20190975 Ver 1_USACE PCN Tomas Submittal_20190723

Irerracon
June 3, 2019
Emily Greer
US Army Corps of Engineers
69 Darlington Avenue
Wilmington, North Carolina 28403
Re: Pre -Construction Notificaton
Cargill North-South Roadway and Truck Queue Lot
1579 Underwood Road, North Carolina 28312
Terracon Project No. 70187501
Dear Ms. Greer,
On behalf of our client, Terracon is requesting review of a Pre -Construction Notification for
Nationwide Permit 39 for the approximately 40.96 -acre site located at 1579 Underwood Road in
Fayetteville, Cumberland County, North Carolina. A copy of this submittal will be provided to the
North Carolina Department of Environmental Quality (NCDEQ).
If you have any questions regarding the content of this submittal, please contact me at (984) 202-
7265 or via email at Tomas.WHWl terracon.com.
Sincerely,
Terracon Consultants, Inc.
Tomas Will
Senior Staff Scientist
CC: Mr. Chad Turlington (NCDEQ - DWR)
Attachments:
PCN Forms
Appendix A - Site Maps
Appendix B - Impact Maps
Appendix C - March 4, 2011 Jurisdictional Determination
Appendix D - NCDEQ Correspondence

Page 1 of 10
PCN Form – Version 1.4 January 2009

Office Use Only:
Corps action ID no. _____________
DWQ project no. _______________
Form Version 1.4 January 2009
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the Corps: Section 404 Permit Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? Yes No
1d. Type(s) of approval sought from the DWQ (check all that apply):
401 Water Quality Certification – Regular Non-404 Jurisdictional General Permit
401 Water Quality Certification – Express Riparian Buffer Authorization
1e. Is this notification solely for the record
because written approval is not required?

For the record only for DWQ
401 Certification:
Yes No
For the record only for Corps Permit:

Yes 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.
Yes No
1g. Is the project located in any of NC’s twenty coastal counties. If yes, answer 1h
below. Yes No
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? Yes No
2. Project Information
2a. Name of project:
2b. County:
2c. Nearest municipality / town:
2d. Subdivision name:
2e. NCDOT only, T.I.P. or state project no:
3. Owner Information
3a. Name(s) on Recorded Deed:
3b. Deed Book and Page No.
3c. Responsible Party (for LLC if
applicable):
3d. Street address:
3e. City, state, zip:
3f. Telephone no.:
3g. Fax no.:
3h. Email address:
Cargill North-South Roadway and Truck Queue Lot
Cumberland
Fayetteville
Cargill Inc.
Book: 0138 Page: 0097
PO Box 5626
Minneapolis, Mn 55440
952-984-0082
[e-mail]
39

Page 2 of 10
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:
5b. Business name
(if applicable):
5c. Street address:
5d. City, state, zip:
5e. Telephone no.:
5f. Fax no.:
5g. Email address:

Tomas Will
Terracon Consultants Inc.
2401 Brentwood Rd #107
Raleigh, NC 27604
984-202-7265
919-873-9555
[e-mail]

Page 3 of 10
PCN Form – Version 1.4 January 2009
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
1b. Site coordinates (in decimal degrees): Latitude: Longitude:
1c. Property size: acres
2. Surface Waters
2a. Name of nearest body of water to proposed project:
2b. Water Quality Classification of nearest receiving water:
2c. River basin:
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:

3b. List the total estimated acreage of all existing wetlands on the property:
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
3d. Explain the purpose of the proposed project:

3e. Describe the overall project in detail, including the type of equipment to be used:

4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past?
Yes No Unknown
Comments:
4b. If the Corps made the jurisdictional determination, what type
of determination was made? Preliminary Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known):
Agency/Consultant Company:
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 No Unknown
5b. If yes, explain in detail according to “help file” instructions.

6. Future Project Plans
6a. Is this a phased project? Yes No
6b. If yes, explain.

0448-68-0915
59.66
Unnamed tributary to Locks Creek
C
Cape Fear

Approximately 2 acres
AJD issued for the site on 3/4/11, see attached Jurisdictional Determination. No significant change in site conditions since time of original delineation.
NCDEQ made a site visit in December 2019 to evaluate stream origin of nearby stream. See attached regulatory correspondence for further details.
SAW 201002030
35.089725 -78.845454

Page 4 of 10
PCN Form – Version 1.4 January 2009
C. Proposed Impacts Inventory
1. Impacts Summary
1a. Which sections were completed below for your project (check all that apply):
Wetlands Streams – tributaries Buffers Open Waters Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number
Permanent (P) or
Temporary (T)
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1
W2
W3
W4
W5
W6
2g. Total Wetland Impacts:
2h. Comments:

3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction

3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1
S2
S3
S4
S5
S6
3h. Total stream and tributary impacts
3i. Comments:

Choose one Choose one Yes/No -
Yes/No -
Yes/No -
Yes/No -
Yes/No -
Yes/No -
-
-
-
-
-
-
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
-
-
-
-
-
-
Choose one
Choose one
Choose one
Choose one
Choose one
-
-
-
-
-
-
-
-
-
-
Choose one - -

Page 5 of 10
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number
Permanent (P) or
Temporary (T)
4b.
Name of waterbody
(if applicable
4c.

Type of impact
4d.

Waterbody
type
4e.

Area of impact (acres)
O1
O2
O3
O4
4f. Total open water impacts
4g. Comments:

5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
5a.
Pond ID number
5b.
Proposed use or
purpose of pond
Flooded Filled Excavated Flooded Filled Excavated
P1
P2
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, then you MUST fill out Section D of this form.
6a. Project is in which protected basin? Neuse Tar-Pamlico Catawba Randleman Other:
6b.
Buffer Impact
number –
Permanent (P) or
Temporary (T)
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet)
6g.
Zone 2
impact
(square
feet)
B1
B2
B3
B4
B5
B6
6h. Total Buffer Impacts:
6i. Comments:

Feature A (agricultural ditch)Dredging ag ditch 0.13
Feature A (agricultural ditch)0.1
Feature A (agricultural ditch)0.14
Feature A (agricultural ditch)0.03
1.3
Choose one
Yes/No
T
P
T
T
Excavation
Temporary Sediment Basin
Dredging
ag ditch
ag ditch
ag ditch
Choose one
-
-
-
-
-
-
Yes/No
Yes/No
Yes/No
Yes/No
Yes/No
)

Page 6 of 10
PCN Form – Version 1.4 January 2009

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.

1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.

2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
Yes No

2b. If yes, mitigation is required by (check all that apply): DWQ Corps
2c. If yes, which mitigation option will be used for this
project?
Mitigation bank
Payment to in-lieu fee program
Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type:
Type:
Type:
Quantity:
Quantity:
Quantity:
3c. Comments:

4. Complete if Making a Payment 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:
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: acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.

Site layout was designed to avoid wetlands identified at the site. The area of disturbance necessary to improve the site has been reduced to the
minimal extent possible in order to satisfy the purpose of the project. Proposed agricultural ditch realignment been engineered to minimize fill in open
water areas. Lots have been sized based on the need for up to 80 trucks to stage at the site as determined by historical and projected uses of the site.
Slopes will be stabilized immediately following the completion of grading. The temporary sediment basins areas will be restored to their original
conditions following the completion of construction activities. A headwall will be installed within the ditch to control erosion.
Choose one
Choose one
Choose one
Choose one

Page 7 of 10
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
buffer mitigation? Yes No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
Zone
6c.
Reason for impact
6d.
Total impact
(square feet)

Multiplier
6e.
Required mitigation
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).

6h. Comments:

Page 8 of 10
PCN Form – Version 1.4 January 2009
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1a. Does the project include or is it adjacent to protected riparian buffers identified
within one of the NC Riparian Buffer Protection Rules? Yes No
1b. If yes, then is a diffuse flow plan included? If no, explain why.

Yes No
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? %
2b. Does this project require a Stormwater Management Plan? Yes No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:

2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:

2e. Who will be responsible for the review of the Stormwater Management Plan?
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):
Phase II
NSW
USMP
Water Supply Watershed
Other:
3c. Has the approved Stormwater Management Plan with proof of approval been
attached? Yes No
4. DWQ Stormwater Program Review
4a. Which of the following state-implemented stormwater management programs apply
(check all that apply):
Coastal counties
HQW
ORW
Session Law 2006-246
Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? Yes No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? Yes No
5b. Have all of the 401 Unit submittal requirements been met? Yes No

The site plan includes two temporary stormwater BMPs located outside of the riparian buffer to treat
stormwater before it is discharged. No stormwater is discharged directly into streams, riparian buffers, or
wetlands.
23.2
As the project has a built upon area for this project is below 24% (including existing built upon area), the project can be developed under the low densi
option which does not require permanent stormwater controls
City of Fayetteville

Page 9 of 10
PCN Form – Version 1.4 January 2009

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. Does the project involve an expenditure of public (federal/state/local) funds or the
use of public (federal/state) land? Yes No
1b. If you answered “yes” to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
Yes No
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.)
Comments:
Yes No
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,
or Riparian Buffer Rules (15A NCAC 2B .0200)?
Yes No
2b. Is this an after-the-fact permit application? Yes 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
additional development, which could impact nearby downstream water quality? Yes No
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.

Project will not generate wastewater
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
El Yes ❑X No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
0 Yes ❑ No
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted.
Raleigh
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
NCHP Element Occurrence dataset, USFWS IPAC report
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?
The NOAA Essential Fish Habitat Mapper
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 ❑X 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?
National Register of Historic Places & NCHPO mappers. Nearest feature is "Frank Talbot House" (HPO site ID: CD0899). Feature is located
approximately 450 ft northwest from project limits of disturbance.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain?
❑X Yes ❑ No
8b. If yes, explain how project meets FEMA requirements:
A portion of the 100 -year floodplain is located approximately 30 feet east of the project limits of disturbance, however no structures, impervious
surfaces, or grading will occur within the 100 -year floodplain.
8c. What source(s) did you use to make the floodplain determination?
FEMA map panel 3720044800J
-
6131', -Ill
Applicant/Agent's Printed Name
Date
Applicant/Agent's Signature
(Agent's signature is valid only if an authorization
letter from the applicant isprovided.)
Page 10 of 10

Irerracrin
USACE/NCDWR Agent Authorization Form
Property/Site: L cE r / 1� pro OU_>��-t� �V -� oao� U)
Address of Site.-
Parcel
ite:
Parcel Identification Number (PIN)
0IfL�2 -G_-0Cf/I
Property Owner/Project Owner Information:
Name: A N b
Address: 1--J-4O I W
WAzAfA
Telephone Number: I �2 • f Fax Number: N r A
E-mail Address: Oyllo(!/_ Se.ifer- G ctrrq i Co M
Property Owner/Project Owner Certification:
I, the undersigned, do authorize Terracon Consultants to act on my behalf and take all actions
necessary for the processing, issuance, and acceptance of this permit or certification and any
and all standard and special conditions attached.
Property Owner/Project Owner Signature:
Date: 3 / I, / 4A;r-
I ©�,.
I hereby certify the above information submitted in this application is true and accurate to the
best of our knowledge.
Authorized Signature:
Date: 7� ���%
Terracon Consultants Inc. 2401 Brentwood Road, Suite 107, Raleigh, NC 28208-3608
P:919-873-2211 F:919-873-9555 lerracon.com

APPENDIX A
SITE MAPS
Raleigh, NC 27604
Phone: [phone] Fax: [phone]
EXHIBIT NO.
Date:
Drawn By:
Checked By:
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China(Hong Kong), Esri Korea, Esri (Thailand), NGCC, © OpenStreetMap contributors, and the GIS UserCommunity
Site MapProject No.
1
Legend
Approximate Site Bou ndary
Cargill North-South Roadway and Truck Queue Lot1579 Underwood RoadFayetteville, Cumberland County, North Carolina
0 6,700 13,4003,350 Feet
Source: ESRI World Street Map
1 inch = 6,667 ft MRW
70187501
TGW
5/21/2019±2401 Brentwood Road, Suite 107
Raleigh, NC 27604
Phone: [phone] Fax: [phone]
EXHIBIT NO.
Date:
Drawn By:
Checked By:
Copyright:© 2013 National Geographic Society, i-cubed
Topographic MapProject No.
2
Legend
Approximate Site Bou ndary
Cargill North-South Roadway and Truck Queue Lot1579 Underwood RoadFayetteville, Cumberland County, North Carolina
0 2,000 4,0001,000 Feet
Source: USGS Topographic MapEnfield - 1961 and Darlington - 1974
1 inch = 2,000 ft MRW
70187501
TGW
5/21/2019±2401 Brentwood Road, Suite 107
Raleigh, NC 27604
Phone: [phone] Fax: [phone]
EXHIBIT NO.
Date:
Drawn By:
Checked By:
Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID,IGN, and the GIS User Community
WOTUS Delineation MapProject No.
3
Legend
Approximate Site Bou ndary
Cargill North-South Roadway and Truck Queue Lot1579 Underwood RoadFayetteville, Cumberland County, North Carolina
0 400 800200Feet
Source: ESRI Orthoim agery and Terracon GPS Data
1 inch = 401 ft MRW
70187501
TGW
5/21/2019±2401 Brentwood Road, Suite 107
APPENDIX B
IMPACT MAPS
SITE CONSTRUCTION PLANS FOR:
CARGILL
NORTH -SOUTH ROADWAY AND TRUCK QUEUE LOT
OWNER
CARGILL, INC
FAYETTEVI LLE PLANT
1579 UNDERWOOD ROAD
FAYETTEVILLE, NC 28312
PROJECT CONTACT: ANDY SEIFERT
[e-mail]
SHEET INDEX
1 COVER SHEET
2 OVERALL PLAN
3 WETLAND IMPACT MAP
4 PLAN / PROFILE
N -S ROADWAY STA 100+00 TO STA 114+00
5 PLAN / PROFILE
N -S ROADWAY STA 114+00 TO 118+04
UTILITY PLAN FOR NEW RESTROOM
6 PLAN / PROFILE
TRUCK QUEUE DRIVE STA 200+00 TO STA 214+04
7 GRADING PLAN - NORTHERN PORTION
8 GRADING PLAN - SOUTHERN PORTION
9 EROSION CONTROL PLAN
10 EROSION CONTROL NOTES
11 ROADWAY SECTIONS / TRUCK QUEUE TYPICAL DIMENSIONS /
PAVEMENT DESIGN
12 NCDOT STANDARD DRAWINGS
13 NCDOT STANDARD DRAWINGS
14 CONSTRUCTION DETAILS
15 CONSTRUCTION DETAILS
North
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www.nc8l�.ykg�
1579 UNDERWOOD ROAD
FAYETTEVILLE, NORTH CAROLINA
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LOCATION MAP Z
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SCALE: 1" = 1,000'
APRIL 2, 2019
J THOMAS ENGINEERING, INC.
CIVIL ENGINEERING & PLANNING
143 Charlotte Avenue, Suite 104
Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
LEGEND OF ABBREVIATIONS
BC
BACK OF CURB
LP
LIGHT POLE OR LOW POINT
CB
CATCH BASIN
N/F
NOW OR FORMERLY
CO
CLEANOUT
P. E.
PERMANENT EASEMENT
CPP
CORRUGATED PLASTIC PIPE
PVC
POLYVINYL CHLORIDE PIPE
CMP
CORRUGATED METAL PIPE
PP
POWER POLE
C & G
CURB & GUTTER
RCP
REINFORCED CONCRETE PIPE
DI
DROP INLET
RRX
RAILROAD CROSSING
DIP
DUCTILE IRON PIPE
R / W
RIGHT OF WAY
EG
EDGE OF GRAVEL
SS OR SAN
SANITARY SEWER
EP
EDGE OF PAVEMENT
SSMH
SANITARY SEWER MANHOLE
EB
ELECTRICAL BOX
TC
TOP OF CURB
EV
ELECTRICAL VAULT
T.C.E.
TEMPORARY CONSTRUCTION EASEMENT
EL
ELEVATION
TMH
TELECOMMUNICATION MANHOLE
ECM
EXISTING CONCRETE MONUMENT
TF
TRANSFORMER
EIP
EXISTING IRON PIN
TP
TELEPHONE PEDESTAL
EPK
EXISTING PK NAIL
TS
TOP OF SIDEWALK
FO
FIBER OPTIC
TSP
TRAFFIC SIGNAL POLE
FOM
FIBER OPTIC MARKER
TW
TOP OF WALL
FOB
FIBER OPTIC BOX
UC
UNDERGROUND COMMUNICATIONS
FH
FIRE HYDRANT
VB
VALVE BOX
GUY
GUY WIRE
WM
WATER METER
HP
HIGH POINT
WV
WATER VALVE
INV
INVERT
WCR
WHEELCHAIR RAMP
JB
JUNCTION BOX (STORM)
YI
YARD INLET
IPS
IRON PIN SET
LEGEND OF SYMBOLS AND LINES
PROPERTY CORNER
UTILITY POLE
LIGHT POLE
TELEPHONE PEDESTAL
GATE VALVE
WATER METER
FIRE HYDRANT
SEWER MANHOLE
SEWER CLEANOUT
CATCH BASIN
YARD INLET/ DROP INLET
STORM JUNCTION BOX / MH
HANDICAP
SPOT ELEVATION
SIGN
ALIGNMENT CHANGE
PVI
DELTA
O
0
e
®WM
•
0
x
100.00
0
SIGN
O
A
A
NOTE:
EXISTING FEATURES ARE SHOWN SHADED.
RIGHT OF WAY
PROPERTY LINE (ADJACENT)
BUILDING SETBACK LINE
CENTER LINE
LIMIT OF DISTURBANCE
UNDERGROUND ELECTRIC LINE
OVERHEAD ELECTRIC LINE
SANITARY SEWER (GRAVITY)
SANITARY SEWER (FORCEMAIN)
STORM DRAIN PIPE
WATER LINE
GAS LINE
COMMUNICATIONS LINE
FIBER OPTIC LINE
FENCE LINE
TREE LINE
DRAINAGE FLOW
CURB AND GUTTER
CURB AND GUTTER (SPILL)
CONCRETE PAVEMENT
ASPHALT PAVEMENT
GRAVELSURFACE
AGENCY REVIEW ONLY
project no. 18-010
UE
OHE
SAN
FM
GAS
FO
ir

NOTES
1. THIS PROJECT IS FOR CONSTRUCTION OF A NEW ENTRANCE ROADWAY
I \ \ (NORTH -SOUTH ROADWAY) INTO THE CARGILL FAYETTEVILL PLANT AND A NEW
TRUCK QUEUE PAVED LOT. THE N -S ROADWAY WILL HAVE CONNECTION TO
\ OILSEED ROAD (SR 2663) AND WILL REQUIRE A DRIVEWAY PERMIT FROM NCDOT.
CONTRACTOR TO COORDINATE PLANNED PLANT EQUIPMENT, SUCH AS PROBING
\ I STATION, WITH THE CONSTRUCTION OF THIS PROJECT.
2• EXISTING 'BASE' INFORMATION SHOWN ON THESE CONSTRUCTION PLANS IS
NORTH
I N/F DERIVED FROM SURVEY INFORMATION PROVIDED BY CARGILL. THIS 'BASE'
JOHN B SMITH, JR, I \ INFORMATION SHOWN REPRESENTS A COLLABORATION OF SURVEYS FROM CURTIS B & SU ELLEN S CARTER VARIOUS DATES. SURVEYS ARE ON NAD 83 AND NAVD 88 DATUMS. FOR CLARITY,
\ I TRUSTEES \ NOT ALL SURVEY INFORMATION PROVIDED BY CARGILL IS SHOWN ON THESE
0448-67-8942 PLANS. THE CONTRACTOR IS URGED TO REVIEW ALL AVAILABLE SURVEY DATA
x PROVIDED BY CARGILL PRIOR TO BEGINNING WORK. NO FIELD SURVEY HAS BEEN
f CONDUCTED BY J THOMAS ENGINEERING FOR THE PREPARATION OF THESE
I\ CONSTRUCTION PLANS.
— 3. PROPOSED LIMIT OF DISTURBANCE IS GREATER THAN ONE ACRE. A NCDEQ
\ 3 CU \ 1 \ EROSION CONTROL PERMIT IS REQUIRED PRIOR TO BEGINNING LAND
x STER AVE x f \ DISTURBANCE.
SR 1723 — _ �� \ o
— 6 0' R O 1 \ \ 4. JURISDICTIONAL WATERS TO BE IMPACTED BY THIS PROJECT. A US ARMY CORPS
W CD X t OF ENGINEERS 404 PERMIT AND NCDEQ 401 CERTIFICATION REQUIRED PRIOR TO
I O ANY IMPACTS TO THESE WATERS.
— T o 5. DEMOLITIONED ITEMS TO BE DISPOSED IN ACCORDANCE WITH LOCAL
I REQUIREMENTS.
\ \ 6. CONTRACTOR SHALL NOT REMOVE EXISTING TREES / LANDSCAPING UNLESS A
O CONFLICT WITH NEW CONSTRUCTION AND APPROVED BY THE OWNER.
m ---- O \ 7. OWNER RESPONSIBLE FOR OBTAINING TEMPORARY CONSTRUCTION EASEMENT
O f (OR AGREEMENT) FROM ADJACENT PROPERTY OWNER(S) FOR ANY WORK THAT
IN/F i /-------- \\ MAY BE REQUIRED ON PRIVATE / PUBLIC PROPERTY(S).
JOHN B SMITH, JR, / \\ O 8. UNDERGROUND UTILITIES SHOWN ON THESE PLANS ARE APPROXIMATE.
CURTIS B & SUELLEN S CARTER x \ ADDITIONAL UTILITIES MAY BE PRESENT WITHIN THE WORK AREA. CONTRACTOR
I TRUSTEES I \ TO LOCATE ALL UTILITIES PRIOR TO BEGINNING WORK.
I 0448-67-8942 II
9. CONTRACTOR TO CONTACT POWER COMPANY WHEN EXCAVATING WITHIN 15' OF
THEIR POWER POLES.
°
HARMON /L KIVETT — \ \ 10. CONTRACTOR TO REVIEW SITE ACCESS, MATERIAL STORAGE, AND STAGING
0448-68-8507 �~�� 1� \ \ AREAS WITH OWNER PRIOR TO BEGINNING WORK SO TO MINIMIZE INTERFERENCE
WITH PLANT OPERATIONS.
0 \ \ 11. CONTRACTOR TO VERIFY QUANTITIES SHOWN ON THESE PLANS WITH ACTUAL
FIELD CONDITIONS. NOTIFY THE ENGINEER OF ANY DISCREPANCIES FOUND.
12. SITE LIGHTING DESIGN BY OTHERS.
y \ _f — J _ _ _ _ ` \ 13. STRUCTURAL ENGINEERING FOR ANY PROPOSED STRUCTURES BY OTHERS.
00 �S
14. CONTRACTOR SHALL SEED AND MULCH ALL DISTURBED AREAS (EXCEPT AREAS
—— SPECIFIED TO BE PLANTED WITH SOD) UPON COMPLETION OF CONSTRUCTION.
//~^f EXISTING \ SPECIES SHALL BE SIMILAR TO EXISTING GRASS ON-SITE.
DUMPSTER �` • �f
15. POURED IN PLACE CONCRETE SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF
/ I W I ` —I_ CONNECT TO EXISTING 4,000 PSI, UNLESS SPECIFIED OTHERWISE.
LLJI� `�� `�\/� \ I ( UNDERWOOD ROAD / _ ��� i / `/ —y,` Jr_ �Jl �O� _�I (PRIVATE) \ 16. PAVEMENT MARKINGS ARE OWNER OPTION.
OOo f
\ J - \ TRUCK SCALE / moo < O\
ama
STA 118+04
115+00 --- 1 \ C/L EX UNDERWOOD RD
/ SEE DETAIL B-10 ON SHEET 10 - _ --
I / FOR ROADWAY TYPICAL SECTION
J/ AT THIS LOCATIONING Y
EXIST
_ a
MOVED)
EXISTING PLANT \ \
/ GRAVEL EXISTING \ o
LOT EMPLOYEE PARKING
STA 106+00 = ��
STA 200+00 iI
X
/ — SEE DETAIL A-10 ON SHEET 10 A-10
FOR ROADWAY TYPICAL SECTION \ \
AT THIS LOCATION + X NEW DRIVEWAY TO
X r x� x x EMPLOYEE PARKING
_ 10000 PLANT EXIT LANE ^ ^ ^ '� x x x
LANDSCAPE ISLAND MEAL TRUCK LOT
a / + \
CONNECT TO EXISTING �`
� �, �` X x x (20 SPACES) EXISTING OFFICE MAINTENANCE
O
OILSEED ROAD �► PLANT ENTRANCE LANE �► ^ eeeee`' \
(NCDOT) I MEAL TRUCK LANE
_ 0 � xx xX x x Xx xx X BUILDING x t BEAN TRUCK LOT (60 SPACES) �
BEAN TRUCK LANE -----_-- D-10 \
xxxx \ \ \ \
� >` �
r r � � NEW RESTROOM
x� x� x x �x tX X X�� (BY OTHERS)
xX 5
A-10 \\ ❑ STA 214+03 -
� �".: C/L EX UNDERWOOD RD
210+
\\ > C4a y y Y y v PROBE ISLAND —11o.� Y � 20500 V v I I ---+-- --I --- � �► � � \
x\\ --------_- — I TRUCK QUEUE DRIVE �► \
- i - -�- y -_-- D-10 �� - CONNECTTOEXISTING \
SEE DETAIL E-10 ON SHEET 10 FOR �� __ ----- UNDERWOOD ROAD \
TYPICAL DIMENSIONS OF TRUCK --- ----- I \
(PRIVATE)
QUEUE SPACES AND DRIVE AISLE I I \
I GRAVEL LOT I SEE DETAIL D-10 ON
PROBE OPERATOR BOOTH
C-10 JURISDICTIONAL WATERS (BY OTHERS) SHEET 10 FOR ROADWAY
L I -- J TYPICAL SECTION AT \ cl o
EXISTING DRIVEWAY TURNOUT SEE DETAIL C-10 ON SHEET 10 --- THIS LOCATION °
p�000
(TO BE REMOVED) FOR ROADWAY TYPICAL SECTION k \ — o-< 3 "os
\ AT THIS LOCATION
GRADER'S TRAILER
(BY OTHERS)00
\ \
\ .
Q Y
x�
• box .�
CARGILL INCORPORATED \ a oo ¢o
0448-68-0915 1 \ EXISTING PLANT
W I \ I °, �\ ° LSC_
I --Aa
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X00 � 1
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N/F x
GILBERT SMITH FAMILY, LLC
0448-68-0414 0 o X�
I � x X X
o o
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-- 10' FUTURE ROAD R/W_.__.__.
__._--- -
- ---
a "
- -- x x X� -
-X X
x X X X
--- - - X TO MIDDLE ROAD
/ X _—._--- _.X -- --- X X X X X X —� — — — — — — — — — — — — — — —
BUILT UPON AREA SUMMARY
PROPERTY
SF
AC
2,651,500
60.87
JURISDICTIONAL WATERS LOCATED ON THE PROPERTY
115,000
2.64
EXISTING B.U.A.
871,170
20.00
PROJECT AREA (PROPERTY MINUS JD WATERS AND EX. B.U.A.)
(CALCULATION PER 15A NCAC 02H .1003(1)(b))
1,665,330
38.23
PROPOSED B.U.A.
385,870
8.86
% B.U.A. (PROPOSED B.U.A. DIVIDED BY PROJECT AREA)
23.2%
100 0 50 100 200
SCALE: 1" = 100'
J THOMAS ENGINEERING, INC.
CIVIL ENGINEERING & PLANNING
143 Charlotte Avenue, Suite 104
Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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Reviewed by:
2 of 15 1 R
Project Number: Date:
18-010 02 APR 2019

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(SEE GRADING PLAN) I
ROCK OUTLET PROTECTION
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(ni CONC. HEADWALL
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+ STA 115+87, 52' L
INV EL OUT = 85.5
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5.5 ,SHOULDER `_ \
+00
- 18" S RM
TRUCK SCALEEP
I'llo
— SHOULDER
ISIDE DITCH
o
NOTES
1. SEE SHEETS 7 AND 8 FOR MORE INFORMATION ON GRADING.
2. PAVEMENT MARKINGS SHOWN ON THESE PLANS ARE OWNER OPTION.
I
CONNECTION TO
UNDERWOOD ROAD
(PRIVATE)
STA: 117+90.1
OFFSET: 0.0' L
STOP BAR AND no
STOP SIGN
0
s
5
VERTICAL SCALE: 1" = 5-
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50 0 25 50 100
HORIZONTAL SCALE: 1" = 50'
CIVIL ENGINEERING &
PLANNING
143 Charlotte Avenue, Suite
104
CONC. HEADWALL
27330
Q
(NCDOT STD DWG 838.01)
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INV EL IN = 85.9
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K= 41.56
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114+00
115+00
116+00
117+00
110
105
100
95
90
85
WATER MAIN
80
75
70
118+00 118+50
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PROTECTION LINE e
EXISTING OFFICE / MAINTENANCE
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EXTEND EXISTING SEWER SERVICE (4" PVC) o
DOMESTIC WATER SERVICE — J
(1" PE TUBING) NEW CLEANOUT —
INV EL = 87.0
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WHERE CONFLICTS WITH NEW °
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°
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—
1 03
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212+00
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0+ �.
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30 0 15 30 60
SCALE: 1" = 30'
J THOMAS ENGINEERING, INC.
CIVIL ENGINEERING &
PLANNING
143 Charlotte Avenue, Suite
104
Sanford, North Carolina
27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
O
POINT STA: 117+32.31
a
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W Z
LOW POINT EL= 88.40'
PVI STA: 117+30.00
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K= 41.56
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L = 130'
D=1'
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D = 1'
YI 01 NCDOT STD DWG 840.04 SS = 6:1
5+39;34' RT LINER: GRASS
THROAT EL = 88.0
INV OUT EL = 86.0 SIDE DITCH (R)
L = 115'
100 LF - 18" RCP @ 0.5%
(YI 01 - OUTLET) D = 1'
SS = 6:1
CONC. HEADWALL LINER: GRASS
EXISTING GROUND
PROPOSED CENTERLINE GRADE
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LINER: GRASS
A68 LF - 18" RCP (CLASS IV)
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PROTECTION LINE e
EXISTING OFFICE / MAINTENANCE
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EXTEND EXISTING SANITARY a gPN
EXTEND EXISTING SEWER SERVICE (4" PVC) o
DOMESTIC WATER SERVICE — J
(1" PE TUBING) NEW CLEANOUT —
INV EL = 87.0
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—
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212+00
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30 0 15 30 60
SCALE: 1" = 30'
J THOMAS ENGINEERING, INC.
CIVIL ENGINEERING &
PLANNING
143 Charlotte Avenue, Suite
104
Sanford, North Carolina
27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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Sheet:
Designed
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5 15
Reviewed by:
1 R
of
Project Number:
Date:
18-010
02 APR 2019

N -S ROADWAY
SEE SHEETS 4 AND 5
ROADWAY INTERSECTION
STA 106+00 = STA 200+00
I EX. EMP OY E A KI G \ \
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S72° 40' 44 W PC 5' P x x X X %< v
98.21' N ^ x �` X X X X X CONNECT NEW SIDEWALK
x x X TO EXISTING SIDEWALK - —
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i 212+00 ; STA: 213+90.2
y Y Y y v `� v 209+00 SEE NOTE #3 210 0 a X OFFSET: 0.0'
i Y v 207+00 208+00 - - - - - - - __ -( i --� �� 20:1 EP TAPE w
206+00 �� EP a STOP BAR AND
205+00 - - - -
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SHOULDER
203+Op 20+ 00 C/L i �,� + TRUCK QUEUE RIVE _ _ _ _ _ _ _ CONCRETE ISLAND _
f - - 8:1 EP TAPER - �� 5' \
- - - - - - - - - - (FOR PROBE I STA: 211+87.8 STA: 213+05.1 �� \
PC STA: 200+98.21 � � EP _ � O
PT STA: 203+26.73 � _ SHOULDER - - - - - - OFFSET: 15.0' R
R=175.00' O ------ - --- I
L = 228.52' __-_______----- II
y — STA: 207+27.8 STA: 210+27.8 OFFSET: 15.0' R \ ',
T = 133.84' OFFSET: 10.0' R OFFSET: 35.0' R I
= 74° 49' 10 --- TA. 209+27.8 I STA: 21317.0'
_ OFFSET: 35.0' R I PROBE OPERATOR OFFSET: 17.0' R
—�
-� I \ BOOTH (BY OTHERS
_7> 7> GRADER'S TRAILER
WATERS (BY OTHERS) )
3-
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(SEE GRADING PLAN) DITCH 'B'
(SEE GRADING PLAN)
CONC. HEADWALL
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STA 210+18, 99' R \
INV EL OUT = 85.5
110
105
100
0V1
85
:1
75
C
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NOTES
1. SEE SHEETS 7 AND 8 FOR MORE INFORMATION ON GRADING.
2. PAVEMENT MARKINGS SHOWN ON THESE PLANS ARE OWNER OPTION.
3. SEE DETAIL D-14 FOR TRENCH DRAIN. GRATE TO BE NEENAH TYPE R -4999 -CX, TYPE 'C' GRATE, OR
EQUAL. SLOPE INVERT OF CONCRETE TROUGH @ 2% TOWARD OUTLET PIPE.
5
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J THOMAS ENGINEERING,
INC.
CIVIL ENGINEERING & PLANNING
143 Charlotte Avenue, Suite 104
Sanford, North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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6 15
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1 R
of
Project Number:
Date:
18-010
02 APR 2019

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Sanford, North Carolina 27330
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www.jthomasengineering.com
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REVISIONS
87
R _
DITCH EXCAVATE EXISTING JURISDICTIONAL DITCH FOR
BW = 5' IMPROVED SITE DRAINAGE AND STABLE SIDE
SS = 4:1 SLOPES (USACE AND NCDEQ PERMIT REQUIRED)
LINER: PER WETLAND RESTORATION PLAN
90
AGENCY REVIEW ONLY
NORTH Scale: Drawn by:
SEE SCALE BAR JRT
Sheet: Designed by:
IRT
Reviewed by:
40 0 20 40 80 7 of 15 1 R
Project Number: Date:
SCALE: 1" = 40' 18-010 02 APR 2019
SIDE DITCH
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DITCH EXCAVATE EXISTING JURISDICTIONAL DITCH FOR
BW = 5' IMPROVED SITE DRAINAGE AND STABLE SIDE
SS = 4:1 SLOPES (USACE AND NCDEQ PERMIT REQUIRED)
LINER: PER WETLAND RESTORATION PLAN
90
AGENCY REVIEW ONLY
NORTH Scale: Drawn by:
SEE SCALE BAR JRT
Sheet: Designed by:
IRT
Reviewed by:
40 0 20 40 80 7 of 15 1 R
Project Number: Date:
SCALE: 1" = 40' 18-010 02 APR 2019

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TEMPORARY SKIMMER BASIN 02 ■
DA=5AC ■ ■
m _ • m 1. THIS PLAN SHOWS THE TEMPORARY EROSION CONTROL MEASURES TO BE
pp i ■ ■ ■ 1 ` \ INSTALLED AND MAINTAINED DURING CONSTRUCTION.
r \ ^ \ \� `� �6� I _� - J s9 ■ ■ ■=x�x- 1 ■ I O 2. LIMIT OF DISTURBANCE = 20.5 AC +/-. NCDEQ EROSION CONTROL PERMIT
I - �- ti i ■ ■ • x� ■ I s�� I\_ r \ REQUIRED.
/r �� x mx a U ■�•� -� �'■ • ` P Z �, 3. SEE SHEET 10 FOR THE CONSTRUCTION SEQUENCE, MAINTENANCE PLAN,
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AND SPECIFICATIONS.
I _ ♦ 6s \ $ I �m�' 4. OFF-SITE BORROW / WASTE SITES MUST COMPLY WITH NCDEQ RULES AND
TEMPORARY' REGULATIONS FOR LAND DISTURBANCE.
CONSTRUCTION
� � TD � o° 000°on ,_I
♦ ✓ TD 01 o : ,,;;: \ ENTRANCE 5. CONTRACTOR MAY NEED TO FIELD ADJUST PROPOSED SEDIMENT BASIN
Ar
ELEVATIONS TO FIT ACTUAL FIELD CONDITIONS.
♦/° 7D 01 �/ / _ _ 9, - - - _ - _ _ _ - - \ \ 6. CONTRACTOR TO KEEP ALL CONSTRUCTION/STORAGE OPERATIONS WITHIN
• LIMIT OF DISTURBANCE.
93
- `w _� - - / / \ - _ ♦ ♦ 94 89 ■ �_ 9 7. JURISDICTIONAL STREAMS AND WETLANDS HAVE BEEN IDENTIFIED BY THE
66 / \ - ♦ / 9° _ ■ es -e9 ■ �_ • OWNER AS BEING WITHIN THE LIMITS OF DISTURBANCE. PERMITS FOR THE
i ■ m PROPOSED IMPACTS TO THESE FEATURES MUST BE OBTAINED PRIOR TO
1 TEMPORARY ♦ ♦� 3 ■ ■ ■ ■ ■ ■ •♦ n DISTURBANCE.
♦ a / 90PIPE INLET PROTECTION
/ /// i 95 M 06 ■
i SILT FENCE ♦ I NCDOT STD DWG 1635.02)♦ o
(TY�) ♦ • � 0 S. CUT/FILL SLOPES FOR TEMPORARY MEASURES SHALL BE 2:1 MAXIMUM.
LIMITOF-DISTURBANCE♦ • x TEMP. BOX INLET
PROTECTION (20.5 AC) ♦ • x� CTION o
- - ♦ ��' � � � 0 9. NO FILL IS ALLOWED IN THE 100 -YEAR FLOODPLAIN UNLESS A FLOODPLAIN
-- - -
♦ ♦ - x� x \�\ �h ( C TISI D D G 1632.03) x DEVELOPMENT PERMIT IS OBTAINED FROM CUMBERLAND COUNTY.
♦ 94 I _ \ 10. THIS PROPERTY IS LOCATED IN THE CAPE FEAR RIVER BASIN. SITE DRAINS
♦ ♦ ♦x = n m �- " _ TO TRIBUTARY CAPE FEAR, A CLASS WSIV WATERS AND TO TRIBUTARY
$ $ • ♦ ♦ •� - ^ �� Q _ P x LOCKS CREEK, A CLASS 'C' WATERS.
• • ■m • ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ x�x� '� < < --- m m . 11. THE MAJORITY SOIL TYPES (ACCORDING TO THE NRCS MAP) ON THE SITE
9 9�, 93 �� � s ARE:
. 90 ---------------- x x p 0 0
- - 9 53% Ro (ROANOKE AND WARNE SOILS)
x X X X O TEMP. 33% AaA (ALTAVISTA FINE SANDY LOAM)
a X x � ♦ � �
XX Xx \ 1 -- BOX IN ET = m ".�.. 13% WmB (WICKHAM FINE SANDY LOAM)
< '� I PROTECTI N °
(NCDOT STD DWG 1632.0) 7
12. ROLLED EROSION CONTROL PRODUCT (RECP) SHALL BE NORTH AMERICAN
x° o X X ■ TEMP. BOX INLET
X PROTECTION
92 92 of', . = GREEN (N.A.G.) OR EQUAL AND INSTALLED PER MANUFACTURER'S
� I ■ !! .. .
°o°o° 0 90 x�` x� Xx X XX XX X X r ■ (NCDOT STD DWG 1632.03) / ,,`„ RECOMMENDATIONS OR NCDOT STANDARD DRAWING 1631.01. DITCH
°° oa ° e, `c LINERS SHALL BE N.A.G. S7513N, OR EQUAL.
00
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f ----- - ,�-
x x X X x Xx \� I,, ■
---------- x ■ 'A"-- 1 I \ BASIN 01 (SURFACE WATER IMPACT AREA #3) WILL BE RESTORED AT THE
x� X X Xx X.� X x x X X w 91 • ■ ■ ■ ■ ■ ■ ■ _ \ END OF PROJECT CONSTRUCTION.
IINA I 1 - _ MATGR I \ X X 91X
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■ • • -- ' ��.,;/�-_ -MIT OF DISTURBANCE 6s ■
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(NCDOT STD DWG
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06
------ - CAPE FEAR
TEMPORARY DIVERSION SCHEDULE
DIVERSION DRAINAGE 10 - YEAR BOTTOM WIDTH DEPTH LENGTH SIDE SLOPE AVE. SHEAR
NO. AREA (AC) FLOW (CFS) BW (FT) D (FT) (FT) Z SLOPE (%) (LB/FT-2)
LINER
01 3.0 9 0 1.0 470 4 1 0.6 N.A.G. S75BN
02 0.8 2.5 0 1.0 360 4 0.5 0.2 N.A.G. S75BN
:1 1 41 :1 160
•1
J THOMAS ENGINEERING, INC.
CIVIL ENGINEERING &
PLANNING
143 Charlotte Avenue, Suite
104
TEMPORARY SKIMMER BASIN SCHEDULE
TEMPORARY SEDIMENT BASIN SCHEDULE
[phone] phone
www.jthomasengineering.com
DRAINAGE
10 YEAR
S.A.
S.A.
DRAINAGE
10 YEAR
S.A.
S.A. AVE DIMS. @ TOP
VOLUME
VOLUME
BASIN BOTTOM / TOP OF TOP OF RISER E. SPILLWAY
TOP OF BERM
OUTLET RISER OUTLET BARREL
E. SPILLWAY
SKIMMER PIPE
ORIFICE
SKIMMER
NAME AREA
FLOW
REQUIRED
PROVIDED OF STORAGE
REQUIRED
PROVIDED
DEPTH BARREL INV. ELEV STORAGE ELEV ELEV
ELEV
PIPE SIZE PIPE SIZE
WIDTH
SIZE
DIAMETER
DEWATERING TIME
(AC)
(CFS)
(SF)
(SF) (FT)
(CF)
(CF)
(FT) (FT) (FT) (FT) (FT)
(FT)
(IN) (IN)
(FT)
(IN)
(IN)
(DAYS)
BASIN 01 20
50
21,750
24,500 110 X 230
25,200
45,400
2.0 85.0 87.0 88.0 89.0
91.0
42 30
20
4
3
4
TEMPORARY DIVERSION SCHEDULE
DIVERSION DRAINAGE 10 - YEAR BOTTOM WIDTH DEPTH LENGTH SIDE SLOPE AVE. SHEAR
NO. AREA (AC) FLOW (CFS) BW (FT) D (FT) (FT) Z SLOPE (%) (LB/FT-2)
LINER
01 3.0 9 0 1.0 470 4 1 0.6 N.A.G. S75BN
02 0.8 2.5 0 1.0 360 4 0.5 0.2 N.A.G. S75BN
:1 1 41 :1 160
•1
J THOMAS ENGINEERING, INC.
CIVIL ENGINEERING &
PLANNING
143 Charlotte Avenue, Suite
104
TEMPORARY SKIMMER BASIN SCHEDULE
27330
[phone] phone
www.jthomasengineering.com
DRAINAGE
10 YEAR
S.A.
S.A.
DIMS. @ BASIN
DIMS.@ TOP OF VOLUME VOLUME BASIN BOTTOM TOP OF
TOP OF BERM
ORIFICE
BASIN
NAME AREA
FLOW
REQUIRED
PROVIDED
BOTTOM
STORAGE REQUIRED PROVIDED DEPTH ELEV STORAGE ELEV WEIR ELEV
ELEV WEIR LENGTH SKIMMER PIPE
DIAMETER
DRAWDOWN
(AC)
(CFS)
(SF)
(SF)
(FT)
(FT) (CF) (CF) (FT) (FT) (FT) (FT)
(FT) (FT) SIZE (IN)
(IN)
TIME (DAYS)
BASIN 01 5.0
16
5,200
5,500
42 X 102
50 X 110 9,000 9,800 2.0 85.0 87.0 87.5
89.0 20 2
1Y"
4
TEMPORARY DIVERSION SCHEDULE
DIVERSION DRAINAGE 10 - YEAR BOTTOM WIDTH DEPTH LENGTH SIDE SLOPE AVE. SHEAR
NO. AREA (AC) FLOW (CFS) BW (FT) D (FT) (FT) Z SLOPE (%) (LB/FT-2)
LINER
01 3.0 9 0 1.0 470 4 1 0.6 N.A.G. S75BN
02 0.8 2.5 0 1.0 360 4 0.5 0.2 N.A.G. S75BN
:1 1 41 :1 160
•1
J THOMAS ENGINEERING, INC.
CIVIL ENGINEERING &
PLANNING
143 Charlotte Avenue, Suite
104
Sanford, North Carolina
27330
[phone] phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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Sheet:
Designed
by:
IRT
9 15
Reviewed by:
1 R
of
Project Number:
Date:
18-010
02 APR 2019
Q)

CONSTRUCTION SEOUENCE
1. PROJECT NARRATIVE: THESE PLANS ARE FOR THE CONSTRUCTION OF A NEW ROADWAY (NORTH -SOUTH ROADWAY) AND TRUCK QUEUE LOT ON THE
CARGILL PROPERTY.
2. NOTIFICATION OF LAND RESOURCES SEDIMENT AND EROSION CONTROL SELF INSPECTION PROGRAM: THE SEDIMENT POLLUTION CONTROL ACT WAS
AMENDED IN 2006 TO REQUIRE THAT PERSONS RESPONSIBLE FOR LAND DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH PHASE OF THE
PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENT CONTROL PLAN IS BEING FOLLOWED. RULES DETAILING THE DOCUMENTATION
OF THESE INSPECTIONS TOOK EFFECT OCTOBER 1, 2010. THE SELF INSPECTION PROGRAM IS SEPARATE FROM THE WEEKLY SELF MONITORING
PROGRAM OF THE NPDES STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF INSPECTION REPORT IS THE INSTALLATION
AND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL MEASURES ACCORDING TO THE APPROVED PLAN. THE INSPECTIONS MUST BE
CONDUCTED AFTER EACH PHASE OF THE PROJECT, AND CONTINUED UNTIL PERMANENT GROUND COVER IS ESTABLISHED IN ACCORDANCE WITH NCGS
113A 54.1 AND 15A NCAC 4B.0131. THE SELF INSPECTION REPORT FORM IS AVAILABLE AS AN EXCEL SPREADSHEET FORM
HTTP://WWW.DLR.ENR.STATE.NC.US/PAGES/SEDIMENTATION_NEW.HTML. IF YOU HAVE ANY QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE
CONTACT NCDEQ AT 919-791-4200.
3. KEEP NCDEQ LAND DISTURBANCE PERMIT AT SITE.
4. JURISDICTIONAL WATERS HAVE BEEN IDENTIFIED AND LOCATED ON THE PROPERTY BY THE OWNER. THE MAPPED LOCATION OF THESE
JURISDICTIONAL WATERS, PROVIDED BY THE OWNER, ARE SHOWN ON THE PLANS. SOME OF THE JURISDICTIONAL WATERS WILL BE IMPACTED AS A
RESULT OF THIS PROJECT. THOSE IMPACTS WILL BE PERMITTED THROUGH THE USACE AND NCDEQ.
PHASE 1
5. CONTACT THE FAYETTEVILLE REGIONAL OFFICE OF NCDENQ LAND QUALITY (910-433-3300) PRIOR TO BEGINNING ANY WORK ON THIS PROJECT.
6. STAKE THE LOCATION OF THE JURISDICTIONAL WATERS/WETLANDS WITHIN 100 FEET OF THE PROJECT LIMITS OF DISTURBANCE. ONLY IMPACTS
PERMITTED UNDER USACE 404 PERMIT AND NCDEQ 401 CERTIFICATION WILL BE ALLOWED. CONTRACTOR TO REVIEW THE PROVISIONS IN THOSE
PERMITS CAREFULLY FOR BEGINNING WORK. CLEAR AND GRADE ONLY IN AREAS WHERE EROSION CONTROL MEASURES WILL BE INSTALLED.
7. INSTALL THE TEMPORARY CONSTRUCTION ENTRANCES AS SHOWN ON THE EROSION CONTROL PLAN.
8. INSTALL TEMPORARY SILT FENCE ALONG LOWER SIDES OF LIMIT OF DISTURBANCE AS SHOWN ON EROSION CONTROL PLAN.
9. INSTALL THE TWO (2) TEMPORARY SILT CHECKS IN THE TWO DRAINAGEWAYS AT THE EDGE OF THE LIMIT OF DISTURBANCE AS SHOWN ON THE
EROSION CONTROL PLAN.
10. CONSTRUCT SEDIMENT BASINS 01 AND SKIMMER BASIN 02. STABILIZE BASIN WITH ROCK PROTECTION OR LINERS WHERE CALLED FOR ON THE PLAN
AND TEMPORARY / PERMANENT SEEDING (PER SCHEDULE) ON REMAINING BASIN SLOPES. INSTALL ROCK OUTLET PROTECTION BELOW PIPE OUTLETS.
11. INSTALL TEMPORARY DIVERSIONS 01 - 02. THESE DIVERSIONS WILL CONVEY ON-SITE RUNOFF TO THE SKIMMER BASINS. STABILIZE WITH LINER AS
SPECIFIED ON EROSION CONTROL PLAN IMMEDIATELY UPON INSTALLATION OF THESE DIVERSIONS.
12. REMOVE TOPSOIL WITHIN LIMITS OF DISTURBANCE AND STOCKPILE IN AREA(S) SHOWN ON THE PLAN.
13. ROUGH GRADE SITE. UNDERCUT IS LIKELY. UNDERCUT AND FILL MATERIAL BROUGHT TO THE SITE MAY BE STOCKPILED IN THE AREA(S) SHOWN ON
THE PLAN. BORROW / DISPOSAL SITES MUST COMPLY WITH NCEQ LQS REQUIREMENTS.
14. PERFORM SOILS TEST TO DETERMINE THE SOIL AMENDMENTS AND RATES THAT WILL BE REQUIRED FOR SEEDING.
15. INSTALL STORM DRAINAGE SYSTEM, INCLUDING PIPES AND DITCHES. INSTALL THE ROCK OUTLET PROTECTION AT THE DOWNSTREAM OF EACH PIPE.
IMMEDIATELY INSTALL TEMPORARY INLET PROTECTION AROUND EACH BOX AND PIPE INLET UPON COMPLETION AND IMMEDIATELY INSTALL DITCH
MATTING AS SHOWN ON THE EROSION CONTROL PLAN.
16. FINE GRADE SITE.
17. INSTALL STONE BASE COURSE FOR ASPHALT AND CONCRETE PAVEMENT.
18. INSTALL CONCRETE PAVEMENT IN LOCATIONS AS SPECIFIED ON PLANS OR BY OWNER. INSTALL AT TEMPORARY CONCRETE WASHOUT AREA PER THE
EROSION CONTROL PLAN.
18. INSTALL PAVEMENT INTERMEDIATE COURSE.
19. INSTALL ASB SHOULDERS.
20. INSTALL GRAVEL AREAS.
21. FINE GRADE AREAS OUTSIDE OF THE PAVED AREAS AND RE -SPREAD TOPSOIL. IMMEDIATELY SEED DISTURBED AREAS NOT RECEIVING PAVEMENT OR
OTHER LANDSCAPE COVER. SEED PER THE SEEDING SCHEDULE (PERMANENT OR TEMPORARY) PROVIDED ON THIS SHEET. NOTE: PERMANENT
GROUND COVER IS REQUIRED PER THE SCHEDULE UNDER 'TEMPORARY SEEDING' AND 'PERMANENT SEEDING' ON THIS SHEET.
22. CLEAN CONCRETE WASHOUT AREA AND REMOVE.
23. REMOVE TEMPORARY DIVERSIONS, AND SKIMMER / SEDIMENT BASINS. PUMP STANDING WATER OUT OF SKIMMER BASINS AS REQUIRED. PUMP
EFFLUENT SHALL BE DISCHARGED TO FILTER BAG.
24. GRADE ACCORDING TO THE PROPOSED CONTOURS (SEE GRADING PLAN ON SHEETS 7 AND 8) IN THE AREAS WHERE THE EROSION CONTROL MEASURES
HAVE BEEN REMOVED. IMMEDIATELY STABILIZE THE OTHER DISTURBED AREAS WHERE THE EROSION CONTROL MEASURES WERE REMOVED PER THE
PERMANENT SEEDING SCHEDULE PROVIDED ON THIS SHEET.
25. RESTORE JURISDICTIONAL WATERS (DITCH) PER WETLAND RESTORATION PLAN.
26. INSTALL PAVEMENT SURFACE COURSE.
27. CALL FOR INSPECTION FROM NCDEQ LAND QUALITY AFTER COMPLETION OF PHASE 1.
PHASE 2
28. ONCE ACCEPTABLE TO NCDQ LQS, REMOVE THE TWO (2) TEMPORARY SILT CHECKS AT THE DOWNSTREAM OF EACH DRAINAGEWAY.
29. REMOVE THE REMAINING SILT FENCE ALONG THE DOWNSTREAM PERIMETER OF THE SITE.
30. REMOVE THE INLET PROTECTION AROUND BOX AND PIPE INLETS. PROVIDE PERMANENT GROUND COVER IN THESE AREAS.
31. PROVIDE PERMANENT SEEDING, IF TEMPORARY SEEDING WAS DONE IN PHASE 1. ENSURE A GOOD THICK STAND OF GRASS COVER.
MAINTENANCE PLAN
THE SITE GRADING CONTRACTOR IS RESPONSIBLE FOR MAINTAINING EROSION CONTROL DEVICES THROUGHOUT THE PROJECT DURATION.
ALL EROSION AND SEDIMENT CONTROL DEVICES SHALL BE CHECKED FOR STABILITY AND OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL
OR RAINFALL > 0.5 INCHES IN 24 HOURS BUT IN NO CASE LESS THAN ONCE EVERY 7 CALENDAR DAYS. ANY NEEDED REPAIRS SHALL BE MADE
IMMEDIATELY TO MAINTAIN ALL DEVICES AS DESIGNED. RECORDS OF INSPECTIONS FOR PREVIOUS 30 DAYS SHALL REMAIN ON SITE AND AVAILABLE FOR
AGENCY INSPECTORS DURING NORMAL WORKING HOURS.
SKIMMER BASINS:
SEE SHEET 15
BAFFLES:
SEE SHEET 15
ROLLED EROSION CONTROL PRODUCTS (RECP):
SEE SHEET 15
SEDIMENT FILTER BAG:
PER MANUFACTURER'S RECOMMENDED SCHEDULE.
SILT FENCE:
1. SEDIMENT SHALL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES ABOUT 0.5 FT DEEP AT THE FENCE. THE FENCE SHALL BE
REPAIRED AS REQUIRED TO MAINTAIN A SUFFICIENT BARRIER.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, DECOMPOSE, TEAR, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. AFTER ALL AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT. GRADE AREA TO GRADING
PLAN OR BLEND WITH ADJACENT GRADES. STABILIZE AREA.
SILT FENCE OUTLET:
1. CLEAR THE HARDWARE CLOTH OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. BE CAREFUL NOT TO
DAMAGE OR UNDERCUT THE HARDWARE CLOTH.
2. REPLACE STONE AS NEEDED.
TEMPORARY INLET PROTECTION:
1. CLEAR THE MESH WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. BE CAREFUL NOT TO DAMAGE
OR UNDERCUT THE WIRE MESH.
2. REPLACE STONE AS NEEDED.
CHECK DAM WITH WEIR:
1. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE CHECK DAM.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM FROM EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM.
CORRECT ALL DAMAGE IMMEDIATELY.
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAM AS NEEDED TO: PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO
DRAIN THROUGH THE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO THE DAM AS
NEEDED TO MAINTAIN THE DESIGN DIMENSIONS.
CONSTRUCTION ENTRANCE:
1. MAINTAIN GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP
DRESSING WITH 2 -INCH STONE.
2. IMMEDIATELY REMOVE ALL MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
TEMPORARY DIVERSIONS:
1. IMMEDIATELY REMOVE EXCESS SEDIMENT FROM FLOW AREA AND REPAIR DIVERSION RIDGE.
2. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED.
3. AFTER ALL AREAS HAVE BEEN STABILIZED REMOVE THE RIDGE AND THE CHANNEL AND GRADE ACCORDING TO GRADING PLAN OR BLEND WITH
ADJACENT GRADES. STABILIZE AREA.
RIP RAP LINED DITCHES/CHANNELS/OUTLETS:
1. PAY CLOSE ATTENTION TO INLET AND OUTLET SECTIONS WHERE CONCENTRATED FLOW ENTERS.
2. INSPECT FOR INDICATIONS OF DISPLACED ROCK, SCOUR HOLES, OR BANK FAILURES. MAKE REPAIRS IMMEDIATELY.
3. MAINTAIN VEGETATION ADJACENT TO THE ROCK LINING INA HEALTHY, VIGOROUS CONDITION TO PROTECT THE AREA FROM EROSION AND
SCOUR.
GRASS LINED DITCHES/CHANNELS/SWALES:
1. DURING GRASS ESTABLISHMENT PERIOD, INSPECT AFTER EVERY RAINFALL.
2. AFTER GRASS HAS ESTABLISHED, INSPECT PERIODICALLY AND AFTER HEAVY RAINFALL. IMMEDIATELY MAKE REPAIRS.
3. PAY CLOSE ATTENTION TO INLET AND OUTLET SECTIONS WHERE CONCENTRATED FLOW ENTERS.
4. GRASS SHOULD BE MAINTAINED INA HEALTHY VIGOROUS CONDITION AT ALL TIMES, SINCE IT IS THE PRIMARY EROSION PROTECTION.
BUILDING WASTES HANDLING:
1. NO PAINT OR LIQUID WASTES TO BE DISCHARGED INTO STREAMS OR STORM DRAINS.
2. DEDICATED AREAS FOR DEMOLITION, CONSTRUCTION, AND OTHER WASTES SHALL BE LOCATED 50' FROM STORM DRAINS UNLESS NO
REASONABLE ALTERNATIVES EXIST.
3. EARTHERN MATERIAL STOCKPILES SHALL BE LOCATED 50' FROM STREAMS UNLESS NO REASONABLE ALTERNATIVES EXIST.
4. CONCRETE MATERIALS AND WASHOUT AREAS MUST BE CONTROLLED SO THERE IS NO DISCHARGE TO SURFACE WATERS, WETLANDS, OR BUFFERS.
SEE PLAN FOR LOCATION OF CONCRETE WASHOUT AREA.
TEMPORARY SEEDING
PROVIDE TEMPORARY SEEDING TO ALL DENUDED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE WITHIN THE FOLLOWING SCHEDULE:
PERMANENT DITCHES--> IMMEDIATELY
SLOPES 4:1 AND STEEPER --> 7 DAYS
ALL OTHER AREAS --> 14 DAYS
PERFORM SOIL TESTING AFTER ROUGH GRADING IS COMPLETE OF THE TOPSOIL THAT WILL BE SPREAD OVER THE AREAS TO BE SEEDED.
IF SOILS BECOME COMPACTED DURING GRADING, LOOSEN THEM TO A DEPTH OF 6-8 INCHES.
SEEDBED PREPARATION:
LIME: APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATIONS. IF THE SOIL PH IS NOT KNOWN, APPLY AT A RATE OF 1 TO 1 1/Z TONS
PER ACRE ON COARSE-TEXTURED SOILS AND 2-3 TONS PER ACRE OF FINE -TEXTURED SOILS. APPLY LIME UNIFORMLY AND INCORPORATE
INTO THE TOP 4-6 INCHES OF SOIL. SOILS WITH PH HIGHER THAN 6 DO NOT NEED LIME.
FERTILIZER: FERTILIZE ACCORDING TO SOIL TEST RECOMMENDATIONS WITH A MINIMUM APPLICATION OF 4,000 LBS / ACRE. IF A
HYDRAULIC SEEDER IS USED, DO NOT MIX SEED AND FERTILIZER MORE THAN 30 MINUTES BEFORE APPLICATION.
SURFACE ROUGHENING: IF AREAS TO BE SEEDED BECOME HARDENED, SEALED, OR CRUSTED, LOOSEN IT JUST PRIOR TO SEEDING BY
DISKING, RAKING, HARROWING OR OTHER SUITABLE METHODS. GROOVE OR FURROW SLOPES STEEPER THAN 3:1 ON THE CONTOUR
BEFORE SEEDING.
PLANT SELECTION:
SELECT THE APPROPRIATE SPECIES BASED ON THE PLANTING SEASON.
SEEDING:
APPLY SEED WITH A BROADCAST SEEDER, DRILL, CULTIPACKER SEEDER, OR HYDROSEEDER. USE SEEDING RATES GIVEN IN TABLES.
BROADCAST SEEDING AND HYDROSEEDING IS ACCEPTABLE ON STEEP SLOPES WHERE EQUIPMENT CANNOT BE DRIVEN. HAND
BROADCASTING IS NOT RECOMMENDED.
SMALL GRAINS SHOULD BE PLANTED NO MORE THAN ONE INCH DEEP AND GRASSES AND LEGUMES ON MORE THAN %2 INCH. BROADCAST
SEED MUST BE COVERED BY RAKING OR CHAIN DRAGGING, AND THEN LIGHTLY FIRMED WITH A ROLLER OR CULTIPACKER. HYDROSEEDED
MIXTURES SHOULD NOT INCLUDE A WOOD FIBER MULCH.
MULCHING:
MULCHING IS REQUIRED UNDER THE FOLLOWING CONDITIONS:
• SEEDING IN FALL (WOOD FIBER MULCHES NOT ACCEPTABLE)
• SLOPES STEEPER THAN 3:1
• EXCESSIVELY HOT OR DRY WEATHER
• ADVERSE SOILS (SHALLOW, ROCKY, OR HIGH IN CLAY OR SAND)
• AREAS RECEIVING CONCENTRATED FLOW.
FOR CONCENTRATED FLOW AREAS (DITCHES, CHANNELS, SWALES, ETC.) ANCHOR MULCH WITH NETTING AND LIQUID ASPHALT AT A RATE
OF 0.10 GALLON PER SQUARE YARD (10 GAL / 1000 SQ FT).
MAINTENANCE:
CONTRACTOR TO MONITOR GRASS ESTABLISHMENT. PROMPTLY RESEEED AREAS WHERE A HEALTHY, DENSE GROWTH DOES NOT
ESTABLISH. CONTRACTOR MAY NEED TO PROVIDE NETTING OR TEMPORARY LINERS TO AREAS WHERE GRASS CANNOT BE ESTABLISHED
DUE TO EROSION.
PERMANENT SEEDING
PROVIDE PERMANENT SEEDING TO ALL DENUDED AREAS THAT WILL NOT BE COVERED BY PAVING, BUILDINGS, OR OTHER LANDSCAPING.
AREAS RECEIVING PERMANENT VEGETATION MUST BE STABILIZED WITHIN THE FOLLOWING TIMEFRAMES AFTER FINAL GRADE IS REACHED,
UNLESS TEMPORARY STABILIZATION IS APPLIED.
PERMANENT DITCHES --> IMMEDIATELY
SLOPES 4:1 AND STEEPER --> 7 DAYS
ALL OTHER AREAS --> 14 DAYS
PERFORM SOIL TESTING OF THE TOPSOIL THAT WILL BE USED FOR THE SEEDBED TO DETERMINE THE SOIL AMENDMENTS REQUIRED.
COMPLETE GRADING BEFORE PREPARING SEEDBEDS. IF SOILS BECOME COMPACTED DURING GRADING, LOOSEN THEM TO A DEPTH OF 6-8
INCHES.
SEEDBED REQUIREMENTS:
THE SOIL SHOULD MEET THE FOLLOWING MINIMUM CRITERIA FOR VEGETATION ESTABLISHMENT:
• ENOUGH FINE-GRAINED (SILT AND CLAY) MATERIAL TO MAINTAIN ADEQUATE MOISTURE AND NUTRIENT SUPPLY (AVAILABLE
WATER CAPACITY OF AT LEAST 0.05 INCHES OF WATER TO 1 INCH OF SOIL
• SUFFICIENT PORE SPACE TO PERMIT ROOT PENETRATION.
• SUFFICIENT DEPTH OF SOIL TO PROVIDE AN ADEQUATE ROOT ZONE. THE DEPTH OF ROCK OR IMPERMEABLE LAYERS SUCH AS
HARDPANS SHOULD BE 12 INCHES OR MORE, EXCEPT ON SLOPES STEEPER THAN 2:1 WHERE THE ADDITION OF SOIL IS NOT
FEASIBLE.
• A FAVORABLE PH RANGE FOR PLANT GROWTH, USUALLY 6.0-6.5.
• NO LARGE ROOTS, BRANCHES, STONES, LARGE CLODS OF EARTH, AND TRASH. CLODS AND STONES MAY BE LEFT ON SLOPES
STEEPER THAN 3:1 IF THEY ARE TO BE HYDROSEEDED.
IF THE ABOVE CRITERIA CANNOT BE MET, SPECIAL SOIL CONDITIONERS OR TOPSOIL MAY BE APPLIED.
SEEDBED PREPARATION:
LIME: APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATIONS. WHERE SOIL TESTS ARE NOT AVAILABLE, APPLY GROUND
LIMESTONE AT A RATE OF 3,500 LBS / ACRE.
FERTILIZER: FERTILIZE ACCORDING TO SOIL TEST RECOMMENDATIONS. WHERE SOIL TESTS ARE NOT AVAILABLE, APPLY 10-10-10
FERTILIZER AT A RATE OF 1,000 LBS / ACRE.
SURFACE ROUGHENING: IF AREAS TO BE SEEDED BECOME HARDENED, SEALED, OR CRUSTED, LOOSEN IT JUST PRIOR TO SEEDING BY
DISKING, RAKING, HARROWING OR OTHER SUITABLE METHODS. GROOVE OR FURROW SLOPES STEEPER THAN 3:1 ON THE CONTOUR
BEFORE SEEDING.
PLANT SELECTION:
SEE RECOMMENDED SEEDING MIXTURE ON THE TABLE SHOWN ON THIS SHEET. CONTRACTOR TO CONSULT THE SEED SUPPLIER FOR
THIS PROJECT TO DETERMINE IF THE RECOMMENDED SEEDING MIXTURE AND SOIL AMENDMENTS SPECIFIED BY THIS PLAN IS
APPROPRIATE. THE FINAL SEEDING MIXTURE SELECTED SHALL BE APPROPRIATE BASED ON THE PLANTING SEASON, SOIL TYPE, SLOPES,
AND LAND USES. CONSULT WITH ENGINEER IF THE SEED SUPPLIER RECOMMENDS A MIXTURE THAT IS DIFFERENT THAN THAT
SPECIFIED ON THIS PLAN.
SEEDING:
USE CERTIFIED SEED (INSPECTED BY THE NORTH CAROLINA CROP IMPROVEMENT ASSOCIATION).
APPLY SEED WITH A BROADCAST SEEDER, DRILL, CULTIPACKER SEEDER, OR HYDROSEEDER ON A FIRM, FRIABLE SEEDBED. USE
SEEDING RATES GIVEN IN TABLES.
WHEN USING A DRILL OR CULTIPACKER SEEDER, SMALL GRAINS SHOULD BE PLANTED NO MORE THAN ONE INCH DEEP AND GRASSES
AND LEGUMES ON MORE THAN 1/2 INCH.
WHEN BROADCAST SEEDING, SUBDIVIDE AREA INTO WORKABLE SECTIONS AND DETERMINE THE AMOUNT OF SEED NEEDED FOR EACH
SECTION. APPLY ONE-HALF THE SEED WHILE MOVING BACK AND FORTH ACROSS THE AREA AND APPLY THE REMAINING SEED IN THE
SAME MANNER BUT AT RIGHT ANGLES TO THE FIRST PASS. COVER SEED BY RAKING OR CHAIN DRAGGING, AND THEN LIGHTLY FIRM
WITH A ROLLER OR CULTIPACKER.
MULCH AREAS IMMEDIATELY AFTER SEEDING WITH SMALL GRAIN STRAW AT A RATE OF 4,000 LBS / ACRE. ANCHOR MULCH WITH
NETTING OR LIQUID ASPHALT AT A RATE OF 400 GAL / ACRE.
ROLLED EROSION CONTROL MATTING:
PROVIDE ROLLED EROSION CONTROL MATTING ON SLOPES 2:1 OR STEEPER AND GRASS LINED SWALES / DITCHES / CHANNELS AFTER
SEEDING IS COMPLETE. USE MULCH FOR ALL OTHER AREAS SEEDED.
HYDROSEEDING:
NO HYDROSEEDING FOR THIS PROJECT.
MAINTENANCE:
IRRIGATE DURING DRY PERIODS OR TO SPEED DEVELOPMENT OF FULL COVER.
IF STAND IS INADEQUATE, RE -SEED WHERE BARE SPOTS OR THIN COVER EXISTS. RE-EVALUATE SEED TYPE CHOICE AND QUANTITIES OF
LIME AND FERTILIZER. CONSIDER SEEDING TEMPORARY, ANNUAL SPECIES IF THE TIME OF YEAR IS NOT APPROPRIATE FOR PERMANENT
SEEDING.
Table 6.10b
Temporary Seeding
Recommendations for
Summer
Seeding mixture
species Rate (Iblacre)
German millet 40
In the Piedment and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50 lb/acre.
Seeding dates
Mountains -May 15 - Aug. 15
Piedmont -May 1 -Aug. 15
Coastal Plain -Apr. 15 - Aug. 15
Soil amendments
Follow recommendations of soil tests or apply 4,000lb/acre ground
agricultural limestone and 750 Iblacre 10-10-10 fertilizer.
Mulch
Apply 4.000Iblacre straw. Anchor straw by tacking with asphalt, netting,
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Table 6.10c
Seeding mixture
SEEDING RATE
Temporary Seeding
Species Rate (Iblacre)
200 LBS / ACRE
Recommendations for Fail
Rye (grain) 120
40 LBS / ACRE
SEPTEMBER - MARCH
Seeding dates
200 LBS / ACRE
MARCH - SEPTEMBER
Mountains --Aug. 15 . Dec. 15
25 LBS / ACRE
MARCH - SEPTEMBER
Coastal Plain and Piedmont --Aug. 15 - Dec. 30
PROFESSIONAL ENGINEER'S SEAL
Soil amendments
Follow soil tests or apply .4,000blacre ground agricultural limestone
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and 1,000 Iblacre 10-10-10 fertilizer.
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Mulch
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Apply 4,000 Iblacre straw. Anchor straw by tacking with asphalt, netting,
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Maintenance
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Repair and refertilize damaged areas immediately. Topdress with 50
Iblacre of nitrogen in March. If it is necessary to extent temporary
0
cover beyond June 15, overseed with 50 Iblacre Kobe (Piedmont and
Coastal Plain) or Korean (Mountains) lespedeza in late February or
early March.
V
Table 6.10a
Temporary Seeding
Recommendations for Late
Winter and Early Spring
Seeding mixture
Species Rate (Iblacre)
Rye (grain) 120
Annual lespedeza (Kobe in
Piedmont and Coastal Plain,
Korean in Mountains) 50
Omit annual lespedeza when duration of temporary cover is not to
extend beyond June.
Seeding dates
Mounta#ns---Above 2500 feet: Feb. 15 - May 15
Below 2500 feet: Feb. 1- May 1
Piedmont -Jan. 1 - May 1
Coastal Plain -Dec. 1 -Apr. 15
Soil amendments
Follow recommendations of soil tests or apply 4,000 Iblacre ground
agricultural limestone and 750 Iblacre 10-10-10 fertilizer.
Mulch
Apply 4,000 Iblacre straw. Anchor straw by tacking with asphalt, netting,
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
RECOMMENDED PERMANENT SEEDING MIXTURE
SEED TYPE
SEEDING RATE
SEEDING SEASON
TALL FESCUE (BLEND)
200 LBS / ACRE
SEPTEMBER - MARCH
RYE GRAIN
40 LBS / ACRE
SEPTEMBER - MARCH
TALL FESCUE (BLEND)
200 LBS / ACRE
MARCH - SEPTEMBER
BERMUDAGRASS
25 LBS / ACRE
MARCH - SEPTEMBER
J THOMAS
ENGINEERING, INC.
CIVIL ENGINEERING
&
PLANNING
143 Charlotte
Avenue, Suite
104
Sanford, North Carolina
27330
(919)
777-6010 phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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Sheet:
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10 15
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IRT
of
Project Number:
Date:
18-010
02 APR 2019
ii

VARIES
6:1 Mn
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CIVIL ENGINEERING
NCDOT ASB GRADATION SPEC
Sieve
Percent Passing
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35-74
www.jthomasengineering.com
15' 2.5'
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PROFESSIONAL ENGINEER'S SEAL
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SOUTHBOUND LANE
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112" 55-95
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LANDSCAPED CONCRETE SIDEWALK
2'-6" 'SPILL' C & G
NORTHBOUND LANE
1/4"/FT
VARIES
NCDOT ASB GRADATION SPEC
Sieve Percent Passing
1 1:`2" 100
1 '2" 55-95
;A 35-74
SOUTHBOUND LANE
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PROFILE GRADE
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D-11 ROADWAY TYPICAL SECTION
1"=5'
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VARIES
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MEN
E-11 TRUCK QUEUE DIMENSIONS
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6" NCDOT CABC, TYPE I OR II
HIGH STRENGTH GEOTEXTILE FABRIC
(MIRAFI HP 270, OR EQUAL) (SEE NOTE 3)
SUBGRADE
(98% MIN. STANDARD PROCTOR, WITHIN V BELOW TOP OF SUBGRADE ELEVATION)
(95% MIN. STANDARD PROCTOR, GREATER THAN 1' BELOW TOP OF SUBGRADE ELEVATION)
NOTES:
1. CONTRACTOR TO SUBMIT A PLAN SHOWING TYPE AND LOCATION OF JOINTS TO OWNER FOR APPROVAL.
2. SEAL JOINTS WITH A MONOELASTIC MATERIAL.
3. USE GEOTEXTILE FABRIC WHERE SPECIFIED IN FIELD BY OWNER'S GEOTECHNICAL CONSULTANT.
4. SEE OWNER'S GEOTECHNICAL REPORT FOR MORE INFORMATION ON CONSTRUCTION SPECIFICATIONS.
FF-1-11CONCRETE PAVEMENT
NTS
2" ASPHALT SURFACE COURSE, NCDOT TYPE S12.5C
3.5" ASPHALT INTERMEDIATE COURSE, NCDOT TYPE 119.00
12" CABC, NCDOT TYPE I OR II
HIGH STRENGTH GEOTEXTILE FABRIC
(MIRAFI HP 270, OR EQUAL) (SEE NOTE 1)
SUBGRADE
(98% MIN. STANDARD PROCTOR, WITHIN 1' BELOW TOP OF SUBGRADE ELEVATION)
(95% MIN. STANDARD PROCTOR, GREATER THAN 1' BELOW TOP OF SUBGRADE ELEVATION)
NOTES:
1. USE GEOTEXTILE FABRIC WHERE SPECIFIED IN FIELD BY OWNER'S GEOTECHNICAL CONSULTANT.
2. SEE OWNER'S GEOTECHNICAL REPORT FOR MORE INFORMATION ON CONSTRUCTION SPECIFICATIONS.
G-11 L ASPHALT PAVEMENT
NTS
J THOMAS
VARIE==MAX)
CIVIL ENGINEERING
NCDOT ASB GRADATION SPEC
Sieve
Percent Passing
104
100
1::211
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35-74
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MEN
E-11 TRUCK QUEUE DIMENSIONS
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6" NCDOT CABC, TYPE I OR II
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(MIRAFI HP 270, OR EQUAL) (SEE NOTE 3)
SUBGRADE
(98% MIN. STANDARD PROCTOR, WITHIN V BELOW TOP OF SUBGRADE ELEVATION)
(95% MIN. STANDARD PROCTOR, GREATER THAN 1' BELOW TOP OF SUBGRADE ELEVATION)
NOTES:
1. CONTRACTOR TO SUBMIT A PLAN SHOWING TYPE AND LOCATION OF JOINTS TO OWNER FOR APPROVAL.
2. SEAL JOINTS WITH A MONOELASTIC MATERIAL.
3. USE GEOTEXTILE FABRIC WHERE SPECIFIED IN FIELD BY OWNER'S GEOTECHNICAL CONSULTANT.
4. SEE OWNER'S GEOTECHNICAL REPORT FOR MORE INFORMATION ON CONSTRUCTION SPECIFICATIONS.
FF-1-11CONCRETE PAVEMENT
NTS
2" ASPHALT SURFACE COURSE, NCDOT TYPE S12.5C
3.5" ASPHALT INTERMEDIATE COURSE, NCDOT TYPE 119.00
12" CABC, NCDOT TYPE I OR II
HIGH STRENGTH GEOTEXTILE FABRIC
(MIRAFI HP 270, OR EQUAL) (SEE NOTE 1)
SUBGRADE
(98% MIN. STANDARD PROCTOR, WITHIN 1' BELOW TOP OF SUBGRADE ELEVATION)
(95% MIN. STANDARD PROCTOR, GREATER THAN 1' BELOW TOP OF SUBGRADE ELEVATION)
NOTES:
1. USE GEOTEXTILE FABRIC WHERE SPECIFIED IN FIELD BY OWNER'S GEOTECHNICAL CONSULTANT.
2. SEE OWNER'S GEOTECHNICAL REPORT FOR MORE INFORMATION ON CONSTRUCTION SPECIFICATIONS.
G-11 L ASPHALT PAVEMENT
NTS
J THOMAS
ENGINEERING, INC.
CIVIL ENGINEERING
&
PLANNING
143 Charlotte Avenue, Suite
104
Sanford, North
Carolina
27330
(919)
777-6010 phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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Sheet:
Designed
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11 15
Reviewed by:
IRT
of
Project Number:
Date:
18-010
02 APR 2019

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•-Tp- .-r > 1 PIPE #4 -SARA af-' CONSTRUCT BOTTOM SLAB WITH FORMS. Hti
I.D-IO Mix. J ... ;. • , CL 30 12 $5 83 117 152 $D 92 $Q 85 111 1a8 W p f- LU ❑ W O
I,D, 78 too. u�,c r„ r=,. d+r ++ r'"IFrILa r ,r+�;,�'_ ,E� EMTH W ❑ 42 i2 5S 70 f00 }SLI 780 S8 32 54 71 92 119 i I i O O
Nor LESS Tww a" NOT ,�� THAN a• Ila" PER FOOT OF W - �� ❑ 46 72 48 e7 e7 Ilia 139 42 12 e0 7$ 96 ❑ s DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS
D,D.. 3' NOIR MORE Tw°lxlw 12"
RDpr G.D, . a' 64 I 54 77 "1 Ili 9D 12 52 BB 114 ACCEPTABLE BUT IS USED IN COMPUTING ENDWALL QUANTITIES..
NORMAL EARTH FOUNDATION AS oxRECTED er MOI. 80 12 .1 9D 111 54 12 a$ 50 74
ROCK FOUNDATION r a 72"
UNSUITABLE MATERIAL FOUNDATION 66 Iz $1 taD sD 12 ez PLAN �� ��11 WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM
PIPE IN TRENCH 72 12 74 01 $$ 12 61 a
TDP OF FILL TOP OF FILL TOP 01 FILL 76 1z B1 72 12 41 FoorxMG--/ OF THE PIPE, PLACE BAR "X" DOWELS IN THE BASE AS SHOWN ON PLANS.
= 84 12 69 x (IF CONST. JOINT IS USEOI DOWEL W SPACE BARS APPROXIMATELY ON 12" CENTERS UNLESS OTHERWISE DIRECTED W
O O G Y
Iy •• "'r' FORDI DIFFERENT CORRUGATIONS AND ARCH PIPES REFER TO If END ELEVATION BAR- XW BY THE ENGINEER. G N
IN CC f 'T- CC
ROADVMAY DESIGN MAMUAL OR MANUFACTURERS SPECIFICATION. U- (• O 2 �. U.I O Z
LL J LL aJ LL LL WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM
W W w H W w
CD J REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS J DDIIELS IN EmpBALL WITH REINFORCED CONCRETE PIPE 2 OF THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR ROUGH. i J
ORDUMD LINE HPHOIArD LiIE H H W PA ❑ PA ❑
mix. o.P MSN. 0.0 -�,� NTN. O.O- YIN- O -o- YIN. O�D. MIH- 0-D CSF AASHTO M36 I I PIPE 83NBLE PIPE DOUBLE PIPE p1 CLASS"B" .� q1
UNDMND LFXE TYPE z F (• J USE CLASS ' B CONCRETE. O v
H - CAMP - AASWO M294 1 0 Cg I i I I i 1 i I LOG. DIA. 15" 1$" 24" 90" 38" i2" 4S" 15" 18" 24" 30" 36" 42" bg" LL :L
'� ■�../7 ,+' d HDPE (Minimum fill 2' for pipe diameter9 Z 72" and 5 8l1 AGE A$TY D FB49 4 eAAB r"7[" "1C" X. '%" ,"%" "7[•' Y.• "%" Y• •%• •I" •1[" "%" "7[" „%„ Y.
„%" Y• 4 Com'
er w E 1 PP a
s 4 err 0= d + (Maximum, fill) 20' for pipe diameters 5 24" n F I I I I I I I W W
_N r •.ter.-'-�, "t�HIPACP AFTER H••F ,,,, or AASHTO MSM r..t J W J W
-PIPE IS PLACED ❑ d 17' for pipe diameter$. a 3G" antl 5 60" ❑ F - - _- G QTY. 2 2 3 3 4 4 5 2 2 S 3 4 4 5 ❑ J L- LU ❑ J IL IL
aPRIQ1rD W CC W 2 - -� �_ -t -�- M QTY. 2 2 1 t P 2 2 2 2 g 2 Cc Q H" C[ H H
W.
-1. D, r6 MIN. PLACEMEMI OF d �. d ¢ M. d
X07 LE88 Tw1X e" ',y_r _ r4 FILL t< , _ u+� ¢ O PVC - • {Minimum, fill) 2' for pipe Diameters Z 12" and 5 30" NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING d CS
3.D, Fe WLH. r r+ AS maETa rEo ❑ '-' ' (MaximemR fill] 30' for pipe diameters > 12" and t 3B" AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS ❑ '-H POYEL. $ QTY. 2 2 3 3 4 4 5 2 2 G a 4 4 5 ❑ ❑
COMPACT AFTER 3.0 -Ie MIN. NOT LEB6 THAM 6" YIX.f OA,' (AIN. H0.0. BY ENOLNEE.4 F" F �' - ~ W L TTITAL LHB. $ $ Y4 14 99 SS 85 12 12 19 Ila 23 Y7 92 "� W "; W
PLPE I$ PLACED Nor LESS THAN 6" 0.0..2 H -H Y d = M d = CD
L Ps On TO 14" FER Farr OF 'N" F 1' MINIYUI. COVER FON ALL SIDE DRAIN PIPE F F J 'd' J V
PLACEMENT OF BUT NOT LESS Tlw) 12" N ' FILL HEIGHT I8 MEASURED FROM THE TOP OF THE PIPE {� J DPTIONRIL. CONSTRUCTION JOINT
Vj W m fn W m
FILL NORMAL EARTH FOUNDATION ROCK FOUNDATION NPR NONE THAN 24 UNSUITABLE MATERIAL FOUNDATION
PIPE ABOVE GROUND
LL
C)
TO THE BOTTOM OF THE PAVEMENT STRUCTURE IM ACCORDANCE WITH THE STANDARD SPECIFICATIONS
LL J
c LL
ELEVATION
RIGID PIPE
3,. •S" BARS 6 11" CTS. 3"
#a BAR
-
r
o
°P . 1 1
' • DOWEL "C"
A
'
OPTIONAL NVkh LE
SEE GENERAL NOTES s '
FOR PLACEMENT AND
STEEL INFORMATION a"
$'-0" HDDK 2132" RADIUS
PLAN OF TOP SLAB „ "
Y BARS
D" "Y" OARS P 1114' CTS. D" BAR DIMENSIONS ARE OUT TO DUT"6"
-p
G 0,••'
x
m
m
' t2
LITTI ! ' L'6'+
Ir 0',8" N rr
INSET A
ALAN OF BOTTOM BLAB CONCRETE BLOCK
7: CONSTRUCT SECTION "8" OF THE PROPOSED WALL S" THICK,
AND SECTION "A" 12" THICK.
NOTE 2: IF PROPOSED STRUCTURE EXCEEDS 12'-0" VERTICAL HEIGHT A
DESIGN WILL BE REQUIRED FOR APPR=OVAL.
NOTE 3: USE SINGLE EXCEPT DOUBLETMREISFEELING MAYS BEEU1ED' IN LIEU
OF HOOK BARS IN BASE SLAG.
GENERAL NOTES:
OO HOT OPERATE HEAVY EOUTPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE WLVFRT HAD
T.D. •TNF MAXTYJM NOR;;oHRAL INBTOF DIAMETER DIMENSION, STEM PROPERLY M04ILLED AND OWNED WITH AT LEAST a DEET OF APPRW® MATERIAL.
a
d O
O =
RG? - ' (Minimum fill) 1' for Claus IV & CLASS V
d O
0 -�
NGLE PIP
DOUBLE PIPE
2
2' for Close III 5 Claes II REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
2
D.D. - THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSION. - - - - - SPRINOL1NE OF PIS
r
m34
r
3,_3" 1' 5" 2'-9"
H • WE FILL NETS"' MEAMPED VERTICALLY ATM POINT BE I BACKFILL MATERIAL CLAW III OR CLASS II,
t
+ (Maximum fill) 10' Claes SI pipe RCP - AA8H70 Y170
2'-2" 7'-S"
1.0
ALOHA THE PIPE FROM RHE TOP OF TIE PIPE TO THE TOP DELON 9PRINGLINE.
W-7" 1'=10" 3'-2"
2G` - Class III e
pip
4
1.0
OF THE EMI ANILENT AT THAT POINT.
1.3
30' - Class IV pipe
4'-2" 2'-1" 4'-0"
3"
® APPROVED SUIIABLE LOCAL MATERIAL ABOVE GPAINGLINE.
1.5
40' - Class V pipe
8
SD'
- TNff CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE RACCFILL. +G4•rs"'=' ANDTPnmeED EARTH MATERIAL
4% "
NOTES: FILL HEIGHTS SHOO WERE CALCULATED USING
(Far fills � 47M' 6 � SO' ALBS LRFD Direct F1AGign Method)
2.3
4'•3" 13'-8"
LOOSELY PLACE? sELECT MATERIAL GADS [II 09 CLASS II, TYPE H
t•' ' 85LECT MATIiRIAL CLA59 Y OR VL F09 FOUNDATION CONOITIONIIb ENCAPSULATE
36"
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
0"
3.4
FOR PIPE OECD
Lra1. LEAVE 8ECPIM DIRELTLY BENEATH Pi PE WITH TYPE 2 GEDRIXTILE Aa DIRECTED aY THE ENGINEER. SHEET 2 OF 3 • FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE SHEET OF SHEET 7 OF SHEET 3 OF
ImICdPACTED AS PIPE SERTIN0, AND 11ACeFILL SILL t' MINIMUM COVER FOR ALL SIDE DRAIN PIPE 'SEE SHEET 3
ACCOLPLIEH COMPACTION. 30D . 0 1 TO THE BOTTOM OF THE PAVEMENT STRUCTURE 300.0 1 838.0 1 838.0 1
IN I�CORRIVIGE WITH THE STANDARD SPECIFICATIONS
Y NOTES: USE CLASS "B" CONCRIETE WEwumom". Z Z Z Z
4 112"ALR. 4 4 GENERAL NOTES: ❑
PROCEDE ALL CATCH ERSTM OYER 8 e IN DEPTH 7OR STEP, 12" H H H Hto
ON CE1IT'ER. USE STEPS M1ICH COMPLY WITH STD. aRM]Ne DOD.M• F � AF'1
•r ` F � 2" 11P.�P XGIJES GEIIEAAL ROTES: F Y Y Ma17M JOINTS 32" +!- 1'S" THICK, F Y
OPTIONAL CONSTRUCTION - MONOLITHI0 POOR 2" KEYMAY, OH e4 RAR DO%CLS AT d F d F Y'-� Lmr CLASS "R" CONCRETE THRd10HOUT. d F ~� USE CLASS "8" CONCRETE THROUGHOUT, d F
12" CENTERS AS DIRECTS? BY THIS E"]West- 2W U Z Pr U HR1mrIDE ALL O11DP xNLL7S OYER 3'-s" [N DEPTH WITH SPEP$ s2" Z DC U USE FORMS FOR COIBTRUCTION OF THE BOTTOM BLAS. 2 2 U
eaE PDflY6 FOR THE CONSTRUCTION OF THE BOTiOY BLAB. '-' 4 - " 4 0' ON CtWMA. USE STEPS WICH COMPLY WITH SILL- CRANING $40.88- iH 4 V' fy 4 0
IF REINFORCED OONORETE PIPE 18 SET IN BOTTOM DLAB OF SOX, ADD TO SLAB LL J N ~ 2 Y to =D LL -J, H -•H Z" I U- J H•H Z USE N4 BAR DOWELS AT 72" CENTERS, LL �H-•H 2
p 0 S ■ p 0 S I pPTIONA4 CONSTRUCTION NOHXILTTXTC POUR E" MI•gAY OR N BAR O0.11LER.6 A7 0 0 2 p 0-j 2
W (� X P Y
AS BIHOaN ON sro. H0. a4D.OD. -• } ±� - 3"X14" THICK .. 12' cENrERa AS Oi,eCTPD BY THE EHIGFNEER.. _ X - DEDUCT FOR IPEIS} FROM TOTAL OU. MOS. OF BRICK NASWaI . _
W LL = ° 6 OUND OR SQUARE W LL = X X W d LL - - I - - - PROVIDE ALL CATCH ,ASIX$ OVER 3'•9" IN DEPTH WITH STEPS .6 W S LL =
POR S` -D' IN XlIOHT OR LE98 LM! e" mDALLS AND BOTTOM BLAB. 9YEW F 4 F 4 UDE FORM FOR THE OOHDTRUGTION OF THE $DTTaM DL49. H 4 F (] 4
6'-0" TD 7P'-0" IN NEIr91T DBF 6" (FALLS NIP COTTON SLAB. PQUUBL d �' � UT HASHER U' f [D ON CENTER, USE STEPS MICH COMPLY WITH STD. ORAWI NO 840.68. �
h - SF REINFUMCED D. NO, E PIPE I$ SET IX BOTfUM SMAS OF- BOx, APG Tp $LAB �• r d
X , X OOMTITIE9 ACCORDINGLY. F ~ 2O W L1 F 21- 2 W I AS SNPNN ON $N. XD. 640. W. DO = F- W - _ ACBE BRIM OR CONCRETE THE SMOCK TIHICH COMPLIES WITH THE REOUIREYENTS F = LL Z w
- - - CDII6TTMICT FITH P1 PE CAOM15 Y4TCNINO. LL J 2 - HEX NUT' '� F LL O J - - -- - - - - DO F LL OF SECTION 890 OF THE STANDARD SPED CF FCATIONS. F LL p
R Ir H 12" Ot p'••' d COPI$TRrICT WITH PIPE GRAN$ WTGTMSH It H -r
0 L7 TA 72" O in I 0 0 fn f IF REINFORCED CONCRETE PIPE IS SET IN SOl°7OM SLAB OF BOX, ADD TO SLAB O in
]NBTALL 2" WEEPHOLES AB OIAECTED BY THE ENGINEER. Z w Z w I SEE STANDARD ORMIACI 840.2E FOR ATTACHMENT OF FRAIE9 AND GRATES NOT 9INMmr. Z x••R AS SHOWN ON STU. XO. 840,00, Z
INSTALL STONE OWNS, OF A MINIMUM of 1 CIAIC FOOT OF NO. Tax STONE IN A r } r } INSTALL 2" 1MJEPHDLE8 A9 DIRECTED BY THE EIADINEEA- r } }
1-+ f -H H FOR 8'-0' IN HEIGHT OR LES8, USE S' SCULL. OVER SO"
IN HEIGHT, USE
m Pp1gU8 FARPoIC RAG OR ANAP, AT EACH NEEP HOLE OR A8 DIRECTED NV THE ENGINEER, LU ❑ U., ❑ INSTALL STORE DRAINe, OF A MINIMUM OF 1 DURIC PWT OF NO. 7$11 STONE IN A d ❑ 12" MALL TO $`•0" FROM TOP OF MALL AND 8" WALL FOR THE REMAINING [ W O
CHMIFat ALL EXPOSED CONNERS 7". • DETAIL OF HANDLE ° p I POROUS FAEq IC PAn on 7a6AP, AT EACH WEEP HPLE bfl AS DLRECTED eY THE ENGINEER. ' w0 I W -O". OUANTIT£S TG BE ADJUSTED ACCORDINGLY.
- - - 0
DRAMINa NOT TO SCALE. ��aMEM CHAMFER ALL EXPOSED CORNERS 1". I
` - - W4,
- - W Y'� ' DRMIMa NOT TO WALE. Y` CONSTRUCT WITH RIPE Cm01NN8 MATCHING.
.
INCREASE THE DIZE OF THE D" DPEM[Xa TO s' MARE A9 OIRELEVA BY THE SEE STANDARD ORAMINC 840.25 FOR ATTACHMENT OF FRAMES AND GRATES.
ENOIMEER aY A170IMB 4" TO TWE CULL HIEaFR ABOVE THE HIP ELEVATION. ADJUST 182"OLA. PLIIIH
2" WEEP HOLES QUANTITIES ACCOADINOLY. 1 " m3 BAR$ "%" 1 " PLAN WITH CAPING flEYOYEP
00 NOT OSE BRICK MASONRY OAOP INLET IN LOCATIONS &bJECT TO
Y � LR. EQUALLY SPACED CLR. � WITH 09147E d FRAME REMOVED TRAFFIC'
PLAN F COUNTERSINK PART WHERE HANr7LE IS LOCATED 1" H CHAIAFER ALL EXPOSED CORNERS 1".
BRAWINO NOT TO SCALE.
IF REB P. a TOP SLAB AND ALLOW HW'a7LE TO MOVE VERTICALLY. ,� Cc 7.EE".
COPDN (IMMIENYALI
i0P $LPG S m P1 • YP m BRICK COPING(INCIDENTAL)
T P ELEVATION 04 LIAR I TOP ELEVATION PRECAST OR CASTINPLACE TOP SLAB O +l- TOP ELEVATION O � TOP ELEYAT[Of1 O
LITTER LINE LL LL - LL LL
___________� M. 840.18 FRAME W v �^A OT a
94 SM 2 '-TM'I g•. C7 F C'3 F- Fi GRATE 0 J CS
OPENING R"` I ^LL.. Z (1J F r 7" PIPE SLEEVE % 3' LONG. Z a W Z= W Z W L41
e ^ '� M#4 BAR
LL.r 94 BARO "Y" HANDLE 1" PIPE SLEEVE y Ha,, A 8" I"E tLL•H 1 g" A per,,
TOP ELEVATION D" a $"
A 1Yy" cLR. 1 1 CL PART SECTION H o- d W a- $" R a" N 0.
B" e• s I o 19 170 THRU COVER 9HOWINO HANDLE v 9C 4 x p
"'•"7 PIPE MALL ❑ -T ® It I I ❑ MU ❑ Ory
I "CLRU16. (THICKNE88 VARIES O = _ --FTC
O = CE I I ¢O I i` f�
iMIN.3 +T�- t"- 0: IS BARS "%^ I ' S.
I Z Lr TE �,\``/J/
' P4 BAR 2 F EQUALLY SPACED 4" x d W
F 112" CLR. F x M DOWEL F r _ F
SEE IgTI I fn C6 C4 #4 BAR fn IL C11 m SEE NOTE (SEE NOTE) MAX. PIPE THIS SIDE Y �- CV `,p 3• aH >- W LV
SECTION V -V
SEE NOTE O 0- ¢ (, r MAX. PIPs MIS 4To5 - +a" ®i '%
SECTION X - x- SECTION Y -Y PART SECTION Y -Y
x SECTION J( -I SECTION Y -Y L m r
1NI0lIINB DETAILS AT OPENING d W 0 d W SECTION X -X SECTION Y -Y d O d
© �] CJ L.i DIMENSIONS AND WAAMTIT3ES FOR ONOP INLETIBASED ON MEN, HE70HTy XI
YIN., DIMENSIONS AMD QUANTITIES FOR CONCRETE CATCH MAIN M%&W ON MIN, HEIGHT, H: 0: W 94 BARS "Y" „ W DIMENSIONS AND QUAtATITIES FOR DROP INLET(BA ED ON MIN. HEIGHT H yaE��
b¢" CLR. 112 CLR. D[wENSION6 OF BOX 8 PIPE CURIO MMD$ CUBIC YAROB OEx CTTdA6 FOR DOME L
E ALLY P. ED QIMEIM330NS OF BOX b PIPE
PIN'S A eI ! PIPE REINFORCING i NOT. CV. 196, CONC. TOTAL A BLAaIEB DEDUCTION DEL. pWWrE 16 8 AC LL" p1BIC YARGS DEIXICTION9 F011
PIPE P A DIN HEIGHT PMS - x PARS Y RAR, - z OTMd9MF18 IN ear RDN a aLAee ONE AIDE aOPFNIIIB T �' Y . 8" ii FIDE SPAN WIDTH NIH. NEIBHT. CONC. IN ROTC ONE PIPE RYPE $PM xI DTH YIN. XE3GXT CONCRETE BRICK MASONRY ONE PIPE_
12" 9A 2 H NO. LEMOTH'. NO LENGTH MO LENGTH F Q #3 $ X" x BOTTOM WALL PER *SAL M
M
rbP bus Fm• MEI1F*. I0 LMS M:DT. Im11U C. a. R -C. Ye. = a BOTTOM MALL PER , O A 8 N W4GN�1'! Fpl C.S. R.C.
-3" 1'•10" 4 3 -D S 4'•0" 2 4%0" 4'.$' 31•9" 0.181 0.271 0.250 27 1-045 0,415 0,032 0, we-- d G 0 A B H ELAN FT. M. Pd' •["'-- C.M. R.C. BLR6 FOOT HT. Neh" x
" 12^ 3'-O" 2'-0" 2'-D" 0.2aa 0.473 a.b22 0.020 0.092
18 8 •8 2' 9" 2' I" 4 8 -D 6 +'-0' 2 4'-9" 4' 6" S 3" O. Y61 0.271 6.250 27 1.1DB 0-028 O.Oa6 0.046 #1 AleMC L 12" 3'-O" 2'-O" •0 0.222 0.222 O. SYB 0.015 O.O2B
18 4 - -0 2'�S" 2',A' S 2'•e" 7 4'.S" 2 V.9" 5'-0- 3'-@- 0.228 0.340 0.204 35 1.379 0.033 0.049 01053 DORM 15" 2'•3" 0.268 D.313 0.$00 mil 0.047
a a o.D3$
N" 4' 0" 2' B 2.10 5 3'-6" T 4' S" 2 4'-9' 5` O• 3'•S" 0.228 0,340 0,264 38 1.621 0.059 0.095 0.053 75 O.D48 D p.-9 18" 2'` 8" 0.266 D.313 0.575 0.044 0.085
�y 2 - 0.708
9D" 4`•O" 9' e" G•a' 5 4'-a'" a 4' 9" 2 4'. SECTION W -W 18"' D 0.033 o.Ga9 +-p^ 0.28$ 0.919 0.885 0.078 O. uta
9" 5'D" d'•e" D. 276 8,417 0.916 49 1.a1P B.B9Z 0.127 0.069 24 3 •9 0.$19
9e 4 •$ 4'-0" 9 ,a 5 4 . I, :o a' a" 2 W,3' 5-B 0 0.940 O, 51Q ❑.952 S1 4.390 0.199 0.179 0.0.5P 0.059 D.D66
SHEET 1 DF 2 SXEET 2 DF 2 $,O 3'-0" 8'-0" S -B 0,22@ 0. MM2 0.925 0.09$ 0.127 SHEET 7 OF 1 00" 3'-O" 2'•0" a"$" 0.2SB 0.313 O.BP7 0.122 6.170 SHEET 1 OF 1
42 a'P" 4'•6" 4-4 5 63 12 W-9- 2 51•9" O' -D" B -S 0.407 0.811 0.359 64 2.914 CAW 0°248 0.OD6 /� /'L
48" 5%0" 5'-U" 4', 10 8 5'-9' 73-9--9-2 5'-9" YA" e'•D" 0,444 Tess 0°467 6R 3,293 0.235 0,317 0.086 BOD - 04 840.04 SOV • 14 840.15
1 "' DEPRESSION
1" -74tH 1,_7 r,
iy
G -G
2'_31("
SECTION H- H
DIM MSIONNS ANO CONCRETE QUANTITIES
3' - B"
F�
I
-I
E E
- i# "
`_ -_-1---- --�
ry I
I
I
F+
PLAN OF FRAME
CAST IRON
1 rr. 1 rr
'2r -3A"
-ry
�.--I J_
-
23r+ _
2, 1 rr n1 iA
SECTION F - F
O ❑
° THREADED
ANCHOR ANCHOR ANCHOR
GRATE AND FRAIlk
ME GRATE AND FRAME GRATE AND FRAME 1" DIA.
1'rLU
BIL
APPROVED
CONCRETE EPDXY
RICK WALL
SONRY WALL PRECAST
ALL CONCRETE
WALL
BRICK MASONRY CONCRETE PRECAST CONCRETE
CONSTRUCTION CONSTRUCTION CONSTRUCTION
DETAIL SHOWING ANCHORAGE OF
TRIUNE FOR GRATED DROP INLET
NOTE: PRECAST
CONSTRUCT GRATED DROP INLET TO COINCIDE WITH NORMAL CONCRETE
OR SUPERELEVATED SHOULDER OR PAVEMENT SLOPE. CONSTRUCTION
CONCRETE
CONSTRUCTION
- '3''
rR BRICK MASONRY
DIA.
4HOrrCONSTRUCTION
DIA.NNO?i2^
Lo 17
I �y I DIA, DIA.
r
rFOR
�+2
1$ r: Ir i D" I
MASONRY ANCHOR CONCRETE ANCHOR PRECAST FRAME AND GRATE INSTALLATION
3,g" DIA, BOLT WITH PLATE" DIA. BENT BAR CONCRETE ANCHOR FOR NORMAL CROWN AND
r SUPERELEVATED SECTIONS
' DIA. BENT BAR
USING CONCRETE PIPE
3,. •S" BARS 6 11" CTS. 3"
#a BAR
-
r
o
°P . 1 1
' • DOWEL "C"
A
'
OPTIONAL NVkh LE
SEE GENERAL NOTES s '
FOR PLACEMENT AND
STEEL INFORMATION a"
$'-0" HDDK 2132" RADIUS
PLAN OF TOP SLAB „ "
Y BARS
D" "Y" OARS P 1114' CTS. D" BAR DIMENSIONS ARE OUT TO DUT"6"
-p
G 0,••'
x
m
m
' t2
LITTI ! ' L'6'+
Ir 0',8" N rr
INSET A
ALAN OF BOTTOM BLAB CONCRETE BLOCK
7: CONSTRUCT SECTION "8" OF THE PROPOSED WALL S" THICK,
AND SECTION "A" 12" THICK.
NOTE 2: IF PROPOSED STRUCTURE EXCEEDS 12'-0" VERTICAL HEIGHT A
DESIGN WILL BE REQUIRED FOR APPR=OVAL.
NOTE 3: USE SINGLE EXCEPT DOUBLETMREISFEELING MAYS BEEU1ED' IN LIEU
OF HOOK BARS IN BASE SLAG.
A° A
7"
HOCK
FINISH GRADEJUST
1,-O"
m
"v4
/
w
a
N
o
$
COxGaETE BOTTOM SLAB
X
PLAN
(WITHOUT TOP)
HOLE 640,54
SFE STANFO
MANHOLE COVER a FRAME
CK MAY BE USED TO
FRNIE B COVER
SURFACE ELEVATION MAX. 1'
NCRETE TOP $LAB
RARE
PIPES SHOW
pSOEMEE INSET "A" PUR.POBE$ ONLY
GEE NOTE"
x
00 A - - -
-:
"Y"ly:R3 4 171d"
(WSECITHTOP)
�"� _
COMMON DIMENS:ONS111154
NGLE PIP
DOUBLE PIPE
O
H 8 G
T
,.
M L
m34
15"
3,_3" 1' 5" 2'-9"
2%,,
6"
0.7
2'-2" 7'-S"
1.0
18"
W-7" 1'=10" 3'-2"
21$"4"
4
1.0
2'-7" 8'•11"
1.3
24"
4'-2" 2'-1" 4'-0"
3"
0"
1.5
3'-5"
8
SD'
5'•0" 2`-e- 4'-7"
4% "
2"
2.3
4'•3" 13'-8"
3.1
36"
&'-B' 2'-S" 5' e" 474"
0"
3.4
W -O" 16'-0"
4,5
42"
S"-2" S' 1' 6%4"
514°
3'
_.. _ -..
4.5 6'•10" 18'•6"
B.0
12
30"
8
{"
6,0
21'
22
FOR PIPE OECD
Lra1. LEAVE 8ECPIM DIRELTLY BENEATH Pi PE WITH TYPE 2 GEDRIXTILE Aa DIRECTED aY THE ENGINEER. SHEET 2 OF 3 • FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE SHEET OF SHEET 7 OF SHEET 3 OF
ImICdPACTED AS PIPE SERTIN0, AND 11ACeFILL SILL t' MINIMUM COVER FOR ALL SIDE DRAIN PIPE 'SEE SHEET 3
ACCOLPLIEH COMPACTION. 30D . 0 1 TO THE BOTTOM OF THE PAVEMENT STRUCTURE 300.0 1 838.0 1 838.0 1
IN I�CORRIVIGE WITH THE STANDARD SPECIFICATIONS
Y NOTES: USE CLASS "B" CONCRIETE WEwumom". Z Z Z Z
4 112"ALR. 4 4 GENERAL NOTES: ❑
PROCEDE ALL CATCH ERSTM OYER 8 e IN DEPTH 7OR STEP, 12" H H H Hto
ON CE1IT'ER. USE STEPS M1ICH COMPLY WITH STD. aRM]Ne DOD.M• F � AF'1
•r ` F � 2" 11P.�P XGIJES GEIIEAAL ROTES: F Y Y Ma17M JOINTS 32" +!- 1'S" THICK, F Y
OPTIONAL CONSTRUCTION - MONOLITHI0 POOR 2" KEYMAY, OH e4 RAR DO%CLS AT d F d F Y'-� Lmr CLASS "R" CONCRETE THRd10HOUT. d F ~� USE CLASS "8" CONCRETE THROUGHOUT, d F
12" CENTERS AS DIRECTS? BY THIS E"]West- 2W U Z Pr U HR1mrIDE ALL O11DP xNLL7S OYER 3'-s" [N DEPTH WITH SPEP$ s2" Z DC U USE FORMS FOR COIBTRUCTION OF THE BOTTOM BLAS. 2 2 U
eaE PDflY6 FOR THE CONSTRUCTION OF THE BOTiOY BLAB. '-' 4 - " 4 0' ON CtWMA. USE STEPS WICH COMPLY WITH SILL- CRANING $40.88- iH 4 V' fy 4 0
IF REINFORCED OONORETE PIPE 18 SET IN BOTTOM DLAB OF SOX, ADD TO SLAB LL J N ~ 2 Y to =D LL -J, H -•H Z" I U- J H•H Z USE N4 BAR DOWELS AT 72" CENTERS, LL �H-•H 2
p 0 S ■ p 0 S I pPTIONA4 CONSTRUCTION NOHXILTTXTC POUR E" MI•gAY OR N BAR O0.11LER.6 A7 0 0 2 p 0-j 2
W (� X P Y
AS BIHOaN ON sro. H0. a4D.OD. -• } ±� - 3"X14" THICK .. 12' cENrERa AS Oi,eCTPD BY THE EHIGFNEER.. _ X - DEDUCT FOR IPEIS} FROM TOTAL OU. MOS. OF BRICK NASWaI . _
W LL = ° 6 OUND OR SQUARE W LL = X X W d LL - - I - - - PROVIDE ALL CATCH ,ASIX$ OVER 3'•9" IN DEPTH WITH STEPS .6 W S LL =
POR S` -D' IN XlIOHT OR LE98 LM! e" mDALLS AND BOTTOM BLAB. 9YEW F 4 F 4 UDE FORM FOR THE OOHDTRUGTION OF THE $DTTaM DL49. H 4 F (] 4
6'-0" TD 7P'-0" IN NEIr91T DBF 6" (FALLS NIP COTTON SLAB. PQUUBL d �' � UT HASHER U' f [D ON CENTER, USE STEPS MICH COMPLY WITH STD. ORAWI NO 840.68. �
h - SF REINFUMCED D. NO, E PIPE I$ SET IX BOTfUM SMAS OF- BOx, APG Tp $LAB �• r d
X , X OOMTITIE9 ACCORDINGLY. F ~ 2O W L1 F 21- 2 W I AS SNPNN ON $N. XD. 640. W. DO = F- W - _ ACBE BRIM OR CONCRETE THE SMOCK TIHICH COMPLIES WITH THE REOUIREYENTS F = LL Z w
- - - CDII6TTMICT FITH P1 PE CAOM15 Y4TCNINO. LL J 2 - HEX NUT' '� F LL O J - - -- - - - - DO F LL OF SECTION 890 OF THE STANDARD SPED CF FCATIONS. F LL p
R Ir H 12" Ot p'••' d COPI$TRrICT WITH PIPE GRAN$ WTGTMSH It H -r
0 L7 TA 72" O in I 0 0 fn f IF REINFORCED CONCRETE PIPE IS SET IN SOl°7OM SLAB OF BOX, ADD TO SLAB O in
]NBTALL 2" WEEPHOLES AB OIAECTED BY THE ENGINEER. Z w Z w I SEE STANDARD ORMIACI 840.2E FOR ATTACHMENT OF FRAIE9 AND GRATES NOT 9INMmr. Z x••R AS SHOWN ON STU. XO. 840,00, Z
INSTALL STONE OWNS, OF A MINIMUM of 1 CIAIC FOOT OF NO. Tax STONE IN A r } r } INSTALL 2" 1MJEPHDLE8 A9 DIRECTED BY THE EIADINEEA- r } }
1-+ f -H H FOR 8'-0' IN HEIGHT OR LES8, USE S' SCULL. OVER SO"
IN HEIGHT, USE
m Pp1gU8 FARPoIC RAG OR ANAP, AT EACH NEEP HOLE OR A8 DIRECTED NV THE ENGINEER, LU ❑ U., ❑ INSTALL STORE DRAINe, OF A MINIMUM OF 1 DURIC PWT OF NO. 7$11 STONE IN A d ❑ 12" MALL TO $`•0" FROM TOP OF MALL AND 8" WALL FOR THE REMAINING [ W O
CHMIFat ALL EXPOSED CONNERS 7". • DETAIL OF HANDLE ° p I POROUS FAEq IC PAn on 7a6AP, AT EACH WEEP HPLE bfl AS DLRECTED eY THE ENGINEER. ' w0 I W -O". OUANTIT£S TG BE ADJUSTED ACCORDINGLY.
- - - 0
DRAMINa NOT TO SCALE. ��aMEM CHAMFER ALL EXPOSED CORNERS 1". I
` - - W4,
- - W Y'� ' DRMIMa NOT TO WALE. Y` CONSTRUCT WITH RIPE Cm01NN8 MATCHING.
.
INCREASE THE DIZE OF THE D" DPEM[Xa TO s' MARE A9 OIRELEVA BY THE SEE STANDARD ORAMINC 840.25 FOR ATTACHMENT OF FRAMES AND GRATES.
ENOIMEER aY A170IMB 4" TO TWE CULL HIEaFR ABOVE THE HIP ELEVATION. ADJUST 182"OLA. PLIIIH
2" WEEP HOLES QUANTITIES ACCOADINOLY. 1 " m3 BAR$ "%" 1 " PLAN WITH CAPING flEYOYEP
00 NOT OSE BRICK MASONRY OAOP INLET IN LOCATIONS &bJECT TO
Y � LR. EQUALLY SPACED CLR. � WITH 09147E d FRAME REMOVED TRAFFIC'
PLAN F COUNTERSINK PART WHERE HANr7LE IS LOCATED 1" H CHAIAFER ALL EXPOSED CORNERS 1".
BRAWINO NOT TO SCALE.
IF REB P. a TOP SLAB AND ALLOW HW'a7LE TO MOVE VERTICALLY. ,� Cc 7.EE".
COPDN (IMMIENYALI
i0P $LPG S m P1 • YP m BRICK COPING(INCIDENTAL)
T P ELEVATION 04 LIAR I TOP ELEVATION PRECAST OR CASTINPLACE TOP SLAB O +l- TOP ELEVATION O � TOP ELEYAT[Of1 O
LITTER LINE LL LL - LL LL
___________� M. 840.18 FRAME W v �^A OT a
94 SM 2 '-TM'I g•. C7 F C'3 F- Fi GRATE 0 J CS
OPENING R"` I ^LL.. Z (1J F r 7" PIPE SLEEVE % 3' LONG. Z a W Z= W Z W L41
e ^ '� M#4 BAR
LL.r 94 BARO "Y" HANDLE 1" PIPE SLEEVE y Ha,, A 8" I"E tLL•H 1 g" A per,,
TOP ELEVATION D" a $"
A 1Yy" cLR. 1 1 CL PART SECTION H o- d W a- $" R a" N 0.
B" e• s I o 19 170 THRU COVER 9HOWINO HANDLE v 9C 4 x p
"'•"7 PIPE MALL ❑ -T ® It I I ❑ MU ❑ Ory
I "CLRU16. (THICKNE88 VARIES O = _ --FTC
O = CE I I ¢O I i` f�
iMIN.3 +T�- t"- 0: IS BARS "%^ I ' S.
I Z Lr TE �,\``/J/
' P4 BAR 2 F EQUALLY SPACED 4" x d W
F 112" CLR. F x M DOWEL F r _ F
SEE IgTI I fn C6 C4 #4 BAR fn IL C11 m SEE NOTE (SEE NOTE) MAX. PIPE THIS SIDE Y �- CV `,p 3• aH >- W LV
SECTION V -V
SEE NOTE O 0- ¢ (, r MAX. PIPs MIS 4To5 - +a" ®i '%
SECTION X - x- SECTION Y -Y PART SECTION Y -Y
x SECTION J( -I SECTION Y -Y L m r
1NI0lIINB DETAILS AT OPENING d W 0 d W SECTION X -X SECTION Y -Y d O d
© �] CJ L.i DIMENSIONS AND WAAMTIT3ES FOR ONOP INLETIBASED ON MEN, HE70HTy XI
YIN., DIMENSIONS AMD QUANTITIES FOR CONCRETE CATCH MAIN M%&W ON MIN, HEIGHT, H: 0: W 94 BARS "Y" „ W DIMENSIONS AND QUAtATITIES FOR DROP INLET(BA ED ON MIN. HEIGHT H yaE��
b¢" CLR. 112 CLR. D[wENSION6 OF BOX 8 PIPE CURIO MMD$ CUBIC YAROB OEx CTTdA6 FOR DOME L
E ALLY P. ED QIMEIM330NS OF BOX b PIPE
PIN'S A eI ! PIPE REINFORCING i NOT. CV. 196, CONC. TOTAL A BLAaIEB DEDUCTION DEL. pWWrE 16 8 AC LL" p1BIC YARGS DEIXICTION9 F011
PIPE P A DIN HEIGHT PMS - x PARS Y RAR, - z OTMd9MF18 IN ear RDN a aLAee ONE AIDE aOPFNIIIB T �' Y . 8" ii FIDE SPAN WIDTH NIH. NEIBHT. CONC. IN ROTC ONE PIPE RYPE $PM xI DTH YIN. XE3GXT CONCRETE BRICK MASONRY ONE PIPE_
12" 9A 2 H NO. LEMOTH'. NO LENGTH MO LENGTH F Q #3 $ X" x BOTTOM WALL PER *SAL M
M
rbP bus Fm• MEI1F*. I0 LMS M:DT. Im11U C. a. R -C. Ye. = a BOTTOM MALL PER , O A 8 N W4GN�1'! Fpl C.S. R.C.
-3" 1'•10" 4 3 -D S 4'•0" 2 4%0" 4'.$' 31•9" 0.181 0.271 0.250 27 1-045 0,415 0,032 0, we-- d G 0 A B H ELAN FT. M. Pd' •["'-- C.M. R.C. BLR6 FOOT HT. Neh" x
" 12^ 3'-O" 2'-0" 2'-D" 0.2aa 0.473 a.b22 0.020 0.092
18 8 •8 2' 9" 2' I" 4 8 -D 6 +'-0' 2 4'-9" 4' 6" S 3" O. Y61 0.271 6.250 27 1.1DB 0-028 O.Oa6 0.046 #1 AleMC L 12" 3'-O" 2'-O" •0 0.222 0.222 O. SYB 0.015 O.O2B
18 4 - -0 2'�S" 2',A' S 2'•e" 7 4'.S" 2 V.9" 5'-0- 3'-@- 0.228 0.340 0.204 35 1.379 0.033 0.049 01053 DORM 15" 2'•3" 0.268 D.313 0.$00 mil 0.047
a a o.D3$
N" 4' 0" 2' B 2.10 5 3'-6" T 4' S" 2 4'-9' 5` O• 3'•S" 0.228 0,340 0,264 38 1.621 0.059 0.095 0.053 75 O.D48 D p.-9 18" 2'` 8" 0.266 D.313 0.575 0.044 0.085
�y 2 - 0.708
9D" 4`•O" 9' e" G•a' 5 4'-a'" a 4' 9" 2 4'. SECTION W -W 18"' D 0.033 o.Ga9 +-p^ 0.28$ 0.919 0.885 0.078 O. uta
9" 5'D" d'•e" D. 276 8,417 0.916 49 1.a1P B.B9Z 0.127 0.069 24 3 •9 0.$19
9e 4 •$ 4'-0" 9 ,a 5 4 . I, :o a' a" 2 W,3' 5-B 0 0.940 O, 51Q ❑.952 S1 4.390 0.199 0.179 0.0.5P 0.059 D.D66
SHEET 1 DF 2 SXEET 2 DF 2 $,O 3'-0" 8'-0" S -B 0,22@ 0. MM2 0.925 0.09$ 0.127 SHEET 7 OF 1 00" 3'-O" 2'•0" a"$" 0.2SB 0.313 O.BP7 0.122 6.170 SHEET 1 OF 1
42 a'P" 4'•6" 4-4 5 63 12 W-9- 2 51•9" O' -D" B -S 0.407 0.811 0.359 64 2.914 CAW 0°248 0.OD6 /� /'L
48" 5%0" 5'-U" 4', 10 8 5'-9' 73-9--9-2 5'-9" YA" e'•D" 0,444 Tess 0°467 6R 3,293 0.235 0,317 0.086 BOD - 04 840.04 SOV • 14 840.15
1 "' DEPRESSION
1" -74tH 1,_7 r,
iy
G -G
2'_31("
SECTION H- H
O ❑
3' - B"
F�
I
-I
E E
- i# "
`_ -_-1---- --�
ry I
I
I
F+
PLAN OF FRAME
CAST IRON
1 rr. 1 rr
'2r -3A"
-ry
�.--I J_
-
23r+ _
2, 1 rr n1 iA
SECTION F - F
O ❑
° THREADED
ANCHOR ANCHOR ANCHOR
GRATE AND FRAIlk
ME GRATE AND FRAME GRATE AND FRAME 1" DIA.
1'rLU
BIL
APPROVED
CONCRETE EPDXY
RICK WALL
SONRY WALL PRECAST
ALL CONCRETE
WALL
BRICK MASONRY CONCRETE PRECAST CONCRETE
CONSTRUCTION CONSTRUCTION CONSTRUCTION
DETAIL SHOWING ANCHORAGE OF
TRIUNE FOR GRATED DROP INLET
NOTE: PRECAST
CONSTRUCT GRATED DROP INLET TO COINCIDE WITH NORMAL CONCRETE
OR SUPERELEVATED SHOULDER OR PAVEMENT SLOPE. CONSTRUCTION
CONCRETE
CONSTRUCTION
- '3''
rR BRICK MASONRY
DIA.
4HOrrCONSTRUCTION
DIA.NNO?i2^
Lo 17
I �y I DIA, DIA.
r
rFOR
�+2
1$ r: Ir i D" I
MASONRY ANCHOR CONCRETE ANCHOR PRECAST FRAME AND GRATE INSTALLATION
3,g" DIA, BOLT WITH PLATE" DIA. BENT BAR CONCRETE ANCHOR FOR NORMAL CROWN AND
r SUPERELEVATED SECTIONS
' DIA. BENT BAR
p y>'"
d
a oc ci
rc [7
ULJ0H-H
0011
O
¢4�c�4�
hx r
y�ty W
o O VI �
Z •�
wo
O
3,. •S" BARS 6 11" CTS. 3"
#a BAR
-
r
o
°P . 1 1
' • DOWEL "C"
A
'
OPTIONAL NVkh LE
SEE GENERAL NOTES s '
FOR PLACEMENT AND
STEEL INFORMATION a"
$'-0" HDDK 2132" RADIUS
PLAN OF TOP SLAB „ "
Y BARS
D" "Y" OARS P 1114' CTS. D" BAR DIMENSIONS ARE OUT TO DUT"6"
-p
G 0,••'
x
m
m
' t2
LITTI ! ' L'6'+
Ir 0',8" N rr
INSET A
ALAN OF BOTTOM BLAB CONCRETE BLOCK
7: CONSTRUCT SECTION "8" OF THE PROPOSED WALL S" THICK,
AND SECTION "A" 12" THICK.
NOTE 2: IF PROPOSED STRUCTURE EXCEEDS 12'-0" VERTICAL HEIGHT A
DESIGN WILL BE REQUIRED FOR APPR=OVAL.
NOTE 3: USE SINGLE EXCEPT DOUBLETMREISFEELING MAYS BEEU1ED' IN LIEU
OF HOOK BARS IN BASE SLAG.
A° A
7"
HOCK
FINISH GRADEJUST
1,-O"
m
"v4
/
w
a
N
o
$
COxGaETE BOTTOM SLAB
X
PLAN
(WITHOUT TOP)
HOLE 640,54
SFE STANFO
MANHOLE COVER a FRAME
CK MAY BE USED TO
FRNIE B COVER
SURFACE ELEVATION MAX. 1'
NCRETE TOP $LAB
RARE
PIPES SHOW
pSOEMEE INSET "A" PUR.POBE$ ONLY
GEE NOTE"
x
00 A - - -
-:
"Y"ly:R3 4 171d"
(WSECITHTOP)
�"� _
GENERAL NOTES:
USE STANDARD OR JUMBO BRICK FOR WALL CONSTRUCTION. SOLID
CONCRETE BRICK OR BLOCK ARE OPTIONAL WALL CONSTRUCTION MATERIAL
INCLUCE ALL AEkJU$TMENT3 TO WALL$ SLABS 4R REINFDRCINp MATERIAL
IN THE UNIT PRICE BID FOR F_ACH UNIT.
INSTALL OPTIONAL MANHOLE IN POSITION AS DIRECTED BY THE ENGINEER.
CUT OR SEND ALL REBAR CROSSING THIS OPENING TO ALLCW 2" MINIMUM
CONCRETE COVERAGE. ENCLOSE THE OPENING WITH B "A" BARS TIED TO
TO THE REBAR MAT AND SET 80 A MINIMUM OF 3" CONCRETE COVER IS
ATTAINED. REFERENCE STD. N0. 84Q.54 FOR MANHOLE INFORMATION.
PROVIDE JUNCTION BOXES WITH MAHNOLES OVER 3'-G" IN DEPTH WITH
STEPS PLACED ON 12" CENTERS. REFERENCE STD. NO. 840.66.
SPACE DOWEL "C" BARS AT A MAXIMUM OF 12" CENTERS.
MAXIMUM DEPTH OF THIS UNIT AS SHOWN IS 12'.
CONSTRUCT THE JUNCTION BOX IN ACCORDANCE WITH
SECTIONS Baa, 832, 834 AND 840 OF THE STANDARD SPECIFICATIONS,
_
_
po
4 d
F
Hy LD
LLJ4H••H
oOa22
wNLL
�c34r�s
U
y LLRZ0•Iw
)
0 CCO
z '>
wo
C7SECTION
CE
a�
W
F
CJ VJ
UL W U
[D Z
z 0
t7
d 1L 1,
O = U
❑ O W
W LL CL
F
F W
>I
¢Sp
(] �y
d
3V1
m
2
aQ T-
N.
a at
m w
1I 0
OLL z
Q
CS Fi ❑
F x
v d
Cy
q
❑ M
4 = a.
CL
r m 3
¢
Fri w
rn
d ~
ISL
p
F LL
0
SHEET 1 DF 2840.25
0
FOR PIPE OECD
Lra1. LEAVE 8ECPIM DIRELTLY BENEATH Pi PE WITH TYPE 2 GEDRIXTILE Aa DIRECTED aY THE ENGINEER. SHEET 2 OF 3 • FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE SHEET OF SHEET 7 OF SHEET 3 OF
ImICdPACTED AS PIPE SERTIN0, AND 11ACeFILL SILL t' MINIMUM COVER FOR ALL SIDE DRAIN PIPE 'SEE SHEET 3
ACCOLPLIEH COMPACTION. 30D . 0 1 TO THE BOTTOM OF THE PAVEMENT STRUCTURE 300.0 1 838.0 1 838.0 1
IN I�CORRIVIGE WITH THE STANDARD SPECIFICATIONS
Y NOTES: USE CLASS "B" CONCRIETE WEwumom". Z Z Z Z
4 112"ALR. 4 4 GENERAL NOTES: ❑
PROCEDE ALL CATCH ERSTM OYER 8 e IN DEPTH 7OR STEP, 12" H H H Hto
ON CE1IT'ER. USE STEPS M1ICH COMPLY WITH STD. aRM]Ne DOD.M• F � AF'1
•r ` F � 2" 11P.�P XGIJES GEIIEAAL ROTES: F Y Y Ma17M JOINTS 32" +!- 1'S" THICK, F Y
OPTIONAL CONSTRUCTION - MONOLITHI0 POOR 2" KEYMAY, OH e4 RAR DO%CLS AT d F d F Y'-� Lmr CLASS "R" CONCRETE THRd10HOUT. d F ~� USE CLASS "8" CONCRETE THROUGHOUT, d F
12" CENTERS AS DIRECTS? BY THIS E"]West- 2W U Z Pr U HR1mrIDE ALL O11DP xNLL7S OYER 3'-s" [N DEPTH WITH SPEP$ s2" Z DC U USE FORMS FOR COIBTRUCTION OF THE BOTTOM BLAS. 2 2 U
eaE PDflY6 FOR THE CONSTRUCTION OF THE BOTiOY BLAB. '-' 4 - " 4 0' ON CtWMA. USE STEPS WICH COMPLY WITH SILL- CRANING $40.88- iH 4 V' fy 4 0
IF REINFORCED OONORETE PIPE 18 SET IN BOTTOM DLAB OF SOX, ADD TO SLAB LL J N ~ 2 Y to =D LL -J, H -•H Z" I U- J H•H Z USE N4 BAR DOWELS AT 72" CENTERS, LL �H-•H 2
p 0 S ■ p 0 S I pPTIONA4 CONSTRUCTION NOHXILTTXTC POUR E" MI•gAY OR N BAR O0.11LER.6 A7 0 0 2 p 0-j 2
W (� X P Y
AS BIHOaN ON sro. H0. a4D.OD. -• } ±� - 3"X14" THICK .. 12' cENrERa AS Oi,eCTPD BY THE EHIGFNEER.. _ X - DEDUCT FOR IPEIS} FROM TOTAL OU. MOS. OF BRICK NASWaI . _
W LL = ° 6 OUND OR SQUARE W LL = X X W d LL - - I - - - PROVIDE ALL CATCH ,ASIX$ OVER 3'•9" IN DEPTH WITH STEPS .6 W S LL =
POR S` -D' IN XlIOHT OR LE98 LM! e" mDALLS AND BOTTOM BLAB. 9YEW F 4 F 4 UDE FORM FOR THE OOHDTRUGTION OF THE $DTTaM DL49. H 4 F (] 4
6'-0" TD 7P'-0" IN NEIr91T DBF 6" (FALLS NIP COTTON SLAB. PQUUBL d �' � UT HASHER U' f [D ON CENTER, USE STEPS MICH COMPLY WITH STD. ORAWI NO 840.68. �
h - SF REINFUMCED D. NO, E PIPE I$ SET IX BOTfUM SMAS OF- BOx, APG Tp $LAB �• r d
X , X OOMTITIE9 ACCORDINGLY. F ~ 2O W L1 F 21- 2 W I AS SNPNN ON $N. XD. 640. W. DO = F- W - _ ACBE BRIM OR CONCRETE THE SMOCK TIHICH COMPLIES WITH THE REOUIREYENTS F = LL Z w
- - - CDII6TTMICT FITH P1 PE CAOM15 Y4TCNINO. LL J 2 - HEX NUT' '� F LL O J - - -- - - - - DO F LL OF SECTION 890 OF THE STANDARD SPED CF FCATIONS. F LL p
R Ir H 12" Ot p'••' d COPI$TRrICT WITH PIPE GRAN$ WTGTMSH It H -r
0 L7 TA 72" O in I 0 0 fn f IF REINFORCED CONCRETE PIPE IS SET IN SOl°7OM SLAB OF BOX, ADD TO SLAB O in
]NBTALL 2" WEEPHOLES AB OIAECTED BY THE ENGINEER. Z w Z w I SEE STANDARD ORMIACI 840.2E FOR ATTACHMENT OF FRAIE9 AND GRATES NOT 9INMmr. Z x••R AS SHOWN ON STU. XO. 840,00, Z
INSTALL STONE OWNS, OF A MINIMUM of 1 CIAIC FOOT OF NO. Tax STONE IN A r } r } INSTALL 2" 1MJEPHDLE8 A9 DIRECTED BY THE EIADINEEA- r } }
1-+ f -H H FOR 8'-0' IN HEIGHT OR LES8, USE S' SCULL. OVER SO"
IN HEIGHT, USE
m Pp1gU8 FARPoIC RAG OR ANAP, AT EACH NEEP HOLE OR A8 DIRECTED NV THE ENGINEER, LU ❑ U., ❑ INSTALL STORE DRAINe, OF A MINIMUM OF 1 DURIC PWT OF NO. 7$11 STONE IN A d ❑ 12" MALL TO $`•0" FROM TOP OF MALL AND 8" WALL FOR THE REMAINING [ W O
CHMIFat ALL EXPOSED CONNERS 7". • DETAIL OF HANDLE ° p I POROUS FAEq IC PAn on 7a6AP, AT EACH WEEP HPLE bfl AS DLRECTED eY THE ENGINEER. ' w0 I W -O". OUANTIT£S TG BE ADJUSTED ACCORDINGLY.
- - - 0
DRAMINa NOT TO SCALE. ��aMEM CHAMFER ALL EXPOSED CORNERS 1". I
` - - W4,
- - W Y'� ' DRMIMa NOT TO WALE. Y` CONSTRUCT WITH RIPE Cm01NN8 MATCHING.
.
INCREASE THE DIZE OF THE D" DPEM[Xa TO s' MARE A9 OIRELEVA BY THE SEE STANDARD ORAMINC 840.25 FOR ATTACHMENT OF FRAMES AND GRATES.
ENOIMEER aY A170IMB 4" TO TWE CULL HIEaFR ABOVE THE HIP ELEVATION. ADJUST 182"OLA. PLIIIH
2" WEEP HOLES QUANTITIES ACCOADINOLY. 1 " m3 BAR$ "%" 1 " PLAN WITH CAPING flEYOYEP
00 NOT OSE BRICK MASONRY OAOP INLET IN LOCATIONS &bJECT TO
Y � LR. EQUALLY SPACED CLR. � WITH 09147E d FRAME REMOVED TRAFFIC'
PLAN F COUNTERSINK PART WHERE HANr7LE IS LOCATED 1" H CHAIAFER ALL EXPOSED CORNERS 1".
BRAWINO NOT TO SCALE.
IF REB P. a TOP SLAB AND ALLOW HW'a7LE TO MOVE VERTICALLY. ,� Cc 7.EE".
COPDN (IMMIENYALI
i0P $LPG S m P1 • YP m BRICK COPING(INCIDENTAL)
T P ELEVATION 04 LIAR I TOP ELEVATION PRECAST OR CASTINPLACE TOP SLAB O +l- TOP ELEVATION O � TOP ELEYAT[Of1 O
LITTER LINE LL LL - LL LL
___________� M. 840.18 FRAME W v �^A OT a
94 SM 2 '-TM'I g•. C7 F C'3 F- Fi GRATE 0 J CS
OPENING R"` I ^LL.. Z (1J F r 7" PIPE SLEEVE % 3' LONG. Z a W Z= W Z W L41
e ^ '� M#4 BAR
LL.r 94 BARO "Y" HANDLE 1" PIPE SLEEVE y Ha,, A 8" I"E tLL•H 1 g" A per,,
TOP ELEVATION D" a $"
A 1Yy" cLR. 1 1 CL PART SECTION H o- d W a- $" R a" N 0.
B" e• s I o 19 170 THRU COVER 9HOWINO HANDLE v 9C 4 x p
"'•"7 PIPE MALL ❑ -T ® It I I ❑ MU ❑ Ory
I "CLRU16. (THICKNE88 VARIES O = _ --FTC
O = CE I I ¢O I i` f�
iMIN.3 +T�- t"- 0: IS BARS "%^ I ' S.
I Z Lr TE �,\``/J/
' P4 BAR 2 F EQUALLY SPACED 4" x d W
F 112" CLR. F x M DOWEL F r _ F
SEE IgTI I fn C6 C4 #4 BAR fn IL C11 m SEE NOTE (SEE NOTE) MAX. PIPE THIS SIDE Y �- CV `,p 3• aH >- W LV
SECTION V -V
SEE NOTE O 0- ¢ (, r MAX. PIPs MIS 4To5 - +a" ®i '%
SECTION X - x- SECTION Y -Y PART SECTION Y -Y
x SECTION J( -I SECTION Y -Y L m r
1NI0lIINB DETAILS AT OPENING d W 0 d W SECTION X -X SECTION Y -Y d O d
© �] CJ L.i DIMENSIONS AND WAAMTIT3ES FOR ONOP INLETIBASED ON MEN, HE70HTy XI
YIN., DIMENSIONS AMD QUANTITIES FOR CONCRETE CATCH MAIN M%&W ON MIN, HEIGHT, H: 0: W 94 BARS "Y" „ W DIMENSIONS AND QUAtATITIES FOR DROP INLET(BA ED ON MIN. HEIGHT H yaE��
b¢" CLR. 112 CLR. D[wENSION6 OF BOX 8 PIPE CURIO MMD$ CUBIC YAROB OEx CTTdA6 FOR DOME L
E ALLY P. ED QIMEIM330NS OF BOX b PIPE
PIN'S A eI ! PIPE REINFORCING i NOT. CV. 196, CONC. TOTAL A BLAaIEB DEDUCTION DEL. pWWrE 16 8 AC LL" p1BIC YARGS DEIXICTION9 F011
PIPE P A DIN HEIGHT PMS - x PARS Y RAR, - z OTMd9MF18 IN ear RDN a aLAee ONE AIDE aOPFNIIIB T �' Y . 8" ii FIDE SPAN WIDTH NIH. NEIBHT. CONC. IN ROTC ONE PIPE RYPE $PM xI DTH YIN. XE3GXT CONCRETE BRICK MASONRY ONE PIPE_
12" 9A 2 H NO. LEMOTH'. NO LENGTH MO LENGTH F Q #3 $ X" x BOTTOM WALL PER *SAL M
M
rbP bus Fm• MEI1F*. I0 LMS M:DT. Im11U C. a. R -C. Ye. = a BOTTOM MALL PER , O A 8 N W4GN�1'! Fpl C.S. R.C.
-3" 1'•10" 4 3 -D S 4'•0" 2 4%0" 4'.$' 31•9" 0.181 0.271 0.250 27 1-045 0,415 0,032 0, we-- d G 0 A B H ELAN FT. M. Pd' •["'-- C.M. R.C. BLR6 FOOT HT. Neh" x
" 12^ 3'-O" 2'-0" 2'-D" 0.2aa 0.473 a.b22 0.020 0.092
18 8 •8 2' 9" 2' I" 4 8 -D 6 +'-0' 2 4'-9" 4' 6" S 3" O. Y61 0.271 6.250 27 1.1DB 0-028 O.Oa6 0.046 #1 AleMC L 12" 3'-O" 2'-O" •0 0.222 0.222 O. SYB 0.015 O.O2B
18 4 - -0 2'�S" 2',A' S 2'•e" 7 4'.S" 2 V.9" 5'-0- 3'-@- 0.228 0.340 0.204 35 1.379 0.033 0.049 01053 DORM 15" 2'•3" 0.268 D.313 0.$00 mil 0.047
a a o.D3$
N" 4' 0" 2' B 2.10 5 3'-6" T 4' S" 2 4'-9' 5` O• 3'•S" 0.228 0,340 0,264 38 1.621 0.059 0.095 0.053 75 O.D48 D p.-9 18" 2'` 8" 0.266 D.313 0.575 0.044 0.085
�y 2 - 0.708
9D" 4`•O" 9' e" G•a' 5 4'-a'" a 4' 9" 2 4'. SECTION W -W 18"' D 0.033 o.Ga9 +-p^ 0.28$ 0.919 0.885 0.078 O. uta
9" 5'D" d'•e" D. 276 8,417 0.916 49 1.a1P B.B9Z 0.127 0.069 24 3 •9 0.$19
9e 4 •$ 4'-0" 9 ,a 5 4 . I, :o a' a" 2 W,3' 5-B 0 0.940 O, 51Q ❑.952 S1 4.390 0.199 0.179 0.0.5P 0.059 D.D66
SHEET 1 DF 2 SXEET 2 DF 2 $,O 3'-0" 8'-0" S -B 0,22@ 0. MM2 0.925 0.09$ 0.127 SHEET 7 OF 1 00" 3'-O" 2'•0" a"$" 0.2SB 0.313 O.BP7 0.122 6.170 SHEET 1 OF 1
42 a'P" 4'•6" 4-4 5 63 12 W-9- 2 51•9" O' -D" B -S 0.407 0.811 0.359 64 2.914 CAW 0°248 0.OD6 /� /'L
48" 5%0" 5'-U" 4', 10 8 5'-9' 73-9--9-2 5'-9" YA" e'•D" 0,444 Tess 0°467 6R 3,293 0.235 0,317 0.086 BOD - 04 840.04 SOV • 14 840.15
1 "' DEPRESSION
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ANCHOR ANCHOR ANCHOR
GRATE AND FRAIlk
ME GRATE AND FRAME GRATE AND FRAME 1" DIA.
1'rLU
BIL
APPROVED
CONCRETE EPDXY
RICK WALL
SONRY WALL PRECAST
ALL CONCRETE
WALL
BRICK MASONRY CONCRETE PRECAST CONCRETE
CONSTRUCTION CONSTRUCTION CONSTRUCTION
DETAIL SHOWING ANCHORAGE OF
TRIUNE FOR GRATED DROP INLET
NOTE: PRECAST
CONSTRUCT GRATED DROP INLET TO COINCIDE WITH NORMAL CONCRETE
OR SUPERELEVATED SHOULDER OR PAVEMENT SLOPE. CONSTRUCTION
CONCRETE
CONSTRUCTION
- '3''
rR BRICK MASONRY
DIA.
4HOrrCONSTRUCTION
DIA.NNO?i2^
Lo 17
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MASONRY ANCHOR CONCRETE ANCHOR PRECAST FRAME AND GRATE INSTALLATION
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r SUPERELEVATED SECTIONS
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A
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SEE GENERAL NOTES s '
FOR PLACEMENT AND
STEEL INFORMATION a"
$'-0" HDDK 2132" RADIUS
PLAN OF TOP SLAB „ "
Y BARS
D" "Y" OARS P 1114' CTS. D" BAR DIMENSIONS ARE OUT TO DUT"6"
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INSET A
ALAN OF BOTTOM BLAB CONCRETE BLOCK
7: CONSTRUCT SECTION "8" OF THE PROPOSED WALL S" THICK,
AND SECTION "A" 12" THICK.
NOTE 2: IF PROPOSED STRUCTURE EXCEEDS 12'-0" VERTICAL HEIGHT A
DESIGN WILL BE REQUIRED FOR APPR=OVAL.
NOTE 3: USE SINGLE EXCEPT DOUBLETMREISFEELING MAYS BEEU1ED' IN LIEU
OF HOOK BARS IN BASE SLAG.
A° A
7"
HOCK
FINISH GRADEJUST
1,-O"
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COxGaETE BOTTOM SLAB
X
PLAN
(WITHOUT TOP)
HOLE 640,54
SFE STANFO
MANHOLE COVER a FRAME
CK MAY BE USED TO
FRNIE B COVER
SURFACE ELEVATION MAX. 1'
NCRETE TOP $LAB
RARE
PIPES SHOW
pSOEMEE INSET "A" PUR.POBE$ ONLY
GEE NOTE"
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GENERAL NOTES:
USE STANDARD OR JUMBO BRICK FOR WALL CONSTRUCTION. SOLID
CONCRETE BRICK OR BLOCK ARE OPTIONAL WALL CONSTRUCTION MATERIAL
INCLUCE ALL AEkJU$TMENT3 TO WALL$ SLABS 4R REINFDRCINp MATERIAL
IN THE UNIT PRICE BID FOR F_ACH UNIT.
INSTALL OPTIONAL MANHOLE IN POSITION AS DIRECTED BY THE ENGINEER.
CUT OR SEND ALL REBAR CROSSING THIS OPENING TO ALLCW 2" MINIMUM
CONCRETE COVERAGE. ENCLOSE THE OPENING WITH B "A" BARS TIED TO
TO THE REBAR MAT AND SET 80 A MINIMUM OF 3" CONCRETE COVER IS
ATTAINED. REFERENCE STD. N0. 84Q.54 FOR MANHOLE INFORMATION.
PROVIDE JUNCTION BOXES WITH MAHNOLES OVER 3'-G" IN DEPTH WITH
STEPS PLACED ON 12" CENTERS. REFERENCE STD. NO. 840.66.
SPACE DOWEL "C" BARS AT A MAXIMUM OF 12" CENTERS.
MAXIMUM DEPTH OF THIS UNIT AS SHOWN IS 12'.
CONSTRUCT THE JUNCTION BOX IN ACCORDANCE WITH
SECTIONS Baa, 832, 834 AND 840 OF THE STANDARD SPECIFICATIONS,
BILL OF MATERIAL
A a Me 1° 2' 9,7B 14 I5 5'-8" 80.3
C 26 04 •e' 25,1
Y 14 NS 7.11 " 101.5
TESL wL MEI Hr 217.
CU. TOS. CLASS "AA" OONC• 2.0
W. YOB. 8R[CKjFT, XT. 6" 0,53
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SHEET 1 DF 2840.25
W�l
1840.341
RADIUS
JOINT FILLER JOINT SEALER
SHOWING EXPANSION JOINT
RADIUS
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PARTIAL LONGITUDINAL SECTIONS
OF PAVED ISLANDS
NOTE;
VARIABLE
400 $PIKE 9"
0 0 SLOPE
rX:r°' r'•tv[::'{•tv :;v3':,•yTrf:r,.i'°_.'r$ 2" RADI
BASE COURSEVAR
SURFACE COURSE 144' RADIUS
5" MONOLITHIC
CONCRETE ISLAND (SURFACE MOUNTED]
OUTLET WIDITCH
ON ASPHALT CONCRETE PAVEMENT
&
OUTLET W10 DITCH
(USE ON ISLAND 4' WIDE OR GREATER)
D
CLASS `S' RIP RAP
VARIABLE
CLASS W RIP RAP
0,02 SLOPE $'
'
M
TYPICAL SErT70NA
FOR PAVEMENT DEPTH,
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LAST LAYER OF
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BASE COURSE BINDER COURSE lk" RADIUS
5
2
OR EXISTING PAVEMENT
5" MONOLITHIC CONCRETE ISLAND
INj
4
(KEYED
ON ASPHALT CONCRETE PAVEMENT
4
15"
(USE ON ISLAND LESS THAN 4' WIDE)
7
WHEN MONOLITHIC CONCRETE ISLAND IS ON TOP OF SURFACE VARIABLE
COURSE, DRIVE 4Gd SPIK€S INTO SURFACE UNDER MONOLITHIC it. x 8" I" DIA. DEFORM _
CONCRETE ISLAND. STAGGER SPIKES ON 2' CENTERS EACH WAY. BARS ON 24 C STAGGERED
0.02 SLOPE N
IN THE CONCRETE PAVEMENT (ISLAND) AND CONCRETE ISLAND117,::
(MONOLITHIC) PLACE 142" EXPANSION JOINTS AT 30' INTERVALS 4 •. 4 •• -f
AND GROOVED JOINT$ 1" DEEP AT 10' INTERVALS BETWEEN 0R.
RADIOS •2'" RADIUS
EXPANSION JOINTS. 5rr MONOLITHIC CONCRETE ISLANOMONOLITHICCONCRETE ISLAND
[SURFACE MOUNTED] ON CONCRETE PAVEMENTMOUNTED)ON CONCRETE PAVEMENT
LINE UP THE JOINTS IN THE CONCRETE PAVEMENT (ISLAND) VARIABLE
WITH THE JOINTS IN THE CURB OR CURB AND GUTTER. JOINT SEALER
FILL AND SEAL THE TOP It" OF THE EXPANSION JOINTS AND JOINT FILLER
CURB AND GLITTER 4" CONE. COVER
THE ENTIRE DEPTH OF GROOVED JOtNTS WITH JOINT SEALER. AS CALLED FOR ON 0.02 SLOPE
PLANS.
FOR JOINTS IN THE CURB AND/OR CURB AND GUTTER, SEE SURFACING
STANDARD N0. 848.01 COURSE ,}�•H •c5���15&
- - PAVED CONCRETE ISLAND
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FOR CALCULATION PURPOSES _
CLASS B' RIP RAP 100 LE
CLASS I RIP RAP 105 LE
8
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SECTION A -A
PIPE OUTLET WITH DITCH
H- RIP RAP TO TOP OF PIPE (MAX. H - D + T)
T= 15" CLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
T- 12" CLASS 'B' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
4 X D
SECTION B-8
PIPE OUTLET WITHOUT DITCH
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TOP AND BOTTOM S
SHALL BE 10 GAUGI
NOTES
8' MAX. WITH WIRE
'MAX. WITHOUT WIRE]
24" MAX.
(18" MIN
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USE GEOTEX71LE A MINIMUM OF
36" IN WIDTH AND FASTEN ADEQUATELY
TO THE POSTS AND WIRE AS DIRECTED,
USE WIRE A MINIMUM OF 32"
IN WIDTH AND WITH A MINIMUM
OF 5 LINE WIRES WITH 12" VERTICAL
SPACING.
PROVIDE 5'-0" STEEL POST OF
THE SELF -FASTENER ANGLE STEEL
TYPE.
FOR MECHANICAL SLICING METHOD
INSTALLATION, GEOTEXTILE SHALL
BE A MAXIMUM OF 18" ABOVE GROUND
SURFACE.
GEOTEXTILE
COMPACTED FILL
EXTENSION OF GEOTEXTILE AND
WIRE INTO TRENCH
1605.0
ENGINEERING, INC.
OUTLET WIDITCH
&
OUTLET W10 DITCH
143 Charlotte
D
CLASS `S' RIP RAP
CLASS I RIP RAP
CLASS W RIP RAP
CLASS I RIP RAP
phone
TONS T
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TONS -
TONS
T -
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T
12"
2
5
5
2
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4
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4
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2
7
7
3
7
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5
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8
18"
3
10
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4
10
2
7
4 2
8
24"
5
14
15
7
15
3
11
7 4
12
30"
8
21
21
11
22
5
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11 7
17
36"
11
28
29
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30
7
22 1
16 10
23
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37
36
20
39
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30
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LU
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38
54"
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60
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62
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47
60"
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73
40
75
PLACE GEOTEXTILE FOR DRAINAGE BENEATH STONE
m
44 28
56
66"
87
48
89
W
54 32
67
72"
O
102
57
104
64 38
78
NOTE:
FOR CALCULATION PURPOSES _
CLASS B' RIP RAP 100 LE
CLASS I RIP RAP 105 LE
8
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SECTION A -A
PIPE OUTLET WITH DITCH
H- RIP RAP TO TOP OF PIPE (MAX. H - D + T)
T= 15" CLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
T- 12" CLASS 'B' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
4 X D
SECTION B-8
PIPE OUTLET WITHOUT DITCH
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TOP AND BOTTOM S
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NOTES
8' MAX. WITH WIRE
'MAX. WITHOUT WIRE]
24" MAX.
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USE GEOTEX71LE A MINIMUM OF
36" IN WIDTH AND FASTEN ADEQUATELY
TO THE POSTS AND WIRE AS DIRECTED,
USE WIRE A MINIMUM OF 32"
IN WIDTH AND WITH A MINIMUM
OF 5 LINE WIRES WITH 12" VERTICAL
SPACING.
PROVIDE 5'-0" STEEL POST OF
THE SELF -FASTENER ANGLE STEEL
TYPE.
FOR MECHANICAL SLICING METHOD
INSTALLATION, GEOTEXTILE SHALL
BE A MAXIMUM OF 18" ABOVE GROUND
SURFACE.
GEOTEXTILE
COMPACTED FILL
EXTENSION OF GEOTEXTILE AND
WIRE INTO TRENCH
1605.0
607.0
J THOMAS
ENGINEERING, INC.
_
4 Tq
&
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143 Charlotte
Avenue,
Suite 104
NOTES
27330
LL
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phone
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PROVIDE TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE
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TRUCKS.=rZw
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2,
LOCATE ENTRANCES TO PROVIDE FOR UTILIZATION
LL 0 J
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BY ALL CONSTRUCTION VEHICLES.
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3.
MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENT
Q
TRACKING OR DIRECT FLOW OF MUD ONTO STREETS.
o
PERIODIC TOPDRESSING WITH STONE WILL BE NECESSARY.
Uj
4.
ANY MATERIAL TRACKED ONTO THE ROADWAY MUST BE
J
CLEANED UP IMMEDIATELY.
S.
LOCATE GRAVEL CONSTRUCTION ENTRANCE AT ALL POINTS OF
a
INGRESS AND EGRESS UNTIL SITE IS STABILIZED. PROVIDE
FREQUENT CHECKS OF THE DEVICE AND TIMELY MAINTENANCE.
6,
NUMBER AND LOCATION OF CONSTRUCTION ENTRANCES TO
LU
BE DETERMINED BY THE ENGINEER.
z
7,
USE CLASS "A' STONE OR OTHER COARSE AGGREGATE APPROVED
2C
o
BY THE ENGINEER.
S.
INSTALL CONSTRUCTION ENTRANCES IN A WAY TD PREVENT VEHICLES
=
FROM BYPASSING CONSTRUCTION ENTRANCE LEAVING PROJECT SITE_
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NOTE:
PLACE GEOTEXTILE FOR DRAINAGE BENEATH STONE
m
47
607.0
J THOMAS
ENGINEERING, INC.
CIVIL ENGINEERING
&
PLANNING
143 Charlotte
Avenue,
Suite 104
Sanford, North Carolina
27330
[phone]
phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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REVISIONS
AGENCY REVIEW ONLY
Scale:
Drawn
by:
NTS
JRT
Sheet:
Designed
by:
JRT
12 15
Reviewed by:
JRT
of
Project Number:
Date:
18-010
02 APR 2019

J THOMAS
oa
CIVIL ENGINEERING
Y
PLANNING
143 Charlotte
4
NOTES
Sanford, North Carolina
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EXIBTIN5F
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WIRE MESH .:D~
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license no. C-3389
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EXCAVATE TEMPORARY DIVERSION WITH NON VERTICAL SIDE SLOPES AND NOT
GREATER THAN 1.5:1 SLOPE.
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MATTING INDITCSES AND BACUILLED LN TRENCH
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SPACE POST A MAXIMUM
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1§31.01
SEDIMENT CONTROL
STONE
J THOMAS
ENGINEERING, INC.
CIVIL ENGINEERING
Y
PLANNING
143 Charlotte
4
NOTES
Sanford, North Carolina
27330
4
777-6010 phone
www.jthomasengineering.com
license no. C-3389
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02 APR 2019
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SHEET 1 OF 7
1833.011834.01
1B35.Q2
J THOMAS
ENGINEERING, INC.
CIVIL ENGINEERING
&
PLANNING
143 Charlotte
Avenue, Suite
104
Sanford, North Carolina
27330
(919)
777-6010 phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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AGENCY REVIEW
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Scale:
Drawn by:
NTS
JRT
Sheet:
Designed
by:
IRT
13 15
Reviewed by:
1 R
of
Project Number:
Date:
18-010
02 APR 2019
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SECTION — N RELATION TO PAVEMENT LAYERS
SECTION — SPILL' C G
NOTES:
1. CURB AND GUTTER TO BE CONSTRUCTED IN 10 FOOT LENGTHS.
2. 1/2" EXPANSION JOINTS SHALL BE PROVIDED AT INTERVALS NOT TO EXCEED
50 FEET, AT THE ENDS AND MID -POINT OF RETURNS, AND AT ANY POINT
WHERE THE NEW CURB AND GUTTER ABUTS OTHER CONCRETE STRUCTURES.
3. 5' LONG TRANSITIONS SHALL BE PROVIDED BETWEEN NORMAL GUTTER AND
'SPILL' GUTTER, UNLESS OTHERWISE NOTED ON THE PAVING PLANS.
4. 'SPILL' TYPE CURB AND GUTTER SHALL BE USED EVERYWERE IN PROJECT.
5. CURB AND GUTTER SHALL BE PLACED OVER CABC LAYER PER DETAIL.
A-14 T-6 SPILL' CONCRETE CURB AND GUTTER
NTS
TOP
PR(
FILTER FABRIC A
RM
FILTER FABRIC
PERSPECTIVE VIEW
LINE WEIR WITH
CLASS B RIP RAP
(1.5' THICK) 2
'F,Agren�m
WEIR LENGTH
(SEE PLAN)
WEIR SECTION
LINE CHANNEL WITH
CLASS B RIP RAP
(1.5' THICK) 2
1
TOP OF DAM
DITCH AND BURY
FILTER FABRIC EDGE
(MIN. 12" OF FABRIC)
FILTER FABRICII_ DITCH AND BURY
_III=1- - FILTER FABRIC EDGE
BOTTOM (MIN. 12" OF FABRIC)
WIDTH*
*BOTTOM WIDTH SHALL EQUAL THAT OF THE TEMPORARY DIVERSION, HOWEVER SHALL BE 2' MIN.
ENTRANCE CHANNEL SECTION
BACK OF CURB
SCORE FULL WIDTH OF
CURB AND GUTTER
EDGE OF PAVEMENT
3'-0"
40
-AV 40 40
TOP OF CURB
n 0
00
LL M2'-6"
2'-0" 6„
B-14 METHOD OF TAPERING TOP OF C & G
NTS
NCE CHANNEL WITH
aND CLASS B RIP RAP
TH @ TOP OF STORAGE
(SEE SCHEDULE)
SKIMMER
(SEE DETAIL F-14)
TOP OF BERM 5
EL = SEE SCHEDULE RETRIEVAL
18"MIN ROPE
PROTECT WEIR WITH FILTER EIR EL = _____________
FABRIC AND CLASS B RIP RA� SEE SCHEDULE
FILTER FABRIC �.
4" OR 6" PVC
'LES
BOTTOM OF BAFFLE IN
6" X 6" TRENCH AND
FILLED WITH SOIL AND
COMPACTED
5'x3'x18"
6" THICK STONE APRON
HOG WIRE ATTACHED
TO POSTS WITH LENGTHS
OF WIRE
10' x 10'
6" THICK ROCK PAD
FOR SKIMMER TO REST ON
75% OF BOTTOM LENGTH
50% OF BOTTOM LENGTH
25% OF BOTTOM LENGTH
COIR FIBER BAFFLE
METAL POST, WOVEN WIRE
FABRIC BACKING AND COIR
TOP OF FIBER NETTING (TYP.)
STORAGE EL = SEE SCHEDULE
_ c)
0
BASIN BOTTOM EL = SEE SCHEDU
BOTTOM LENGTH
(SEE SCHEDULE)
PERSPECTIVE VIEW
NOTES:
1. NO SILT FENCE ALLOWED. POROUS BAFFLE LIKE JUTE REQUIRED.
TOP OF BAFFLE SHOULD BE 6"
HIGHER THAN THE BOTTOM OF 2. DRIVE STEEL FENCE POST AT LEAST 18" INTO SOLID GROUND
THE SPILLWAY
3. WOOD POSTS ARE NOT ACCEPTABLE
4. USE STAPLES V APART TO ATTACH FABRIC
`., 0 "HOG WIRE"
5. BAFFLES SPACED A MAXIMUM OF 8' IN FRONT
TWO-THIRDS OF SEDIMENT TRAP (CLOSEST TO RIP -RAP WEIR).
COIR FIBER BAFFLE INSTALLATION
FE --14] TEMPORARY SKIMMER BASIN (BASIN 02)
NTS
NOTES:
1. TRANSVERSE EXPANSION JOINTS TO BE A MAXIMUM OF 50 FEET.
2. ALL CONCRETE TO BE FINISHED WITH CURING COMPOUND.
3. THE CONCRETE THICKNESS SHALL BE 6 INCHES AT LOCATIONS OF
DRIVEWAY CROSSINGS AND IN THE HANDICAP RAMPS.
13-14 SIDEWALK ADJACENT CURB AND GUTTER
NTS
NO. 4
Id
CONCRETE ISLAND (FOR PROBE)
ROCK LINED
ENTRANCE CHANNEL
(PROTECT WITH CLASS B RIP RAP
UNDERLAIN WITH FILTER FABRIC)
D-14 TRENCH DRAIN
NTS
PVC END CAP
F
noon ACOCRAoi v
P\/C' FI RniA/
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END CAP
PVC
SCHEDULE 40 PVC PIPE
IN
E (SEE PLAN FOR DIA.)
FLEXIBLE HOSE
"C" ENCLOSURE
\TER ENTRY UNIT
PIPE
SCHEDULE 40 PVC PIPE
(SEE PLAN FOR DIA.)
\ORIFICE PLATE
(SEE PLAN FOR DIA.)
PVC TEE
FRONT VIEW
FV-1-41SKIMMER DEWATERING DEVICE
NTS
J THOMAS
ENGINEERING, INC.
PROPOSED SIDEWALK
&
PLANNING
(CONCRETE 3000 P.S.I.)
Avenue, Suite
104
Sanford, North Carolina
EXPANSION JOINT 0.02'/FT
-0111 A
I I
777-6010 phone
CONTRACTION JOINT J
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CURB AND GUTTER
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1. TRANSVERSE EXPANSION JOINTS TO BE A MAXIMUM OF 50 FEET.
2. ALL CONCRETE TO BE FINISHED WITH CURING COMPOUND.
3. THE CONCRETE THICKNESS SHALL BE 6 INCHES AT LOCATIONS OF
DRIVEWAY CROSSINGS AND IN THE HANDICAP RAMPS.
13-14 SIDEWALK ADJACENT CURB AND GUTTER
NTS
NO. 4
Id
CONCRETE ISLAND (FOR PROBE)
ROCK LINED
ENTRANCE CHANNEL
(PROTECT WITH CLASS B RIP RAP
UNDERLAIN WITH FILTER FABRIC)
D-14 TRENCH DRAIN
NTS
PVC END CAP
F
noon ACOCRAoi v
P\/C' FI RniA/
I Vr' V ICVV
END CAP
PVC
SCHEDULE 40 PVC PIPE
IN
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FLEXIBLE HOSE
"C" ENCLOSURE
\TER ENTRY UNIT
PIPE
SCHEDULE 40 PVC PIPE
(SEE PLAN FOR DIA.)
\ORIFICE PLATE
(SEE PLAN FOR DIA.)
PVC TEE
FRONT VIEW
FV-1-41SKIMMER DEWATERING DEVICE
NTS
J THOMAS
ENGINEERING, INC.
CIVIL ENGINEERING
&
PLANNING
143 Charlotte
Avenue, Suite
104
Sanford, North Carolina
27330
(919)
777-6010 phone
www.ithomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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REVISIONS
AGENCY REVIEW
ONLY
Scale:
Drawn by:
NTS
JRT
Sheet:
Designed
by:
IRT
14 15
Reviewed by:
1 R
of
Project Number:
Date:
18-010
02 APR 2019

NOTES:
1. SEE EROSION CONTROL PLAN FOR BASIN SCHEDULE. CONTRACTOR TO VERIFY
FINAL ELEVATIONS WITH ACTUAL FIELD CONDITIONS.
2. THE BERM AND KEY TRENCH SHALL BE CONSTRUCTED OUT OF GOOD CLAY FILL
MATERIAL, FREE OF WOODY VEGETATION, ROCKS, AND OTHER OBJECTIONABLE
MATERIAL, AND COMPACTED TO 98% OF MAXIMUM DRY DENSITY (8" LIFTS).
3. THE RISER, BARREL, DRAIN, AND TRASH RACK SHALL BE CONSTRUCTED OF
CORRUGATED ALUMINUM PIPE, ALUMINIZED STEEL, OR REINFORCED
CONCRETE. THE CONTRACTOR SHALL DESIGN THESE STRUCTURAL
COMPONENTS.
4. CONSTRUCT THE DAM HEIGHT 10% HIGHER THAN THE DESIGN HEIGHT TO
ALLOW FOR SETTLEMENT.
5. CONSTRUCT THE RISER / BARREL AT THE SAME TIME AS THE BERM
EMBANKMENT. CARE SHOULD BE TAKEN TO COMPACT WELL AROUND THE
BARREL PIPE.
6. ALL CONNECTIONS SHALL BE WATERTIGHT.
7. A PORTION OF THE RISER SHALL BE SET INSIDE THE CONCRETE ANCHOR WHEN
IT IS CAST (AT LEAST 1/2 THE ANCHOR THICKNESS). THE BOTTOM OF THE
RISER SHALL BE FILLED WITH CONCRETE TO THE BARREL INVERT LEVEL.
2" PVC DRAIN
(NON -PERFORATED)
RIP RAP OUTLET PROTECTION
NCOT STD DWG 876.02
NOTE:
NEITHER THE LOCATION NOR
PLAN ALIGNMENT OF THE CONTROL
SECTION HAS TO COINCIDE
WITH THE CENTERLINE OF THE
DAM.
ALL SIDES OF PIPE AND 2'v
BELOW BOTTOM OF PIPE
ANTI -VORTEX
PLATES
KEY TRENCH
(3' BELOW EX. GROUND, 5' WIDE AT BOTTOM)
A-15 TEMPORARY SEDIMENT BASIN (BASIN 01)
NTS
WATER
SURFACE
10 YEAR FLOW
MIN- 2% 1 I11 1i 11 I11I11 1=
20'
APPROACH LEVEL OR
CHANNEL GREATER
- CONTROL SECTION
EROSION CONTROL LINING (AS REQUIRED)
EXIT SECTOR
SI
100'
PROFILE ALONG CENTERLINE
RIP RAP LINED 1
BASE WIDTH
4
1F7
CROSS SECTION AT CONTROL SECTION
C-15 EMERGENCY SPILLWAY (FOR SEDIMENT BASIN
NTS
ConstructionL Grade the basil so that the botfom is level Boot to back and side to side.
Specification 2- Insall posts or saw horses across the width of the aedi rail trap (Pracoice
6.62, Se&mw !•-ace).
I Steel postsshould be driven to a depth of 24 inches, spaced a maximum
Of 4 f •t span, and instal led up the sides of the: hasi,h as well- Tlx: top of tlw
fabric should be 6 inches higher dram the mrxtt of the spillway. Tops ofbafHes
should W 2 inches lower than the top of the bcrm5.
4. hhsl-rlI at least three rows of bafIlu hctwceu [lxc u,4t mid mullet discharge
point Basins Ices than 20 feet in length may use 2 hafHns-
S When using posts, add a support wire or rope amass The lop of the measure
to prevent sagging.
G Wrap porous material, Iikejure backed by coir materia], ova a sawhorse or
die top wire- Hammer rebar into the sawhorse legs far anchoring- The fabric
should have five to len percent opendrip in the weave. Attach fabric to a rope
aid a supportAria t ,,,, widh zip ties. wire, or stop] --
7. The bottom and sides of the fabric should be anchored in a trench m pinned
witch g-vhch erosion control nvnudng slap] s-
& DO int splits die fabric, but use a crAllin°mas piece aemss the basin.
Maintenance Inspecl battles at least once a week and aflar each minfal L Make any required
repairs immediately.
Be sura to niainlainaexess to the baffles. Should die fabric of baffle collapse,
tcar, decompose, or become ineffcctivc, replace it promptly.
Reanove. sediment deposits when it reaches half fall to provide adequate
storage shun for the next min and to reduce pressure on the baffles. Take
care to avuid damaging the baffles diiri,g cleanout Sediment depth should
never exceed half the designed storage depth.
After the aareihuting drainage area has been properly smhilized, remmc all
bode materials and unstable sediment deposits, bring Iho area to grade, and
nabi lit it.
References Sedhnetu7bapr ���"
6-60 Temporary Sedimeau Trap
6.61 Sedrnrenl Basins
6-62 Secbm,m1 Fence
6.63 Rork- Bahner
6,64 Sk+mmr S wear -n/ Hann
McLaughlin, Richard "&dFacor: Baffles to Improve Sedamenr Haeme." N.
C. Stare Unlversh5,Cooperarlve Exrmskm Sen•ke Fact SkeerAGW-439-3A.
2005.
,Sidli e , &ion. Cif}• ojHigh Point F r�rion Cmmtvl Specificcuiwrr.
Thammn, C- S, I Calardmi, mod R. A- SkLarghlin. AN- f1yr8ndy=mtc
mwem of,•ol mus fyFff °fhaffleS our asfcbr f mewimpoad
Pmuakcnons nfthe A SAE fbL 47(3)-- 741.749.
6.65.5
TEMPORARY BAFFLES
RIP RAP OUTLET PROTECTION
L = 40' (BEGIN ROCK ON THE INSIDE SLOPE OF
BERM AT THE P. SPILLWAY ELEVATION)
D = V
T = 1.5'
NCDOT CLASS 'B' RIP RAP
Construction Construction
Specifications riven if properly designed, if not properly installed, R&CP's will probably
riot function as desired. Proper installation is imperative. Ewen if properly
installed, if not properly limed and nourished, vegetation will probably not
grow asdesired. Proper seed vegetation selection is also imperative.
Grade the surface of installation areas so Thal the ground is smooth and loose.
when seeding prior to irntallotion, follow the steps for k r1 bed preparation.
soil amenthn encs, and seeding in Surface &abPhmowr, 6.1- All gullies, rills,
and any other disttttbcd areas must be fine gradcdprior to installation. Spread
wed before RBCP installation- (Important Ranme all large rocks, dintclods.
stumps, roots, gross clumps, trash, and other Obstruction rate the soil surface
to a] low for diroct contact between the soil sur face and the RECD)
Terminal anchor trenches are required at RECD ends and interni ittem trenches
mint he constructed across channels st 25 -foot inlavaLe. Taimml anchor
trenches should be a minimum of 12 inches in depth and 6 inches in width,
while intermittent trenches need be only 6 inches deep and 6 inches wide.
Imlallation fur Slopes- Place lis RECP 2-3 feet over the lug) of the slope
and into an excavated end trench measuring approximately ] 2 inches deep
by 6 inches wide, pin the RE:C'P at I foot intervals along, the bottom of the
trench, backfill, and compact. Unroll the RECP down (or along) the slope
maintaining direct contact between the soil and the RECP. Overlap adjacent
rolls It minimum of 3 inches-. Pin the RECP to the ground wing staples or
picas it a 3 foot canter -to -center pallem Less frequrnl ,t:aphTkV,1pinnin& is
acceptable on moderate slopes.
11rv-6'Da
EXPANDED SHEET
METAL MESH
VALVE HANDLE FOR POND DRAIN
SKIMMER DEWATERING DEVICE
(SEE DETAIL F-14)
TOP RISER ELEV
BASIN BOTTOM / BARREL INV. ELEV
OVEREXCAVATED 1 ' FOR SEDIMENT STORAGE
� - - - - - - - - - -
ATTACH SKIMMER TO POND DRAIN
4" DIA. POND DRAIN WITH VALVE
5'x 5'x 1' THICK CONCRETE ANCHOR
Tnalallxtion in Channels- Encavate terminal Ircnches (12 inches deep and 6
inches wide) acres the channel at the upper and lower end ofthe lmcdchannel
soctiom. At 25 -fool intervals along the channel, anchor the RECP across the
channel eitha in 6 inch by 6 inch tranches or by iristalling Iwo closely spaced
rows or anchors. Excavate laagituchnal trenches 6 inches deep and wide along
channel edger (above water line) in which to bray thc outside RECP edge&
Place the first RECP at the dowmucam end of the channel. Place the enl of
the ftnt RK7P in the terminal trench and pin it at I foot intervals along the
bottom of the trench
Nate: The RECPshould be placed upside down in the trench with the roll on
the downstream side of the bench.
Once pinned and backfilled, the RUT is deployed by wrapping rn'a the
top of the Ircnch and unrolling upstream- If the charnel is wider than [he
provided rolls, place ands of adjacent rolls in the laminal trench, Overlapping
the adjacent rolls a minimum of 3 inches. Pin at i foot ituavals, backfilL and
compact. Unroll the RECP is the upslrrcam direction until reaching the rust
ialam ittem trench. Fuld the RECP back over ilac If, posit iorking the roil on
the doKrnstream side of the trench, and allowing the mat to conform to the
trench.
Then pin the RECP (two layers) to the bottom of the trench, backfill, and
compact. Contimac up the channel (wrapping over the top of the intcrm itttm
trench) repeating this step at other intermittent trenches, until reaching the
upper lent iia I trench -
At the upper terminal trench, allow the RT3CP to conform to the trench,
secure with pins or staples, backfill, compact and then bring the mat back
ewer the lop of the trench and onto the existing mm (2 to 3 Feet overlap in the
downstream dimctionj, mid pin at 1 foot intervals across the Rn,CP when
staring installation of anew roll, begin in a trench or shingle -lap ends of rolls
m minimum of 1 foot with upelremr, RECP on "to prevent uplifting Place
the outside edges of the RECP(s) in longitudinal trenches, pin, backfiiH. and
compact.
Anchoring Devices -1 I gauge, at least 6 inches length by 1 inch width staples
or 12 tech m immum lat0h wooden stakes are recommended for anehoringthe
RECD to the ground.
Drive staples or pins so that the top of the staple or pin is it ush with the ground
surraoe. Anchor each RECP every 3 feet along its cenmr- Longitudinal
rncrlaps mast be aufficienl to accommodate a row of anchors mad uniform
along the entire Iength of over kip and anchored every 3 feet along the overlap
length. Roll cads may be spliced by Overlapping l fact (in the direction of
water flow), with the upslrcam.'upslopc mat placed on top of the downstnmr[I
downslope RECD. This overlap should be anchored at 1 Foot spacing across
the RECP When installing multiple width mats heal seamed in the factory, all
factory seams and fig Idovarlairm should he similarly anchored
6.17.9
PLAN
NOTES:
1. INSTALL SIGN INDICATING LOCATION
OF CONCRETE WASHOUT AREA.
2. AFTER ALL CONCRETE FOR JOB IS
PLACED, REMOVE WASTE COLLECTED IN
PIT AND DISPOSE OF PROPERLY.
3. INSTALL 10 MIL PLASTIC SHEETING TO
LINE WASHOUT AREA AS SHOWN ON
THE SECTION. ANCHOR SECURELY IN
PLACE.
TRUCKS UNLOAD
BERM FROM HERE
N
�STICR
SECTION A
D-141 TEMPORARY CONCRETE WASHOUT AREA
NTS
Retro &17d Temporary Channel Uners, Washington State Department of Erxtogy
Excavate choneoll to design
overlap a min. grade and cross-section
a
Design depth
overcutchorknel2"toalfawbuidpg
during seedbed preparati on
iiw
Intermittent check slot
Shingle -lap spliced ands or he gin new
roll in an irite rrrittent check slat
Pr epm•e sail and apply seed b
installing blorkets, mats or
temporary channel liner
J
Typical Iretadldtlon
with erosion control
blankets or turf
reinforcement meds
6"
Longitudinal anchor trench
NOTES:
1 Design velodties exceeding 2 ft/sec require temporary blankets, mats or similar liners to protect
seed and sol I untlI vegetation becomes esrohlished.
2. Grass-11ned channels with design vel°cities exceedlrig 6 ft/sec should includeturf reinforcement
mats
6.17,iQ
Ret. 606
DM OF BAFFLE IN
6" X 6" TRENCH AND
FILLED WITH SOIL AND
PERSPECTIVE VIEW COMPACTED
NOTES:
1.
NO SILT FENCE ALLOWED. POROUS BAFFLE LIKE JUTE REQUIRED.
PLANNING
2.
DRIVE STEEL FENCE POST AT LEAST 18" INTO SOLID GROUND
3.
WOOD POSTS ARE NOT ACCEPTABLE
4.
USE STAPLES V APART TO ATTACH FABRIC
777-6010 phone
0 "HOG WIRE"
5.
BAFFLES SPACED A MAXIMUM OF 8' IN FRONT
TWO-THIRDS OF SEDIMENT TRAP (CLOSEST TO RIP -RAP WEIR).
C
HOG WIRE ATTACHED
TO POSTS WITH LENGTHS
OF WIRE
TOP OF BAFFLE SHOULD BE 6"
HIGHER THAN THE BOTTOM OF
THE SPILLWAY
BAFFLE INSTALLATION
B-15 BAFFLE (IN SEDIMENT BASIN
NTS
Construetton 1• Cleave grub, and strip the: arca underilic embankmeritof all vegetation and
Specifications mot mat. Remove all surface soil containing high mucous of organic matter
and stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal ansa- Place temporary sediment central measures below
basin as needed
2. leisure that Jill material for the embankment is free of rods, woody
vegelatinn, nivtric n,al[er, a,d otter uhj ec-tm,ahlc n,afcrial. Place the fill in
lifts not mexceed 9 iudxs,andmacfhinecoenpart it- Ova Jilldx: 7nhasiluneut
6 iwhes to allow for settlement.
3. Shape [he basin to t1ke specified d'uusnsims. Prevent the skimming device
frons setll'tag into the mud by cxmvntulf a siwl law pit wider tun skimmer or
providing a low support under the skirmuer °fstaaae or thnber-
4. Place the barrel (typically 4 -inch Schedule 40 PVC pipe) on al int, smooth
foundalinn of hnpcmih soil. Do not ash: pe viOn% tlatlCri:d such 1 vv,it.
gravel, or crushed stme as backfill around the pipe- Place the fill material
around the pipe spillway in 4 -inch layers and compact it under mrd armind
the pipe to at loan the same density as the afiacem embankment. Care must
be taken not to raise the pipe from the firm contact with. its fou»dation when
eompaclbag uaderthc pipe haunches.
Placca minimum depth of 2 ful of cwtpmtcd backfill ovcrthe pipe xpilhvay
before crossing it with eonsan rotinu equipment- In no, case slmuld the pipe
rouduil be installed by cutting a trench through the dam after the embankment
is chmhpletc-
5. Assemble the skimmer following the mmnfackueri. instructions, or as
designed.
6. Lay the avemhlxl skins mx an the bonaen of ala: hasbh with tun finible
joint at the inlet of the barrel pipe. Auach the flexible joint to the barrel pipe
and position die sknnuner over the excavated pit or support- Be sure to attach
a rope to the sk imma and anchor it to the side ofthe basin. This will be used
III pull the skitimner tri 11. side for tnainh:nazher:.
7. Earthen spiltways-Install the spiNkly in undisnabcd sail to line greatest
extent possible. The ad devement of planned elevations, glade, design width,
and entrance and exit chmmel slopes are critical to the successful opera[imn
of the spillway. The spillway should be Bail with laminawd plastic or
impermeable geotextile fabric. The fabric must be wide mid long enough to
cover the &Ruin and sidua and cmaid on[° Oke top of the dam forauclwring
in a trench- Tho edges may be secured with R -inch staples or phks- The fabric
hnust he long enough a, extend down the slope and r it nal° slahlc gounL
Thr widdh of the fabric must he ane piece, not joined or splicad; cdhemi, l;
water can get under thc fabric. If the lengtk of the fabric is insufficient for rhe
entire length of the spillway, multiple sections, sparring the complete width,
may be used The upper sections) s9mukd overlap the lower section(s) so
that water cannot flow under the fWbrk. Secure the upper edge and sides
of the fabric in a trench. with staples or pins. (Adapted Ilion "A Aienual fa
Designing, Installing and viaimaining Skimma "man Basins" February,
1999. J. W. Fairclotn & Soo).
8. Inlets-Diar}mrgc walcr into the basin in u xoma,cr to prurall. ion-tlsc
temporary stnpc drains nrdivcrsituns whin taste[ prorccdnn to divert sediment -
laden water Io the upper end of the pool arca to improve basin trap efficiency
[itefemnces� RrmoffComml.tfeamws and Owfel lhrfeeum)-
Figure 8-17a Channel Installation and Slope Installation; Washington State Ecology Department
Longitudinal anchor Terminal slope and
trench 12" charnel anchor trench
Stake of is yyr
intervals
h
Initial channel r 1 Dn'"roittent
anchor rreich check sbf
NOTE:
L Check slots Tobe constructed per marakfocturers specificariam,
2. Staking or snap ling layout per mm ufacturers speci fi catian s.
51ope surface shall be smooth before If there is a berm at the top of
placement for proper soil acertact. slope, anchor upsiope of the berm.
Stapling pattern as titin. 2"overlap Anchor in6"x6"mlm Traneh
per manvfact vers and staple of 12' intervals
recomlrandatiuhs.
#� Min 6" osarinp_
Staple overlaps
max. S" spadng.
be not stretch blmketet/lmtti ti Blow Bring materiel down to a level orea,
ng ght" turn the end under 4" and stopfe at Ir
The rolls to caliform to a7' irregulariti as. infervals-
Por stapes less Pion 3H: IV, rolls Llme, fertl line, and seed be Fore Installation Planting
may be placed in horizontal strips. of shrubs, trees, etc. should occur after instollettion
ROLLED EROSION CONTROL PRODUCTS [R.E.C.P.
lee..6AM
9. Erosion control-Consdnct the structure so that the disturbed area is
min;mizcd. Divert uirfnice water away from bare areas- Complete the
embanked before the arra 1s cleared. stabilize the emergency spillway
nnhvtkment mid all oilier disturbed areas above the creel of the principal
spillway immediately after construction (Rclacncm ,Swyace SYabilizafim).
10. hhvlall porous homes as speviticd v Practice 5.65, Portes Ba�lrs.
11. After all the sodiment-producing areas have beta pamaiently stabilized,
remove the strolotake and all the wadable sediment- Snmoth the arra to
hlctel with the adjoining areas sed srahil n properly (Rcfcro v m S.,nrfoce
Srulydcarrnn)-
Maintenance lnspccx aliil h rir scx micot h sins ar le=st weekly incl after csvh mmifcant
(one-half inch or greater) rainfall event and repair immediately. Remove
sedhnem and restore the basin To its Original dimensions when sediment
accmnulales to one-half the height of the first baffle- Pall the skimmer no
one side so that the sediment whdcmeath it can be excavated. Excavate the
sediment Pram the entire basin, not just around the skimmer or the first eel.
Make sure vegetation growing m dee bottom of the basin does not hold down
die skimmer.
Repair the baflles if they are damaged- Re -anchor the baTfles if water is
flowing whdcrncath or aroundthenn.
If the skimmer is clogged with try h aid there 6 water in die basin, wally
jerking on the mpe will make the skimmer bob up and down and dislodge
the dchris and resuarc Pow. Ff this docs nn w�xk, pmt the skimmer aver to
the side of the basic and renwve thu debris- Also check the or&t3 inside the
skimmer to see if it is clogged; i£so remove 1116 debris.
If tin skinuour grin o barrel pipe is cfnggud, the orifice can be removed and
the obstraction cleared with a plumber's snake or byllushiug with water. Bc
sure and mcplticr. the online be fume reposition Eng the skiumer-
Check the fabric lined spillway for damage and make any required repairs
with Fabric than spans Ilnc fiul width of the spillway. Cdeck to embarckuncnl.
spillways, and cullet for erasion damage, and inspect the -_`- - _ sit far
piping ;ted semlemwn. ]fake all accessary rcpain immediately, Ranovc all
trash and.nher debris fmm the skinm,er and putt areas.
Freezing weather can mull in ice forming in Ile basin. Some special
precautions should be wkm in the winter to pnwir. the skimmer &esu
plugging with ice.
SKIMMER BASINS
Maintenance I. Inspect Rolled Erosion Contml 11roducts at least weekly and after each
significant (112 inch orgreatcr) rain fall event repair immediately
2. Good contact with the ground must be maintained, and erasion must not
occur beneath the RECD.
3. Any arras of the RECP that are damaged Or not in close contact with the
ground shall be repaired and stapled.
4, If erosion occurs due to poorly controlled drainage, the problem shall be
fixed and the eroded area protected.
5. Munition- and repair the RECD as necessary until ground cora is
established.
References Sprague, C. Joel. TRY Environmental, Inc. "Green Eriigmeeting, Design
principles and applicmions using rolled erosion control products"
Storm water Management Manual for WestmlVashington. Washington State
I7epannicnl of Eoology,'Alater Quality Program
http:i ewww. ary.wa-goviprogram slwgistorm wala rindex him I
Erasion Control Technology Council, hilnwvw .."to.Mg
Ren. 6•�b'1
J THOMAS
ENGINEERING, INC.
CIVIL ENGINEERING
&
PLANNING
143 Charlotte
Avenue, Suite
104
Sanford, North Carolina
27330
(919)
777-6010 phone
www.jthomasengineering.com
license no. C-3389
PROFESSIONAL ENGINEER'S SEAL
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REVISIONS
AGENCY REVIEW
ONLY
Scale:
Drawn by:
NTS
JRT
Sheet:
Designed
by:
IRT
15 15
Reviewed by:
1 R
of
Project Number:
Date:
18-010
02 APR 2019

APPENDIX C
JURISDICTION DETERMINATION
Southeastern Sail & Environmental Associates, Inc.
P.O. Bar M1
Fayet MM. NC 28411
ft -WF- P1 Gj aai
Lmell rN[eQauNre�temgea.(pm
March 22, 2011 (mvised)
Mr. Brad Rude
Project Engineer
Cargill Crain & ailseeds
1754 River Road
Fayetteville, N -C. 28312
Re: Detailed wetland investigation and delineation, portion of Gilbert Smith Property
(PIN 0448.68.09 t4-), River Road, Cumberiand County, North Carolina
Dear For. Rude,
A site investigation and wetland delineation has been conducted far the above referenced
property. The purpose ofthe investigation was to determine the existence and extend of
areas that eu:hibit the dharecteristics oFjurisdiLdonal wetlands arbuor streams under
Section 404 ofthe Clean Water Act. All wetlarWslream determinations and delineations
were made in acoordance with the 1987 US Army Corps of Fgpneers Wedand
Delineation Manual- We We received concurreece From the USACOE[see
attached}.
The property boundaries were walked and several traverses conducted across the iMefiur
ofthe subject property. Arps ofwetlands and streams were identified on the property.
The boundaries were delineated on the ground by placing flagging or pin flags (pink glo)
along the perimeter and mlmbering the flags consecutively as annotated on the GPS map
(not a survey; ± I meter accurate).
There are IWD areas of Wetlands n6tcd on the map (B, C). There is atso one
strearNwaters noted on the map (A). The arca wandered stream/waters represents the
bottom of a manmede ditch (exhibiting wetland hydrology) That provides a hydrologic
connection bctwctn wcdandslwaters (off site).
As we previously discusseiL mitigation (or fet in lieu of) would he required. to impact any
ofthese areas Stream impacts can be as much as 5339.90 per linear Foot (there is
approximately 1,300limev feet of stream in area "A"). Wetlands mitigation is typically at
a 2,1 ratio and costs SW,UW.Mft= (in 314 acre increments). None of these figufes
SO1141 E EVR ATION • WIL P YSM A LYSIS •LAND USI 1 13DIVISION P IKG
r,gQUNOWATEH DRUNAGEl OUNOING• SUACE1S BSURFACE WA ETMUWI Hr SY IRM& EVALIJATM A DESIGN

include consulting or peen it fees. Obviously. it would be appropriate snd possibly
required (by usACOE or NCDWQ) to avid or minimize any impacts to wellands+waters.
Any proposed impacts will require appropriate permits from USACOE and NC D moa
of Water Quality.
SSEA appreciates the opporhmity to $me you in tSs MMoUr. Please feel free to call with
questions
5vice<e�r.
i
Mike Eaker $Olt
President
Gt4 L ❑

Inc.
F.G. dM- 9321
WetlandMlaters Delineation - Gilbert Smith Property (Revised)
` Cumberland C.jounty, NC
©_ ® w
_ r. a. rrer•1
Ii�N Can,Ye 3200 X 1191fID,1
NAD 1983 [Cents] i n --� ���a i
ussuy F..e WTriff&e_
SOFL?SITE EVh MTIC •SOIL F!n'scA4 RNA &s - LAKD 1JSVWE PNIGIIX PLANNINO
G0.pMMATER ORAWAGEMOUNGth41 • SU"ACF1 VMRFACE WASTE TREATMENT SYSTEMS, EVALORTJOk OL DESIGN

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Aako Id. 201002!30 C—ry. C.mberfawd U.S.13 S. Quad: Vada
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property OwnerlAgent: Gilbert Smith Fanlh, LLC
Address: Atm: M. G. Smb3
2027 Rbrer Road
DiriUmd9e_ Noah Carolina =11
Tclepbone No.: "04&3-M1
Fm"descnpdon:
SIR (Km) M Nearest Town PavelMllk
Natoma Waterway Qru Far RiverBnin C=peremr,
USGS 11UC 9,301,10M Coord'ema N 33.0 M W.7&84%51
Lem,ion descriptloo The monerty 1s kated rwrtheaq.f the imeneeihn cf tforlerwood Road .rid River Road io
Fa dt Ilk N dh t]trallaa <PI NN 0116 G8-04L4T. 'fL k. area ieelndes L+aulb.an va.l �5 acres DT land.
ludisate Whieb of the Fallowing AIDDIV:
A. Preliminary Determination
_ BasMaa prcliminery inforration, there, maybe wetleMs on rhe aboredescribed property. We snnngIy suggnt )nu tWw
misprapeny dspeewd to dnermine Nenxtem MDepartment ofthe Army (DA) jauhwirxion. Tobe considered Poml, s
jurudktional deternieation muse be wrifred by the Corps. This prelbninary daenrdnuion is not an appalahk action
under dre Re"Ismry Program Adminlarrtiw Appeal isn cess( Reference 33 CFR Part 331}.
S. Approved Determination
_ There are Navigable Waters of the Unwed States within the above do crIbcd property subject w the permit mMutrements or
Sterman IOaftha Rivas acrd FEatbors Aa and Section 4W oftle Cieen tamer Ad. Unless ti— is—h-p in the hie row
our pu6lislred regulatirms, this dekrmirmtion may be relied upon for a period em to exceed fix years from the dale of this
naificaaien.
R 11 a are waters oflhe U.& inel ding wetlands no the above dewribed project mea skim to the permit requirements of
Section 404 of the Clean Wooer Act (CWAi{33 USC 11344} Unless there wadmage in the law or our published
mw0kiom, this determination may be relied upon for a period not to"wd five yeasts from the date ofthis nmif cion.
_ Wesvanoy suggest you Lave the w Uonds on your property delineated. Duemthesireofyourproperlyandtursur
is xm worklrgd, the Corps may not be able to accomphak this walmod delineation in a timely asters. hint a marc timely
delinearion, you may wish I. obtain.—Inuit. To be considered final. any ddincaaion must be veno d by the Corps.
X The waters of rite U.S. Including we iannd on your project area have bcea delineated and ter del{neNion has Leen
verified by the Corps. We aauogly suggest you have tha delineation surveyed. Upon completion, this surrey should be
reviewedand vrrifird by the Carps. Once wrlRcd, this sarvey will powide an Rewrote depiction Mall meas subjm to
CWA jurisdiction no your properly which, provided there Is ao dmnga in We row or our publlsited o gulaions, may be
relied upon Ibr a period not to mmeed five yews.
The wesknds have bean delinaoed and surveyed and are accurately depicted on dw plat signed by the Caps
Regulatory official identified below on . Unless there is a chanya in the law or our published rcgulatkrns Nis
detemnwtion may be relied upon for n period era m exceed five years from the dm ofthis norifieatim.
_ Tlwne are ensu water, ofthe U.S.. to bwlude writao , prcu'N as raw above deembed property which arc -N.1 to the
pertltreyuaernwnts or5xtion 404 ofthe Clan Watts Am (33 USC 1341). Unk- there iso drags In the Ise or aur
published reguktiosu, chis daermioeaw may, be relied upon fora period not to exceed five years from the dna of this
notireatlon.
The property is located in one ofthe 20 Coand Cotton. subject to regulation miler die Coasted Am Marmgemem Act
(CAMA} You shwld woad ria Division ofCwsal Management in Wihmngton, NC at (910) 7947215 to dctannine
Obek requirenwnla

NOTIFICATION OF ADMINISTRATIVE. APPEAL OPTIONS AND PROOMS AND
REQUEST FOR APPEAL
Applicant: F:urt 5nith Fa mih. LL.0 File Number: 20 Dole; Q3/03.2011
Attached is: Sec_S_celinn below•
INITIAL. PROFFERED PL•RMII' Standard Permit "Letter of m2ission A _
PHOITERED PERMIT Standard Permit ar Letter of imion 11
PERMIT DIiNIAL �•
% APPROVEDJURISDICTIONAL DT•,TERMINATION lj
PRELIMINARY JURISDICTIONAL. DETERMINATION j?
SECTION I - The following identifies your righLe and options regarding an administrative appeal of the above
decision. Additional information may be found at
b!!p://www,usnesrmy.mil/CECWffaste s/rcgmawrialsmE or Corps regulations at 33 CFR Part 331. _
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
ACCEPT: Ifyou nsoaned a Standard Permit, yvu may sign the permit document and Ildum it to dr district engineer far final
author Mion. If you nccivcd a Letter of Permission (LAP), you may acesgu ma LOP and your work is amhari—L Your
bipatare on the standard Permit or a!o ptanee ofthe IAP meant that you aotept the permit in its entirely, and wniw all rights
to appal the perm, including its terms and cond0iora, aM approwdjurisdictianal delermioatiom associated with 1h p­it.
OEIJhc.•T: If)ou abject to tiro permit (Siandard or LOP) because ofoertain retina and conditions dterain• you may nrptest that
the Petro@ be modif' daccandintly. You must complete Section ti of this farm and noun the lona w die dories enginasr.
Your objeerima must Ix received by the disvin engineer within 60 days ofthe date oftha takes, oryou will forPoh your right
to appeal the pnmh in the Future. Upon receipt ofyour kner, the district engineer will evalume your objections and may: tit)
modif • the Permit to address all ofyour coaccma, (b) modify the perm It to address some ofyour objectiom. or (c) not mndi fy
the permil having duermined that dneperma should be issued w previously wrinen. ARer evehsang }aur ohjeclims. lit.•
district engineer will seM you a proffered permit f }our rnroroidention, as indicated in Section D below.
$: PROEFEREI) PERMI"I": You may accept ar appeal [lx permit
ACCITT: Ifyou utceived a Standard Permit, you may sign dse pmmit document end return it to tbe4imip emghrsrr fw final
awharintion. Ifyou rxeised a Letter ofPermission (IAP)• you may accept the LOP and your work is audh-rimd. Yswr
signaturew tine Standard Permit oramepwxc of the LOP means then you—pi thepcsnit in Imentimy. and waimc all riots
to appeal the permit. including is terms end cond'nionx sad aprowedjlrisdielional det rm0edmsess taw with the permit.
APPEAL: Ifyou choose w decline the proffered permh (Slerdard w LOP) bepuse of oertein temss and coedltions il—in. you
may appeal the dcelined permit under the corps of Engineers Adminiwasiw Appeal Process by oompleting Section II of this
form and sending Me Foca to the division mmineer. This Tamm must be received by the divWm "Sineer within 60 dms of the
date of thisnotice.
C: PEP Mfr DENIAL: Ym may appeal the denial Of* Permit ander the Corps of Waters AdminissmFivc Appal Ponca,
hY mmpkdng Section II of dna f and srnding die Tomtit the divisim engineer" This Form must br recrivad by the diviaim
engm— within 60 drys of the dart of this notice.
D: APPROVED JURISDICTIONAL. DETERMINATION: You may accept or appeal the approved JD or
provide new information.
ACCEPT: You do not need to notify the Corps to accept an approsed JD. Failure to notify the Corps wilhin 60 days of flu
date of chisnotice, means thal you accept the appovM JD in in entirety, end waive all rights mappeal the approvod Jt).
APPEAL: V you disagree with the approved JD,ym may appeal the approved JD tinder dse Corps ofEagineera Administntivc
Appel Process by plating Salim II of this farm and sending the f to the division aglncer. Thisform mush Ix- meived
by the division englneer within 60 drys of the date of this na rice.
E: PRELIMINARY JURISDICTIONAL. DETERMINATION: You do not need to respond to she Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, yrou may request an
approved JD (which may be appeal[d), by contacting the Corps district for fvnher instruction. Also you may
provide new information for further consideration by the Corps to reevaluate the JD.

Placement of dredged or fill material within...tm ofdee US ands F wCtl.nds.vithmd. Depermreni ofdw Army permit may
canstgtme a violation oeSasion 301 9flhe Clean Water Aa I3311SC 6 tai ly. If you have any questions mgartling this
de inmion and/ dsc Corps mgul. yprogr peau cont c[Cmld Amuhkr at 910.7St4170.
C. Basis For determination
Ddemimtfoa wits Intoed 21 review of aerial nhol m nbv. 11363..Dih ad Udar sates and from uln—tk.s male
dttrime thr dre vW Wrtteads mat criteria set Jamb in the Carpe 1997 &Ihtadna munmal and the Acholic and Gulf
Coan11 Plait Reeion Sltankscol. Streams wart ideotifled ntilimlms erdioary Sieh water mark u kicudded In the fluid
mad—tdbuurie. of the C.- Fear III --
D. Remarks
L Aueation USDA Ptugram Pasficipantd
This delinmtioWdgetminatlon has been conducted to identify the limits ofCorpg' Ckan Water Aa jrrisdklion for the
pwliculm site idemiRed in this roquest Thcdcliorslioddclerminotion may nut be valid for the wetlandco ornuian
provisionsofdtc Food Scarily Act of Kisi. Ifyouor ymr tenartarc USDA Pvcgmm participmus. a■ ficipatrpertkipaion
in USDA programs, you should reepeet a otttiFed wetland detenninati.n from the kcal M. .1 -the Nrtuml Rrsoweee
Conw+ adon Servim pna to vaning work.
F. Altpeala lafotmaTloa (lltls laformatbm apptks only toapproved JurNdkebmaldeternlrtalimre as Indlpted le
8 above)
This conespoMence oomtcom an appnvad jurisdictional droomination for the above described site. Ifyou object m this
dm miomim ynu my mqucatanudminis tion appml undm Craps regd.eom at 33 CFR psi 331. FSrclowd ymr will find a
Notification ofAppeai Process (NAP) fan shoe and request forappeai (RFA) farm. If you request mappeal this
ddermina6m you must 6abmil ae plmed RFA foam to dm follnving.ddes>:
DistrkY Engixcr, Wilmington RegulatorDivision
Attu: Crystal Anoahlm. Prajea Mag-.
W ilmit" ReSuetory Fietd Office
69 Darlington Ave
Wilmltg North Cwlina 2&03
In order f mn RFA to be accepted by dee Carps, the Caps aunt daennine that it is eonnpkt that it meets the criteria f
appeal under 33 CFR put 331.5. mit that it Inn been received by the District Office within 60 days of dr date of the NAP.
Should you decide to .bmit an RFA fmta R must be received at the above address by s a6li 1.
••It u not neeessuy to submit an RFA Form to the Di9rict Office ifyou do not object gthe deteminadoo in this
.wmWond—.-.
Craps Regulatory Official;
Dere AVIN610113 Espbuioo Date 0310dp,$l¢
The Wilmington District i committed to pmvidingdre highest kvel of suppxt W the public. Ta hNp us ensure we continue to
dk ao. phase canpku the Cddumter Satisfstion Survey located u our website at teem:toeY��rwo.usece.anm•.milsunc�.lmnl.
to dwmplc c the survey online.
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Alli

APPENDIX D
NCDEQ CORRESPONDENCE
Will, Tomas G
From: Turlington, Chad <[e-mail]>
Sent: Wednesday, December 19, 2018 7:23 PM
To: Will, Tomas G
Subject: Re: [External] Cargille Fayetteville facility
Tomas,
Your understanding of our phone conversation was correct as outlined in your email.
From: Will, Tomas G <[e-mail]>
Sent: Wednesday, December 19, 2018 4:10:16 PM
To: Turlington, Chad
Subject: [External] Cargille Fayetteville facility
• External email. Do not click links or open attachments unless verified. Send all suspicious email as an attachment to
i
Chad, thanks for speaking with me over the phone this afternoon. I wanted to send a follow-up email regarding our
discussion about the proposed development adjacent to the Cargille facility located off of river road; specifically relating
to the question of whether we could place a temporary sediment basin within an agricultural ditch during construction.
My understanding from our phone conversation this afternoon is as follows:
• You spoke with Karen Higgins at NCDEQ-DWR regarding the question of placing a temporary sediment basin in
the ditch located in the central and western portions of the subject property (identified as feature A in the
documents forwarded to you by Emily Greer).
• You made a visit to the site to evaluate the ditch in question (feature A). As a result of your visit, you determined
that the stream origin of the stream feature associated with feature A was on the western side of River Road,
located offsite of the subject property.
• As a result, everything located upgradient of the stream origin would be considered open waters but would not
be considered a stream by NCDEQ
• Subsequently, impacts to feature A for a temporary sediment basin can be permitted under a NWP 39. These
impacts will be considered open water impacts as opposed to stream impacts for the purposes of the NWP.
If you would like to amend any of the bulleted items to more closely match your understanding of the situation, please
do not hesitate to let me know so I can make sure that we are on the same page prior to going forward with the NWP.
Thanks again for your assistance with my questions.
Tomas Will
Senior Staff Scientist I Environmental Services
Terracon
2401 Brentwood Road, Suite 107 1 Raleigh, NC 27604
D [phone] 1 F [phone] 1 M (305) 5821578
Tomas.WillPterracon.com I terracon.com