOTES,
1. SECURE AT 34 cm (1 'S) INTERVALS, BACKRILL AND COMPACT SOIL
INTERMITTENT CHECK SLOT DETAIL (FOR LEVEL SPREADER DITCHII
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY
AND NOT INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY �,
EFFORT HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC APPLICATION Construction -Civil Enginecrirg Pr3ducts Group
WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND Cwtg ".. TW 37416
Pnow: t-Nxl-pz-53a fea 1-•23-a'15-9009
\/FRIFInAT1nm nF IT'S SI IITARII ITY- APPI ICARII ITY AND ACCURACY.
WATER FLpy11 _
NOTES:
1. SECURE AT 80 an 1 %) INTERVALS, BACKFILL AND COMPACT SOIL
INITIAL ANCHOR TRENCH DETIML (FOR LEVEL SPREADER DPPCH)
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY
AND NOT INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY
EFFORT HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC APPLICATION
WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND
VERIFICATION OF IT'S SUITABILITY APPLICABILITY AND ACCU ACV
R
6—FOOT WIDE (1—FOOT CEEP)
TRIANGULAR CHANNEL 0 0.00%
SLOPE LINED WITH LANDLOK TURF
REINFORCEMENT MATTING 450
�—SOLID MASONARY BLOCK
LEVEL SPREADER CHANNEL SHALL BE LINED WITH
LANDLOK TURF REINFORCEMENT
MATTING 450 AND SEEDED PER
SEEDING SCHEDULE (SEE LINING
ANCHOR DETAILS SHEET PD-3)
8" ( TYP) L18 1I
BLOCK 3
1-123-465-90M
24"
CROSS—SECTION
1I111! t2"
UNDISTURBED EARTH
(3) #4 REBARS CONTINUOUS
#4 REBAR 0 18" O.C.
8" (TYP) 12I"
8%
3" (TYP)
2" DEEPS
CONTINUOUS KEYWAY
FOOTING DETAILF GG
GENERAL NOTES:
1. CONSTRUCT CONCRETE LEVEL SPREADER LIP ON A ZERO PERCENT GRADE TO ENSURE
UNIFORM SPREADING OF FLOW.
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON UNDISTURBED SOIL, AND NOT ON FILL
3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON A ZERO PERCENT GRADE.
4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH LANDLOK TURF REINFORCEMENT
MATTING 450 OR APPROVED EQUIVALENT. THE TRM MATTING SHOULD BE ANCHORED PER
THE DETAILS ON SHEET PD-3. THE TRM MATTING SHOULD BE INSTALLED PER
MANUFACTURER'S SPECIFICATIONS.
5. THE 3—INCH LAYER OF #57 STONE SHALL BE UNDERLAIN WITH MIRAFI FILTERWEAVE 400
OR APPROVED EQUIVALENT.
LEVEL SPREADER DETAII.S
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT INTENDED
TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS BEEN MADE
TO ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION
AND VERIFICATION OF IT'S SUITABILITY. APPLICABILITY AND ACCURACY.
�cnstruction •wivit Lrtyioceri-q Pr3ducts Group
nury "e.eerr Dive
CM1!"rweg". TH 37116
PM,na. t-!s:x)-Fz-50C Irix I-a2J-n•:::-90ti1
10 cm
{4 In)
r�---- ANCHORS
r' LANDILUM OR FTRAMA 10 (OR EQUAL) �. � 10 an
TURF REINFORCEMENT MAT 1 l u (4 it)
• I
III---
,
1• INSTALL LANDLOWDOR PYRAAI4TOTURF RMNFORCEMENT MkT
(OR ECi4JAL) AND SOIL FILL (ORTIONAL)
2. SECURE LDPK3MANNAL ANCHOR TRENCH AT 20 am (i R) INTERVALS,
&4CKFILL AND COMPACT SOIL
N.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT INTENDED
TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS BEEN MADE TO
ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION
AND VERIFICATION OF ITS SUITABILITY, APPLICABILITY AND ACCURACY.
r 1 �`S,'P.1.n,s i�fMnlV 1P,
uction•Civis Ingirr,rinq Prnducts Groupl
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CnaAaiwag". Tn 37116
1o;
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•am(alq
NOTES:
1,A ICHOR Px=W IA ANCHORS I mf (1 InANCHORS 1 YcF) FOR : SH : iV -c SLOPES -c 2H ; IV
2. U - SHAPEG "RE STAPLES, METAL GEOTF..XTI.E PINS, TRANOULAR WOODEN OR PLASTIC
STAKES CAN 3E USED TO ANCHOR TRMs TO THE GROUND SURFACE
ANCHOR PATTERN FOR 3H• 1V < SLOPES < 2H• 1V (FOR LEVEL SPREADER DITCH)
N.T.S.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO- TMS-08000
FuzNA*&E: TMS08000-PD
DESIGNED BY: BRF
DRAWN BY: JWC
SCALE: AS SHOWN
DATE. 09-30-08
BRRET NO. P D - 2 C
MCADAMS
i

INFILTRATION BASIN CONSTRUCTION SPECIFICATIONS
GENERAL NOTES ROMTRA17ION BASIN FLOOR FILL SOIL SPECIFICATIONS
1. CONSTRUCTION OF THE INFILTRATION BASIN SHOULD BE DELAYED UNTIL AS CLOSE TO THE 1. FILL SOIL USED TO CONSTRUCT THE FLOOR AND UNDERLYING SOILS OF THE INFILTRATION
9
i
END OF PROJECT CONSTRUCTION AS POSSIBLE. IDEALLY, CONSTRUCTION OF THE INFILTRATION BASIN SHALL HAVE A MINIMUM HYDRAULIC CONDUCTIVITY OF 0.52 INCHES PER HOUR. SOILS
BASIN SHOULD TAKE PLACE AFTER THE SITE HAS BEEN STABILIZED. HOWEVER, A ROUGH CONTAINING CALCIUM CARBONATE SHOULD NOT BE USED AS FILL SOILS FOR CONSTRUCTION OF
EXCAVATION OF THE INFILTRATION BASIN MAY OCCUR TO ALLOW FOR USE OF THE EXCAVATED THE BASIN FLOOR. THE FLOOR OF THE INFILTRATION BASIN IS DEFINED AS ELEVATION 18.00
MATERIAL AS FILL IN OTHER AREAS OF THE SITE. THE PARTIALLY EXCAVATED BASIN SHALL AND BELOW. SOILS USED FROM ELEVA1ION 18.00 AND ABOVE (I.E. THE FILL SECTIONS OF THE
NOT SERVE AS AN EROSION CONTROL DEVICE (I.E. SEDIMENT TRAP OR SEDIMENT BASIN) BERMS) SHOULD BE PER THE SOIL SPECIFICATIONS LISTED IN THE SECTION TITLED 'BERM SOILS
DURING PROJECT CONSTRUCTION. AND COMPACTION SPECIFICATIONS".
2. THE INFILTRATION BASIN SHALL NOT BE USED AS A TEMPORARY EROSION CONTROL DEVICE 2. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER OR LICENSED SOIL
(I.E. SEDIMENT TRAP OR SEDIMENT BASIN) DURING CONSTRUCTION. SCIENTIST SHALL VERIFY THE SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN
/
CONSTRUCTION OF THE INFILTRATION BASIN FLOOR.
3. DURING AND AFTER BASIN EXCAVATION, ALL EXCAVATED MATERIALS SHALL BE REMOVED
FROM THE SITE OR LOCATED SUCH THAT RUNOFF FROM THESE MATERIALS (OR ANY OTHER 3. THE FLOOR OF THE INFILTRATION BASIN SHALL BE LINED WITH A MINIMUM OF 4" OF WASHED
-----
DISTURBED AREA) DOES NOT ENTER THE INFILTRATION BASIN AREA. SAND. THE WASHED SAND SHALL MEET REQUIREMENTS OF WASHED ASTM-C-33 FINE
-_
AGGREGATE CONCRETE SAND. IN ADDITION TO THE ASTM-C-33 SPECIFICATION, THE WASHED
i I -�-
4. ONCE CONSTRUCTED, THE INFILTRATION BASIN SHALL NOT RECEIVE STORMWATER RUNOFF SAND MUST MEET THE FOLLOWING CONDITIONS:
I '
UNTIL THE ENTIRE CONTRIBUTING DRAINAGE AREA TO THE BASIN HAS BEEN COMPLETELY
STABILIZED AND SITE CONSTRUCTION IS COMPLETE. THIS SHALL BE ACOMPUSHED BY • SAND MUST MEET GRADATION REQUIREMENTS FOR ASTM-C-33 FINE AGGREGATE
i
TEMPORARILY BLOCKING THE STORM DRAIN INLET PIPES THAT RUN INTO THE INFILTRATION CONCRETE SAND. AASHTO M• 6 GRADATION IS ALSO ACCEPTABLE.
CHAMBER • SAND MUST BE SILICA BASED. NO LIMESTONE BASED PRODUCTS MAY BE USED. IF THE
MATERIAL IS WHITE OR GRAY IN COLOR, IT IS PROBABLY NOT ACCEPTABLE.
5. IN ORDER TO AVOID COMPACTION OF THE EXISTING SOIL, ABSOLUTELY NO EQUIPMENT SAND MUST BE CLEAN. NATURAL, UNWASHED SAND DEPOSITS MAY NOT BE USED.
--------------------------------
SHOULD BE DRIVEN OVER THE PROPOSED LOCATION OF THE INFILTRATION BASIN BEFORE AND LIKEWISE, SAND THAT HAS BECOME CONTAMINATED BY IMPROPER STORAGE OR
AFTER CONSTRUCTION. NO CONSTRUCTION MATERIAL IS TO BE PLACED OR STOCKPILED IN THE INSTALLATION PRACTICES WILL BE REJECTED.
I i I / I
INFILTRATION BASIN AREA. . MANUFACTURED SAND OR STONE DUST IS NOT ACCEPTABLE UNDER ANY
1 1 / LAND MANAGEMENT GROUP, INC. BORING #13
CIRCUMSTANCE.
1 / 1 I APPROXIMATE GROUND ELEVATION = 19.96'
6. THE CONTRACTOR SHALL REFER TO SHEET PD-38 FOR THE PERMANENT PLANTING
SHWT = 58"-62"
I
SCHEDULE. THE PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES
' / /1 i ; APPROXIMATE SHWT = 15.13'
AND FLOOR SHALL BE PER THE SEEDING SCHEDULE PROVIDED. 4. HYDRAULIC CONDUCTIVITY TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL
ENGINEER OR LICENSED SOIL SCIENTIST DURING CONSTRUCTION TO VERIFY PROPER FILL SOIL IS
/ 1
7. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED BEING UTILIZED FOR THE INFILTRATION BASIN FLOOR. ALL FILL MATERIALS TO BE USED FOR
1 i
DAM EMBANKMENT (FILL AREAS). CONSTRUCTION OF THE INFILTRATION BASIN FLOOR SHALL BE CERTIFIED BY THE ON -SITE
GEOTECHNICAL ENGINEER OR LICENSED SOIL SCIENTIST AS MEETING THE MINIMUM HYDRAULIC
ACCESS/MAINIENANCE _ a
8. THE OBSERVATION WELLS ARE TO CONSIST OF 6-INCH DIAMETER SCHEDULE 40 PVC PIPE CONDUCTIVITY OF 0.52 INCHES PER HOUR.
-
EASEMENT
(OR EQUAL) WITH A CAP SET 6-INCHES ABOVE GROUND LEVEL. THE PIPE SHALL HAVE A
_ ----------
FACTORY ATTACHED CAST IRON OR HIGH IMPACT PLASTIC COLLAR WITH RIBS TO PREVENT 5. FILL SOILS MUST BE CERTIFIED AS HAVING A HYDRAULIC CONDUCTIVITY OF 0.52 INCHES PER
i ______------ ��- i \
ROTATION WHEN REMOVING SCREW TOP LID. THE SCREW TOP LID SHALL BE CAST IRON OR HOUR. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO
_ --- - �� _ i v CB 6
HIGH IMPACT PLASTIC THAT WILL WITHSTAND ULTRAVIOLET RAYS. THE SCREW TOP LID SHALL VERIFY THAT THE INFILTRATION BASIN FLOOR SOILS MEET THE SPECIFIED HYDRAULIC
__--- ��', RIM = 23.25
BE A CLEANOUT WITH A LOCKING MECHANISM OR SPECIAL BOLT TO DISCOURAGE VANDALISM. CONDUCTIVITY REQUIREMENTS. THESE REPORTS WILL BE NEEDED DURING THE AS -BUILT
_ _
INV. IN (JB 7) 17.3 =
CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. THEREFORE, IT IS THE CONTRACTOR'S
INV. OUT (TO CB 3) 17.3
��� \ =
9. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING RESPONSIBILITY TO ENSURE HYDRAULIC CONDUCTIVITY TESTS ARE PROPERLY PERFORMED
23 J� , INV. OUT (TO BASIN) = 17.2
EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE INFILTRATION DURING CONSTRUCTION.
� 22 \
BASIN SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS
1 21 ( ' \ 1` �'�
(I.E. KEY TRENCH). DURING PLACEMENT OF FILL WITHIN THE EXCAVATION AREAS THE
'/ CB 3 (INFILTRATION BASIN BYPASS STRUCTURE)
I /
CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE
BERM SOIL AND COMPACTION SPECIFICATIONS
x w �RIM = 23.25
g I
MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM
INV. IN (CB 6) = 17.3
AND SIDESLOPES ARE STABLE AND SEDIMENT IS NO DISCHARGED FROM THE SITE.
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE
18 I INV. OUT (BYPASS TO JB 2) = 19.8
17 ,
SUITABILITY OF THE PROPOSED BORROW AREA FILL FOR USE IN THE DAM EMBANKMENT
10. ALL CONSTRUCTION OF THE INFILTRATION BASIN FACILITY SHALL BE PER THE DETAILS AND / /
INV. OUT (TO BASIN) = 17.20
I _.
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, KEY TRENCH, AND OTHER KEY TRENCH. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE
MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS TAKEN FROM BORROW AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL_
--
OF THE ONSITE GEOTECHNICAL ENGINEER. HOWEVER, THE DESIGN ENGINEER SHALL BE NOTIFIED MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6% AND-
f-
OF ANY DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY FROZEN OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR
PROPOSED MODIFICATION. USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL. SOILS SHALL
1 /
NOT EXHIBIT EXCESSIVE SHRINK/SWELL OR DISPERSIVE CHARACTERISTICS.
OBSERVATION
11. A FIXED VERTICAL SEDIMENT DEPTH MARKER SHALL BE INSTALLED IN THE FOREBAY/FLOW
WELLS (TYP.)
DIVERSION CHAMBER TO MEASURE SEDIMENT ACCUMULATION. 2. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION
i
(SEE DETAIL
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR
SHEET / ACCESS/MAINTENANCE
12. EXISTING SOILS AND SEASONAL HIGH GROUNDWATER INFORMATION SHOW IS PROVIDED BY CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY
EASEMENT
PD-38)
LAND MANAGEMENT GROUP ENVIRONMENTAL CONSULTANTS, INC. DATED SEPTEMBER 16, 2008. TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE.
3. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 6" LIFT. EACH LIFT SHALL BE
CONSTRUCTION SEQUENCE
FIXED VERTICAL
\
\\
CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR
SEDIMENT DEPTH N 3� / FOREBAY FLOW
THE BERM SECTION, ALL UNSUITAB'E MATERIAL SHALL BE REMOVED AND THE SURFACE
OF THE INFILTRATION BASIN, THE APPROPRIATE EROSION
I\ I
MARKER 10 / \' I
1. PRIOR TO BEGINNING CONSTRUCTION PROPERLY PREPARED FOR FILL PLACEMENT.
i �T 17 / I \ DIVERSION
AND SEDIMENT CONTROL DEVICES (I.E. SILT FENCE) SHALL BE INSTALLED PER THE APPROVED
SEDIMENT AND EROSION CONTROL PLAN TO PREVENT THE EXPORT OF SEDIMENT FROM THE 4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE
p� / / II 1}� i CHAMBER
CONSTRUCTION SITE INTO THE ADJACENT CREEKS, STREAMS, AND WETLANDS. COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY
I
(ASTM-698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO
2. ONCE THE SEDIMENT AND EROSION CONTROL DEVICES HAVE BEEN INSTALLED AND APPROVED +3 PERCENT OF ITS OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED
BY THE LOCAL EROSION CONTROL OFFICER, THE PROPOSED LOCATION OF THE INFILTRATION
i / 18 SO
Z
i
1 /
' �/
BY THE ON -SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE
BASIN SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, ROOTS, VEGETATION, AND OTHER
i ' --�� LAND MANAGEMENT GROUP, INC. BORING #14
I
PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A
OBJECTIONABLE MATERIAL
/ 1 / I APPROXIMATE GROUND ELEVATION = 19.15'
SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO
/ 1 ISHWT = 38"-40"
COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL MINIMUM COVER IS ESTABLISHED
3. ANY REMOVED TOPSOIL SHALL BE STOCKPILED (IN A MANNER NOT TO REDEPOSIT INTO THE HLONG THE PIPE.
' '� � (APPROXIMATE SHWT = 15.98'
INFILTRATION BASIN DURING RAIN EVENTS) FOR USE IN PLANTING (SEEDING) ON THE DAM
'
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN 5. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE BERM. THE TRENCH
NOTE: FLOOR OF INFILTRATION
0 /
ESTABLISHED WITH STRUCTURAL FILL SHALL EXTEND A MINIMUM OF 2 FT BELOW EXISTING GRADE AND SHALL HAVE A MINIMUM
BASIN TO BE PROVIDED WITH
A MINIMUM � '
BOTTOM WIDTH OF 2 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V).
FILL FOR THE PROPOSED EMBANKMENT, THE AREAS ON WHICH
OF 4" OF � I
ASTM-C-33 WASHED SAND ' / C) ; INFILTRATION
4. PRIOR TO PLACEMENT OF NEW THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 4
(SEE INFILBASIN ,
I
FILL TO BE PLACED SHALL BE SCARIFIED AND ANY UNSUITABLE MATERIAL REMOVED TO A ABOVE.
O' II CHAMBER
DEPTHH AGREEABLE TO THE ON -SITE GEOTECHNICAL ENGINEER.
FLOOR FILLL SPECS ON THIS
6. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO
SHEET) /o r' FLOOR -
7-
5. BEGIN CONSTRUCTION OF THE EARTHEN EMBANKMENTS AND ROUGH GRADING OF THE VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS.
/ /' �\ / i
INFILTRATION BASIN. CONSTRUCTION AND COMPACTION OF THE EARTHEN EMBANKMENTS COMPACTION REPORTS WILL BE NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR
/ / t L / I 18.00
SHOULD BE PER THE SECTION TITLED 'BERM SOIL AND COMPACTION SPECIFICATIONS". IN THE THIS STORMWATER FACILITY. THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO
I
AREAS OF THE BASIN LOCATED IN CUT/EXCAVATION, THE INITIAL EXCAVATION SHOULD BE ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
CARRIED TO WITHIN 1-FOOT OF THE FINAL GRADE OF THE BASIN FLOOR. IN THE AREAS OF
-_--_--
THE BASIN LOCATED IN FILL, THE BASIN FLOOR MAY BE CONSTRUCTED TO THE FINAL GRADE
TESTING OF THE EMBANKIMENT
-
ELEVATION USING THE APPROPRIATE FILL MATERIAL FOR THE BASIN FLOOR (SEE SECTION
TITLED "INFILTRATION BASIN FLOOR FILL SOIL SPECIFICATIONS"). LIGHT TRACKED EQUIPMENT
SHOULD BE USED DURING THE GRADING TO PREVENT COMPACTION THE 1. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE
OBSERVATION
RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE
TION/GEXCAVAADING TO IL
EXISTING SOILS. FINAL EXCAVATION/GRADING TO THE FINISHED GRADE ELEVATION SHOULD BE
WELLS (TYP.) /
DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY
DELAYED UNTIL ALL DISTURBED AREAS FROM THE CONTRIBUTORY DRAINAGE AREA HAVE BEEN
(SEE DETAIL / \ PROPERTY LINE
LIFT OF FILL
STABILIZED.
'
SHEET PD-3B)
/
iI
D�
6. CONSTRUCT THE FOREBAY/FLOW DIVERSION SYSTEM. S`ATT1 ENT OF RESPONSIBILIW'
i / \
11 / 18 '� �1 �*- 167 LF 24" RCP ® 1.38%
/
7. CONSTRUCT THE PERMANENT LEVEL SPREADER PER THE DETAILS SHOWN ON SHEET PD-3C.
I 19
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE
/
CLEAR AND GRUB THE VEGETATED FILTER STRIP. THE VEGETATED FILTER STRIP AREA SHOULD RESPONSIBILITY OF THE OWNER PER THE EXECUTED OPERATION AND MAINTENANCE
20
PROPERTY LINE
BE GRADED PER THE GRADING PLAN (SHEET PD-3A) AND THEN SEEDED PER THE SEEDING AGREEMENT FOR THIS FACILITY.
- i •• 21
SCHEDULE PROVIDED.
/ 22 / \ 24" NCDOT ENDWALL
23.0 23 __
v \
DAM = INV. = 17.0'
B. ONCE THE CONTRIBUTORY DRAINAGE AREA HAS BEEN STABILIZED AND SITE CONSTRUCTION
; TOP OF E MIN.)
W10
IS COMPLETE, THE FINAL PHASE OF THE EXCAVATION CAN BEGIN BY REMOVING ALL
8'-
ACCESS/MAINTENANCE I \
ACCUMULATED SEDIMENT AND GRADING THE ENTIRE BASIN FLOOR TO THE DESIGN ELEVATION
EASEMENT \\
SHOWN ON THE GRADING PLAN. LIGHT TRACKED CONSTRUCTION EQUIPMENT IS RECOMMENDED
i / )
22
FOR THIS OPERATION TO PREVENT COMPACTION OF THE BASIN FLOOR. ANY SMEARING OF THE
'
SOIL AT THE INTERFACE WITH THE BASIN FLOOR MUST BE AVOIDED AND/OR REPAIRED BY
1 ; JB 2
20 ^
RAKING OR ROTOTILUNG.
xis / \ i INV. IN = 17.5'
ig \
I INV. OUT = 17.4'
\ 18
9. AFTER FINAL GRADING, THE BASIN FLOOR SHOULD BE TILLED TO A DEPTH OF AT LEAST
50' OFFSET
\\ /
6-INCHES TO PROVIDE A WELL -AERATED, HIGHLY POROUS SURFACE TEXTURE SIX -INCHES OF
FROM WETLANDS 1
COMPOST MAY BE TILLED INTO THE BASIN FLOOR AT THIS TIME IF THE SOILS ARE EVEN THE
SLIGHTEST BIT COMPACTED TO FACILITATE INFILTRATION AND ROOT GROWTH.
10. THE FLOOR OF THE INFILTRATION BASIN SHALL BE LINED WITH A MINIMUM OF 4" OF
/ / \
WASHED SAND. THE WASHED SAND SHALL MEET REQUIREMENTS OF WASHED ASTM-C-33 FINE
i �lb �-f• '1
AGGREGATE CONCRETE SAND. IN ADDITION TO THE ASTM-C-33 SPECIFICATION, THE WASHED
✓' \ �' 1 _
/ x __ � �
SAND MUST MEET THE FOLLOWING CONDITIONS:
-------------------------- / i � ' I _ 34 LF 24" RCP 01.18%
-----------------
• SAND MUST MEET GRADATION REQUIREMENTS FOR ASTM-C-33 FINE AGGREGATE
CONCRETE SAND. AASHTO M-6 GRADATION IS ALSO ACCEPTABLE.
• SAND MUST BE SILICA BASED. NO LIMESTONE BASED PRODUCTS MAY BE USED. IF THE
/ / ^ i \ _----
MATERIAL IS WHITE OR GRAY IN COLOR, IT IS PROBABLY NOT ACCEPTABLE.
' / i RETAINING W.'.L!_ I_-__-----
• SAND MUST BE CLEAN. NATURAL, UNWASHED SAND DEPOSITS MAY NOT BE USED.
/ SEE GRADING
LIKEWISE, SAND THAT HAS BECOME CONTAMINATED BY IMPROPER STORAGE OR
/ SHEETS FOR _ i I 12.01 X 7.0'W X 22" THK
/ /O \ i
INSTALLATION PRACTICES WILL BE REJECTED.
/ i ELEVATIONS AND, \
/ / / SPECIFlCl1II0NS \ NCDOT CLASS B RIPRAP
• MANUFACTURED SAND OR STONE DUST IS NOT ACCEPTABLE UNDER ANY
\ i
ELEV. 16 il0' % / SEE DETAIL CN SHEET PD-3B
CIRCUMSTANCE.
10' SOLID MASONARY I (SEE SHEET PD-33C)
11. UPON COMPLETION OF BASIN CONSTRUCTION, THE BASIN SLOPES SHOULD BE STABILIZED
BLOCK LEVEL SPREADER
WITH A DENSE STAND OF THE APPROPRIATE VEGETATION PER THE SEEDING SCHEDUIE
(SEE DETAIL SHEET PD-3C)
PROVIDED. DENSE VEGETATION ON THE BASIN SIDE SLOPES IS RECOMMENDED. THE
UP OF LEVEL SPREADER TO BE AT
PERMANENT VEGETATION FOR THE PROPOSED INFILTRATION BASIN SIDESLOPES SHALL BE PER
ELEVATION 17.00'
THE SEEDING SCHEDULE PROVIDED.-
1
12. ONCE CONSTRUCTION OF THE INFILTRATION BASIN IS COMPLETE AND THE ENTIRE
CONTRIBUTORY DRAINAGE AREA HAS BEEN COMPLETELY STABILIZED, THE BASIN MAY BE
BROUGHT "ONLINE". THE UPSTREAM STORM DRAINAGE SYSTEM MAY NOW BE CONNECTED TO
3-FOOT WIDE LAYER OF
/
THE FOREBAY/ DIVERSION CHAMBER.
#57 STONE (4-INCHES / / \ \
/
t
DEEP) UNDERLAIN WITH 'v \ i i '
FILTER FABRIC
(SEE DETAIL SHEET
PD-2C)
I
INF (RATION BASIN #3 PLAN VIEW GRAPHIC SCALE
. 1" = 20' 20 0 10 20 40
1 inch = 20 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. TMS-08000
FD.ENAmE: TMSO8000-PD
DESIGNED BY: BRF
DRAWN BY- JWC
SCALE: AS SHOWN
DATE' 09-30-08
SIMETT NO. PD-3A
MCADAMS

SEEDBED PREPARATION
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH
AND UNIFORM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE
BELOW').
5.) CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6
INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING
SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME,
FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT
COVER IS ESTABLISHED.
k SEE PERMANENT SEEDING SCHEDULE
PERMANENT SEEDING SCHEDULE
SEEDING MIXTURE RATE (LBS/ACRES)
PENSACOLA BAHIAGRASS 50
SERICEA LESPEDEZA 30
COMMON BERMUDAGRASS 10
GERMAN MILLET 10
SEEDING NOTES
1. WHERE A NEAT APPEARANCE IS DESIRED, OMIT SERICEA.
2. USE COMMON BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT
BECOME A PEST. BERMUDAGRASS MAY BE REPLACED WITH 5 LB/ACRE CENTIPEOEGRASS.
SEEDING DATES
APRIL 1 - JULY 15
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 3000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 500 LB/ACRE 10-10-10 FERTILIZER.
413 ULCH
APPLY 4000 LB/AC GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE
MULCH. ANCHOR BY TACKING WITH ASPHALT, ROVING, OR NETTING OR BY
CRIMPING WITH A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY
STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL
MAINTENANCE
REFERTILIZE THE FOLLOWING APRIL WITH 50 LB/ACRE NITROGEN. REPEAT AS
GROWTH REQUIRES. MAY BE MOWED ONLY ONCE A YEAR. WHERE A NEAT
APPEARANCE IS DESIRED, OMIT SERICEA AND MOW AS OFTEN AS NEEDED.
NCDOT STD.-
838.80 ENDWALL
(SEE DETAIL)
24" RCP
y :
.A
4.25' WIDE (MIN.
838.8 STD. 2 0'
NCDOT ENDWALL 1
(SEE DETAIL) PLAN
24" RCP
NOTE:
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE
700 OR APPROVED EQUIVALENT
NOTE: THE 1.5" RUNOFF VOLUME IS
TREATED IN THE INFILTRATION BASIN
(10,689 CF). A FLOW DIVERSION
OUTLET IS PROVIDED IN THE PROPOSED
STORM DRAINAGE SYSTEM TO DIVERT
FLOW HIGHER THAN THE 1.5" EVENT
AWAY FROM THE INFILTRATION BASIN.
NO MORE THEN 2 ACRE -INCHES (7,260
CF) ENTERS THE FOREBAY FROM ANY
GIVEN INLET PIPE.
APPROXIMATE LOCATION OF
EXISTING GROUND
SCREW TOP LID;
i
6"
TABLE INFORMATION PROVIDED BY LAND
MANAGEMENT GROUP ENVIRONMENTAL
CONSULTANTS, INC. DATED SEPTEMBER
16, 2008. REFER TO SHEET PD-3A
FOR APPROXIMATE LOCATIONS OF
SPECIFIC BORINGS AND GROUNDWATER
ELEVATIONS.
INFILTRATION BASIN SECTION A -A'
GRADE
PANELLA TYPE CLEANOUT WITH
COUNTERSUNK HEAD
PIPE SEAL GASKET
6"0 SCHEDULE 40
PVC SOIL PIPE
*ABOVE DETAIL PROVIDED AS SCHEMATIC SCREW TOP P.V.C. WELL CAP ONLY
EACH OBSERVATION WELL SHALL INCLUDE THE FOLLOWING:
1. FOR AN UNDERGROUND OBSERVATION WELL, PROVIDE A TUBE MADE OF
NON -CORROSIVE MATERIAL, SCHEDULE 40 OR EQUAL, AT LEAST THREE FEET LONG WITH
AN INSIDE DIAMETER OF AT LEAST 6 INCHES.
2. THE TUBE SHALL HAVE A FACTORY ATTACHED CAST IRON OR HIGH IMPACT PLASTIC
COLLAR WITH RIBS TO PREVENT ROTATION WHEN REMOVING SCREW TOP LID. THE SCREW
TOP LID SHALL BE CAST IRON OR HIGH IMPACT PLASTIC THAT WILL WITHSTAND
ULTRAVIOLET RAYS.
OBSERVATION WELL DETAII,
N.T.S.
NCDOT CLASS "B" RIPRAP
8.0'L x 9.0'W x 22" THICK
d50 = 8"
t" LAYER OF NCDOT
ASS "B" RIPRAP
FILTER BLANKET
BLANKET
(SEE NOTE)
24' RCP WOPIPE O�'T VELOCITY DISSIPATOR
N.T.S.
0
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i-nZym
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�yD
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ELEVATION
PLAN
to
1
flT
FOR BAR SIZE
SIDE
COMPACTED BERM SECTION
(SEE BERM SOIL AND
:,OMPACTION SPECIFICATIONS
ON SHEET PD-3A)
PROPOSED GRADE
NOTES:
• THIS PRECAST ENDWALL MAYBE USED FOR THE FOLLOWING
STANDARDS: 838.21, 638.27, 838.33 AND 838.39.
• INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
• USE 4000 PSI CONCRETE.
• PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
TO ASTM A18S WITH 2" MIN. CLEARANCE.
• PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1928.704.
• PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
CONTRACTOR
• ALL ELEMENTS PRECAST TO MEET ASTM C913.
• WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION
TO INCIEASE THIS BAR SIZE AS NEEDED.
ENDWALL DIMENSIONS
FT.
FT.
MI----NIMUM _-
- MI .. N... _-
./MAX.
i MIl'../MAX
/
MIN./MAX
MIN./MAX.
MIN /MAX.
PIP_E_DIA
BAR SIZE
H1(FT.)
H2(FT )
D (FT.)
W1
W2
1.0
#5
@ 8"
1.2512.00
i 2.00/3.75
1.2511.75
r 3.00/3.75
5.50/6. 00
1.25
#5
@ 8"
1.2512.00
3.00/3.75
1.25/2.00
li 3.50/3.75
6,50/6.75
1.50
#5
@ 8"
1.25/2.00
3.00/4.25
1.50/2.50_
3_50/3_75
6.50/6.75
2.0
#5
@ 8"
1.50/2.50
14.00/4.75
1.75/2.50
_-
�i 4.00/4.25
-
7.50/8.25
2.5
#5
@ e
-
2 50/3.50
4
00/6 00
2 0013 00
4.50/5 50
10 00/11.50
3.0
#5
@ 8
-...
3 00/3.50
5
1 6.00/6
--
00/8 00
7E
2 75/3 50
3.2513.50
3.25/3 50
--
I 5.25/5 75
6.00/6 75
6.50/6 75
- --
11 50/11.75
12 00/13.25
13 00/13.25
3.5 #5 @ 8' 3 25/4.50
4.0 #5 @ 8 3 50/4.50
6 5017 00
4.5
#5
@ B
4 00/5.00
6
7.00/8
50/J 50
-
50
3.25/4 00
---_- -
3.25/4 00
i 7.00/9 25
7.25/9 25
13 50/15.75
13 7E/15.75
5.0 #5 @ B 4 50/5.00
5.5
#5
@ 8"
4.50/5.00
1 7.50/8.50
3.25/4.00
7.25/9. 25
14.00/15.75
6.0
#5
@ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.75/9.25
14.75/16.75
APPROXIMATE LOCATION OF
EXISTING GROUND
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PROJECT NO. TMS-08000
FULENAME: TMS08000-PD
DESIGNED BY: BRF
DRAWN RY: JWC
SCAM: AS SHOWN
DATE: 09-30-08
SRRRT NO. P D - 3 B
MCADAMS

GRAVEL FILTER
20' SOLID MASONARY BLOCK LEVEL
SPREADER AT ELEVATION 17.0'
20' UNDISTURBED BUFFER
(EXISTING VEGETATION)
30' GRASSED VEGETATED FILTER -
STRIP (FILTER STRIP SEEDED PER
SEEDING SCHEDULE PROVIDED)
VEGETATED FILTER
LEVEL SPREADER
20' UNDISTURBED BUFFER
(EXISTING VEGETATION)
30' GRASSED VEGETATED FILTER
STRIP (FILTER STRIP SEEDED PER
SEEDING SCHEDULE PROVIDED)
r-GRAVEL FILTER
20 LEVEL SPREADER J
CROSS—SECTION
GRASSED YMETATED FILTER STRIP DETAHS
N.T.S.
RD-90 an
NTATFR FLOC
F:- - -
Il- p
30cm ��II I -I t,ll ,l-,4r(IRI�'1111�111111,(Ijll�l 1'�llj 1I
'I I
15tm
(S in)
NOTES:.
1. SECURE AT 30 an (1 ft) INTERVALS, BACIaiLL AND
COMPACT SOIL
Ccnstruc.t,on Civil Englr.c ring PrJdvcts Group
1 U,0 1 a try o,Ne
CM1la ag TN 37416
PnmP: 1 RM-P4%-SOC Fv+ 1-+23-AWD-9cuo
PLEASE NOTE THAT THE INFORMATION PRESENTED
HEREIN IS GENERAL INFORMATION ONLY. IT IS FOR
CONCEPTUAL USE ONLY AND NOT INTENDED TO BE
USED FOR CONSTRUCTION. WHILE EVERY EFFORT
HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC
APPLICATION WITHOUT INDEPENDENT PROFESSIONAL
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
TERMINAL CHANNEL ANCHOR TRENCH DETAIL "R LEVEL SPREADER DITCHI
N.T.S.
15 cm
(s in)
NOTES:
t, SECURE AT 30 an (11t) INiERVAM BACKFILL AND COMPACT SOIL
I =lUW ZTENT CHECK SLOT DETAIL (FOR LEVEL SPREADER DITCH)
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY
AND NOT INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY
EFFORT HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS sit t'tlt5'tGS
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC APPLICATION Construction•CM1 Engirecring Pr]dUcts Group
eo,9 l.J y L Ne
WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND cM[Wmry TN 37416
VERIFICATION OF IT'S SUITABILITY. APPLICABILITY AND ACCURACY. Ph..Q, I-tux+-RX-SOIL r,,, 1- 23-J+SS-9000
30' VEGETATED FILTER W
STRIP (GRASSED) W
W W W
W W W W W W
W W W W W W W
W W W W W W W
3—FOOT WIDE LAYER OF #57 STONE W W W W W W
(4—INCHES DEEP) UNDERLAIN WITH W W W W W
FILTER FABRIC W W W W W
W W W W W J
W W W W W W W
W W W W W W
W W W W W
W W
W►AT2R FLOW_
16cm
(S in)
NOTES.:
I. SECLRiEAT 30 Can (1 It) INTERVAL% BACKFILL AND COMPACT SOIL
6—FOOT WIDE (1—FOOT DEEP)
TRIANGULAR CHANNEL 0 0.00%
SLOPE LINED WITH LANDLOK TURF
REINFORCEMENT MATTING 450
REINFORCED CONCRETE FOOTING SOLID MASONARY BLOCK
LEVEL SPREADER CHANNEL SHALL BE LINED WITH
LANDLOK TURF REINFORCEMENT
MATTING 450 AND SEEDED PER
3" SOLID MASONARY BLOCK LIP SEEDING SCHEDULE (SEE LINING
STUBBED ABOVE GRADE ANCHOR DETAILS SHEET PD-3)
REINFORCED CONCRETE FOOTI
INITIAL ANCHOR TRENCH DETAIL [FOR LEVEL SPREADER DPPCHI
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY
AND NOT INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY
EFFORT HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A SPECIFIC APPLICATION
WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND
VERIFICATION OF IT'S SUITABILITY APPLICABILITY AND ACCUR CY
6
1-•23-w ,-90E:J
8" (TYP) 18" 1
ry 3
24"
CROSS—SECTION
�11
3 I i I I I
—II1111„
—UNDISTURBED EARTH
GENERAL NOTES:
(3) #4 REBARS CONTINUOUS
#4 REBAR ® 18" O.C.
8" (�) 12"
G
3" (TYP)
2" DEEP
CONTINUOUS KEYWAY
1. CONSTRUCT CONCRETE LEVEL SPREADER LIP ON A ZERO PERCENT GRADE TO ENSURE
UNIFORM SPREADING OF FLOW.
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON UNDISTURBED SOIL, AND NOT ON FILL
3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON A ZERO PERCENT GRADE.
4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH LANDLOK TURF REINFORCEMENT
MATTING 450 OR APPROVED EQUIVALENT. THE TRM MATTING SHOULD BE ANCHORED PER
THE DETAILS ON SHEET PD-3. THE TRM MATTING SHOULD BE INSTALLED PER
MANUFACTURER'S SPECIFICATIONS.
5. THE 3—INCH LAYER OF #57 STONE SHALL BE UNDERLAIN WITH MIRAFI FILTERWEAVE 400
OR APPROVED EQUIVALENT.
LEVEL SPREADER DETAIIS
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT INTENDED
TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS BEEN MADE
TO ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION
AND VERIFICATION OF IT'S SUITABILITY. APPLICABILITY AND ACCURACY.
CMUa,woga. TN 37416
Pmnc. 1-!vx)-i.z-SUL Fnx 1-12J-NV,-9003
10 Cm
{4 in)
r f.._.. AIJCI�CRS
LANOLpM OR "KWA I IN (OR EQUAL) 10 an
{4
TURF REiw<)RCEMEw mAT
--- i �_r..
NOTES:
1. INSTALL LANDLOM OR PYRAMATOD TURF RaIdFOfRCEMENT MAT
(OR E"L) MD SOIL FILL (OPTIONAL)
2. SECURE LQM111LR HAL ANCHOR TRENCH AT 20 em(1 ft) INTERVALS,
BACKFILL AND COMPACT SOIL
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT INTENDED
TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS BEEN MADE TO
ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION
AND VERIFICATION OF IT'S SUITABILITY, APPLICABILITY AND ACCURACY.
I sn.ma1
1_\0 ��'' FM a
Ccnstruct�oa •Civic EngwCcrivq Prnducts Group
4U19 ind.11ry rve
CMnonoxT. TN 37J16
Pmnc: t-Iv%)-n%--,US, Fix I-•2J-Jl5.9-90W
dtmmtq
NOTES:
1.ANCHOR PATTERN 1.8ANCHORS Iris°(t V2 ANCHOR,$ ! Wf) FOR : SH :1V c SLOPES < 2H : 1V
2. U " SHAPEC VNRE STAPLES, METAL GEOTEXTI.E PINS, 7TIIFW13ULAR WOODEN OR PLASTIC
STAKES CAN 3E USED TO ANCHOR 7RM6 TO THE GROUND SURFACE
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PROJECT NO. TMS-08000
FN.ENAmE: TMS08000-PD
DESIGNED BY: BRF
DRAWN BY: JWC
SCALE: AS SHOWN
FNO.
09-30--08
PD-3C
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
WADAMS

PROPOSED
> CL
INFILTRATION BASIN #2
PROPOSED
� o
INFILTRATION BASIN #1
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DRAINAGE AREA TO SWMF #1
TOTAL AREA = 0.43 AC.
18,854 SF
IMP. AREA = 0.25 AC.
11,013 SF
NO HY 2.
DOGWO
3
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BDGUE SOUND
VICINITY MAP
mm
W-1AL Y LAN
DRAINAGE AREA TO SWMF #2
TOTAL AREA = 0.80 AC.
34,722 SF
IMP. AREA = 0.53 AC.
23,057 SF
BYPASS IMPERVIOUS
RETAINING WALLS = 0.06 AC.
2,400 SF
TOTAL SITE AREA
7.51 ACRES
327,006 SF
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PROPOSED
INFILTRATION BASIN #3
DRAINAGE AREA TO SWMF #3
TOTAL AREA = 2.52 AC.
1099856 SF
IMP. AREA = 2.01 AC.
87,616 SF
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1 inch = 100 ft.
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PROJECT NO. TMS-08000
FHYNAME: TMS08000-PD
DESIGNED BY: BRF
DRAWN BY: JwC
SCALE: 171 OO•
FHEEETT
09-30-08
N0.
SW-1
i
MCADAMS

GRAPHIC SCALE
30 0 15 30 60
1 inch = 30 ft. _�-
�t
LINE
TABLE POND "A"
LINE
BEARING
LENGTH
L1
N 74'20'44" W
16.55'
L2
N 01-06'17" W
21.84'
03
N 05'30'37" W
23.64'
L4
N 84'20'50" E
19.71'
I
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CURVE TABLE POND "A"
CURVE
RADIUS
LENGTH
BEARING
CHORD
DISTANCE
DELTA
TANGENT
Cl
10.00'
12.78'
N 37'43'31" W
11.93'
73'14'27"
7.43'
C2
116.80'
9.09,
S 03'19'52" E
9.09,
4'27'39"
4.55'
C3
10.00'
15.68'
N 39'25'07" E
14.12'
89'51'26"
9.98'
C4
10.00'
15.73'
S 50*35'18- E
14.16'
90'07'45"
10.02'
C5
177.00'
69.65'
S 05'44'57" W
69.20'
22'32'44"
35.28'
C6
5.00'
7.73'
S 61'20'18" W
1 6.99'
88-37'56"
4.88'
THE PURPOSE OF THIS EXHIBIT IS TO SHOW THE METES
AND BOUNDS AND AREAS ALONG THE SPECIFIED
PROPOSED CONTOUR ELEVATION. NO FIELD SURVEY WAS
PERFORMED IN PREPERATION OF THIS EXHIBIT AND THE
DATA SHOWN IS BASED ON PROPOSED CONDITIONS.
THIS EXHIBIT IS NOT A CERTIFIED SURVEY AND HAS NOT
BEEN REVIEWED BY ANY GOVERNMENTAL AGENCY FOR
COMPLIANCE WITH APPLICABLE LAND DEVELOPMENT
REGULATIONS.
,p%'-\A CAI
�-O? FESSI�
a SEAL
i L•4163
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GRAPHIC SCALE
30 0 15 30 ti0
1 inch = 30 ft. _
CURVE TABLE POND "B"
CURVE
RADIUS
LENGTH
BEARING
CHORD
DISTANCE
DELTA
TANGENT
C7
7.00'
10.09'
N 50'41'02" W
9.24'
82'35'29"
6.15'
C8
95.50'
6.22'
N 07'31'19" W
6.22'
3'43'55"
3.11'
C9
5.00,
7.85'
N 39'20'38" E
7.07'
90'00'00"
5.00'
C10
5.00'
5.99,
S 61'18'29" E
5.64'
68741'45"
3.42'
C11
177.00'
65.82'
S 16'18'23" E
65.44'
21'18246
33'
C12
10.00'
6.35'
S 41-11'02" W
210
I \ II II
1
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LINE
TABLE POND "B"
LINE
BEARING
LENGTH
L5
S 88'01'14" W
15.10'
L6
N 08'12'26" W
42.11'
L7
N 05'39'22" W
83.71'
L8
N 84'20'39" E
12.00'
L9
S 05'39'10" E
65.54'
GRAPHIC SCALE
30 0 15 30 60
1 mch = 30 ft.
I '
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i
CURVE TABLE POND "C"
CURVE
RADIUS
LENGTH
BEARING
CHORD
DISTANCE
DELTA
TANGENT
C13
7.00'
11.00'
N 52.00'00" W
9.90'
90'00'00"
7.00'
C14
10.00'
15.25'
N 36'41'16" E
13.81'
87'22'33"
9.55'
C15
10.00'
15.71'
S 54'37.27" E
14.14'
90*00,00"
10.00'
Ci6
7.00'
11.32'
S 36'41'16" W
10.12'
92'37'27"
7.33'
LINE
TABLE POND "C"
LINE
BEARING
LENGTH
L10
S 83'00'00" W
28.63'
L11
N 07'00'00" W
38.14'
L12
N 80'22'33" E
20.85'
L73
S 09'37'27" E
39.27'
P.O.B.
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CURVE TABLE POND "D"
CURVE
RADIUS
LENGTH
BEARING
CHORD
DISTANCE
DELTA
TANGENT
C17
10.00'
15.21'
N 36'33'46" E
13.78'
87'07'32"
9.51'
C18
10.00'
15.75'
S 54'44'58" E
14.17'
90'15'00"
10.04'
C19
10.00'
15.71'
S 35'22'33" W
14.14'
90'00'00"
10.00,
C20
10.00'
16.17'
N 53'18'44" W
14.46'
92'37'27"
10.47'
LINE
TABLE POND "D"
LINE
BEARING
LENGTH
L14
N 06'43'20" W
62.07'
L15
N 80.07'32" E
16.59'
L16
S 09'36'00" E
62.07'
117
S 80'22'3, W
19.71'
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PRO'Ecr NO- TMS-08000
PB.EN'%S- 08000-D 4.1. d w
DESIGNED BY: JNG
DRAHN Dr: BKL JWC
SCRIM AS SHOWN
DATE: 09-29-2008
SHEET N0.
SW-2
MCADAMS