20001449 Ver 2_More Info Received_20100311

To: Annette Lucas
From: Bob Dienst
Date: 12/23/09
RE: Catawba Hills-Village D Townhomes, Gastonia, NC
Annette:
I have asked LanclDesign to provide you with an outline of their activities proposed to modify the
existing 401 Certification for your review prior to them beginning the work in earnest. My intent is to
make sure that we are coordinated with your expectations.
In this regard Kevin Vogel of Land Design asked me to address the timeline issues you raised in your
November 13, 2009 memo regarding our request for modification of the Stormwater Management Plan
that was previously approved with the 401 application for Catawba Hills in Gastonia, N.C. As outlined in
Land Design's (Matt Roper's) memo to you of the same date (attached), the Catawba Hills Subdivision
Village D (72 townhomes) will now be built in three (3) construction phases, the first of which is
complete (Buildings A and 0) except for the Nyloplast Inserts you have approved for 10 stormwater
catch basins. Phase 2 will consist of five more buildings and two permanent stormwater treatment
basins and Phase 3 will complete the development with the remaining ten buildings and the third
permanent stormwater treatment basin.
As soon as our Stormwater Management Plan modification is approved, we will install the 10 Nyloplast
Inserts so you can release the City of Gastonia to issue Certificates of Occupancy for the existing 9 units
in Buildings A and 0. Regarding the timing of the Phase 2 and 3 construction, I am currently in serious
discussion with a builder concerning the commencement of construction of the Phase 2 buildings in the
spring of next year (2010). Depending on the pace of sales of units in these buildings, Phase 3 work
could start in the fall of 2010.
Needless to say, in these highly unpredictable economic times we are living in, it is impossible to be
certain of our time frames for construction of the two remaining phases and completion of the Village D
townhome project. Please be assured, I and my lender will do everything possible to secure a builder to
complete all construction within the next two or three years if the economy continues to improve. In
the meantime, we will properly maintain all on-site erosion control structures and storm water
management devices to protect the downstream receiving waters.
Thanks again for your help and speedy review of Land Design's Stormwater Management Plan revisions.

LandDesign- urban design planning civil engineering branding landscape architecture
MEMO
DATE: March 10, 2010
PROJECT NAME: Catawba Hills (04-0829)
TO: Annette Lucas, PE
FROM: Matthew Roper, PE
RE: Stormwater Management Plan Mod
PROJECT #: 1005018
REAL
24994
G'o`o
0-10
-
flii"
Based on coordination with both Bob Dienst, the developer of Catawba Hills, and NCDENR-DWQ, LandDesign submits
the following items to modify the existing Stormwater Management Plan as part of the 401 Permit for the Catawba Hills
Subdivision Village D (04-0829).
o A cover letter from Bob Dienst requesting the 401 Permit Modification and outlining a phased construction
sequence with proposed development timelines;
o Nyoplast Storm-PURE Catch Basin Insert manufacturer provided specifications and pollutant removal efficiencies,
with hydraulic capacity calculations;
o A signed and notarized Operation and Maintenance Agreement for the Nyolpast Inserts;
o Plans, details, and engineering calculations for the approved on-site erosion control measures (temporary
sediment traps, etc.);
o A phased construction sequence and Stormwater Management Plan including the implementation of temporary
and permanent stormwater treatment measures as outlined below;
The existing Phase 1 development calls for the 10 Nyoplast Inserts as previously discussed for the two existing structures
(Buildings A and O). The existing sediment traps will remain in place and be properly maintained per the approved erosion
control plan during this phase of development (as shown on SMP-1).
The Phase 2 development would include five additional structures (Buildings M, N, P, Q, and R) and the construction of
Detention Wetland #2 and Bioretention Area #1 to account for the new impervious area for this phase of development.
Phase 2 would remove two Nyoplast Inserts behind Building O and include five new Nyoplast Inserts along Broadview
Lane. The remaining sediment trap will be properly maintained per the approved erosion control plan during this phase of
development (as shown on SMP-2).
Phase 3 would include the remainder of the site structures (Buildings B, C, D, E, F, G, H, J, K, and L) and the construction
of Detention Wetland #1 to account for the remaining impervious areas. At this point, all temporary Nyolpast Inserts would
be removed as the final Stormwater Management Plan would be implemented (as shown on SMP-3).
We request your review of the items enclosed to modify the existing Stormwater Management Plan allowing the project to
be developed in Phases.
Please do not hesitate to contact me should you have any questions or would like to discuss this in more detail.
R L5 @? ril
VgF 1
MAR 1 i 2t? is
NR - WATER QUAUTY
WETLAND AND STORMlh+
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PO Box 36959 Charlotte, NC 28236-6959 223 North Graham Street Charlotte, NC 28202 V: 704.333.0325 F: 704.376.8235
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s tormOPURE'm
F I L T R A T I O N S Y S T E M
Filter By: M Y C E L X® (-
1 A,?
Nyldp?last
t

The Nyloplast Storm-PURE Catch Basin Insert
with MYCELX® PermaKleen® technology stands alone in its ability to remove
suspended solids, hydrocarbons and other pollutants from storm water runoff!
Treating Storm Water At The Source
Phase II of EPA's National Pollution
Discharge Elimination system requires
all but the smallest municipal and in-
dustrial storm sewer systems to treat
storm water discharge to the "max-
imum extent practicable." The regula-
tions are not clear on the allowable
concentration of specific pollutants,
but it is generally agreed that signifi-
cant removal of suspended solids,
hydrocarbons, sediment, metals and
nutrients is required.
The EPA lists a variety of best man-
agement practices (BMPs) for treating
storm water, and local jurisdictions are
free to choose the ones they believe
will provide the most effective and
economical compliance. One impor-
tant factor is the ease with which the
BMP can be adapted to the existing
storm sewer system.
Catch Basin Inserts
Storm water treatment is especially
important in locations with higher pollu-
tant concentrations, such as roadways,
parking lots, and maintenance and
loading areas. Catch basin inserts are
increasingly being selected for these
applications because of their adapt-
ability to existing drainage systems,
fast installation, high flow volume,
relatively low cost, and pollutant re-
moval performance.
Storm-PURE'"
Nyloplast has developed a catch basin
insert that provides all of the above
benefits, and is particularly efficient at
removing pollutants. The Storm-PURE
catch basin insert is a two-stage unit
that will fit into 24" nominal diameter
catch basins (additional sizes to be
developed as demand dictates).
The upper section consists of a per-
forated metal catch basket covered by
a geotextile filter bag. This assembly
captures sediment and debris while
allowing filtered water to pass freely
through the center cone.
Storm/1PURE-
FILTRATION SYSTEM
Filter Sao Retainer/
)verflow Slots
itextile Filter Bag
sdiment/Debris
Catch Basket ?'.
Bulk Mycelx
Filter Insert
HDPE Body
The lower stage contains a patented
MycelxI PermaKleen® filter insert that
attracts and holds tiny particles of
hydrocarbons and oil-bound pollutants.
The specially treated absorbent
material instantly bonds contaminant
particles, resulting in a 99.0% removal
rate of total petroleum hydrocarbons.
Both stages are housed in a corrosion-
resistant high density polyethylene
body with overflow slots at the top to
act as a bypass in unusually high flow
conditions.
The complete assembly will pass
230 gpm without bypassing the flow.
The Storm-PURE'" catch basin insert
fits readily into standard 24" Nyloplast
catch basins (including curb inlets and
road and highway basins), providing a
highly engineered solution for treating
storm water. A kit is available for retro-
fitting standard concrete basins.
Unmatched Pollutant Removal
The Storm-PURE TI water treatment insert stands
apart from competitive units in its ability to remove
suspended solids, hydrocarbons and other pollu-
tants. In a laboratory test, polluted storm water was
processed through the unit, and samples of the
influent and effluent were analyzed by Analytical
Environmental Services, Inc. to determine removal
efficiency. The results are shown in the table below.
The testing procedure and lab results were third
parry certified by Lloyds Register North America, Inc.,
certificate #NAO 0605940-01 (complete report avail-
able on Nyloplast Technical CD, Version 4).
Features & Benefits of the
MYCELX PermaKleen Filter
• MYCELX will not water log.
• MYCELX will not support microbal or insect growth.
• The unused capacity will remain fresh.
• Flow rate over 200 gpm in Storm-PURE insert.
Pollutant Removal Performance
MYCELX captures and per-
manently bonds hydrocarbon
pollutants (with no desorbtion).
It also removes pesticides,
metals and other construction
chemicals attached to the
hydrocarbon molecules.
Analyzed Components Unit Reporting Limit Influent Effluent Removal
Total Suspended Solids (TSS) mg/L 5 36 11 69.44%
Total Petroleum Hydrocarbons (TPH) mg/L 5 96.9 BRL 99.90%
*Chemical Oxygen Demand (COD) mg/L 10 156 BRL 94.23%
"Nitrogen mg/L 0.2 1.49 BRL 99.33%
*Total Phosphorus mg/L 0.25 19.7 12.8 35.03%
"Iron ug/L 100 1490 362 75.70%
`Copper ug/L 5 86.2 11.5 86.66%
*Lead ug/L 1 1110 106 90.45%
*Zinc ug/L 10 6060 286 95.28%
'Removal related to the components bonding with hydrocarbon molecules.
Storm-PURE Specifications
Max. Flow Rate of Filter
(at 0 ft. of head weir flow) 230 gpm (0.52 cfs)
Max. Flow Rate of Bypass
(at 0.5 ft. of head orifice flow) 1189 gpm (2.65 cfs)
Max. Flow Rate of Filter & Bypass
(at 0.5 ft. of head orifice flow) 1419 gpm (3.16 cfs)
Primary Filter (Upper Section)
Sediment/Debris Storage Capacity 1.42 cu ft (170 Ibs)
Sediment/Debris Particle Size
Captured by Primary Filter >0.033 in (838 micron)
Sediment/Debris Particle Size
Captured by Secondary (Mycelx) Filter >0.012 in (300 micron)
Secondary Filter Hydrocarbon
Removal Storage Capacity 15 lb (2.04 gal)
Secondary Filter Media Volume 1.60 cu ft -
BRL - Below Reporting Limit
Dimensions*
A
B
Y
A Im
Nom. Diameter A B
18" 15.38" 18.00"
24" 21.38" 18.00"
24" 21.38" 30.00"
*Additional sizes to be developed as dictated by demand.
(Personnel should wear protective gear on hands and proper eye protection.)
Monthlj or following 6" of accumulated rainfall:
1. Remove grate.
2. Lift out the catch basket (upper chamber) by hand or
mechanical lifting device.
3. Remove the gasket material and lift out the geotextile
filter bag from the basket.
4. Dispose of sediment and debris. If sediment has
dried or caked, it may be necessry to wash the bag.
5. Inspect the filter bag. If too much sediment has dried
and cannot be washed out, or if any tears or holes
are discovered, the bag should be replaced.
6. Re-position the bag in the catch basket and re-install
the basket into the top of the Storm-PURE unit.
7. Replace the grate.
Every 6 months, or after oll/fuel or other
hannat spill event:
1. Clean and inspect the filter bag as outlined at left.
2. The Mycelx hydrocarbon absorption bag is located
in the lower chamber of the Storm-PURE assembly.
3. Obtain a replacement Mycelx filter by calling
800-821-6710.
4. Prior to removing filter, consult with local waste
management authorities to determine proper
disposel procedure.
5. Remove Mycelx filter bag and dispose of in
accordance with local requirements.
6. Install a fresh Mycelx filter into the lower chamber,
making sure it is lying flat and is equally displaced.
7. Re-assemble the unit and replace the grate.
¦ Sediment/debris
catch basket
¦ Geotextile filter bag
(primary filter)
¦ Storm-PURE TM body
' ¦ MYCELXTM filter
¦ Low cost BMP solution for hydrocarbon and debris removal
¦ Superior flow and bypass design ensures capture and
eliminates back-up
¦ Quick and easy installation and maintenance requirements
¦ 99% hydrocarbon removal efficiency under test conditions
¦ Lloyds Register third party certified testing procedure
and removal rates
Nyldp?lasr't3130 Verona Avenue • Buford, Georgia 30518 • [phone] / [phone] - Fax: [phone]
www. nyloplast-us. com
Nyloplast® and StormPUAETM Systems are registered trademarks of Nyloplast. Mycelx® is a registered trademark of Mycelx Inc. 02007 Nyloplast
,7T'
If ,
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Water Quality Insert Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a known
set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or replaced
immediately. These deficiencies can affect the integrity of structures, safety of public, and removal
efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the water quality
insert.
- Every 6 months, inspect the hydrocarbon absorption bag and replace, if necessary. Obtain a
replacement filter by calling [phone].
- The water quality insert will be replaced whenever it fails to function properly after
maintenance.
The water quality insert will be inspected monthly and after accumulated storm events totaling
greater than 6.0 inches. Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element: Potential problem: How I will remediate the problem:
Entire BMP Trash/debris is resent. Remove the trash/debris.
Adjacent Pavement (if Sediment is present on the Sweep or vacuum the sediment as
applicable) pavement surface. soon as possible.
Perimeter of Water Quality Areas of bare soil and/or Regrade the soil if necessary to
Insert erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too Maintain vegetation at an appropriate
long. height.
Catch Basin Structure The structure is clogged. Unclog the conveyance and dispose of
an sediment offsite.
The structure is damaged. Make any necessary repairs or replace
if damage is too large for repair.
Water Quality Insert Filter bag is filled with Remove the filter bag from the catch
sediment/debris. basin. Dispose of sediment and debris.
It may be necessary to wash the bag.
If too much sediment has dried and
can not be washed out or if any tears
or holes are discovered, the bag
should be replaced.
Outlet Device Clogging has occurred. Clean out the outlet device. Dispose of
the sediment offsite.
The outlet device is damaged. Repair or replace the outlet device.
Receiving Water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Page 1 of 2
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or
prior to any changes to the system or responsible party.
Project Name: w84 )Y 6
Print Name: 1-14-0 OZZ-R-TZ i
/J?".
Title:
Address: 4S/74'ZaN (//?/ PV/ 1 / C_IW W & IAJC 2-?Z7 Q
Phone: //3
Signature: -'
Date: 3 wo
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named president.
I, l 1 0,!? a Notary Public for the State of
County of do hereby certify that
r !) D'X 9VNS4 personally appeared before me this 9 day of
We, e r'b , yU1 , and acknowledge the due execution of the forgoing water
quality insert maintenance requirements. Witness my hand and official seal,
14 0 TA*
MY Comm. Ex .
M Aug. 20, 201
ti
4POR)L>I£°,
SEAL
My commission expires 4 20 ;-0 1
Page 2 of 2
ASTON COUNTY
/P?
Gaston county Gaston Natural Resources Department
Sail Erosion and ? O?JC
Sedimentation Control Soil Erosion Sedimentation Control
Program .-
www,co.aaston.aLw
Natural Resources
CONTACT:
Gaston Natural
Resources Department
1303 Cheryville Hwy
Dallas, NC 28034
Telephone. [phone] of
Gaston County
Belmont
Bessemer City
Cheryville
Cramerton
Dallas
Dellview
Gastonia
High Shoals
Kings Mountain
Lowell
McAdemrille
Mount Holly
Ranlo
Spencer Mountain
Stanley
Mission Statement
"To provide leadership
and conservation
assistance to the
people of Gaston
County to improve and
sustain their soil,
water, air, plant and
wildlife resources."
I-d
100 A
RE: Letter Of Approval With Performance Reservations Date:
=-. - "w ( ??
4/2046
Project Name Catawba l4ift Village D Townhomes
Responsible Person Catawba Hi11s, LLC
Address 2125 Sharon Ln.
City, State, Zip Charlotte Nc 28211
Location Off Beaty Rd.
Submitted By Landuesign, Inc.
Date Received: 02=atawba 06 New Submittal
Revision
Watershed Creek
Dear Catawba Hills
The Erosion and Sedimentation Control Plan submitted for the above project has been
reviewed and is approved with performance reservations as listed on the next page.
This approval is conditioned upon the knowledge that these Best Management Practices may fail
to meet the soil erosion and sedimentation control as required. If these planned Best
Management Practices fail, the site will be in violation of the Gaston County Soil Erosion and
Sedimentation Control Ordinance (Section 18(k) and the Sedimentation Pollution Control Act of
1973. (G.S. 113A-61.1(c))).
Please be advised that the Ordinance (Section 18 (c) and Title 15 NCAC 046.0127(b)
requires that a copy of the approved Soil Erosion & Sedimentatioin Control Plan be on file
at the job site. This letter is also Notice required by the Ordinance (Section 21) and G. S.
113A-61.1 of our right of periodic inspection to insure compliance with the approved plan.
Enclosed is an NPDES Stormwater Discharge Permit for Construction Activities, which is
tied to this approved plan.
Also, enclosed is your Certificate of Approved Plan that must be posted on the primary
entrance of the job site before construction begins and until establishment of permanent
groundcover.
After commencement of this project, if it is determined that the Sol Erosion & Sedimentation
Control Plan is inadequate to meet the reqirements of the Ordinance (Section 18 (c)(f) and G.S.
113A-51 through 66), this Office may require revisions to the Plan and implementation of the
revisions to insure compliance.
Please note that this approval is based in part on the accuracy of the information provided in the
Financial Responsibility Form which you have provided. You are requested to file an amended
form if there are any changes in the information included on the form. Please notify our office
(704-922-4181) at least 48 hours before commencement of the land-disturbing
activity. (Ordinance Section 8 (e).
Sincerely,
GASTON COUNTY
N TURAL RESOURCES DEPARTMENT
Jonathan W. Holle . Conservationist
[e-mail]
Gaston County Erosion & Sedimentation Control Program
Pagel
e60:0I 90 IE UeC
bb: 9f) (antlonn7_if_uvn

Gaston County
Soil Erosion and
Sedimentation Control
Program
www.co.oaston.nc us!
NaturalResources
CONTACT:
Gaston Natural
Resources Department
1303 Cherryville Hwy
Dallas, NC 28034
Telephone: [phone]
Gaston County
Belmont
Bessemer City
Cherryville
Cramerton
Dallas
Dellview
Gastonia
High Shoals
Kings Mountain
Lowell
McAdenville
Mount Holly
Ranlo
Spencer Mountain
Stanley
Mission Statement
"To provide leadership
and conservation
assistance to the
people of Gaston
County to improve and
sustain their soil,
water, air, plant and
wildlife resources."
Soil Erosion & Sedimentation Control
Plan Review
Reasons for Approval with Performance
Reservations
-Not all sediment traps meet surface area requirements for 10-year storm event but extra
measures usin foreba s and porous baffles area roved contingent upon erforman,;;e.
-Extensive cut and fill slopes will require extra diligence and may require ad jiI-i nal
measures in the field.
-Planned Greenway Trail will likely violate buffer rules and the final staked Iogtion must
meet inspector approval
1303 Chenyville Highway, Dallas, NC 28034
Citizens Resource Center
Telephone: [phone]
CC1: Jeremy Pruitt-LandDesign
CC2:
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ENGINEERING CALCULATIONS
FOR
CATAWBA HILLS VILLAGE D
P N 1005018
Catawba Hills, LLC
125 Easton Drive
Mooresville, NC 28217
September 2006
LandDesign
ENGINEERING CALCULATIONS
FOR
CATAWBA HILLS VILLAGE D
PN 1005018
Catawba Hills, LLC
125 Easton Drive
Mooresville, NC 28217
September 2006
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LandDesign SHEET 1 OF 1

JOB NAME. CATAWBA HILLS - VILLAGE D
TITLE RIP-RAP CALCULATIONS
COMPUTED BY..- JAR DATE: 7/21 /06
223 NORTH GRAHAM STREET CHARLOTTE, NC 28202 CHECKED BY. KWV DATE: 7/21/06
PHONE: [phone] FAX: [phone]
REVISED:

STONE STONE APRON OF STONE
25

20
U
W
4 15 7
LLJ
Z
lilt
ti 10 LENGTH TO PREVENT SCOUR HOLE

CU
O

NAME NEICH T SIZE SPECIFlCA 710NS

5

0

0
5 10 15 20
25 C LBS EACH. NO MORE THAN 5%
LASS 2 5 - 250
SHALL WEIGH LESS THAN 50 LBS.

DIAMETER OF PIPE IN FEET
CLASS :A 6•• 10% TOP & BOTTOM SIZES.

STRUCTURE 0-FLOW DIAMETER OF OUTLET DEPTH ZONE APRON APRON APRON STONE REMARKS
(CFS) PIPE VELOCITY OF FLOW LENGTH WIDTH THICKNESS CLASS
(IN) (FPS) (FT.) (FT.) (FT.) (IN.)
FES-14 16.00 24" 8.05 1.71 2 12' 7' 12" LIGHT
FES-37 25.29 24" 7.90 1.27 2 12' 7' 12" LIGHT
FES-22 7.50 18" 4.16 0.70 1 6- 6- 9" FINE
FES-45 4.79 15" 4.19 0.68 1 6' 6' 9" FINE

SOURCE: 'BANK & CHANNEL LINING PROCEDURES; NEW YORK DEPARTMENT OF TRANSPORTATION, DIVISION OF DESIGN AND CONSTRUCTION, 7977.

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OF LENGTH
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' MINIMUM
THICKNESS
1 STONE FINE 3"" 4 X 0 9"
2 STONE LIGHT 6"' 6 X 0 12
3 STONE MEDIUM 13" 8 X D 18"
4 STONE HEAVY 23" 8 X D 30"
5 STONE HEAVY 23" )0 X D 30"'
6 STONE HEAVY 23" 12 X D 30"
REQUIRES LARGER STONE OR ANO THER TYPE OF
DEVICE. DESIGN /S BEYOND THE SCOPE OF THIS
PROCEDURE.
WIDTH =DIAMETER + 0.4 (LENGTH) 6" M!N/MUM

(LBS.)
RIP-RAP
30% SHALL WEIGH AT LEAST 100
CLASS i 5 - 200 LBS EACH. NO MORE THAN )0%
SHALL WEIGH LESS THAN )5 LBS.
EACH.
60X SHALL WEIGH AT LEAST 100

EACH.
EROSIOIN G?A NIRQL STI7YVE
NO GRADA110N SPECIFIED.
CLASS B 15 - 300 NO GRADATION SPECIFIED.
STORM DRAINAGE
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Scenario: Base
Inlet Report
Label Rim I
Elevation
(ft) vert In Elevation)
(ft) vent Out Elevatio
(ft) Area
(acres) Inlet
C Local
Intensity
(in/hr) Local
Rational
Flow
(cfs) Bypass
Target Time
of
oncentratio
(min) Ground
Elevation
(ft) Gutter
Width
(ft) Inlet
CB-36 633.75 629.70 629.50 0.50 0.65 7.20 2.36 5.00 633.75 2.00 Combination DI-1
CB-34 635.99 631.28 631.08 0.08 0.65 7.20 0.38 CB-36 5.00 635.99 2.00 Combination DW
CB-33 639.54 633.70 633.50 0.20 0.65 7.20 0.94 CB-34 5.00 639.54 2.00 Combination DI-1
CB-30 644.73 640.30 640.10 0.21 0.65 7.20 0.99 CB-33 5.00 644.73 2.00 Combination DI-',
CB-29 644.73 641.00 640.80 0.21 0.65 7.20 0.99 CB-32 5.00 644.73 2.00 Combination DI-1
CB-27 647.59 642.10 641.90 0.04 0.65 7.20 0.19 5.00 647.59 2.00 Combination DI-1
CB-32 639.54 N/A 634.95 0.29 0.65 7.20 1.37 CB-36 5.00 639.54 2.00 Combination DI-1
CB-26 650.10 642.70 642.50 0.63 0.65 7.20 2.97 CB-27 5.00 650.10 2.00 Combination DI-1
DI-25 653.00 N/A 649.75 0.91 0.65 7.20 4.29 5.00 653.00 0.00 Grate DI-1
DI-35 637.00 N/A 631.50 0.57 0.65 7.20 2.69 5.00 637.00 0.00 Grate DI-1
CB-24 649.25 N/A 643.50 0.26 0.65 7.20 1.23 CB-7 5.00 649.25 2.00 Combination DI-1
DI-21 633.00 628.06 627.81 0.02 0.65 7.20 0.09 5.00 633.00 0.00 Grate DI-1
CB-20 632.57 629.19 628.99 0.25 0.65 7.20 1.18 CB-44 5.00 632.57 2.00 Combination DI-1
CB-18 637.32 632.71 632.51 0.16 0.65 7.20 0.75 CB-20 5.00 637.32 2.00 Combination DI-1
CB-17 637.32 633.04 632.84 0.09 0.65 7.20 0.42 CB-19 5.00 637.32 2.00 Combination DI-1
DI-16 637.00 633.42 633.22 0.07 0.65 7.20 0.33 5.00 637.00 0.00 Grate DI-1
CB-19 632.57 N/A 629.32 0.23 0.65 7.20 1.09 CB-44 5.00 632.57 2.00 Combination DI-1
DI-15 637.00 N/A 633.75 0.13 0.65 7.20 0.61 5.00 637.00 0.00 Grate DI-1
CB-14A 631.69 626.47 626.47 0.25 0.65 7.20 1.18 5.00 631.69 2.00 Combination DI-1
CB-12 634.08 627.04 627.04 0.28 0.65 7.20 1.32 CB-14 5.00 634.08 2.00 Combination DI-1
CB-13 634.08 627.17 627.17 0.05 0.65 7.20 0.24 CB-14 5.00 634.08 2.00 Combination DI-1
CB-11 638.20 628.40 628.20 0.13 0.65 7.20 0.61 CB-13 5.00 638.20 2.00 Combination DI-1
CB-10 638.20 N/A 634.95 0.18 0.65 7.20 0.85 CB-12 5.00 638.20 2.00 Combination DI-1
DI-11 B 636.00 630.48 629.73 0.04 0.65 7.20 0.19 5.00 636.00 2.00 Combination DI-1
DI-11A 635.70 N/A 631.65 0.23 0.65 7.20 1.09 5.00 635.70 2-.00 Combination DI-1
CB-13B 635.54 630.23 629.48 0.47 0.65 7.20 2.22 5.00 635.54 2.00 Combination DI-1
CB-13A 635.54 N/A 630.48 0.30 0.65 7.20 1.42 5.00 635.54 2.00 Combination DI-1
CB-10A 640.33 628.96 628.96 0.05 0.65 7.20 0.24 CB-11 5.00 640.33 2.00 Combination DI-1
CB-9 638.94 632.55 629.65 0.15 0.65 7.20 0.71 CB-6 5.00 638.94 2.00 Combination DI-1
CB-6 637.92 630.79 630.29 0.14 0.65 7.20 0.66 CB-4 5.00 637.92 2.00 Combination Dl-,
CB-4 637.30 631.57 631.32 0.08 0.65 7.20 0.38 DCB-2 5.00 637.30 2.00 Combination 131-1
DCB-2 636.28 632.90 632.70 0.73 0.65 7.20 3.44 5.00 636.28 2.00 Combination DI-1
CB-1 636.28 N/A 633.03 0.28 0.65 7.20 1.32 5.00 636.28 2.00 Combination DI-'
CB-5 637.92 N/A 634.67 0.23 0.65 7.20 1.09 CB-1 5.00 637.92 2.00 Combination DI-1
DI-3 637.00 N/A 633.75 0.94 0.65 7.20 4.43 5.00 637.00 0.00 Combination DI-1
CB-8 639.76 636.46 636.26 0.25 0.65 7.20 1.18 CB-6 5.00 639.76 2.00 Combination DI-1
CB-7 639.97 N/A 636.72 0.33 0.65 7.20 1.56 CB-6 5.00 639.97 2.00 Combination DI-1
DI-38 639.00 630.50 630.30 0.03 0.65 7.20 0.14 5.00 639.00 2.00 Combination DI-?
DI-39 639.50 635.20 635.00 0.14 0.65 7.20 0.66 5.00 639.50 2.00 Combination DI-1
DI-40 643.00 N/A 639.00 0.14 0.65 7.20 0.66 5.00 643.00 2.00 Combination DI-1
CB-44 629.90 N/A 628.19 0.42 0.65 7.20 1.981 1 5.00 629.90 2.00 Combination DI-1
Title: CATAWBA HILLS - VILLAGE D TOWNHOMES Project Engineer: KEVIN W. VOGEL
I:\1001003\dwgs\stormcad\vdstorm6-080306.stm LandDesign Incorporated StormCAD v5.5 [5.5005]
09/18/06 01:38:19 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
Scenario: Base
Pipe Report
Label Upstream
Node ownstrea
Node Length
(ft) Upstream
Invert
Elevation
(ft) ownstrea
Invert
Elevation
(ft) onstructe
Slope
(ft/ft) Section
Size Full
Capacity
(cfs) Total
System
Flow
(cfs) Hydraulic
Grade
Line In
(ft) Hydraulic
Grade
Line Out
(ft) Velocity
Out
(f /s) Material
P-12 CB-36 FES-37 20.00 629.50 629.30 0.010000 24 inch 22.62 16.59 630.97 630.62 7.53 ConcretE
P-11 a MH-36A CB-36 39.00 629.90 629.70 0.005128 24 inch 16.20 14.12 631.34 631.05 6.24 ConcretE
P-7 CB-27 CB-29 140.00 641.90 641.00 0.006429 18 inch 8.42 8.08 643.08 642.10 5.81 ConcretE
P-8 CB-29 CB-30 25.00 640.80 640.30 0.020000 18 inch 14.85 8.69 641.94 641.19 7.99 ConcretE
P-9 CB-30 CB-33 180.00 640.10 633.70 0.035556 18 inch 19.81 9.46 641.29 634.43 11.08 ConcretE
P-10 CB-33 CB-34 118.00 633.50 631.28 0.018814 18 inch 14.41 11.63 634.80 632.30 9.07 ConcretE
P-15 CB-32 CB-33 25.00 634.95 633.70 0.050000 15 inch 14.44 1.46 635.43 634.80 1.28 ConcretE
P-42 CB-26 CB-27 37.00 642.50 642.10 0.010811 15 inch 6.72 7.52 643.72 643.19 6.62 ConcretE
P-48 DI-25 CB-26 121.00 649.75 642.70 0.058264 15 inch 15.59 4.29 650.59 643.72 4.01 ConcretE
P-11 CB-34 MH-36A 76.00 631.08 630.10 0.012895 18 inch 11.93 11.70 632.38 631.30 7.69 ConcretE
P-16 DI-35 MH-36A 148.00 631.50 630.14 0.009189 18 inch 10.07 2.69 632.12 631.34 1.78 ConcretE
P-63 CB-24 CB-26 35.00 643.50 642.70 0.022857 15 inch 9.77 0.74 643.84 643.72 0.69 ConcretE
P-39 DI-21 FES-22 49.00 627.81 627.56 0.005102 18 inch 7.50 3.36 628.51 628.26 4.16 ConcretE
P-36 DI-16 CB-17 35.00 633.22 633.04 0.005143 15 inch 4.63 0.92 633.60 633.42 2.96 ConcretE
P-37 CB-17 CB-18 25.00 632.84 632.71 0.005200 15 inch 4.66 0.80 633.19 633.06 2.84 ConcretE
P-45 CB-18 CB-20 140.00 632.51 629.19 0.023714 15 inch 9.95 1.12 632.93 629.72 2.24 ConcretE
P-46 CB-20 DI-21 93.00 628.99 628.06 0.010000 15 inch 6.46 3.31 629.72 628.69 5.30 ConcretE
P-47 CB-19 CB-20 25.00 629.32 629.19 0.005200 15 inch 4.66 1.20 629.75 629.72 2.39 ConcretE
P-49 DI-15 DI-16 64.00 633.75 633.42 0.005156 15 inch 4.64 0.61 634.06 633.73 2.64 ConcretE
P-44 CB-13 CB-12 25.00 627.17 627.04 0.005200 24 inch 16.31 20.46 629.82 629.62 6.51 ConcretE
P-43 CB-12 CB-14A 114.00 627.04 626.47 0.005000 24 inch 16.00 21.59 629.62 628.58 6.87 ConcretE
P-50 CB-14A FES-14 48.00 626.47 626.23 0.005000 24 inch 16.00 22.97 628.58 627.94 8.05 ConcretE
P-31 CB-10 CB-11 25.00 634.95 634.70 0.010000 15 inch 6.46 0.59 635.25 634.95 3.27 ConcretE
P-51 CB-11 MH-13C 80.00 628.20 627.80 0.005000 24 inch 16.00 17.54 631.02 630.54 5.59 ConcretE
P-52 MH-13C CB-13 86.00 627.60 627.17 0.005000 24 inch 16.00 20.63 630.54 629.82 6.57 ConcretE
P-53 DI-11A DI-11B 64.00 631.65 630.48 0.018281 15 inch 8.73 1.09 632.06 631.02 2.16 ConcretE
P-54 DI-11 B CB-11 27.00 629.73 628.40 0.049259 24 inch 50.21 1.26 631.02 631.02 0.40 ConcretE
P-55 CB-13A CB-13B 25.00 630.48 630.23 0.010000 15 inch 6.46 1.42 630.95 630.63 4.22 ConcretE
P-56 CB-13B MH-13C 59.00 629.48 627.80 0.028475 24 inch 38.17 3.61 630.50 630.54 1.15 ConcretE
P-21 CB-1 DCB-2 25.00 633.03 632.90 0.005200 15 inch 4.66 1.37 633.61 633.61 1.92 ConcretE
P-22 DCB-2 C13-4 113.00 632.70 631.57 0.010000 15 inch 6.46 4.99 633.61 632.75 4.16 ConcretE
P-23 CB-4 CB-6 53.00 631.32 630.79 0.010000 18 inch 10.50 9.41 632.75 632.35 5.32 ConcretE
P-24 CB-6 C13-9 87.00 630.29 629.85 0.005057 24 inch 16.09 12.22 632.35 632.10 3.89 ConcretE
P-29 CB-5 CB-6 25.00 634.67 634.42 0.010000 15 inch 6.46 1.03 635.07 634.76 3.86 ConcretE
P-30 DI-3 CB-4 123.00 633.75 631.57 0.017724 15 inch 8.60 4.43 634.60 632.75 3.69 ConcretE
P-34 CB-7 CB-8 26.00 636.72 636.46 0.010000 15 inch 6.46 1.39 637.19 636.85 4.19 ConcretE
P-35 CB-8 CB-9 53.00 636.26 632.55 0.070000 15 inch 17.09 2.07 636.83 632.84 9.42 ConcretE
P-57 CB-9 CB-10A 138.00 629.65 628.96 0.005000 24 inch 16.00 14.50 632.10 631.53 4.62 ConcretE
P-58 CB-10A CB-11 112.00 628.96 628.40 0.005000 24 inch 16.00 15.31 631.53 631.02 4.87 ConcretE
P-59 DI-40 DI-39 61.00 639.00 635.20 0.062295 15 inch 16.12 0.66 639.32 635.37 6.45 ConcretE
P-60 DI-39 DI-38 62.00 635.00 630.50 0.072581 18 inch 28.30 1.31 635.43 631.53 1.01 ConcretE
P-61 DI-38 CB-10A 30.00 630.30 628.96 0.044667 18 inch 22.20 1.44 631.53 631.53 0.82 ConcretE
P-62 CB-44 FES-45 34.50 628.191 - 628.00 0.005507 15 inch 4.79 2.85 628.88 628.68 4.19 ConcretE
Title: CATAWBA HILLS - VILLAGE D TOWNHOMES Project Engineer: KEVIN W. VOGEL
I:\1001003\dwgs\stormcad\vdstorm6-080306.stm LandDesign Incorporated Storm CAD v5.5 [5.5005]
09/18/06 01:38:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Scenario: Base
Junction Report
Label Rim Structur vent Out Elevatio Structure System System
Elevation Depth (ft) Diamete Intensity Rational
(ft) (ft) (ft) (in/hr) Flow
(cfs)
MH-36A 634.31 4.36 629.95 4.00 6.70 14.12
MH-13C 636.10 8.50 627.60 4.00 6.50 20.63
Title: CATAWBA HILLS - VILLAGE D TOWNHOMES Project Engineer: KEVIN W. VOGEL
I:\1001003\dwgs\stormcad\vdstorm6-072006.stm LandDesign Incorporated StormCAD v5.5 [5.5005]
07/24/06 05:57:04 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Scenario: Base
Gutter Spread
Label Inlet
Location Inlet Local
Intensity
(in/hr) Area
(acres) Inlet
C Gutter
Cross
Slope
(ft/ft) Gutter
Ditch
Spread
(ft) Bypass
Target
CB-1 In Sag Combination DI-10A 7.20 0.28 0.65 0.250 1.63
CB-4 On Grade Combination DI-10A 7.20 0.08 0.65 0.250 0.93 DCB-2
CB-5 On Grade Combination DI-10A 7.20 0.23 0.65 0.250 1.35 CB-1
CB-6 On Grade Combination DI-10A 7.20 0.14 0.65 0.250 1.65 CB-4
CB-7 On Grade Combination DI-10A 7.20 0.33 0.65 0.250 1.32 CB-6
CB-8 On Grade Combination DI-10A 7.20 0.25 0.65 0.250 1.07 CB-6
CB-9 On Grade Combination DI-10A 7.20 0.15 0.65 0.250 1.13 CB-6
CB-10 On Grade Combination DI-10A 7.20 0.18 0.65 0.250 1.06 CB-12
CB-10A On Grade Combination DI-10A 7.20 0.05 0.65 0.250 0.68 CB-11
CB-11 On Grade Combination DI-10A 7.20 0.13 0.65 0.250 1.16 CB-13
CB-12 On Grade Combination DI-10A 7.20 .0.28 0.65 0.250 1.34 CB-14A
CB-13 On Grade Combination DI-10A 7.20 0.05 0.65 0.250 0.82 CB-14A
CB-13A In Sag Combination DI-10A 7.20 0.30 0.65 0.250 1.65
CB-13B In Sag Combination DI-10A 7.20 0.47 0.65 0.250 1.90
CB-14A In Sag Combination DI-10A 7.20 0.25 0.65 0.250 1.79
CB-17 On Grade Combination DI-10A 7.20 0.09 0.65 0.250 0.77 CB-19
CB-18 On Grade Combination DI-10A 7.20 0.16 0.65 0.250 0.95 CB-20
CB-19 On Grade . Combination DI-10A 7.20 0.23 0.65 .0.250 1.27 C1344
CB-20 On Grade Combination DI-10A. 7.20 0.25 0.65 0.250 1.26 CB-44
CB-24 On Grade Combination DI-10A 7.20 0.26 0.65 0.250 1.09 CB-7
CB-26 On Grade Combination DI-10A 7.20 0.63 0.65 0.250 1.77 CB-27
CB-27 In Sag Combination DI-10A 7.20 0.04 0.65 0.250 1.08
CB-29 On Grade Combination DI-10A 7.20 0.21 0.65 0.250 1.17 CB-32
CB-30 On Grade Combination DI-10A 7.20 0.21 0.65 0.250 1.17 CB-33
CB-32 On Grade Combination DI-10A -7.20 0.29 0.65 0.250 1.38 CB-36
CB-33 On Grade Combination DI-10A 7.20 0.20 0.65 0.250 1.22 CB-34
CB-34 On Grade Combination DI-10A 7.20 0.08 0.65 0.250 0.92 CB-36
CB-36 In Sag Combination DI-10A 7.20 0.50 0.65 0.250 2.00
CB-44 In Sag Combination DI-10A 7.20 0.42 0.65 0.250 2.03
DCB-2 In Sag Combination DI-10A 7.20 0.73 0.65 0.250 2.15
DI-3 In Sag Combination DI-10A 7.20 0.94 0.65 0.020 14.49
DI-11A In Sag Combination DI-10A 7.20 0.23 0.65 0.250 1.53
DI-11B In Sag Combination DI-10A 7.20 0.04 0.65 0.250 0.74
DI-15 In Sag Grate DI-1 7.20 0.13 0.65 0.020 6.18
DI-16 In Sag Grate DI-1 7.20 0.07 0.65 0.020 4.63
DI-21 In Sag Grate DI-1 7.20 0.02 0.65 0.020 2.89
DI-25 In Sag Grate DI-1 7.20 0.91 0.65 0.020 18.23
DI-35 In Sag Grate DI-1 7.20 0.57 0.65 0.020 13.79
DI-38 In Sag Combination DI-10A 7.20 0.03 0.65 0.250 0.74
DI-39 In Sag Combination DI-10A 7.20 0.14 0.65 0.250 1.15
DI-40 In Sag Combination DI-10A 7.20 0.14 0.65 0.250 1.15
Title: CATAWBA HILLS - VILLAGE D TOWNHOMES
I:\1 001 003\dwgs\stormcad\vdstorm 6-120505. stm
02/15/06 02:32:12 PM © Haestad Methods, Inc.
Project Engineer: KEVIN W. VOGEL
LandDesign Incorporated StormCAD v5.5 [5.5005]
37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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rthAmencan Green ECMDo Version.. /2412006 10-4:-5-7 PM (COMPUTED BY. JJF
(PROJECT NAME Catawba Hills Villaoe D Townhomes !PROJECT NO.: 1005018
v _ ...M _ ... ?_ .
;FROM STATION/REACH. 0+00 JO STATION/REACH: 4+88 DRAINAGE AREA. 58 acres DESIGN FREQUENCY. 10-yt Event
HYDRAULIC RESULTS
Discharge
cfs Peak Flow
Period hrs Velocity (fps) Area (sq.ft) Hydraulic
Radius ft Normal
De h It
2.7 0.1 1.94 1.39 0.30 0.42
1L
3.0
LINER RESULTS
Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf) Shear Stress
(psf)
Straight SC250 Vegetation 2 E Mix 50-75% 6.00 0.60 10.07 STABLE
Staple E Soil Sandy Loam 2.500 0.147 17.05 STABLE
`Back to Inpu! Saeen'
Bottom
Width = 2.00 ft 3.0
it*****************************************************************************
NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
AORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
JSER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
?ROJECT NAME: Catawba Hills Village D Townhomes PROJECT NO.: 1005018
"-OMPUTED BY: JJP DATE: 1/24/2006
FROM STATION/REACH: 0+00 TO STATION/REACH: 4+88
DRAINAGE AREA: .58 acres DESIGN FREQUENCY: 10-yr Event
INPUT PARAMETERS
'hannel Discharge
?eak Flow Period
:hannel Slope
:hannel Bottom Width
.eft Side Slope
tight Side Slope
: 2.7 cfs (.08 m"3/s)
: 0.0833 hours
: 0.023 ft/ft (0.023 m/m)
2.0 ft (.61 m)
. 3.1
. 3.1
:hannel Lining : SC250
?ermi. Shear(Tp) :6.00
Phase =
Class =
Soil =
Allowab
Staple E Mix 50-750
psf (287.3 Pa)
2
E Vegetation
Sandy Loam
le Soil Shear(Ta):2.5 psf (119.7 Pa)
CALCULATIONS
_nitial Depth Estimate = 0.16 * (2.7 /(0.023'0.5))'0.375 = 0.47 ft (.14 m)
Final Channel Depth (after 8 iterations) _ .42 ft (0.13 m)
Plow Area = (2.0 * 0.4)+(0.5 *0.42A2 * (3.0+3.0)) = 1.4 sq.ft (0.1 mA2)
let Per. =2.0 +(0.4* (((3.0A2)+1) ".5 +((3.0"2)+1)".5)) = 4.7 ft (1.4 m)
iydraulic Radius = (1.4 / 4.7) = 0.3 ft (0.1 m)
:hannel Velocity =(1.486/0.051)*(0.3A0.667)*(0.023A.5) = 1.9 fps (0.6 m/s)
'hannel Effective Manning's Roughness = 0.051
'alculated Shear (Td) = 62.4 * 0.42 * 0.023 = 0.60 psf (28.5 Pa)
>afety Factor = (Tp/Td) _ (6.00 /0.60) = 10.07
affective Stress on Blanket(Te) = 0.6*(1-0.60)*(/0.051)"2 = 0.15 psf (7.0 Pa)
'afety Factor = (Ta/Te) _ (2.50 /0.147) = 17.05
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o, a 186 • j ~ ~ r~ ~l 1. OBTAIN GRADING PERMIT AND ALL OTHER APPLICABLE PERMITS PRIC)R TO ANY LAND DISTURBING cv
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Y ~ , ins' , ~ ~ ~ ~ r ACTIVITY. ~ I ~ ~ tv .
~ ..,~Y / ,y ~ T LPL `i , I{ 2. SCHEDULE APRE-CONSTRUCTION CONFERENCE WITH THE OVdNER, ALL. CONTRACTORS FOR. LAND Z ~
18' , I F / - - L I I I ~ ~ \ ' DISTURBANCE AND/OR EROSION CONTROL, AND EROSION CONTROL AUTHORITY PERSONNEL TO ~ ~ N n, \
, \ ~ , ~ ~ ~ DISCUSS THE PROJECT AN .THE EROSION CONTROL PLAN. d ~ o N
r r 1 I F L M
' ~ 8 i/ i ~ 1 3. FLAG THE CONSTRUCTION LIMITS AND MARK ANY TREES, WETLANDS OR EXISTING STRUCTURES ~ ~ U o
, - ~ ~ ~ ~ / ' ~ ~ ~ ~ ~cR~', I ~ s NOTED TO REMAIN, ~ ~ ~ o 24~ I
~ ~ i [L. I~ P~E'wnrEk suRfACE iEV. 4. STABILIZE CONSTRUCTION ACCESSES, INSTALL TEMPORARY STREAM CROSSING AT CREEK, ~ ~ ~ ao PST WA"jER SIJREAC~ ELEV w
183 i ~ ~ _ . ~ ~ ~ ,f / ~ i ' _ ~ ~ EPE: 6 .13 CONSTRUCTION ROUTES AND EQUIPMENT PARKING AREA WITH GRAVEL AND TEMPORARY VEGETATION. R ~ o v ~ ~ ~ m ~C i • _ ,,S
~ , ~ ~ r f - ~ 171 \ fN 1 U ~E WA R SURfAC I-ELEV. ~ r ~ M
F ; /i ~ ~ \ ~~F'. / J j gDS~~aTER"`~RfACE, E~~v, 5. INSTALL TEMPORARY SEDIMENT BASIN, TEMPORARY DIVERSIC)N DITCHES, PERMANENT SWALES, ROCK ~ J
` ® , ,l'ii ~ X22 ~ ~ ~ ~ 4 ~ _ , , , ~ ;`I ~ 3 DAMS, SILT FENCE AND ANY EROSION CONTROL MEASURES AND DEVICES AS INDICATED ON PLANS. ~ n°
/ ~ ~ TEMPORARY SEDIMENT BASIN SHALL BE SEEDED WITHIN 15 DAYS. N
f, / r . ~ \ 182 , ~ / , ~ ~ ~ ~ ' ~ a' ; 4 6. CALL FOR ON-SITE INSPECTION BY INSPECTOR. WHEN APPROVED, INSPECTOR ISSUES THE GRADING
/ ~ r, . 1 ~ ' PERMIT AND CLEARING, GRUBBING AND GRADING MAY BEGIN.,
_ r `L~. '
- - ~ ~ ~ R~~, y~ Hr ~ 7. NO ENCROACHMENT OR WORK IS TO BE DONE WITHIN THE CREEK. BUFFER AS WDIGATED ON PLAN, \\~,~~~ESIGN
- ~ - ~ _ `"~,=:,.~~warER ~ ELEV.'
. l r - i i i - R ~3 ' 8, CONTRACTOR. SHALL INSTALL ANY ADDITIONAL EROSION CONTROL. MEASURE REQUESTED BY THE ; V : ~ _ ~
. f ~ 2 r ~.e. ~ \ ~ ~ ` ` , INSPECTOR TO ACCOUNT FOR ANY FIELD CONDITION ENCOUNTERED. CORPORATE
~ ~ ~ h 9. APPLY TEMPORARY AND PERMANENT STABILIZATIONS~ SODDING MULCHING AND RIP-RAP ON ALL
, , e ~ \ I; \ / \ ~ ~ ~ ~ DISTURBED AREAS. uRADED SLOPES, FILLS AND FLAT AREAS ARE TO BE STABILIZED WITHIN 15 DAYS ';~0
, 1~5. ~ / ~ L ONCE COMPLETED.
/ ~ ~ A ~ aqq,, A , i 6 - . 247 / i' :.l ~ ~ \ ~ 1 f , ?S ~ 01.9 ~ eJ / ®Ce ~ ' X247 ~ " I ~r %,~A~;~.......:goti,,.~
~ , i~ j ~ J , 3 / _ DE 0,44 ~ I ' . ~ ,r ~ ~ ~ - - \ ~ ~ ' i0. STABILIZE ALL OPEN AREAS, TOPSOILS AND LANDSCAPE WITH TREES, SHRUBS, SEEDING, ETC, ~ ~ ~ - \
/ - ~ ® ~ ~ -
~ .fit' , ~ e / I . (~IGY SPLLWA,1,639.0 _ . . p X176 ~ ® .f ® ~ \ . 11. EROSION CONTROL DEVICES SHOULD BE CHECKED PERIODICALLY AND AFTER EARLY MA10R STORM
r ~ / ~ ~ ~ , . .656 y \ , k ~ ~ ~ / , _ s~ EVENT. IF ANY FAILURES ARE., FOUND. THEY SHOULD BE REPAIRED. AS SOON AS POSSIBLE. s ..Z~ / ~ o '
, ? ~ f,i ~ E WCE ELEV.. Q ~Y ~ 'P St'WATER suRFAC~ ELEV::.. 12, MAINTENANCE INSPECTIONS SHALL BE PERFORMED WEEKLY AND AFTER RAINFALL. REPAIRS SHALL BE / ~ , FPE. 62.9.37 s pERFORMED IMMEDIATELY. REFERENCE NORTH CAROLINA EROSION AND SEDIMENTATION CONTROL = EAL
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® ' r ~ j ,J ~ t ' ® bb ! . ' ` ~ 638 j / / E 211'64 //PRE WATER SURFACE ELEV: ~ , ® / / MANUAL SECTIONS 6.01 - 6.02' FOR ADDITIONAL INFORMATION. ~ PDST WATER SURFACE ELEI~r ~ F ~
t, 640 ' ~ t, r / : ~ / FPE: 629.13 1 N E,
' 177 i 6q8 \ ~ 636.0 r _ - ~ 13. THE CONTRACTOR SHALL MAINTAIN CLOSE CONTACT WITH THE EROSION CONTROL UVSPECTOR c'"~' ' 0
L. - : _ ~ ~ / . ~ , _ 3 a / a ~ i_/ ~ SO THAT PERIODIC INSPECTIONS CAN BE PERFORMED AT APPRIaPRIATE STAGES OF CONSTRUCTION. ''n,N~~~~~~; ~ ~ r//~ -
. ~ A ® ~ i ® ~ F ~ ® ' ~ _ 6 ~ / ~ V / 638 j ~ / "r - 14, REMOVE AND UNDERCUT ALL TEMPORARY SEDIMENT TRAPS AFTER ALL AREAS HAVE BEEN
, A ~ `t ' I ~ / j ~ ° PERMANENTLY STABILIZED. CONSTRUCT STORMWATER QUAUTti' PONDS. ALL SILT FENCES AT
/ ' % ~ ~ , ' STORMWATER QUALITY PONDS TO REMAIN UNTIL SLOPES HAVE BEEN STABLIZED.
y ~ A 'I. W ~ b5~' ~ 646 / r r`~ /
, \ \ . , ~ / . - 15. REMOVE ALL ER0510N CONTROL MEASURES AFTER ALL AREAS THEY SERVE HAVE BEEN
~ , ` ~ _ , / y ~ a, I ~ " ~ / PERMANENTLY STABILIZED.
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u ~ , , a / ~ / \i ~ ~ $ 1 ~ ST IC , WITH BAFFLES
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~ ® ~ i ~ 638 ' ® Y. / / 3a / ~ ~ ~ ~ p ~ ~ , ~ ~ ~.,I ~
~ / \ ~ ~ b LIMITS OF DISTURBANCE u~~.SU
\ N®.~ ~ ~ (SHADED AREA} PREVIOUSLY PERMITTED 1 - _
r•'~ $ t ` 3:9' O ~O~PROTECTION TEMP. ROCK CHECK. DAM. ~
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3 1 ~ ~ MA ~~$150 NAG TEMPORARY STONE OUTLET oooo"Y U 0 J
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: , , 1 638... ti~ ,t ~ / / B624.0~ ~ / ~ po RF lv a I ; ; ' ~ CATS ®A ~ C ALL. PERMANEN"~ CUT AND FILL SLOPES PLACED ON A
_ , ~ ~ s; s; JQ r~ ~ d j- ,3,1,5 y~ ST qT I I ~ ~ . , ' ® B / bi ~ ~~a ' ; ~ SUITABLE FOUNADTION SHALL BE CONSTRUCTED AT
: P ~ ~ Ib S ` Q ~ ~ ' ~ ~ / V / ~e R S ~RFq ~ ~ 3:1 (0•!pRIZONTAL TO VERTICAL) OR FLATTER. ALL CUT ~ w
i , / FpREBAY F F<FL Sr J,l~ ~ r ` - ~ C , C 2211 ST AND FILL SLOPE'S SHALL BE MATTED WITH TEMPORARY 0 Z
y, : ' l ~ i' i ; ~ j , 8~~ F~,- x I°I° F(~ ~ Y . , Q~9~F` , ~ ti, ' PROTECTION MATERIAL S 150 PER NAG OR EQUAL PER g = s;' oo I MFG. SPECIFICAIr""IONS. ~ U
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626.0 1 ' g ~~qqq BAY is 1f° - ' gym, ? r I H TORt NLTF- BEFORE YOU D100 CONTACT - ~CALL 1-800-632-4949
AC. MS THE LAW
4. Y 70"5+-9328 N.C. ONE-CALL CENTER
DENUDE CROSSING , CROSSING CONMCTMR: GRAPHIC SCALE IN FEET m ~ o
26.0 r / ~ • , . ~ ~ ern,-.w-~.^ @1.EV: 629,0 ~m . o2
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CONTACT PWON - ® W7 Lu
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B' MAX. Si®. P05i i 0
STREAM BANK sit3i. POST
Y~xt~n~ WASHED STGNE WREE WREFENONG SEEDBED PREPARATION NOTES J N
Wg~ Tp CAg RED REMOVABLE TRASH RACK IS OPTIONAL FOR EASE IN MAINTENANCE. z F T. SURFACE WATER CONTROL MEASURES TO BE INSTALLED ACCORDING TO ~ a PLAN. COMPLETE GRADING BEFORE PREPARING SEEDBED. ~ N
WASHED STGNE WOYT3V USER FAi~ 2 AREAS TO BE SEEDED SHALL BE RIPPED AND SPREAD WITH AVAILABLE _ ~ m TOPSOIL 3" DEEP ON SLOPES 2:1 OR FLATTER. TOTAL SEEDBED r Z ~
1' FREEBOARD D 0 0 0 OOQ.=-B"II"O 0 0 0 0 q PREPARED DEPTH SHALL BE 4" TO 6" DEEP. IF SOILS ARE r ~Y COMPACTED DURING GRADING LOOSEN TO A DEPTH OF 6" TO 8". ~ y N
TOP OF DAM D D 0 0 0 0 0 DESIGN NIGH-WATER 0000000 0 3. L005E ROCKS, ROOTS AND OTHER OBSTRUCITONS SHALL BE REMOVED ~y FROM THE SURFACE TO PREVENT INTERFERENCE WITH ESTABLISHMENT
SPILLWAY CREST 0 0 0 0 0 0 0 0 Dooa0o0oooDDDD oDOD DDD pop Op TpP BANK a DoooD0DO0ooDDO o0o DDp 0 `0'Z~'t 0 AND MAINTENANCE OF VEGETATION. ~ 0 N _ _ I 4. APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATIONS. SOILS ro M
0 O O O D 0 0 0 O D DDDD 0 0 0? D O D 0 0 0 ~ Y ANTI-VORTEI( PLATE D ODODODODODO 0000 0 0 I ~ I SST ~ WITH pH HIGHER THAN 6 NEED NOT BE LIMED. IF ppH IS NOT ~ O KNOWN, APPLY LIME ACCORDING TO SEEDING SPECIFICA110N5 BELOW,
RACK 0 D 0 ODODODODO 0 ~-1tbl =I I I TRASH D D ~ r=I I I- 2 2 0 0 D O _ ~ =1 ~ I i I I ~ I I ~ ~ f I I i I~ ~ ~ =f I f r ~5 ~ ~ T~ ~ 5. APPLY FERSTILIOZER ACCORDWG ~ 0 OIC TESTORECOMMENDATiONS ~L IF a n £
RISER CREST 1 r 11 0 0 0 0 RTES: ~ Ova 1l~NDOWni NO SOIL TEST HAS BEEN PERFORMED, APPLY. FERTILIZER ACCORDING s L lL 0 TO SEEDING SPECIFlCA110NS BELOW. ~ rn ,n c fi. ROUGHEN SEEDBED SURFACE PRIOR TO APPUCAl10N. GROOVE OR I ~
Y A ° RIP RAP , H CMP PERFORATED RISER 1 RATER FAQ T ~W.L ~ A ~ 32° @J W®' SEDIMENT CLEAN WT ELEV. FURROW SLOPES STEEPER THAN 3:1. I S ~ M v ~ ~ W®TH APD _ ~ ~ 7. FOR TEMPORARY SEEDING OF AREAS WHICH WILL NOT BE BROUGHT TO o
(REF. N07E-3, STD. ND. 30.03) ~ WASHED STONE FlLTER 15" RCP PIPESLOPE AT 1.0% SFIALL HAVE A OF 6 IJ~E WRES WITH T2° STA' ~ WRE5 VyTH Tt° STAY SPACt~ FINAL GRADE FOR MORE THAN 15 WORKING DAYS, FOLLOW THE 'c ^1 ~
TO PROPOSED SD CATCH BASIN 2 WOVEN f~TER FAQ ~ 1 WI•IERE S8.T FEt~ 6 TO RIP RAP w ~ F~ A ~ MORE THAN ~ DAYS VI~tE SB.T FE1diE 6 TO RFAAA9J WEE TEMPORARY SEEDING SPECIFlCA110NS BELOW. ~ M c D DAYS ~T~ FAQ T ~ Z ® ~
CLEAN OUT DISCHARGE PIPE (BARREL STAKE ~ ~ ~ ~ y-Q° ~ ~ ~ Z/2 iii AND ~ ~ THE ~ ~ i5 WA&~ STONE . e m n
SEtF-f ANT3F ST®. TYPF, BOTTOM OF BASIN ~ ` ~ PERMANENT SEEDING SPECIFICATIONS - S~ c ~ N ,
4 WRE SHALL ~ AT LEAST 9~ GAt~ WfIH A N1 ~4 ® - B T9~ W~ WdfH 12° STAY ~A>~ i 4~ GAGE WfIH A M ~ ~ g• LOW MAINTENANCE AREAS
L SIZE PIPE (FGR 2 YEAR DESIGN STORM) S 71~N ~,p E'fi~ ~ ~ AT ETAS ~ STEEP SLOPES OR STONY, SHALLOW OR DRY SOILS
I~ CONC. ANCHOR ANTI-SEEP COLLARS SIZE, OTY. AND SPACING VARIES S 6. WEE MT~I 9iAll. ~ fl 15A0: WfIH MA%!PoRlM lY lMM MAXWAlM lY
7. WRE AND WAS STONE Wll. I~ ItEQICt® AND ~T BE RfQl~i® (TED ON RAMS WF~t DATES TYPE RATE ~~~~~E S~~y~r~~ , THAN m FEE7 i21 ~ AP~}fOR Sl~T AUG. 25 -SEPT. 15 TALL FESCUE 100 LB/ACRE ~ , j
PIPE MAY BE LEFT QUT IF CRQSSING TQ BE USED AS CHECK DAM. A, AT TOE ~ GREA'IHt'fFLW 7D FEET DATA BLOCK & AT TARTS AN JJ UN 6 5g FEET 1 fE.T~ gARRBtS 9irW. ~ I~FCIED gY THE Y e° M~AUe1 FEB. 15 -MAR. 21 SERICEA LESPEDEZA 30 LB/ACRE
ss v s v L1 z PIPE QPTIDNAL, Tl7 BE USED IF CRQSSING IN PLACE LQNGER ~ LESS AWAY PARTY OR 0~ At~ti PMt~IA'I13Y AF1;3t EA(7i KOBE LESPEDEZA - 10 LB/ACRE ~ 'y ~
THAN 12 MQNTHS, TO BE SIZED BY ENGINEER, B. saFtrY FBA ss AT BAIX ~ SIT FF ~ rP 4' 7 Y 5 FTJ Wt®d 6 ADy103'Ti TO SWAT B ED AT BAIX ~ StT FBoYE All. AID AT !EAST DAI.Y PROL All. sHAtL ~ .may _ ~ CORPORATE _ ADyL03~ii TO SYdFi GENTLE SLOPES, AVERAGE SOILS _ _
TO SWA4 2 THE FAQ DECOMFO~ ~ FRfOR TO THE ~ - ~ THE EXFECIID USAESE l~ A~ THE STIl 6 , THs' _
FAQ ~fR19. ~ REPIAG'~ ~OMPTLY. DATES TYPE RATE ~
T I 3. DEFOSRS SHOIAD BE RFMOV® RFACTI AP~OX. AUG. 25 -SEPT. 15 TALL FESCUE 80 LB/ACRE ~;o~ y~~~ ~
IT I -1~ N.T.S. I I ILT ~ ~ ~ FEB. 15 -MAR. 21 SERICEA LESPEDEZA 20 LB/ACRE "~ga RAO: AFTER THE ~.T E'er 8 RDAOV® SFMIl. ~ TO C KOBE LESPEDEZA 10 LB/ACRE ~~~iiirrrrr I~I ~ it TO THE PREPAR® ABA ,
~'T°§° HIGH MAINTENANCE AREAS ~
" N"T.S.
GENTLE SLOPES, SOILS WITH AVERAGE OR BETTER MOISTURE, COOL SITES ~ ~~ttt IIII r r~ EL STAKES ~ ® ~~t ~ C ~~~h
6' MIN. PL®W @ 5 WA9~ SPA ,bo,po~,sgarQc°=8 vC~w #5 WASHED STONE ~ (t/4" TO i/2" GRID OPENING) DATES TYPE RATE ~ ~ ; •~F S D'
~ WIRE MESH CONCRETE BLOCK AUG. 25 -SEPT. 15 BLEND OF TWO TURF-TYPE 200 - 250 U3/ACRE ~ ~ Q ~ '~;9 Spy .TALL FESCUES (90%) AND
B 0 0 STABS 3' 9 U 1~ ~ B~A9 o TW0 OR MORE KENTUC Y ~ ~ EAL BLUEGRASS VARIETIES ~10%) ~ ~ 21164
N®T1,S: WA'1~ r-0' 4-~ A A RCCX DAM WIWeT HRi9
~lLWAY CRo3T AMA7LI O~U l SIZE T® BY ° GENTLE SLOPES, DRIER SOILS, PHYSICAL LIMITAl10NS Q '
qy 2 DAMS P+hAY SE US;~ N ~fCtfS ~ ~ Q str sr P ~ B' Mix. T® SL®W V9.OClTY ~ T® CREATE ° +o-41''1. ~9 !i .FNGINEE4+;.v~y``(~ ° ? ? ~ ~ DATES TYPE RATE °~p ~ %i~ ~I ' ~ o ~~~UJ
z O DD D ~N a„?sr Tp 45 WA9® Sf~ -11 ~ ° ~ ~ ~:i r AUG. 25 -SEPT. 15 BLEND OF 50% KY-31 TALL200 - 250 LB/ACRE ~ ~~~'rnrnntt I I FESCUE AND 50% MIXTURE
R16W BASTV arr wL~d a MAL TALLnFEOSCUE50RE TURF TYPE ~
B DROP INLET 12° WITH GRATE
RAP GRA5S-LINED CHANNELS, AVERAGE SOILS
2'-0" MIN. - DATES TYPE RATE
SECTION THROUGH BASIN AND FILTER sPECIFlC APPUCATu SPECIFlC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY FLOWS ARE EXPECTED AND WHERE OVERFLOW CAPACITY IS AUG. 25 - 0(;T. TALL FESCUE 200 LB/ACRE OR
SPALWAY NEST 4 5 WASl~ W (SRI.WAY) NECESSARY TO PREVENT EXCESSIVE PONDiNG AROUND THE STRUCTURE. 4 - 5 LB/1DOO SF
ST01& MTI ?J3 STREAM W®TH GRASS~wLiNED CHANNELS, DRY SOILS
~ 3, RIP RA4 `,i. FLOW anssloRa
cl~Y R8 RAP ~ 10' MIN. RP RAP ILT T TI DATES TYPE RATE APRIL 15 -JUNE 30 COMMON BERMUDA GRASS 40 - 80 LBJACRE OR
~ ~ILWAY ~ O N.TS. 1 - 2 LB/10000 SF
I ~ / x ~ BARN ~ aANX lEVfi. ~ ~ ~ ~ stT LBO x
AMENDMENTS ;HALL BE APPLIED AT THE RATE OF 4000 LB/ACRD OF GROUND
# ;v,",,,~~~ rt°',,,~ REAP PIPE / ~ w~P AnTaa Tr~a~a+ x ~ r ' II , I ~ ~ ~ - I PIPE PIPE OUTLET TO AGRICULTURAL LIMESTONE AND 1D40 LB/ACRE OF 10-10-10 FERTILIZER. ((J~ SS-LINED CHANNELS SHALL USE 3000 LB/ACRE OF GROUND NO ht(~~ ~ ~ ~ ~ i LIMESTONE AND 500 LB ACRE OF 10-10-10 FERTILIZER,
~ x ' ~ ~ SECTI®N ~°t~ NO .1E ~ ~ ~ me®oP~ I~~, CBE APPLIED AT THE RAI~ OF 4000L6/ACRE OF STRAW.
/ L fq i ~OL. AJUTEROR EXCELSIOR MATTING SHALLTBE U5ED INOGRASSCH `I_S TO CALCULATED HIGH WATER DEPTH..
I I A
4~x~ saT1~ I ~ , i N.TS. I, ~A_,~ ~
~ 3d do 3d dG ~'EDING SPECIFlCAliONS - S~ ry I.
I I, I p ,I+ IL~ I-
w,tl~ IL .~.,,1, t A~,: I L1 It~L MULCH SHALL i
W STRAW SHALL ANCHORING TCI
_ LINED CHANNEL.
R'~CK CHE: A A A I ,
7' MIN. I I W = do+0.4xLa TEMPORARY S: ~ '
DATES ~ ~ ~ ~ ~ ~ _ _ ~ .
ATION OF BERM AND FILTER ELEV JAN. 1 -MAY 1 RYE (GRAIN) 120 LB/ACRE 20D0 LB1ACRE GROUND
PERSPECTIVE VIEW FEB. 15 -MAR. 21 ANNUAL LESPEDEZA 50 LB/ACRE AGRICULTfUURAL UME- OR LOBE STONE AND 750 LB/ ACRE OF 10-10-10
2' Plan FERTILIZER -
NOTE, •POST Plan DATES TYPE RATE AMENDMENTS
GENERAL NOTES I i. AREA UNDER EMBANKMENT TO BE CLEANED, GRUBBED AND STRIPPED OF ANY STRUCTURAL. STONE SHALL BE Lo MAY 1 -AUG. 15 GERMAN MILLET 40 LB/ACRE 2000 LB//ACRE GROUND ...'P' AGRICULTURAL LIME-
VEGETAION AND R00T MAT, A BE FREE OF ROOTS- OR OTHER N.T<S. ATERIAL FOR THE EMBANKMENT SH LL (CLASS °B") STONE FOR EROSION SILTFENCE _ SILTFENCE~, _ 2. FILL M - _ STONE AND 750 LB/ ACRE OF 10-10-10
WOOD/VEGETATION AS WELL AS OVER-SIZED STONES, ROCKS, ORGASHALL BE ~ CONTROL PUNT"OSES. MATERIAL OR OTHER 08JECTIONABLE MATERIAL THE EMBANKMENT ! FERI1LIZER • o o c i'>'. ~ DATES TYPE RATE. AMENDMENTS
T GREATER.THAN 9" UFTS BY TRAVERSING WITH SEDIMENT CONTROL •STONE SHALL COMPACTED IN NO BE N0,5 DR N0,5y STONE, ° EQUIPMENT. VED AND TRAP RESTORED TO IT ORIGINAL d °o o d d c c o a o 0 0 0 00o AUG. 15 -DEC. 30 RYE (GRAIN) 12D LB/ACRE 2D00 LB/ACRE GROUND
3. SEDIMENT SHALL BE REMD DIMENSIONS WHEN 1HE SEDIMENT HAS ACCUMULATED TO 1/2ETFl~ESIGN ° ED IN TH °o ~ DEPTH OF THE TRAP. THIS DEPTH SHALL BE MARK o0 o a o 0 0 0 o a AGRICULTURAL LIME- STONE AND 1000 LB/
4, REMOVED SEDIMENT SHALL BE PLACED IN A DESIGNATED DISPOSAL AREA AND PROTECTED AGAINST EROSION. ~ TOP Y!EW BLLANKET FILTER ACRE OF 10-10-10 BLANKET FERTILIZER
5. THE WEIR MUST BE CONSTRUCTED LEVEL AND TO GRADE TO ASSURE DESIGN. 6. STONES SHALL BE MACHINE PLACED AND SHOULD BE HARDr ANGULAR AND 2:1 SIDE CLASS B EROSION CONTROL STGNE
WEATHER RESISTANT. SLOPE MAX. SILTFENCE S2C 7. EMERGENCY SPILLWAY SHALL BE DIRECTED TO NATURAL, STABLE AREAS 2:1 SIDE Section AA Section AA MULCH SHALL. BE APPLICD AT THE RATE OF 4000 LB/ACRE STRAW:
8. ALL CUT AND FlAREAS SHALL BE STABILIZED MMED ATELY UPON SLOPE MAX. 9. ALL DISTURBED SILTFENCE SILTFENCE:,- STRUCNRE N0. D {cfs) na V 10. Q {cfs) Ira Va ZONE LENGTH WIDTH STONE STRAW SHALL BE ANCHORED BY TACKING WITH ASPHALT. NETTING OR MULCH CLASS GENERAL NOTES: ANCHORING Ti+,OL.
COMPLETION OF CONSTRUCTION OF THE BASIN. WEIR LENGTH I I 10, TRAP SHALL BE INSPECTED REGULARLY AND AF1ER EACH RAINFALL 'MTH 16.00 ?4" 8.05 2 12' T LIGHT t. Lo IS THE LENGTH OF THE RIP RAP APRON.
REPAIRS MADE AS NECESSARY. 1'-~'~ MIN. - _ FES 14 16.00 :'q" B.O ~:t ~ _ z. d = t.s nMES THE MAxIMUM sTONE DIAMETER BuT NoT LESS THAN ta' GRADED SLOPt:S AND FILLS -THE ANGLE FOR GRADED SLOPES AND FILLS - J. IN A WELL-DEFlNED CHANNEL EXTEND THE APRON UP 1HE CHANNEL BANKS TO GR7°A~T'I'i~~N THE ANGLE WHICH CAN BE RETAINED BY
I I ~ FES, 37 25.29 24" 7.9 2' MIN. FCO 1 l ~ - - 11/l / \ /~,~0\/ ~""-w ~ . 3'MAX. 7,50 1 " 4.1 25.29 24" 7.90 2 12' T LIGHT aN EtEVanaN ov s° ABOVE THE MAXIMUM TAILWAIER DEPTH OR TO THE TOP VEGETATIVE GUVER OR OTHER ADEQUATE EROSION CONTROL DEVICES OR of THE BANK, WHICHEVER Is LESS. STRUCTURES. IN ANY EVENT, SLOPES LEFT EXPOSED SHALL, WIININ 30 ®I 4. A FlLTER BLANKET OR FlLTER PABRIC SHOUID BE INSTALLED BETWEEN THE WORKING DAYS OF COMPLE110N OF ANY PHASE OF GRADING BE PLANTED OR
h ~ FES 22 8 ~\\i SEDIMENT 7,50 18" 4.16 1 s' s' FINE RIP RAP AND soa FoueoATloN. OTHERWISE PROVIDED WITH GROUND COVER, DEVICES OR STRUCTURES 5. COMPACT ANY REQUIRED FlLL TODENSITY OF SURROUNDING UNDISTURBED SUFFICIENT TD RESTRAIN EROSION.
TRUCTURAL MATERIAL 4.79 15" 4.19 1 6' 6' FINE 8. RIP RAP MAY BE FlFI6STONE OR ROUGH QUARRY STONE AND SHAl1 BE HARD.
STONEOL STONE i i'-6" MM. 1 FES'45 4.79 15" 4J ANGULAR AND WELL-GRADED. CONSTRUCT APRON AT ZERO GRADE TOP OF RIP RAP SHALL BE LEVEL WTH GROUND COVER WHENEVER LAND DISTURBING ACTIVITY IS UNDERTAKEN ON THE RECEINNG CHANNEL OR SI1GHiLY LOWER.
ACING CROSS SECTION FRONT VIEW GRAVEL F FILTER FABRIC UNDISTURBED SOIL B. ALIGN APRON Po1H RECE{utNG CHANNEL OR STREAM. ASSURE APRON IS T"PRAO'I'-C~OF~iPkISING MORE THAN ONE ACRE, IF MORE THAN ONE srRAIGHT THROUCwouT ITS LENGTH. CONTIGUOUS ACRE IS UNCOVERED A GROUND COVER SUFFICIENT TO
0 ~Q3 9. END WIDTH OF APRON TO BE EQUAL TO WIDTH OF RECEINNG CHANNEL. RESTRAIN EROSION MUST BE PLANTED OR OTHERWISE PROVIDE WITHIN 15 - WORKING DAYS ON THAT PORTION OF 11iE TRACT UPON WHICH FURTHER '
KEYWAY ACTIVE CONSTRUCTION IS NOT BEING UNDERTAKEN, PROVIDED IIaAT THIS ~ U SHALL NOT APPLY TO CLEARED LAND FORMING THE. BASIN OF A RESERVOIR J
LATER TO BE INUNDATED. J
~ STONE CROSS SECTION I ~ T o A
FLOW SPILLWAY WIDTH e~e+ N.T.S. N.T.Q. _
o X57 WASHED STONE 12 THICK MIN. cd
LEVI•1 APRON 5' MIN.
~OW~ 46' MINIMUM ~ SpIU,WAY 1.5' CREST ELEV. le~,TH As v s~ TtAP ~ wAA~ sT0>~ SEDW~IT Ri
To co THRU D# F[TER ~tP9 ' ~ (G14D sm 30.E U
i 2 3 ¢ = ROCK APRON AT TOE OF DAM - 1 ~ 1 ~ ~ CLASS 1 EROSION CONTROL STONE 4 Mss
ROCK ABUTMENT w 100' MIN. ~ ~ = 1.5' MIN. PUBLIC STREET C SiREET 2 ~ {
5' MIN. i 9 _ ~ ~ ~
REMOVE SEDIMENTAT 2' DEP1H T- ~ ' ~ f EXISTING GROUND ~q.gy~ A JUNG - / ~ * A
PLAN SOIL STABILIZATION FABRIC VIEW ' FILTER FABRIC UN0157URBED SOIL UNDER ~5 WASHED STONE ' a ~ A ~ A 'jp• ~ W TEi DOWPI AT EAR ' ~ ,
KEY WAY MIN. gZo ' i~-^''ra Q
CLASS B EROSION CONTROL STONE 4' -i ; ~ ° 1 ~ i A =U T a x an a" n s N~ U Q
L 100' MIN, I K CROSS SECTION
PR® _}I ~ i~, ~ ~"'n-vii
GE DENUDED SEDIMENT BASIN VOLUME ASIN 10 YEAR SPILLWAY FREE- DIMENS44N5 ELEVATION w DRAlNA B AREA AREA AREA PROVIDED pEpTEI RUNOFF (CFS) DIMENSION BOARD 807TOM TOP SPILLWAY z ~ * A " ~ 6M 111 U LL ~ ~
(ACRES) (ACRES) {CUBIC FT.) ~ N DESIGN TOP YADTH Z'-0" ~ U NT~A® * * 1 w/ rY W O lL lL m o AT IF.SS THAN fl6 SOt~ j ' ' • , , , ~ ~ ~ O'
' x 1' 20'X30' 32'X42' 639.0 m 2,916 3° 3.27 10 1' ~ TST-i 0.93 0,44 a a , ~ a R QQQ~ i W L11 LL N
4" FREEBOARD 10% SETTLEMENT 5148 3' 2.60 10' X 1' 1' 24'X50' 36'X62' 627.0 FLOW TO EDiE OF ~ V7 N y '
TST-2 0.74 0.74 Z'~ N
4.17 1,512 3' 0.60 10' x 1' 1' 10'X20' 24'X32' 629.0 _ 0.17 - t8° MIN. 'MAk~MM T SHALL BE LOCATED TST-3 ~~I I I Zt M - U AREA C~ 1. A STABILIZED ENTRANCE PAD OF #5 WASHED STONE OR RAIL ROAD BALIAS SHALL BE LOCATED WHERE ® `n ~ ~ ~
edv~nn' R97 tt 911~~-11- AklMUM I If-ICI.. ,..,.,.,,e~ m.m~ uw cn~TCO no i rn~~r Tuc rnnlcTeneTlnN SITE ONTO A PUBLIC STREET. 'EET. ~°C)ni~TRI 1C"TI(~PJ SPECiF6C~T~ . vl o o ~ o ~ -
1,65 1.65 18,600 3' 5.80 10. X 1 1' +un Go JG nr u al i I I I I . , TST-4 I I - SSE FOR THE CONSTRUCTION ENTRANCE. w W.. _ CL N - izz aL ~
- - ~ I II- - I = 2. FILTER 3' 33.32 11' X 1 80'X120' 92X132' 627,0 - I- - (I~ - ( ( ( I I I I~ I I I I I ( I I~ , THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWINi TRACKING OR FLOWING OF SEDIMENT L THE TOP OF THE EARTH DIM OVER THE INLET PIPE AND THOSE 4. THE SOL ~ AND UNDER THE INLET PIPE AND ENTRANCE 0
9.48 7.29 32,616 FABRIC OR COMPACTED CRUSHER RUN STONE MAY BE USED AS A BASE FOR THE CONSIR( ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SI TOP DRESSING WITH ADDITIONAL DMS CARRYING WATER TO THE PPE SHALL BE AT LEAST 1 FOOT SECTION BALL BE HAND TAMPED N V LFTS TO THE TOP OF RES USED TO TRAP SEDIMENT. HIM AT ALL PMTS THAN THE TOP OF THE INLET PIPE 11-E EAR7H MM
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVT ETS MUST BE [REMOVED IMMEDIATELY.
NOTES: NOTES: S. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PL )R TO ENTERING A PUBLIC STREET. WHEN 2. THE PIPE SHALL BE REMI WITH WATER Tit' CONNECTING S. FOLLOW-4X INSPECIlON AND ANY HMO CE SHAD ISHED STONE WHICH DRAINS INTO AN BANDS RBm PPE SHOLw BE STAM ON BTI-IER SIX BE P6tFmkAED AFTER EACH STORM BY M-E Y
T TRAPS D ABOVE DESIGN WASHING IS REQUIRED, IT SHALL DONE IN AN E AREA STABILIZED WITH CRUSHED STONE WHICH [ TRD ALL DENOTES ROCK DAM. AN PROPERLY DISPOSED OF ONCE CONSTRUCTION 15 COMPLETE. BUILD RIDGE HIGHER THAN DESIGN AND COMPACT WITH WHEELS OF PARTY OR. HE AGENT N Z co D. 3. A RP RAP APRON SHALL BE PROVIDED AT THE OUTLET, F
TRAPS ALL SEDIMENT SHALL ACHIEVE A REMOVED FROM SEVENTY ROCK PERCENT DAMS EFF ANDICIENCY SEDI IN N REMOVING SUSPENDED SOLIDS SURFACE AREA REQUIREMENT CONSTRUCTION EQUIPMENT. COMPACTED RIDGE MUST AT R APPROVED SEDIMENT BASIN SEE STD. NO. 30.1113. DESIGNED TO AC GRADE AT ALL POINTS. 6. SOIL STABILIZATION FABRIC (AS SPECIFIED BY THE DESIGNER) SHAD. BE USED. INTO A AREA 6 ouTLET PIPE BE TAIaV OVER OR THRCXJGH ANY SILT FENCE, m ~ ~ > o 5) TO T CARE NOT TO VOID THE UKCMMfSS OF THE SILT FBJCE o co O o
SIDE SLOPES Of SEDIMENT TRAP SHALL NOT EXCEED 2H:1V. X 3 DEPTH EXCLUDES INTERNAL BERMS) CHANNEL MUST BECONSTRUCTED ON DESIGN GRADE. P WIDTH X TOP LENGTH /2 ~ 7. CDOT MAY REQUIRE A STANDARD COMMERCIAL DRIVEWAY (STD. 10.24 & 10.25) TO TRAP VOLUME PROVIDED =BOW. WIDTH X BOT. LENGTH + TO ACCESS THE CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THOROUGHFARE. 2- am}m gyn..
4 FT. DEPTH TO TOP OF SPILLWAY + 1.5 FT. MIN. TO 2 FT. MAX. TO TOP OFDAM.. LEAVE SUFFICIENT AREA ALONG DIVERSION TO PERMIT CLEANNT. AND REGRADING. Q CD Q
I ENTRANCE JTRANCE r) FLEXIBLE PIPE SLOPE I di U -i ~ W
TEMPORARY DIVERSION DATCH STABILIZED"
SEDIMENT TAIL N,TS. N.T.S. N.TS. N.TS. o a 0 u d
N:TS.