20180396 Ver 1_Riparian Buffer Authorization_20180320

Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Pre -Construction Notification (PCN) Form
A. Applicant Information
1. Processing
la. Type(s) of approval sought from the Corps: Q Section 404 Permit ❑ Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: NWP14 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps?
❑X Yes ❑ No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
❑ 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
X❑ 401 Water Quality Certification — Express ❑X Riparian Buffer Authorization
le. Is this notification solely for the record
because written approval is not required?
For the record only for DWQ
401 Certification:
❑ Yes ❑X No
For the record only for Corps Permit:
❑ Yes Q No
❑ Yes Q No
1f. Is payment into a mitigation bank or in -lieu fee program proposed for
mitigation of impacts? If so, attach the acceptance letter from mitigation bank
or in -lieu fee program.
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1h
below.
❑ Yes ❑X No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes Q No
2. Project Information
2a. Name of project:
Turner Run Subdivision
2b. County:
Pitt
2c. Nearest municipality / town:
Simpson
2d. Subdivision name:
Turner Run Subdivision
2e. NCDOT only, T.I.P. or state project no:
N/A
3. Owner Information
3a. Name(s) on Recorded Deed:
Centerfield Properties, LLC
3b. Deed Book and Page No.
Deed Book 2060, Page No. 724 and Deed Book 2060, Page No. 721
3c. Responsible Party (for LLC if
applicable):
Centerfield Properties, LLC
3d. Street address:
P.O. Box 30930
3e. City, state, zip:
Greenville, NC 27833
3f. Telephone no.:
[phone]
3g. Fax no.:
3h. Email address:
Page 1 of 10
PCN Form — Version 1.4 January 2009

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ❑ Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name:
Bryan C. Fagundus, P.E.
5b. Business name
(if applicable):
Ark Consulting Group, PLLC
5c. Street address:
2755-B Charles Blvd.
5d. City, state, zip:
Greenville, NC 27858
5e. Telephone no.:
[phone]
5f. Fax no.:
[phone]
5g. Email address:
[e-mail]
Page 2 of 10

B. Project Information and Prior Project History
1. Property Identification
la. Property identification no. (tax PIN or parcel ID):
02723 and 52966
1 b. Site coordinates (in decimal degrees):
Latitude: 35.585191 Longitude: 77.284827
1 c. Property size: 39.79 acres
2. Surface Waters
2a. Name of nearest body of water to proposed project: Mill Branch (28-98.5)
2b. Water Quality Classification of nearest receiving water: C; NSW
2c. River basin: Tar-Pamlico
-...... T... .............. -.......... .
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The site is currently open agricultural land with an existing UT to Mill Branch bisecting the property.
3b. List the total estimated acreage of all existing wetlands on the property: 0.45
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 2,300
3d. Explain the purpose of the proposed project:
The proposed project installs a road culvert for a new residential street.
3e. Describe the overall project in detail, including the type of equipment to be used:
Refer to Attachment
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the Yes Q No Unknown
❑
Corps or State been requested or obtained for this property /
Comments:
project (including all prior phases) in the past?
4b. If the Corps made the jurisdictional determination, what type
El Preliminary Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company:
Name (if known): Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑ Yes ❑X No ❑ Unknown
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project? ❑ Yes ❑X No
6b. If yes, explain.
Page 3 of 10
PCN Form — Version 1 4 January 2009

C. Proposed Impacts Inventory
Page 4 of 10
PCN Form —Version 1.4 January 2009
1a. Which sections were completed below for your project (check all that apply):
Q Wetlands ❑X Streams —tributaries Q Buffers ❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of impact Type of wetland Forested Type of jurisdiction Area of
number Corps (404,10) or impact
Permanent (P) or DWQ (401, other) (acres)
Temporary T
W1 P
Culvert
Unknown
Yes
DWQ
0.01
W2 T
Land Clearing
Unknown
Yes
DWQ
0.002
W3
Choose one
Choose one
Yes/No
-
W4 -
Choose one
Choose one
Yes/No
-
W5 -
Choose one
Choose one
Yes/No
-
W6
Choose one
Choose one
Yes/No
-
2g. Total Wetland Impacts: 0.012
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial (PER) Type of Average Impact
number intermittent (INT)? jurisdiction stream length
Permanent (P) or width (linear
Temporary (T) (feet) feet)
S1 P Culvert UT to Mill Branch PER DWQ 5 83
S2 T
Culvert
UT to Mill Branch
PER
DWQ
5
22
S3 -
Choose one
_
S4 -
Choose one
-i
S5 -
Choose one
S6 -
Choose one
3h. Total stream and tributary impacts
105
3i. Comments:
Page 4 of 10
PCN Form —Version 1.4 January 2009

4. Open Water Impacts
1IC, UUIIUSIG GC
j�LIIGIG Glc V1UPU0CU 1111 lGLdJ LU 10MV01 PullUOt C.JLUGIICil, LIIUulasS , LIIC MLIMIL%JdHI, UH dlly ULI ICH UF.ICHI WdLC.H UI
e U.S. then individuall;e list all open water impacts below.
4a. 4b.
Open water Name of waterbody
4c. mm
....
4d. 4e.
impact number (if applicable)
Type of impact
Waterbody Area of impact (acres)
Permanent (P) or
type
Tem orary 'TI
01
Choose
Choose
Choose
! Choose one
..... .................................. --------
02 Choose one
03 -
Choose one
04 - Choose one Choose
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d. 5e.
Pond ID number Proposed use or Wetland Impacts (acres) Stream Impacts (feet) Upland
purpose of pond (acres)
Flooded Filled Excavated Flooded Filled Excavated
P1
Choose one
P2
Choose one
5f. Total:
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, thenou MUST fill out Section D of this form.
6a. Project is in which protected basin? E] Neuse 0 Tar -Pamlico E] Catawba E] Randleman ❑Other:
6b. 6c. 6d. 6e. 6f. 6g.
Buffer Impact Reason for impact Stream name Buffer Zone 1 Zone 2
number— mitigation impact impact
Permanent (P) or : required? (square (square
Tem ora T feet' feet,,
B1 P
Roadway Crossing
UT to Mill Branch
No
1,695
_ ­
1,055
B2 P
Land Clearing
UT to Mill Branch
No
1,531
0
B3 T
Grading
UT to Mill Branch
No
1,819
2,420
B4 P
Rip Rap Stabilization
UT to Mill Branch
No
1,556
0
B5 -
Yes/No
B6 -
Yes/No
6h. Total Buffer Impacts:
6,601
3,475
6i. Comments:
Page 5 of 10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The design utilizes head walls to minimize the impact area required for crossing.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Minimize construction time by utilizing aluminum structural plate head walls.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for ❑ Yes ❑X No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply):
2c. If yes, which mitigation option will be used for this
project?
3. Complete if Using a Mil
3a. Name of Mitigation Bank:
Bank
❑ DWQ ❑ Corps
❑ Mitigation bank
❑ Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
Type: Choose one Quantity:
3b. Credits Purchased (attach receipt and letter) Type: Choose one
Type: Choose one
3c. Comments:
Quantity:
Quantity:
4. Complete if Making a Pa ment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Non -riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
4h. Comments: T
...........
5_ Cemnle+P if Ucinn a Parmiftaa Racnnncihla Mi4inc+inn Plan
acres
i 5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 1.4 January 2009

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

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
❑X Yes ❑ No
Q Yes ❑ No
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 23
2b. Does this project require a Stormwater Management Plan? ❑X Yes
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
■L.
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
2e. Who will be responsible for the review of the Stormwater Management Plan? Pitt County
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project?
3b. Which of the following locally -implemented stormwater management programs
apply (check all that apply):
3c. Has the approved Stormwater Management Plan with proof of approval been
attached?
4. DWQ Stormwater Program Review
4a. Which of the following state -implemented stormwater management programs apply
(check all that apply):
Village of Simpson / Pitt County
1
0 Phase II
❑ NSW
❑ USMP
❑ Water Supply Watershed
❑ Other:
❑ Yes ❑X No
❑Coastal counties
❑HQW
❑ORW
❑Session Law 2006-246
❑Other:
1 4b. Has the approved Stormwater Management Plan with proof of approval been ❑ Yes
attached?
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? Yes
5b. Have all of the 401 Unit submittal requirements been met? 0 Yes
Page 8 of 10
PCN Form — Version 1.4 January 2009
❑ No
I
❑ No
❑ No

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

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted.
❑ Yes ❑X No
❑ Yes ❑X No
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
USACE GIS Data
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ' ❑ Yes ❑X No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
Fisheries Service GIS map
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ❑ Yes Q No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
Pitt County Planning Department
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain? ❑ Yes ❑X No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination?
FEMA Flood Insurance Risk Maps (FIRM Maps)
(q l IS,
Applicant/Agent's Printed Nameplicant/Ag 's Signature Date
(Agent's signature is valid only if an authorization
letter from the applicant is provided.)
Page 10 of 10

PCN Form — Version 1.4 January 2009
B. Project Information and Prior Project History
3. Project Description
3e. The project will involve the construction of a roadway crossing with a culvert and headwalls.
Grading of the stream banks will be accomplished using traditional construction equipment
consisting of hydraulic excavators and tracked graders such as dozers and skid -steers. Excess
excavated material will be disposed of onsite. The construction methodology will implore by-pass
pumping for day-to-day construction. Erosion & Sedimentation Control is to be accomplished on
a day-to-day basis by installing temporary sandbags at the upstream and downstream ends of the
"current day work zone" to minimize the base flow rate within the work zone each day. The
contractor shall place a centrifugal pump within Zone 1 of the Riparian Buffer and the suction
hose will be placed in the stream immediately upstream of the first sand bags. The discharge hose
will be laid on existing grade within the Riparian Buffer and will outlet through a temporary silt
bag to be placed on flat ground within Buffer Zone 1. Discharge coming from the temporary silt
bag will sheet flow across the Buffer into the stream downstream of the second set of sand bags.
Disturbed slopes will be stabilized at the end of each work day with permanent seeding and turf
reinforcement matting.

/
/
ENVIRONMENTAL FEATURES
STREAM ------------------
/
BUFFERZONE 1
r71
STREAM AND WETLAND IMPACTS
r
PERMANENTSTREAN11—
WL/SL-83 LF.
(CULVERT)
TEMPORARY SIRFAM IMPACT
W2/S2-23LF.
(CULVERT)
RIPARIAN BUFFER IMPACTS
I /
�
/
(ROADWAY)
PERMANENT BUFFER IMPAR(ZONE 2)
BS -1,055 S.F.
(ROADWAY)
PERMANENT BUFFER IMPACF(ZONE 1)
(LAND CLFARINGI
B2-1,531 S.F.
PERMANENT BUFFER IMPAR(ZONE l) /����/,
BR-1,556S.F.
(RIP RAP STABILPATION)
74
TEMPORARY BUFFER IMPACT (ZONE 11
W-1,819S.F.
(GRADING)
TEMPORARY BUFFER IMI—(ZONE 2)
63-2,420 S.F.
(GRADING)
e
f
/
Prujea Manager: BCF.
/ , /'
Drawn BY: EWIBTO
Stream and Wetland Impacts
'r
/
/
ENVIRONMENTAL FEATURES
STREAM ------------------
/
BUFFERZONE 1
BUFFERZONE 2
STREAM AND WETLAND IMPACTS
PERMANENTSTREAN11—
WL/SL-83 LF.
(CULVERT)
TEMPORARY SIRFAM IMPACT
W2/S2-23LF.
(CULVERT)
RIPARIAN BUFFER IMPACTS
r
�
/
(ROADWAY)
PERMANENT BUFFER IMPAR(ZONE 2)
BS -1,055 S.F.
(ROADWAY)
PERMANENT BUFFER IMPACF(ZONE 1)
(LAND CLFARINGI
B2-1,531 S.F.
PERMANENT BUFFER IMPAR(ZONE l) /����/,
BR-1,556S.F.
(RIP RAP STABILPATION)
74
TEMPORARY BUFFER IMPACT (ZONE 11
W-1,819S.F.
(GRADING)
TEMPORARY BUFFER IMI—(ZONE 2)
63-2,420 S.F.
(GRADING)
f
/
Prujea Manager: BCF.
/ , /'
Drawn BY: EWIBTO
Stream and Wetland Impacts
'r
Checked By: BTO g
r
/ Riparian Buffer Impacts
Project Number. 77(150
Drawi09 Number: D-1127 y
1D' 0 s 10'
1V U 0' 10'
F
SCALE 1 inch = 10 N
/•'
VI
/
SCALE 1 inch= 10 N
LEGEND:
ENVIRONMENTAL FEATURES
STREAM ------------------
/
BUFFERZONE 1
BUFFERZONE 2
STREAM AND WETLAND IMPACTS
PERMANENTSTREAN11—
WL/SL-83 LF.
(CULVERT)
TEMPORARY SIRFAM IMPACT
W2/S2-23LF.
(CULVERT)
RIPARIAN BUFFER IMPACTS
PERMANENT BUFFER IM—(ZONE I)
B1-1,695 S.F.
(ROADWAY)
PERMANENT BUFFER IMPAR(ZONE 2)
BS -1,055 S.F.
(ROADWAY)
PERMANENT BUFFER IMPACF(ZONE 1)
(LAND CLFARINGI
B2-1,531 S.F.
PERMANENT BUFFER IMPAR(ZONE l) /����/,
BR-1,556S.F.
(RIP RAP STABILPATION)
EN
TEMPORARY BUFFER IMPACT (ZONE 11
W-1,819S.F.
(GRADING)
TEMPORARY BUFFER IMI—(ZONE 2)
63-2,420 S.F.
(GRADING)
/
r /
a
% / !
Z a
�'
g
a
inn
EN
r
z2-
Prujea Manager: BCF.
/ , /'
Drawn BY: EWIBTO
'r
Checked By: BTO g
r
/ Riparian Buffer Impacts
Project Number. 77(150
Drawi09 Number: D-1127 y
1D' 0 s 10'
F
SCALE 1 inch = 10 N
VI
Date: 01-25-18

USDA United States
Department of
Agriculture
NRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Pitt County,
North Carolina
December 5, 2017

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wp.
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/con tus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.

Contents
Preface.................................................................................................................... 2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Fitt County, North Carolina.............................................................................
13
AgB—Alaga loamy sand, banded substratum, 0 to 6 percent slopes
(Alpin)....................................................................................................13
Bb—Bibb complex.......................................................................................14
Cr132—Craven fine sandy loam, 1 to 6 percent slopes, eroded ..................
15
CrC—Craven fine sandy loam, 6 to 10 percent slopes ...............................
16
MaB—Masada sandy loam, 0 to 4 percent slopes (State)..........................17
NrB—Norfolk sandy loam, 1 to 6 percent slopes ........................................
18
W—Water....................................................................................................19
WaB—Wagram loamy sand, 0 to 6 percent slopes.....................................20
WaC—Wagram loamy sand, 6 to 10 percent slopes...................................21
References................................................................ ............................................
23
4

How Soil Surveys Are Made
Soil surreys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
9

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
2

WaE�
WaB #E
Bb i
t
Wac
,� Mafl
ti4 MaB
Was
Was
CrC
k i
Wa6
I - qgB,
Cr82
33- -NNEB§
kSN
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MAP LEGEND
Area of Interest (AOQ
Spoil Area
Area of Interest (AOI)
Soils
Very Stony Spot
Soil Map Unit Polygons
w
Soil Map Unit Unes
p
Sail Map Unit Points
Special
Point Features
W
Blowout
®
Borrow Pit
Rails
Clay Spot
0
Closed Depression
X
Gravel Pit
Major Roads
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
Mine or Ouarry
0
Miscellaneous Water
OPerennial
Water
V
Rock Outcrop
+
Saline Spot
Sandy Spot
4D
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Custom Soil Resource Report
1@
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
•�
Special Line Features
Water Features
Streams and Canals
Transportation
*4.4
Rails
Interstate Highways
--
US Routes
Major Roads
Local Roads
Background
Aerial Photography
10
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Pitt County, North Carolina
Survey Area Data: Version 14, Oct 3, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 13, 2015—Feb 1,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a resuR, some minor
shiftfn4 of maD unit boundaries may be evident.

Custom Soil Resource Report
Map Unit Legend
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
11
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
AgB
Alaga loamy sand, banded
substratum, 0 to 6 percent
slopes (Alpin)
3.7
6.5%
Bb
CrB2
Bibb complex
....................................................... .
Craven fine sandy loam, 1 to 6
percent slopes, eroded
17.2
0.8
30.7%
1.5%
CrC
Craven fine sandy loam, 6 to 10
percent slopes
2.1
3.7%
MaB
Masada sandy loam, 0 to 4
percent slopes (State)
8.3
14.8%
NrB
W
WaB
WaC
Totals for Area of Interest
Norfolk sandy loam, 1 to 6
percent slopes
Water
Wagram loamy sand, 0 to 6
percent slopes
Wagram loamy sand, 6 to 10
percent slopes
0.8
0.7
19.9
2.5
56.1
1.4%
1.3%
35.5%
4.5%
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
11

Custom Soil Resource Report
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Pitt County, North Carolina
AgB—Alaga loamy sand, banded substratum, 0 to 6 percent slopes
(Alpin)
Map Unit Setting
National map unit symbol. 3tyc
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: Not prime farmland
Map Unit Composition
Alpin and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Alpin
Setting
Landform: Ridges on marine terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across -slope shape: Convex
Parent material. Eolian sands and/or sandy fluviomarine deposits
Typical profile
A - 0 to 7 inches: fine sand
E - 7 to 38 inches: fine sand
EBt - 38 to 72 inches: fine sand
C - 72 to 80 inches: sand
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Excessively drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: Rare
Frequency of ponding: None
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0
mmhos/cm)
Available water storage in profile: Low (about 4.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Hydric soil rating: No
13

Custom Soil Resource Report
Bb—Bibb complex
Map Unit Setting
National map unit symbol. 3tyj
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period. 200 to 280 days
Farmland classification: Not prime farmland
Map Unit Composition
Bibb, undrained, and similar soils: 65 percent
Johnston, undrained, and similar soils: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Bibb, Undrained
Setting
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Sandy and loamy alluvium
Typical profile
A - 0 to 6 inches: loamy sand
Cgl - 6 to 60 inches: sandy loam
Cg2 - 60 to 80 inches: loamy sand
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 5w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
Description of Johnston, Undrained
Setting
Landform: Flood plains
Down-slope shape: Concave
14

Custom Soil Resource Report
Across -slope shape: Linear
Parent material. Sandy and loamy alluvium
Typical profile
A - 0 to 30 inches: mucky loam
Cg1 - 30 to 34 inches: loamy fine sand
Cg2 - 34 to 80 inches: fine sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Very poorly drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: About 0 inches
Frequency of flooding: Frequent
Frequency of ponding: Frequent
Available water storage in profile: High (about 9.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7w
Hydrologic Soil Group: A/D
Hydric soil rating: Yes
CrB2—Craven fine sandy loam, 1 to 6 percent slopes, eroded
Map Unit Setting
National map unit symbol. 3tys
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period. 200 to 280 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Craven and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Craven
Setting
Landform: Ridges on marine terraces
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across -slope shape: Convex
Parent material. Clayey marine deposits
15

Custom Soil Resource Report
Typical profile
A - 0 to 3 inches: fine sandy loam
Bt - 3 to 48 inches: clay
Cg - 48 to 80 inches: sandy loam
Properties and qualities
Slope: 4 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 24 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: D
Hydric soil rating: No
CrC—Craven fine sandy loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3tyt
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Craven and similar soils: 80 percent
Minor components: 6 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Craven
Setting
Landform: Ridges on marine terraces
Landform position (two-dimensional): Shoulder
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Clayey marine deposits
Typical profile
Ap - 0 to 7 inches: fine sandy loam
E - 7 to 9 inches: fine sandy loam
Bt - 9 to 54 inches: clay
C - 54 to 80 inches: sandy loam
16

Custom Soil Resource Report
Properties and qualities
Slope: 4 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 24 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: D
Hydric soil rating: No
Minor Components
Bibb, undrained
Percent of map unit. 3 percent
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down-slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
Johnston, undrained
Percent of map unit. 2 percent
Landform: Flood plains
Down-slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
Muckalee, undrained
Percent of map unit. 1 percent
Landform: Flood plains
Down-slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
MaB—Masada sandy loam, 0 to 4 percent slopes (State)
Map Unit Setting
National map unit symbol: 3tz4
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
17

Custom Soil Resource Report
Farmland classification: All areas are prime farmland
Map Unit Composition
State and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of State
Setting
Landform: Stream terraces
Landform position (three-dimensional): Tread
Down-slope shape: Convex
Across -slope shape: Linear
Parent material: Old loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 10 inches: loamy sand
Bt - 10 to 45 inches: sandy clay loam
C - 45 to 90 inches: loamy sand
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 48 to 72 inches
Frequency of flooding: Rare
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 1
Hydrologic Soil Group: B
Hydric soil rating: No
NrB—Norfolk sandy loam, 1 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3tz7
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Norfolk and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
18

Custom Soil Resource Report
Description of Norfolk
Setting
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across -slope shape: Convex
Parent material. Loamy marine deposits
Typical profile
Ap - 0 to 9 inches: sandy loam
E - 9 to 15 inches: sandy loam
Bt1 - 15 to 19 inches: sandy clay loam
Bt2 - 19 to 100 inches: sandy clay loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
W—Water
Map Unit Composition
Water. 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8w
Hydric soil rating: No
19

Custom Soil Resource Report
WaB—Wagram loamy sand, 0 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3tzm
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Wagram and similar soils: 90 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wagram
Setting
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 8 inches: loamy sand
E - 8 to 24 inches: loamy sand
Bt - 24 to 75 inches: sandy clay loam
BC - 75 to 83 inches: sandy loam
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 60 to 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 67 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2s
Hydrologic Soil Group: A
Hydric soil rating: No
20

Custom Soil Resource Report
Minor Components
Bibb, undrained
Percent of map unit: 3 percent
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down-slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
Johnston, undrained
Percent of map unit. 2 percent
Landform: Flood plains
Down-slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
WAC—Wagram loamy sand, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3tzn
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Wagram and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wagram
Setting
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Shoulder
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 8 inches: loamy sand
E - 8 to 24 inches: loamy sand
Bt - 24 to 75 inches: sandy clay loam
BC - 75 to 83 inches: sandy loam
Properties and qualities
Slope: 6 to 10 percent
21

Custom Soil Resource Report
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 60 to 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 6.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: A
Hydric soil rating: No
22

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
r cs/detail/nationa I/soils/?cid=nres 142 p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soi Is/?cid=nres l42p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
,roww. nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres l42p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
h ome/?cid=nres 142 p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nresi
detail/national/land use/rangepasture/?cid=stel prdb 1043084
23

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/
nres/deta il/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nresl42p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nres.usda.go nternet/FSE_DOCUMENTS/nresl42p2_ 52290.pdf
24

22U
��S U.S. DEPARTMENT OF THE GREENVILLE SE QUADRANGLE
, U.S. GEOLOGICAL SUF NORTH CAROLINA -PITT CO.
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DECLINATION AT CENTER OF SHEET NORTH AMERICAN VERTICAL DATUM OF 1988
Project Mgr.: BTO Project No.: 17023NCLimn.:P-1199 SITE LOCATION PLAN EXHIBIT
Drawn By: STA Scare: AS SHOWN 6� Consulting Group, PLLC TURNER RUN SUBDIVISION
Checked By: BCF Date: 01123/18
Engineers &Planners
2755-B Charles Blvd. I Greenville, NC 27858 NC Highway East
Grimesland Township, Pitt Coo unty, North Carolina

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TOTAL AREA IN TRACT ........... 39.79± AC.
N/F CO ��" �j-fir' ,°n' M � KATHRYN W. NUMBER OF LOTS CREATED ....... 30
RANDOLPH BENEDICT BOSWELL JR. �i D.B. 2101, PG. 576
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RESIDENTIAL RIGGS ANN GRAY RIGGS ANN SHEET NO. C-2 DEMOLITION & EROSION CONTROL PLAN
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M.B. 33, PG. 48 M.B. 33, PG. 48 SHEET NO. C-3 CONSTRUCTION PLAN -TURNER RUN DRIVE
RES ZONEDD:NA/R ZONED: A/R SHEET NO. C-4 CONSTRUCTION PLAN -TURNER RUN DRIVE 0- z u W
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SHEET NO. C-5 CONSTRUCTION PLAN - BROWN FARM DRIVE _ ~ a23
SHEET NO. C-6 CONSTRUCTION PLAN -TURNER COURT � o6 E
Notes: Utility Providers: SHEET NO. C-7 CONSTRUCTION PLAN - STREAM CROSSING Z z O z CL
SHEET NO. C-8 ROAD WIDENING PLAN O �' 0
1. THIS SITE IS LOCATED IN SIMPSON FIRE DISTRICT. STORM DRAINAGE: ELECTRIC UTILITIES: V w 00
2. THE NEAREST FIRE STATION IS±I.5MILES AWAY. SHEET NO. C-9 CIVIL DETAILS _ on
3. WATER SUPPLY TO BE PROVIDED BY EASTERN PINES WATER CORPORATION. NCDOT Greenville Utilities Commission m N 4.1
4. ELECTRICAL SUPPLY TO BE PROVIDED BY GREENVILLE UTILITIES COMMISSION. Contact: Gene Pittman Contact: Brian Murphy SHEET NO. C-10 CIVIL DETAILS u 00 N
5. ALL PROPOSED UTILITIES ARE TO BE UNDERGROUND. Phone: [phone] Phone: [phone] SHEET NO. C-11 CIVIL DETAILS v z o 0
6. SEWAGE DISPOSAL TO BE BY INDIVIDUAL LOT SEPTIC TANK SYSTEMS. SHEET NO. C-12 ROAD WIDENING DETAILS u Y
7. A PORTION OF THIS PROPERTY IS LOCATED IN A SPECIAL FLOOD HAZARDOUS m L
AREA AS DETERMINED BY THE FEDERAL EMERGENCY MANAGEMENT WATER: TELEPHONE: SHEET NO. C-13 ROAD WIDENING DETAILS `n v N 3
AGENCY. REF: FIRM 37205607001 AND 3720561700) DATED JANUARY 2, 2004. N N
8. NO CONSTRUCTION TO BEGIN UNTIL APPROVAL OF AN EROSION AND Eastern Pine Water Corporation CenturyLink
SEDIMENTATION CONTROL PLAN AND AN ONSITE PRECONSTRUCTION Contact: Barry Sutton Contact: Sharon Jones
MEETING HAS OCCURRED WITH PITT COUNTY STAFF. Phone: [phone] Phone: [phone]
9. BOUNDARY AND TOPOGRAPHIC SURVEY INFORMATION SHOWN HEREON Project Manager: BCF
TAKEN FROM SURVEY PERFORMED BY RIVERS & ASSOCIATES, INC. ENTITLED Drawn By: EW/BTO
Checked By: BTO
BROWN HEIRS BOUNDARY SURVEY. GAS: CABLE TV: Owner: Project Number: 17050
Greenville Utilities Commission SuddenLink Drawing Number: D-1127
Contact: Jason Cyphers Contact: Brad Alabaster CENTERFIELD PROPERTIES, L.L.C.
TURNER RUN SUBDIVISION
Phone: [phone] Phone: [phone] PO BOX 30930
GREENVILLE, NC 27833
PUBLIC STREETS: [phone]
100' 0 50' 100' C=1
NCDOT
Contact: Gene Pittman
Phone: [phone]
SCALE 1 inch = 100 ft Date: 01-26-18

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_ 0/19/18
Demolition Notes:z
Erosion Control Provisions Construction Sequence 60 0 30 60 CL
J w
1. CONTRACTOR SHALL CONTACT NORTH CAROLINA ONE -CALL CENTER 7. ASBESTOS OR HAZARDOUS MATERIALS, IF FOUND ON SITE, SHALL BE N
1. NO PERSON MAY INITIATE A LAND DISTURBING ACTIVITY BEFORE THE PROJECT CONSISTS OF CONSTRUCTING 825± LF OF 35' B/B CURB AND GUTTER J a a
(NC 811) BY DIALING 811 OR 1-800-632-4949 AT LEAST 72 HOURS IN REMOVED BY A LICENSED HAZARDOUS MATERIALS CONTRACTOR. NOTIFYING THE ENGINEER OF THE DATE THAT THE LAND DISTURBING 7. ACCEPTANCE AND APPROVAL OF THIS PLAN IS CONDITIONED UPON
ADVANCE OF ANY LAND DISTURBING ACTIVITY OR DIGGING AND HAVE CONTRACTOR SHALL NOTIFY OWNER IMMEDIATELY IF HAZARDOUS ROAD, 2000± LF OF 26 B/B CURB AND GUTTER ROAD, A STORM SEWER SYSTEM, SCALE 1 inch = 60 ft Jod
ACTIVITY WILL BEGIN. YOUR COMPLIANCE WITH FEDERAL AND STATE WATER QUALITY ELECTRIC, TELEPHONE, GAS, WATER AND SANITARY SEWER. v (A D u E
ALL UNDERGROUND UTILITIES LOCATED PRIOR TO EXCAVATING OR MATERIALS ARE ENCOUNTERED. z w o
LAWS, REGULATION AND RULES. IN ADDITION LOCAL CITY AND Z 0 w �
TRENCHING. 2. SEED OR OTHERWISE PROVIDE GROUND COVER DEVICES OR COUNTY ORDINANCES OR RULES MAY ALSO APPLY TO THIS LAND
8. CONTRACTOR SHALL PROTECT ALL CORNER PINS, MONUMENTS, 1. CONTRACTOR MUST SCHEDULE A PRE CONSTRUCTION CONFERENCE WITH O
STRUCTURES SUFFICIENT TO RESTRAIN EROSION FOR ALL EXPOSED DISTURBING ACTIVITY. APPROVAL BY THE COUNTY DOES NOT z o
2. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL LOCAL AND PROPERTY CORNERS, AND BENCHMARKS DURING DEMOLITION THE EROSION CONTROL OFFICER PRIOR TO INITIATING ANY LAND V Q w ao
SLOPES WITHIN 7 DAYS OF COMPLETION OF ANY PHASE OF GRADING SUPERSEDE ANY OTHER PERMIT OR APPROVAL. -6 °A
STATE PERMITS REQUIRED FOR DEMOLITION WORK. ACTIVITIES. IF DISTURBED, CONTRACTOR SHALL HAVE DISTURBED ITEMS DISTURBING ACTIVITY. Do
ON PERIMETER AREAS AND SLOPES STEEPER THAN 3:1. ALL OTHER
RESET BY A LICENSED SURVEYOR AT NO ADDITIONAL COST TO THE m cel +�
3 THE CONTRACTOR SHALL INDEMNIFY AND HOLD HARMLESS THEOWNER CONSTRUCTION AND IMPLEMENTATION OF AlEROSION AND
AREAS SHALL BE STABILIZED WITHIN 14 DAYS. 8. LAND DISTURBING ACTIVITY BEYOND THAT REQUIRED TO INSTALL 0 oo _=32
OWNER AND/OR ENGINEER FOR ANY AND ALL INJURIES AND/OR
LIMITATIONS ASSOCIATED WITH INSTALLING AND MAINTAINING
5. EROSION CONTROL MEASURES SHALL BE MAINTAINED AND
APPROPRIATE EROSION CONTROL MAY NOT PROCEED UNTIL
SEDIMENTATION CONTROL MEASURES.
1 WEEK
DAMAGES TO PERSONNEL, EQUIPMENT AND/OR EXISTING FACILITIES IN
9. CONTRACTOR SHALL ADHERE TO ALL LOCAL, STATE, FEDERAL, AND
3. CONTRACTOR SHALL INSPECT AND MAINTAIN AS NEEDED ALL
EROSION CONTROL MEASURES ARE INSPECTED AND APPROVED BY
BCF
Drawn By:
THE DEMOLITION AND CONSTRUCTION DESCRIBED IN THE PLANS AND
OSHA REGULATIONS WHEN OPERATING DEMOLITION EQUIPMENT
EROSION CONTROL DEVICES ON A WEEKLY BASIS AND AFTER EACH
THE ENGINEER.
3.
CONSTRUCTION OF STORM DRAINAGE SYSTEM
3 WEEKS
SPECIFICATIONS.
AROUND UTILITIES.
MAJOR STORM EVENT. FAILURE TO KEEP ALL EROSION CONTROL
9. LANDSCAPING AND SEEDING & MULCHING 1 WEEK
5. ALL DEMOLITION WASTE AND DEBRIS SHALL BE REMOVED BY THE
AND ITEMS FROM DAMAGE DUE TO DEMOLITION OR CONSTRUCTION
DEVICES IN PROPER WORKING ORDER MAY RESULT IN A STOP WORK
9. INSTALL ROCK INLET SEDIMENT TRAPS AROUND ALL CATCH BASINS,
4.
ROUGH GRADING SITE
3 WEEKS
4. EXISTING CONDITIONS AS DEPICTED ON THESE PLANS ARE GENERAL
10. CONTRACTOR SHALL PROVIDE AND MAINTAIN TRAFFIC CONTROL
ORDER OR CIVIL PENALTIES UP TO $5,000.00 PER DAY OF VIOLATION.
DROP INLETS, AND YARD INLETS.
AND ILLUSTRATIVE IN NATURE AND DO NOT INCLUDE MECHANICAL,
MEASURES IN ACCORDANCE WITH THE NCDOT STANDARDS, AND AS
DIVISION OF WATER QUALITY (DWQ). DIRECT ANY QUESTIONS
ABOUT THE APPLICABILITY OF THESE RULES TO YOUR PROJECT TO
AN ANTICIPATED TIME SCHEDULE OF 3 MONTHS IS EXPECTED FOR THIS PROJECT.
5.
INSTALLATION OF UTILITIES
6 WEEKS
ELECTRICAL AND MISCELLANEOUS STRUCTURES. IT IS THE
REQUIRED BY LOCAL AGENCIES WHEN WORKING IN AND/OR ALONG
4. THE ENGINEER RESERVES THE RIGHT TO REQUIRE ADDITIONAL
10. PROVIDE 20'X 100'X 6" STONE CONSTRUCTION ENTRANCE AS
RESPONSIBILITY OF THE CONTRACTOR TO EXAMINE THE SITE AND BE
STREETS, ROADS, HIGHWAYS, ETC. IT SHALL BE THE CONTRACTOR'S
EROSION CONTROL MEASURES SHOULD THE PLAN OR ITS
SHOWN ON PLAN.
6.
INSTALLATION OF CONCRETE CURB & GUTTER
2 WEEKS
FAMILIAR WITH EXISTING CONDITIONS PRIOR TO BIDDING ON THE
RESPONSIBILITY TO OBTAIN APPROVAL AND COORDINATE WITH THE
IMPLEMENTATION PROVE TO BE INADEQUATE.
DEMOLITION WORK FOR THIS PROJECT. IF CONDITIONS ENCOUNTERED
LOCAL AND/OR STATE AGENCIES REGARDING THE NEED, EXTENT, AND
7.
FINE GRADING
1 WEEK
DURING EXAMINATION ARE SIGNIFICANTLY DIFFERENT THAN THOSE
LIMITATIONS ASSOCIATED WITH INSTALLING AND MAINTAINING
5. EROSION CONTROL MEASURES SHALL BE MAINTAINED AND
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Project Number:
17050
SHOWN, THE CONTRACTOR SHALL NOTIFY THE ENGINEER
TRAFFIC CONTROL MEASURES.
Project Manager:
8. PLACEMENT OF ASPHALT PAVEMENT 1 WEEK
BCF
Drawn By:
EW/BTO
Checked By:
BTO
DURING EXAMINATION ARE SIGNIFICANTLY DIFFERENT THAN THOSE
LIMITATIONS ASSOCIATED WITH INSTALLING AND MAINTAINING
5. EROSION CONTROL MEASURES SHALL BE MAINTAINED AND
Project Number:
17050
SHOWN, THE CONTRACTOR SHALL NOTIFY THE ENGINEER
TRAFFIC CONTROL MEASURES.
INSPECTED AS PER THE DETAIL SHEETS SHOWN.
8. PLACEMENT OF ASPHALT PAVEMENT 1 WEEK
IMMEDIATELY.
Drawing Number:
D-1127
11. CONTRACTOR SHALL PROTECT AT ALL TIMES ADJACENT STRUCTURES
6. PLEASE BE ADVISED OF THE RULES TO PROTECT AND MAINTAIN
9. LANDSCAPING AND SEEDING & MULCHING 1 WEEK
5. ALL DEMOLITION WASTE AND DEBRIS SHALL BE REMOVED BY THE
AND ITEMS FROM DAMAGE DUE TO DEMOLITION OR CONSTRUCTION
EXISTING BUFFERS ALONG WATERCOURSES IN THE NEUSE AND
CONTRACTOR AND DISPOSED OF IN A STATE APPROVED WASTE SITE
ACTIVITIES.
TAR/PAMLICO RIVER BASINS. THESE RULES ARE ENFORCED BY THE
SEVERAL OF THE ITEMS LISTED ABOVE MAY BE CONSTRUCTED SIMULTANEOUSLY.
AND IN ACCORDANCE WITH ALL LOCAL AND STATE CODES AND PERMIT
REQUIREMENTS.
12. CONTRACTOR SHALL REMOVE EXISTING VEGETATION AND
IMPROVEMENTS WITHIN LIMITS OF DISTURBANCE UNLESS NOTED
DIVISION OF WATER QUALITY (DWQ). DIRECT ANY QUESTIONS
ABOUT THE APPLICABILITY OF THESE RULES TO YOUR PROJECT TO
AN ANTICIPATED TIME SCHEDULE OF 3 MONTHS IS EXPECTED FOR THIS PROJECT.
C=2
6. THE BURNING OF CLEARED MATERIAL AND DEBRIS SHALL NOT BE
OTHERWISE.
THE REGIONAL WATER QUALITY SUPERVISOR, WASHINGTON
ALLOWED UNLESS CONTRACTOR GETS WRITTEN AUTHORIZATION FROM
REGIONAL OFFICE AT [phone].
THE LOCAL AUTHORITIES.
13. TREES OUTSIDE OF CONSTRUCTION LIMITS OR TREES NOT INDICATED
TO BE REMOVED SHALL BE PROTECTED.
Date: 01-26-18

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Notes:
1. THIS SITE IS LOCATED IN SIMPSON FIRE DISTRICT.
2. THE NEAREST FIRE STATION IS ±1.5 MILES AWAY.
3. WATER SUPPLY TO BE PROVIDED BY EASTERN PINES WATER CORPORATION.
4. ELECTRICAL SUPPLY TO BE PROVIDED BY GREENVILLE UTILITIES COMMISSION.
5. ALL PROPOSED UTILITIES ARE TO BE UNDERGROUND.
6. SEWAGE DISPOSAL TO BE BY INDIVIDUAL LOT SEPTIC TANK SYSTEMS.
7. A PORTION OF THIS PROPERTY IS LOCATED IN A SPECIAL FLOOD HAZARDOUS
AREA AS DETERMINED BY THE FEDERAL EMERGENCY MANAGEMENT
AGENCY. REF: FIRM 3720560700J AND 3720561700J DATED JANUARY 2, 2004.
8. NO CONSTRUCTION TO BEGIN UNTIL APPROVAL OF AN EROSION AND
SEDIMENTATION CONTROL PLAN AND AN ONSITE PRECONSTRUCTION
MEETING HAS OCCURRED WITH PITT COUNTY STAFF.
9. BOUNDARY AND TOPOGRAPHIC SURVEY INFORMATION SHOWN HEREON
TAKEN FROM SURVEY PERFORMED BY RIVERS & ASSOCIATES, INC. ENTITLED
BROWN HEIRS BOUNDARY SURVEY.
12+00 13+00
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CURB AND GUTTER PAVEMENT DESIGN TO BE SUBMITTED UPON
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Drawn By: EW/BTO
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Project Number: 17050
Drawing Number: D-1127
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HORIZONTAL:
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Project Manager: BCF
Drawn By: EW/BTO
Checked By: BTO
25
0+00
1+00
2+00 3+00 4+00
5+00
6+00
7+00
25
8+00 8+50
Project Number: 17050
Drawing Number: D-1127
C=5
Date: 01-26-18

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Notes:
1. THIS SITE IS LOCATED IN SIMPSON FIRE DISTRICT.
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3. WATER SUPPLY TO BE PROVIDED BY EASTERN PINES WATER CORPORATION.
4. ELECTRICAL SUPPLY TO BE PROVIDED BY GREENVILLE UTILITIES COMMISSION.
5. ALL PROPOSED UTILITIES ARE TO BE UNDERGROUND.
6. SEWAGE DISPOSAL TO BE BY INDIVIDUAL LOT SEPTIC TANK SYSTEMS.
7. A PORTION OF THIS PROPERTY IS LOCATED IN A SPECIAL FLOOD HAZARDOUS
AREA AS DETERMINED BY THE FEDERAL EMERGENCY MANAGEMENT
AGENCY. REF: FIRM 3720560700J AND 3720561700J DATED JANUARY 2, 2004.
8. NO CONSTRUCTION TO BEGIN UNTIL APPROVAL OF AN EROSION AND
SEDIMENTATION CONTROL PLAN AND AN ONSITE PRECONSTRUCTION
MEETING HAS OCCURRED WITH PITT COUNTY STAFF.
9. BOUNDARY AND TOPOGRAPHIC SURVEY INFORMATION SHOWN HEREON
TAKEN FROM SURVEY PERFORMED BY RIVERS & ASSOCIATES, INC. ENTITLED
BROWN HEIRS BOUNDARY SURVEY.
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Notes:
1. THIS SITE IS LOCATED IN SIMPSON FIRE DISTRICT.
2. THE NEAREST FIRE STATION IS ±1.5 MILES AWAY.
3. WATER SUPPLY TO BE PROVIDED BY EASTERN PINES WATER CORPORATION.
4. ELECTRICAL SUPPLY TO BE PROVIDED BY GREENVILLE UTILITIES COMMISSION.
5. ALL PROPOSED UTILITIES ARE TO BE UNDERGROUND.
6. SEWAGE DISPOSAL TO BE BY INDIVIDUAL LOT SEPTIC TANK SYSTEMS.
7. A PORTION OF THIS PROPERTY IS LOCATED IN A SPECIAL FLOOD HAZARDOUS
AREA AS DETERMINED BY THE FEDERAL EMERGENCY MANAGEMENT
AGENCY. REF: FIRM 3720560700J AND 3720561700J DATED JANUARY 2, 2004.
8. NO CONSTRUCTION TO BEGIN UNTIL APPROVAL OF AN EROSION AND
SEDIMENTATION CONTROL PLAN AND AN ONSITE PRECONSTRUCTION
MEETING HAS OCCURRED WITH PITT COUNTY STAFF.
9. BOUNDARY AND TOPOGRAPHIC SURVEY INFORMATION SHOWN HEREON
TAKEN FROM SURVEY PERFORMED BY RIVERS & ASSOCIATES, INC. ENTITLED
BROWN HEIRS BOUNDARY SURVEY.
0+00
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Project Manager: BCF
Drawn By: EW/BTO
25 Checked By: BTO
Project Number: 17050
Drawing Number: D-1127
20
7+50
SCALE:
HORIZONTAL: 1"=30'
VERTICAL: 1"=3'
C-6
Date: 01-26-18
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Drawn By: EW/BTO
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Project Number: 17050
Drawing Number: D-1127
20
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SCALE:
HORIZONTAL: 1"=30'
VERTICAL: 1"=3'
C-6
Date: 01-26-18

DETAIL
CUT IN 8"
GATE VALVE
EXIST. 8" ACP
WATER MAIN
PROPOSED 8"
WATERLINE SHALL PASS
UNDER EXIST. MAIN
CUT IN 8"x8" TEE
8" GATE VALVE
8" 90' BEND
NOTES:
1. CONTRACTOR SHALL COORDINATE CUT -IN TEE &
VALVE WORK WITH EASTERN PINES WATER
CORPORATION. 72 HOUR NOTICE IS REQUIRED
BY EASTERN PINES WATER CORPORATION TO
SHUT DOWN EXISTING MAIN FOR CUT -IN WORK.
2. CONTRACTOR SHALL LOCATE VERTICALLY AND
HORIZONTALLY ALL EXISTING UTILITIES THAT
CROSS PROPOSED WATER MAIN PRIOR TO
BEGINNING INSTALLATION OF NEW MAIN.
30' 0 15' 30'
SCALE 1 inch = 30 ft
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SCALE: 1" = 10' SCALE 1 inch= 10 ft
35
30
25
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CROSSING PROFILE
SCALE:
HORIZONTAL: 1" = 30'
VERTICAL: 1"=3'
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Project Number:
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Drawing Number:
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C-7
Date: 01-26-18

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NCDOT STANDARD 840.14 (PROTECT) EXISTING ROADSIDE GRADE FORCEMAIN
DROP INLET — — TO PROVIDE SMOOTH - -
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INVERT=38.98± NCDOT STANDARD 840.02 EXISTING ROADSID DITCH PROPSED 8" PVC (TYP) - - - - - - PROPOSED RIGHT-OF-WAY WAY - M FM FM FM FM
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CONNECT TO EXISTING CATCH BASIN TRANSITION TO BA K OF PROPOSED RIGHT-OF-WAY - -
CURB AND GUTTER TOP OF HOOD=43.14 -- FM �FM FM FM FMNCDOT STD. 30"
PROPOSED CURB EXISTING RIGHT-OF-WAY WAY - FM FM F FM FM CURB AND GUTTER Rap,
(MATCH ELEVATION) INVERT=39.02± FM FM FM FM FM FM FM FM OH OHE
FM FM —FM FM —FM —FM OHE RELOCATE EXISTING
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3" I-19.0 B
PROPOSED ASPHALT BASE:
/ I I PROPOSED ASPHALT PAVEMENT: 5" B-25.0 B
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_ o'±_ _ — — — — General Notes:
R3' — �- — — — — — — B 1. NO CONSTRUCTION TO BEGIN UNTIL APPROVAL OF AN EROSION AND SEDIMENTATION CONTROL PLAN BY THE
MATCH EX.
— — — PITT COUNTY PLANNING DEPT.
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B RIVERS & ASSOCIATES, INC. ENTITLED BROWN HEIRS BOUNDARY SURVEY.
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`` C Xy B MATCH EX. 3. CONTRACTOR SHALL NOTIFY NCDOT DIVISION OFFICE 48 HOURS PRIOR TO MAKING CONNECTIONS TO EXISTING
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N
— — — — — — —
- - - - - - - -
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4 NCDOT DRIVEWAY APPROVAL PERMIT REQUIRED
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_- - — THE LOCAL AND/OR STATE AGENCIES REGARDING THE NEED, EXTENT, AND LIMITATIONS ASSOCIATED WITH
PROPOSED — — — — — — (VARIABLE WIDTH R/W; PAVEMENT WIDTH VARIES) INSTALLING AND MAINTAINING TRAFFIC CONTROL MEASURES.
ENCASEMENT PIPE- - - -
M — — — — — — — (MAINTAINED BY NCDOT
ROAD WIDENING PLAN (EAST)
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LU
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Vi NOTES: 14
(%) UNDER THIS CONTRACT
CL EXIST ROAD 1. SAW CUT LOCATION TO BE DETERMINED IN THE
PROPOSED ASPHALT BASE:
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PROPOSED ASPHALT PAVEMENT: J
MILL PAVEMENT
2.0" S-9.5 B
PROPOSED ASPHALT PAVEMENT: TYPICAL SECTION
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GENERAL NOTES:
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2- DO NOT LOCATE PAVEMENT MARKING SYMBOLS AS TO ENCROACH INTO INTERSECTION AREAS.
3- DO NOT PLACE SYMBOLS ACROSS TRANSVERSE EXPANSION JOINTS ON PORTLAND CEMENT
CONCRETE PAVEMENTS, UNLESS APPROVED BY THE ENGINEER.
4- CONFORM ALL SYMBOLS TO THE FHWA "STANDARD HIGHWAY SIGNS" MANUAL WHICH INCLUDES
PAVEMENT MARKINGS AND STANDARD ALPHABET$ [REFER TO SHEETS 6 THRU 9 DIMENSIONS
CAN VARY AMONG MANUFACTURERS, THEREFORE SLIGHT VARIANCES ARE ACCEPTABLE.
HOWEVER, ALL SYMBOLS ARE REQUIRED TO BE APPROVED BY THE DEPARTMENT.
PAVEMENT MARKING ARROWS
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SCALE 1 inch= 20 ft
II REVISIONS:
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PAVEMENT IN OVERLAY AREAS.
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ROADWAY WIDENING
NOT TO SCALE
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GENERAL NOTES:
1- USE THE COLOR WHITE FOR ALL PAVEMENT MARKING SYMBOLS.
2- DO NOT LOCATE PAVEMENT MARKING SYMBOLS AS TO ENCROACH INTO INTERSECTION AREAS.
3- DO NOT PLACE SYMBOLS ACROSS TRANSVERSE EXPANSION JOINTS ON PORTLAND CEMENT
CONCRETE PAVEMENTS, UNLESS APPROVED BY THE ENGINEER.
4- CONFORM ALL SYMBOLS TO THE FHWA "STANDARD HIGHWAY SIGNS" MANUAL WHICH INCLUDES
PAVEMENT MARKINGS AND STANDARD ALPHABET$ [REFER TO SHEETS 6 THRU 9 DIMENSIONS
CAN VARY AMONG MANUFACTURERS, THEREFORE SLIGHT VARIANCES ARE ACCEPTABLE.
HOWEVER, ALL SYMBOLS ARE REQUIRED TO BE APPROVED BY THE DEPARTMENT.
PAVEMENT MARKING ARROWS
20' 0 10' 20'
SCALE 1 inch= 20 ft
II REVISIONS:
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Drawn By: EW/BTO
Checked By: BTO
Project Number: 17050
Drawing Number: D-1127
Com?
Date: 01-26-18
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Project Manager: BCF
Drawn By: EW/BTO
Checked By: BTO
Project Number: 17050
Drawing Number: D-1127
Com?
Date: 01-26-18

Erosion Control Measures:
1. All work will be done in accordance with the Pitt County Soil Erosion and Sedimentation Control Ordinance. No land disturbing activity beyond
that required to install the appropriate erosion control measures may proceed until measures are inspected and approved by Pitt County. Call
[phone] to schedule an inspection.
2. Prior to topsoil removal, all perimeter silt fence and temporary gravel construction entrances shall be installed. After topsoil removal, storm
drainage culverts and structures shall be installed. Rock Inlet Sediment Traps shall be placed around all drainage structures to collect surface
runoff and control siltation and release water at a gradual rate. All easements outside the parking lot where storm pipes are installed will be
graded, seeded and mulched.
3. Parking lots shall have stone base placed on them for stabilization and shoulders shall be seeded to stabilize the soil. Seed bed preparation shall
be conducted according to North Carolina Department of Transportation Standard Specifications for Roads and Structures (D.O.T.). The ground
surface shall be cleared of stumps, stones, roots, cables, wire, grade stakes, and other materials that might hinder proper grading, tillage, seeding
or subsequent maintenance operations. Grades on the area to be seeded shall be maintained in a true and even condition. Maintenance shall
include any necessary repairs to previously graded areas. All graded areas shall be thoroughly tilled to a depth of at least four (4) inches by
plowing, disking, harrowing, or other approved methods until the condition of the soil is acceptable. On sites where soil conditions are such that
high clay content and excessive compaction cause difficulty in getting clods and lumps effectively pulverized, the Contractor shall use the rotary
tillage machinery until the mixing of the soil is acceptable and no clods or clumps remain larger than 1 1/2 inches in diameter. A firm and
compact seed bed is required and after being graded, the seed bed shall be lightly compacted with a land roller, such as a cultipacker, before and
after seeding. Limestone shall be dolomitic agriculture ground limestone containing not less than 10 percent magnesium oxide. Lime shall be
uniformly applied at the rate of 2 tons per acre. Fertilizer shall be uniformly applied at a rate of 500 pounds per acre of 10-20-20 analysis. The
fertilizer shall be incorporated into the upper three or four inches of prepared seed bed just prior to the last tillage operation, but in no case shall
it be applied more than three days prior to seeding. Fertilizer shall be used immediately after delivery or stored in a manner that will not permit it
to harden or destroy its effectiveness.
When hydroseeding equipment is used for seeding, fertilizer shall be applied simultaneously with seed, using the above rates of application. Seed
shall be certified seed or equivalent based on North Carolina Seed Improvement Association requirements for certification. All seed shall be
furnished in sealed standard containers. Seed which has become wet, moldy, or otherwise damaged prior to seeding will not be acceptable.
Seeding shall be accomplished with hand planters, power- drawn planters, hand packers, or hydroseeding equipment at the following rates:
Permanent Seeding Schedule (Entire Site)
Seed Bed Preparation
Lime - 2 tons per acre
Fertilizer (10-20-20) - 500 pounds per acre
Seeding Mixture:
(January 1 - March 31)
Common Bermuda grass (unhulled) - 20 pounds per acre
Rye (grain) - 25 pounds per acre
(April 1 -July 31)
Common bermudagrass (hulled) - 15 pounds per acre
Weeping Lovegrass - 5 pounds per acre
Centipede - 8 pounds per acre
(August 1 - December 31)
Common Bermuda grass (unhulled) - 20 pounds per care
Tall Fescue - 60 pounds per acre
Rye (grain) - 25 pounds per acre
Seed Bed Protection:
Straw Mulch - 2 tons per acre (visual)
Asphalt Tack - 0.03 gallons per square yard
4. Ground Stabilization (Per NCG010000)
a. Soil stabilization shall be achieved on any area of a site where land -disturbing activities have temporarily or permanently ceased according to the following
schedule:
i. All perimeter dikes, swales, ditches, perimeter slopes and all slopes steeper than 3 horizontal to 1 vertical (3:1) shall be provided temporary or
permanent stabilization with ground cover as soon as practicable but in any event within 7 calendar days from the last land -disturbing activity.
ii. All other disturbed areas shall be provided temporary or permanent stabilization with ground cover as soon as practicable but in any event within 14
calendar days from the last land -disturbing activity.
b. Conditions - In meeting the stabilization requirements above, the following conditions or exemptions shall apply:
i. Extensions of time may be approved by the permitting authority based on weather or other site-specific conditions that make compliance impracticable.
ii. All slopes 50' in length or greater shall apply the ground cover within 7 days except when the slope is flatter than 4:1. Slopes less than 50' shall apply
ground cover within 14 days except when slopes are steeper than 3:1, the 7 day -requirement applies.
iii. Any sloped area flatter than 4:1 shall be exempt from the 7 -day ground cover requirement.
iv. Slopes 10' or less in length shall be exempt from the 7 -day ground cover requirement except when the slope is steeper than 2:1.
v. Although stabilization is usually specified as ground cover, other methods, such as chemical stabilization, may be allowed on a case-by-case basis.
vi. For portions of projects within the Sediment Control Commission -defined "High Quality Water Zone" (15A NCAC 04A. 0105), stabilization with ground
cover shall be achieved as soon as practicable but in any event on all areas of the site within 7 calendar days from the last land- disturbing act.
vii. Portions of a site that are lower in elevation than adjacent discharge locations and are not expected to discharge during construction may be exempt
from the temporary ground cover requirements if identified on the approved E&SC plan or added by the permitting authority.
5. Self Inspection and Reporting Requirements (Per NCG010000)
Minimum self inspection and reporting requirements are as follows unless otherwise approved in writing by the Division of Water Quality.
a. A rain gauge shall be maintained in good working order on the site unless another rain monitoring device has been approved by the permitting authority.
b. A written record of the daily rainfall amounts shall be retained and all records shall be made available to DWQ or authorized agent upon request. If no daily rain
gauge observations are made during weekend or holiday periods, and no individual -day rainfall information is available, the cumulative rain measurement for
those un -attended days will determine if a site inspection is needed. (Note: if no rainfall occurred, the permittee must record "zero").
c. Erosion and sedimentation control measures shall be inspected to ensure that they are operating correctly. Inspection records must be maintained for each
inspection event and for each measure. At a minimum, inspection of measures must occur at the frequency indicated below:
i. All erosion and sedimentation control measures must be inspected by or under the direction of the permittee at least once every seven calendar days, and
ii. All erosion and sediment control measures must be inspected by or under the direction of the permittee within 24 hours after any storm event of greater than
0.50 inches of rain per 24 hour period.
iii. Times when a determination that adverse weather conditions prevented inspections should be documented on the Inspection Record.
d. Once land disturbance has begun on the site, stormwater runoff discharge outfalls shall be inspected by observation for erosion, sedimentation and other
stormwater discharge characteristics such as clarity, floating solids, and oil sheens. Inspections of the outfalls shall be made at least once every seven calendar
days and within 24 hours after any storm event of greater than 0.50 inches of rain per 24 hour period.
e. Inspections are only required to be made during normal business hours. When adverse weather conditions would cause the safety of the inspection personnel to
be in jeopardy, the inspection can be delayed until it is deemed safe to perform these duties. If the inspection cannot be done on that day, it must be completed
on the following business day.
f. Twenty-four Hour Reporting for visible sediment deposition
i. The permittee shall report to the Division of Water Quality central office or the appropriate regional office any visible sediment being deposited in any stream
or wetland or any noncompliance which may endanger health or the environment. Any information shall be provided orally or electronically within 24 hours
from the time the permittee became aware of the circumstances. Visible discoloration or suspended solids in the effluent should be recorded on the
Inspection Record.
ii. A written submission shall be provided to the appropriate regional office of the DWQ within 5 days of the time the permittee becomes aware of the
circumstances The written submission shall contain a description of the sediment deposition and actions taken to address the cause of the deposition. The
Division of Water Quality staff may waive the requirement for a written report on a case-by-case basis.
g. Records of inspections made during the previous 30 days shall remain on the site and available for agency inspectors at all times during normal working hours,
unless the permitting authority provides a site-specific exemption based on unique site conditions that make this requirement not practical. Older records must be
maintained for a period of one year after project completion and made available upon request. The records must provide the details of each inspection including
observations, and actions taken in accordance with this permit. The permittee shall record the required rainfall and monitoring observations on the "Inspection
Record for Activities Under Stormwater General Permit NCG010000" form provided by the Division or a similar inspection form that is inclusive of all of the
elements contained in the Division's form. Electronic storage of records will be allowed if approved by the permitting authority.
h. Inspection records must include, at a minimum, the following:
i. Control Measure Inspections: Inspection records must include at a minimum:
1. identification of the measures inspected,
2. date and time of the inspection,
3. name of the person performing the inspection,
4. indication of whether the measures were operating properly,
5. description of maintenance needs for the measure,
6. corrective actions taken and
7. date of actions taken.
ii. Stormwater Discharge Inspections: Inspection records must include at a minimum:
1. identification of the discharge outfall inspected,
2. date and time of the inspection,
3. name of the person performing the inspection,
4. evidence of indicators of stormwater pollution such as oil sheen, floating or suspended solids or discoloration,
5. indication of visible sediment leaving the site,
6. actions taken to correct/prevent sedimentation and
7. date of actions taken.
iii. Visible Sedimentation Found Outside the Site Limits: Inspection records must include:
1. an explanation as to the actions taken to control future releases,
2. actions taken to clean up or stabilize the sediment that has left the site limits and
3. the date of actions taken.
iv. Visible Sedimentation Found in Streams or Wetlands: All inspections should include evaluation of streams or wetlands onsite or offsite (where accessible) to
determine if visible sedimentation has occurred.
1. Visible Stream Turbidity - If the discharge from a site results in visible stream turbidity, inspection records must record that evidence and actions taken to
reduce sediment contributions. Sites discharging to streams named on the state's 303(d) list as impaired for sediment -related causes may be required to
perform additional monitoring, inspections or application of more -stringent management practices if it is determined that the additional requirements are
needed to assure compliance with the federal or state impaired -waters conditions. If a discharge covered by this permit enters a stream segment that is
listed on the Impaired Stream List for sediment -related causes, and a Total Maximum Daily Load (TMDL) has been prepared for those polluntants, the
permittee must implement measures to ensure that the discharge of pollutants from the site is consistent with the assumptions and meets the
requirements of the approved TMDL. he DWQ 303(d) list can be found at: http://h2o.enr.state.nc.us/tmdl/General_303d.htm/
6. All erosion and sedimentation control devices shall remain in place and be maintained by the Contractor until all seeding is established and construction
areas have been stabilized.
7. Temporary Seeding - Seed in accordance with Soil Conservation Service recommendations with regard to seed type, rate of application, fertilizer, etc.
3' FILTER
FABRIC ON
GROUND
BURY 6" OF UPPER BURY WI
EDGE OF FILTER HARDW
FABRIC IN TRENCH LJ
SECTION VIEW
4' MIN.
TOP OF SILT FENCE
MUST BE AT LEAST
V ABOVE THE TOP
FILTER STONE J BURY WIRE FENCE, FILTER
FRONT VIEWMAC
FILTER OF 1" DIA.
WASHED STONE
RE FENCE AND
ARE CLOTH
SILT FENCE OUTLET
NOT TO SCALE
FABRIC AND HARDWARE
CLOTH IN TRENCH
U STEEL FENCE POST SET MAX 2'
APARTI8" INTO SOLID GROUND
STAPLES STRAW BALE BINDER WIRE
(2 PER BALE) 10 mil PLASTIC LINING
NATIVE MATERIAL
(OPTIONAL)
SECTION B -B
WOOD OR
METAL STAKES
(2 PER BALE)
10' MINIMUM
B
VARIES
PLYWOOD
48' X24"
PAINTED WHITE
CONCRETE
WASHOUT
T
36"
_III -111-111 E
36"
NOTES:
1. INSPECT SEDIMENT FENCES AT LEAST
ONCE A WEEK AND AFTER EACH
RAINFALL. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT
FENCE COLLAPSE, TEAR, DECOMPOSE
OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS
NECESSARY TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT
RAIN AND TO REDUCE PRESSURE ON
THE FENCE. TAKE CARE TO AVOID
UNDERMINING THE FENCE DURING
CLEANOUT.
4. REMOVE ALL FENCING MATERIALS
AND UNSTABLE SEDIMENT DEPOSITS
AND BRING THE AREA TO GRADE AND
STABILIZE IT AFTER THE
CONTRIBUTING DRAINAGE AREA HAS
BEEN PROPERLY STABILIZED.
BLACK LETTERS
6" HEIGHT
LAG SCREWS
WOOD POST
3.5"X3.5"X8'
B CONCRETE WASHOUT
SIGN DETAIL
(OR EQUIVALENT)
8' MAX. STANDARD STRENGTH FABRIC W/ WIRE FENCE
6' MAX. EXTRA STRENGTH FABRIC W/O WIRE FENCE
12 GAUGE. 4"x 4" WELDED WIRE FABRIC
STEEL POST N
WIRE FABRIC
OQ
UV RESISTANT
GEOTEXTILE FABRIC
n,
N TAMPED
BACKFILL
GROUND LINE
/ice /�, ; /ice
8" DOWN & 4" FORWARD
ALONG THE TRENCH
TEMPORARY SILT FENCE
LATH AND
FLAGGING ON
3 SIDE'
W
�2"
10 mil PLAST.- .� NOT TO SCALE
8 1.12" DIA
STEEL WIRE TYPE "BELOW GRADE"
STAPLE
10 mil PLASTIC LINING PLAN STRAW BALE DETAIL 10 mil PLASTIC LINING
(TYP)
TYPE "ABOVE GRADE" WITH STRAW BALES
WOOD FRAME SECURELY SECTION B -B
FASTENED AROUND
NOTES: ENTIRE PERIMETER
WITH TWO STAKES
1. ACTUAL LAYOUTTO BE DETERMINED IN THE FIELD.
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30' OF THE
TEMPORARY CONCRETE WASHOUT FACILITY.
3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE WASHOUT
FACILITIES SHALL BE REMOVED FROM THE SITE OF THE WORK AND
DISPOSED OF OR RECYCLED.
4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE CAUSED BY THE
REMOVAL OF THE TEMPORARY CONCRETE WASHOUT FACILITIES SHALL
BE BACKFILLED, REPAIRED, AND STABILIZED TO PREVENT EROSION.
NOT TO SCALE
SANDBAG
10 mil PLASTIC LINING
-IIII- SECTION A -A
3'
IIII111111 i' BERM
CONCRETE WASHOUT
NOT TO SCALE
ISOMETRIC VIEW
SILT FENCE 9 FT.
POST
2' WOODEN
STAKE
4 FT.� 2
�2 FT.
12" WATTLE J
VIEW FROM SLOPE
�10' MINIMUM
I
VARIE'
SANDBAG
CONSTRUCTION SPECIFICATIONS:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL
VEGETATION, ROOTS, AND OTHER OBJECTIONABLE
MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND
DIMENSIONS SHOWN ON THE PLANS, AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT
TRAP OR OTHER SUITABLE OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE
STABILITY OF THE FOUNDATION IN LOCATIONS
SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
2"-3" COARSE
AGGREGATE
NOTE:
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT
MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION
SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH
2 -INCH STONE. AFTER EACH RAINFALL, INSPECT ANY
STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT A!
NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC
ROADWAYS.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
NOT TO SCALE
NOTES: A
•
--•-- o
-a-- o
--•-- 0
0
V
3. GRAVEL & RIP RAP FILTER BERM BASIN DETAIL IS DESIGNED
2.
TO PROTECT EXISTING PIPE INVERTS THAT 10 ACRES OR LESS
SEDIMENT CONTROL STONE
Q
AREAS TO BE
0
Z
DISTURBED
00
SHOULDER OR ANY DIVERSION POINT.
(CUT, FILL, ETC.)
STEEL POST SHALL BE 5 FT. IN HEIGHT, BE
PLYWOOD
48' X24"
PAINTED WHITE
CONCRETE
WASHOUT
T
36"
_III -111-111 E
36"
NOTES:
1. INSPECT SEDIMENT FENCES AT LEAST
ONCE A WEEK AND AFTER EACH
RAINFALL. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT
FENCE COLLAPSE, TEAR, DECOMPOSE
OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS
NECESSARY TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT
RAIN AND TO REDUCE PRESSURE ON
THE FENCE. TAKE CARE TO AVOID
UNDERMINING THE FENCE DURING
CLEANOUT.
4. REMOVE ALL FENCING MATERIALS
AND UNSTABLE SEDIMENT DEPOSITS
AND BRING THE AREA TO GRADE AND
STABILIZE IT AFTER THE
CONTRIBUTING DRAINAGE AREA HAS
BEEN PROPERLY STABILIZED.
BLACK LETTERS
6" HEIGHT
LAG SCREWS
WOOD POST
3.5"X3.5"X8'
B CONCRETE WASHOUT
SIGN DETAIL
(OR EQUIVALENT)
8' MAX. STANDARD STRENGTH FABRIC W/ WIRE FENCE
6' MAX. EXTRA STRENGTH FABRIC W/O WIRE FENCE
12 GAUGE. 4"x 4" WELDED WIRE FABRIC
STEEL POST N
WIRE FABRIC
OQ
UV RESISTANT
GEOTEXTILE FABRIC
n,
N TAMPED
BACKFILL
GROUND LINE
/ice /�, ; /ice
8" DOWN & 4" FORWARD
ALONG THE TRENCH
TEMPORARY SILT FENCE
LATH AND
FLAGGING ON
3 SIDE'
W
�2"
10 mil PLAST.- .� NOT TO SCALE
8 1.12" DIA
STEEL WIRE TYPE "BELOW GRADE"
STAPLE
10 mil PLASTIC LINING PLAN STRAW BALE DETAIL 10 mil PLASTIC LINING
(TYP)
TYPE "ABOVE GRADE" WITH STRAW BALES
WOOD FRAME SECURELY SECTION B -B
FASTENED AROUND
NOTES: ENTIRE PERIMETER
WITH TWO STAKES
1. ACTUAL LAYOUTTO BE DETERMINED IN THE FIELD.
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED WITHIN 30' OF THE
TEMPORARY CONCRETE WASHOUT FACILITY.
3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE WASHOUT
FACILITIES SHALL BE REMOVED FROM THE SITE OF THE WORK AND
DISPOSED OF OR RECYCLED.
4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE CAUSED BY THE
REMOVAL OF THE TEMPORARY CONCRETE WASHOUT FACILITIES SHALL
BE BACKFILLED, REPAIRED, AND STABILIZED TO PREVENT EROSION.
NOT TO SCALE
SANDBAG
10 mil PLASTIC LINING
-IIII- SECTION A -A
3'
IIII111111 i' BERM
CONCRETE WASHOUT
NOT TO SCALE
ISOMETRIC VIEW
SILT FENCE 9 FT.
POST
2' WOODEN
STAKE
4 FT.� 2
�2 FT.
12" WATTLE J
VIEW FROM SLOPE
�10' MINIMUM
I
VARIE'
SANDBAG
CONSTRUCTION SPECIFICATIONS:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL
VEGETATION, ROOTS, AND OTHER OBJECTIONABLE
MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND
DIMENSIONS SHOWN ON THE PLANS, AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT
TRAP OR OTHER SUITABLE OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE
STABILITY OF THE FOUNDATION IN LOCATIONS
SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
2"-3" COARSE
AGGREGATE
NOTE:
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT
MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION
SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH
2 -INCH STONE. AFTER EACH RAINFALL, INSPECT ANY
STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT A!
NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC
ROADWAYS.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
NOT TO SCALE
NOTES: A
0 .,D . o,
1. STRUCTURAL STONE SHALL BE CLASS 1 RIP RAP
A
2. SEDIMENT CONTROL STONE SHALL BE WASHED NO. 57
STONE PER NCDOT SSRS SECTION 1042
V
3. GRAVEL & RIP RAP FILTER BERM BASIN DETAIL IS DESIGNED
2.
TO PROTECT EXISTING PIPE INVERTS THAT 10 ACRES OR LESS
SEDIMENT CONTROL STONE
Q
AREAS TO BE
0
Z
DISTURBED
00
SHOULDER OR ANY DIVERSION POINT.
(CUT, FILL, ETC.)
STEEL POST SHALL BE 5 FT. IN HEIGHT, BE
�.
F LOO D
THE SELF -FASTENER ANGLE STEEL TYPE.
d ..
STORAGE STRUCTURALSTONE
Z.,
a
ZONE (RIP RAP)
12' 12" 24"
I IfMIN. MIN. MIN,
12'
MIN.
PLAN
ERM DIVERSION POINT 1. __D___� FLOW:1
MIN.
SEDIMENT STORAGE 1.5'
(3' DEPTH)
SEDIMENT CONTROL STONE FILTER FABRIC
MAX. SEDIMENT DEPTH (CLEAN OUT POINT)
SECTION A -A
PLAN
NOT TO SCALE
PIPE A
FLOW
STRUCTURAL STONE
NATURALGROUND
TEMPORARY ROCK PIPE INLET PROTECTION
TWO -STACKED
0 .,D . o,
2X12 ROUGH
A
WOOD FRAME
10 mil PLASTIC LINING
V
CONTROL STONE."
2.
STAKE
(TYP)
Q
ABOVE GROUND"
vvri WOOD PLANKS
NOTES:
1. USE MINIMUM 12 IN. DIAMETER EXCELSIOR WATTLE AND LENGTH OF 10 FT.
2. EXCAVATE A 1 TO 2 INCH TRENCH FOR WATTLE TO BE PLACED.
3. DO NOT PLACE WATTLE ON TOE OF SLOPE.
4. USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL CROSS SECTION.
5. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT AN ANGLE TO WEDGE WATTLE TO
GROUND.
6. PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE FORMED INTO A U SHAPE NOT LESS THAN 12" IN
LENGTH.
17. NSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON WATTLE AND AT EACH END TO SECURE IT TO THE SOIL.
8. WATTLE INSTALLATION CAN BE ON OUTSIDE OF THE SILT FENCE AS DIRECTED.
9. INSTALL TEMPORARY SILT FENCE IN ACCORDANCE WITH SECTION 1605 OF THE STANDARD SPECIFICATIONS.
INSET A
NLL
SILT FENCE
SILT FENCE WATTLE BREAK DETAIL
NOT TO SCALE
SIDE VIEW
1 IA" %A/IRF A
SEDIMENT
CONTROL STONE V-6"
6'I 2
NOT TO SCALE
NOTES:
MESH
0 .,D . o,
a;�
•�
NO. 57 AND SHALL BE PAID FOR AT THE
CD
V
CONTROL STONE."
2.
WIRE MESH SHALL BE HARDWARE CLOTH 23
GAUGE MIN. AND SHALL HAVE 1/4 INCH MESH
Q
OPENINGS.TOP OF WIRE MESH SHALL BE A
0
Z
MINIMUM OF ONE FOOT BELOW THE
00
SHOULDER OR ANY DIVERSION POINT.
3.
STEEL POST SHALL BE 5 FT. IN HEIGHT, BE
�.
INSTALLED 1.5 FT. DEEP MINIMUM, AND BE OF
THE SELF -FASTENER ANGLE STEEL TYPE.
d ..
WOOD POST SHALL BE 6 FT. IN HEIGHT, BE
Z.,
a
INSTALLED TO 1.5 FT. DEEP MINIMUM, AND BE
3 INCHES IN DIAMETER. POST SPACING SHALL
BE A MAXIMUM OF 4 FT.
12"
V
Z
5.
INSPECT INLETS AT LEAST WEEKLY AND AFTER
EACH SIGNIFICANT (2 INCH OR GREATER)
RAINFALL EVENT. CLEAR THE MESH WIRE OF
W
ANY DEBRIS OR OTHER OBJECTS TO PROVIDE
ADEQUATE FLOW FOR SUBSEQUENT RAINS.
Z
1 IA" %A/IRF A
SEDIMENT
CONTROL STONE V-6"
6'I 2
NOT TO SCALE
NOTES:
MESH
A 1.
SEDIMENT CONTROL STONE SHALL BE NO. 5 OR
•�
NO. 57 AND SHALL BE PAID FOR AT THE
CONTRACT UNIT PRICE PER TON "SEDIMENT
V
CONTROL STONE."
2.
WIRE MESH SHALL BE HARDWARE CLOTH 23
GAUGE MIN. AND SHALL HAVE 1/4 INCH MESH
Q
OPENINGS.TOP OF WIRE MESH SHALL BE A
0
Z
MINIMUM OF ONE FOOT BELOW THE
00
SHOULDER OR ANY DIVERSION POINT.
3.
STEEL POST SHALL BE 5 FT. IN HEIGHT, BE
INSTALLED 1.5 FT. DEEP MINIMUM, AND BE OF
THE SELF -FASTENER ANGLE STEEL TYPE.
4.
WOOD POST SHALL BE 6 FT. IN HEIGHT, BE
Z.,
a
INSTALLED TO 1.5 FT. DEEP MINIMUM, AND BE
3 INCHES IN DIAMETER. POST SPACING SHALL
BE A MAXIMUM OF 4 FT.
12"
V
Z
5.
INSPECT INLETS AT LEAST WEEKLY AND AFTER
EACH SIGNIFICANT (2 INCH OR GREATER)
RAINFALL EVENT. CLEAR THE MESH WIRE OF
W
ANY DEBRIS OR OTHER OBJECTS TO PROVIDE
ADEQUATE FLOW FOR SUBSEQUENT RAINS.
Z
TAKE CARE NOT TO DAMAGE OR UNDERCUT
THE WIRE MESH DURING SEDIMENT REMOVAL.
REPLACE STONE AS NEEDED.
\ / AVERAGE BOX
v DIMENSION VARIABLE
FILTERED
WATER
SECTION A -A ROCK INLET SEDIMENT TRAP
MULTI -DIRECTIONAL FLOW NOT TO SCALE
ILT FENCE POST INSTALL TEMPORARY SILT FENCE WHERE
NECESSARY TO RETAIN SEDIMENT
TEMPORARY STOCKPILE
EE INSET A
3�tilMPxl
DOWNSLOPE STAKE
EXISTING GRADE
TEMPORARILY SEED AS SOON AS POSSIBLE
(NO MORE THAN 21 CALENDAR DAYS AFTER
FORMATION OF THE STOCKPILE.)
IF STOCKPILE WILL NOT BE USED WITHIN 90
DAYS STABILIZE WITH PERMANENT VEGETATION.
Lu
3,1 (MqX/ X
0
TEMPORARY STOCKPILE
NOT TO SCALE
z
w
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Drawing Number: D-1127
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Date: 01-26-2018

2'-6' V-6-
1/2' 6' 2'-0' 1/8' 9" 9"
RAD, 13' RAD. RAD,N I 1 3/4" RAD.
1/8' •) 3/4" RAD.
z3' RAD. RAD. , I 1/8' RAD.
• • N °
• I� n
a °
a m°
°a
2'-6A CURB AND GUTTER 1'-6" CURB AND GUTTER
30" CURB AND GUTTER SHALL BE PLACED IN NCDOT R/W. (TO BE USED IN MEDIANS ONLY)
2'-0'
1/2" 6' 1'-6" J❑INT SEALER
RAD, 3' RAD, 1/8" RADIUS 1/8" RADIUS COP OF CURB
1/8' 1/8" RADIUS SURFACE
;0 3' RAD. RAD. 1/8' RADIUS ❑F GUTTER
O 4 ° ° •
zn ° J❑INT FILLER
2'-0' CURB AND GUTTER yI 1/2'
24" CURB AND GUTTER SHALL BE PLACED IN RESIDENTIAL TRANSVERSE EXPANSION
DEVELOPMENTS OR AS PROVIDED IN SEC. 490 OF THIS MANUAL. JOINT IN CURB AND GUTTER
NOTES:
1. Contraction joints shall be placed at 10' intervals, except that 15' spacing may be used when a machine is used or when satisfactory support for the
face form can be obtained without the use of templates at 10' intervals. Joint spacing may be altered by the engineer to prevent uncontrolled cracking.
2. Contraction joints may be installed by the use of templates or formed by other approved methods. Where such joints are not formed by templates, a
minimum depth of 1 1/2" shall be obtained.
3. All contraction joints shall be filled with joint filler.
4. Expansion joints shall be spaced at 90' intervals, and adjacent to all rigid objects.
5. All curb and gutters are to be poured with class "A" concrete (3,000 PSI).
6. Flexible forms are to be used when radius is less than 200'.
STANDARD CURB & GUTTER
NOT TO SCALE
a a
a °
1/2" EXPANSI❑N J❑INT
STANDARD
ffi C❑MBINATI❑N GRATE
& HOOD STD. 614.01
°
8N
9 1/2' EXPANSION J❑INT
CURB AND
GUTTER STD.
5,\O• a 411.01
1/2" EXPANSI❑N J❑IN
0
STANDARD
C❑MBINATI❑N GRATE °
& HOOD STD. 614.01 a
ROLL TYPE
STANDARD CURB AND CURB AND
GUTTER STD. NO. 411.01 A /GUTTER STD.
NO. 411.02
1/2' EXPANSION J❑IN h
CURB TRANSITI❑N STD. NO. 411.04 0
ti
STANDARD CATCH BASIN FRAME 2l IN CURB AND GUTTER
NOT TO SCALE
1'-3' 1'-3' 1'-3' 1'-3'
r► A r - B r-- C
1� BACK OF CURB-,
0
a
4 Q
N a a ° �I ° ° a (U
a ° 4
° LIP ❑F CUR
L► A L► B L► C
PLAN VIEW
STANDARD CURB BEGIN 2'-0' ROLL - TYPE CURB
AND GUTTER STD. 5'-0' AND GUTTER STD, NO, 411.02
NO. 411,01 ELEVATI❑N OF TOP OF CU
`0 .GUTTER LIN
4
♦ ° Q \
ZD a a ° L °
t0
FRONT ELEVATION
�--�{ 7 1/2' �{ 8 3/4'
IU•
2'-0" 2' -0 -
NOTES: SECTION A -A SECTION B -B
1. Transition is NOT to be located within the curb radius.
CURB TRANSITION - 2`l C&G TO 2l ROLL TYPE C&G
NOT TO SCALE
O d
2'-0"
SECTION C -C
NOTES:
1. PLACED CONCRETE BLOCKING SUCH THAT IT
WILL NOT INTERFERE WITH REMOVAL OF
BOLTS.
2. NO SERVICE CAN BE INSTALLED ON THE MAIN
BETWEEN THE INLINE GATE VALVE AND THE
LOCKED HYDRANT TEE.
PIPE DIA.
(IN.)
MIN. FULL
PIPE LENGTHS
6"
2
8"
3
10"
3
12"
3
FIRE HYDRANT (SEE
TYP. HYD. DETAIL) -
6" PIPE
6" GATE VALVE -
GATE VALVE
LOCKED HYD. TEE
OBTAIN MINIMUM FULL PIPE LENGTHS FROM TABLE
M
CL VALVE
PAVED AREA GRASSED AREA
I
4" MIN. 6" l l l l l
rT�
I I
I I I
SEE DETAIL
MINIMUM 3000
P.S.I CONCRETE
TERMINATION OF 6"-12" WATER MAIN VALVE BOX DETAIL
(W-8) NOT TO SCALE FOR VALVES SMALLER THAN 12"
(W 7) NOT TO SCALE
a•_n•
6 1/2'
a cru
♦ co 4
4 ° a
ROLL TYPE CURB AND GUTTER
NOTES:
JOINT SEALER
1/8" RADIUS iJ'1/8' RADIUS T❑P OF CURB
1/8' RADIUS JGUTTER
1/8' RADIUS
4
1/2'
TRANSVERSE EXPANSION
JOINT IN CURB AND GUTTER
VALVE
1. Contraction joints shall be placed at 10' intervals, except that 15' spacing may be used when a machine is used or when satisfactory support for the
face form can be obtained without the use of templates at 10' intervals. Joint spacing may be altered by the engineer to prevent uncontrolled cracking.
2. Contraction joints may be installed by the use of templates or formed by other approved methods. Where such joints are not formed by templates, a
minimum depth of 1 1/2" shall be obtained.
3. All contraction joints shall be filled with joint filler.
4. Expansion joints shall be spaced at 90' intervals, and adjacent to all rigid objects.
5. All curb and gutters are to be poured with class "A" concrete (3,000 PSI).
6. Flexible forms are to be used when radius is less than 200'.
STANDARD ROLL -TYPE CURB AND GUTTER
NOT TO SCALE
STREET RIGHT-OF-WAY
DETAIL
SOIL
PRECAST CONCRETE COLLAR
PLUG (M.J.)
(Ib/sq.ft.)
5"STORZ CONNECTION
NOTES:
SOFT CLAY
1. VALVE BOX SHALL NOT BE
PUMPER NOZZLE TO BE
INSTALLED IN CURB AND GUTTER.
SANDY SILT
2. VALVE BOX SHALL BE IN
PERPENDICULAR TO STREET
ACCORDANCE WITH EASTERN
CONCRETE
PINES WATER CORPORATION
BLOCKING
REQUIREMENTS.
4,300
3. VALVE BOX SHALL BE CENTERED
1,100
AND PLUMBED OVER VALVE.
M
CL VALVE
PAVED AREA GRASSED AREA
I
4" MIN. 6" l l l l l
rT�
I I
I I I
SEE DETAIL
MINIMUM 3000
P.S.I CONCRETE
TERMINATION OF 6"-12" WATER MAIN VALVE BOX DETAIL
(W-8) NOT TO SCALE FOR VALVES SMALLER THAN 12"
(W 7) NOT TO SCALE
a•_n•
6 1/2'
a cru
♦ co 4
4 ° a
ROLL TYPE CURB AND GUTTER
NOTES:
JOINT SEALER
1/8" RADIUS iJ'1/8' RADIUS T❑P OF CURB
1/8' RADIUS JGUTTER
1/8' RADIUS
4
1/2'
TRANSVERSE EXPANSION
JOINT IN CURB AND GUTTER
VALVE
1. Contraction joints shall be placed at 10' intervals, except that 15' spacing may be used when a machine is used or when satisfactory support for the
face form can be obtained without the use of templates at 10' intervals. Joint spacing may be altered by the engineer to prevent uncontrolled cracking.
2. Contraction joints may be installed by the use of templates or formed by other approved methods. Where such joints are not formed by templates, a
minimum depth of 1 1/2" shall be obtained.
3. All contraction joints shall be filled with joint filler.
4. Expansion joints shall be spaced at 90' intervals, and adjacent to all rigid objects.
5. All curb and gutters are to be poured with class "A" concrete (3,000 PSI).
6. Flexible forms are to be used when radius is less than 200'.
STANDARD ROLL -TYPE CURB AND GUTTER
NOT TO SCALE
STREET RIGHT-OF-WAY
2X PIPE DIA.
SOIL
BEARING LOAD 1'- 0" MIN.
OR AS NOTED ON PLANS -
(Ib/sq.ft.)
5"STORZ CONNECTION
NOTES:
SOFT CLAY
DO oo
PUMPER NOZZLE TO BE
1,500
SANDY SILT
3,000
PERPENDICULAR TO STREET
1. HYDRANT TO BE PLUMB. IF
SANDY CLAY
6,000
HARD CLAY
ADJUSTMENT IS NECESSARY AFTER
4,300
2,200
1,100
PRESSURE TEST,RETESTING MAY BE
6" 6" ENCLOSE END
STAINLESS STEEL
13,600
ELEVATION AS
REQUIRED BY GUC.
1,900
o
U
SHOWN ON PLAN
2. VALVE BOX SHALL NOT BE INSTALLED
U
5,700
2,900
IN CURB & GUTTER.
RESTRAINED JOINT
29,000
15,700
3. MECHANICAL RESTRAINT DEVICES
4,000
0
Id
WILL NOT BE ALLOWED ON THE PIPE
21,100
11,000
5,400
CONNECTION TO THE HYDRANT BASE.
0
50,400
FINISHED
VALVE BOX
-1 N
WOOD SKIDS - •
GRADE
1 r
PLACED 120° 10' O.C. SLOPE TO DRAIN
34,400
2" WEEP HOLE
9
11 \y
55,000
(10 CUFT. STONE)
42,100
ELEVATION
PROVIDE #57CRUSHED
NE
AROUND WEEP HOLES $
LOCKED HYDRANT TEE
SLOPE TOP OFO
CONCRETE TO PROVIDE
DRAINAGE FROM
HYDRANT DRAIN 6" PIPE
° a CONCRETE
�I BLOCKING
UNIFORMED CONCRETE
6" GATE VALVE
I_111-
FIRE HYDRANT INSTALLATION
(FOR AREAS WITH CURB AND GUTTER)
(W 4) NOT TO SCALE
BEARING AREA
AGAINST
UNDISTURBED m
EARTH (SEE TABLE) M
M
z
n
x
3,000 PSI CONCRETE ENCASEMENT ALL
AROUND FOR REACTION BACKING
o,00
DIP
p'
- - t
MECHANICAL RESTRAINT DEVICE
NOTE:
MIN. BEARING AREAS ARE BASED UPON THE TABLE ABOVE
FOR SOILS HAVING BEARING CAPACITIES DIFFERENT THAN
2X PIPE DIA.
SOIL
BEARING LOAD 1'- 0" MIN.
2.7
(Ib/sq.ft.)
MUCK
0
SOFT CLAY
1,000
SILT
1,500
SANDY SILT
3,000
SAND
4,000
SANDY CLAY
6,000
HARD CLAY
9,000
NOTE:
MIN. BEARING AREAS ARE BASED UPON THE TABLE ABOVE
FOR SOILS HAVING BEARING CAPACITIES DIFFERENT THAN
CAR
SECTION
\RRIER PIPE IN CASING WITH
WOOD SKIDS -120 & 10' O.C.
STEEL ENCASEMENT PIPE
EL STRAPPING
PIPE ENCASEMENT DETAIL
NOT TO SCALE
RESULTANT THRUST AT FITTING TYPES OF THRUST BLOCKING
AT 150 PSI WATER PRESSURE
O
TOTAL POUNDS
•0
2.7
z
DEAD
END
90°
BEND
45°
BEND
22-1/2°
BEND
11-1/4°
BEND
4"
2,700
3.800
0
1,100
530
u
3'- W
8,000
4,300
2,200
1,100
8"
6" 6" ENCLOSE END
STAINLESS STEEL
13,600
z
STRAPPING WITH 8" BRICK
1 " BEVEL MASONRY
1,900
o
U
14,500
20,500
U
5,700
2,900
w
0
RESTRAINED JOINT
29,000
15,700
CARRIER PIPE CLCARRIER PIPE
4,000
14"
Id
39,000
21,100
11,000
5,400
16"
STEEL • • •
50,400
ENCASEMENT PIPE 3-2X4 TREATED 2'- W •• • • • • •
• • •
14,000
7,000
WOOD SKIDS - •
44,800
PLACED 120° 10' O.C. SLOPE TO DRAIN
34,400
2" WEEP HOLE
8,800
DRAINAGE GRAVEL
55,000
(10 CUFT. STONE)
42,100
ELEVATION
10,800
CAR
SECTION
\RRIER PIPE IN CASING WITH
WOOD SKIDS -120 & 10' O.C.
STEEL ENCASEMENT PIPE
EL STRAPPING
PIPE ENCASEMENT DETAIL
NOT TO SCALE
RESULTANT THRUST AT FITTING TYPES OF THRUST BLOCKING
AT 150 PSI WATER PRESSURE
- - -
ll
1
- 2
D D,II
0
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= D
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p T
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I I v
o11
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-
1I I�Ti_I I I -I I rl i t
SOIL BEARING LOAD POLYWRAP SHALL BE USED TO COVER FITTINGS AND BOLTS. 1. THRU LINE CONNECTION, TEE
(LB./SQ. FT.) 2. THRU LINE CONNECTION, TEE
MUCK 0 TO DETERMINE THE SIZE OF A CONCRETE THRUST BLOCK, DIVIDE THE TOTAL FORCE BY CROSS USED AS TEE
THE BEARING VALUES OF THE SOIL THE UOTIENT WILL BE THE SIZE OF THE BEARING DRE N R E ELB
REVISIONS:
Z
O
TOTAL POUNDS
•0
2.7
NOM.
PIPE DIA.
DEAD
END
90°
BEND
45°
BEND
22-1/2°
BEND
11-1/4°
BEND
4"
2,700
3.800
2,100
1,100
530
6"
5,600
8,000
4,300
2,200
1,100
8"
9,700
13,600
7,400
3,800
1,900
10"
14,500
20,500
11,100
5,700
2,900
12"
20,500
29,000
15,700
8,000
4,000
14"
27,600
39,000
21,100
11,000
5,400
16"
35,700
50,400
27,300
14,000
7,000
18"
44,800
63,400
34,400
17,500
8,800
20"
55,000
77,000
42,100
21,500
10,800
24"
78,500
110,000
60,000
31,600
15,400
30"
120,600
170,600
92,300
47,100
23,600
36"
172,800
244,400
132,300
67,500
33,900
42"
233,300
330,000
178,600
91,000
45,700
48"
304,000
430,000
232,700
118,600
59,600
54"
384,100
543,200
294,000
149,000
75,300
- - -
ll
1
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D D,II
0
I P -
v111=
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= D
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1111 II I
I I v
o11
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-
1I I�Ti_I I I -I I rl i t
SOIL BEARING LOAD POLYWRAP SHALL BE USED TO COVER FITTINGS AND BOLTS. 1. THRU LINE CONNECTION, TEE
(LB./SQ. FT.) 2. THRU LINE CONNECTION, TEE
MUCK 0 TO DETERMINE THE SIZE OF A CONCRETE THRUST BLOCK, DIVIDE THE TOTAL FORCE BY CROSS USED AS TEE
THE BEARING VALUES OF THE SOIL THE UOTIENT WILL BE THE SIZE OF THE BEARING DRE N R E ELB
REVISIONS:
Z
Q 3. I CTIO CHA G OW
SOFT CLAY 1,000
SILT 1,500 TYPES OF SOIL AREAREA OF THE ST BLOCK IN LISTED ISTED IN TABLE. UARE FEET. APPROXIMATE VALUES FOR VARIOUS 4. CHANGE LINE SIZE, REDUCER
5. DIRECTION CHANGE, TEE USED
SANDY SILT 3,000AS ELBOW ���` Off••• Cf-{� ����
SAND 4,000 NO RESPONSIBILITY CAN BE ASSUMED FOR THE ACCURACY OF THE DATA IN THIS TABLE 6. DIRECTION CHANGE, CROSS ?' 9
SANDY CLAY 6,000 �••
HARD CLAY 9,000 DUE TO THE WIDE VARIATION OF BEARING LOAD CAPABILITIES FOR EACH SOIL TYPE. USED AS ELBOW
7. DIRECTION CHANGE
970
THRUST BLOCKING DETAIL
RESTRAINED PIPE
8"0 = 31 LF
L_ 6"0=24 LF
M.J. 45° BEND (DIP)
W/ MECHANICAL
RESTRAINT DEVICE
PIPE
SIZE
O
MIN. BEARING AREA (SQ. FT.)
SILT SANDY SILT SAND SAND CLAY HARD CLAY
•0
2.7
1.8
1.0 1.0 1.0
V
6
5.6
3.7
1.9 1.4 1.0
1.0
Q
9.7
G
Z
3.2 2.4 1.6
in
Ujw
M
�
J
a
4.8 3.6 2.4
M
V
0
z
�
�+
li
14
M
2
9.2 6.9 4.6
3.1
W
0
Z
Q
12 8.9 5.9
4.0
18
45
30
W
5.0
M
55
Z
18 14 9.2
6.1
24
78
52
26 20 13
8.7
30
121
81
40 30 20
1
36
V
Q 3. I CTIO CHA G OW
SOFT CLAY 1,000
SILT 1,500 TYPES OF SOIL AREAREA OF THE ST BLOCK IN LISTED ISTED IN TABLE. UARE FEET. APPROXIMATE VALUES FOR VARIOUS 4. CHANGE LINE SIZE, REDUCER
5. DIRECTION CHANGE, TEE USED
SANDY SILT 3,000AS ELBOW ���` Off••• Cf-{� ����
SAND 4,000 NO RESPONSIBILITY CAN BE ASSUMED FOR THE ACCURACY OF THE DATA IN THIS TABLE 6. DIRECTION CHANGE, CROSS ?' 9
SANDY CLAY 6,000 �••
HARD CLAY 9,000 DUE TO THE WIDE VARIATION OF BEARING LOAD CAPABILITIES FOR EACH SOIL TYPE. USED AS ELBOW
7. DIRECTION CHANGE
970
THRUST BLOCKING DETAIL
RESTRAINED PIPE
8"0 = 31 LF
L_ 6"0=24 LF
M.J. 45° BEND (DIP)
W/ MECHANICAL
RESTRAINT DEVICE
PIPE
SIZE
SOFT CLAY
MIN. BEARING AREA (SQ. FT.)
SILT SANDY SILT SAND SAND CLAY HARD CLAY
4
2.7
1.8
1.0 1.0 1.0
1.0
6
5.6
3.7
1.9 1.4 1.0
1.0
8
9.7
6.4
3.2 2.4 1.6
1.1
10
15
10
4.8 3.6 2.4
12
21
14
6.8 5.1 3.4
2.3
14
28
18
9.2 6.9 4.6
3.1
16
36
24
12 8.9 5.9
4.0
18
45
30
15 11 7.4
5.0
20
55
37
18 14 9.2
6.1
24
78
52
26 20 13
8.7
30
121
81
40 30 20
1
36
173
115
56 43 29
19
THAT SHOWN ADJUST AREA AS NECESSARY TO PROVIDE NOTE: ALTERNATE METHOD OF RESTRAINT SHOULD BE CONSIDERED
EQUIVALENT RESTRAINT. FOR SITUATIONS FALLING WITHIN OUTLINED AREA.
THRUST RESTRAINT WITH ANCHOR RING
(W-13) NOT TO SCALE
M.J. 45° BEND (DIP) W/
MECHANICAL RESTRAINT DEVICE
OR CONCRETE THRUST BLOCKING
NOTES:
1. PLACE CONCRETE BLOCKING SUCH THAT IT
WILL NOT INTERFERE WITH REMOVAL OF
B 0 LTS.
2. PIPE LENGTHS SHALL BE AS REQUIRED TO
CONSTRUCT CROSSING.
3. ALLJOINTS TO BE RESTRAINED IN
ACCORDANCE WITH EASTERN PINES
WATER CORPORATION.
NOT TO SCALE
�i '9/1/ C,
W 191 8
-6 Ln nD
CO n0
r\
RESTRAINED PIPE
8"0 = 31 LF
6"0 = 24 LF
a Z uw
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cLs O O
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Ln L
m > Ln
Ln N N 3
Ln � Ln
C14 (D
M.J. 45° BEND (DIP)
DIP W/ MECHANICAL RESTRAINT DEVICE
F z
ONE JOINT OF DIP
c � a
Q
Project Manager: BCF
OR CONCRETE THRUST BLOCKING
a♦
M.J. 45° BEND (DIP)
v (A _ U
W/ MECHANICAL
Z Z O w OU
RESTRAINT DEVICE
Z Q
STORM DRAIN
z o
WATER MAIN AND STORM DRAIN CROSSING
(W-14) NOT TO SCALE
C-10
Date: 01-26-2018
uL
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00
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M.J. 45° BEND (DIP)
DIP W/ MECHANICAL RESTRAINT DEVICE
Project Manager: BCF
OR CONCRETE THRUST BLOCKING
Drawn By: EW/BTO
Checked By: BTO
Project Number: 17050
Drawing Number: D-1127
WATER MAIN AND STORM DRAIN CROSSING
(W-14) NOT TO SCALE
C-10
Date: 01-26-2018

CL GENERAL
NOTE: OVERFLOW FORMS TO BE USED FOR CONSTRUCTION OF BOTTOM SLABS.
ALL PARTIALLY COMPLETED UPSTREAM END OF ALL MORTAR JOINTS TO BE 1/2" PLUS OR MINUS 1/8". FINISHED GRADE
18" x 18" (MINIMUM) STORM DRAINS SHALL BE STORM DRAIN (TYP.)7_'_
° 1/3 PIPE DIA. JUMBO BRICK WILL BE PERMITTED. JUNCTION BOXES
RETROREFLECTIVE RED PROTECTED AT THE END OFSHALL BE PROVIDED WITH STEPS V-2" ON CENTER. �\ \ X�\\�\\�\/
DIAMOND PANEL EACH DAY IN ACCORDANCE WITH THESE DETAILS.MANHOLE RING 3000 PSI CONC./ I AND COVER SLAB WITH NO. 6
I BARS AT 6" O.C. BACKFILL
_ EACH WAY o
��� �, it ��-illll—III _ III ii
77
BURY BOTTOM - 0
OF PLYWOOD -17
Y4" EXTERIOR PLYWOOD X
NOTE: q
z ATTACH PANEL(S) WITH �� I o
5/16" DIA. GALVANIZED PLYWOOD INLET PROTECTION ----- /
o HEX HEAD BOLT, NUT STEEL FENCE POST
AND STANDARD WASHER (TYP.) OVERFLOW ---- 0 8" BRICK 8' w
12" MIN. o
WALL Q \ N
1/3 PIPE DIA. > w
7' U -CHANNEL POSTS I EMBEDMENT
(1.12 LB/FT) WASHED STONE FILTER ° ° D
ACROSS PIPE INLET I D --- --
x PIPE
GROUND LINE
I 3000 PSI CONC
F`�/�77777 �i��i��� iOiOO; O! O Oi �i-�i -� _III
SLAB WITH N0. /
tl V_
Oi00 O
5 BARS AT 12" 6 6 REVISIONS:
4' 0" O.C. EACH WAY
1/4 W (9'-0" MAX) 1/4 W (9'-0" MAX) N� � � � ��� HARDWARE CLOTH
PLAN SECTION "A" CLASS "F"
STONE FILTER INLET PROTECTION
1/2 W 1/2 W TRENCH SECTION DETAIL FOR THE
W PIPE INLET PROTECTION (PLYWOOD AND STONE) JUNCTION BOX NOT TO SCALE INSTALLATION OF REINFORCED CONCRETE PIPE
NOT TO SCALE NOT TO SCALE
ELEVATION
7' U - CHANNEL X
/ \ FINISHED GRADE
POSTS (1.12 LB/FT) \�\ X\\/ \\\�\\�\\
A B
STORM PIPE (STANDARD
F ROLL WIDTH)
/\
BACKFILL j\ /\
18 x 18 (MINIMUM) - \ /
RETROREFLECTIVE RED N PERMANENT SOIL
DIAMOND PANEL SQUARE PREFORMED REINFORCEMENT MATTING /
SCOUR HOLE (PSH) (PSRM). PSRM SHALL BE /
j
SEEDING WITH VEGETATION X
AT INSTALLATION. / 12" MIN.
BACK OF CURB
OR EDGE
OF PAVEMENT /X\
/
EMBEDMENT
PLAN STORM PIPE PSRM
INSTALL LEVEL AND
/ PIPE
F/C�S�O DEPTH OF SCOUR HOLE FLUSH WITH NATURAL j 1/6 O.D. MIN.
PF (V MIN. - 3' MAX.) GROUND
TYPE IV STREET BARRICADE
7 c
00o0o0oOc o
INFLOW
NATURAL GRANULAR EMBED 0
���o •L
n
NOT TO SCALE GROUND J J J J 4" MIN. Q
1• Z� oOc�Oc�Oc�Oc�Oo 0 0 0 �
MIN. 1' TUC X� V
I�
LINER: CLASS B RIFFRAFF
WITH TYPE 2 FILTER FABRIC CLASS "C"
zo 3 TIMES PIPE DIA. BASE WIDTH = 10' MIN. (BOTH DIRECTIONS)
LU zw TRENCH SECTION DETAIL FOR THE INSTALLATION OF 42" & 0 z
LL W In in Uj
LARGER RCP &ALL DIP STORM DRAINAGE PIPING M
PREFORMED SCOUR HOLE M
NNOT TO SCALE
NOT TO SCALE
O O 0 0w
C LL - O °° W
O �� g m
a Q
RIP -RAP
Z ='
< J O > Q MAX. 11/2-1 W
(O O > NOTES:
O O6 1. MORTAR JOINTS 1/2" ± 1/8" THICK. CLASS "AA"
O O0 O VARIABLE CONCRETE TO BE USED.
3 TIMES PIPE DIA. TYPICAL ENERGY DISSIPATER WITH RIP -RAP 2. THE POURING OF FLOOR SLAB TO BE V Q
ACCOMPLISHED BY FORMING. Z (n
3. ALL CATCH BASINS OVER 3'6" IN DEPTH SHALL BE
PIPE DIA. NOTE: PROVIDED WITH STEPS 1'2" ON CENTERS. STANDARD BRICK DIMENSIONS AND QUANTITIES FOR BRICK CATCH BASIN 15'-54' PIPE
Vq FLARED END PIPES GREATER THAN 36" 4. STEPS SHALL BE IN ACCORDANCE WITH STD No. DIMENSIONS OF Box AND PIPE COVER REINFORCEMENT CUBIC YARDS OF BRICK MASONRY
R/ PIPE SPAN WIDTH WIDTH SPAN HIEGHT HEIGHT DIMENSIONS BARS -U BARS -V BARS -W TOTAL CONCRETE IN BOX H'
ABBE WILL REQUIRE CONC. SLAB AND OR 25.12. D A B C G MIN.H' H2 E F NO. LENGTH NO. L NO. L LBS. TOP SLAB FLOOR TOTAL CU. YDS, PER FT. OF HEIGHT
RIP -RAP TO PROTECT BOTH ENDS OF PIPE 5. CONCRETE BRICK MAY BE USED IN LIEU OF CLAY 15' 3-0' 2-2- --- --- 2'-6- --- --- --- -- ----- -- --- -- --- ---- ---- 0.281 0.281 0,802 0.321 Uj
BRICK. JUMBO BRICK WILL BE PERMITTED. 18' --- --- 2'-10- --- --- --- - ---- - -- - --- --- ---- 0.281 0.281 0.909 ABOVE o
NOTE: 2 3/4" 3/4" 24' --- -- 3'-4- --- --- --- - ---- - -- -- --- --- ---- 0.281 0.281 1.070 MINIMUM H' Z M
RIP -RAP DIMS. AS SHOWN ON FLAN FROM 3'-7° 13/4"' 6. FOR 8' 0" IN HEIGHT OR LESS USE 8" WALL. OVER 8'
_ 7 USE TYPE "C' GRATE UNLESS � P P 30' 3'-4' --- 3'-2' V 1'-10' 4'-4' 4 1'-6' 3 4'-1' 3 4'-1' 45 0,147 0,374 0,521 1,306 � �
CHANNEL THUS 4" FILTER STONE BED 0" IN HEIGHT USE 12" WALL TO 6' 0' FROM TOP OF 36' 3'-10' -- 3'-8' R 2'-4' 4'-4' 4 2'-0' 4 4'-1' 3 4'-1' 49 0.187 0.415 0.602 1.586 ABOVE N °°
OTHERWISE INDICATED.
JJJ O B p 7' WALL, AND 8" WALL FOR THE REMAINING 6' 0". 42' --- a' -s a' -a' IA 2'-r 3'-6' a r-9' 3 3'-3' 3 3'-3' 3s o.13s 0.373 0.508 1.811 H2 o
J 7" 7. LEAVE WEEP HOLES AS DIRECTED BY THE ENGINEER. 48' --- s' -o' 4'-10' BL 2'-s' 3'-6' a 2'-6• a 3'-3' 3 3'-3• 40 0.173 o.alo ossa 2.146 m
4" FILTER STONE BED OR FILTER CLOTH
NOTE: / C C 2 1/8 1' N N 54' 3'-0' 2'-2' --- 5'-T S'-4' E13'-3'13'-6'14 3'-0' 6 3'-3' 3 3'-3' 48 0.211 0.448 0.659 2,510
FOR PIPES ON
MILD SLOPES NOTE: -I I-2 1/8' FRAME ,GRATE &HOOD = 1211 •L
! �� INSPECT RIFFRAFF OUTLET STRUCTURES WEEKLY io SECTION LL SECTION -MM
__ BACK OF CURB
,�✓ AND AFTER SIGNIFICANT (z INCH OR GREATER) A A 12„ _ 8" o
����— Q\e 0000000000000 00 X 6 E
TYPICAL CONCRETE / a k RAINFALL EVENTS TO SEE IF ANY EROSION s
FLARED END SECTION % c�S �p� AROUND IF BELOW THE RIFFRAFF HAS TAKEN 1" 1 3/8"� 1 3/8" 2" g 3" #4 BARS "V" 6' #8 BARS"W" EQUALLY SPACED m
5Q\P�S DISLODOGEDFIMMED IMMEDIATELY MAKTHE STONES HAVE E ALL REPAIRS g 1 Y — — Y EQUALLY SPACED 1 o
D SECTION BB �—J— E
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RIP -RAP PROTECTION AT OUTLETS PLAN �T = __ c
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END ELEVATION Q ����••.••• '�9�'
J 5/8" WHERE 30" TO 36" PIPE IS USED LU
DIMENSIONS
ENTRY WIDTH 5.0 FT
SEE DETAIL #1 SECTION 11 S 5'-0"
LENGTH 10.0ET 11/16" SLOT FOR PLAN 197 'cam i
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LENGTH 10.0 FT T E 4 BARS"U" � J a¢ i
EXIT WIDTH 12.0 TT SECTION JJ OUTLET D G —+ _ 8— U r a: a o
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LENGTH 10.0FT SECTION CC 3 1/2" WHERE 42" TO 54' PIPE IS USED NORMAL GUTTER LINE L Z 00 c
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DIMENSIONS R / F A r q SECTION -SS X GUTTER LINE
ENTRY WIDTH 6.0 ET �� J 11/4' � = a Project Manager: BCF a
m m — — 31/2„ M M 12" 22 5'-0'
LENGTH 12.0 FT N 15/8" g Drawn By: EW/BTO 15
EXIT WIDTH 14.0 Fr I 11/2" 4 5/8 F
EXIT
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3/4' R 3/4 �- — — ELEVATION
MIN. STONE DIAMETER a IN 11/2" L — — — NORMAL CURB AND GUTTER ON STEEP GRADE Project Number: 17050 a
STONE CLASS Class 8 1 1/2"
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DIMENSIONS STANDARD BRICK CATCH BASIN 15" THROUGH 54" PIPE
ENTRY WIDTH 5.0 FT NOT TO SCALE
LENGTH 10.0 E7 STANDARD FRAME, GRATE AND HOOD NOT TO SCALE
EXIT WIDTH 12.0 FT C 11
MIN- THICKNESS 24 IN FOR USE ON STANDARD CATCH BASIN
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STONE CLASS
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Date: 01-26-2018

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USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
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USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
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SECTION X -X
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EXPANSION JOINT
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NO. LENGTH
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LBS.
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TOP BOTTOM
SLAB SLAB
IN BOX
TOTAL
CONC.
BRICK MASONRY
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DEDUCTIONS
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30"
3'-0"
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3'-4"
41 3"
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0.261
0,281
1.204
1.485
0.078
0.121
30"
3'-0"
2'-2"
3'-4"
4'•3"
V' 2" 4'-4"
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3
4'•1"
3
4'•1"
45
0.147 0.374
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3'-10"
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2.660
0.240
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4
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DETAIL SROWI NG TYPES OF GRATES
USE ACCORDING TO WATER FLOW.
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7 U-21110.448 0.659 2.806 3.465 ❑.398 0.595 $HEET 2 OF 2
" RISER HAS .321 CUBIC YARDS OF BRICK MASONRY PER FOOT HEIGHT 1840.01
EXPANSION JOINTS
4'•6" 4'-6"
61,
STD. 840.03 FRAME
1142
„ GRATE & H0p0
F'�61.0„
y H PLAN
W
Q a CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
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iq m USE ON FLAT ELEV. EXPANSION JOINT
GRADES 2% AND UNDER 1
DEPRESSED GUTTER LINE
EXPANSION JOINT m Ir--�-•..,I
SECTION S -S �"
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
N4 BAR EXPANSION JOINT
TDR
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USE ON GRADES OVER 2% ELEV.
011 DEPRESSED GUTTER LINE
EXPANSION JOIll
NT,
DOWEL ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
41 0.18010-386 2.387 0.297 0.401
• RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
z
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840.02
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DETAIL SROWI NG TYPES OF GRATES
USE ACCORDING TO WATER FLOW.
244
p+_ 11'+ -•-� 2
1 jr2" I
NINFMUM DIMENSIONS AN QUANTITIES FOR CONCRETE CATCH BASIN RASED ON MIN. NEI T, N
WITH NQ RISER
"
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D
DIMENSIONS OF BOX AND PTFE
SPAR WIDTH WIDTH SPAR
A B C G
MIN. HEIGHT
H
COVER
DIMENSION
E F
BARS -U
NO. LENGTH
BARS -V
NO. LENGTH
BARS -W
NO. LENGTH
TOTAL
LBS.
CU.YDS. CONG. IN BOX
TOF BOTTOM Tyr•
31A0 SLAB DA Y1 AfYl/I
H H
DEDUCTIONS
ONE PIPE
C.M. H.C.
12"
3'-011
2'-2"
WATER FLOW SAG WATER FLOW
2'-9"
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0.235
0,829
0.023
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2'-2"
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Vis" WIGH
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3'-4"
41 3"
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11_5"
2
9' 9"
3
3' 9"
39
0.123 0.321
1.433
0.092
0.127
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2'-2"
3'-10"
4 -9
1'-8" 4'-0"
4
11-11"
3
31-8"
3
3'-9"
43
0.161 0.356
1.714
0.132
0.178
42"
3'-0"
2'-2"
41-5"
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1' 5" 3'-2"
4
1'-8"
2
2'-11"
3
2'-71"
32
Q.112 0.318
1 .738
0.180
0.243
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3' 011
21_2"
5,-0"
5' 9"
2'_0" 3'•2"
4
2'-3r'
3
2'•11"
3
2'•11"
35
0.145 0.352
2.052
0.235
0.317
5411
3'-01'
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W-3"
2'-7" 3'-2"
4
2'-10"
5
2'-11"
3
2'-11"
41 0.18010-386 2.387 0.297 0.401
• RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
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SHEET 2 OF 2
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Project Manager: BCF
Drawn By: EW/BTO
Checked By: BTO
Project Number: 17050
Drawing Number: D-1127
C-12
Date: 01-26-2018

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PLAN
WITH COPING REMOVED
m�
SECTION X -X
COPING (INCIDENTAL)
fOP ELEVATION
STD. 640.19
RAME AND GRATE
TE
GENERAL NOTES:
MORTAR JOINTS 117" +J- Yg" THICK.
USE CLASS "B" CONCRETE THROUGHOUT.
USE FORMS FOR CONSTRUCTION OF THE BOTTOM SLAB.
USE #4 BAR DOWELS AT 12" CENTERS.
DEDUCT FOR PIPE(S) FROM TOTAL CU. YOS. OF BRICK MASONRY.
PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 640.66.
USE BRICK OR CONCRETE BLOCK WHICH COMPLIES WITH THE REQUIREMENTS
OF SECTION 840 OF THE STANDARD SPECIFICATIONS.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD, NO. 840.00.
FOR W -O" IN HEIGHT OR LESS, USE 8" WALL. OVER 8'-0" IN HEIGHT, USE
12" WALL TO 6'-0" FROM TOP OF WALL AND 8" WALL FOR THE REMAINING
W -O', OUANTITES TO BE ADJUSTED ACCORDINGLY,
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES.
DO NOT USE BRICK MASONRY DROP INLET IN LOCATIONS SUBJECT TO
TRAFFIC.
CHAMFER ALL EXPOSED CORNERS 1",
DRAWING NOT TO SCALE.
PIPE
DOWEL
I
I
4 BAR
MAX. PIPE THIS SIDE - 1
SECTION Y -Y
6"
�a�
DIMENSIONS AND allARTITIES FOR DROP INLET(IIASED ON MIH. HEIGHT, H]
DIMENSIONS OF 50X & PIPE
PIPE SPAN WIDTH MIN, HEIGHT
CUBIC YARDS
CONCRETE
CUBIC YARDS
BRICK MASONRY
DEDUCTIONS FOR
ONE
D
A B H
BOTTOM
SLAB
WALL PER Toru BRICK
FOOT HT. MIN. "EISHI, H
C.S. R. C.
12"
3'-0" 2'-0" 2'-0"
0.268
0.313 0.522
0.020 0.032
15"
2'-3"
0.268
0,313 0.600
0.031 0.047
1s"
2'_g"
0.268
0.313 0.678
0.044 0.065
24"
3'-0"
0.268
0.313 0.935
0.078 0.133
3O"
3'-O" 2'-0" 3'-8"
0.266
0.313 0.991
0.122 0.170
^." WEEP HOLES
I
Y
PLAN
WITH GRATE & FRAME REMOVED
SECTION X -X
Lr I HU( I NV I UU4! AL;
IP ELEVATION -
640.16 FRAME -
RATE
(SEE NOTE)
GENERAL NOTES;
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER, USE STEPS WHICH COMPLY WITH STD. DRAWING 040.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR M4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB,
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 640.00.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING W.25 FOR ATTACHMENT GF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF i CUBIC FOOT OF NO. 78M STONE INA
POROUS FABRIC RAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
#4 BAR
N
1
'0 1 L
1
6,.
DOWEL
MAX. PIPE THIS SIDE - 18" co
SECTION Y -Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H)
DIMENSIONS OF BOX & PIPE
PIPE SPAN WIDTH MIN. HEIGHT
CUBIC YARDS
CONC. IN BOX
DEDUCTIONS FOR
ONE PIPE
D
A B H
BOTTOM WALL PER T°"
°0NL"Z
SLAB FT. HT, E Lew. h
HEELfN
C. M. R. C.
12"
3'-0" 2'-0" 2'-0"
0.222 0.222 1 0.592
0.015 0.028
15"
2' 3"
0.640
0.023 0.036
UNLESS OTHERWISED SHOWN, USE 2'41SP MINI -SKIPS FOR
Q
0.703
0.033 0.048
2a"
3'-D"
O -B14
0.059 0.085
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0.092 0.127
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SECTION E -E SECTION F -F
SHEET 1 OF i SHEET 1 OF 1
840.16 1840.16
vz
v PAVEMENT Q u7
pf
H H Z ,r Ye„ BAD. g 9 d RAD. 2" BAD . PAVEMENT 1YIAD,SURFACE ¢ d
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H r" 1'-6 CURB AND GUTTER $" 911 2~C
2'- 6 CURB AND GUTTER a
z O" X 12'r OR 18" 9" X 12" OR 1S" a
4'-O" PROPOSED CONCRETE CURB CONCRETE CURB
2'-O" 2'-O" EDGE OF
PAVEMENT 2" RAD. 2'_D11
v.Q 4: r $EE 2'-4" MIN. " RADIUS 1�,r i) -011_11 -off
12" v :
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LL LU
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a=
pH $ L7
= EXPRESSWAY GUTTER SHOULDER BERM GUTTER z ~ W
Cl) 1 B" X 6" MEDIAN CURB VALLEY GUTTER �
RI z SECTION VIEW OF CURBS OR CURBS AND GUTTERS m
w C y = = od
Qo v GENERAL NOTES: FILL x 1" DEEP
07 GROOVED OR SAWN z w
-PLACE CONTRACTION JOINTS AT 10INTERVALS, EXCEPT THAT JOINT WITH JOINT ¢ W
C n A 15' SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN SEALER rn
�[ a) � SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE OBTAINED JOINT SEALER 2 Q �
C z WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS. 1 " RAD. GUTTER
o -JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER, Dl -t' RAD. PAVEMENT SURFACE ,�.L C7 Z
-CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF SURFACE J = Q
Z o TEMPLATES OR FORMED BY OTHER APPROVED METHODS. .zCONSTRUCT NON -TEMPLATE FORMED JOINTS A MIN. OF 1 � DEEP.' ❑ o' :. ❑ . - n ri : rs r} '.' w -FILL ALL CONSTRUCTION JOINTS, EXCEPT IN $ x8 MEDIAN CURB, WITH JOINT FILLER AND SEALER. PD
-SPACE EXPANSION JOINTS AT 90' INTERVALS AND ADJACENT TO CURB & GUTTER PROP." JOINT FILLER
ALL RIGID OBJECTS. JOINT PAVEMENT
LONGITUDINAL JOINT TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
SHEET 1 OF 3 SECTION VIEW OF .JOINTS SHEET 1 OF 3
846.01 846.01
v
CONTINUOUS LINES
C0
10'-30'/SP SKIP LINE
2'-6'15P MINI -SKIP LINE
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UNLESS OTHERWISED SHOWN, USE fO'-SO'!SP SKIPS FOR
UNLESS OTHERWISED SHOWN, USE 2'41SP MINI -SKIPS FOR
Q
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EDGE L I N E
Z
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SKIP LANE LINES AND SKIP CENTER LINES.
LANE LINE EXTENSIONS THROUGH INTERSECTIONS, EDGE LINE
EXTENSIONS THROMH INTERSECTIONS ANO MINT -SNIPS
¢
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10 30'
USED FOR BICYCLE LANE LINES.
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3'-9'/SP MINI -SKIP LINE
w O
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CENTER LINE
1
T 4„j6„
UNLESS OTHERWISED SHOWN, USE W -WISP MIkI-SKIPS FOR
THE WHITE EDGE LINE ENTENSIONS AT ROUNDABOUTS,
UNLESS OTHERWISED SHOWN, USE 3'-9'ISP MINI -SKIP$ FOR
MINI -SKIP LANE LINES AND LINE EXTENSIONS THROUGH TAPERS.
G
YELLOW
GORE LINE
3' 3'
3' 9'
CI O -1
8"112"
"
WHITE
WHITE
MWHITE
Cr
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DIAGONAL LINE
J 12" 45 MPH OR HIGHER
LL
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STOP OR TRANSVERSE BAR
GENERAL NOTES:
1- USE 6" LANE, EDGE, AND CENTER LINES ON ALL FULL CONTROL OF ACCESS FACILITIES AND OTHER ROUTES
24"
AS DIRECTED BY THE ENGINEER.
WHITE
2- LANE LINES INDICATED AS "WIDE" ON THE ROADWAY STANDARD DRAWINGS SHALL BE AT LEAST TWICE THE WIDTH
OF THE NORMAL LINE.
3- GORE LINES SHALL BE TWICE THE WIDTH OF THE NORMAL LINE.
SHEET 1 OF 2
SHEET 1 OF 2
1205.01
1205.01
1 REVISIONS:
W
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Project Manager: BCF
Drawn By: EW/BTO
Checked By: BTO
Project Number: 17050
Drawing Number: D-1127
C-1 3
Date: 01-26-2018
C0
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Project Manager: BCF
Drawn By: EW/BTO
Checked By: BTO
Project Number: 17050
Drawing Number: D-1127
C-1 3
Date: 01-26-2018