SW8111207_APPROVED PLANS_20140711

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 1l 120-1
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2014 p"� 11
YYYYMMDD

DEVIA TIONS FROM
DESIGN
DRA WINGS:
DESIGN
ASKILT STATE MIN.
ORIFICE
- -
TOP OF GRAZE
16.4 16.9
EMERGENCY SPILLWAY
17.0 17.1
SURFACE AREA
6,411 5,666 5,143
POND SUMMARY:
NCDENR/DWQ PERMIT / SWS-111207
I. IMPERVIOUS AREA PEWTIED
51.427 5F (1.18 ACRES)
2 NORMAL POOL SURFACE AREA
5,666 SF
3. NORMAL POOL ELEVATION
159
4. POND DEPTH (DEEPEST POGNO
5.9 FT
5 POND BOTTOM ELEVATION (DEEPEST POINT)
fa0
6 ORIFICE INVERT ELEVATION
15.9
7. OUnET BOX CREST ELEV47ION
16.9
& STATE STORAGE VOLUME
6,839 CF
9. 10.1 FT VEGETA7ED SHELF
PRESENT
10. 10 FT ACCESS
PRESENT
11. FOREBAY
PRESENT
12 PRIMARY SPILLWAY ELEVAnoN
16.9
IS EMERGENCY SPILLWAY ELEVATON
17.2
It OR91OL SIZE
1.5 INCHES
15. NOR CUT CREST LENGTH
-
16. NOR CUT ELEVA71ON
-
17. STDESLoPES (TYPICAL)
31
18. MTV. OF PIPES FROM OUTLET STRUCTURE
15.58
STATE WATER QUALITY POND CONSIDERATIONS -
SURFACE AREA REQURED = a143 SF
SURFACE AREA PROVIDED = 506 SF
1.5' STORAGE VOLUME REQUIRED = 6,336 CF
1.5' STRAGE VOLUME PROVIDED = 6,839 CF
1.5' S7OR4GT DRANDOIN ISE = .129 DAYS
3
EL= 174
Pt
6' PVC SCREW PLUG
FBA
6' ORIFICE ASSEMBLY EL= 16 9
6' CROSS
SKIMMER CONNEC77ON
TO BE CAPPED ONCE 2 FT SUMP 18' RCP
SKIMMER IS REMOVID 1 FOR CLEANOUT OUTLET PIPE
INV= -
WSEL = 15.9 15.9 INV= 15.6
12' J1 i
12' GON.C...
12' OR GROUT: ;
6"BASE
3
1 6' CAP N11N 1.5' HOLE DRILLED
SECTION WEW
ASBUIL T WET
BASIN
OUTLET STRUCTURE
DETAILS
NOT TO SCALE
NEUSE ROAD
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EMERGENCY SPILLWAY
°oo 0
ELEV. = 17.2
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WV = 156 (15' A
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Z
INV= 13.0
y
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0
�8
EX OVERHEAD POKER UNE
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I
a POKER POLE
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AS -BUILT WET DETENTION BASIN
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
IE=
✓ �SDMN
RIM = 17.7
INV = 13.6
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LF 18' a 111 RCP
H F.ES
VT POOL ELEVARON = 15.9
AREA 0 M. 15.9 = 5,666 SF
tY POOL / STATE S70RAGE ELEVATION = 16.9
AREA 0 aEY. 16.9 = 5,666 SF
PROVIDED = 6,B39 CF
EMBANKMENT TOP = 17.5
EMERGENCY SPILLWAY EL = 17.2
TOP OF OUTLET BOX = 16.9 STATE STORAGE = 5,839 CF
AS -BUILT EMBANKMENT SECTION
NOT TO SCALE
NOTES
1. AS -BUILT LOCATIONS PERFORMED AND PROVIDED BY BELL AND PHIWPS
SURVEYING, PLLC. DRAWING LABELED "STORMWATER INFILTRATION BASIN ASBUILT
SURVEY FOR FY09 BEQ CAMP JOHNSON P-1319'
SIGNED AND SEALED BY PATE D PHIWPS L-2640
DATED 11-18-11
0 40 .0
LICENSE / C-2710
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
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DATE: 5-7 _14
HORZ. SCALE: 1'= 20'
VERT. SCALE: N/A
DRAWN BY.• JSM
CHECKED BY: HSR
PROJECT NO: 11-0239-CJ
DRAWING NO: 11-0239-C✓
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Outlet Stabilization Structure
Specification # 6.41 - Construction Specifications
1. Ensure that the subgrade for the filter and riprap follows the required lines
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 a minimum of I ft. 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.
6. Construct the apron on zero grade with no overfall 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
(Practice 6.10, Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance
Inspect riprap outlet structures after heavy rains 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.
-
SF
Sediment Fence (Silt Fence)
Specification 6.62 - Construction Specifications
MATERIALS
polypropylene, nylon,
1.Use a synthetic filter fabric or a pervious sheetof polyp py y ,
polyester, or polyethylene yarn, which is certified by the manufacturer or
supplier as conforming to the requirements shown in Table 6.62b. Synthetic
filter fabric should contain ultraviolet ray inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120 F.
2.Ensure that posts for sediment fences are
1.33 lb/linear ft steel with a minimum length of 4 ft. Make
sure that steel posts have projections to facilitate fastening the fabric.
3.For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Table 6.62b
Specifications For Sediment Fence Fabric
Physical Property Requirements
Filtering Efficiency - 85% (mm)
Tensile Strength at Standard Strength- 30 Ib/lin in (min)
Extra Strength- 50 Ib/lin in (mm)
Slurry Flow Rate - 0.3 gal/sq ft/min (min)
CONSTRUCTION
1.Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2.Ensure that the height of the sediment fence does not exceed 18 inches above
the ground surface. (Higher fences may impound volumes of water sufficient to
cause failure of the structure.)
3.Construct the filter fabric from a continuous roll cut to the length of the
barrier to avoid joints. When joints are necessary, securely fasten .the filter
cloth only at a support post with overlap to the next post.
4.Support standard strength filter fabric by wire mesh fastened securely to the
up slope side of the posts using heavy duty wire staples at least 1 inch long,
or tie wires. Extend the wire mesh support to the bottom of the trench.
5.When a wire mesh support fence is used, space posts a maximum of 8 ft apart.
Support posts should be driven securely into the ground to a minimum of 18
inches.
6.Extra strength filter fabric with Eft post spacing does not require wire mesh
support fence. Staple or wire the filter fabric directly to posts.
7.Excavate a trench approximately 4 inches wide and 8 inches deep along the
proposed line of posts and upslope from the barrier (figure 6.62a).
8.Backfill the trench with compacted soil or gravel placed over the filter
fabric.
9.Do not attach filter fabric to existing trees.
Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
ineffective, replace it promptly. Replace burlap every 60 days.
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. J
Grass -Lined Channels
Specification# 6.30 - Construction Specifications
1. Remove all trees, brush, stumps, and other objectionable material from the
foundation area and dispose of properly.
2. Excavate the channel and shape it to neat lines and dimensions shown on the
plans plus a 0.2 ft overcut around the channel perimeter to allow for bulking
during seedbed preparations and sod buildup.
3. Remove and properly dispose of all excess soil so that surface water may
enter the channel freely.
depend
4. The procedure used to establish grass in the channel will dope upon the
severity of the conditions and selection of species. Protect the channel
with mulch or a temporary liner sufficient to withstand anticipated .
velocities during the establishment period (Appendix 8.05).
Maintenance
During the establishment period, check grass -lined channels after every
rainfall. After grass is established, periodically check the channel; check it
aftenevery heavy rainfall event. Immediately make repairs. It is particularly
important to check the channel outlet and all road crossings for bank stability
and evidence of piping or scour holes. Remove all significant sediment
accumulations to maintain the designed carrying capacity.. Keep the grass in.a
health vigorous condition at all times, since it is the primary erosion
protectSeeding). ion for the channel (Practice 6.11, Permanent Sding).
0
Sediment Basin
Specifications # 6.61 - Construction Specifications
1.She preparations -Clear, grub and strip topsoil from areas under the
embankment to remove trees, vegetation, roots and other objectionable material.
Delay clearing the pool area until the dam is complete and then remove brush,
trees and other objectionable materials to facilitate sediment cleanout.
Stockpile all topsoil or soil containing organic matter for use on the outer
shell of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed.
2.Cut-off trench -Excavate a cut-off trench along the centerline of the earth
fill embankment. Cut the trench to stable soil material, but in no case make it
less than 2 ft. deep. The cut-off trench must extend into both abutments to at
least the elevation of the riser crest. Make the minimum bottom width wide
enough to permit operation of excavation and compaction equipment but in no case
less than 2 ft. Make side slopes of the trench no steeper than 1:1. Compaction
requirements are the same as those for the embankment. Keep the trench dry
during backfiliing and compaction operations.
3.Embankment-Take fill material from the approved areas shown on the plans. It
should be clean mineral soil, free of roots, woody vegetation, rocks and other
. objectionable material. Scarify areas on which fill is be placed before placing
fill. The fill material must contain sufficient moisture so it can be formed by
hand into a ball without crumbling. If water can be squeezed out of the ball, it
is too wet for proper compaction. Place fill material in 6 to 8-inch
continuous layers over the entire length of the fill area and then compact it.
Compaction may be obtained by routing the construction hauling equipment over
.. the fill so that the entire surface of each layer is traversed by at least one
wheel or tread track of the heavy equipment, or a compactor may be used.
Construct the embankment to an elevation 10% higher than the design height to
. allow for settling.
. 4.Conduit spillways -Securely attach the riser to the barrel or barrel stub to
make a watertight structural connection. Secure all connections between barrel
sections by approved watertight assemblies. Place the barrel and riser on a
firm, smooth foundation of impervious soil. Do not use pervious material such
as sand, gravel, or crushed stone as backfill around the pipe or anti -seep
collars. Place the fill material around the pipe spillway in 4-inch layers and
compact it under and around the pipe to at least the same density as the
adjacent embankment. Care must be taken not to raise the pipe from firm contact
with its foundation when compacting under the pipe haunches.
Place a minimum depth of 2ft. of hand -compacted backfill over the pipe spillway
before crossing it with construction equipment. Anchor the riser in place by
concrete or other satisfactory means to prevent flotation. In no case should the
pipe conduit be installed by cutting a trench through the dam after the
embankment is complete.
5.Emergency spillway -Install the emergency spillway in undisturbed soil. The
achievement of planned elevations, grade, design width, and entrance and exit
channel slopes are critical to the successful operation of emergency spillway.
6.lnlets-Discharge water into the basin in a manner to prevent erosion. Use
diversions with outlet protection to divert sediment -laden water to the upper
end of the pool area to improve basin trap efficiency (References: Runoff
Control Measures and Outlet Protection).
7.Erosion control -Construct the structure so that the disturbed area is
minimized. Divert surface water away from bare areas. Complete the embankment
before the area is cleared. Stabilize the emergency spillway embankment and all
other disturbed areas above the crest of the principal spillway immediately
after construction (References: Surface Stabilization).
8.Safety-Sediment basins may attract children and can be dangerous. Avoid steep
side slopes, and fence and mark basins with warning signs if trespassing is
likely. Follow all state and local requirements.
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and
restore the basin to its original dimensions when sediment accumulates to one-
half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and inspect the
embankment for piping and settlement. Make all necessary repairs immediately.
Remove all trash and other debris from the riser and pool area.
Land Grading
Specification # 6.02 - Construction Specifications
1.Construct and maintain all erosion and sedimentation control practices and
measures in accordance with the approved sedimentation control plan and
construction schedule.
topsoil from r t graded and filled and reserve it for
2.Remove good ps om areas o be g a P
use in finishing the grading of all critical areas.
3.Scarify areas to be topsoiled to a minimum depth of 2 inches before placing
topsoil (Practice 6.04, Topsoiling).
4.Clear and grub areas to be filled to remove trees, vegetation, roots, or other
objectionable material that would affect the planned stability of the fill.
5.Ensure that fill material is free of brush, rubbish, rocks, logs, stumps,
building debris, and other materials inappropriate for constructing stable
fills.
6.Place all fill in layers not to exceed 9 inches in thickness, and compact the
layers as required to reduce erosion, slippage, settlement, or other related
problems.
7.Do not incorporate frozen material or soft, mucky, or highly compressible
materialsinto fill slopes.
8.Do not place fill on a frozen foundation, due to possible subsidence and
slippage.
9.Keep diversions and other water conveyance measures free of sediment during
all phases of development.
10.Handle seeps or springs encountered during construction in accordance with
approved methods (Practice 6.81, Subsurface Drain).
11.Permanently stabilize all graded areas immediately after final grading is
completed on each area in the grading plan. Apply temporary stabilization
measures on all graded areas when work is to be interrupted or delayed for 30
working days or longer.
12.Ensure that topsoil stockpiles, borrow areas, and spoil areas are adequately
protected from erosion with temporary and final stabilization measures, including
sediment fencing and temporary seeding as necessary.
Maintenance
Periodically check all graded areas and the supporting erosion and sedimentation
control practices, especially after heavy rainfalls. Promptly remove all
sediment from diversions and other water -disposal practices. If washouts or
breaks occur, repair them immediately. Prompt maintenance of small eroded areas
before they become significant gullies is an essential part of an effective
erosion and sedimentation control plan.
I
Construction Road Stabilization
Specification # 6.80 - Construction Specifications
1. Clear roadbed and parking areas of all vegetation, roots and other
objectionable material.
2. Ensure that road construction follows the natural contours of the terrain if
it is possible.
3. Locate parking areas on naturally flat areas if they are available. Keep
grades sufficient for drainage but generally not more than 2 to 3%.
4. Provide surface drainage, and divert excess runoff to stable areas by using
water bars or turnouts (References: Runoff Control Measures).
5. Keep cuts and fills at 2:1 or flatter for safety and stability and to
facilitate establishment of vegetation and maintenance.
6. Spread a 6-inch course of "ABC" crushed stone evenly over the full width of
the road and smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install
subsurface drains or geotextile fabric cloth before placing the crushed stone
(Practice 6.81, Subsurface Drain).
8. Vegetate all roadside ditches, cuts, fills and other disturbed areas or
otherwise appropriately stabilize as soon as grading is complete (References:
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Maintenance
Inspect construction roads and parking areas periodically for condition of
surface. Topdress with new gravel as needed. Check road ditches and other
seeded areas for erosion and sedimentation after runoff -producing rains.
Maintain all vegetation in a healthy, vigorous condition. Sediment -producing
areas should be treated immediately.
Permanent Seeding
Centipede Sod to be used as permanent stabilization.
Temporary Seeding
Fertilizer shall be the same analysis as specified for "Seeding and Mulching" and applied
at the rate of 400 Ibs (450 kg) and seeded at a rate of 50 pouds (55 kg) per hectare.
Sweet Sudan Greass, German Millet or Browntop Millet shall be used in summer months
and Rye Grain during the remainder of the year. The Engineer will determine the exact dates
for using each kind of seed.
Hydro -seeding is also acceptable for temporary stabalization for onsite and offsite disturbance
Fertilizer Topdressing
Fertilizer used for topdressing on all roadway areas except slopes 2:1 and steeper shall be
10-20-10 written approval of the Engineer, a different analysis of fertilizer may be used
provided grade and shall be applied at the rate of 500 Ibs per acre (560 kg per hectare).
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 per acre (560 kg per hectare).
Upon written approval of the Engineer, 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.
Supplemental Seeding
The kinds of seed and proportions shall be the same as specified for "Seeding and Mulching",
with the execption that no centipede seed will be used in the seed mix for supplemental
seeding. The rate of application for supplemental seeding may vary from 25# to 75# per acre
(28 kg to 85 kg per hectare). The actual rate per acre (hectare) will be determined by the
Engineer prior to the time of topdressing and the Contractor will be notified in writing of the
rate per acre (hectare), total quantity needed, and areas on which to apply the supplemental
seed. Minimum tillage equipment, consisting of a sood seeder shall be used for incorporating
seed into the soil as to prevent disturbance of existing vegetation. A clodbuster (ball and chain)
may be used where degree of slope prevents the use of a sod seeder.
Mowing
The minimum mowing height on this project shall be 4 inches (100 mm).
Crimping Straw Mulch
Crimping will be required on this project adjacent to any section of roadway where traffic
is to be maintained or allowed during construction. In areas within 6 ft (2 meter) of the edge
of pavement, straw is to be crimped and then immediately tacked with asphalt tack
Crimping of straw in lieu of asphalt tack will be allowed on this project subject to the following
conditions:
All areas seeded and mulched shall be crimped and/or tacked with asphalt as directed by the
Engineer.
Crimping will be limited to slopes 4:1 or flatter unles the Contractor can demonstrate to the
Engineer that steeper slopes can be negotiated without altering the typical section.
Straw mulch to be of sufficient length and quality to withstand the crimping operation and provide
adequate ground cover.
Crimping equipment incluing power source shall be subject to the approval of the Engineer
providing that maximum spacing of crimper blades shall not exceed 8 inches (200 mm).
IP
ROCK PIPE INLET PROTECTION
Specification # 6.55 - Construction Specifications
1. Clear the area of all debris that might hinder excavation and disposal of spoil.
2. Install the Class B or Class I riprap in a semi -circle around the pipe inlet.
The stone should be built up higher on each end where it ties into the
embankment. The minimum crest width of the riprap should be 3 feet, with
a minimum bottom of 11 feet. The minimum height should be 2 feet, but also
1 foot lower than the shoulder of the embankment or diversions.
3. A 1 foot thick layer of NC DOT #5 or #57 stone should be placed on the
outside slope of the riprap.
4. The sediment storage area should be excavated around the outside of stone
horseshoe 18 inches below natural grade.
5. When the contributing drainage area has been stabilized, fill depression and
establish final grading elevations, compact area properly, and stabilize with
ground cover.
Maintenance
Inspect rock pipe inlet protection at least weekly and after each significant (1/2"
or greater) rainfall event and repair immediately. Remove sediment and restore the
sediment storage area to its original dimensions when the sediment has
accumulated to one-half the design depth of the trap. Place the sediment
that is removed in the designated disposal area and replace the contaminated
part of the gravel facing.
Check the structure for damage. Any riprap displaced from the stone horseshoe
must be replaced immediately.
After all the sediment producing areas have been permanently stabilized, remove
the structure and all the the unstable sediment. Smooth the area to blend
with the adjoining areas and provide permanent ground over.
l
9`
Temporary Gravel Construction Entrance/Exit
Specification # 6.06 - Construction Specifications
1. Clear the entrance and exit area of all vegetation, roots and other
objectionable material and property grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans and
smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet.
4. Use geotextile fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
Maintenance
Maintain the gravel pad in a condition to prevent mud or sediment from leaving
the construction site. This may require periodic topdressing with 2-inch stone.
After each rainfall, inspect any structure used to trap sediment and clean it
out as necessary. Immediately remove all objectionable materials spilled,
washed, or tracked onto public roadways.
/ SK
Skimmer Sediment Basin
Specification 6.64.7 - Construction Specifications
MATERIALS
1. Clear, ggrub, and strip the area under the embankment of all vegetation and
root mai. Remove all surface soil containing high amounts of organic matter
and stockpileor dispose of it properly. Haul' all objectionable ma}erial to the
designated disposal area. Place temporary sediment control measures below
basin as needed.
2. Ensure that fill material for the embankment is free of roots woody
vegetation, organic matter, and other objectionable material'. Place the fill in
lifts not to exceed 9 inches, and machine compact it. Overfill the embankment
6 inches to allow for settlement.
3. Shape the basin to the specified dimensions. Prevent the skimming device
from settling into the mud b excavating a shallow pit under the skimmer or
providing aloes support under the skimmer of stone or timber.
4. Place the barrel (typically 4-inch Schedule 40 PVC pipe), on a firm, smooth
foundation of impervious sod. Do not use pervious material such as sand
gravel, or crushed stone as backfill aroundthepipe. Place the fill material
around the pipe spillway in 4-inch layers and compact it under and around
the pipe to at least the same density as the adjacent embankment. Care must
be taken not to raise the pipe from the firm contact with its foundation when
compacting under the pipe haunches.
Place a minimum depth of 2 feet of compacted backfill over the pipe spillway
before crossing it with construction equipment. In no case should the pipe
conduit be installed by cutting a trench through the dam after the embankment
is complete.
5. Assemble the skimmer following the manufacturers instructions, or as designed.
6. Lay the assembled skimmer on the bottom of the basin with the flexible
joint at the Inlet of the barrel pipe. Attach the flexible joint to the barrel pipe
and position the skimmer over the excavated pit or support. Be sure to attach
a rope to the skimmer and anchor it to the side of the basin. This will be used
to pull the skimmer to the side for maintenance.
7. Earthen spillways -Install the spillway in undisturbed soil to the greatest
a
or
may n be used. The upper section(s) should overlap the tower section(s) so
that water cannot flow under the fabric. Secure the upper edge and sides
of the fabric in a trench with staples or pins. (Adapted from "A Manual for
Designing, Installingg and Maintaining Skimmer Sediment Basins." February,
1999. J. W. Faircloth & Son.).
8. Inlets -Discharge water into the basin in a manner to prevent erosion. Use
temporary slope drains or diversions with outlet protection to divert sediment -
laden water to the upper end of the pool area to improve basin trap efficiency
9. Erosion control -Construct the structure so that the disturbed area is
minimized. Divert surface water away from bare areas. Complete the
embankment before the area is cleared. Stabilize the emergency spillway
embankment and all other disturbed areas above the crest of the principal
spillway immediately after construction (References: Surface Stabilization).
10. After all the sediment -producing areas have been permanently stabilized,
remove the structure and all the unstable sediment. Smooth the area to
blend with the adjoining areas and stabilize properly (References: Surface
Stabilization).
Inspect skimmer sediment basins at least weekly and after each significant
(one-half inch or greater) rainfall event and repair immediately. Remove
one side so that the sediment u"ndemeath it can be excavated. Excavate the
sediment from the entire basin, not just around the skimmer or the first cell.
Make sure vegetation growing in the bottom of the basin does not hold down
the skimmer.
If the skimmer is clogged with trash and there is water in the basin, usually
Ierking on the rope wfli make the skimmer bob up and down and dislodge
fhe debris and restore flow. If this does not work, pull the skimmer over o
the side of the basin and remove the debris. Also check the orifice inside the
skimmer to see if it is clogged; if so remove the debris.
If the skimmer arm or barrel pipe is dogged, the orifice can be removed and
the obstruction Geared with a plumber's snake or by flushing with water. Be
sure and replace the orifice before repositioning the skimmer.
Check the fabric lined spillway for damage and make any required repairs
with fabric that spans the full width of the spillway. Check the embankment,
spillways, and outlet for erosion damage, and inspect the embankment for
piping and settlement. Make all necessary repairs immediately. Remove all
trash and other debris from the skimmer and pool areas.
Freezing weather can result in ice forming in the basin. Some special
precautions should be taken in the winter to prevent the skimmer from
plugging with ice.
r TP )
TREE PROTECTION
Specification # 6.05 - Construction Specifications
1. Restrict access to TPZ with tall, bright, protective fencing. Most fencing is
inexpensive and durable enough to last throughout most consturcton projects.
Temporary tree protection fencing should be erected before clearing, delivers and
other construction activities begin on site.
2. Prohibit or restrict access to TPZ. All onsite workers should be aware of the TPZ
and the restrictions on activities with the zones. Use the TPZ guidelines for the
best effect.
post "KEEP OUT" signs on all sides of the fencing. Do not store construction
equipment or materials in TPZs
Prohibit construction activities near the most valuable trees, and restrict activities
around others.
Assess crew and contractor penalties, if necessary to keep the TPZ intact.
Reference NCDENR LQS Manual for additional requirements and maintenance.
i
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IP HARDWARE CLOTH & GRAVEL INLET PROTECTION
Specification # 6.51 - Construction Specifications
1. Uniformly grade a shallow depression approaching the inlet.
2. Drive 5 FT steel post 2 FT into the ground surronding the inlet..
Space post evenly around the perimeter of the inlet, a maximum of 4 FT apart.
3. Surrond the posts wit wire mesh hardware cloth. Secure the wire mest to steel
posts at the top, middle, and bottom. Placing a 2 FT flap of the wire mesh.
under the gravel for anchoring is recommended.
4. Place clean gravel (NC DOT #5 or #57 stone) on a 2:1 slope with a height of 16
inches around the wire, and smooth to an even grade.
5. Once the contributing drainage area has been stabilized , remove accumulated
sediment, and establish final grading elevations.
6. Compact the area properly and stabilized it with ground cover.
Maintenance
Inspect inlets at least weekly and after each significant (0.5 in 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 stone as needed.
Table 6.11s - Seeding No. 4CP for:
Well -Drained Sandy loams to Dry Sands, Coastal Plain; Low to Medium -Care Lawns
Seeding mixture
Species - Centipedegrass - Rate - 10-20 lb/acre (seed) or 33 bu/acre (sprigs)
Seeding dates - Mar. - June, (Sprigging can be done through July where water is
available for irrigation.)
Soil amendments - Apply lime and fertilizer according to soil test, or apply 300
Ib/acre 10-10-10.
Sprigging - Plant sprigs in furrows with a tractor -drown transplanter, or
broadcast by hand.
Furrows should be 4-6 inches deep and 2ft apart. Place sprigs about 2 ft. apart
in the row with one end at or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs into the top 1 1/2 inches of
soil with a disk set straight so that sprigs are not brought back toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly- 20 lb/acre nitrogen in spring with no
phosphorus. Centipedegrass cannot tolerate high pH or excess fertilizer.
Maintenance
Table 6.1lt - Seeding No. 5CP for: Weil -Drained Sandy Loams to Dry Sands; Low
Seeding mixture
Species Rate (lb/acre)
Pensacola Bahiagrass 50
Sericea lesP edeza 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 centipedgrass.
Seeding dates - Apr. 1 - July 15
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch.
Anchor by tacking with asphalt, roving and 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 Apr. with 50 lb/acre nitrogen. Repeat
as growth requires. May be moved only once a year. Where a neat appearance is
desired, omit sericea and now as often as needed.
Table 6.11 v - Seeding No. 7CP for: Grass -lined Channels; Coastal Plain
Seeding Mixture
Species - Common Bermudagrass - Rate - 40-80 (1/2 Ib/1,000 ft )
Seeding dates - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material
to cover the bottom of channels and ditches. The lining should extend above the
highest calculated depth of flow. On channel side slopes above this height, and
in drainages not requiring temporary linings, apply 4,000 lb/acre grain straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can
clog drainage devices.
Maintenance -A minimum of 3 weeks is required for establishment. Inspect and
repair mulch frequently. Refertilize the following Apr. with 50 Ib/acre
Refer to Appendix 8.02 for botanical names
Temporary Diversion
TD Specification # 6.20 - Construction Specifications
1. Remove and properly dispose of all tress, brush, stumps, and other
objectionable material.
2. Ensure that the minimum constructed cross section meets all design requirements.
3. Ensure that the top of the dike is not lower at any point than the design elevation
plus the specified settlement.
4. Provide sufficient room around diversions to permit machine regrading and cleanout.
5. Vegetate the ridge immediately after construction, unless it will remain in place less
than 30 working days.
Maintenance
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.
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Line Table
LineN
Length 9
Direction
L1
69.901
S23' 27' 38.120E
L2
190.935
SS ' 6' 0 . ' 5 3 8 56 W
L3
164.550.
S12'25' 38.80'W
L4
316.806
N74' 02' 00.49"W
L5
120.217
N40' 24' 28.58'W
L6
50.295
N85' "' 15.04"W
L7
115.591
N25' 00' 49.33'W
LS
16.242
N4' 56' 36.18"E
L9
3.354
N4' 56' 36.180E
L10
8.532
NV 56' 36.180E
L11
8.620
NV 05' 47.03'E
L12-
5.524
N4' 05' 47.03'E
L13
7.069
N4' 05' 47.03'E
L14
6.333
N4- 05' 47.03'E
L15
3.471
N4' 05' 47.03"E
L16
2.458
NV 05' 47.03"E
L17
22.102
NV 05' 4TO3"E
L18
1.483
NT 02' 21.12'E
L19
0.107
NT 02' 21.120E
L20
6.713
N3' 02' 21.120E
Line Table
Una #
Length
Direction
L21
121,852
N30' 57' 10.750E
L22
52.089
S85' 44' 15.04"E
L23
120.217
S40' 24' 2&58'E
L24
58.760
S34' 23' 51.44-E
L25
210.246
N55' 36' 08.56'E
L26
13.029
N77' 33' 10.83"E
L27
5.808
S80- 34' 46.760E
L28
5.065
S57' 08' 39.680E
L29
4.950
S42' 57' 16.480E
L30
4.082
S36' 24' 01.540E
L31
4.020
S30' 14' 18.240E
L32
13.778
S32' 59' 38.58"E
L33
7.144
S28' 44' 29.600E
L34
3.878
N45' 1T 35.09'E
L35
7.773
N45- 17' 35.090E
L36
11.072
HAS' 17' 35.09'E
L37
4.800
NBC 43' 37.64'E
L38
3.922
N82'. AS 16.390E
L39
0.889
N71' 11' 08.02"E
L40
&500
N31' 06' 05.960E
Line Table
Line #
Length
Direction
L41
12.550
N68' 09' 12.860E
L42
8.967
N56' 12' 36.390E
L43
10.044
N56' 21' 19.04"E
L44
10.072
N56' 42' 25.21' E
L45
10.325
NST 09' 43.90'E
L46
60.165
N58' 40' 41.760E
L47
60.724
NIT 04' 35.67'E
L48
2.243
N29' 41' 04.15'E
L49
22.182
S76' 12' 26.650E
L50
21.811
S75' 55' 47.590E
L51
18.008
ST* 04 0(1
L52
11.620
MI 36' 48.340E
L53
82.074
N72' 05' 01.63"E
L54
3.271
N75- 35' 05.29" E
L55
13.650
N14' 43' 28.61"E
L56
16.296
S75' 16' 31.39"E
L57
32.082
N62' 43' D6.28"E
L58
7.788
NIST 21' 40.160E
L59
14.426
N52' 57' 47.080E
L60
7.088
N39' 27' 06.23'E
Line Table
Line 4 Len Direction
Length DI ec
L61 8.039 N3T 35' 59.70'E
L62 2.775 N46' 47' 44.380E
L63 10.806 N11' 21' 53.90"E
L64 13.895 N13 58 30. ' 0'E
3
L65 9.497 N10' 22' 19.000E
L66 0.555 N10' 34' 13.490E
L67 12.667 NIT 49' 08.04'E
L68 29.378 .N85' 13' 26.68"E
L69 22.381 N16' 49' 36.25"E
L70 43.927 N16' 42' 14.35'E'i
L71 15.433 S28' 29' 12.730E 1
L72 15.056 S8' 49' 49.86 E
L73 I9.7DO SIT 10' 27.47'W
L74 1 22.8471 SIT 32' 23.43'W
L75 3.210 S74' 35' 13.200E
L76 0.993 S74' 35' 13.20"E 1
L77 1.931 874' 35' 13.20"E
L78 5.867 574' 35' 13.20"E 11
L79 12.006 S74- 35' 13.20"E
L80 2.ODO S74' 35' 13.200E{
I
Line Table
Line /
Length th
Direction
L81
6.664
N51' 33' 33.580E
L82
2.000
S74' 35' 13.20"E
L83
7.294
827' 10 32.45 E
L84
4.828
S75' 06' 31.01"E
L85
6.600
S20' 30' 33.15"W
L86
7.364
SlT 05' 26.70'W
L87
5.389
S74' 16' 22.26"E
L88
4.498
S18' 48' 31.63'W
L89
5.951
S22' 10' 06.09'W
L90
5.705
S21' 47' 47.87'W
L91
11.540
S23' 33' 43.64'W
L92
11.610
S26' 05' 27.91"W
L93
11.542
S28' 39' 15.21"W
L94
17.160
S30- 23' 02.74"W
L95
5.955
S32' 59' 37.17'W
L96
10.084
S34' 24' 10.47"W
L97
3,490
S19' 55' 21.41"W
L98
6.629
S38' 49' 35.19"W
L99
4.324
S37' 43' 28.55"W
L100
5.208
1 S31' 04' 52.600W
Una Table
LineR
Length
9
Direction
L101
3.288
S34' 39 50.38 W
L102
5.110
S30' 47' 55.40'W
L103
6.555
S34' 57' 37.52'W
-104
2.319
S43' 49' 39.79'W
L105
4.863
SAY 03' 04.87W
L106
5.525
SAT 15 29.02 W
L107
2.366
S45- 23' 20.910W
L108
0.177
SAT 01' 02.09'W
LIM
2.781
S64- 43' 10.47" E
1.110
0.769
862' 12' 35.570E
1111
5.146
S61' 32' 46.620E
1112
1.063
561' 04' 39.360E
1113
4.755
S60' 30' 58.3TE
L114
0.577
S59' 39' 03.140E
-115
5.136
S59' 39' 35.830E
L116
0.586
S58' 43' 20.700E
U17
4.472
S58' 43' 47.15'E.
L118
4.990
S65' 19' 18.230E
U19
5.243
S6 ' 36' 0A1' 3 2 E
L120
0.777
S62' 33' 2&06'E
2
5,341 15�
11,,* SF
Line Table
Lina f
Length
Direction
L121
5.235
S60' 42' 18.23'E
-122
0.913
S6W AO' 51.190E
1-123
4,762
S 1' 58 01 21.2 E
L124
2.738
4 N3 ' ' T 3 0 38 3 E
L125
4.894
N31' 51 47.71 E
L126
3.907
N31' 51' 07.91"E
L127
5.405
N35- 31' 00.520E
U28
3.803
N.W 33' 44.900E
L129
5.238
437' 47 07.78 E
L130
0.702
N37' 37' 12.73'E
1131
1.802
N44' 26' 38. 6' 6 E
L132
3.342
N53' 48' 25.62'E
L133
2.155
N60' 41' 03.300E
L134
4.248
N73' S6' 16 4' 8 E
L135
2.954
N80- 59' 15.990E
1-136
5.098
S76' 57' 17.330E
L137
2.050
S68' 51' 36.00'E
L138
3.594
S57' 48' 37.4TE
L139
4.993
S57' 55' 20.58'E
L140
11.531
S5T 37' 24.550E
LDER
12' SHOU _ 11' 6'
----- -
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LANE STRIP/
DRAINAGE
SWALE
2.
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SLOPE TO DRAIN
COMPACTED SUBGRADE
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Line Table
Line Y
Length lh
Direction
L141
12.809
N66' 51' 34.02'E
1-142
8.795
N76' 9' 23.60' 2 E
L143
9.090
N89' 31' 27.41'E
-144
11.292
S5' 45' 59.57"W
Ll45
18.129
S76' 03' 51.560E
1-146
12.846
S88' 08' 33.65"E
L147
8.106
S24' 39' 32.97'W
L148
2.264
S49' 52' 41.890E
1149
0.900
S49' 45' 52.080E
L150
0.841
S49' 09' 10.11"E
-151
4.835
S49' 08' 52.47"E
L152
0.909
SAW 49' 49.65' E
L153
0.618
SAS' 07' 21.700E
L154
5.057
SAW
48 06 45.46 E
L155
4.844
SAT 20' 55.170E
1-156
4.833
SAW 30' 33.86'E
L157
1.111
S46' 17' 34.02'E
L158
1.141
S43' 00' 54.040E
L159
5.082
SAT 45' 14.71' E
L160
4.779
S42' 04' 41.490E
'��r�T=_
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Line Table
no
Len9 lh
Direction
-161
5.097
S41' 22' 36.62'E
L162
5.125
540' 18' 47.44"E
L163
5.068
S39' 43' 1&30"E
L164
2.695
S39' 11' 35.39'E
L165
3.330
S31' 42' 31.43"E
-166
2.613
S19' 02' 52.05'E
L167
1.756
S10' 08' 04.55'E
L168
2.861
SO' 59' "W
55 99
L169
2.437
ST 47' 50 1. 'W
2
L170
2.048
S10' 20' 11.26'W
-171
2.707
S9' 06' 11.35'W
L172
3.447
S9' 59' 27.65'W
L173
18.375
SIX 52' 00.2TW
L174
0.311
SIO' 26' 16.31'E
L175
2.091
S25' 45' 48.320E
L176
3.326
S36' 19' 40.74'E
L177
4.951
S37' 34' 14.85"E
L178
4.924
S36' 49' 57.36"E
L179
4.478
S34' 31' 27.600E
L180
4.760
1 S35' 36' 19.28"E
40'
Una Table
Line
Len9 th
Direction
L181
3.5913
832' 30 32.39 E
L182
4.322
S32' 54' 46.95E
L183
4.324
S39' 16' 16. 7' 3 8 E
1184
5.603
S44' 25' 56.910E
L185
4.652
S44' 50' 00.280E
L186
6.273
S51' 57' 38.820E
L187
4.268
53' 42' 02.49 ' S E
L188
5.403
559' 22 18.87 E
L189
3.940
S62' 39' 32.230E
L190
6.972
S65' 16 57.260E
1191
2.759
S65' 54' 45.330E
L192
2.703
S51' 16' 18.47'E
L193
2.585
S31- 3S 50.08'E
1194
11.920
4' 1 ' 1 . 82 5 0 25 E
L195
0.844
S24' 30' 43.150E
196
0,559
' 1 ' 524 2 48.67 E
L197
5.074
S24' 13' 43.850E
L198
0.810
S23' 26' 48.660E
Li 99
0.847
2T T 0 .] ' S 2 2 SE
L200
0.642
S23' 06' 24.390E
Line Table
Lina /
Length
Direction
L201
31.766
Sib' 24' 18.92'E
L202
0.534
Sig'
9 33 17.45 E
L203
5.060
Sig' 32' 19.03'E
L204
0.852
S19' 16' 37.87"E
L205
0.566
S18' 42' 03.94"E
L206
5.088
S18' 44' 47.15'E
L207
19.203
S18' 0712.050E
U08
5.824
S51' 02' 18.37'W
1209
4.184
S66' 07' 09.43'W
L210
1.897
S76' 35' 14.92'W
L211
2.625
S20' 54' 05.37'E
L212
3.935
SIT 22 54.40 E
L213
4.514
ST 39' 22.30'W
L214
4.520
SIT 41' 15.960W
L215
4.528
S32' 44' 57.47'IN
L216
4.535
SAT 50' 12.10"W
L217
4.116
S62' 56' 38.42'W
L218
5.878
S73' 15' 46.25"W
L219
5.013
S73' 16' 07.68"W
L220
5.031
S73' 20' 22.24W
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Table
Line /
Length
Direction
L221
3.109
S73'
33'
50.05'W
L222
4.969
S73'
08'
58.85"W
L223
5.037
S73'
09'
08.44"W
L224
5.038
S73'
30'
48. " 33 W
L225
4.831
S73'
30'
48.33'W
L226
6.905
ST'
30'
16.35'W
L227
4.422
S6T
23'
08.59"W
L228
2.900
WT
23'
08.59'W
L229
5.008
S67'
23'
08.59'W
L230
4.993
S67'
23'
08. ' 59 W
L231
4.974
MIT
12'
54.22"W
L232
5.018
MI'
58'
53. ' 46 W
L233
5.090
S67'
18'
29.62"W
L234
9.179
S70'
12'
51.14"W
U35
5.260
N8T
22'
33.06"W
L236
4,651
N72'
22'
50.14"W
L237
4.700
N56'
48'
34.72'W
L230
4.644
N41'
16'
58.70'W
L239
L240
4.006
3.363
N26' 18'
NIT 57'
41.39'W
04.63"W
N
Line
Table
Line k
Length
Direction
L241
1.166
NIT
23'
33.92'W
L242
1.142
NIT
23'
33.92'W
L243
2.100
N17'
23'
33.92'W
L244
1.963
S74'
04'
50.33'W
L245
15.783
N53'
01'
43.29'W
L246
2.514
N37'
58'
10.91'W
L247
2.396
N23'
01'
32.12'W
1248
3.247
N1A'
12'
51.92'W
L249
1.211
NW
06'
06.15'W
L250
1.076
NW
17'
12.08'W
L251
44.609
N21'
27'
58.24'W
L252
39.159
N2T
54'
32.87'W
L253
2,090
N48-
46'
27.47'W
L254
14.376
N34'
05'
10.80'W
L255
15.355
N37'
34'
48.26"W
L256
17.750
N41-
34'
47.74"W
L257
19.272
1,144'
23'
26.01"W
L258
12.720
NAT
26'
45.50'W
L259
14.477
HAW
30'
33.82'W
L260
13.482
N52' 53'
33.30'W
Line
Table
Line /
Length
Drection
L261
19.644
N55'
55'
15.35'W
L262
19.491
N59'
50'
12.04'W
L263
17.824
N62'
49'
41.59'W
L264
24.100
N67'
26'
01
L265
15.939
N71-
N74'
00'
34'
O&90"W
19.15'W
L266
21.434
L267
16.105
N78-
N82'
07'
06'
26.11"W
33.28"W
L268
25.045
L269
18.726
N86-
16'
06.64-W
L270
24.988
S89'
33'
21.82'W
L271
18.853
S 85'
2-
06.58'W
L272
23.741
S55'
Sig_
AS
19'
33.01'W
13.05"W
L273
12.981
L274
4.823
SC
SIT
02'
40'
22.35"W
06.29'W
L275
1.000
L276
0.955
MT
24'
14.61"E
L277
2.614
S43'
"'
50.100E
L278
1.315
SAT
06'
01.44'E
L279
1.546
S45'
16'
22.03"E
L280
2b05
W
26'
13.05E
Line Table
Line /
Length
Direction
L321
8.143
S39' 11' 49.82"W
Line
Table
Line #
Length
Direction
U81
2.632
S39'
03'
19.630E
L282
2.720
S35'
54'
22.2TE
L283
2.762
S31'
31'
07.81'E
L284
2.695
S27'
52'
51.740E
U85
2.693
S24'
14'
45.3TE
L286
2.691
S20'
36'
50.58"E
L287
3.158
56'
29'
03.25'W
L255
2.837
S3-
40'
02.430E
L289
2.649
SIT
27'
03.630E
L290
3.034
S5.
11'
01.700E
L291
1.295
S8'
46'
2].89'E
L292
1.394
S4'
22'
09.590E
L293
1.044
S1'
59'
51.090E
L294
2.305
Sib'
57'
52.75'E
U95
3.654
Sl'
12'
29.25'W
L296
48.515
SY
55'
12 WE
L297
8.726
$1'
36'
17.45"E
L298
9.329
S11'
59'
25.08"W
L299
10.580
S2T
07'
35.24'W
L300
12.951
S3T
03'
19.5 .
Una Table
Line 8
Len th
9
Direction
L301
11.242
S51' 05' 11.43"W
L302
12.592
S70' 33' 33.01'W
L303
13.023
S84' 09' 23.89'W
L304
8.887
PISS' 26' 19.43'W
L305
8.190
N71' 24' 14.45'W
L306
9.889
NW 05' 34.660W
L307
10.605
S30- 53' 41.71'W
L308
18.337
N57' 06' 41.47'W
L309
32.264
N26- 23' 25.64-W
L310
20.487
N33- 00' 04.52-W
L311
13.040
N19- 16' 06.290W
L312
13.308
N30- 08' 15.580W
L313
7.782
S55' 29' 09.56'W
L314
7.438
$42' 18' 02.63"W
L315
0.456
S42' 18' 02.63'W
L316
9.134
S42' 18' 02.63'W
L317
2.530
S42' 18' 02.63"W
L318
6.850
S44' 39' 19.290W
019
3.531
N88' 36' 50.47"W
1320
0.320
S79' 25' 14.60'W
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NOTES:
1. SLOPES ARE 3:1 MAXIMUM UNLESS OTHERWISE NOTED.
2. ALL ELEVATIONS ARE AT EDGE OF PAVEMENT UNLESS
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3. SEE SHEETS C-300 TO C-301 FOR STORM DRAIN
PROFILES.
4. SEE SHEET C-502 AND C-503 FOR STORM DRAIN
DETAILS.
5. SEE SHEETS C-130 THRU C-134 FOR EROSION CONTROL
MEASURES.
6. GRADING IN LANDSCAPE AREAS AT BUILDING TO BEGIN
0.5' BELOW FINISHED FLOOR.
7. REFER TO ARCHITECTURAL PLANS TO VERIFY DOWNSPOUT
AND SPLASHBLOCK LOCATIONS.
DETAIL REFERENCES
1 DETAIL NUMBER
C-501 DETAIL SHEET NUMBER
CB-1 ❑� CATCH BASIN N0. AND
DETAIL N0. C-502
MH-1 pO STORM MANHOLE N0. AND
DETAIL N0. C-503
EW-1 CONCRETE ENDWALL NO. 3
AND DETAIL NO. C-503
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1. SLOPES ARE 3:1 MAXIMUM UNLESS OTHERWISE NOTED.
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PROFILES.
4. SEE SHEET C-502 AND C-503 FOR STORM DRAIN
DETAILS.
5. SEE SHEETS C-130 THRU C-134 FOR EROSION CONTROL
MEASURES.
6. GRADING IN LANDSCAPE AREAS AT BUILDING TO BEGIN C'
0.5' BELOW FINISHED FLOOR. �ANDALE
7. REFER TO ARCHITECTURAL PLANS TO VERIFY DOWNSPOUT SUNDT
AND SPLASHBLOCK LOCATIONS.
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1 DETAIL NUMBER
C-501 DETAIL SHEET NUMBER
CB-1 CATCH BASIN NO. AND 1
DETAIL NO. C-502
MH-1 Op STORM MANHOLE N0. AND
DETAIL NO. C-503
NORTH
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1
L 0CA L10N MAP
2
3 i 4
5
/ C
24
NOTE WELL:
1. SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A
SITE WHERE LAND ACTIVITIES HAVE TEMPORARILY CEASED
ACCORDING TO THE FOLLOWING SCHEDULE:
CONSTRUCTION SCHEDULE -
1. Obtain approval of Plan and any necessary permits, and hold
a pre -construction conference prior to commencing any work.
MAINTENANCE PLAN -
1. All measures t0 be inspected wgekly and after any rainfall
event and needed repairs made imriiediately.
i) ALL PERIMETER DIKES, SWALES, PERIMETER SLOPES AND
2.
Flag work limits and stake -out roads and storm drainage
2.
Sediment Basin to be cleaned out when the level of sediment
P
structures for preliminary grading.
accumulates to elevations listed on pond detail sheets.
o
ALL SLOPES STEEPER THAN 3:1 SHALL BE PROVIDED
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND
3.
Install Gravel Construction Entrances.
3.
Sediment to be removed from swales when they are approximately
COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT
4.
Install sediment basins, skimmer and silt fencing as shown on
9
50%filled or sediment level is with 1' of top of ditch bank.
Z
WITHIN 7 CALENDAR DAYS FROM LAST LAND -DISTURBING
ACTIVITY.
5.
plan prior to Gearing and grubbing ate.
Sod and culverts need to be onsite before grading of grassed channels.
4.
Sediment to be removed from behind any Silt Fence and
Z
o n
ii) ALL OTHER DISTURBED AREAS SHALL BE PROVIDED
6.
Construct grass lined channels, and any other sediment
inlet protection devices when it becomes 0.5' deep. Fencing
and inlet protection to be repaired as needed to maintain a barrier.
SITE z�
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND
control practices shown, prior to route grading
roadways, site and stockpiling topsal as necessary.
D
G o
COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT
Grassed channels to be sodded within 24 hours
5.
All sodded areas to be watered as needed to establish growth.
Dead sod should be removed and new sod installed as needed,
WITHIN 14 CALENDAR DAYS FROM LAST LAND -DISTURBING
after installation.
D
ACTIVITY.
7.
After sod installed along ditch to EW 21 install silt fence
6.
Construction entrance to be maintained in such a manner as to
2.
THIS PLAN TO BE UTILIZED AND REVIEWED ONLY IN CONJUNCTION
along top of bank.
prevent mud or sediment from leaving the construction site.
NOT TO SCALE
WITH THE WRITTEN NARRATIVE, WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT CONTROL PLAN.
8.
Install utilities in roadwa I arkin lot establish final grades
y p 9
Periodic topdressing with 2-inch stone may be required.
Inspect after each rainfall and immediately remove all
3.
ALL SLOPES SHALL BE 3:1 OR FLATTER.
and stabilize road/parking lot with stone base course.
obJ'ectionable materials s illed, washed, or tracked onto
p
0
4.
ALL ROOF DRAINS TO BE DIRECTED TO STORM DRAINAGE
9.
Final grade, install non -municipal utifNes as needed, and
public roadways.
a
SYSTEM.
vegetatively stabilize areas where binding construction is
imminent.
VEGETATIVE PLAN -
o
5.
NO WETLANDS EXIST ON SITE.
not
6.
SITE IS LOCATED ON MONTFORD LANDING ROAD AT CAMP LEJEUNE.
10.
All erosion and sediment control Practices are to be
1
7.
ANY BORROW MATERIAL REQUIRED WILL BE TAKEN FROM ANOTHER
inspected weekly and after any rainfall, and repaired as
1.
Permanent vegetation to be established in accordance with
APPROVED SITE ON USMC BASE, CAMP LEJEUNE. ANY
necessary.
"North Carolina Erosion and Sediment Control Planning and
I /
SURPLUS CUT MATERIAL WILL BE DISPOSED OF AT AN
11.
Upon completion of construction, the roadway/parking lot
Design Manual", Section 6.11, latest version. See Sheet C-508.
APPROVED SITE ON THE USMC BASE, CAMP LEJEUNE.
is to be paved, and all areas permanently vegetatively
1
8.
SWALES NR1 & NR3 TO BE LINED WITH EXCELSIOR MATTING OR EQUIVALENT.
stabilized with centipede sod. After site stabilization, temporary
Y
measures are to be removed.
C
no
BACK
TO BE SO[
STRUCTURE
EW20
EW21
EW22
EW23
EW24
EW25
EW26
EW27
EW29
EW30
EW31
EW32
CB20
OF1
CB23
CB24
CB25
CB26
CB27
EW33
EW34
OF2
MH5
M H4
MH6
LEGEND
LIMITS OF DISTURBANCE
= 6.0 ACRES
DITCH TO BE SODDED
IMMEDIATELY FOLLOWING
CLEANING OUT OF DITCH
I --� - INLET PROTECTION
A LIMITS OF DIST.
IS N SILT FENCE
CULVERT
RIP RAP
-qe-
CONTOUR
SEDIMENT TRAP/BASIN
OF SIDEWALK TIO TOP OF BANK
DIED WITHIN 24 HRS OF DISTURI
2
3
V , IL,vcti„ce V6.06,.06`
Pra
Shall be installed at the entrances to the project
from an existing roadway. Drainage should be away from
the road and erosion will be controlled with downstream
practices. During wet weather it may be necessary to wash
truck tires at these locations.
2. LAND GRADING
Practice 6.02
Grading should be limited to areas as shown on the
Plans. Cut and fill slopes shall be 3:1 or flatter except
where specifically indicated. Care shall be taken during
land grading activities not to damage existing trees that
are identified as "to be preserved".
SF 3. SEDIMENTrt.6FENCE
Sediment fencing should be installed as shown on the
Plan, to delineate and protect wetlands and specified areas,
and around any temporary stockpile areas as necessary to
landrent any graded interior areas from eroding onto adjacent
s or roadway, or into inlets, or as directed by Engineer
or NCDENR/LQS personnel.
GC 4. GRASS -LINED CHANNELS
Practice 6.30
All overflow swales to be graded to design configuration,
lined with centipede sod, to collect and convey site water
as shown on Plan. After final project stabilization, swales to
be re -graded, cleaned of siltation and lined with centipede sod
to establish original design contours for stormwater conveyance.
OP 5. OUTLET STABILIZATION
Practice 6.41
Riprap aprons will be located at the downstream end of
all discharge pipes to prevent scour.
6. CONSTRUCTION ROAD STABILIZATION
Practice 6.80
Upon reaching final grade and after utilities have been
installed, roadway/parking areas are to be stabilized by placing
sub -base course of approved 4" marl stone or 6" ABC, as shown
in the typical street cross-section detail on the Plan, to
reduce erosion and dust during the remainder of building
construction.
I
Jtf !. JCVpVIOYI LA O"l
Practice 6.61
SK 8. SKIMMER J
Practice 6.64
A sedimer
Ip 9. INLET PROTECTION
Practice 6.51
that withdraws
1 the highest quality
steel tpos�sosu�poeng wasfTe stone placed arounMe opening
of a drop inlet.
TD 10.
TEMPORARY DIVERSIONS
Practice 6.20
A temporary ridge or excavated channel or combination
ridge and channel constructed across sloping land on a pre-
determined grade to protect work areas from upslope runoff and
to divert sediment -laden water to appropriate traps or stable
outlets.
TP 11.
TREE PROTECTION
i
Practice 6.05
Restrict access to TPZ with tall, bright, protective fencing on areas
indicated on plan.
COASTAL
SITE
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MAAMO NO. -
JOB ORDER NO. -
WORK ORDER NO. -
CONSTR. CONTR. NO.
N40085-1 1 -C-4020
NAVFAC ORAIMNG NO. XXX
SHEET XXX OF XXX
SHEET NO.
C-131
C
an
0

1 2 3 4 5
I
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0
NOTES:
1 ALL BUILDING
INRSTIREEM/ PA4STRK G DIRECTED INTO THE STORM DRAINAGE COLCCTION
SYSTEM2. PORTABLE PUMP TO BE USER TO ARAIN POND IN CASE OF EMERGENCY. PUMP -0 BE
PLACED ON TOP OF BERM WITH SCREEN ATTACHED TO HOSE INLET AND COVEREE WITH STONE.
HOSE OUTLET TO DRAIN ACROSS STABLE UPLAND AREA SUFFICIENT TO RESTRAIN EROSION.
r�t ` 3. POND SIDESLOPES TO BE/PERMANENTLY VEGETATIVELY STABILIZED WITH CENTIPECE SOD
FOREBAY CUT �/
I E = 15.5 i
36 TE CL 11 'AP
1. T DEEP
GEOTEX N EN FILT FABRIC
PLAGE'D UNDER RIP RAP
` r
N T 1 15 \
�4r
�DI 2 T 14 ,`Z
/ T BOR BOM =11 'SS
V 'S <cc�
�� 7R 4) o PERMANENT POOL ELEVATION = 15.5
�p.� '9 FT '�S SURFACE AREA ® ELEV. 15.5 = 6,411 SF
Cli
S/SSS<BORING #1-8
O SHWT DEPTH = 36„
�vEX. GUNEV.
<, �� 0 'OFS�Op . SH WT REOLEVD EL14.8 - 17.8
= 10 EMPORARY POOL ELEVATION - 16.4
ASIN BOTTOM
SURFACE AREA © ELEV. 16.4 = 6,909 SF
STORAGE ® ELEV. 16.4 = 6,909 CF
LENGTH = 34.35 FT
-RA DIUS �24 FT TO LENGTH = 66.9 FT
_C� / F QERM ESE---•.. lj�� 5� RADIALS.=`2`4 FT
17.
s Fr
OUTLET STRUCTURE
/ EMERGENCY SPILLWAY 10 CY CL II RIP RAP 1.5 FT DEEP
i
17.0/rr GEOTEX NONWOVEN FILTER FABRIC
12 CY CL II RIP RAP 1.5 FT DEEP __-22 LF 15" RCP W FES PLACED UNDER RIP RAP
GEOTEX NONWOVEN FILTER FABRIC �- SEE DETAIL THIS SHEET j
- - ` PLACED UNDER RIP RAP J
SEE DETAIL THIS SHEET ANTI -SEEP COLLAR 0 10 20 u /
SEE DETAIL THIS SHEET -
15.4` `
WET BASIN "B" DETAIL
NOTES:
1. TEMPORARY SKIMMER TO BE INSTALLED ON PRIMARY OUTLET STRUCTURE BOX
AND TO REMAIN IN PLACE UNTIL SITE IS PERMANENTLY STABILIZED PER NCDENR/LQS
SEDIMENTATION AND EROSION CONTROL PERMIT. SEE SKIMMER DETAILS FOR INSTALLATION.
2. GRADE WILL BE 20:1 ONLY IN FRONT OF OUTLET BOX. REMAINING SHELF SHOULD BE
10:1. PP IS THE CENTER OF THE 10:1 SHELF.
3. RIP RAP TO BE PLACED AROUND THE PERIMETER OF OUTLET BOX.
6" PVC SCREW PLUG
6" ORIFICE ASSEMBLY-
6" CROSS
SKIMMER CONNECTION
TO BE CAPPED ONCE
SKIMMER IS REMOVED
77 WSEL = 15.5
�i
EL= 16.4
\:_� 1,
--`[NV = 15.5t INV= 1
12 2 FT SUMP
FOR CLEANOUT
12" I
B RIP RAP W GEOTEX
NWOVEN FILTER FABRIC
EO SURROUND ENTIRE
OUTLET STRUCTURE)
15" RCP
OUTLET PIPE
61
6" CAP WITH 1.5" HOLE DRILLED
4 FT x 4 FT PRECAST CONCRETE BOX
OR EQUIVALENT HAND BUILT
. a
4 GR007 ..
3 1 6"BASE EL = 12.0
SKIMMER = 2.5" SKIMMER WITH 2.0" ORIFICE DIAMETER
1 �6" CAP WITH 1.5" HOLE DRILLED
TO REMAIN CAPPED UNTIL SKIMMER SECTION VIEW
POND BOTTOM
IS REMOVED WET BASIN ELEV= 10 OUTLET STRUCTURE DETAILS
NOT TO SCALE
WETLANDS VEGETATION NOTE:
THE FOLLOWING SPECIES OF WETLANDS VEGETATION ARE SUITABLE FOR
PLANTING ALONG THE 10:1 VEGETATED SHELF:
PLANTS SUITED FOR SHELF THAT'S UNDERWATER
- SAGITTARIA LANCIFOLIA (BULL TONGUE)
- SAGITTARIA LATIFOLIA (DUCK POTATO)
- SAURURUS CERNUUS (LIZARDTAIL)
PLANTS SUITED FOR SHELF THAT'S ABOVE WATER
- ASCLEPIAS INCARNATA (SWAMP MILKWEED)
- CAREX TENERA (QUILL SEDGE)
- CHELONE GLABRA (WHITE TURTLEHEAD)
SF OF 10:1 SHELF UNDER WATER = 251 SF / 200 = 1.3 X 50 = 65 PLANTS REQUIRED
65 / 3 = 22 PLANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PLANTED
SF OF 10:1 SHELF ABOVE WATER = 1,545 SF / 200 = 7.7 X 50 = 385 PLANTS REQUIRED
385 / 3 = 128 PLANTS OF EACH OF THE THREE LISTED ABOVE MUST BE PLANTED
IF ONE OR MORE OF THE SUGGESTED SPECIES IS UNAVAILABLE, APPROPRIATE
WETLANDS VEGETATION COMMON TO THE COASTAL NORTH CAROLINA REGION
MAY BE SUBSTITUTED. SEE CH 9 OF STATE STORMWATER BMP MANUAL
�,PR LIST OF OTHER RECOMMENDED WETLANDS PLANTS.
('CALCULATION SUMMARY FOR DWQ:
IMPERVIOUS AREA PERCENTAGE:
TOTAL AREA DRAINING TO POND = 88,000 SF (2.02 ACRES)
TOTAL IMPERVIOUS = 51,427 SF (1.18 ACRES)
PERCENT IMPERVIOUS = 58.4%
REQUIRED SURFACE AREA:
AT 3.5 FT OF DEPTH, 90% TSS REMOVAL, SA/DA - 5.84
0.0584 x 88,000 = 5,143 SF SURFACE AREA REQUIRED
SURFACE AREA PROVIDED = 6,411 SF
1.5 INCH VOLUME:
Rv 5005 + 0.009 x I = 0.05 + (0.009)(58.4) = 0.58 IN/IN
MINIMUM VOLUME = DESIGN STORM x Rv x DRAINAGE AREA
= (1.5/12)(0.58)(88,000) = 6,336 CF
1.5 INCH STORAGE VOLUME AT ELEVATION 16.4 = 6,909 CF
2 TO 5 DAY DRAW DOWN:
AVERAGE HEAD FROM STORAGE ELEVATION
TO ORIFICE INVERT = (16.4 - 15.5) / 3
= 0.30 FT
1.5 INCH PVC ORIFICE: Q = CA(2gh)A1/2
= 0.6(0.01227)(64.4 X 0.30)" 1 /2
= 0.03235 CFS
T = 213,597 SECONDS = 2.47 DAYS
FOREBAY REQUIREMENTS:
MINIMUM FOREBAY VOLUME = 20% OF PERMANENT POOL VOLUME
= 0.20 x 16,555 CF
= 3,311 CF
TOTAL FOREBAY VOLUME PROVIDED =
FOREBAY = 3,340 CF
23 FT TOP OF
EMBANKMENT
�-- 20-FT ELEVATION = 17.5
79w%gELEV. - 17.0�\�/\//%/\
WET BASIN B
EMERGENCY SPILLWAY
FRONT VIEW
NOT TO SCALE
VARIES 10' 9.5'
22 LF 15"
IE(OUT) = 15.4 RCP
ANTI -SEEP
COLLAR, IE= 15.5
SEE DETAIL 10'
WIDE
0:1 S
WELDED FABRICATED TRASH
RACK W/SQUARE OPENINGS
SQUARE OPENINGS "_ 6"
4-0"
SEE DETAIL o
o THIS SHEET
FOR
TRASH RACK
6" ORIFICE ASSEMBLY
5'- 0" 6" CAP WITH 1.5" HOLE
GRATE PLAN VIEW D DRILLED
BOX PLAN VIEW
WET BASIN B
OUTLET STRUCTURE DETAILS
NOT TO SCALE
ALL SLOPES
3:1 MAXIMUM
Z
a
5' O'min. 18'
u Z
0
POND FOREBAY VOLUME
POND
o
WSEL = OF REQUIRED
STORAGE, TYPICAL
o
_
'
w
RIP RAP 1.5'min:`� � �PO
oQcn
'-
3'min. BOTTOM = 11
OUTLET PIPE
OUTLET
PROTECTION
o° NON WOVEN FILTER FABRIC UNDER
RIP RAP
AS ON PLANS
(TYPICAL AT ALL STORM OUTFALLS TO POND)
FOREBAY SECTION DETAIL
\ NOT TO SCALE
NOTE: COLLAR TO BE POURED AFTER
PIPES ARE IN PLACE.
REINFORCING AS NECESSARY.
1.5,
MIN
r`
WET BASIN
ANTI -SEEP COLLAR
NOT TO SCALE
fm
CMDnlyRmuyl IVr= 1/.D k3E.I ILLU), = I/./J klylN3IRuu I CU)
EMERGENCY SPILLWAY = 17.0
(STATE STORA.GEV TOP OF GRATES = 16.4 STATE STORAGE = 6.909 CF
BOTTOM OF 10:1 SHELF EL= 15.0
ANTI -SEEP COLLAR, BOTTOM EL= 13.7
BOTTOM SWM STRUCTURE EL= 12.0
SEDIMENT CLEANOUT EL. = 11
ROTTOM FI = 10
VARIES 1 31'
r r I
WET BASIN B EMBANKMENT SECTION
NOT TO SCALE
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WORK ORDER NO. -
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1 1 2 1 3 1 4 1 5

C
B
LAY SOD IN A STAGGERED PATTERN WITH
STRIPS BUTTED TIGHTLY AGAINST EACH OTHER.
. . . . . . . . . . . . . . . . . . . . . . .
A SHARPENED MASON'S TROWEL CAN BE USED TO
TUCK DOWN THE ENDS AND TRIM PIECES.
. . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . .
CORRECT BUTTING - ANGLED ENDS CAUSED BY THE AUTOMATIC
SOD CUTTING MUST BE MATCH CORRECTLY.
INCORRECT
- ROLL SOD IMMEDIATELY TO ACHIEVE FIRM CONTACT WITH THE SOIL
- WATER TO A DEPTH OF 4" AS SOON AS THE SOD IS LAID, AND
CONTINUE WATERING AS NEEDED.
- MOW WHEN SOD IS ESTABLISHED (2-3 WKS). SET MOWER HEIGHT (2-3 ).
- FOR SODDED WATERWAYS
o. LAY SOD PERPENDICULAR TO DIRECTION OF FLOW
b. USE PEGS OR STABLES TO FASTEN SOD FIRMLY AT THE ENDS OF STRIPS
AND IN THE CENTER, OR EVERY 3-4' IF THE STRIPS ARE LONG.
c. IN CRITICAL AREAS, SECURE SOD WITH NETTING AND STAPLES.
TYPICAL SOD INSTALLATION
Practice 6.12.5
NTS
BAFFLE (TYPICAL)
EARTHEN EMBANKMEN
5 FT BERM —
OUTLET, CLASS ll RIPR.
B = 2
M = 5
VARIES n= 0.03
� 5 �
�I 2VARIES
LINED WITH CENTIPEDE SOD
SWALES C & D
cc 5:1 GRASSED CHANNEL
N.T.S
INLET ZONE
jf!L�T257
357 OF SURFACE AREA
FIRST CHAMBER
257 OF SURFACE AREA
SECOND CHAMBER
OF SURFACE AREA
LET ZONE
157 OF SURFACE AREA
TEMPORARY BAFFLES
Practice 6.65
NOT TO SCALE
0011 MIN
LN
Wtll
- 011k : •
L
1 2
6 FT. 0 CENTER
COMPACTED FILL OR
GRAVEL, EXTENSION
OF FABRIC AND WRE
INTO THE TRENCH NOTE:
SEE NARRATIVE
FOR MORE DETAIL.
ISOMETRIC
ILTER EXTENSION OF
FABRIC FABRIC AND WIRE
MINIMUMM8"
BACKFL INTO THE TRENCH
THICK LAYER COMPACTED
OF GRAVEL FILL
8"MINIMUM 8"MINIMUM
V-TRENCH L7� Ow
14"MINIMUM 4"MINIMUM
SECTION SECTION
sF SEDIMENT FENCE ( SILT FENCE
Practice 6.62
�. _... NTS
STEEL PGST
SILT FENCE
REFERENCE SILT FENCE DETAIL
FOR PROPER INSTALLATION
a al
6T
SIDE SLOPE REFERENCE TEMPORARY SEEDING
MAX 3: 1 SPECIFICATION #6.10
TEMPORARY STOCKPILE DETAIL
NTS
PVC END PVC VENT SCHEDULE 40
CAP PVC ELBOW PIPE PVC PIPE
WATER SURFACE
--PVC END
SCHEDULE 40
/ PVC PIPE\ \ \ ORIFICE
PVC TEE \ FLEXIBLE \ PLATE
PVC PIPE HOSE VC TEE
Yz" HOLES IN \
UNDERSIDE
BOTTOM SURFACE
END VIEW FRONT VIEW
SKIMMER SEDIMENT BASINS ARE NEEDED WHERE DRAINAGE
AREAS ARE TOO LARGE FOR TEMPORARY TRAPS. DO NOT LOCATE
THE SKIMMER SEDIMENT BASIN IN INTERMITTENT OR PERENNIAL
STREAMS.
ARM ASSEMBLY
PERSPECTIVE VIEW UNIT
`1i11►
sK SKIMMER DETAIL
Practice 6.64
NOT TO SCALE
SEE DENR STANDARDS & SPECS.
FOR COMPLETE DESIGN CRITERIA & MAINTENANCE
N
SEDIMENT BASIN
SUMMARY,
MIN. TRAP
VOL. = 1,800 CF/ACRE DISTURBED
AREA (10 YEAR
STORM) 0 =
(0.3)(9.7)(A)
A= DRAINAGE
AREA
(SEDIMENT
MUST BE REMOVED AT MINIMUM TWICE A YEAR)
10 YR
SEDIMENT
DRAINAGE DISTURBED
MINIMUM BASIN
VOLUME
FLOW
MIN. SURFACE
SURFACE AREA
BASIN
AREA (ACRES) AREA (ACRES)
VOLUME (CF)
PROVIDED (CF)
CFS
AREA SF
PROVIDED (SF)
B
2.02 1.90
3,420
12,170
5.88
2,558
9,085
C
1.90 1.90
3,420
3,748
5.53
2,405
2,450
I M= 3
VARIES n= 01
LINED WITH CENTIPEDE SOD
Gc 3:1 GRASSED CHANNEL
NCDOT #5 C
WASHED
I
N.T.S
HARDWARE CLOTH & GRAVEL
DROP INLET PROTECTION
PRACTICE 6.51
NOT TO SCALE
O
HARDWARE CLOTH
OPENINGS)
i \
2' 14.0'
3
T7i—i17�iT—T'r_ 18" t 1
3
5'
TD SEE EROSION CONTROL CALCULATIONS FOR
VELOCITY CALCULATIONS.
TEMPORARY DIVERSION DETAIL
Practice 6.20
NOT TO SCALE /
PUBLIC ROAD
q
6" MINIMUM
THICKNESS
2"-3" COARSE
AGGREGATE
NOTE: SEE NARRATIVE GRAVEL CONSTRUCTION
ENTRANCE, WIDTH
FOR MORE DETAIL.
12'MINIMUM AS REQUIRED
TEMPORARY GRAVEL CONSTRUCTION
cE ENTRANCEI EXIT DETAIL
Practice 6.06
NTS
/
La
4'
000�0
REFERENCE EROSION
CONTROL
00°000!
CALCULATIONS FOR SPECIFIC
-40o000
°0000
OUTLET PIPE DIAMETER
DIMENSIONS.
(Da)
d50 = REFERENCE EROSION CONTROL CALCULATIONS
CMAX = REFERENCE EROSION CONTROL CALCULATIONS
La = REFERENCE EROSION CONTROL CALCULATIONS
MIN. APRON THICKNESS = 4.5"
NOTE: GEOTEX NONWOVEN FILTER FABRIC TO
BE PLACED UNDER ALL STONE
OUTLET PROTECTION,
RIP RAP
DIMENSIONS
CULVERT
L X W X D
CLASS
QUANITY
EW-21
9' X 6' X 1'
//
2 CY
EW-23
35' X 15' X 1. 5'
ll
30 CY
EW-25
9' X 6' X 1'
11
2 CY
EW-27
9' X 6' X 1'
11
2 CY
EW-28
9' X 6' X 1'
ll
2 CY
EW-30
40' X 18' X 1. 5'
11
1 40 CY
EW-31
21' X 10' X 1'
Il
8 CY
OUTLET PROTECTION DETAIL D
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7. ANY BORROW MATERIAL REQUIRED WILL BE TAKEN FROM ANOTHER
APPROVED SITE ON USMC BASE, CAMP LEJEUNE. ANY
SURPLUS CUT MATERIAL WILL BE DISPOSED OF AT AN
APPROVED SITE ON THE USMC BASE, CAMP LEJEUNE.
NEUSE ROAD EXTENSION
.cl la c Fo rc�, ..� a. mcoo Ymu,m.mn,r
stabilized with centipede sod. After site stabif�zation, tremporary
measures are to be removed.
I
1. Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and
Design Manual", Section 6.11, latest version. See Sheet C-508.
61
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
CE 1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6.06
Shall be installed at the entrances to the project
from an existing roadway. Drainage should be away from
the road and erosion will be controlled with downstream
practices. During wet weather it may be necessary to wash
truck tires at these locations.
/
J
C
NOV 2 S 2011
gg 7. SEDIMENT BASIN
Practice 6.61
The Sediment Basin is to be constructed I
Construction Schedule) and is the primary P
prevent sediment from leaving the site. Deta
spillway configurations are specified in the d
SK 8. SKIMMER
Practice 6.64