20130473 Ver 1_401 Application_20130513

20130473
JAMESTOWN ENGINEERING GROUP, INC.
CIVIL ENGINEERS & SURVEYORS
LAND PLANNING • MUNICIPAL CONSULTING
Er in& 117 East Main Street • P.O. Box 365 • Jamestown, N.C. 27282
Telephone [phone] Fax [phone]
www,jamestownengineering com
Ranet
May 2, 2013
Re: Novamelt
Randolph County, NC
404/401 PCN
Novamelt Americas, LLC
JEG Job No. 2012 -054
Raleigh Regulatory Field Office u L9
US Army Corps of Engineers - -- - - -- of
Attn: John Thomas 1AAY 3 2013
6508 Falls of the Neuse Road
Suite 120 W NRe at
WATEi? e
Raleigh, NC 27615
Dear Mr. Thomas:
With regard to the referenced site, and on behalf of Novamelt Americas, LLC, we have
enclosed one original and one copy of the Pre - Construction Notification Application for
Nationwide Permit 39 for your review and approval. The site is to be developed for
industrial use. We have attached copies of the USGS Topography Map and Randolph
County Soils Map for this area, an overall impact map, a vicinity map, half -scale plan of
the impact areas, and enlarged specific impact maps.
We have minimized impacts to the maximum extent practical while still allowing for fire
access to the buildings as desired by the City of Trinity for public safety and service.
If there are any questions or additional information required, please call.
Yours very truly,
JAMESTOWN ENGINEERING GROUP, INC.
Thomas R. (Rich) Glover, Jr., PE
CCP /cp
Enclosures

N.C. Department of Environment and Natural Resources
Agent Authorization Form
Date 415 -2013
Name of Property Owner Applying for Permit:
DFKK. LLC
Mailing Address:
5608 Uwharrie Road
Archdale, NC 27263
I certify that I have authorized (agent) Jamestown Engineering Group. Inc to act on my
behalf, for the purpose of applying for and obtaining all 401/404 Permits necessary to install or
construct (activity) Construction of an Office/Lab, Warehouse and Parking , at (my
property located at) 5638 Uwharrie Road, Archdale. NC 27263.
This certification is valid thru (date) October 1. 2013
Property Owner Signature Date

yao� wAT�9P�
1t
ti
O Y
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Pre - Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the Corps:
.Section 404 Permit ❑ Section 10 Permit
1b. Specify Nationwide Permit (NWP) number. *3 19 or General Permit (GP) number.
1c. Has the NWP or GP number been verified by the Corps?
'Yes ❑ No
1d. Type(s) of approval sought from the DWQ (check all that apply):
§T401 Water Quality Certification - Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification - Express ❑ Riparian Buffer Authorization
1e. Is this notification solely for the record
because written approval is not required?
)\) p
For the record only for DWQ
401 Certification:
❑ Yes ;ffNo
For the record only for Corps Permit:
❑ Yes ErNo
1f. Is payment into a mitigation bank or in -lieu fee program proposed for
mitigation of impacts? If so, attach the acceptance letter from mitigation bank
or in -lieu fee program.
❑ Yes Iff No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1h
below.
❑ Yes IffNo
1h. is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes Ef No
2. Project Information
2a. Name of project:
N oQA M�E L-r-
2b. County
2A-.Xae7L��/
2c. Nearest municipality/ town:
2d. Subdivision name:
2e. NCDOT only, T.I.P. or state project no:
3. Owner Information
3a. Name(s) on Recorded Deed:
V- 1[ U- C
3b. Deed Book and Page No.
P G 1193
3c. Responsible Party (for LLC if
applicable):
p
iV lltr 'J LA M 116*e&,
3d. Street address:
15&00' 0,Ait jAe2 f 6 A-z
3e. City, state, zip:
Aeaz4 .a4C e NC- Z72(,,
3f. Telephone no.:
0
33 6- 4-3 4 -9060
3g. Fax no
3 3W - 434 - 9019
3h. Email address:
Page 1 of 10
PCN Form - Version 1.4 January 2009

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent Other, specify: Co TQ A Cr d CF(ASo Q
4b. Name:
Ti M Au a'2
4c. Business name
(if applicable):
WOJAM&,-r- AME2+c/ e. LCD
4d. Street address:
!LOS Vw4A2Rro
4e. City, state, zip:
Q4,4o4c_.a RJL Z7Z&3
4. Telephone no.:
3 3G - 4 3 4 -954-1
4g. Fax no.:
4h. Email address:
J A d B a ee- /JdJAMai.T. Conk
S Agent/Consultant information (if applicable)
5a. Name:
ierj (.OJB2
5b. Business name
(if applicable):
��!!
TaMzs��.� �a►Lr��oc41�G1 C.7acJ P �.JC .
5c. Street address:
(i-7 E. 4, -3 ST'•
5d. City, state, zip:
TAm- ,s-Tb,.j^i , is C Z 72 o° Z
5e. Telephone no.:
3 3& - 886 - SS Z3
5f. Fax no.:
3 3& - 86(,,- 5479
5g. Email address:
r (oote CO
Page 2 of 10

B. Project Infonnadon and Prior Project History
1. Property Identification
1a. Property identification no. (tax PiN or parcel ID):
77 08 15 3 7 j
1b. Site coordinates (in decimal degrees):
I Latitude: 3S . 9 0 39 Longitude: - SO.0104-
1e. Property size:
S, $ acres
2 Surface Waters
2a. Name of nearest body of water to proposed project:
uwal A e Q 16 Zam
2b. Water Quality Classification of nearest receiving water.
Gw A
2c. River basin:
W41A221>✓
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at ft tirne of this
application: 5.E Zs W � P Qq.Gi+G
Pr-om 3 -S % 4,j,-% 7`Nc Qe42 10-20010 . S. ice' Ws w11Tu" A.a
-r i o✓yT2* A c.. A-4 k
3b. List the total estimated acreage of all existing wetlands on the property: Q, OS 4c-
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the properly:
3d. Explain the purpose of the proposed project: EX P"c,, of of Apo Mc osr#,J 4 AAiau FAcTvA1Ny
�Re.�cTY Wra,eti Wu.c. AoQ OAF(e.s /,LAS ANO W4kWoosa sp4cz,
3e. Describe the overall project in detail, Including the type of equipme{pt to be used:
CtrA28� r ��lRuB3�• -+�,r l+ao riw �i�lAKr 6£ f'LA4! S Uri"'a ""4 P*.S, &J%c44eES
LoAze 2 S , 4^30 -MvC K.s
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) In the past?
❑ Yes ❑ No 10 Unknown
Comments:
4b. If the Corps made the Jurisdictional determination. what type
of determination was made?
[J Preliminary Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known): Toy,j THoMAs
Agency /Consultant Company:
I Other. Co2P
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑Yes RNo ❑ Unknown
5b. If yes, explain in detail according to 'help file* instructions.
6. Future Project Plans
6a. Is this a phased project?
❑ No
6b. If yes, explain. OFJ'C-E 1LA f3 W,dc. (38 got,- ' h'r ErJo OF ?-013 . WAQ6e4odw0-5
Ba "IX-no Ova-0-714u IVIrP-r- 5-10 Y-g2s. Act.,.vy A;No
M% PA crs W,,- , I qq icy Pcgc-B W • TU O-cFico' / 446 i2A.6T7D v eTia.J
Page 3 of 10
PCN Forth — Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1a. Which sections were completed below for your project (check all that apply):
Wetlands ❑ Streams — tributaries ❑ Buffers ❑ Open Waters ❑ Pond Construction
2 Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
28.
Wetland Impact
number
Permanent (P) or
Tem ora
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurkdfdion
Corps (404.10) or
DWO (401, other)
21.
Area of
impact
(acres)
W1 - P
sheeeOel, F,c-(—
Ghe so Noke-owwb Fv--f-
MW
/a P
W2
Choose one
Choose one
YesMo
W3 -
Choose one
Choose one
Yeeft
W4 -
Choose one
Choose one
YOSIM
W5 -
Choose one
Choose one
Yeaft
W6 -
Choose one
Choose one
Yeaft
29. Total
Wetland Impacts:
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream Impacts (Including temporary Impacts) proposed on the site. then complete this
question for all stream sites Impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)9
3e.
Type of
jurisdiction
3f.
Average
stream
width
feet
3g.
Impact
length
(near
feet)
S1 -
Choose one
-
S2 -
Choose one
S3 -
Choose one
S4 -
Choose one
S5 -
Choose one
S6 -
Choose one
3h. Total stream and tributary
Impacts
31. Comments:
Page 4 of 10
PCN Form — Version 1.4 January 2009

4. Open Water Impacts
9 there are proposed impacts to lakes, ponds, estuaries, Mbutaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water Impacts below.
4a.
Open water
Impact number
Permanent (P) or
Temporary
4b.
Name of waterbody '
(if applicable)
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of Impact (acres)
01 -
Choose one
Choose
02 -
Choose one
Choose
03 -
Choose one
Choose
04 -
Choose one lChoose
4f. Total open water Impacts
4g. Comments:
L Pond or Lake Construction
If Pond or lake construction protposed. the complete the chart below.
5a.
Pond ID number
5b.
Proposed use or
purpose of pond
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
acres
Flooded
Filled
Excavated
Flooded
Filled
Excavated
P1
Choose one
P2
Choose one
5f. Total:
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No if yes. permit ID no:
Si. Expected pond surface area (acres):
Q. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for OWQ)
ff project will impact a protected riparian buffer, then complete the chart below. If yes, then Individually 99 all buffer Impacts
below. If any Impacts require miticiatlon. then you MUST fill out Section D of this form.
6a. Project is in which protected basin?
❑ Neuse ❑ Tar - Pamlico ❑ Catawba ❑ Randleman ❑ Other.
6b.
Buffer Impact
number—
Permanent (P) or
Temporary
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
Impact
(square
feet )
69.
Zone 2
Impact
(square
feet
B1 -
YesMo
B2 -
Y98ND
B3 -
Yeaft
B4 -
Yeaft
65 -
Yeeft
86 -
Yn to
6h. Total Buffer Impacts:
61. Comments:
Page 5 of 10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project A�
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T'..+AAt� 0PP&/L QSIAW62, 0 4S -5. q MoQa S «.w•�.cR�rr- FahTV2i3
1b. Specifically describe measures taken to avoid or minimize the proposed Impacts through construction techniques.
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To PRo?tZT QO..�as-r2� �74T'u2�
2. Compensatog Mitigation for Impacts to Waters of the U.S. or Waters of the State
2s. Does the project require Compensatory Mitigation for
Impacts to Waters of the U.S. or Waters of the State?
❑ Yes Ef No
2b. if yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
❑ Payment to In -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3s. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type: Choose one
Type: Choose one
Type: Choose one
Q,e,tl1y;
Quantity:
Quantity:
3c. Comments:
4. Com fete N Makina a Payment to In -lleu Fee Pro ram
4a. Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Wparian wetland mitigation requested:
acres
4f. Non - riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments:
L Complete if Using a Permittee Responsible Mitigation Plan
So. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 1.4 January 2009

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
Be. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation?
1 13 Yes ,� No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
Zone
6c.
Reason for impact
6d.
Total impact
(square feet)
Multiplier
6e.
Required mitigation
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
perrnittee responsible riparian buffer restoration, payment into an approved In -lieu fee fund).
6h. Comments:
Page 7 of 10

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1a. Does the project include or is it adjacent to protected riparian buffers identified
❑ Yes No
within one of the NC Rpadan Buffer Protection Rules?
1b. If yes, then Is a diffuse flow plan included? If no, explain why.
❑ Yes ❑ No
2. Stormwater Mana ement Plan
2a. What is the overall percent imperviousness of this project?
57— %
2b. Does this project require a Stormwater Management Plan?
19Yes ❑ No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
VJZr 8.&,s,.i W," AS Co,-,,.T- e,veh� . Qe�e..j 2arjev6
Au- ,PhaPoycc-, Aa0 E)4,5 -77--4) rAPaaJ,oJS A,2a4 0--i -Me
p p pa a-r"
2e. Who will be responsible for the review of the Stommater Management Plan?
DW Q
3. Certified Local Government Stormwater Review
3a. In which local ovemment's lurisdiction is this ro ect?
tag^+ r TY
ZPhase II
3b. Which of the following Iocally4mpiemented stormwater management programs
❑ NSW
apply (check all that apply):
B Watery Supply Watershed
❑ Other.
3c. Has the approved Stormwater Management Plan with proof of approval been
❑Yes ❑ No
4. DWQ Stormwater Program Review
13Coastal counties
❑HOW
4a. Which of the following state - implemented stormwater management programs apply
ORW
(check all that apply):
BSesslon Law 2006 -246
❑Other.
4b. Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes [] No
6b. Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑ No
Page 8 of 10
PCN Form — Version 1.4 January 2009

F. Supplementary Information
1. Environmental Documentation (DWO Requirement)
1a. Does the project involve an expenditure of public (federallstate/local) funds or the
❑ Yes 1JrNo
use of public (federellstate) land?
1b. If you answered "yes° to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑Yes ❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered 'yes* to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
❑ Yes ❑ No
letter.)
Comments.
2 Violations (DWO Requirement)
2a. Is the site in violation of DWO Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300). DWO Surface Water or Wetland Standards,
❑Yes IgNo
or Riparian Buffer Rules (15A NCAC 2B.0200)?
2b. Is this an after -the -fad permit application?
❑Yes X) No
2c. If you answered 'yes° to one or both of the above questions, provide an explanation of the violation(sy
3. Cumulative Impacts (DWO Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
❑Yes VNo
additional development, which could Impact nearby downstream water quality?
3b. If you answered "yes* to the above, submit a qualitative or quantitative cumulative impact analysis In accordance with the
most recent DWQ policy. If you answered Ono; provide a short narrative description.
4. Sewage Disposal (DWO Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non - discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
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Page 9 of 10
PCN Form — Version 1.4 January 2009

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. WIN this project occur in or near an area with federally protected species or
E3 Yes ��
habitat?
5b. Have y checked with the USFWS concerning Endangered Species Ad
❑Yes $�No
5c. If yes, Indicate the USFWS Field Office you have contacted.
5d. What data sources did you use to determine whether your site would impact Endangered Spades or Designated Critical
Habitat? Gdo'UCe0 1'uz �,-S. We& S, ti✓ AyC N4 ,po 4rkcm*4 IC•,am,- e5
Mahrltn &sa as P-0' -W ' -Xi P-At— s
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur In or near an area designated as essential fish habitat?
❑ Yes $[ No
6b. What data sources did you use to determine whether your site would Impact Essential Fish Habitat?
QS 17, S'4 "a wic,DL-r ICS 15�65&01L
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. WIN this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes EfNo
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would Impact historic or archeological resources?
NATV- c- P4/2V- 5�%Wtcu WtM S,T
8. Flood Zone Designation (Corps Requirement)
Be. %MR this project occur in a FEMA- designated 100 -year floodplain?
❑ Yes No
8b. If yes, explain how project meets FEMA requirements:
Sc. What soumce(s) did you use to make the floodplain determination?
P&AA Pq..hLc. -* %708J M4P* 3710 770800T
Tip > r2. GL..., 51,
s11113
ApplicentfAgent's Printed Name
pli Agent's gna hirer
Date
(Agents signature is vaQd only if an Wharl>atlah
letter from the applicant is ed.
Page 10 of 10

Species
Species By County Report
The following report contains Species that are known to or are believed to occur in this county. Species with range
unrefined past the state level are now excluded from this report. If you are looking for the Section 7 range (for Section 7
Consultations), please visit the IPaC application.
County: Randolph, NC
Group Name Population Status Lead Office
Cape Fear shiner
Fishes Notro is Entire
mekistocholas)
Flowering Schweinitz's
Plants sunflower
Raleiah Ecoloaical
Services Field Office
Raleigh
Office Ecological
Name: Services Field
Office
Endangered POST
OFFICE BOX
Address: 33726
'RALEIGH,
NC27636
Phone (919)856 -
Number: 4520
Endangered Asheville Ecological
Services Field Office
Recovery Recovery Recovery
Plan Name Plan Action Plan
Status Stage
Cape Fear View
Shiner Implementation Final
Progress
Schweinitz's View Final
Sunflower Implementation

Group Name Population Status
(Helianthus
schweinitzh)
Export options: CSV I EXCEL I XML I PDF
Lead Office
Recovery
Plan Name
Recovery
Plan Action
Status
Prowess
ess
Last updated: April 11, 2013
ECOS Home Contact Us
U.S. Fish and Wildlife Service Home Page j Department of the Interior I USA.gov +
About the U.S. Fish and Wildlife Service I Accessibility I Privacy I Notices I Disclaimer FOIA
Recovery
Plan
Stage
Asheville
Office
Ecological
Name:
Services Field
Office
160 ZILLICOA
STREET
Address:
ASHEVILLE,
NC28801
Phone
(828 )258 -3939
Number:
Recovery
Plan Name
Recovery
Plan Action
Status
Prowess
ess
Last updated: April 11, 2013
ECOS Home Contact Us
U.S. Fish and Wildlife Service Home Page j Department of the Interior I USA.gov +
About the U.S. Fish and Wildlife Service I Accessibility I Privacy I Notices I Disclaimer FOIA
Recovery
Plan
Stage

35' S4' 19"
Soil Map — Randolph Courv% North Carolina
(US, A -SOIL SURVEY NOVAMELT)
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00 W30 5mpw 589290 588320 588350 589380 589410 589440 589470
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589200 30 M60 589290 589320 58450 589380 589410 589440 589470
a MepScale 11,390 If printed anA size (8S "z11")sheet
N 0 15 30 SO 90 stare
A Feet
0 50 100 200 300
USDA Natural Resources
Conservation Setvioe
Web Soil Survey
National Cooperative Soil Survey
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4/10/2013
Page 1 of 3
35" 54 19"
35" 54' 13"
1
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a MepScale 11,390 If printed anA size (8S "z11")sheet
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A Feet
0 50 100 200 300
USDA Natural Resources
Conservation Setvioe
Web Soil Survey
National Cooperative Soil Survey
b
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4/10/2013
Page 1 of 3
35" 54 19"
35" 54' 13"

Soil Map — Randolph County, North Carolina
(USDA -SOIL SURVEY NOVAMELT)
MAP LEGEND
MAP INFORMATION
Area of Interest (AOQ
4Z very Stony spot
Map Scale: 1:1,390 if printed on A size (8.5" x 11") sheet.
E]
Area of Interest (AOQ
Wet spot
The soil surveys that comprise your AOI were mapped at 1:24,000.
Soil
Other
F--j
Soil Map Units
Warning: Soil Map may not be valid at this scale.
Special
point Features
special Una r- assures
na F
Enlargement of maps beyond the scale of mapping can cause
V
Blowout
misunderstanding of the detail of mapping and accuracy of soil line
Short Steep Slope
placement. The maps do not show the small areas of contrasting
®
�
soils that could have been shown at a more detailed scale.
Other
Clay Spof t
Clay s o
Political Features
Please rely on the bar scale on each map sheet for accurate map
4
Closed Depression
® Close
measurements.
X
Gravel Pit
Water Features
Source of Map: Natural Resources Conservation Service
..
Gravely Spot
,.,� Streams and Canals
Web Soil Surrey URL: httpJ /websoilsurvey.nres.usda.gov
Coordinate System: UTM Zone 17N NAD83
®
Landfill
Transportation
+�-►. Rails
This product is generated from the USDA -NRCS certified data as of
A.
Lava Flow
the version date(s) listed below.
,J&
Marsh or swamp
�/ Interstate Highways
Soil Survey Area: Randolph County, North Carolina
R
Mine or Quany
US Routes
Survey Area Data: Version 18, Jul 12, 2012
O
Miscellaneous Water
ti Malor Roads
Date(s) aerial images were photographed: 6/15/2006
p
Perennial Water
/v Local Roads
The orthophoto or other base map on which the soil lines were
complied and digitized probably differs from the background
v
Rock Outcrop
imagery displayed on these maps. As a result, some minor shifting
+
Saline Spot
of map unit boundaries may be evident.
..
Sandy Spot
.E-,
Severely Eroded Spot
p
Sinkhole
Slide or Slip
0
Sodic Spot
a
Spoil Area
Q
Stony Spot
USDA Natural Resources Web Soil Survey 4/10 /2013
Conservation Service National Cooperative Soil Survey Page 2 of 3

Sal Map - Randolph County, North Carolina USDA-SOIL SURVEY NOVAMELT
Map Unit Legend
Randolph County, North Carolina (NC151)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
MkC
Meddenburg -Urban land complex, 2 to 10
percent slopes
1.4
19.6%
WPC
Wilkes - Poindexter- Wynott complex, 8 to 15
percent slopes
2.1
30.3%
WzB
Wynott- Wilkes- Poindexter complex, 2 to 8
percent slopes
3.6
60.1%
Totals for Area of Interest
7.1
100.0%
Natural Resources Web Soil Survey 4/1012013
Conservation Service National Cooperative Soil Survey Page 3 of 3

NC ONEMAP DATA EXPLORER
Find Data Add External Service Choose BaseMap Feedback Help
200 m
1000 R
- 80.0234, 35.9081
V11

sl
1 \
LIMITS OF /
-WS ANCE
(T __l
19g
r
-:w
\� 'NERDY DISS11aAT0
SILT FENCE W� DAMS \
TYP 1 \
a
'r/
4
IMPACT W -1
NOVAMELT
CONTRACTOR SHALL FOLLOW ALL APPROVALS AND
CONSTRUCTION SEQUENCE ON APPROVED CONSTRUCTION PLANS
5638 UWHARREE RD.
DURING DISTURBANCE.
WETLANDS DISTURBANCE CONSTRUCTION SEQUENCE:
CITY OF TRINITY
RANDOLPH COUNTY - NORTH CAROLINA
1. THE CONTRACTOR SHALL INSTALL SILT FENCE WITH RIP -RAP
NORTH CAROLINA
STONE OUTLETS PRIOR TO INSTALLING FILL.
2. AS FILL IS BEING INSTALLED. THE BERM SHALL BE
JOB NUMBER 2012 -054
INSTALLED AND MAINTAINED TO DIVERT DISTURBED AREA TO
THE POND. BERM SHALL BE ADJUSTED AS FILL IS INSTALLED
AND ENSURE THAT ONLY THE LOWER PART OF THE FILL SLOPE
owmmb
IS DIRECTED TO THE SILT FENCE W/RIP -RAP OUTLETS.
C/OJIM AUM. PRESMT
3. CONTINUE WITH POND INSTALLATION. GROUND COVER
5808 UwHAMIE ROAD
SHALL BE ESTABLISHED WITHIN 14 DAYS OF DISTURBANCE ON
ARCHDAU� NC 27263
(3) 4M-9541
ALL SLOPES.
4. INSPECT AND MAINTAIN EROSION CONTROL DEVICES UNTIL
SITE HAS BEEN STABILIZED AND REMOVAL FROM EROSION
INSPECTOR HAS BEEN GRANTED. 30'
20' 10' 0 30p 60'
Zan
mommommic-___
SCALE: 1 " = 30'
sl
1 \
LIMITS OF /
-WS ANCE
(T __l
19g
r
-:w
\� 'NERDY DISS11aAT0
SILT FENCE W� DAMS \
TYP 1 \
a
'r/
4

FLOOD CERTIFICATION
The undersigned hereby certifies to the best of his knowledge and
�vdd belief the location of the subject property has been checked against NOVAMELT
\\ area HUD /FIA maps and information provided by the Department of
�L,NS .CREPE Housing and Urban Development and finds that: 5638 UWHARRIE RD.
view DR CITY OF TRINITY
o r, ( The subject property is located in a SPECIAL FLOOD RANDOLPH COUNTY — NORTH CAROLINA
� o � HAZARD AREA as determined by HUD /FIA flood map.
NORTH CAROLINA
W J c <� W The subject property is not located in a SPECIAL FLOOD
� a HAZARD AREA as determined by HUD /FIA flood map
3 !� m FIRM MAP PANEL 3710770800J DATED JAN 2, 2008. JOB NUMBER 2012 -054
The subject property is located in on area which has OWNER:
A not been mapped as to flood areas by HUD /FIA. NOVAMELT
60' 30' 0 60' 120' 180' C/O JIM AUBER, PRESIDENT
NENDENHA L RD >a
� 5608 UWHARRIE ROAD
�3 ARCHDALE, NC 27263
""CrVDENNAL �� SCALE: 1 al = 60' (336) 434 -9541
�---ZZe_ PG 71
/
SS
12N.' � µ�w '*,> J � /
S I to T 581 9d' RIM- 11. �
L VICINITY MAP I' s / f NVER 6
NOT TO SCALE I / 8 _
15 �- o DISCI �9
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LEGEND O IRON PIN (FOUND) s MANHOLE SANITARY SEWER)
PROPERTY LINE • IRON PIN (SET) MANHOLE STORM DRAIN
ADJOINERS
• MANHOLE (WATER) a an Delineation urvey or
RIGHT -OF -WAY � UMENT CONCRETE MON ® YARD INLET
FENCE LINE N/F NOW OR FORMERLY 0 CURB INLET NOVAMELT
— P — P — P — P — P — OVERHEAD POWER LINES YI YARD INLET © TRANSFORMER BOX 56 38 UWHARRIE RD .
— T — T — T — T — T — AT &T UNDERGROUND CABLE CI CURB INLET p TELEPHONE PEDESTAL
EASEMENT P 0 B. POINT OF BEGINNING 0 WATER METER
MINIMUM BUILDING LINE • POWER POLE ® CABLE PEDESTAL
CURB & GUTTER ¢ LIGHT POLE W GAS METER
STORM SEWER CA DRAINAGE DITCH weep WEAN OUT Qe WATER VALVE �
CITY OF TRINITY
/� RANDOLPH COUNTY, NORTH CAROLINA
\ \ \ \ \ \ \ \ cqO \ \ \ / i' 4 APRIL, 2013
100' 0 100 , 200'
SCALE: 1 " = 20'
Sheet 2 of 2
�`� \ \ , \ \ \ \ /
This certifies that this plat accurately depicts the
\ 6� P \ \ 9 / / boundary of the jurisdiction of Section 404 of the Clean
\ \ \ s \ \ \ \ Water Act as determined by the undersigned on this
\ \ \ \ \
published \ ` / I / date. Unless there is a change in the law or our
regulations, this determination of Section 404
` / y P 9
\ \ N �13M + .F' q \ \ \ \ \ \ ` /' jurisdiction may be relied upon for a period not to
Q
/ exceed five years from this date. This determination
1 QNt1�113 �` y ` \� 2 \ \ \ \ \ — / 1 was made utilizing ,the 1987 Corps of Engineers Wetlands
° y 3\ Delineation Manual.'
E
I N �
�83 \ \ \ \
— — — — Name y97. SP . q
(Title) , q y
_ -----------------------------------
N 76. (Dote) - - - - --
9.3-3�L3 - - , 2 - 1 \` — — — — — — — — — — — — — — — — — — — — — — — — — — - - --
L23. yL2 . y . L. . . . W . .. �7.6��
, L27 y y �\ N 8!' -25'-0 3� I
n-Y �� nl� 8., yS °84`t38w04'" 24.3 V �T !� —}�J ES B STEPHENS, certify that this is not a boundary
y 9 ur y, boundary information shown hereon taken from property records.
n \ ^ /Z~ \ 8� • -' -�' Fla in delineating wetlands as denoted b the Corps of Engineers was field
i� ^ L 30 9 d y P 9
��'� � b= 2� � .a �� ^y ��_ � 15.63' \� Flo ed and plotted hereon.
�� �>7 - \ �b �b b a a �\ J1 T \1Ni ess my hand and seal thi day o 2013.
_ n' 2 =„�° CARD
c— 7g,P I \ O i \nl ' ` .2�•��OE SS 0�.9 � Professional Land rveyor
�i O \ \ SEAL
L -3348 _
!4b g ;' L -3348
{ Registration Number 3
cc
'161 fell O
Line Bearing Distance Line Bearing Distance Line Bearing Distance JAMESTOWN ENGINEERING GROUP, INC.,
L1 N 87 °- 22' -49' W 15.87' L13 S 72 °- 29' -57' W 6.78' L25 S 83 °- 49' -37' E 9.47'
L2 N 70 °- 51' -08' W 11.17' L14 S 14 °- 25' -15' W 6.08' L26 S 83 °- 59' -16' E 11.41' CONSULTING ENGINEERS
L3 N 86 °- 40' -25' W 15.65' L15 S 4 °- 05' -17' E 5.53' L27 S 83 °- 36' -44' E 12,55'
L4 N 76 °- 04' -16' W 12.27' L16 S 15 °- 10' -35' E 13.39' L28 S 84 °- 47' -08' E 9.51' 117 EAST MAIN STREET o
L5 N 62 °- 47' -04' W 5.82' L17 S 86 °- 23' -08' E 10.49' L29 S 79 °- 02' -26' E 10.87' P.O. BOX 365 `V
L6 N 73 °- 50' -23' W 9.45' L18 S 56 °- 13' -42' E 9.69' L30 S 83e- 13' -04' E 12.87' JAMESTOWN, N.C. 27282 C14 L7 N 59 °- 30' -22' W 10.55' L19 S 53 °- 55' -10' E 8.29' L31 N 35'-54'-55' E 5.00' r C''
L8 N 55 °- 12' -11' W 6.07' L20 S 69 °- 08' -21' E 9.24' Telephone [phone] N
L9 N 61 °- 52' -13' W 7.77' L21 S 22 °- 10' -07' E 3.53' C -0626
L10 N 51 °- 03' -55' W 11.66' L22 S 84 °- 46' -12' E 6.95'
L11 N 36 °- 27' -45' W 7,28' L23 S 84 °- 25' -52' E 16.14' Job No. 2012 -054
L12 N 55 °- 31' -10' W 6.65'

JAMESTOWN ENGINEERING GROUP, INC.
CIVIL ENGINEERS & SURVEYORS
LAND PLANNING - MUNICIPAL CONSULTING
/�E inc. 117 East Main Street - P.O. Box 365 - Jamestown, N.C. 27282
Telephone [phone] Fax [phone]
www jamestownengineering.com
May 2, 2013
20130473
Re: Novamelt
Randolph County, NC
404/401 PCN
Novamelt Americas, LLC
JEG Job No. 2012 -054
NC DENR
Division of Water Quality
401 Wetland Unit
1650 Mail Service Center
Raleigh, NC 27699 -1650
To Whom It May Concern:
"A.
With regard to the referenced site, and on behalf of Novamelt Americas, LLC, we have
enclosed five copies of the Pre - Construction Notification Application for Nationwide
Permit 39 for your review and approval. The site is to be developed for industrial use. We
have attached copies of the USGS Topography Map and Randolph County Soils Map for
this area, an overall impact map, a vicinity map, $240 review fee, and enlarged specific
impact maps. Also enclosed are three copies of Stormwater Management Plan and
related materials.
We have minimized impacts to the maximum extent practical while still allowing for fire
access to the buildings as desired by the City of Trinity for public safety and service.
If there are any questions or additional information required, please call.
CCP /cp
Enclosures
Yours very truly,
JAMESTOWN ENGINEERING GROUP, INC.
" 7Z /�' ('�?'
Thomas R. (Rich) Glover, Jr., PE

20130473
STORMWATER MANAGEMNET PLAN
HYDRAULIC CALCULATIONS
FOR
NOVAMELT
PROJECT:
2012 -054
APRIL, 2013
•'�•�N �ARp
¢ss .yy
27 5
S �j�13
CCLg .�Nvp�
MAY 3 ?.013
69AR - wATEx uXrnr
JAMESTOWN ENGINEERING CROUP, INC.
117 EAST MAIN STREET P. 0. BOX 365
JAMESTOWN, NC 27282
(336) 886 -5523
C — 0626

Stormwater Narrative
Summary
Novamelt is expanding their current facility to include a 12,000 SF office/lab and 48,126 SF of
warehouse space. All proposed impervious and the vast majority of the existing untreated
impervious areas, will drain to the on -site wet detention pond. The overall Stormwater Plan will
conform to the City of Trinity Stormwater Ordinance.
Wet Detention Pond
The wet detention pond will protect 51.7% of the impervious area (3.0 AC out of 5.8 AC) on site.
The pond is designed to treat the first inch of rainfall runoff from a storm event. The pond has
been sized to handle 4.0 AC of drainage area and treat 3.0 AC of impervious area. The principal
spillway for the pond discharges into vegetated filter. Included with this stormwater package is
pond routing for 1 -year 24 -hour, 10 -yer, and 100 -year storm events.

JAMESTOWN ENGINEERING GROUP, INC.
117 E. MAIN STREET
JAMESTOWN, NC 27282
WATER QUALITY POND
I. GENERAL
A. DE9IGi CRITERIA
DESIGN I9 SUED UPON CITY OF TRINITY S7 TER GUIDHLINES
FOR HATER QUALITY AND FLOOD CONTROL.
S. SITE INFORMATION
THE PROPOSED 8178 19 LOCATED WITHIN THE UNIWRRIE GENERAL MATERSHED
GENERAL SITS DATA 19 LISTED BELON,
BITE AREA
4
OPP -SITS AREA
0.00
TOTAL SITE AREA
4.00
OPP -SITE DRAINAGE AREA
0.00
SITE DRAINAGE AREA
4
DISTURBED AREA
4
6 UNITS PROPOSED (SINGLE FAMILY)
0
IMPERVIOUS AREA SP /LIMIT ( SINGLE FAMILY)
3000
IMPERVIOUS AREA (SINGLE PAN
0.00
IMPERVIOUS AREA (MULTI- PAN
0.00
UNITS (TOTAL)
0.00
STREETS, 9IDENALRB, BUILDIN
3.00
Ot AWAC Wr LOT a .00 AC
0.00
TOTAL
3.00
t BUILT UPON (FOR SITE DRAINAGE AREA)
75.00t
t BUILT UPON IPOR TOTAL SITS AREA)
75.00t
DU /ACRB (BITS)
0.0
C. NET POND INFORMATION /RBOUIREME TTS
VOIAM RBOUIRSMENT9 OP POND 1
75.Ot IMPERVIOUS a 3.5 Lt
2.661 OP DRAINAGE AREA
POOL SURFACE AREA REQUIRED .027 x
4.00 x 43560 ■
4635 SP
1/0 PERM BED STORAGE .125 x
4.00 x 3630 ■
le15 CP
• 1/2 TEMP SW STORAGE .000 x
4.00 x 3630
0 C9
TOTALOSDINSITT STORAGE VOLUME REQUIRED
1015 CP
RUNOPP VOLUME 0 3.0 x Rv x DA
where Rv ■ 0.05 i 0.009 (I)
TEMPORARY VOLUME ■ 1.0 to
x 0.73 x 4.00 ■
10527 CP

D. METHOD OF ANALYSIS
INFLOW NYDROGRAPHSz
PEAR INPLOMSs
POND ROUTINGS
II POND 11 DESIGN
A. INP[AW HYDROGRAPHS
1. PRE- DEVBI.OPBMENT
OFP -BITE AREA
(41/4 ACC LOTS)
ON -BITE AREA
(UNIMPROVED)
SMALL WATERSHED METHOD
RATIONAL. METHOD
REGRESSION ANALYSIS FOR STAGE STORAGE RELATIONSHIP
0.00 ACRES
C.
4.00 ACRES
C.
4.0 ACRES C.
0.35
0.34
0.34
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LBNOTH
TIME
SHEET FLOW .5 fps 200 ft
400 sec
CHANNEL FUN 0.0 fps 400 ft
SO Dec
450 sec
Te a 7.5 min
PEAL( FLOW Q ■ CIA
I(2) 0 3.6 in /hr
1(10) 5.0 in /hr
1(100) 8.0 in /hr
O(t) • 5.0 CPO
0(10) 0 0.1 CPS
QUM • 11.2 cps
2. POST- DEVELOPEMENT
OFF -BITE AREA
(41/4 AC LOTS) 0 ACRES
C.
0.35
ON -BITE AREA 75.001k IMPERVIOUS
IMPERVIOUS 3.00 ACRES
C.
0.95
LAMM 1.00 ACRES
0.35
BITE DRAINAGE AREA AVERAGE
0.80
COMPOSITE 4.0 ACRES
C.
0.80
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LKNOTH
TINS
MOW PLON 5 fps 100 ft
200 sec
CHANNEL PLOW 0.0 fps 700 ft
68 Bee
200 sec
Tc a 4.0 min
PEAK PLO" 0 • CIA
L(2) a 3.6 in /hr
I(10) 5.8 in /hr
I(100). 8.0 in/hr
Q(2) 11.5 CPS
0(10) a 18.6 CPS
0(300) 25.6 CPS
DEPTH OF RUNOFF
1 -YEAR 24 -HOUR PRECIPATION (P) 0
2.00 in
10 -YEAR 6 -HOUR PRSCIPATION (P) •
3.71 in
100 -YEAR 6 -HOUR PRECIPATION (P) •
4.93 in
Cy o
03
B • (1000 /CN) -10 a
2.05 in
RUNOFF OEM (00) a (P -0.2 x 9)'2 /(P+0.8
x S) •
1.29 in 2 -YEAR 6 -HOUR RUNOFF DEPTH
RUNOFF DEPTH (0*) • lP -0.2 x S)'2 /(P+0.8
x 8) •
2.04 in 30 -YEAR 6 -HOUR RUNOFF DEPTH
RUNOFF DEPTH(Q•) - (P -0.2 x 8)'2/(Pr0.8
x B) •
3.11 in 100 -YEAR 6 -HOUR RUNOFF DEPTH
TIME OT PEAK a RUNOFF VOLUME /(1.39 x Q
2 -YRAR
19.46 min
TINS OT PEAK • RUNOFF VOLUME/(1.39 x Q
10 -YEAR
19.10 min
TIME OT PEAK o RUNOFF VOLUNS /(1.39 x 0
100 -YEAR
21.16 min

S. ESTIMATE STORAGE
AVERAGE • 10.383
1.036
ASSUME SEDIMENT STORAGE ELEVATION
v 792.0
SEDIMENT STORAGE VOLUME
PBRMANwr . 1026
CP
1. S . (Q(Poat)- Q(Pre)) • TP
• 796.00
SURFACE AREA PROVIDED
a 7352
SP
PERMANENT MATER QUALITY VOLUME
• 19420
CP
a . 1863 CP
. 797.50
TEMPORARY MATER QUALITY VOLUME
. 13279
CP
ASSUME EMERGENCY SPILLWAY ELEVATION
. 799.00
2. POND ELEVATIONS /AREA/VOUM
. 792.0
3. REGRESSION ANALYSIS SUMMARY OUTPUT
PERFORMED ON TART 9
ENTRIES
where
b•l sum( 1n18)• lal L))- 1/ a• eum( ln( E)►• auml). n( 8)))/( eum (ln(Ll'2)- 1 /a•(avmlla(E►))"2)
b. 1.85
CUMULATIVE
a. 6.99
PERM SID STORAGE RBQ'D
R'2- (sum(ln(Z)•la(9))- n•ln(L) In (8)_)'2 /((sum(ln(a)'2)-
1815
CP
1815
CP
Ka -e'a
TEMP STORAGE RBQ'D
Ks- 1081
0
CP
1815
CP
BSTIKRTED STAGE STORAGE
1063
CP
3678
CP
A881AE POND INVERT (EOTTOM OF FORD)
. 791.0
SEDIMENT STORAGE REQUIRED
1815
CP
MATER QUALITY SURFACE AREA REQUIRED
4635
8P
SIDIMwff
SEDIMENT
ACCUMAIATED
L
Z
STORAGE
STORAGE
am AREA
VOLUME
VOLUME
STAGE
In 9
In I
eat
SLEV
CP
791.00 2290
0
0
0.0
0.00
791.70
1826
792.00 2933
2609
2609
1.0
7.067
0.000
1.61
792.00
793.00 3634
3277
5886
2.0
0.680
0.593
2.50
794.00 4401
4011
9898
3.0
9.200
1.099
3.31
795.00 5235
4812
14710
4.0
9.596
1.386
4.10
795.50 5676
2727
17437
4.5
9.766
1.504
4.49
796.00 7264
3227
20664
5.0
9.936
1.609
4.93
796.50 9027
4064
24728
5.5
10.116
1.705
5.43
797.00 9509
4653
29382
6.0
10.205
1.792
5.96
790.00 10762
10170
39551
7.0
10.505
1.946
7.00
799.00 11997
11374
50925
0.0
10.830
2.079
0.02
600.00 13293
12639
63565
9.0
11.060
2.197
9.04
801.00 14645
13964
77528
10.0
11.258
2.303
10.06
792.00 1826
1015 CP REQUIRED
a
4635 SP REQUIRED
10527 CP REQUIRED
RISOR
AVERAGE • 10.383
1.036
ASSUME SEDIMENT STORAGE ELEVATION
v 792.0
SEDIMENT STORAGE VOLUME
PBRMANwr . 1026
CP
ASSUME ORIFICE Bf.EVATIOM
• 796.00
SURFACE AREA PROVIDED
a 7352
SP
PERMANENT MATER QUALITY VOLUME
• 19420
CP
ASSUME VISOR ELEVATION
. 797.50
TEMPORARY MATER QUALITY VOLUME
. 13279
CP
ASSUME EMERGENCY SPILLWAY ELEVATION
. 799.00
ASSUME BARREL. INVERT ELEVATION
. 792.0
3. REGRESSION ANALYSIS SUMMARY OUTPUT
PERFORMED ON TART 9
ENTRIES
where
b•l sum( 1n18)• lal L))- 1/ a• eum( ln( E)►• auml). n( 8)))/( eum (ln(Ll'2)- 1 /a•(avmlla(E►))"2)
b. 1.85
a.l /a•snmlla(8)!- b /n•aum(ln(L))
a. 6.99
R'2- (sum(ln(Z)•la(9))- n•ln(L) In (8)_)'2 /((sum(ln(a)'2)-
n•In(Z): 2)- (sum(In19) 2)- n•ln(e)_ 2)
R'2. 1.00
Ka -e'a
Ks- 1081
792.00 1826
1015 CP REQUIRED
a
4635 SP REQUIRED
10527 CP REQUIRED
RISOR

C. OUTLET STRUCTURES
1. PRINCIPLE SPILLWAY
INVERT 9MATION
.
792.0
ASSUME RISOR ELEVATION
.
797.5
SOLVE FOR ROUGH RISOR 9198
0
6.1 CPO
DIAKSM (in).0.12/(Cw•(H'3/2)•3.14159)
ROUGH DIAMETER o
16
in
SOLVE FOR ROUGH BARREL 8IT6
DIAIETER(in). (014/(3.14159 *Cd *(2 *9 *h)'.S)'.5
ROUGH DIAMETER .
11
in
ASSUME RISOR VIA
•
24 in
24
ASSUME BARREL VIA
.
14 in
15
ASSUME ORIFICE PLATE VIA
.
10 in
14
2. EMERGENCY SPILLWAY
SOLVE FOR WEIR LENGTH
USE h.
1.0
ft
ASSUME SPILLWAY 9LBV
. 799.0
Im0 /(Cw*h'3 /2)
where 0(100)
. 25.6
cfe
RISOR 0 0 9M
797.50
s 5.8
cis
EMERGzWcY SPILLWAY Q
• 19.8
cfe
WEIR LOTH (ft)
• 7
ft
100 -YEAR N.W.L.
. 798.98
TOP OF DAN
. 801.0
WEIR ORIFICE,
ORIPICB
PRINCIPAL EMERGENCY
TOTAL
BLEU
RISOR BARREL
RISOR
SPILLWAY SPILLWAY
OUTPLON
797.5
0.0 S.8
0.0
0.0
0.0
0.0
797.7
1.9 5.9
6.8
1.9
0.0
1.9
797.9
S.2 6.0
9.6
5.2
0.0
5.2
798.1
9.6 6.1
11.7
6.1
0.0
6.1
798.3
14.8 6.3
13.5
6.3
0.0
6.3
798.5
20.7 6.4
15.1
6.4
0.0
6.4
798.7
27.3 6.5
16.6
6.5
0.0
6.5
798.9
34.3 6.6
17.9
6.6
0.0
6.6
799.1
42.0 6.7
19.1
6.7
0.9
7.6
799.3
50.1 6.8
20.3
6.8
4.9
11.7
799.5
58.6 6.9
21.4
6.9
30.6
17.5
799.7
67.7 7.0
22.4
7.0
17.6
24.6
799.9
77.1 7.1
23.4
7.1
2S.6
32.7
000.1
86.9 7.2
24.4
7.2
34.6
41.8
ALLOWABLE OUTFLOW
. 8.1
CFO

. D. ROUTING 2. 10 6 100 YEAR POST- DEVELOPBKENT BTORN TNRV POND
1. INPUT DATA FOR 1 -YEAR STORM
0(2)
11.5
TP
19.46
TINS INCREMENT
2.00 min
KO
1081
b
1.85
INVEST ELEVATION
791.00
ORIFICE ELEVATION
796.00
RIGOR ELEVATION
797.50
PERMANBMT STORAGE
34526
8K SPILLWAY RLEV
799.00
WEIR
ORIFICE
ORIFICE
PRINCIPAL
EKMGE 7CY
TOTAL
PREDEVELOPEN
TINE
INPIAN STORAGE
STAGS
RIGOR
BARREL
RIGOR
SPILLWAY
SPILLWAY
OUTFLOW
FLOW
0.00
0.0
21246
796.00
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.00
0.3
21264
7%.00
0.0
0.0
0.0
0.0
0.0
0.0
0.1
4.00
1.2
21352
796.01
0.0
0.0
0.0
0.0
0.0
0.0
0.5
6.00
2.5
21571
796.04
0.0
0.0
0.0
0.0
0.0
0.0
1.1
8.00
4.2
21972
796.09
0.0
0.0
0.0
0.0
0.0
0.0
1.8
10.00
6.0
22403
796.17
0.0
0.0
0.0
0.0
0.0
0.0
2.6
12.00
7.8
23413
796.27
0.0
0.0
0.0
0.0
0.0
0.0
3.4
14.00
9.4
24440
796.39
0.0
0.0
0.0
0.0
0.0
0.0
4.1
16.00
10.6
2S653
796.54
0.0
0.0
0.0
0.0
0.0
0.0
4.7
18.00
11.4
26973
796.69
0.0
0.0
0.0
0.0
0.0
0.0
5.0
20.00
11.5
20345
796.84
0.0
0.0
0.0
0.0
0.0
0.0
5.0
22.00
11.0
29697
796.99
0.0
0.0
0.0
0.0
0.0
0.0
4.8
24.00
10.0
30962
797.13
0.0
0.0
0.0
0.0
0.0
0.0
4.4
26.00
0.0
32092
797.25
0.0
0.0
0.0
0.0
0.0
0.0
3.8
20.00
7.7
33082
797.35
0.0
0.0
0.0
0.0
0.0
0.0
3.4
30.00
6.7
33948
797.44
0.0
0.0
0.0
0.0
0.0
0.0
2.9
32.00
S.9
34702
797.52
0.0
5.8
2.0
0.0
0.0
0.0
2.6
34.00
5.2
35333
797.58
0.5
5.0
4.3
0.5
0.0
0.5
2.3
36.00
4.5
35025
797.63
1.0
5.9
5.5
1.0
0.0
1.0
2.0
38.00
3.9
36188
797.67
1.4
5.9
6.2
1.4
0.0
1.4
1.7
40.00
3.5
36442
797.69
1.0
5.9
6.6
1.0
0.0
1.0
1.5
42.00
3.0
36607
797.71
2.0
S.9
6.9
2.0
0.0
2.0
1.3
44.00
2.6
36701
797.72
2.1
S.9
7.1
2.1
0.0
2.1
1.2
46.00
2.3
36741
797.72
2.2
S.9
7.1
2.2
0.0
2.2
1.0
40.00
2.0
36741
797.72
2.2
5.9
7.1
2.2
0.0
2.2
0.9
50.00
1.8
36711
797.72
2.1
S.9
7.1
2.1
0.0
2.1
0.8
52.00
1.5
36659
797.71
2.1
S.9
7.0
2.1
0.0
2.1
0.7
54.00
1.4
36592
797.71
2.0
5.9
6.9
2.0
0.0
2.0
0.6
56.00
1.2
36516
797.70
1.9
S.9
6.8
1.9
0.0
1.9
O.S
58.00
1.0
36434
797.69
1.7
S.9
6.6
1.7
0.0
1.7
0.5
60.00
0.9
36349
797.68
1.6
5.9
6.5
1.6
0.0
1.6
0.4
62.00
0.8
36262
797.67
1.5
5.9
6.3
1.S
0.0
1.5
0.3
64.00
0.7
36177
797.67
1.4
5.9
6.2
1.4
0.0
1.4
0.3
66.00
0.6
36092
797.66
1.3
5.9
6.0
1.3
0.0
1.3
0.3
60.00
0.5
36011
797.65
1.2
5.9
5.9
1.2
0.0
1.2
0.2
70.00
0.9
35932
797.64
1.1
5.9
5.7
1.1
0.0
1.1
0.2
72.00
0.4
3SOS7
797.63
1.0
5.9
S.9
1.0
0.0
1.0
0.2
74.00
0.4
35785
797.63
0.9
5.9
S.4
0.9
0.0
0.9
0.2
76.00
0.3
35717
797.62
0.9
5.9
4.2
0.9
0.0
0.9
0.1
78.00
0.3
35653
797.61
0.8
S.9
S.1
0.8
0.0
0.0
0.1
00.00
0.2
35591
797.61
0.7
5.9
5.0
0.7
0.0
0.7
0.1
82.00
0.2
35534
797.60
0.7
5.9
4.8
0.7
0.0
0.7
0.1
04.00
0.2
39480
797.60
0.6
5.9
4.7
0.6
0.0
0.6
0.1
PEAK INFIAW
a 11.5 CPS
PEAK OUTFLOW
2.2 CPS
PEAK ALLONABLS OUTFLOW
S.0 CP8
PEAK BLSV
. 797.72
PEAK STORAGE
a 36741 CP

2. INPUT DATA FOR 10•YEM STORK
Q(10)
19
TV
19.10
min
TIME INCREMEIT
2.00
min
Ke
1081
b
1.85
INVERT ELEVATION
791.00
ORIPICE ELEVATION
796.00
RISOR ELEVATION
797.50
PBRKANEWT STORAGE
21246
BW SPILLWAY ELEV
799.00
TIME
INPIAN STORAGE
STAGE
"SIR
ORIFICE
ORIFICE
PRINCIPAL
BKBRGBNCY
TOTAL
RISOR
BARREL
RISOR
SPILLWAY
SPILLWAY
OUTPIAX
0.00
0.0
21246
796.00
0.0
0.0
0.0
0.0
0.0
0.0
2.00
0.5
21276
796.00
0.0
0.0
0.0
0.0
0.0
0.0
4.00
1.9
21422
796.02
0.0
0.0
0.0
0.0
0.0
0.0
6.00
4.2
21788
796.07
0.0
0.0
0.0
0.0
0.0
0.0
8.00
6.9
22454
796.15
0.0
0.0
0.0
0.0
0.0
0.0
10.00
10.0
23468
796.28
0.0
0.0
0.0
0.0
0.0
0.0
12.00
12.9
24841
796.44
0.0
0.0
0.0
0.0
0.0
0.0
14.00
15.5
26545
796.64
0.0
0.0
0.0
0.0
0.0
0.0
16.00
17.4
28516
796.86
0.0
0.0
0.0
0.0
0.0
0.0
18.00
19.4
30663
797.10
0.0
0.0
0.0
0.0
0.0
0.0
20.00
18.5
32075
797.33
0.0
0.0
0.0
0.0
0.0
0.0
22.00
17.5
35021
797.55
0.2
5.8
3.4
0.2
0.0
0.2
24.00
15.7
36861
797.73
2.3
5.9
7.3
2.3
0.0
2.3
26.00
13.7
38212
797.87
4.6
6.0
9.2
4.6
0.0
4.6
28.00
12.0
39116
797.95
6.3
6.1
10.2
6.1
0.0
6.1
30.00
10.5
39733
798.01
7.6
6.1
10.8
6.1
0.0
6.1
32.00
9.1
40175
798.OS
0.6
6.1
11.3
6.1
0.0
6.1
34.00
8.0
40465
798.00
9.2
6.1
11.5
6.1
0.0
6.1
36.00
7.0
40623
798.10
9.6
6.1
11.7
6.1
0.0
6.1
38.00
6.1
40667
798.10
9.7
6.1
11.7
6.1
0.0
6.1
40.00
5.3
40612
796.10
9.5
6.1
11.7
6.1
0.0
6.1
42.00
4.6
40470
798.08
9.2
6.1
11.5
6.1
0.0
6.1
44.00
4.0
40254
798.06
8.7
6.1
11.3
6.1
0.0
6.1
46.00
3.S
39973
798.04
8.1
6.1
11.1
6.1
0.0
6.1
40.00
3.1
39637
798.00
7.4
6.1
10.7
6.1
0.0
6.1
50.00
2.7
39252
797.97
6.6
6.1
10.3
6.1
0.0
6.1
52.00
2.3
38842
797.93
5.8
6.0
9.9
S.8
0.0
S.8
54.00
2.0
30445
797.69
5.0
6.0
9.4
5.0
0.0
5.0
56.00
1.8
36116
797.06
4.4
6.0
9.0
4.4
0.0
4.4
58.00
1.6
37818
797.63
3.9
6.0
8.7
3.9
0.0
3.9
60.00
1.4
37553
797.80
3.4
6.0
0.3
3.4
0.0
3.4
62.00
1.2
37316
797.78
3.1
6.0
0.0
3.1
0.0
3.1
64.00
1.0
37103
797.76
2.7
5.9
7.7
2.7
0.0
2.7
66.00
0.9
36911
797.74
2.4
5.9
7.4
2.4
0.0
2.4
60.00
0.0
36737
797.72
2.2
5.9
7.1
2.2
0.0
2.2
70.00
0.7
36579
797.71
1.9
5.9
6.9
1.9
0.0
1.9
72.00
0.6
36436
797.69
1.7
5.9
6.6
1.7
0.0
1.7
74.00
0.5
36304
797.60
1.6
S.9
6.4
1.6
0.0
1.6
76.00
0.5
36184
797.67
1.4
5.9
6.2
1.4
0.0
1.4
78.00
0.4
36074
797.66
1.3
S.9
6.0
1.3
0.0
1.3
60.00
0.3
35973
797.65
1.2
5.9
S.0
1.2
0.0
1.2
82.00
0.3
39800
797.64
1.0
5.9
5.6
1.0
0.0
1.0
84.00
0.3
35795
797.63
0.9
5.9
5.4
0.9
0.0
0.9
06.00
0.2
35716
797.62
0.9
5.9
5.2
0.9
0.0
0.9
88.00
0.2
35643
797.61
0.0
5.9
5.1
0.0
0.0
0.0
PEAR INFLOW
o
18.96 CFS
PEAR OUTFLOW a
6.15 CPS
PEAK ALLOWABLB 0Unll II
0.12 CPS
PEAR SLEW,
o
790.10
PEAK STORAGE a
40667 CF

3. INPUT DATA FOR 100 -YEAR STORM
0(100)
26
TV
21.16
min
TIME INCRSN3NT
2.00
min
KS
tool
b
1.85
INVERT ELEVATION
791.00
ORIFICE ELEVATION
796.00
RIGOR ELEVATION
797.50
PSRMMBNP STORAGE
23246
SK SPILLWAY SLSV
799.00
TINS
INFLOW STORAGE
STAGS
WEIR
ORIFICE
ORIFICE
PRINCIPAL
EMERGENCY
TOTAL
RIGOR
BARREL.
RIGOR
SPILLWAY
SPILLWAY
OUTFLOW
0.00
0.0
21246
796.00
0.0
0.0
0.0
0.0
0.0
0.0
2.00
0.4
21280
796.00
0.0
0.0
0.0
0.0
0.0
0.0
4.00
2.2
21445
796.03
0.0
0.0
0.0
0.0
0.0
0.0
6.00
4.8
21062
796.08
0.0
0.0
0.0
0.0
0.0
0.0
8.00
8.0
22628
796.17
0.0
0.0
0.0
0.0
0.0
0.0
10.00
11.7
23812
796.32
0.0
0.0
0.0
0.0
0.0
0.0
12.00
15.5
25443
786.51
0.0
0.0
0.0
0.0
0.0
0.0
14.00
19.0
27513
796.79
0.0
0.0
0.0
0.0
0.0
0.0
16.00
22.0
29977
797.02
0.0
0.0
0.0
0.0
0.0
0.0
18.00
24.2
32751
797.32
0.0
0.0
0.0
0.0
0.0
0.0
20.00
25.4
35680
797.62
0.8
5.9
5.2
0.0
0.0
0.8
22.00
25.5
38390
797.88
4.9
6.0
9.4
4.9
0.0
4.9
24.00
24.5
40724
798.11
9.8
6.1
11.8
6.1
0.0
6.1
26.00
22.4
42794
798.30
14.8
6.3
13.5
6.3
0.0
6.3
28.00
19.9
44577
790.46
19.6
6.3
14.8
6.3
0.0
6.3
30.00
17.6
46059
798.60
23.8
6.4
15.6
6.4
0.0
6.4
32.00
15.6
47274
798.70
27.4
6.5
16.6
6.9
0.0
6.5
34.00
13.8
40252
798.79
30.3
6.5
17.2
6.5
0.0
6.5
36.00
12.2
49023
798.86
32.7
6.5
17.6
6.6
0.0
6.6
38.00
10.8
49610
798.91
34.6
6.6
17.9
6.6
0.0
6.6
40.00
9.5
50035
798.94
35.9
5.6
18.2
6.6
0.0
6.6
42.00
8.4
50317
798.97
36.8
6.6
18.3
6.6
0.0
6.6
44.00
7.4
50474
798.98
37.4
6.6
18.4
6.6
0.0
6.6
46.00
6.6
50521
798.98
37.5
6.6
18.4
6.6
0.0
6.6
49.00
5.8
50470
798.98
37.3
6.6
18.4
6.6
0.0
6.6
50.00
5.1
50334
798.97
36.9
6.6
18.3
6.6
0.0
6.6
52.00
4.6
50122
798.95
36.2
6.6
16.2
6.6
0.0
6.6
54.00
4.0
49645
798.93
35.3
6.6
18.1
6.6
0.0
6.6
56.00
3.6
49910
798.90
34.3
6.6
17.9
6.6
0.0
6.6
58.00
3.1
49124
798.66
33.0
6.6
17.7
6.6
0.0
6.6
60.00
2.8
48694
798.63
31.7
6.5
17.4
6.5
0.0
6.5
62.00
2.5
48225
798.79
30.3
6.5
17.2
6.5
0.0
6.5
64.00
2.2
47722
790.74
26.7
6.5
16.9
6.5
0.0
6.5
66.00
1.9
47190
798.70
27.1
6.5
16.5
6.5
0.0
6.5
68.00
1.7
46633
798.65
25.5
6.4
16.2
6.4
0.0
6.4
70.00
1.5
46054
798.59
23.8
6.4
15.8
6.4
0.0
6.4
72.00
1.3
45456
798.54
22.0
6.4
15.4
6.4
0.0
6.4
74.00
1.2
44842
798.49
20.3
6.4
15.0
6.4
0.0
6.4
76.00
1.0
44214
790.43
18.6
6.3
14.6
6.3
0.0
6.3
78.00
0.9
43574
798.37
16.9
6.3
14.1
6.3
0.0
6.3
80.00
0.8
42925
798.31
15.2
6.3
13.6
6.3
0.0
6.3
82.00
0.7
42267
798.25
13.5
6.2
12.1
6.2
0.0
6.2
84.00
0.6
41603
798.19
11.9
6.2
12.6
6.2
0.0
6.2
06.00
0.6
40934
798.13
10.3
6.2
12.0
6.2
0.0
6.2
80.00
0.9
40261
798.06
0.8
6.1
11.3
6.1
0.0
6.1
90.00
0.4
39504
798.00
7.3
6.1
10.7
6.1
0.0
6.1
92.00
0.4
38913
797.93
5.9
6.1
10.0
5.9
0.0
5.9
94.00
0.3
38314
797.08
4.8
6.0
9.3
4.8
0.0
4.8
96.00
0.3
37831
797.63
3.9
6.0
8.7
3.9
0.0
3.9
98.00
0.3
37436
797.79
3.2
6.0
8.2
3.2
0.0
3.2
PSAK INPLOM
a
25.60 CPS
PEAK OUTFLOW
.
6.62 CPS
PRAK BLEV
a
798.98
PEAK STORAGE -
50521 CP

B. ORIFICE ROLE
4 -DAY RBLBABE
NUMBER OF ROLES 2
AVEME SURFACE AREA BSS3
8P
DRTMION OEtrl'H 1.50
PT
a o 0.419 /t *A *(h)'.S
a . 1.87 80 IN
d . 1.09 IN
1 1116 in
8 -DAY RELEASE
NUMBER OF 100186 2
AVSRAOS SURFACE AREA 8853
8F
DETENTION DEPIH 1.50
Pr
a . 0.415 /t *A•Ih)".S
a . 0.94 80 IN
d . 0.77 IN
0 12/16 in
AVE d o 0.93 IN
0 15/16 111
F. MDTATION OF RIBOR
VOIAME OF RIGOR
ASSUME INVERT BLEV .
792.0
ASSUME RIBOR BLEU a
797.5
RI80R DIANN = .
24
in
V . 3.14159•r'2•h
V . 17.3 CP
VOLUM OF BARREL
ASSUME LENGTH a
15.00
ft
BARREL DIAMETER .
15
is
V . 3.14159•r'29L
V 18.4 CP
TOTAL VOLUME
o
3S.7
CP
CONCRETE REQ'D
DISPLACED WATER
o
2227
1E
WEIGHT OF CORCRRTE (BOUTANT)
.
87.60
LE /CP
CONCRETE RSQ'D
o
28.4
CP
RIBOR AREA
.
3.1
8P
CONCRETE REO'D
.
8.1
LF
ADD 15% SAFETY FACTOR
o
9.3
LF
29.2 OF

SUMMARY
TOP OF DAM
801.0
100 -YEAR NIGH WATER
799.0
10 -YEAR HIGH WATER
798.1
S03ROUM SPILLWAY BLEV
799.0
RISOR RLEV
797.50
ORIFICB RLBV
7%.00
INVBR7 BLEV
792.0
SEDIMENT STORAGE REWIRED
1815 CP
SEDIMENT STORAGE PROVIDED
1026 CP
SURFACE AREA REQUIRED
463S OF
SURPACS AREA PROVIDED
7352 SP
RI80R DIAMETER
24 in
BARREL DIAMETER
15 in
ORIPICR PLATE DIAtCIIER
10 in
ORIFICE ROLE A /DIAMETER
2 a 1.09 in
MBIR LENGTH
7 ft

Permit No.
(robe provided by O WO)
A TA4 G
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required items Chest (Ped tin must be printed, filled out and submitted along w7M all of the required information.
I. PROJECT INFORMATION
Project name NOVAMELT
Contact person Jim Auber
Phone number 336-434 -9541
Date 4/10/2013
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area, post -development
% impervious
Design rainfall depth
Storage Volume: Non•SAWaters
Minimum volume required
Volume provided
Storage Volume: SA Waters
15' runoff volume
Pre- development 1 -yr. 24-hr runoff
Post - development 1 -yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the tyr 24hr storm peak flow required?
1 -yr, 24-hr rainfall depth
Rational C, pre - development
Rational C, post -development
Rainfall intensity: l -yr, 24 -hr storm
Pre-development 1 -yr, 24-hr peak flow
Post -development 1 -yr, 24 -hr peak flow
Pre/Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the pens. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 1011 vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stared above the state - required temp. pool]
Elevation of the top of the additional volume
174,240 f?
130,660 f?
75.00%
1.0 in
10,527 e
13,279 f? OK, volume provided is equal to or in excess of volume
required.
to
ft
to
ft
y (Y or N)
�Jf�ll'f�
0.35 (unifless)
0.80 (unitiess)
3.60lnlhr OK
5.00 ft'lsec
11.50 fetsec
6.50 ftelsec
797.50 fmsl
796.00 fmsl
796.00 fmsl
796.50 Imsl
795.50 fmsl Data not needed for calculation option #1, but OK if provided.
792.00 fmsl
791.00 fmsl Data not needed for calculation option #1, but OK If provided.
1.00 It
y (Y or N)
fmsl
Form SW401 -Wat Detention Basin- Rev.941r18112 Parts 1.8 11 Design Summary. Page 1 of

II, DESIGN INFORMATION
Surface Areas
Area, temporary pool 7,352 fP
Area REQUIRED, permanent pool 4,635 fe
SAIDA ratio 2.66 (unitless)
Area PROVIDED, permanent pool, 4w,jod 7,352 fig OK
Area, bottom of 10ft vegetated shelf, Ak_de 3,351 ff
Area, sediment deanout, top elevation (bottom of pond), �,,, , 792 If
Volumes
Volume, temporary pool 13,219 fly OK
Volume, permanent pool, l�,,�D,,, 19,420 ft
Volume, forebay (sum of forebays if more than one forebay) 4,080 ft
Forebay % of permanent pool volume 21.0%% OK
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10.2b)
Volume, permanent pool, I"
Area provided, permanent pool,
Average depth calculated
Average depth used in SAIDA. tL, (Round to nearest 0.511)
Calculation option 2 used? (See Figure 10.2b)
Area provided, permanent pool, lwm_pw
Area, bottom of 10ft vegetated shelf, "
Area, sediment deanout, top elevation (bottom of pond), ,
85 %
N (YorN)
Y (YorN)
2.66 (unitless)
Y (Y or N)
19,420 ff
7,352 ft`
3.50 ft OK
3.5 ft OK
N (Y or N)
7,352 I?
3,351 ft`
792 f?
'Depth' (distance blw bottom of 10ft shelf and top of sediment) 3.50 it
Average depth calculated 3.50 ft
Average depth used In SAIDA, d,,, (Round to down to nearest 0.511) 3.5 ft
Drawdown Calculations
Drawdown through orft?
Diameter of orifice (d circular)
Area of orifice (ifnon-drrwlar)
Coefficient of discharge (Co)
Driving head (F6)
Drawdown through weir?
Weir type
Coefficient of discharge (C,)
Length of weir (L)
Driving head (H)
Pre- development 1 -yr, 24-hr peak flow
Post-development 1 -yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width rata
Trash rack for overflow & orifice?
Freeboard provided
Vegetated titer provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
Y (YorN)
1.55 in
In'
0.60 (unilless)
1.50 ft
N (YorN)
(unitless)
(unitless)
It
ft
5.00 f? /sec
11.50 fte /sec
0.05 ft /sec
3.00 days
OK
OK
OK, draws down in 2 -5 days.
Permit No.
(to be provfdod by DWO)
3 :1
OK
10 :1
OK
10.0 ft
OK
3 :1
OK
F0—:1
OK
Y (YorN)
OK
1.0 ft
OK
Y (Y or M)
OK
N (Y or N)
Insufficient Recorded drainage easement required.
Y (Y or N)
OK
Shear gate on outlet structure
Form SW401 -Wet Detention Basin-Rev.94N8112 Parts I. a 11 Design Summary, Page 2 of 2

Pennit Number.
(to be provided by DWQ)
Drainage Area Number.
Wet Detention Basin 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 the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ❑ does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be *nkdu&ed to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must 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:
The entire BMP
Trash debris is present.
Remove the trash debris.
The perimeter of the wet
detention basin
Areas of bare soil and /or
erosive gullies have formed.
Regrade the soil if necessary to
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 a height of
long. I
approximately six inches.
Form SW401 -Wet Detention Basin O&M -Rev.4 Page 1 of 4

Permit Number.
(to be provided by DWQ)
Drainage Area Number.
BMP element:
Potential problem:
How I will remediate the problem:
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
Swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the Swale if necessary to
swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one -time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than s ra '
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
Form SW401 -Wet Detention Basin O &M -Rev.4 Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number.
BMP element:
Potential problem:
How I will remediate the problem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919 -733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 792 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 792 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(rill in the blanks)
Permanent Pool Elevation 796
Sediment Removal EN L7�L2 - - - - - - - - - Pe anen Pool -- Volume Sediment Removal Elevation 722 Volume
ottom E evati ft Min.
-------------------------------------- - :j�i
Sediment Bottom Elevation IU -ft
Storage
Storage
FOREBAY MAIN POND
Form SW401 -Wet Detention Basin O &M -Rev.4 Page 3 of 4

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: Novamelt
BMP drainage area number: 1
Print name: ) ALIL Ptdn'c4
Address: 5608 Uwharrie Road Archdale, NC 27263
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 the president.
I, /l an :5e llem , a Notary Public for the State of
N/n��- A d a h i x& , County of X , do hereby certify that
0-amo, yedi• ik g personally appeared before me this
day of A Q /3 , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires -7 Y&
Form SW401 -Wet Detention Basin O &M -Rev.4
Page 4 of 4

0
VICINITY MAP
1 " = 2000'
f\
SITE AND UTILITY NOTES (APPLIES TO ALL SHEETS):
GENERAL NOTES (APPLIES TO ALL SHEETS)
1. ALL WORK PERFORMED WITHIN THE UWHARRIE ROAD R/W
10. THE CONTRACTOR ciALL PROVIDE A TEMPORARY BARRIER .DURING CONSTRUCTION TO PREVENT
SHALL BE IN ACCORDANCE WITH NCDOT STANDARDS.
UNAUTHORIZED ACCESS TO CONSTRUCTION AREAS. THE BARRIER SHALL BE ORANGE
2. ALL SUB - GRADES SHALL BE APPROVED BY GEO- TECHNICAL
HIGH DENSITY POLYPROPYLENE MESH FENCING (4' HEIGHT).
PERSONNEL, AND PROOF ROLLED PRIOR TO PLACEMENT OF
11. THIS PLAN IS NOT A; SURVEY. THIS PLAN SHALL NOT BE USED FOR RECORDATION,
STONE BASE MATERIAL. SURFACE COARSE SHALL OVERLAP
SALES OR CONVEYAi `'ES,
EXISTING PAVEMENT AT TIES TO PROVIDE FOR SMOOTH TRANSITION.
PEDESTRIAN R U S SI
12. THERE SHALL BE NO DESIGNATED O ?E / D EWALKS WITHIN THE SITE
(SEE PAVING REQUIREMENTS)
WHICH EXCEED A 5% SLOPE IN THE DIRECTION ON TRAVEL AND A 2% CROSS-SLOPE.
3. FINISHED ASPHALT PAVEMENT AND CONCRETE SHOULD BE
13. ALL FILL MATERIAL 'WITHIN THE LIMITS OF THE CURB & GUTTER WILL BE PLACED IN
COMPLETED SO THAT NO PONDING OCCURS. IF PONDING DOES
ACCORDANCE WITH -1E GEO --TECH ENGINEER RECOMMENDATIONS TO A MINIMUM
957o STANDARD PROC-1011 MAX, DENSITY. PRIOR TO PLACEMENT OF CABC BASE COURSE,
OCCUR, THE OWNER HAS THE RIGHT TO REQUIRE REMOVAL
A PROOF ROLL WILL BE PROVIDED AND COORDINATED BY THE CONTRACTOR WITH THE OWNER'S
AND REPLACEMENT.
GEO• -TECH ENGINEER:., MATERIAL WILL BE.REMOVED/REPLACED AT NO COST TO THE OWNER AS
4. CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING
DIRECTED BY THE G,,KINER'S GEO -TECH ENGINEER.
APPLICABLE UTILITY LOCATION COMPANIES TO PROVIDE UTILITY
14. THE LOCATIONS IND::�..ATED FOR WATER AND SEWER TO ENTER THE BUILDING ARE
LOCATIONS PRIOR TO ANY CONSTRUCTION ACTIVITIES.
APPROXIMATE. THE CONTRACTOR SHALL REFER TO PLUMBING PLANS FOR THE EXACT LOCATION
5. BOUNDARY INFORMATION SHOWN TAKEN FROM DEEDS AND LIMITED
OF TIE -IN OR EXTENSION INTO THE BUILDING.
FIELD WORK. THIS IS NOT A SURVEY.
15. ALL WATER AND SE TER LINES SHALL BE INSTALLED WITH A MINIMUM COVER OF 48" TO THE TOP
6. ALL PARKING SHALL MEET ADA REQUIREMENTS.
OF THE PIPE.
7. NO ATTEMPT WAS MADE TO LOCATE ANY UNDERGROUND UTILITIES.
16. ALL SEWER SERVICE. LINES SHALL BE 4' PVC SCH 40 PIPE AND PROVIDED WITH CLEAN OUT
ASSEMBLIES AS RECIJIRED BY THE PLUMBING CODE..
S. THE LOCATION OF THE EX. 8" WL IS APPROXIMATE. CONTRACTOR
17• BACKFLOW PREVENTS)RS SHALL BE REDUCED PRESSURE PRINCIPLE DEVICES (RPZ)
SHALL VERIFY THE LOCATION OF EX. WL. PRIOR TO CONSTRUCTION
CONFORMING TO AWWA 506, AND APPROVED BY THE FOUNDATION FOR CROSS
ACTIVITIES ALONG UWHARRIE RD.
CONNECTION CONTRrL AND HYDRAULIC RESEARCH, USC, AND. THE CITY OF ARCHDALE.
9. SEWER AND WATER SERVICES TO THE BUILDING SHALL BE INSTALLED
THE RPZ VALVES SHALL BE PROVIDED IN A HEATED, ABOVE GROUND ENCLOSURES.
PER LOCAL PLUMBING CODES. SEE ARCHITECTURAL PLANS FOR
18. ALL UTILITIES SHALL. BE LOCATED UNDERGROUND.
DETAILS AND EXACT LOCATIONS.
PAVEMENT SCHEDULE
8" x 6" TAPPING C 0' MIN. -#
SLEEVE AND -- "
EI 6" RPZ FOC RISER
VAL P
LIGHT DUTY ASPHALT PAVEMENT' 2" S9.5A (SEE NOTE 8 ) I
8" CABO (100%)
6 X 6 TEE
HEAVY DUTY ASPHALT PAVEMENT: 1.5" S9.5A
2.5" 119.0B
8" CABC (100%) 6� " HYD. ASSEM.
CONCRETE PAVEMENT 7" 3500 PSI CONCRETE
4" CABC (100%
(SEE REINFORCING &
JOINT LAYOUT BY OTHERS) I
® POLE
1 li
101
11;0 1 8" R DOF LEADER
9i it Z
o
I G j�
v .
l II rrr ��
co
ARD
-� LET 1
I
It
7, 1
EXISTING WALL
11 i� i NEW TANIK
STORAGE AREA
(
APPROXIMATE
LOCATION OF
PERMANENT FENCE
LIMITS OF
PHASE 1
rr w
6' SIDEWALK
CO SERVICE
'EE NOTE 9
:%.j
GENERAL NOTES (APPLIES TO ALL SHEETS)
i ,N
1.
It shall be the General Contractor's responsibility to establish cut and fill quantities necessary to provide the final grades indicated on these plans. r GATE ACCES:;
2 -STORY
Fill material not available at the site shall be provided by the General Contractor at no additional cost to the owner. Furthermore, the
r G1 #10
Al
General Contractor, by way of establishing a contract price for site grading, nas acknowledged that he is aware of the
'
BAR
DISCH.
limited subsurface information and available fill material necessary to complete the work, and that his established
FES 5
35' HEIGHT
o <, \
contract price is sufficient to ensure the proper completion of the project c -d conditions which may affect the work, including but not
<lp
restricted to those bearing upon transportation, disposal, handling and storoa.e of materials; water tables or similar conditions at the site;
availability of labor, water, electric power, roads, and uncertainties of weather; and the character of equipment and facilities needed
J} L11
preliminary to and during proceedings of the Work. Any failure by the Contractor to acquaint himself with these facts will not relieve him
,
'
from responsibility for estimating properly the difficulty or cost of successf0y performing the work. The Owner assumes no responsibility
for any conclusions or interpretations made by the Contractor on the basis of the information, if any, made available by the Owner.
I
2.
The Contractor shall be responsible for any damage to gas or water pipes, public or private sewers, drains or culverts, railroad or traffic
V.2 - '
signal cables, telephone or power conduits, or other structures. When utility lines that are to be removed are encountered within the area
I
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� � •�, 1 •sf <
of operations, the Contractor shall notify the Owner's representative In ample time for the necessary measures to be taken to prevent
. t b 4e y a^� , . � it
interruption of the services. Reasonable care has been exercised in showing the location of existing utilities on the plans. The exact
l F Q ,G _
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location of such utilities is not known in all cases. The Contractor shall explore the area ahead of the grading operation by observations,
' C #9
electronic devices, and by personal contacts with utility companies, and loco's such utilities in advance of the trenching or grading
19 2 R -'19'�
operations, and shall conduct his work so as to eliminate or minimize damage to the existing structures or utilities.
FES #4 TYP TY
3.
Vertical and horizontal reference points provided on these plans are intended to establish base lines for locating the principal components
'
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of the Work. From this information the Contractors shall develop and make all detailed surveys needed for construction of all types.
\
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LI '• DUTY
Costs associated with the provision of construction lay -out shall be included in the contract price for the related work. In no case sho�N 06
7' 33" E
PA RENT
F •
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information provided on the plans relieve the Contractor from his responsibility of providing building locations and dimensions as C
223.88' I
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indicated on the architectural plans. The Contractor shall carefully preserve bench marks, reference points and stakes and, in case of willful
t
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or careless destruction, shall be charged with the resulting expense and shat. be responsible for any mistake that may be caused by their
=224.00') N
to
unnecessary loss or disturbance. (PB �00 PG 71) u o
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The General Contractor shall be responsible for the provision and routine
m
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maintenance of erosion control devices, either indicated or required by Divisi•un of Land Resources Personnel, necessary to comply with the
4'
,
Pollution Control Act of 1973 and amendments thereto. An fines resulting from the improper provision or maintenance
Sedimentation Y 9
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EX. SSMH
of required devices shall be burdened by the General Contractor.
�
� _
i.
The General Contractor shall be responsible for conformance with all current local, state, and OSHA safety codes during all phases of the
00
CL INVERT= 786.07'
work. Contract prices established for the work shall include casts as soc•oted with the provision of safety equipment, and personnel necessyry
K
P•
1
to complete the work, including but not limited to, trench bracing, and perssnnel licensed by OSHA as competent for evaluating soil stabfli y.
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installation for the sanitary sewer ties shall con: orm to City of Archdale standards. Water line tops shall cant rrri
All materials and method of ns Y Y
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to Davidson Water standards.
4'
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EXISTING
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SERVICE TAP 20.4' T
O' 1
(SEE NOTE 8)
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1 WATER
� �
METER (SEE
NOTE 9)
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PAVEMENT SCHEDULE
8" x 6" TAPPING C 0' MIN. -#
SLEEVE AND -- "
EI 6" RPZ FOC RISER
VAL P
LIGHT DUTY ASPHALT PAVEMENT' 2" S9.5A (SEE NOTE 8 ) I
8" CABO (100%)
6 X 6 TEE
HEAVY DUTY ASPHALT PAVEMENT: 1.5" S9.5A
2.5" 119.0B
8" CABC (100%) 6� " HYD. ASSEM.
CONCRETE PAVEMENT 7" 3500 PSI CONCRETE
4" CABC (100%
(SEE REINFORCING &
JOINT LAYOUT BY OTHERS) I
® POLE
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11;0 1 8" R DOF LEADER
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EXISTING WALL
11 i� i NEW TANIK
STORAGE AREA
(
APPROXIMATE
LOCATION OF
PERMANENT FENCE
LIMITS OF
PHASE 1
rr w
6' SIDEWALK
CO SERVICE
'EE NOTE 9
:%.j
PHASE 2
RIM = 811.2'
OFFICE /LAB
�.
2 -STORY
< .
18,000 SF
Al
FF 817.93
1 \
(OFFICE 8,000 SF)
DISCH.
(LAB 4,000 SF)
FES 5
35' HEIGHT
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HANDICAP SIGNS
EXISTING
FACILITY
(19,000 SF)
FF= 817.93'
-- I _
N 87'10'2 "
97.65)
100 PG 1)
01
SITE DATA...�....�
EXISTING ZONING = M -1
D.B. 1773 -1183 F.B. 100 -71
TAX PARCEL 7708153714
SITE AREA = 5.8 Ac. +/-
PARKING REQUIRED = 44 (MIN.)
OFFICE= 32 (1/250 SF)
WAREHOUSE (8 EMPLOYEES) = 6 (2/3 EMP.)
LAB (8 EMPLOYEES) = 6 (2/3 EMP.)
PARKING PROVIDED = 44 SPACES (2 HANDICAP)
WATERSUPPLY WATERSHED: UWHARRIE GWA
DISTURBED AREA = 4.2 Ac. +/-
SOIL TYPE: WYNOTT-WILKES- POINDEXTER, MECKLENBURG
AVERAGE SLOPE: 790.
DISTANCE TO FLOODWAY: 600 LFf
PROPOSED ISA THIS PROJECT:. 1.38 AC.
,MAXIMUM BUILDING HEIGHT: 50'
6" CO SERVICE
(SEE NOTE 9)
i
1
1
1 EXISTING FENCE
1 (TO BE REMOVED)
1 (T` P -)
1
1
1
1
,ff
EXISTING WALL
n
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(( �� EXISTING
t( PARING /LOADING
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'il (TO REMAIN)
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EI
e POLE 220 '� r? S ---
�I (- OT
LINE
INCL DED IN ARKI G C LINT f
' NEW PROPERTY I
(-°-N 85`18' 38" W
1244,55'.(TOTAL)) (PB 100 PG 71)
WAREHOUSE
PHASE 2
24,063 S.F.
FF 817.93
DMH#
WAREHOUSE
PHASE 3
24,063 S.F.
FF 817.93
THIS IS NOT A SURVEY. NOT FOR RECORD, SALES, OR CONVEYANCE.
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OF I BEFORE YOU DIG!
A CALL 1- -800 -- 632 -4949
N.C. ONE --CALL CENTER
IT'S THE LAW!
30' 20' 10' 0 30' 60'
SCALE: 1 " 30'
VECO PLAN HOLDINGS CORP. OWNER:
PIN 7708163088
DB 1943, PG 1422 NOVAMELT
PB 100, PG 71 C/O JIM AUGER, PRESIDENT
ZONED M -1 GATE ACCESS 5608 UWHARRIE ROAD
FOR SEWER ARCHDALE, NC 27263
OUTFALL (336) 434 -9541
S83.i9'± EX. SSMH
° °4`
RIM = 811.2'
CL INVERT= 804.6'
6" CO \
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I RIM= 797.2'
"
INVERT IN= 787.53'
CL INVERT= 786.07'
r
i INVERT OUT= 785.95
BEGIN TURN DOWN
1
CURB & GUTTER
TURN DOWN2
& GUTTE b
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DMH #2
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•--N 87'1 _0' 52" E
L= 404.78
0Lf � PROPERTY (PB 100 PG 71) L 13t
(PB 1
NEW FENCE IN VICINITY OF v 1 I
TEMP. SEDIMENT BASIN TO t
BE INSTALLED ONCE
TEMPORARY SEDIMENT TRAP
HAS BEEN FILLED IN v
298.7'+
,y r----- T-- --____ -
-
P N 7708059304,1 1
DB 1775, PG 15$5
PB 64, ZONED M-1
-68
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TIE FENCED '
EX. GATE i.1 °'
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By Revision
' PROJECT NUMBER.
1 2012 -054
v
DATE
MARCH 2013
Sheet:
C -1

12"
"I
VICINITY M"
1 " = 2000'
ALUMINUM BARS
0 4" 0.(
ANTI-VORTEX PLATE
42" DIA.
C.A.P.
TRASH RACK
STAINLESS Sl
SLOTS IN ANTI-VORTEX PLATES
24" C.A.P. RISER ARE USED TO POSITION THE TRASH
RACK ON THE RISER PIPE
-TRASH RACK DETAIL
NOT TO SCALE
BOUYANCY CALCULATIONS
RISOR 2
(6.7')
) ?T = 21.0 FT. 3
BARREL 2
(15.01)( 12-) = 18.4 FT.
= 39.4 FT.
FORCE OF H2O = (39.4 FT. ) (62.4 lb./FT 3) = 2461 lb.
CONCRETE = 2461 lb. = 28.1 FT 3 => (+15% FOS) - 33 CF
(150-62.4) lb./FT 3
3
10,
SECTION EMERGENCY SPILLWAY
NOT TO SCALE
40'±
TOP DAM = 801 .0
�� TOP '"'"v' 'jw'
ELEV. = 799.0
CLASS I RIP-RAP
W/ FILTER FABRIC
PERMANENT POOL
LEVEL (796.0)
Gp 795.0
vG 0
C
,C)o
C RP-RAP BAFFLE
c;
SECTION: RIP-RAP FOREBAY DETAIL
NOT TO SCALE
WATERSHED PROTECTION
GENERAL NOTES
1. THE OWNER IS RESPONSIBLE FOR MAINTAINING THE COMPLETED
PERMANENT WET DETENTION POND AS DIRECTED BY 7.-E GOVERNMENTAL
OFFICE HAVING JURISDICTION FOR WATERSHED PROTE,:,'TION.
2. THE PERMANENT WET DETENTION POND SHALL HAVE FJLL DESIGN VOLUME
AVAILABLE PRIOR TO ANY ISSUANCE OF CERTIFICATES OF OCCUPANCY FOR THE
SITE AND/OR PRIOR TO ANY PLAT RECORDATION FOP, THE SITE. THIS MAY
REQUIRE THE CLEANOUT AND DISPOSAL OF SEDIMEN71 FROM THE POND.
3. THE CONTRACTOR SHALL SCHEDULE A PRECONSTRUC70N MEETING WITH DIVISION OF
LAND QUALITY WATERSHED ENGINEER WHEN THE PERMANENT WET DETENTION
POND SITE HAS BEEN CLEARED AND THE POND HAS BEEN FIELD STAKED.
4. FINAL APPROVAL OF INSTALLED RUNOFF CONTROL STRUCTURES WILL BE
REQUIRED AT FINALIZATION OF THE GRADING PERMIT OR AT ISSUANCE OF THE
FINAL BUILDING CERTIFICATE OF OCCUPANCY (COMPLIANCE), WHICHEVER COMES
LATER. ENGINEERING CERTIFICATION OF COMPLETION SHALL BE REQUIRED
PRIOR TO FINAL APPROVAL BY THE ENFORCEMENT OFFICER.
5. THE GOVERNMENT OFFICE HAVING JURISDICTION FOR WATERSHED PROTECTION
AND THEIR ASSIGNS HAVE RIGHT OF ACCESS TO THE PERMANENT WET DETENTION
POND(S) FOR INSPECTIONS AND MAINTENANCE ENFORCEMENT.
NOTE: 12' TOP WIDTH
42" TRASH RAG < C.A.P. = CORRUGATED ALUMINUM PIPE FINAL GRADE
- _5" FAIRCLOTH SKIMMER
W/ 4" SCHD 40 PVC BARREL 4" FINAL GRADE TOP OF DAM EL. 801.0
_
FLEXIBLE HOSE AND 4" STEEL NIPPLE _ -- 4% 3
CONNECTED TO 8" PLATE FILL
- - - - - - - - - - - - - - /MATERIAL 1 EMERGENCY SPILLWAY EL. 799.0
798.98 TOP OF RISER 3
APPROXIMATE 10 YR. H. W. L. IRL? P= .7 8.1 1 EL. = 797.50
EXISTING GRADE TEMP. W.Q AGE - 6" HOLES W/ APPROXIMATE
NORMAL POOL RIFICE TRASH GUARD EXISTING GRADE
ml
EL. = 796.0 @ EL = 796.0 7c .5
2 2�" 3 10' BENCH
4
PERMANENT WATER C.A.P.
QUALITY STORAGE 10" DIA. J!RmSOR.
ORIFICE PLATE
PERMANENT SEDIMENT 15" C.A.P. 15" C.A.P. W/ FLANGE JOINTS AND GASKETS 15" C.A.P.
S 0
S 0 AGE EL 792.0
SEDIMENT STORAGE FLANGED JOINT
KEYWAY
ZONE A
BOTTOM EL = 791.0
8" C.A.P. STUBBED OUT OF
RISER AT ELEV 792.50 WITH
REMOVABLE 8" ALUM. PLATE
WITH 4" THREADED HOLE TO
RECEIVE THE 4!' NIPPLE
8" SHEAR GATE TO BE
INSTALLED AT COMPLETION
OF CONSTRUCTION
WITH GASKET
STRUCTURE PREF\ABRICATED BARREL TO RISER
BOTTOM OM EL.
L (WATERTIGHT CONNECTION)
CIF CONCRETE POURED IN
790.5 BASE OF PREFABRICATED
OUTLET SECTION (5'x5'x2')
*ORIFICE TRASH GUARD SHALL BE
8" DIA. HALF ROUND C.A.P. 1 FOOT
IN LENGTH WITH OPEN TOP AND
BOTTOM WELDED/CENTERED ON
INVERT OF HOLE.
7
4 '- (SEE NOTE)
1- MIN.
5.0' X 5.0' CUT-OFF COLLAR
- 88 L.F. OF 15" C.A.P. @ 6.8%
WET DETENTION POND TYPICAL SECTION
NOT TO SCALE
MAINTENANCE REQUIREMENTS
DESCRIPTION
FREQUENCY
MAINTENANCE REQUIRED
CI#5
Quarters
As heeded
Inspect bank embankment for erosion
Quarterly
Repair as needed
Inspect pipe inlet and outlet areas for undercuttinqZ_erosion
Quarterly-
T P=811.60
Inspect trash- rack, principal and emergency spillways for trash, blockage
After large storms
Remove trash as necessary
Inspect structural Integrity of outflow device
Annualty ----T-Remove
INV !N=801.40,
Inspect sediment accumulation
Annually
when 50% of forebay capacity lost
5471 S.F.
SOIL TYPE: WYNOTT-WILKES-POINDEXTER, MECKLENBURG
INV/dUT=800.90
TEMP. W.Q. STORAGE REQ'D
METHOD OF PROTECTION: WET DETENTION
POND
= 13279 C.F.
10 YEAR H.W.L.
= 798.1
100 YEAR H.W.L.
= 798.98
TOP OF RISER
= 797.5
EMERGENCY SPILLWAY ELEV.
= 799.0
TOP OF DAM
801.0
cu
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\
116.0'
I , I
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EX. SSMH
_7
RIM=797.2'
46.86 LF 18"t
RC0,03.99%
z
INVERT IN=787.5-
:2
J
CL INVERT= 786.0
<
INVERT OUT=785.'
>
0
uj
z
x
BOB
n
4
M
5
(0
to
-796
9
'`k
00, 00
-791
DMH
co
OD 00 1
TOPi=810.5
40
INV IN=900 30
11 IV 6,uT=799.42
-j
,j
INC
T
RIP-RAP BAFFLE
COIR BAFFLES
INSTALLED DURING I
Cl 4STRU TION AND MAINTA N D
C'M101
JNTIL S IS STABILIZ
f i
5 FAIRCLO
KIMMM TO BE-,,,,
'TETHERM
TO
DA
794
N
796 A
C�D
-7-9-7
799 Jr
dM. SP IlwAy,
801
SAO
TOP OF DAM= 801.0
\15OB
-80
06
79�9-
zz_ NJ--
RIP-R _'�kPRON
AP�
-.,TH
LENG _-8
WIDTH54'-,,
.1 C3
-DEOTH-18"
-S -TONE' -SIZE-- CLASS
�190
30' LENGTH
EXCELSIOR. LINED
'SWALE\,
GRASS
MAINTENANCE REQUIREMENTS
DESCRIPTION
FREQUENCY
MAINTENANCE REQUIRED
Mow maintain buffer vegetation
Quarters
As heeded
Inspect bank embankment for erosion
Quarterly
Repair as needed
Inspect pipe inlet and outlet areas for undercuttinqZ_erosion
Quarterly-
Repair as needed
Inspect trash- rack, principal and emergency spillways for trash, blockage
After large storms
Remove trash as necessary
Inspect structural Integrity of outflow device
Annualty ----T-Remove
Repair as needed
Inspect sediment accumulation
Annually
when 50% of forebay capacity lost
DURING CONSTRUCTION, THE POND WILL FUNCTION AS A
TEMPORARY SEDIMENT BASIN FOR EROSION CONTROL. THE
REMOVABLE 8" PLATE SHALL REMAIN ATTACHED AND THE
FAIRCLOTH SKIMMER (OR APPROVED EQUAL) SHALL BE USED
TO DECANT/DRAIN THE BASIN. UPON STABILIZATION OF 7HE
SITE, ALL SEDIMENT SHALL BE REMOVED FROM THE BASIN AND
THE 8" PLATE AND THE SKIMMER SHALL BE REMOVED. THE
CONTRACTOR SHALL INSTALL THE 8" SHEAR GATE ON THE
AFLANGE TO ALLOW FOR THE POND TO DRAIN.
/' -Wit UA I A-
EXISTING ZONING = M-1
D.B. 1773-1183 P.B. 100-71
TAX PARCEL 7708153714
SITE AREA = 5.8 Ac.+/-
PARKING REQUIRED = 30 (MIN.)
OFFICE= 34 (1/250 SF)
WAREHOUSE (8 EMPLOYEES) . 6 (2/3 EMP.)
PARKING PROVIDED = 44 SPACES (2 HANDICAP)
WATERSUPPLY WATERSHED: UWHARRIE GWA
DISTURBED AREA = 4.2 Ac.+/-
SOIL TYPE: WYNOTT-WILKES-POINDEXTER, MECKLENBURG
AVERAGE SLOPE: 77*
DISTANCE TO FLOODWAY. 600 LF1
PROPOSED ISA THIS PROJECT. 1.38 AC.
WATERSHED DATA
SUNANAAR"r
POND DRAINAGE AREA: 4.0 AC.
WATERSHED: UWHARRIE WATERSHED
791,0
CLASSIFICATION: GENERAL WATERSHED
-i
PROPOSED IMPERVIOUS SURFACE
792.0
STREETS & SIDEWALKS
= 0 AC
BUILDINGS & DRIVEWAYS
= 2.15 AC
EXISTING IMP, AREA
= 0.85 AC.
TOTAL
= 3.0 AC
PROPOSED % IMPERVIOUS (DRAINAGE
AREA) = 75.0%
DISTURBED AREA = 4.2± AC
5471 S.F.
SOIL TYPE: WYNOTT-WILKES-POINDEXTER, MECKLENBURG
DISTANCE TO FLOODWAY = 600' ±
TEMP. W.Q. STORAGE REQ'D
METHOD OF PROTECTION: WET DETENTION
POND
7�
RIP-RAP APRON
LENGTH = 8'
WIDTH = 4'
DEPTH = 18"
STONE SIZE = CLASS B
INV=786.0
NOTE:
OWNER SHALL PROVIDE SOILS ENGINEER TO
APPROVE SUBGRADE AND KEYWAY PRIOR TO
ANY FILL MATERIAL BEING PLACED. ALL
FILL MATERIAL AND COMPACTION WILL ALSO
BE MONITORED BY SOILS ENGINEER TO BE
PROVIDED BY OWNER.
OWNER:
NOVAMELT
C/O JIM AUGER, PRESIDENT
5608 UWHARRIE ROAD
ARCHDALE, NC 27263
[phone]
"NOTES:
1. ALL WORK PERFORMED WITHIN THE UWHARRIE ROAD R/W
SHALL BE IN ACCORDANCE WITH NCDOT STANDARDS.
2. ALL SUB-GRADES SHALL BE APPROVED BY GEO-TECHNICAL
PERSONNEL, AND PROOF ROLLED PRIOR TO PLACEMENT OF
STONE BASE MATERIAL. SURFACE COARSE SHALL OVERLAP
EXISTING PAVEMENT AT TIES TO PROVIDE FOR SMOOTH TRANSITION.
(SEE PAVING REQUIREMENTS)
3. FINISHED ASPHALT PAVEMENT AND CONCRETE SHOULD BE
COMPLETED SO THAT NO PONDING OCCURS. IF PONDING DOES
OCCUR, THE OWNER HAS THE RIGHT TO REQUIRE REMOVAL
AND REPLACEMENT.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING
APPLICABLE UTILITY LOCATION COMPANIES TO PROVIDE UTILITY
LOCATIONS PRIOR TO ANY CONSTRUCTION ACTIVITIES.
5. BOUNDARY INFORMATION SHOWN TAKEN FROM DEEDS AND LIMITED
FIELD WORK. THIS IS NOT A SURVEY.
6. ALL PARKING SHALL MEET ADA REQUIREMENTS.
�7. NO ATTEMPT WAS MADE TO LOCATE ANY UNDERGROUND UTILITIES.
DANA DESIGN DATA
SUNANAAR"r
ca
BOTTOM ELEV.
791,0
TOP PERMANENT
-i
SEDIMENT STORAGE ZONE =
792.0
SEDIMENT STORAGE REQ'D =
1815 C.F.
SEDIMENT STORAGE PROVIDED =
1826 C.F.
NORMAL POOL ELEV. =
796.0
NORMAL POOL DEPTH =
4.0'
TEMP. W.Q. STORAGE ELEV. =
797.5
SURFACE AREA REQ'D =
5471 S.F.
SURFACE AREA PRV`D =
7352 S.F.
TEMP. W.Q. STORAGE REQ'D
= 10527 C.F.
TEMP. W.Q. STORAGE PROVIDED
= 13279 C.F.
10 YEAR H.W.L.
= 798.1
100 YEAR H.W.L.
= 798.98
TOP OF RISER
= 797.5
EMERGENCY SPILLWAY ELEV.
= 799.0
TOP OF DAM
801.0
20 • 20' 4• '
MMMM"
SCALE: 1 20'
ENGINEER'S CERTIFICATION OF RUNOFF CONTROL
I CERTIFY THAT THIS PLAN WILL CONTROL RUNOFF IN COMPLIANCE WITH THE
CITY OF TRINITY STORMWATER GUIDELINES FOR WATER QUALITY AND FLOOD
CONTROL, AND THAT THE RUNOFF CONTROL MEASURES SHOWN ON THIS PLAN MEET OR
EXCEED THE GUIDELINES OF THE SAME STORMWATER GUIDELINES FOR WATER QUALITY
AND FLOOD CONTROL
CARO
- '**
P.E. SEAL ,
SEAL z
SIGNATURE 27465
DATE Its
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PROJECT NUMBER
2012-054
Sheet:
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1 " = 2000'
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MENDEN 41 �V�
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CONSTRUCTION SEQUENCE
NOTE: THE OWNER SHALL PROVIDE FOR CONSTRUCTION INSPECTIONS AND RECORDS
REQUIRED BY THE NATIONAL POLLUTION DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT.
THE CONTRACTOR SHALL PROVIDE FOR DEVICE MAINTENANCE /REPAIR RECOMMENDED
DURING THE NPDES PERMIT INSPECTIONS, AND PROVIDE A RAIN GAUGE AND DOCUMENT
INSPECTION TUBE ON SITE.
- OBTAIN GRADING PERMIT AND COPIES OF ALL APPLICABLE PERMITS FROM OTHER RE',4EWING AGENCIES.
- FLAGGING OF ALL THE CONSTRUCTION /DENUDED LIMITS AND ANY OTHER
BUFFERS SHALL BE PERFORMED PRIOR TO THE PRECONSTRUCTION MEETING. THE
CONTRACTOR IS TO STAY WITHIN THE LIMITS OF CONSTRUCTION. ANY NEED TO
CROSS THIS LIMIT LINE WILL NEED TO BE BROUGHT TO THE ATTENTION OF THE
ENGINEER PRIOR TO ANY CROSS OVER. THE CLEARING LIMITS MUST BE FLAGGED FOP
EACH PHASE PRIOR TO THE PRECONSTRUCTION MEETING IN ORDER TO PREVENT
ACCIDENTAL ENTRY OUTSIDE THE CLEARING LIMITS.
- ATTEND PRE - CONSTRUCTION MEETING ON SITE WITH THE OWNER AND
WITH ALL CONTRACTORS INVOLVED WITH LAND DISTURBANCE PRIOR CONSTRUCTION
ACTIVITIES FOR EACH PHASE OF CONSTRUCTION.
PHASE 1 CONSTRUCTION
1. CLEAR AREAS NECESSARY FOR THE INSTALLATION OF PIPE SEGMENT FES#3 TO
FES #4, AND CONSTRUCTION ENTRANCE.
2. INSTALL GI #10 TO FES #4 AND CONSTRUCTION ENTRANCE.
3. CLEAR AREAS NECESSARY FOR THE INSTALLATION OF EROSION CONTROL DEVICES TO
BE INSTALLED DURING THE FIRST PHASE OF CONSTRUCTION.
4. INSTALL ALL REMAINING EROSION CONTROL DEVICES: EROSION CONTROL DEVICES AF'E TO
BE INSTALLED BASED ON DETAILS PROVIDED UNDER THE APPROVEi} PLANS, THE N.C. EROSION
AND SEDIMENT PLANNING AND DESIGN MANUAL, AND THE MOST CURRENT EDITION
OF THE N.C.D.O.T. "BEST MANAGEMENT PRACTICES FOR CONSTRUCTION AND
MAINTENANCE ACTIVITIES." ENSURE POSITIVE DRAINAGE EXISTS TO ALL DEVICES
ALONG DIVERSION BERMS. TOPSOIL SHALL BE UTILIZED IN THE SLOPES TO THE EXTENT
ALLOWED BY THE GEO -TECH ENGINEER OF RECORD.
5. ONCE EROSION CONTROL DEVICES HAVE BEEN INSTALLED, CLEAR ALL REMAINING AREAS
FOR PHASE 1 CONSTRUCTION.
6. GRADE SITE.
7. ONCE SITE IS GRADED, INSTALL UTILITIES TO SERVICE BUILDING AND CONSTRUCT
BUILDING AND PARKING LOT.
8. ALL EROSION CONTROL DEVICES ARE To REMAIN IN THE PLACE UNTIL THE
SITE IS PROPERLY STABILIZED WITH GROUND COVER. ALL UPSTREAM AREAS
MUST BE INITIALLY STABILIZED PRIOR TO REMOVAL OF EROSION CONTROL DEVICES.
9. INSTALL PERMANENT EROSION CONTROL DEVICES AND STABILIZE SITE. ONCE SITE
IS STABILIZED, CONTACT EROSION CONTROL INSPECTOR TO AUTHORIZE THE REMOVAL
OF TEMPORARY EROSION CONTROL DEVICES.
PHASE 2 CONSTRUCTION
NOTE: IF FILL IS TO BE INSTALLED IN THE PHASE 2 CONSTRUCTION AREA,
EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO FILL INSTALLATION.
1. CLEAR AREAS NECESSARY FOR THE INSTALLATION OF CONSTRUCTION ENTRANCE.
2. INSTALL CONSTRUCTION ENTRANCE.
3. CLEAR AREAS NECESSARY FOR THE INSTALLATION OF SEDIMENT BASIN #1 AND THE POND.
4. INSTALL SEDIMENT BASIN #1 AND THE POND.
5. CLEAR AREAS NECESSARY FOR THE INSTALLATION OF THE REMAINING EROSION
CONTROL DEVICES.
6. INSTALL ALL REMAINING EROSION CONTROL DEVICES. EROSION CONTROL DEVICES ARE TO
BE INSTALLED BASED ON DETAILS PROVIDED UNDER THE APPROVED PLANS, THE N.C. E? ?SION
AND SEDIMENT PLANNING AND DESIGN MANUAL, AND THE MOST CURRENT EDITION
OF THE N.C.D.O.T. "BEST MANAGEMENT PRACTICES FOR CONSTRUCTION AND
MAINTENANCE ACTIVITIES." ENSURE POSITIVE DRAINAGE EXISTS TO ALL DEVICES
ALONG DIVERSION BERMS, TOPSOIL SHALL BE UTILIZED IN THE SLOPES TO THE EXTENT
ALLOWED BY THE GEO -TECH ENGINEER OF RECORD.
6. ONCE EROSION CONTROL DEVICES HAVE BEEN INSTALLED, CLEAR ALL REMAINING AREAS
FOR PHASE 2 CONSTRUCTION.
7. GRADE SITE.
8. ONCE SITE IS GRADED, INSTALL UTILITIES TO SERVICE BUILDING AND CONSTRUCT
BUILDING, DRIVES, AND PARKING LOT.
- - e -a• ►�a► r- e ► we a- - -�
„ gal 4 • e -�a 4 e a- e • we; - • ► wa.
10. INSTALL PERMANENT EROSION CONTROL DEVICES AND STABILIZE SITE. ONCE SITE
IS STABILIZED, CONTACT EROSION CONTROL INSPECTOR TO AUTHORIZE THE REMOVAL
OF TEMPORARY EROSION CONTROL DEVICES.
GENERAL EROSION CONTROL NOTES:
1. Groundcover will be required on all denuded areas other than
perimeter dikes, swales, ditches and slopes steeper than 3:1
within fourteen (14) days) of completion of any phase of grading.
(effective August 3, 2011 -DENR General Permit NCGO10000). A
detailed explanation may be viewed at
http://portal.ncdenr.org/web/wq/ws/su/construction. Record
dates of providing groundcover.
2. Provide ground cover on all perimeter dikes, swales, ditches
and slopes steeper than 3:1 within seven (7) days (effective
August 3, 2011 -DENR General Permit NCG010000). It is the
building contractors responsibility to ensure that property line
swales have been re- established and drain to the road after sod
has been installed. A detailed explanation may be viewed at
http: / /portal.ncdenr.org /web /wq /ws /su /construction.
Any slope indicated steeper than 3 to 1 shall be covered with
excelsior matting to prevent erosion after seeding.
3. Erosion control devices are to be installed based on details
provided under the approved plans. The plans and details are
based on the NC Erosion and Sediment Planning and Design
Manual, and recognized Best Management Practices (BMP's).
4. Under the Development Ordinance of the City of High Point,
Section 9 -8 -2 (b) (1) and (2), the Enforcement Officer is
it
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required to periodically inspect the sites of land- disturbing 7. As of March 10, 2003, all construction sites one (1) acre or acre to inspect their project after completing each phase of the SEDIMENT BASIN TABLE
activities and conduct investigations of such sites for violations
more, ,requires a NPDES Permit.
Project, and document the inspection in writing.. A detailed
SEDMENT TRAP #2
W /SILT FENCE BAFFLES
of ordinance. No person(s) shall refuse entry or access to any
Theref're'
explanation may be viewed at North Carolina D =, rtment of
authorized representative or agent of the city who requests entry
C (DISTURBED AREA)
Environment and Natural Resources (DENR), Div':Bion of Land
0.80
for purposes of inspection and who presents appropriate
- en documentation of a deviation from approved plan must
Web -site at
credentials, nor shoal an person obstruct, hamper, or interfere
y R P
be noted on the approved plans.
be
fittp: / /www.dir.enr.state.nc.us /pages /sediments on_new.htm {.
TOTAL AREA
with any such representative while in the process of carrying out
- Written documentation of an emergency situation where
9. As of August 3, 2011, revisions were made ': j the North
0.98 ac
his official duties.
5. The contractor shall maintain close contact with the erosion
sec:,rnent has been discharged off site must be recorded. Also,
Contractor's actions to repair and return area to prestorm
Carolina Division of Water Quality (DWQ) Construction General
control inspector. Additional erosion control measures may be
cox Rion must be recorded.
Permit (NCGQ1) with emphasis on Ground Stabis Cation, Building
13.92 cfs
required by the erosion control inspector to correct an
emergency situation where sediments are being discharge off the
The tee shall inspect ❑II erosion and sedimentation
Waste Handling, Inspections, Conditions in the Erosion and
Sedimentation Control Plans and Sediment Basir• s. A detailed
V =1800 x DIST. AREA
site. It is the ermittee's responsibility to maintain erosion
P P Y
control facilities every seven days and within re 24 hours of n .5
olfa
inet of rain. Findings shall be recorded and presented upon
explanation may be viewed at
REQUIRES SURFACE AREA
onsite, regardless of the measures required.
insp-actor's request.
htt ortai.ncdenr.or web w ws su eonstrucction.
P. //P 9/ / q/ / /
1978 sf
6. Deviation from the approved E &SC Plan, or approved
- The contractor shall provide rain - recording device and record
10. Retention Ponds and Bio- retention Cells mc-y be used until
amendment shall constitute a violation of the terms and
eac: - rainfall.
the end of all grading phases and construction of
10130 cf
conditions of the general permit except that deviation from the
_ An g^ failures that cause visible sedimentation to leave the
houses /buildings for collection of sediment. If retention ponds
approved pan will be allowed:
app -aved disturbed limits shall be corrected immediately and
and bio- retention cells are used for erosion coE ^roi measures,
AVERAGE AREA
- to correct an emergency situation where sediments are being
cl= ;- nented.
then the structure shall be cleaned of collected sediment prior
1508 sf
dischar ed off site or
- A c^oy of the NPDES Permit should be kept on site for
to certification by engineer.
L= Q(10)/(3 *h".5)
where h = 0.5'
9
- when minor modifications have been made that result in an refe�7ence.
alteration or relocation of an erosion or sedimentation control
measure and does not affect the ability of the measure to 8. A new Self - inspection Program for all land- disturbing
perform as intended. activities larger than one (1) acre became effective October 1,
Allowed deviations must be noted on the approved E&SC Plan 2010 os per GS 113A- 54.1(e). This General Statue directs all
and maintained at the job site. persons conducting land- disturbing activities larger than one (1)
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SCALE: 1 " = 30'
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FES#5,PLUNGE POOL
(SEE DETAIL) I
TEMPORARY 'A
SEDIMENT TRAP #2
W/ SILT FENCE
BAFFLE, S (PHASE 1)
32'x64'x3'
l
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\ 1LBOTS OF
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t {
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i 1 `•, RIM= 797.2'
FES #2 r INVERT IN- -
787.53'
LENGTH 16' ' CL INVERT = 786.07'
WIDTH = r \ INVERT OUT= 785.95'
/ STONE DE 11.1 44 `.
it STONE SIZ ;CLA S,1
°rn l
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I LAN TH =12'
r = H =4.5'
STO E DEPTH =24"
I ( "J, IZOWIVE SIZE =CLASS 1
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PPND DISCHARGE
(LENGTH
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\ STONE SIZE =CLASS B
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LEGEND
WIM INLET PROTECTION
L. J DEVICE
- ° - EXISTING CONTOUR CATCH BASIN OR
DROP INLET
PROPOSED CONTOUR: STORM DRAIN W/
FLARED END SECTION
s•ae ®u: LIMITS OF DISTURBED AREA
TEMP. SEDIMENT BASIN _- o--a -- SILT FENCE
W/ BERM DITCH
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TEMPORARY BASIN
W /SILT FENCE BAFFLES
SEDMENT TRAP #2
W /SILT FENCE BAFFLES
C (UNDISTURBED AREA)
0.40
0.40
C (DISTURBED AREA)
N
0.80
0.80
I -10
5.8 in /hr
5.8 in /hr
TOTAL AREA
3.10 ac
0.98 ac
DISTURBED AREA
2.90 ac
0.98 ac
Q(10)
Q =CIA
13.92 cfs
Q =CIA
4.55 cfs
REQUIRED VOLUME
V =1800 x DIST. AREA
5220 cf
V =3600 x DA
3528 cf
REQUIRES SURFACE AREA
SA =325 *(Q10)
4524 sf
SA =435* Q 1
1978 sf
DEPTH
CL
3 ft
3 ft
VOLUME PROVIDED
10130 cf
UJ
6144 cf
SURFACE AREA PROVIDED
6111 sf
2048 sf
AVERAGE AREA
5065 sf
�
1508 sf
WEIR LENGTH REQUIRED (Q10)
L= Q(10)A3 *h^.5)
where h = 0.5'
14 ft
L= Q(10)/(3 *h".5)
where h = 0.5'
5 ft
SKIMMER -- SIZE (ORIFICE)
1
1 3"
1 NA
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30' 20' 10' 0 30' 60'
SCALE: 1 " = 30'
D
FES#5,PLUNGE POOL
(SEE DETAIL) I
TEMPORARY 'A
SEDIMENT TRAP #2
W/ SILT FENCE
BAFFLE, S (PHASE 1)
32'x64'x3'
l
i TEM i 0IVE61ON
i , ERM t;
\
10,;1;.) ! ;t
4 ( i
\ 1LBOTS OF
! \ -D SWRBANCE
t {
I > EX. SSMH
i 1 `•, RIM= 797.2'
FES #2 r INVERT IN- -
787.53'
LENGTH 16' ' CL INVERT = 786.07'
WIDTH = r \ INVERT OUT= 785.95'
/ STONE DE 11.1 44 `.
it STONE SIZ ;CLA S,1
°rn l
i d
I LAN TH =12'
r = H =4.5'
STO E DEPTH =24"
I ( "J, IZOWIVE SIZE =CLASS 1
! r
r i i'1
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PPND DISCHARGE
(LENGTH
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...... ;'- STONE- 'DEPTH =18„
\ STONE SIZE =CLASS B
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LEGEND
WIM INLET PROTECTION
L. J DEVICE
- ° - EXISTING CONTOUR CATCH BASIN OR
DROP INLET
PROPOSED CONTOUR: STORM DRAIN W/
FLARED END SECTION
s•ae ®u: LIMITS OF DISTURBED AREA
TEMP. SEDIMENT BASIN _- o--a -- SILT FENCE
W/ BERM DITCH
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By Revision
RG 1--PER DLQ
RG 2--PER DOT
PROJECT NUMBER
2012 -054
DATE
MARCH 2013
Sheet:
C-4
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By Revision
RG 1--PER DLQ
RG 2--PER DOT
PROJECT NUMBER
2012 -054
DATE
MARCH 2013
Sheet:
C-4

EXCELSIOR MATTING (STANDARD AND HIGH VELOCITY) BERM /SWALE
1. APPLY LIME, FERTILIZER AND SEED BEFORE LAYING THE NET OR MAT. IF OPEN -WEAVE NETTING IS USED, LIWE MAY BE INCORPORATED 1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS AND OTHER OBJECTIONAL MATERIAL.
BEFORE INSTALLING THE NET AND FERTILIZER AND SEED SPRAYED ON AFTERWARD. CURB INLET 2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS.
2. START LAYING THE NET FROM THE TOP OF THE CHANNEL OR SLOPE AND UNROLL IT DOWN THE GRADE AL NETTING TO LAY LOOSELY U
IN
ON THE SOIL BUT WITHOUT WRINKLES -DO NOT STRETCH. 3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN ELEVATION PLUS
3. TO SECURE THE NET, BURY THE UPSLOPE END IN A SLOT OR TRENCH NO LESS THAN 6 INCHES DEEP, COVER WITH SOIL AND TAMP FIRMLY. THE SPECIFIED SETTLEMENT. 2.0' MIN. 8.0'
STAPLE THE NET EVERY 12 INCHES ACROSS THE TOP END AND EVERY 3 FEET AROUND THE EDGES AND BOTTOM. WHERE 2 STRIPS OF NET ARE 4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND CLEANOUT.
LAID SIDE BY SIDE, THE ADJACENT EDGES SHOULD BE OVERLAPPED 3 INCHES AND STAPLED TOGETHER. EAC STRIP OF NETTING SHOULD ALSO MAINTENANCE S. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN PLACE LESS
BE STAPLED DOWN THE CENTER, EVERY 3 FEET. DO NOT STRETCH THE NET WHEN APPLYING STAPLES. THAN 30 WORKING DAYS.
4. TO JOIN TWO STRIPS, CUT A TRENCH TO ANCHOR THE END OF THE NEW NET. OVERLAP END OF THE PREVrJSS ROLL 18 INCHES, AND STAPLE INSPECT THE BARRIER AFTER EACH RAIN
EVERY 12 INCHES JUST BELOW THE ANCHOR SLOT. CONCRETEI BLOCK I AND MAKE REPAIRS AS NEEDED. REMOVE MAINTENANCE
MAINTENANCE SEDIMENT AS NECESSARY TO PROVIDE
INSPECT ALL MATTING PERIODICALLY, AND AFTER RAINSTORMS TO CHECK FOR FILL EROSION, DISLOCATION. CHR FAILURE, WHERE EROSION IS ADEQUATE STORAGE VOLUME FOR INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINVALL. IMMEDIATELY REMOVE r' z
OBSERVED, APPLY ADDITIONAL MATTING. IF WASHOUT OCCURS, REPAIR THE SLOPE GRADE, RESEED AND REP STALL MATTING. CONTINUE INSPECTIONS SUBSEQUENT RAINS, WHEN THE �2:1 SLOPE
CONTRlBUT[NG DRAINAGE AREA HAS BEEN SfDIMEhl7 FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND OR FLATTER
UNTIL VEGETATION IS FIRMLY ESTABLISHED. GRAVE FILTE ADEQUATELY STABILIZED, REMOVE ALL MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE o a
t MATERIALS AND ANY UNSTABLE SOIL. AND THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY
C
ANCHOR NETTING IN 6" TR NCH EITHER SALVAGE OR DISPOSE OF PROPERLY. STABILIZE I7.
BRING THE DISTURBED AREA TO PROPER O O 2:1 SLOPE
WIRE SCREEN GRADE, THEN SMOOTH AND COMPACT IT. �� � CLASS I RIP -RAP oo � OR FLATTER
STABILIZE ALL DISTURBED AREAS. NOTE: �� /� �/� TO BE PROVIDED �� o g BEFORE YOU DIG!
01 ` WHERE INDICATED CALL 1 -800 -- 632 --4949
STEEPER GRADES ALONG BERM MAY REQUIRE VEGETATIVE OR ;� /% ON PLANS
1$" OVERLAP OVERFLOW CURB :-;INLET
MECHANICAL STABILIZATION. EXCAVATED MATERIAL SHOULD BE N.C. ONE -CALL CENTER
JOIN STRIPS BY ANCHORING PLACED AND COMPACTED ON LOWER SIDE OF DIVERSION AND IT'S THE LAW!
AND OVERLAPPING RUNOFF WATER TYPICAL BERM CROSS SECTION
FILTERED . •• � SEEDED AS SOON AS POSSIBLE. TEMPORARY BERMS AND /OR
WITH SEDIMENT b WATER DIVERSIONS SHOULD BE SIZED TO HANDLE A 10 -YEAR STORM. NOT TO SCALE ± * >` 3.P •° • 0'R,
\� \ \� \ \��� : + BERMS WITH A DRAINAGE AREA OVER 5 ACRES SHOULD BE `•O •'p
-.. w V e° •° • e
/` \ / / \ //\ :\f r i CALCULATED INDIVIDUALLY. CONSTRUCTION SPECIFICATIONS : 4 "Q�.
4' EX ^.ELSIOR MATTING 8' EXCELSIOR MATTING WIRE SCREEN
5-APLE PATERN STAPLE PATERN 2 °X4° STUD
FOOT GRID 1 FOOT GRID ;, 1. CLEAR THE AREA: OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND DISPOSAL OF SPOIL.
2. INSTALL THE CLASS B OR CLASS I RIP -RAP IN A SEMI - CIRCLE AROUND THE PIPE INLET. THE Q" : ~`
NTS NTS WIDTH =4 STONE SHOULD BE BUILT UP HIGHER ON EACH END WHERE IT TIES INTO THE EMBANKMENT. THE Z. S' • ;
BLOCK AND GRAVEL CURB INLET SEDIMENT FILTER RIP -RAP PLUNGE POOL
„ CLASS GRIP -RAP MINIMUM CREST WIDTH OF THE RIP -RAP SHOULD BE 3 FEET, WITH A MINIMUM BOTTOM WIDTH ;Y° ••" °• ,.° �4.`
NOT TO SCALE MP. 18 RCP TEMP 0 R A R Y SEEDING OF 11 FEET. THE MINIMUM HEIGHT SHOULD BE 2 FEET, BUT ALSO 1 FOOT LOWER THAN THE SHOULDER g .•
8't BOTTO 2'± OF THE EMBANKMENT OR DIVERSIONS.
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL DRAINAGE. THE FOUNDATION SHOULD BE DEFINITION 3. A 1 FOOT THICK LAYER OF NCDOT #5 OR #57 STONE SHOULD BE PLACED ON THE OUTSIDE ° °°,ysr �� e� ♦e`
EXCAVATED AT LEAST 2 INCHES BELOW THE CREST OF THE STORM DRAIN. PLACE THE 807'OM ROW OF BLOCKS AGAINST THE EDGE OF THE STORM LENGTH OF THE RiP -RA.='
IN CHANNELq ROLL OUT STRIPS OF NETTING PARALLEL TO THE DRAIN FOR LATERAL SUPPORT AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ROWS BY •, " m SEEDING DISTURBED AREAS WITH ANNUAL GRASSES OR LEGUMES TO PROVIDE TEMPORARY 4 THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE OF THE STONE
DIRECTION CF? FLOW AND OVER THE PROTECTIVE MULCH PLACING 2 x 4 WOOD STUDS THROUGH BLOCK OPENINGS. 15 � GROUND COVER TO LESSEN SOIL EROSION.
2 CAREFULLY. FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2" OPENINGS OVEN'. ALL BLOCK OPENINGS TO HOLD GRAVEL IN PLACE. o u HORSESHOE O IBUTI BELOW NATURAL GRADE.
STAPLES MV BE INSTALLED IN A 'DIAMOND PATTERN' NO MORE 3. USE CLEAN GRAVEL, 3/4 - 1/2 INCH IN DIAMETER, PLACID 2 INCHES BELOW THE 70P H I THE BLOCK ON A 2:1 SLOPE OR FLATTER AND SMOOTH 5. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL DEPRESSION AND
THAN 3 FEE" APART. TO ASSURE PROPER ANCHORING OF IT TO AN EVEN GRADE DOT #57 WASHED STONE IS RECOMMENDED. 1$" FILTER BLANKET PURPOSE ESTABLISH FINAL GRADING ELEVATIONS, COMPACT AREA PROPERLY, AND STABILIZE WITH
4. IF ONLY STONE AND GRAVEL ARE USED, KEEP THE SLOPE TOWARD THE INLET NO STEEPS"*.: THAN 3:1. LEAVE THE MINIMUM 1 FT. WIDE LEVEL STONE INV. OUT GROUND COVER.
EXCELSIOR WATTING. AREA BETWEEN THE STRUCTURE AND AROUND THE INLET 70 PREVENT GRAVEL FROM ENIM,'ING INLET. ON THE SLOPE AWAY FROM THE INLET, USE TO TEMPORARILY STABILIZE GRADED CUT AND FILL SLOPES THAT CANNOT BE SEEDED WITH
1/2 - 3/4 INCH GRAVEL (NCDOT #57 WASHED STONE) AT A MINIMUM THICKNESS of 1 FT . RIP-RAP PAD BELOW TEMP #rJ PERMANENT VEGETATION WITHIN THIRTY DAYS AFTER COMPLETION.
SILT FENCE
NOT TO SCALE TO TEMPORARILY STABILIZE GRADED AREAS OF BARE SOIL WHERE PERMANENT VEGETATIVE �� z
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS. COVER IS NOT NEEDED OR WHERE GRADING HAS NOT BEEN COMPLETED AND PERMANENT �� RIP-RAP HEADWALL I.4
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 18 INCHES ABOVE THE GROUND SURFACE. (HIGHER FENCES MAY SEEDING WILL BE DONE LATER. NATURAL GROUND
EXCELSIOR MATTING DETAIL IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURES. do
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TOAVOID JOINTS. WHEN JOINTS ARE CONDITIONS WHERE PRACTICE APPLIES °n 0' o'
NOT TO SCALE 00 NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST W17H OVERLAP TO THE NEXT POST
RIP -RAP APRON ENERGY DISSIPATOR 4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY WHERE BARE SOIL HAS BEEN EXPOSED BY GRADING, AND VEGETATIVE COVER IS NEEDED °0 ° r,y
DUTY WIRE STAPLES AT LEAST 1 INCH LONG, OR TIE WIRES. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FOR ONE YEAR OR LESS. MAY INCLUDE SUCH AREAS AS TEMPORARY SEDIMENT POND, W LV �
FOR STORMWATER OUTLET PROTECTION 5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FT. APART. SUPPORT POSTS SHOULD BE DRIVEN DIVERSIONS, SOIL STOCKPILES, BUILDING PADS, ROUGH- GRADED ROAD BANKS, ETC. IT CLASS BRIP -A_4� W H 00 1n
O SECURELY INTO THE GROUND TO A MINIMUM OF 18 INCHES. W
O A A 6. EXTRA STRENGTH FILTER FABRIC WITH A 6 FT. POST SPACING DOES NOT REQUIRE WIRE MESH SUPPORT FENCE. STAPLE OR WIRE THE IS ALSO USED TO PROVIDE A TEMPORARY PERIMETER BUFFER. po FLOW �'3 Z w � Lr) t7 0 FABRIC DIRECTLY TO POSTS. Ft '' - "''I -"0i° z b � tp OU
A Q . A RIP -RAP OUTLET OR PLUNGE POOL 7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE FROM PREPARATION z (n +� t 5 to
a s�eacK E TRENCH WITH COMPACTED SOIL oR GRAVEL PLACED OVER THE FILTER FABRIC. PREPARE SEEDBED BY RIPPING, CHISELING, HARROWING, TO A DEPTH OF AT W W z xX, Z a CD
M
IN O 1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIP -RAP 9. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES. LEAST SIX INCHES SO AS TO PRODUCE A LOOSE, FRIABLE SURFACE. INCORPORATE PIPE INVERT W < M � M I
O FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE PLAP4,., 750 -1,000 POUNDS 10 -10 -10 FERTILIZER AND UP TO TWO TONS OF DOLOMITIC LIME PER O 36' PIPE MAX, z `-'
COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSIT'' OF METAL FENCE POST () t•-1 'z•
THE SURROUNDING UNDISTURBED MATERIAL LOW AREAS IN THE ACRE (NOTE: LIME MAY NOT BE NEEDED IF A SOIL INDICATED A pH OF 6.5 OR o ,--� C3 OO
L1 $°0 0 PLAN SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE FILLED BY HIGHER). MULCHING IS REQUIRED ACCORDING TO THE SAME SPECIFICATIONS AS FOR z E"+ r, n- W o
ry
o Oo0 INCREASING THE RIP -RAP THICKNESS, NOTES: HOG WIRE (OPTIONAL) PERMANENT SEEDING UNLESS WAIVED BY SOIL SCIENTIST. SELECT SEEDING MIXTURE AND FILTER BERM W 2 C-
1. TOTAL DRAINAGE AREA FLOWING TO 3 NCDOT #5 OR #57 d N
PLAN C 0 La 2. THE RIP -RAP AND GRAVEL FILTER MUST CONFORM TO THE SILT FENCE MAY NOT EXCEED 2 ACRES. BEST PLANTING DATES FROM TABLE 12. o WASHED STONE v
SPECIFIED GRADING LIMITS ON THE PLANS. IN DRAINAGE AREAS OVER 1 ACRE THE Q
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENT.:• SILT FENCE SHOULD HAVE A STORAGE PIT. �- EROSION CONTROL FABRIC TABLE 12 ~
L, d AND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DUIs,`aNG NATURAL GROUND.!
TEMPORARY SEEDINGS �
INSTALLATION. REAPIR ANY DAMAGES BY REMOVING THE RIP - RAE' -" 2. SILT FENCES SHOULD NOT BE USED AT RIP-RAP HEADWALL
-/� AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMA" aED o FILL SLOPE SEDIMENT STORAGE V MIN. HEIGHT FROM U
GEOTEXTiLE uNDERLINER PIPE OUTLETS OR IN AREAS OF i SEEDING MIXTURES SEEDING RATES (LB /ACRE) PLANTING DATES <p ZONE
SECTION A -A AREA: ALL CONNECTING JOINTS SHOULD OVERLAP A MINIMUM OF' 1 !v ROAD SHOULDER
p PIPE OUTLET TO WELL - DEFINED CHANNELFT, IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CONCENTRATED FLOW (CREEKS, DITCHLINES,
fl
7EXTILE UNDER \� RYE GRAIN AND 120 LBS. JAN. 1 - MAY 1 J 4
i
CLOTH. SWALES, ETC.) /
o ND \\/ KOBE LESPEDEZA 50 LBS.
4. RIP -RAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER. NO. 4 WASHED STONE �� ' / /�/ GERMAN MILLET OR 40 -50 LBS. MAY 1 -AUG. 15
5. THE MINIMUM THICKNESS OF THE RIP -RAP SHOULD BE 1.5 TIOMES THE MAXIMUM STONE DIAMETER. �� \�'
SECTION A -A NOTES 6. RIP -RAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. I7 SHOULD BE HAR, ANGULAR, HIGHLY WEATHER � SUDAN GRASS
PIPE OUTLET TO FLAT AREA RESISTANT AND WELL GRADED. QOa$oo° //X RYE (GRAIN) 120 LBS. AUG. 15 - DEC. 30
WITH NO DEFINED CHANNEL 1. APRON LTN1�3� MAY BE RIPRAP, 7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE END. MAKE THE 70P OF THE RIP -RAP p:! 0 °o \ /� \/ (MAY SUBSTITUTE OATS
GROUTED RIPRAP OR CONCRETE AT THE DOWNSTREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW I7. , , �°i$�nQ- ������� BEFORE OCT. 1 OR WHEAT FLOOD STORAGE ZONE NCDOT #5 DR #57
2. L IS THE LENGTH OF THE
B. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RCEIVING STREAM AND PREFERABLY STRAIGHT ��/ $�b°+d, � WASHED STONE
L, THROUGHOUT ITS LENGTH. IF A CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE UPPER i o pDO°go FROM OCT. 1-NOV. 15) MAX, SEDINI NT DEPTH
RIPRAP APRON. SECTION OF THE APRON. �` $`6°0 °o EARTH ANNUAL RYEGRASS 40 LBS. AUG. 15 - NOV. 30
3. d = 1.5 TIMES THE MAXIMUM STONE 9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION. WEEPING LOVEGRASSi 5 LBS. MAY 1 - AUG. 15 .�
DIAMETER B`L'" NOT LESS THAN 6 ". S, T F -14CE c PLAN VIEW 1 &LCRCiSS SECTION
4. DIMENSIONS AND SPECIFICATIONS MAI NANCE Ili- I NTS U
MUST BE DES�_'RMINED BY INSPECT RIP -RAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION AROUND OR BELOW iv
D SiGNPMET Cp GINEERING REPAIRS TO PREVENT FURTHER DAMAGE STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED ll illll I l III Ii9 n I1 it 1 1111 II /I SILT FENCE DETAIL 1 WEEEPING LOVEGRASS IS A PERENNIAL GRASS BUT IS INCLUDED HERE BECAUSE OF 0
pIIIIIIIII NOT TO SCALE
SEDIMENT PIT ff °-` FLOW ITS ADAPTABILITY TO POOR SOIL CONDITIONS AND DROUGHTY SITES. 1J2" 7 /8" via. HOLES z
DEFINITION: GRAVELED AREA TO BE LOCATED AT POINTS WHERE VEHICLES ENTER AND LEAVE A CONSTRUCTION SITE. ss'DWG 4 1 2"
PURPOSE: TO PROVIDE A BUFFER AREA WHERE VEHICLES CAN DROP THEIR MUD AND SEDIMENT TO AVOID TRANSPORTING IT ONTO PUBLIC P
ROADS, TO CONTRO'_ EROSION FROM SURFACE RUNOFF, AND TO HELP CONTROL DUST. 2'
CONDITIONS: TO BE USED WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND MOVING DIRECTLY ONTO A PUBLIC ROAD OR o�' o POST
l` 5"
OTHER PAVED OFF -SITE AREA. CONSTRUCTION PLANS SHOULD LIMIT TRAFFIC TO PROPERLY CONSTRUCTED ENTRANCES. 4" f }. .I 2 1 f2" 4E- #4 CBIANRGS
DESIGN
-END VIEW
Q4 O CRITERIA: AGGREGATE SIZE - USE 2 -3 INCH WASHED STONE, WITH GEO -TEX LINER NOTE: CONCRETE: , 40 PSI AT 28 DAYS MAX 2b pp CCHTROM FABRICS TO BE 110 FEET
HOG WIRE WITH APPROVED EROSION 7` -0"
DIMENSIONS OF GRAVEL PAD - THICKNESS = 8 INCHES MINIMUM slLr FENCE SLIT FENCE STRUCTURAL STONE SHALL BE
J�v� �Q$ WIDTH 25 FOOT MINIMUM OF FULL WIDTH AT ALL POINTS OF THE VEHICULAR ENTRANCE MAXIMUM PLACEMENT OF POST WITHOUT HOG WIRE USING APPROVED EROSION CLASS "B ") STONE FOR EROSION 1/2'- 1--z 1�, -2-� 1 2"
0� AND EXIT AREA, WHICHEVER IS GREATER COWIROL FABRICS TO BE 6 FEET TO 8 FEET APART FLOW `� CONTROL PURPOSES.
Q ppOC JpO LENGTH 100 FOOT MINIMUM WITH GEO -TEX LINER Pu` j METAL T -POST 5 FEET OR 6 FEET IN HEIGHT DEPENDING ON FILL
opo00 °o0o LOCATION = LOCATE CONSTRUCTION ENTRANCES AND EXITS TO LIMIT SEDIMENT FROM SLOPE. �, 5•
�' oopo °o °o °OO LEAVING THE SITE AND TO PROVIDE FOR MAXIMUM UTILITY BY ALL FAIRtc 36 INCHES IN WIDTH (MUST MEET ENGINEERS SPECIFICATIONS SEDIMENT CONTROL STONE SHALL
00 00 0oa 0�b FOR EROSION CONTROL). BE NO. 5 OR NO. 57 STONE.
a° op � 00 cam° o CONSTRUCTION VEHICLES. AVOID STEEP GRADES AND ENTRANCES AT CURVES IN STONE No. 4 WASHED STONE TO BE PLACED 12 INCHES DEEP AT SILT DETAIL. LU
p p C, o° 0 $o °g$o o ° °o PUBLIC ROADS. FENCE. SILT FENCE
000 00 0 °0 -00 C> o °O CONCRETE BUMPER BLOCK LU
opo° ooao Gb °cf�oo�ap° SITE CONDITIONS MAY REQUIRE VARIATIONS FROM THESE DESIGN CRITERIA. VARIATIONS WILL BE DETERMINED OR APPROVED TOP VIEW
G1 �1� O° °!fO °$O O OOq 0 O T r POST NOT TO SCALE
%T_00 °goo000 C,0 00 0 0 000 00° BY EITHER THE APPROPRIATE CITY OR STATE EROSION CONTROL AUTHORITY. t
ppp 00 0K-- o oo��a o 0 °�00 7N 4s,d
opop0$a °CO �° °o $° a oo ° 0 00 00
0 01boo 00°%0gp� °° °�00 0 Q0$ S° MAINTENANCE 12" of #5 OR #57 SILT FENCE ® v
g 0 T°pOOpO6�„o00p0o 00(3r INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL MAKE ANY REQUIRED REPAIRS IMMi=DIA1ELY. STONE ON FACE SILT FENCE SILT FENCE ..
e> 0168 X008 °° o�Q °g °o °° PERMANENT SEEDING
0q$ 0 0 200 0oao0 SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR ABECOME INEFFECTIVE, REPLACE IT PRaAPILY. REPLACE 12" MIN
Sr" MIN. °° 00 boa O - 0� BURLAP EVERY 60 DAYS. DEFINITION ED
C, OCROg0 °0 0 0 -086, o00 _0
C, SEEDING DISTURBED AREAS WITH PERENNIAL GRASSES AND (OR) LEGUMES TO PROVIDE A ° UJ
00 bg 0 bopoo i, alp0 4-00 REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO R,wDUCE PRESSURE ON THE 1' -6" MiN. PERMANENT VEGETATIVE COVER TO LESSEN RUNOFF AND SOIL EROSION.
o$0o ^o`�apo °00o S0 °toga v 0 0° 0 o FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
?.T
o$po oQ OpOa$� a $ fzx, o °c oq C- 0 REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE ARE TO GRADE AND STABILIZE ! "T AFTER THE 1 2. PURPOSE
COARSE AGGREGATE ° o °° �� °0000 000 °b °ao° CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED. 1 0 o TO LESSEN SOIL EROSION AND PERMANENTLY STABILIZE DISTURBED AREAS CREATED BY
°r4ao �c9��ooa° aCoo0 4 °° t-® R 12" MIN' GRADING OF CONSTRllC ION SITES.
GEO -TEX LINER °0 06 (9
0 10 i%o
to
CONDITIONS WHERE PRACTICE APPLIES LO
q b 0 Z O 00-0 STRUCTURAL ALL BARE SOIL AREAS ON CONSTRUCTION SITES WHICH ARE NOT COVERED BY STRUCTURES
0 G1 1 0 FLOOD CERTIFICATIfail`,I STONE
0 °0 ry CROSS SECTION OR OTHER EROSION CONTROL DEVICES.
�o The undersigned hereby certifies to the .best o -his knowledge and PREPARATION
TEMPORARY CONSTRUCTION ENTRANCE belief the location of the subject property has :been checked against
DETAIL I� . area HUD/FIA maps and information provided r y the Department of PREPARE SEEDBED BY SPREADING 3 - 6 INCHES OF TOPSOIL OVER AREA TO BE SEEDED.
Housing and Urban Development and finds that:: SILT FENCE WITH STONE OUTLET DETAIL REMOVE ALL STONES, BOULDERS, STUMPS OR DEBRIS FROM THE SURFACE WHICH WOULD
The subject property is located in a SPECIAL FLOOD FRONT VIEW PROHIBIT GERMINATION OR PLANT GROWTH.
NOT TO SCALE ( ) HAZARD AREA as determined by HUG/FIA flood map. INCORPORATE INTO THE SOIL 800 TO 1,000 POUNDS OF 10 -10 -10 FERTILIZER PLUS 500 �
The subject property is not located f.17 a. SPECIAL FLOOD NOT TO SCALE
POUNDS OF TWENTY PERCENT (20 %) SUPERPHOSPHATE PER ACRE AND TWO TONS OF
HAZARD AREA as determined by HUD'•/'FIA flood map. BAFFLE DOLOMITIC LIME PER ACRE UNLESS SOIL TESTS INDICATE THAT A LOWER RATE OF LIME
( p`� CAN BE USED.
The subject property is located in or... area which has F�- MULCH AFTER SEEDING 'FRITH 1.5 TONS OF GRAIN STRAW PER ACRE AND EITHER CRIMP'++
SEDIMENT BASIN W/ SKIMMER OUTLET ( ) not been mapped as to flood areas °by HUD/FIA. EARTH BER 1. DRIVE 5' STEEL FENCE POST AT LEAST 24" INTO
SOLID GROUND STRAW INTO SOIL OR TACK WITH LIQUID ASPHALT AT 400 GALLONS PER ACRE OR � f
AND EMERGENCY SPILLWAY EMULSIFIED ASPHALT A7 300 GALLONS PER ACRE.
2. USE STAPLES 1' APART TO ATTACH FABRIC SELECT SEEDING MIXTURE AND BEST PLANTING DATES FROM TABLE 13.
NTS TO "Hoc WIRE" O °3
CONSTRUCTION SPECIFICATIONS 3. BAFFLE SPACED AS PER APPROVED PLAN TOP OF BAFFLE SHOULD BE 6 O
.x " T^ r s„ ; : ' 1 BELOW THE TOP OF THE BERM TABLE 13
r 1. CLEAR, GRUB AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAIVIING HIGH AMOUNTS °ate
OF ORGANIC MATTER AND STOCKPILE OR DEPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL. AREA, PLACE
PERMANENT SEEDINGS
' .,C . -• r•at' :S'•: 'i •'' EMBANKMENT TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN AS NEEDED. V'�j BAFFLE SHALL BE A
s; p.• ,='"• �:.:�'{ l ',,. ' ,: .r '.d �: 2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS. WOODY VEGETATION, ORGANIC MATTER, AND OTHER OBJECTION NO-LE MATERIAL. PLACE '9•I' MINIMUM OF 700 G /SM
r: S sp PLANTS & MIXTURE PLANTING RATE /ACRE PLANTING DATES By
• :L,� +�:;1 +•t'+` *:;'sF'• '• - r , ,:r'.! '.r ;;:=,i THE FILL IN LIFTS NOT TO EXCEED 9 ", AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6" TO ALLOW FOR SETTLEMENT. qC COIR MATTING
- ' °,:r 3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY EXCAVATING A ;HALLOW PIT UNDER FBF - +���
'••a••^ IN A W SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER. TALL FESCUE 100 -150 LBS. AUG. 15 OCT. OTT 15
.F
4 i • - THE SKIMMER OR PROVIDING LO SU D
; " ..f: - " a, ` 4. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE d0 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL DO NOT USE. PERVIOUS MATERIAL INLET ZONE Fry
Z.
,o (LOW MAINTENANCE; FEB. 15 -MAY 1
' ' ` ' ,$ SUCH AS SAND, GRAVEL OR CRUSHED STONE AS BACKFILL AROUND THE PiPE. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY• 11N 4-INCH LAYERS OST
v , , • «; -. ^- %r • ` �,, > :. ? , x .; , AND COMPACT IT UNDER AND AROUND THE PiPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE TAV,'EN NOT TO RAISE THE s
%•T "'` '` ? �" •r °` = ;sc: ^.� PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES. FIRST CHAMBER BAFFLE INSTALLATION - STEP M TALL FESCUE 200 -250 LBS. AUG. 15 -OTT. 15
' �- '•.t`a•i` .;'!.c�t ; �� ^.'"' :i:i`.', "�•,:t ''r. •'' ��'' `•• PLACE A MINIMUM DEPTH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION EQI!IPMENT. IN NO CASE SEDFMfN7 PtT WATERWAYS AND FEB. 15 -MAY 1
w i' l .•r: v �•. fu,.. Y. .w d.•'ti.•:� r �'a
°° ��•;' =•a•• " ° „%'s "•a -'�� :•,;'_ ."'� ••s'.''K.IIt�F,.RR'" ° EMERGENCY SHOULD THE PIPE CONDUit BE [NSiALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE.
`t' a• z °> "' "p';•= • "+, 5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED. FENCE AND FABRIC LAWNS (NIGH MAIN .)
INFLOW STRUCTURE ? : ?';,< ,.�: x; . '_',•.r : a;: �, =. ;:.-!�!`C' SPILLWAY 6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOING AT THE INLET OF THE BARREL PIPE ATTACH 'THEE FLEXIBLE JOINT BURIED IN TRENC
r ,�i10E • P. 3 SECOND CHAMBER BLEND OF TWO TURF- 200 -250 LBS. AUG. 15 - OCT. 15
- o TO THE BARREL PIPE AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A ROPE TO THE SKIIWWER AND ANCHOR IT v
Y ;, tz; }* ;; •••;• ;, TO THE SIDE OF THE BASIN. THIS WILL BE USED 70 PULL THE SKIMMER TO THE SIDE FO MAINTENANCE, TYPE TALL FESCUE= FEB. 15 - MAY 1
7. EARTHEN SPILLWAYS- INSTALL THE SPILLWAY iN UNDISTURBED SOIL TO THE GRFATES EXTENT POSSIBLE. THE ACHIEVEMENT OF PLAMMIED ELEVATIONS. GRADE, j CLASS #1 RIP R
DESIGN WIDTH AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCESSFULL OPERATION OF THE SPILLWAY. THE SPIL `WAY SHOULD BE. LINED (90 %) AND TWO OR
WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXTILE FABRIC. THE GABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOW AND SIDES AND OUTLET ZONE 6 "x6" TRENCH, MORE IMPROVED
EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH, THE EDGES MAY BE SECURED WITH 8 -INCH STAPLES OR PINS -1E FABRIC MUST BE BACKFILL.ED AND cv
LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND.D THE WIDTH OF THE FABRIC MUST BE ONE PIECE, NOT 40INED OR SPLICED; KENTUCKY BLUEGRASS
BAFFLES OTHERWISE WATER CAN ET UNDER THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILL4.WAY, MULTIPLE COMPACTED
EMBANKMENT SECTIONS. SPANNING THE COMPLETE WiDTH, MAY BE USED. THE UPER SECTION(S) SHOULD OVERLAP THE LOWER SECTION(S) SO THAT `VATER CANNOT FLOW 6 "HOG WIRE TH LE VARIETIES (107)
TO POSTS WITH LE GTH5 HIGH MAINTENANCE)
PLAN VIEW UNDER THE FABRIC, SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR -PINS. (HIGH
OF WIRE 4
1' FREEBOARD 8. INLETS- DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WIT; >t OUTLET PROTECTION HORIZONTAL METAL POST
TO DiVERT SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA. TO IMPROVE BASIN TRAP EFFICIENTY. WIRED SECURELY TO VERTICAL TALL FESCUE 100 LBS. FEB. 15 -MAY i
INFLOW STRUCTURE fi" MIN. INVERT ELEVATION 9• EROSION CONTROL- CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA iS MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE PERSPECTIVE VIEW
THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED ARA ;S ABOVE THE CREST C POSTS STEP AND AUG. 15 -OTT. 15
BAFFLES OF EMERGENCY SPILLWAY I� OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION. BAFFLE INSTALLATION - STEP 1 106. DWG WG KOBE OR KOREAN 20 -25 LBS.
10. IN POROUS BAFFLES. LESPEDEZA
\Vd 11. 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.
TALL FESCUE AND 50 LBS.
SERICEA LESPEDEZA, 60 LBS. NOV. 1 - FEB. 1 PROJECT (�E
;•��:p`;4'ti' { -�~ ° ?; ;,.. fi MAINTENANCE 1/4" WIRE MESH (UNSCARIFIEfJ}
TALL FESCUE AND 60 LBS. JULY AND AUGUST 20'12` -054
_'' I F:.•y INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT AND R'' ='AIR IMMEDIATELY. 2' GERMAN MILLET OR
REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIFINAL DIMENSiONS WHEN SEDIMENT ACCUMULATES TO 1/2 THE HEIGHT OF THE ,RST BAFFLE. PULL THE YARD INLET PROTECTION SUDANGRASS2 AND
SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. ESCAVATE THE SEDIMENT FROM THE ENTIRE BASID,, NOT JUST AROUND , ... '• !• 30 LBS.
SEDIMENT STORAGE ZONE THE SKIMMER OR THE FIRST CELL MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE MIAMIER.
A A NOT TO SCALE TALL FESCUE 70 LBS. NOV, 1 -JAN. 30 DATE
FILTER FABRIC REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE- ANCHOR THE BAFFLES IF WAITER iS FLOWING UNDERNEATH OR AROUND THEM. r AND AND
CROSS IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING ON THE ROPE WILL MAKE THE SKIMIMER 808 UP AND DOWN RYEGRASS2 25 LBS. MARCH 2 ®�{.
AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND 'rIEMOVE THE DEBRIS.
ALSO CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT 1S CLOGGED, IF SO, REMOVE THE DEBRIS,
12" NOTE SEDIMENT _CONTROL STONE COMMON BERMUDAGRAv $LBS. (HULLED) APRIL 15 -JUNE 30
IF THE SKIMMER ARM OR BARREL PIPE iS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION CLEARED WITHA PLUMBER'S SNAKE OR BY f i � SMALL BE No. 5 OR 57 15 -20 LBS. (UNHULLED} FEB. 1 -MARCH 30 Sheet-
FLUSHING
WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER,
/ �/, // . ��, ` i .// . /��/ WIRE MESH SHALL BE HARDWARE
r/ CLOTH 23 GAGE MIN. AND SHALL
1 -6"
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WiDTH OF TIM SPILLWAY. CHECK •� SEDIMENT CONTROL STONE HAVE 1/4 INCH MESH OPENINGS. FOR SPRING SEEDING», USE SCARIFIED LESPEDEZA SEED. FOR LATE FALL AND
THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE. AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAK'�: ALL NECESSARY TOP OF WIRE MESH SHALL BE A WINTER SEEDINGS US- - UNSCARIFIED SEED.
REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS. ri MINIMUM OF ONE FOOT BELOW THE 2 -"-"
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO P;stEVENT THE SKIMMER I q' -8" I SHOULDER OR ANY DIVERISION POINT. ANNUALS SUCH AS MILLET, SUDANGRASS AND RYEGRAiN MUST BE KEPT AT i0 -12"
FROM PLUGGING WiTH ICE. i �)
- MAXIMUM HEIGHT.