WQ0040002_More Information Received_20190109

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WESTON LYALL,
Structural& Civil Engineering Land Surveying Serving Eastern North Carolina
STRUCTURAL ENGINEERING—CIVIL ENGINEERING —LAND SURVEYING
Weston Lyall,PE,PLS,PLLC
214 Highway 17 N. Suite 1
Holly Ridge,NC 28445
910-329-9961 Office 910-329-9963 Fax
Firm License Number P-0937
www.WestonLyall.com
January 9, 2019 2ECEIVED/DENWDWR
To: Christyn L. Fertenbaugh, P.E. .14N 3 2015
Division of Water Resources
Raleigh,NC Water Resources
Permitting Section
Subject: Additional Information Request: WQ0040002
Majestic Oaks West Lots 1-13
Hampstead,NC
To Christyn Fertenbaugh,
General Review:
1. Please provide a full plan set, specifications, and all supplementary documentation per
the comments below in both digital (CD or flash drive)and hard copy format. Provided.
2. Since Old North State Water Company is now the applicant,please provide the
Certificate of Public Convenience and Necessity indicating that they have approval from
the North Carolina Utilities Commission to provide service to this area. See attachment.
Anplication/FTSE:
1. Section V appears to have some incorrect information regarding the downstream sewer
and system-wide collection system permit,as WQ0030088 is the treatment facility only.
Please provide the sewer permit number of the receiving gravity sewer and the system-
wide collection system (permitted or deemed). See revised ASEA.
2. In Section VII,part 4, the storage above the pump-on elevation is indicated to be 1000
gallons, however, the total tank volume is indicated to be 1000 gallons elsewhere in the
package. Please revise to indicate the total volume above the pump-on elevation. See
revised ASEA. See Plan Sheet 2 for Calculations.
3. Please update Section VII,part 6,to include the appropriate specification references.
Note that all items are required to be present on all pump stations and force mains. If
these items were not provided, a variance must be requested. See revised ASEA.
4. Section VII(7) appears to also list the gravity sewer line. Please note that Section X must
be attached to the application for any gravity sewer being permitted. This can be found on
our website. See Section X attachment.
5. Section VII(8) does not list the presence of an air release valve,however, according to
the provided plans an ARV is required at the high point of the low pressure main for at
least one location. Please revise and also see Plan Comment#3 for more details. See
revised ASEA.
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Page 1 of 3

WESTON LYALL
''!Mill
..1
Structural&Clvil Engineering Land Surveying Serving Eastern North Carolina
STRUCTURAL ENGINEERING—CIVIL ENGINEERING —LAND SURVEYING
Weston Lyall,PE,PLS,PLLC
214 Highway 17 N. Suite 1
Holly Ridge,NC 28445
910-329-9961 Office 910-329-9963 Fax
Firm License Number P-0937
www,WestonLyalLcom
6. In Section VIII, parts 2 and 5,the projects are indicated to not comply with separation
from wetlands. Please provide the appropriate 401/404 permits indicating approval for
the encroachment on the wetland areas as shown on the provided plans or documentation
from the 401/404 group indicating that a permit is not required. The previously provided
erosion and sediment control approval does not indicate 401/404 permitting or
compliance. See attached"Assessment of Civil Penalties" and Payment.
7. There did not appear to be an FTSE provided specific to this development(Lots 1-13 as it
has been indicated that lots 14-16 will not connect to the sewer system). The previously
submitted FTSE signed by ONSWC appeared to include both Majestic Oaks West
extensions and appears to be inaccurate for the number of homes/bedrooms
constructed/planned. Please provide an FTSE specific for this permit application,per our
comments from September 30th and 15A NCAC 02T.0304(b), as a revised FTSE did not
appear to be included the provided documents. See attached FTSE.
Calculations:
1. It is not clear how the "existing capacity" of 0.1498 MGD as mentioned on the provided
downstream calculations was calculated, nor where the 0.00279 MGD number came
from. Please clarify,noting that the downstream capacity must be evaluated in the
existing 8-inch gravity line to which this development ties into at the manhole,per 15A
NCAC 02T.0305(b)(3). The downstream calculations must also be signed/sealed by a PE.
The existing capacity was taken from the FTSE Form. The 0.00279MGD number was
incorrected and updated to 0.00336MGD(48BR*70gal/day/BR).
2. Please provide hydraulic modeling for the STEP system, in accordance with 15A NCAC
02T.0305(b)and 15A NCAC 02T.0305(j), as there was no modeling information
included on plan sheet 3 as indicated in the provided response letter. See attached
hydraulic modeling.
3. Please provide flow and velocity calculations for the gravity line located along Dan
Owen Drive and Mae Drive,per 15A NCAC 02T.0305(b)(2). See attached Down Stream
Calculations.
Plans/Specifications:
1. Please provide complete specifications to be referenced by this project, including but not
limited to the materials, construction methods, and testing methods for the force main,
service lines, gravity line, shared dosing tank, and STEP stations. The specification
information listed on plan sheet 1 is insufficient in detail to verify the proper installation
of the sewer system. See attached specifications.
i. Specifications should include detailed information as to the referenced standards
(e.g. ASTM, AWWA),trenching, bedding, pipe and fitting materials, specialty
items like air release valves, cleanouts, septic and pump tanks, and quality
All Your Engineering and Surveying Needs
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Page 2 of 3

WESTON LYALL -0
�"�IIII
Structural&Civil Engineering Land Surveying Serving Eastern North Carolina
STRUCTURAL ENGINEERING—CIVIL ENGINEERING —LAND SURVEYING
Weston Lyall,PE,PLS,PLLC
214 Highway 17 N. Suite 1
Holly Ridge,NC 28445
910-329-9961 Office 910-329-9963 Fax
Firm License Number P-0937
www.WestonLyall.com
assurance testing including low pressure air testing of the gravity main,pressure
testing of the force main, and allowable leakage for both.
ii. Specifically, sewer lines located within the 100-foot radius of a potable drinking
water well must be constructed to the materials,testing methods, and acceptability
standards meeting water main standards (15A NCAC 18C). This must be clearly
noted on the plans and specifications.
2. Please provide profile views of the installed gravity line, indicating the slope, alignment,
connection to the dosing tank and the manhole, and any other pertinent information.
Please note that if the gravity line has any changes in grade, size, or alignment, including
horizontal bends, a variance from the requirements of the Minimum Design Criteria for
the permitting of Gravity Sewer for manholes at these locations must be requested and
approved. The VADC 10-14 form can be found on our website. See Revised Plan Sheets
2 & 3 and attached VADC 10-14 form.
3. On plan sheet 3, an air release valve must be installed on the 2-inch low pressure line
near STA 10+00 due to the elevation difference of approximately 10-feet between that
location and the eventual discharge at STA 0+00, per 15A NCAC 02T.0305(h)(5). See
Revised Plan Sheets 1 & 3.
4. A cleanout should be placed at STA 28+00 as this is the end of the shared low-pressure
sewer line and will allow ONSWC to clean/flush the low pressure main as necessary.
The shared sewer line ends at STA 21+43. This has been corrected on plan sheet 3. A
clean out has been added near STA 21+43, see revised plan sheet 1.
5. Please clarify if the vent shown on plan sheet 2 is screened and is located such that it will
vent outside of the wet well, as the current detail depiction appears to indicate that it
vents within the closed riser,per 15A NCAC 02T.0305(h)(3). See revised plan sheet 2.
6. Please provide profile views indicating how the 13 individual lines are currently installed
and how the common low-pressure line shall be installed relative to those lines, per 15A
NCAC 02T.0305(b)(1). Will these lines be removed or abandoned in place? See revised
plan sheet 1. 12 Lines are to be abandoned and the longest line from Lot 13 will now be
the 2" common sewer line.
All Your Engineering and Surveying Needs
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Licensed Land Surveyor in NC
Page 3 of 3

State of North Carolina
DW R Department of Environmental Quality
Division of Water Resources
15A NCAC 02T.0300—ALTERNATIVE SEWER EXTENSION APPLICATION
Division of Water Resources ASEA 04-16&SUPPORTING DOCUMENTATION
Application Number: (to be completed by DWR)
I. APPLICANT INFORMATION:
1. Applicant's name:Old North State Water Company,LLC (company,municipality,HOA,utility,etc.)
2. Applicant type: ❑Individual ® Corporation 0 General Partnership ❑Privately-Owned Public Utility
❑Federal ❑ State 0 Municipal 0 County
3. Signature authority's name:Michael Myers per 15A NCAC 02T.0106(b)
Title:
4. Applicant's mailing address:4700 Homewood Court, Suite 108
City:Raleigh State:NC Zip:27609-
5. Applicant's contact information:
Phone number:[phone] Email Address:mmyers a,envirolinkinc.com
II. PROJECT INFORMATION:
1. Project name:Majestic Oaks West Lots 1-13
2. Application/Project status: ®Proposed(New Permit) 0 Existing Permit/Project
If a modification,provide the existing permit number: WQ00 and issued date:
If new construction but part of a master plan,provide the existing permit number: WQ00
3. County where project is located: Pender
4. Approximate Coordinates(Decimal Degrees): Latitude:34.358° Longitude: -77.699'
III. CONSULTANT INFORMATION:
1. Professional Engineer:Weston Lyall License Number:27885
Firm: Weston Lyall,PE,PLS.PLLC
Mailing address:214 Highway 17N
City: Holly Ridge State:NC Zip:28445-
Phone number:[phone] Email Address:[e-mail]
IV. WASTEWATER TREATMENT FACILITY(WWTF)INFORMATION:
1. Facility Name:Old North State Permit Number:WQ0030088
Owner Name:Old North State
V. RECEIVING DOWNSTREAM SEWER INFORMATION:
1. Permit Number(s): WQ0030883
System Wide Collection System Permit Number(s): WQ0030883
Owner Name(s):Old North State Water Company.LLC
FORM: ASEA 04-16 Page 1 of 5

VI. GENERAL REQUIREMENTS
1. If the Applicant is a Privately-Owned Public Utility,has a Certificate of Public Convenience and Necessity been submitted?
®Yes ❑No ON/A
2. If the Applicant is a Developer of lots to be sold,has a Developer's Operational Agreement(FORM: DEV)been submitted?
❑Yes No ❑N/A
3. If the Applicant is a Home/Property Owners'Association,has an Operational Agreement(FORM: HOA)been submitted?
❑Yes ❑No ®N/A
4. Origin of wastewater:(check all that apply):
®Residential Owned 0 Retail(stores,centers,malls) ❑Car Wash
❑Residential Leased 0 Retail with food preparation/service ❑Hotel and/or Motels
❑School/preschool/day care 0 Medical/dental/veterinary facilities ❑Swimming Pool/Clubhouse
❑Food and drink facilities ❑Church ❑ Swimming Pool/Filter Backwash
❑Businesses/offces/factories 0Nursin Home 0Other(Explain in Attachment)tachment)
5. Is/was an Environmental Assessment required under 15A NCAC 01C? ❑Yes ® No
If yes, submit the appropriate final environmental document(FONSI,ROD,etc.)
w ° Domestic/Commercial % h w e— eci :
6. Nature of wastewater: 100 /o Other waste specify:
%Industrial(See 15A NCAC 02T.0103(20))
7. Wastewater generated by project: 3360 GPD(per 15A NCAC 02T.0114)
Has a flow reduction been approved under 15A NCAC 02T.0114(f)? ®Yes 0 No
If yes,provide a copy of approval
8. Summarize wastewater generated by project:
Establishment Type Daily Design Flow" No. of Units Flow
3 Bedrooms-Lots 1,7,9, 10, 11, 13 210 gal/day 6 1260 GPD
4 Bedrooms-Lots 2,4, 5,8, 12 280 gal/day 5 1400 GPD
5 Bedrooms-Lots 3,6 350 gal/day 2 700 GPD
gal/ GPD
gall GPD
gal/ GPD
Total 3360 GPD
a See 15A NCAC 02T.0114(b),(d),(e)(1)and(e)(2)for caveats to wastewater design flow rates(i.e., minimum flow per
dwelling;proposed unknown non-residential development uses;public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S.42A-4).
b Per 15A NCAC 02T.0114(c),design flow rates for establishments not identified below shall be determined using available
flow data,water using fixtures,occupancy or operation patterns,and other measured data.
FORM: ASEA 04-16 Page 2 of 5

VII. PRESSURE SEWER DESIGN CRITERIA—15A NCAC 02T.0305:
1. Number of simplex pump stations(STEP tanks/effluent pumps,vacuum pits,etc.)provided: 13
2. What is the nearest 100-year flood elevation to the facility?25+/-feet mean sea level.
Is any of the proposed project located within the 100-year flood plain?❑ Yes ®No
3. If Yes,are the following items provided per 15A NCAC 02T.0305(e):
Water-tight seals on all station hatches and manholes;and
Control panels vents extend two feet above the100-year flood plain elevation? ® Yes ❑No ❑N/A
If No, what measures are being taken to protect them against flooding?
4. Volume of storage in wet well above pump on elevation: 558(See plan sheet 2)Gallons(include calculations)
5. How power reliability will be provided in accordance with 15A NCAC 02T.0305(h)(D):
® Wet well storage provides 24 hours worth of wastewater storage;or
❑ Wet well storage provides wastewater storage based on power reliability and response times
(See"Policy for Meeting Reliability Requirements")
> Provide 3 years of power history date in the area.
➢ Provide response time to replace a failed pump. This would include travel time,time to replace pump,etc.
➢ Wet well storage would be based on whichever is greater.
All other pump stations meet the reliability requirements of 15A NCAC 02T.0305(h)(1): ❑ Yes ❑No ®N/A
6. Summarize simplex pump station design elements:
Design Element Plan Sheet Specification
Reference Reference
Emergency Contact Placard or Sticker See Photo
Screened Wet Well Vent 2
Restricted Access Details 2
Control Panel 2
High Water Alarms(Audible
le&Visual) 2
Valves(Check,Gate,etc) 2
Air Relief Valves 1 &3
7. Summarize the pipe length by diameter to be permitted. Lines from a building to the septic or pump tank should be excluded.
(provide attachments if necessary)
Zone From Node To Node Diameter(in) Length(feet) #Pumps in Zone Pump Model
Specified for Zone
1 Lot 1 Lot 6 2 993 6 LG 10EN
2 Lot 7 Lot 13 2 1510 7 LG 10ENH
1 Lot 1 Sewer 8 122 - -
Manhole
8. Air release valve station locations per 15A NCAC 02T.0305(i)(provide attachments if necessary)
Air Release Valve# Station Plan Sheet Reference
1 1+50 1 &3
FORM:ASEA 04-16 Page 3 of 5

1
VIII. SETBACKS&SEPARATIONS—(02B.0200& 15A NCAC 02T.0305(f)):
1. Does the project comply with all separations found in 15A NCAC 02T.0305(f)&(g) ®Yes ❑No
➢ 15A NCAC 02T.0305(f)contains minimum separations that shall be provided for sewer systems:
Setback Parameter* Separation Required
Storm sewers and other utilities not listed below(vertical) 24 inches
Water mains(vertical-water over sewer including in benched trenches) 18 inches
Water mains(horizontal) 10 feet
Reclaimed water lines(vertical-reclaimed over sewer) 18 inches
Reclaimed water lines(horizontal-reclaimed over sewer) 2 feet
**Any private or public water supply source,including any wells,WS-I waters of Class I or
Class II impounded reservoirs used as a source of drinking water 100 feet
**Waters classified WS(except WS-I or WS-V),B,SA,ORW,HQW,or SB from normal
high water(or tide elevation)and wetlands(see item IX.2) 50 feet
**Any other stream,lake, impoundment,or ground water lowering and surface drainage
ditches 10 feet
Any building foundation 5 feet
Any basement 10 feet
Top slope of embankment or cuts of 2 feet or more vertical height 10 feet
Drainage systems and interceptor drains 5 feet
Any swimmingpools 10 feet
Final earth grade(vertical) _ 36 inches
➢ 15A NCAC 02T.0305(g)contains alternatives where separations in 02T.0305(f)cannot be achieved.
➢ **Stream classifications can be identified using the Division's NC Surface Water Classifications webpage
➢ If noncompliance with 02T.0305(f)or(g), see Section IX of this application
2. Does the project comply with separation requirements for wetlands?(50 feet of separation) 0 Yes ®No ❑N/A
➢ See the Division's draft separation requirements for situations where separation cannot be meet
➢ No variance is required if the alternative design criteria specified is utilized in design and construction
➢ As built documents should reference the location of areas effected
3. Does the project comply with setbacks found in the river basin rules per 15A NCAC 02B .0200? ®Yes ❑No ❑N/A
➢ This would include Trout Buffered Streams per 15A NCAC 2B.0202
4. Does the project require coverage/authorization under a 404 Nationwide or ®Yes 0 No
individual permits or 401 Water Quality Certifications?
D. Information can be obtained from the 401 &Buffer Permitting Branch
5. Does project comply with 15A NCAC 02T.0105(cX6)(additional permits/certifications)? ®Yes 0 No
Per 15A NCAC 02T.0105(c)(6), directly related environmental permits or certification applications are being prepared,have
been applied for, or have been obtained. Issuance of this permit is contingent on issuance of dependent permits(erosion and
sedimentation control plans,stormwater management plans,etc.).
6. Does this project include any sewer collection lines that are deemed"high-priority?"
Per 15A NCAC 02T.0402, "high-priority sewer"means"any aerial sewer,sewer contacting surface waters, siphon,or sewer
positioned parallel to streambanks that is subject to erosion that undermines or deteriorates the sewer.
❑Yes ®No
➢ If yes,include an attachment with details for each line,including type(aerial line,size,material,and location).
High priority lines shall be inspected by the permittee or its representative at least once every six-months and inspections
documented per 1SA NCAC 02T.0403(a)(5)or the permitee's individual System-Wide Collection permit.
FORM: ASEA 04-16 Page 4 of 5

IX. CERTIFICATIONS:
1. Does the submitted system comply with 15A NCAC 02 I:, the Minimum Design Criteria for the Permitting of Pump Stations
and Force Mains(latest version),and the Gravity Sewer Minimum Design Criteria(latest version)as applicable?
®Yes ❑No
If No,complete and submit the Variance/Alternative Design Request application(VADC I 0-14)and supporting documents for
review. Approval of the reouest is required prior to submittal of the Fast Track Application and supporting documents.
2. Professional Engineer's Certification:
attest that this application for
(Professional Engineer's name from i\pplica ion Item IBA.)
(Facility name from Application Item 11.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans,specifications,
engineering calculations,and all other supporting documentation to the best of my knowledge. 1 further attest that to the best
of my knowledge the proposed design has been prepared in accordance with this application package and its instructions,as
well as all applicable regulations and statutes. Although other professionals may have developed certain portions of this
submittal package, inclusion of these materials under my signature and seal signifies that I have reviewed this material and
have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215;6A and 143-215,613, any person who knowingly makes any false
statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may
include a fine not to exceed$10,000,as well as civil penalties up to$25,000 per violation.
North Carolina Professional Engineer's seal,signature,and date: s .`°Q,; ... '0,d
G, is
ti61)
/,l��fltlllfll�i,`
3. Applicant's Certification per ISA NUAC(121'.0100(h):
►, MtC+I EL MIER.s RsSICaw"-
t P attest that this application for
(Signature Authority's name&title from Application Item 1.3.)
M AI SSS TI a d&rat W S S T L-crt•S_._ I13
(Facility name from Application Item 11.1.)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of
wastewater from this non-discharge system to surface waters or the land will result in an immediate enforcement action that
may include civil penalties,injunctive relief,and/or criminal prosecution. I will make no claim against the Division of Water
Resources should a condition of this permit be violated. [also understand that if all required parts of this application package
are not completed and that if all required supporting information and attachments are not included, this application package
will be returned to me as incomplete. As the permittee for the pressure sewer system, I understand I will be required to
own.maintain.and operate all individual pump stations.
NOTE — In accordance with General Statutes la;+-?1.5._6A and 143-215.613, any person who knowingly makes any false
statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may
include a fine not to exceed$10�00 as well as civil penalties up to$25,000 per violation.
Signature: �i;C
b ���,` _..__.-._. _ _.._.__. _ Date: l,�/!
FORM: ASEA 04-16 Page 5 of

X. GRAVITY SEWER DESIGN CRITERIA- 15A NCAC 02T.0305:
I. Summarize Gravity Sewer to be permitted:
Size(inches) Length (feet) Material
8 122 PVC
XL PUMP STATION DESIGN CRITERIA—02T.0305& MDC(Pump Stations/Force Mains):
COMPLETE FOR EACH PUMP STATION INCLUDED IN THIS PROJECT
1. Pump station number or name:
2. Approximate Coordinates(Decimal Degrees): Latitude: . Longitude: - .
3. What is the nearest 100-year flood elevation to the facility? -feet mean sea level. Source:
Is any of the proposed project located within the 100-year flood plain? ❑Yes ❑No
4. If Yes,are the following items provided per 15A NCAC 02T.0305(e):
Water-tight seals on all station hatches and manholes;and
Control panels vents extend two feet above the 100-year flood plain elevation?
❑ Yes ❑No ❑N/A
If No,what measures are being taken to protect them against flooding?
5. Finish grade elevation of the pump station:
6. Design flow of the pump station: millions gallons per day(firm capacity)
7. Operational point(s)of the pump(s): gallons per minute at feet total dynamic head(TDH)
8. Number of pumps provided:
9. Number of pump cycles at average daily flow: cycles per hour
10. Power reliability in accordance with 15A NCAC 02T.0305(h)(1):
❑ Standby power source or pump with automatic activation and telemetry- I 5A NCAC 02T.0305(h)(I)(B):
D. Required for all pump stations with an average daily flow greater than or equal to 15,000 gallons per day
Y Must be permanent to facility
Or if the pump station has an average daily flow less than 15,000 gallons per day:
❑ Portable power source with manual activation,quick-connection receptacle and telemetry- 15A NCAC 02T
.0305(h)(1)(C)
or
❑ Portable pumping unit with plugged emergency pump connection and telemetry- 15A NCAC 02T .0305(h)(1)(C):
➢ It shall be demonstrated to the Division that the portable source is owned or contracted by the applicant(draft agreement)
and is compatible with the station.
➢ If the portable power source or pump is dedicated to multiple pump stations,an evaluation of all the pump stations'storage
capacities and the rotation schedule of the portable power source or pump, including travel timeframes,shall be provided
in the case of a multiple station power outage.
Section X&XI Attachment Page 1 of 2

State of North Carolina
DWR Department of Environment and Natural Resources
Division of Water Resources
15A NCAC 02T.0105—VARIANCE/ALTERNATIVE DESIGN REQUEST
Division of Water Resources VADC 10-14&SUPPORTING DOCUMENTATION
Application Number: (if applicable,to be completed by DWR)
I. APPLICANT INFORMATION:
1. Applicant's name:Old North State Water Company, LLC
2. Applicant type: ❑ Individual ®Corporation ❑General Partnership ❑ Privately-Owned Public Utility
❑ Federal ❑ State ❑ Municipal ❑County
3. Signature authority's name:Michael Myers per 15A NCAC 02T.0106(b) Title:
4. Applicant's mailing address:4700 Homewood Court,Suite 108
City:Raleigh State:NC Zip:27609-
5. Applicant's contact information:
Phone number: [phone] Email Address:[e-mail]
II. PROJECT INFORMATION:
1. Project name:Makestic Oaks West Lots 1-13
2. Project status:® Proposed ❑ Existing(if existing, Permit Number: )
III. CONSULTANT INFORMATION:
1. Professional Engineer:Weston Lyall License Number:27885
Firm:Weston Lyall,OE,PLS, PLLC
Mailing address:214 Highway 17N
City:Holly Ridge State:NC Zip:28445-
Phone number: [phone] Email Address:[e-mail]
IV. VARIANCE REQUEST:
1. Provide a detailed list of specific criteria that a variance request is submitted for:
(e.g., NCAC 02T.0305(f)-Separation, MDC for Pump Stations/Force Mains 3.04(A)(1)(b)—Discharge Piping Velocity,etc)
Proposed 8"gravity sewer line has a horizontal bend at the corner of Dan Owen Drive and Mae Drive.
FORM: VADC 10-14 Page 1 of 2

Applicant's Certification per 1SA NCAC 02T.010Sh1:
I, M 1 c"/9 E& J. My$lts p!L£s,Ds.u7
attest that this request for
(Signature Authority's name&title from Request Item 1.3.)
MATas-i-IC. OAKS W E sT , 1 -r 5 I•- 13
(Project name from Request Item II.1,)
has been reviewed by me and is accurate and complete to the best of my knowledge. I also understand that if all required parts of
this request package are not completed and that if all required supporting information and attachments are not included,this request
package will be returned to me as incomplete. I understand that by certifying this variance request, I shall adhere to the
requirements of the variance approval should it be approved and all permit conditions should the permit be approved.
NOTE - In accordance with General Statutes 1.43.21i.6A and .14; ;4'%1;13, any person who knowingly makes any false statement,
representation,or certification in any request package shall be guilty of a Class 2 misdemeanor,which may include a fine not to exceed
$10,000 as well as civil penalties up to$25,000 per violation. /
Signature: 72-- Date: ' - /)'
Professional Engineer's Certification: 1
I, L Z 4n; 1141'1,l attest that this request for
(Professional Engineer's name from Request Item 111,1.)
!1/1 a s-IC c 04/Lts K 4- L-t( 1-I s
(Project name from Request Item 11.1.)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications,
engineering calculations,and all other supporting documentation to the best of my knowledge. I fur her attest that to the best of my
knowledge the proposed design.In accordance with 15ANCAC 02T.01051n)will provide;eaual or better treatment of the waste;
eaualyr better protection of the waters of the State:and no increased potential for nuisance conditions from noise,odor,or vermin.
I further attest as been prepared in accordance with this request package and its instructions,as well as all applicable regulations and
statutes. Although other professionals may have developed certain portions of this submittal package,Inclusion of these materials
under my signature and seal signifies that 1 have reviewed this material and have judged it to be consistent with the proposed design.
NOTE- In accordance with General Statutes 143_,2.15_e7A and ]Z13-215.68, any person who knowingly makes any false statement,
representation,or certification In any request package shall be guilty of a Class 2 misdemeanor,which may include a fine not to exceed
$10,000,as well as civil penalties up to$25,000 per violation.
North Carolina Professional Engineer's seal,signature,and date:
y s..9 5,!.a?.ij,:
"•%r„?' ' - '•.;:riALir %,
: -. -Q,V r„•. p, ~
ik � i
FORM: VADC 10-14 Page 2 of

State of North Carolina
4
�e ��F Department of Environmental Quality
` x" Division of Water Resources
br s,or o Water w,•:o,,,ces Flow Tracking/Acceptance for Sewer Extension Applications
(FTSE 04-16)
Entity Requesting Allocation: Old North State Water Company, LLC
Project Name for which flow is being requested: Majestic Oaks West Lots 1-13*see notel
More than one FTSE may be required for a single project if the owner of the WWTP is not responsible for all pump
stations along the route of the proposed wastewater flow
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: Majestic Oaks WWTP
b. WWTP Facility Permit#: WQ0030088
All flows are in MGD
c. WWTP facility's permitted flow 0.05972
d. Estimated obligated flow not yet tributary to the WWTP 0.02226*see note 2
e. WWTP facility's actual avg. flow 0.027666
f. Total flow for this specific request 0.00336*see note 3
g. Total actual and obligated flows to the facility 0.0533
h. Percent of permitted flow used 89.23
II. Complete this section for each pump station you are responsible for along the route of this
proposed wastewater flow.
List pump stations located between the project connection point and the WWTP:
(A) (B) (C) (D)=(B+C) (E)=(A-D)
Design Obligated,
Pump Average Daily Approx. Not Yet Total Current
Station Firm Flow** Current Avg. Tributary Flow Plus
(Name or Capacity, * (Firm/pf), Daily Flow, Daily Flow, Obligated Available
Number) MGD MGD MGD MGD Flow Capacity***
#1 0.1498 0.05992 0.027666 0.02226 0.04993 0.00982
* The Firm Capacity of any pump station is defined as the maximum pumped flow that
can be achieved with the largest pump taken out of service.
** Design Average Daily Flow is the firm capacity of the pump station divided by a peaking
factor(pf)not less than 2.5.
***A Planning Assessment Addendum shall be attached for each pump station located
between the project connection point and the WWTP where the Available Capacity is<0.
Downstream Facility Name(Sewer): Old North State Water Company, LLC
Downstream Permit Number: WQ0030088
Page 1 of 6
FTSE 04-16

III. Certification Statement:
I Michael J.Myers certify to the best of my knowledge that the addition of
the volume of wastewater to be permitted in this project has been evaluated along the route to the
receiving wastewater treatment facility and that the flow from this project is not anticipated to
cause any capacity related sanitary sewer overflows or overburden any downstream pump station
en route to the receiving treatment plant under normal circumstances,given the implementation of
the planned improvements identified in the planning assessment where applicable. This analysis
has been performed in accordance with local established policies and procedures using the best
available data. This certification applies to those items listed above in Sections I and II plus all
attached planning assessment addendums for which I am the responsible party. Signature of this
form indicates acceptance of this wastewater flow.
A, 5'° /7
i nin Official S. ature Date
g g ff
Page 2 of 6
FTS E 04-16

Notes:
1. Lots 1-16 are single family lots; therefore 16 units; Lot
17-19 are duplex family lots; therefore 6 units
2. This is the flow assigned to the 106 lots in Southside
Commons in Permit NO. WQ0039992
3. Total of 13 lots having a total of 48 bedrooms at 70
gpd per bedroom for a total of 0.00336 mgd. These
units were previously treated as if they were already
obligated and/or tributary to the WWTP since the
original understanding was that no permit would be
required. This document now separates them
specifically for permitting purposes.

WET LYALLJ s oNr,r
�,
tn
7^ Structural& Civil Engineering Land Surveying Serving F stern North Carolina
STRUCTURAL ENGINEERING—CIVIL ENGINEERING —LAND SURVEYING
Weston Lyall,PE,PLS,PLLC
214 Highway 17 N. Suite 1
Holly Ridge,NC 28445
910-329-9961 Office 910-329-9963 Fax
Firm License Number P-0937
www.WestonLyall.com
August 25, 2018
To: Division of Water Resources
Raleigh,NC
Subject: STEP Septic Design Specifications
Dan Owen Drive, Lots 1-13
Majestic Oaks Subdivision
Hampstead,NC
To whom it concerns,
The following are calculations and design drawings for a septic STEP system at the above
location. The site plan and tank plans are based on four bedroom single-family residences being
constructed on each lot, with a wastewater design flow rate of 480 gallons per day.
Each residence shall gravity flow their sewer line, from the residence into a 1,000 gallon two-
compartment concrete septic tank, located on each lot. The septic tank shall then gravity flow
into a 1,000 gallon single-compartment concrete pump tank, located on each lot. A Little Giant
pump (see plan for model number) shall be placed in the pump tank and discharge pressurized
effluent to an existing common 1,000 gallon single-compartment tank located at the intersection
of Dan Owen and Mae Drive. Each lot will provide their own pump and tap into a 2" Schedule
40 PVC line from their respective lot to a common 2" Schedule 40 PVC which will terminate at
the common 1,000 gallon tank near the intersection. From the 1,000 gallon tank near the
intersection, the effluent shall gravity flow into an existing sewer manhole, approximately 122'
away through a 8" diameter pipe, with appropriate fall.
The common 2" PVC line shall be located within 15' of the front property line, which is the
utility easement.
All Your Engineering and Surveying Needs
Licensed Engineer in NC,SC,VA,AL,MS
Licensed Land Surveyor in NC
J

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10EN SERIES 1,2 f;;
APPL.i CAB 0N S ENGINEERING DATA .
•Effluent wastewater none 4S•Flewatenrag•Water weedier
_' Ill. .j(i+ T :lr. t f. rI . �r' tr 4
FEATURES g
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APPLICATIONS ENGINEERING DATA
'7ill• •
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ifiP
laF"i.-
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SEPf 5 SPECIFICATIONS
ATIO S PE+'i-(}RMPN°I-E DATA
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Pipe Friction Loss Charts
LOSS OF HEAD IN FEET DUE TO FRICTION PER 100 LILT Of-PIPE
112` , 3/4. I" 1•1/4"
w. Pawky flask Loh Cow t4m wiah Phasic ta.1 Caaf.. Aa. Wadtr elastic sud Cam: Raw i Mist* Plat* star C.,Ce.
13S.41 limit SP 141 t.1a1. Crta1 11141. Malt C..1* C.1M C.111 US.CA watt(. C.144 C.It c.Ito to Gat I fast C>Is* C.NO C.1I10
MIL It jut ID st'Y is ear p.W` Ma. a/ere mass-l es ear W,1WY' MIL ft J s.. D 1,8/Y D 1449. D 1.417'- Nu, f J..0 to Isar w 1.1 r ID 1.36,
0.5 0.5 0.314 0.582 0.35 1.5 0.9 0.61 1.13 0.7 2 _ 0.74 0.322 • 0,595 0.345 4 0.9 10.304 0.564 0.364
1 1.1 1.14 2.1 1,26 2 1.20 1,04 1,93 1,21 3 1.1 0.68 1.26_� 0.732 5 I.i_ i 0,46 0.853 ' 0.545
i.5 I S 2.38 4.44_ 2.87 ` f.5 15 1.57 ' 2.41 1,82 4 1.5 1.15 2.14. 1_24 6 13 0.649 , 12 0.765
2 . 2.1 4.1 ' 7.57 ' 4.56 3 1.1 2.21 4.08 n6 5 1.9 Ti3.42 , 1,88 7 __13 0.86 1.59 ` 1.62
2.5 2.6 6.15_' i 1,4 638 4 3.S 2.1 2.93 5.42 3.4 6 2.2 2.43 4.54 2.63 8 1.7 1.1 2.04 1,31
3 3.2 165 16 9.86 4 2,4 3.74 6.94 4.36 - 8 3.0 4.16 7,73 475 _ 10 2.1 1.67 3.08 1.98
3. '33 11.5 213 12.9 4.5 . 2.7 4.66 8.63 5.4 10 3.7 6.31 11..7 -6.77 12 - 2.6 2.33 4.31 2.75
4 v 4,2 148 273 , 16.4 ' 5 3.0 5.66 10.5 - 6.5'7 '-12 - 4.5 8.115 16.4 1 9.47 14 3.6 - 3.1 5.71 3.64
' 4.5 4.8 111.3 '33.9 20.4 6 3.6 7.95 14.7 9.22 14 5,2 11,8 21.8 12.6 16 3.4 1 3.96 ' 7.34 4.68
3 1 22.2 412 - 24.8 7 41 10,6 19.6 12,2 I! ._. 5,9 15.1 27.9,_ 162a 18 i 3.9 ' 4.93 i 9.13 5,81 1
S.5 ' SA26.6 • 49.2 ' 29.5 8 - 4,8 13.5 25 -15.7 . 18 6.7 18.7 34.7 20.1 20 4.3 6 1 11.1 " 7.1
6 63 312 S7. 34.8 9 5.4 1 . 31.1 2 7.4 22 2.1 24.4 5.4 9.06 1 8 10.7
6:5 _ 6.9 362 67 40.2,' , 10 6.0 20A 37.8 23.7 22 8. 27.1 5 .2 28.8 4 12,7 2 I
7 7.4 41.5 76.8 44.1 ' 11 6.6 24.4 451 i.2 24 8.9 ( 31.9 " 59 _ 34 3S 7.5 16.9 . 31.2 20
73 ' 7.9 -- 47,2 $7.3 52.5 12 ,7.2 28.6 53 33.2 V 26 9.7 1 36.9 - 68.4 39.7 40 8.6 21.6 1 40 25,6
8 1k4 53 93,3 59.4 13 7.8 33.2 61.5 38 5 ' 10,4 42.5 45.5 SO 1 7 2.6 .4 38.7
45 4:0 ' 59.5 ' 110 66 • 14 84 38 703 , 44.1 Ni 11.1 48.1 89.2 _ 51,6 60 12.9 45.6 84.7 541
9.§ 66 122 73,5 16 9.6 48.6 90.2. 56.6 15 11.0 64.3 119 68. 70 ,0 61. 114 72.2
ai 1ttt1 73 135 81 18 10.8 60.5 112 ' 7 40 14.8 8 12 88 , 1 ,2 7 .9 144 92A
10 10. 40.5 149 -89.4 . 20 . 110 73.5- 136 83.5 - 45. 16.7 • 102 189 109 90 19.3 1 96.t; 179 _ 115
• 1.1/2' r - 2'112" NOTE:Recommended
Poi tr'.rr PM& sun Captor w.. Wat Amite I Poach favor fa.. *lido Mimic Stasi Gram velocity is 5 Fp5(feet
law. sea* c.rw c.01 C.111 1USat wank tail C.tae Ca 1111 WAIL .ruck Ca14a C.110
,a _osier ., _ r seeatad}with a
_ 14, aimss.,a)tm. D1a, nu. riper _os 1Di1*T D NIL ftJsar 2.41W pe
4 0.6 (L144, 0.267- 0.16S- 10 1.0 0.23 _ 0.431 1 20 1.3 0.353 a • a maximum of 7 FPS.
6 04 0,3OS , 0.565 0358 IS 1.4 , 0.4 0.916 0.569. 39 2.0 0.75
8 13 ; 0.52 0.962 0.611 0.839 1.55 0,962 40. 77 , 11.27 2.36 1.35
10 IA 0.785 1,45 0.923 25 1.9 2.4 1.27 2.35 1.45 50 3.4 1.92 3.56 2.04
12 1.9 L1 2.04 1.29 ' 30 2.9 1,7$ 3,29 2.03 60 4,' 2.69 +•
14 1A6 2.71 1.71 35 3.3 2.36 4.37 2.71 70 3.82 �ttttattati�
16 , 2.5 1.87 3.47 2 40 3.6 3.03 , 5.6 80 4,88 �► +r-
)8 2.8 2.33 4,31 .75 45 l,3 _ 3.76„ 6,96 90 . a 6,06 1 °°.4x1A Al E.''��
20 3 2 3 524 . 1,31 50 4.8 4.57, 8,46 100 7.37 e `'.�+ ,��
25 39 4 7.8 5 55 5.3 5.46 10.1 6.22 110 8.8
30 4.7 6 11.1 7 60 .7 6,44. 11.9 120 8.0 10.3 '• ,F `t". '
35 _ 53 7.94 14.7 9.35-` 70 6.7 " 853 15.8 130 12 �:'� ' AA, ' : Y t.
40 6.3 10.2 189 12 80 7.6 109 20.2 123 140 13,7 ,-1
45 7.1 12.63 ' 23. 14.9 90 8.6 - 13.6 25.1 15.6 150 10.t 14,7 27.3 15.6 = ` 2/
S0 79 15.4 28,5 ILI 100 , 9.6 )6.5 30.5 189 160 10.7 1 .6 30.717.6
5S 81 18.3$ 34 21,5 110 10.5 19.7 . 36,4 170 19.7 ' e tt�JJ i1T
60 9,5 21.6 40 25.3 120 11.5 23.1 42.7 . . $0 • . 21.9 �'GiNE,�.•''„v;
65 10.2 25.1 46.4 29 130 12.4 26,8 49,5 3t17 190 12.. 22.7 may """'' ��'•`
70 110 28.7 $32 -' 33.8 140 13.4 30.6 56.9 35.2 260 13.4 25 ''"1'ON L-T e"%
75 ,. 11.8 32,6 60.4 38 ISO 14.3 _ 35 ' 64.7 40.1 20: 14,7 29,8 #SFidtitttltt',`
80 12.6 36.11 68.1 43.1 160 15.3 39.3 72.8 45.1 240 16,1 35.8.
85 13.4 41,. 76,2 ` 47.6 , 170 16.3 44 81.4 50.5 260 17.4 41.6
90 142._ 45.7 84.7 53.6 ,, 100 17.2 48.9 , 90.5 S6,1 280 18.8 46.6 .. • .
9$ 15A 50.5 , 93.6 56.8 a 190 162 54 100 62 300 20.1 52.9 56.8
100 15.8 56.6 103 65.1 200 19.1 , 59.4.., 110 68
FRICTION 1 OSSES THROUGH FITTINGS IN TERMS OIL EQUIVALENT LENGTHS OF PIPE
....
tooth or
NOV + Id IbiallutIto rated)end Ole
5 1 1.114 F1/f 1' 1.1/27lreaded 1 r 1 I 1 1 1 1
rim.
&sac or to C.odpn Fla* 3 3 3 3 3 3 3
90'StandE Steel 2 3 3 4 4 $ 6
Ctipest 2 3 3 4 4 5 6
Mastic 4 ..,. 5 6 7 810
Inert Cookie 3 , . _3. 3 3 3 3 3
5441 4 S. 6 8 9 I1 4
5ta3dard Tee Comet 4 $ , 1 wT 6 8 9 11 14
P146114 7 9 12 13 17 20 .
fact Vatve. . Note 123 2 3 . 4: 5 6 ._. -_. , 8
Note())toss Figures are based on equivalent lengths of indicated pipe material.Plots(7)Los*Figures.for*Crewed valves and based on equivalent lengths of steel pipe..
Cuxtomer service:[phone] a Fax Orders:[phone] IIII www Ka•rlte,com *Pentair Water •Deiavan.WI 53115 USA(Si)i)

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SHEA New Eng/and's Premier Precasfer 1000 GALLON
800-696-7432 (SHEA)
CONCRETE PRODUCTS www.sheaconcrete.corn
BIWNG ADDRESS: 87 HAVERHILL RD, AMESBURY MA 01913 SEPTIC TANK
8'-0" (AT SEAM) I E X-m P L c
I I -StmtLAR
20" DIA rV\O O.-E.. L.CLEANOUT COVER
(- ' I l i i t 1 ' 5'-2"
r
ANT SEAM)
��_ T—)J
i
`PLAN VIEW
1" TAPER
-- 4" TOP (6" H-20)
I 1 i 1 I
4" DIA INLET A -.. :._A•." .,:': .•• .
RUBBER BOOT , 4" DIA OUTLET
W/CLAMP 3" RUBBER BOOT
'lL _ ; _"-; W/CLAMP
i
LIQUID LEVEL •
b
1r1 z+ 5'-8"
(5'-10" H-20)
4'-7" SEE NOTE 5 ..
4'-4"
s•
�...� 3,, + SHEA 1:,
} SECTION VIEW
NOTES:
1. CONCRETE: 4,000 PSI MINIMUM AFTER 28 DAYS.
2. CONSTRUCTION OF SEPTIC TANK CONFORMS WITH DEP
TITLE 5 REGS, 310 CMR, SECTION 15.226.
• 3. ALL REINFORCEMENT PER ASTM C1227.
4. TEES AND GAS BAFFLE SOLD SEPARATELY.
5. TONGUE & GROOVE JOINT SEALED WITH BUTYL RESIN.
6. IF COVER EXCEEDS 4 FEET, HEAVY DUTY TANK
REQUIRED. ALSO AVAILABLE IN AASHTO HS-20 LOADING.
SHEA PRODUCT ID: PREPARED FOR: FILE NAME
00H tk1000.dwg
. 1
WEIGHT (LBS): DRAWN BY: DATE: PAGE
8,765H/9,785# ARO 06/01/18 B1.1 nPC
agTE EO P Air
t • , MA 1153 Cranberry Hwy—Rochester, MA 187 Haverhill Rood—Amesbury, MA I 160 Old Turnpike Rd—Nottingham, NH
Specifications subject to change without notice

FIGURE 1 -TYPICAL INSTALLATION • INSTALLATION TYPE •
1 OEN-CIA-SFS INSTALACION TIPICA(10EN-CIA-SFS SHOWN)
�,itti+eI�fi 1 OEN-CIA-RF
Separate protected and grounded service outlet
Franklin Electric Co.,Inc. minimum 4•torn floor.
Oklahoma City,OK 73157-2010 10 E N-C I M Pese de courant de miss a la terse a protection
WYJW.lJLt1CCCi18f11Pump.COm septa.a une distance minimele de 1,2m du sol ! I I i
[e-mail] 1 0 E N—C BM Tomacomnntes de sen„cio coneetado a berm y `;. =i
protegioo separado pot to miens a 1,2m del suelo. A,� _
I I
10 E N-C BA la —
Comp Power Coro C
Cordon dalimentation de pwnpe •) j-1 r 1 1 1
Cable de potencie de le bombe Y _I 1—' 1=
1=11 El
CID �'i�
ENGLISH . j,>> ilil
(dscnarge pipe co smaller than pump outlet r!,� Gate Valve
canalisation de reloulement doll etre
This instruction sheet provides you with the information required {ote clue aso sorbet de pampa w� �PI.�)1 Glapet a la lavanne
?urxr de descarga Gus no see mas pequino
to safely own and operate your product. Retain these instructions quo��,;���� —'��' oorrrp°ada '
for future reference. PowerCord Grommet CheckvaNe
oo, 1
Oeillet du cordon delimentetion Ciapel de retenue
The product you have purchased is of the highest quality drrl �otectordel cable de Ve�G°a a °la
potenworkmanship and material, and has been engineered to give you Irdr 3'Vent Pipe
•
long and reliable service. This product has been carefully tested, Canalisation de
ventilation de 2 ou
inspected, and packaged to ensure safe delivery and operation. Tube de e�,aUnmit
cion Raccn
Please examine your item(s) carefully to ensure that no damage '°� ��% /' Union
occurred during shipment. If damage has occurred, please Sump Covet 7
contact the place of purchase.They will assist you in replacement 0ub0Madee dro -tight basin 18'die=24•deep Tim.
Bassin anebactdrlon den diamebe
or repair, if required. minimal comphs entre 18 po et 24po.
Redpieme de Lin mmirno de 24 de
errnebco al gas de 18'
READ THESE INSTRUCTIONS CAREFULLY BEFORE c.f.- aametr°y d protundlded.
ATTEMPTING TO INSTALL, OPERATE, OR SERVICE w.i sncoa Bleed Hole in Discharge Ppe
YOUR PRODUCT. KNOW THE PRODUCT'S APPLICATION, Trott de degegemem diem.3/16 po sur le
tuyau decoulement.
LIMITATIONS, AND POTENTIAL HAZARDS. PROTECT Agejetddopurged°de3/l6'dedia<ne0°
r�.• • en la tuber%de descerga.
YOURSELF AND OTHERS BY OBSERVING ALL SAFETY `� I
INFORMATION. FAILURE TO COMPLY WITH THESE 1 ! ' r-10 onleye•7 pod lop°a
INSTRUCTIONS COULD RESULT IN PERSONAL INJURY
�� ,~ I oh..•T a 10.en el nivel
AND/OR PROPERTY DAMAGE! 1 i
_' 2.-5.off level
DESCRIPTION •2 p 51 Nora 5 pe hors nNeae
el nivel
This is a submersible effluent pump for use in basins or lift ����""""�`���.•``'��''•• P pump
on ear0le�or e e w Nevedr piece
stations,and is suitable for pumping sewage,effluent,wastewater, Abe Nlnstallez jamais la pumps sur une surface
and other non-explosive, non-corrosive liquids with up to 1/2" do enls�or.�ao s ced�yier.
Posicione le bombs sobre une superficie aura y
spherical solids. n,0elede y nunca pos,ciune la bombe d„+amens
sobte superficies de ills.Berra o grave.
SAFETY GUIDELINES
9. This pump's motor housing is filled with a dielectric oil for
Zk. iiii motor heat transfer and lifetime lubrication of the bearings.
1. Make certain pump is disconnected from power source before This oil is non toxic to aquatic life. However, suffocation can
attempting to service or remove any component. occur if oil is left on the water surface. If oil escapes the motor
housing it can be removed from the surface quickly by placing
2. Do not use to pump flammable or explosive fluids such as newspapers on the water surface to soak up the oil.
gasoline, fuel oil, kerosene, etc. DO NOT use in explosive
atmospheres or hazardous locations as classified by NEC, 10. The pump motor is equipped with an automatic resetting thermal
ANSI/NFPAT. Pump should be used with liquids compatible protector and may restart unexpectedly. Protector tripping is
with pump component materials. an indication of motor overloading as a result of excessively high
or low voltage,inadequate wiring,incorrect motor connections,
3. Do not handle the pump with wet hands or when standing on or a defective motor or pump.
1 a wet or damp surface or in water.
4. Do not pull the pump out of the water by the power cord when ELECTRICAL CONNECTIONS
the pump is operating or connected to power source. .0 rF AWARNINGA
5. This pump is supplied with a grounding conductor and/or
grounding type attachment plug.To reduce the risk of electrical 1. Check the pump label for proper voltage required. Do not
shock, be certain that it is connected to a properly grounded connect to voltage other than that shown.
grounding type receptacle. 2. If pump is supplied with a 3-prong electrical plug, the third
6. The National Electric Code requires a ground fault circuit prong is to ground the pump to prevent possible electrical
interrupter (GFCI) be installed in the branch circuit supplying shock hazard. DO NOT REMOVE the third prong from the
fountain equipment, pools, etc. plug.A separate branch circuit is recommended.
7. In any installation where property damage and/or personal Do not use an extension cord. Do not cut plug from the cord.
injury might result from an inoperative or leaking pump due to If the plug is cut or the cord is shortened,then this action will
power outages, discharge line blockage, or any other reason, void the warranty.
a backup system(s) and/or alarm should be used. 3. If the cord is equipped with stripped lead wires, such as on
8. Support pump and piping when assembling and when installed. 230V models, be sure that the lead wires are connected to a
Failure to do so may cause piping to break, pump to fail, power source correctly. The green/yellow wire is the ground.
motor bearing failures, etc. The blue (or white) and brown (or black) are live.
II

4. Check local electrical and building codes before installation. 5. Be sure gate valve in discharge line is open.
The installation must be in accordance with their regulations 6. Allow pump to operate through several on/off cycles.
as well as the most recent National Electrical Code (NEC). CIM SERIES EFFLUENT PUMPS
5. To conform to the National Electrical Code all pumps must be
wired with 14 AWG or larger wire. For runs to 250', 14 AWG 1• The pump cord for these pumps can be plugged directly into
wire is sufficient.For longer runs,consult a qualified electrician a properly grounded receptacle with voltage consistent with
or the factory. pump nameplate for continuous pump operation.
6. Pump should be connected or wired to its own circuit with no CAUTION: This type of operation should be used only for
other outlets or equipment in the circuit line. Fuses and circuit emergency use or when a large volume of water is to be
breaker should be of ample capacity in the electrical circuit. pumped. Pump must not be allowed to run dry.If pump is run
dry, it may damage pump and void the warranty.
7. The flexible PVC jacketed cord assembly mounted to the
pump must not be modified in any way, with the exception SERVICE INSTRUCTIONS
of shortening the cord to fit into a control panel. Any splice AWARNING�
between the pump and the control panel must be made within
a junction box and mounted outside of the basin and comply MAKE CERTAIN THE UNIT IS DISCONNECTED FROM THE
with the National Electrical Code. POWER SOURCE BEFORE ATTEMPTING TO SERVICE OR
8. The 10EN-CIA-RF pumps have automatic switches with piggy- REMOVE ANY COMPONENT!
back plugs on the switch cords. Pump must be plugged into 1. If pump does not operate properly,consult the troubleshooting
piggy-back switch cord for automatic operation. chart. If trouble cannot be located with these steps shown,
CONSULT INSTRUCTION SHEET ILLUSTRATIONS FOR PROPER consult your pump dealer or take pump to a Little Giant
ASSEMBLY AND DISSASSEMBLY OF YOUR LITTLE GIANT PUMP. authorized service center.
2. This unit is permanently lubricated. Oiling is not required. Do
OPERATION not,in any case,open the sealed portion of the unit or remove
1. Pump must be installed in a suitable gas tight basin which is at housing screws.
least 18"in diameter and 24"deep, and vented in accordance
with local plumbing codes. 3. Periodic cleaning of the pump parts will prolong the LIFE
and EFFICIENCY of the pump. Refer to the assembly and
2. Pump features a 1-1/2"female NPT discharge. disassembly of the pumping head.
3. Pump must be placed on a hard level surface. Never place 4. Remove screws that hold base to volute and clean impeller
pump directly on clay, earth or gravel surfaces. and volute passage. Do not use strong solvents on impeller.
4. A check valve must be used in the discharge line to prevent 5. Be sure impeller turns freely after cleaning.
back flow of liquid into the basin.The check valve should be a 6. WARNING: DO NOT REMOVE IMPELLER. REMOVAL OF
free flow valve that will easily pass solids. IMPELLER REQUIRES SPECIAL TOOLS AND IS TO BE DONE
CAUTION: For best performance of check valves, when ONLY BY AN AUTHORIZED SERVICE CENTER.
handling solids install in a horizontal position or at an angle DO NOT REMOVE MOTOR HOUSING COVER. WARRANTY
of no more than 45°. Do not install check valve in a vertical IS VOID IF MOTOR HOUSING COVER, IMPELLER OR SEALS
position, as solids may settle in valve and prevent opening on HAVE BEEN REMOVED. ANY REPAIR ON MOTOR MUST
start-up. BE DONE BY AN AUTHORIZED LITTLE GIANT SERVICE
5. Do not attempt to restrict the intake side of these pumps. CENTER.
Restricting the intake may cause damage to the seal and may 7. Be certain power cord is in good condition and contains no
starve the pump.If you require reduced flow rates,then place a nicks or cuts.
valve on the discharge side of the pump or if flexible vinyl tubing
is used,a clamp can be used on the tubing to restrict the flow. m FRANcAIS
6. Do not let the unit run dry (without liquid). It is designed to be Cettefeuille d'instructions vous fournit les informations necessaires
cooled by pumping fluid. You may damage the seal and the pour entretenir et faire fonctionner votre produit. Conserver ces
motor may fail if the pump is allowed to run dry. directives afin de pouvoir les consulter plus tard.
7. If the unit is going to be idle for a period of time, follow the Le produit que vous avez achete a ate soigneusement fabrique
cleaning instructions outlined in the next section. Do not let avec des materiaux de la plus haute qualite et a ete conqu pour
the unit freeze in the wintertime. This may cause cracking or durer longtemps et offrir un service fiable. Les produits sont
distortion that may destroy the unit. soigneusement testes, inspectes et emballes afin d'en assurer la
TESTING PUMP OPERATION securite de fonctionnement et une livraison en bonne condition.
CIA SERIES EFFLUENT PUMPS Verifier attentivement le produit afin de vous assurer qu'il n'a
pas ete endommage pendant le transport. S'il est endommage,
1. These pumps are equipped with a float operated mechanical veuillez contacter l'entreprise qui vous l'a vendu.Si une reparation
switch. ou un remplacement est requis, elle vous pretera assistance.
2. When these pumps are installed in a basin with a sealed cover, LIRE ATTENTIVEMENT CES DIRECTIVES AVANT DE
switch operation cannot be observed.The sump cover usually PROCEDER A L'INSTALLATION, A L'UTILISATION OU A
will have a spare that is plugged with a rubber plug.This plr.o L'ENTRETIEN DU PRODUIT. SE FAMILIARISER AVEC LES
can be removed and switch operation can be observed. APPLICATIONS, LES MITES ET LES RISQUES POTENTIELS
3. Plug power cord into a grounded receptacle with voltage DU PRODUIT. ASSURER SA PROPRE PROTECTION ET
consistent with pump voltage as indicated on purr;;; CELLE DES AUTRES EN SUIVANT TOUTES LES REGLES
nameplate. DE SECURITE. LE NON-RESPECT DE CES DIRECTIVES
4. Run water into pump until pump starts. PEUT ENTRAINER DES BLESSURES ET/OU DES DOMMAGES
MATERIELS!
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ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
Energy,Mineral TRACY DAVIS
and Land Resources Director
ENVIRONMENTAL QUALITY
October 9, 2017
LETTER OF APPROVAL WITH MODIFICATIONS
AND PERFORMANCE RESERVATIONS
Eastern NC Home Builders, LLC
Linwood Jones
449 Grill Rd
Clayton,NC 27520
RE: Project Name: EASTERN HOME BUILDERS LOTS - DAN OWEN DR. - MAJESTIC
OAKS SECTION 1 - LOTS 1-16
Acres Approved: 5.35
Project ID: PENDE-2017-008
County: Pender, City: Hampste
Address: Dan Owen Dr.
River Basin: Cape Fear
Stream Classification: Other
Submitted By: Linwood Jones .
Date Received by LQS: October 31, 2016
Plan Type: Residential
Dear Sir or Madam:
This office has reviewed the subject erosion and sedimentation control plan. We find the plan to
be acceptable and hereby issue this Letter of Approval. The enclosed Certificate of Approval
must be posted at the job site. This plan approval shall expire three (3) years following the date
of approval, if no land-disturbing activity has been undertaken, as is required by Title 15A
NCAC 4B .0129.
Please be aware that your project will be covered by the enclosed NPDES Construction
Stormwater General Permit NCG010000. Please become familiar with all the requirements and
conditions of this permit in order to achieve compliance.
Division of Energy, Mineral, and Land Resources
Energy Section•Geological Survey Section • Land Quality Section
127 Cardinal Dr Extension Wilmington, NC 28405•Phone: [phone]•FAX: [phone]
Internet:http://portal.ncdenr.org/web/lr!
An Equal Opportunity\Afrmative Action Employer—50%Recycled\10% Post Consumer Paper

Letter of Approval
Linwood Jones
October 9,2017
Page 2 of 4
Title 15A NCAC 4B .0118(a) requires that a copy of the approved erosion control plan be on file
at the job site. Also, this letter gives the notice required by G.S. 113A-61.1(a) of our right of
periodic inspection to insure compliance with the approved plan.
North Carolina's Sedimentation Pollution Control Act is performance-oriented, requiring
protection of existing natural resources and adjoining properties. If, following the
commencement of this project, the erosion and sedimentation control plan is inadequate to meet
the requirements of the Sedimentation Pollution Control Act of 1973 (North Carolina General
Statute 113A-51 through 66), this office may require revisions to the plan and implementation of
the revisions to insure compliance with the Act.
Acceptance and approval of this plan is conditioned upon your compliance with Federal and
State water quality laws, regulations, and rules. In addition, local city or county ordinances or
rules may also apply to this land-disturbing activity. This approval does not supersede any other
permit or approval.
Please note that this approval is based in part on the accuracy of the information provided in the
Financial Responsibility Form, which you provided. You are requested to file an amended form
if there is any change in the information included on the form. In addition, it would be helpful if
you notify this office of the proposed starting date for this project. Please notify us if you plan to
have a preconstruction conference.
Your cooperation is appreciated.
Sincerely,
ce
Carol Miller, CPESC
Regional Engineering Associate
Land Quality Section
Enclosures: Certificate of Approval
NPDES Permit

Letter of Approval
Linwood Jones
October 9, 2017
Page 3 of 4
MODIFICATIONS AND PERFORMANCE RESERVATIONS
Project Name: EASTERN HOME BUILDERS LOTS - DAN OWEN DR. - MAJESTIC OAKS
SECTION 1 -LOTS 1-16
Project ID: PENDE-2017-008
County: Pender
1. This plan approval shall expire three (3) years following the date of approval, if no land
disturbing activity has been undertaken, as is required by Title 15A NCAC 4B .0129.
2. The developer is responsible for the control of sediment on-site. If the approved erosion and
sedimentation control measures prove insufficient, the developer must take those additional steps
necessary to stop sediment from leaving this site (NCGS 113A-57(3)). Each sediment storage device
must be inspected after each storm event (NCGS 113A-54.1(e)). Maintenance and/or clean out is
necessary anytime the device is at 50% capacity. All sediment storage measures will remain on site and
functional until all grading and final landscaping of the project is complete (15A NCAC 04B .0113).
3. Any and all existing ditches on this project site are assumed to be left undisturbed by the
proposed development unless otherwise noted. The removal of vegetation within any existing ditch or
channel is prohibited unless the ditch or channel is to be regarded with side slopes of 2 horizontal to 1
vertical or less steep (15A NCAC 04B .0124 (d)). Bank slopes may be mowed, but stripping of
vegetation is considered new earth work and is subject to the same erosion control requirements as new
ditches (NCGS 113A-52(6)).
4. The developer is responsible for obtaining any and all permits and approvals necessary for the
development of this project prior to the commencement of this land disturbing activity. This could
include our agency's Stormwater regulations and the Division of Water Resources' enforcement
requirements within Section 401 of the Clean Water Act,the U.S. Army Corps of Engineers'jurisdiction
of Section 404 of the Clean Water Act, the Division of Coastal Management's CAMA requirements, the
Division of Solid Waste Management's landfill regulations, the Environmental Protection Agency
and/or The U.S. Army Corps of Engineers jurisdiction of the Clean Water Act, local County or
Municipalities' ordinances, or others that may be required. This approval cannot supersede any other
permit or approval; however, in the case of a Cease and Desist Order from the Corps of Engineers, that
Order would only apply to wetland areas. All highland would still have to be in compliance with the
N.C. Sedimentation Pollution Control Act.
5. If any area on site falls within the jurisdiction of Section 401 or 404 of the Clean Water Act, the
developer is responsible for compliance with the requirements of the Division of Water Resources
(DWR), the Corps of Engineers and the Environmental Protection Agency (EPA) respectively. Any
erosion control measures that fall within jurisdictional wetland areas must be approved by the
aforementioned agencies prior to installation. The Land Quality Section must be notified of a relocation
of the measures in question to the transition point between the wetlands and the uplands to assure that

Letter of Approval
Linwood Jones
October 9, 2017
Page 4 of 4
the migration of sediment will not occur. If that relocation presents a problem or contradicts any
requirements of either DWR, the Corps, or the EPA, it is the responsibility of the developer to inform
the Land Quality Section regional office so that an adequate contingency plan can be made to assure
sufficient erosion control remains on site. Failure to do so will be considered a violation of this approval
(NCGS 113A-54.1(b)).
6. Any borrow material brought onto this site must be from a legally operated mine or other
approved source. Any soil waste that leaves this site can be transported to a permitted mine or
separately permitted construction sites without additional permits under NCGS 74-49(7)(d). Disposal at
any other location would have to be included as a permit revision for this approval.
7. This permit allows for a land disturbance, as called for on the application plan, not to exceed
_5.35_ acres. Exceeding that acreage will be a violation of this permit and would require a revised
plan and additional application fee. Any addition in impervious surface, over that already noted on the
approved plan, would also require a revised plan to verify the appropriateness of the erosion control
measures and stormwater retention measures (NCGS 113A-54.1(b))..
8. The construction detail for the proposed silt fence requires reinforcing wire and steel posts a
maximum of eight (8) feet apart. Omission of the reinforcing wire is a construction change that
necessitates more posts for support, i.e., the spacing distance needs to be reduced to no greater than six
(6) feet apart(E&SC Planning &Design Manual 6.63, Rev. 6/06).
9. A graveled construction entrance must be located at each point of access and egress available to
construction vehicles during the grading and construction phases of this project. Access and egress from
the project site at a point without a graveled entrance will be considered a violation of this approval.
Routine maintenance of the entrances is critical (113A-54.1(b)).
10. As a condition of the provided NPDES General Stormwater Permit (NCG010000), groundcover
stabilization must meet specific time frames. Slopes (including cuts, fills, and ditch banks) that are
steeper than 3 horizontal to 1 vertical left exposed will, within seven (7) calendar days after completion
of any phase of grading, be provided with groundcover. Slopes that are 3 horizontal to 1 vertical or
flatter will be provided with groundcover within fourteen(14) calendar days.
11. As a part of routine monitoring of the approved land-disturbing activity, the financially
responsible party shall assure inspections of the area covered by the approved plan after each phase of
the plan has been completed and after establishment of temporary ground cover in accordance with
North Carolina General Statute 113A 54.1(e).

CERTIFICATE OF PLAN APP '" OVAL
- E STATE o,ti,,
(IA°- •!* (1-C1\
,,,1,, * ',AIL 12,111
The posting of this certificate certifies that an erosion and sedimentation control plan has
been approved for this project by the North Carolina Department of Environmental Quality
in accordance with North Carolina General Statute 113A — 57 (4) and 1.13A — 54 (d) (4) and
North Carolina Administrative Code, Title 15A, Chapter 4B 0107 (c). This certificate must
be posted at the primary entrance of the job site before construction begins and until
establishment of permanent groundcover as required by North Carolina Administrative
Code, Title 15A, Chapter 4B.0127 (b).
or •
_ . k Cor ■n awl& ' i • • ', A t 14
Project Name and Location or , C Mj dw4 teem 04.1c
•
J /, .,�0,Datf P n Approval Regional Engineer
Environmental
Quality

PAT MCCRORY
k
GOMM)!'
Il
1:
DONALD R. VAN DER VAART
" semlau
Water Resources
ENVIRONMENTAL QUALITY S. JAY ZIMMERMAN
Ddticvor
February 19,2016
Michael J.Myers, President
Old North State Water Company, LLC
1620 Chalk Road
Wake Forest, NC 27587
Subject: Adjusted Daily Sewage Flow Rate•Approval
Majestic Oaks
Majestic Oaks WWTF(WQ0030088) 1—
Dear
Mr.Myers:
On January 19,2016,the Division of Water Resources (Division) received an adjusted daily sewage flow
rate (flow reduction) request that would apply to all future residential connections tributary to the
Majestic Oaks WWTF(WQ0030088).
In accordance with 15A NCAC 02T.0114(f)(2), the Division has evaluated the request and based on the
data submitted,the Division hereby approves for use by the applicant an adjusted daily sewage design
flow rate with the following conditions:
• The flow reduction is granted for future residential connections tributary to the system.
Permitted but not yet tributary connections can be granted the flow reduction,however a permit
modification request must be submitted to the Division.
• The flow reduction is applicable to residential single family dwellings only.
• The minimum flow for 1 and 2 bedroom dwellings shall be 140 gallons per day.
• Each additional bedroom above two bedrooms shall increase the volume by 70 gallons per day
per bedroom.
• This flow reduction shall not apply to sewer extension applications and/or permits for any other
public or private organizations whose wastewater flows are or might become tributary to the
Majestic Oaks WWTF(WQ0030088).
All other aspects of the permitting process remain unchanged,and all applications must be in compliance
with the statues, rules,regulations and minimum design criteria as certified by the owner and engineer.
Regardless of the adjusted design daily wastewater flow rate, at no time shall the wastewater flows
exceed the effluent limits defined in the for the treatment facility or exceed the capacity of the sewers
downstream of any new sewer extension or service connection(s).
State of North Carolina I Environmental Quality I Water Resources
1617 Mail Service Center I Raleigh,North Carolina 27699-1611
919 807 6300

Majestic Oaks WWTF
February 19,2016
The granting of this flow reduction does not prohibit the Division from reopening, revoking, reissuing
and/or modifying the flow reduction as allowed by the laws,rules,and regulations contained in 15A NCAC
02T, NCGS 143-215.1,or as needed to address changes in State and/or Federal regulations with respect
to wastewater collection systems,protection of surface waters and/or wastewater treatment.
If you have any questions, please contact Michael Leggett at [phone], or via e-mail at
[e-mail].
Sincerely,
`AY4A -L\ *A<Y%1L--
for S.Jay Zimmerman,P.G.
Director,Division of Water Resources
by Deborah Gore,Supervisor
Pretreatment,Emergency Response,Collection System Unit
cc: Donna Cote, Hampstead Land Group, LLC
120 Penmarc Drive,Suite 118, Raleigh, NC 27603
Scott Smart, PE—Envirolink([e-mail])
Nathaniel Thornburg,Unit Supervisor—Non-Discharge Permitting Unit
Wilmington Regional Office Regional Office,Water Quality Section Regional Operations
Water Resources Central Files:WQ0030088
PERCS(electronic copy) ,

6
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•
NORTH CAROLINA
PUBLIC STAFF
UTILITIES COMMISSION
December 20, 2018
Mr. Michael Myers
Old North State Water Company, LLC
4700 Homewood Court, Suite 108
Raleigh, NC 27609
RE: Old North State Water Company. LLC
Docket No. W-1300, Sub 30
Notification of Intention to Begin Operations in Area Contiguous to Present
Service Area -- Majestic Oaks West Subdivision, Pender County
TO WHOM IT MAY CONCERN:
The North Carolina Utilities Commission has received a Notification of Intention
to Begin Operations in Area Contiguous to Present Service Area to provide sewer utility
service in Majestic Oaks West Subdivision in Pender County, North Carolina. The
service area is contiguous to Old North State Water Company's Majestic Oaks service
area. The Public Staff anticipates that approval will be granted upon investigation and
review of the submitted notification.
Please feel free to call if you have any questions or if I can be of further
assistance.
Sinc rely, 4IXL
Lindsay-Q. Darden, PE
Engineer
Public Staff—Water Division
North Carolina Utilities Commission
cc: Chief Clerk
Freda Hilburn
Executive Director Communications Economin Rosoarch Logal Tranaportntion
733-2435 733-5610 733-2902 733-6110 733-7766
Accounting Consumer Services Electric Natural Gas Water
733-4279 733-9277 733-2267 733-4326 733-5610
4326 Mail Service Center•Raleigh,North Carolina 27699-4326•Fax[phone]
An Equal Opportunity I Affirmative Action Employer

ESTON LYALLjE
E ,ik Structu.at$ C ivii EY ineeiin Land ,•
�g gSurveying Serving Eastern North tarniir7a
STRUCTURAL ENGINEERING—CIVIL ENGINEERING —LAND SURVEYING
Weston Lyall,PE,PLS,PLLC
214 Highway 17 N. Suite 1
Holly Ridge,NC 28445
910-329-9961 Office 910-329-9963 Fax
Firm License Number P-0937
www.WestonLyall.com
January 28, 2019
To: Division of Water Resources
Raleigh, NC
Subject: Wetland Impacts for Dan Owen Drive, Lots 1-13
Majestic Oaks Subdivision
Hampstead, NC
To whom it concerns,
In regards to the wetland impacts for the referenced project, to my knowledge and
to date no permit has been obtained. I meet with Emily Greer (Corp of Engineers)
and Chad Coburn (NCDENR) on or about 2/22/17, onsite to review and discuss the
wetland impacts created by Eastern NC Home Builders, LLC. After our meeting,
I was verbally given specific instructions, by Emily Greer, as to a remedy and
restoration for the wetland impacts. On May 11, 2017, I meet with Emily Greer
onsite, again. We reviewed the wetland restoration work performed by Eastern NC
Home Builders, LLC. Emily Greer was very pleased with the restoration work.
Afterwards I was told, by Emily Greer, the Corp of Engineers would be in touch
with Eastern NC Home Builders, LLC to discuss permitting (if any) and penalties
(if any). Since that date I have not heard nor has Eastern NC Home Builders from
Emily Greer.
Sincerely,
LiC(°/j
Weston Lyall, PE, PLS
All Your Engineering and Surveying Needs
Licensed Engineer in NC,SC,VA,AL,MS
Licensed Land Surveyor in NC

I'nnt https://mail.yahoo.com/neo/launch?.src=ym&reason=mycllmail
Subject: meeting
From: Greer,Emily C CIV USARMY CESAW(US)([e-mail])
To: westonyallawestonlyall.corn;
Date: Monday,May 8,2017 10:42 AM
Weston-
I have an email out to Chad with the State to see when he can meet us onsite.Hopefully that will happen later this week.
Emily Greer
Regulatory Specialist
Wilmington District-Regulatory Field Office
69 Darlington Ave
Wilmington,NC 28403
910.251.4567(o)
I of I 1/13/2019,5.14 PM

Pnnt https://mail_yahoo.com/neo/launch?.src ym&reason=nyc#mail
Subject: Majestic Oaks
From: Greer,Emily C CIV USARMY CESAW(US)([e-mail])
To; westonlyallcwestonlyall.com;
Date; Monday,May 8,2017 1:34 PM
Chad and I will meet you onsite at 130 on Thursday this week.Please let me know if you need us to adjust the date and time.
Thanks!!
Emily Greer
Regulatory Specialist
Wilmington District-Regulatory Field Office
69 Darlington Ave
Wilmington,NC 28403
910 251.4567(o)
I of 1 1/10/2019,4:02 PM

Pont https.//mail.yahoo.com/neo/launch?.src=ym&reason=myc#mail
Subject: Re:Majestic Oaks
From: Weston Lyall([e-mail])
To: Emily.C.Greercusace.army.mil;
Date: Monday,May 8,2017 2:24 PM
See you then
Regards,
Weston Lyall,PE,PLS
ti:ston 1_y aii,Pc.PLS,Pi._L.C:
Structural-Civil Engineering&Land Surveying
214 Highway 17N Suite 1
Holly Ridge,NC 28445
Office 910-329-9961 Firm#P-0937
Licensed Engineer in NC,SC,VA,TN
Licensed Land Surveyor in NC
From:"Greer,Emily C CIV USARMY CESAW(US)"<[e-mail]>
To:Weston Lyall<[e-mail]>
Sent:Monday,May 8,2017 1:34 PM
Subject:Majestic Oaks
Chad and I will meet you onsite at 130 on Thursday this week.Please let me know if you need us to adjust the date and time.
Thanks!!
Emily Greer
Regulatory Specialist
Wilmington District-Regulatory Field Office
69 Darlington Ave
Wilmington,NC 28403
910.251.4567(o)
I of 1 1/10/2019,4:02 PM

ppr, 1 Fos(
_ wzkl ��a� -are3S
4 F a
A
-ROY COOPER NORTHnn nta Qu lity
Governor
MICHAEL S.REGAN
Secretary
UNDA CULPEPPER November 21,2018
interim Director
Linwood Jones CERTIFIED MAIL 7016 2140 0000 4371 0233
Eastern NC Home Builders LLC RETURN RECEIPT REQUESTED
449 Grill Road
Clayton,NC 27520-7029
SUBJECT: Assessment of Civil Penalties
for Violations of NCGS 143-215.1
Pender County
File No. CV-2018-0002
Dear Mr.Jones:
This letter transmits notice of a civil penalty assessed against Eastern NC Home Builders LLC in the
amount of$8,000.00 plus$115.25 in enforcement costs. Attached is a copy of the assessment document
explaining this penalty.
This action was taken under the authority vested in me by delegation provided by the Secretary of the
Department of Environmental Quality and the Director of the Division of Water Resources. This is a
continuing violation and may be the subject daily penalties.
Within thirty days of receipt of this notice,you must do one of the following three items:
1. Submit payment of the penalty:
Payment should be made directly to the order of the Department of Environment and Natural Resources
(do not include waiver form). Payment of the penalty will not foreclose further enforcement action for
any continuing or new violation(s). Please submit payment to the attention of:
Ms. Deborah Gore
DWR—PERCS Unit
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
E(13
North Carolina Department of Environmental Quality I Division of Water Resources
512 North Salisbury Street 11617 Mail Service Center I Raleigh,North Carolina 27699-1617
919.707.9000

OR
2. Submit a written request for remission including a detailed justification for such
request:
Please be aware that a request for remission is limited to consideration of the five factors listed
below as they may relate to the reasonableness of the amount of the civil penalty assessed.
Requesting remission is not the proper procedure for contesting whether the violation(s) occurred
or the accuracy of any of the factual statements contained in the civil penalty assessment
document. Because a remission request forecloses the option of an administrative hearing, such
a request must be accompanied by a waiver of your right to an administrative hearing and a
stipulation and agreement that no factual or legal issues are in dispute. Please prepare a detailed
statement that establishes why you believe the civil penalty should be remitted and submit it to
the Division of Water Resources at the address listed below. In determining whether a remission
request will be approved, the following factors shall be considered:
(1) whether one or more of the civil penalty assessment factors in NCGS 143B-282.1(b)
were wrongfully applied to the detriment of the violator;
(2) whether the violator promptly abated continuing environmental damage resulting from
the violation;
(3) whether the violation was inadvertent or a result of an accident;
(4) whether the violator has been assessed civil penalties for any previous violations; or
(5) whether payment of the civil penalty will prevent payment for the remaining necessary
remedial actions.
Please note that all evidence presented in support of your request for remission must be
submitted in writing. The Director of the Division of Water Resources will review your
evidence and inform you of his decision in the matter of your remission request. The response
will provide details regarding the case status, directions for payment, and provision for further
appeal of the penalty to the Environmental Management Commission's Committee on Civil
Penalty Remissions(Committee). Please be advised that the Committee cannot consider
information that was not part of the original remission request considered by the Director.
Therefore, it is very important that you prepare a complete and thorough statement in support of
your request for remission.
To request remission, you must complete and submit the enclosed "Waiver of Right to an
Administrative Hearing and Stipulation of Facts"form within thirty(30) days of receipt of this
notice. The Division of Water Resources also requests that you complete and submit the
enclosed"Justification for Remission Request." Please submit both forms to the attention of:
Ms. Deborah Gore
DWR—PERCS Unit
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
Eastern NC Home Builders LLC OC-2018-0002 Page 2 of 4

OR
3. File a petition for an administrative hearing with the Office of Administrative
Hearings:
If you wish to contest any statement in the attached assessment document, you must file a
petition for an administrative hearing. You may obtain the petition form from the Office of
Administrative Hearings. You must file the petition with the Office of Administrative Hearings
within thirty(30) days of receipt of this notice. A petition is considered filed when it is received
in the Office of Administrative Hearings during normal office hours. The Office of
Administrative Hearings accepts filings Monday through Friday between the hours of 8:00 a.m.
and 5:00 p.m., except for official state holidays. The original and one(1) copy of the petition
must be filed with the Office of Administrative Hearings. The petition may be faxed provided
the original and one copy of the document is received in the Office of Administrative Hearings
within five(5)business days following the faxed transmission. The mailing address for the
Office of Administrative Hearings is:
Office of Administrative Hearings
6714 Mail Service Center
Raleigh,NC 27699-6714
Telephone[phone] Facsimile: [phone]
AND
Mail or hand-deliver a copy of the petition to:
Mr. Sam Hayes
NCDEQ
Office of General Counsel
1601 Mail Service Center
Raleigh,NC 27699-1601
And to:
Ms. Deborah Gore
DWR—PERCS Unit
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
Please indicate the file number(as found on page one of this letter) on the petition.
Failure to exercise one of the options above within thirty(30) days of receipt of this letter, as
evidenced by an internal date/time received stamp (not a postmark), will result in this matter
being referred to the Attorney General's Office for collection of the penalty through a civil
action. Please be advised that additional penalties may be assessed for violations that occur after
the review period of this assessment.
Eastern NC Home Builders LLC OC-2018-0002 Page 3 of 4

If you have any questions,please contact Ms. Deborah Gore at(919) 707-3624.
Sincerely,
Jeffrey O. Poupart, Section Chief
Water Quality Permitting Section
Division of Water Resources
JOP/dag
ATTACHMENTS
cc: Morella Sanchez-King, Wilmington Regional Supervisor w/attachments
File No. OC-2018-0001 w/attachments
Central Files w/attachments
Eastern NC Home Builders LLC OC-2018-0002 Page 4 of 4

4
��r r
r " �
ROY COOPER NORTH CAROLINA
Governor Environmental Quality
MICHAEL S.REGAN
Secretary
WILLIAM E.(TOBY)VINSON,JR.
Interim Director
10/29/2018
Mr. Linwood Jones, Manager
Eastern NC Home Builders, LLC
449 Grill Road
Clayton,NC 27520-7029
Subject: Unpaid Civil Penalties—Project ID#: PENDE-2017-008
Case ID:LQS- 7-008 =$5,000 . .. . . -
Majestic Oaks, Section 1 Lots 1-16
Fender County
De
ar Mr.Jones,
On 9/18/2017 a civil penalty was assessed against the Eastern NC Home Builders, LLC., by the
North Carolina Department of Environmental Quality, Division of Energy, Mineral and Land Resources.
The penalty became due and owing on 10/18/2017 in the current amount of five thousand dollars
($5,000). As of the date of this letter,no payment has been received.
In order to resolve this matter, the penalty must be paid.Payment should be made by check or
money order made payable to the North Carolina Department of Environmental Quality or"NCDEQ"and
sent to my attention at the address below. Failure to submit full payment of the penalty within thirty(30)
days of receipt of this letter will result in interest being charged from the date the penalty became due and
owing, and may result in the matter being referred to the North Carolina Attorney General's Office for
further action.
Should you have any questions or believe you have received this letter in error,please contact me
at(919) 707-9215,or via email to julie.coco( ncdenr.gov. Your prompt attention to this matter is
appreciated.

1
8STROUD ENGINEERING, P. A.
CONSULTING ENGINEERS
102D CINEMA DRIVE
WILMINGTON,NORTH CAROLINA 28403
WWW.STROUDENGINEER.COM
LICENSE NO.C-0647 I
i
1
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Project Narrative
Project: Majestic Oaks West Lots 1-13, Hampstead, NC I
Engineer: Stroud Engineering, P.A.
Date: 1/24/2019
Introduction
This project proposes thirteen new lots in the existing residential subdivision of Majestic Oaks.
Majestic Oaks has a central sewerage collection system that drains to a waste water treatment
plant operated by Old North State Water Co., LLC. This phase of the subdivision proposes a step :
sewer system to connect a pressure manifold to the existing gravity sewer collection system.
Each new lot will have a septic tank and a pump tank that will pump into the proposed two inch
manifold. This system has been appropriately designed by Weston Lyall, PE, PLS, PLLC located in
Holly Ridge, NC.
System Analysis i
The proposed step system has been modeled and analyzed with EPANET2 software. In the
modeling that follows, three scenarios are analyzed. Firstly, five pumps on simultaneously as
recommended by the manufacturer's design manual. Secondly, the single most remote pump
only on. This to analyze scour velocity in the extremity of the system. Lastly,the same remote
pump, and a pump in the middle, on to substantiate flushing velocities throughout the system.
The report that follows substantiates the design. 1
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Day 1, 12:00 AM
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23 26 22 27
21 28
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21 23 31 24 30
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1
EPANET 2 Page 1

MAJESTIC OAKS WEST FIVE PUMPS ON
Network Table-Nodes
Elevation Head Pressure
Node ID ft ft psi
June 2 25 29.69 2.03
June 3 23 43.10 8.71
June 4 21.5 50.44 12.54
Junc 5 21 56.07 15.20
Junc 6 20.2 65.07 19.44
Junc 7 20 67.22 20.46
Junc 8 25 29.69 2.03
Junc 9 24 41.53 7.59
Junc 10 23 45.04 9.55
June 11 22.5 49.95 11.89
June 12 21.5 50.50 12.56
June 13 21 55.69 15.03
Junc 14 21 56.07 15.20
June 15 20.6 61.32 17.64
June 16 20.2 65.49 19.63
Junc 17 20.2 67.09 20.32
Junc 18 20 67.45 20.56
Junc 30 19 67.63 21.07
June 31 17.5 67.83 21.81
June 32 17.5 67.95 21.86
June 35 25 41.53 7.16
June 36 22.5 49.95 11.89
June 37 21 55.69 15.03
Junc 38 20.6 61.32 17.64
June 39 20.2 67.09 20.32
June 40 19 67.63 21.07
Tank 19 23 25.00 0.87
Tank 20 21 23.00 0.87
Tank 21 19.5 21.50 0.87
EPANET 2 Page 1

MAJESTIC OAKS WEST FIVE PUMPS ON
Elevation Head Pressure
Node ID ft ft psi
Tank 22 19 21.00 0.87
Tank 23 20 22.00 0.87
1
Tank 24 18 20.00 0.87
Tank 25 18 20.00 0.87
Tank 26 18.5 20.50 0.87
Tank 27 19 21.00 0.87
Tank 28 20.5 22.50 0.87
Tank 29 22 24.00 0.87
Tank 33 15 17.00 0.87
Tank 34 17 19.00 0.87
Tank 41 21.8 21.80 0.00
EPANET 2 Page 2

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i

MAJESTIC OAKS WEST FIVE PUMPS ON
Length Diameter Roughness Flow Velocity Status
Link ID ft in GPM fps
Pump 24 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 25 #N/A #N/A #N/A 5.01 0.00 Open
Pump 26 #N/A #N/A #N/A 33.1' 0.00 Open
Pump 27 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 28 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 29 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 30 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 31 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 32 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 33 #N/A #N/A #N/A 0.00 0.00 Closed
EPANET 2 Page 2

MAJESTIC OAKS WEST TWO PUMPS ON
Network Table-Nodes
Elevation Head Pressure
Node ID ft ft psi
Junc 2 25 24.65 -0.15
June 3 23 29.49 2.81
Junc 4 21.5 38.03 7.16
Junc 5 21 46.14 10.89
June 6 20.2 49.47 12.68
Junc 7 20 51.83 13.79
June 8 25 24.65 -0.15
June 9 24 28.92 2.13
June 10 23 29.49 2.81
June 11 22.5 37.46 6.48
Junc 12 21.5 38.03 7.16
June 13 21 46.88 11.22
June 14 21 46.14 10.89
June 15 20.6 48.08 11.91
June 16 20.2 49.47 12.68
Junc 17 20.2 51.70 13.65
June 18 20 51.83 13.79
Junc 30 19 54.13 15.22
Junc 31 h 17.5 55.24 16.35
June 32 17.5 55.93 16.65
June 35 25 28.92 1.70
June 36 22.5 37.46 6.48
Junc 37 21 46.00 10.83
June 38 20.6 48.08 11.91
June 39 20.2 51.70 13.65
June 40 19 54.13 15.22
Tank 19 23 25.00 0.87
Tank 20 21 23.00 0.87
Tank 21 19.5 21.50 0.87
EPANET 2 Page 1

MAJESTIC OAKS WEST TWO PUMPS ON
Elevation Head Pressure
Node ID ft ft psi
Tank 22 19 21.00 0.87
Tank 23 20 22.00 0.87
Tank 24 18 20.00 0.87
Tank 25 18 20.00 0.87
Tank 26 18.5 20.50 0.87
Tank 27 19 21.00 0.87
Tank 28 20.5 22.50 0.87
Tank 29 22 24.00 0.87
Tank 33 15 17.00 0.87
Tank 34 17 19.00 0.87
Tank 41 21.8 21.80 0.00
EPANET 2 Page 2

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Length Diameter Roughness Flow Velocity Status
Link ID ft in GPM fps
Pump 24 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 25 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 26 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 27 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 28 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 29 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 30 #N/A #N/A #N/A • 0.00 Open
Pump 31 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 32 #N/A' #N/A #N/A 0.00 0.00 Closed
Pump 33 #N/A #N/A #N/A 0.00 0.00 Closed
EPANET 2 Page 2

MAJESTIC OAKS WEST MOST REMOTE PUMP ONLY ON
Network Table-Nodes
Elevation Head Pressure
Node ID ft ft psi
June 2 25 23.04 -0.85
Junc 3 23 25.15 0.93
Junc 4 21.5 28.88 3.20
Junc 5 21 32.61 5.03
Junc 6 20.2 38.57 7.96
Junc 7 20 42.80 9.88
June 8 25 23.04 -0.85
June 9 24 24.91 0.39
Junc 10 23 25.15 0.93
Junc 11 22.5 28.63 2.66
Junc 12 21.5 28.88 3.20
June 13 21 32.36 4.92
June 14 21 32.61 5.03
June 15 20.6 36.09 6.71
June 16 20.2 38.57 7.96
June 17 20.2 42.55 9.68
June 18 20 42.80 9.88
June 30 19 46.90 12.09
June 31 17.5 48.88 13.60
Junc 32 17.5 50.13 14.14
Junc 35 25 24.91 -0.04
June 36 22.5 28.63 2.66
June 37 21 32.36 4.92
Junc 38 20.6 36.09 6.71
June 39 20.2 42.55 9.68
June 40 19 46.90 12.09
Tank 19 23 25.00 0.87
Tank 20 21 23.00 0.87
Tank 21 - 19.5 21.50 0.87
EPANET 2 Page 1

i

MAJESTIC OAKS WEST MOST REMOTE PUMP ONLY ON
Elevation Head Pressure
Node ID ft ft psi
Tank 22 19 21.00 0.87
Tank 23 20 22.00 0.87
Tank 24 18 20.00 0.87
Tank 25 18 20.00 0.87
Tank 26 18.5 20.50 0.87
Tank 27 19 21.00 0.87
Tank 28 20.5 22.50 0.87
Tank 29 22 24.00 0.87
Tank 33 15 17.00 0.87
Tank 34 17 19.00 0.87
Tank 41 21.8 21.80 0.00
EPANET 2 Page 2

MAJESTIC OAKS WEST MOST REMOTE PUMP ONLY ON
Network Table-Links
Length Diameter Roughness Flow Velocity Status
Link ID ft in GPM fps
Pipe 1 100 2.05 150 26.09 2.54 Open
Pipe 2 20 2.05 150 26.09 2.54 Open
Pipe 3 20 2.05 150 26.09 2.54 Open
Pipe 4 20 2.05 150 26.09 2.54 Open
Pipe 5 200 2.05 150 26.09 2.54 Open
Pipe 6 20 2.05 150 26.09 2.54 Open
Pipe 7 160 2.05 150 26.09 2.54 Open
Pipe 8 100 2.05 150 26.09 2.54 Open
Pipe 9 100 2.05 150 0.00 0.00 Open
Pipe 10 100 2.05 150 0.00 0.00 Open
Pipe 11 100 2.05 150 0.00 0.00 Open
Pipe 12 100 2.05 150 0.00 0.00 Open
Pipe 13 100 2.05 150 0.00 0.00 Open
Pipe 14 100 2.05 150 0.00 0.00 Open
Pipe 15 100 2.05 150 0.00 0.00 Open
Pipe 16 100 2.05 150 0.00 0.00 Open
Pipe 17 100 2.05 150 0.00 0.00 Open
Pipe 18 100 2.05 150 0.00 0.00 Open
Pipe 19 100 2.05 150 0.00 0.00 Open
Pipe 20 100 2.05 150 0.00 0.00 Open
Pipe 34 330 2.05 150 26.09 2.54 Open
Pipe 35 320 2.05 150 26.09 2.54 Open
Pipe 36 280 2.05 150 26.09 2.54 Open
Pipe 37 280 2.05 150 26.09 2.54 Open
Pipe 38 280 2.05 150 26.09 2.54 Open
Pipe 39 150 2.05 150 26.09 2.54 Open
Pump 21 #N/A #N/A #N/A 26.09 0.00 Open
Pump 22 #N/A #N/A #NIA 0.00 0.00 Closed
Pump 23 #N/A #N/A #NIA 0.00 0.00 Closed
EPANET 2 Single pump delivering design flow Page 1
Scour velocity achieved

MAJESTIC OAKS WEST MOST REMOTE PUMP ONLY ON
Length Diameter Roughness Flow Velocity Status
Link ID ft in GPM fps
Pump 24 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 25 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 26 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 27 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 28 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 29 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 30 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 31 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 32 #N/A #N/A #N/A 0.00 0.00 Closed
Pump 33 #N/A #N/A #N/A 0.00 0.00 Closed
EPANET 2 Page 2

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XV. STANDARD SEWER SPECIFICATIONS AND DETAILS Table of Contents
Y,a e • rces
Permitting Section
MATERIAL SPECIFICATIONS FOR SANITARY SEWER CONSTRUCTION
Unless superseded or modified by a Special Provision, all materials, apparatus, supplies, methods of •
manufacture, or construction shall conform to the specification for same contained in this Section.
National material standards (ASTM, ANSI, etc.) referred to herein shall be considered to be the latest
revisions only.
A. SANITARY SEWER PIPE
1. Vitrified Clay Pipe: Unless amended on the construction drawing or elsewhere in
these specifications, all sewer pipe 15-inch in diameter and smaller may be Vitrified
Clay Pipe, extra strength only, manufactured in accordance with the standard
specification for Extra Strength and Standard Clay Pipe, ASTM C-700. All pipe shall
be unglazed.
All joints for Vitrified Clay Pipe shall be factory-fabricated and shall be manufactured in
accordance with ASTM C-425 Compression Joints for VCP and fittings.
Vitrified Clay Fittings shall conform to ASTM C-700 extra strength.
2. PVC Pipe:
a. Solid Wall PVC: Unless amended on the construction drawings or elsewhere in
these specifications, sewer pipe 4-inches through 15-inches in diameter may
be Poly Vinyl Chloride (PVC) sewer pipe with a Standard Dimension Ratio
(SDR) of 35, and shall meet all requirements of ASTM Specification D-3034.
Sewer pipe 18-inches through 27-inches in diameter may be Polyvinyl Chloride
Pipe (PVC) large diameter sewer pipe with a minimum pipe stiffness of 46 PSI
in accordance with ASTM Specification F-679. Pipe joining shall be push on
elastomeric joints only and joints shall be manufactured in accordance with
ASTM Specification D-3212. The pipe shall be furnished with integral bells and
with gaskets that are permanently installed at the factory. The pipe shall be
furnished in nominal lengths of 13 feet. PVC sewer pipe shall be green or
white in color.
PVC pipe shall contain the markings required by ASTM D-3034 or F-679 as
applicable. The manufacturer shall submit certification that the pipe has been
tested in accordance with ASTM D-3034 or F-679 as applicable and has been
found to meet all requirements. Test samples shall be as selected by the
manufacturer or testing laboratory unless otherwise stipulated in the Special
Provision Section of these specifications.
Fittings shall be in accordance with ASTM D-3034, F-679, and/or D-3212 as
applicable, with stiffness and wall thickness equal to or greater than the pipe.
Adapters shall be provided to join different materials.
July 27, 1995 XV-1 Sewer Specifications/Details (MS)

b. PVC Profile Gravity Sewer Pipe: Unless amended on the construction
drawings or elsewhere in these specifications, sewer pipe 8-inches through 48-
inches may be PVC profile gravity sewer pipe manufactured in accordance with
the requirements of ASTM F-794. The minimum pipe stiffness shall be 46 PSI.
All seams on the completed pipe shall be thermally fused. Glued seams will
not be allowed.
The pipe shall be produced with integral bell and spigot end construction with
elastomeric seals and shall conform to all requirements of ASTM D-3212.
Joining shall be by rubber gaskets that conform in all respects to the physical
requirements specified by ASTM F-477 for low head applications. The
lubricant used for assembly shall be as recommended by the manufacturer and
shall have no detrimental effect on either the pipe or the rubber gasket.
The average nominal inside diameter and manufacturing tolerance shall be as
listed for stiffness Series 46 in Table IA for open profile pipe and Table IB for
closed profile pipe of ASTM F-794. The pipe shall be furnished in nominal
lengths of 13 feet and shall contain all markings required by ASTM F-794.
One sample of each size pipe specified, from the production runs for this
project, shall be tested in accordance with the requirements of ASTM F-794.
The manufacturer shall furnish certification that the pipe was manufactured,
sampled, tested and inspected in accordance with and has been found to meet
the requirements of ASTM F-794 in all respects.
Fittings shall be in accordance with ASTM F-794, D-3212, and/or D-3034 as
applicable, with stiffness and wall thickness equal to or greater than the pipe.
Adapters shall be provided to join different materials.
(c) PVC Corrugated Sewer Pipe: Unless amended on the construction drawings
or elsewhere in these specifications, sewer pipe 8-inches through 18-inches
may be Polyvinyl Chloride Corrugated Sewer Pipe with a smooth interior,
manufactured in accordance with ASTM F-949. The pipe shall be produced
with integral bell and spigot construction with elastomeric seals and shall
conform to all requirements to ASTM D-3212. Joining shall be by rubber
gaskets that conform to the requirements of ASTM F-477. The pipe shall be
furnished in nominal lengths of 12.5 feet and shall contain all markings required
by ASTM F-949. One sample of each pipe size specified, from the production
runs of this project, shall be tested in accordance with the requirements of
ASTM F-949. The manufacturer shall furnish certification that the pipe was
manufactured, sampled, tested, and inspected in accordance with and has
been found to meet the requirements of ASTM F-949 in all respects.
Fittings shall be in accordance with ASTM F-949, D-3034, and/or D-3212 as
applicable, with stiffness and wall thickness equal to or greater than the pipe.
Adapters shall be provided to join different materials.
July 27, 1995 XV-2 Sewer Specifications/Details (MS)

3. Reinforced Concrete Pipe: Unless amended on the construction drawings or
elsewhere in these specifications, all sanitary sewer pipe 18-inch in diameter and
larger may be reinforced concrete pipe, Class IV minimum, manufactured with "C"
thickness, and conforming to Standard Specification for Reinforced Concrete, Storm
Drain, and Sewer Pipe, ASTM C-76 and with the following modifications:
Sacrificial Concrete: This specification is intended to provide sacrificial concrete on
the inside of all reinforced concrete sewer pipe. Amendments will be made, as
necessary, in the Special Provision Section of this contract to maintain this design
and/or specify other acceptable measures when sacrificial concrete is not feasible for
large diameter pipe.
In lieu of sacrificial concrete, reinforced concrete pipe may be manufactured with
calcareous aggregate. If this option is chosen, all coarse aggregate used in the pipe
shall be limestone or dolomite, and the alkalinity of the finished pipe shall be a
minimum of 50% when expressed as calcium carbonate equivalent.
Section 9 Design Tables: All Class IV RCP and 48-inch and smaller Class V RCP
shall have circular reinforcement (only), equal to the requirements for Wall B
reinforcement. The reinforcement shall be placed within C wall (only) the required
distance from the outside surface of the pipe for a pipe having Wall B thickness.
All Class V Reinforced Concrete Pipe 54-inch inside diameter and larger shall be
furnished with Wall C thickness and Wall C circular reinforcement (only) in accordance
with ASTM C-76 Table 5. However 54-inch and larger RCP shall be manufactured
with calcareous aggregate as specified above.
Special designs may be submitted by the manufacturer in accordance with Section 7
of ASTM C-76 and will be subject to the review and approval of the Engineer.
Section 5 Cement: The cement shall have a maximum tricalcium aluminate (3Ca0Al2
03) content not to exceed eight (8) percent. The Contractor shall submit to the
Engineer a certificate from the cement manufacturer stating the guaranteed maximum
tricalcium aluminate content.
Pipe Length: The minimum nominal laying length of the pipe shall be not less than 8
feet for 18" and 21" pipe and not less than 12 feet for pipe 24" and larger. Shorter
lengths may be provided where required to maintain manhole location and for
providing a flexible joint within two (2) feet of the exterior wall of the manhole.
Tests: Acceptability of reinforced concrete pipe in all diameters and classes shall be
on the basis of three edge bearing tests for the load required to produce a 0.01 inch
crack and ultimate failure of the pipe, absorption tests on selected samples of concrete
taken from the pipe wall, by material tests required by Section 6 of ASTM C-76 and by
visual inspection of the pipe to determine its conformance to design and its freedom
from defects.
July 27, 1995 XV-3 Sewer Specifications/Details (MS)

All tests shall be performed by an independent testing laboratory and certified test
reports submitted to the Engineer. If calcareous aggregate is used. certified test
reports shall be submitted stating that the aggregate used is limestone or dolomite and
that the alkalinity of the finished pipe is at least 50% when expressed as calcium
carbonate equivalent. Test samples shall be selected at random by the testing
laboratory except that at least one sample shall be chosen from the production run
from which each shipment is made.
Joints for sanitary sewer pipe shall meet the requirements listed in ASTM C-361,
Section 8.4 (Subsections 1 through 8, as applicable) and C-443, including Section 10.
The manufacturer shall furnish evidence of satisfactory joint design for installation
depths greater than 30 feet.
PVC Liners: Where indicated on the plans or elsewhere in these Specifications, RCP
shall be provided with a PVC liner as specified below for resistance to corrosive
wastewater. PVC Liner shall be designed and installed to protect concrete surfaces
from corrosion. All Reinforced Concrete Pipe so specified shall be plastic lined 270-
degrees minimum as measured from the pipe crown. Manhole circumferences shall
be fully lined from the shelf of the manhole to the top of the cone section. Installation
of the plastic liner on all pipes shall be at the point of manufacture, not in the field. The
manufacturer of the lining shall furnish an affidavit attesting to the successful use of
this material as a lining for concrete structures for a minimum period of ten (10) years
in wastewater conditions recognized as corrosive or otherwise detrimental to concrete.
The manufacturer shall also document the history and use of its product for such use.
The following requirements shall be followed:
a. Composition:
The material used in the liner and in all joint, corner, and welding strips shall be
a combination of polyvinyl chloride resin, pigments, and plasticizer, specially
compounded to remain flexible. Polyvinyl chloride resin shall constitute not
less than ninety-nine percent (99%), by weight, of the formulated compound.
Copolymer resins will not be allowed.
b. Physical Properties:
1. Liner plate and weld strip shall have a minimum tensile strength of 2200
PSI.
2. Liner plate placing extensions embedded in concrete shall withstand a
test pull of at least 100 pounds per linear inch, applied perpendicularly
to the concrete surface for period of one minute, without rupture to the
locking extensions or withdrawal from embedment. This test shall be
made at a temperature of 70 - 80 degree F inclusive.
3. All plastic liner plate sheets, including lock extensions, all joint, corner,
and welding strips shall be free of cracks, cleavages, or other defects
adversely affecting the protective characteristics of the material. The
Engineer may authorize the repair of such defects by approved
methods.
July 27, 1995 XV-4 Sewer Specifications/Details (MS)

4. The lining shall have good impact resistance, shall be flexible, and shall
have an elongation sufficient to bridge up to 1/4-inch settling cracks,
which may occur in the pipe or in the joint after installation, without
damage to the lining.
5. The lining shall be repairable at any time during the life of the structure.
6. Unless otherwise noted or instructed by the Engineer, the liner shall be
white in color.
c. Details and Dimensions:
1. Liner sheets shall be a minimum of 0.065 inches in thickness. Locking
extension (T-shaped) of the same material as that of the liner shall be
integrally extruded with the sheet. Locking extensions shall be
approximately 2.5 inches apart and shall be at least 0.375 inches high.
2. Sheets shall have a nominal width of at least 48-inches and a length of
not more than 24 feet, except that longer lengths may be supplied on
special order. Lengths specified shall include a tolerance at a ratio of
+1/4-inch for each 100 inches.
3. Sheets which will not be used for shop fabrication into larger sheets
shall be shop tested for pinholes using an electric spark tester set at
20,000 volts minimum. Any holes shall be repaired and retested.
d. Pipe-Size sheets:
1. Pipe linings shall be supplied as pipe-size sheets, fabricated by shop-
welded basic-size sheets together. Shop welds shall be made by
lapping sheets a minimum of 1/2-inch and applying heat and pressure
to the lap to produce a continuous welded jointed. Tensile strength
measured across shop-welded joints, measured in accordance with
ASTM D-412, shall be at least 2000 PSI.
2. Sheets shall have transverse strap channels cut in the locking
extensions so that the strap, used to hold the sheet in the forms during
casting of the pipe, can be placed into and perpendicular to the locking
extensions.
3. The channels shall not be less than 3/4-inch wide and not more than
1❑-inch wide, and shall be cut so that a maximum 3/16-inch of the base
of the locking extensions remains in the base of the strap channel.
Strap channels shall be provided at intervals of not less than 15-inches
nor more than 20-inches center-to-center. The strap channels shall not
be cut through the final two locking extensions on each edge of the
sheet.
July 27, 1995 XV-5 Sewer Specifications/Details (MS)

4. Transverse flaps shall be provided at the ends of sheets for pipe.
Locking extensions shall be removed from flaps so that 1/32 to 1/64-
inch of the base of the locking extension is left on the sheet.
5. Weld strips shall be approximately 1-inch wide with a minimum width of
7/8-inch. The edges of weld strips shall be beveled in the
manufacturing process. Thickness of weld strip shall be a nominal 1/8-
inch.
6. Joint strips for pipe shall be four (4) inches wide plus or minus 1/4.
Thickness of joint strips shall be equivalent to that of the liner.
7. Prior to preparing the sheets for shipment, they shall be tested for
pinholes using an electrical spark testing set at 20,000 volts minimum.
Any holes shall be repaired and retested.
e. Material:
Liner shall be Ameron T-Lock as manufactured by Ameron Protective Coatings
Division of Brea, California, equivalent products by Serrot Corporation of
Huntington Beach, California or Poly-Tee, Incorporated of Anaheim, California,
or other equal.
f. Installation:
1. Installation of the lining, including preheating of sheets in cold weather
and the welding of all joints, shall be done in accordance with the
recommendations of the manufacturer.
2. The intent of this specification is to provide for the complete coverage of
all interior concrete surfaces of all manholes and structures constructed
under this project.
3. The lining shall be installed with the locking extensions running parallel
with the longitudinal axis of the pipe.
4. The lining shall be held snugly in place against inner forms by means of
steel banding straps or other means recommended by the
manufacturer. Banding straps must be located in the precut strap
channels to prevent crushing or tilting of the locking extensions.
5. If banding strips are used, a steel channel, angle, or bar may be
inserted along the edge locking extensions of each liner sheet for
concrete pipe or cast-in-place structures. The steel channel, angle, or
bar shall be of sufficient stiffness to hold the longitudinal edges of the
concrete as it is vibrated into place, provided the concrete adequately
supports the locking extension.
6. Locking extensions shall terminate not more than 1❑-inches from the
end of the inside surface of the pipe section. Joint flaps shall extend
approximately four(4) inches beyond the end of the inside surface.
July 27, 1995 XV-6 Sewer Specifications/Details (MS)

7. Concrete poured against lining shall be vibrated, spaded, or compacted
in a careful manner so as to protect the lining and produce a dense,
homogeneous concrete, securely anchoring the locking extensions into
the concrete.
8. In removing forms, care should be taken to protect the lining from
damage. Sharp instruments shall not be used to pry forms from lined
surfaces. When forms are removed, any nails that remain in the lining
shall be pulled, without tearing the lining, and the resulting holes clearly
marked. Form tie holes shall be marked before ties are broken off and
all areas of serious abrasion or damage shall be marked.
9. All nail and tie holes and all cut, torn, and seriously abraded areas in the
lining shall be patched. Patches made entirely with welding strip shall
be fused to the liner over the entire patch area. Larger patches may
consist of smooth liner sheet applied over the damaged area with
adhesive. All edges must be covered with welding strip fused to the
patch and the surrounding lining adjoining the damaged area.
10. Hot joint compounds, such as coal tar, shall not be poured or applied to
the lining.
11. The Contractor shall take all necessary measures to prevent damage to
installed lining from equipment and materials used in or taken through
the work.
g. Application to Concrete Pipe - Special Requirements:
1. The lining shall be set flush with the inner edge of the bell or spigot end
of a pipe section and shall extend to the opposite end or to
approximately 4-inches beyond the opposite end depending upon the
type of lining joint to be made with the adjoining concrete pipe.
2. Wherever concrete pipe protected with lining, joint structures not so
lined, (such as brick structures, concrete pipe, or cast-in-place
structures with clay lining or clay pipe), the lining shall be extended over
and around the end of the pipe and back into the structure for not less
than 4-inches. This protecting cap may be molded or fabricated from
the lining material but need not be locked into the pipe.
3. Lined concrete pipe may be cured by standard curing methods.
4. Care shall be exercised in handling, transporting, and placing lined pipe
to prevent damage to the lining. No interior hooks or slings shall be
used in lifting pipe. All handling operations shall be done with an
exterior sling or with a suitable fork lift.
July 27, 1995 XV-7 Sewer Specifications/Details (MS)

5. On pipe having 360 degree liner coverage, the longitudinal edges of the
sheet shall be butt welded. When pipe tubes are furnished, these shall
be shop-welded joints.
6. No pipe with damaged lining will be accepted until the damage has
been repaired to the satisfaction of the engineer.
h. Field Joints in Lining for Concrete Pipe:
1. The joint having sections of lined pipe shall be prepared in the following
manner:
The inside joint shall be filled and carefully pointed with cement mortar
in such a manner that the mortar shall not, at any point, extend into the
pipe beyond a straight line connecting the surfaces of the adjacent pipe
sections.
No lining joint shall be made until after the trench has been back-filled
and consolidated. Pipe joints must be dry before lining joints are made.
2. All mortar and other foreign material shall be removed from lining
surfaces adjacent to the pipe joint, leaving them clean and dry.
3. Field joints in the lining at pipe joints may be either of the following
described types:
Type P-1: The joint shall be made with a separate 4-inch joint strip and
two welding strips. The 4-inch joint strip shall be centered over the joint,
heat-sealed to the lining, then welded along each edge to adjacent liner
sheets with a 1-inch weld strip. The 4-inch joint strip shall lap over each
sheet a minimum of 1/2-inch.
P-2: The joint shall be made with a joint flap with locking extension
removed per Paragraph d.4 and extending approximately 4-inches
beyond the pipe end. The joint flap shall overlap the lining in the
adjacent pipe section a minimum of 1/2-inch and be heat-sealed in
place prior to welding. The field joint shall be completed by welding the
flap to the lining of the adjacent pipe using 1-inch weld strip.
Care shall be taken to protect the flap from damage. Excessive tension
and distortion in bending back the flap to expose the pipe joint during
laying and joint mortaring shall be avoided. At temperatures below 50
degree F, heating of the liner may be required to avoid damage.
4. The joint flap or strip on beveled pipe shall be trimmed to a width
(measured from the end of the spigot) of approximately 4-inches for the
entire circumfrential length of the lining.
July 27, 1995 XV-8 Sewer Specifications/Details (MS)

5. All welding of joints is to be in strict conformance with the specifications
and instructions of the lining manufacturer.
Welding shall fuse both sheets and weld strip together to provide a
continuous joint equal in corrosion resistance and impermeability to the
liner plate.
Hot-air welding tools shall provide effluent air to the sheets to be joined
at a temperature between 500 degrees and 600 degrees F. Welding
tools shall be held approximately 0.5" from and moved back and forth
over the junction of
the two materials to be joined. The welding tool
shall be moved slowly enough as the weld progresses to cause a small
bead of molten material to be visible along both edges and in front of
the weld strip.
6. The following special requirement shall apply when the liner coverage is
360 degrees:
When groundwater is encountered the lining joint shall not be made
until pumping of groundwater has been discontinued for at least three
days and no visible leakage is evident at the joint.
When welding downstream side of joint strip or flap, do not weld 6 to 8
inches at the pipe invert to provide relief of potential future groundwater
buildup.
Testing and Repairing Damaged Surfaces:
1. After the lining has been installed and welded, all surfaces covered with
lining, including welds, shall be tested with an approved electrical hole
detector (Tinker & Rasor Model No. AP-W with power pack) with the
instrument set at 20,000 volts minimum.
2. All welds shall be physically tested by a nondestructive probing method.
3. Holes in the liner revealed by the electrical hole detector shall be
repaired in accordance with Paragraph f.9 of this Section.
4. Holes in welded areas revealed by either test method described above
shall be repaired by either rewelding or cutting sections of unacceptable
weld with small sections of liner plate and covering the resulting hole as
described above as instructed by the Engineer.
4. Ductile Iron Pipe: Ductile iron pipe shall conform to the requirements of AWWA
Standard C-151 and shall have a cement-mortar lining of standard thickness in
accordance with AWWA C-104. Unless otherwise shown on the construction plans,
all ductile iron pipe shall be furnished with push-on joints in accordance with AWWA
C-111.
July 27, 1995 XV-g Sewer Specifications/Details (MS)

12-inch and smaller diameter pipe shall be pressure class 350. 16-inch and larger
diameter pipe shall be minimum pressure class 250. Also, the pipe class selection for
16-inch and larger diameter pipe shall be based on the installation conditions. This
pipe class shall be as shown on the plans and/or elsewhere in these specifications.
Fittings shall be in accordance with AWWA C-110 or AWWA C-153 and shall have a
cement mortar lining in accordance with AWWA C-104.
5. Steel Pipe - (Aerial Creek Crossings): High Strength Steel Pipe shall be welded or
seamless, manufactured in accordance with ASTM A-53 for Welded and Seamless
Steel Pipe (1/8-inch to 26-inch inclusive) and/or ASTM A-139 for Welded Straight-
Seam Steel Pipe (4-inch to 92-inch inclusive).
All steel shall be Grade "B" only, with minimum yield strength of 35,000 PSI.
Thickness shall be 0.250" unless otherwise specified or shown on the plans.
The pipe shall be produced in a single continuous length. Welding of two or more
individual pieces together end to end shall not be permitted. Spiral-seam pipe shall
not be permitted.
a. All steel pipe shall receive one (1) of the following shop applied linings on the
inside of pipe barrel:
(1) Coal tar lining 3/32-inch minimum thickness in accordance with AWWA
203.
(2) Coal tar epoxy lining 24 mils (dry) minimum dry film thickness and shall
be Koppers' No. 300M, Amercoat No. 78, Carboline-Carbomastic No.
14 or approved equal.
b. The outside of steel pipe and complete couplings shall receive one coat of
Koppers 300M coal tar epoxy - 16 mils minimum dry film thickness - or
approved equal. The coal tar epoxy coat shall be shop applied to the pipe, and
field applied to the couplings. Damage to exterior shop applied coatings shall
be repaired with the same coating used by the manufacturer and applied as
recommended by the manufacturer.
c. Pipe ends shall have tolerances within the limits required for approved
couplings. Pipe shall also be furnished with plain right-angle ends with all burrs
removed from the ends. Steel mechanical transition couplings shall be as
follows:
Steel Pipe to Steel Pipe:
(1) 30-inch and smaller pipe sizes shall have a center ring length of seven
(7) inches.
(2) 36-inch and larger pipe sizes shall have a center ring length of ten (10)
inches.
July 27, 1995 Xv-10 Sewer Specifications/Details (MS)

(3) Couplings shall be as manufactured by Dresser Industries - Style 38
Straight Coupling, or approved equal. Center ring, glands, bolts, and
nuts shall receive one shop coat of primer.
Steel Pipe to Ductile Iron Pipe:
(1) 8-inch and smaller pipe sizes shall have a center ring length of five (5)
inches.
(2) 10-inch through 20-inch pipe sizes shall have a center ring length of
seven (7) inches.
(3) 24-inch and larger pipe sizes shall have a center ring length of ten (10)
inches.
(4) Couplings shall be as manufactured by Dresser Industries - Style 62
Transition Coupling, or approved equal. Center ring, glands, bolts, and
nuts shall receive one shop coat of primer.
Couplings shall receive field applied protective coatings as specified for steel
pipe.
6. 4-Inch Sanitary Sewer Laterals: All 4-inch laterals shall be SDR 35 PVC, Schedule 40
PVC, Ductile Iron, or Cast Iron Soil Pipe. SDR 35 PVC and ductile iron laterals shall
be as hereinbefore specified. 4-inch laterals may connect at manholes or tees.
a. Schedule 40 PVC: Schedule 40 PVC laterals shall be in accordance with
ASTM D-2665, NSF 14, and D-1785. Fittings shall be socket type in
accordance with ASTM D-2466. Joining shall be through solvent cement in
accordance with ASTM D-2564.
b. Cast Iron Soil Pipe: 4-inch soil pipe shall be in accordance with ASTM A-74
Service Weight, with "Charlotte Seal" gasket.
7. 6-Inch Sanitary Sewer Laterals: Ali 6-inch laterals shall be Ductile Iron Pipe, SDR 35
Polyvinyl Chloride Pipe, or Schedule 40 PVC Pipe as hereinbefore specified. 6-inch
laterals may connect at manholes or tees.
8. Couplings/Saddles: Couplings used to join various types of 12-inch and smaller pipe
shall be elastomeric PVC sleeve couplings with stainless steel compression bands
and stainless steel shear rings as manufactured by Mission Clay Products, Fernco,
Logan Clay Products, or approved equal.
Couplings for 12-inch and smaller pipe may also be elastomeric PVC with internally
molded rigid fiberglass insert and stainless steel bands as manufactured by DFW
Plastics or approved equal. The coupling shall provide a water and/or gas tight
connection.
Couplings for 15-inch and larger pipe shall be submitted to the Engineer for approval.
July 27, 1995 XV-; 1 Sewer Specifications/Details (MS)

Saddles for lateral connections shall be ABS Plastic, PVC, Elastomeric PVC, or
approved equivalent. Saddles shall be connected to VCP using epoxy sealant.
Saddles shall be connected to PVC pipe using a flat or profile gasket, as applicable to
the type of pipe, and at least two stainless steel bands around the pipe and saddle.
The lateral shall be connected to the saddle with a compression gasket, solvent weld
adapter, and /or stainless steel band, as applicable.
B. MANHOLES
All sewer manholes shall be constructed of precast concrete sections only in conformance
with the following specifications and Charlotte-Mecklenburg Utility Department Standard
Detail Drawings. Special cast in place manhole structures shall be as shown on the plans
and shall comply with the various other applicable sections in these specifications.
Manholes will be furnished with the following clear inside diameters according to the sewer
main diameter unless amended by the Plans or Special Provisions:
8"to 18" pipe 4' Manhole
21" to 36" pipe 5' Manhole
39"to 54" pipe 6' Manhole
54" and larger 8' Manhole
The manhole diameter for a given pipe size may be increased from that shown above for
applications where the angle between the influent and effluent pipes precludes proper
installation of the pipe connections in the standard size manhole.
Manholes shall be furnished with pre-cast bottom slabs and flexible watertight boots for 15-
inch and smaller pipe. The boots shall be cast in as integral parts of the base or installed in
cored openings with stainless steel compression bands, and shall conform to ASTM C-923.
Manholes for 18-inch and larger pipe may be furnished with precast bottom slabs and flexible
boots, flexible seals, or concrete collars. The flexible seals shall be A-Lok or Contour Seal.
Flexible connectors shall conform to ASTM C-923. The concrete collars shall be according to
the applicable Standard Detail. Manholes to be placed over existing pipelines shall be
furnished with "doghouse" openings cast in the bottom section allowing it to be set over the
existing pipe. A concrete base and invert shall be poured around the bottom section and the
pipe according to the applicable Standard Detail.
Shop drawings which show dimensions, openings for pipe, reinforcing steel dimensions and
layout and other essential details shall be submitted for approval.
1. Precast Reinforced Concrete Manhole Sections: All precast reinforced concrete
manholes shall conform to CMUD Standard Detail drawings and to ASTM C-478. The
following minimum standards shall also apply:
a. Wall thickness shall be 1/12th of the inside diameter with a minimum thickness
of five (5") inches.
b. Base sections shall he cast monolithically or have a waterstop cast in the cold
joint between the walls and the base slab.
July 27, 1995 XV-12 Sewer Specifications/Details (MS)

c. Cone sections shall normally be eccentric with the inside face of one side
vertical and flush with the inside face of the barrel section. Eccentric cones with
bolt down frame and cover shall have a minimum vertical height, as measured
from the top of the cone to the bottom of the bell, of 32 inches. Eccentric cones
without bolt down frame and cover to be installed flush to finish grade may
have a minimum vertical height of 24-inches. Concentric cones with a vertical
height of 20-inches may be used on manholes less than five (5') feet deep (4'
diameter manhole only). Transition cone sections may be provided for an
eccentric transition from a 60-inch riser to a 48-inch cone section to be placed
directly beneath the 48-inch cone.
d. Transition slabs may be placed a minimum of five (5) feet above the invert shelf
for six (6) feet and larger diameter manholes where the slab will be buried. Flat
top slabs may be used for six (6) feet and larger diameter manholes, unless the
manhole is located within pavement or maintained lawns.
e. Joints between sections shall be manufactured in accordance with ASTM C-
443. Joints may be sealed with rubber gaskets in accordance with ASTM C-
443 or with butyl rubber sealants conforming to Federal Specification SS-S-
210A and AASHTO M-198, Type B.
f. All markings required by ASTM C-478 shall be clearly stamped on the inside of
each section.
g. Aggregate shall be sound, crushed, angular granitic stone only, substantially in
accordance with ASTM C-33, except that the requirement for gradation in that
standard shall not apply. Smooth or rounded stone (river rock) shall not be
acceptable.
h. The cement shall be Type l with a maximum tricalcium aluminate (3CaOAl2O3
content 8%.
In lieu of Type II cement and granitic aggregate, precast manhole sections may
be furnished of Type III cement with calcareous (limestone) aggregate. The
manufacturer will submit lab tests certifying the amount of Alkalinity (minimum
78%) present in the complete mix.
Manhole riser sections, transition slabs, flat top slabs, and cone sections shall
be designed for H-20 loadings.
j. The manufacturer shall furnish the Engineer with test results on compression
and absorption for one section in every twenty-five sections poured, and
certification from cement manufacturer and aggregate supplier certifying
chemical content. The Engineer reserves the right to pick random sections for
the required testing.
July 27, 1995 X`✓-13 Sewer Specifications/Details (MS)

2. Steps: Manhole steps will be furnished in accordance with Standard Detail Drawings
ASTM C-478 and current OSHA regulations. In addition to the testing requirements of
ASTM C-478 each step installed in pre-cast manholes will be tested to resist a 1000 lb
pullout. The manhole manufacturer will furnish certification of each test with each
shipment showing manhole location, date of test, and results.
3. PVC Liner: Where indicated on the plans or elsewhere in these specifications,
manholes shall be furnished with a PVC Liner for resistance to corrosive sewers. The
liner shall be as hereinbefore specified for RCP.
C. MISCELLANEOUS STEEL
1. Steel Pier Material: Steel piles, cross braces, cradles, etc., shall consist of structural
steel shapes of the section required on the Plans and Details. The steel shall conform
to Specifications For Steel For Bridges And Buildings, ASTM A-36.
All bolts and nuts will conform to ASTM A-325 for 7/8-inch and to ASTM A-490 for 1-
inch and larger.
The Contractor shall handle and store steel members above ground on platforms,
skids, or other supports. Members shall be free of dirt, grease, and other foreign
material and protected against corrosion.
Coal tar epoxy coating Koppers' No. 300M, Amercoat No. 78, Carboline-Carbomastic
No. 14 or approved equal shall be applied to all specified surfaces of the steel pier.
Welding Electrodes shall conform to the following:
Shielded Metal-Arc: AWS A5.1 or AWS 5.5, E70XX
Submerged-Arc: AWS A5.17, F70X-EXXX
Gas Metal-Arc: AWS A5.18, E70S-X or E70U-1
Flux Cored-Arc: AWS A5.20, E70T-X (except 2 and 3)
2. Steel Encasement Pipe: Steel pipe shall be welded or seamless, smooth wall or spiral
weld, consisting of Grade "B" steel as specified in ASTM A-139.
Minimum yield strength shall be 35,000 PSI; and pipe thickness shall be as specified
for each individual job.
All pipe shall be furnished with beveled ends prepared for field welding of
circumfrential joints. All burrs at pipe ends shall be removed.
Encasement pipe must be approved by the appropriate controlling agency (D.O.T.,
R.R., etc.) and the Engineer prior to ordering.
July 27, 1995 XV-14 Sewer Specifications/Details (MS)

3. Structural Steel Tunnel Liner Plates: The tunnel liner plates shall be either the four (4)
flange type (as approved for use within D.O.T. right-of-way) or the lap seam type (as
approved for use within railroad right-of-way) fabricated to permit assembly of a
continuous steel support system as the tunnel is excavated. Tunnel liner plates shall
be fabricated from hot rolled, carbon steel sheets or plates conforming to the
specifications of ASTM A-569.
The tunnel liner shall be designed in accordance with the requirements of Section 16-
Division I and constructed to conform to Section 25-Division II of the current or interim
AASHTO Standard Specifications for Highway Bridges.
Liner plates shall be galvanized in accordance with AASHTO M167 and fully
bituminously coated in accordance with AASHTO M190. All hardware necessary to
the tunneling operation shall be hot-dip galvanized in accordance with ASTM A-153
prior to bituminous coating application. Hardware shall conform to ASTM Specification
A-307, Grade A.
The minimum mechanical properties of the flat steel plate before cold forming used for
the design of the tunnel liner shall be:
A. Minimum Tensile Strength of Liner Plates: 42,000 P.S.I.
B. Minimum Yield Strength of Liner Plates: 28,000 P.S.I.
C. Steel Liner Plates must be approved by the appropriate controlling agency
(DOT, Railroad, etc.) and the Engineer prior to ordering. Gauge or thickness of
liner plates will be as noted on the plans and elsewhere in these specifications.
D. Elongation, 2-inches = 30 percent
E. The moment of inertia shall be .042 inches to the 4th power per inch of width
for four flange 12 gage liner plate.
4. Steel Vent Pipe: Unless otherwise specified, steel vents shall be Schedule 40 five-
inch (5") diameter steel pipe, consisting of Grade "B" steel as specified in ASTM A-
139.
All steel shall be Grade "B" only, with a minimum yield strength of 35,000 P.S.I.
The steel pipe shall have an inside coal tar lining 3/32 inch minimum thickness in
accordance with AWVVA C-203 or a coal tar epoxy lining conforming to that required
for steel (aerial creek crossing) pipe.
Outside surface of pipe shall be sand or grit blasted to commercial standard and have
one (1) coat of zinc chromate primer applied in accordance with Federal Specification
TT-86a.
Pipe shall be furnished with two (2) evenly applied coats of rust inhibiting enamel
paint, either Koppers Glamortex No. 501 Enamel (Olive Green), Southern Coatings
Rustaloy No. 0537 Enamel (Garden Green), or equal.
July 27, 1995 XV-;5 Sewer Specifications/Details (MS)

5. Steel Straps And Anchors: All pipe and/or pier straps shall conform to the
requirements of ASTM A-36 with a minimum yield strength of 36,000 P.S.I.
Finished straps and anchors shall be galvanized in accordance with ASTM A-153.
The entire strap and all exposed surfaces of anchors and/or bolts (and nuts) shall be
fully bituminously coated in accordance with AASHTO M-190. Anchor bolts (non-
head) shall conform to ASTM A-36 with tension test to be made (as required) on the
bolt body or on the bar stock used for making the anchor bolts. Unless otherwise
specified all other fasteners shall conform to ASTM A-307 for carbon steel externally
and internally threaded standard fasteners Grade A or B.
6. Steel Reinforcing For Concrete:
A. Bars: All reinforcement bars shall conform to the Standard Specifications for
BILLET-STEEL BARS FOR CONCRETE, REINFORCEMENT, ASTM A-615.
All bars shall be deformed and of structural Grade 60.
B. Wire: All reinforcement wire fabric shall conform to the Standard Specifications
for WELDED STEEL WIRE FABRIC FOR CONCRETE REINFORCEMENT,
ASTM A-185.
D. CONCRETE
1. Portland Cement: All concrete shall conform to the Standard Specifications for
READY MIXED CONCRETE, ASTM C-94. An air-entraining admixture, conforming to
ASTM C-260, shall be added to either Type I, Type II, or Type III Portland Cement.
Fly Ash conforming to ASTM C-618 for Class C Fly Ash may be added to the concrete
mix but shall not be considered as replacement for more than 10% of the cement
therein (strengths shall not be less than hereinafter required).
Types I, IA, Ill and IIIA Portland Cement shall only be used for manhole inverts,
concrete encasement, concrete blocking, and/or as directed by the Engineer, and shall
conform to ASTM C-150.
Types II and IIA Portland Cement shall be used in precast manholes, cast in place
manhole structures, reinforced concrete pipe, reinforced concrete piers and concrete
or reinforced concrete rip-rap as directed by the Engineer, and shall conform to ASTM
C-150 except that Tricalcium Aluminate (3CaOAl2O3) content shall not exceed 8%.
2. Aggregates: All aggregates used for concreting shall conform to ASTM C-33 and shall
be checked daily for any variances in moisture content. Said variances shall be
corrected and/or taken into consideration for each batch.
a. Coarse Aggregates: Shall be uniformly and evenly graded for each application
in accordance with A.C.I. Standard 318. Unless otherwise approved,
aggregate shall be sound, crushed, angular granitic stone. Smooth or rounded
stone (river rock) shall not be acceptable.
July 27, 1995 XV-16 Sewer Specifications/Details (MS)

b. Fine Aggregates: Shall consist of natural sand, manufactured sand or a
combination thereof. Fine aggregates shall conform to the sieve analysis as
specified in paragraph 4.1 of the standard except that the percent passing a
No. 50 sieve shall not exceed 5% and the percent passing a No. 100 sieve
shall be 0% as provided for in paragraph 4.2 of the standard.
3. Mix Design: Concrete shall be watertight, resistant to freeze-thaw cycles and
moderate sulfate attack, abrasion resistant, workable, and/or finishable. These
qualities may be met through the use of admixtures (if and only if approved in the mix
design as hereinafter specified) conforming to the appropriate ASTM with the
exception of the use of calcium chloride, which shall be limited to no more than 1% by
cement weight - thoroughly mixed to insure uniform distribution within the mix. If the
concrete is used with reinforcing steel, no calcium chloride will be allowed.
The Contractor shall assume responsibility for concrete mixture. The concrete shall
be proportioned to meet the following requirements: (Note: This mix does not apply
"in total" to precast manhole or reinforced concrete pipe).
A. Compressive Strength Minimum 3600 PSI
B. Water-Cement Ratio
By Weight Maximum-0.50
C. Slump Min. 3" Max. 5"
D. Air Content (Entrained &
Entrapped) Min. 4% Max. 6%
E. Coarse Aggregate 3/4"-1 1/2 (as required by the application)
When required by the Engineer, and prior to beginning construction, the Contractor, at
his expense, shall obtain from an approved commercial testing laboratory a design for
a suitable concrete mix and submit same with his list of materials and material
suppliers for approval.
4. Curing Compound: All concrete curing compounds shall conform to the standard
specifications for LIQUID MEMBRANE - FORMING COMPOUNDS FOR CURING
CONCRETE, ASTM C-309, Type 2.
Curing compounds shall be applied as forms are stripped.
5. Grouts: All grouts shall be of a non-shrink nature (as may be achieved through
additives or proportioning) and depending upon application range from plastic to
flowable cement water paste. Testing as specified above for concrete may be
required for acceptance of grouts to include frequent checks for consistency by a time-
of-flow measurement.
Expansion grouts shall be either Gilco pre-mixed or Supreme non-metallic grout as
manufactured by Gifford-Hill and Company, Incorporated, or Embeco 636 grout as
manufactured by Master Builders or equal.
July 27, 1995 XV-17 Sewer Specifications/Details (MS)

Acceptable range of testing requirements:
Compressive Strength 10,500 to 12,500 PSI
Bond Strength 1,350 to 1,700 PSI
% Expansion +.025% to +0.75%
Expansion grouts shall be used only as directed by the Engineer.
Grouts shall be mixed (if applicable) and placed in accordance with the manufacturer's
current recommendations, for each specific application.
6. Mortar: Mortar used in sanitary sewer manholes shall be hydraulic cement mortar in
accordance with ASTM C-398. Mortar used in water meter vaults and water valve
vaults shall be Type M mortar in accordance with ASTM C-270.
E. STONE AND BRICK
1. Granular Bedding Material: All bedding material shall be angular, clean washed
crushed stone graded in accordance with Size #67 in ASTM D-448 for "Standard
Sizes of Coarse Aggregate", (NCDOT Standard size #67).
Bedding material will be used only as instructed in the Specifications and/or as
specifically directed by the Engineer.
2. Stone Stabilization Material: All stone stabilization material shall be angular, clean
washed crushed stone graded in accordance with standard sizes #467 in ASTM D-
448, (NCDOT Standard size#467M).
Stabilization material will be used only as instructed in the specifications and/or as
specifically directed by the Engineer.
3. Silt Check Dam Material: Shaii be coarse angular, clean washed crushed stone,
gravel, or rock, well graded, and ranging in size from 2-inches to 6-inches, (NCDOT
stone for erosion control-Class A)
4. Rip Rap: All rip rap shall consist of clean field stone or rough unhewn quarry stone,
resistant to the action of air and water, varying in weight from 25 to 250 pounds with
60% weighing a minimum of 100 pounds each and no more than 5% weighing less
than 50 pounds each, (NCDOT Class 2 Rip Rap). Rip rap will be placed from a
minimum of 4.0 feet below the toe of the bank to top of the bank in areas determined
by field conditions. Rip rap thickness shall be 1 times the diameter of the largest
stones used, or 2.0 feet, whichever is greater.
5. Brick: All brick used to construct manhole inverts or adjust frames shall be made from
clay or shale, shall be solid only and shall be of standard building size. All brick shall
meet or exceed the compressive strength and water absorption properties specified in
ASTM C-32 for Grade MS brick or in ASTM C-216 and ASTM C-62 for Grade SW
brick.
July 27, 1995 XV-18 Sewer Specifications/Details (MS)

F. FERROUS CASTINGS
1. Special Castings: All cast iron pipe fittings and special castings shall be furnished in
weight, classes, and/or special thickness as specified elsewhere. The castings shall
conform to ASTM A-126 and shall be manufactured in domestic foundries. Coatings
and linings (if applicable) shall be the same as specified for Ductile Iron Pipe.
2. Frames, Covers And Grates: All manhole frames and covers shall conform to ASTM
A-48, Class 30 and shall be manufactured in domestic foundries. Dimensions shall
conform to the Standard Details.
Manhole frames and covers shall be furnished with the common contact surfaces
between frame and cover machined. Frames and covers shall be Dewey Brothers
RCR 2010, Vulcan VM-83, U.S. Foundry or approved equal.
Where watertight frames and covers are specified, the watertight seal between frame
and cover shall be accomplished by means of a rubber gasket. Watertight frames and
covers shall be Dewey Brothers RCR 2010W, Vulcan VM 1383, U.S. Foundry or
approved equal.
G. TRAFFIC CONTROL DEVICES
All traffic control signs, barrels, barricades, pavement markings, etc., shall conform to the
"Manual on Uniform Traffic Control Devices" (MUTCD) published by the U.S.D.O.T. and any
supplements to the MUTCD adopted by N.C.D.O.T.
H. EROSION CONTROL
1. Seed: All seed shall be labeled to show that it meets the current requirements of the
North Carolina Seed Law. Seed shall have been tested within the six (6) months
immediately preceding its use. Further specifications for each seed item are given
below:
a. Kentucky Fescue #31: Minimum 98% pure live seed; maximum 1% weed
seed; minimum 90% germination.
b. Sericea Lespedeza (Scarified and Unscarified): Minimum 98% pure live seed;
maximum .50% weed seed; minimum 85% germination. Scarified may include
20% hard seed.
c. Rye Grass (Annual): Minimum 98% pure live seed; maximum .10% weed
seed; minimum 85% germination.
d. Sudangrass: Minimum 98% pure live seed; maximum .25% weed seed;
minimum 85% germination.
July 27, 1995 XV_1g Sewer Specifications/Details (MS)

e. Certification/Supplier: The contractor shall furnish the State's Landscape
Supervisor in Albemarle, North Carolina (for work in Department of
Transportation rights-of-ways) and the City's Construction Engineer (for all
work) the name of the supplier of seed, the seed type and the total amount (not
seed rate) to be used in restoring disturbed groundcover. This information
shall be furnished at least four (4) weeks prior to reseeding operations so that
quality tests can be made by the appropriate controlling agency. Seed
containing prohibited noxious weed seed shall not be accepted. Seed shall
conform to the state law restrictions for restricted noxious weeds.
2. Fertilizer: All fertilizer for undeveloped areas shall have minimum 5-10-10 analysis or
a comparable 1-2-2 ratio. All fertilizer for established lawn areas shall have a
minimum 10-10-10 analysis or a comparable 1-1-1 ratio. All fertilizer shall be uniform
in composition, dry and free flowing and shall be delivered to the job site in the original
unopened containers, each bearing the manufacturer's guaranteed analysis. Any
fertilizer which becomes caked or otherwise damaged will not be accepted. The
quality of all fertilizer and all operations in connection with furnishing same, shall
comply with the current requirements of the North Carolina Fertilizer Law and with the
current applicable Rules and Regulations adopted by the North Carolina Board of
Agriculture.
3. Lime: All lime shall be finely ground limestone (Dolomite) containing not less than
85% total carbonates. Lime shall conform to the specifications of the North Carolina
Department of Agriculture for Agricultural Grade.
4. Superphosphate: All superphosphates shall be composed of finely ground phosphate
rock, as commonly used for agricultural purposes, containing not less than 20%
available phosphoric acid.
5. Mulch: All mulch shall be small grain or tame hay. Small grain or tame hay shall be
furnished undamaged, air dried, threshed and free of undesirable weed seed.
6. Erosion Control Fabric: Material shall be as specified in the Environmental Protection
Section of these specifications per Erosion Control Standard Detail 6.62.
7. Jute Netting Or Thatching: All jute shall be of a uniform open plain weave of single
jute yarn, 18-inches in width.(1"). The yarn shall be of loosely twisted construction and
shall not vary in thickness by more than one-half(❑) its normal diameter.
There shall be 78 warp ends,(2), per width of netting; 41 weft ends,(1), per linear yard;
and the weight shall average 1.22 pounds.(5%) per linear yard of netting. Jute shall
be anchored into place in accordance with the manufacturer's requirements.
Installation shall only be at the direction of the Engineer.
July 27, 1995 XV-20 Sewer Specifications/Details (MS)

8. Erosion Control Blanket: Erosion control blankets shall be manufactured from wood
fiber, straw, coconut fiber or other degradable material woven into a mat and secured
with photo degradable plastic mesh or biodegradable thread. Blankets shall be
installed according to manufacturers recommendations where directed by the
Engineer. The following manufacturers are approved: AMXCO-Curlex Blanket, North
American Green-SC 150, and HV Excelsior.
9. Gabions: Gabions shall be manufactured from zinc coated steel wire mesh (minimum H-
gauge) to form rectangular units. The front, base, back and lid shall be woven into a
single unit and the ends and diaphragms shall be factory connected to the base. The
individual units shall be installed per the manufacturers instructions and filled with hard
durable, clean stone from 4-8 inches inside or as approved by the Engineer.
July 27, 1995 XV-21 Sewer Specifications/Details (MS)

DETAILED SPECIFICATIONS FOR SANITARY SEWER CONSTRUCTION
The Contractor shall furnish all materials, equipment and labor required to construct the project as
outlined in these specifications and accompanying plans.
A. HANDLING AND STORAGE OF MATERIALS
The Contractor shall be responsible for the safe storage of materials furnished by or to him,
and accepted by him and intended for the work, until they have been incorporated in the
completed project. The interior of all pipe, manholes and other accessories shall be kept free
from dirt and foreign materials at all times.
1. Transportation of Materials and Equipment: The Contractor and his Suppliers are
directed to contact the North Carolina Department of Transportation to verify axle load
limits on State maintained roads (and bridges) which would be used for hauling of
equipment and materials for this project. The Contractor and his Suppliers shall do all
that is necessary to satisfy the Department of Transportation requirements and will be
responsible for any damage to said roads which may be attributed to this project.
All materials furnished by the contractor shall be delivered and distributed at the site
by the Contractor or his material supplier.
2. Loading and Unloading Materials: Ductile iron pipe and cast iron accessories shall be
loaded and unloaded by lifting with hoists or skidding so as to avoid shock or damage.
Concrete pipe, clay pipe, and precast manholes will be unloaded with hoists and/or as
recommended by the respective manufacturers. Under no circumstances shall such
materials be dropped. Pipe handled on skidways shall not be skidded or rolled against
pipe already on the ground.
3. Responsibility for Materials on Site: In distributing the material at the site of the work,
each piece shall be unloaded opposite or near the place where it is to be laid in the
trench. Pedestrian or vehicular traffic shall not be unduly inconvenienced in placing of
material along the streets or right-of-way, as applicable.
The Contractor will string in advance no more than the amount of pipe and material
that can be installed within four (4) weeks or less as approved by the Engineer. All the
materials shall be placed in such a manner as not to hinder access, endanger or
impede traffic, or create a public nuisance. Materials strung through residential areas
(or any area with maintained lawns) shall be placed in such a manner as not to restrict
normal maintenance of established lawns, and must either be installed within two (2)
weeks or removed to an approved storage yard, as required by the Engineer.
4. Material and Equipment Storage: The Contractor will be responsible for locating and
providing storage areas for construction materials and equipment. Unless prior written
consent from the owner of the proposed storage area is received by this Department,
the Contractor will be required to store all equipment and materials within the limits of
the sanitary sewer right-of-way and temporary construction easement provided. The
materials and equipment storage shall comply with all local and state ordinances
throughout the construction period. Material and equipment may only be stored within
road right-of-way if approved by the controlling agency.
July 27, 1995 XV-22 Sewer Specifications/Details (DS)

The Contractor shall be responsible for the safeguarding of materials and equipment
against fire, theft, and vandalism and shall not hold the City responsible in any way for
the occurrence of same.
5. Care of Coatings and Linings: Pre-cast manholes, pipe and fittings, including rings
and covers, steps, straps, etc., shall be so handled that the coating or lining will not be
damaged. If, however, any part of the coating or lining is damaged, the repair shall be
made by the Contractor at his expense in a manner satisfactory to the Engineer.
B. CONNECTION TO EXISTING SEWERS
Tie-ins to existing activated sewer lines will be allowed when proper precautions are taken to
protect the existing main. Tie-ins to existing unactivated sewer lines not installed under the
same contract will not be allowed without written approval from all parties involved (CMUD,
contractors, contract holders, etc.). The Contractor will be required to install watertight
masonry plugs in the proposed pipeline at the existing manhole and at the first proposed
manhole until all construction is completed and testing begun. If the proposed sewer does
not begin at an existing manhole, a straddle type manhole as shown on the Standard Details
will be constructed over (and around) the undisturbed existing pipeline and the proposed
pipeline plugged as specified. The existing pipeline will not be broken-out and the new invert
formed until all testing has been successfully completed. Any connection with 18-inch and
smaller pipe at an existing precast or cast-in-place manhole will require the Contractor to core
the necessary opening through the manhole wall. Connections to existing manholes with 21-
inch and larger pipe may be cored or sawed as approved by the Engineer.
1. Temporary Watertight Plugs: The Contractor shall install temporary watertight plugs in
the proposed sewer line at any manhole that is incomplete, at the open end of the
pipeline prior to leaving the job site daily and elsewhere as dictated by good
engineering and construction practices. All installed pipe shall be backfilled or
otherwise securely tied down to prevent flotation in the event water enters or rises in
the trench.
The plugs as installed shall prevent infiltration or the introduction of any foreign
material into either the existing or proposed systems.
The City will not accept any pipeline or manhole which contains any silt, sedimentation
or other foreign material, within. The Contractor shall at his own expense flush, or
otherwise cause the line (and manholes) to be cleaned out without any discharge into
the existing system.
Upon completion of all construction, the Contractor will be responsible for the
complete removal of all watertight plugs, in the sequence necessary to allow testing
and subsequent activation, all under the direction of the Engineer.
July 27, 1995 XV-23 Sewer Specifications/Details (DS)

2. Scheduling: When the flow of an existing sewer must be interrupted and/or bypassed,
the Contractor shall, before beginning any construction, submit a work schedule which
will minimize the interruption and/or bypassing of wastewater flow during construction.
This schedule must be approved by the appropriate controlling agencies and Engineer
and may require night, holiday, and/or weekend work.
3. Bypass Pumping: If pumping is required, an identical standby pump shall be on site in
the event of failure of the primary pump. If, at any time during construction, effluent
from the existing sewer is not fully contained by the bypass system, gravity service will
be restored by a temporary tie to the new construction and work shall be suspended
until the problem is resolved to the satisfaction of the Engineer. The Contractor shall
be responsible for any fines levied as a result of effluent reaching the creek. The
Contractor will be required to verify his method of handling sewer flows during
construction by pumping at peak flows for 1 hour as approved by the Engineer.
C. EXISTING UTILITIES
The Contractor will be required to excavate to determine the precise location of utilities, or
other underground obstructions, which are shown on the Construction Plans. Such location
and excavation shall be at least 500 feet ahead of construction or as noted in the Special
Provision Section of this document.
All utility owners will be notified prior to excavation as required by the 1985 Underground
Damage Prevention Act. Owners who are members of ULOCO may be notified in
accordance with current ULOCO procedures. The Charlotte-Mecklenburg Utility Department
is not a ULOCO member. The Contractor will be fully responsible for damage to any utilities if
the owners have not been properly notified as required by the Underground Damage
Prevention Act.
Utility owners may, at their option, have representatives present to supervise excavation in
the vicinity of their utilities. The cost of such supervision, if any, shall be borne by the
Contractor.
Conflicts with underground utilities may necessitate changes in alignment and/or grade of this
construction. All such changes will be approved by the Engineer before construction
proceeds.
When underground obstructions not shown on the Construction Plans are encountered, the
Contractor shall promptly report the conflict to the Engineer and shall not proceed with
construction until the conflict is resolved by the Engineer.
Whenever a sewer main crosses under other utility lines (gas, telephone conduit, storm
drain, etc.) there shall be 2 feet clearance between the top of the sewer and the bottom of the
affected utility. Stone bedding shall be used from 6-inches below the sewer to 12-inches
above the sewer from one foot outside the utility trench. If this clearance is not possible, the
sewer line shall be Ductile Iron Pipe from one foot outside the utility trench with a minimum
length of 10 feet.
July 27, 1995 XV-24 Sewer Specifications/Details (DS)

Whenever a sewer main crosses over other utility lines (storm drain, gas, encased or capped
telephone conduit, etc.) the following will apply:
For VCP sewer lines - The sewer line shall be DIP from one foot outside the utility
trench with a minimum length of 10 feet.
For PVC sewer lines - There shall be one foot clearance from the top of the utility to
the bottom of the sewer. If this clearance is not possible the sewer line shall be ductile
iron pipe from one foot outside the utility trench with a minimum length of 10 feet.
D. SEWER LINE/WATER LINE CLEARANCE
When a sewer main or lateral crosses or is parallel to an existing water main, the Contractor
shall install ductile iron pipe (including laterals) for the sewer main and water main as
described below.
1. Vertical Separation Of Sewer Lines & Water Lines: Whenever it is necessary for a
sewer main to cross under a water main with less than 18-inches of vertical
separation, the sewer main and water main shall be constructed of ductile iron pipe,
with joints meeting water main standards, for a distance of 10 feet on each side of the
point of crossing.
Whenever it is necessary for a sewer main to cross over a water main, the sewer main
and water main shall be constructed of ductile iron pipe, with joints meeting water
main standards, for a distance of 10 feet on each side of the point of crossing.
2. Horizontal Separation of Sewer Lines and Water Lines: Sewer mains shall be laid at
least 10 feet horizontally from existing or proposed water mains unless local conditions
or barriers prevent a 10-foot horizontal separation. In that case, the sewer main will
be laid in a separate trench, with the elevation of the bottom of the water main at least
18-inches above the top of the sewer. When these conditions are not met, the sewer
main and water main shall be constructed of Ductile Iron Pipe with joints meeting
water main standards.
3. Horizontal Separation Of Sewer Lines and Water Wells: Sewer lines shall be installed
at least 100 feet from water wells. Where this separation is not possible the sewer line
shall be ductile iron pipe. Sewer lines shall not be installed within 25 feet of any
private well or within 50 feet of any community well.
E. CLEARING
Unless otherwise specified, the entire permanent right-of-way shall be cleared and all stumps,
limbs and trash removed and disposed of at an approved location. When the sewer line is
installed in undeveloped/non-maintained areas (woods), stumps can be left flush with the
ground if they are outside the trench excavation. Stumps must be removed from all
maintained areas (yards, lawns, etc.).
July 27, 1995 XV-25 Sewer Specifications/Details (DS)

Temporary construction easements will be selectively cleared with specimen trees left
standing as stipulated in Special Provisions and/or right-of-way agreements. No clearing or
grubbing may be performed on rights-of-way except under supervision of the Project
Inspector.
Useable timber and/or firewood may be left on adjoining property, off the permanent right-of-
way at the request of or with the consent of the property owner. Such requests must be in
writing and must release the City from any claims for improper disposal of timber.
The Contractor shall abide by all special conditions contained in the right-of-way agreements
for this project. When the right-of-way agreement specifies stacking timber or firewood
adjacent to the right-of-way, a written release is not required. The Contractor shall verify cut
lengths of timber/firewood for such placement and location with the property owner.
Fences removed during construction shall be replaced of the same material and to the same
condition existing prior to the construction. The Contractor may refer to the "Environmental
Protection Section" contained herein for further instructions pursuant to right-of-way
treatment.
The Contractor shall confine all his operations to the bounds as set forth in all rights-of-way
unless prior written approval of the current property owner is obtained and submitted to the
Engineer for his approval.
F. EXCAVATION
All excavations for pipe laying, manholes, piers, drainage ditches, grading and any other
excavation required for the proper completion of this contract shall be included herein.
Excavation within street rights-of-way shall be backfilled when left unattended for more than 1
hour unless otherwise approved by the controlling agency. Excavations within sewer/water
rights-of-way shall be backfilled, fenced or otherwise protected when left unattended for more
than 1 hour. Fencing or other protection methods shall be designed to reasonably prevent
people and large animals from entering the excavation.
1. Trench Excavation: No more trench (100 LF) shall be opened in advance of the pipe
laying than is necessary to expedite the work unless prior approval is given by the
Engineer. Ground conditions and/or location requirements shall govern the amount of
trench open at any one time as determined by the Engineer.
a. Trench Width: The maximum trench width shall be as indicated for each type
of pipe specified. If the actual trench width exceeds the specified width, due to
shoring methods, the contractor must obtain approval from the Engineer.
Trench width shall be measured between faces of cut at the top of the pipe
bell. If the Contractor varies from this requirement without prior approval of the
Engineer, or if specified trench widths cannot be maintained, improved bedding
and/or improved pipe material shall be installed as directed by the Engineer.
July 27, 1995 XV-26 Sewer Specifications/Details (DS)

b. Trench Bottom Conformation: The excavation shall be made to the elevations,
grades, and lines shown on the Construction Plans unless otherwise approved
by the Engineer. The trench bottom shall be excavated slightly above grade
and cut down to the pipe grade by hand in the fine grading operation. The
trench bottom shall be true and even with bell holes at each joint to provide the
barrel of the pipe with soil and/or granular bedding (as applicable) support for
its full length. This should prevent point loading at the bells. If the trench
bottom is inadvertently cut below grade, the Contractor shall fill it to grade with
approved material thoroughly tamped.
Pipe depth and/or soil conditions may dictate a granular embedment as
specified below. Such bedding shall also be shaped to allow adequate support
of the pipe along the full length of the barrel.
If the trench passes either under or over another pipeline or previous
excavation, the trench bottom in this area shall be tamped, if necessary, so the
disturbed soil has approximately the same supportive strength as the native
soil.
2. Excavation for Structures: The excavation shall be made to the lines, grades and
elevations shown on the Plans and Standard Details. The area excavated shall be
limited to no more than is necessary to allow the proper installation of the structure as
determined by the Engineer. The excavation shall remain open no longer than is
necessary to allow the proper and complete installation of the structure.
a. Structure Pit Bottom Conformation: The pit bottom shall be true and even, and
capable of supporting the structure as determined by the Engineer. If the pit
bottom is inadvertently cut below grade, the Contractor shall fill it to the proper
elevation with approved material capable of continually maintaining adequate
supportive strength.
3. Excavation for Bore Pits: The excavation shall be controlled by the limits of the
existing rights-of-way and shall not exceed these without prior written approval of the
current property owner. The excavation shall be made to the proper elevation, line
and grade as required to install the casing pipe as shown on the construction plans.
a. Bore Pit Conformation: The pit bottom shall be true and even with adequate
stabilization to maintain proper elevation and grade on the boring rig for the
duration of the bore.
4. Rock Excavation: Rock excavation shall be defined as solid ledge rock that requires
drilling and blasting, sledging, or barring for its removal. Soft, disintegrated rock that
can be removed with a pick shall not be classified as solid rock.
Boulders greater than one cubic yard in volume will also be considered rock
excavation. Smaller boulders and soft rock which in the opinion of the Engineer can
be excavated by the use of a power shovel, without undue delay, shall not be
classified as rock.
July 27, 1995 XV-27 Sewer Specifications/Details (DS)

Rock shall be removed to a depth of six (6) inches below the pipe bell and to the
trench widths specified for each size and type of pipe installed. Rock around
structures shall be removed to the same twelve (12) inch minimum as measured
between vertical planes around the structure, but only to a depth necessary to allow
proper installation. Over excavation of rock due to removal methods, or for safety
considerations, shall be the Contractor's responsibility.
When rock removal is necessary for pipeline installation either Type II or Type Ill
bedding shall be installed as specified and directed by the Engineer.
All blasting shall be conducted in a manner as specified elsewhere in these
Specifications.
5. Piling Excavated Material: All excavated material shall be piled in a manner that will
not endanger the work. Excavated material will be piled a safe distance away from the
edge of the excavation allowing room for an adequate angle of repose and if shoring,
sheeting, and bracing is used to protect the excavation, no material will be piled within
three (3) feet of the nearest edge. Sidewalks, driveways, hydrants, valve pit covers,
valve boxes, curb stop boxes, existing manholes, fire and police call boxes, or other
utility controls shall be unobstructed and accessible until the work is completed.
Gutters, catch basins, and natural watercourses shall not be obstructed or silted.
When working in close proximity with a creek channel or natural watercourse the
Contractor shall pile all excavated material on the side of his excavation away from the
watercourse.
6. De-watering: The Contractor shall at all times provide and maintain ample means and
equipment with which to remove and properly dispose of any and all water entering
the excavation or other parts of the work and keep all excavations dry until such time
as pipe laying and grading is completed and structures to be built therein are
completed.
No water shall be allowed to rise around the pipe in unbackfilled trenches nor shall it
be allowed to rise over masonry until the concrete or mortar has set (minimum 24
hours). All water pumped or drained from the work shall be disposed of in such a
manner as to prevent siltation and erosion to adjacent property or other construction.
7. Shoring And Shielding: The Contractor shall comply with OSHA trenching and
excavation regulations as revised in Subpart P of Part 1926 in the Federal Register.
Shoring and/or shielding systems shall be used as specified in Subpart P to prevent
caving of trench banks and to provide a safe excavation.
The Contractor will be responsible for excavation safety and shall designate his
"competent person" (as defined in Subpart P) for the determination of proper
shielding/shoring systems.
If, in the opinion of the Engineer, the trench/excavation is not in compliance with
OSHA regulations, the Contractor may be directed to stop work. Continued unsafe
conditions will be reported to the appropriate regulatory agency. The Contractor will
be responsible for paying all fines resulting from safety violations.
July 27, 1995 XV-23 Sewer Specifications/Details (DS)

G. PIPE LAYING
In all instances pipe shall be laid in a workmanlike manner, true to line and grade, with bell
ends facing up-grade in the direction of laying. The various pipes referred to herein shall be
handled, belled up and laid in accordance with the manufacturer's requirements and good
engineering practices as defined in the various publications referenced in this document. The
following requirements and/or standards of the Charlotte-Mecklenburg Utility Department
shall govern this construction unless exceeded by other regulatory bodies.
1. Pipe Bedding: Unless otherwise specified or noted on the Plans the following bedding
classes are as commonly required by this Department.
When granular material embedment is required, the Contractor will follow the layered
procedure specified in Type I for soil placement, above the granular bedding, to an
elevation one (1) foot above the top of the pipe bell.
a. Type I - Shaped Bottom Bedding: The trench bottom shall be shaped so the
pipe bears uniformly upon undisturbed native earth. Soil shall then be placed
by hand around the pipe and completely under the pipe haunches in uniform
layers not exceeding six (6) inches in depth up to an elevation one (1) foot
above the top of the pipe bell.
Each layer shall be placed and then carefully and uniformly tamped, so that the
pipe is not damaged nor the alignment disturbed.
b. Type II - Granular Material Embedment: The trench bottom shall be undercut a
minimum of six (6) inches below the pipe barrel grade and filled with an
approved stone to an elevation such that the pipe will be completely and
uniformly bedded to a vertical height of one-third the outside diameter of the
pipe bell for the pipe's entire length and for the entire width of the ditch.
Depending upon soil and ground water conditions, greater depths (undercut)
may be required to create a stable condition. Type II granular material
embedment shall be used as directed by the Engineer.
c. Type Ill - Granular Material Embedment: The trench bottom shall be undercut
a minimum of six (6) inches below the pipe barrel grade and filled with an
approved stone to an elevation such that the pipe will be completely and
uniformly bedded to vertical height of one-half the outside diameter of the pipe
bell for the pipe's entire length and for the entire width of the ditch. Depending
upon soil and ground water conditions, greater depths (undercut) may be
required to create a stable condition. Type III granular material embedment
shall be used as directed by the Engineer.
d. Stone Stabilization: When the bottom of the trench is not sufficiently stable to
prevent vertical or lateral displacement of the pipe after installation with Type II
or Type III bedding, stone stabilization will be required to develop a non-
yielding foundation for the bedding and pipe. When such conditions are
encountered, the trench will be excavated to a depth determined by the
Engineer, and #467 crushed stone will be placed to an elevation six-inches
July 27, 1995 XV-29 Sewer Specifications/Details (DS)

f

below the bottom of the pipe. The pipe will then be laid with Type II or Type III
bedding as directed by the Engineer.
e. Concrete Encasement and Cradles: Shall be as designed for each individual
case and will be noted on the Plans and in the Special Provisions when
applicable.
2. Installation Depth Limitations: The following are limitations and bedding requirements
for supportive strength and shall be adhered to at all times. Granular material
embedment may still be required for lesser depths of cover should groundwater and/or
soil conditions warrant its use, as determined by the Engineer.
• The standard trench width for 8"-15" pipe shall be limited to the nominal pipe
size plus 30-inches.
• The standard trench width for 18"-30" pipe shall be limited to the nominal pipe
size plus 36-inches.
• The standard trench width for 36" and larger pipe shall be limited to the
nominal pipe size plus 42-inches.
Deviations from the standard trench width shall be as approved by the Engineer.
Trench widths must be maintained constant as measured at the top of the pipe.
Deviation from the standard trench width will necessitate an increase in the stone
bedding around the pipe and/or a change in the type or class of pipe being installed at
the Contractor's expense.
All pipes regardless of bedding or pipe type shall require adequate tamping of backfill
as specified for Type I, Shaped Bottom Bedding.
a. Extra Strength Clay Pipe shall be installed with a minimum of 3.0 feet of cover
over the top of the pipe and a maximum depth of cover over the top of the pipe
subject to the bedding limitations specified below. When the cover is less than
3.0 feet or greater than the depths shown for Type III Bedding, Ductile Iron
Pipe must be used.
MAXIMUM DEPTH OF COVER- VCP
Size Type I Bedding Type II Bedding Type III Bedding
8"-15" 10' 15' 18'
July 27, 1995 XV-30 Sewer Specifications/Details (DS)

b. Reinforced Concrete Pine shall be Class IV or Class V, subject to the
maximum depth of cover over the top of the pipe as specified below, based on
the bedding type indicated. Greater depths of cover can be attained if the
trench width is restricted.
LMAXIMUM DEPTH OF COVER- RCP
SIZE TYPE I BEDDING TYPE II BEDDING TYPE III BEDDING
Class IV Class V Class IV Class V Class IV Class V
18"-48" 12' 17' 16' 24' 20' 30'
c. Ductile Iron Pipe: Installation of Ductile Iron Pipe shall be installed subject to
the bedding limitations specified below, based on a deflection limit of three (3)
percent for cement lining. Greater depths of cover may be achieved by using a
higher pressure classification and/or using pipe with a flexible lining.
MAXIMUM DEPTH OF COVER- DIP
BEDDING
Pipe Size Pressure Class Type I Type II Type III
8" 350 20' 34' 50'
10" 350 15' 28' 45'
12" 350 15' 28' 44'
14" 250 15' 23' 36'
16" 250 15' 24' 34'
18" 250 14' 22' 31'
20" 250 14' 22' 30'
24" 250 15' 20' 29'
30" 250 15' 19' 27'
36" 250 14' 18' 25'
42" 250 14' 17' 25'
48" 250 13' 17' 24'
d. Poly Vinyl Chloride (PVC) Pipe: PVC pipe shall be installed with a minimum of
3.0 feet of cover and a maximum of 20 feet of cover. When the cover is less
than 3.0 feet or more than 20 feet, Ductile Iron Pipe must be used subject to
the specified bedding limits. PVC pipe shall be installed in accordance with
ASTM D-2321 with the following modifications:
July 27, 1995 XV-31 Sewer Specifications/Details (DS)

(1) All PVC pipe shall be installed using Type III Granular Embedment. The
bedding shall extend from the pipe to the trench wall or to two and one
half pipe diameters (OD) on each side of the pipe, whichever is less.
3. Grade and Line For Pipe: As a minimum, centerline hubs will be set at each manhole
and offset stakes set at each manhole, and if required at 100 foot intervals between
manholes. Cut sheets will show the vertical distance from the offset stakes to the inlet
and outlet pipe invert at each manhole and to the pipe invert at each offset stake.
Grade and line may be transferred to "batter boards" set at intervals not to exceed fifty
(50) feet. Unless otherwise approved by the Engineer, three (3) batter boards will be
in place at all times while pipe laying is in progress. Each joint shall be checked with a
grade rod and plumb line with care being taken to keep the string line taut at all times.
Laser beams may be used to set line and grade when the Contractor provides
adequate and accurate equipment for the Engineer to check his line and grade at
each cut stake (lock levels shall not be considered adequate). If laser equipment is
used, the grade shall be checked at each manhole and at benchmarks every 500 feet.
The Contractor shall keep close check of his laser for variations in line and grade. No
variations between manholes shall be corrected without relaying that portion of line
which has deviated from line or grade unless otherwise approved by the Engineer.
H. LATERAL INSTALLATION
1. 4-Inch and 6-Inch Laterals: Four inch and six inch laterals shall be connected to the
main with tees as previously specified if the lateral is installed during the construction
of the main. Four inch and six inch laterals shall be connected to existing mains with
saddles placed in holes cored by an approved coring machine. Saddles and tees
shall be as previously specified and as shown on the Standard Details.
Laterals shall be completed to the property line using 22 bends at the tee or saddle
and pipe as previously specified and as shown in these Standard Details. The lateral
shall be laid with a minimum slope of 1/8-inch per foot (1%). The end of the lateral will
be plugged water/air tight. All tees, saddles and bends shall be completely encased in
#67 washed stone. An "S" shall be cut in the curb at the location where lateral
crosses under curb.
In subdivisions constructed without curb, the Contractor will paint an "S" on the edge
of pavement at the location where the lateral crosses under the edge of pavement.
Markings will be made using green paint.
All laterals except those serving lots adjacent to in line manholes or upstream from
dead-end manholes in cul-de-sacs shall be connected to the sewer main. Laterals
connected to manholes shall be laid on a line from the center of the lot to the center of
the manhole and shall extend not more than six inches inside the manhole wall.
Manholes in cul-de-sacs shall have a maximum of three (3) laterals. Any in line
manhole shall have a maximum of two (2) laterals. The lateral elevation entering the
manhole shall match crown to crown with the main entering the manhole and a trough
shall be formed for the lateral invert. Laterals that are connected to outfall lines shall
enter the manhole at the shelf and an invert shall be formed to carry the lateral flow to
the main invert.
July 27, 1995 XV-32 Sewer Specifications/Details (DS)

The laterals shall be installed with a minimum of four (4) feet of cover at the property
line, unless otherwise approved by Charlotte-Mecklenburg Utility Department. The
depth of the lateral at the property line shall not be greater than five (5) feet unless
greater depth is required to serve the building. The Contractor will not backfill any
portion of the lateral until the installation is approved by a Charlotte-Mecklenburg Utility
Department Inspector.
Measurements: The Inspector, assisted by the Contractor, will measure the distance
to the tee or tap from the down-stream manhole to obtain the information required for
the "As-Built" records.
2. 8-Inch And Larger Laterals: 8-inch and larger diameter laterals shall connect to
manholes with the lateral crown level with the crown of the main line pipe, or with
outside drops, in accordance with the specifications and standard details for mainline
construction. When the lateral is the same diameter as the main line pipe, a drop of
0.2 feet will be provided in the manhole between the invert of the lateral and the invert
of the main line pipe. The lateral shall be laid with a minimum slope of 1/8-inch per
foot (1%).
BACKFILL
All backfill shall be of a non-plastic nature free from roots, vegetative matter, waste,
construction material, rock larger than 3/4 cubic foot, or other objectionable material. Small
rock (less than 3/4 cubic foot) shall not exceed 10% of the fill material. Rock shall not be
placed within 3-feet of the pipeline or within three feet of the finished grade. Rock larger than
3/4 cubic foot will not be permitted within the trench. No objectionable or unsuitable material
will be allowed in the backfill. Backfill material shall be capable of being tamped by
mechanical tamps using relatively low velocity and heavy blows. The material shall have no
tendency to flow or behave in a plastic manner under the tamping blows. Material deemed by
the Engineer as unsuitable for backfill purposes shall be removed from the job site before
backfilling operations begin.
When the Engineer determines that the material excavated from the trench is unsuitable for
backfill because of the material type or because it contains excessive debris, rock or organics,
it shall be removed from the project and replaced with a backfill material approved by the
Engineer. When the moisture content of an otherwise suitable material is too high to achieve
specified compaction, as determined by a moisture content and density test, the Contractor
shall replace the material as necessary to meet backfill requirements. The wet material may
be dried to optimum moisture content and used for backfill in subsequent phases of the
project. Should an otherwise suitable material be found too dry to achieve compaction
requirements, water may be added to the material to raise the moisture content to optimum.
Borrow material placed at the direction of the Engineer shall be clean earth at optimum
moisture content, concord (pit) gravel or ABC stone.
July 27, 1995 XV-33 Sewer Specifications/Details (DS)

Backfill shall be accomplished immediately after the pipe is laid. Backfill around pipe and to
an elevation of one (1) foot above the pipe bell shall be done only by hand and in layers not
exceeding six (6) inches with each and every layer thoroughly tamped. The first three (3) feet
of fill shall be completely free of rocks. Successive layers of backfill shall be compacted in
place as specified below.
Under no circumstances shall water be permitted to rise in unbackfilled trenches after the pipe
has been placed. Should water rise in an unbackfilled ditch after the pipe has been placed,
the Engineer may require the Contractor to remove the pipe, muck the trench and follow the
procedure for either Type II or Type Ill Granular Embedment when relaying the pipe.
YP YP Y g p p
1. Backfill of trenches within sewer main rights-of-way: Trenches excavated outside
existing roadway and railway right-of-way may be backfilled, above the initial one (1)
foot, by mechanical means in layers up to twelve (12) inches thick unless otherwise
directed by the Engineer.
2. Backfill of trenches within road and railway rights-of-way: Trenches excavated within
existing road and railway rights-of-way shall be backfilled in layers not to exceed six
(6) inches and each successive layer shall be thoroughly tamped, as specified.
J. COMPACTION REQUIREMENTS
Compaction shall be attained by the use of mechanical tamps only. Each layer of backfill
shall be placed loose and thoroughly compacted in place. Heavy rollers, vehicles or other
equipment shall not be used for compacting pipeline and structure backfill nor allowed to
cross over completed work except at points adjudged capable of adequately protecting the
pipeline. Pneumatic tamps, gasoline ram type tamps or vibrating tamps with sheepsfoot
rollers will be required to meet the specifications of"Mechanical Tamp". Variances shall only
be with the explicit approval of the Engineer.
1. Compaction Within Sewer Rights-of-way: Trenches excavated outside existing road
and railway rights-of-way shall be backfilled as hereinbefore specified and tamped
thoroughly:
a. All material shall have an in-place density of at least 85% of maximum dry
density or as approved by the Engineer.
b. Should any public or private roadways, service roads, drives, etc. be
encountered during this construction, the Contractor shall at the Engineer's
direction comply with those compaction requirements specified below for work
within road and railway rights-of-way.
2. Compaction Within Road and Railway Rights-of-Way: Unless otherwise approved by
the controlling agencies, trenches excavated within existing road and railway rights-of-
way and all structure excavation regardless of location shall be backfilled as
hereinbefore specified and thoroughly tamped:
July 27, 1995 XV-34 Sewer Specifications/Details (DS)

a. Unless otherwise directed by the Engineer, all material from the bottom of
trench to within six (6) inches of the subgrade shall have an in-place density of
95% of the maximum dry density as defined by a standard proctor curve for the
material.
b. All material within six (6) inches of the subgrade level shall have an in place
density of 100% of the maximum dry density.
c. On roadway shoulders, all material shall have an in place density of 95% of the
maximum dry density. The Contractor shall remove and replace all material
failing to meet these requirements with suitable material. The extent of this
removal shall be determined by the Engineer.
3. Compaction Testing: Moisture content and density testing of backfill will be performed
by CMUD soils technicians. Tests will be performed within all street, highway and
railway rights-of-way to insure that the specified compaction requirements are met.
The Contractor will cooperate fully with the soils technicians in providing access to
backfill at any requested depth for the purpose of performing moisture content/density
testing. When requested, the Contractor shall excavate a backfilled ditch to any
specified depth for a compaction test and shall insure that the ditch meets all OSHA
safety standards before the technician enters to perform the test.
A "standard proctor curve" which establishes the relationship between moisture
content and dry density for soil will be determined by the method described in ASTM
D-698 or by AASHTO Method T-99. Field density tests will be performed using either
the sand cone method or a nuclear moisture/density gauge. Any backfill which does
not meet the specified compaction will be re-tamped, or removed and replaced as
approved by the Engineer.
K. MANHOLE CONSTRUCTION
All manholes outside street rights-of-way or landscaped areas shall be constructed to a height
of two (2) feet above the adjacent ground unless otherwise indicated on the Plans or by the
Special Provisions. Manholes within street rights-of-way or landscaped areas shall have
finished rim elevations flush with the pavement or adjacent finished grade.
After final inspection is complete and all deficiencies have been corrected, the Contractor
shall seal all manholes (rings to covers) with penetration type asphaltic cement No. AC-20 as
manufactured by Exxon Oil Company or equal.
1. Precast Reinforced Concrete Structures: All precast manhole sections shall conform
to the Material Specifications and Standard Details.
Precast manholes shall be treated similar to reinforced concrete pipe for installation.
That is, if ground water and/or soil conditions require stabilization for pipe installation
comparable measures will be required for precast manhole installation. Under no
circumstances will a precast base section be placed on unstable soil as solely
determined by the Engineer.
July 27, 1995 XV-35 Sewer Specifications/Details (DS)

Jointing of precast sections will be done in accordance with the manufactures
recommendation, with special attention called to the amount of force used.
All backfill around structures shall be thoroughly tamped in layers as specified for
placing backfill.
Regardless of the type manhole construction used, the Contractor will do that which is
necessary to stabilize the soil intended to support the structure. A stable condition
shall only be so adjudged by the Construction Engineer or his authorized
representative. Any cost incurred by the Contractor in stabilizing the area to support a
manhole shall be considered incidental to the manhole construction.
2. Outside Drops: When design considerations dictate a large elevation change across a
manhole, an outside drop shall be constructed in accordance with the Charlotte-
Mecklenburg Utility Department Standard Details. Depending on the particular fittings
used, elevation differences of 2.0 to 2.5 feet are required to accommodate an outside
drop. When there is not sufficient elevation difference to permit construction of an
outside drop, the grade of the influent pipe shall be lowered such that the vertical
separation of the influent and effluent pipes is 0.2 feet, as measured at the center of
the manhole when the grades of both pipes are projected to that point. Outside drops
shall not enter the cone section of precast manholes.
3. Inside Drops: When connecting a proposed sewer main to an existing manhole at an
elevation significantly higher than the existing invert elevation, and where safety
considerations or working space limitations preclude building an outside drop, the
connection may be made with an inside drop constructed in conformance with the
Standard Details. Inside drops will be used only where shown on the plans or
specifically approved by the Engineer. They may not be used in lieu of outside drops
shown on the plans. Inside drops shall not enter the manhole in the cone section.
Inside drops are not allowed on four (4) feet diameter manholes.
4. Installation Of Frames And Covers: The frame shall be installed on the manhole with
anchor bolts on all manholes that are not flush with the ground. 8-inch tall or 4-inch
tall frames may be used for manholes with bolt down frames. These frames shall
have four (4) holes in the support flange to permit installation on the cone with anchor
bolts. Holes shall be equally spaced in the flange. Complete anchor bolt assemblies
shall be zinc plated steel and shall consist of a drive in type anchor sleeve, a threaded
stud and two nuts. Anchors shall be installed in field drilled holes in the cone.
Minimum diameter of the threaded stud shall be 1/2 inch. The Contractor shall seal
the frame to the manhole by installing a length of butyl rubber joint sealant to form a
gasket between frame and manhole. The butyl rubber joint sealant shall have a one
inch cross section, and shall make two full circles when placed on the cone section,
and shall be compressed by the frame with the anchor bolts. Butyl rubber joint sealant
shall be 'Rubber Seal" as manufactured by Ru Van, Inc., or approved equal. Cement
mortar grouting of the frame shall be required. Brick may not be used to adjust rim
elevations of above grade manholes.
July 27, 1995 XV-36 Sewer Specifications/Details (DS)

1

Manholes that are installed flush with pavement or grade shall have frames attached
to the manhole with a bed of cement mortar grout. 8-inch tall frames are required for
all manholes that are flush with pavement or finished grade unless otherwise
approved. Standard size brick or reinforced concrete grade rings may be used to
adjust the finished rim elevation of such manholes. This adjustment may not exceed
21-inches in height.
5. Manhole Step Testing: The Contractor will furnish a hydraulic driven system
consisting of cylinder, connecting hose and above ground pump with gauge to test
manhole steps to exceed 1000 lbs. of resistance of pullout. All field installed steps will
be tested. In lieu of field testing steps installed at the plant, certified shop reports by
the manufacturer showing that each step passed the required 1000 lb. pullout will be
accepted. The certificates will be furnished to the Inspector prior to field installation.
Unless the Contractor can furnish the manufacturer's certification on step tests, the
Contractor will be required to test 10% of the plant installed steps. An additional 10%
will be tested for each failure.
6. False Walls: False walls shall be constructed in manholes when specified on the
Plans. Holes of the appropriate size shall be cored or blocked out in the manhole wall
at the elevation and alignment shown on the Plans. A four-inch thick masonry wall
shall be constructed in the opening. Inverts shall be constructed to match proposed
pipe elevations and alignments and permit installation of the future extension without
demolition work other than removal of the false wall.
7. Steel Vent Pipes: Steel vent pipes will be installed in accordance with the Standard
Details. Shop drawings of strap on vents, mounting straps, and anchor bolts will be
subject to approval of the Engineer. Material shall be as specified in the Materials
Specification Section.
L. PIERS
Pier locations as shown on the Plans shall be considered a guide only, with final
determination made at the time of construction by the Engineer. Pier spacing center to
center, will be as shown on the Plans, but all pier locations may be adjusted by the Engineer
due to field conditions.
Piers will be placed parallel to the flow of the creek unless otherwise directed by the Engineer.
1. Steel Pile Piers: The work covered by this section consists of furnishing and driving
piles, as indicated on the plans, the standard details, and as approved by the
Engineer, in conformity with the specifications and to the bearing and penetration
required.
a. Installation: General - The HP8X36 or W8X35 pilings shall be driven to obtain
a bearing capacity of 20 tons based on the following formula (the Engineering
News Record Pile Driving Equation) and to a minimum depth of 10 feet in
undisturbed earth below the bottom of the creek channel or existing ground
when not adjacent to the creek.
July 27, 1995 XV-37 Sewer Specifications/Details (DS)

S = penetration per blow (inches)
R = specified bearing capacity (pounds)
ENR Formula: S = (2E/R) - C E = energy per blow (ft-lbs)
C = 1.0 for drop hammer; 0.1 for air,
steam, or diesel hammer
b. Piles Lengths: Full length piles shall be used where practicable and not more
that 2 pieces (1 splice) of steel pile will be permitted in making up one full
length pile unless approved by the Engineer. Splices, where necessary and
approved by the Engineer, shall be made as to maintain the true alignment and
position of the pile sections. Both pieces of a spliced pile shall be the same
shape (HP8x36 or W8x35).
Splices should develop not less than 100 percent of the bending strength of the
pile and not less than 100 percent of the axial load strength of the pile. All
welded splices will be of butt weld type with back-up plates welded to the
flanges and web of the steel piles. All welding of structural steel in the shop or
in the field shall meet the requirements of the AWS Code and be done by
qualified welders. Certification of welders and welds will be required by the
Engineer in accordance with the AWS Code.
c. Driving: Steel piles shall be driven with a diesel, steam, drop, or air hammer
with a rated energy of not less than 15,000 ft. lbs., fixed leads and a ram weight
of one (1) to one and a half (1 E) times the pile weight. In case the required
penetration is not obtained by the use of a hammer complying with the above
minimum requirements, the Contractor shall provide a heavier hammer, at his
own expense. The piles shall be driven on a batter of 15❑ to the vertical or as
shown on the plans, and shall not be out of position at the top of the pile by
more than three inches in any direction after driving.
d. Cross Bracing: Cross bracing will be required only when the undisturbed
ground level is below the intersection of the cross bracing.
e. Painting Steel Piers: Unless otherwise directed, all steel in the piers shall have
a coal tar epoxy coating consisting of two coats of coal tar epoxy as specified.
All surfaces of the steel to one foot below the disturbed ground or to one foot
below the cross bracing, whichever is greater, shall receive the coating system
and shall be thoroughly sand blasted prior to application to remove rust, dirt,
grease, and other foreign material and to provide a clean surface to receive the
coating. Each coat of paint shall be approved by the Engineer prior to
application of the next coat. The total dry film thickness shall be at least 16
mils. Areas with coatings less than 16 mils shall be recoated as required to
provide the specified film thickness.
f. Testing And Inspection: The Charlotte-Mecklenburg Utility Department will
provide inspection and will determine bearing capacity of the driven piles. The
Contractor will submit certification of rated hammer energy acceptable to the
Engineer.
July 27, 1995 XV..38 Sewer Specifications/Details (DS)

The Inspector will be present during all pile driving operations and the
Contractor will provide him evidence that the average penetration for the last
10 blows is less than the S calculated by use of the above formula.
Test piles furnished and driven by the Contractor for his use in determining the
lengths of piles to be furnished may be so located that they may be cut off and
become a part of the completed structure, provided that such test piles conform
to the specifications and are approved by the Engineer.
Test piles shall be driven with equipment of the same type and capacity as that
used for driving piles for the structure.
Test piles which are not to be incorporated in the completed structure shall be
removed to at least 2 feet below the surface of the ground or the stream bed,
and the remaining hole backfilled with earth or other suitable material.
The Contractor shall give written notice before beginning construction on the
steel piles in order to coordinate this work with Charlotte-Mecklenburg Utility
Department.
2. Concrete Piers: If the required penetration for a pile is not obtained, as determined
solely by the Engineer, the Contractor may be directed to construct a reinforced
concrete pier. The Contractor will not attempt to drive a second pile at a pier location
at which the first pile did not achieve the required penetration unless the Engineer has
determined that the first pile will be used.
A pile which will not be incorporated in the completed structure will be removed or cut
off so that the top of the pile is below the concrete footing.
M. REMOVAL AND RESTORATION OF PAVEMENT AND ROAD SURFACES
All removal and restoration of pavement and road surfaces will be in accordance with the
specifications approved by the Superintendent of Streets of the City of Charlotte or of the
North Carolina Department of Transportation and Safety, Division of Highways, whichever
applies.
All restored bituminous and concrete pavements shall be placed to existing cross-section and
ride quality. Restored pavement will in all instances be flush and level with existing pavement
at the sawed edges, and at existing gutter lines where applicable unless otherwise approved
by the Engineer. When pavement repairs do not meet the above criteria or are not performed
in a workmanship manner as determined by the Engineer, Superintendent of Streets of the
City of Charlotte, or North Carolina Department of Transportation, whichever applies, the
contractor will remove and re-perform the restoration as specified.
When cuts are to be made in street rights-of-way under maintenance by the City of Charlotte,
the Contractor shall contact the Superintendent of Streets or his designated representative
before each separate pavement cut is made and secure a permit.
July 27, 1995 Pv'_39 Sewer Specifications/Details (DS)

Pavement will be replaced as follows. In all pavement cuts either the permanent pavement or
a temporary pavement consisting of i"-i! of black asphaltic concrete (later to be replaced
permanently) will be placed immediately upon completion of the subgrade unless otherwise
approved by the Engineer.
1. Specifications for Cutting Pavement: Unless otherwise approved or required, concrete
pavement shall be removed to the nearest expansion or contraction joint. The
Contractor will contact the Superintendent of Streets and/or D.O.T.'s District Engineer
for a determination of the limits of concrete replacement and location of joints. Where
sawed joints are allowed, the depth of the sawed cut shall be at least one (1) inch and
shall extend at least 1/5 of the depth of the concrete. More depth may be required if
necessary to prevent damage to surrounding pavement.
Bituminous pavement shall be cut in a smooth and straight line. Sawing is required on
asphaltic concrete. The width of pavement left between the edge of the ditch and the
edge of the pavement or the front line of thegutter, shall be at least 2 feet.
existing
Residual strips of pavement less than 2 feet in width must be removed and replaced.
Existing pavement shall be removed on each side of the trench for at least 12 inches
beyond top of trench.
The Contractor shall remove and replace pavement which, in the opinion of the
Engineer, has been cracked or displaced by the operation of the Contractor.
2. Specification For Restoring Concrete Pavement: The concrete used to restore
pavement shall have a minimum 28 day compressive strength of 3600 P.S.I. The
concrete as placed shall conform to the shape, grade, and finish of the existing
pavement and will be one (1) inch deeper than the original pavement including base,
but in no instance less than six (6) inches.
3. Specification For Restoring Asphalt Pavement: All material above the sub-base level
shall be hot-mix bituminous concrete conforming to North Carolina Department of
Transportation standard specifications for roads and structures for both mix design
and placement. The asphalt pavement as placed shall be one (1) inch deeper than
the original pavement including base, but in no instance less than six (6) inches within
City maintained roadways or eight (8) inches within state maintained roadways. The
asphalt shall be placed in lifts not greater than 4 inches and shall be hot mix
bituminous concrete binder Type H. The last two (2) inches in either instance shall be
bituminous plant mix (1-2) suitable to the appropriate controlling agency. 1-2 asphalt
pavement resurfacing will be placed with paving machines and/or rollers of a size and
type currently approved by the North Carolina Department of Transportation for use on
resurfacing contracts.
If a bituminous surfacing overlays a concrete base, the Contractor, at the option of the
Engineer, shall replace the concrete to its original thickness, or to a level 2 inches
below the finished surface. The Engineer may direct the Contractor to omit all
concrete and to replace the pavement with bituminous materials.
July 27, 1995 XV-40 Sewer Specifications/Details (DS)

Tack coats shall be employed with each lift. Tack coats shall be placed on both
horizontal and vertical surfaces (pavement cuts or face of concrete gutters).
Under normal conditions, asphalt binder will be placed in pavement cuts at the end of
each work day. 1-2 shall be replaced weekly or within five days following completion of
pipeline construction along a continuous section of pavement. During inclement
weather, the Engineer may permit the use of temporary asphalt (cold mix) to seal the
trench until permanent asphalt can be placed.
N. CONCRETE CONSTRUCTION
1. Acceptance of Concrete: Concrete shall be accepted on the basis of its meeting the
requirements listed under the Material Specifications and Detail Specifications Section
of this contract. The Inspector will accept no ready mix concrete without the plant
dispatch ticket.
The Engineer shall make or require any tests as he deems necessary to insure that
the concrete meets specifications. Such tests may be performed by CMUD materials
technicians or the Engineer may require the test to be performed by an independent
testing laboratory at the Contractor's expense.
2. Placement: Concrete will not be accepted if it cannot be placed within ninety (90)
minutes of the dispatch time. Time requirements may fluctuate marginally due to
temperature. Concrete shall be deposited in such a manner so as to prevent
contamination by foreign material and segregation due to rehandling or flowing.
Segregated concrete and/or concrete containing foreign material will not be accepted.
Depositing will not be permitted when temperature has not exceeded 35❑ and rising
by 10:00 A.M. Depositing shall cease when the descending air temperature in the
shade falls below 40❑ F. It shall not resume until the ascending air temperature rises
to 35 F. All concrete shall be kept from freezing by the Contractor. Frozen concrete
shall be replaced at the Contractor's expense. Free fall shall not exceed 3 feet in any
case.
3. Forms: Forms may be made of wood, plywood, metal, or any other material approved
by the Engineer. Forms shall be mortar tight, of material strong enough to resist
noticeable deflection or bulging between supports, and the interior dimensions of the
forms shall be such that the finished concrete shall be of the form and dimensions
shown on the Plans. The design of the forms shall take into account the effect of
vibration of concrete as it is placed and also the rate of speed at which the forms will
be filled. Forms shall be coated with a lubricant as approved by the Engineer.
Mechanical vibrators, of an approved type, and continuous spading and/or rodding of
concrete shall be used to produce proper contact of concrete with forms and
reinforcing steel in piers and with forms and pipe in monolithic inverts insuring a
compact, dense and impervious artificial stone of uniform texture.
4. Curing: All concrete will be cured for a seven (7) day period after placement according
to the following procedure.
July 27, 1995 XV-41 Sewer Specifications/Details (DS)

a. Forms will normally be left in place for the entire seven (7) day period.
Exposed surfaces not covered by forms will be kept moist continuously for the
entire seven day period or will be cured through use of an approved curing
compound which will be applied after all surface water has disappeared.
b. At the discretion of the Engineer, forms may be removed after the initial set and
before the end of the seven day period. In such cases, the areas previously
covered by forms shall be cured as described above.
c. The Engineer may permit backfill of certain structures (e.g. concrete piers)
before the end of the curing period. In such cases, the forms shall be stripped
and the surfaces that remain exposed after backfill shall be cured as described
in (a) above. Curing compound shall not be required for backfilled surfaces
except where specified by the plans or Special Provisions.
5. Finishing: The structure shall have a uniform and textured surface. All form marks
exposed to view shall be rubbed off with a stone.
6. Testing: The following tests will be performed by CMUD technicians to ensure the
concrete quality:
a. Compressive strength in accordance with ASTM C-31 and ASTM C-39. Test
cylinders which are formed in the field will be left in the field until compression
testing (7 day, 14 day, 28 day) is completed thereby more closely
approximately the curing conditions of the field placed concrete.
b. Slump Test in accordance with ASTM C-143.
c. Air Content Test in accordance with either ASTM C-173 or ASTM C-231.
0. DRY BORE WITH STEEL ENCASEMENT
1. Bore Pits (or Tunnel Pits): Bore or tunnel pits shall be safed-up, shored, well marked,
lighted, and not left unattended except as approved by the controlling agency.
Requirements for stabilization and dewatering of bore pits shall be as hereinbefore
specified. The angle of repose method (sloping pit walls) for creating a safe working
area shall not be used.
2. Installation: Smooth wall or spiral weld steel pipe may be jacked through dry bores
slightly larger than the pipe, bored progressively ahead of the leading edge of the
advancing pipe as spoil is mucked by the auger back through the pipe. As the dry
boring operation progresses, each new section of encasement pipe shall be butt-
welded to the section previously jacked into place. Continuous checks shall be made
as to the elevation, grade and alignment of each successive section of encasement as
well as the tracks (rails) upon which the boring rig travels.
July 27, 1995 XV-42 Sewer Specifications/Details (DS)

If voids are encountered or occur outside the encasement pipe, grout holes shall be
installed in the top section of the encasement pipe at ten (10) foot centers and the
voids filled with 1:3 Portland Cement grout at sufficient pressure to prevent settlement
in the roadway/railway.
Boring operations shall be continuous to their completion, and unnecessary or
prolonged stoppages shall not be allowed.
In the event an obstruction is encountered during the boring and jacking operations,
the auger is to be withdrawn and the excess pipe is to be cut off, capped, and filled
with 1:3 Portland Cement Grout at sufficient pressure to fill all voids before reapplying
to the Controlling Agency for permission to open cut, bore at an alternate location, or
install a tunnel.
Installation shall be to the limits specified by the Controlling Agency and/or as
delineated in their encroachment issued to the City. (Copy of the encroachment
agreement must be kept at the site throughout boring operations).
The completed casing installation shall be such as to prevent the formation of a
waterway under the road or railbed.
The Controlling Agency shall have full authority to require remedial measures and/or
to stop all work if, in its opinion, said work will cause any damage to the
roadway/railway section or endanger traffic. In all instances the Controlling Agencies
reserve the right to sample, test, and approve all materials and methods used.
The Contractor shall notify the Controlling Agency through the Construction Engineer
and acknowledgement shall be received a minimum of five (5) working days prior to
beginning any work within roadway or railway rights-of-way. If required, 24-hours
notice will be given prior to completion.
P. GUARANTEED CASING INSTALLATION
The casing shall be installed by jacking, with simultaneous removal of spoil. The spoil
removal shall not proceed more than 18-inches ahead of the casing. The diameter of the
excavated hole shall be no larger then necessary to keep the casing moving freely and
lubricant may be used to reduce the jacking forces. Casing sections shall be joined by butt
weld.
After the casing is jacked in place, 2-inch grout holes shall be used to pump a 1:3 portland
cement grout to fill the void outside the casing. Sufficient pressure should be applied to force
grout out of the adjacent grout hole. Grout holes shall be a maximum of ten feet apart at the
top of the casing.
The casing size and thickness shall be as shown on the Plans or Special Provisions.
July 27, 1995 XV-43 Sewer Specifications/Details (DS)

Q. TUNNELLING OPERATIONS USING STRUCTURAL STEEL LINER PLATES
All plates shall be formed to provide circumfrential flanged joints. Longitudinal joints may be
flanged or offset lap seam type. All plates shall be punched for bolting on both longitudinal
and circumfrential seam or joints. Bolt spacing in circumfrential flanges shall be in
accordance with the manufacturer's standard spacing and shall be multiples of the plate
length so that plates having the same curvature shall be interchangeable to permit staggering
of the longitudinal seam. Bolt spacing at flanged longitudinal seams shall be in accordance
with the manufacturer's standard spacing. For lapped longitudinal seams, bolt size and
spacing shall be in accordance with the manufacturer's standard but not less than that
required to meet the longitudinal seam strength requirements of the design specifications. All
liner plates for the full length of a specified tunnel shall be either the flanged or the lapped
seam type. The two types shall not be mixed in the same tunnel.
Liner plates shall be assembled in accordance with the manufacturer's instructions.
Galvanized and coated plates shall be handled in such a manner as to prevent bruising,
scaling, or breaking of the coating. Any plates that are damaged during handling or placing
shall be replaced, except that small areas with minor damage may be repaired to the
satisfaction of the Construction Engineer or his representative.
Galvanized surfaces shall be repaired by thoroughly wire brushing the damaged areas and
removing all loose cracked coating, after which the cleaned areas shall be painted with two
(2) coats of zinc rich paint as approved, and an acceptable bituminous coating restored.
When tunnelling has proceeded a distance sufficient for placing one section of the tunnel
liner, that section of liner will be placed before excavating further. Excavation shall be
controlled so that the space outside the liner plate shall be held to a minimum. All voids
between the liner plate and the tunnel wall shall be filled with 1:3 portland cement grout,
containing no more water than necessary, placed under sufficient pressure to fill all voids.
Grout shall be placed through the grout holes provided in the top of the tunnel liner plates.
Grout holes 2" in diameter shall be provided at not more than 4.5 foot centers or every third
ring of plates to permit grouting as the erection of the tunnel liner progresses. At no time will
the grouting operations be further than 10' from the front end or head of the tunnel
construction.
At the end of each day's operations, the voids outside installed liner plates shall be grouted
whether 10' or less. Grout will be forced into each grout hole. If the grout from one hole
should flow along the liner plates so as to plug the next hole, the plug shall be opened by
punching through the grout so that each hole may be used for grouting. The grouting
operation will be continued at each hole until all spaces outside the liner plates are filled and
no grout will flow.
The tunnel shall be constructed to the limits, grade and alignment shown on the Construction
Plans. Excavation, without the use of jetting, shall be done in such a manner as to protect
public and/or private property from damage. Prior to beginning any construction, the
Contractor shall submit pit shoring and tunnel liner details for approval, and no tunneling may
begin prior to approval of these details by the appropriate Controlling Agency. After approval
of tunnel liner and pit shoring details, a five (5) day notice to the Controlling Agency, through
the Construction Engineer, shall be provided as previously specified.
July 27, 1995 XV._44 Sewer Specifications/Details (DS)

No blasting will be done without prior written approval of the controlling agency and then only
in strict accordance with all Federal, State, and Local laws, ordinances, rules, or regulations
governing the storage and use of explosives. Where blasting is required, only small
controlled charges of 40% dynamite or plastic explosives shall be used. The depths of the
holes for these charges shall not exceed the depth necessary to clear an area sufficient
to place one section of tunnel liner.
The charges for the initial series of blasts should be placed in the triangle method.
The second series should be placed in the radial method a minimum distance from
the desired diameter of the tunnel. The triangular charges shall be set to go off first,
with the radial charges to go off following a short interval or using the time-lag method.
Where rock is encountered before approaching the shoulder or pavement, the first four series
of charges will be used in determining the amount of controlled blasting to be used before
beginning any blasting beneath the railway or shoulders or pavement of the highway as
applicable. If rock is encountered after tunneling progresses beneath the pavement or
railway, the charges will initially be set at very low levels and increased in small increments
until the proper amount of charge is determined.
In no case will an overshoot be permitted. If a boulder is encountered and removed by
blasting or by other methods, a bulkhead will be formed immediately after removal of the
boulder and the area filled with grout before proceeding with the tunneling operations.
If there is any indication of a vertical split in the rock formation, or any indication of settlement
of the roadway or railway fill, all operations shall be stopped and the Controlling Agency
notified immediately. If the vertical split is not determined to be of too great a magnitude or
too close to the rails/pavement, the split shall be filled with grout at a pressure specified by
the Controlling Agency, allowed to set and tunneling operations may be continued.
If it is determined that the vertical split is too great of a magnitude or too close to the
pavement or railway, the Controlling Agency shall determine the method to be used to correct
the split. If settlement of the roadway or railway occurs, the Controlling Agency will advise the
Owner and his Contractor of the proper steps to be taken to correct the settlement. If
deemed necessary by the Controlling Agency, adequate warning devices (signs, flashers,
etc.) accompanied by responsible flagmen shall be placed at a distance allowing any and all
traffic time to stop safely before reaching the questionable area. At the option of the
Controlling Agency, it may provide the necessary flagmen, warning devices, etc., at the
Contractor's expense. Traffic shall be allowed over the questionable area only as directed by
the Controlling Agency.
The Controlling Agency shall have full authority to inspect entire tunnel operation, require
disposition of remedial measures, and to stop all work if, in its opinion, the work will cause
any damage to the roadway/railway section or endanger traffic. In all instances the
Controlling Agencies reserve the right to sample, test, and approve all materials used.
The completed liner shall consist of a series of structural steel liner plates assembled with
staggered longitudinal joints. Liner plates shall have been fabricated to fit the cross section of
the tunnel. All plates shall be connected by bolts on both longitudinal and circumfrential
seams or joints.
July 27, 1995 XV-45 Sewer Specifications/Details (DS)

After tunnelling operations have been completed the Contractor will install the carrier pipe in a
manner approved by the Engineer. Concrete fill (1:3 portland cement grout) will then be
placed after completing installation of the sewer pipe within the tunnel liner as directed by the
Engineer and end enclosure walls installed as shown on the Construction Plans or Standard
Details. Ends of the tunnel liner will be sealed with an eight-inch (8") masonry wall on the
lower end and a twelve-inch (12") masonry wall on the higher end. Weep holes will be
provided on the downstream end for drainage - See Standard Detail #16. The Contractor
shall then remove the vertical shoring for pits (if ground conditions allow), surplus
spoils, and material from the site.
The site shall then be returned to its original condition, seeded, mulched, or restored as
specified and left in a neat and satisfactory condition. Shoring material shall be removed in
such a manner so as to avoid collapse and to allow proper backfill. The backfill shall be
placed in accordance with these Specifications or the requirements of the Controlling Agency.
The Contractor will notify the Utility Department, in writing, upon completion of the tunnel liner
installation. Notification of completion of the tunnel operation will then be forwarded to the
Division Engineer, in writing, by letter with a copy to the attention of the State Design Services
Engineer, North Carolina Department of Transportation, Division of Highways, Raleigh, North
Carolina 27611 by the Utility Department.
The Contractor shall reimburse the Utility Department (Owner) and the Utility Department
(Owner) shall reimburse the Division of Highways should any settlement or damage result to
the roadway within a period of one (1) year after completion of the tunneling operations.
The Contractor and any of his subcontractors performing work on the State's (N.C. DOT)
right-of-way in connection with tunneling operations shall furnish for approval, through the
Construction Engineer, to the Department of Transportation, attention State Design Services
Engineer, North Carolina Department of Transportation, Division of Highways, Raleigh, North
Carolina, 27611, a certificate of insurance. An original and one copy of the certificate in the
minimum amounts of $500,000 Bodily Injury and $250,000/$500,000 Property Damage shall
be submitted for approval as evidence of proper coverage before beginning any work at the
site.The Certificate is to show explosion, collapse, and underground insurance coverage is
provided. The Certificate will also reference the project, county and the Design Services
Units file number.
Insurance requirements for work performed on Railroad (CSX, Norfolk-Southern, etc.)
property will be as outlined in the Special Provision Section of this contract. The Contractor
shall furnish for approval a certificate of Insurance to this office. All required submittals will be
sent to the Utility Department for review and this office will then forward the documentation on
to the railroad.
Insurance will remain in full force and effect for one (1) year after acceptance by the owner
and the Controlling Agency. The Certificate is to be countersigned by an authorized North
Carolina Resident Agent with the name and address of the agent denoted thereon.
July 27, 1995 XV-46 Sewer Specifications/Details (DS)

R. BLASTING
Prior to commencing any blasting operations the Contractor shall notify either the City Fire
Department - Fire Prevention Section or the County Fire Administrator as applicable, and
obtain blasting permits as required. The Contractor must furnish certification of Insurance
specifically covering any and all obligations assumed pursuant to the use of explosives.
All blasting operations shall be conducted in strict accordance with any and all decrees, rules,
regulations, ordinances, and laws as may be imposed by any regulatory body and/or agency
having jurisdiction over the work relative to handling, transporting, use and storage of
explosives. Blasting shall be done only by competent, sober and experienced personnel
whose activities shall be conducted in a workmanlike manner. Satisfactory information must
be provided to the Engineer that the blaster meets or exceeds the qualifications enumerated
in OSHA Regulations Part 1926, Subpart U, Section 1926.901 -Blaster Qualifications.
All rock, dirt and debris from blasting shall be contained within the excavation by use of
weighted mats or undisturbed overburden. The Contractor's blaster shall be fully responsible
for determining the method of containment and the weight, size and placement of material
required to contain the charge he is using.
Charges shall be sized such that no damage to houses, structures, roadways etc., outside the
limits of the excavation will occur. Where there is a possibility of such damage, the charge
will initially be set at a very low level and increased in small increments until the proper
charge is determined. The Contractor shall be held responsible for any and all injury to
persons or damage to public or private property.
1. Permission to Blast: The Contractor shall not be allowed to blast within any, rights-of-
way maintained by any agency (D.O.T., R.R., Gas, etc.) other than the City without
specific approval of the controlling agency and only in accordance with their respective
requirements.
S. TESTING AND INTERNAL INSPECTION
The Contractor shall provide proper ventilation of sewer lines and manholes during any test or
inspection procedure. The Contractor shall be responsible for providing all equipment and
personnel necessary to comply with OSHA confined spaces regulations.
1. Gravity Sewer Pipe Leakage Testing: No sooner than 10 days following completion of
backfill, the Contractor along with the project inspector will be required to determine
the level of the ground water table. If the level of ground water table is above the top
of the pipe, the sewer line shall be tested for infiltration. If there is no ground water
above the top of the pipe the sewer line shall be low pressure air tested. Each test
shall be performed as follows:
a. Infiltration: Weirs are to be furnished by CMUD and installed by the Contractor.
The infiltration shall not exceed 100 gallons per day per inch diameter per mile
as measured for a reach of pipe the same diameter up to one mile long.
However, when excessive infiltration can be isolated to a particular section
(manhole-manhole) the limit will be applied to that section. There shall be no
visible points of infiltration. Any section (manhole-manhole) must be isolated
and tested separately if so directed by the Engineer. The Charlotte-
July 27, 1995 xv._47 Sewer Specifications/Details (DS)

Mecklenburg Utility Department reserves the right to TV any sewer line to
detect sources of infiltration.
b. Low Pressure Air Test: Tests shall be performed in accordance with ASTM C-
828 and C-924 on sewer lines 42-inches in diameter and smaller. Test
pressure will be measured by gauges furnished by CMUD and installed by the
Contractor above ground at the manhole opposite the air supply. The
Contractor shall furnish all other test equipment required including connecting
hoses at the CMUD supplied gauge.
Sewer lines larger than 42-inches in diameter shall be tested for infiltration as
specified above and each joint shall be visually inspected by a CMUD
representative.
2. Manhole Leakage Testing: Manholes shall be tested by plugging the inlet and outlet
pipes with airtight plugs and using one of the following procedures:
a. Exfiltration: Fill the manhole to the rim with water and allow the level to equalize
due to saturation. Refill the manhole and mark the level to begin the test. The
test shall last at least 2 hours and allowable leakage shall be 3 gallons per
hour. The Engineer will select 25% of the manholes on the project to be
tested. If any manhole fails, an additional manhole will be tested. Manholes
that fail the test shall be repaired as specified and retested until they pass.
b. Vacuum Air: Manhole vacuum air testing shall be performed in accordance
with ASTM C-1244. The Engineer will select 25% of the manholes on the
project to be tested. Manholes that fail the test shall be repaired as specified
and retested until they pass. Manholes that show leaks and are repaired prior
to testing shall be tested as specified.
3. Deflection Testing of PVC Pipe: Not less than 30 days following completion of backfill,
the pipe shall be tested for deflection with a 5% mandrel sized as defined in ASTM D-
3034. Mandrels shall be furnished by the Charlotte-Mecklenburg Utility Department.
The mandrel shall be pulled through each section of pipe from manhole to manhole.
The mandrel must slide freely through the pipe with only a nominal hand force applied.
No mechanical device shall be used in pulling the mandrel. Any pipe which refuses
the mandrel shall be removed and replaced or re-rounded and the bedding shall be
properly constructed as specified to prevent excessive deflection. Such sections shall
be re-tested for deflection after completion of backfill.
T. REPAIRS
All leaks shall be repaired by identifying and exposing the defective section of pipe and
completing repairs as follows:
1. PVC, VCP or Ductile Iron Pipe: Defective or damaged pipe including leaking joints
shall be removed and replaced with sound new pipe. The pipe shall be re-connected
with approved couplings as specified in the MS Section of this document.
July 27, 1995 XV-48 Sewer Specifications/Details (DS)

2. RCP: Defective or damaged pipe shall be removed and replaced with sound new
pipe. Pipe re-connections shall be made, and joint leaks repaired, using concrete
collars per Standard Details.
Chemical grouting or internal or external wiping of joints with cement grout are
specifically not approved as methods for repairing leaks on new pipelines, regardless
of the pipe material.
Repair couplings and/or collars shall be limited to one every one hundred feet not to
exceed three pipe repairs between manholes. Deficiencies in excess of these
limitations shall be corrected by relaying the section of pipe.
3. Manholes: Any damage to the interior wall of the manhole resulting from penetration
of the lift holes shall be repaired with non-shrink cement grout.
Leaks through manhole joints or walls or around pipe collars, may be repaired from
inside the manhole with non-shrink cement grout. If the size of the leak, or the
external water pressure, prevents such repairs, the manhole shall be excavated and
repaired from outside.
Leaks around boots or gaskets used to join pipe to manholes shall be repaired by
external concrete collars or as approved by the Engineer.
U. ABANDONMENT
The following requirements shall apply for proposed abandonment of existing facilities unless
otherwise shown on the plans or approved by the Engineer. All areas disturbed by
abandonment will be restored.
1. Abandonment Of Existing Manholes: Manholes which are to be abandoned will first
have both influent and effluent lines plugged inside the manhole with watertight
masonry. The manhole will then be filled with non-compressible material (#67 stone
or as approved), to a point three feet (3'-0") below the finish grade. The remainder of
the manhole shall be broken down and removed. Then the excavation shall be filled
to finish grade with suitable soil compacted in place.
2. Abandonment Of Mains At Manholes Which Remain In Service:Abandoned mains at
active manholes shall be completely disconnected from the manhole by cutting the
pipe outside the manhole and then plugging the abandoned main and the manhole
wall with watertight masonry. The invert shall then be rebuilt to conform with the
standard details.
3. Abandonment Of Exposed Pipe: Exposed sections of abandoned mains shall be
removed to a point not less than 5 feet into the adjacent banks. The remaining ends
of the pipe shall be plugged with watertight masonry. Concrete piers or collars in the
creek channel shall be removed completely. Concrete piers or collars not located in
the creek channel shall be removed to a point three feet (3'-0") below the finish grade.
Steel piers shall be cut off three feet (3'-0") below finish grade.
July 27, 1995 XV-49 Sewer Specifications/Details (DS)

4. Abandonment Of Existing Pump Stations: Pumps, motors, controls, etc., shall be
salvaged and transported by the Contractor to the sewer maintenance yard at 3001
Wilmont Road. All influent and effluent pipes shall be plugged with watertight
masonry. The pump chamber and wetwell (if abandoned) will be filled with non-
compressible material (#67 stone or as approved), to a point three feet (3'-0") below
the finish grade. The remainder of the structure shall be broken down and removed.
Then the excavation shall be filled to finish grade with suitable soil compacted in
place. All above ground structures associated with the pump station, including fencing
and the access road shall be removed and the area restored.
V. RESTORATION
All surfaces and structures (both public and private) within and adjacent to the construction
operations shall be restored to a condition comparable to that existing prior to construction or
as specified in the special provisions.
All surplus materials shall be disposed of in a manner acceptable to the Engineer, and the
construction area shall be left in a neat condition, with special attention called to proper
drainage, smoothness of surface, and general clean up. No machinery or equipment shall be
left or stored on the job site after the project is completed.
Unless otherwise specified, complete restoration to include fertilizing, seeding, and mulching
of any and all areas disturbed during construction shall be completed within thirty (30) working
days following the initial ground disturbing activity.
1. Water meters, valve boxes, drain pipes, and other structures encountered shall be
reset or relaid to match or clear surface grade and/or water main pipe grade as
applicable.
2. All shoulder areas shall be restored, stabilized, and maintained to their original
condition. Concrete, asphalt, gravel, and dirt walks, drives and roadways are to be
replaced to their original shape and serviceability. Unless otherwise approved by the
Engineer all areas (shoulders, side streets, drive, parking areas, etc.) which exhibit a
gravel surface at the time of construction will be re-graveled with a minimum depth of
six (6) inches of C.A.B.0 stone compacted-in-place for the width and length of the
disturbed area and then feathered gradually into the existing cross section. When a
driveway is finished with other than C.A.B.0 stone, a one inch finish coating to match
existing gravel gradation and appearance shall be placed.
The Contractor should note that all existing side streets and drives which are either dirt
or gravel will be restored as specified for graveled areas.
3. Refuse Burial: Timber, rock and other refuse may not be buried within the permanent
sewer rights-of-way with the exception of rock smaller than 3/4 cubic foot which is
allowed as previously specified.
4. Rip-Rap: The Contractor shall place stone rip-rap as specified in those areas subject
to severe water action where directed by the Engineer.
July 27, 1995 XV-50 Sewer Specifications/Details (DS)

Placement of rip-rap as shown on the Construction Plans shall be considered a guide
only, with final determination made at the time of construction by the Engineer. Either
the addition or deletion of quantities may be required.
Stone rip-rap will be placed as indicated on the Standard Details immediately following
pipe installation and will be installed no steeper than a 2:1 slope except when
specifically approved by the Engineer. Grading will be required as necessary to insure
continuous even flow.
In locations where a creek bank is eroded near the sewer line the Contractor will be
required to place compacted fill material along the creek bank in order to maintain 3' of
cover over the sewer line in all directions. This is to be done before the rip-rap is
placed.
The rip-rap installation shall include all earthwork necessary to stabilize the creek bank
and to provide cover for the sewer line.
5. Jute Netting/Erosion Blanket: The contractor shall install jute netting or Erosion
Control Blanket in areas subject to high runoff velocities, areas subject to concentrated
runoff and on steep slopes as shown on the plans and/or as directed by the Engineer.
6. Fertilizing, Seeding, and Mulching: Established lawns and landscaped areas
damaged by construction shall be restored to their former condition by seeding, unless
the type and condition of the existing sod warrants it being cut, removed, preserved,
and replaced. All areas, regardless of previous condition, damaged by construction
shall be fertilized, seeded, and mulched as outlined below:
a. Seed Bed Preparation: The seed bed shall be prepared by pulverizing the soil
in an approved manner to a depth of three (3) inches for field conditions or
slopes that are 3:1 or flatter and to a depth of one (1) to three (3) inches, as
determined on site for slopes steeper than 3:1. The soil shall be tilled until a
well pulverized, firm, reasonably uniform seed bed is prepared conforming
substantially to ground elevations as shown on the Plans and/or as existed
prior to construction. The disturbed area shall blend uniformly into adjacent
topography. Good surface drainage must be provided, allowances for
settlement made and ground elevations adjusted accordingly. Visible ponding
will not be allowed. All stones, roots, sticks, rubbish, and other objectionable
material shall be removed.
b. Soil Improvements: Soil additives shall be incorporated in an approved
manner into the top soil at the following rates:
(1) Fertilizer- 20 pounds per 1000 square feet of 5-10-10 fertilizer generally
and 30 pounds per 1000 square feet of 10-10-10 fertilizer for
established lawn areas.
(2) Lime - 100 pounds per 1000 square feet.
July 27, 1995 XV-s1 Sewer Specifications/Details (DS)

(3) Superphosphate (0-20-0) - 12 pounds per 1000 square feet.
c. Seeding: Seeding must be done within thirty (30) calendar days after the initial
ground disturbing activity.
(1) The seed bed must be in good, friable condition and not muddy or hard
at the time seeding is performed.
(2) Seed shall be applied at the rate specified and raked or tilled into the
topsoil with the resulting furroughs running across the natural slope of
the ground. Under no circumstances will any tilling activity be allowed
parallel with said slope.
Slopes steeper than 3:1 shall require the use of hydraulic seeding unless
otherwise specifically approved by the Engineer.
d. Mulching: After fertilizing, seeding and raking, dried straw shall be spread
uniformly over the area at a rate of 90 pounds per 1000 square feet.
Approximately 1/4 of the ground should remain visible to avoid smothering
seedlings. The straw shall be sprayed with liquid asphalt to bond it together
and anchor it in place within road right-of-way and areas subject to erosion.
(1) Liquid asphalt, thinned with kerosene, shall be used during freezing
weather and shall be either rapid or medium curing. It shall be applied
at a rate of 200 gallons per ton of straw or approximately 9 gallons per
1000 square feet.
(2) Emulsified asphalt, thinned with water shall be used when temperatures
are less severe, shall be rapid curing only, and shall be applied at a rate
of 150 gallons per ton of straw or approximately 7 gallons per 1000
square feet.
e. Maintenance: The Contractor shall maintain the seeded areas until there is a
uniform growth three (3) inches high. Maintenance shall consist of watering,
weed and pest control within established lawns, fertilization, erosion repair,
reseeding and all else necessary to establish a vigorous healthy and uniform
stand of grass. Ail areas and spots which do not show a uniform stand of
grass, for any reason, shall be treated repeatedly until a uniform stand is
attained.
Seasonal seeding mixtures and rates of application shall be as follows. All rates are in
pounds per 1000 square feet and any rates listed below may be cut by 1/2 for temporary
erosion control measures only.
July 27, 1995 XV-52 Sewer Specifications/Details (DS)

SEPTEMBER 15 - MARCH 1
Maintained/Established Lawns or road rights-of-way
6# Kentucky Fescue No. 31
2# Rye Grain
30# Fertilizer (10-10-10)
100# Lime
12#Superphosphate
Open-Field (Anything other than an established lawn)
4# Kentucky Fescue No. 31
2# Rye Grain
20# Fertilizer(5-10-10)
100# Lime
12# Superphosphate
Open-Field For Slopes 2:1 or greater or areas subject to erosion
2# Kentucky Fescue No. 31
4# Sericea Lespedeza (Unscarified)
2# Rye Grain
30# Fertilizer (5-10-10)
100# Lime
12# Superphosphate
FEBRUARY 1 -OCTOBER 15
Maintained/Established Lawns or road rights-of-way
8# Kentucky Fescue No. 31
30# Fertilizer(10-10-10)
100# Lime
12# Superphosphate
Open-Field (Anything other than an established lawn)
6# Kentucky Fescue No. 31
2# Sudangrass (May, June, and July only)
20# Fertilizer (5-10-10)
100# Lime
12#Superphosphate
July 27, 1995 XV-53 Sewer Specifications/Details (DS)

Open-Field For Slopes 2:1 or greater or areas subject to erosion
2# Kentucky Fescue No. 31
4# Sericea Lespedeza (Scarified)
2# Sudangrass (May, June, and July only)
20# Fertilizer (5-10-10)
100# Lime
12# Superphosphate
The Engineer will be consulted prior to seeding for a determination of appropriate seed
mixture.
Unless otherwise required by the North Carolina Department of Transportation or the
Engineer seeding within road rights-of-way will be as specified for established lawns.
W. WORK WITHIN NORTH CAROLINA DEPARTMENT OF TRANSPORTATION RIGHTS-OF-
WAY
Construction is permitted within the rights-of-way of the North Carolina Department of
Transportation (DOT), Division of Highways in accordance with their Policies And
Procedures For Accommodating Utilities On Highway Rights-Of-Way as amended. The
Charlotte-Mecklenburg Utility Department (CMUD) is required to enforce this entire document
as it relates to this work. All bidders are required to become familiar with the document and
any amendments which are available from the Manager of Right-of-Way, North Carolina
Department of Transportation, Division of Highways, Raleigh, North Carolina.
1. Charlotte-Mecklenburg Utility Department has entered into an encroachment
agreement with the North Carolina Department of Transportation (DOT) which grants
the right for any work within the Department of Transportation's rights-of-way. The
encroachment agreement for any work within DOT rights-of-way under this project is
included as a special provision in this contract. A copy of the approved encroachment
has been attached to this contract or will be supplied to the Contractor prior to
construction. A copy of the encroachment agreement must be kept at the construction
site at all times.
2. Certain notices are required in writing before any work can proceed within the
Department of Transportation's rights-of-way. Upon ample notice by the Contractor,
the Engineer will make this notification.
3. Proper signing before, during, and after construction in conformance with the manual
on Uniform Traffic Control Devices for Streets and Highways will be required. In
addition, warning signs as related to soft and/or low shoulders and broken pavement
may be required by the Engineer.
July 27, 1995 XV-54 Sewer Specifications/Details (DS)

4. Piling and/or storage of excavated material upon the pavement and on some types of
shoulders is prohibited unless special permission is granted by the Department of
Transportation's Division Engineer. Any material spilled, tracked or placed on the
pavement is to be cleaned and damaged pavement repaired subject to stoppage of all
work by Charlotte-Mecklenburg Utility Department. Drainage ditches are to be protected
from siltation as specified in the EP Section and must be opened at the end of each work
day or as weather conditions require..
July 27, 1995 XV-55 Sewer Specifications/Details (DS)

1
I

This page intentionally left blank.
July 27, 1995 XV-56 Sewer Specifications/Details (SD)

P.
' EXIST. OR FINISHED GRADE
•
j 111-1 I ill I l�T 111 I I I I1 1 I=
'�I I-1 1 I_I�1- , 4'A MIN. COVER
MlNtMM:f'''''....* 1Xc, iilliP %\
' ,r° 22-1/2•BEND
���•`.' (PVC, DIP OR OSP.)
. �'' COMPRESSION JOINT SEALER
// `''.--�---• SEWER TAP SADDLE
/ n o EPDXY SEALANT AS RECOMMENDED BY TAP
/ SADDLE MANUFACTURER
VAS WM /
SLOPE2/
/
C.
"'—! VITRIFIED CLAY, PVC OR DUCTILE IRON PIPE.
NOTES:
1. THE OPENING IN PIPE SHALL BE CUT WITH A TAP
MACHINE CWLY.
2. THE TAP SHALL BE MADE IN THE UPPER HALF o
THE PIPE AT 45'FROM TIE HORIZONTAL
3. MAXIMUM SIZE TAP SHALL BE FOUR INCHES.
4. TEE do BEND TO BE FULLY ENCASED WITH 167 CRU E1
STONE.
5. SOP 35 PVC LATERAL PIPE REQUIRE TYPE ill
GRANULAR BEDDING
6. MIN. CLEAR TO PIPE JOINT.ON MAIN SHALL BE
1•-0•
7. THE LATERAL MUST BE INSTALLED PERPENDICULAR
TO HTE MAIN.
8. IF THE LATERAL HAS LESS THAN 3' OF COVER, THE
LATERAL MUST BE D.LP. CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
No PA.No
STANDARD DETAIL
Sada
PLAff N7S SEWER
PRORL
.
Vert. 4" LATERAL (TAP)
j M Built Rat.
g Na OM* By RH1sb0 Samford
rd By R ay Drew Br ProhN—E^P 1V� a_ a
July 27, 1995 XV-57 Sewer Specifications/Details (SD)

EXIST. OR FINISHED GRADE
-1III I�1=1II rl�I---II II
--I-III-III-III-1 11
i I�—III-1 I L,i 1 I I1 , 4' MN. COVER
1% MINIMUM
•
• / • • 22-1/2'BEND
/ (PVC DIP OR CJSP.)
VARIES W 1N/
ac°£^*/ WRFC) CLAY, PVC OR DUCTILE IRON PIPE.
7._
NOTES:
1. CLAY TEES REQUIRE COMPRESSION GASKET TO PROVIDE
SEAL FOR PLAIN END OF 22-1/2'BEND.
2. IF THE LATERAL HAS LESS THAN 3' OF COVER, THE
LATERAL MUST BE O.I.P.
3. TEE AND BEND TO BE FULLY ENCASED IN 167 CRUSHED
STONE.
4. SDR 35 PVC PIPING REQUIRES TYPE III GRANULAR
BEDDING.
5. MIN. DISTANCE BETN£EN TEES SHALL BE 7' CENTER TO
CENTER.
6. THE LATERAL MUST BE INSTALLED PERPENDICULAR
TO THE MAIN.
I CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
Job Na. Fat Na STANDARD DETAIL
S`°°"PLAN SEWER
PROM
5 Not
Vort 4" LATERAL (TEE)
At DUI Octa
1YI 1!S'll' sn..t a
Na Date By I PnLlen Swvyd 9y 1�ed 8y . Orono 6y Project-Inar AyprowDote 2_
July 27, 1995 XV-58
Sewer Specifications/Details (SD)

s, y '4. EXIST. OR-FINISHED GRADE
F I t.--= kt +z3 -7-17T-L1.-11.4-7-i 1..-Lz-1-.1:::::111i71111.7--''''i I
.I [ 1' r , iE-- !rE; ' t
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ct
INSIDE r DROP___________
ROP __,_ --_
'; SEE DTA
E2—f 1
roma
ore'
.e... c,
1, CORE HOLE AND INSTALL
FLEXIBLE BOOT CONNECTOR.
scomal
8 - ; 45' OR 22-1/2'BEND
V ., .r 1" OUTSIDE OF M.H''''' ,.4
• s!►1.� � m h��"�SLY ~ ."r - STONE BEDDING (1F REQUIRED)
4♦ c,4 1!1'R{��.Iy". .1' +Ap• i% i lk{^1' ' 4N 1
y •: . *, d ti"
CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
070 BO. B STANDARD DETAIL
P Scala,NTS SEWER
.emu LATERAL INSTALLATION
As
IktilLNet AT MANHOLE
WV K zt
-� ,...`i By *NSW _&'',d er O..�n.d By O' Projrct-E'+4r /�� 1. .1L r.
July 27, 1995 XV•59 Sewer Specifications/Details (SD)

CITY OF CHARLOTTE STANDARD CAST
OF CHARLOTTE STANDARD
COVER
CAST IRON FRAME AND COVER CAST ION FRAME AND 1T)
! (ear DONN-AA TER TIGHT)FINSNIED GRADE • i
USE BRICK OR CONC. GRADE
—"' RMIGS FOR AD.RISIMENT OF
�v -4 2{" FLUSH MANHOLES Cf: 7'MI . 2'
>' Il III
4.1 0.0
. `dig W
is t7S HEIGHT OF RISER
01 AND COVE
'to — ' SECTION VARIES pi I
KaIV7
a.
STEPS(QV STRAIGWTWALL)
..._.5' N.
s63 NOTES
—.—STRAIGHT WALL OF MN.
TO BE LOCATED OVER T. MANHOLE TO CONFORM WITH ASTAI C478 EXCEPT
HNFIGIETJT PIPE(4A M.1L) 1 AS MODIFIED BELOW.
X § 2. MANHOLE BASE TO BE REINFORCED WITH A MINIMUM
„- i AREA OF 0.20 SO IN. PER LINEAL FOOT EACH WAY.
WALL REINFORCING TO BE MINIMUM OF 0.12 SO. IN.
a *-_ 4'- OR r,•_D•—y. PER LINEAL FOOT. EITHER TONGUE OR GROOVE
bl
SHALL HAVE REINFORCING EQUAL IN AREA TO
co1. MINIMUM OF WALL SECTION.
3 ALL JOINTS SHALL CONFORM WITH ASTM C443.
4. STEPS TO BE PLASTIC PER CITY STANDARDS
+ . : 5. ALL PIPE OPENINGS TO BE NO GREATER THAN 3"
+ ° __ LARGER THAN OUTSIDE DIAMETER OF PIPE AND
to ADDITIONALLY REINFORCED WITH A MINIMUM OF
0.20 SO. IN. OF STEEL AT 90 DEGREES.(ADDITOINAL
REINFORCING NOT REQUIRED FOR CORED OPENINGS)
FLEXIBLE CouPUNG CAST IN BASE OR 6. ALL SURFACES SHALL BE SMOOTH EVEN TEXTURED
INSTALLED V CORED HOLE M1TH STAINLESS WITH A MINIMUM OF HONEYCOMB, FINS AND OTHER
STEEL COMPRESSION DEVICE IMPLR1LCT1ONS
• FOR r AND 10"PIPE: INVERTS ARE 70 7. PENETRATING LIFTING HOLES SHALL BE PLUGGED
BE 3/4'PIPE OD AT TROUGH FOR 12" WITH EXPANSION GROUT.
AND LARGER PIP& PROVIDE FULL AVVERT 8. INVERTS MAY BE 3600 PSI READY MIX CONCRETE
AS SHORN. THE SHELF SHALL SLOPE 2" IN LIEU OF BRICK. PRECAST INVERTS ARE ACCEPTABLE.
FROM THE MANHOLE MGK.L ro THE MUCK 9. STEPS IN 5'DIAMETER MANHOLES TO BE OVER WIDEST
SHELF-
10. 4 i0 CONE SEC TONS MAYBE USED WITH 5'0 MANHOLES
WITH A 5'-4" TRANSITION SECTION PLACED DIRECTLY
BENEATH THE 4 0 CONE.
� 11. ALL MANHOLE SECTIONS SHALL BE DESIGNED FOR�
H-20 LOADING
12. MINIMUM HEIGHT FOR CONCENTRIC CONES ON MANHOLES
WITH BOLT DOWN F&C IS 32".
111111 1I Rr-Iwo, - .
CHARLOTTE—MECKL ENBURG
UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
.14,No. F#•No. STANDARD DETAIL
S`°'"RAN NTS SEWER
Mall
'"'- PRECAST MANHOLES 4
A.KritDot. _ 4' AND 5' DIAMETER
- - - - MSW
Ns w
Oats Qr Rskn �.,. V ,Surveyed a C '•wad a Dr•w1 8Y 1—E"9r Mw Dots
July 27, 1995 XV 43C. Sewer Specifications/Details (SD)

sat S--....\-r.
or,
9'JOINT DJ.P. (ANN.) DR O.LP. NOTES:
1. ALL MASONRY MORTAR SHALL BE PORTLAND CEMENT
T:3 MIX.
Tn UNDISTURBED GROVwo.-, 2. CARE MUST BE TAKEN TO FORM A SMOOTH FINISHED
+1 TROUGH FROM ENTRANCE PIPES TO EXIT PIPE, AND
fL IN CURVED MANHOLES THE TROUGH MUST BE A
f SMOOTH CIRCULAR ARC TANGENT TO THE INSIDE
WALLS OF THE PIPES AT THEIR ENDS.
"" PROTECTIVE WALL FOR OUTSIDE DROP SHALL BE A
MINIMUM OF 4' MASONRY.
5,.r • • ...�• • - 4. THE-SLOPE OF THE OUTSIDE DROP TROUGH SHALL
• BE 1/4' PER FOOT.
.e 5. ALL PIPE OPENINGS TO BE NO GREATER THAN 3'
w f( }} LARGER THAN O.D. OF PIPE AND ADDITIONALLY AGNALL Y
'L_—J REINFORCED INTH A MINIMUM OF 0.20 SQ. IN. OF
STEEL AT 90 DEGREES PIPE TO BE CENTERED IN
�� STRAIOIT WALL OF N.H. TO 4 OPENINGS ADDITIONAL REINFORCING NOT REQUIRED
BE LOCATED OVER MTOEST FOR CORED OPENINGS.
SHELF. ~ 6. RAMSET MASONRY TIES EVERY 12 INCHES
as 7. DROP STRUCTURE MAY BE FORMED AND POURED OF
s` 3600 PSI CONCRETE IN LIEU OF MASONRY.
a FOOTING FOR DROP MAY BE POURED AS PART OF
61 THE MANHOLE BASE SLAB OR FIELD POURED AND
o^ ' TIED TO MANHOLE BASE N fl THREE EQUALLY SPACED
��� VARES v /p6 ROARS DOWELED INTO MANHOLE BASE 2'FROM
tii - . TOP OF SLAB. GROUT INTO 8' DEEP HOLES NTH
EXPANSION GROUT.
a '-`..-• - i 9. OUTSIDE DROP SHALL NOT ENTER MANHOLE IN CONE
'� SECTION.
�2- com
A A 10. MATCH DROP INFLUENT CROWN TO CROWN WITH
� EFFLUENT PIPE.
X 11. DROP MAY BE PVC, O.LP. OR V.C.P.
.btu , • ":..t.• i \
•
A' •'. b � I..4 ? ,. .'� 3'/6 REHABS
1.
1,.' •?' 4s. ,'? POUR.?'X J'CONCRETE FOOTING
4.V'i- r •' 6 INCHES MICK TO SUPPORT
'} 4'�aliorn, or igi 4' • ',.-;L%': ,�3-1/ DROP STRUCTURE:
•
• ., �tj,Arit• , �Rx••1, ' ya, -G •• STONE(IF REQUIRED)
~• ai.-At , .1..
MR
_Ds
1
_
7J
t'-
�.� ����
•
z //J �� 1y y 0-
ti. •
• —_`-
-
CHARLOTTE—MECKLENBURG
►�� UTILITY DEPARTMENT
•P ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
SECTION A-A JO NA F+.No STANDARD DETAIL
PLAN _tat_ SEWER
HeePRIWILE
'art- --- OUTSIDE DROP
•
ii -
-
— — _ _ Al 5111 Dote _ 01
USW
Na Orin By R.Jltl. Surveyed BY Ow4lye By orb Project-En�V�-Mr35— —
July 27, 1995 XV_61 Sewer Specifications/Details (SD)

NOTES:
1. CARE MUST BE TAKEN TO FORM A SMOOTH FINISHED
TROUGH FROM ENTRANCE PIPES TO EXIT PIPE, AND
IN CURVED MANHOLES THE TROUGH MUST BE A
SMOOTH CIRCULAR ARC TANGENT TO THE INSIDE
•h WALLS OF THE PIPES AT THEIR ENDS.
n 2. THE SLOPE OF PIE OUTSIDE DROP TROUGH SHALL
BE 1/4w PER FOOT.
�A 3-ALL PIPE OPENINGS TO BE NO GREATER THAN 3•
DIP. 0 uIN)O�"P. LARGER THAN 0.0. OF PIPE AND ADDITIONALLY
a' xxvT
sDIP-E G7tvJAtf3 REINFORCED NTTH A MINIMUM OF 0.20 SO. IN. OF
TO STEEL AT 90 DEGREES. PIPE TO BE CENTERED IN
OPENINGS. ADDITIONAL REINFORCING NOT REQUIRED
1 ••ittiti FOR CORED OPENINGS,
4. OUTSIDE DROP SHALL NOT ENTER MANHOLE IN CONE 1
,.. ai SECTION
S. MATCH DROP INFLUENT CROWN TO CRONY M17H
EFFLUENT PIPE.
STRAiCHT WALL OF V.N. TO .., ph
OF LOCATED OVER WIDEST c
�STA/NLESS STEEL STRAP
V, S 4 ON D.LP. DROPS 4' MAX.
Ca cj SPACING.
m
. .. , .. Or., ." — -.v
i-t7lAs144l`i,•41.,:'t if 4
•
r, „ y . ,..4•° A,t"t' ''•+* O #, gyp•
M . -Al
•
' ✓ .4' ' w `• STONE (1F REQUIRED)
•
CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
—Jo,No. nit Mp , STANDARD DETAIL
PLAN s`""NTS SEWER
PIMPLE
—____ y OUTSIDE DROP
g� tt Date
(ALTERNATE)
DISH t
yls Dots Revisiont Or
Surveyed Dr DKiP+b 6r Drown By Project-E tilltit'1
July 27, 1995 XV_52 Sewer Specifications/Details (SD)

CITY OF CHARLOTTE STANDARD
CAST IRON FRAME AND COVER 7
`•
MOLT Oowr-WATER-WATER nr)cH
•NEiDEO STEEL VENT PIPE
IF REQUIRED(PER PLANS)
N r MR.. 2' HEIGHT MRCS
.44. ; 61111.1111111111.111111
16*aC
HEIGHT OF RISER
AND CONE �i ""�•
SECUcW VARIES
4'
SEE NOTES 6, C
14r FLAT TOP WITH FRAME
all
,�, ,,,�„ BOLTED TO MANHOLE
J L
s'MIN. 6'OR H8'&AWE
- p NOTES:
`. FOUR(4)FOOT DIAMETER MANHOLE SECTIONS TO BE W ACCORDANCE IH1N
APPLICABLE STANDARD DETAILS
9. 1 2 MINIMUM WALL THNOKNE'SS FOR SIX FOOT DIAMETER AND LARGER MANHOLES
'��. SHALL BE 1/12 INSIDE DIAMETER PER ASTM C478.
S. SLAB AND WALL REINFORCING FOR SIX FOOT DIAMETER AND LARGER MANHOLES
MUST BE SUBMITTED FOR APPROVAL TO INSURE STRUCTURAL INTEGRITY
AT THE DEPTHS INSTALLED.
1 t 4. OUTSIDE DROPS SHALL NOT ENTER FOUR FOOT DIAMETER RISER SECTIONS
I s, STEPS AND COMMON STRAIGHT WALL TO BE OVER WEST SHOULDER OF INVERT
/ S. FIVE PLACESTRADDLING INCH DIAMETER FLANGED AMA PLAIN END STEEL WALL PIPE SHALL Be CAST
\� IN (PLUMB) WIN BOLT HOLES IN FLANGE STRAG THE CENTER
• / LINES. PIPE TO BE COI TE7)PER VENT PIPE S°ECF7CA TIONS
`�". 7, FIVE INCH DIAMETER STEEL MO'PIPE TO BE FURNISHED NiH COMPATIBLE
(COATED)FLANGE AND ALL NECESSARY HARDWARE FOR BOLTED ATTACHMENT.
VENT OUTLET TO POINT DOWNSTREAM.
a set'CONSTRUCTION PLANS FOR LOCAnoN OF TRANSITION SLAB. SOME MANHOLES
MAY REQUIRE FLAT 7CP SLABS WIN BOLT ON FRAME AND COVER.
9. INS DETAIL SHALL BE CONSIDERED A RECOMMENDED CONFIGURATION AND
SLOPE
COMPARABLE SHOP DRANWCS MAY BE SUBMITTED FOR APPROVAL.
7FT: WO
10. PENETRATING LIFTING HOLES SHALL BE PLUGGED w1H NON-SiRNMC GROUT.
I 17. FOR 6'INSIDE DIAMETER MANHOLES 6'CONES MAY BE USED IN LIEU OF
FL
FROM MW WALL TOD SLABS OR TRANSITION SECTIONS TO 4'CONES
TO TROUGH i
WATERTIGHT
COWNE"CTO''. (TIP.)
.., inexzeLE
CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
•i0 )
N. ' N•, are No, STANDARD DETAIL
' P Stoles
SEWER
PROFILE
"I. PRECAST MANHOLE
gyp • 6' AND 8' DIAMETER
It. a
h No. Deb ET Rewelin Surveyed 8Y Deegeed By Breen By Proled—Eoq� vM r • 2
July 27, 1995 XV-63 Sewer Specifications/Details (SD)

Wil.....11111! bil,
--1— —4—
FT T-4, • . _
A
..., VARIES
e v=a
- -
1 1- SECTION OF PRECAST MANHOLE
41411 i . I 12 I
'OM 1 CONCRETE COLLAR
I
.3'
76---•-r, .. . 1 , •
/ -1
. • , , i 4 4 ,..4
•• . • ..,.;, I ,I 1
I '4
4.-41 •44-4.: • " ' •.,,,.::''. 7• I . I.,
F4e, • ..• 4.-7 .41 -.3..
al ..'•..... i ,•—•'... ,....,, .1. .
I.••'..•... ... .-:- • 1 n
../ '''...:.:••.:*:,. .'• 6- ''''' -1- --4-•-• - io-
-.'' "••1,'...1-: ...,..
.... ......,..... .4 ,..• ...... ..::-.:-..,_ ••;,,••• 1„- ...•
••,,-.•.. . ;.... ,...--"....-.2 .;..- :.-:-:•-• 6'
-•1 .'. - .. - ''..-7. 1 ,.;.,"•'',..:•• :'.-: ___I 6'
__•.„
lir10 ...
- “11111. • ....,. ...
.". • lir SECTION B-B
• - -.,..r•,6-
.. ...
..• : • ., COLL AR, TTP.
'''''''•••,44• .•.
•,' I IIIIIIIIIIIII I i'. .—.SLDFt TOP OF CONCRETE
RASE 2- TOWARD TROUGH
: - •
. ..
'....• •••.:;• '' ••` 4.
NOTES:
..•• I. MANHOLES SHALL ALSO COMPLY 44 HI STANDARD
., __ . . _, - .•, .• DETAILS 4 AND 7 AS APPUaA9Lf.
. • . • • ...:" 4'
. , •,. •••• .. ..
• __ ^ , •
',...;.:• -.'"
'...,i.. : ; • ''• •!'
•.., t ...
1 ...,. •I' .
:.4.• ..•' . '.•' '
.4.- • CHARLO TTE—MECKLENBURG
- ' UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
,.•
SECTION A-A 400 Ne Fie No, , STANDARD DETAIL
......
PU,H NTS SEWER
PROFILE
Sec
Varl, PRECAST MANHOLES
INSTALLED OVER EXISTING PIP
11 Al Wet Ode
..••••••••••••=01.......••••1111 VIP ftkrit-
lel No. Dote tly_ 14visicet .. -aw,s1e4 By_Deal!ree ay- Drown ay Peeled-L0r mki
July 27, 1995 XV-64 Sewer Specifications/Details (SD)

OTT OF CHARLOTTE
STANDARD C.L FRAME
AND(OVER(BOLT TO M.x)
%15/ ...
7' ----24•
NONOTES-,
I. THIS DETAIL.IS TO SE USED WERE THE
MINT OF THE MANHOLE IS ABOVE THE
op EXISTING GROUND.
STEP :c
~ 2. FKLWG senswi THE BASE AND
JOINT _J ELEVATED FLOOR MAY SE CRUSHED STONE.
BRICK BATSCW ANY NON-COMPRESSIBLE
��� STRAIGHT WALL OF M.H. n WiTOWAL TINS FILLING SHALL BE CO►fRED
TO BE LOCATED OtVR L WTH IMPERVIOUS MATERIAL BEFORE THE
D WENT PD'E CONCRETE IS PLACED.
NON-SHRBMK GROUT PIPE/N M.H.
DO NOT USE RUBBER BOOT I MANHOLES SHALL ALSO COMPLY Will
—\
C STANDARD DETAIL 4 AS APPLICABLESTEEL OR D.LP. -.----`4'-0'OR S'-O'
Z FALL
ill 1
11, , ::)i #___
GRADE
,t--n=a—u
=I= =11=1=
tg
ry NON-COMPRESSIBLE
e. rm
MATERIAL 067 STONE)----
1.*
t
•
I 1
_7=1 ..\\\\
la ri
____. 1 „../././),
CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
1 1 ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
N. FIB NO. STANDARD DETAIL
iP4AN Scat~NTS SEWER
PROFILE
%rd. PRECAST MANHOLE
eat 004— INVERT ABOVE GROUND
gk KHP of
ZC No. Opts By 1 RwAdon Surw>M By o•wanw Br. Drew By —GNI' now Y ab 1 _
July 27, 1995 XV-65 Sewer Specifications/Details (SD)

5/8'x2 1/2'DO'ANSKW ANCHOR BOLTS
ON BOTTOM BRACKETS
5/8'x4-EXPANSION ANCHOR BOLTS ON
TOP BRACKET. S-,sail. PIPE
12'
Fir ANGLE
I T SOUARREELOY ON p WATERTKCIT FRAME AM)
w.„.
,,./MANHOLE w COVER(BOLTED DOWN)
r 4 J
Xi 1 1 . V
O
1/4 7 .'1
t t 1/2- Co rg a.
4 ,„21 d 1/2' 1/2 C
I 1 1�- m �STFPS AND YENr
1 I I T'"l l'�t: ( JNSTALLED av STRAIGHT
III
1 . I�III WALL OF MN
1 I cJ 7
I es
1I/I6'0 HOLES BRACKET FABRICATED h
DRILLED AS SHOW FROM r/4'STEEL PLATE
>. v
PIPE BRACKET BRACKET
T)_
PRECAST CONCRETE MANHOLE—\
U i
c r�1
All
WASHER PLATES '" +5- A A
7D PLUMB VENT /'4 y I! ,v 1
^ ► I4-
1/4'PLATE A \ PLUO
MOM or MONO
NOTES:• �f
rill 12 P,p,,i, 1. Y£NT SHALL BE ON CREEK S/0E AND PONT
�j. DOWNSTREAM. �V
2.YEMT AND BRACKETS SHALL BE PAINTED PER SPECS.
�4/4 / 3.AYTAD PLACUIC PIPE BRACKET AT MANHOLE JOINTS 24
444'Ii'�// GYr SJFPS. X y
4.ANCHOR SLEEVE THREADED STUD AND MIT SHALL BE
60' 3
A BE STNNLESS STEEL OR GALVANIZED STEEL. 72-84' 66' 3
SECTION A—A OVER 64' 72" 3
S.ROTATE STRAIGHT WALL OF MANHOLE TO GREDcSIDE
ACCORDING TO THE TYPE OF PRECAST MAMIOL
WISHER SPACERS MAY BE REOLYRED ON LOWER
BRACKETS
CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
r—
JPO No Flo No. STANDARD DETAIL
Pt Scales
SEWER
VROBLE
Sof.
Vert.
'" MANHOLE VENT
A.Butt Dot,
Sheet Of
I
1., __. No. Date By "Wiwi t SwMyb.By I D.. Drown'By Dro By I Pro) 4-6 Br ems[ _
July 27, 1995 XV-66 Sewer Specifications/Details (SD)

4"MIN. CLEAR FROM R>✓/EIM
..�^ ."444,44_,"
r/ 1 .iawr(ABOVE Lw 8II.0 �I►
I 1
\�� 2r"MAX. . ., CUT ra fir .. II 9 O.f.PF I
--........._MIMI ____ I .. I .
V2 PIPE Lbr
1 EXTSTTNC N.H.
f/4 2 SrAHILESS
STEEL STRAP WTH ] h3
?ANCHOR 8LY 15
Virr
11111
INIMEI
11
CCR£HOLE FOR wFL.uovr
DEP. MTH C[XdRIC ENLARGED DETAIL
_0" AND INSTALL FTFYI Rub RU89fR
MAX CCUPLwG (SEE NOTE IF JE RS) 1
A p alum
t " i
R.I/2 0.0. PIPE BARREL 'II
.. 0 : 8
ojii1 k
111
___i
I
^/i'xz'STAINLESS
STEEL STRAP AIM
2 ANCHOR BOLTS 1
iti
SECTION 8-B
/I=1 i NOTES.
01.,;_,..„.
I. PIPE FOR INS]DE DRC►'SHALL B£SDR J3 PLC CQNFORMING TO ASTAI
SPEOWTCA DLW 03034.
2. BOTTOM BEND 70 BE 90'SHORT BEND, BELL SPICOC OF SDR 35
PVC SPWOT OF BEND TO REST DIRECTLY ON E)ISTWC SHELF. CONSTRUCT
siiiir4
. MASGNRY 1ROC Ql FRL1U ARCP EFTLUENr TO MAIN CHANNEL
� NO TENBELLCFPVCDROPTOACCEPTD.I.P. SP/COT ASSHONHL/ .. LOCATE STRAPS AT PIPE BELL AND ABOVE BELL OF 90'BEND
,� ; AS SHONN. ADO EXTRA STRAPS AS NECESSARY TO MAIVTAIN
_ MATOMUM SPACNG OF TEN FEET.
5. HOLE IN MANHOLE WALL TO MADE WTH A COQNC MACHINE INSTALL
FLECI9f.E RUBBER c10UPL NO.
6. CARE HOLE SHALL NOT ENTER COVE S£CTTOAL
% AvY
/ 7. STEPS SHALL BE RELOCATED H THEY CONFLICT WTH INSIDE DROP.
CHARLOTTE-MECKLENBURG
1 nil r RESHAPE INVERT UTILITY DEPARTMENT
ENGINEERING DIVISION
imp
CHARLOTTE, NORTH CAROLINA
STANDARD DETAIL
SECTION A-A
PLAN 'NTS SEWER•
H.W.MORE
'—
Vert. INSIDE DROP.
iM Bust (Tote
—
xTiP I a
^��_ Its. Dote By s _ R�`M°a v..o SuFNrd By Dai9^ed By brown 8/ Prob 4 Fi-C^ Y _.•. ---
July 27, 1995 Xv_57 Sewer Specifications/Details (SD)

USE BRICK CR CONC. GA'A0E RINGS CITY or CHARLOTTE STANDARD
FOR ADJUSTMENT C.1. FRAME AND COVER
-
NEM
M N
CONCENTRIC
. 24'pm. _ 7'.
CONCRETE j
i
''''
t' .
� N
JOINT 1
'-0
----."....11111.1111111111."""--
SECTION
U I
NOTES
4[11 1. MANHC E TO CONFORM To ASTM C478 EXCEPT AS MQ W.
O BELO
2 020 SO. IN HOLE ER TO
FOOT EACH WAY.AY WALL MINIMUMAREA
Ac1NG
TO BE A MINIMUM or 0.12 SO. IN. PER LINEAL FOOT. EITHER
TONGUE OR GROOVE OF.AJNTS SHALL HAVE REINFORCING EQUAL
lir
IN AREA TO MINIMUM OF WALL SECTIO N.
aALL JOINTS SHALL COFIFO AI TO ASTM C44J.
4.STEPS ID BE PLASTIC PER CITY STANDARDS.
3.ALL PIPE OPENINGS TO BE NO GREATER THAN J"LARGER THAN
0.0. OF PIPE AND ADIYTTCWALLLY REINFORCED MOTH A MINIMUM
OF 0.20 SO. IN. OF STEEL AT 90 DEGREES ADOITTONAL
REINFORCING NOT REOARED FOR CORED OPENINGS
6.ALL SURFACES SHALL BE SMOOTH, EVEN TEXTURED WITH A
AEWZMIM OF NOVEYCCWB, FINS AND 7MPERFECI70NS
• I I ......„) 7.PENETRATING LIFTING HOLES SHALL BE PLUGGED MTH
EXPANSION GROUT.
NI
CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
PLAN ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
Job No. Fit No. STANDARD DETAIL
Se°"PUN NTS SEWER
PROFILE
"" --- PRECAST SHORTII
MANHOLE-4 i DIAMETER
MP
row ui, ay n .. Soarvord By oa By N.,BYE� 1/4r •
July 27, 1995 XV_c.$ Sewer Specifications/Details (SD)

MAX. 4'GY7011T PAYEMEN
JOINT TO ADJUST
FRAME 70 PAVEMENT
,,/ 1w 1 ) ` \\
t / \ \
8' STRMGHT WALL • ! / ! G�'LLAR \
CONE 70 BE O R I / `
\ \
w
. I INFLUENT PIPE // wow►• k, t\ 11
IIIIIIIIIIIIIIIII• / / i 1 \ t
r ../ \
4'MINi. __ -Y- . 'J y-1
1
NY
i .. ••:S' ,. ‘: 1 / r/ I. .IJ fin, 1
6"MML1.7—.• '.. •,� is + ! i j 6'
-
C •
SECTION A-A
A
NOTES
' • 7MANHOLE TO CONFORM TO ASIM C478 EXCEPT AS MOONTED
.+'
-- — BELOW
1�\4♦ ?. WALL REINFORCING 10 BE A MINIMUM OF 012 SO. IN. PER
♦ • LINEAL FOOT. CRIER MOUE AR GROOVE OFJA'NTS SHALL
i ♦ HAVE REIAIFORCING EQUAL IN AREA TO MINIMUM WALL
\ .SECTION.
\ e' 3. ALL .ANTS SHALL CONFORM TO ASTM C443.
,
�• 1 4. STEP TO BE DELETED FROM CANE.
0 '' 5. ALL PIPE CRENHGS 70 BE NO GREATER THAN 3"LARGER THAN
I 0.0 Cr PIPE AND ADDIALWALLY REINFORCED WIN A MINIMUM
\ OF 0.20 SA N. STEEL AT 90 DEGREES PIPE TO 8E
,�• ` . / CENTERED IN OPENINGS
/ 6. ALL SURFACES SHALL BE SMOOTH, EVEN TEXTURED Ii/TH A
\\♦ ♦♦♦ MINIMUM OF HONEYCOMB, FINS, AND OTHER IMPERFECTIONS.
♦♦ ♦♦ -.• 7. MANHOLE BASE SHALL BE J600 P.SL CONCRETE PLACED
♦ OH CWDISTURBED EARTH AND MAY BE PLACED AGAINST
. y SHAPED BANKS IN LIEU OF FORMS
:.
--- 8 CARE MUST BE TAKEN TO FORM A SMOOTH FINISHED TROUGH
FROM EITRANCE PIPES TO EXIT PI' AND IN CURVED
• MANFKYrC 7NE TROUGH MUST 8E A SMOOTH CIRCULAR ARC
• TANGENT 70 THE INSIDE WALLS OF THE PIPES AT THEIR ENDS
A
CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
ski)Oto. Flo Pia STANDARD DETAIL
od..PUN NTS SEWER
PRONE
cF� __.__ , ECCENTRIC CONE SHORT
MANHOLE-4' DIAMETER
o- �m M.Bust Oda tut Ot
i.
%t - Nu 04ta 8 t RMNa+ *� 3ttrwood ByY Orrgnrd 8y Dror.ay f PFajrct-Engt .. •'° 7 -.•.
July 27, 1995 XV-69 Sewer Specifications/Details (SD)

1 i •
s„......
0
�� 0
it
A--
10-3/4"
r
12"P r �—
r..\
-- -
•
COPOLYMER PaL17'frQPl2Eldg PLASTIC
i/?'v7?AAE 60 STEEL REINFORCEMENT
NOTE
THIS STEP TO 8E A41t N INTO
TAPERED HOLES IN PRECAST
MANHOLE SECTIONS DO NOT
USE AS A GROUTED—IN STEP.
5-3/4" SECTION A—A
. • . •• ,..• .• 7000 LB. PULL our TEST REPORT
• REQUIRED ON EACH STEP.
CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
ONO. Fie No. STANDARD DETAIL
ScamsPLAN NIS SEWER
PROFILE I
Nor
PLASTIC STEP CORED HOLE
DRIVEN IN PLACE
At.Boat Dote
WSW
j .•W
N..• D.t. By R .e _Smiled B7 Designed By Drown By ProNet—Engr By
July 27, 1995 XV..7p Sewer Specifications/Details (SD)

t W 7'.1
0r (rm.)
1/4" RiM RAISED 1/4" 1"HOLE AT TOP,
TAPER TO 1-1/B"AT BOTTOM.
�� �� NO HOLE FOR WATERTIGHT F dr C.
ANCHOR BOLT HOLE
S
i I-H-1/4"
1.-8-1/2' 1/4"
•
SLIgACE m BC
uA
2-5 ' r/Y RIBS EQUALLY
1=7-1/2' WACO
1'-11-1/2" .
2'-1-1/4' 25"
1'-II-I/7" 23-1/2'
SWAGE TO e£ % 1-1 1 SURFACE D
Or
m 4 I'. 4 R
Aaum % i/i r r/i r
4-5/8' 2'-1-1/4" 4-5 4" 24" 4"
STANDARD HEIGHT SHORT — 4 INCH HEIGHT
NOTES:
1. ALL CASTING TO BE FREE FROM SAND HOLES AND NO
PLUGGING WILL BE ALLOWED.
2. CAST WITH THE USE OF ALUMINUM PA I TERNS
3. SLIGHT DRAFT ALLOWED ON STRAIGHT FACES
4. APPDXIMATE WEIGHT OF FRAME 230 LBS.
APPDX/MATE WEIGHT OF FRAME 143 LBS
APPDXIMAYE WEIGHT OF FRAME 373 LBS.
5. WHEN THE MANHOLE RIM IS ABOVE FINISH GRADS THE
FRAME WILL BE BOLTED TO THE MANHOLE CONE AS
SPECIFIED.
6. WATERTIGHT COVERS WITH GASKETS SHALL BE' USED WHERE CHARLOTTE—MECKLENBURG
SHOWN ON CONSTRUCTION PLANS UTILITY DEPARTMENT
7Bar HOLE SHALL NOT BE GREATER THAN BOLT DIA. PLUS r/8" ENGINEERING DIVISION
B. SLIGHT VARIATION IN DIMENSIONS NOT CRITICAL ro INTER- CHARLOTTE, NORTH CAROLINA
CHANGEABILTY ARE PERMITTED. ENGINEER'S APPROVAL STANDARD DETAIL
REOUIR£D FOR EACH FRAME AND COVER. Job No Fig No.
9. 4 INCH TALL FRAME WILL ONLY BE ALLOWED WHERE FRAME a> Sctl. SEWER
IS BOLTED TO MANHOLE.
PROM/
" , CAST IRON FRAME AND COVER
SANITARY SEWER MANHOLES •
, ., AI WIN M4•
SACWr ,
Ns Dot* By gWkn Suwrd!1r �..�P�:d B prow)By �' Mwo•w`'�L:3�^� —
July 27, 1995 XV_7 I Sewer Specifications/Details (SD)

2"x 2"x 1/4"STEEL ANGLE
FULLY WELDED TO STRAP. FIELD CUT
ANGLES TO PROVIDE 2" CLEARANCE
AT TUNNEL LINER FLANGE
4 FLANGE OR 2 FLANGE LINER PLATE
4 2' TYP.
4111/00"'Aietd.4"'#:\
•
0.1.P. OR RCP CARRIER PIPE _h�
If I \.°°'
18'± lt.•
2 x I/2" STEEL STRAP � 5/8`x 1-1/2" CADMIUM
t
CONFORMING TO O.D. tt / / PLATED NUTS & BOLTS
OF CARRIER PIPE OL••
b'O' �•
•
•
�;wrsr//r PROVIDE STEEL PIPE OR
ANGLE TO ADJUST GRADE.
CONCRETE FILL LEAVE TROUGH FOR PIPE. OUTSIDE OF PIPE BELL
NOTES:
1. COAT ENTIRE SPIDER WITH COAL TAR BEFORE ASSEMBLY
ON CARRIER PIPE TOUCH UP BEFORE JACKING PIPE.
2. ONE SPIDER REQUIRED FOR EACH JOINT OF CARRIER PIPE.
3. SEAL TUNNEL ENDS PER SPECIFTCATIOINS.
4. PLACE CONCRETE.FILL PRIOR 10 PIPE INSTALLATION.
5. SPIDER DETAILS OR ALTERNATIVE SHALL BE SUBMITTED
FOR APPROVAL.
CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
Job NO. Mg STANDARD DETAIL
ScalaPLAN tas SEWER
PROFILE
Nor.
TUNNEL LINER SECTION
�.�. .. . raw z ; �r:;�`16
N. Oct. 0Y MANNA Surwvd By Designed Ely Dram 9 FroPet-Engr •
July 27, 1995 XV-72 Sewer Specifications/Details (SD)

VARIES
FULL XWVT - (+O•MAX a'PIPE) _I- FULL JOINT
ALP. (SO'MAX 72'PIPE) DJP.
711011 STRENGTH'STEEL PIPE
sr it (:A"E NOTE I.) 7d' 711'
-P-II-i� -1IILIII-1i,11-1,it�'If=11-I 11=11-lt"11-11t-i1-
1111q 1, '11-1- ii II=11 I 11=1=11=11= .11-
-1�. l 11=.1-1 11-11
I - -.1 .1= 1=11
=11�'
II-.it T-=
III, ld it
h ( -1. si ca
r
r
I=
I'll I
=11,-/— cie,... ::=iANMEL -11'1
II_. •11, I
I II II.,I-
II
-II 1i��i O
{11 11,1,,.a 11-11-
'-'\ l!=
TO'M,N1Mug
f
H-P7LE r
REQUIRED AS SHOW ON i-
\--
PLANS (TYPICAL) /fJ'
STEELH'- PH.ES—�
NOTES
T.FLEXIBLE COUPLING SHALL BE LONG BODY TYPE.
2.MINIMUM DEPTHS SHALL BE IN UNDISTURBED SOIL.
3.MAXIMUM HEIGHT FROM PIPE TO BE UNDISTURBED SOIL IS 20 FEET.
4.STEEL PIPE MUST BE SEAMLESS OR STRAICHTSEAM. SPIRAL WELD NOT PERMITTED.
CHARLOTTE—MECKLENBURG
UTILITY DEPARTMENT
ENGINEERING DIVISION
CHARLOTTE, NORTH CAROLINA
Job Mo. Re N¢ STANDARD DETAIL
P �_.MTS SEWER
PRORE
rt.._— CREEK CROSSING
Ai�� DM, STEEL H—PILES
or 1
�..".� _ �sw —
Na OOb By RwMM. �r.7 .-po y Dwil wd By Dro a7 Propel-€ng Mao r Dat. if 7
July 27, 1995 XV-73 Sewer Specifications/Details (SD)

C 6x10.5 TOP BRACE
I (CUT FLANGE AND BEND *EB)
1
t". II 11 11
1�
(X,(., NA li 3"
I
Hr/1'
i 0CRADLE ll / (SEE CRADLE DETAILNa 2r)
0111 ///
►OI,O+ 1000t
1I / 1 \1
SIR f
00
N AV
r
HP BxJG PILES
CROSS BRACING 1is Yl '1%
(CUT DEB AND BEND) I( . s 1
If N. �. i -. i 11
a t
PING 9 S i `� ` i '-' %;\
FOR 1 PIPE AND SMALLER �.. .' \I 4
USE J"4.S"x7/16'ANGLES II - -. ...` 11
FOR 15.-18'PIPE l�r ., J� ` 1\
USE 4'44 x5/16'ANGLES
FOR 20=24"PIPE If �' `AN. t1
USE S 46'418"ANGLES I 1 N.
11
I� ' I .` 111 •
JI .. l\
i i . 1 i
1 r 225 E ,1
4 1\
jIf \111
x i
pp11 I
�� lib' I
joy] phi
tt
II i It
II - SHED GRADE 11
II 11
II t1
I — 11
i
II 4 1i 1 I ` 11
I Ir a % 11 1
I 11 I 1 11 l 1
I 1 r t l\ 1
NOTES:
1. MAIOMUM HEIGHT FROM PIPE TO UN ISTURBED Sao.IS 20 FEET.
2. PIPE SHALL RT SNUGLY.
3 X SHALL EQUAL Y OR AS APPROVED.
4. FOR 8 INCH TO 18 INCH PIPE ALL BOLTS SHALL BE 7/8"IN DIAMETER
ANO MEET ASTM A325. FOR 24"PIPE, MIS ON THE CRADLE
SHALL BE 1'IN LYAMEIER MID MEET AS11I A490.
BOLTS SHALL BE AT LEAST 2 1/2'LONG PLAIN ROUND WA94ERS MILL
BE REQUIRED.
5. 80LT HOLES SHALL BE 06'LARGER THAN THE L7IAMETER OF DIE BOLT
AND SHALL BE DRILLER CHARLOT TE—MECKLENBURG
6. ALL STEEL SHALL BE A36 STEEL. UTILITY DEPARTMENT
7 SEE S1EEL II—PIE SPECIFICATIONS ENGINEERING DIVISION
Q PEES SHALL BE DRIVEN TO A IGNJM DEPTH OF TEN(10)FEET BELOW CHARLOTTE, NORTH CAROLINA
GROUND OR AS DIRECTED BY THE ENGINEER. —•• - _ -- - --..
9 PUS SHALL BE DRIVEN TO A DEPTH AT MWdr PILE SEARING CAPACITY IS 4„,,,,, Me Ma STANDARD DETAIL
flIENTY(20) TOMS 0R AS APPROVED BY THE ENGINEER. Scala
TG THESE PIERS SHALL BE USED FOR DUCTILE IRON PIPE GYt HIGH STRENGTH RAH NTS SEWER
STEEL PIPE ONLY. NtoFlC
11. CONTRACTOR MAY SLIgSnWUTE Nar35 FOR HP8436 FOR THE PILES, tor.
vort STEEL H—PILES
PIERS FOR 24" PIPE AND SMALLER
%u Bat Dot, ,.Y.6.ohU-Enyr hppr pt
ew r
�.l �.
No. We ay M.rWa, Surw}ad M o.,rgnw By Dr.ey
July 27, 1995 xv.74 Sewer Specifications/Details (SD)

28.0
28.0
AVM ADF,DOT qy or EkIS R
26.0 0�TANK - NOT TO SCALE '+ DIT C NTER LINE ' CENTER LIKE - DAN OVENS DR SVIT.- — _ 26.0
e IR EASE VALVE III9
E�yl�'
24.0 ��_ t 24.0
P
BEND AT INTERSECTI ROPQD 2, SCHCDU BOTTOM OF EXISTING DITCH '��
22.0 LE 40 PVC SEV 4 MAinl `{ls�tl� ` 22.0
--- -- - PROPOSED 2'0 SCHEIULE 40 PVC SEVER MA N
20,0 20.0
18.0 _ 18.0
-
16.0 _ _ , _ _ _ 16.0
14.0
s $ R g
N N N R NN
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 19+73 20+00 21+00 21+43 22+00 23+00 24+00 25+00 26+00 27+00 29+0028+19
DAN OWEN DRIVE
9.
28.0 rn 28.0
26.0 26.0
rMA141OLE-NOT rl SCALE
PROPOSED 8'0
SCHEDULE 40 PV
24.0 24.0 �9�/lk EC p R��°
BEND AT INTERSE:TI `` /.-., O
CENTER LINE - MAE � � O � ;.
22.0 22.0 Z. e >- '9(
20.0 20,0 r �lZ:•v
"1 tON
18.0 160 y •
16.0 160 WESTON LYALL, PE, PLS, PLLC
IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND/OR BUILDER TO WESTON LYALL,PE,PLS,PLLC
CONFORM TO ALL STANDARDS,PROVISIONS,REQUIREMENTS,METHODS OF MAJESTIC OAKS WEST 214 US HIGHWAY 17N.SUITE 1
CONSTRUCTION AND USES OF MATERIALS PROVIDED IN BUILDINGS AND/OR SECTION 1, LOTS 1-13 HOLLY RIDGE,NC.28445
14.0 STRUCTURES AS REQUIRED BY N.C.UNIFORM BUILDING CODE,LOCAL
AGENCIES AND IN ACCORDANCE WITH GOOD BUILDING PRACTICES. VERIFY PHONE:[phone]
o ALL DIMENSIONS PRIOR TO CONSTRUCTION. PROFILE SHEET FIRM#P-0937
"9
a THESE PLANS CANNOT BE REDRAWN OR REPRODUCED IN ANY SCALE: 1"=100' STRUCTURAL&CIVIL
WAY WITHOUT THE EXPRESS CONSENT OF WESTON LYALL,PE, ENGINEERING&
0+00 1+00 2+00
PLS, PLLC. ANY PARTY THAT TAKES PART IN DOING SO IS IN R2:1/8/2019 LAND SURVEYINGR1:10/3/2018 DRAWN BY: FILENAME: SHEET:
MAE DRIVE VIOLATION OF COPYRIGHT LAWS. DATE: KM TURCO.dwg 3 OF 3

4"0 SCHEDULE 40 DEPTH OF SOIL ABOVE TANK LIDS SHALL NOT EXCEED 6" UNLESS THE
PVC UNLESS NOTED MANUFACTURER ALLOWS IT. TANK LIDS MAY BE BURIED UNLESS THERE IS A CONTROL PANEL
OTHERWISE ON SITE PLAN PUMP BELOW THE LID OPENING. WHERE A PUMP IS INSTALLED, A CONTAINED IN
WATERTIGHT RISER SHALL EXTEND MIN. 6" ABOVE THE FINISH GRADE. WEATHERPROOF
SEALED BOX THREADED UNION
5' MAXIMUM FROM II REQUIRED RISER
INCOMINGABOVE PUMP
STRUCTURE TO OPTIONAL RISER OPTIONAL RISER POWER _j MUST BE AT LEAST Z CHECK VALVE ATE VALVE
CLEAN-OUT 4" TYPICAL OPTIONAL RISER 6" ABOVE AVE. GRADE 1
12" MIN. FI R ��„„LS:S;;:,_,_,_,_,"� ;:_,_,.,_,__
10
'---) /\j\/ . \ 5" 'TYPICAL',› TYP. // // // // // // // // // //// // // // // // i FINISH GRAB i,
/\\/ / /\ \\/\\/\ ° 9 ° ° a % /\/\\//� _ \\ \\.\f"/ / �%�\.ff 1�������_ .111111. Wil / 2 SCH. 40 'VCC
/ / / /\\/� /\\ \\ \ t , \ 4, ° \/ OUTFLOW TO
/ / // //\\/� \ �/�\ \\\ / / _ ° /\<
/ \\/ SCREENED WET WELL VEN \ DOSING TANK
%j%jam/j// / // //j.%j° OUTFALL T0�° (PER PUMP SPECS) /\
% PUMP TANK• \%
INFLOW FROM RESIDENC d , � ,\\� °_, A \ ,, ,
\> �r\ 4"0 SCHEDULE 40 PVC BOTTOM OF INLET /\,
/i`//� //�//�// `�/ice//.,. , / /�/// _ 2"_MINIMUM DROP LIQUID LEVEL r- `� �`'\�
// ` \\ �° 31" INCL. FREE64 ARD �%
INSTALLER SHALL MAINTAIN A 6 0.25 TO 0.5 jf i✓ = 558 GALLO S ;,\/
` LIQUID DEPTH
MINIMUM DROP OF 1/8" PER / 4 G\\� \\! 18" RESE VE /\�
LINEAR FOOT OF PIPE (PER j • ` A4 = 324 GAL ONS j
CODE) BETWEEN SOURCE AND \ TRANSFER APPROVED ,^ ,, /// 65" �l \%
TANKS. \ PORT EFFLUENT /\y �/ ALARM "ON" i1' ' %
/ —> FILTER t4ra /\✓ 4" CLEAR `I: /\, MIN. 3 MINUTE PUMP RUN TIME. TIME
\ (° / '47" PUMP "ON" \/ MAY BE ADJUSTED PER LOT ACCORDING
7 \, 3" DOSE = 54 GALLONS PUMP "OFF" •1 /\\• TO LENGTH OF PRESSURIZED LINE TO
PRE-TREATMENT 4//, j f d \/
\ "TRASH" COMPARTMENT ° ±19" ,j /\ PUMP %< EXISTING SEWER, PER INSTALLER.
/' CLARIFICATION / \ ` 18" RESIDUAL .-x..
° /\'
° MONOUTHIC PRECAST COMPARTMENT ° / / /✓/° %/
CONCRETE TANK j , \�` 1 1 I I I ,% ,
/, a ° ° ° Ad ° > A4 TANK BOTTOM BLOCK /\!
I i✓ ° ° a w<,
° ° ±120" x ±60" RECTANGLE ° { ":1- ° ` \\t96" x ±60" RECTANGLE IN
I,000—GALLON SEPTIC TANK
TWO—COMPARTMENT CONCRETE TANK FOUNDATION OF 4" TO 6" OF COMPACTED 1,000—GALLON PUMP TANK SEE NOTES ON THIS PLAN AS WELL AS
OR STABILIZED SAND TO CUSHION AND SINGLE-COMPARTMENT CONCRETE TANK SITE PLAN FOR PUMP REQUIREMENT ON
LEVEL TANKS (TYPICAL)
PER MANUFACTURER, 18 GALLONS PER INCH VARIOUS LOTS.
26.&__ 0
AVE. GRADE PUMP:
LITTLE GIANT BRAND EFFLUENT PUMP MODEL 10EN FOR LOTS 1-6
OPTIONAL RISER OPTIONAL RISER 28.3' LITTLE GIANT BRAND EFFLUENT PUMP MODEL 10ENH FOR LOTS 7-13
4" TYPICAL ' "�"""""""�_ _,_,_,;,.;:� ". „,AVG. GRADE
//, 20" MIN. fINI5FI �RA�� POWER REQUIREMENT:
S„ TYP. \/\\,\\/\\\�\\/�/�\\/.\�N\,N\,\\\/\\ \.,\I. \,,,,.y�j 115 VOLT, SINGLE PHASE, 60 HERTZ.
/\\• n _ ` 1 Xa • ' y�\j HIGH LEVEL ALARM:
�>/j /\ 23.55' ON SEPARATE CIRCUIT TO ACTIVATE AUDIO—VISUAL ALARM AT CONTROL PANEL WHEN WATER LEVEL
\ j\\/25.92 REACHES ELEVATI❑N INDICATED ABOVE PUMP 'ON' POSITION OF PUMP FLOAT SWITCH.
2" SCH. 4Z1 PVC /��~'h i
INFLOW FROM j� 2" MINIMUM DROP LIQUID LEVEL ' �� FLOAT SWITCHES
13 PUMP TANKS / . 18"0 SCHEDULE III
0 PER MANUFACTURER'S REQUIREMENTS — ADJUST FLOAT TO HAVE THE ❑PERATING RANGE AS INDICATED.
% 4 GRAVITY—FEED DEMAND—DOSE \
TO EXISTING MANHOLE MIN. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND/OR BUILDER TO CONFORM TO ALL STANDARDS,
TRANSFER SLOPE 1/16" PER FOOT, PER \\\ PROVISIONS, REQUIREMENTS, METHODS OF CONSTRUCTION AND USES OF MATERIALS PROVIDED IN BUILDINGS
> / PORT CODE. ,//< AND/OR STRUCTURES AS REQUIRED BY N.C. UNIFORM BUILDING CODE, LOCAL AGENCIES AND IN
• j —� �j� • ACCORDANCE WITH GOOD BUILDING PRACTICES. VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION.
° ±16" �3 ' g PTPE THESE PLANS CANNOT BE REDRAWN OR REPRODUCED IN ANY WAY WITHOUT
THE EXPRESS CONSENT OF WESTON LYALL, PE, PLS, PLLC. ANY PARTY THAT
• ° CLARIFICATION ° \\� EXISTING MANHOLE TAKES PART IN DOING SO IS IN VIOLATION OF COPYRIGHT LAWS.
% / COMPARTMENT / oowe°It°ii'
' / 4 - ^ ° " ° ° ° a 4 %� DISCHARGENG UNEAN SHAOL BE .�s,`�" „RO��',''�
_� WESTON LYALL, PE, PLS, PLLC
ANGLED DOWN, IN LINE WITH S 'ij
s, ±126" x ±65" RECTANGLE THE DIRECTION OF GRAVITY : OQ:',F y°'-7 % MAJESTIC OAKS WEST WESTON LYALL, PE, PLS, PLLC
SEWAGE FLOW. FIELD VERIFY 42" 214 US HIGHWAY 17N. SUITE 1
1.000—GALLON DOSING TANK ALL DIMENSIONS AND =Z:Q •1\1� — SECTION 1, LOTS 1-13 HOLLY RIDGE, NC. 28445
TWO—COMPARTMENT LOW—PROFILE CONCRETE TANK ELEVATIONS. - 861 _ PHONE: [phone]
t #P—
L 2: v LOW PRESSURE SYSTEM FIRM 0937
' .y'/VG\10:** TANK PLAN STRUCTURAL & CIVIL
' P,: ENGINEERING &
,,' T014 V ••‘ SCALE: 1/2"=1'-0" LAND SURVEYING
,,II of t",l` R1 12 10/201 DRAWN BY: FILE NAME:
U//1 8� PAGE
_DATE: 8/30/20181 WL TURCO.dwg 2 OF 3

► • MA E-AL: CONSTRUCTION METHOD:
MINIMUM SETBACKS PER 15A NCAC 18A.1950: EXISTING GRADE EXI TIN GRADE 2''0 SCHEDULE 40 PVC PRESSURIZED SEWER TRANSITION FROM CURRENT
LINE FROM THE PUMP TANK TO THE CONFIGURATION TO THE STEP SYSTEM-
-TANKS SHALL BE LOCATED A MINIMUM OF 10' 36"MIN. 36"MIN. PROPOSED DOSING TANK,TO THE EXISTING NOTE:ONE MAIN 2"LINE FROM LOT 13 WILL
FROM PROPERTY LINES AND A MINIMUM OF 5' 12-2"SEWER LINES SEWER SYSTEM. SERVICE LOTS 1-13.EACH LOTS EXISTING
FROM THE FOUNDATION OF THE PROPOSED —NIIII TO BE ABANDONED
PUMP REQUIREMENT: RESIDENCE. IN PLACE LINE WILL BE CUT AND TIED INTO THE LOT 13
LOTS 1-6: LITTLE GIANT MODEL 10EN 2"COMMON TESTING METHODS: LINE.EACH OCCUPIED LOT WILL BE GIVEN A
"COMMON SEWER LINE i SEWER LINE ONCE INSTALLED,PRESSURE AND LEAKED DATE WHEN SERVICE WILL BE SHUT OFF IN
LOTS 7-13: LITTLE GIANT MODEL 10ENH -ALL SUPPLY LINES SHALL BE LOCATED A ► A (USE LONGESTORDER FOR THE INSTALLATION TO OCCUR.
MINIMUM OF 5'FROM PROPERTY LINES. 12-2"SEWER LINES LINE;LOT 13) TESTS SHALL BE PERFORMED FOR EACH LINE
TO BE ABANDONED TYPICAL SECTION A-A AND PUMP.
IN PLACE EACH RESIDENCE SHALL TAP INTO THE 2"0
-THE FORCE MAIN AND SUPPLY LINES SHALL BE NOT TO SCALE
EXISITING TYPICAL SECTION NO. 1 SCHEDULE 40 PVC PRESSURIZED SEWER
LOCATED A MINIMUM OF 50'FROM WELLS. LINE TO THE DOSING TANK.PIPE SHALL BE
NOT TO SCALE PLACED A MIN OF 3'BELOW AVERAGE
IllGROUND.
WETLANDS N32°50'05"W ' WETLANDS .7i
m
2 -:j 208.15' �` 157.01' i 160.01' 212.01' iD 150.01' cam, - 191.51' b� u�w '�
`'','<:::: ''WELL ' . LOT 13 WELL LOT 12 N LOT 11 WELL /• -'�� [LQT 10 LOT 9,-WE 'WLOT8 F-• m°R=50' .:`i R=7. �\ , R=50' j \ R=50 ‘ 0 A SHUT-OFF VALVE WITH LOCK
�•-• O •}:.'� / HOUSE + / HOUSE HOUSE >; Lj / HOUSE ST W HOUSE yL ` HOUSE SHALL BE INSTALLED ON THE
"::•• -_1,••••• h FOOTPRINT s !}I ,b FOOTIPRINT-' W FOOTPRINT +� �:•::'l, r FOOTPRINT o FOOTPRINT ° W
m ;;;, 8 : o sr i o c� :sT r , FOOTPRINT 8 DISCHARGE SEWER LINE FOR
,.... 6 x40' m 60YX40' v e PT 60'y(40' !.:::::•: 60'x40' Sp 60') 0' N + + 60'x40' °D
� � �' H v , � �ao i ,�• PT � , , PT8 r- .EACH LOT SO THAT SEWER
:•:•. c;•:•• p / p �:_:_:: / p• ° / cr SERVICES MAY BE CUT OFF
:::: a��^:: `t
N. >'' Ln S `, ,� FOR NON-PAYMENT BY THE
n ` ?'_ ' ,WELL--- 212.01' Z 150.(00•-___---z --' 191.50' _ RESIDENT. THE SHUT-OFF
Q 9F3.22' �n ab-1.00' z 16000___ �" 1
TWO 45 DEGREE ANGLES(OR •::. rw :) s 4 C-:.. -
TWO WIDE-SWEEP 45 DEGREE '•:• VALVE SHALL BE LOCATED
ANGLES)SHALL BE INSTALLED - - �52°•(i'L'"� - - - - - - - - - WITHIN THE 15'UTILITY
AT EACH LOT WHERE THEY ' 2 +82 2 +0 21+00 21+00 1•+00 \ 1�+.4 13+00 1.+00 1 +es 1•+l. 1�+00 1 +22 EASEMENT OF EACH LOT.
ENTER THE UTILITY EASEMENT. — — — — — — — — — — DAN OWEN DRIVE(30' PRIVATE EASEMENT)
TYPICAL AT ALL LOTS. PROPOSED 15' UTILITY EASEMENT
CLEANOUT N32°50'05"W ,
154.01' 152.01' b 150.01' 148.01' 149.98' i
260.02' • 142.19' `r LOT 3 o LOT 2 LOT 1 of S2
co LOT 7 WELL J�;WELL LOT 6 o LOT 5'WELL v WELL LOT 4Tr
WELL d.� '`IVELL ^ TNELL u..}
/, l / / / a x
w w w R= \ R=50 R=50' R= `\`\ w R=50'' R=50 R= w U
z p sr HOUSE �, w / HOUSE sT w HOUSE AU / HORSE o HOUSE / ,'LLI ', / RUSE w HO!JSE / io ', APPROX. w F
CO/ w PROPOSED FOOTPRINT (_ ' !6 FOOTPRINTFOOTPRINT 'o I 6l FOOTPRINT v FOOTPRINT :- ; FOOTPRINT FOOTPRINT b N w d a
¢ ih b sr: :st + •"' •st co �DCATIQN OF
w / °r° 15' UTILITY 60'x 0' co 6o'/t40' v Fri- 60'x4p' pp 60'x40' PT• a pT 60'x4q 'o + 60'x40' p.El; 1 6o'�C40' v + 45'i
x w PT \ C / P 7 ,0 / ° tt i i •v n i EXISTING , `
m w EASEMENT g ° ? °` / n ° �rY SEWER 1[
n z r'� x Z `` n`.' +n In MANHOLE
n ,n slyz NOTE:SEWER LINES AND
_ c c 260.00' -- ___-X42.17' Z 154.00' ___-''Z_ ___-1-522.00' _ 150.00''---__--k A2(8.00' 146.86'-_ - o-a0�0_ W WATER LINES DO NOT
CROSS EACH OTHER AND
11 9 HAVE A MINIMUM
1 +84 ___\_ 1 +00 1130° 1 �w 1b+00 ! 9.00_ 8+q0 7.00 f 6+ 5+00 4+00 3I-- 2+00 1+00 _ J +q� SEPARATION OF 10'.
CLEANOUT AN�WEWI 6 0 P -�RI (3RIVATE EASEMEN AIR RELEASE VALVE#1-/ CLEANOUT.- < i
STEP SYSTEM NOTES: CLEANOUT PROPOSED 8"SEWER ,
LINE SHALL BE LOCATED
1.THIS STEP DESIGN IS BASED ON A SURVEY BY SOUTHWIND SURVEYING, PLLC, DATED MARCH 16,2016.VERIFY ALL DIMENSIONS WITHIN THE EXISTING 10'
AND BOUNDARIES WITH SURVEY.WETLANDS SHOWN ARE APPROXIMATE. BACKFLOW VALVE CONNECTED 1,000 GALLON UTILITY EASEMENT.
2.THIS PLAN IS INTENDED TO SHOW THE SEWER CONNECTION FOR THIRTEEN LOTS ON THE EAST SIDE OF DAN OWEN DRIVE. ALL TO 2"0 SCHEDULE 40 PVC TWO-COMPARTMENT
LOW-PROFILE CONCRETE 0 F'i s t e e r
OTHER UTILITIES SHALL BE INSTALLED BY THE OWNER/DEVELOPER. HOUSE LOCATIONS AND WELL LOCATIONS ARE PROPOSED. PRESSURIZED SEWER LINE DOSING TANK.CONNECT 2" a``• CAR �����
NO IMPROVEMENTS HAVE BEEN MADE TO THESE LOTS AT THIS TIME. BEFORE EACH RESIDENCE TAP SCH.40 PVC LINE INTO TANK. ,•` 'K .. 0 '0
3. IT IS THE SOLE RESPONSIBILITY OF THE OWNER/DEVELOPER TO ENSURE THAT THE INSTALLATION OF THIS SYSTEM COMPLIES LINE(TYPICAL) 8"0 SCH 40 PVC GRAVITY i'c-'; s/
WITH THE 2012 NORTH CAROLINA PLUMBING CODE AS WELL AS ALL MANUFACTURER REQUIREMENTS.ADDITIONALLY,THE PIPE TO MANHOLE. O t4 I 34;.•.
DEVELOPER/INSTALLER MUST ENSURE THAT ALL UTILITY SETBACKS(HORIZONTAL AND VERTICAL)ARE MET,AND THAT WATER/ 2"0 SCHEDULE 40 PVC PRESSURIZED SEWER FIELD VERIFY TANK LOCATION _ G :`•,�� <
SEWER LINES ARE SLEEVED APPROPRIATELY, PER CODE. LINE FROM THE PUMP TANK TO THE AND BURY DEPTH PER LOT 1 'EIM-
PROPOSED DOSING TANK,TO THE EXISTING OWNER AND TANK INSTALLER. �`Y{ ^'ry, '
4. IT IS THE SOLE RESPONSIBILITY OF THE SEPTIC TANK INSTALLER AND DEVELOPER TO VERIFY THE GROUNDWATER CONDITION SEWER SYSTEM;EACH RESIDENCE SHALL b
OF EACH LOT AT THE SEPTIC TANK LOCATION. WHERE GROUNDWATER IS PRESENT ATA DEPTH OF LESS THAN 5'BELOW TAP INTO THE 2"0 SCHEDULE 40 PVC 1. .'•, n,C ��Q;: N/
AVERAGE GRADE, COUNTER-BOUYANCY MEASURES SHALL BE TAKEN PER MANUFACTURER RECOMMENDATIONS. PRESSURIZED SEWER LINE TO THE DOSING 0�� ' > .... Pam/`.`
5. EACH PROPOSED RESIDENCE SHALL BE 4 BEDROOMS OR LESS. THE SEWER LINE FOR EACH RESIDENCE SHALL GRAVITY FLOW TANK.PIPE SHALL BE PLACED A MIN OF 3' ° S y
INTO A 1,000 GALLON TWO-COMPARTMENT CONCRETE SEPTIC TANK(REFER TO TANK PLAN).THE SEPTIC TANK SHALL THEN BELOW AVERAGE GROUND. SCALE: 1"=100' �si���TON �to%`
GRAVITY FLOW INTO A 1,000 GALLON SINGLE COMPARTMENT CONCRETE PUMP TANK.A LITTLE GIANT PUMP PER THESE PLANS(OR ��°411��
EQUIVALENT)SHALL BE INSTALLED IN EACH PUMP TANK AND SET UP TO DEMAND-DOSE EFFLUENT TO THE EXISTING SEWER WESTON LYALL, PE, PLS, PLLC
SYSTEM.
6.THE EFFLUENT DISCHARGED FROM THE PUMP TANK SHALL BE CONVEYED IN A 2"0 SCHEDULE 40 PVC PIPE. THE DEPTH OF THE IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND/OR BUILDER TO WESTON LYALL,PE,PLS,PLLC
PRESSURIZED SEWER LINE SHALL BE FIELD VERIFIED BY THE DEVELOPER/INSTALLER SUCH THATA DRIVEWAY MAY BE PLACED CONFORM TIO ALL ANDST USES OF,MATERIALS
PROVISIONS,PROVIREQUIDED
IN BULL METHODS OF MAJESTIC OAKS WEST 214 US HIGHWAY 17N.SUITE 1
CONSTRUCTION USES MATERIALS PROVIDED IN BUILDINGS AND/OR SECTION 1, LOTS 1-13 HOLLY RIDGE,NC.28445
ABOVE THE PIPE. THIS DEPTH SHALL BE NO LESS THAN 36" BELOW AVERAGE GRADE WITHOUT PRIOR APPROVAL FROM THE STRUCTURES AS REQUIRED BY N.C.UNIFORM BUILDING CODE,LOCAL
DESIGN ENGINEER. AGENCIES AND IN ACCORDANCE WITH GOOD BUILDING PRACTICES. VERIFY PHONE:[phone]
7. SETBACKS LISTED ARE FOR REFERENCE ONLY.ALL STATE, COUNTY,AND LOCAL SANITATION REQUIREMENTS MUST BE MET. ALL DIMENSIONS PRIOR TO CONSTRUCTION. LOW PRESSURE SYSTEM FIRM#P-0937
8. RECEIPT OF THESE PLANS BY OWNER/DEVELOPER AND ALL OTHERS ACKNOWLEDGE THEY ACCEPT THIS PLAN IN EVERY WAY TO THESE PLANS CANNOT BE REDRAWN OR REPRODUCED IN ANY SITE PLAN STRUCTURAL&CIVIL
BE CORRECT.ANY DISPUTE OR CORRECTION MUST BE ADDRESSED PRIOR TO CONSTRUCTION. WAY WITHOUT THE EXPRESS CONSENT OF WESTON LYALL, PE, SCALE: 1"=100' ENGINEERING&
9. PERMITS BY OTHERS. PLS, PLLC. ANY PARTY THAT TAKES PART IN DOING SO IS IN R2:1/8/2019 LAND SURVEYINGR1:10/3/2018 DRAWN BY: FILENAME: SHEET:
10. DISCHARGE OF EFFLUENT IS NOT DESIGNED FOR SCOUR. VIOLATION OF COPYRIGHT LAWS. DATE: 8/30/2018 PW/KM TURCO.dwg 1 OF 3