SW1190501_NORTH BUNCOMBE MIDDLE SCHOOL_7/11/2019

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MIDDLESCHOOL IMPROVEMENTS STORM DRAINAGE PLANS
SITE NOTES:
1. PROJECT ADDRESS: 51 N BUNCOMBE SCHOOL RD
2. TOTAL ACREAGE: 28.95
3. ZONING: WEAVERVILLE
4. PROJECT PIN NUMBER(S): 9743-44-1042-00000
5. EXISTING TOPO INFO SHOWN WAS PROVIDED BY: MCABEE & ASSOCIATES
6. EXISTING BOUNDARY INFO PROVIDED BY: MCABEE & ASSOCIATES
7. FEMA FLOOD PANEL: 3700974300J
8. RECEIVING STREAM: LITTLE FLAT CREEK
9. SOIL TYPE(S): Ud, Ux, CkC2, CkD2
10. DEED BOOK / PAGE: 0717/0622, 0717/0617, 0717/0623
11. LATITUDE / LONGITUDE: 35.7160 82.5598
12. DISTURBED ACREAGE: 1.5
13. EROSION CONTROL REVIEW: NCDEQ
14. STORMWATER MANAGEMENT REVIEW: NCDEQ
GENERAL NOTES:
1.
2
3.
4.
5.
6.
7.
8.
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CONTRACTOR SHALL PROTECT ADJACENT PROPERTIES, THE GENERAL PUBLIC AND ALL OF THE OWNER'S
FACILITIES AND SHALL BE RESPONSIBLE FOR THE REPAIR OF ALL DAMAGES WHICH OCCUR DURING
CONSTRUCTION.
LOCATION OF ALL EXISTING UTILITIES, AS SHOWN HEREON, ARE APPROXIMATE ONLY. NO GUARANTEE IS
MADE OR IMPLIED BY THE LOCATION REFLECTED IN THE PLANS. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO VERIFY THE TYPE, SIZE AND LOCATION OF ALL UTILITIES AND OTHER FEATURES
WHICH MAY AFFECT CONSTRUCTION OR THE INTENDED FUNCTION OF THE DESIGN. CONTRACTOR SHALL
NOTIFY DESIGNER PRIOR TO CONSTRUCTION IF EXISTING CONDITIONS DIFFER FROM THAT INDICATED
IN THE PLANS.
NO STREAM OR WETLAND DISTURBANCE SHALL OCCUR WITHOUT A ARMY CORPS OF ENGINEERS PERMIT.
THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE INSTALLATION OF EROSION
CONTROL MEASURES AND PRACTICES PRIOR TO, OR CONCURRENT WITH, LAND DISTURBING ACTIVITIES.
ANY EXCESS CUT MATERIAL DEVELOPED IN THE CONSTRUCTION OF THIS SITE SHALL BE DISPOSED OF IN
AN APPROPRIATELY PERMITTED SPOIL SITE. CONTRACTOR TO PROVIDE PROOF OF PERMITS PRIOR TO
CONSTRUCTION.
ANY ALTERATION TO THE PLANS MUST BE APPROVED BY THE PROJECT ENGINEER, OR APPROPRIATE
AGENCY PRIOR TO THE COMMENCEMENT OF WORK.
THE CONTRACTOR SHALL OBTAIN, AND PAY FOR, PRIOR TO BEGINNING ANY WORK, ALL PERMITS AND
LICENSES NECESSARY TO ACCOMPLISH THE WORK.
CONTRACTOR(S) SHALL BE RESPONSIBLE FOR ADEQUATE SUPERVISION TO PREVENT DAMAGE AND
MOVEMENT FROM EQUIPMENT WORKING AROUND CONSTRUCTION STAKES. THESE CONSTRUCTION
STAKES SHALL REMAIN IN PLACE AND BE PROTECTED UNTIL OWNER APPROVES THEIR REMOVAL. ANY
STAKES THAT HAVE BEEN DISPLACED AS A RESULT OF CONSTRUCTION ACTIVITY ARE TO BE REPLACED
BY A LICENSED LAND SURVEYOR ENGAGED BY THE CONTRACTOR AT NO COST TO THE OWNER.
THE ENGINEER WILL NOT BE CONTINUOUSLY PRESENT IN THE FIELD, IT IS SPECIFICALLY UNDERSTOOD
THAT HE DOES NOT UNDERTAKE NOR ASSUME ANY OBLIGATION FOR SUPERVISION OF CONSTRUCTION,
SAFETY MEASURES TAKEN DURING THE COURSE OF CONSTRUCTION, RESPONSIBILITY FOR SCHEDULING
THE WORK FOR INSURING COMPLETE COMPLIANCE WITH THE CONTRACT DOCUMENTS AND/OR ALL CODE
REQUIREMENTS, RULES AND REGULATION OF ANY PUBLIC OR PRIVATE AUTHORITY HAVING
JURISDICTION OVER THE WHOLE OR ANY PART OF THE WORK. IN ADDITION, THE ENGINEER NEITHER
UNDERTAKES, ASSUMES, NOR GUARANTEES THE WORK AND/OR PERFORMANCE OF THE CONTRACTOR.
INSPECTION SCHEDULE:
1. NO CONSTRUCTION SHALL COMMENCE PRIOR TO A PRECONSTRUCTION MEETING WITH THE OWNER,
THE CONTRACTOR, THE ENGINEER, AND A REPRESENTATIVE OF NCDEQ
2. ALL SHOP DRAWINGS SHALL BE SUBMITTED AT OR PRIOR TO THE PRECONSTRUCTION MEETING.
3. ENGINEER TO BE CALLED FOR PERIODIC INSPECTIONS.
4. CALL ENGINEERING PRIOR TO COVERING UNDERGROUND STRUCTURES FOR FINAL INSPECTIONS.
5. REFER TO MANUFACTURER'S SPECIFICATION MANUAL AND STATE AND LOCAL STANDARDS FOR
ADDITIONAL REQUIREMENTS AND STANDARDS.
BEFORE YOU DIG!
CALL 811
N.C. ONE -CALL CENTER
IT'S THE LAW!
ivROOM
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WEAVERVILLE
DEVELOPER:
CONTACT INFO:
BUNCOMBE COUNTY BOARD OF EDUCATION
DR. TONY BALDWIN
175 BINGHAM RD
ASHEVILLE NC 28806
828-255-5916
[e-mail]
OWNER:
CONTACT INFO:
BUNCOMBE COUNTY BOARD OF EDUCATION
DR. TONY BALDWIN
175 BINGHAM RD
ASHEVILLE NC 28806
828-255-5916
[e-mail]
ENGINEER:
CONTACT INFO:
BROOKS ENGINEERING ASSOCIATES, PA
TRAVIS MAXWELL
17 ARLINGTON STREET
ASHEVILLE, NC 28801
828-232-4700
[e-mail]
SURVEYOR:
CONTACT INFO:
MCABEE & ASSOCIATES
ERIC MCABEE
828-628-1295
[e-mail]
NO.: TITLE:
C-0 COVER SHEET
C-1.0 EXISTING CONDITIONS
C-3.0 EROSION CONTROL PLAN
C-3.2 EROSION CONTROL DETAILS
C-3.3 EROSION CONTROL DETAILS
C-3.3 EROSION CONTROL DETAILS
C-4.0 SITE PLAN
C-4.1 SITE DETAILS
C-5.0 GRADING AND STORMWATER PLAN
C-5.1 STORMWATER DETAILS
C-5.2 STORMWATER DETAILS
C-5.3 STORM DRAINAGE AREAS
WRAWMA A 1 VIA BOMA
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EXISTING CONDI TIONSZDEMO LEGEND
LEGEND * ABBREVIATIONS :
PB= PLAT BOOK
DB= DEED BOOK
PG= PAGE
R/W= RIGHT OP WAY
PIN= PARCEL IDENTIFICATION NUMBER
CALCULATED POINT
(NOT MARKED IN FIELD)
OO RECOVERED BOUNDARY MONUMENT
(SIZE AND TYPE AS NOTED)
A. G... ABOVE ADJACENT GRADE
% AREA LIGHT
B.G... BELOW ADJACENT GRADE
® CABLE TELEVISION PEDESTAL
CB .. CATCH BASIN
® CLEANOUT
C.L. P/L .. CHAIN LINK PENCE LINE
CMP .. CORRUGATED METAL PIPE
CONC... CONCRETE
PP .. FINISHED FLOOR ELEVATION
p PIPE HYDRANT
PO CAB .. PIBER OPTIC CABINET
♦ POM .. PIBER OPTIC MARKER
• GAS VALVE
�— GUY WIRE
® HEAT PUMP
INV. . INVERT ELEVATION
I PI PE .. IRON PIPE
is MAILBOX
OTCB .. OPEN TOP CATCH BASIN
OVERHEAD UTILITY LINE
PVC. POLYVINYL CHLORIDE PIPE
RCP. REINFORCED CONCRETE PIPE
POW. ROOF DRAIN WITH WHITE PAINT
® ROOF DRAIN
R/W MON .. NCOOT RIGHT -OP -WAY MONUMENT
SDMH .. STORM DRAINAGE MANHOLE
SEWER LINE
SIGN
SMH .. SEWER MANHOLE
SW .. SIDEWALK
(T) .. TOTAL DISTANCE
® TPED .. TELEPHONE PEDESTAL
TSP.. TELECOMMUNICATIONS SERVICE PANEL
UGE .. UNDERGROUND ELECTRIC LINE PER PAINT MARKINGS
UT CAB .. UTILITY CABINET (TYPE UNKNOWN)
7 UTILITY POLE
® WATERLINE MARKER
O WATER METER
►• WV .. WATER VALVE
WWPL .. WOVEN WIRE FENCE
YI .. YARD INLET
z:22XX.XX EXISTING SPOT ELEVATION
DEVELOPMENT DATA
PROPERTY ADDRESS: 51 N BUNCOMBE SCHOOL RD
PIN NUMBER: 9743-44-1042
PROPERTY SIZE: 28.95
ZONING REVIEW: WEAVERVILLE
EROSION CONTROL REVIEW: NCDEQ
STORMWATER REVIEW: NCDEQ
ZONING CLASSIFICATION: GVMNT/HIGH SCOOL
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CONTACT: TIM FIERLE
ADDRESS: 175 BINGHAM RD
ADDRESS 2: ASHEVILLE, NC
EMAIL: [e-mail]
PHONE: [phone]
DEVELOPER: MHAworks
CONTACT: PETER LOOPER
ADDRESS: 12 S. LEXINGTON AVE SUITE 100
ADDRESS 2: ASHEVILLE, NC
EMAIL: [e-mail]
PHONE: [phone]
ENGINEER: BROOKS ENGINEERING
CONTACT: TRAVIS MAXWELL
ADDRESS: 17 ARLINGTON ST
ADDRESS 2: ASHEVILLE, NC 28801
EMAIL: [e-mail]
PHONE: [phone]
I
EXISTING STORM DRAY
TO TIE TO PROPOSED F
OUTLET. SEE SHEET C-
FOR NEW STORM SYSTI
PIN : 9743-34-994G
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EXISTING OVERHEAD ELECTRIC UTILITY
TO BE REMOVED. COORDINATE WITH
POWER COMPANY
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EROSION CONTROL PLAN LEGEND
N
PROPOSED STORM PIPE
TD - TEMPORARY DIVERSION DITCH
PROPOSED OUTLET PROTECTION
SF TEMP. SILT FENCE
I TEMP. CONSTRUCTION ENTRANCE
' TEMP. CHECK DAM
LIMITS OF DISTURBANCE
—0-0-0-0— SEDIMENT BASIN BAFFLES
SEDIMENT BASIN
STABILIZED SILT FENCE OUTLET
DEVELOPMENT DATA
PROPERTY ADDRESS: 51 N BUNCOMBE SCHOOL RD
PIN NUMBER: 9743-44-1042
PROPERTY SIZE: 28.95
ZONING REVIEW: WEAVERVILLE
EROSION CONTROL REVIEW: NCDEQ
STORMWATER REVIEW: NCDEQ
ZONING CLASSIFICATION: GVMNT/HIGH SCOOL
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CONTACT: TIM FIERLE
ADDRESS: 175 BINGHAM RD
ADDRESS 2: ASHEVILLE, NC
EMAIL: [e-mail]
PHONE: [phone]
DEVELOPER: MHAworks
CONTACT: PETER LOOPER
ADDRESS: 12 S. LEXINGTON AVE SUITE 100
ADDRESS 2: ASHEVILLE, NC
EMAIL: [e-mail]
PHONE: [phone]
ENGINEER: BROOKS ENGINEERING
CONTACT: TRAVIS MAXWELL
ADDRESS: 17 ARLINGTON ST
ADDRESS 2: ASHEVILLE, NC 28801
EMAIL: [e-mail]
PHONE: [phone]
EROSION CONTROL NOTES
1. ALL EROSION MEASURES AND PRACTICES SHALL BE IN ACCORDANCE WITH
THE APPROPRIATE JURISDICTION'S DETAILS AND SPECIFICATIONS.
2. IN ACCORDANCE WITH THE NPDES GENERAL STORMWATER PERMIT, THE
FOLLOWING CONDITIONS MUST BE MET:
2. THE EROSION CONTROL PLAN MUST BE IMPLEMENTED - DEVIATIONS
ARE A VIOLATION OF THE PERMIT
2. A COPY OF ALL PLANS MUST BE RETAINED BY THE PERMIT
2. DEPOSITION OF SEDIMENT OFFSITE OR IN A STREAM OR WETLAND
ARE CONSIDERED A VIOLATION OF THE PERMIT.
2. VISIBLE DEPOSITION OF SEDIMENT SHALL BE REPORTED TO NCDEQ
WITHIN 24 HOURS OF INSPECTION.
2. A RAIN GAUGE SHALL BE MAINTAINED ON SITE.
2. A WRITTEN RECORD OF THE DAILY RAINFALL AMOUNTS SHALL BE
RETAINED.
2. AT LEAST ONCE PER WEEK, EACH EROSION CONTROL MEASURE
SHALL BE INSPECTED TO ENSURE THAT IT IS OPERATING CORRECTLY
AND RECORDS MAINTAINED.
2. INSPECTIONS SHALL ALSO BE MADE WITHIN 24 HOURS OF RAIN
EVENTS OVER 1/2 INCH.
2. THE QUALITY OF ALL STORMWATER DISCHARGES SHALL BE
OBSERVED AND RECORDED.
2. IF ANY VISIBLE SEDIMENTATION IS LEAVING THE SITE OR ENTERING
WATERS OF THE STATE, CORRECTIVE ACTION SHALL BE TAKEN
IMMEDIATELY TO CONTROL THE DISCHARGE OF SEDIMENTS.
3. AN APPROVED COPY OF THE E&SC PLAN WITH PLACARD AND APPROVAL
LETTER AND A COPY OF THE NPDES PERMIT, WTIH A MINIMUM OF 30 DAYS
OF SELF -INSPECTION REPORTS, ARE TO BE KEPT ON SITE UNTIL PROJECT
CLOSURE BY NCDEQ. THEY MUST BE MADE AVAILABE TO THE EROSION
CONTROL INSPECTOR UPON REQUEST.
4. THE SELF -INSPECTION PROGRAM IS SEPARATE FROM THE WEEKLY
SELF -MONITORING PROGRAM OF THE NPDES STORMWATER PERMIT FOR
CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL USE THE INSPECTION
AND MONITORING RECORDS FOR ACTIVITIES UNDER STORMWATER
GENERAL PERMIT NCGO10000 AND SELF -INSPECTION RECORDS FOR LAND
DISTURBING ACTIVITIES PER G.S. 113A-54.1. THE INSPECTIONS SHOULD BE
CONDUCTED AFTER EACH PHASE OF THE PROJECT, AND CONTINUED
UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
5. ALL DRAINAGE EASEMENTS MUST BE GRASSED AND/OR RIP -RAPPED PER
THE PLANS TO CONTROL EROSION.
6. THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE
INSTALLATION OF EROSION AND SEDIMENT CONTROL MEASURES AND
PRACTICES PRIOR TO, OR CONCURRENT WITH, LAND -DISTURBING
ACTIVITIES.
7. EROSION CONTROL MEASURES WILL BE MAINTAINED AT ALL TIMES. IF
FULL IMPLEMENTATION OF THE APPROVED PLAN DOES NOT PROVIDE FOR
EFFECTIVE EROSION CONTROL, ADDITIONAL EROSION AND SEDIMENT
CONTROL MEASURES SHALL BE IMPLEMENTED TO CONTROL OR TREAT
THE SEDIMENT SOURCE AND AN AMENDED PLAN BE SUBMITTED AND
APPROVED SHOWING MODIFIED EROSION CONTROL DEVICES.
8. A RAIN GAUGE WILL BE INSTALLED ON THE SITE.
9. THE SITE SHALL RECEIVE TEMPORARY/PERMANENT SEEDING WHEN
CONSTRUCTION IS COMPLETE OR DELAYED FOR ANY REASON. SEE SHEET
C-3.1 FOR A DETAILED TIME FRAME.
10. CONTRACTOR TO PROVIDE INLET PROTECTION AT EACH STRUCTURE AS
STORM SYSTEM IS CONSTRUCTED.
11. INSTALL AND MAINTAIN TEMPORARY SEDIMENT BASINS DURING ROUGH
GRADING.
12. PROVIDE WATERTIGHT JOINTS ON ANY STORM DRAINS WHERE VELOCITIES
EXCEED 15 FT/SEC (SEE PIPE CHART).
13. STOCKPILE,STAGING, AND LAYDOWN AREAS ARE TO BE WITHIN THE LIMITS
OF DISTURBANCE AND SHOULD BE LOCATED AT LEAST 50 FEET AWAY
FROM STORM DRAIN OUTLETS AND SURFACE WATERS.
14. GRADED SLOPES AND FILLS WILL BE PROTECTED WITH A ROLLED EROSION
CONTROL PRODUCT IF COMPLETED OUTSIDE OF OPTIMUM GERMINATION
SEASONS, WHEN UNFAVORABLE WEATHER CONDITIONS PREVENT ESTABLISHMENT
OF VEGETATIVE GROUND COVER.
15. ALL UNSUITABLE SOIL AND CONSTRUCTION DEBRIS TO BE REMOVED FROM SITE
AND DISPOSED OF IN A PERMITTED CONSTRUCTION LANDFILL/HAUL SITE.
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All seeding to be in accordance with NCDEQ STD #6.11
The kinds of seed and fertilzer, and the rates of application of seed, fertilizer and limestone, shall be as stated below.
During periods of overlapping dates, the kind of seed to be used shall be deteremined. All rates are in pounds per acre.
All Roadway Areas
March 1-August 31
50 Ibs Tall Fescue
10 Ibs Centipede
25 Ibs Bermudagrass (hulled)
500 Ibs Fertilizer
4000 Ibs Limestone
Waste and Borrow Locations
March 1-August 31
September 1-February 28
50 Ibs Tall Fescue
10 Ibs Centipede
35 Ibs Bermudagrass (hulled)
500 Ibs Fertilizer
4000 Ibs Limestone
75 Ibs Tall Fescue September 1-February 28
25 Ibs Bermudagrass (hulled) 75 Ibs Tall Fescue
500 Ibs Fertilizer 35 Ibs Bermudagrass (hulled)
4000 Ibs Limestone 500 Ibs Fertilizer
4000 Ibs Limestone
On cut and fill slopes 2:1 or steeper, Centipede shall be applied at the rate of 5 Ibs/acre and add 20 Ibs of Sericea
Lespedeza from January 1-December 31
Fertilizer Topdressing
Fertilizer used for topdressing on all roadway areas except slopes 2:1 and steeper shall be 10-20-20 grade and shall be applied at the
rate of 500 Ibs/acre. A different analysis of fertilizer may be used provided the 1-2-2 ratio is maintained and the rate of application
adjusted to provide the same amount of plant food as 10-20-20 analysis and as directed.
Fertilizer used for topdressing on slopes 2:1 and steeper and waste and borrow areas shall be 16-8-8 grade and shall be applied at the
rate of 500 Ibs/acre. A different analysis of fertilizer may be used provided the 2-1-1 ratio is maintained and the rate of application
adjusted to provide the same amount of plant food as 16-8-8 analysis and as directed.
Soil Prep
Preparation for primary/permanent stabilization shall not begin until construction and utility work within the preparation area is complete.
However, it may be necessary to prepare for nurse crops prior to completion of construction and installation of utilities.
All areas to be seeded or planted shall be tilled a depth of 12". Ripping consists of creating fissures in a criss-cross pattern over the
entire surface area, utilizing an implement that will not glaze the side walls of the fissures. Site preparation that does not comply with
these documents shall not be acceptable. The depth of soil preparation may be established as a range based on the approval of the
reviewing state or local agency. Once tilled or ripped according to the approved plan, all areas are to be returned to the approved final
grade. pH modifiers and/or other soil amendments can be added during the soil preparation procedure or as described below.
Till or disc the prepared areas to be seeded to a minimum depth of four (4) inches. Remove stones larger than three (3) inches on any
side, sticks roots and other extraneous materials that surface. If not incorporated during the soil preparation process, add pH modifier
and fertilizers. Spread up to 6" of excess topsoil over the entire area if available. Re -compact the area utilizing a cultipacker roller. The
finished grade shall be a smooth even soil surface with a loose, uniformly fine texture. All ridges and depressions shall be remoeved
and filled to provide the approved surface drainage. Seeding of graded areas is to be done immediately after finished grades are
obtained and seedbed preparation is completed.
Planting
Prepare the seed be as described in above in soil preparation. Apply seed at rates specified on the plans, and/or as recommended above,
with a cyclone seeder, prop type spreader, drill, or hydroseeder on and/or into the prepared bed. Incorporate the seed into the seed bed E s
specified. Provide finished grades as specified on the approved plan and carefully culti-pack the seedbed as terrain allows. Mulch
immediately.
PERMANENT SEEDING
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CONSTRUCTION SEQUENCE
1 Obtain a Land Disturbing Permit from NCDEQ
2 Survey and delineate the limits of disturbance.
3 Install tree protection fencing as shown on the plans.
4 Call the engineer at 828-232-4700 to schedule pre -construction meeting at least 48
hours prior to project activation.
5 Install rain gauge on site.
6 Install Construction Entrance / Exits.
7 Install all perimeter devices such as silt fence.
8 Install all construction fencing as required by owner.
9 Replace existing stormwater system under proposed skimmer basin
10 block off flow from surface to inlet control structure
11 Install temporary sediment traps and basins.
12 Sediment Basin embankments must be matted as specified in plans after embankment construction.
13 Have the site inspected by the engineer prior to proceeding.
14 Install remaining runnoff conveyance systems: Temporary diversions and perminate storm relocation
15 Begin demolition of existing structures/utilities to be removed.
16 Begin rough grading of site.
17 During mass grading, begin to install permanent runnoff conveyance systems such as
18 storm drainage, inlets, ditches, and permanent diversions.
19 Install storm drainage system and inlet and outlet protection devices simultaneously.
Stabilize site as areas are brought to finished grade or work is delayed. Provide
permanent or temporary vegetation in accordance with the schedule provided on the
plans.
20 Construct walkway canopy.
21 Provide permanent vegetation for the remainder of the site upon completion of
construction activites.
22 Once a good stand of vegetation is established, convert sediment basin into permanent Bioswale.
23 Convert sediment basin to permanent bioswale as follows:
a. Allow pond to dewater using skimmer
b. Any remaining sediment to be excavated and hauled to permitted construction landfill
c. Skimmer to be removed at connection to permanent pond structure and install permanent underdrain
in same opening in outlet structure.
d. Bioswale media to be used to fill basin as shown on plans
e. Surface of bioswale to be covered with sod.
f. Sod must be watered daily for first two weeks after planting.
SITE STABILIZATION TIMEFRAMES
The contractor shall stabilize all areas that have been brought to final grade, or where construction has stopped or
been delayed for any reason. Adhear the schedule below.
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
Perimeter dikes,
swales, ditched and
7 days
None
slope
High Quality Water
7 days
None
(HQW) Zones
If Slopes are 10' or less
Slopes steeper than
7 days
in length and are not
3:1
steeper than 2:1, 14
days are allowed
7 days for slopes
Slopes 3:1 or flatter
14 days
greater than 50' in
length
All other areas with
None(except for
slopes flatter than
14 days
perimeters and HQW
4:1
Zones)
CONSTRUCTION SEQUENCE & SIGHT STABILIZATION
TEMPORARY SEEDING
All seeding to be in accordance with NCDEQ STD #6.10
Species Rate (lb/acre) Season Seeding Dates
Rye (grain) 120 Winter/Spring/Fall 1/1-5/1,8/15-12/30
Annual lespedeza (Kobe) 50 Winter/Spring 1/1-5/1
German Millet 40 Summer 5/1-8/15
Omit annual lespedeza when duration of temporary cover is not to extend beyond June.
A small -stemmed Sudangrass may be substited for German millet at a rate of 50 lb/acre.
Soil Amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricul-
tural limestone and 750 lb/acre 10-10-10 fertilizer.
For fall seeding, use 1000 lb/acre 10-10-10 fertilizer
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch im-
immediately following erosion or other damage.
For fall, repair and refertilize damaged areas immediately. Topdress with 50 lb/acre of
nitorgen in March. If it is necessary to extent temporary cover beyond June 15,
overseed with 50 lb/ acre Kobe lespedeza in late February or early March
WETLAND SEEDING
Recommended application rate: 20-25 Ibs/acre
Species
Bidens aristosa
Common Name
Percent
Carex vulpinoidea
Showy tic
7
Dichanthelium clandestinum
Fox sedge
12
8
Elymus riparius
Deer tong
Juncus effusus, NC Ecotype
Riverbank
20
4
Panicum dichotomiflorum
Soft rush
14
Panicum rigidulum
Smooth pa
8
Panicum virgatum
Redtop pa
23
Polygonum pensylvanicum
Switchgra
2
Sparganium americanum
Pennsylva
Eastern b
2
100
TEMPORARY & WETLAND SEEDING
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Major Elements of DWQ Construction General Permit
INLET PROTECTION
Inspect inlets at least weekly and after each significant (1/2 inch or greater) rainfall event. Clear the mesh wire of any debris or
other objects to provide adequate flow for subsequent rains. Take care not to damage or undercut the wire mesh during
sediment removal. Replace stones as needed
TEMPORARY CONSTRUCTION ENTRANCE
Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site. This may require periodic
topdressing with 2-inch stone. After each rainfall, inspect any structure used to trap sediment and clean it out as necessary.
Immediately remove all objectionable materials spilled, washed, or tracked onto public roadways.
SILT FENCE
Inspect sediment fences at least once a week and after each rainfall. Make any required repairs immediately. Should the
fabric of a sediment fence collapse, tear, decompose or become ineffective, replace it promptly. Remove sediment deposits
as necessary to provide adequate storage volume for the next rain and to reduce pressure on the fence. Take care to avoid
undermining the fence during cleanout. Remove all fencing materials and unstable sediment deposits and bring the area to
grade and stabilize it after the contributing drainage area has been properly stabilized.
OUTLET PROTECTION
Inspect riprap outlet structures weekly and after significant (2 inch or greater) rainfall events to see if any erosion around or
below the riprap has taken place, or if stones have been dislodged. Immediately make all needed repairs to prevent further
damage.
CHECK DAM
Inspect check dams and channels at least weekly and after each significant (1 /2 inch or greater) rainfall event and repair
immediately. Clean out sediment straw, limbs or other debris that could clog the channel when needed.
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Anticipate submergence and deposition above the check dam and erosion from high flows around the edges of the dam.
Correct all damage immediately. If significant erosion occurs between dams, additional measures can be taken such as,
installing a protective riprap liner in that portion of the channel (Practice 6.31, Riprap-line and Paved Channels).
Remove sediment accumulated behind the dams as needed to prevent damage to channel vegetation, allow the channel to
drain through the stone check dam, and prevent large flows from carrying sediment over the dam. Add stones to dams as
needed- to maintain desisn height and cross section.
DITCH
Inspect temporary diversions once a week and after every rainfall. Immediately remove sediment from the flow area and
repair the diversion ridge. Carefully check outlets and make timely repairs as needed. When the area protected is
permanently stabilized, remove the ridge and the channel to blend with the natural ground level and appropriately stabilize it.
August 4, 2011
This document contains the major elements of the recently -revised North Carolina Division of Water Quality (DWQ) Construction
General Permit (NCG01) with emphasis placed on those elements that differ from the previous permit (expiration on August 2,
2011). Since the summary list below cannot contain details of every change, the complete Permit should be used to assure full
implementation. See: http://portal.ncdenr.org/web/wq/ws/su/construction
1) Ground Stabilization*
Site Area
Stabilization
Stabilization Time
Description
Time Frame
Frame Exceptions
Perimeter dikes,
swales, ditches
7 days
None
and slopes
High Quality
Water (HQW)
7 days
None
Zones
s opes are or
Slopes steeper
7 days
less in length and are
than 3:1
not steeper than 2:1
14 days are allowed.
7-days for slopes
' Slopes 3:1 or
14 days
greater than 50 feet
flatter
in length
• All other areas
None
(except for
with slopes flatter
14 days
perimeters and
than 4:1
HQW Zones)
..txtensions of time may oe approvea oy the permitting authority
based on weather or other site -specific conditions that make compliance
impracticable." (Section ILB(2)(b))
The major change in the Permit from the previous one is the shorter
times to apply ground stabilization such as mulch, wheat straw, or
grasses. The NC laws and rules relating to the Sediment Act require,
in most places, ground stabilization within 21 days. Based on the new
EPA requirements and 9-months' work with a permit advisory group,
CTAG, the Division and EPA -developed permit, now contains
requirements for ground cover within 14, and in some places, 7 days.
2) Building Wastes Handling
• No paint or liquid wastes in stream or storm drains
• Dedicated areas for demolition, construction and other
wastes must be located 50' from storm drains and streams
unless no reasonable alternatives available.
• Earthen -material stockpiles must be located 50' from storm
drains and streams unless no reasonable alternatives
available.
• Concrete materials must be controlled to avoid contact with
surface waters, wetlands, or buffers.
3) Discharges to Federally -listed Waters
• Requirements are the same as in previous permit.
• The permit allows reduction from the 20 acre minimum if
the Director of DWQ determines that other BMPs provide
equivalent protection.
MAJOR ELEMENTS OF DWQ CONSTRUCTION PERMIT
1
SKIMMER BASIN
Inspect skimmer basins at least weekly and after each significant (1/2 inch or greater) rainfall event and repair immediately.
Remove sediment and restore the basin to its original dimensions when it accumulates to one-half the height of the first baffle.
Pull the skimmer to one side so that the sediment underneath it can be excavated. Excavate the sediment from the entire
basin, not just around the skimmer or the first cell. Make sure vegetation growing in the bottom of the basin does not hold down
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the skimmer.
Repair the baffles if they are damaged. Re -anchor the baffles if water is flowing underneath or around them.
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and down and dislodge the debris and restore flow. If this does not work, pull the skimmer over to the side of the bsin and
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remove the debris. Also, check the orifice inside the skimmer to see if it is clogged; if so remove the debris.
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Check the fabric lined spillway for damage and make any required repairs with fabric that spans the full width of the spillway.
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Check the embankment, spillways, and outlet for erosion damgae, and inspect the embankment for piping and settlement.
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Inspect baffles at least once a week and after each rainfall. Make any required repairs immediately.
Be sure to maintain access to the baffles. Should teh fabric of a baffle collapse, tear, decompose, or become ineffective, \`\CARO
replace it promptly. p4;.••'' • SI •hj z
Remove sediment deposits when it reaches half full, to provide adequate storage volume for the next rain and to reduce 9 Y•�y w
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Take care to avoid damaging the baffles during cleanout, and replace if damaged during cleanout operations. Sediment depth I� -Fy\ U
should never exceed half the designed storage depth.
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After the contributing drainage area has been properly stabilized, remove all baffle materials and unstable sediment deposits, ', `sJ'I.Mp' `
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EROSION CONTROL MEASURES MAINTENANCE NOTES
SCALE=
Major Elements of DWQ Construction General Permit- Continued
4) Inspections
• Same weekly inspection requirements
• Same rain gauge & inspections after 0.5" rain event
• Inspections are only required during "normal business
hours"
• Inspection reports must be available on -site during
business hours unless a site -specific exemption is
approved.
• Records must be kept for 3 years and available upon
request.
• Electronically -available records may be substituted
under certain conditions.
5) Implementation of New Permit Conditions
• Projects permitted under the previous permit can
continue to follow the previously -permitted conditions.
• Complete applications received prior to August 3, 2011
can follow conditions of approved application.
• Applications received after August 2, 2011 must comply
with new permit conditions.
August 4, 2011
6) Conditions in Erosion & Sedimentation Control Plans*
Designation on the plans where the 7 and 14-day ground
stabilization requirements of the NPDES permit apply
Designation on the plans where basins that comply with t o
surface -withdrawal requirements of the NPDES permit are
located.
7) Building Wastes Handling
• No paint or liquid wastes in stream or storm drains
• Dedicated areas for demolition, construction and other
wastes located 50' from storm drains and streams unless
no reasonable alternatives are available.
• Earthen -material stockpiles located 50' from storm
drains unless no reasonable alternatives available.
• Concrete materials must be controlled to avoid contact
with surface waters, wetlands, or buffers.
8) Sediment Basins
• Outlet structures must withdraw from basin surface
unless drainage area is less than 1 acre.
• Use only DWQ-approved flocculants.
* In order for the E&SC Plan to satisfy the conditions of the Construction General permit, it must identify areas where the ground stabilization requirements apply and the
location of the basins where the surface -withdrawal requirements apply.
Document prepared by the Division of Water Quality
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1 . TEMPORARY GRAVEL CONSTRUCTION ENTRANCEIEXIT 4 0 SEDIMENT FENCE
Definition A graveled area or pad located at points where vehicles enter and leave a Dafln Q00on A temporary sediment control measure consisting of fabric buried at the �
construction site. bottom, stretched, and supported by posts. O N
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To provide a buffer area where vehicles can drop their mud and sediment to pu r 0 oSe To retain sediment from small disturbed areas by reducing the velocity of O � cn U
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avoid transporting it onto public roads, to control erosion from surface runoff, sheet flows to allow sediment deposition.� 0 o 1­-Z Z
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and to help control dust. Z
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Construction Design Cirite rla Aggregate SizeUse2-3 inch washed stone. Table 6.62b Specifications peclfl For Sediment Fence Fabric Z � U U
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Specifications Dimensions of gravel pad- Thickness: 6 inches minimum W max. standard h fabric with wire fence Temporary Slit Fence Material Property Requirements O U Q °
p Width: 12-feet minimum or full width at all points of the vehicular entrance and 6 max. extra strengthfabric wit wire cote Supported+ Z of (n j J 3
exit area, whichever is greater u"$"p Type
• REINFORCE STANDARD STRENGTH FILTER FABRIC WITH Test Material Units Sit Fence W Fence Vaiue �/� O �/ N
A MINIMUM OF 14 GAUGE WIRE FENCE WrFH A MAXIMUM � 1. +2
MESH SPACING OF 6" Grab Stneng-• ASTM D 46M N Me) \ 0,_,
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Length: 50-feet minimum steel -DLU �
Location Locate construction entrances and exits to limit sediment from � Machine 400 560 MARV w (n
leaving the site and to provide for maximum utility by all construction vehicles (90) (90) uJ E
(Figure 6.06a). Avoid steep grades, and entrances at curves in public roads. wire ties X-Maohlne Dbeeft 400 450 MARV PI&M PWS 0 LL] 0
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(90) (90) �- 4' -► �- V man �► at low pants Z U A
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Wire PermId My' ASTM D 4491 seo-1 0.05 0.05 MARV ° , ° nlan ° Z
fence rent I ShW ASTM D 4751 mm 0.80 0.50 Max. ARV' t Appa Opening
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Natural (Us sieve #� (30) (30) ° _ O An
ground °° • o D, 1.5' 6� Z N C7
70% after 70% altw 1 °titan
D uWavioim Stamiky ASTM D 4355 Retalned Typical fie, 14„cs ' •,b,•,d • s� n
Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from leaving the streno 500h of exposure 500h of exposure �+ a• g a o ,
construction site. This may require periodic topdressing with 2- inch stone. After + Silt Fence support shall consist of 14 gage steel wire with a mesh spacing of 150 mm (6 Inches), or prefabricated poylmer mesh of 5' �• 't��,o °' „{, w, " 41, 1.
,d a �•�
each rainfallinspect an structure used to trap sediment and clean it out as $g down �j 4 equivalent strength. '4 •"' +fig °rib
11 Y 11 farwardQlgng ��' wr .. f ad• sdt ..+6, ®4e tit
necessary. CAR (Lf)
the trench - p Theme dsfauR values are based on empldeal evidence with a variety of aedYnent For environmentally aeneltive areas, a review of o•• a,,. �� 5 �.,� otr. 'S „ r
neCOSSary.ImmediatelyremOVeall0bJ0ctloriablematerials 24" Filter previous expwlermandfora%orregbnslyspecMcgeotextlbtestaInaocordarm with Test MeOadD5141should beperformed `� `4 1�. Od .� r ,•••'• •••Sj••••
spilled, washed, or tracked onto public roadways. fabric by the agency to confirm suitabilty of these requirements. a+•• �1, alp• ,t O r'• �p Z
Wire ' As measured In accordance with Test Method D 401 w
fence Figure 6.62c Perspective of reinforced, stabilized outlet for sediment fence. - sEai,
Cross -Section Construction MATERIALS D ss14 •N\
Specifications I • Use a synthetic filter fabric of at least 95 /o by weight of polyolefins or ❑polyester, •V 7 r 1
Filter p which is certified b the manufacturer or supplier as conforming to ❑the requirements in 1. Remove and properly dispose of all trees, brush, stumps, and other ; q GINE�g'°•• �C2y \ U
Steel fabric Bac011 trench Y pp g q Construction �j'•�N••••••"•• 0
and eom Natural ASTM D 6461, which is shown in part in Table 6.62b. 2.objectionable material. S Al MpostAx\ 0
hor0 hPt y 9 Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to provide a re Ensure that the minimum constructed cross section meets all design
ground Specifications requirements.
minimum of 6 months of expected usable construction life at a temperature range of 0 to 3. Ensure that the top of the dike is not lower at any point than the design Z
1200 F. elevation plus the specified settlement. 0
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• • e • • • • • e 2. Ensure that posts for sediment fences are 1.25 lb/linear ft minimum steel with a 4. Provide sufficient room around diversions to permit machine regrading and I- 4
p°o2o • • 0-6" • • • • cleanout. GINEE,4
C?o0 • • ®• • • • minimum length of 5 feet. Make sure that steel posts have projections to facilitate �J
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• • • min • • ® fastening the fabric /�
p° e s place less than 30 working days. C'i
0 0�, o-o O�opl • � a � •e � e • e • • 3. For reinforcement of standard strength filter fabric, use wire fence with a minimum �� �
cop pD o • • • •• • • •• • • 8. 14 gauge and a maximum mesh spacing of 6 inches.
C3 • • ®• • • min MAINTENANCE Inspect temporary diversions once a week and after every rainfall. Immediately O NORTH (n
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�G op80po00oo�oO+Od °Oooa$ ® ••• e® • • • •• remove sediment from the flow area and repair the diversion ridge. Carefully IY O
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• check outlets and make time) repairs as needed. When the area protected is
Q cq0 C� Oo000o o- o /�� • • • • • • Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any required permanently stabilized, remove the ridge and the channel
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°0�0oo0 -�•op Qobo O� pQ dQ� p O�000°o Should the fabric of a sediment fence collapse, tear, decompose or become ineffective, Ins ect rock i e inlet rotection at least weekl and after each si nificant Y2 inch or �T# 3�2 U
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aP� Ooo Oooaoo 00 0�' •0 0 0�'0d�o�:
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soon coo oo�%a coca O 0 0 oo sediment storage area to its original dimensions when the sediment has accumulated to
a P oo°o 00 oa �� o o y �0°p ° rain and to reduce pressure on the fence. Take care to avoid undermining the fence
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t� ° od oOn o� o o designated disposal area and replace the contaminated part of the gravel facing.
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° ooa 0000�� o oo o0'- Oo Check the structure for damage. Any riprap displaced from the stone horseshoe must be +� o n rn E
oo-n � 04 (U
�� a000 oo °o��VaO oO�i° replaced immediately. After all the sediment -producing areas have been permanently o O c� O
2-3 �o a°°oo�o ,�2 »1 op Z
�� o 0 0,.0 �� stabilized, remove the structure and all the unstable sediment. Smooth the area to blend �; N c� N fu
coarse aggregate o °bI cn M au
Pipe Outlet to Flat Area- with the adjoining areas and provide permanent ground cover (Surface Stabilization). 0 Q o 0 o U00 `Z N ob O
No Well-defined Channel u
++ CD co cv o
CONSTRUCTION ENTRANCE EXIT SILT FENCE SILT FENCE REINFORCED OUTLET M 0 M
A SCALE= NTS SCALE= NTS SCALE= NTS
a Q L LL.
c = U c
0 0 w U
La U1
6.20 NCDOT 5 W
• • 0 • WASHED STONE Q -�
1. Ensure that the subgrade for the filter and riprap follows the required
N
_ lines and grades shown in the plan. Compact any fill required in the V � CD
subgrade to the density of the surrounding undisturbed material. Low areas V
3 in the subgrade on undisturbed soil may also be filled by increasing the Q ' ^
1.5 min. riprap thickness. V, -�
9e min --- ------ 2. The riprap and gravel filter must conform to the specified grading a)
-- - - limits shown on the plans.
3. Filter cloth, when used, must meet design requirements and be
properly protected from punching or tearing during installation. Repair any
e e e e e e e e e e e e e e e e e e e e e e e e e e e e o damage b removing the riprap and placing another piece of filter cloth over L
• • ++ • A D. PIPE DIA A g y g p p p g
dp.p a b po the damaged area. All connecting joints should overlap so the top
P ' P L. = APRON LENGTH
b Dy' W APRON WIDTH PLAN layer is above the downstream layer a minimum of 1 foot. If the damage IU C
'y,+6 3 X PIPE DIA. MIN. is extensive, replace the entire filter cloth.
tiy�y_ . �, • `, i d APRON DEPTH 4. Riprap may be placed by equipment, but take care to avoid damaging Z
•� - 4 the filter.
La 5. The minimum thickness of the riprap should be 1.5 times the ry c
IYo maximum stone diameter. W
a• 6. Riprap may be field stone or rough quarry stone. It should be ♦ O
1. Remove and properly dispose of all trees, brush, stumps, and other d \ SLOPE 0 FLOW g highly g W ->
hard, angular, hi hl weather -resistant and well graded.
Construction _ -_I, I� I 7. Construct the apron on zero grade with no overfill at the end. Make W
Objectionable material. 1=1 I� II I'' the top of the riprap at the downstream end level with the receiving area or
Filter Cloth - slightly below it. Z W
Specifications 2. Ensure that the minimum constructed cross section meets all design NOTES= =�11 ��,,. s. Ensure that the apron is properly aligned with the receiving _
I. RI IS THE LENGTH OF THE FILTER FABRIC stream and preferably straight throughout its length. If a curve is needed to 19-GAUGE HARDWARE CLOTH
requirements. Plan View RIPRAP APRON.
3. Ensure that the to of the dike is not lower at an point than the design W SCALE 114"=1'-0• fit site conditions, place itinthe upper section of the apron. (14 MESH OPENINGS) L7
11 Y 11 g 2. d - 1.5 TIMES THE MAXIMUM 9. Immediately after construction, stabilize all disturbed areas with
SECTION A -A i�
elevation plus the Specified Settlement. 12 a of NCDOT #5 or #57 THAN 6". Seeding) STONE DIAMETER BUT NOT LESS vegetation (Practices 6.10, Temporary Seeding, and 6.11, Permanent Z
4. Provide sufficient room around diversions to permit machine regrading and -J NCDOT 5 W
A FILTER BLANKET OR FILTER
cleanout. washed Mane 1.5 3 FABRIC SHOULD BE INSTALLED
WASHED STONE
BETWEEN THE RIPRAP AND SOIL Q
5. Vegetate the ridge immediately after construction unless it will remain in FOUNDATION z_
�tT J
place less than 30 working days. `� Pipe Outlet to Well-defined O O O O O 0
Class B Riprap �ti a
MAINTENANCE Inspect temporary diversions once a week and after every rainfall. Immediately ) A 2', at Oh�nnel 0 � U
remove sediment from the flow area and repair the diversion ridge. Carefully / ��$ center p���o o
check outlets and make timely repairs as needed. When the area protected is Filter Cloth d ; o� o OQ 0 O
permanently stabilized, remove the ridge and the channel to blend with the ®4, ' d ° 04 O z
natural ground level and appropriately stabilize it. _ �o �� OQpo (U
a �. u u
w LU
+ C] ' O O o 0 pd pP�\ F PICgI J
4 to 6 pep
\ Q 0
Cross -Section View \ '0 e�p" 0
$o o Figure 6.51a Hardware cloth and gravel inlet protection
Plan
\ RIP w J
The drainage area is limited to one half acre. I 1. Uniformly grade a shallow depression approaching the inlet. m
Construction g Design Criteria p
Keep amaximum. heightof2 feet at the center of the dam. 2. Drive 5-foot steel posts 2 feet into the ground surrounding the inlet. Space w
Comed SOII Kee the center of the check dam at least 9 inches lower than the outer edges at natural 0 U)
fact Specifications p g ISOMETRIC posts evenly around the perimeter of the inlet, a maximum of 4 feet apart. 0 = J Q
2 ground elevation.ED
1-4 min t►I 2� �1 Keep the side slopes of the dam at 2: 1 or flatter. '/ 3. Surround the post with wire mesh hardware cloth. Secure the wire mesh to U U I --I
Ensure that the maximum spacing between dams places the toe of the upstream dam at a •� e ° the steel posts at the top, middle, and bottom. Placing a 2-foot flap Of the wire < U
•�'. the same elevation as the top of the downstream dam (Figure 6.83a). 9� �� b®- mesh under the gravel for anchoring is recommended. rn
• ••sJ .•• �. Flow • I ®:4.po O O Qpc. O Lr
..� • +'• t ;• fit• ri s • :�.. v n Stabilize outflow areas along the channel to resist erosion. I ,o4,a oo., �
.;•i�:�;:•:•::.:';: ,, :..:,.: tg min •� - - �> a g 4. Place clean gravel (NC DOT #5 or #57 stone) on a 2:1 slope with a height of m W " m* In
j Use NC DOT Class B stone and line the upstream side of the dam with NC DOT #5 or #57 it , o0
'� :• • •t-•. p Section AA '
�� ••• .��� ���•• ��I - stone. �il��li1MI I - _ i -'�lliil� �� 16 inches around the wire, and smooth to an even grade.
Key the stone into the ditch banks and extend it beyond the abutments a minimum of 1.5 Filter 5. Once the contributing drainage area has been stabilized remove 3:
feet to avoid washouts from overflow around the dam. C) L U 0
�- 6' typical � blanket accumulated sediment, and establish final grading elevations. � i--i
MAINTENANCE 1 Figure &41aRiprapoudetprotection (modiliedfrom VaSIIII 6. Compact the area properly and stabilized it with groundcover. 0 > 0 z
Inspect check dams and chamlels at least weekly and after each significant (z inch or greater) ��//
Figure 6,20a Temporary earthen &9ralon die, rainfall event and repair immediately. Clean out sediment, straw, limbs, or other debris that could 7 p� LL
clog the channel when needed. Z LU
Maintenance Maintain the gravel pad in a condition to prevent mud or Maintenance Inspect at weekly and after each significant (1/2 inch or greater) rainfall event.
6.20.1 sediment from leaving the construction site. This may require Clear mesh wire of any debris or other objects to provide adequate flow for Q z =
Anticipate submergence and deposition above the check dam and erosion from high flows around LJJ
the edges of the dam. Correct all damage immediately. If significant erosion occurs between dams, periodic topdressing with 2- inch stone. After each rainfall, subsequent rains. Take care not to damage or undercut the wire mesh during 0 0,
additional measures can be taken such as, installing a protective riprap liner in that portion of the inspect any structure used to trap sediment and clean it out as sediment removal. Replace stone as needed.
channel (Practice 6.31, Riprap-line and Paved Channels). U 00
necessary. Immediately remove all objectionable materials
Remove sediment accumulated behind the dams as needed to prevent damage to channel spilled, washed, Or tracked Onto public roadways. 7
vegetation, allow the channel to drain through the stone check dam, and prevent large flows from L o
0 a
canying sediment over the dam. Add stones to dams as needed to maintain design height and cross � CID
section. CY) 1­4 o
TEMPORARY DIVERSION SWALE CHECK DAM OUTLET PROTECTION INLET PROTECTION Ln U 15
D SCALE= NTS E SCALE= NTS F SCALE= NTS `-' SCALE= NTS aco w D
Q LL

0
Cn
to
0
o
N
4 PLACE COMPOST
SOCK AT TOP
OF FILL SLOPE
3B
3A
2
1
!!�NOTE: REFER TO GENERAL STAPLE PATTERN GUIDE FOR CORRECT l\\11 5
STAPLE PATTERN RECOMMENDATIONS FOR SLOPE INSTALLATIONS.
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING APPLICATION OF LIME,
FERTILIZER,
AND SEED. NOTE: WHEN USING CELL-0-SEED DO NOT SEED PREPARED AREA. CELL-0-SEED MUST
BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT TIHE TOP OF THE SLOPE BY ANCHORING TIHE BLANKET IN 6" DEEP X 6" WIDE
TRENCH. BACKFILL AND COMPACT TIHE TRENCH AFTER STAPLING.
3. ROLL TIHE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS TIHE SLOPE.
4. TIHE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 21'
OVERLAP.
5. WHEN BLANKETS MUST BE SPLICED DOWN TIHE SLOPE, PLACE BLANKETS END OVER END
(SHINGLE STYLE) WITIH APPROXIMATIELY 4" OVERLAP. STAPLE TIHROUGH OVERLAPPED AREA,
APPROXIMATELY 12" APART.
STANDARD SLOPE MATTING
PLAN VIEW
INFLOW
STRUCT
AVERAGE = AREA*
WIDTH LENGTH
* AREA OF BASIN WATER
SURFACE AT TOP OF PRIMARY
SPILLWAY
CROSS—SECTION VIEW
INFLOW
DEWATERING
ZONE —
FILTER FABRIC
BAFFLES
CLEANOUT
DEPTH 1' SEDIMEN
(H/2) STORAGE
NOTES:
1.
REFER TO NCESCPDM
SECTION #6.64 FOR
ADDITIONAL DESIGN
EMBANKMENT
SPECIFICATIONS
LENGTH
REGARDING SKIMMER
SEDIMENT BASINS.
2.
REFER TO STD. #30.19
FOR BAFFLE SPACING
10,
AND INSTALLATION
N
MIN.
3.
TURBIDITY CURTAIN
(CLDS #30.23) MAY BE
USED IN LIEU OF
POROUS BAFFLES (CLDS
SKIMMER
#30.19).
DEWATERING
DEVICE
4.
SKIMMER INVERT
EMERGENCY
ELEVATION = BASIN
SPILLWAY
BOTTOM + 1' MIN.
5.
H = SPILLWAY
ELEVATION - SKIMMER
INVERT ELEVATION
'--/—BAFFLES
(CLDS #30.19) 1FREEBOARD W=5' MIN.
EMBANKMENT
6" MAX. DEPTH OF FLOW
OVER EMERGENCY SPILLWAY T=1.5' MIN.
Z=5' MAX.�---1
SKIMMER BASIN AND POROUS BAFFLE DETAIL
_LNG I H =
H x 1.5
(MIN. 5')
SCALE=
Prwrdcv Sraadards and 5pecifteedon.s
F3alilc� nttici to he installed correctly in order to fulls provide th+cir bcntilits.
Refer to I igurc 6.45h and the fallowing key pointx:
• 1 hr baffle material ntc& to be serumed at the bottom and sides using
staples.
■ M, ost of the fcditnerrt will accumukile in the first bay. so this should he
readily acccs:.+ihle for maintenance.
Drape baffle nuteml ow r wire strand and
sec u re wdfi plastic Tres at pests a nd on wire ewwy 12'
9GaugeMinHigh �� T
Te ns ion V ire Strand 3" NJN '
Shall Be Secured T
To Post To U pport f
Baffle Marerul —
Baffle Material
' it the tempora ry sedtrnent basin well be
conwfted toa permanent storrnorsw basin
of greater depth, f hio be
based on the pool depth during use as a
kvporauyr sediment ba5rn.
Flair. Install three f 31 mr fiber baNles sa basins
atdrainageoudetswaha gmdngo(V4the
basin length. Two U) car fiber baffles [an be
Installed in the basins lenthan 20 ft, in length
with a spwity of 1/3 tna basin iengltr.
Rr•, i' 1 �
E:trod 9 g.rtrge srsr la bash side or inuall T-po a to anchor
baffle to srdeol bash and securrta rrrbcal past
I— e' fsar.
Va nahle Oe pl h
I. ---.urn• bottom of baHieloground with
I" 51a pies at I T m a»mum spa a ng.
0 �dfflPM1Aas+rial
11 Gauge
La ndscatring Suplle
r4
5teaa Post
2--('Depth
Baffle Mat er cal should he secured to tie bonom
and sides of basin usury 12' landscape staples
Figure 6.55b Coir Fiber Baffle Detail
Cross section of a porous baffle in a sediment basin.
POROUS BAFFLES FOR SKIMMER BASIN
Af6S
=2' MIN. EMERGENCY
SPILLWAY
SCALE=
SPECIFY
SEEPAGE
CONTROL NOT TO SCALE
MEASURES
PERSPECTIVE VIEW
PVC ELBOW
PVC END CAP
PVC END CAP
PVC PIPE
1 /2" HOLES IN
PVC TEE UNDERSIDE
END VIEW
FLEXIBLE
HOSE
WATER SURFACE
"C" ENCLOSURE
TER ENTRY UNIT
PVC VENT
PIPE
Nib /
PVC TEE
SCHEDULE 40
(aPVC PIPE
FRONT VIEW
SCHEDULE 40
PVC PIPE
ORIFICE
PLATE
Sediment Basin embankments must be matted as specified in plans after embankment construction.
!'ructi.�.5rrrndvrd.. and.5jrec'ificarir�ria
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S1 TE PLA N L EGEND
E-DUMPSTER
P-AWNING
P-CONCRETE
W P-PERMANENT STORM BMP
P-PAVEMENT
PROPOSED STORMWATER BMP, 2' DEEP BIOSWALE
PROPOSED V WIDE FLUSH CONCRETE CURB EDGE
PROPOSED 6' HIGH CHAINLINK FENCE PER OWNER SPECIFICATIONS
PROPOSED ACCESSIBLE ROUTE FROM REAR ENTRANCE TO BUS LOOP
PROPOSED 8-2-2 PAVEMENT
PROPOSED 18in CONCRETE CURB AND GUTTER
PROPOSED MONOLITHIC CURB AND SIDEWALK
PROPOSED CANOPY, SEE ARCHITECTURAL PLANS FOR DETAILS
SAWCUT EXISTING EDGE OF EXISTING EDGE OF PAVEMENT
DEVELOPMENT DATA
PROPERTY ADDRESS: 51 N BUNCOMBE SCHOOL RD
PIN NUMBER: 9743-44-1042
PROPERTY SIZE: 28.95
ZONING REVIEW: WEAVERVILLE
EROSION CONTROL REVIEW: NCDEQ
STORMWATER REVIEW: NCDEQ
ZONING CLASSIFICATION: GVMNT/HIGH SCOOL
PROPERTY OWNER: BUNCOMBE COUNTY BOARD OF EDUCATION
CONTACT: TIM FIERLE
ADDRESS: 175 BINGHAM RD
ADDRESS 2: ASHEVILLE, NC
EMAIL: [e-mail]
PHONE: [phone]
DEVELOPER: MHAworks
CONTACT: PETER LOOPER
ADDRESS: 12 S. LEXINGTON AVE SUITE 100
ADDRESS 2: ASHEVILLE, NC
EMAIL: [e-mail]
PHONE: [phone]
ENGINEER: BROOKS ENGINEERING
CONTACT: TRAVIS MAXWELL
ADDRESS: 17 ARLINGTON ST
ADDRESS 2: ASHEVILLE, NC 28801
EMAIL: [e-mail]
PHONE: [phone]
PROPOSED CONCRETE DUMPSTER PAD
N
W
S
0 40 80
SCALE. 1 "=40'
120
�l G" SPRUCE
T
00
MAPLE
EET GUM
�® TIME
\4-
\4-
TENNIS COURT
CB
RIM=2204.0
INV IN(G')=2102.2
INV OUT=2201.9
INV=
� W
Wo
00\2 G� W W W
100,
CONS
20'
R20'
WALL
n
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PUMPS
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L5
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L5
1 / ®
t 1
� 1
I G" CHERRY C
I
O2 HEAT
PUMPS
PLAQUE
�0
6
30'
MaN
2 HEAT
PUMPS
CONC,
SIDEWALK
RAMP
WATER
VAULT
J
J COVERED CONC.
SI DEWALK /
►I
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Sao /06,E
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R58' W
R50' C.L. FILE
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713�
TRANSFORMER
W/ STEEL DARRIE \
NO PARKING
0�
i F/L
/ FUTILITY
VAULT
I
W
GATE E" U � C
GATE ' E�U COVERED CONC.
E_v SIDEWALK
X� X
X— X�
X� XG
D X/ X
� X
X WALL SIGb
\ PIN : 9743-44-5735
JAMIE * GRIFFIN WAKEM
DD 5521 PG 254
P6 3G PG 132
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1.5" — S 9.5b ASPHALT
rn
0
N
Lo
Lo ti
0
2" — I 19.0131 ASPHALT
8" CABC — COMPACTED TO 100% MODIFIED PROCTOR
SEE SITE GEOTECH REPORT FOR COMPACTION REQUIREMENTS
HEAVY DUTY ASPHALT SECTION
1/2- Ek
W
as
1/8" SAWED JOINT 2" 6" CONCRETE SLAB (3500
DEEP, FILLED WITH JOINT PSI) WITH 6"X6" WWF ON
SEALER 6" AGGREG.
SCORE DETAIL (N.T.S.)
ALL ITEMS TO BE COMPACTED IN ACCORDANCE
WITH CURRENT NCDOT REQUIREMENTS.
CONCRETE PAVEMENT SECTION
6" - 4,000 PSI CONCRETE
WITH 6X6X1.4 WELDED WIRE MESH
6" CABC - COMPACTED TO 100% MODIFIED PROCTOR
COMPACTED SUBGRADE
TO 100% STANDARD PROCTOR
6" CONCRETE SLAB (3500 PSI) WITH
6"X6" WWF ON 6" AGGREG.
2X4KEY
CONSTRUCTION JOINT DETAIL (N.T.S.)
6" CONCRETE SLAB @ 3500 PSI
WITH 6X6 WWF ON 6" AGG. BASE
101
1/2" PREMC---
THICKEN EDGE AT FACE OF DOCK AND WALL
PROVIDE ISOLATION JOINT WHERE CONCRETE
PAVEMENT ABUTS A RIGID STRUCTURE
ISOLATION JOINT (N.T.S.)
O �,z
Ld
U Of -i
Q>>
LL U m
ALL ITEMS TO BE COMPACTED IN ACCORDANCE WITH CURRENT NCDOT REQUIREMENTS.
PAVEMENT DETAILS
MANSION JOINT
5 —0"1 0"10'-0"110'-0"�
1/
0
m
uj
A fJ \-GROOVE JOINT
ACE OF CURB PLAN
"A" VARIES (7' MIN. FOR THOROUGHFARES. 6' MIN. OTHERWISE) • SEE NOTE BELOW
B
1'-4" GROOVE JOINT 1/2 "B"
5" - 7" VARIABLE 1 •• 1.50% (2.00% MAX.) .
f-
•ad
cue d
PAVEMENT
iv4 IF "A" IS GREATER THAN 8' ADDITIONAL GROOVE JOINT
j SHALL BE REQUIRED AT 1/2 "B"
SECTION A —A
TWO 1/2" THICK PIECES BITUMINOUS FIBER REQUIRED
IF SUBBASE IS CONCRETE. MUST BE SEALED WITH
APPROVED JOINT SEALER.
MONOLITHIC CURB AND SIDEWALK
t" EXPANSION JOINT
1/8" RADIUS
1/8" TO 1/4"
JOINT FILLEP
1/2"
TRANSVERSE EXPANSION
JOINT IN SIDEWALK
d
. d
• • P. d .
GROOVE JOINT IN SIDEWALK
GENERAL NOTES:
1. A GROOVE JOINT 1" DEEP WITH 1/8" RADII SHALL BE REQUIRED IN THE CONCRETE
SIDEWALK AT 5' INTERVALS. ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT
INTERVALS OF NOT MORE THAN 45' AND MATCHING EXPANSION/CONSTRUCTION JOINT IN
ADJACENT CURB. A SEALED 1/2" EXPANSION JOINT WILL BE REQUIRED WHERE THE
SIDEWALK JOINS ANY RIGID STRUCTURE.
2. SIDEWALK AT DRIVEWAY ENTRANCES TO BE 6" THICK.
3. ALL CONCREIE IO BE 3600 P.S.I. COMPRESSIVE SIRENGIH.
4. A GROOVE JOINT 1" DEEP WITH 1/3" RADII SHALL BE REQUIRED IN THE CONCRETE
SIDEWALK AT 5' INTERVALS. ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 40'
INTERVALS. A 1/2" EXPANSION JOINT WILL BE REQUIRED WHERE THE SIDEWALK JOINS
ANY RIGID STRUCTURE.
5. LIDS FOR JUNCTION BOXES AND UTILITY VAULTS SHALL BE NON-SKID AS SPECIFIED BY
ENGINEER.
6. JOINT MATERIALS SHALL LIMIT SHRINK/SWELL SO POST CONSTRUCTION INSTALLATION
RESULTS IN A MAXIMUM OF 1/4" FROM FLUSH.
SCALE=
12"
RESERVED
PARKING
R7-8
1.1 2"x 1 8"
o
MAXIMUM
PENALTY s,.R71l 8D'
$ 250 1 2 x9
7'
VAN
ACCESSIBLE
RESERVED
PARKING
MAXIMUM
PENALTY
$ 250
I. R7�80
112 x6"
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R7-8E 9' 9' 9'
241 2"x24"
AL SIGN (SEE DETAIL - TYP.)AL
6'-3"
SENT/GRASS o PAINT TO
MATCH BUILDING
NOTES:
1. MOUNT POST IN SIDEWALK. PROVIDE PROTECTION FOR POST.
m
e
2. PAINT STEEL/METAL POST TO MATCH BUILDING.
3. REFER TO LANDSCAPE ARCHITECT'S PLANS FOR INSTALLATION 8' 8'
SPECIFICATIONS.
STD. HANDICAP SIGN
A
1/8" RADIUS (TYP.)—\
o �
I
FRONT ELEVATION
TRANSVERSE EXPANSION JOINT
PARKING DETAILS
5' FOR STANDARD HANDICAP PARKI 8'
FOR VAN ACCESSIBLE PARKING
STD. PARKING DETAILS
2'-6"
JOINT FILLER 2'-0" 6"
NOTE: MAINTAIN 50' MAX. BETWEEN
JOINTS OR AT ALL RIGID OBJECTS. 3" RADIUS 1/2" RADIUS
1/8" RADIUS 3" RADIUS a
d
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1/2 SECTION A -A
A � SIDE ELEVATION
COMBINATION CURB AND GUTTER
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d G .
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MEDIAN CURB AND GUTTER
SIDE ELEVATION
NOTES:
1. CONCRETE SHALL BE 3,000 P.S.I.
2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS.
(A 15' SPACING WILL BE ALLOWED WHEN A MACHINE IS USED.)
3. FINISH ALL CONCRETE WITH CURING COMPOUND.
4. REFER TO NCDOT DETAIL 846.01 FOR CURB AND GUTTER
SUPERELEVATION RATES.
STANDARD CONCRETE CURB AND GUTTER
CONCRETE CURB DETAILS
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GRADING AND STORMWATER LEGEND
®O PROPOSED YARD INLET
ST PROPOSED STORM PIPE
® PROPOSED OUTLET PROTECTION
PROPOSED WATER LINE BY OTHERS
PROPOSED DRAINAGE PATTERN
PROPOSED CONCRETE/RIPRAP
SWALE/FOREBAY
DEVELOPMENT DATA
PROPERTY ADDRESS: 51 N BUNCOMBE SCHOOL RD
PIN NUMBER: 9743-44-1042
PROPERTY SIZE: 28.95
ZONING REVIEW: WEAVERVILLE
EROSION CONTROL REVIEW: NCDEQ
STORMWATER REVIEW: NCDEQ
ZONING CLASSIFICATION: GVMNT/HIGH SCOOL
PROPERTY OWNER: BUNCOMBE COUNTY BOARD OF EDUCATION
CONTACT: TIM FIERLE
ADDRESS: 175 BINGHAM RD
ADDRESS 2: ASHEVILLE, NC
EMAIL: [e-mail]
PHONE: [phone]
DEVELOPER: MHAworks
CONTACT: PETER LOOPER
ADDRESS: 12 S. LEXINGTON AVE SUITE 100
ADDRESS 2: ASHEVILLE, NC
EMAIL: [e-mail]
PHONE: [phone]
ENGINEER: BROOKS ENGINEERING
CONTACT: TRAVIS MAXWELL
ADDRESS: 17 ARLINGTON ST
ADDRESS 2: ASHEVILLE, NC 28801
EMAIL: [e-mail]
PHONE: [phone]
PROPOSED STORMWATER RIP -RAP PAD
CLASS B
L=10'
W=12'
DEPTH=12"
PROPOSED STORMWATER OUTLET CONTROL STRUCTURE
SEE SHEET C-5.2 FOR DETAILS
PROPOSED STORMWATER CONCRETE FLUME
PROPOSED STORM COLLECTION SYSTEM
PROPOSED STORMWATER YARD INLET
TO CONNECT TO EXISTING 12" HDPE PIPE
AND RELOCATE BELOW PROPOSED BMP
PROPOSED BIO-RETENTION SWALE BMP
PROPOSED 2:1 COMPACTED FILL SLOPE
PROPOSED MAJOR STORMWATER FLOW LINE
PROPOSED STORMWATER CURB CUT/OUTLET
PROPOSED LIMITS OF DISTURBED AREA
PROPOSED WATERMAIN LOCATION, PLANS BY OTHERS
CB el,
/
RIM=2204.0 / ' r� /
INV IN(G')=2102.2
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HEAVY DUTY TRAFFIC RATED
US FOUNDRY USF 4139 FRAME AND 6429
GRATE (OR APROVED EQUAL)
ANCHOR FRAME INTO
PRE -CAST
STRUCTURE
PRE -CAST TOP SECTION FOR DROF
INLETS WITH FRAME
� 'I, 1 01 <1 � 001
PRE -CAST TOP
SECTION FOR
ROLL -TYPE INLETS
WITH FRAME
(SEE N.C.D.O.T
STD.840.03BY
Do a7_7 1
ANCHOR FRAME
INTO PRE -CAS —
STRUCTURE
HEAVY DUTY TRAFFIC RATED
MANHOLE FRAME AND COVER
(SEE N.C.D.O.T STD. 840.54)
PRE -CAST TOP SECTION FOR
STORMDRAIN JUNCTION BOXES
NON -PAVED AREAS
FINAL
BACKFILL
INITIAL
BACKFILL
PAVED AREAS
FINISH GROUND
OR PAVEMENT
PIPE DIA "D"
MAXIMUM
IIDII
6" TO 15"
8"
16"TO21"
1011
24" TO 30"
12"
33" TO 42"
15"
48" & LARGER
18"
UNDISTURBED EARTH
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CARS',
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STRUCTURE TAMP WELL UNDER \// j•••• W
VARIES
STEPS BOTTOM HALF OF PIP %/% //� \ 6" MINIMUM SIDE _ SEAL,
55
CLEARANCE (SEE TABLE _ :
14
FOR MAXIMUM) 4' I�,y U
O.D. OF PIPE %�� • crNE • �<v; 0
NOTES:
PRE -CAST BASE 1. FOR TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN FROM Z
SECTION THE INSIDE FACE OF THE SHORING AND BRACING. 4" CONCRETE 2 0
2. NO ROCKS OR BOULDERS 4" OR LARGER TO BE USED IN INITIAL BACKFILL. \\ \ 12" MIN ��xG'NEER/I/
NOTES: 3. ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL. X//\\//\\ \\ \ \ \ \ \ /\\/\\//\/%\ p� �N
4, BACKFILL SHALL BE TAMPED IN 6" LIFTS IN TRAFFIC AREAS, 12" IN NON -TRAFFIC AREAS.NORTH o
1. PRE -CAST BOX DIMENSIONS TO BE DETERMINED BY BOX 4. m CAROLINA 0
MANUFACTURER BASED ON CONNECTED PIPE SIZES Z
2. ALL CATCH BASINS TO MEET N.C.D.O.T SPECIFICATIONS. 5. SEE SPECIFICATIONS cF�T 12h 0
(SEE N.C.D.O.T STD. 840.04 FOR REFERENCE) #�-3 U
STORMDRAIN AT H BASIN 12" THRU 60" PIPE
NOT TO SCALE
LU
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SCALE= NTS
`�' SCALE= NTS
PRECAST STORM BOX 12 THROUGH 60
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W APRON WIDTH PLAN
3 X PIPE DIA. MIN.
d = APRON DEPTH
A
La
0
SLOPE 0 FLOW
11 II
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O TE S-
I. Lo 15 THE LENGTH OF THE
�I III FILTER FABRIC
RIPRAP APRON.
SCALE 1/4"=1'-0"
2. d = 1.5 TIMES THE MAXIMUM
SECTION A -A
STONE DIAMETER BUT NOT LE55
THAN 6'.
3. A FILTER BLANKET OR FILTER
FABRIC SHOULD BE INSTALLED
BETWEEN THE RIPRAP AND SOIL
rOUNDATION
Pipe Outlet to Well-defined
Chennel
Filter
blanket
Figure 6.410 Riprap outlet protection (Modified Irom Va MCC).
1. Ensure that the subgrade for the filter and riprap follows the required
Imes and grades shown in the plan. Compact any fill required in the
subgrade to the density of the surrounding undisturbed material. Low areas
in the subgrade on undisturbed soil may also be filled by increasing the
riprap thickness.
2. The riprap and gravel filter must conform to the specified grading
limits shown on the plans.
3. Filter cloth, when used, must meet design requirements and be
properly protected from punching or tearing during installation. Repair any
damage by removing the riprap and placing another piece of filter cloth over
the damaged area. All connecting joints should overlap so the top
layer is above the downstream layer a minimum of 1 foot. If the damage
is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging
the filter.
5. The minimum thickness of the riprap should be 1.5 times the
maximum stone diameter.
6. Riprap may be field stone or rough quarry stone. It should be
hard, angular, highly weather -resistant and well graded.
7. Construct the apron on zero grade with no overfill at the end. Make
the top of the riprap at the downstream end level with the receiving area or
slightly below it.
8. Ensure that the apron is properly aligned with the receiving
stream and preferably straight throughout its length. If a curve is needed to
fit site conditions, place it in the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with
vegetation (Practices 6.10, Temporary Seeding, and 6.11, Permanent
Seeding).
Maintenance Maintain the gravel pad in a condition to prevent mud or
sediment from leaving the construction site. This may require
periodic topdressing with 2- inch stone. After each rainfall,
inspect any structure used to trap sediment and clean it out as
necessary. Immediately remove all objectionable materials
spilled, washed, or tracked onto public roadways.
OUTLET PROTECTION
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NCDEO Stormwater 8h1P Manual
Figure 2: Sioretention Example: Cross -Section
PEAK A Tl*N OUTLET MAX PONDING CEPTHS ASM PUNTED SURFACE
EMOMKMENT 12 IN • WATER OUALITY DESIGN V(XUME
MINIMUM W[f}iF1 for 1E IN • PEAK ATTE NUATICN MTLET ELEVATION
FOR Uk'NTENANCE ACCESS 24 W - PEL'SK ATTENUAT10N YCLUME
PEAK ATTENUATION VCLLVE
r CiEALlOVT
PAOv-,CE AT LEAST
1 ONE PER
U��RQR.AINt DESIGN ti'OLL�IE
WJILC H LAYER 2198.5 2200
r r--
2198' !
TOP OF UPTURNED
PIPE=2196.5
CLEANOUTS DO NOT NEED cv InS
TO BE 12" IN HEIGHT 1'
2112.87'
MEMA NOTES:
Awom mix2.5" ORIFICE IN UPTURNED
THE MEW SHOULO BE COW'OSED OF A HOMOGENOUS MIX PERFORATED SET THE TOP Of UNDERDRAIN ELBOW
OF THE F0lL0%Ww: � UNOERDRAJN PIPE ATI� �� OF 8IA INV=2119'
i 75.85% IuED UM TO COARSE ti�'AsHED SAND
b. a -10% FINES (S&T AND CLAY J. AND INCHES BELOW
t 5 - 10% ORGM C MATTER (Sk" AS PIXIE 6ARK FIN1E$) ` NO 1UECHAHICAL 00#IRACi}t3lV THE PLANTING
DO NOT MEQHAN LY SURFACE
lLAP+I" MEDLA DEPTH COL PACT THE MEDIA WATER OR
ALL CELLS W rH TREES AND SHRUBS 36 INCHES WALK ON rT AS IT LS PLACED
CELLS MTHgJT TREES AND SHRUBS
MT1 H NO MIS 24 NVLM SKWT WJST BE -p 2 FT BELO" THE
1HTH rW5: 30 140HE;li LOWEST PONYT OF THE &ORET'ENTION11 CELL
MEDEA P-INDEX
LESS THAN DIN N5W WATERS
LESS THAN 50 ELSE`AHERE
WC A MANTENAW-E
ARA;NTAN MEDIA SUCH THAT INFILTRAT*N RATE *AT LEAST
1 INR
C-2. Biomiention Cell 3 Revised: 1-3-2017
DAM EL.= 2200'
TOP OF UPTURNED PIPE
FOR IWS AT ELEV=2196.5
INV. OUT = 2192.00'
..
MG
TOP OF SLAB, ELEV-2200.5
6" X4' OPENING
TOP EL.= 2199.5'
/� 6"PVC CAP WITH 2.5" ORFICE HOLE AT 2196.5
SOD POND BOTTOM= 2198'
12" CLASS "B" RIP RAP
6" PERFORATED PVC
UNDERDRAIN
CONCRETE ANCHOR
1 6'X6'X1'
BIOSWALE OUTLET DETAIL
LOWERED EXISTING STORM DRAINAGE
SEE PROFILE THIS SHEET
6" PERFORATED UNDERDRAIN
WITH CLEANOUTS AS SHOWN
{\ _� ST3
2210
INV=2195
PROPOSED OUTLET STRUCTURE
INV IN(BYPASS PIPE)=2192
INV IN UNDERDRAIN=2195
INV OUT=2192
OVERFLOW WEIR ELEV=2198.5
TOP OF SLAB LID=2199.5
PROPOSED PERMANENT BIOSWALE CONVERTED FROM SEDIMENT BASIN
BOTTOM OF BASIN=2600SF AT ELEV=2198
TOP OF 3114SF AT ELEV=2199.5
TOP OF DAM=3666SF AT ELEV=2200
PROPOSED STORAGE VOLUME= 2917CF
UNDERDRAIN ORIFICE SIZE= 2.51N.
CO
0-61_U 6 _Uq
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2198�
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PROPOSED POND BOTTOM/SIDES TO BE SOD
SIDE SLOPES WITHIN POND TO BE 3:1
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PIN : 9743-44-1954
BETTY,f AMOS NARWOOD
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