20080020 Ver 1_Application_20080104

a.SfAlEv~
~d /°
STATE OF NORTH CAROLINA
~~' ~ ~ ~'qTa ~ Jr ~ 2
R
~J" ''Q/3 U(/
~~
H
DEPARTMENT OF TRANSPORTATION
MICHAEL F. EASLEY DIVISION OF HIGHWAYS W. LYNDO TIPPETT
GOVERNOR SECRETARY
January 2, 2008
U. S. Army Corps of Engineers ®®
Asheville Regulatory Field Office O
Attention: Mr. Steve Lund, MS, PWS '
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
Subject: Secondary Road Improvements to SR 1103 (Maggie Robinson Road), Union
County. WBS Element Number 10.0090084 (DWQ Minor Permit Fee
$200.00).
Deaz Mr. Lund:
The North Carolina Department of Transportation (NCDOT) proposes to upgrade SR 1103
(Maggie Robinson Road) in Union County from an unpaved roadway to a paved roadway. The
total project length is 1.9 miles.
Transportation and highway laws of North Cazolina (G.S. 136-44.6, 136-44.7, 136-44.7A, 136-
44.8 and 136-44.9) require the NCDOT to develop annual work programs for construction and
maintenance of secondary roads. These general statutes specifically set forth requirements for
annual construction and paving of existing unpaved roads. Paving of these roads is performed in
priority order as established by the NCDOT for each unpaved road within a given county. This
number is based on characteristics of each road, including number of homes, schools, churches,
businesses, industries, recreational facilities, traffic counts, presence of school bus routes, and
value as a thoroughfare. Maggie Robinson Road is scheduled for paving in the 2008-2009
Secondary Roads Construction Program.
Protected Species
The subject project has been reviewed for the presence of federally listed threatened and
endangered species. While the project does cross Waxhaw Creek, which is a federally
designated critical habitat for the Cazolina heelsplitter (Lasmigona decorata), concurrence from
the US Fish and Wildlife Service was received for the B-4649 project (Maggie Robinson Road
bridge replacement) on June 11, 2007. We believe that the paving of SR 1103 "May Affect, Not
Likely to Adversely Affect" the Cazolina heelsplitter.
~.
716 West Main Street, Albemazle, NC 28001 • [phone] • Fax [phone]

Impacts to Waters of the United States
This project cannot be completed without impacts to waters of the United States. This project is
located within the Catawba River Basin (Hydrologic Unit # 03050103) and stream impacts to an
unnamed tributary to Waxhaw Creek will be incurred as a result of this project being constructed.
Avoidance/Minimization
The proposed impacts to the jurisdictional areas on this project have been minimized as much as
practical. NCDOT's best management practices for the protection of wetlands and surface
waters will be applied during all phases of project construction in an effort to eliminate any
further impacts.
Summary
The purpose of this letter is to request authorization to construct the proposed project under
Section 404 Nationwide Permit (NWP) 14. Application is also made to the North Carolina
Division of Water Quality (NCDWQ) for Section 401 Water Quality Certificate (WQC) No.
GC3704 that is required for this project.
If you have any questions or need any additional information concerning this project, please feel
free to contact Mr. Larry Thompson, Division Environmental Supervisor, at (704). 982-0101.
Sincerely,
~~~~~~
Barry S. Moose, PE
Division Engineer
BSM/I.BT
CC: Brian Wrenn, NCDWQ
Polly Lespinasse, NDWQ
Marella Buncick, USFWS
Marla Chambers, NCWRC
David Gillette, CME
Area Field Operations Unit
File
2

SR 1103 (Maggie Robinson Road)
Union County
20ffice Use Only: Form Version March OS
2CU i~CC20
USACE Action ID No. DWQ No.
(If any particulaz item is not applicable to this project, please enter "Not Applicable" or "Nia".)
XV. Processing
1. Check all of the approval(s) requested for this project:
~ Section 404 Permit ^ Riparian or Watershed Buffer Rules
^ Section 10 Permit ^ Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ^ Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide 14
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ^
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ^
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ^
XV. Applicant Information
1. Owner/Applicant Information
N
Mailing Address: 10~' Highway Division
716 West Main Street
Albemarle N.C. 28001
Telephone Number: [phone] Fax Number: (704 982-3146
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Barry Moose
Company Affiliation: N C Department of Transportation
Mailing Address: 10~` Hi hway Division
716 West Main Street
Albemazle N.C. 28001
Telephone Number:~704) 982-0101 Fax Number:~704) 982-3146
E-mail Address: bmoose(cr~dot state nc us
Page 1 of 9

SR 1103 (Maggie Robinson Road)
Union County
XV. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation. to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps aze provided.
1. Name of project: SR 1103 (Ma~~ie Robinson RoadZ
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Union County Nearest Town: Waxhaw
Subdivision name (include phase/lot number):
Directions to site (include road numbers/names, landmarks, etc.):. From Waxhaw travel
west on NC 75 turn left onto Rehobeth Road Rehobeth Road becomes Old Church Road,
and left onto SR 1103 (Maggie Robinson Road)
Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 34° 50' 28.93" N 80° 47' 31.42" W
5. Property size (acres): NA
6. Name of nearest receiving body of water: Waxhaw Creek
7. River Basin: Yadkin (Hydrolo~ic Unit 03050103)
(Note -this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
8. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Mag_~ie Robinson Road is an unpaved road located neaz
Waxhaw in Union County The primary land use is rural residential with some agricultural
applications
Page 2 of 9

SR 1103 (Maggie Robinson Road)
Union County
9. Describe the overall project in detail, including the type of equipment to be used: While the
currently roadway is mostly cleared within our maintenance limits it is anticipated that a
small amount of clearing will be needed in order to install the necessary erosion control
devices The existing_gxavel base and drain~e will be improved but the roadway will not
increase in width The existing corrugated metal ape located at Sta. 56+60 will need to be
replaced The proposed work will be completed utilizin_g__typical construction equipment
such as a trackhoe dump truck boom truck vibratory roller and paving equipment.
10. Explain the purpose of the proposed work: The purpose of the proposed work is to improve
the level of service to the residents on Maggie Robinson Road.
XV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. N/A
XV. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
There is a future bridge replacement project in the TIP plans that would begin construction in
2008 if not delayed (B-4649 replaces Bride No 377 over Waxhaw Creek).
XV. Proposed Impacts to Waters. of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and- clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
Page 3 of 9

SR 1103 (Maggie Robinson Road)
Union County
1. Provide a written description of the proposed impacts: There will be 16 feet of permanent
impacts associated with the ape replacement at Sta. 56+60 ~L7T to Waxhaw Creek~_
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact
Site Number
(indicate on map)
Type of Impact Type of Wetland
(e.g., forested, marsh,
herbaceous, bog, etc.) Located within
100-year
Floodplain
es/no Distance to
Neazest
,Stream
linear feet Area of
Impact
(acres)

Total Wetland Impact (acres)
3. List the total acreage {estimated) of all existing wetlands on the property: N/A
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multiply length X width, then divide by 43,560.
Stream Impact
perennial or Average Impact Area of
Number Stream Name Type of Impact
Intermittent? Stream Width Length Impact
indicate on ma Before Im act linear feet acres
Replace Existing
Sta. 56+60 UT to Waxhaw 24" x 30' CMP perennial 2 Feet 16 Feet .00007
Creek with (2)
36" x 44' CMP

Total Stream 16 Feet .00007
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc
Page 4 of 9

SR 1103 (Maggie Robinson Road)
Union County
Open Water Impact

Site Number

indicate on ma)
Name of Waterbody

(if applicable)

Type of Impact Type of Waterbody

(lake, pond, estuary, sound, bay,

ocean, etc.) Area of

Impact

(acres)
N/A

Total Open Water Impact (acres)
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): .00007
Wetland Impact (acres): N/A
Open Water Impact (acres): N/A
Total Im act to Waters of the U.S. acres) .00007
Total Stream Impact (linear feet): 16 Feet
7. Isolated Waters
Do any isolated waters exist on the property? ^ Yes ®No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ^ uplands ^ stream ^ wetlands
Describe the method of construction (e.g., dam/embankment, excavation,' installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Current land use in the vicinity of the pond:
Size of watershed draining to pond: Expected pond surface area:
XV. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
fmancial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts. The current roadway will be
shifted to the right in order to avoid impacts to a jurisdictional stream that is located in our
roadside ditch on the southwest side of the Beaverdam Creek crossing. The request for 50 feet of
Page 5 of 9

SR 1103 (Maggie Robinson Road)
Union County
pipe to replace the existing 32 feet of ape is the required in order to establish a more stable
shoulder slope over the creek crossing
XV. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attacch directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), , a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Any requests received for mitigation will be routed through the NC Ecosystem Enhancement
Program
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Page 6 of 9

SR 1103 (Maggie Robinson Road)
Union County
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (squaze feet):
Amount of Riparian wetland mitigation requested (acres):
Amount ofNon-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX.
XV.
Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federaUstate/local) funds or the use of
public (federaUstate) land? Yes ® No ^
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ^ No
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ^ No ^
Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be cleazly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements),. or other (please
identify )? Yes ^ No
2. If "yes", identify the squaze feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Zone* Impact Multiplier Required
s uare feet Miti ation
1 3 (2 for Catawba)
2 1.5
Total ~ ~ ~ ~
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone i.
Page 7 of 9

SR 1103 (Maggie Robinson Road)
Union County
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration /Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260.
XV. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level.
The proiect length is 1.9 miles. The existing_~ravel base is 18 feet wide and the pavement width
will be 18 feet wide. There will not be an increase in impervious azea if this project is
constructed
XV. Sewage Disposal (required by DWQ)
Cleazly detail the ultimate treatment methods and disposition (non-discharge or dischazge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ^ No
Is this anafter-the-fact permit application? Yes ^ No
XV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ^ No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina. Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
This project will have no direct affect on development
Page 8 of 9

SR 1103 (Maggie Robinson Road)
Union County
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
3anuary 2, 2008
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 9 of 9

z,oeo,ooo ~r
-1460,000 FT
eo^daoa

D ~''"
E G• 2,070,000 Fi H ~"
Ro•aris• JOInS Map 491 eo°x'30• i,a~o,ooo~r eo'as•as•
TRIPLE C
MINI RANCH
.~
80°d8'(
~.- ~b
v _ ~~
~ ~~ X
L
a~ GA
'~ A
~~ 9~
~wooo ~ ~
` /~y F en
r~
~ O~

RD
p`
'. ~.'t
' ~ North Corner

~r ~ ~~~'~?i t~~ .~,r 1,f! rJ{~~f ~f`I '(~ ,f,.s1 I~ r"~~~ ~~~1~i~,. ~ } s ~~ ~~f~`f~~ ~ ~` t * t ~~ ~ t
. ~ !` ,
'"f ~~ ~ ~ ~ -_; ' -,~ ~' ~h °,,/ " ~, ~~ try ~ 1 ~ ,~ ~
.~ F /j ~ / - 1 ~"~' ~ ! ~ ?~~ ~~ ~~ --~ ~ . 4 ~ ,~ ~ tom.
'•.
f fi!}+~ ~. 1t~.~~ 1 .~ ~}, ..17'1 .Y .~.):± Jj(~` f ~ _ ~ 4 ~J.. ~-ti- ~
4 ~~ -'~~+~'~~+---3F 4~_.,__ l~ I. ~~~~ ; ~`,~. >t ~t tit \ ~- ~.F`' 4 .~.~v . -~ f
a '' ,.'s~ ~'~ I I' , \ ..
f - ~. ~~ ~ , f ~'~ ~ l i ~ ~ ~ _ ~ '' ti3
O ~ ~,~ _ ~
1,. i - _.. ~~ ` \ 4
`,~ k
~;~ ~~~~ !,`~ ~ ~ ,' ~ 'I , ~ r' It `~'. , ~~~ ~ \ ~ ~! ~~~ ~~~~i-
}l ~ /
I \ -4, ~ _
~x,~ \ '~4 ]
~,
7 W r f~,~ry. ,
Name: VAN WYCK Location: 034° 50' 30.45" N 080° 47' 29.85" W
Date: 11/27/2007 Caption: SR 1103 (Maggie Robinson Road) Union County
Scale: 1 inch equals 1333 feet
Copyright (C)1998, Maptech, Inc.

Alderman Environmental Services, Inc.
July 30, 2005
PROJECT: Freshwater mussel survey for B-4649 on SR 1103; Wazhaw Creek,
Union County, NC
TARGET SPECIES: Federally listed endangered Carolina heelsplitter (Lasmigona
decorata)
BIOLOGISTS: J. Alderman
L. Williams
K. Lynch
S. McRae
N.C. WILDLIFE RESOURCES COMMISSION ES PERMIT: NC - 2005 ES 09
U.S. FISH AND WILDLIFE SERVICE ES PERMIT: TE065756-0
STATION 20050714.2jma
LOCATION: Waxhaw Creek, Catawba River Basin, Union County, North Carolina;
within 400 meters downcreek to 100 meters upcreek from bridge; location of bridge:
34.836814 N, 80.791613 W; see associated map at end of report
SURVEY DATE: July 14, 2005
HABITAT:
WATERBODY TYPE:
FLOW:
RELATIVE DEPTH:
DEPTH (%<2 FEET):
SUBSTRATE:
COMPACTNESS:
SAND/GRAVEL BARS:
WOODY DEBRIS:
BEAVER ACTIVITY:
Stream
Slack
Very shallow
80
Clay, silt, sand, mud
Normal and unconsolidated
Present
Average
Evidence (gnawed sticks)

HABITAT (CONTINUED):
WINDTHROW:
TEMPORARY POOLS:
CHANNEL WIDTH:
BANK HEIGHT:
BANK STABILITY:
BUFFER WIDTH:
RIPARIAN VEGETATION:
LAND USE:
PERCENT COVER:
WOODLAND EXTENT:
NATURAL LEVEES:
VISIBILITY:
WATER LEVEL:
WEATHER:
Low
Present
6-10+ meters
1.5+ meters
Some erosion/undercutting
Moderate
Wooded, shrub-brush
Natural, timber, active pasture, rural
80
Intermediate
At least one
Slightly turbid
Normal
Sun-cloud, hot
TECHNIQUES AND SURVEY TIME:
TECHNIQUES:
SURVEY TIME:
FRESHWATER MUSSELS:
Elliptio complanata -1 live
Elliptio sp. - 3 shell fragments
Other Taza:
Corbicula fluminea
Visual; tactile
2.5 person hours
BIOLOGICAL CONCLUSION: It is recommended that a field
meeting is held with USFWS and/or NCWRC biologists and all
recommended conservation measures are implemented. The Biological
Conclusion of "May Affect" will be further refined to May Affect-Not
Likely to Adversely Affect or May Affect-Likely to Adversely Affect the
Carolina heelsplitter or Critical Habitat based upon the results of the
onsite meeting.

B-4649 Mussel Survey
Waxhaw Cr., Union Co., NC
Union Co.
Waxhaw Cr.
~ ~_
SR 1103
. Survey Station
~'~ MAJOR STREAMS
N ~ ROADS
0 2 Miles ~ COUNTY LINE

United States Department of the Interior
FISH AND WII,DLIFE SERVICE
Asheville Field Office
160 Zillicoa Street
Asheville, North Carolina 28801
June 11, 2007
~tViSit?ft Ctf ~-"
JUN •~ 4 iG~7
' .:-~~
Dr. Gregory J. Thorpe, Manager
Project Development and Environmental Analysis Branch
North Carolina Depaztment of Transportation
1548 Mail Service Center
Raleigh, North Carolina 27699-1548
Dear Dr. Thorpe:
Projec ..t7i9fli an~
~nviror~rr,;;, «; =;;;a{ysis Branch
Subject: Endangered Species Concurrence for the Replacement of Bridge No. 377 on SR 1103
over Waxhaw Creek, Union County, North Carolina (TIP No. B-4649)
As requested by the North Carolina Department of Transportation (NCDOT), we have reviewed
the permit request and.biological conclusions for federally protected species for the subject
project. Our comments are provided in accordance with the. provisions of section 7 of the
Endangered Species Act of 1973, as amended (16 U.S.C. 1531-1543) (Act).
The NCDOT is proposing to replace the existing 41-foot-long timber bridge with a 95-foot-long
concrete box-beam bridge that spans the creek and eliminates direct deck drain discharge to the
creek. The old bridge will be demolished by removing the superstructure and by cutting the
timber piles and vertical abutments off at the normal water surface.
Wazhaw Creek supports one.c~f seven populations of the federally endangered Cazolina
heelsplitter (Lasmigona decorata), and the proposed project azea is in federally designated .
critical habitat for the species. The project area was last surveyed in July of 2005 to determine if
the Cazolina heelsplitter was present there. Previous surveys as well as the latest surveys found
few native freshwater mussels in the project area, and no heelsplitters or their shells were found.
Given the negative survey data and poor habitat conditions in the project area and provided the
commitments agreed to at the November 7, 2006, field meeting (meeting notes dated
December 5, 2006) aze strictly adhered to, we concur with a conclusion that implementation of
this project is "not likely to adversely affect" the Carolina heelsplitter in the project area. In
view of this; we believe the requirements under section 7(c) of the Act are fulfilled. However,
obligations under section 7 of the Act must be reconsidered if (1) new information reveals
impacts of this identified action that may affect •listed species or critical habitat in a manner not

previously considered, (2) this action is subsequently modified in a manner that was not
considered in this review, or (3) a new species is listed or critical habitat is determined that may
be affected by the identified action.
If you have questions about these comments, please contact Ms. Marella Buncick of our staff at
828/258-3939, Ext. 237. In any future correspondence concerning this project, please reference
our Log No. 4-2-07-227.
Sinc ely,
Brian P. Cole
Field Supervisor
cc:
Mr. Chris Militscher, c/o Federal Highway Administration, U.S. Environmental Protection
Agency, Terry Sanford Federal Courthouse, 310 New Bern Avenue, Room 206,
Raleigh, NC 27601
Ms. Polly Lespinasse, Mooresville Regional Office, North Carolina Division of Water Quality,
610 East Center Avenue, Suite 301, Mooresville, NC 28115
Ms. Marla J. Chambers, Western NCDOT Permit Coordinator, North Carolina Wildlife
Resources Commission, 12275 Swift Road, Oakboro, NC 28129
Mr. Steve Lund, Asheville Regulatory Field Office, U.S. Army Corps of Engineers, 151 Patton
Avenue, Room 208, Asheville, NC 28801-5006

~a~~~
a~.,..r.
zs
t ~- . ,

F'
S _
~
5
~
~ ~;.~~'
R7~`t "~5
eY.tl `

5 *`
~ f

€ F
~~ s
~~ ~
F
~~ ~~
+..
1~r
A r,
4r
~~
F 13'
1 g
:&~ ~;

r;
STEP is Input Pro%ec[ Information 'items in red are inputs
Construction time ~
6 months (YIN)?
< Y County. Union
_
HQW (YIN)? N Elevation ft
From Sta.: 10 + 0 100.95 SR tY 1103
to Sta.: 15 + 9g 91.24
RighdLefT- Lt (RULt)
Contributing
RIW Width: 30 feet
Length of Run X 596 feet
Disturbed Area = 0.41 acres
'/. Ditch Grade: 1.624
STEP I: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock Sih Check Type-B's (for vefociry control only)
Spacing = 3C0 ! 7.624 % ditch grade = 185 feet
'Type -B Checks will not be required for velocity control it the required spacing is greater
than the Length of Run shown in Step 1.
'Type A Rock Sdt Checks can be substituted to satisfy the stooge requirements lound in-Step~S
STEP 4: Enrer Drainage Area: O.at acres ~'~'Se?'Stew ~ ~;~~:>:~ t
'Must equal or exceed the Drsturbed Area found above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRKs)
Regression Constant, C 399 Table 2.7 (Level Ill Ret Manua!)
Rainfall F3C:0(, R 250 Figure 2-1
Eredibiliry Factor, K 0_7 Table 2.2 orhttp://soddafamar!.nres usda gov/
O~Ichline Slope. s 0.01624 tuft
V= 732.87 h~laclyr
Required Storage Volume= '154.70 ?~~ ftl Usmg 829 of,Ratnfatt Factoq-
,: see troic in cett C4:.
3 :1
1.0 (t
3 ft'
61.59 h
4Q 03 ft' GOOD,Pkceriteasure(s)on.ECPlat*
>;:80.06 ft~
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=4350,
a Determine the Peak Runoff Rate, Qp (O~ = O,~ (Or5 for HOW)) :.USEDj0
no=CiA
Runoff Coefficient, C 0_5 Table 1-5.1.6,1-7
Time of Concentration, 4 (minutes)
1 Shortcut Method, 4(A<4.65)
Watershed Slope, S 0_5 %
t~= _5 minutes
2 Kirpich Method
Flow Pa[h, L 250 feet 'see Modute 1 Eq. 3
Watershed Slope, 5 0.005 fUft 'see Module 1 Eq. 3
Kirpich, t~= N1A minutes
Usrng a Relum Period (T) of f0 yrs (25 Ior HOt^Q and a t~ 01 ~ minutes.
the rainfall intensity, i (in/hQ, can be read /rom Appendix A or the
NOAA websde, http://hdsc nws.noaa gowhdsc/ptds/orb/nc~tds.hlml
Rainfall Intensity, 1 (in/hr) 9_t inlhr Appendix A
Drainage Area given as 0.47 acres
Peak Rate of Runott, O, =CiA 1.87 cfs
b Determine the Required Surface Area= z'~>??9i~i8711~-.49 ft~
c Use Surface Area (A) to determine required VOLUh1E of Temporary Type-B Sediment Dam
Design Depth: Z ~
Required VOLUME using the design depth. ~~,1522-.99 tt~
Cued ro see it Sediment Storage Requirements are met -.:: ~_
Sedment S[orage Requved ushg ]6G0 R7fac Stdiaga ca Ecutated usmg~Surface Area governs -'
o~smroed area (acresl- o.at See Sediment Dam Dimensions BeEow
Required SeSment Smnge (R'p Idol 64
Peace Type B Sediment Dam aL
ouriet point. EnsureRock StEt ~:I'
ChecK Typs-B-s areused to
satisfy requirements at Step 3.
See Step T tf installing this
measure is not procucat
Storage from TVDe A Rock Silt Checks .
Enter Ditch Side Slope Gradient (H: V):
Enter Check Height:
Area Behind Chet'k:
Length o/Ditch Behind Check:
Storage Behind Check (assumes 65'/e eNeciency):
Type A Checks required: ~ X
Total
Temnnrarv Tvge-t3 Sediment Dam

r. ,~
STEP f: Input Project Information •rtems in red are inputs
Construction time
< 6 months (YlNJ? Y
HQW (YIN)? N Elevation (ft1
From Sta.: 10 ~ 0 100.95
to Sta.: 15 * 98 91.24
RighULeft Rt (RLtt)
Contributing
R1W Width: 30 feet
Length of Run X S98 feet
Disturbed Area = 0.41 acres
Ditch Grade: 1.624
County. lMan _ ~
SR # 1103
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing (or Rock SiK Check Type-B's (tor velocity contro! only)
Spacing = 3C0 / 1 624 % ditch grade = 185 feet
'Type •B Checks will not be required la velocity control i/ the required spacing is greater
than the Length o/Run shown in Sfep 1
'Type A Rock Sdt Checks can be substituted to satisFy the stooge r<_quirements (Duna in Sfep S
STEP 4: Enter Drainage Area: 0.41 acres
'hfust equal w exceed the Disturbed Area Icvnd above
STEP 5: 1F CRAlNAGE AREA < 3 Acre: Use RUSLE2 ro determine storage (V=CRKs)
Regression Constant, C 399 Table 2-7 (Level I71 Ra/.4tanua0
P.a~nfall Factor, R 250 Figure 2-1
Erodibdiry Factor, K 0_t Table 2-2 or http //seildatamar!.nrs usda.gov/
Drtchtine Slope, 5 0.01624 fUFt
V= 132.81 tt~laclyr
Required Storage Volume= 54.70 ~`~. ft~ ~:Using 82%.oP.,Rainlali Facl:or:`.;
see ttota in cell C4
Storage from Tvoe A Rock Silt Checks
Enter Ddch Side Sbpe Gradient (N: V); 3 :1
Enter Check Height: 1 A ft
Area Behind Check: 3 ft'
Length oI Ditch Behind Check: 61.59 ft
Storage Behind Check (assumes 65% eBeciency): ~ ::.;~a~t,03' ft' ;:;GOOO, Place measures) on EG~Ptan
Type A Checks required: X :.~:.Z.Q:
Total .:180,06 ft~
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=435C,
a. Determine the Peak Runoff Rate, Cl• (O, = C,~ (QS for HCV/)) USE Ot0.
Qo=CiA
Runoff Coefficient, C 0_5 Table 1-5, 1-6,1-7
Time of Concentration, k (minutes)
1 Shortcut Method, 4 (A<4.6S)
Watershed Slope. S 0.5 %
i<= 5 minutes
2 Kirpich Me[hod
Flow Path, L 250 feet 'see Module 1 Eq 3
Watershed Slope, 5 0.005 fVft 'see Module 1 Eq. 3
Kirpich, t<= NIA minutes
Using a Return Period (T) of f0 yrs (25 for HCI~ and a [~ of minutes,
the rain/alt intensity, i (inArr), can be read /rom Appendix A a the
NOAA website, httpl/hdsc.nws noaa gov/hdsUplds/wb/nc~/ds htm!
-Rainfall Intensity, i (in/hrj 9 1 in/hr Appendix A
Drainage Area given as 0.41 acres
Peak Rate of Runoff, Cl, =CiA 1.87 cfs
b Determine [he Required Surface Area= ;',8t f;49 `tt
c Use Surface Area (A) to determine required V~UM11E of Temporary Type-B Sediment Dam
Design Depth: 2 L
Required VOLUh1E using the design depth. ~ ' 7622.99 ft~
:hxk to see it Sediment Storage Requirements are met
Sedmenl storage 4e000ed usug 3600 R]/ac Storage caEcutaied using Sertace Area -governs =.
O~scuroea Nee ra.resi= osi 'SeeSadiment Darn Dim?nsions BeEow
R•,u r•n S+dm.~.t Store, i't')= 113i.6.t
e
Temporary Type-B Sediment Dam

STEP !:Input Project /nformalYon •Kems in red are inputs
Construction time
< 6 months (Y!N)? Y
HQW (YIN)? N Elevation R
From Sta.: t5 + 98 81.24
to Sta.: 23 • 57 69.78
RightlLeft LL (Rf2t)
Contributing
RIW Width: 30 feet
Length of Run X 759 feet
Disturbed Area = 0.52 acres
'/. Ditch Grade: 2.827
County. tJ,ion ~
SR # 1103
STEP 2: Ditch Liner requirements: Utilise the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock Sift Check Type-e's (for ve/ociry conVO! only)
Spacing = 300 / 2.827 % ditch grade = 106 feet
'Type -B Checks will not be required (or velocity control i! the required spacing is greater
than the Length of Run shown in Step 1.
'Type A Rock Silt Checks can be substituted to satisfy the storage requirements found in Step 5
STEP 4: Enter Drainage Area: 0.52 acres f !i:See'SYen 5 :::
'Must equal or exceed the Disturbed Area found above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 [o determine storage (V=CRKs)
Regression Constant, C 399 Table 2-7 (Level 111 Ref Manual)
Rainfall Factor, R 250 Figure 2-1
Erodibility Factor, K 0_1 7ab/e 2.2 orhttp://soildatamart.nres.usda.gov/
D~tchline Slope, s 0.02827 ftlft
V= 231.27 R~laclyr
Required Storage Volume= ~ ~~f20.89-~1%~ ft~ UStng BZ"~G ot.Ratrwrit Fagtor'a
::see note in colt C4 `;
Storage from Tvpe A Rock Silt Checks
Enter Ditch Side Slope Gradient (H: V): 3 :1
Enter Check Height: t-0 R
Area Behind Check: 3 ~
Length of Ditch Behind Check: 35 37 R
Storage behind Check (assumes 65% elleciency): 22 §9, fts GOOD Ptace measure{s} on EG plon
Type A Checks required: X ~ ~~
Totat :;:i}37:95, ft'
STEP 6: lF DRAINAGE AREA ~ 3 Acre: Use Surface Area Calculations [o determine storage, A=43500
a, Determine the Peak Runoff Rate, O• (O~ = O,a (O;~ tar HON!)) USE,QSO
O,=CiA
Runoff Coefficient, C 0_5 Table 1-5,1.6.1-7
Time of Concentration, k (minutes)
1 Shortcut Method, tc(A<4.65)
Watershed Slope, S 0_5 %
t<= 5 minutes
2 Kirpich Method
Ftow Path, L 250 feet 'see Module 1 Eq. 3
Watershed Slope, S 0.005 ftlR 'see Module 1 Eq. 3
Kirpich, t<= NIA minutes
Using a Return Period (T) of 10 yrs (25 for HOLM and a to o/ minutes,
the rainfall intensity, i (in/hr), can be read from Appendix A or the
NOAH website, hftp://hdsc.nws.nogg.gov/hdsc/p/ds/orb/nc~(ds.htm!
Rainfall Intensity, i (inlhr) 9_1 inRv Appendix A
Drainage Area given as 0.52 acres
Peak Rate of Runoff, t], =CiA 2.37 cfs
b. Determine the Required Surface Area= ':"ice-~~ ~
c. Use Surface Area (A) to determine required VOLUME o' Temporary Type-B Sediment Dam
Design Depth: Z L J
Required VOLUME using the design depth: ~'ii'~:~~2058.42 ft'
CfmcM ro ue M Sediment Storage Requirementr are meC i; ~ : ~ ~ :.
Seame~4 Stonge Requved using JfiaO RS/ac Storage eaECUla fed USing. Surface Area. gOVeFR4 ;
OismrUed area (acres)= 0 52 ISee Sediment Dam Dernensions f3>!ow
Required Seammt Stonge (tt')~ 1881 62
Tem^^~^~ Tvnn-A .Cnriimanr Oam

STEP f: Input Project Information •ttems /n red are inputs
Construction time
< 6 months (YIN)? Y
HC1W (YIN) ? N Elevation ft
From Sta.: 15 + 98 91.24
to Sta : 23 + 5T 69.78
RightlLeft Rt (R'/Lt)
ConVibuting
R/W Width: 30 feet
Length of Run X 759 feet
Disturbed Area = 0.52 acres
'/. Ditch Grade: 2.827
County. union ~
SR # 1103
STEP 2: Ortch Liner requirements: Utilise the Required Liner tab and note recommendations on plans
STEP 3: Recommended spacing for Rock Silt Check Type-B's (for velocity convol only)
Spacing = 300 / 2.827 % ditch grade = 106 feet
'Type -8 Checks will not be required fa velxity control if the required spacing is greater
than the Length of Run shown in Step L
'Type A Rock Silt Checks can be subslituted to satisfy the storage requirements found in S~tep-15
STEP 4: Enter Drainage Area: 0.52 acres ~:~~:-SeeSieQS ::~::~:t
•A~lust equal a exceed the Disturbed Area found above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRKs)
Regression Constant C 399 Tabte 2-7 (Level 111 Ref tifanual)
Rainfall Factor, R 250 Figure 2-t
Erodibdiry Factor, K 0_1 Table 2-2 or http~//soildatamaR.nres.usda you/
Ditchline Slope, 5 0.02827 fUft
V= 271.27 fTSlac/yr
Required Storage Volume= 120.89 "=- ft ljsirgo'°l. oR..Ra«c~3i Fac,or-_
see ttote in cett C4_:
Storage from Tvoe A Rock Silt Checks
Enter Ditch Side Slope Gradient (H: V): 3 :t
Enter Check Height: L O ft
Area Behind Check: 3 fiz
Length of Drtch Behind Check: 35.37 ft
Storage Behind Check (assumes 65% eNeciency): ; ~ :. 22,§9: ft~ :: G000, PFace mea4uie{5) on EG.Pfan
Type A ChecNs required: X ,°{:6~R
Total i63T,94 f~
STEP 6: IF DRAINAGE AREA ~ 3 Acre: Use Surface Area Calculations to determine storage, A=435Qo
a. Determine the Peak Runoff Rate, Op (O, = D,o (O;S for HOW)) --.IJSE: QSD-.
na=CiA
Runoff Coefficient C 0_5 Table 1S, 1-6.1-7
Time of Concentration, L (minutes)
1 ShorteutMethod, k(A~4,65)
Watershed Slope, S 0_5 %
t~= 5 minutes
147pich Method
Flow Path, L 250 feet 'see Module 1 Eq. 3
Watershed Slope, S 0.005 fVft 'see tifodule 1 Eq. 3
Kirpich, 4= NIA minutes
Using a Return Period (T) of 10 yrs (25 la HONg and a tc o! minutes,
the rainfall intensify, i (inArr), can be read Iron Appendix A a the
NOAH website, http~/Ardsc.nws.nogg.gov/hdsdp/ds/ab/nc~lds.htm!
Rainfall Intensity, i (in/hr) 9_t inlhr Appendix A
Drainage Area given as 0.52 acres
Peak Rate of Runoff, O, =CiA 2.37 cfs
b Determine the Required Surface Area= '4`5029~21~ ft2
c. Use Surface Area (A) to determine required( ~VO UME of Temporary Type-B Sediment Dam
Design Depth: 21~~
Required VOLUME using the design depth -~~'~-12058.42 ft~
CnerJr ro see HSedimenr Storage Requfremenrs are meL~
seGmem Sronge RewKed using 1600 rtLac Storage raicutated: using Surface Area governs -.
niztur0ed Ma (acres) 0 52 :See Sediment Oam DiinensionsBeEow
ReCuved Segment Stooge (R'p 1881 82
Temporary Type-B Sediment Dam
Final Required Storage. ~~-203@.42 ft'
OPTIONS
2: f !L tM 3:1 (L:11g
Oe Ih~ ft ~~~2 >~: >I'2 ~P.taceType_BSedrmentDam:at:
Width-ft). :'l23~.'. 2.19 -outlet porti(. Ensure Rock Sift "
Leri th (ft ' 46': ' S7 Check Type-H's are used to
Weir.Width(ft): I~ '4 1 E!4 _satisfyrequvemenfsoiStep3.'`:
`linty 9tonge (R~j
_ 21 f o
:pK 2tb0
-.OK : f
See Step 7:f installrng this
erltf sustace area(tt'j lOSd
OK' 2Q83
OK mea sure is:~rwt practical.

STEP t: Inptrt Project information •rtems in red are inputs
Construction time
< 6 months (YM)? Y County. Union ~'
HOW (YIN)? N Elevation ft
From Ste : 23 + 57 69.78 SR fF 1103
Io Sta.: 27 + 65 63.83
RighVLeft Lt. (RLLt)
Contribtrting
RNI Width: 30 feet
Length of Run X 408 feet
Disturbed Area = 0.28 acres
'/. Ditch Grade: 1.458
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock Sih Check Type-B's (for velociry control only)
Spacing = 300 / 1.458 % ditch grade = 206 feet
'Type •B Checks will not be required !er velocity control it the requrred spacing is greater
than the Length oI Run shown in Step 1.
'Type A Pock Silt Checks can be substituted to satisfy the stooge requirements found in Step 5
STEP 4: En[erCrainage Area: 0.29 acres :i:ISeeSter~S'z~'->'.
'Must equal or exceed the Disturbed Area fcund above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRXs)
Regression Constant, C 399 Table 2-7 (Level !!f .4ef .Lfanual)
P.ainfall Factor, R 250 Figure &1
Erodibility Factor, K 00_1 Table 2-2 uhCp~//soildatamaR.nres.usdagov/
Ditchline Slope, 5 0.01458 fUft
V= 119.28 ft~/adyr
Required Storage Volume= ~ 3332'~»Ift' .UStnge2•Aot;RatttfattEactOr;
:'see noteiii celtC4; :~:
Storage from Tvoe A Rock Silt Checks
Enter Ddch Side Slope Gradient (H: V): 3 :1
Enter Check Height: t A h
Area Behind Check: 3 ~
Lengfh o/ Ddch Behind Check: .., . ,,,.,, ~ 57 ft
Storage Behind Check (assumes 65% effeciency): 44 51. ft~ 0000 PfaCe measure{5) on EG_P1an
Type A Checks required: X ~„ ._,~;,_' '(~ ~~
Total ....._i>i;:..44~.,57. fts
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculadans [o determine storage, A=435t?a '
a. Determine the Peak Runoff Rate, On (O, = Om (Os for HOW)) >llSE QSD'.
Oo=CiA
Runoff Coefficient, C 0_5 Table 15.1-6,1-7
Time of Concentration, ~ (minutes)
1 Shortcut Method, Is(A<4.65)
Watershed Slope, S 0_5 %
ts= 5 minutes
Kirpich Method
Flow Path, L 250 feet 'see Module i Eq. 3
Watershed Slope, S 0.005 ftlft 'see Hiodule 1 Eq. 3
Kirpich, ts= NIA minutes
Usinq a Return Period (T) of f0 yrs (251u HOVtq and a h of minutes,
the rainfall intensity, i (in/hr), can be read from Appendix A u the
NOAH website, http//hdsc.nwsnogg.gov/hdsclpfds/ub/ngpfds.html
Rainfall Intensity, i (iNhr) 9_t in/hr Appendix A
Drainage Area given as 0.28 acres
Peak Rate of Runoff, O, =CiA 1.27 cfs
b. Determine the Required Surface Area= I~ai;~:;:554>{g fis
c. Use Surface Area (A) to determine requiredd V~ Temporary Type-8 Sediment Dam
Design Depth: Z ~
Required VOLUME using the design depth i:;:;1508-.38 hl
Check to see i(Sediment Storage Regrdremenrs are rneL' ;; ~ ;: ~:, :.
Sedment Stooge Requiretl using 3600 R1ac Storage cafcutated Us+ng Surface Arta govern4 -
i
Oizmrbee area paesl- 0 2s -Sea Sedtment Oam Dunensions BeEow
Required Sediment Stooge (R')~ 1011 9
Temporary Type-8 Sediment Dam
Final Required Storage: ~:'~>1;t09.38 ft'
OPTIONS
7•s /1 •un 3-1 /LrW!
De Fh_ ft . ~~ 12':- '-~~ 2 : 'Place Type 6 Sednnent: Dam at.
Width ft)- ?a7 . '<'t4 oudet pomf: Ensure lipck StEt -<~
Len h (ftk
~ 34 "42 Check Type-0's are used to
Weir Wtdth (ft). J
i -:14 ; -, 4 ~ satisfy tegcirements oSStep 3.`
ve<,ryse s (Rrl `s 4f5o
• ~OK` !,}JO
:DK ~~
See Step 7 if mstallmgthis
erily SurfaceArea;(R') 573. :588 treasure is'itot practlcat _
>.

STEP f: input Project Information 'items in red are inputs
Construction time
c 6 months (YIN)? Y
HAW (Y!N)? N Elevation ft
From Sta.: 23 + 57 69.78
to Sta.: 27 + 65 63.83
RighULeft RL (R1iLt)
ConVibuting
R/W Width: 30 feet
Length of Run X 408 feet
Disturbed Area = 0.26 acres
'/. Ditch Grade: 1.458
County. union ~
SR # 1103
STEP 2: Ditch Liner requirements: Ubli:e the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing Ice Rock Sift Check Type-B's (for velocity control only)
Spacing = 300 / 1.458 % ditch grade = 206 feet
'Type -B Checks will not be required fa velocity control i/the required spacing is greater
than the Length of Run shown in Step 1.
'Type A Rock Silt Checks can be substituted to satisfy Ne staage requirements 7ound in Step 5
STEP 4: Enter Drainage Area: 0.29 acres
'Must equal a exceed the Disturbed Area found above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRXs)
Regression Ccnstant, C 399 Table 2-7 (Levellll Rel Manual)
Rainfall Factor, R 250 Figure 2-1
Erodibiliry Factor, K 00_1 Table 2-2 a http~//soildatamart.nres.usdagov/
Ditchline Slope, 5 0.01458 fUft
V= 119.28 ft~laclyr
Required Storage Volume= ~ 33 52 ~'- ft~ Ustng 62; of RatttYalt Factor'
,. ,., _ ..
Storage from Type A Rock Silt Checks -
Enter Ditch Side Slope Gradient (N: V): 3 :1
Enter CheckNeight: 1 0 ft
Area Behind Check: ~ 3 ~
Length o/Ditch Behind Check: 64.57 ft
Storage Behind Check (assumes 66% eKeciency): ~:~:~i!:a~i57: ft~
Type A Checks required: X `~:~><:z:;:::;i1:Q?
Total ~ ~ I44.5Y h~
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=J35Q~
a. Determine the Peak Runoff Rate, 09 (O, = O,o (O,5 for HOW)) USE O20
no=CiA
Runoff Coefficient, C
Time of ConcenVation, ~ (minutes)
1 Shortcut Method, k {A<4.65)
Vatershed Slope, S
tc=
IGrpich Method
Flow Pa[h, L
Watershed Slope, S
Kirpich, t~=
0.5 lab/e 1-5,1.6, 1-7
0_5 %
5 minutes
250 feet 'see Module 1 Eq. 3
0.005 ftlft 'see Module 1 Eq. 3
NIA minutes
Using a Return Period (T) of 10 yes (25 fa HO4t~ and a t e of minutes,
the rainfall intensity, f (in/hr), can be read from Appendix A or fhe
NOAA website, htip://hdsc.nws.noaa.govihdsc/pfds/orb/ncy(ds.html
Rainfall Intensity, i (in/hr) 9_t inlhr Appendix A
Drainage Area given as 0.28 acres
Peak Rate of Runoff, o, =CiA 1.27 cfs
b. Determine the Required Surface Area= ~:.:;:;:::i:;534;14 ft7
c Use Surface Area (A) to determine required VOLUME of Temporary Type-B Sediment Dam
Design Depth:
Required VOLUME using the design depth. ": ~ i 408.38 ft~
Check to see HSedlment Storage RegWremenrs are met ~::; ~~ ~ ~'~ ,~
Sedment storage Requw_d using 760 R]lac Stara ge GalcutatCd Usrng S~wfaee Area ~g0't:ern4 =~'
of:mroed area tacros)- o.is Sae Sadtmeiu Dam Dimensons Befow
Required Seamerrt Storage (R'Y 1011.57
Temcorarv Tvoe-8 Sediment Dam

STEP 1: Input Project Information 'items in red are inputs
Construction time
< 6 months (Y!N)? Y
HOW (Y7N) ? Y Elevation ft
From Sta : 27 + 65 63.83
to Sta.: 38 + 0 6.77
RighULeft LL (Rrrtq
Contributing '
R/W Width: 30 feet
Length of Run X 7035 feet
Disturbed Area = 0.71 acres
'/. Ditch Grade: 5.513 •/.
County. Union ~
SR ~ 1103
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock SiK Check Type-B's (lor velocity control only)
Spacing = 300 / 5.513 % ditch grade = 54 feet
'Type -B Checks will not be required for velocity control it the required spacing is greater
than the Length of Run shown in Step 1.
'Type A Rock Silt Checks can be substituted to satisfy the storage requirements lound in Step 5
STEP 4: Enter Drainage Area: 0.71 acres ;'::See Stec S ~:~: ;?
'!,test equal cr exceed the D[s;.r`ed Area found above
STEP 6: IF DRAINAGE AREA < 3 Acre: Usa RUSLE2 to determine storage (V=CRKs)
Regression Constant, C 399 Table 2-7 (Leve/!I! Ret ,Lfanuaq
Rainfall Faacr, R 250 Figure 2-1
ErodibiGty Factor, K 00_1 Table 2-2 ahttp://soildatamart.nres.usda.gov/
Ditchline Slope, s 0.05513 (Uft
V= 450.94 ft'/ac/yr
Required Storage Volume= - 321.43;`!' ft6 Vsag 62~ ot. Ratctfalf F.agtor
ii see roi?:in cettC4 ::::
S:oraoe from Type A Rock Silt Checks
Enter Ditch Side Slope Gradient (H: V): 3 a
Enter Check Height: 1_5 ft
Area Behind Check: 6.75 ftt
Length of Ddch Behind Check: 27:21 h
Storage Behind Check (assumes 65% eNeciency): ;:;.: ';}':~:~' ~ GOOD, Ptiice measuie(s) on EC Plan
TypeAChecksrequired: X~a_._..$`Q. 'O' ~-~' ~ ~~~ ~-~
Total _____,;:::358.'.:43.ft'
STEP 6: IFORAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=43500
a. Determine the Peak Runoff Rate, Ov (O, = O;q (0z5 for HOW)) USE!Q25
On=CiA
Runoff Coefficient, C
Time of ConcenUation, 4 (minutes)
7 Shortcut Method, 4 (A<4.65)
Watershed Slope, S
te=
Kirpich Method
Flow Path, L
Watershed Slope, S
Kirpich, tr=
0.5 Table 1-5,1-6,1-7
0_5 %
5 minutes
250 feet 'see Module 1 Eq. 3
0.005 ft!ft 'see Module 1 Eq. 3
NIA minutes
Using a Return Pericd (T) of 10 yrs (25 la HOtM and a tc ofminutes,
the rainfall intensity, i (in/hr), can be read from Appendix A a the
NOAA website, http~//hdsc.nws.noaa.gov/hdsc/plds/orb/nc~/ds.hlmf
Rainfall Intensity, i (in/hr) 9_1 in/hr Appendix A
Drainage Area given as 0.71 acres
Peak Rate of Runoff, O, =CiA 3.23 cfs
b. Determine the Required Surface Area= 'r~~;t4gS,2T ft~
c. Use Surface Area (A) to determine required VOL ME of Temporary Type-B Sediment Dam
Design Depth: 2 ~ ~
Required VOLUME using the design depth: -~;-iF28t0.54 ff~
Cbeck to see M Sediment Srorage Requlremenm are meC ;. -:
Seament Storage Required using 7600 rt3lac Storage ea[cutafecf using Surface Area governs -.
DismrDed Mea (acres) o.n :See Sed[mant Dam Dimensions F3eEow
Required SedimM Storage (tt')~ 2566.12
Temporary Type•B Sediment Dam
Final Required Storage 0:.2610.54 ft~
OPTIONS
.un o~~ rl •Wl
i
De Fh ft . -
02.':
~:?'-2 ~
-Plata Fype H SedrmenL Dam a[
Widtfi ft . <27. :~22 ~ outset pornt. Ensure Rock Sift
Leis- h (ftk
' : ~ ~-SC ~f' ~66 'Check Type-H's are used to
''
Weir Width (ft); :
: ~'4 ' ~:14 ~satcsiy requirements otStep 3.
Yentystorage (R°I ~: 2916
O+C 290'1
?DK :'
See Step 2if instalEtng thts
-
[
arttySUStauArea(n) 1454
~~ :1457
:;OK not prac~cal.
measure is
` ~ :::: ~ :

STEP t: Input Projectlntormadon 'items in red arelnputs
Construction time
<_ 6 months (YIN)? Y
HQW (YIN)? Y Elevation h
From Sta : 27 * 65 63.83
to Sta.: 38 + 0 6.77
Right/Left Rt (RUtt)
Contributing
RM/ Width: 30 feet
Length of Run X 1035 feet
Disturbed Area = 0.7t acres
'/. Ditch Grade: 5.513 X
County. union ~
SR # 1103
STEP 2: Drtch Liner requirements: Utilize the Required Liner tab and note recommendatrons on plans.
STEP 3: Recommended spacing /or Rock SiK Check Type-B's (!or velocity control only)
Spacing = 300 / 5 513 % ditch grade = 54 feet
'Type -B Checks will not be required for velocity control if the required spacing is greater
than the Length d Run shown in Step 1.
'Type A Rock Silt Checks can be substituted to satisfy the storage requirements found in Step 5
STEP 4: Enter Drainage Area: 0.71 acres
•Hfust equal or exceed the Disturbed M=_a found above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 [o determine storage (V=CRKs)
Regression Constant, C 399 Table 2-7 (Level Ifl Ref ,Ltanuaq
Rainfall Factor, R 250 Figure 2-1
Erodibiliry Factor, K 0O 1 Table 2.2 crhttp.//soi/datamart.nres.usda gov/
Ddchline Slope, S 0.05513 tUh
V= 450.94 h'/ac/yr
Required Storage Volume= >~- 32t.43 ~ fT' 13s+,t?g 827e of Ratnfatt Factor:;.
,.. ;
!see note ip qeR C4 ; i i:.
_._ __.
Storage from Tvoe A Rock Silt Checks
Enter Ditch Side Slope Gradient (H: V): 3 :1
Enter Check Height: ~ .5 h
Mee Behind Check: 6 75 w
Length of Ditch Behind Check: 27 21 K
Storage Behind Check (assumes 65% eHeciency): 3979. hs (,OOp;ptaCe measure(s) on EC Tian
Type A Checks required: X ::.. 3:0~
Total -358113 h'
.......... ..... .
STEP 6: IFDRAINAGE AREA > 3 Acre: Use Surtace Area Calculations to determine storage, A=435Q,
a. Determine the Peak Runoff Rate, OP (0,= O,o (O.5 for HOW)) liSE',O25.
O,=CiA
Runoff Coefficient, C 0_S Table t-5, t-6, t-7
Time of Concentration, k (minutes)
i Shortcut Method, 4 (A<4.65)
Watershed Slope, S 0_5 %
4= 5 minutes
Kirpich Method
Flow Forth, L 250 feet 'sea tifedule 1 Eq. 3
Watershed Slope, S 0.005 ft/h 'see Mcdu/e t Eq. 3
Kirpich, t<= N1A minutes
Using a Return Period (TJ of 10 yrs (25 /or HOW) and a tc oI minutes,
the rainlal! intensity, t (inihr). can be read from Appendix A or the
NOAA website, http:/ihdsc.nws.noaa.govihdsclplds/orb/nc~fds.html
Rainfall Intensity, i (loth r) 9 1 in/hr Appendix A
Drainage Area given as 0.71 acres
Peak Rate of Runoff, Q, =CiA 3.23 cfs
b. Determine the Required Surface Area= %1403:27 ft~
c Use Surface Area (A) to determine required VOLUME of Temporary Type-B Sediment Dam
Design Depth: 2 ~
Required VOLUME using [he design depth. --"2810.54 hs
Check to see 1r Sediment Storage Requlremenrs are mec
Sedment Stooge Re~uireduw+9 ]fi00 R1ac Storage calculated using Surface Area governs=.
DaturDed Mee (xresn o.7t ~~See Sediment Dam Dimensions Belax
Required Sedment Storage (tt')= 2568.12
Temporary Tvoe-B Sediment Dam

STEP }: Input Pro%ect Information 'items /n red are inptns
ConsVuction time
<
6 months (YIN)? Y
_
HQW (YIN) ? Y Elevation ft
From Sta.: 38 + 0 6.77
to Sta.: 40 * 86 1.93
RighpLeft Lt (Rt/Lt)
ConVibuting
R!W Width: 30 feet
Length of Run X 286 feet
Disturbed Area = 0.20 acres
'/. Ditch Grade: 1.692
County: Union ~
SR # 1103
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing /or Rock Sih Check Type-B's (for velociry contro! only)
Spacing = 300 / 1.692 % ditch grade = 177 feet
'Type -B Checks will not be required for velocity contro! it the required spacing is greater
than the Length of Run shown in Step 1
'Type A Rock Silf Checks can be subsbtufed to satisfy the storage requirements found in Step 5
STEP 4: EnlerOrainage Area: 0.39 acres ~>~i:>SeeSreb 5<:~':~>~~
',Crust equal or exceed the Disturbed Area found above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRKs)
Regression Constant, C 399 Table 2-7 (Level 111 Re(Manual)
Rainfall Factor, R 250
37
0 Figure 2-f
Table 2-2 crhdp.//soildalamart.nres.usda.gov/
.
Erodibility Factor, K
Ditchline Slope, 5 0.01692 fttft
r
f~lac/
y
V= St2.16
ft~
88:];3
e Volume= 100
d Stora
i
R t3St(eg 6291, O~ Rattt(atRFactor
.
,
g
equ
re :~ ~ See nOL2)tt ceit C4 ::;:
Storage from Tvce A Rock Silt Checks
Enter Ditch Side Slope Gradient (H: V): 3 :1
Enter Check Height: t-0 ft
Area Behind Gheck: 3 ~
Length of Ditch Behind Check: 59.E ft
Storage Behind Check (assumes 65% effeciency): ;~; 38:4:1:: ft'
' ;GOOD, Place measures) on EG,PIan
Type A Checks required: X »: ~~~
Total _ _ })5~.23.ft~
STEP 6: !F DRAINAGE AREA ~ 3 Acre: Use Surface Area Calculaltions to determine storage, A=4JSDo
a. Determine the Peak Runoff Rate, Op (~~ = O,a (O;5 for HOW)) 'LtS E,Q25'.
Q,=CiA
Runoff Coefficient, C
Time of Concentration, k (minutes)
1 Shortcut' Method, 4 (A<4.65)
Watershed Slope, S
~_
Kirpich Method
Flow Path, L
Watershed Slope, S
Kirpich, tc=
0.5 Table i-5,f-6,1-7
0_5 %
5 minutes
250 feet 'see hfodule 1 Eq. 3
0.005 ftlft 'see Module i Eq. 3
NIA minutes
Using a Return Period (T) o! f0 yrs (251a HOl^n and a [c of minutes,
the rainfall intensify, 1 (inihr), can be read Irom Appendix A or the
NOAH website, http'/ihdsc.nws.ncaa.gov/hdsclplds/crb/nc~/ds.hfml
Rainfall Intensity, i (inlhr) 9_t inlhr Appendix A
Drainage Area given as 0.39 acres
Peak Rate of Runoff, Oo =CiA 1.77 cfs
b. Determine the Required Surface Area= :'`3?:~<7T1:@'t: ~
c. Use Surface Area (A) to determine required VOLUME of Temporary Type-B Sediment Dam
Design Depth: i ~
Required VOLUME using the design depth: Y~: ~i 543.62 ftt
........................
Check ro see fl Sediment Storage Requirements are mer >: :~: :.
Segment Stooge Requireduzing 3600 R3/ac Storage wlcuta~ed: using Surface Area governs-
Disturbed Meg (acresh a io :See Sediment Dam Dirtrenstons Below
Required Sediment Stooge (R')~ 109 09
i
Temporary Type-B SedimentOam
Final Required Storage.

STEP is Input Project Information •items In red are inputs
Construction time
< 6 months (YIN)? Y
HoW (Y!N) ? Y Elevation (t
From Sta.: 38 + 0 6.77
to Sta.: 40 t 86 1.93
RighUleft Rt (RLLt)
ConVibuting
RJW Width: 30 feet
Length of Run X 286 feet
Disturbed Area = 0.20 acres
'/. Ditch Grade: 7.692 •/.
County. union ~
SR it 1103
STEP 2: Ditch Liner requirements: UGJrze the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for RocX Sift Check Type-B's (for velocity control only)
Spacing = 3C0 J 1.692 % ditch grade = 177 feet
'Type •8 Checks wit! not be required for velocity control it the required spacing is greater
than the Length d Run shown in Step 1.
'Type A Rock Sdt Checks can be substituted fo satisfy the storage requirements lound in Slep 5
STEP 4: Enter Drainage Area: 0.39 acres
'Must equal a exceed the Disturbed Area found above
STEP 5: lF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRKs)
Regression Constant, C 399 Table 2.7 (Level Ill Rel Manual)
Rainfall Factor, R 250 Figure 2-t
Erodibility Factor, K 0.37 Table 2-2 cvhttp://soifdatamart.nres.usda.gov/
Ditchline Slope, s 0.01692 fVft
V= 512.16 ft~/adyr
Required Storage Volume= > 700.68^~~~ ft' Using82°` orR.atrtfattFactor-
Storage from Tvpe A Rock Silt Checks
Enter Ditch Side Slope G2dien! (H:1~: 3 :1
Ent_a Check Height 1 0 ft
Area Behind Check: 3 ~
Length of Ditch Behind Check: ~ 59.09 ft
Storage Behind Check (assumes 65% e/feciency): z38.41< ft3
Type A Checks required: X 3:Q
To[al `I!N5~.23 ft'
STEP 6: IF DRAINAGE AREA ~ 3 Acre: Use Surface Area Calculations [o determine storage, A=435Q,
a. Determine the Peak Runoff Rate, O, (O, = O,o (OZS for HOW)) USE_O25
Op CiA
Runoft Coefficier.~ C 0_5 Table 1.5,1 -6,1-7
Tme of Concentration, 4 (minutes)
1 Shortcut Method, 4 (A<4.6S)
Watershed Slope, 5 0_5 %
L<= S minutes
2 Kirpich Method
Flow Path, L 250 feet 'see Module 1 Eq. 3
Natershed Slope, S 0.005 ftlft 'see Hfodule 1 Eq. 3
Kirpich, 4= N!A minutes
Using a Return Period (T) of 10 yes (25Ior HOW) and a t, of mrnules,
the reinfall intensity, i (in/hr), can be read from Appendix A or the
NOAH website, http/ihdsc.nws.noaagovMdsc/p(ds/orb/nc~fds html
Rainfall Intensity, I (iNhr) 9_7 in/hr Appendix A
Drainage Area given as 0.39 acres
Peak Rate of Runoff, ~, =CiA 1.77 cfs
b Determine the Required Surface Area= ~:TZt>91~ ft7
c. Use Surface Area (A) to determine required VO~IJME of Temporary Type~6 Sediment Dam
Design Depth: 2 ~
Required VOLUME using the design depth. '~ 1543.82 fCt
Check to see H Sediment Storage Requirements art meC , ~ <: ;': ,~ ~ ~.
Sedima+t Storage Requ'ved using 1600 R7tac Sto[aga ca[cutated using Srrface AreaQOYern4 -.
DismrDed Meg (acresp 6.zp 'Sea Sedrment Oam Dttgensions Be[ow
Required Sedment Stooge (R')- 709.09
Temnorarv Tvoe-B Sediment Dam

STEP is Input Project Information 'items in red are Inputs
Construction time
< 6 months (YIN)? Y County: union v
HOW (YIN)? Y Elevation ft
From Sta.: 40 ~ 86 1.93 SR 0 1103
to Sta.: 43 + 0 2
RighULefC LL (RUtt)
Contributing
R/W Width: 30 feet
Length of Run X 214 feet
Disturbed Area ~ = 0.15 acres
%DitchGrode: 0.033 •/.
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock Sitt Check Type-8's (for velocity convol only)
Spacing = 300 / 0.033 % ditch grade = 9171 feet
'Type -B Checks will not be required fa velocity con6ol if the required spacing is greater
than the Length of Run shown in Step 1.
'Type A Rcck Sdt Checks can be substituted to satrsfy the storage requirements found in Step 5
STEP 4: Enter Drainage Mea: 0.29 acres i> Seia Steti 5l><i'
'Must equal a exceed the Disturbed Area found above
STEP 5: IF ORAfNAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRXs)
Regression Constant, C 399 Table 2-7 (Level 111 Rel Manuaq
Rainfall Factor, R
K 250
37
0 Figure 2-1
Table 2-2 crhttp://soildatamaR.nres.usda gov/
Erodibiliry Factor,
Ditchline Slope, 5 .
0.00033 fUft
90 ft'/adyr
= 9
.
V
Required Storage Volume= 1 46 :<f ftl Vsing 62°ti oi.R.atttfalt Factor-.;
:
i
r
.,;;
n cett Cfi
see tro
P
Storage from Tvoe A Rock Silt Checks
Enter Ditch Side Slope Gradient (H: V): 3 :1
Enter CheckHeight: 11 0 ft
Area Behind Check: 3 ~
Length o/Ditch Behind Check: 3057 74 ft
Storage Behind Check (assumes 65% eNeciency): '1.33;SQ~ ftr ;GOE3D AFace measuie(s) on EE Klan
,:.
Type A Checks required: X 'f?R.
Tolal .__.;;k39',4Q ft
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=435Qa
a. Determine the Peak Runoff Ra[e, Oo (O, = O,q (Os for HOW)) ~:f1SE;Q25'
no=CiA
Runoff Coefficient, C 0_5 Table 1,5.1-6.1-7
Time of ConcenVation, k (minutes)
1 Shortcut Method, k (A<4.65J
Watershed Slope, S 0_5 %
4= 5 minutes
2 Kirp(ch Method
Flow Path, L 250 feet 'see Hfodule 1 Eq. 3
Watershed Slope, S 0.005 ftlft 'see Module 7 Eq. 3
Kirpich, t<= NIA minutes
Usinq a Return Period (T) of 10 yrs (25 Icr HO'AQ and a fc o/ minutes.
the rainfall intensity, i (in/hr). can be read from Appendix A a the
NOAH website, htfpl/hdscnws.noaa.gov/hdsc/pfds/orb/nc~lds.hfm!
Rainfall Intensity, i Qn/hrJ 9_1 in/hr Appendix A
Drainage Area given as 0.29 acres
Peak Rate of Runoff, O, =CiA 1.32 ds
b. Determine the Required Surface Area= '<'~:?:3i`i~:57318t3 ft~
c. Use Surface Area (Ai to determine required VOLUME or Temporary Type-B Sediment Dam
Design Depth: Z u
Required VOLUME using the design depth: ~.~~t147.97 ft]
Checlr to see N Sed7ment Storage Requirements are meC .: -, ~ ~ ~ - :~
Sediment Stooge Requ'ved using ]600 rt]h< Storage calculated using Seirface Area,govems
oismbed Prey (acres)- O.u `.Sse SedtmePt Dam DFmensions Below
Required Sediment Storage (A')= 570 58
a~
Temnnrarv Tvoe-A Sediment Dam

STEP 1: Input Project Information •items in red are inputs
Construction Ume
< 6 months (Y!N)? Y
HQW (YiN) ? Y Elevation ft
From Sta.: 40 * 86 1.93
to Sta.: 43 + 0 2
RighULeR Rt (RLLq
ConVibuting
R[W Width: 30 feet
Length of Run X 214 toot
Disturbed Area = 0.15 acres
X Ditch Grade: 0.033 •/.
County: Unbn ~
SR Si 1103
STEP 2: Ditch Liner requirements: Utilize the Required Liner lab and note recommendations on plans.
STEP 3: Recommended spacing for Rock Silt Check Type-8's (/or velocity convol only)
Spacing = 300 t 0.033 % ditch grade = 9171 feet
'Type -B Ghecks will not be required for velocity control i1 the requied spacing is greater
Than the Length o/Run shown in Sfep 1.
'Type A Rock Sil! Checks can be substituted to satisfy the storage requirements lound in Sfep 5
STEP 4: Enter Drainage Area: 0.29 acres s>:::See 5ten 5: »s>?
'141us1 equal a exceed the D~slurbed Area found above
STEP 5: IF DRA[NAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRKs)
Regression Constant, C 399 Table 2-7 (Love! 111 Ref Manual)
Rainfall Factor, R 22=0 F;gun 2-i
Erodibiliry Factor,K 0.37 Table 2.2 or http.//soi/datamart. nres. usda.gov/
Diichline Slope, 5 0.00033 ftlf[
V= 9.90 ft'IaGyr
Required Storage Volume= t 4c := ft' Usrng 62°t of t2autfalt Factor-"
Storage from Type A Rock Silt Checks
EnterOdch Side Sbpe Gradient (H: V): 3 :1
Enter Check Height: 1_0 h
Meg Behind Check: 3 ft
Length of Drtch Behind Check: 3057.14 ft
.
...
Storage Behind Check (assumes 65% effeciency): .................
:~:;:T39SD~ ftl
Type A Checks required: X i:~ ~ ~:>;i::~::~Q
Total -~:'(f39,10 ft~
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to de[ermine storage, A=435Qa
a. Determine [he Peak Runoff Rate, ao (O, = O,~ (Ozs for HOW)) ,U$E.O25-.
0•=CiA
Runoff Coefficient C
Time of ConcenUation, ~ (minutes)
1 Shortcut Method, tc (A<4.65)
Watershed Slope, S
~_
Kirpich Method
Flow Path, L
Watershed Slope, S
Kirpich, t~=
0.5 Table 1-5,1-6,1-7
0_5 %
5 minutes
250 feet 'see Module 1 Eq. 3
0.005 ftlft 'see Module 1 Eq. 3
NIA minutes
Using a Return Period (T) of 10 yrs (251or NOW) and a tc o! minutes.
the rainfall intensify, i (in/hr), can be read from Appendix A a the
NOAH website, http://hdsc.nws noaa.gov/hdsc/pfds/orb/nc~lds.html
Rainfall Intensity, i (in/h r) 9_1 in/hr Appendix A
Drainage Area given as 0.29 acres
Peak Rate of Runoff, O, =CiA 1.32 cfs
b. Determine the Required Surface Area= ~: ~~~?~.?~?>5T3~,99 ft
c. Use Surface Area (A) to determine required VOLUME of Temporary Type-B Sediment Dam
Design Depth: ~~
Required VOLUME using the design depth-. -~'<tt47.97 ftl
Check to see M Sed/moot Storage Requlrementr are meL' :~: ::: .
Set nerrt Smnge Required using 3600 Rvac 52n rage~Calcutatedusmg Surface Area go'rerns • ~,
O~smreea area pcres)= ~ o.i6 See Sed)menE Oam Dimensions Befav
Required SeQiment Stooge (R')~ 570.53
Temporary Type•8 Sediment Dam
Final Required Storage'. z".Y3147;9T ft'
OPTIONS
Z:1 (L:W) 3:1 (L:W)
De Fh ft : <::: '<: 2 Z': ! Ptade Type.9 Sedrmertt Dam'at3
Ntidth ft : t7 >: Lt4 Pyttet pomT.lEresure ftpcq StEt
Lori h (hj. .. 34 - '.'42 Check Type-O's are used. to
Weir Width (ft) ~ 4 ~ ~- -:~4 ~ satisfy regiiitemenfs at Step 3
Venty9to.age(rt') 2156 -
OK ' tfT6
~ ::
See Step? rf instalEing this

erlty Surixs Area (ttr).~ 578 :
OK 5dd
<DK measure is notpracOCal:

STEP !: Input Pro%ect Information •items in red are inputs
Construction time
< 6 months (Y/N~? Y
HQW (YIN)? Y Elevation ft
From Sta.: 43 + 0 2
to SW : 53 + 79 17.78
Right/Lett LL (RtrLt)
ConVibuting
R/W Width: 30 feet
Length of Run X 1079 feet
Disturbed Area = 0.74 acres
X Ditch Grade: 1.462
County. Union ~
SR>x 1103
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock Sih Check Type-B's (tor velocity control only)
Spacing = 300 / t 462 % ditch grade = 205 feet
'Type -B Checks will not be required ter velocity control if the required spacing is greater
than the Length of Run shown in Step 1.
'7ype A Rock Silt Checks can be substituted to safis/y the staagerequirements /ound in Step 5
STEP 4: Enter Drainage Area: 0.74 acres
'Must equal or exceed the Orsturbed Area /ound above
STEP 5: !F DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRKs)
Regression Constant, C 399 Table 2-7 (Level Iq Rel Manuaq
Rainfall Factor, R 250 Fiqure 2-1
Erodibdiry Factor, K 0.37 Table 2-2 a http://soildatamaR.nres usda.gov/
Ortchline Slope, s 0.01402 tuft
V= 442.60 ft~lac/yr
Required Storage Volume= '' 326.90 `:' ft (l;!t?g62~ot.Ratttfa(FFactpr:~:-
see ttote iii ceti C4
Storage from Tvpe A Rock Silt Checks
Enter Ditch Side Slope G2dient (H: V): 3 :1
Enter CheckHeight: t_0 ft
Area Behind Check: 3 ft=
Length o/Ddch Behind Check: 68.38 ft
Storage Behind Check (assumes 65% elfeciency): ; ` `;:':44.45' ff~ GOOp Mace measu[e{sj on EC.p1an
Type A Checks required: X E:.E)i
Total '>« 355(56 ft~
STEP 6: 1F DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=43500
a, Determine the Peak Runoff Rate, Op (O, = Qo (O,5 for HOVV~) USE Q25
On=CiA
Runoff Coefficient, C 0_5 lab/e 1.5,1-6, i-7
Time of Concenuation, k (minutes)
7 Shortcut Method, t<(A<4.65)
Watershed Slope, S 0_S %
t<= S minutes
2 Klrpich Method
Flow Path, L 250 feet 'see Module 1 Eq. 3
Watershed Slope, S 0.005 tuft 'see Module 1 Eq. 3
Kirpich, t~= NIA minutes
Using a Return Period (T) o/ 10 yrs (25 kxNONQ and a [~ of ~~minutes,
the raintal! infensihj, 1 (inihr), can be read from Appendix A a the
NOAA website, httpl/hdsc nws.neaa govfidsUpfds/ab/ncJofds.hfm!
Rainfall Intensity, I (n/hr) 99 1 in/hr Appendix A
Drainage Area given as 0.74 acres
Peak Rate of Runoff, O, =CiA 3.37 cfs
b. Determine [he Required Surface Area= 464,65 ft
c Use Surface Area (A) to determine required VOLUME of Temporary Type~B Sediment Dam
Design Deptn: 2
Required VOLUME using the designdeptk -~' 2929.29 fiz
Cfaok to see H Sediment Storage Requfremenrs are meC
Sediment Stange Requ+ed using 3600 R]hc SlO rage: Catcutatedu3rng Surface Area. governs;-_
D~swrbed .uea pcnsl• O.U See Sedtmeni Dam Dmlenvons Be(ow
Required Sediment Stooge (ft'1' 1675.21
TemoOraN TYOe•B Sediment Ddm

STEP 1: Input Pro%ect Information 'items in red are inputs
Construction time
< 6 months (YIN)? Y
HoW (YIN)? Y Elevation ft
From Sta.: 43 r 0 2
to Sta.: 53 ~ 79 17.78
RightlLeft RL (Rt21)
ConVibuting
R/W Width: 30 feet
LengthotRun X 1079 fee[
Disturbed Area = 0.74 acres
'/. Ditch Grade: 7.462
County: W+ion ~
SR # 1103
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock SiK Check Type-B's (lot velocity control only)
Spacing = 3CC / 1.462 % ditch grade = 205 feet
'Type -B Checks wilt not be required Icr velocity conbo! d Ne required spacing is greater
than the Length o/Run shown in Step 1.
'Type A Rxk Silt Checks can be substituted to satisfy the staage requrrements lound in Step 5
STEP 4: Enter Drainage Area: 0.74 acres
'Hlust equal a exceed the Disturbed Area found above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRKs)
Regression Constant, C 399 Table 2-7 (Level 111 Re(Manual)
Rainfall Factor, R 250 Figure 2-1
Erodiblity Factor,K 0.37 Table2-2 orhttp//soildatamart.nres. usda.gov/
Ditchline Slope, s 0.01462 fL'ft
V= 442.60 ttt/aGyr
Required Storage Volume= ~ 328 90 _` ~ 13sittg ez°S of Raerttatt Factor-
Storage from Type A Rock Silt Checks
Enter Ditch Side Sbpe Gradien! (H: V): 3 :1
Enter Check Heiqht: 11 0 h
Area Behind Check: 3 fC
Length o/0itch Behind Check: 68.38 ft
.....................
Storage Behind Check (assumes 65% eHeciency): ~~>s;4.'4;45.: ft'
Type A Checks required: X ~~'~~:~::~:~>~<~S:Q
Total 1355156 h'
STEP 6: IF ORAlNAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=435Q,,
a. Determine the Peak Runoff Rate, nv (O, = O.~ (O;5 for HOW)) LtS E.Q25.
O,=CiA
Runoff Coefficient, C 0_5 Table 1-5, t-6.1-7
Time of ConcenGation, ~ (minutes)
1 Shortcut Method, ti (A<4.65)
Watershed Slope, S 0_5 %
. t~= 5 minutes
Kirpich Method
Flow Path, L 250 feet 'see Module 1 Eq. 3
Watershed Slope, S 0.005 ft/ft 'see Hlodule 1 Eq 3
Kirpich, t<= NlA minutes
Using a Return Period (T) of 10 yrs (25 (a HOW) and a tc o/ ~:i`~44~.'i minutes,
the rainfall intensity, i (in/hr), can be read bom Appendix A a the
NOAA website, http:/rhdsc nws.nogg.govrhdsUplds/orb/ncyldshtm!
Rainfall Intensity, I (iNhr) 9_t inlhr Appendix A
Drainage Area given as 0.74 acres
Peak Rate of Runoff, O, =CiA 3.37 cfs
b. Determine the Required Surface Area= 1464.5S ftr
c. Use Surface Area (A) to determine required VOLUMIE of Temporary Type-B Sediment Dam
Design Depth:
Required VOLUME using the design depth: -'~ "2929.29 fla
Check to see N Sediment Storage Requirements are rnec
seamerrc stooge Re~ree usv+g lsoo rt3/ac Storage eaEcutatad: us+ng Surfacr Area governs-~~',
(]~sturoed Meg (acres) a.7.t See SedtmenL Dam Dtrriensrons BeEow
Requved Sediment Rouge (R')- 2675.21
Temporary Type-B Sediment Dam
Final Required Storage: ~->i'2929:29 ft'
OPTIONS
2: i (L: lM1~ 3: f (L: l1~
De fn ft 2 ' T: Peace Type B,Sedunent Dad at i
`(lidth ft 2H > :23 outlet pomt: Ensure Rock Sid
Leri .h (ftJ: 56 ' ~- ~'' 69 CtiecK Type-6-s are use6 to
Weir Width(ftp : -4 :: >.4- satrsfyrequiiementsotStep3.
ver,ry stoog En'1 3f3o
OK ' 3*?J
~- DK ,~
See Step T tf instal&ng this
enty Surface Acea (R'j 75G'k3 '
OK `; 1537
' bK measure is trot precbcal.

STEP f: Input Projeetlnformation 'items in red are inputs
Construction time
< 6 months (YIN)? Y
H0W (YIN)? N Elevation ft
From Sta.: 53 + 79 17.78
to Sta : 57 t 89 9.33
RighULett Lt. (RLLq
ContriDuttng
RM/ Width: 30 feet
Length of Run X 410 feet
Disturbed Area = 0.28 acres
'/. Ditch Grade: 2.061 X
County. anon ~
SR # 1103
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and nete recommendations on plans.
STEP 3: Recommended spacing for Rock Sitl Check Type-B's ((or velocity conrol only)
Spacing = 300 / 2 061 % ditch grade = 146 feet
'Type -B Checks will no! be required fer velocity control i/ the required spacing is greater
than the Length d Run shown in Step 1.
'Type A Rock Silt Checks can be substituted to satisfy the storage requirements found in Step 5
STEP 4: Enter Drainage Area: 0.28 acres
'Mus! equal or exceed the Disturbed Area found above
STEP 5: IF DRAINAGE AREA _< 3 Acre: Use RUSLE2 to determine storage (V=CRKs)
Regression Constant, C 399 Table 2-7 (Level NI Ref Manual)
Rainfall Factor, R 250 Figure 2-1
ErodibilityFactor,K 0_t Table2-2crhttp://soildatamaR.nres.usda.gov/
Ditchline Slope, s 0.02067 ftlft
V= 168.58 ft'/aclyr
Required Storage Volume= '~% 4T 60 :;?~ ftJ .Using 82~ ot.R.atttfatt Factor-;.
see ttotiz iii sett C4: i
__.. ..
Storage from Tvoe A Rock Silt Checks
Enter Ditch Side Slope Gradient (N: V): 3 :1
Enter Check Height: 1_0 ft
Area Behind Check: 3 ft2
Length of Ditch Behind Check: 44.52 K
Storage Behind Check (assumes 66% effeciency): 3i <5a: ft' iGOOD, Pkce measure(s) on EG Pfan
Type A Checks required: ~ X ;:2:4
Toral >:63(08 ft'
.................. .
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=435Oa
a. Determine the Peak Runoff Rate, Oo (0, = O;a (025 for HOW)) ::l)SE QSO-
O,=CiA
Runoff Coefficient C 0_5 Table i-5:1 -6,1-7
Time of ConcenUation, t: (minutes)
1 Shortcut Method, is (A<4.65)
• Watershed Slope, S 0_5 %
t~= 5 minutes
2 Kirpich Method
Flow Path, L 250 feet' 'see htndule 1 Eq. 3
Watershed Slope, S 0.005 ft/tt 'see Hfodule 1 Eq. 3
Kirpich, t<= N!A minutes
Using a Return Period (T) of f0 yrs (25 Iw HO41~ and a [~ o/ minutes,
the rein/alt intensity, i (in/hr), can be read /rom Appendix A a the
NOAH website, http:/ihdsc.nws.nogg.govihdsa/pfds/ab/nc~fds.html
Rainfall Intensity, I (inRv) 9_1 inRv Appendix A
Drainage Area given as 0.28 acres
Peak Rate of Runoff, Q, =CiA 1.27 cfs
b, Determine the Required Surface Area= '~t??i~?554:19 fta
c. Use Surface Area (A) to determine required Vi~E of Temporary Type-B Sediment Dam
Design Depth: 2
Required VOLUME using the design depth: !' 1 108.38 ft'
Check to see HSedfinent Storage Requ7rementr are meC
Sedment Stooge Required using J600 RJ/ac Storage catcutated using 5ter(ace Area CfOVerns
DismrEed Prey (acresp 0.28 See SedimeiiL Dam Dimensions I3e(oW
Required Sedimurt Stooge (R'p 7016.57
Temonrarv Tvne-B Sediment Dam

STEP 1: Input Pro%ect Information 'items in red are inputs
Construction time
< 6 months (YIN)? Y
HQW (YlNj? N Elevation ft
From Sta.: 53 + 79 17.78
to Sta.: 57 + 89 9.33
RightlLeft Rt. (RLL!)
Contributing
R/W Width: 30 feet
length of Run X 410 feet
Disturbed Area = 0.28 acres
'/. Ditch Grade: 2.061
County. Uuon ~
SR # 1103
STEP 2: Ditch Liner requirements: Utilise the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock Sift Check Type-t3's (for velocity convol only)
Spacing = 300 / 2.061 % ditch grade = 146 feet
'Type -8 Checks will not be required for velocity control it the required spacing is greater
than the Length of Run shown in Step 1.
'Type A Rock Silt Checks can be substituted !o satisfy the storage requirements lound in Sfep 5
STEP 4: Enter Drainage Area: 0.28 acres
',Llust equal a exceed the Disturbed Area lound above
STEP 5: !F DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage N=CRKs)
Regression Constant, C 399 Table 2-7 (Level /ll Ref Manual)
Rainfall Fac;or, R 250 Figure 2.1
Erod!bilityFactor,K 0_t Table2-2orhttp//soi/datamart.nres.usda.gov/
Ditchline Slope, 5 0.02061 f41t
V= 168.58 fta/ac/yr
Required Storage Volume= 47.60~'`~ ~ ~ Using BZ°y ot. Ratrtfalt Factor-
Storage from Type A Rock Silt Checks
EnlerDitch Side Slope Gredient (H: V): 3 :1
Enter CheckHeight: 1_0 ft
Area 8ehmd Check: 3 tt~
Length oI Ditch Behind Check:
......... 48.52 tt
............
Storage Behind Check (assumes 65% effeciency): . ':'_i~}54i ft'
Type A Checks required: X :':~~i~i ~~~ <~>~::~::aQ;
Total
........ :!i63.0H K'
..... .. .
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=435Qo
a. Determine the Peak Runoff Rate, Qp (O, = O:o (On for HOV'!)) ,U$E QSD-
Q,=CiA
Runoff Coefficient, C 0_5 Table 1S, f•ti,1-7
Time of ConcenUation, ~ (minutes)
1 Shortcut Method, t<(A<4.65)
Watershed Slope, S 0_5 %
tom= 5 minutes
2 Kirpich Method
Flow Path, L 250 feet 'see Module 1 Eq. 3
Watershed Slope, S 0.005 fUft 'see hiodu/e 1 Eq. 3
Kirpich, t~= NIA minutes
Using a Return Period (T) of 10 yrs (25 fa HOW) and a [~ of minutes,
the rainfall intensity, i (in/hr), can 6e read /tom Appendix A a the
NOAA website, hftpl/hdsc.nws.noaa.gov/hdsc/p/ds/orb/nc~Ids.html
Rainfall Intensity, i Qnlhr) 99 1 in/hr Appendix A
Drainage Area given as 0.28 acres
Peak Ra[e of Runoff, t], =CiA 1.27 cfs
b. Determine the Required Surface Area= 55~fa9 ftZ
c. Use Surface Area (A) to determine required VOLUME of Temporar/ Type-8 Sediment Dam
Design Depth: 2
Required VOLUME using the design depth: --' 1708.38 R}
Chest ro see 7r Sediment Storage RegWremencs are mec
Se~:,mern Storage Required using }600 R}/ac Storage calculated using Surface Area governs =~
C~s;.:ro~.u~a ;aaes)= 11.26 S_3Senimeht Oac2bimensioi;s Pa'cx
._' r-7 Se~`ir.:rt Stan ~. (R )' 10!8.5]
Temporary Type-t3 Sediment Dam
Final Required Storage: ~~~~~>-11Dfl.38 fta
OPTIONS
2:1 (L: W) 3: f (L: W)
De th R. .;:~~. ... a>. 2 4: ~:2`: -t?tace:FypeBSedlrrterriDamaF;:
Width R ~ t7.~;' =34. outletpomf:.EnsureRdckScFt
Leri h (ftX 33 ': 142 : Check Type-S"s are used to
WeicWtd[h (ft) 4 -- ::4 ~ satisfyrequi~ements aFStep3.
verily atorige (R~) 2f5o >
OK ~r'. t}76
tOK
See StepT.ifinstalEmgth)s
erKy SUrtacsAcea (tt') 67B 5d8 measure is not practical:

STEP 1: lnpu[ Pro)ect tnformadon 'items in red are Inputs
Construction time
< 6 months (Y/N)? Y
HQW (Y1N) ? N Elevation K
From Sta.: 57 • 89 9.33
to Sta.: 73 ~ 50 73.4
RighULeft Lt (Rbtl)
Contributing
RhV Width: 30 feet
Length otRun X 1561 feet
Disturbed Area = 1.08 acres
'/. Ditch Grade: 4.104
County: Unbn ~
SR # 1103

STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
S TEP 3: Recommended spacing for Rock Sit[ Check Type-e's (for velocity control only)
Spacing = 300 / 4.104 % ditch grade = 73 feet
'Type •8 Checks will not be required fa velocity control if the required spacing is greatly
Nan the Length o! Run shown in Sfep 1.
'Type A Rock Silt Checks can be substituted to satisfy the storage requirements found in Step 5
STEP 4: Enter Drainage Area: 1.07 acres ?See Steo-54<s»:
'Must equal a exceed the Disturbed Area found above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRKs)
Regression Constant C 399 Table 2-7 (Level 111 Ref Manua!)
Rainfall Factor, R 2=0 Figure 2-1
Erodibility Factor, K 0_1 lab/e 2-2 or http://soitdatamart.nres.usda.gov/
Ddchline Slope, 5 0.04104 fUft
V= 335.72 ft'/aclyr
Required Storage Volume= > 36092'?>ft' 'VS+Rg627eO~8atgfattFactor!
;:see rtot2;iit cetFC4 ..;:
Storage from Tvoe A Rock Silt Checks
Enter Ortch Side Sbpe G2dient (H: V): 3 :1
Enter CheckHeight: 1_5 ft
Area Behind Check: 6.75 tr
Length of Ditch Behind Check: 36 55 ft
Storage Behind Check (assumes 65% effeciency): ::~ ., :`:?53,45: ft~ .,:'GOOD pyCe measuie(S) on EG ~Pfan
Type A Checks required: X ~ ;:.: X0
To[al '.,,_._ ~374,i4!ft~
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=435Qo
a. Determine the Peak Runoff Rate, Op (Op = O,0 (O.5 for HOW)) '.USEQ?D
Oo=CiA
Runoff Coefficient C
Time of Concenbation, t<(minutes)
1 ShortcutMefhod, t<(Ac4.65)
Watershed Slope, S
~_
Kirpich McNod
Flow Path, L
Watershed Slope, S
Kirpich, t<=
0.5 Table 15,1-6.1-7
0_5 %
5 minutes
250 feet 'see Module 1 Eq. 3
0.005 fVft 'see Module 1 Eq. 3
NIA minutes
Usinq a Return Period (T) oI f0 yrs (15 for HOIA~ and a tc o/ ~~44~ minutes.
the rainfai7 intensity. i (inAv), can be read 6om Appendix A w the
NOAA website, http/Ardsc.nws.noaa govihdsc/pfds/crb/nc~lds.hlml
Rainfall Intensity, f (in/hr) 9_7 in/hr Appendix A
Drainage Area given as 1.07 acres
Peak Rate of RUriOff, O, =CiA 4.87 cfs
b Determine the Required Surface Area= '<':':~ ~:~>:~:~217;(30 ft'
c. Use Surface Area (A) [o determine required V LUME of Temporary Type-B Sediment Dam
Design Depth: 2 ~
Required VOLUME using the design depth. ~ 4235.60 ft~
CFecN ro see Msedimenr Srwage Regdrements are meL• ~.:: ~' - > '.
SeCment Stonge ReQUVed using 7600 nvac Storage.eaEcutated: using Surface Area governs
D~seurEed Meg (acresl• t.aa See Sediment Darn Dnrsensions Below
Repuied Sed~mern 9onge (R')~ 7870.25
Tem~~rarv Tvne-B Sediment Dam

STEP f: Input Project Information 'items in red are inputs
Construction time
<_ 6 months (Y!N)? Y
HOW (YIN)? N Elevation ft
From Sta.: 57 + 89 9.33
to Sta.: 73 + SO 73.4
Right/LefY. Rt (Rt2Q
Contributing
RhV Width: 30 feet
Length afRun X 1561 feet
Disturbed Area = 1.08 acres
Y. Ditch Grade: 4.104
County. lAion ~
SR # 1103
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock Sih Check Type-B's (for velocity control onty)
Spacing = 300 / 4.104 % ditch grade = 73 feet
'Type -B Checks will not be required for velocih control rl the required spacing is greater
than the Length of Run shown in Step 1.
'Type A Rock Silt Checks can be substituted to satis/y the storage requirements lound in Step 5
STEP 4: Enter Drainage Area: 1.07 acres
'Must equal w exceed the Disturbed Area found above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRXs)
Regression Constant, C 399 Table 2-7 (Level 111 RaI hfanual)
Rainfall Factor, R 250 Figure 2-1
Erodibility Factor, K 0O t Table 2-2 or http.//soi/datamartnres.usda.gov/
Ddchline Slope, 5 0.04104 ft'ft
V= 335.72 ft'laclyr
Required Storage Volume= _.:; 360.92 ~%~ ft' Usiag 62"r of Raircfalt Factor-
Storage from Tvoe A Rock Sllt Checks
Enter Ditch Side Slope Gradient (H: V): 3 :1
Enter Check Height: /_5 h
Area Behind Check: 6.75 fiz
Length olDitch Behind Check: 30.55 tt
Storage Behind Check (assumes 65% effeciency): <>:;6345: ft~
Type A Checks required: X i;` ici`?f>~~i~'t::TQ~.
Tota! .374.44 fTs
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations [o determine storage, A=435Qo
' a. Determine the Peak Runoff Rate, C!e (O, = O~tl (O,5 for HOW)) 115E QSD
O,=CiA
Runoff Coefficient, C ,
Time of ConcenVation, ~ (minutes)
1 Shortcut Method, 4 (A<4.65)
Watershed Slope, S
tc=
lUrpich Method
Flow Path, L
Watershed Slope, S
Kirpich, t~=
0_5 Table 1-5,1-6.1-7
0_5 %
5 minutes
250 feet 'see Module 1 Eq. 3
0.005 tdft 'see Module 1 Eq. 3
NIA minutes
Using a Return Period (T) of~10 yrs (25 Icv HOW) and a t~ o/ minutes,
the rainla/l inlensih/, i (inter), can be read from Appendix A a the
NOAA websde, http /ihdsc.nws.noaa govrhdsc/pldslab/nc~fds html
Rainfall Intensity, i (n/hr) 9_1 in/hr Appendix A
Drainage Area given as 1.07 acres
Peak Rate of Runoff, O, =CiA 4.87 cfs
b. Determine the Required Surface Area= 21,47;80 Ftt
c. Use Surface Area (A) to determine required VOLUME of Temporary Type-8 Sediment Dam
Design Depth:
Required VOLUME using the design depth: ~` 4235.60 ftl
Check fo see t/5edimenr Storage Requfrcmentt are met
SeGment Storage Required using 3600 rt7/ac Stn rage caEcutated using Surface Area governs ~-i
Oiz:urDea Maa p<res>= tos SaeSeduoenL Dam Dunerisions BeEow
Requiretl Segment Stooge (II')~ 7870.25 ?,i
Temporary Type-B Sediment Dam
Final Required Storage. ~~:~4235.60 ft~
OPTIONS
2:1 (L:Y1~ 3:1 (LaM1~
De Eh R: 2 Z'%` PtaceType_flSedirnentDama[
VJidth ft . 33 :27.'. outlet point. Ensure Roc'.i-Sift .<
Lit ii- th (ftk 66 ~ 61:->: Check Type-H's are used to
Weir Width (ft) 4 "!4 . ~. seEisfiy requiremenEs oTStep 3.:::
venry ston9e Ft') 43ro
OK 43Td
OK''
ee Step l if
Bistallmg this
e t ~;.~,d p _s ~"''t '' -
Dr s37
v .
measure is nocpracucat ?

STEP f: Input Project Jnformation 'items in red are inputs
Construction time
< 6 months (YIN)? Y
HQW (YIN)? N Elevation ft
From Sta.: 73 + SO 73.4
to Sta.: 79 + 80 63.19
Right/Left - Lt (Rtrt.t)
Contributing
RMf Width: 30 feet
Length of Run X 630 feet
Disturbed Area = 0.43 acres
'/. Ditch Grade: 1.621
County Imion ~
SR it 1103
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock SiK Check Type•B's (for velocity control only)
Spacing = 300 / 1.621 % ditch grade = 785 feet
'Type -8 Checks will not be required la ve/rx:ity conUol if the required spacing is greater
than the Length of Run shown in Step 1.
'Type A Rock Sdt Checks can be substituted to satisfy the storage requirements found in Step S
STEP 4: Enter Drainage Area: 0.43 acres
'hfust equal or exceed the Disturbed Area lound above
STEP 5: !F DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRXS)
Regression Constant, C 399 Table 2-7 (Level 111 Rel hfanual)
Rainfall Factor, R 250 Frqure 2-1
Erodibiliry Factor, K 0.1 Table 2-2 orhKD~~/soiklatamar:.nres.usda.gov/
Ditchline Slope, 5 0.01621 Rift
V= 132.56 ft'/adyr
Required Storage Volume- '%': 5T 52 ~~:' ftz Vs+ttg 82~ Ot R.atpfalt Pastor;;
~~ ~$ee l1OtP:lt! CPtk C'4- -:
Storage from Tvpe A Rock Silt Checks
Enter Ditch Side Slope Gradient (H: V): 3 :1
Enter Check Height: 1_0 ft
Area Behind Check: 3 fC
Length o/Ddch Behind Check: 61.70 K
Storage Behind Check (assumes 65% eHeciency): i.ii ~:~:4IIa:f: ft' :(GOOD, Place measure(s) on EC Plan
Type A Checks required: X~. .~~Z~~:
Total _ _ ..:;:;80.22 ft'
STEP 6: IF DRA/NAGS AREA ~ 3 Acre: Use Surface Area Calculations to determine storage, A=435Qo
a. Determine the Peak Runoff Rate, Qv (O, = Oro (~;5 for HAW)) li5 E,t2St)
O,=CiA
Runoff Coefficient, C
Time of Concentration, 4 (minutes)
1 ShorfcutMethod, t~(A<4.65)
Watershed Slope, 5
~_
Kirpich Method
Flow Path, L
Watershed Slope, 5
Kirpich, tc=
0.5 7abfe 1-5.1-6, f-7
0_5 %
5 minutes
250 feet 'see A~fodule 1 Eq. 3
0.005 fVft 'see Module i Eq. 3
NIA minutes
Using a Return Period (T) of f0 yrs (25 Ia HONE and a tc of minutes.
the rainfall intensity, i (inihr), can be read Iron Appendix A or the
NOAH website, hKp//hdsc.nwsnoaa.gov/hdsdp/ds/orb/nc~/ds.html
Rainfall Intensity, i (in/hr) 9_7 inlhr Appendix A
Drainage Area given as 0.43 acres
Peak Rate of Runoff, Q, =CiA 1.96 cis
b. Determine the Required Surface Area= -:831>,9i3 ft~
c. Use Surface Area (A) to determine requiredd V~ Temporary Type-B Sediment Dam
Design Depth: 2
Required VOLUME using the design depth: ~;<.$702~a6 ff~
ChecN fo ue K Sediment Storage Requrremenfs are meC
Sedment Stooge Requ'ved using ]6C0 R3hc Sioraga.ca fcuta tad: using Svrfaee Area governs..-,
O~stumed urea pores)- e.y] Sea Sedtmenf Oam Dcmensians BeEow
Required Seamen! Stooge (R')= 1561.98
Temoorarv Tvoe-B Sediment Dam

STEP f: Input Project Information •items in red are inputs
Construction time
< 6 months (Y!N)? Y
HQW (Y!N)? N Elevation ft
From Sta.: 73 + 50 73.4
to Sta.: 79 * 80 63.19
Right/Left: Rt (RbLI)
Contributing
R!W Width: 30 feet
Length of Run X 630 feet
Disturbed Area = 0.43 acres
% Ditch Grade: 1.621
County. unia~ ~
SR # 1103
STEP 2: Ditch Liner requirements: U!ilize the Required Liner fob and note recommendations on plans.
STEP 3: Recommended spacing for Rock Silt Check Type-B's (for velocity control only)
Spacing = 300 / 1.621 % ditch grade = 185 feet
'Type -B Checks will not be required fd velocity control illhe required spacing is greater
than the Length of Run shown in Sfep 1.
'Type A Rock Srlt Checks can be substituted to satisfy the sfaage requirements found in Step 5
STEP 4: Enter Drainage Area: 0.43 acres
'Must equal a exceed the Disturbed Area found above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage ;^J=CRXs)
P. ;ress:on Ccnsrant, C 399 Table 2-7 (Level l/l Ref Manual)
Rainfall Factor, R 250 Figure 2-1
Erodibiliry Factor, K 0O t Table 2-2 u http.//soi/dafamart.nres. wda gov/
Ditchline Slope, s 0.01621 ftfh
V= 132.56 ft'/ac/yr
Required Storage Volume= ? 57.52 ~' ftt ~USing 62°` Ot R. att[fatf Factor-.
Storage from Type A Rock Silt Checks
Enter Ditch Side Slope Gradient (H: V): 3 :1
Enter Check Height: 1_0 h
Area Behind Check: 3 ht
Length of Ortch Behind Check: 61.70 h
.....................
Storage Behind Check (assumes 65% effeciency): ~ 2:<:ad3:1`: ft'
Type A Checks required: X ~i~<:;<~:<~:<:~;i;lQi
Total >.60.22 ht
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=4350,
a. Determine the Peak Runoff Rate, Qo (O, = O,~ (Os for HOW)) ~USE,OtO-
Q,=CiA
Runoff Coefficient, C 0_5 Table 1-5,1-6, i-7
Time of Concentration, ~ (minutes)
t Shortcut Method, is (A<4.65)
Watershed Slope, S 0.5 %
ts= 5 minutes
2 JGrpich Method
Flow Path, L 250 feet 'see hfodule 1 Eq. 3
Watershed Slope, 5 0.005 fUft 'see hledufe 1 Eq. 3
Kirpich, t~= N/A minutes
Usinq a Return Period (T) of f0 yrs (25 for NQIh~ and a to oI minutes,
the rainfall intensih,•, i (inlhr), can be read from Appendix A a the
NOAH website, hitp://hdsc nws.nogg.govrhdsrJpfds/cub/nc~fds.html
Rainfall Intensity, i (in/h r) 9_1 inlhr Appendix A
Drainage Area given as 0.43 acres
Peak Rate of Runoff, O, =CiA 1.96 cfs
b. Determine the Required Surface Area= !<;`: >:::~i35f>06 fY'
c. Use Surface Area (A) to determine required VOLUME of Temporary Type-B Sediment Dam
Design Depth:
Required VOLUME using the design depth: "~ 1707-16 h~
LheeY ro see N Sediment Srwage Req Wrementr are met: :::
SeCmerrt sronge Required using 160o rt3tac Storage cakutated ~uscng Surface Area governs-',
Orstur~ed Pr!a (acres)= o.s7 See:SedcmentDan~ Dimensionsf3e(ow
Required SeQunent Stooge (R'Y 1581.98
Temporary Type-B Sediment Dam

STEP 1: Input Project Information 'items in red are inputs
Construction time
< 6 months (YINJ? Y
HnW (YIN) ? N Elevation ft
From Sta.: 79 + 80 63.19
to Sta.: 90 + 67 80.27
Rightil.eR LL (R12t)
Contributing
R1W Width: 30 feet
Length of Run X 1087 feet
Disturbed Area = 0.75 acres
'/. Ditch Grade: 1.571
County. lMion ~
SR # 1103
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing )or Rock Sih Check Type-B's (tor velocity control only)
Spacing = 300 1 1.571 % ditch grade = 191 feet
'Type •8 Checks wip not be required for velocity conbol it the required spacing is greater
than the Length of Run shown in Sfep 1.
'Type A Rock Silt Checks can be substituted to satisry the sferage requirements found in Step 5
STEP 4: Enter Drainage Area: 0.75 acres
'Must equal a exceed the Disturbed Area (cund above
STEP 5: 1F ORAI~JAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRKs)
Regression Constant, C 399 Ta6fe 2-7 (Level Ill Rel Manual)
Rainfall Factor, R 250 Figure 2-1
Erodibiliry Factor, K 00 1 Table 2-2 or httpY/soitdatamart.nres.usda.gov/
Ottchline Slope, 5 0.01571 tVft
V= 128.52 ft~/aclyr
Required Storage Volume= ~. 9S 22 <~~~ ft~ VS?ttg 62 of t2atctfatt Factor-i::
Storage from Type A Rock Silt Checks
Enter Ditch Side Sbpe Gradient (H: V): ~ $ ~1
Enter Check Height: 1_0 h
Area Behind Check: 3 fY
Length of Ditch Behind Check: 63.64 ft
Storage Behind Check (assumes 65% eKeciency): ~:~>3:~4~>37: ftl
Type,A Checks required: X':?`!: 2;i;:z;:i%;i;i~Q
Total 1Z4S10 ~
.................. .
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=435Qa
a. Determine the Peak Runoff Rate, Oq (O, = O,~ (O;5 for HOW)) ~1JSEi;ptq`
Q,=CiA
Runoff Coefficient C
Time of ConcenUation, 4 (minutes)
1 Shartcu[Method, 4(A<4.65)
Watershed Slope, S
1~=
iUrpich Method
Flow Path, L'
Watershed Slope, 5
Kirpich, 4=
0.5 Table 15,1-6.1-T
0_5 %
5 minutes
250 feet 'see Module 1 Eq 3
0.005 ftlft 'see Medule 1 Eq. 3
NIA minutes
Using a Return Period (T) oI f0 yrs (251or NOIA~ and a r~ o/ minutes,
the reinlall intensity, i (inihr), can be read from Appendix A a the
NOAA website, http//hdsc.nwsnogg.govihdsdpfds/wb/nc~fds.html
Rainfall Intensity, I (n/hr) 9_1 in/hr Appendix A
Drainage Area given as 0.75 acres
Peak Rate of Runoff. Q, =CiA 3.41 cfs
b. Determine the Required Surface Area= :1484144 ftr
c Use Surface Area (A) to determine required VOLUME of Temporary Type-6 Sediment Dam
Design Depth:
Required VOLUME using the design depth: <I;~i2968.88 ft'
Cne 1c to see NSMlmenr Storage ReguiremenGS are met
Sedme~rt Stonge Required using 3600 R1ao Stn~ragecalcutatecfi~ustng Stufaee Area'governs -:',
oismroed area paes)= a.rs .See Sedtme~t Dant Dtmenyans Be)ow
Requved Sedunent Stonge (R')' 2695.04
a
i
Temporary Tvpe-8 Sediment Dam

STEP 1: Input Project Information •items in red are inputs
Construction time
< 6 months (YINy? Y
HQW (Y/Ny? N Elevation K
From Sta.: 79 + 80 63.19
to Sta.: 90 + 67 80.27
RighULef[ Rt (RLLt)
Contributing
R/W Width: 30 feet
Length of Run X 1087 feet
Disturbed Area = 0.75 acres
Ditch Grade: 1.571
County. Union ~
SR # 1103
STEP 2: Ditch Liner requirements: Utilize the Required Liner lab and Hole recommendations on plans.
STEP 3: Recommended spacing for Rock Silt Check Type-B's (tor velocity convo! only)
Spacing = 3C0 / 1 571 % ditch grade = 191 feet
'Type -8 Checks will nol be required for velocity confro! if the required spacing is greater
than the Length of Run shown in Step 1.
'Type A Rock Silt Checks can be substituted to satisfy the storage requvements found in Step 5
STEP 4: Enter Drainage Area: 0.75 acres
'Must equal or exceed the Disturbed Area /ound above
STEP 5: fF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRKs)
Regression Constant, C 399 lab/e 2-7 (Level /ll Ref Manual)
Rainfall Factor, R 250 Figure 2-1
Erodibi3iryFactor,K 01 Tab/e2-2orhftp//soildatamarl.nres.usda.gov/
Ditchline Slope, S 0.01571 ftltt
V= 128.52 tt~laUyr
Required Storage Volume= -~ 952 :'i ft' Using 62°; of RatttfaR Factor-:
Storage from Tvpe A Rock Silt Checks
Enter Ddch Side Slope Gradient (H: V): 3 :1
Enter Check Height: 1 0 (t
Area Behind Check: 3 fY
Length o(Ditch Behind Check: 63.64 h
Storage Behind Check (assumes 65% efteciency): i'~41~32`: ft'
Type A Checks required: X ;:;:;:;<~:~::::;:;~3Q
Total .524,40 ~
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=~t350o
a. Determine the Peak Runoff Rate, Cy (O, = O•o (O.5 for HOW)) 115E,Ot0
O,=CiA
Runoff Coefficient, C
Time of Concentration, t<(minutes)
t ShortcutMefhod, t<(A<4.65)
Watershed Slope, 5
tc=
2 Kirpich Method
Flow Path, L
Watershed Slope, S
Kirpich, 4=
0_5 Table 1-5,1-6.1-7
0_5 %
5 minutes
250 feet 'see Module 1 Eq. 3
0.005 ftlft "see Module 1 Eq. 3
NlA minutes
Using a Retum Period (T) o/ 10 yrs (25 for HO119 and a [c oI minutes,
the rainfall intensity, ! (inihr), can be read from Appendix A a the
NOAA website, hitp://hdscnws noaa.gov/hdsdpfds/ab/nc~lds.htm!
Rainfall Intensity, i (in/hr) 9_t in/hr Appendrx A
Drainage Area given as 0.75 acres
Peak Rate of Runoff, Oe =CiA 3.41 cfs
b. Determine the Required Sudace Area= "?IE!a 46.1>44 ftZ
c. Use Surface Area (A) to determine required VOLUME of Temporary Type~B Sediment Dam
Design Depth: 2~
Required VOLUME using the design depth. -----2968.88 ft}
Checfc f0 see HSeOfinenf Sfora¢ RegWremencs are met
sediment Storage Required using ]6C0 R]lac Storage:.calCtlta toff using Surface Area goveftta -:
DismrSed area (acrosl- o.TS 'See Sedtmei4 Dam Dtmensians Below
Repaired Segment Stooge (R'p 2695.0.1
Temporary Type-B Sediment Dam
Final Required Storage. `32958:86 ftf
OPTIONS
2:1 (L: ~ 3:1 (L: lA~
De Fh ft ~ 2 :Z>: :PtaceType_BSedimen[IYamaL'
Width h- 28 -23'-. ou~tletpomtErisureROCkStEt
Len h (fLK 56 ---59-' Ctizck Type-B"s are used to
WeicWtd[h(ft)' 4 ! -.4:: safisfyrequirsmentsofStzp3.

verdy storage (n~)
3f3o -
OK
31 F~1
OK` ..
'. '. :., I
SeeStepTtftns'afitngthis 'S
erdysl.rtxsArea(tFj l5tSd
OK 153T
OK' measure is notpracucaL

STEP !: Input Project Informatlon •rtems fn red are Inputs
Construction bme
< 6 months (YINj? Y
HQW (YIN) ? N Elevation ft
From Sta.: 90 + 67 80.27
to Sta.: 107 + 42 1 t 5.96
RighULeft LL (RLLt)
Contributing
R)W Width: 30 feet
Length of Run X 1675 feet
Disturbed Area = 1.15 acres
'/. Ditch Grade: 2.131 °/.
County. union ~
SR # 1103
STEP 2: Ditch Liner requirements: Utilise the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock SiK Check Type•B's (tor velocity control only)
Spacing = 300 / 2.731 % ditch grade = 241 feet
'Type -8 Checks will not be required Iw velocity control i/ the required spacing is greater
than fhe Length of Run shown in Step 1.
'Type A Rock S+lt Checks can be substituted to satisfy fhe storage requirements round in Sfep 5
STEP 4: Enter Drainage Area: 1.15 acres i'> 5ee Sterz 5
'Must equal a exceed the Disturbed Area lcund above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE21o determine storage (V=CRKS)
Regression Constant, C 399 Table 2-7 (Lever Ill Rel Manual)
Rainfall Factor, R 250 Figure 2-1
Erodibility Factor, K 00 1 Table 2-2 or http://soildatamaR.nres.usdagov/
Ddchiine Slope, s 0.02131 fUft
V= 174.28 ft~ladyr
Required Storage Volume= ,' 201.05 `' ft Using BZSS of Ratnfati Factor-
Storage from Type A Rock Sili Checks
Enter Ditch Side Slope Gradient (N: V): 3 :1
Enter Check Height: 1_0 ft
Area Behind Check: 3 ft'
Length of Ditch Behind Check: 46 93 tt
Storage Behind Check (assumes 65% eHeciency): >a45S: ftl
Type A Checks required: X i`i':'`c`'::':;7:fF:
Total 1:213.54 ft~
STEP 6: IF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine storage, A=d35Oo
a. Determine the Peak Runoff Rate, O.e (O, = O,o (O,5 for HOW)) '.USE OtO;
O,=CiA
Runott Coefficient, C 0_S Table 1-5.1-6,1-7
Time of Concentration, L<(minutes) '
1 Shortcut Method, k (A<4.6SJ
Watershed Slope, S 0_6 %
t~= S minutes
2 Kirpich Method
Flow Path, L 250 feet 'see Module 1 Eq 3
N/atershed Slope, S 0.005 fVft 'see Module 1 Eq. 3
Kirpich, t<= N/A minutes
Using a Refurn Period (T) o! 10 yrs (25 la /-l041~ and a t~ of minutes,
the 2inlall intensity, i (in/hr). can be read from Appendix A w the
NOAA websife, http.//hdsc.nws nogg.govrhdsdpldslab/nc~Idshtm!
Rainfall Intensity, I (in/hr) 9_7 inlhr Appendix A
Drainage Area given as 1.15 acres
Peak Rate of Runoff, Oo =CiA 5.23 cfs
b. Determine the Required Surface Area= 2276-.t4 ft
c. Use Surface Area (A) to determine requir Temporary Type-B Sediment Dam
Design Depth: 2
Required VOLUME using the design depth. ~--4552.28 ft'
eneck ro .ee nsedrme~r sroraye aegwremenrs an mer
Se6meirt Stooge Rewired usvg 3600 R3/ac Stnrageca [cuts tedustng Surface Area gouerns-~
Disturoed area(ures)~ t.ts -. Sea Sedinen;.bart Dimensicng Ee(o~.v
Regu"red Sedimern Storage (R')- dt52.S9
Temporary Tvoe-B Sediment Dam

STEP 1: Input Project Information 'items in red are inputs
Construction time
< 6 months (YfN)? Y
HOW (YIN)? N Elevation ft
From Sta.: 90 + 67 80.27
to Sta.: 107 + 42 115.96
RighUteft Rt (RbLt)
Contributing
R/W Width: 30 feet
Length of Run X 1675 feet
Disturbed Area = 1.15 acres
Ditch Grade: 2.131
County. unan ~
SR # 1103
STEP 2: DRCh Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Recommended spacing for Rock SiK Check Type-8's (for ve/ocrry control only)
Spacing = 300 / 2 13t %ditch grade = ts1 feet
'Type -8 Checks will not be required for velocihy control it the required spacing is greater
than the Length of Run shown in Step 1.
'Type A Rxk Silt Checks can be substituted to satisfy the storage requirements found in Step 5
STEP 4: Enter Drainage Area: 1.15 acres ~::;:'.-Se?Steo 5 ~.<
'Must equal a exceed the Disturbed Area /ound above
STEP 5: IF DRAINAGE AREA < 3 Acre: Use RUSLE2 to determine storage (V=CRKS)
Ragression Constant, C 399 Table 2-7 (Level Ill Ref hfanua!)
Paannfall Factor, R 250 Figure 2-f
ErodibiliDf Factor, K 00 1 Table 2-2 or hCp //soilda.'aman.nres usda.gev/
Ortchline Slope, s 0.02131 fL.w
V= 174.29 ft~lac;yr
Required Storage Volume= >~ 201.05 >~: ft~ tiling 62°`, of Ratnfatt Fact4r-
Storage from Tvpe A Rock Silt Checks
EnlerOitch Side Sfope Gradient (N: V). 3 :1
Enter Check Height: 1_0 h
Area Behind Check: 3 ft'
Length of Ditch Behind Check: 40'.93 ft

Storage Behind Check (assumes 65% effeciency): .................... .
: 3Q;51i h'
Type A Checks required: X : ii:fTiQ'
Total 'J'r-:12t3.54 ft~
STEP 6: lF DRAINAGE AREA > 3 Acre: Use Surface Area Calculations to determine Storage, A=435Qo
a. Determine the Peak Runoff Rate, Qo (0, = O~a (Ojs for HOW)) USE Ot0
Qo=CiA
Runoff Coefficient, C 0_5 Table 1-5,1 -6,1-7
Time of Concentration, k (minutes)
1 Shortcut Method, 4 (A<4.65)
Watershed Slope, S 0.5 %
1<= 5 minutes
2 Kirpich Method
Flow Path, L 250 feet 'see hfodule 1 Eq. 3
Watershed Slope, S 0.005 fVh 'see Medule 1 Eq. 3
I[trpich, 4= NIA minutes
Using a Return Period (T) o/ 10 yrs (25 la NO'A~ and a [~ o! minutes,
the rainfall intensity, i (inrhr), can be read from Appendix A a the
NOAA website, hffp.y/hdsc.nws.noaa govrhdsdplds/orb/nc~fds.hlm!
Rainfall Intensity, i (inlhr) 99 1 inlhr Appendix A
Drainage Area given as 1.15 acres
Peak Rate of Runoff, O, =CiA 5.23 cfs
b. Determine the Required Surface Area= 2275~.t4 f~
c Use Surface Area (A) to determine required VO UM of Temporary Type-B Sediment Dam
Design Depth: 2
Required VOLUME using [he design depth. - 4552.28 ft'
Check to ue H Sediment sorage Requirements are met'
izdmert Storage Required usu+g 1600 RLac Ste rage,cafcutafedusmg StiftaCe Area goVern4~-
Gs:orDed :vea racresi= us Sw SeCimant Darr. Dirnenslons EeEo~,v
R~y~m d Setimert S _ 3152 33
i
i
Temporary Type-B Sediment Dam

w
0
3
h
V GRAPHIC SCALES
W
O
DIVISION OF HIGHWAYS
0 d ~ O y STATE OF NORTH CAROLINA
5 i
~ ~\ J ~ yo~tp~ ~ C
0 q ! '~•
~Q4~ 90`0
~ ~P e Y
~ $
e ~ {
Q 8 F P.E.
is ® N STATE HIGHWAY ENGINEER -DESIGN
~~ a DEPARTMENT OF TRANSPORTATION
0.r EDERAL HIGHIVAY ADMINISTRATION '
a
{~~~ @Og.
°®T ®~ YA~'~On
o~~ROCY ®9
n tDR
D(VfSIDh' AD.51fNISTAATDR D.a7E
Ieaw~~~~AT 610CAD2711217 RWaf~ rca

L
t
f

C PROIER REFERENCE N0. SNEET N0.
TO 8E ASSIGNED /0
m
HEEi NO.
ROADWAY DESIGN HYDI+AUUCS
ENGINEER ENGINEER
HIGH POINT
107+42
A
$ a

~_t-
~ m
C
~
~~
~ ~
+ ."
_
~
____ fn

I
r
~
/ ~` r
I
i
/ 90+67 - 101+42 = 2.131 % ~~ ~~

~- _
~

PAUL H1CK5 FLOW
/ ~
_
pe E%PG m ~ PAUL IIICIIS _

/ _
OB N90 PG dD

WEIR HEIGHT WEIA HEIGHT
'
S0' R/W
Lo' Lo
~~ ~
I
~~. ~ t t -

WEIR HEIGHT WEIR HEIGHT 50' R/W
L0' L0'

/
~ PAUL HKKS
DB M90 FM. W 90+67 ' 107+g = 2.131%
E /
v
m
a
i FLOW

/
a
v /
m /
/ NOTES
0

0
`_

E wox caMn PROPERTES
/ SR 1103 MAGGIE R081NSON ROAD
a
a oe 4os, Pc sa
/
UNION COUNTY
v / SCALE /=5p' REVISIONS
0",,~0,'
,
o ORTE !2/19/07
.
v ' DWG. BY
,
U
~
.
~ DESIGN BY LA
~
ro APPROVED .WU
O~
N~
~~/
wV
Oj
v~

1RO1ECf REFERENCE N0. SHEE7 N0.
TO BE ASSIGNED 3
R^N SHEET N0.
0.0ADWAY DESIGN HYORAUIICS
ENGINEER pIGINEER
L-
HIGH POINT
10+00
s

/ ~a
~~
~~~~~ ~
/ /
~~
I
/ ~~
~/
/ /
/ ..~
50' R/W
50' R/W
WEIR HEIGHT
La'
10+00 - 15+98 = 1.624
FLDW
~ a
m ~
2
o - +

a ~ O iD
r
a n
I
~ `1 I
I I I
ri
m

1
i
c
0
t
0
0
m `
E
m
a~rer ~mw+
OB 466 P6 467
:IR HEIGHT WEIR HEIGHT
L0, T L0'
(~i
pROpOSED 60' of
IB' C!P
-~'
6+98
WEIR HEIGHT
I.0' I
15+98 - 27+5T = 2.872
--9
FLOW
I
O I
a
~ I
1 I
I
I
I
I
I
WEIq HEIGHT
P1 Sfa 19+!9.40
D =!0'05' 311 (RT)
D a 3'07'20fi
L = 323?1'
INTERMEDIATE POINT T s J62.D3'
15+98 R = l,835D0'
~`
~`
~~~
J11 ~`
1
/ TRDWUS - ~
THOMIS 8 ~~ LRNE1' ro 4eo w is
~ SHAY L~ /
~
oe is ro 4u
~~~~
I I
15+gg - 23+57 = 2.812

FLOW
-~
10+00 - 15+98 = 1.624 /
FLOW
WEIR HEIGHT
WEIR HEIGNI WEIR HEIGHT L0'
WEIR HEIGHT 10, L0' ~
IA' - $ r-

WEIfl HEIGHT
I.0'

Rlacr MuI>:
m 4co6 re 4G
WEIR HEIGHT WEIR HEIGHT
1.0'
I.0'
D6 61R P6 60
NOTES
l

SR 1103 MAGGIE ROBINSON ROAD
UNION COUNTY

~~ rte.
~ 5 o ry
` REVISIONS
DATE 12/H/W `
DWG. BY !A
.~
DESIGN BY U
APPROVED +WU
-L-
P! SM 12+3590
o = rr~3r>~rRn
p = 3'49' IIA'
L = 33.43'
r = 167r ~„

I
I INTERMEDIATE POINT
23+57
I
I
I
I
I
I
15+98 - 23+57 = 2.872 %I
FLOW • I
° WEIR HEIGHT
WE~ HEIGHT ~ 1.0'
~n
0
N JAPES R RUTH HALL
oe Toss Pc n4
23+51 - 27+65 = 1.458
E
FLOW
50' R/W
r
HwH PRINT
I 2T+65
-L-
I PlSfa 28+4319
~ =2230' 335' fRr)
0 = 1419'262'
1 c = rsr14~
Il r = rsba
R a 4A7U0'
~-
~_ _-,
I
I
DAVD ~OLPE
ce Res Pe ~
I
I
I
I a
INTERMEDIATE POINT
31+19
JOIi! !BARBARA BASS /
DB 701 PG 4T
ow /
~ /
o ~ ~~
~"~p~
W Q
/ A
n /
1
/ I
LARRY !KAREN ALLEN 1
~ 107 PO 751
~ WEIR kEICHi
~~\ , 45' / WEIR

WEIR HEIGHT 0' - ~ ~~~~` ~/ l
• \ j, `•,
1.0' 1 t ,
5or R/W WFIq NEIGH?
~ ~ 1.5, ~ ~
I
I , ~ WEIR HEIGHT WEIR HEIGHT
m WEIR HE HT I.D' 1 1.5•
WEIR HEIGHT L0'
23+57 - 27+65:1,458
1.0' f
FLOW
~ of 1
IB' pP
23+57 1
I ~ X
~ 1
m 15+98 - 23+57 = 2.812 % I ,
~ ~~ MLLIAN ~ VIOLET SORENSDN ~ II
FLOW 09 16R PO 700 1
a I
JWY PREELAN
a 1
DB BR PO W
m 1
I
a I
0
0 1
m
m
4
E I
m
n
i I
a
0
;i I
_b
c
_o
27+65 - 38+00 = 5.513
-->
FLOW

WEIR HEICH7
WEIR HEICH7 WEIR HEIGHT WEIR HEIGHT

LS' I,y
1.5'
L5' Lx.
00 -x x~
0
$`_

R HEICH7 , ~
~ ~
• m
I.5' WEIR HEIGHT WEIR HEIGHT
LS, WEIR HEIGHT 15'
I.5'
27+65 - 3B+00 = 5.513
-~
FLOW
L
P1 Sfa 32+7078
o a rrozro~rcrl
0 = 558'56!
c = 34!94'
r = n224~
R = u5oaa
KENETH ~ TEAESA BAILER
OB 1601 PO ]el
NOTES
SR 1103 MAGOIE ROBINSON ROAD
UNfON COUNTY
SCALE x=50'
~+ o, RE4IS IONS
DATE !2/14/W +
`
o':
DWG. BY U
,
•~
-
DESlDN BY U
APPROYEB ~'0

',OJECf 0.EfERENCE NO. SNEEi N0.
i BE ASSIGNED 5
RM' SHEET N0.
~AOWAY DESIGN I{1'ORAULICS
ENGINEER ENGINEER
INTERMEDIATE POINT \ LOW POINT
3B+33 \ 40+06
$ ~
w
to
~~
i
n
c
rn
a
r
a
v
~i
m
i
L
6
0
0
a
E
1
1
27+65 - 30+p0 = 5.513 % 30+DO - 40+06 = 1.692 % 1
-_.-~ n nr 1

40+86 - 43+00 = 0.033
E----~--
FLOW
aua.ES oJ~va
DB NT Rc 110
43+00 ~ 53+19 = 1.462
E---
FLOW
rl
~**
LSi
m
SR 1103 MAGGIE R081NSON ROAD
UNION COUNTY

SCALE f=50
~ ~ e { ~~
, REVISIONS
GATE /2/11/07 '
pWG.BY IA
,
~
DESIGN BY U ~
APPROVED +M'0
-L
Pl Sta M+1872
~ = 2 ~0' D2 (RT)
D = f 12'224
~ = 2217a
r = 11081
R = 4,7500'
1

IVVICJ

HIG53+791NT
I
I /
~ / P1 10 53+9179
/ D~~ 15'S1'(110~)
1! = 18915331
/ RICHARD ~ BOINE JACKSON /?R = ~.W'
oe Wm PO oee
/ / BIIY BMHAY
43+00 - 53+79 = 1.462 % / / ~ ~ ~ ~
E---
FLOW / /
~_
~I
~*
2S
m
a
n
c
a
v
t
n
m
n
D
m
m
E
WEIR HEIGHT
HEIGHT 10'
I.0'
i
i
i
i
WEIR HEIGHT
1.0'
43+00 - 53+19 = 1.462
~~'
FLOW
HARRY ~ MARY AOYACI
oe as Pc ns
LOW POINT
57+59
PIPE CROSSING
Sta 57+g9
4'
/ x

t ---?-~~~~-----
1.6Y.
PROP, ELEV OF PIPE =5.91'
/ EXISTING STREAM ELEV: 6.51'
111
I I
/ BLLY BIGHAM 53+7g . Si+gg
/ - 2.061
OB pR2 PG 091 _-~
I FLOW
I
50' R/W I 1 I
WEI NEICH7I I
l
~` 0 I I
50' R/W
WEIR NEICH7
I.0'
53+7q ~ ST+gg .2.061%
-~i
FLOW
,10E MDSd!
UB tW6 PO 7R1
WEIR HEIGHT F" - - - - ^ /
L0, I PERMITTED I
AREA WEIR
HEIGHT
~~ I L5•
L0'.~~~, S D~a~l I WEIR R HE~
1_ __ CHT
LS'
~~

MAGGE ROBl50N PROPERTES
DR 46T PG Ip

I~~
~i
A
GATE /2/H/W
DWG. BY U
DESIGN BY U
APPROVED ,AFU
SR 1103 MAGGIE ROBINSON ROAD
UNION COUNTY
SCALE 1-50' REVISIONS
f
WEIR HEI~
LS'
Si+g9 ~ 1~10q %
FLOW
NOTES
PRWECf REfF
"0 BE A
RM
20ADWAY DE:
ENGINEER
ENGINEER
_ PROP. ELEV OF PIPE = 4.95
EXISTDAG STREAM ELEY: 5.~'
PROPOSED 50' of
2 - >6' CMP
5T+89
Si+g9 .• 104
FLOW
WEIR HEIGHT
1.5'

1
a
m
a
a
a
m
r
a
i
c
°n
D
0
m
m
E
INTEAMEOIATE POINT
fi3+07
PROJECT REFERENCE NC
TD BE ASS/GNE
0.N! SHEET n
ROADWAY DESIGN
/ ENGINEER
/ HIGH POINT
73+50
I
/,
/ /~
~
- ~
/1 1
/ 1 1
~~

OB pR4 M. T!1
/ 1 1
~ ypeS ~' p
0
~ / 1 ~ ~

1 ~~~~ 1
~ ~ 1 1
Y
AN1E IICNA
t

/
DB 7A0T PG 0T9 1

/ 5pE ~1W
/ 1
WEI
SEIGHT ~
.. i '~ i ¢rW
I ` ~1_ 5o
~~
~~~~D ~

~

I
A
I
9
~I

ST+89 - 73+50 = 4.104
E

WEWt HEICH7 FLOW
~!! ., L5'
JO/ ~/n
WEIR HEIGHT
I,5'
f WEIR HEIGHT
~
WEIR HEIGHT f f I.5'
WEIR H
E R
65'
SOi RAW
f ® a I.5'
f
WEIR HEIGHT
I,B'
(
®
..
WEIR HEIGHT
' f
/ rs•
WEIR HEIGHT
L$'

HEIGHT
L5'
51+89 - 73+BO :4.104 % /
FLOW /
DANA VAWUERfgFF -L -
oe 4091PG m PI SfO 69+3277 JAY YOORE ~ LOPoANIE HYEEL
/ ~ =23'45' 232(LTl ~ ~++z ~ ~~
D = 626'158
L = 369D2'
/ r = re72a
R =~~
I
\ \
\ \
\ \
\ ~
~ -
ENGINEER
a
11~
l~i
111111 En
SR 1103 MA,GGIE ROBINSON ROAD
UNION COUNTY
SCALE f-50' ~",°o,°, REVIS IONS
DATE 12/14/ ~
DWG. BY !A
a ,~ ..
DESIGN BY U
APPROVED dVU

PM' SHEET N0.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEE0.
LOW POINT
79+80
~~ ~
I
v ERIEST ~ JDANN CAPELL I
t21 I
I oe Scsc rc sw
STEVEN H]6Y I
I
D9 5125 PO ]iT I
I
~ I TNO-115 rLlIA115 I
I p0 ROBERT ETIE
TEAESA U1GfA000 I ~ oe 5212 Rc Sil
d I I D8 1002 PO 195
oe oeT Pc a I V
I
I I
I
I
13+50 - 19+90 = 1.621 % I I
-~
I FLOW r
I I i
I WEIR HEIGHT WEIR HEIGHT
I 1.0' 1.0'
I ~ WEIRIHEtGHT I E ~ ~
~ ~I
~i
En
m
a
a
I
a
m
7
2
a
a
n
0
WpR HEIGHT
L0'
73+50 ~ T9+g0 = 1.621
-~
FLOW
RICHARD ~ IICFELLE PATTERSON
OB 3109 PG 925
WEIR HEIGHT WEIR Ht
I.0' I.0'
REPLACE E>OSTNG
~0' Ot 18' CIP

~~~ ~~
INTERFAESIA68 POINT
MWAN AOSIA /
OB 651 PO 06
/ PAUL HUClLS
/ ce ns rc m
/ 79+g0 - 90+6T = 1.571
E
/ FLOW
' WEIR HEIGHT
50' R/W /nn ~ Lo'
~~
1
~_
m
1!`1+'^-^""' - `V WEIR HEIGHT
50' R/W ~ I'D~
79+g0 - 90+67 = 1.571%
~-
FLOW
L
PAIL HUCKS
oa W99 We m
SR 1103 MAGGIE ROBINSON ROAD
UNION COUNTY
SCALE I=SG' o",~°a„". REYIS IONS
DATE 12/H/W
~
OWG. BY U
~
~~
DESIGN BY U
APPROYEO dVU
P! Sia &+2919
~ = B'.T1' 422' (Rfl
D = 322'!32
Tml2 ~
R = 170o.OD'
NOTES

i
INTERM901*67 POINT
0
r
r~
P
n
n
a
a
S
a
i
0
c
0
0
0
E

PAIL H1pI$ V~
oe ass x m
W
r
I
79+80 ^ 90+8T = 1.9TI%
F
FLOW
50' R/W
0
s
WEIR HEIGHT WEIR HEIGHT
L0' L0'
WEIR HEICH WEIR HEIGHT
L0' L0/
/ 50' R/W
~Eruc~
79+80 ^ 90+87 =LSTI % ~y ~ * ~
f
FLOW 90r6T
-L-
PI SYa 88+27.44 /
p =0'43' 13r 1171
o=am2~r
c = 24199'
T = 124A7
R = 19725D0'

INTERMEDIATE POINT
97+q

~/
WEIR IT WEIR HEIGHT
~ I.0'
L0'
t
.. __Y~ .. .. .. ..
WEIR HEIGHT WEIR HEIGHT
L0'
L0'
PAUL FAICIIS
oe Ac rc m

PAIL Iillgf5
oensrom
WEIR HEIGHT
L0'
~ ~!
I
~~
~IYEIR HEIGHT
/ I.0'

PAUL FAICIIS
OB N90 PG Iq
NOTES
SR 1103 MAG61E ROBINSON ROAD
UNION COUNl-Y

SCALE ~n5ry
~, ,,
~ REYlSIONS
DATE f2/14/W ~
DWG. HY LA
~
~
~
DESIGN BY U ~
NPPROYEO ~M'U
~/
~/
90+67 ^ 10T+42 = 2.131
FLOW
WEIR HEIGHT
L0'
-Y~~.i(~11(- w~ Y
'~!
M'EIR~ HEIG~ FIT
I.0'
90+67 - 107+q2 .2.131 % -
' FLOW /