WQ0041992_Built Plans_20230313

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2018 CDBG INFRASTRUCTURE SEWER PROJECT-._
CDBG=l PROJECT NUMBER 18=1=3036
CONTRACT NO. 4 - 64A & MEEKS RD SANITARY SEWER
IMPROVEMENTS
MARTIN COUNTY, NORTH CAR4LINA
MARCH 1, 2020
I CERTIFY THAT THESE PLANS WERE PREPARED UNDER ` �R �''. .``PSSOC/q'• I CERTIFY THAT THIS PROJECT WAS INSPECTED BY ME
MY SUPERVISION AND DIRECTION AND THAT THEY ARE �`�O ��'� ���J���'' T �'
p ,;y ; ; Q.,,���POR,q'�Fs,'', AND THAT THE INFORMATION ON THESE AS —BUILT "
CORRECT TO THE BEST OF MY. KNOWLEDGE AND BELIEF. _ =O �p:V PLANS IS CORRECT TO THE BEST OF MY KNOWLEDGE
SEAL r_ _ SI✓AL = = AND BELIEF.
o 39.0 9 = = 1972
DAVID F JR., PE ''�i,,�RANK �`N �`� ''��; ILLV_ \ IN PECTOR DATE
NC REG ION N0. 39099 illli ►ills
INDEX
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SANITARY SEWER
CONSTRUCTION NOTES
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PUMP STATION 2
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PUMP STATION 2
FORCE MAIN
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CONST DETAILS-01
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CONSTRUCTION DETAILS
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CONSTRUCTION DETAILS
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DETAILS GENERAL
ALL CONSTRUCTION
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EROSION AND SEDIMENTATION CONTROL DETAILS
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GENERAL CONSTRUCTION NOTES
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1. CONTRACTOR shall be responsible for assigning a full-time competent resident
superintendent or supervisor employed by the CONTRACTOR.
Superintendent/Supervisor shall have the authority to act, direct the WORK,
supervise all subcontractors, etc. on behalf of the respective CONTRACTOR.
CONTRACTOR shall not replace resident superintendent without written
acknowledgment to ENGINEER and approval from OWNER.
2. CONTRACTOR shall submit shop drawings and/or catalogue cuts on selected
materials for approval prior to ordering materials.
3. All work shall be inspected by McDavid Associates, Inc. as work progresses.
Contact McDavid Associates, Inca at 252-753-2139 three (3) days prior to starting
construction.
4. Legend of abbreviations used in plans:
A. SA with Solid Line = Proposed Sanitary Sewer.
B. SA with Dashed Line = Existing Sanitary Sewer.
C. FM with Solid Line - Proposed Sewer Force Main.
D. FM with Dashed Line = Existing Sewer Force Main.
E. W with Solid Line = Proposed Water Line.
F. W with Dashed Line = Existing Water Line.
G. MH = Manhole.
H. ST inside box = Existing Septic Tank.
I. DI = Drop Inlet or Ductile Iron.
J. JB = Junction Box.
K. CO = Sewer Service Cleanout.
L. DIP = Ductile Iron Pipe.
M. BRJ = Boltless Restrained Joint.
N. PVC = Polyvinyl Chloride Pipe.
O. FO = Fiber Optic Cable Marker.
P. RCP = Reinforced Concrete Pipe.
Q. CPP = Corrugated Plastic Pipe.
R. CMP = Corrugated Metal Pipe_
S. EIP = Existing Iron Pipe.
T. R/W = Right -of Way.
U. NIP New Iron Pipe Seta
V. UE with Solid Line = Proposed Underground Electrical Conduit and Wire.
W. UE with Dashed Line = Existing Underground Electrical Conduit and Wire.
X. OE with Solid Line = Proposed Overhead Electrical.
Y. OE with Dashed Line = Existing Overhead Electrical.
Z. UT with Solid Line = Proposed Underground Telephone Line.
AA. 0 = Existing Power Pole.
BB. L = Existing Telephone Riser.
CC. 0 = WM = Existing Water Meter.
DD. V = Existing Water Valve.
EE. Proposed Valve.
FF. = Proposed Fire Hydrant.
GG. °g' = Existing Fire Hydrant.
HH. ► = Proposed Reducer.
II. o = Existing Manhole.
JJ. • = Proposed Manhole.
KK. Existing Catch Basin or Drop Inlet.
LL. A = Existing NCGS Monument.
MM. C = Centerline.
5. Each BIDDER is responsible for inspecting the site and for reading and being
thoroughly familiar with the CONTRACT DOCUMENTS.
BIDDERS shall carefully examine and investigate the site of the WORK, including
subsurfaces soil and groundwater conditions, the PLANS, and the CONTRACT
DOCUMENTS. Submission of a BID shall be conclusive evidence that the BIDDER
has investigated, knows, and is satisfied as to the conditions to be encountered; the
quantities of pavements to be removed and replaced; the character, quality, and
scope of WORK to be performed; the quantities of materials to be furnished; and
the requirements of the PLANS and CONTRACT DOCUMENTS, and that the
BIDDER has included all associated costs for the WORK within the prices shown
in the BID.
The failure or omission of any BIDDER to do any of the foregoing shall in no way
relieve any BIDDER from any obligation in respect to his BID.
6. The OWNER is responsible for obtaining the following PERMITS or approvals
associated with this PROJECT:
A. Department of Transportation Encroachment Agreement
B. Division of Water Quality Sewer Extension Permit
C. Division of Water Quality Public Water Supply Permit
D. CDBG - I Authorization to Construct
The CONTRACTOR shall be responsible for all expenses incurred associated with
WORK required to comply with provisions of the above Permits or corrective actions
necessary to achieve compliance with provisions of the above Permits to include
CONTRACTOR'S expenses associated with any and all WORK stoppages required
or directed by government agencies to obtain compliance with Permit conditions or
provisions of the CONTRACT DOCUMENTS.
The CONTRACTOR shall be responsible for properly notifying permitting agencies
prior to start of construction. The CONTRACTOR shall be responsible for providing
information to permitting agencies in accordance with the permit.
The CONTRACTOR shall comply with all applicable federal, state and local laws
and regulations and shall be responsible for obtaining any other federal, state or
local permits as necessary to complete the WORK.
7. The Contractor shall post all required permits/posters/documents/certificates of
approval on site accessible to employees and the public.
8. The Contractor shall erect project approved signage at Owner/Engineer pre -agreed
locations prior to start of Construction. Upon completion of construction and
approval of the Engineer, the CONTRACTOR shall remove and dispose of project
related signage.
9. CONTRACTOR shall contact all utility companies prior to beginning work and shall
fully coordinate and have all utilities flagged, protected and/or adjusted within the
area of construction. Known utilities within the project area and their respective
contacts are as follows:
A. Electrical
1. Dominion Power
201 West Blvd.
Williamston, NC 27892
[phone]
B. Cable TV
1. Suddenlink
[phone]
C. Telephone & Fiber Optic
1. Century Link
[phone]
D. Water
1. Town of Robersonville
114 South Main Street
Robersonville, NC 27871
[phone]
E. Sewer
1. Town of Parmele
PO Box 98
Parmele, NC 27861
[phone]
F. Locator Service
1. North Carolina 811
[phone]
10. CONTRACTOR shall contact the N.C. Department of Transportation (NCDOT).
A. Five (5) days prior to any WORK within NCDOT right-of-ways.
B. Upon completion of all WORK within NCDOT right-of-ways.
C. Prior to any lane closings.
D. The NCDOT Engineer for this PROJECT is:
N. C. Department of Transportation
Division of Highways
19210 US Highway 64 East
Williamston, NC 27892
Telephone: [phone]
Facsimile: 252-789-0055
11. An executed copy of the NCDOT right of way encroachment agreement shall be
present at the construction site at all times during construction. If safety or traffic
conditions warrant such an action, NCDOT reserves the right to further limit, restrict
or suspend operations within the NCDOT right of way.
12. All material and workmanship shall conform to the N.C. Department of
Transportation "Standard Specifications For Roads and Structures", "Roadway
Standard Drawings", and "Policies and Procedures for Accommodating Utilities n
Highway Right of Way", latest edition.
13. Prior to construction within any area where road construction is in progress by a
NCDOT contractor, the contractor shall coordinate the installation of the proposed
facilities with the NCDOT contractor and the NCDOT inspector to insure that the
facilities are installed in a manner to avoid conflicts with the NCDOT construction
and to provide all specified bury depths and clearances.
14. Construction zones and approaches to construction zones shall be signed and
marked in accordance with the following:
A. "Manual on Uniform Traffic Control Devices for Streets and Highways", latest
revision by U.S. Department of Transportation, Federal Highway
Administration.
B. "North Carolina Construction and Maintenance Operations Supplement to the
Manual on Uniform Traffic Control Devices for Streets and Highways", latest
revision by Division of Highways, N.C. Department of Transportation.
C. "North Carolina Highway Marking Manual and Supplement to the Manual on
Uniform Traffic Control Devices for Streets and Highways", latest revision by
Division of Highways, N.C. Department of Transportation.
D. NCDOT "Roadway Standard Drawings" latest revision by N.C. Department
of Transportation.
E. NCDOT "Standard Specifications For Road and Structures" latest revision by
N.C. Department of Transportation.
15. Any roadway signs or fences removed during construction shall be reinstalled
immediately.
16. The CONTRACTOR shall adhere to all NCDOT safety standards, rules and
regulations. A "Work Zone Traffic Control Supervisor" is a trained and qualified
individual who is employed by the CONTRACTOR and is capable of identifying
unsafe work zone conditions and improper traffic control. NCDOT qualified "Work
Zone Flaggers" shall be used for all flagging operations.
17. The CONTRACTOR shall not perform any construction or cleanup activities unless
appropriate traffic control devices and/or flagmen are in place and functional.
Traffic control devices and/or flagmen shall remain in place and be maintained by
the CONTRACTOR as long as necessary to prevent any unsafe conditions.
18. Any work requiring equipment or personnel within five (5) feet of the edge of any
travel lane of an undivided highway and within ten (10) feet of the edge of any travel
lane of a divided highway shall require a lane closure with appropriate traffic control
devices.
19. Work shall not be preformed on both sides of the road simultaneously within the
same area with the exception of a drybore or road crossing.
20. No material storage will be allowed within the NCDOT right of way. During non-
working hours, equipment shall be parked off the NCDOT right of way.
21. Contractor shall verify the horizontal and vertical location and size of all existing
utilities a minimum of one thousand (1,000) feet in advance of the pipe laying
activities. Payment for locating facilities and utilities shall be included in the price
for the WORK. CONTRACTOR shall notify the ENGINEER immediately if a
potential conflict or problem is identified.
22. Excavation material shall not be placed on the pavement. If for any reason,
excavation material must be placed on the pavement, written permission shall be
obtained from NCDOT and presented to the ENGINEER prior to placement of the
excavation on the pavement. Excavation material shall not be placed in a manner
that blocks drainage structures or creates a roadway hazard after removal.
CONTRACTOR shall place screening material between the pavement and the
excavation material as necessary to prevent excavation material from adhering to
the pavement. The cost of screening material and the placement and removal
thereof shall be included in the UNIT PRICE of the pipe.
23. Trenches, bore pits and/or 'other -excavations shall not be left open or unsafe
overnight.
24. CONTRACTOR shall be responsible and liable for any damages to existing items
caused by the CONTRACTOR or resulting from the CONTRACTOR'S work
associated with accomplishing the PROJECT. PLANS do not show all items that
exist in the PROJECT area. For those items shown on the PLANS, locations are
approximate. The existence of these items will significantly impact the
CONTRACTOR'S ability to install the proposed piping and accomplish the WORK
required by the CONTRACT DOCUMENTS. The CONTRACTOR shall make his
own pre -bid field determination and investigation regarding the existence and the
exact location of all items within the PROJECT area. The CONTRACTOR shall be
responsible for judging and determining how and to what extent existing items will
impact the CONTRACTOR'S ability to accomplish the WORK. The CONTRACTOR
shall contact the owner of the respective utilities within the PROJECT area and
coordinate the protection of the existing utility. All or any fees charged by the
owner of the existing utility related to the protection, holding or relocation of the
existing utility shall be paid by the CONTRACTOR. The CONTRACTOR shall
repair, provide new or replace items damaged or destroyed during construction
whether said items are shown on the PLANS or not. Damage repair, new or
replacement of those items shall be included within the UNIT PRICE of the pipe.
NCDOT owned or maintained items damaged or removed shall be replaced or
reinstalled in conformance with NCDOT "Roadway Standard Drawings" latest
revision by N. C. Department of Transportation and NCDOT "Standard
Specifications For Road and Structures" latest revision by N. C. Department of
Transportation. The cost associated with accomplishing the proposed WORK in the
immediate vicinity of existing items and the protection of these existing items shall
be included in the UNIT PRICE of the pipe. There shall be no additional payment
to the CONTRACTOR for costs associated with temporary or permanent locating
and/or relocating existing items necessary to accomplish proposed construction
activities; holding existing items out of the way of construction activities; measures
required for the protection of existing items; or, temporary repair, removal, providing
new and/or replacement of existing items damaged by the CONTRACTOR.
A. CONTRACTOR shall protect existing storm drainage pipe before, during and
after removal and replacement. Existing undamaged storm drainage piping
may be reused. Existing drainage piping damaged by the CONTRACTOR
shall be replaced with new piping. Existing damaged drainage piping shall
be replaced with new piping if CONTRACTOR disturbs the existing damaged
piping. A storm drain pipe collar shall be installed around the joint of any pipe
segment disturbed, installed or reinstalled during construction. Drainage
structures shall not be blocked with excavation materials.
B. CONTRACTOR shall protect existing underground and above ground utilities
within the PROJECT area. Existing underground and above ground utilities
within the PROJECT area include but are not limited to: water lines, sewer
lines, natural gas lines, telephone cables (including fiber optic cables), cable
TV cables, and electric cables.
1. Existing utilities are numerous and alignments are irregular. Accurate
depiction of the utilities on the PLANS is not possible or practical and
therefore the PLANS do not typically attempt to illustrate all utilities and
locations of all utilities.
2. CONTRACTOR shall coordinate with owner of existing overhead utilities
to have utility line, pole, or guy wire, etc. held or temporarily relocated to
accomplish installation of the proposed WORK.
3. CONTRACTOR shall replace all existing water service lines damaged
or cut during construction of the PROJECT from the existing water line
to the existing meter stop with new 200 psi service line with no joints or
splices.
C. CONTRACTOR shall protect above ground items within the PROJECT area.
Existing above ground items within the PROJECT area include but are not
limited to: right of way monuments, adjacent property monuments, roadway
signs, mail boxes, shrubbery, small ornamental trees, fences, headwalls,
paved and unpaved driveways, pavements, curbing, gutters, roads, paths,
walkways, drives to mail boxes, etc.
1. CONTRACTOR, prior to beginning construction shall identify all right of
way monuments or adjacent property comer monuments to be disturbed
by the WORK. Any monuments to be disturbed by the WORK, shall be
referenced by a Registered Land Surveyor prior to the WORK and reset
after construction by a Registered Land Surveyor.
2. Existing roadway signs disturbed, damaged or removed shall be
replaced, restored and reinstalled by the CONTRACTOR as soon as
possible. Existing roadway signs disturbed, damaged or removed shall
be replaced, restored and reinstalled by the CONTRACTOR the same
day disturbed, damaged or removed. Temporary signing shall be
utilized until existing permanent signs are replaced, restored and
reinstalled.
3. Existing mail boxes disturbed, damaged or removed shall be replaced,
restored and reinstalled by the CONTRACTOR the same day disturbed,
damaged or removed.
4. Other improvements disturbed, damaged or removed shall be replaced,
restored and reinstalled by the CONTRACTOR.
5. Shrubbery and small ornamental trees (three (3) inches diameter and
smaller) disturbed, damaged or removed shall be replaced and/or
reinstalled by the CONTRACTOR within thirty (30) calendar days from
the day disturbed, damaged or removed. Shrubbery and small
ornamental trees to be reused may be replanted in a temporary
protected area provided by the CONTRACTOR. All shrubbery and
ornamental trees that do not survive during the construction period and
within the one year guarantee period shall be replaced by the
CONTRACTOR within thirty (30) calendar days after notification by the
ENGINEER. Trees shall be permanently replanted a minimum of fifteen
(15) feet from the utility line.
6. Fences disturbed, damaged, or removed shall be replaced, restored and
reinstalled by the CONTRACTOR the same day disturbed, damaged or
removed.
7. Headwalls disturbed, damaged or removed shall be replaced by the
CONTRACTOR within thirty (30) calendar days from the day disturbed,
damaged or removed.
8. All paved (concrete and/or asphalt) driveways, curbing, gutters and
sidewalks disturbed, damaged or removed during construction shall
have the pavement replaced within thirty (30) calendar days of
disturbance.
9. CONTRACTOR shall provide a minimum six (6) inches of INCIDENTAL
STONE BASE to temporarily and satisfactorily restore all paved and
unpaved driveways, roads, paths, walkways and drives to mail boxes
within two (2) hours of disturbance. INCIDENTAL STONE BASE shall
be provided and installed in all areas where pavements are removed.
INCIDENTAL STONE BASE shall be provided and installed for the full
width of the unpaved driveway or walkway from the edge of the NCDOT
pavement to fifteen (15) feet past the opposite side of the water and/or
sewer line trench or any other areas of driveways, roads, paths or
walkways disturbed by the CONSTRUCTION. CONTRACTOR shall
maintain all driveways, roads, paths, walkways and drives to mail boxes
until said driveways, roads, paths, walkways and drives to mailboxes are
accepted by the OWNER and the ENGINEER as being as good as or
better than their original condition.
25. CONTRACTOR shall obtain permission from respective property owners prior to
encroaching on private properties for construction purposes including, but not
limited to, bore pits for drybores.
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26. All excavations inside the theoretical 1:1 slope from the existing edge of pavement
to the bottom of the nearest excavation wall shall be made in accordance with the
following:
A. Active excavation shoring, such as sheet piling, shall be installed.
B. All trench excavation inside the limits of the theoretical 1:1 slope, shall be
completely backfilled and compacted at the end of each construction day.
No portion of the trench shall be left open overnight.
27. All soils encountered shall be considered Type "C" soil. All Sloping, Benching,
Trenching, Shoring and Shield systems shall follow OSHA guidelines for Type "C"
soils.
A. Sloping and Benching
1. Maximum allowable slope is 1.5:1.
2. The actual slope shall be less steep than the maximum allowable slope,
when there are signs of distress. If that situation occurs, the slope shall
be cut back to an actual slope of 2:1.
3. When surcharge loads from stored material or equipment, operating
equipment, or traffic are present, a "competent person" shall determine
the degree to which the actual slope must be reduced below the
maximum allowable slope, and shall assure that such reduction is
achieved.
B. Trenching, Shoring and Shielding systems (trench boxes)
1 The CONTRACTOR shall keep a "competent person" on site at all times
to monitor Trenching, and the utilization of Shoring and Shielding
systems.
28. CONTRACTOR shall at its own expense, strictly adhere to all pertinent safety
standards rules and OSHA
S A regulations required or recommended by governmental
or quasi -governmental authorities having jurisdiction. By submitting a BID for this
CONTRACT, CONTRACTOR acknowledges that it has its own OSHA compliant
safety program for all WORK covered by or performed under this CONTRACT. The
CONTRACTOR by submitting a BID for this CONTRACT further acknowledges that
OSHA Safety Regulations require the CONTRACTOR to keep a trained "competent
person" on the job. A "competent person" is a trained individual who is employed
by the CONTRACTOR and is capable of identifying existing and predictable
hazards or working conditions that are hazardous, unsanitary, or dangerous to
employees, and has the authority to take prompt corrective measures to eliminate
or control any hazard or unsafe conditions. The CONTRACTOR agrees to keep as
many "competent persons" onsite as necessary to maintain safe working conditions
at all times. In addition to keeping as many "competent persons" on site at all times
workers are in trenches and other types of excavation, the CONTRACTOR also
agrees to conduct its own frequent and regular inspections of all WORK covered
by or performed under this CONTRACT at the PROJECT site to verify compliance
with the CONTRACTOR'S safety program and all applicable safety standards, rules
and OSHA regulations. The CONTRACTOR and the OWNER acknowledge and
agree that neither the OWNER nor the ENGINEER has any control, responsibility
or authority over the CONTRACTOR or the CONTRACTOR'S employees or
SUBCONTRACTOR'S with regard to the safety and health conditions relating to or
arising out of the CONTRACTOR'S work or the performance of any work covered
by this CONTRACT. The PROJECT OBSERVER is an employee of the ENGINEER
and is not a trained "competent person". The CONTRACTOR has the sole
responsibility and authority for ensuring that any and all hazardous conditions
relating to or arising out of the CONTRACTOR'S work are identified and corrected.
With regard to the CONTRACTOR'S work or any WORK covered by or performed
under this CONTRACT, the OWNER is not the controlling employer or controlling
entity for the purpose of detecting hazardous conditions or ensuring that hazardous
conditions are corrected.
29. Daily Cleanup and Maintenance of Ingress and Egress
A. The PROJECT area includes residential, commercial and industrial
neighborhoods which require continuous ingress and egress routes. Ingress
and egress shall be maintained to all homes, businesses and dwellings
affected by the PROJECT. The CONTRACTOR shall utilize any and all
construction methods, including INCIDENTAL STONE BASE as necessary
to maintain ingress and egress to all properties at all times during the
construction period except during the time period required for excavation,
pipe laying and backfilling. The CONTRACTOR shall make a special effort
to maintain ingress and egress to existing fire hydrants at all times.
B. All excavation, pipelaying, and backfilling activities shall be completed not
later than 5:00 p.m. each work day. Incidental stone, grading, provisions for
temporary drainage, and cleanup after each days construction activities shall
be completed immediately following completion of excavation, pipelaying, and
backfilling operations each day. The CONTRACTOR shall not leave or
abandon the work site until all daily cleanup, provisions for temporary
drainage, and provisions for convenient ingress and egress have been
completed.
GENERAL CONSTRUCTION NOTES
C. Maintenance of all disturbed areas shall be provided on a daily basis as 4. Protect storm pipe inlets from sediment runoff generated by land
required to provide drainage and convenient ingress and egress to all disturbing activities with silt fences and gravel filter check dams.
properties, minimize threats for injuries associated with vehicular and/or
pedestrian traffic, and maintain all unpaved areas in a manner acceptable for 5. Protect drop inlets and catch basins with block and gravel filters.
normal lawn care activities by adjoining residents and/or property owners.
6. Install Class 1 rip rap protection around disturbed storm pipe outlets
D. The CONTRACTOR shall initiate and continuously pursue until completion within seven (7) days.
all specific cleanup, cleanup maintenance, and/or repair activities requested
by the ENGINEER within four (4) hours of the ENGINEER's request. The 7. Construct and maintain detention basins, silt traps, check dams and
ENGINEER may request such activities based upon his observations, citizen barriers. Divert all surface runoff into roadway ditches, detention basins
complaints, directions from regulatory agencies, and items brought to the or silt basins. Install erosion control devices as necessary to prevent
ENGINEER's attention by others. sediment from leaving PROJECT area.
E. The cost for providing temporary drainage, satisfactory ingress and egress, 8. Not more than three hundred (300) feet of trench shall be opened in
cleanup, and maintenance of disturbed areas shall be included within the advance of completed backfill.
price for the WORK. No additional payment shall be provided for these
activities. 9. Trenches shall not remain open after normal working hours.
F. Failure by the CONTRACTOR to adequately provide and maintain 10. All land disturbed areas on the banks and approaches to ditches,
satisfactory conditions for drainage and/or ingress and egress, correct streams or creek crossings shall be graded not to exceed 2:1 ratio.
specific cleanup, cleanup maintenance, and/or repair activities requested by Install bank stabilization. Surface water runoff shall be diverted from
the ENGINEER may result in the employment by the OWNER of an outside land disturbed areas.
party to accomplish these activities.
11. Mulching is to be applied at a minimum rate of 2 tons/acre to all seeded
1. The OWNER may employ an outside party at any time the areas. For each square foot of seeded area, the mulch must cover a
CONTRACTOR is not on the PROJECT site and unsatisfactory minimum of 75% after it is tacked or crimped in place.
conditions exist regarding drainage, ingress, egress, safety, or cleanup.
12. If other erosion control devices fail to stabilize and prevent erosion,
2. Payment for all costs incurred by the OWNER relating to the CONTRACTOR shall install erosion control matting as necessary to
employment of an outside party shall be reimbursed to the OWNER on prevent erosion.
a monthly basis by the CONTRACTOR.
13. Seeding will not be done in areas to receive pavement.
3. Failure to reimburse the OWNER shall result in the OWNER deducting
payment for these costs from payments to the CONTRACTOR. J. Ground Stabilization
G. The CONTRACTOR should expect these provisions relative to daily cleanup 1. Soil stabilization shall be achieved on any area of a site where land -
and maintenance of ingress and egress to be strictly and rigorously enforced disturbing activities have temporarily or permanently ceased according
throughout the CONTRACT period. to the following schedule:
30. Erosion and Sedimentation Control a. All perimeter dikes, swales, ditches, perimeter slopes and all
slopes steeper than 3 horizontal to 1 vertical (3:1) shall be
A. Cost of all erosion and sedimentation control measures and devices shall be provided temporary or permanent stabilization with ground cover
included in the UNIT PRICE of the WORK as shown in the BID SCHEDULE. as soon as practicable but in any event within 7 calendar days
from the last land -disturbing activity.
B. CONTRACTOR shall retain a copy of the latest approved erosion and
sedimentation control plan on site to be made available upon request. b. For portions of projects within the Sediment Control Commission -
defined "High Quality Water Zone" (15A NCAC 04A. 0105),
C. Failure by the CONTRACTOR to adequately implement the erosion and stabilization with ground cover shall be achieved as soon as
sedimentation control measures described in these PLANS and practicable but in any event on all areas of the site within 7
SPECIFICATIONS may result in the employment by the OWNER of an calendar days from the last land -disturbing act.
outside party to accomplish these activities.
C. All slopes 50' in length or greater shall apply the ground cover
1. The OWNER may employ an outside party at any time the within 7 days except when the slope is flatter than 4:1.
CONTRACTOR is not on the PROJECT site and unsatisfactory
conditions exist regarding erosion and sedimentation control. d. Any sloped area flatter than 4:1 shall apply the ground cover
within 14 calendar days from the last land -disturbing activity.
2. Payment for all costs incurred by the OWNER relating to the
employment of an outside party shall be reimbursed to the OWNER on e. All other disturbed areas not mentioned above shall be provided
a monthly basis by the CONTRACTOR. temporary or permanent stabilization with ground cover as soon
as practicable but in any event within 14 calendar days from the
3. Failure to reimburse the OWNER shall result in the OWNER deducting last land -disturbing activity.
payment for these costs from payments to the CONTRACTOR.
K. Permanent
D. Failure by the CONTRACTOR to comply with any part of the approved
erosion and sedimentation control plan or with any Division of Land 1. Final grading, soil preparation, fertilizing, liming, seeding and mulching
Resources Land Quality Section requirements may result in civil penalty of of the PROJECT area shall be completed within time frame
up to $5,000 for the initial violation plus up to $5,000 per day for each day the requirements for Ground Stabilization above.
site is out of compliance. Any violation penalties imposed upon the OWNER
by the State shall be charged by the OWNER to the CONTRACTOR and 2. Mulching is to be applied at a minimum rate of 2 tons/acre to all seeded
paid to the OWNER by the CONTRACTOR. areas. For each square foot of seeded area, the mulch must cover a
minimum of 75% of the exposed ground after it is tacked or crimped in
E. Appropriate temporary and permanent measures shall be used to control place. Mulching shall be applied in an uniform manner.
erosion and sedimentation in accordance with all local, State and Federal
regulations. Erosion and sedimentation control measures or devices shall 3. If other erosion control devices fail to stabilize and prevent erosion,
be installed to safely prevent erosion from leaving the site resulting from a install erosion control matting as necessary to prevent erosion.
ten (10) year storm event (6.5 inches to 7 inches rain in twenty four hours or
rain at a rate of 6.5 inches to 7 inches in one hour). 4. Permanent ground cover (grass, mulching, matting, etc.) shall be
established and effectively restraining erosion within time frame
F. CONTRACTOR shall schedule land -disturbing activities to minimize the area requirements for Ground Stabilization above.
of exposure, the time between the land disturbances and the providing of
ground cover. L. Erosion Control Construction Sequence
G. CONTRACTOR shall maintain a buffer zone, sufficient to restrain visible 1. Clear PROJECT area only as necessary to install erosion control
sedimentation between any land -disturbing activity and any adjacent property devices.
or watercourse.
2. Begin construction.
H. The CONTRACTOR shall not begin construction until after all erosion control
devices have been installed. 3. Maintain erosion control devices as necessary during project
construction.
1. Temporary
4. As construction progresses, install additional erosion control devices as
1. Install silt fence around all proposed spoil piles. Silt fences shall be necessary to prevent erosion leaving the PROJECT area.
installed along all land disturbed areas where necessary to prevent
sediment from leaving the PROJECT site. 5. Temporarily seed and mulch disturbed area within prescribed time
frames.
2. Construct and maintain gravel construction entrances/exits for all sites.
6. After disturbed areas are stabilized, permanently seed and mulch
3. All land disturbed areas shall be graded to minimize runoff. New or disturbed areas within prescribed time frames.
affected slopes shall be graded to an angle that can be retained by
vegetative cover. 7. After the PROJECT area is stabilized, remove temporary erosion control
devices, dress out area and seed and mulch any disturbed areas:
p,SS O C/ '�ii C
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NOT AS-BUILTS = SEAL _ = - =a SEAL T_
EXTRACTS FROM ORIGINAL PLANS - = 1972 _ =o : 30 99Nt
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SANITARY SEWER CONSTRUCTION NOTES
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1. See General Construction Notes
2. All construction is on a UNIT PRICE basis.
3. The CONTRACTOR is responsible for all subsurface conditions and construction
methods necessary to install the facility.
4. The CONTRACTOR shall include all clearing in the UNIT PRICE of the pipe or
applicable construction item.
5. ' All stone bedding for SANITARY SEWER COLLECTION LINES shall be included
in the UNIT PRICE of the pipe or applicable construction item.
6. Backfill material for gravity SANITARY SEWER COLLECTION LINES shall be as
follows:
A. Under proposed pavement, asphalt or concrete driveways, curb and gutter,
NCDOT roads, Hedgefield Road, Oakwood Road, or inside theoretical 1:1
slope from the existing edge of pavement to the bottom of the nearest
excavation wall.
1. NCDOT approved BORROW shall be used. Payment for BORROW shall
be at the CONTRACT UNIT PRICE per cubic yard as shown in the BID
SCHEDULE under the payment category "BORROW".
B. Under gravel or soil driveways or parking areas.
1. Suitable soil material excavated from the site may be used for backfill.
Payment for backfilling shall be included within the UNIT PRICE of the
pipe.
2. BORROW shall be used if existing on -site material is not suitable.
Payment for BORROW shall be at the CONTRACT UNIT PRICE per cubic
yard as shown in the BID SCHEDULE under the payment category
"BORROW".
C. NOT under proposed pavement, asphalt or concrete driveways, curb and
gutter, NCDOT roads, gravel or soil driveways or parking areas or inside
theoretical 1:1 slope from the existing edge of pavement to the bottom of the
nearest excavation wall.
1. Suitable soil material excavated from the site may be used for backfill
Payment for backfilling shall be included within the UNIT PRICE of the
pipe.
2. BORROW shall be used if existing on -site material is not suitable.
Engineer shall be notified for approval prior to use of BORROW. Payment
for BORROW shall be at the CONTRACT UNIT PRICE per cubic yard as
shown in the BID SCHEDULE under payment category "BORROW".
7. Backfill compaction for all gravity SANITARY SEWER COLLECTION LINES shall
be in accordance with SECTION 02222, EXCAVATION, BACKFILL, AND
COMPACTION FOR SEWER LINES. This section shall supersede any less
stringent compaction requirements found elsewhere in the PLANS and/or
SPECIFICATIONS.
8. Backfill compaction for all force mains shall be in accordance with SECTION 02226,
EXCAVATION, BACKFILL, AND COMPACTION FOR FORCE MAINS. This section
shall supercede any less stringent compaction requirements found elsewhere in the
PLANS and/or SPECIFICATIONS.
9. BACKFILL compaction around all structures shall be in accordance with SECTION
02221, EXCAVATION, BACKFILL, AND COMPACTION FOR STRUCTURES. This
section shall supercede any less stringent compaction requirements found
elsewhere in the PLANS and/or SPECIFICATIONS.
10. CONTRACTOR shall install all sewer collection lines, manholes, and appurtenances
in the locations shown on the PLANS. CONTRACTOR shall notify the ENGINEER
immediately if a conflict or problem is identified which warrants the installation in a
location other than that shown on the PLANS.
11. When minimum cover in all directions is less than thirty-six (36) inches, the pipe
shall be ductile iron pipe. CONTRACTOR shall notify the ENGINEER if the use of
ductile iron pipe is required and not shown on the PLANS as ductile iron pipe, prior
to installation.
12. Individual plan sheets depicting proposed construction and detailed plan sheets
should be used together. In the event that discrepancies exist between individual
plan sheets and detailed plan sheets, such discrepancies shall immediately be
brought to the attention of the ENGINEER. The better quality or greater quantity
involved in any such discrepancy shall govern unless otherwise directed by the
ENGINEER. All items necessary or incidental for a complete and operational
installation shall be provided and constructed although all such items may not be
included in or shown on the PLANS.
13. 1f the CONTRACTOR installs the sewer facilities at any location other than the
approved location as shown on the PLANS, the CONTRACTOR shall solely be
responsible for all associated cost and shall obtain written approval of the OWNER,
the ENGINEER, NCDOT, and all permitting agencies. If the ENGINEER, OWNER,
NCDOT, or the permitting agencies do not approve the installation at the alternate
location, the CONTRACTOR shall relocate the facilities in conformance with the
PLANS at the CONTRACTOR'S expense.
14. Crossing Asphalt and Concrete Pavements and Driveways:
A. All existing NCDOT pavements crossed by gravity SANITARY SEWER
COLLECTION LINES shall be by cased drybore. No open cuts will be
permitted for their installation unless shown otherwise on PLANS.
B. All existing NCDOT pavements crossed by Sewer Force Mains shall be by
cased drybore. No open cuts will be permitted for their installation unless
shown otherwise on PLANS.
C. Cased drybores shall be installed by boring and jacking. Under no conditions
shall jetting or wet boring be permitted. Jacking without boring shall not be
permitted.
1. Drybore shall extend a minimum of five (5) feet beyond the edge of the
pavement or to the limit of the theoretical one to one slope from the edge
of the pavement to the bottom of the proposed pipe trench or as shown on
PLANS whichever is greater.
2. Payment shall not include extra drybore quantities installed for the
CONTRACTOR'S convenience, such as extending casing under cables or
avoidance of cutting and removing lengths of casing beyond that required
for an acceptable installation.
3. All roadway crossings by drybore shall be a minimum of 60" below the
elevation of the existing roadway and 48" below the existing ditches unless
shown otherwise on PLANS.
D. All existing NCDOT pavements, crossed by gravity Sanitary Sewer Service
piping shall be by uncased drybore. No open cuts will be permitted for their
installation unless the main gravity sewer collection line is installed beneath the
existing pavement or unless shown otherwise on PLANS. Uncased drybores
shall be made in accordance with Section 02347 of SPECIFICATIONS.
E. All existing driveways crossed by gravity SANITARY SEWER COLLECTION
LINES shall be open cut by sawing, breaking, removing, disposing and
replacing unless PLANS specifically require a drybore. PLANS may not show
all roads, aprons or pavements. Associated cost shall be paid as "BREAK,
REMOVE, AND REPLACE EXISTING ASPHALT PAVEMENT" and as
"BREAK, REMOVE, AND REPLACE EXISTING 6" CONCRETE DRIVEWAY"
as shown in BID SCHEDULE.
F. All concrete or asphalt driveways and all concrete or asphalt private roads
crossed by Sewer Force Mains or Sanitary Sewer Services shall be by uncased
drybore. (No casing required.) Bore hole diameter shall not be greater than
one (1) inch larger than pipe outside diameter. PLANS may not show all
driveways and private roads. The CONTRACTOR shall make his own prebid
field determination of the quantity of bores under concrete or asphalt driveways
and under all concrete or asphalt private roads and shall include the associated
cost within the UNIT PRICE of the pipe unless shown otherwise in the BID
SCHEDULE.
In cases where the existing conditions make it difficult or impossible to bore
concrete or asphalt driveways, the CONTRACTOR with the permission of the
ENGINEER shall be permitted to open cut by sawing, breaking, removing,
disposing and replacing of all concrete or asphalt driveways and concrete or
asphalt private roads. Minimum pavement patch width shall be two (2) feet.
If the CONTRACTOR'S open cut is within three (3) feet of an existing concrete
pavement joint then the CONTRACTOR shall be required to extend pavement
removal and replacement activities to the joint. PLANS do not show all
driveways and private roads. Associated cost for BREAK, REMOVE, AND
REPLACE EXISTING PAVEMENTS shall be included within the UNIT PRICE
of the pipe.
15. Pavement repair design shall be as shown in construction details of PLANS.
A. For existing NCDOT pavements:
1. Open cuts 6 feet wide or less shall be patched back utilizing 24 inches of
flowable fill and 2 inches of S9.513 or S9.5C asphalt surface course.
2. Open cuts greater than 6 feet wide shall be patched back utilizing 11
inches of asphalt base course B25.OB or B25.00 and 2 inches of asphalt
surface course S9.513 or S9.5C. In these areas, compaction/density
testing is required on the subgrade, asphalt base course and asphalt
surface course, certified by a professional engineer, in accordance with
NCDOT Standards. Payment for testing shall be provided in the Soils
Testing Allowance or Geotechnical Testing Allowance as show in the BID
SCHEDULE.
3. Asphalt resurfacing with 2 inches of asphalt surface course S9.513 or
S9.5C will be required for all open cuts across existing NCDOT asphalt
pavements after patching is completed.
B. For Existing Non-NCDOT pavements:
1. Open cuts shall be patched back utilizing minimum 8 inches of compacted
CABC and 2 inches of asphalt surface course S9.5A.
2. Asphalt resurfacing with 1.25 inches of ashpalt surface course S9.5A will
be required for all open cuts across existing Non-NCDOT asphalt
pavements after patching is completed.
3. Curb and gutter shall be reconstructed utilizing minimum 8 inches of
compacted CABC. CABC shall extend minimum 8" beyond back of curb
and gutter.
16. All unpaved roads crossed by gravity SANITARY SEWER COLLECTION LINES
Sewer Force Mains and Sanitary Sewer Services shall be open cut unless PLANS
specifically require a drybore. PLANS may not show all roads requiring open cut.
Compaction of backfill across unpaved roads shall be 98% Standard Proctor.
17. With respect to installation of gravity SANITARY SEWER COLLECTION LINES
under existingfacilities i.e. storm drainage, ewer main
g ,gas mains, water lines, etc., s
joints shall not be installed within four (4) feet of the existing facility. Sewer main
shall be centered on existing facility. Facilities that are damaged shall be repaired
or replaced.
18. With respect to Sewer Force Main installation under existing facilities, i.e., storm
drainage, gas mains, etc., force main joints shall not be installed within eight (8) feet
of the existing facility. Force main shall be centered on existing facility. Force
mains to be installed under existing facilities shall be installed by uncased drybore
when possible. The existing facility, i.e., storm drainage, gas main, etc., shall not
be disturbed. Payment for uncased drybores shall be included in the UNIT PRICE
of the pipe.
Where uncased bores are not possible or where during installation the bedding
beneath the existing storm drain is disturbed, one of the following actions is
required:
A. The existing storm drain shall be removed and #57 stone bedding shall be used
between the proposed force main and the centerline of the storm drain.
B. The existing storm drain shall be supported in place and flowable fill (cement
grout) shall be used as bedding between the force main and the centerline of
the storm drain.
The cost of bedding, storm drain removal, replacement, #57 stone, flowable fill, etc.
shall be included in the UNIT PRICE of the pipe.
19. CONTRACTOR shall install force main without casing over culverts only if there is
adequate ground cover. If ground cover is inadequate, CONTRACTOR shall
normally install force main under culvert or around end of culvert. In cases where
existing conditions make it difficult or impossible to install main under culvert or
around end of culvert, upon approval by both field ENGINEER and NCDOT
engineer, CONTRACTOR may install force main through steel casing over culvert.
Price of casing shall be included in the UNIT PRICE of the pipe.
20. Gravity SANITARY SEWER COLLECTION LINES that are to be installed under
ditches or streams with less than three (3) feet of cover between the top of the pipe
and the deepest portion of the ditch or stream shall be ductile iron pipe.
21. With respect to a ditch or stream crossing, the Sewer Force Main shall be installed
a minimum depth of four (4) feet vertically below the deepest portion of the ditch or
stream bed and four (4) feet horizontally from the right-of-way. Backfill shall not be
placed within stream crossings.
22. Relation of sanitary sewer lines to storm sewer:
A. A minimum twenty four (24) inch vertical separation shall be provided between
any sanitary sewer line and storm sewer.
B. If a twenty four (24) inch vertical separation can not be obtained between the
sanitary sewer line and the storm sewer, then the sanitary sewer line shall be
constructed of ferrous materials.
23. Relation of sanitary sewer lines to water mains:
A. Lateral separation of any sanitary sewer line and water mains.
1. Sanitary sewer lines shall be laid at least ten (10) feet laterally from
existing water mains, unless local conditions or barriers prevent a ten (10)
foot lateral separation.
a. If a sanitary sewer line cannot be laid with a ten (10) foot lateral
separation with respect to water mains, the sanitary sewer line shall
be laid within a separate trench with the elevation of the top of the
sanitary sewer line at least eighteen (18) inches below the bottom of
the water main.
B. Crossing a sanitary sewer line under a water main.
1. Whenever it is necessary for a sanitary sewer line to cross under a water
main, the sanitary sewer line shall be laid at such an elevation that the top
of the sanitary sewer line is at least eighteen (18) inches below the bottom
of the water main, unless local conditions or barriers prevent an eighteen
(18) inch vertical separation. If an eighteen (18) inch separation can not
be achieved, both the water main and sanitary sewer line shall be
constructed of ferrous materials and with joints that are equivalent to water
main standards for a distance of ten (10) feet on each side of the point of
crossing. A section of the conflicting sanitary sewer line shall be centered
at the point of crossing.
C. Crossing of a sanitary sewer line over a water main.
1. Whenever it is necessary for a sanitary sewer line to cross over a water
main, both the sanitary sewer line and the water main shall be constructed
of ferrous materials and with joints equivalent to water main standards for
a distance of ten (10) feet on each side of the point of crossing. A section
of the sanitary sewer line shall be centered at the point of crossing.
24. Relation of gravity sanitary sewer lines to private and public water supply wells.
A. A minimum distance of 100 feet shall be maintained between any private or
public water supply well and any gravity sanitary sewer line.
1. If the minimum 100 foot separation cannot be obtained, gravity sanitary
sewer lines shall be constructed with joints equivalent to public water
supply standards and tested to 150 PSI. Testing of gravity sanitary sewer
dines which are in conflict with the 100 foot separation shall be in
accordance with SECTION 02733 of SPECIFICATIONS.
2. In addition to testing requirements, any portion of gravity sanitary sewer
collection lines and/or gravity sanitary sewer service lines within 100 feet
of the well shall be constructed of ferrous materials.
3. The minimum separation shall however not be less than 25 feet from a
private well or 50 feet from a public water supply well.
25. Blocking of Sewer Force Mains
A. Provide concrete thrust blocking, thrust rodding, gripping ring systems,
restrained joints, or other means approved by the ENGINEER to prevent
movement of pipe, fittings, and valves due to internal pressures resulting from
hydrostatic testing and system operation.
B. Blocking, thrust rodding, gripping ring systems, and restrained joint
requirements described in the following paragraphs represent minimum
requirements. Adequate blocking and joint restraint necessary to successfully
accomplish hydrostatic testing shall be provided in all cases. No additional
payment shall be made for blocking, thrust rodding, gripping ring systems and
joint restraint provided over and above that required in this section.
C. Provide concrete thrust blocking as follows:
1. At all fittings except vertical down fittings.
D. Provide thrust rodding in addition to concrete thrust blocking as follows:
1. At the ends of steel casings, between the steel casing and the first fitting
on the pipe line exiting the casing if the fitting is within ten (10) feet of the
end of the casing.
2. Where a valve is located between the end of the casing and the fitting,
thrust rodding shall be carried through the valve.
3. Where specifically shown on the PLANS.
E. Provide gripping rings in addition to concrete thrust blocking as follows:
1. At all vertical up fittings.
2. Where specifically shown on the PLANS.
F. Provide either thrust rodding or gripping rings in addition to concrete thrust
blocking as follows:
1. Where bends are within ten (10) feet of tees or valves.
2. Where specifically shown on the PLANS.
G. Provide gripping rings as follows:
1. At all vertical down fittings.
a. Provide thrust rodding in addition to gripping rings where specifically
shown on the PLANS.
2. Where specifically shown on the PLANS.
H. Provide thrust rodding and gripping rings in addition to concrete thrust blocking
where specifically shown on the PLANS.
L Provide restrained joints for ductile iron pipe as follows:
1. Where specifically shown on the PLANS and/or called for in the BID
SCHEDULE.
J. Provide thrust rodding, gripping rings, and/or restrained joints as follows:
1. Where space limitations, poor soil, or disturbed soil will not permit concrete
thrust blocking.
2. Where future excavation, such as future tie-in to item being blocked, will
render concrete thrust blocking ineffective.
3. Where required to ensure accessibility for repairs.
4. Where specifically shown on the PLANS.
26. CONTRACTOR shall install marking tape made of three (3) inch wide,
electromagnetic detectable, metallic material, which shall read "CAUTION: BURIED
FORCE MAIN BELOW". Install the tape above the pipe approximately one (1) foot
below the ground surface, for the entire length of all force main installed.
27. CONTRACTOR shall not install pipe within ten (10) feet of retaining walls and wing
walls of bridges and culverts. This includes pipes installed by drybore or horizontal
directional drilling.
28. CONTRACTOR shall obtain permission from respective property owners prior to
encroaching on private properties for construction purposes including, but not
limited to, bore pits for drybores.
29. Tie-in of new sanitary sewer lines to existing sewer collection lines:
A. Existing lines are shown based upon the best known evidence with respect to
their size, location, and type of material. CONTRACTOR shall predetermine
and field verify the exact size, type, and location of existing sewer collection
lines as applicable to insure minimum interruption of service.
B. All WORK necessary to sever, plug, and/or stop any sewerage leakage of the
existing system shall be included in the UNIT PRICE of the WORK. Included
in the UNIT PRICE of the pipe shall also be the removal and flushing of existing
sewer collection lines due to the process.
30. Deactivation and detachment of existing sewer services:
A. The detachment of all existing lines being replaced by new sewer service lines,
the break, removal and replacement of pavement caused by the detachment,
and any fittings necessary to sever, plug, and/or stop any sewerage leakage
of the existing system shall be included in the UNIT PRICE of the WORK
included in the BID SCHEDULE. Included in the UNIT PRICE of the WORK
shall also be the removal or abandonment and flushing of existing sewer
collection/drain lines and any asphalt replacement necessary due to the
process.
B. Existing residential sewer collection/treatment/drain lines and facilities shall
remain active until replaced by the new sewer service facilities. Temporary
measures, at CONTRACTOR'S expense, may be used to insure all existing
sewer facilities remain active.
31. Interruption of service.
A. Detachments or tie-ins.
1. CONTRACTOR shall notify OWNER, all affected users, and the
ENGINEER prior to interruption of service.
2. If interruption of service will last greater than two (2) hours, the
CONTRACTOR shall preschedule the work with OWNER at a mutually
agreeable time that would impose a minimum inconvenience on the
affected users.
B. Service change over.
1. CONTRACTOR shall notify the affected user prior to interruption of
service.
2. Maximum time a user should be out of service for tie-ins of new service
shall be thirty (30) minutes.
32.
A. The CONTRACTOR will be responsible for providing Contractor Certified
Record Drawings to the Engineer of all sanitary sewer construction WORK.
Record Drawings shall be developed based upon field measurements of "as -
built" conditions. All deviations (horizontal and vertical) from plan requirements
shall be clearly illustrated by a single line "strike through" of the original criteria
and the as -built condition written above or beside the "strike through."
B. The N.C. Division of Water Quality (DWQ) will not approve sewer lines installed
with slopes more than 10% flatter than DWQ minimum design slopes. DWQ
minimum design slopes for different pipe diameters and minimum acceptable
"as -built" slopes are as follows:
DWQ Minimum Minimum Acceptable
Diameter Design Slope As -Built Slope
8" 0.40% 0.360%
1. The CONTRACTOR shall be required to re -construct all collection sewers
and manholes determined to be out of compliance with this criteria at no
additional compensation. It is recommended the CONTRACTOR utilize
extreme care in the construction of the sewer collection system to avoid re-
constructing sewers determined to be out of compliance.
C. CONTRACTOR's submission and engineer's approval of Record Drawings are
required before the CONTRACTOR will be considered substantially complete.
D. Record Drawings shall contain the following certification by the
CONTRACTOR:
Contractor's Record Drawing Certification
I, , being duly authorized by the Board of Directors of
(Individual)
the prime contractor for the sanitary sewer
( Contractor )
J
improvements as shown on these plans, do hereby certify that these Record
Drawings are made from field measurements of "as -built" facilities and are true
and accurate to the best of my knowledge and belief.
m
i
Q
Attest:
Seal
NOT AS-BUILTS
Corporation Secretary EXTRACTS FROM
ORIGINAL PLANS
E. Engineer's Disclosure
These "Record Drawings" were prepared from marked u drawings supplied \``���111����1t,,��'/
9 P p P 9 pP SO
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by the Contractor and have not been field verified by the engineer. ;•�J\O �Pm�R,'�TF,�•�'�
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BORE PIT DEPTH 5s.78
g�78 60,13 ;
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CASING PIPE
SECTION VIEW
DRY BORE PIT
NOTE:
CONTRACTOR TO MAINTAIN A MINIMUM 18" VERTICAL SEPERATION BETWEEN BOTTOM OF
EXISTING WATER LINE AND TOP OF PROPOSED SEWER LINE WHEN CROSSING AN EXISTING WATER
LINE. IF 18" VERTICAL SEPERATION CANNOT BE MAINTAINED. THEN THE WATER LINE SHALL BE
ENCASED WITH 20 LF OF STEEL CASING CENTERED OVER THE SEWER LINE, OR THE WATER LINE
SHALL BE REPLACED WITH FERROUS MATERIAL FOR A MINIMUM OF 20 LF CENTERED OVER THE
PROPOSED SEWER LINE.
NOTE:
RIGHT OF WAY DATA TAKEN FROM MARTIN COUNTY TAX OFFICE AND NOT FROM FIELD SURVEY.
NOTE:
CONTRACTOR SHALL DETERMINE LOCATION AND DEPTH OF EXISTING WATER LINE AND FORCE
MAIN PRIOR TO CONSTRUCTING DRYBORE. PAYMENT SHALL BE INCLUDED IN THE PRICE OF THE
DRYBORE.
NOTE:
CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY TEMPORARY EASEMENTS NECESSARY TO
PERFORM WORK. PAYMENT FOR TEMPORARY EASEMENTS SHALL BE INCLUDED IN THE PRICE OF
THE WORK.
SCALE IN FEET : 1" = 40'
40 0 40 80
NOTE:
CONTRACTOR SHALL BACKFILL ALL EXISTING DRIVEWAYS WITH BORROW FROM INITIAL BACKFILL
TO SUBGRADE AND COMPACTED TO 98% STANDARD PROCTOR PRIOR TO INSTALLING INCIDENTAL
STONE BASE IN DRIVEWAYS. PAYMENT FOR INCIDENTAL STONE BASE SHALL BE INCLUDED IN
THE PRICE OF THE WORK.
f I }
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oil
70 —1+00 0+00 1+00 2+00 3+00 70
69
69
68
PUMP STATION 2 LATERAL A
68
67
67
As -Built Survey Points - Town of Parmele
Contract NO.4 - 64A & Meeks Rd Sanitary Sewer Improvements
2018 CDBG Infrastructure Sewer Project
Martin County, NC
66
HWY
64A
66
65
65
64 GIS#200151 GIS4200152 61S#200153 64
63 PS-2 MH-201 DRMH- 202 Notes•
RIM = 59.710
(IN) = 45.48 (S)
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INV (OUT) = 45.80 (N)
(IN) = 45.90 (S)
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INV (OUT) = 46.98
INV (IN) = 49.21
INV (IN) = 47.06
(W)
(E)
(N)
EXISTING GRADE
63
62
1 Horizontal coordinate system: NAD 83
2 Vertical coordinate system: NAVD 88
3 Sewer line and fitting shots are taken at the top of the pipe
or on top of the ground for horizonal directional drills
and adjusted on this sheet to reflect the invert elevation.
62
INV
61
M
+
61
60
N
EXISTING GRADE
60
59
59
58
58
57
57
56
56
55
55
54
53
52
51
50
49
48
47
46
45
44
43
42
41
40
39
38
37
36
34
AS-BUILTS ARE PREPARED 33
FROM INFORMATION PROVIDED 32
BY THE CONTRACTOR 31
LOCATIONS ARE APPROXIMATE
30
—1+00 0+00
REVISIONS
\\���1111IIIllr�r�,
\\� PsS O C`q ��i \\� C A N0. DATE DESCRIPTION
<Q ���""..,% �i� ���"'� / �i� 1 11/04/20 MODIFIED PER DOT COMMENTS
C/� 2 2/9/2023 PLANS UPDATED TO AS -BUILT
SEAL = - =a SEAL 3. 3/6/2023 REVISED AS-BUILTS PER ENGINEER/INSPECTOR COMMENTS
1972 = = o - 39099
�
�1yr` MAI REVIEW OFFICER APPROVAL
'%M�ILLE,�•• "'ANK `�lC�/��C`\ I t- Let-
�`22i DATE AI REVIEW OFFICER
Point
Number
Station
per As-Builts
Northing (Feet)
Easting (Feet)
OFFSET
ELEVATION
FULL
DESCRIPTION
Lateral A - Sheet 6
200151
0+00.00
758895.820
2505590.847
0.000
59.71
PumpStation No. 2
200152
0+37.06
758860.778
2505602.905
0.000
58.71
Manhole No. 201
200153
1+35.59
758765.790
2505629.085
0.000
57.48
Manhole No. 202
54
53
15" HDPE
STORM SEWER
52
51
EXISTING
WATERLINE
50
49
48
396.48 LF
8" PVC, SDR 26 SANITARY
SEWER 47
® 1.08%
MEN
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75 LF 16"
DRYBORE WITH
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45
MIN. THICKNESS .250", AND 8" DIP FOR
44
ANITARY SEWER, CLASS 53. PUSH —ON —JOINT
® 1.1071
1 1 1 1 1 1
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41
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40
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38
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37
36
35
34
33
32
31
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1+00 2+00
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AS —BUILT
CAD FILE DIRECTORY. W.\D8XX—GEN\D84X—ENG\D847_LD\2018-0366
N
MCDAVID ASSOCIATES, INC.
C.
PUMP STATION 2 LATERAL A
CAD DWG FILE NAME: 6 PUMP STATION 2 LATERAL A.DWG
M
INC. Corporate License No. C-131
CONTRACT NO. 4 - 64A & MEEKS RD SANITARY SEWER IMPROVEMENTS
CAD PLOT FILE NAME: LAYOUT1LL
O
MAP FILE REFERENCE: P-947 LIME
CORPORATE OFFICE BRANCH OFFICE
2018 CDBG INFRASTRUCTURE SEWER PROJECT
Engineers •Planners •Land Surveyors Engineers •Planners
PROJECT N0.• 1-18-0366-5203
SURVEYED BY: JAS
(0
3714 North Main Street _ 109 East Walnut Street
P. O. Drawer 49 P. O. Box 1776
TOWN
VV,N O F PARM E L�
DRAWING NO.: 6
COMPUTED BY: DFW
i—
Farmville, NC 27828 Goldsboro, NC 27533
_
W
Telephone: [phone] Telephone: [phone]
MARTIN COUNTY NORTH CAROLINA
SCALE: H:1"=40' V:1"=4'
DRAWN BY: DCA/MW
W
Facsimile: [phone] Facsimile: [phone]
DATE: .MARCH 1, 2020
APPROVED BY: DFW

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±10' DEEP NOTE:
NOTE:
a J ' TIN COUNTY TAX OFFICE AND NOT FROM FIELD SURVEY. CONTRACTOR SHALL BACKFILL ALL EXISTING DRIVEWAYS
RIGHT OF WAY DATA TAKEN FROM MARWITH BORROW FROM INITIAL BACKFILL
TO SUBGRADE AND COMPACTED TO 98% STANDARD PROCTOR PRIOR TO INSTALLING INCIDENTAL
9
15'x30 BORE PIT JJ ' r STONE BASE IN DRIVEWAYS. PAYMENT FOR INCIDENTAL STONE BASE SHALL BE INCLUDED IN
r
J
f14' DEEP E PRICE 0 THE .
NOTE:
= X r -, ' WELL ABANDONMENT SHALL BE COMPLETED PRIOR TO STARTING CONSTRUCTION OF THE SEWER THE F T WORK.
84
83
82
81
80
79
78
77
76
75
74
73
72
71
70
69
68
67
66
65
64
63
62
61
60
59
58.
57
56
55
54
53
52
51 -
50
49
48
47
46
45
1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00
As -Built Survey Points - Town of Parmele
Contract NO. 4 - 64A & Meeks Rd Sanitary Sewer Improvements
2018 CDBG infrastructure Sewer Project
Martin County, NC
Notes:
1 I3orizontal coordinate system: NAD 83
2 Vertical coordinate system: NAVD 88
3 Sewer Iine and fitting shots are taken at the top of the pipe
or on top of the ground for horizonal directional drills
and adjusted on this sheet to reflect the invert elevation.
Point
Number
Station
� er As-Builts
Northing (Feet)
Easting (Feet)
OFFSET
ELEVATION
FULL
DESCRIPTION
Lateral A - Sheet 7
200153
1+35.59
758765.790
2505629.085
0.000
57.48
Manhole No. 202
200167
4+87.64
758654.990
2505297.740
8.480
61.70
Cleanout
200155
5+32.08
758649.219
2505250.124
0.000
61.72
Manhole No. 203
200168
7+10.98
758589.662
2505084.164
10.450
62.20
Cleanout
200169
8+39.34
758553.801
2504960.907
10.170
62.70
Cleanout
200156
9+37.00
758535.272
2504861.566
0.000
62.41
1 Manhole No. 204
200170
9+42.68
758524.450
2504861.827
10,810
62.45
1 Cleanout
Lateral B - Sheet 7
200153
1 0+00.00
758765.790
2505629,085
0.000
57.48
1 Manhole No. 202
200154
1 1+00.95
758794.201
2505725.954
0.000
55.80
1 Manhole No. 205
200166
1 1+06.63
758787.203
2505733.915
8.600
55.44
1 Cleanout
GIS#200153
DROP
MH-202
RIM = 57.48
INV (OUT) = 46.98 (N)
INV (IN) = 49.21 (W)-
INV (IN) = 47.06 (E)
2+00
SCALE IN FEET : 1" = 40'
40 0 40 80
396.49 LF _
8" PVC, SDR 26 SANITARY SEWER
�) I
4+00
T
?OR
'��'��'���,
SEAL �� 0=
1972
cy
PUMP STATION 2 LATERAL -A
GIS#200155
MH-203
RIM = 61.72
INV (OUT) = 53.30 (E)
INV (IN) = 53.37 (W)_
EXISTING GRADE
8" PVC, SDR 26 SANITARY SEWER
0, 0.9,8% , .
5+00
6+00 7+00
REVISIONS
A '
NO,
DATE
DESCRIPTION
1
11/04/20
MODIFIED PER DOT COMMENTS
2.
2/9/2023
PLANS UPDATED TO AS -BUILT
_ SEAL �'"= _
3•
3/6/2023
REVISED AS -BUILT$ PER ENGINEER/INSPECTOR COMMENTS
=O = 39099
7� �`��'��'���.�
GI,NE,,,''\�
�`��
BRA NKt10
MAI REVIEW OFFICER APPROVAL
DATE MAI REVIEW46IFFICER
8+00
128.00 LF
8" DIP, CLASS 53 SANITARY SEWER
0 0..98%. .
9+00
t a 1 +51.80 a 1
4151.0: , i 51.24 +5
1 t t
j a 1
� t S r-^• t "-E j i p' \ psi.
+51.56
. •. a I ,-w........-.-- E
e.
`-6 \ } 1 51.93 \ . W 5 \
u \ +53.21
+52.44\
+53.00
I
t q+52.93
JN I 1 ,
I SIX \
3
f
u
ti
X UPL ._M .." _ s f€ I ur. 100' R/W +52.55 08
.
+52\
� 1 S _ �VRVI t � �, .\\ \
54.13
FH
F
5
_ _ 52.96
E ,.ss_�3._. PROVIDED ._. __ ....-�t - �� _ ._� _ __� .,..-_ __ r E� _
-..__ 58: Y6-ia,•58.�.9 "", �, � t'-" "t .-. ............_ . _., J,...,,.....
58 2 158:21 "# I RIP-RAP/GRAVEL FILTER L- : 6 s" F P4 >µR LINE 3 �30.5' ASPHALT
/1PE, t .> TP
+sf CHECK DfA S T_-a,, csa-
- - - - - -
- - - - - - - - _ \ i ,�,� y?�:`"N'w•.^.._ _ _ - r�,�i3 it - r - . ..� � .,,,,xs,�, <7,
r o �52^
56.84 - _ aC. e
€+3< 6 fi + 5 5 4
,
r' :7e 9 .49:. 5.
,w
f-
} Ld
J6•y� w � � _- -. �.56 7-3 EXISTING 156-29 _ 155 94 +55.68.. _
0o t I -fir
N 15" RCP sfi M
INV. (W)=52.71
_ -1� _
_ 5 7 =5 x94 ... 55: _r- � 55 9 4 a - - ` .
42 7 2
FI LTE R`"
200153 ( EXISTING - € IDE l
w`SA-1--f---H- 9A f' I I 200154 ASPHALT PROVIDED
PS-2-LATERAL-B + °` DRIVE RIP-RAP/GRAVEL FILTER'05 +s4.4a " +53'92_ , _UPE - M
M%21 s +55.84 __C O _� o5.5uCHECE jDAMS f _
i -/ 54.52
i i ty
fi 1 EXISTING I
:f
200166 , I 1
tl l
i j 7 i
I
t 1 i 10 I
15" RCP r ( I
i r ( l
3 F j}J
f
j INV. (W)=54.44 � r ;° � � •' �j7II..O � i t i - -
i
€ INV. (E)=54.25
f 1 1 € j
GIS 20 0154
f �
I r
MH-205 I t, 1 f( i j JJt
r f `
STA. 1+00.95
RIM =55.80
= 1 t l
INV OUT - 47.50 W /� / € t1 r
{ I
I
i t jJ J.. r .. 7} J J
jj l
J.57 € M
I
8" PVC, SDR 26 SANITARY SEWER
.. ,d
GIS#200153
DROP MH-202
STA. = 0+00.00
PS-2-LATERAL-A STA. = 1+35.59
RIM = 57.48
INV. (OUT) = 46.98 (N)
INV. (IN) = 49.21 (W) J
INV. (IN) = 47.06 (E)
s
-1+00 0+00 1+00 2+00
84
74 1
1
1
74
73
73
83
82
72
72
81
71
71
80
70
70
79
69
69
78
68
68
67
67
77
66
66
76
65
65
75
74
64
_0
o
0
GIS#200153
MH-202
64
73
RIM
RIM = 57.48
INV (OUT) = 46.98 (N) GIS#200154
INV (IN) = 47MH-205 .06 (E) LO RIM = 55.80
PS-2-LATERAL-A STA. = 1+35.59 0INV (OUT) = 47.50 (W)
63
72
62
62
71
61
61
70
60
+
T
60
69
59
N
59
GIS#200156
MH-204
68
5$
EXISTING
GRADEj$
o
I:
+
RIM = 62.41
INV (OUT)
_ 57.33
(E)
67
57
57
66
56
56
a
65
55
55
64
54
54
53
53
63
52
52
62
51
51
61
50
50
60
49
49
59
48
48
58
47
47
57
73.00
8"
0.0.98%
PVC,
LF
SDR 26 SANITARY SEWER
56
46
46
55
45
45
McDAVID ASSOCIATES, INC.
INC. Corporate License No. C-131
CORPORATE OFFICE BRANCH OFFICE
Engineers • Planners • Land Surveyors Engineers • Planners
3714 North Main Street 109 East Walnut Street
P. 0. Drawer 49 P. O. Box 1776
Farmville, NC 27828 Goldsboro, NC 27533
Telephone: [phone] Telephone: [phone]
Facsimile: [phone] Facsimile: [phone]
54
44
44
53
43
t100.95 LF
43
52
42
8" PVC, SDR 26 SANITARY SEWER
4.2
® 0.44%
51
41
41
50
40
40
49
39
39
48
38
38
47
37
37
46
36
36
45
35
35
10+00
-1+00 AS -BUILT 0+00
1+00 2+00
CAD FILE DIRECTORY: W:\D8XX-GEN\D84X-ENG\D847-LD\2018-0366
CV
PUMP STATION 2 LATERAL A & B
CAD DWG FILE NAME: 7 PUMP STATION 2 LATERAL A & B.DWG
M
CONTRACT NO. 4 - 64A
& MEEKS RD SANITARY SEWER IMPROVEMENTS
CAD PLOT FILE NAME: LAYOUTI
V'
O
MAP FILE REFERENCE: P-947 LIME
2018 CDBG
INFRASTRUCTURE SEWER PROJECT
PROJECT NO.: 1-18-0366-5203 SURVEYED BY: JAS
~
TOWN OF PARMELE
DRAWING NO.: 7 COMPUTED BY: DFW
W
SCALE: H:1"=40' V:1"=4' DRAWN BY: DCA/MW
=
MARTIN COUNTY
NORTH CAROLINA
DATE: MARCH 1, 2020 APPROVED BY: DFW
co

Kel
`
`
I
`
` '^^~
\
`
`
`
/ `'=�°' \ | , . \ PIPING CONSTRUCTION NOTES SITE GRADING CONSTRUCTION NOTES ` ` ' ` \ `
/ ` ( / `` \
/ ` | / ` 1. THIS PIPING PLAN IS DIAGRAMMATIC ONLY ADDITIONAL PIPE FITTINGS 1' CONSTRUCTION SHALL BE CONFINED To THE AREA WITHIN THE UWUT OF
/ `` | // / MAY REQUIRED TO AVOID CONFLICTS, TIE—IN T0 B��DNC '''- CONSTRUCTION LINES SHDVNV ON THIS SHEET AND THE PRIVATE RIGHT—OF—WAY
' `` | // /' PROPO8ED UNE3 AND PROVIDE A COMPLETEAND/OR
AND FULLY OF ADJOINING STREETS AND ROADS CONSTRUCTION WITHIN ADJOINING
' ` | / / OPER��ONAL 8YSTE�' THE CON � SHALL pRO�DE ALLp|pE AND 8TREETS AND ROADS SMALL 8E LIMITED TO THAT REQUIRED TO INSTALL
i ` | ' // FITTINGS AS REQUIRED AT NO ADDITIONAL AL COST TO THE OWNER' pROpO3ED |�pR0\��ENTS� UNDER TH|D COmTRAC[ �
` ` |/ / 8
/ `` ' ' 2 SEE OTHER SHEETS FOR DETAIL PIPING ARRANGEMENTS,GRADES, AND 2. CLEAR AND GRUB AND DEMO ENTIRE SITE VN��N THE LIMITS OF
i +sua+ ` '~� +assu p|pE LOCATIONS. ����80 INVERTS, CONSTRUCTION. ALL TREES SHRUBS, BUSHES, DEBRIS, OLD BUILDING0 IL
' ` '`` -.` STRUCTURES, ETC Y0TH|N THE LIMITS OF CONSTRUCTION SHALL BE REMOVED d[
-----'---- ---- ---- ---- ~~` ` 3. ALL DUCTILE IRON FORCE MAIN PIPE B[LOYYGROUND OUTSIDE STRUCTURES AND DISPOSED OF IN ACCORDANCE WITH APPLICABLE FEDERAL, STATE, AND ~
i ' ^` c»/snm�m�^�mm�o ' SHALL BE CLASS 51 UNLESS SHOWN OTHERWISE. LOCAL LAWS, RULES. AND REGULATIONS. DISPOSAL SITE SHALL 8E PROVIDED ' -
/ ' ~ �� smucrunss // ' BY THE CONTRACTOR. ' y�` Z
' ' - // 4' ALL POLYVINYL CHLORIDE (PVC) FORCE MAIN PIPE BEL0��QR N OUTSIDE ` � [t -`�
' / / STRUCTURES OHALL BE SDR 21 2OO P[� UNLESS SHOWN ---- -- 3' GRADE, SHAPE, AND LANDSCAPE SITE TO PROVIDE POSITIVE DRAINAGE OVER \ ^u � o
/ SILT / / ' -''-''''--' THE ENTIRE SITE AND TO DRAIN SURFACE WATER AVAh'FROM STRUCTURES. ` ~- � � a
. . . / ~�' / �^v / / 5' FORCE �A]N RTON�S SHALL 8E DUC�LE |RON RTONC8 RATED ATA �|M|�U� SLOpE GROUND SURFACE AY0AYFR0W STRUCTURE3 ATTV�) (2) PERCENT ``8O LF 8`[�|N U�����ENCE // U // ' OF 25O PS| 00RK|NQ PRESSURE YNTH WECHAN|CAL JU|NT END� YMTH �R|pp|N� �|N|WU� GLOpE FOR A W|N|WUW D|3TANCE DF TH|�TY (3O0 FEET |N ALL `, + ��~ ' / R|N�� 0RECTlON3 �RAD|NC 8HALL EXTEND TO THE ED�E OF PAY[�ENT OF'~ `` / / � / ' . ' ` ADJOINING STREETS AND ROADS. \ < � ;R �11 , I I 1 6. WATER SERVICE FITTINGS SHALL BE POLYVINYL CHLORIDE (PVC),54.09 \ n =) a
-_____--
Cont a:tmu*- o**mwmemsmoSanuaySuwer/mpnovenuants
2
-
--____--
2O18CDBG|n�autnuctura8av�Pn�ect
. �|N. THICKNESS U�1O8^AND 4^PVC. ----
_--
N.NC
0
<
0
`~~.3DR 21. 200 PSI PIPE FOR FORCE MAIN
..
__
----
��
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.~.``
---____
Notes:
L
�``
---_
coordinate system:
_
-
.~
4
--_
x
2\�oo|coordinate ayutem:N�D88
ry
+5 - �� �\�H��Y ��
-
-
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W
''
'''-
top ofthe valve nut.
3:L
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=~
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and adjusted unthis sheet toreflect the inva�elevation.
�
U
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-~
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0-
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2
0
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_ -
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PLAN VIEW
SILT FENCE -)
SILT FENCE
NATURAL GROUND
NATURAL GROUND
4 MIN.
DEPTH
s
C
BORE PIT
DEPTH
VARIES
I
/
I.
30'
r-
CASING PIPE
SECTION VIEW
UPE I
PE
+50.61 150�5+a11..0� 5 :12{
+50:30
{ II
{ 55.68
\ P! O +SJ*52.0$ 52.33 •I 51.14 i i611 II{{
i , �;4
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t ,
i .85 / +52.55 I+i {III) L I
+51.24 +51.53 VI � T a? - I, 'II , t I I +
+5p.45 / i ! i w ��i {I 111 IIlia
'5" 21
6, 55.9451.42 h052+53I
.92+5.75 75EIP DIST 5253
54.52075EIP 3LONG LO P03 +51.56 52.44
+50 +S1.93�
t
_+52.93 w• I' I �� A t +I �I� t� 1; f ' j�```•..^��� - I
+53.00
® EXISTING,,"+5232- I i I I III
+51180 -I-53.21
52.71 15" RCP ."
i !� INV. (W)=i 54.61.10Z
INV..(E}=51.94
i EXISTING �, { 1 l '�-•.� t EXISTING
SOIL-'DRIVE{'!PE I �� 1 6" FORCE MAIN
=UPE
Td I("Mo J
PROVIDED \ 1 VP 9,1y
, ,1 �561
RIP-RAP/GRAVEL FILTER +55.90
I I
CHECK DAMSt
G III{I I
d l i I §I 1 55.33 - - - - - - - - 55.57
;i53 O3 56.2111 i I 1 I,I I I EXISTING
' 55.78 55
.69+ +, +- 5.96 +56.73 �-��-r . � 15" RCP
' +55.6b55.��.69 0 6 - L5 4 54E47 IIII
, I�TING 6" PVC, WATER u� �I tf ;' (i INV. - (w)=54.44
��, 55.50 INV. (E)=54.25
.6b633'>L4T ' I I!jII I (I .>,,j tt I
III f I I il' I I EXISTING
ASPHALT DRIVE
DUPE NO CONN/ (o {' 1 r ; { I I li
53 t9
/ - R/W u 5 510 ir�56+.09
1 PROVIDED
7� 56.23 It 56.13 L jrt 1 o Q 0 47
0 5627 5685 '56
+55.59 +5�f�ib5..., `� I r 3] 11' i RIP-RAP/GRAVEL FILTER
/ +t I` ss'.o I IIk� it ! 0166 CHECK DAMS
0 154
DUPE I{j I +
56.31 e .. 56.2&I I i ; {'1
80 LF 8" DRYBORE WITH 8" STEEL CASING
68 56.36r l { + H 55.9 MIN. THICKNESS 0.188" AND 4" PVC,
56.45'I11 =�+SDR- 21, 200 PSI PIPE FOR FORCE MAIN
6 94 P5,
'f 56.81+ _+ 6184 �57,65 i+l t f 56.3 +53.500
t 1 MANU�A�L��A�IRQ` RELEASE �I Sif_93 56:2 s.1a �\ w
LJ-V� Af SE � ' ffl3 .. 56?79 I ( n \\\
+ . = ��� ° ' 4 PVC, SDR 21, 200 PSI PIPE
57.44 +57.45 zj$' ( !: 56.36 + i t P I'0I i
PROVIDED +s758 15�86 i-58M _ ` �4�7 a + II't Is, I FOR FORCE MAIN
158.30
RIP-RAP/GRAVEL FILTER 51
CHECK DAMS _aIN-' ;:1, 200135 200 2s l-
_ _ - 20017 1fF� 20 127
5 36� 1 TP
2a01128{1PE i :�
200186 i ff fi
.x I j 32 � II " r I' !!!! t
200123 ! :I I'200i,11 +t = 200133
{ o II'Ii il(i I i 200134
/ 2Q1200131
_ _ - - - - -I-59, ;:?i)01 120D130 f . - Jam`-1
200 6„x4 » TAPPING SLEEVE
I
I' I
AND VALVE
MANUAL AIR RELEASE
'•<::":5 ,J.I ,I
t,Ili.�j 187
VALVE ASSEMBLY
s6GIS#200151 5I66 57188
PS-2
I 57.9 • v � t 58.64
I.: a
I
I I
I, I
I I i hr,
f
I
STA. 0+00.00 - I
95
RIM = 47.20
INV (IN) = 45.48 (S)
-� ss,
� +It ,� 1 AIlI 1 ,
�\ I �EXISIING if 11� Ij 57.05
WAITELINE 57 9�I+Is6.Q
I , III I i III 57!46 55.$9
I DRY BORE PIT 70 -1+00 0+00 1 +00 2+00 3+00 70
69 69
SCALE IN FEET : 1" = 40'
40 0 40 80
oe
67
66 GIS#200151 V LV V
65
PUMP
STATION
#2
64
(IN)
RIM
= 45.48
=
59.71
(S)
63
INV
LO
U1
62
61
60
59
58
57
56
55
54
53
52
51
50
49
48
47
46
45
44
43
42
41
40
39
38
37
1
36
35
34
AS-BUILTS ARE PREPARED 33
FROM INFORMATION PROVIDED 32
BY THE CONTRACTOR 31
LOCATIONS ARE APPROXIMATE
30
-1+00 0+00
REVISIONS
7// IIIII /
\\ SSO / A / / N0. DATE DESCRIPTION
C�q R ,
�Q P..""..., %//""'� , / �// 1 11/04/20 MODIFIED PER DOT COMMENTS
OQ Q� �� S = /jj ;� 2 2/9/2023 PLANS UPDATED TO AS -BUILT
SEAL = C) = _ _a SEAL r" 3. 3/6/2023 REVISED AS-BUILTS PER ENGINEER/INSPECTOR COMMENTS
1972 E o : 39099
.c� G �L �..c� ��, �\ MAI REVIEW OFFICER APPROVAL
////�ip ����,f,f,.•� `• � i �\�\\�
MVfLILE`\\\`\`/RANK110���\`
DATE MAI RE W OFFICER
NOTE:
CONTRACTOR TO MAINTAIN A MINIMUM 18" VERTICAL SEPERATION BETWEEN BOTTOM
OF EXISTING WATER LINE AND TOP OF PROPOSED FORCE MAIN WHEN CROSSING AN EXISTING
WATER LINE. IF 18" VERTICAL SEPERATION CANNOT BE MAINTAINED, THEN THE WATER LINE
SHALL BE ENCASED WITH 20 LF OF STEEL CASING CENTERED OVER THE FORCE MAIN, OR THE
WATER LINE SHALL BE REPLACED WITH FERROUS MATERIAL FOR A MINIMUM OF 20 LF
CENTERED OVER THE PROPOSED FORCE MAIN.
NOTE:
RIGHT OF WAY DATA TAKEN FROM MARTIN COUNTY TAX OFFICE AND NOT FROM FIELD SURVEY.
NOTE:
CONTRACTOR SHALL DETERMINE LOCATION AND DEPTH OF EXISTING WATER LINE AND FORCE
MAIN PRIOR TO CONSTRUCTING DRYBORE. PAYMENT SHALL BE INCLUDED IN THE PRICE OF THE
DRYBORE.
NOTE:
CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY TEMPORARY EASEMENTS NECESSARY TO
PERFORM WORK. PAYMENT FOR TEMPORARY EASEMENTS SHALL BE INCLUDED IN THE PRICE OF
THE WORK.
68
As -Built Survey Points - Town of Parmele
Contract N0.4 - 64A &Meeks Rd Sanitary Sewer Improvements
-
RADE
67
66
2018 CDBG Infrastructure Sewer Project
-METER VAULT-_
65
Martin County, NC
64
_
LUMP UNIT
Notes:
-SUM -PRICE.--
63
1 Horizontal coordinate system: NAD 83
2 Vertical coordinate system: NAVD 88
3 Valve shots are taken at the center of the valve box, on
EXISTING GRADE
62
61
H
WY
64A
top of the valve nut.
60
4 Force main and fitting shots are taken at the top of the pipe
to of the round for horizonai directional drills
or on p g
and adjusted on this sheet to reflectthe invert elevation.
XISTI
ATE
qG
LINE
59•
58
57
1" EA MANUAL AIR 56
"LEASE VAL�(E /�SSE�BLT
I x 4 TAPPIIING IISLEEVE 55
1 EA MANUAL A D V LV
AIR RELEASE 54
V LVE AS EM LY Exi TING 6" ORCE AIN
53
2 EA 4" 45' BEND, DI 52
VERTICAL) 51
50
2 EA 4" 90' BEND, DI 49
2 EA 4" 45' BEND, DI (VERTICAL) 48
ERiICA �) I I 47
1 EA 4 x4 TEE, DI
1 80 LF 8" DRYBORE WITH 8' STEEL CASING 46
2 E 4' PL G VAL E I BOX MIN. THICKNESS 0.188" AND 4' PVC,
DR 21, 200 PSI PIPE FOR FORCE MAIN 45
1 EA 4"x4' TEE, DI 44
2 EA 4" 45' BEND, DI 43
VERTICAL)
42
1 EA 4 90' BEND,DI
41
40
74 DIP, CLASS 51
SEWER FO CE IAAI39
38
EA 4" 10' BEND ,DI 37
36
35
Point Number
Station
per As-Builts
Northing (Feet)
Easting (Feet)
Elevation
Full
Description
FITTINGS
200122
0+06.60
758918.664
2505587.791
55.40
90d Bend
200123
0+28.46
758923.458
2505609.115
54.28
90d Bend
200124
0+47.99
758904.539
2505613.983
54.19
Tee
200125
0+47.99
758906.395
2505621.388
54.31
90d Bend
200126
0+64.98
758889.273
2505624.953
54.42
90d Bend
200127
0+64.98
758887.967
2505617.702
54.29
Tee
200128
0+67.21
758885.747
2505617.978
54.42
45d Bend (Vertical)
200129
0+68.29
758884.647
2505617.910
55.24
45d Bend (Vertical)
200130
0+70.28
758882.681
2505618.270
55.33
45d Bend (Vertical)
200131
0+76.23
758876.902
2505619.754
50.14
45d Bend
200134
1+73.98
758780.797
2505637.429
53.40
2 EA 90d Bend ertical
CASING
200132
0+93.73
758859.653
2505622.747
50.33
Casing
200133
1+71.98
1 758782.653
2505636.679
49.77
1 Casing
VALVES
200138
0+51.20
758901.593
2505615.364
54.96
Plug Valve
200137
0+58.02
758896.794
2505624.118
55.10
Plug Valve (Type D
200136
0+62.42
758890.680
2505617.838
54.91
Plug Valve
200135
1+75.96
758778.827
2505637.933
54.12
Tappin Sleeve Valve
FLOW METER
200139 1 0+56.53 1 758896.275 2505616.141 1 59.76 Flow Meter Assembly
MANUAL AIR RELEASE VALVE
200186
0+69.11
1 758883.843
2505618.118
1 59.20
Manual Air Release Valve
200187
1 1+75.14
1 758777.944
2505632.454
1 57.08
Manual Air Release Valve
AS -BUILT
34
33
32
31
Fr
�-i
- ------
30
1 +00
2+00
3+00
McDAVID ASSOCIATES, INC.
INC. Corporate License No. C-131►
CORPORATE OFFICE BRANCH OFFICE
Engineers• Planners• Land Surveyors Engineers• Planners
3714 North Main Street 109 East Walnut Street
P. 0. Drawer 49 P. 0. Box 1776
Farmville, NC 27828 Goldsboro, NC 27533
Telephone: [phone] Telephone: [phone]
Facsimile: [phone] Facsimile: [phone]
PUMP STATION 2 FORCE MAIN
CONTRACT NO. 4 - 64A & MEEKS RD SANITARY SEWER IMPROVEMENTS
20�8 CDBG INFRASTRUCTURE SEWER PROJECT
,� O ���� ��
VV
TOWN
MARTIN COUNTY NORTH CAROLINA
CAD FILE DIRECTORY: W:\D8XX-GEN\D84X-ENG\D847-LD\2018-0366
N
M
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(n
CAD DWG FILE NAME: 9 PUMP STATION 2 FORCE MAIN.DWG
CAD PLOT FILE NAME: I
-947
-947
MAP FILE REFERENCE: PLIME
PROJECT NO.: 1-18-0366-5203
SURVEYED BY: JAS
DRAWING NO.: 9
COMPUTED BY: DFW
SCALE: H:1"=40' V:1"=4'
DRAWN BY: DCA/MW, JSD
DATE: MARCH 1, 2020
APPROVED BY: DFW

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4" 90' BEND, DI • 1 ~ ` i BASKET i e
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4" 4" t a i SEWAGE ° ° '
e PLUG CHECK '' '. ' PUMP -------------- ---=e
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VALVE VALVE
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6" MINIMUM
(TYPICAL)
5'-0" MINIMUM BOTTOM EDGE OF
CONCRETE FILLET
OSECTION VIEW
1 /2" = 1'-0"
PUMP STATION ADDRESS
3975 US 64, ROBERSONVILLE, NC
GATE COMBINATION: 0814
2 EA 4" 90' BEND, DI
PORTABLE HOIST
5'-0" X 4'-0" DOUBLE LEAF ANODIZED ALUMINUM ACCESS DOOR
4'-0" X 4'-0" DOUBLE LEAF ANODIZED ALUMINUM ACCESS DOOR WITH SPRING ASSIST, DRAINAGE GUTTER, RECESSED PADLOCK BOX
WITH SPRING ASSIST, DRAINAGE GUTTER, RECESSED PADLOCK BOX NO. 12 STAINLESS STEEL AND HASP, AND AASHTO H-20 HIGHWAY LOAD RATING
AND HASP, AND AASHTO H-20 HIGHWAY LOAD RATING SCREEN BETWEEN FLANGES o
(BOTH VENT PIPES)
HOIST SOCKET
#4 AT 12" OCEW
? w Z 1 1/2" PVC SCHEDULE 40
a - kj' DOOR CHANNEL DRAIN PIPE
r a_
�w _
- • d � ° OF SLAB 59.71
e OP NATURAL GROUND ELEVATION = 59.00
•a 1 b t. tr---------=---r--------- --=- c I T
CABLE o e t+-----=---=--- ---- -
I I 1 I. ` `---------
.1 ANGER .•
3" FLANGED FEMALE e - i- i COIL LIFTING a CABLE
1 QUICK CONNECT COUPLING r - -' CABLES AND GRIPS a \�/�\� 1
3" PLUG AND DUST CAP PRESSURE �% i HANG ON /\\/\\\\�
a-- __----J' . , d- .a
VALVE GAUGE ii ' e' HOOKS
\/
4" PLUG a (TYPICAL) X '% "\\//\�
PRECAST CONCRETE a ®p VALVE CHECK
• ---------„ ° e ��\��\ #4 AT 6" OCEW
VALVE VAULT
Z VALVE e . VALVE
d a:. BOX ° 4" 90' BEND. DI
= FLOW e
o I DISCHARGE PIPE CENTERLINE = 55.00
4" DIP , , , 1 , I I 1 4" DIP
d ea
CONCRETE 12" MIN. e e
8" MIN. SUPPORT SLOPE GROUT d SEAL
• $ TO DRAIN a CONDUIENDS 1/4"0 STAINLESS STEEL LIFTING CABLE
e (PROVIDE SUFFICIENT CABLE TO THREAD ONTO HOIST
d !. - i 4" DIP FOR BASKET REMOVAL, MINIMUM LENGTH = 30'-0")
4.
4" PLUG e. °,
VALVE, MJ ,' TRASH BASKET
a GUIDE RAILS
Z °
co
z DRAIN PIPE SHALL SLOPE TO
6'-0' °.e
NO. 57 STONE BEDDING
WET WELL AT 1/2" PER FOOT MIN. " DIA. °
ib PRECAST CONCRETE WET WELL (ASTM C478)
DESIGNED FOR AASHTO H-20 HIGHWAY LOADING
1/4"0 STAINLESS STEEL LIFTING CABLE °a
(PROVIDE SUFFICIENT CABLE TO THREAD • '
ONTO HOIST FOR PUMP REMOVAL,
MIN. LENGTH = 25'-0") <.
�'• •: FLEXIBLE PIPE TO MANHOLE CONNECTOR SLEEVE
(TYPICAL)
PUMP POWER AND ;
CONTROL CABLES d' 00
00
00
STAINLESS STEEL 00 ' 8" DIP
GUIDE RAILS 00
INFLUENT
(2 PER PUMP) ° 00 ' INFLUENT PIPE INVERT = 45.48
REDUNDANT HIGH WATER ALARM = 44.75
00 HIGH WATER ALARM = 44.50
., 00
SEAL WET WELL JOINTS WITH 00 LAG PUMP ON = 44.00
PREFORMED BUM RUBBER e a A. -
JOINT SEALANT MEETING THE TRASH
°
REQUIREMENTS OF ASTM C990 0- BASKET
LEAD PUMP ON = 43.65
of
FLOAT °e
SWITCHES
7" MIN. e o PUMPS OFF = 43.00
•° e'
. PUMP
AND
DISCHARGE MOTOR ,
° e
ELBOW CONCRETE
6" MIN. °' ASSEMBLY FILLET d
a
1'-0" MIN. ° • e N
A-'
° e ''4. _I WET WELL INVERT = 39.49
d - .. e d e ,
d.. .. a ea a ''°' 'd
00
NO. 57 STONE BEDDING
0
OSECTION VIEW
N.T.S.
PRECAST CONCRETE
VALVE VAULT
1 1/2" PVC SCHEDULE 40
DOOR CHANNEL DRAIN PIPE
GRADE FINISHED GROUND SURFACE
TO DRAIN DISCHARGE FROM
DOOR CHANNEL DRAIN PIPE
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GRADE FINISHED GROUND SURFACE
TO DRAIN DISCHARGE FROM
DOOR CHANNEL DRAIN PIPE
1 1
1 1
1 1/2" PVC SCHEDULE 40
DOOR CHANNEL DRAIN PIPE
1 1
1
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: ANODIZED ALUMINUM
ACCESS DOOR
`
PRECAST CONCRETE WET WELL
CAST IN PLACE CONCRETE TOP SLAB
OzPLAN VIEW
1 /2" = 1'-0"
GENERAL CONSTRUCTION NOTES
1. These plans are intended to provide information for installation of a complete and fully operational
sewage pumping station. Provide all materials, labor, equipment, tools, devices, etc. and perform all
required work and services necessary for and incidental to a complete installation as shown on the
PLANS and/or called for in the SPECIFICATIONS in complete accord with the CONTRACT DOCUMENTS.
2. Concrete shall have a minimum compressive strength of 4000 psi at 28 days. Reinforcing steel shall be
Grade 60.
3• All exposed concrete edges shall be chamfered 3/4".
4. The wet well shall consist of precast concrete manhole sections conforming to ASTM C478. The wet
well shall be designed to withstand H-20 highway loading with the ground water level at the finished
ground surface. The precast structure shall have sufficient weight to resist 110% of the buoyancy forces
with the wet well empty and the ground water level at the finished ground surface. Flexible watertight
pipe to manhole connector sleeves shall be provided for all pipe connections. Provide submittal to
ENGINEER for approval Submittal shall include calculations sealed by a Professional Engineer registered
in North Carolina showing compliance with the structural and buoyancy requirements.
5. All interior surfaces of the valve vault and wet well, except the wet well floor, shall be coated with
bitumastic paint after installation prior to placing into service. All electrical conduits entering the wet
well shall be sealed watertight.
6. All piping shall be supported and restrained to evenly distribute loads and prevent loads from being
transferred to pumps and other equipment. All piping inside the wet well and valve vault shall be painted.
Do not paint over nameplates or labels. See Section 15065 and Section 15100 of SPECIFICATIONS.
7. Pipe couplings shall be provided with thrust restraint by using tie bolts, rods, and nuts.
8. Concrete thrust blocking shall be installed at all below ground fittings and valves.
9. All piping within and between the Wet well and valve vault shall be Class 53 ductile iron pipe with
flanged ends. All fittings within the wet well and valve vault shall be rated at a minimum of 250 PSI
working pressure with flanged ends. The piping inside the wet well and valve vault shall be labeled to
distinguish between Pump 1 and Pump 2.
10. All hardware and fasteners located inside the wet well and valve vault, including screws, bolts, nuts and
washers shall be stainless steel.
11. No. 57 stone bedding shall be provided under the wet well and valve vault. Bedding under the wet well
shall be a minimum of 12 thick and shall extend beyond the slab edges a minimum of 12". Bedding
under the valve vault shall be a minimum of 8" thick and shall extend beyond the slab edges a minimum
of 8". All dewatering and stone required shall be included in the respective price of the structure.
12. Access doors shall be anodized aluminum and shall be designed to withstand H-20 highway loading.
Doors shall include spring assist and shall be padlockable with a recessed padlock box. All hinges and
fasteners shall be stainless steel. Provide #57 washed stone around discharge of access door channel
drain pipes.
13. Access doors to the wet well shall be sized and located to allow removal and replacement of the pumps
and trash basket and to allow access to the float switch hanger. Door sizes shown are minimum
acceptable sizes. If larger doors and/or additional doors are required, they shall be provided and
installed at no additional cost to the OWNER.
14. Access doors to the valve vault shall be sized and located to allow removal and replacement of all
valves and fittings within the vault. Door sizes shown are minimum acceptable sizes. If larger doors
and/or additional doors are required, they shall be provided and installed at no additional cost to the
OWNER.
15. The wet well top shall be equipped with two (2) hoist sockets for the portable hoist. These sockets
shall be located to facilitate pump and trash basket removal and replacement. Fasteners shall be
stainless steel.
16• Float switch cables shall be of sufficient length to allow lowering of each float to within two (2) feet of
the wet well invert. Excess cable length (when floats are set at elevations shown) shall be coiled and --
suspended from the float switch hanger. Floats and cables shall be color coded. See Section 13321 of
SPECIFICATIONS.
17. The pumps shall be submersible sewage type in accordance with Section 11310 of the SPECIFICATIONS
and shall be identical. The pumps shall meet the following requirements.
Pumps No. 1
Parameter and No. 2
Primary Design Capacity 110 GPM
Primary Design Total Dynamic Head 72 Feet
Secondary Design Capacity 300 GPM
Secondary Design Total Dynamic Head (maximum) 37 Feet
Pump Discharge Size 4 Inches
Maximum Pump Rotative Speed 3600 RPM
Minimum Efficiency at Primary Design Point 27%
Pump Shut off Head 120 FEET
Motor Size (motor must be nonoverloading 10 HP
throughout specified range)
Electrical Voltage 230 VAC
Electrical Phase 30
Electrical Frequency 60 Hertz
2 1111111,
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AS-BUILTS ARE PREPARED
FROM INFORMATION PROVIDED
BY THE CONTRACTOR
LOCATIONS ARE APPROXIMATE
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ELECTRIC SERVICE
AS—BUILTS ARE PREPARED
FROM INFORMATION PROVIDED
BY THE CONTRACTOR
LOCATIONS ARE APPROXIMATE
ONE LINE DIAGRAM POWER AND CONTROL SCHEMATIC
PARMELE .PUMP STATION NO. 2
PUMP NO. 1
PARMELE PUMP STATION NO. 2
PUMP NO. 2
ALARM LIGHT AND HORN
FLOAT SWITCHES
ALARM DIALER
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CONDUIT AND WIRE SCHEDULE
CONDUIT SIZE OF SIZE OF CONDUCTORS NUMBER OF CONDUCTORS SIZE OF
NUMBER
CONDUIT
PHASE
NEUTRAL
PHASE
NEUTRAL
GROUNDING
CONDUCTOR
FROM
TO
REMARKS
1
2"
3/0
1/0
3
1
---
Electric Utility Point of Delivery
Main Service Circuit Breaker MCB 1
Service Entrance
2
3/4"
---
---
---
---
#6
Main Service Circuit Breaker MCB 1
3/4"0 X 10'-0" Copperclad Ground Rod
System Grounding
3
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3/0
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Main Service Circuit Breaker MCB 1
Main Service Circuit Breaker MCB 2
Power Feed From Service Pole to Inside Fence
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Manual Transfer Switch MTS
Normal Electric Power Feeder
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Parmele Pump Station #2 - Pump No. 1
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10
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Power Panel MDP
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Power Supply
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Generator Water Jacket Heater
16
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1
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Power Panel MDP
Reduced Pressure Backflow Device Enclosure
Terminate With NEMA 5 - 20R Duplex Receptacle
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Motor Starter MS-2 (Pump No. 2)
Control Wiring
19
2"
By Pump
Manufacturer
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1 Cable
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Control Panel CP
Pump No. 1 Motor (High Temp and Seal Failure)
Control Cable (Terminate Conduit Inside Wet Well)
20
2"
By Pump
Manufacturer
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1 Cable
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Control Panel CP
Pum No. 2 Motor Hi h Tem and Seal Failure
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Control Cable Terminate Conduit Inside Wet Well
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21
1/2"
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Control Panel CP
Pump Station Alarm Light and Horn
22
2"
By Float Switch
Manufacturer
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5 Cables
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Control Panel CP
Float Switches (5 each)
Terminate Conduit Inside Wet Well
23
1/2"
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1 Cable
Control Panel CP
Alarm Dialer
Telemetry Signals (Belden 9423 or equal)
24
2"
By Pump
Manufacturer
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1 Cable
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Motor Starter MS-1 (Pump No. 1)
Pump No. 1 Motor
Power Cable (Terminate Conduit Inside Wet Well)
25
2"
By Pump
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Motor Starter MS-2 (Pump No. 2)
Pump No. 2 Motor
Power Cable . (Terminate Conduit Inside Wet Well)
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This schedule does not include all conduit and wire on this PROJECT. Conduit and wire not shown on this Special cabling may be required for some equipment. If so, the special cable shall be provided by the equipment
schedule shall be sized and installed in accordance with the National Electrical Code and all local codes. supplier and installed by the CONTRACTOR. Scheduled wire may be deleted where special cabling is provided.
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1. The electrical plans are intended to provide information for installation of a 15. The main circuit breaker inside the fence shall be a 3 pole, 200 Amps, 240
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complete and fully operational electrical system. Provide all materials, labor, volts, 3 phase 4 wire with disconnect with external operating handle in NEMA
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electrical materials, equipment, devices, services, etc. with pump station
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components and other trades. 17. Pump motor starters shall be full voltage, non -reversing, NEMA Size 2, magnetic
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motor starters in separate NEMA 4x enclosures. Each starter shall be equipped
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regulations, and ordinances. relay, and phase monitor.
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shipment, handling, and storage. Store all materials and equipment indoors 18. A phase monitor relay shall be provided in each three (3) phase motor starter
above ground. Protect from exposure to the elements and keep all items to monitor the line side voltage and prevent starter operation in the event of
thoroughly dry at all times. phase loss, phase reversal, phase imbalance, or undervoltage. Phase monitor
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relays shall have adjustable time delays (2 to 300 seconds) to delay motor
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5. All wiring shall be run in conduit. Conduit and wire shall be sized as shown in starting after proper voltage restoration. Phase monitor relays shall be SymCom
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the Conduit and Wire Schedule and/or in accordance with the National Electric Motorsaver Model 102 with variable restart delay option, or equal. Restart
Code and all local codes. delay times shall be set as follows or as directed by the ENGINEER.
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6. Circuit breakers shall be rated for 20amperesunless shown otherwise. Delay Time After Power
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Motor Restoration (seconds)
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7. All branch circuit and control circuit wire shall be No. 12 minimum except as
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8. The CONTRACTOR shall be responsible for routing all conduits unless shown Pump No. 2 90
on the PLANS. Conduits shall be routed in accordance with the
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PLANS, SPECIFICATIONS, and as directed by the ENGINEER. 19. Grounding shall be provided in full compliance with the National Electrical Code
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and all local codes.
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mechanical injury and in all exposed outdoor locations shall be rigid metal. 20. Special cabling may be required for some equipment. If so, the special cable
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shall be provided by the equipment supplier and installed by the CONTRACTOR.
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l o. Provide cable strain relief devices to prevent damage to electrical cables inside the _
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Wet well. Provide additional protection to all electrical cables in contact with other 21. The Control Panel CP enclosure shall be NEMA 4 and shall include a sight D
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surfaces to prevent abrasion. Conduit ends at the wet well, motor starters, and window in the door placed and sized properly to allow unobstructed viewing of
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control panel shall be sealed gas -tight with anon -hardening electrical putty at elapsed time meters and control power light when door is in its closed position.
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23. The alarm dialer shall be protected by a NEMA 4 enclosure.
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12. The electrical service shall be coordinated by the CONTRACTOR with the
electric utility company and the ENGINEER. The service entrance shall meet all 24. Float switches and cables shall be color coded as stated in specifications.
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utility company requirements, the National Electric Code, and all local codes.
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SD033900
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CUMULATIVE RUN TIME CUMULATIVE RUN TIME
ARRANGE EQUIPMENT TO PROVIDE CLEARANCES AS REQUIRED PROVIDE ISOLATION BETWEEN DISSIMILAR METALS BY USE
FOR OPERATION AND MAINTENANCE ACCESS AND TO MEET OF NYLON GASKETS OR OTHER MATERIAL APPROVED BY
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NATIONAL ELECTRIC CODE AND LOCAL CODE REQUIREMENTS THE ENGINEER.
ATTACH RAINSHIELD TO POSTS WITH METAL
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FRAMING (STRUT) SYSTEM IN ACCORDANCE WITH
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RECOMMENDATIONS. STRUT SYSTEM COMPONENTS
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Space 15 16 Space
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S-O" X S-O" ALUMINUM ACCESS DOOR WITH
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Space 19 20 Space
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Space 21 22 Space
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if the audible alarm sounds or
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Space 23 — 24 Space
if there is an apparent
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emergency condition,
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* Required circuit breaker ampacity
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WITH GRIP RINGS CONNECTOR
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SD101000
20050922
SD033420
20050922
SD033411
VARIES DUE TO DIFFERING TOP RAIL MIN. 1.660" O.D.
MANUFACTURERS DIMENSIONS
TIE WIRES (#6 GA.) ©24" CENTERS BARB SELVAGE 1"
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(24" - 36")
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�r, 71t5l, a, { �� 8 PVC, SDR 26 SANITARY SEWER I
IIt 1 1 I 1'� 73.01 }
I III t 1 71140� l 71.81
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PROVIDED j
1 ' 72 . \'.:; •r1 RIP-RAP/GRAVEL FILTER
° J€3 CHECK DAMS }
EXISTING 6° PVC, WATER LINE I I I I , i Po°000��� . 12997
I 1 I 1 S'oo-' ear<cc`Io"o°c EXISTING }
30,vg`GRAVEL DRIVE
I �-; �9` EXISTING }
�T LL �{
4' ' �-�-t Ylt��`_o ' 1'72.97 15" RCP
72.9A ID. Q�t fi2.11 ii t ;y=j 73.Os INV. (E)=70.3 }
'1oo0 117 P.7E : c 1 I INV. (V,')=70.42
i I t (REPLACED w/ 15" DOUBLE ,
WALL HDPE CORRUGATED PIPE.)
15' GIS#200157 73.1772.s iI II I {flay ; I ' I ; ' 73.17
PS-3 L i 73.09 I l4o`b°a9 �'�t\ I 173.06 `
STA. 0+00.00 73.11 I io 001 I` t P4t� - - - - - -
CASING PIPE RIM = 74.06 ^ g'�° ad il2', old
BOTTOM OF PIT +73.2=r a toy 1
INV (IN) = 57.14 (S °°°I 07 I I 4 60'/,.
EXISTING r 8.5' ASPHALT n n
a4 I I „ 63.28 LF 16 DRYBORE WITH 16 STEEL CASING ' 1
1 15' RCP Ili I I i e I I I I� t n 1 I
INV. (W)=7o.04 II u I 1 I, I MIN. THICKNESS .250 , AND 8" DIP FOR ,
TOP OF PIT , INV. (E)=70.69 NIP 11 N , I K I Ir t I' ,I SANITARY SEWER, CLASS 53. PUSH -ON -JOINT ! 1045 t }
NIP Pi I I i III I I
+72.60 } 73.4i + 7� n� t ' }
7 =
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MH 302 7
l
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1, ,1
SEPTIC TANK }
, + + _-,,.:., � INV OUT = 58.06 N SEiR 2BG
+73.2----____-_ ---
I , INV (IN) = 58.27 (E)
. Ili _
PLAN VIEW I f' I 200159-
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r 2.6a + �� 7- � "' �a �-7,,_ i5•J° I + I ; + `�'. � � i 14 , � 8-
DIP, CLASS 53 SANITARY-
F6I72.91
n +72.40�Io4o00?'oatGP��-
8 DIP, CLASS 51 SANITARY SEWER 3.18 _ 73.04 7213E r , goo MN CI P 50.43
77.29
0 1
fi 1 No
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72.16 ' MH-301 0 `� I SOIL DRIVE ,a" RCP
71.92 f5a oaOo oof INV. N o9.77
SILT FENCE SILT FENCE RIM 73 10 <°°°°�'°° aan ( )
�� o°'0000 ba R�yoa ay Il - EXISTING IIVb'. (S)=70.05
h f 7 FV34 Cam'! , 1 20 15" RCP _
INV (OUT) = 57.35 (N) + -;�°= o7i.4 i 2 6�I , t� INV. (w)=70.78
NATURAL GROUND NATURAL GROUND �o
INV (IN) = 57.42 (S) �� ay °a°� t I s ;I ' ; ' I INV. (E)=70.81
ao V: im
..
EYISTIriG I:XIST1ivG-' t a , , , , I tl
Q GRAVEL DRIVE i5" RCP I I t� t I t t t',I I 'I: � i PROPOSED
o INV (e`ti)=70.74 1i ' ' I'
i '-7 (5' MIN. INSIDE R/W) ;rt
INV. (� C 63 'i ,f { 4" PVC FORCE MAIN"""� ;
/ Z
4' MIN. , 7+2
DEPTH BORE PIT DEPTH- +72.87 +72.s3
VARIES oa �. +72.65 II 1 I Il
t" I +72.78
I I
30' IIf1,1 +
i I
LEXISTING
CASING PIPE '�} RIM 10272.43
I i I t I INV (W) = 69.19 (OUT) 8" PVC
AM
SECTION VIEW
i 1 11
1
DRYBORE PIT 90 -, +00 0+00 , +00 2+00 90
89 89
88 PUMP STATION 3 LATERAL -A 88
87 87 As -Built Survey Points - Town of Parmele
GIS#200157 GIS#200158 Contract NO. 4 - 64A & Meeks Rd Sanitary Sewer Improvements
86 PS-3 MH-301 86 2018 CDBG Infrastructure Sewer Project
RIM = 74.06 o N RIM = 73.10 Martin County, NC
85 INV (IN) = 57.14 (S) o INV (OUT) = 57.35 (N) 85
84 + o+ INV (IN) = 57.42 (S) 84
0
83 d d 83 Notes:
NOTE: c~i� 1 Horizontal coordinate system: NAD 83
CONTRACTOR TO MAINTAIN A MINIMUM 18 GIS#200,59
VERTICAL SEPERATION BETWEEN BOTTOM OF 82 M S#200 82 2 Vertical coordinate system: NAVD 88
EXISTING WATER LINE AND TOP OF PROPOSED SEWER LINE WHEN CROSSING AN EXISTING WATER rn RIM = 72.90
LINE. IF 18" VERTICAL SEPERATION CANNOT BE MAINTAINED. THEN THE WATER LINE SHALL BE 81 o INV (OUT) = 58.06 (N) 81 3 Sewer line and fitting shots are taken at the top of the pipe
ENCASED WITH 20 LF OF STEEL CASING CENTERED OVER THE SEWER LINE, OR THE WATER LINE or on top of the ground for horizonal directional drills
SHALL BE REPLACED WITH FERROUS MATERIAL FOR A MINIMUM OF 20 LF CENTERED OVER THE 80 + INV (IN) = 58.27 (E) 80 and adjusted on this sheet to reflect the invert elevation.
PROPOSED SEWER LINE. 79 d 79
E•-
U)
NOTE: 78 78
RIGHT OF WAY DATA TAKEN FROM MARTIN COUNTY TAX OFFICE AND NOT FROM FIELD SURVEY.
77 77
NOTE: 76 NCSR 1 1 6 76
CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY TEMPORARY EASEMENTS NECESSARY TO MqEKS rOAD
PERFORM WORK. PAYMENT FOR TEMPORARY EASEMENTS SHALL BE INCLUDED IN THE PRICE OF 75 75
THE WORK
Point
Number
Station
I per As-Builts
Northing (Feet)
Easting (Feet)
OFFSET
ELEVATION
FULL
DESCRIPTION
Lateral A - Sheet 14
200157
0+00.00
755927.840
1 2502902.535
1 0.000
1 74.06
1 Pump Station No. 3
200158
0+47.21
755881.096
1 2502895.926
1 0.000
1 73.10
Manhole No. 301
200159
1+10.49
755818.524
1 2502886.481
1 0.000
1 72.90
Manhole No. 302
74 74
NOTE: 73 73
CONTRACTOR SHALL BACKFILL ALL EXISTING DRIVEWAYS WITH BORROW FROM INITIAL BACKFILL
TO SUBGRADE AND COMPACTED TO 98% STANDARD PROCTOR PRIOR TO INSTALLING INCIDENTAL 72 00072
STONE BASE IN DRIVEWAYS. PAYMENT FOR INCIDENTAL STONE BASE SHALL BE INCLUDED IN ExlsrlNc GRADE
THE PRICE OF THE WORK. 71 71
NOTE: 70 V 70
CONTRACTOR SHALL DETERMINE LOCATION AND DEPTH OF EXISTING WATER LINE PRIOR TO 69 6" WATER LINE 69
CONSTRUCTING DRYBORE. PAYMENT SHALL BE INCLUDED IN THE PRICE OF THE DRYBORE. ELEVATION uNKNowN
68 68
NOTE: 67 67
DRIVEWAY PIPES ALONG MEEKS ROAD THAT ARE IN CONFLICT WITH THE PROPOSED SANITARY
SEWER SHALL BE REMOVED AND REPLACED WITH DOUBLE WALL HDPE CORRUGATED PIPE. 66 66
PAYMENT FOR DOUBLE WALL HDPE CORRUGATED PIPE SHALL BE AS SHOWN IN THE BID
SCHEDULE.
65 65
64 64
63 63
62 62
61 61
60 60
59 59
58 58
57 57
56 8" DIP, CLASS 53 SANITARY SEWER 56
® 1.01%
55 55
63.28 LF 16 DRYBORE NTH 16 STEEL CASING,
54 IN. THICKNESS .250", AND 8" DIP FOR 54
AS-BUILTS ARE PREPARED 53 SANITARY SEWER, CLASS 53. PUSH -ON -JOINT 53
FROM INFORMATION PROVIDED 52 1.01r 52
BY THE CONTRACTOR 47.2, LF
51 8" DIP, CLASS 51 SANITARY SEWER 51
LOCATIONS ARE APPROXIMATE ® 0.44%
50 50
-1+00 0+00 1+00 2+00 AS -BUILT
1111►/ REVISIONS CAD FILE DIRECTORY: W:\D8XX-GEN\D84X-ENG\D847_LD\2018-0366 N
�\\11111111/!�/ ///� N0. DATE .DESCRIPTION M
PSSO(,`/,q/��iR %, MCDAVID ASSOCIATES INC. PUMP STATION 3 LATERAL A CAD DWG FILE NAME: 14 PUMP STA11ON 3 LATERAL' A.DWG
1 11/04/20 MODIFIED PER DOT COMMENTS LL
2 2/9/2023 PLANS UPDATED TO AS -BUILT INC Corporate License No. C-131 CONTRACT NO. 4 - 64A & MEEKS RD SANITARY SEWER IMPROVEMENTS CAD PLOT FILE NAME: LAYOUTI O
" " "- SEAL = - _ =a SEAL �1`= = 3. 3/6/2023 REVISED AS-BUILTS PER ENGINEER/INSPECTOR COMMENTS MAP FILE REFERENCE: P-947 LIME
SCALE IN FEET 1 40' _ _ _ - - _ CORPORATE OFFICE BRANCH OFFICE 2018 CDBG INFRASTRUCTURE SEWER PROJECT d-
40 0 40 80 = = 1972 _ _ C) ; 39099 Engineers - Planners - Land Surveyors Engineers- Planners PROJECT NO.: 1-18-0366-5203 SURVEYED BY: JAS r
MAI REVIEW OFFICER APPROVAL 3714 North Main Street 109 East Walnut Street
�..9''., G•.� �i GiNE�•' �• �� P. O. Drawer49 P. 0. Box 1776 TOWN OF PARM ELE DRAWING NO.: 14 COMPUTED BY: DFW W
� Farmvllle, NC 27828 Goldsboro, NC 27533 " ,
RANK \����` Telephone: [phone] Telephone: [phone] MARTIN COUNTY NORTH CAROLINA SCALE: H: 1 =40 V: 1 =4 DRAWN BY: DCA/MW _
DATE MAI RE W OFFICER Facsimile: [phone] Facsimile: [phone] DATE: MARCH 1, 2020 APPROVED BY.• DFW W

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IP RAP/GRAVEL FILTER 19' ASPHALT
22 �rwl, . I _ CHECK DAMS
1E1P 2BG a�°�n3.28 tl ,9 i�i7 C4 =1� ^ �3_ , - CHECK DAMS
= _ R/'1v - - 72.70 $ ;°0 73.58 "I r I t1 Ptl F s 3.36 73.03 NIP 72.96 - +72.94 � ni b7lNG o_PVCa 41+fiTER LINE 7 09 - - - - - - - O% UPE _ + 73.'18 - - 73 t 7- - - - - - AM rUPE 72.58 - - - - - - - 1ilJPE- - - - - - - - - =72.u9 - - _ +73.27 i a UPE
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GI$#Z00159 EXISTING 0 73.4: 74.2 4.24 X
SOIL DRI c GRAVEL DRIVE SOIL DRIVE �� EXISTING GRAVEL DRIVE
200171 MH-302 GRAVEL D VE 200172 EXISTING 200160 GRAVE DRIVE 200176 200161
GRAVEL DRIVE
STA. 1+10.49 12" CPP 2D0173 GIS#200160 73.45 200175 5't EXISTING 15't INV. (E)=70.31
200177
GRAVEL DRIVE
RIM = 72..4 INV. (E)=7C.79 MH-303 GIS 200161
!! %-----+13 " GJ INV. 0,'0=70.79
EXISTING I INV• (W)=71.14 STA. 5+18.75 , , 8 PVC, SDR 26 SANITARY SEWER EXISTING MH-304
EXISTING - - REPLACED W 15" DOUBLE WALL , i5' RCP {REPLACED W / 15" DOUBLE WALL
INV (OUT) = 58.06 (N) 15' RCP { / RIM = 72.64 STA. 9+31.30
15" RCA EXISTING LHOPE CORRUGATED PIPE.) 1 I INV. (E)-70.5 i ?3.<2 HDPE CORRUGATED PIPE.)
INV. (E}=7o.7a 18" RCP INV (IN) = 58.27 (E) INV. {E)=7o.34 INV (OUT) = 60.19 (W) 1124 , 1,1v. {,,,';=70.�6 _ RIM = 73.36
INV. (W)=70.42 EXISTTING 73.70
INV. (W)=70.81 INV. (N)=69.77 INV IN = 60.29 E (REPLACED W / 15" DOUBLE WALL 1 INV OUT = 62.04 W
_ _ - EXISTING INV IN - 62.18 E
INV. (S}=70.05 (REPLACED W / 15" DOUBLE WALL 12" CPP ( ) ( ) I I , (OUT)
( )
HDPE CORRUGATED PIPE. 1
(REPLACED W / 15" DOUBLE WALL HOPE CORRUGATED PIPE.) INV. (E)=70.3i
EXISTING +73.99
HDPE CORRUGATED PIPE. � - - - � L _ _ 18" RCP ( ) - ( ) INV. (W)=70.30 EXISTING
(REPLACED W / 15" DOUBLE WALL SEPTIC TANK 15" RCP
HDPE CORRUGATED PIPE.) EXISTING INV (E) 71.02 74.82 -74.33 i 1172 '+ INV. (E)=70.70
NV. {\I)=/0 78 +74.00
SEPTIC I,^ TANK 74 5�;' INV.(W) 70.93 74.30 I L f (REPLACED W / 15" DOUBLE WALL PROVIDED 74.1= 74.24
RIP-RAP/GRAVEL FILTER 8" PVC, SDR 26 SANITARY SEWER (REPLACED w / 15" DOUBLE WALL - - - 73•, 8
r ,�f EXISTING � HDPE CORRUGATED PIPE.)
CHECK DAMS 73.17 - - - - - - _ 7a 4? 5 7 r.'19 74.2C HDPE CORRUGATED PIPE.) 74.02 %� SEPTIC TANK 73.34tt EXISTING
_ _ _ t 73.43 73.80
_ _ EXIS lNG J --�j-73.91 - - - - t SEPT1' TANK
+ -�� 73.33 , - ` - - 73.39 SEPTIC TANK 73.49 74.06 4: 73.91 73.93 � EXISTING 72.22
103G � 73.27 + I - - - -------- -.
I 1 11 06 1 -I-73.61 74.03 1 74.00 SEPTIC TANK-i-73.89 - 7
4-7a-.i-4---------1 74.03+12.34
1 / 4.03
74.22 3
+ 115
_J t 74.26
' 4i8 1j +73.5
t / ff
-
'r--------- - - - - -
' f 7 /I
7 .46
I/ % Zt
! I
1 1150 1
- --_--473.58
90
1 +00
2+00
3+00
89
88
As -Built Survey Points - Town of Parmele
87
Contract NO.4 - 64A & Meeks Rd Sanitary Sewer Improvements
2018 CDBG Infrastructure Sewer Project
86
Martin County, NC
85
84
Notes:
83
GIS#200159
1 Horizontal coordinate system: NAD 83
ID
MH-302
RIM = 72.90
2 Vertical coordinate system: NAVD 88
82
o
INV (OUT) = 58.06 (N)
3 Sewer line and fitting shots are taken at the top of the pipe
81
+
INV (IN) = 58.27 (E)
or on top of the ground for horizonal directional drills
and adjusted on this sheet to reflect the invert elevation.
80
d
79
Point
Station
FULL
Number
per As-Builts
Northing (Feet)
Easting (Feet)
OFFSET
ELEVATION
DESCRIPTION
78
Lateral A - Sheet 15
77
200159
1+10.49
755818.524
2502886.481
0.000
72.90
Manhole No. 302
76
200171
1+19.79
755810.482
2502894.824
6.920
72.45
Cleanout
200172
4+00.18
755776.070
2503173.211
5.750
73.23
Cleanout
75
200173
4+66.08
755768.120
2503238.522
5.350
73.21
Cleanout
74
EXISTING
- G
AVE
DRIVE
200160
5+18.75
755766.751
2503291.444
0.000
72.64
Manhole No. 303
200174
6+25.97
755747.581
2503397.095
5.790
73.13
Cleanout
73
200175
7+19.57
755735.614
2503489,924
6.100
72.95
Cleanout
72
EXISTING
GRADE
200176
8+55.52
755718.085
2503624.740
6.450
73.62
Cleanout
200161
9+31.30
755714.976
2503700.732
0.000
73.36
Manhole No. 304
71
_
'
-
200177
9+56.20
755706.893
2503724.897
5.390
73.75
Cleanout
70
�
,
I
69
68
67
EXISTING
15" RCP STORM SEWER
66
RA LL DOUBLE
HDPE C RRUGATEED
WP PE.)
65
64
63
62
61
60
59
58
57
56
55
54
AS-BUILTS
ARE PREPARED
53
FROM INFORMATION PROVIDED
52
BY THE CONTRACTOR
51
LOCATIONS ARE APPROXIMATE
50
1 +00
2+00
3+00
REVISIONS
xx%l lllI///
� ssoci/��i'
1111111
N0.
DATE
DESCRIPTION
�Q p,%- -"�
?OR
+++��u , �i�
1
11/04/20
MODIFIED PER DOT COMMENTS
n
fir,
2
3.
2/9/2023
PLANS UPDATED TO AS -BUILT
3/6/2023
REVISED AS-BUILTS PER ENGINEER/INSPECTOR COMMENTS
SCALE IN FEET : 1" = 40'
_ _ SEAL " =
- _ SEAL
40 0 40
80
1972 = _
_ o = 3 0,99
7,
�
MAI
REVIEW OFFICER APPROVAL
RANK
DATE
MAI E EW OFFICER
4+00 5+00 6+00 7+00 8+00 9+00 10+00 90
89
PUMP STATION 3 LATERAL -A
88
87
86
85
84
GIS#200160
MH-303
GIS#200161
MH-304
RIM = 73.36
INV (OUT) = 62.04
INV (IN) = 62.18 (E)
U)
83
0
LO
H
U)
RIM = 72.64
INV (OUT) = 60.19 (W)
INV (IN) 60.29 (E)
(W)
82
81
80
79
78
77
76
9G
L DRI
XISTI
RA
G
L DRIVE
XIL
IN
IL DTVE
EXISTING
GRADE
EXIS
RAVEL
NG
DRIVE
r
EXIS
GRAVEL
NG
DRIVE
E
GAVE
STING
DRI
75
I
J
- S
j
74
rr
73
72
71
L
-
-
-
70
(REPLACED
WALL
HDPE
15" RCP
CORRUGATED
STORM
W /
EXISTING
15"
SEWER
DOUBLE
PIPE.
--EXISTING
)
4469
EXISTING
CPP
HDPE
STORM
SEWER
W / 15"
CORRUGATED
DOUBLE
PIPE.)
EXISTING
15"
(REPLACED
WALL
RCP STORM
HDPE
W /
CORRUGATED
SEWER
15"
DOUBLE
PIPE.)
(REPLACED
WALL
15"
HDPE
RCP
CORRUGATED
STORM
W / 15"
DOUBLE
SEWER
PIPE.)
(REPLACED
WALL
18"
HDPE
RCP
CORRUGATED
STORM
W /
EXISTING
15"
SEWER
DOUBLE
PIPE.)
68
' STORM SEWER
-ED W / 15" DOUBLE
DPE CORRUGATED PIPE.)
12"
(REPLACED
WALL
67
66
65
64
63
62
61
60
59
58
57
108.26
3" PVC,
�0 0.47%
LF
SDR
26
SANITARY
SEWER
412.55
8"
®
PVC,
0.42%
LF
SDR
26
SANITARY
SEWER
56
55
54
53
52
51
50
4+00 5+00 6+00 7+00 AS -BUILT
8+00 9+00 10+00
Ik
MCDAVID ASSOCIATES, INC.
INC. Corporate License No. C-131
CORPORATE OFFICE BRANCH OFFICE
Engineers - Planners • Land Surveyors Engineers - Planners
3714 North Main Street 109 East Walnut Street
P. O. Drawer49 P. O. Box 1776
Farmville, NC 27828 Goldsboro, NC 27533
Telephone: [phone] Telephone: [phone]
Facsimile: [phone] Facsimile: [phone]
PUMP STATION 3 LATERAL A
CONTRACT NO.4 - 64A & MEEKS RD SANITARY SEWER IMPROVEMENTS
2018 CDBG INFRASTRUCTURE SEWER PROJECT
TOWN O F PA R M E L E
MARTIN COUNTY NORTH CAROLINA
CAD FILE DIRECTORY: W:\D8XX-GEN\D84X-ENG\D847_LD\2018-0366
GV
00
LL
O
Lr)
W
W_
(/�
CAD DWG FILE NAME: 15 PUMP STATION 3 LATERAL A.DWG
CAD PLOT FILE NAME: LAYOUTI
MAP- FILE REFERENCE: P-947 LIME
PROJECT NO.: 1-18-0366-5203
SURVEYED BY: JAS
DRAWING NO.: 15
COMPUTED BY: DFW
SCALE: H: 1"=40' V. 1'.=4'
DRAWN BY: DCA/MW
DATE' MARCH 1, 2020
APPROVED BY: DFW

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AS-BUILTS ARE PREPARED
FROM INFORMATION PROVIDED
BY THE CONTRACTOR
LOCATIONS ARE APPROXIMATE
NOTE:
CONTRACTOR TO MAINTAIN A MINIMUM 18" VERTICAL SEPERATON BETWEEN BOTTOM OF
PROPOSED WATER LINE AND TOP OF PROPOSED SEWER LINE WHEN CROSSING A SEWER LINE
WITH A WATER LINE. NOTE:
CONTRACTOR TO MAINTAIN A MINIMUM 1 FOOT SEPERATION BETWEEN PROPOSED WATER LINE
NOTE: AND ANY EXISTING UNDERGROUND UTILITIES.
RIGHT OF WAY DATA TAKEN FROM MARTIN COUNTY TAX OFFICE AND NOT FROM FIELD SURVEY.
NOTE:
NOTE: it PROPOSED 2" WATER LINE SHALL CROSS MEEKS ROAD BY UNCASED DRYBORE. COST OF THE
CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY TEMPORARY EASEMENTS NECESSARY TO DRYBORE SHALL BE INCLUDED IN THE PRICE OF THE WORK.
PERFORM WORK. PAYMENT FOR TEMPORARY EASEMENTS SHALL BE INCLUDED IN THE PRICE OF
THE WORK. w.
NOTE: 1 EA 6"x2" SADDLE 27' OFF ROAD
CONTRACTOR SHALL BACKFILL ALL EXISTING DRIVEWAYS WITH BORROW FROM INITIAL BACKFILL -4 - 1 EA 2" GATE VALVE & BOX 6 -.I
TO SUBGRADE AND COMPACTED TO 98% STANDARD PROCTOR PRIOR TO INSTALLING INCIDENTAL 1 EA 2" 90' BEND 2" POST HYDRANT ASSEMBLY
STONE BASE IN DRIVEWAYS. PAYMENT FOR INCIDENTAL STONE BASE SHALL BE INCLUDED IN (3+40)
THE PRICE OF THE WORK. FIRE HYDNG 6'
NOTE: 1 EA 2%2" TEE, PVC
DRIVEWAY PIPES ALONG MEEKS ROAD THAT ARE IN CONFLICT WITH THE PROPOSED SANITARY 4 2 EA 2 GATE VALVE &BOX
-- +70.83
SEWER SHALL BE REMOVED AND REPLACED WITH DOUBLE WALL HDPE CORRUGATED PIPE. t aasT1NG
PAYMENT FOR DOUBLE WALL HDPE CORRUGATED PIPE SHALL BE AS SHOWN IN THE BID EXISTING"; _ 6• Pvc w/L _ _ Rr l
SCHEDULE. 15" RCP -
EXISTING EXISTING !, Y
G" WATER LINE 8,> RCP V. (E)-70.73 15,t `!,9-9�-
60' R/4d INV. E -70.73 SCHEDULE 40 WATER LINE -r _. !�>. J-
INV. (N)=69.51 )- �73•,3 7�.G0 _ - ✓= =
19' ASPHALT (REPLACED W/ 15" DOUBLE WALL Y+73.88
- - - - -
IN! (S)=70.0G /----------
a 73.G7 73.10i1 r 69.64 HDPE CORRUGATED PIP-E.;j3.4z - - -5't- - -- - - - - - 73.z3,{ 73.27 f6UPE 73.6. i R/W 72.94�11 7.� i4J--17PE- �7.TB-------------------73.E7�74j09� __ - �_d
, � 7a.3-7-------------------- -�S--- ----------- - 732v _ __ �1.�.J4 _ ---4V 5�---- _�_- - 7 ?= �---- --- z7.�i'.�6 ----------�y-- - __---------•• _ 70.1� f �`
-- ---- - S..J------------------ - - -_ '_ - ----- --C7- -y-d� W s
71.59 ------ ----------------- - - - - -- -- -- - _- -- - L _ -':----__- - - .------- ---- - -- - -- ------.------------------ -- - - _ - -
------- - - - - -- ---1 --------------------------- -------- -- .;--- ------ __ ' ---------- -r--------------------- 7Y.K------------------ �- '--------- --- 2 `?1.5r- _ -- _ - ?
------ 73.�1 ------------ iraJ---------------------- 7i.5u ---------------711iu -------1I�71Z.7a > ra-�- _ _------------------------- -,1.53 ---- -- -----7�4_-------- ---------- - ----- _ YJ _
72.22 -�-_ _ __ _ _ _____ 73.11
------------------------------------ 73.23 '73.21 - - -- _--- __7-2-81-- -___ ,u T ------------- �2_0�---------------------- 73.20--------------------------------------- ---=--i------------------------7r9� - ----- - _ - - �-=�-�= ----
------------------------------ - - - - -- --------------------------"r-,r.�8- :�.z�4- -- -�_ -"- _ l~ '._. _ , �-
PROVIDED �- PROVIDED 73.59 Via! I _ PROVIDED - - _ o -3.4s _
_ -- _
. 5.74 - 74.01 73.91 -- - _ _ - I/ I i 72.77 11
!AP/GRAVEL FILTER' - -RIP-RAP/GRAVEL FILTER - 1 - -RIP-RAP/GRAVEL FILTER7 - r� CS 1 (Vl EK S R O Au - �- - _ _ - _ _ - - - _ +_
---- CHECK DAMS _ ---I' _ ------------ ---- _ _ -u -- _ - �'�- -- it
___ _ CHECK DAMS _______ J
CHECK D YnAS -LA§- ------------- ----- '-- -mo o °--_ ------------------------------ ------ z o °�o,------ -��: � r �� _ -R,.v
L$`o 0 73.1A ------------------73.39-------- -------------------------------------------- fag oa°o°� --- i ------ �a o 00o r---------- - - - ------ - - r� - -lT=== _--- f UPE
L ! 73.26_ , 73.27 I. , 73.1G _ _ - - - - - - b ° o d _ - io°o°o o° x�°O�°°O °OG� `� - - / - - -U ; U IOC°= �"o -K - ob- _-�...'
UT 2 rCl
° ° o 1I - - - - - - - �°-�oo �- UTI- - - - - -UT- - - --U�T3-/- ° ° ° �' - - -
-- ----- '- ---- 1�-- -G------- - ---- -7?4 °° _ -- �� - -UT +Y75,77 °8° _---------- - _ �iu t P '_� f C/o GIS 200164
00c� r /'OC q -- .l- .O 1.`YL _ I�I1-C�J _ 17��5� _ -:O_ -f'� / _ _ --_ -_ _-.--_- _ }SOD ��yy°° ° , o o¢� i _ - _ - _- _ _ _ LI /
r f ° �1-- o o°o., o o. - a ArM1r°,a ° o' t "o°o od �� 73 2� o°o ° /�.t>S- i j ]b y
. o0 1.Lu - - - _ .-! - - - o I-�'1'> .8�9 �i `$ __ _ , oo �i-.. _ �- ��F2.03 ' ° ° -�_-••n4°°o G �a--J�.3G'- - - - - !
--- 0----- 1t2:__---- 007= oe-- - -�- - -- -- -L3__ - - _ s eot- nG1C =:a _ ov ° �°G v�= en ° a -rn ; + ., a_c --- --- -7�8; 7z.e3 MH-307
- - =- -
_ �,� c'1�-, .mil a ° .j ..
-., - - - , , _� - _- - .` F`: - - - - - _ _ ,•a: _ - -- t - `oo 07 r, 1 - +. r , qv 'o` °'o i - - - =n.+- 'O- _ - W/M 200164.
d 75.34- ^n /`o - S.iJ It.9 tdu - _ "f -.,r3. > Stir _� 7389 l -x C1 �1 LI 4At _ 4, 1R�A 1 _ o o °ro ^`SEA 7 I /, ' STA. 19
-o #- pi <o ?= 4P I - -- . - - �,- or_ - - - o },t„4z---° 3- -e- o - - L i r- r / I 2+94 200182 +50.86
i 44 4:73-54 = " % .75EIP FWG i 74 p _-i-�7 R W 73.7.5 '. 73.54 .17 I \ EXIS77hlG. f ".w - O't`Rv9 _ -,TP ' F �i❑ .e-^ S°°00a°a :� > � r EXISTii�IG RIM = 72.14
EXISTIfvG C _O a ( c 7 UPE 73.28 i 13.57 , u _ _ / 73.64 ISTING I /� ) 'C/0 tv} j 0 LIPS (�/0� 74.12 5 BEIi .bG � o°°°oaol . i 5 Cr., c
CR,4VEL DR14F / 7!=.20 I } 73.87 UoE GRf1VEL DRIB w 200180 °� ° °a, 200163 200181 OIL DRIVE Ti,1�
200161 �� SEXISTING 200178
C/o 178 GRAVEL D,RI �200179 EXISTIi G 73.57 ' - - _ t , (oo°o 00 15" RCP INV (OUT) = 67.03 (W)
�,,GRAVEL DRIVE y °
20Uj77200162 -{- - �- - --I--I-73.80 5 f 15�t I 1'O�° 000� � � .I GIS#200163 INV. (E)=69.83
GIS#200161 GIS#200162 EXISTING I I �l000 ,°° MH-306 =
69.69
MH-304 EXISTING MH-305 1s" RCP °°o°J�-IL` STA. = 17+49.96 (REPLACED W/ 15" DOUBLE WALL
EXISTING INV. (E)=71.32 3°0°0°0
STA. 9+31.30 15" RCP STA. 13+39.36 °°°$ .91' PS-3-LATERAL-B STA. O+00.00 HDPE CORRUGATED PIPE.)
15" RC. INV. (E)-70.75 INV. (Ah)=71.45 I 1302 b°ooa0 c -t z r73 88
RIM = 73.36 RIM = 72.21 (REPLACED W/ 15" DOUBLE WALL ;o °
INV- (E)-70.99 INV, (W)=70.68 a°°�e°n-34� RIM = 72.71
INV OUT = 62.04 W INV. (Ev)=7i.13 INV OUT = 64.02 W HDPE CORRUGATED PIPE.) i i So�GooQ� 7; a # oiW/M INV. (OUT) = 65.92 (W)
EXISTING ( ) ( ) (REPLACED W/ 15" DOUBLE WALL (OUT) ( )
INV (IN) = 62.18 E (REPLACED W/ 15" DOUBLE WALL HDPE CORRUGATED PIPE.) INV IN = 64.10 E _ - �,° °°°
I18" RCP NV. (E)-70.70 HDPE CORRUGATED PIPE.) ( ) `) - 75.78 I ° °0 7 t I I , INV. (IN) = 66.09 (E)
EXISTING 74.90LL-l4.94 i � of � �I INV. (IN) = 66.90 (S)
INV. (W)=70.78 73.98 _ _ _ _ PROVIDED SEPTIC TANK 7r g� �aoo gy,
(REPLACED W/ 15"L OU�LE WALL I - - - - - - 4.02
HDPE CORRUGATED'IPE�� i I RIP-RAP/GRAVEL FILTER
74.87 6°$goo°,L 73.75 73.
+73.78 1250 I CHECK DAMS gPgggg� � i
1 EXISTING 7 ogggo UPE 73.83- 73.7
1r SEPTIC TANK 2 PVC, SCHEDULE 40 WATER LINE _ _---
72.22 , 73,79 -- - - - - - - - - - - - / / °°o°CQ a r SEPTIC TANK .22. 73.r 5 _ - -
74.79' 74.77 74.03 13
gg °4k r , 74.44 h
r------
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ti 7 :.02' .zD }- ;,moo Ao i a,n ? � # , .
72.34 72.40 74.'0�74.69 74.09 �I� `L +�oaea°7 74.4 t
-+74.06 I goo oo; I I +74.47 74.87 - - - - - - - - - - 74
7 ..22 °° °
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74.26 �, EXISTING EXISTING '-73:7-0- - - - - - - - - - - - �
SEPTIC TANK SEPTIC TANK 73.83
EXISTING 1 1 oggaggo
SEPTIC TANK I J000Q°d --
1 12710 ! _ 4°°_o°o°OaCI {, r 74.84
r - --+73.45
I r
473.58
87 GIS#200161
MH-304
86 M RIM = 73.36
INV (OUT) = 62.04
85 + INV (IN) = 62.18
rn
84
Q
83
82
81
SCALE IN FEET : 1" = 40'
40 0 40 80
80
79
78
77 EX'
76
75
74
73
72
I
71
70
69
68
67
66
65
64
63
62
61
60
59
58
57
56
55
54
53
52
51
50
9+00
i111%ilf
EXISTING
- 18" RCP STORM SEWER
(REPLACED W / 15" DOUBLE
-WALL HDPE CORRUGATED PIPE.)
I I I I I
11 +00
j-
EXISTING GRADE
EXISTING
15" RCP STORM SEWER
(REPLACED W / 15" DOUBLE
WALL HDPE CORRUGATED PIPE.)
12+00
I
I
L
EXISTING
15" RCP STORM SEWER
(REPLACED W / 15" DOUBLE
WALL HDPE CORRUGATED PIPE.)
408.06 LF
8" PVC, SDR 26 SANITARY SEWER
0 0.45%
10+00 11 +00 12+00
REVISIONS
��111t1uu�� 1tI lIl(���
SSOC/ N0. DATE DESCRIPTION
1 11/04/20 MODIFIED PER DOT COMMENTS
Off` �Q ���� :(/� 2 8/23/2021 MODIFIED PER BID NEGOTIATIONS
= SEAL = n = - - SEAL fir= = 3 2/9/2023 PLANS UPDATED TO AS -BUILT
1972 _ _ ; Q : 390�9 = 4. 3/6/2023 REVISED AS-BUILTS PER ENGINEER/INSPECTOR COMMENTS
MAI REVIEW OFFICER APPROVAL
Cj
DATE REVIEW OFFICER
13+00
1 I
1 I
! - - - - - - -
---------+71.82
-
- - I
cooQo°o;, ogQ°o
sign;
EXISTING
GRAVEL DRIVE.
I
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.455
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14+00
15+00
16+00 17+00 18+00
19+00
20+00 90
89
PUMP STATION 3 LATERAL A
88
GIS#200162
GIS#200163
GIS#200164
87
MH-305
MH-306
DROP
M
RIM = 72.21
0
RIM = 72.71
= 72.14
RIM = 72.14
ID
86
a;
INV (OUT) = 64.02 (W)
Qi
INV (OUT) = 65.92 (W)
INV (OUT) = 67.03 (W)
�
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INV (IN) = 64.10 (E)
+
INV (IN) = 66.09 (E)
+
85
INV (IN) = 66.90 (S)
a'
d
¢
PS-3-LATERAL-B STA.
= 0+00.00
84
U)
Q
83
82
81
80
79
XISTI
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ISTING
XISTING
RA
L DR
VE
EXIS
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L DRIVE
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77
EXISTING GRADE
76
75
74
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--
EXISTING GRADE
-
72
f4'DEP
-
71
70
EXISTING
_
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15" RCP STORM SEWER
69
(REPLACED W / 15" DOUBLE
WALL HDPE CORRUGATED PIPE.)
EXISTING
15' RCP STORM SEWER
68
(REPLACED W / 15" DOUBLE
WALL HDPE CORRUGATED PIPE.)
67
66
65
64
410.60 LF
63
8" PVC, SDR 26 SANITARY SEWER
8o PVC,0.90 SDR 26 SANITARY SEWER
62
® 0.44%
®0.47%
61
60
59
58
57
56
55
54
53
52
51
50
14+00
15+00
16+00 AS -BUILT
17+00 18+00
19+00
20+00
CAD FILE DIRECTORY: W. \D8XX-GEN\D84X-ENG\D847-LD\2018-0366
N
MCDAVID ASSOCIATES, INC.
PUMP STATION 3 LATERAL A
CAD DWG FILE NAME: 16 PUMP STATION 3 LATERAL A.DWG
`r'
INC
CONTRACT NO. 4 - 64A & MEEKS RD SANITARY SEWER IMPROVEMENTS
CAP PLOT FILE NAME: I
LL
O
Corporate License No. C-1<31
-947
-947
FILE REFERENCE: PLIME
CORPORATE OFFICE
BRANCH OFFICEMAP
2018 CDBG INFRASTRUCTURE SEWER PROJECT
(D
Engineers • Planners • Land Surveyors
Engineers- Planners
PROJECT NO.: 1-18-0366-5203
SURVEYED BY- JAS
r
3714 North Main Street
P. O. Drawer49
109 East Walnut Street
P. O. Box 1776
TOWN OF PARM E LE
W
DRAWING NO.: 16
COMPUTED BY: DFW
Farmville, NC 27828
Goldsboro, NC 27533
Telephone: [phone]
Telephone: [phone]
MARTIN COUNTY NORTH CAROLINA
SCALE: H: 1"=40' V. 1'
DRAWN BY: DCA MW
/
W=4'
_
Facsimile: [phone]
Facsimile: [phone]
DATE: MARCH 1, 2020
1APPROVED BY: DFW
I U)

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As -Built Survey Points - Town of Parmele
Contract NO. 4 - 64A & Meeks Rd Sanitary Sewer Improvements
2018 CDBG Infrastructure Sewer Project
Martin County, NC
Notes:
1 Horizontal coordinate system: NAD 83
2 Vertical coordinate system: NAVD 88
3 Sewer line and fitting shots are taken at the top of the pipe
or on top of the ground for horizonal directional drills
and adjusted on this sheet to reflect the invert elevation.
75.12+ +74-.8'
\ `-r 74.7
9 + 1 EXISTING
SEPTIC TANK EXISTING
-1-72.63 -
' \N 1'dELL
- l ",
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t
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I I I o c EXISTING 74.70' - --
i\
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II i y INV. (W)=69.83
INV. (E)=69.69 I
- -
19 06? - _
I I 75.23
EXISTING _�- - - - - - - - - -
I I I s SOIL DRIVE 75.98 - -
74.19 --- i 75.08 + - - - - -- '
pl a� ~� 74.22a 74-.56 i "i 4-1 it , ' \ - 75.25
2" PVC, SCHEDULE 46 �l '' II ; 72'�� 11 ,! ' 73.40 7
WATER LINE
I t3t{ it , I '•III EXISTING I Y I t 75.55
f I !y 11 {II SEPTIC TANK I I
tI I1­'_
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NK
74.25
i _-�
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73.3q 00 Tf
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a " GIS 200163 -'
# 8 PVC, SDR 26 SANITARY SEWER 74.64 _
MH-306 JPE
STA. = 0+00.00
\\�� 174.66 GIS#200165
PS-3-LATERAL-A STA. = 17+52.28
1 'Is, Do MH-308
RIM = 72.71\ STA. 3+83.30
INV. (OUT) = 65.92 (W) 1- RIM = 73.94
INV. (IN) = 66.09 (E) EXISTNG INV (OUT) = 68.70 (N)
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73.55 7a Waoo73.5/3.G5 74.7477`j.ocoo 7200165o�W .
5/8EIP 4BG 74. )3 +2" j
1
PVC, SCHEDULE 40 WATER LINE I EXISTING 2" POST HYDRANT ASSEMBLY
C c EGRESS
I t I 15" OPP 4a' OF �L INGREs , _ ._ (4+22, 8' OFF ROAD)
Q i 30 LF 2" POLYETHYLENE TUBING DR9, 200 PSI
T7 0o INV r t-72-12
` A DEPTH OF 4' UNDER MEEKS ROAD INV- (E)=72.12 2" GATE VALVE &BOX
(REPLACED W/ 15" DOUBLE. WALL (4+19.5)
HDPE CORRUGATED PIPE)
II I II � i I
i 1 EA 2" X 2" TEE, PVC
?`.I� 2 EA 2" GATE VALVE & BOX 1
La
211
,
y I I i Q
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73.7 7'° 9`+
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8" PVC, SDR 26 SANITARY SEWER
I
I j I I I I EIP 4AG G5SR 12Ac
1 00
,
-i-73:80-
gp -1+00 0+00 1+00 2+00 3+00 4+00 5+00 gp
89
88
87
86
GIS#200163
MH-306
RIM = 72.71
INV (OUT) = 65.92 (W)
INV (IN) = 66.09 (E)
INV (IN) = 66.90 (S)
PS-3-LATERAL-A STA.
85
84
o
o
+
O
�
83
82
=
17+52.28
81
80
79
Point
Number
I Station
I per As-Builts
Northing (Feet)
Easting (Feet)
OFFSET
ELEVATION
FULL
DESCRIPTION
Lateral B - Sheet 17
200163
0+00.00
755625.723
2504514.515
0.000
72.71
Manhole No. 306
200165
3+83.30
755244.739
2504472.471
0.000
73.94
Manhole No. 308
200183
2+75.38
755350.703
2504496.119
11.880
73.10
Cleanout
200184
3+92.70
755234.111
2504483.049
11.680
74.23
Cleanout
SCALE IN FEET : 1" = 40'
40 0 40 80
AS-BUILTS ARE PREPARED
FROM INFORMATION PROVIDED
BY THE CONTRACTOR
LOCATIONS ARE APPROXIMATE
78
77
76
75
74
73
72
71
70
69
68
67
66
65
64
63
62
61
60
59
58
57
56
55
54
53
52
51
50
-1 +00 0+00 1 +00
REVISIONS
NO. DATE DESCRIPTION
?OR
�,9,'�T��/'� ` """' ,� /L i��i 1 11/04/20 MODIFIED PER DOT COMMENTS
2 8/23/2021 MODIFIED PER BID NEGOTIATIONS
Q;-rj
SEAL " c� - - EALA fir. - 3 2/9/2023 PLANS UPDATED TO AS -BUILT
1972 _ = Q : .3�0.9 0 = 4. 3/6/2023 REVISED AS-BUILTS PER ENGINEER/INSPECTOR COMMENTS
v//��� MAI REVIEW OFFICER APPROVAL
DATE MAI EW OFFICER
89
PS-3-LATERAL-B
88
87
86
GIS#200165
MH-308
85
M
RIM = 73.94
84
I'
INV (OUT) = 68.70 (N)
00
+
83
M
d
82
F-
rn
81
80
NOTE:
79
CONTRACTOR TO MAINTAIN A MINIMUM 1 FOOT SEPERAT11ON BETWEEN PROPOSED WATER LINE
78
AND EXISTING UNDERGROUND UTILITIES.
77
NOTE:
EXIST
NG
CONTRACTOR TO MAINTAIN A MINIMUM 18" VERTICAL SEPERATION BETWEEN BOTTOM OF
, E
GRA
L DI
IVE
76
PROPOSED WATER LINE AND TOP OF PROPOSED SEWER LINE WHEN CROSSING A SEWER LINE
EXISIING
WITH A WATER LINE.
%
GRA
cL D
IVE
75
%
I
74
NOTE:
RIGHT OF WAY DATA TAKEN FROM MARTIN COUNTY TAX OFFICE AND NOT FROM FIELD SURVEY.
73
NOTE:
72
CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY TEMPORARY EASEMENTS NECESSARY TO
PERFORM WORK. PAYMENT FOR TEMPORARY EASEMENTS SHALL BE INCLUDED IN THE PRICE OF
71
THE WORK.
EXISTING
70
NOTE:
15" CPP STORM SEWER77
(REPLACED W / 15" DOUBLE
gg
CONTRACTOR SHALL BACKFILL ALL EXISTING DRIVEWAYS WITH BORROW FROM INITIAL BACKFILL
WALL HDPE CORRUGATED PIPE.)
TO SUBGRADE AND COMPACTED TO 98% STANDARD PROCTOR PRIOR TO INSTALLING INCIDENTAL
68
STONE BASE IN DRIVEWAYS. PAYMENT FOR INCIDENTAL STONE BASE SHALL BE INCLUDED IN
THE PRICE OF THE WORK.
67
66
NOTE:
DRIVEWAY PIPES ALONG MEEKS ROAD THAT ARE IN CONFLICT WITH THE PROPOSED SANITARY
65
SEWER SHALL BE REMOVED AND REPLACED WITH DOUBLE WALL HDPE CORRUGATED PIPE.
PAYMENT FOR DOUBLE WALL HDPE CORRUGATED PIPE SHALL BE AS SHOWN IN THE BID
64
SCHEDULE.
383.30 LF
8" PVC, SDR 26 SANITARY SEWER
63
NOTE:
® 0.47%
62
PROPOSED 2" WATER LINE SHALL CROSS MEEKS ROAD BY UNCASED DRYBORE. COST OF THE
DRYBORE SHALL BE INCLUDED IN THE PRICE OF THE WORK.
61
60
59
58
57
56
55
54
53
52
51
50
2+00
3+00
4+00 5+00
AS -BUILT
CAD FILE DIRECTORY. W:\D8XX-GEN\D84X-ENG\D847-LD\2018-0366
N
MCDAVID ASSOCIATES, INC.
PUMP STATION 3 LATERAL B
CAD DWG FILE NAME: 17 PUMP STATION 3 LATERAL B.DWG
M
°
INC
CONTRACT NO. 4 - 64A & MEEKS RD
SANITARY SEWER IMPROVEMENTS
CAD PLOT FILE NAME: LAYOUTILIL
O
Corporate License No. C-1►31►
MAP FILE REFERENCE: P-947 LIME
CORPORATE OFFICE
BRANCH OFFICE
2018 CDBG INFRASTRUCTURE SEWER PROJECT
Engineers • Planners - Land Surveyors
Engineers " Planners
PROJECT NO.: 1-18-0366-5203
SURVEYED BY: JAS
r
3714 North Main Street
P. O. Drawer 49
109 East Walnut Street
P. O. Box 1776
TOWN O F
��
DRAWING NO.: 17
COMPUTED BY: DFW
W
Farmville, NC 27828
Goldsboro, NC 27533
SCALE: H: 1"=40' V: 1"=4'
DRAWN BY: DCA�MW
W
Telephone: [phone]
Telephone: [phone]
MARTIN COUNTY
NORTH CAROLINA
-
Facsimile: [phone]
Facsimile: [phone]
DATE MARCH 1, 2020
APPROVED BY DFW
U)

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PIPING CONSTRUCTION NOTES
y i
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I 1 ! 1 1 I
,!
1.
THIS PIPING PLAN IS DIAGRAMMATIC ONLY. ADDI110NAL PIPE AND/OR FITTINGS
\
1 I I i +
111
f
MAY BE REQUIRED TO AVOID CONFLICTS, TIE-IN TO EXISTING AND/OR
I I 'I! I
NOTE: CONTRACTOR TO REMOVE ALL CONCRETE SLABS FROM
PROPOSED LINES AND STRUCTURES AND/OR PROVIDE A COMPLETE AND FULLY
\
I I I I �
PUMP STAITON SITE PRIOR TO INSTALLING CABC STONE.
OPERATIONAL SYSTEM. THE CONTRACTOR SHALL PROVIDE ALL PIPE AND
\11
I
PAYMENT FOR REMOVAL OF EXISTING CONCRETE SLABS
FITTINGS AS REQUIRED AT NO ADDITIONAL COST TO THE OWNER.
i i f
SHALL BE INCLUDED IN THE PRICE OF THE WORK. NO ---
I _ _
i
I I I I
_
ADDITIONAL PAYMENT SHALL BE MADE.
As -Built Survey Points - Town of Parmele
2.
SEE OTHER SHEETS FOR DETAIL PIPING ARRANGEMENTS, GRADES, INVERTS, AND
/I
� l 1 ; i
`�I
Contract NO. 4 - 64A & Meeks Rd Sanitary Sewer Improvements
PIPE LOCATIONS.
;
!!
2018 CDBG Infrastructure Sewer Project
3.
ALL DUCTILE IRON FORCE MAIN PIPE BELOW GROUND OUTSIDE STRUCTURES
r>
"/
I I I I
SILT FENCE
Martin County, NC
SHALL BE CLASS 51 UNLESS SHOWN OTHERWISE.
'I ///
i I I
,'
f
4.
ALL POLYVINYL CHLORIDE (PVC) WATER MAIN AND FORCE MAIN PIPE BELOW
'
I ' I I i
Notes:
GROUND OUTSIDE STRUCTURES SHALL BE SDR 21, 200 PSI UNLESS SHOWN
ll
OTHERWISE.
' PROPERTY
LINE ',IS I I I
1 Horizontal coordinate system: NAD 83
1�v LIMITS OF CONSTRUCTION
I " ;
2 Vertical coordinate system: NAVD 88
5.
FORCE MAIN FITTINGS SHALL BE DUCTILE IRON FITTINGS RATED AT A MINIMUM
11 I I t ,
/" 1 1 ;
3 Valve shots are taken at the center of the valve box, on
OF 250 PSI WORKING PRESSURE WITH MECHANICAL JOINT ENDS WITH GRIPPING
RINGS.
11 I ) I � '
\ 80 LF 8' CHAIN LINK FENCE
top of the valve nut.
/ I 1 , I
r I I 1
4 Water line and fitting shots are taken at the top of the pipe
6.
WATER SERVICE FITTINGS SHALL BE POLYVINYL CHLORIDE (PVC).
1 I
\
I I
I
or on top of the ground for horizonal directional drills
7.
ALL DUCTILE IRON GRAVITY SEWER PIPE BELOW GROUND OUTSIDE STRUCTURES
\I I i - -
. I I 1
- - - - - - - - - -
and adjusted on this sheet to reflect the invert elevation.
SHALL BE THICKNESS CLASS 51 WITH PUSH -ON OR MECHANICAL JOINTS
11 E
FUNLESS
SHOWN OTHERWISE.
1 ; I � f { t
l
5 Fire hydrant shots are taken on the operating nut.
l
! I, s 11 I. I
�.x7 x. - x x Y Y v
I
8.
THE MINIMUM BACKFILL COMPACTION WITHIN TEN (10) FEET OF ANY STRUCTURE
SHALL BE 98%. ALL OTHER COMPACTION ON THE PUMP STATION LOT SHALL
BE MINIMUM 957.. COMPACTION TESTING IS REQUIRED.
9. ALL ABOVE GROUND PIPE 4" AND LARGER SHALL BE DUCTILE IRON PIPE WITH
FLANGED JOINTS UNLESS SHOWN OTHERWISE. TRANSITION TO OTHER PIPE
MATERIALS AND/OR JOINT TYPES AS SHOWN ON THE PLANS.
10. CONCRETE THRUST BLOCKING, RODDING, GRIPPING RINGS, AND RESTRAINED
JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH SECTION 02667 OF THE
h T.Ja l i' i� - I SPECIFICATIONS.
' I - - - ' x 11 11. WATER CONTAINING CHLORINE RESIDUAL SHALL NOT BE DISCHARGED WITHIN
+ 1 t I I I - IN: :I: :.
1 , I I I - _ _ �s=:_ _=.--. ONE THOUSAND (1,000) FEET OF SURFACE WATERS. FLUSH WATER CONTAINING
I I -- --- --- ,_--
1. - - -
- i + ti -(: ' CHLORINE RESIDUAL SHALL BE DISCHARGED INTO DIKED DITCHES AND
1 QII
CONTAINED UN1TL NO CHLORINE RESIDUAL REMAINS.
GIS 20015� I I I I ,
# I `t
I PUMP STATION ; !I ; I I ' . I
I TOP OF STRUCTURE = 7 .02 ' '
I .I i 1
X
PROPERTY LINE ' I I, I I + x
IS LIMITS OF i i I I I' � 1 FORCE MAINS
CONSTRUCTION ; I ( I +
SITE GRADING CONSTRUCTION NOTES
I
r:
I I ,' A PROPOSED SITE PIPING (TO BE INCLUDED IN THE LUMP SUM PRICE OF THE PUMP
1 ,� 1 - d - O
!+ 1 i 1 - I ' - STATION) 1. CONSTRUC110N SHALL BE CONFINED TO THE AREA WITHIN THE LIMIT OF
I +
ii i
11
I I 1 i I I I �: 2 EA 4 90' BEND DI MJ WITH GRIP RINGS HORIZONTAL VERTICAL ALIGNMENT CONSTRUCTION LINES SHOWN ON THIS SHEET AND THE PRIVATE RIGHT-OF-WAY
1
]i+ 1 i I 1 EA 1" MANUAL AIR RELEASE VALVE ASSEMBLY OF ADJOINING STREETS AND ROADS. CONSTRUCTION WITHIN ADJOINING
ff 1 . , I. 1 X'':
I
STREETS AND ROADS SHALL BE LIMITED TO THAT REQUIRED TO INSTALL
81.9 LF 8' CHAIN LINK FE CE , I.
: E. . . X 4" DIP, CLASS 51, SEWER FORCE MAIN PIPING PROPOSED IMPROVEMENTS UNDER THIS CONTRACT.
I I I 1 :'i '
I I 1 ':,
1 I I I I I I I : i .. . :. 'E: - ' UE : � 1 2. CLEAR AND GRUB ENTIRE SITE WITHIN THE LIMITS OF CONSTRUCTION. ALL
1
ILF_
' I / ' ' 1 ' I „ EXISTING CONCRETE SLABS, TREES, SHRUBS, BUSHES, DEBRIS, ETC. WITHIN THE
r 81.7 LF 8 CHAIN LINK FENCE
I I 1 WATER SERVICE (LUMP SUM TO INCLUDE THE FOLLOWING:
t I 1 1 / 1 1 - . ) LIMITS OF CONSTRUCTION SHALL BE REMOVED AND DISPOSED OF IN
�" C
`} `r-`,� I ./ . � ; � . 'tom �. ACCORDANCE WITH APPLICABLE FEDERAL, STATE, AND LOCAL LAWS, RULES,
J{ t 1
O , 1 I1 I , X. : :' ., PROPOSED SITE PIPING LUMP SUM AND REGULATIONS. DISPOSAL SITE SHALL BE PROVIDED BY THE CONTRACTOR.
4" DIP, CLASS 51 ?� (�)
( )
x ELECTRICAL HUT 1" WATER SERVICE TO INCLUDE:
O t SEWER FORCE IN I 1 -
�, TOP OF CONCRETE -7 0 E 4. 0
3. GRADE SHAPE AND LANDSCAPE SITE TO PROVIDE POSITIVE DRAINAGE OVER
O ,
O t I 1 EA 1" WATER. METER IN CAST IRON BOX WITH ANGLE METER STOP AND. DUAL CHECK
G I
I
THE ENTIRE SITE
\ , 1 � :: � : ' : R AND TO DRAIN. SURFACE WATER AWAY FROM STRUCTURES.
G II
VALVE
\G 1 \ NN
O
SLOPE G ROUND SURFACE AWAY FROM STRUCTURES AT TWO 2 PERCENT
G {)
R
S I
O 1 EA SERVICE SADDLE AND CORP P
I
_ ORATION STOP AND 1" SERVICE TUBING
O --
t -
MINIMUM SLOPE 0MINIMUM
r� - - O E FOR A DISTANCE OF THIRTY 30 FEET IN ALL
V I -
G 1 I
1 -
I PORTAB
LE STANDBY GENERATOR
1 EA 1" RPZ BACKFLOW DEVICE WITH INSULATED \
L ENCLOSURE ON 6" CONCRETE PAD.
O, , I I ' DIREC110NS. GRADING SHALL EXTEND TO THE EDGE OF PAVEMENT OF
- 1 WITH CONCRETE PAD
. * ENCLOSURE TO INCLUDE RESISTANCE HEATER RECEPTACLE CONDUIT AND WIRING
O i I ADJOINING STREETS NROADS.
G #
N R S AND
TOP OF PAD 74.00
' : FROM E t R ELECTRICAL HUT
° t\ 8" DIP SD 26 SANITARY SEWER I ' X
t G R R R _--
O -
\ G
s - 4. ALL DRIVEWAY AND PARKING AREAS SHALL BE SURFACED WITH A SIX 6 INCH
O
{ )
t
O
I
I
I
C
LAYS R OF CABC NC DOT TYPE A). CONTRACTOR SHALL EXCAVATE THE
I G'
O
{ )
TR R H X
,O t 1 I � PROPERTY LINE IS
G I PROPOSED
0 GIS#200158 EXISTING SOIL IN AREAS TO RECEIVE CABC SURFACING SUCH THAT DRIVEWAY
+ + LIMITS OF CONSTRUCTION
O
MH-301
I
1 EA 3 4" YARD HYDRANT WITH VALVE ,
I AL E
/ AND PARKING
O
I'DG .
I
AREAS DO NOT PREVENT THE FLOW OF SURFACE WATER.
STA. 0 47 1
I
+ 2
I \ (� \ I , :,,: 1 PVC SCHEDULE 80 PIPING AND FITTING AS NEEDED
G - \ RIM = 73.10 I UNDERGROUND
4 i 5: ALL DISTURBED
O
\ 1
AREAS SHALL R SEEDED AND MULCHED WITHIN SEVEN 7
_ �': H
G ,
TELEPHONE SERVICE
1
INV OUT 57.35 N I
(OUT) { ) DAYS AFTER COMPLETION OF GRADING OPERATIONS. ENTIRE AREA WITHIN THE
t
I
O. _
INV IN 57.42 S i LIMITS OF CONSTRUCTION SHALL BE SEEDED AND MULCHED EXCEPT THAT
G
( ) { )
I 1
O :..G ......
I � AREAS WITHIN THE LIMITS OF BUILDINGS, STRUCTURES, CABC SURFACING, AND
O +
G I UNDERGROUND ELECTRICALUTILITY SERVICES TO INCLUDE
�] , UNDISTURBED AREAS WITH A WELL ESTABLISHED GRASS COVER SHALL NOT BE
\ 1
G CONDUIT AND WIRE
t SEEDED AND MULCHED.
O 1
O t
1
SERVICE FEED)PROPOSED
O -D
O
(
O
G I
I
- 1
\ - ELECTRICAL SERVICE POLE WITH METERING EQUIPMENT AN
D D CIRCUIT BREAKER MCB1 , 0 , I _ ( ) 6. EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO BEGINNING
O t
x ; : _ CONSTRUC110N AND SHALL BE MAINTAINED IN CONTINUOUS USE UNTIL THE
y -
i
O
G o -
6' X 1 DOUBLE LEAF GATE
FINA
L AL GRASS COVER IS WELL ESTABLISH EROSION CONTROL MEASURES
O ° �1 LF CHAIN IN FENCE - - PROPOSED ESTABLISHED. N N R
\ ;` 4 K
G� '�: : '
G = SHALL BE REMOVED BY THE CONTRACTOR AFTER THE FINAL GRASS COVER IS
1 _
_ �. UNDERGROUND TELEPHONE SERVICE
r� t -
O
I -
I a
WELL EST
ABLISHED.
O
Gt i I I -
I r
0
i I
1
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i
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G 0 �t 1 1 t LUMP SUM) X r \ X .X +t ,
t O G 0 C' I + 11 tt \ \ ' , _ 16' WIDE 6" CABC DRIVEWAY (55 SY)
t O`i t I 1 PVC (UNIT PRICING) t �'. �\\CD
O 1
I,� G G G t ;� Ii jj \t1 \ >3 `
G 1 I t I \ -
,)GGOG� \ It_
cJ {'Z t I I ' t t-
ID 0 G 0 (� 1 I \ \ B \ EXISTING 6" PVC, WATER LINE
G , , �, Q\ 30 LF 15" DOUBLE CORRUGATED WALL HDPE PIPE
... - . _. . . .... � - - - -.,.. I F
I \ 22 LF CHAIN LINK FENCE I
1
l
- - - - -"` - - - - - - +- `-� - ' \- - - - - - - - l I - - ______ \ - - - --- /
/--};,--t- 1 1 _ F - - - - ,- _ - nr= - - - -t r- - - - - - - - - "i -jf' - - - - - -t' - - - - - - - - ` 0 (r:r 0 .x - - - � �- - -- - - '
J ! &- Pb r-'. W 4 ` k � -7 O' - - b -- 4, �____ - --- � 17- - - ;1r,. ---- t __ -lN- - 11----'�]- -W- �,� e 1"'� - -^'- ----"r----`----- t --- --- --- --- --- --- V------'tV -- - - -- W_
'G Jt - t --- -------------- {� h
n , - - - - O_. g. _ . `�� O- -
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_r �,__� =_O_t , . ,' e O - - �, _--------- ., i ,'fr', �1-o G GO G O OG t ti° -- ------------------------------- -------------------
// �� G G �t , - _ --t "T - -0-- - 71--------- ------------- --------------- , :t t --- -_-_�= 71--=L-\r-�J .I� r� \_ . _\ r 1 - O ... ... ... . . . . . .
j r 0 OO'.,j - --- _ _ _---�z---------- _ ----------- ----- _ ----- 'G G �� G t 0 c�j O , )�, O
00
00
O0__n �' I , _�'__ , O 0 O G�� G - -------------------------------------------------------------------------------------------
G O O O � 1 - - - -- -----------------72--- - --I- _ L= - - ` --r` { - __------- _----------------- -
- ;'�OG� ��� i ,t�{+GO G000 �00�' GO`OJ1
-- 1 J!! 0 0 G O O I I .: 60. SY cABC ::::: f "G O G G O G G
jj
--------L�--O--_�--�--L--------'- '- . . _ '. '.'I. =r�� CLO_O_� 01,E Q r Q_ v �O Q �_-�-=='-------------------------- -- -------------------------------------------------------------------------------
--- ----------------------------------- _ '--------m
60 IF 8" DRYBORE WITH 8" STEEL CASING MIN. THICKNESS
0.188" AND 4" PVC SDR 21, 200 PSI PIPE FOR FORCE MAIN
EXISTING - . _ ,
F" RCP S'fGRtv9 SEI,ER I 15"EXIRCP
_ 15' RCP STORM SE\Po`ER
, 1 - - _ (REPLACED W / 30 LF 15" DOUBLE WALL _ _ _ - - - ----
I -
I - - - _ HDPE CORRUGATED PIPE.) _ ._ -
a - ---_ _ _�L NCSR '1160 - MEEK\S ROAD - - - - - - - � -_
EXISTING ����//' I I - - - - _ - - _ J
18" RCP STORM SEWER I I - � - _ _ _
I I - .
I I - -q co
I I K
-
--------------------- - - - - --
- - ----- - - - - --
-:\ 'r- '-�
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--------------I ra G GG O G 00 0 G � �O CLUQ<
--UT------UT------lT------UT-'---'1-UT----- I 1 - \ Ci G t0
i !I TU3------UT------UT-- -----U1------UT----UT------UT------UT------UT------UT------UT------'JT------UT------ (� G 11 f0 0
UT------UT------UT------UT--- ---UT---.�c�(�17f CJ
1 t I - \0 n - -----------UT------------US---==-JT- ==--UT -- -
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r __I.m ==-----------ti\� `' - �/ / � --Q`a -------------------- --.Z - _------------------------- ------ ro ='> -y�- G� O`,� _�`rt',\. - .O.O -- Q-O_,�'1/�__�,'_v'' _�__ r-�� �.
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j,- =_=-- -- G
GIS#200159 !00 G
MH-302
STA. 1 +10.49
RIM = 72.90 8" PVC, SDR 26 SANITARY SEWER
INV. (OUT) = 58.06 (N)
INV (IN) = 58.27 (E)
Point Number
-
I Northing Feet
Easting Feet
Elevation
--- ]
I Raw Desc.
Full desc.
REDUCED PRESSURE BACKFOW PREVENTOR
1
1 755876,435
1 2502888.713
73.15
RPZ
I RPZ
VALVES
2
1 755922.821
1 2502896.212
1 73.69
1 Valve
I Valve
YARD HYDRANTS
3
1 755926.745
1 2502897.374
1 73.64
1 Yard Hydrant
I Yard Hydrant
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_ _
3 0 19
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SILT FENCE -)
SILT FENCE
NATURAL GROUND
NATURAL GROUND
'
DEPTH
/ 2
R1,
4' MIN.
s
<o
BORE PIT
DEPTH
VARIES
30'
LImo...
CASING PIPE
SECTION VIEW
DRY BORE PIT
SCALE IN FEET : 1" = 40'
40 0 40 80
i
1' I I lI j 71!a01 f' 3 0 t 73.01
I I I 71.81
73.00
I�i
fill', i i i _
I
i II I t 4 li o Ii PROVIDED
' 72.E ogo l 1 RIP-RAP/GRAVEL FILTER
} I , a� z 1=I O
CHECK DAMS
EXISTING 6" PVC, VIAIER LINE!- i 111 o°oagoaa t��2.97 y
EXISTING
GRAVEL DRIVE 1
EXISTING
'
72.94 2.1 `u / f io j 72.97 15" RCP
101 3
it
6ti _ 7 .76 \ �?' ! P \+J3.D4- INV. (W)=70.34
(REPLACED W/ 15- DOUBLE WALL
1 I t i HDPE CORRUGATED PIPE)
+73.17 iP
173.09 72.9�
+73.11
r3
}73.02 S%I
Lff
d'73.1G
+73.24 1, f1f
c 7
' pA0
1 2 1 a
GIS#200157 1°a°oa
-' -i PS-3 60' R/vb
a nl
STA. 0+00.00 _ - i '�i ; ' 55 LF 16" DRYBORE WITH 16" STEEL CASING,
_ _ 18.5' ASPHALT
RIM = 74.02 I i1 , f °o I ; i 'MIN. THICKNESS .250", AND 8" DIP FOR
r INV (IN) = 57.14 (S) e 0 I SANITARY SEWER, CLASS 53. PUSH -ON -JOINT
NiH NIP I tQ
4 72.6D' 73.41 Ia- 1 ,--�,�� 1 I' "; 1 i Is s ?i''( 8" DIP, CLASS 53 SANITARY SEWER
p •�:i- O I I
O O I I I
2. 0 ^1 I
4.
NOTE:
f
I I 1
CON "
CONTRACTOR
TR R TO MAINTAIN A MINIMUM 18 VERTICAL SEPERATION BETWEEN BOTTOM
- f _
3 i
OF EXISTING WATER LINE AND TOP OF PROPOSED FORCE MAIN WHEN CROSSING AN EXISTING
- - 2. 8
3 L'';:::5":�st':s(;``''"_:::t:�=%:`.:��`�r'i::`:::ti::<:;:�::y;F:';i::£Sii::;i?;:a:�::::::::fi;:
7 '=
72 a7-72. 91 _ _
� �1 -I Y + 2 s.
WATER LINE. IF 18 VERTICAL SEPERATION CANNOT BE MAINTAINED, THEN THE WATER LINE
.� �7t-::c>::-:r;;;a:�:r.o-;:.-=nm;:...:s.::.-::....:;::::::.:r.:<•F:::::::»:s;;}::e::_s'r.::;-.:.:sa.: _ _ - I f ..
1
SHALL BE ENCASED WITH 20 LF OF STEEL CASING CENTERED OVER THE FORCE MAIN OR THE
,
i 200141 v;_;::ro:::eg;::--::: btl I 11,
2 EA 4 90 BEND DI � I I:
WATER LINE SHALL BE REPLACED WITH FERROUS MATERIAL FOR A MINIMUM OF 20 LF
.I
r I I
I I f I I
I I
CENTERED 0 VER THE PROPOSED FORCE MAIN.
0
i { , , , 1 EA 4" 90' BEND, DI
- o 200146
i 7 f
�
i I I i I'.
1 I - I
I
Oil, 200147
�
NOTE:
,. ... .:.:.:::: .. :.r. ,, f
7� ..:, " , 20,0�45 �,
1 EA 1 MANUAL AIR RELEASE 72 ::.:..:.:::::::::::.::::..:.::...-.:..:::..............._
RIGHT OF WAY DATA TAKEN FROM MARTIN COUNTY TA OFFICE AND NOT FROM
X A N R M F ELD SURVEY.
EXISTING
72.63 _ -
.....::....:.:::.:...... I
VALVE ASSEMBLY1 s" RCP
+72.4D 3.:;.. ° I IN.i. (.)-6s.r7 ........ ,,I , � I I _
' �1. I' ��mi !N a. (')='`D
200143 UPE slstl I o �0 { t I 7� Qn o' ! , J c nr
I318 73.C4 000o x o �d 5/sEIP y,G
NOTE:
CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY TEMPORARY EASEMENTS NECESSARY TO
PERFORM WORK. PAYMENT FOR TEMPORARY EASEMENTS SHALL BE INCLUDED IN THE PRICE
7G1zg
-73�_ " " 70.43
72 �1
OF
c��r = ft_IJ_ _, ,
40 - - _ _ L t3-� _--�_ �6 - J- - ��l z iT
`-
THE WORK.
71.83 r 00 Z 73.63
- +
72.16 � Z(-72.04 72_.66 \ 1 000 r 7 .12 I r -
'
NOTE:
y DIP, CLASS 51 SEWER <•a, ;; EXISTING
FORCE MAIN Apo Igo° oou2 I SCfI GRiVE
CONTRACTOR SHALL DETERMINE LOCATION AND DEPTH OF EXISTING WATER LINE PRIOR TO
i
a'c'aaeaa °np,°�
laop
CONSTRUCTING DRYBORE. PAYMENT SHALL BE INCLUDED IN THE PRICE OF THE DRYBORE.
- i 6aanoaan no`F .o
.,,o Eno 'No aoao ,0 '.9_".acy -ke= \ \_EXISTING
C75E1P 3BG +72.54 72.05, +12 SDI eQ°oaoo°o� �S .y f 71,18 EXISTING
fd1P ooaaa000Q o°c'�°og�t+'h �2rt,7"`07`. �{ 72. P,j i``1 I (j 1.00.20 1 RCP
_
�so , 'f
I I I I I INV. (W)=70.78
aonaoo°°
EXISTING INV. (E)=70.81
GRAVEL DRIVE got 1
I I
I
EXISTING f I I 't,' I[+ 5't
,f I
15' RCP I I , - j ' �' II 15't
1
INV. (Pd)=70.74 -7t, 52I+
� 72.a7 INV. (E)=70.63 3�. I {{ l t I P j I Of
-r.i� I
+ 72.65 I
+7z7s 4" PVC, SDR 21, 200 PSI
PIPE FOR FORCE MAIN (5' MINIMUM
INSIDE R/W)
1,
f i f ° £ 3 EA 4" 45' BEND, DI
1
I 200148
f p i ( I II If 200149
200150 EXIS IING
MH 102
STA. 3+23.86
{ RIM = 72.43
1 INV (VI) = 69.19 (OUT) 8" PVC
_i I II
s
f EXISTING
8' PVC, S,AN11TARY SEWER
fi ,
I _i I
90 -1+00 0+00 1+00 2+00 3+00 4+00 90
89
88
87
86
85
84
83
82
81
80
GIS#200157
PUMP STATION #3
79
78
V
LV
V4T
1 EA
A
RIM = 74.02
INV (IN) = 57.14 (S)
1'
VE
MANUAL
SS
MB
AIR R
Y
77
.
+
76
GRAD
EXISTING
GRADE
LUMP
SUM
75
I-
74
73
72
71
70
69
68
67
66
65
64
63
62
61
4'
DIP,
WE
CL
FO
60
59
58
2
EA 4"
90'
BEND,
57
56
55
54
AS-BUILTS ARE PREPARED 53
FROM INFORMATION PROVIDED 52
BY THE CONTRACTOR 51
LOCATIONS ARE APPROXIMATE
50
-1+00 0+00
REVISIONS
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_ SEAL �' _ - SEAL Tom= - 3. 3/6/2023 REVISED AS-BUILTS PER ENGINEER/INSPECTOR COMMENTS
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IN
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DATE MA EVIEW OFFICER
89
As -Built Survey Points - Town of Parmele
Contract NO.4 - 64A & Meeks Rd Sanitary Sewer Improvements
2018 CDBG Infrastructure Sewer Project
Martin County, NC
Notes:
1 Horizontal coordinate system: NAD 83
2 Vertical coordinate system: NAVD 88
3 Valve shots are taken at the center of the valve box, on
top of the valve nut.
4 Force main and fitting shots are taken at the top of the pipe
or on top of the ground for horizonal directional drills
and adjusted on this sheet to reflect the invert elevation.
88
87
86
85
84
83
82
81
80
79
LEASE
78
N CSR 116 77
UNIT 76
PRICE E IS ROA
75
EXISTING GRADE
74
iiiiIoo Ill � 73
TIE-IN TO LxisnNd MF
72
A 4 B ND DI AT ELEIII VATION 70. 5 71
70
I-- ---- --- ---- 69
2 A 0' LN111,D - - - 68
(VERTI CAL L EXISTING 67
Point Number
Station
per As-Builts
Northing (Feet)
Easting (Feet)
Elevation
Full
Description
FITTINGS
200141
0+07.58
755948.429
2502907.251
69.14
90d Bend
200142
0+30.25
755952.211
2502884.907
68.87
90d Bend
200143
0+89.72
755893.493
2502874.993
68.26
90d Bend Vertical
200144
0+94.57
755888.681
2502874.340
64.35
90d Bend Vertical
200147
1+65.68
755818.033
2502866.019
65.00
90d Bend
200148
3+09.46
755835.397
2502723.293
68.23
45d Bend
200149
3+14.30
755840.118
2502719.748
67.89
45d Bend Vertical
200150
3+18.40
755842.040
2502717.307
70.25
45d Bend Vertical
CASING
200145
0+97.69
755885.520
2502874.341
64.57
Casing
200146
1+57.12
755826.485
2502867.383
64.94
Casing
MANUAL AIR RELEASE VALVE
200185 0+24.18 755951.950 2502891.019 73.29 Manual Air Release Valve
8 PVC SANITARY
SEWER
AS -BUILT
66
N
M
65
EXISTING
V MH 102
RIM 72.43
INV (W) _ 69.19 ($" Pvc)
64
EA
4" 90'
BEND,
DI
63
62
lSS
CE
51
MAIN-___
60 LF 8" DRYBORE WITH 8' STEEL CASING
IN. THICKNESS 0.188" AND 4" PVC,
SDR 21 200 PSI PIPE FOR FORCE MAIN
61
60
DI
59
58
57
56
55
54
53
52
51
50
1+00
2+00
3+00
4+00
MCDAVID ASSOCIATES, INC.
INC. Corporate License No. C-131
CORPORATE OFFICE BRANCH OFFICE
Engineers • Planners • Land Surveyors Engineers - Planners
3714 North Main Street 109 East Walnut Street
P. 0. Drawer 49 P. 0. Box 1776
Farmville, NC 27828 Goldsboro, NC 27533
Telephone: [phone] Telephone: [phone]
Facsimile: [phone] Facsimile: [phone]
PUMP STATION 3 FORCE MAIN
CONTRACT NO. 4 - 64A & MEEKS RD SANITARY SEWER IMPROVEMENTS
2018 CDBG INFRASTRUCTURE SEWER PROJECT
I t
TOWN O� ����^��
MARTIN COUNTY NORTH CAROLINA
CAD FILE DIRECTORY: W:\D8XX-GEN\D84X-ENG\D847_LD\2018-0366
N
M
0
rn
W
W
T
CAD DWG FILE NAME: 19 PUMP STATION 3 FORCE MAIN.DWG
CAD PLOT FILE NAME: LAYOUTI
MAP FILE REFERENCE: P-947 LIME
PROJECT NO.: 1-18-0366-5203
SURVEYED BY: JAS
DRAWING NO.: 19
COMPUTED BY: DFW
SCALE: H:1"=40' V:1"=4'
DRAWN BY: DCA/MW
DATE: MARCH 1, 2020
APPROVED BY: DFW

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IN TOP SLAB ABOVE
d ° ACCESS LADDER
A. .e d '
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Vie. - 6. . • e d. e. ' VENT DP PE d IP
r-------- ---------------° --1e
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4" 4" a < ' ' I SEWAGE
TEEDI PLUG CHECK i PUMP
,
PRESSURE VALVE VALVE PRESSURE • i i
FLOW d GAUGE GAUGE
a 4" DIP
o
,df2 2 3"
FLOW
M e PLUG 40
" X 3" TEE, DI s ' 4' DIP O '�. O is i 8" DIP
°o a VALVE --'_� i a J. INFLUENT
PRESSURE " 4" PLUG VALVE e. 0-'-
GAUGE _•. AND BOX =_r-y
�p - .a 4" DIP ei
- •1-�- TRASH '
4" 90' BEND, DI ° J-` i BASKET
4" 4" a a i SEWAGE < 4 '
PLUG CHECK ' PUMP ° '
VALVE VALVE a. ----------------------- ---=-
` '
e ..
e
6" MINIMUM
(TYPICAL)
5'-0" MINIMUM BOTTOM EDGE OF
CONCRETE FILLET
OSECTION VIEW
1 /2" = 1'-0"
2 EA 4" 90' BEND, DI
r'P.RTABLE HOIS�',
PRECAST CONCRETE
VALVE VAULT
1 1/2" PVC SCHEDULE 40
I I
I I
`. 4'-0' X V-0" DOUBLE LEAF'
' �� ANODIZED ALUMINUM
ACCESS DOOR
1 . 1
1 I
I � 1
I I
I 0
I
I I
I I
1
1 I
I 1
' I
I 1
I 1
L_ _J
DOOR CHANNEL DRAIN PIPE
1 I
GRADE FINISHED GROUND SURFACE
TO DRAIN DISCHARGE FROM
DOOR CHANNEL DRAIN PIPE
PUMP STATION ADDRESS
1025 MEEKS ROAD, ROBERSONVILLE, NC
GATE COMBINATION: 0814
5'-0" X V-0" DOUBLE LEAF ANODIZED ALUMINUM ACCESS DOOR
4'-0 X 4'-0" DOUBLE LEAF ANODIZED ALUMINUM ACCESS DOOR MATH SPRING ASSIST, DRAINAGE GUTTER, RECESSED PADLOCK BOX
WITH SPRING ASSIST, DRAINAGE GUTTER, RECESSED PADLOCK BOX NO, 12 STAINLESS STEEL AND HASP, AND AASHTO H-20 HIGHWAY LOAD RATING
AND HASP, AND AASHTO H-20 HIGHWAY LOAD RATING SCREEN BETWEEN FLANGES d
(BOTH VENT PIPES)
HOIST SOCKET
#4 AT 12" OCEW
? W z 1 1/2" PVC SCHEDULE 40
a DOOR CHANNEL DRAW PIPE
to F-
a_
aW
> It/ i TOP OF SLAB = 74.02
d.
.e d.r
-�-• ��- ° ° 1 ' .A: . ao NATURAL GROUND ELEVATION = 73.50
CABLE " " ` ---- a-==--_-----==--->---
° ANGER3" FLANGED FEMALE a--'- ' - CABLE
1 QUICK CONNECT COUPUNG r'_ -L� COIL UFfING GRIPS
AND DUST CAP r L'- i CABLES
ON
3" PLUG PRESSURE '
a--------J' . , d. °
VALVE GAUGE ii °' HOOKS
4" PLUG (TYPICAL)
°'. o VALVE 4" --- ------ �i ° //��//��//����/ #4 AT 6" OCEW
PRECAST CONCRETE ® CHECK • a v' ��/��//%��
Z VALVE VAULT ®o VALVE e ° VALVE
d•
d ° BOX 4" 90' BEND, DI
FLOW
Oj I , C I I I I i I - DISCHARGE PIPE CENTERLINE 69.20
DIP I I I I I I , , 4" DIP
CONCRETE12-12" MIN. e °
8" MIN. SUPPORT SLOPE GROUT d SEAL
coNDUI
• $ ---- TO DRAIN o' ENDS 1/4"0 STAINLESS STEEL LIFTING CABLE
I (PROVIDE SUFFICIENT CABLE. TO THREAD ONTO HOIST
e° e I 8 1i c t.4. ' 4" DIP FOR BASKET REMOVAL, MINIMUM LENGTH 30'-0")
.
'a e• d . .e
4" PLUG ! TRASH BASKET
VALVE, MJ , ° GUIDE RAILS
to
z DRAIN PIPE SHALL SLOPE TO
NO. 57 STONE BEDDING WET WELL AT 1/2" PER FOOT MIN. ""' 6'-0" 4-A
00 DIA. PRECAST CONCRETE WET WELL (ASTM C478)
Aw � DESIGNED FOR AASHTO H-20 HIGHWAY LOADING
1/4"0 STAINLESS STEEL LIFTING CABLE °a
(PROVIDE SUFFICIENT CABLE TO THREAD
ONTO HOIST FOR PUMP REMOVAL, °
MIN. LENGTH = 30'-0")
d •e °: FLEXIBLE PIPE TO MANHOLE CONNECTOR SLEEVE
e' (TYPICAL)
PUMP POWER AND a .
CONTROL CABLES d' 06
00
00
STAINLESS STEEL 00 ' i 8" DIP
GUIDE RAILS 00 ; INFLUENT INFLUENT PIPE INVERT = 57.14
(2 PER PUMP) ° " 00 REDUNDANT HIGH WATER ALARM 56.75
00 HIGH WATER ALARM = 56.50
00
SEAL WET WELL JOINTS WITH d 100 LAG PUMP ON 56.00
PREFORMED BUM RUBBER
JOINT SEALANT MEETING THE TRASH < '
REQUIREMENTS OF ASTM C990 w BASKET
a ' LEAD PUMP ON 55.47
d
a
° ch FLOAT °<
SWITCHES
o ' 7" MIN.PUMPS OFF 55.00
. °
°? PUMP ° d
AND
DISCHARGE MOTOR ;
° a
ASSEMBLY OW COF11 I E �
6" MIN. A SE • d'
a
a
1'-0" MIN.
d .a
.p.° •.
� 4.1 : .g . 'e a ..
e a WET WELL INVERT 52.16
e Q..
z
z
NO. 57 STONE BEDDING
0
O SECTION VIEW
N.T.S.
GRADE FINISHED GROUND SURFACE
TO DRAIN DISCHARGE FROM.
DOOR CHANNEL DRAIN PIPE
„
1 1/2" PVC SCHEDULE 40
DOOR CHANNEL DRAIN PIPE
11
„
.
VENT
♦ -----
^ s+-- ----
LU
J
i
PIPE
W
' VENT
`.
>� \ o
'
PIPE
�`
O
`, o
W
r
\ \ O
I
h
VALVE
BOX AND COVER
1
1PLUG
HOIST
i ��.
i i HOIST
(NORMALLY CLOSED)
SOCKET
�.
�' f SOCKET
\ \
5'-0" X 4'-0"
`.
DOUBLE LEAF
�.
ANODIZED ALUMINUM
ACCESS DOOR
PRECAST CONCRETE WET WELL
CAST IN PLACE CONCRETE TOP SLAB
PLAN VIEW
1 /2" = 1'-0-
GENERAL CONSTRUCTION NOTES
1. These plans are intended to provide information for installation of a complete and fully operational
sewage pumping station. Provide all materials, labor, equipment, tools, devices, etc. and perform all
required work and services necessary for and incidental to a complete installation as shown on the
PLANS and/or called for in the SPECIFICATIONS in complete accord with the CONTRACT DOCUMENTS.
2. Concrete shall have a minimum compressive strength of 4000 psi at 28 days. Reinforcing steel shall be
Grade 60.
3. All exposed concrete edges shall be chamfered 3/4".
4. The wet well shall consist of precast concrete manhole sections conforming to ASTM C478. The wet
well shall be designed to withstand H-20 highway loading with the ground water level at the finished
ground surface. The precast structure shall have sufficient weight to resist 110% of the buoyancy forces
with the wet well empty and the ground water level at the finished ground surface. Flexible watertight
pipe to manhole connector sleeves shall be provided for all pipe connections. Provide submittal to
ENGINEER for approval. Submittal shall include calculations sealed by a Professional Engineer registered
in North Carolina showing compliance with the structural and buoyancy requirements.
5. All interior surfaces of the valve vault and wet well, except the wet well floor, shall be coated with
bitumastic paint after installation prior to placing into service. All electrical conduits entering the wet
well shall be sealed watertight.
6. All piping shall be supported and restrained to evenly distribute loads and prevent loads from being
transferred to pumps and other equipment. All piping inside the wet well and valve vault shall be painted.
Do not paint over nameplates or labels. See Section 15065 and Section 15100 of SPECIFICATIONS.
7. Pipe couplings shall be provided with thrust restraint by using tie bolts, rods, and nuts.
8. Concrete thrust blocking shall be installed at all below ground fittings and valves.
9. All piping within and between the wet well and valve vault shall be Class 53 ductile iron pipe with
flanged ends. All fittings within the wet well and valve vault shall be rated at a minimum of 250 PSI
working pressure with flanged ends. The piping inside the wet well and valve vault shall be labeled to
distinguish between Pump 1 and Pump 2.
10. All hardware and fasteners located inside the wet well and valve vault, including screws, bolts, nuts and
washers shall be stainless steel.
11. No. 57 stone bedding shall be provided under the wet well and valve vault. Bedding under the wet well
shall be a minimum of 12" thick and shall extend beyond the slab edges a minimum of 12". Bedding
under the valve vault shall be a minimum of 8" thick and shall extend beyond the slab edges a minimum
of 8". All dewatering and stone required shall be included in the respective price of the structure.
12. Access doors shall be anodized aluminum and shall be designed to withstand H-20 highway loading.
Doors shall include spring assist and shall be padlockable with a recessed padlock box. All hinges and
fasteners shall be stainless steel. Provide #57 washed stone around discharge of access door channel
drain pipes.
13. Access doors to the wet well shall be sized and located to allow removal and replacement of the pumps
and trash basket and to allow access to the float switch hanger. Door sizes shown are minimum
acceptable sizes. If larger doors and/or additional doors are required, they shall be provided and
installed at no additional cost to the OWNER.
14. Access doors to the valve vault shall be sized and located to allow removal and replacement of all
valves and fittings within the vault. Door sizes shown are minimum acceptable sizes. If larger doors
and/or additional doors are required, they shall be provided and installed at no additional cost to the
OWNER.
15. The wet well top shall be equipped with two (2) hoist sockets for the portable hoist. These sockets
shall be located to facilitate pump and trash basket removal and replacement. Fasteners shall be
stainless steel.
16. Float switch cables shall be of sufficient length to, allow lowering of each float to within two (2) feet of
the wet well invert. Excess cable length (when floats are set at elevations shown) shall be coiled and
suspended from the float switch hanger. Floats and cables shall be color coded, See Section 13321 of
SPECIFICATIONS.
17. The pumps shall be submersible sewage type in accordance with Section 11310 of the SPECIFICATIONS
and shall be identical. The pumps shall meet the following requirements.
Pumps No. 1
Parameter and No. 2
Primary Design Capacity 110 GPM
Primary Design Total Dynamic Head 20 Feet
Secondary Design Capacity 280 GPM
Secondary Design Total Dynamic Head (maximum) 6 Feet
Pump Discharge Size 4 Inches
Maximum Pump Rotative Speed 1800 RPM
Minimum Efficiency at Primary Design Point 34%
Pump Shut off Head 32 FEET
Motor Size (motor must be nonoverloading 2 HP
throughout specified range)
Electrical Voltage 230 VAC
Electrical Phase 30
Electrical Frequency 60 Hertz
0 2
0
AS-BUILTS ARE PREPARED
FROM INFORMATION PROVIDED
BY THE CONTRACTOR
LOCATIONS ARE APPROXIMATE
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CONDUIT AND WIRE SCHEDULE
CONDUIT
SIZE OF
SIZE OF CONDUCTORS
NUMBER OF CONDUCTORS
SIZE OF
NUMBER
CONDUIT
GROUNDING
FROM
TO
REMARKS
PHASE
NEUTRAL
PHASE
NEUTRAL
CONDUCTOR
1
2"
3/0
1/0
3
1
---
Electric Utility Point of Delivery
Main Service Circuit Breaker MCB 1
Service Entrance
2
3/4"
---
---
---
---
#6
Main Service Circuit Breaker MCB 1
3/4"0 X 10'-0" Copperclad Ground Rod
System Grounding
3
2"
3/0
1/0
3
1
— — —
Main Service Circuit Breaker MCB 1
Main Service Circuit Breaker MCB 2
Power Feed From Service Pole to Inside Fence
a
o
4
3/4"
— — —
— — —
— — —
— — —
#6
Main Service Circuit Breaker MCB 2
3/4"0 X 10'-0" Copperclad Ground Rod
System Grounding
a
o
5
2"
3/0
1/0
3
1
#6
Main Service Circuit Breaker MCB 2
Automatic Transfer Switch ATS
Normal Electric Power Feeder
N
6
2"
3/0
1/0
3
1
#6
Standby Generator Circuit Breaker GCB
Automatic Transfer Switch ATS
Emergency Electric Power Feeder
o
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7
2"
3/0
1/0
3
1
#6
Automatic Transfer Switch ATS
Power Panel MDP
J
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8
1/2"
#12
— — —
3
— — —
#12
Power Panel MDP
Motor Starter MS-1 (Pump No. 1)
Parmele Pump Station # 3 — Pump No. 1
0
3
9
1/2"
#12
— — —
3
— — —
#12
Power Panel MDP
Motor Starter MS-2 (Pump No. 2)
Parmele Pump Station # 3 — Pump No. 2
r-
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10
1/2"
#12
#12
1
1
#12
Power Panel MDP
Control Panel CP
Power Supply
a
11
1/2"
#12
#12
1
1
#12
Power Panel MDP
Alarm Dialer
Power SuPPIY
0
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12
1/2"
#12
#12
1
1
#12
Power Panel MDP
Electrical Hut Receptacles
o
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1/2"
#12
#12
1
1
#12
Power Panel MDP
Electrical Hut Area Light
W
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14
3/4"
#12
#12
1
1
#12
Power Panel MDP
Generator Battery Charger
a
N
15
3/4"
#12
#12
1
1
#12
Power Panel MDP
Generator Water Jacket Heater
16
3/4"
#10
#10
1
1
#10
Power Panel MDP
Reduced Pressure Backflow Device Enclosure
Terminate With NEMA 5 — 20R Duplex Receptacle
o
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17
3/4"
#12
— — —
6
— — —
#12
Control Panel CP
Motor Starter MS-1 (Pump No. 1)
Control Wiring
18
3/4"
#12
— — —
6
— — —
#12
Control Panel CP
Motor Starter MS-2 (Pump No. 2)
Control Wiring
V
19
2"
By Pump
Manufacturer
___
1 Cable
---
---
Control Panel CP
Pump No. 1 Motor (High Temp and Seal Failure
P ( 9 P )
Control Cable Terminate Conduit Inside Wet Well
(
z
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20
2"
By Pump
Manufacturer
___
1 Cable
— — —
— — —
Control Panel CP
Pump No. 2 Motor (High Temp and Seal Failure)
Control Cable (Terminate Conduit Inside Wet Well)
U c ' 2 � LO
� M.
21
1/2"
#12
#12
2
1
#12
Control Panel CP
Pump Station Alarm Light and Horn
Z CV M
ILL m � n ti r'_
W O o
o Z - rn
22
2"
By
B Float Switch
---
5 Cables
---
---
Control Panel CP
Float Switches (5 each)
Terminate Conduit Inside Wet Well
�
V = i� C0 o rn
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23
1/2"
#22
9 Cond. Cable
---
1 Cable
---
---
Control Panel CP
Alarm Dialer
Telemetry Signals (Belden 9423 or equal)
_. Z��o0
Z zn W a_ -0
U d g M O C
24
2"
By Pump
Manufacturer
___
1 Cable
---
---
Motor Starter MS-1 (Pump No. 1)
Pump No. 1 Motor
Power Cable (Terminate Conduit Inside Wet Well)
to W
O 00 — co
as
25
2"
By Pump
Manufacturer
—_—
1 Cable
---
---
Motor Starter MS-2 (Pump No. 2)
Pump No. 2 Motor
Power Cable (Terminate Conduit Inside Wet Well)
N 00
j
�
26
1/2"
Generator
M
Manufacturer
___
1 Cable
— — —
— — —
Portable Generator
Alarm Dialer
Common Generator Failure Signal
MS-1
2
Q T.
2 PARMELE PUMP STATION #3
HP PUMP N0. 1
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This schedule does not include all conduit and wire on this PROJECT. Conduit and wire not shown on this Special cabling may be required for some equipment. If so, the special cable shall be provided by the equipment
schedule shall be sized and installed in accordance with the National Electrical Code and all local codes. supplier and installed by the CONTRACTOR. Scheduled wire may be deleted where special cabling is provided.
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the Conduit and Wire Schedule and/or in accordance with the National Electric motor starters in separate NEMA 4X enclosures. Each starter shall be equipped
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ELECTRICAL CONSTRUCTION NOTES
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ARRANGE EQUIPMENT TO PROVIDE CLEARANCES AS REQUIRED PROVIDE ISOLATION BETWEEN DISSIMILAR METALS BY USE
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FRAMING (STRUT) SYSTEM IN ACCORDANCE WITH
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VARIES DUE TO DIFFERING TOP RAIL MIN. 1.660" O.D.
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- FOUR (4) 1.0 HOLES ON
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MINIMUM WEIGHTS
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TOTAL - 300 LBS
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DIAMETER SHALL BE MINIMUM 5' ON NEW DROP
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EAST JORDAN IRON WORKS PRODUCT NO. 42384070,
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SHEET 25 OF 32

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CLASS I -ASTM D2321, ASTM C33 N0. 57 GRADATION STONE,
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HAND PLACED INITIAL BACKFILL ZONE MATERIAL SHALL CONSIST OF:
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45' BEND WITH
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CLASS III - ASTM D2321, ASTM D2487 U.S.C.S. SOIL TYPE GM, GC, SM, OR SC,
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ASTM C33 NO. 57 GRADATION STONE, OR
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NOMINAL CONTACT DIAMETER PROVING RING DIAMETER
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SHEET 26 OF 32

SD041002-R 20080204 SD040001R 20080130 TABLE 1 - MINIMUM THRUST BLOCK AREAS AND DIMENSIONS 1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. SD101503
GROUND LEVEL 90' BEND 45' BEND 22%' BEND 11%' BEND TEES, PLUGS AND 2, MINIMUM THRUST BLOCK BEARING AREAS SHALL BE AS SHOWN IN TABLE 1.
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PIPE VALVES
THRUST BLOCK DIMENSIONS SHALL BE CHOSEN SUCH THAT THE WIDTH. (B) IS
AREA B H AREA B H AREA B H AREA B H AREA B H
SIZE (sf) (in) (in) (sf) (in) (in) (sf) (in) (in) (sf) (in) (in) (sf) (in) (in) BETWEEN ONE AND TWO TIMES THE BLOCK HEIGHT (H). DIMENSIONS SHOWN IN
R/W R/W TABLE 1 ARE PREFERRED BUT MAY BE VARIED TO MEET SITE CONDITIONS.
CENTERED CENTERED
2" 0.4 10 6 0.2 8 4 0.1 6 3 0.1 6 3 0.3 8 6 3. THRUST BLOCKS SHALL BEAR AGAINST THE ITEM BEING BLOCKED FOR A MINIMUM
PROPOSED FORCE MAIN 3" 0.8 13 9 0.4 10 6 0.2 6 5 0.1 6 4 0.6 11 8
OF 60' ABOVE AND BELOW THE HORIZONTAL CENTERLINE OF THE ITEM.
EXISTING ASPHALT " 4. SURFACES OF ITEM BEING BLOCKED SHALL BE COVERED WITH POLYETHYLENE _ W
4 1.5 18 12 0.8 13 9 0.4 10 6 0.2 6 6 1.0 15 10 Q
ENCASEMENT PRIOR TO PLACING CONCRETE TO PREVENT DIRECT CONTACT AND >
FORCE MAIN SHALL BE CENTERED OVER STORM z 6" 3.0 24 18 1.6 20 12 0.8 13 9 0.4 8 8 2.1 21 15 BONDING WITH CONCRETE. Z U-
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5• ALL JOINTS SHALL BE ACCESSIBLE FOR REPAIR AND/OR FUTURE CONNECTIONS. Q
AI � o PIPE JOINT 8" 5.2 32 24 2.8 24 17 1.4 17 12 0.7 11 11 3.6 26 20 / w
NO PIPE JOINT SHALL BE INSTALLED OVER "� % �� /�� ��/� /� CONCRETE SHALL NOT COVER BOLTS, NUTS, OR GLANDS. of
STORM DRAIN. EXISTING STORM DRAIN \��\�� ��\\\\\� \��\\\�\ �\ ���� \�,�\ 10" 7.7 40 28 4.2 30 20 2.1 22 14 1.1 13 13 5.5 33 24 0 w
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MINIMUM 5' MIN.��\ NON RESTRAINED JOINT) CONCRETE THRUST BLOCKING IS REQUIRED. w m o
GROUND LEVEL BURY DEPTH FORCE MAIN TYP• af m
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THE AREAS AND DIMENSIONS IN TABLE 1 ABOVE SHALL BE z o Q
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PROPOSED STEEL CASING CENTERED CENTERED -►{ MULTIPLIED BY THE APPROPRIATE MULTIPLIER FROM a n
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TYPICAL DRYBORE CROSS-SECTION /2 N o
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DRAIN. EXISTING STORM DRAIN OF PAVEMENT A MINIMUM DISTANCE EQUAL •.r ;. OR END SEALS. •j THRUST BLOCK
'�; :_ . J . I.1., , . SILT 1,500 2.67 1.64
TO THE DEPTH OF THE EXCAVATION BELOW .;, _
NO PIPE JOINT SHALL BE INSTALLED INSIDE CASING.
4 THE PAVEMENT, BUT NOT LESS THAN FIVE ( : � SANDY SILT 3,000 1.33 1.16 .. ' a
(5) FEET. , • `• _ THRUST THRUST V
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OPERATION AT LOCATIONS REQUESTED BY Z Z W a o
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AND THE FITTING, THRUST RODDING SHALL PER THE MANUFACTURERS "
CENTERED CENTERED 3 #3 w
z BE INSTALLED ON BOTH SIDES OF VALVE. RECOMMENDATIONS, BUT NOT MORE THAN U U , N
O EIGHT (8) FEET APART AND IN at a • m 4" #3 0 4 � N N
U 6. MINIMUM BURY DEPTH UNDER BOTTOM OF CONFORMANCE AS SPECIFIED HEREIN. THRUST N m • U. a v 00 co M
WHERE UNCASED BORES ARE NOT POSSIBLE OR WHERE DURING INSTALLATION THE BEDDING BENEATH THE DITCHES SHALL BE FORTY EIGHT (48) \ 6" #4 O N
� EXISTING STORM DRAIN IS DISTURBED, THE FOLLOWING ACTION SHALL BE REQUIRED: INCHES. THRUST m = ,.. = H m Z c N
L A. THE EXISTING STORM DRAIN SHALL BE REMOVED AND #57 STONE BEDDING SHALL BE USED BETWEEN THE °�y. ^c 8�, #4 o o _ �;
FORCE MAIN AND THE CENTERLINE OF THE STORM DRAIN, OR a 10" #4 a a v a E s €
Q B. THE EXISTING STORM DRAIN SHALL BE SUPPORTED IN PLACE AND FLOWABLE FILL (CEMENT GROUT) SHALL B 12" #5 Z O `'' ,�
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F- BE USED AS BEDDING BETWEEN THE FORCE MAIN AND THE CENTERLINE OF THE STORM DRAIN. � VALVE LENGTH Z
� THE COST OF BEDDING, #57 STONE, PLOWABLE FILL, ETC. SHALL BE INCLUDED IN THE UNIT PRICE OF THE + 12" w
PROPOSED MAIN. PLAN VIEW - TEE PLAN VIEW - PLUG SECTION VIEW - VALVE PROFILE VIEW - VALVE
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n �/j //jam PROPOSED �/j / (inches) REQUIRED WQ W
a//\\� WATER LINE a//\ //\� 4. INSTALL EYEBOLTS IN LIEU OF STANDARD MECHANICAL JOINT W
4 2 BOLTS IN ROUND HOLES. INSTALL RODDING LUGS USING Z J
N Lo N/\ %/\� j/\ \/\� 6 2 NOT USE EYEBOLTS INSTANDARD LJOINT BOLTS IN SLOTTED HOLES. SLOTTED HOLES. DO 0 W W
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10 4 INSTALLING THREADED RODS. J z 0
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\, /� \/ /\ 12 4 6. WHERE THRUST RODDING IS REQUIRED AT THE ENDS OF STEEL fA (n 1-
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O OR STREAM. ( ) ( ) % /\� %/\ 0 /\� 1/4" BY 3" LONG WELDS ON EACH SIDE OF EYEBOLTS. SPACE O U
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o a ( ) a/\\/\\/ / / \/\\ a/\\/\\ / / \\/\�
I N SHALL OF FIVE
ONETHEEDIITCH OR STREAM.K ON BOTH SIDES OF DITCH OR STREAM. STEEL CASING/\\/\\j/\j\\j///////�j/\//\j/\j/\j///////AND/OR RODDING LUGS ON THE FITTING OR VALVE. Q � Y_ � Z
✓i�/✓////i,///i����i�•/i�//i,//./////////,�• 7. INSTALL THREADED RODS THROUGH EYEBOLTS AND RODDING W W Q
�y LUGS. INSTALL NUT AND WASHER ON EACH END OF THREADED LIJ
Q 3. PIPE SUPPORTS SHALL BE PROVIDED FOR CARRIER PIPE INSIDE STEEL CASING. PIPE SUPPORTS SHALL BE
ROD AND TIGHTEN SNUG. DO NOT OVER11GH1EN.
r7 PLACED IN THE CENTER OF EACH SEGMENT OF CARRIER PIPE AND WITHIN TWO (2) FEET OF EACH END. i' LL
FOR A TWENTY (20) FOOT SEGMENT OF CARRIER PIPE, THERE SHALL BE A MINIMUM OF THREE SUPPORTS NOTES FORCE MAINS SHALL HAVE A MINIMUM COVER OF THREE (3) FEET IN ALL DIRECTIONS WHEN INSTALLED WITHIN 06 z
PER SEGMENT. SUPPORT SHALL BE SPACED AS PER THE MANUFACTURER'S RECOMMENDATIONS, BUT NOT TWENTY (20) FEET OF THE ROAD CENTERLINE. IF FORCE MAINS ARE INSTALLED IN A DITCH OR DITCH H Q
XI N MORE THAN EIGHT (8) FEET BETWEEN SUPPORTS AND IN CONFORMANCE AS SPECIFIED HEREIN. 1. MARKING TAPE SHALL BE INSTALLED ONE (1') FOOT BELOW FINAL GRADE. SLOPES OR BEYOND TWENTY (20) FEET FROM THE ROAD CENTERLINE, MINIMUM BURY SHALL BE INCREASED ���Illiri ►illli11Z m
4. EACH END OF STEEL CASING SHALL BE SEALED WITH BRICK AND MORTAR OR CASING END SEALS. TO FOUR (4) FEET IN ALL DIRECTIONS. `\�����PSSOi,/ A ��ii,< Cfl 0
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o PVC FORCE MAIN WITH STEEL CASING CROSSING TRENCH SECTION FOR FORCE °
o__j p MARKING TAPE FOR FORCE MAIN E � MECHANICAL JOINT THRUST RODDING G
DITCH OR STREAM. INSTALLED BY OPEN CUT MAIN CONSTRUCTION SHEET 27 of 32

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PROPOSED PROPOSED
DIP PIPE o o DIP PIPE
EXISTING �F EX
PIPE PIPE
Lp
1" MAX. GAP
3' MAX. 3' MAX.
SINGLE UNIT TIE-IN ASSEMBLY
NOTES:
1. PRE -ASSEMBLE THE SINGLE UNIT TIE-IN ASSEMBLY, TO INCLUDE TEE,
VALVE, AND SLEEVE INTO A SINGLE UNIT PRIOR TO CUTTING INTO
THE EXISTING LINE. FITTINGS AND VALVES SHALL BE MECHANCIAL
JOINT WITH GRIPPING RINGS.
2. AFTER THE SINGLE UNIT TIE-IN ASSEMBLY HAS BEEN FULLY ASSEMBLED
AND IS READY FOR INSTALLATION, CUT A SEGMENT OF PIPE FROM THE
EXISTING LINE. THE LENGTH OF THE SEGMENT REMOVED SHALL ALLOW
INSTALLATION OF THE SINGLE UNIT TIE-IN ASSEMBLY WITH ONE SLEEVE.
THE GAP BETWEEN THE EXISTING PIPE AND THE SINGLE UNIT TIE-IN
ASSEMBLY SHALL NOT EXCEED ONE (1) INCH.
3. THE SINGLE UNIT TIE-IN ASSEMBLY SHALL BE INSTALLED WITH A SLEEVE.
4. INSTALL THE SINGLE UNIT TIE-IN ASSEMBLY BY INSERTING THE END OF
THE EXISTING PIPE FULLY INTO THE VALVE ON THE END OF THE SINGLE
UNIT TIE-IN ASSEMBLY. INSTALL THE OPPOSITE END OF THE SINGLE
UNIT TIE-IN ASSEMBLY BY ALIGNING THE ASSEMBLY WITH THE EXISTING
PIPE AND SLIDING THE SLEEVE OVER THE GAP BETWEEN THE ASSEMBLY
AND THE END OF THE EXISTING PIPE. CENTER THE SLEEVE OVER THE
GAP.
5. MINIMIZE 11ME THAT THE EXISTING FORCE MAIN IS OUT OF SERVICE.
A SINGLE UNIT TIE-IN ASSEMBLY, TYPE B
20080130
2" MIN 7"t
CONCRETE PRE -CAST
VALVE BOX PROTECTOR
RING o
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CAST IRON w
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PLUG VALVE
NOTE: PLUG VALVES FOR BURIED SERVICE SHALL BE
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NOT AS-BUILTS = _ SEAL = C-) = = = SEAL ter'
EXTRACTS FROM ORIGINAL PLANS = 1972 _ _ o 39099
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SD045501B 20040430
2"X2"X1/4"
ANGLE SUPPORT
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2" BRONZE
BALL VALVE
1" BRONZE
BALL VALVE
=R FORCE MAIN
SADDLE
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RING AND COVER GROUT RING IN PLACE
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MANHOLE
FORCE
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SET ON BLOCKS
PROVIDE 2"X1" SHORT BODIED TYPE COMBINATION AIR AND VACUUM SEWER
VALVE.
MINIMUM MANHOLE INSIDE DIAMETER TO BE FOUR (4) FEET.
MINIMUM MANHOLE DEPTH TO BE FIVE (5) FEET.
PRECAST CONCRETE MANHOLE IN ACCORDANCE WITH ASTM C478.
MANHOLE SHALL BE DESIGNED FOR H-20 HIGHWAY LOADING.
B COMBINATION AIR/VACUUM RELEASE
VALVE ASSEMBLY MANHOLE
SD102020R
20080205
TWO RINGS OF F 2
ZEINFORCING BAR
3000 LB. PSI 9't
CONCRETE
MINIMUM
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PRECAST CONCRETE
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MINIMUM COMPACTION 98%
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PATCH COMES WITHIN FOUR (4) FEET OF AN EXISTING CONCRETE PAVEMENT JOINT, THEN THE
CONTRACTOR SHALL BE REQUIRED TO EXTEND PAVEMENT REMOVAL AND REPLACEMENT TO THE
JOINT. PLANS DO NOT SHOW ALL DRIVEWAYS. ASSOCIATED COSTS FOR BREAK, REMOVE, AND
REPLACE EXISTING PAVEMENTS, CURBS, AND GUTTERS SHALL BE AS SHOWN IN THE BID
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PATCH COMES WITHIN FOUR (4) FEET OF AN EXISTING CONCRETE PAVEMENT JOINT, THEN THE
CONTRACTOR SHALL BE REQUIRED TO EXTEND PAVEMENT REMOVAL AND REPLACEMENT TO THE
JOINT. PLANS DO NOT SHOW ALL DRIVEWAYS. ASSOCIATED COSTS FOR BREAK, REMOVE, AND
REPLACE EXISTING PAVEMENTS, CURBS, AND GUTTERS SHALL BE AS SHOWN IN THE BID
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B I ASPHALT REPLACEMENT TYPE II
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SD100005R 1 20200316
24" OF FLOWABLE FILL
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MINIMUM COMPACTION 98%
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FILL MATERIAL SHALL BE
ASTM 2487 SOIL TYPES
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DRIVEWAY CROSSINGS
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PATCH COMES WITHIN FOUR (4) FEET OF AN EXISTING CONCRETE PAVEMENT JOINT, THEN THE
CONTRACTOR SHALL BE REQUIRED TO EXTEND PAVEMENT REMOVAL AND REPLACEMENT TO THE
JOINT. PLANS DO NOT SHOW ALL DRIVEWAYS. ASSOCIATED COSTS FOR BREAK, REMOVE, AND
REPLACE EXISTING PAVEMENTS, CURBS, AND GUTTERS SHALL BE AS SHOWN IN THE BID
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CLASS II - ASTM D2321, ASTM D2487 U.S.C.S. SOIL TYPE GW, GP, SW, OR SP,
CLASS III - ASTM D2321, ASTM D2487 U.S.C.S. SOIL TYPE GM, GC, SM, OR SC,
OR A COMBINATION OF ANY OF THE ABOVE.
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STORM SEWER DUAL WALL CORRUGATED HDPE PIPE
CLASS "I" STONE BEDDING TO TOP OF PIPE
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1. WHEN A PIPE IS INSTALLED ABOVE OR
BELOW AN EXISTING STORM DRAIN,
INSTALL A PIPE COLLAR ON ALL STORM
DRAIN JOINTS DISTURBED.
2• CONSTRUCT THE PIPE COLLAR WITH NCDOT CLASS "B" OR BETTER
CONCRETE.
3. USE 12 INCH DIAMETER VALUES FOR PIPE DIAMETERS LESS THAN 12 INCH.
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15"
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18"
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24"
12"
12"
30"
12"
12"
36"
12"
12"
42"
12"
12"
48"
12"
12"
54"
18"
18"
60"
18"
18"
66"
18"
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72"
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20080124 SD105010 20080201 TOP SD105015 20080201
18" MIN. TO 24" MAX.
28 INCH CONE DIAMETER
(MINIMUM SIZE CONE FOR ALL CLASSES OF NOT TO EXCEED
ROADS EXCEPT FREEWAYS AND EXPRESSWAYS) BASE DIAMETER
ORANGE OR FLUORESCENT
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36.5" (MAX.) TO 35" (MIN.) 48" X 48" 48" X 48" 48" X 48"
21 3/4"
50' MAXIMUM 100' TO 200'
_ 100' TWO-WAY TRAFFIC TAPER 100' DOWN STREAM TAPER
50' MINIMUM BUFFER SPACE 50' MINIMUM BUFFER SPACE
JJ J 1 1 1011. 3" TYP.
ALL RUBBER COLLARS SHALL BE BLACK
IN COLOR AND FREE OF ANY COLORED
PAINT
14 1 /2" MINIMUM BASE SIZE BALLAST COLLAR SHALL HAVE GOOD
EXCLUDING BALLAST CONTACT WITH THE BARREL FLANGE
AND BALLAST OUTER EDGE SHALL LAY
FLAT WITH ROAD SURFACE
NOTES:
NOTES: 1. BALLASTING SHALL BE ACHIEVED BY SAND BAG, TIRE-SIDEWALL BALLAST, OR PREFORMED WEIGHTED BASE
BALLASTING METHODS. DO NOT PLACE BALLAST ON TOP OF THE DRUM.
1. ACHIEVE BALLASTING BY USING SPECIAL WEIGHTED BASES SUCH AS SAND BAG RINGS, DOUBLING CONES,
OR BASES THAT CAN BE FILLED WITH BALLAST. SEVENTY PERCENT OF THE WEIGHT OF THE CONE SHALL 2. IF NECESSARY PLACE THE NAME OF THE AGENCY, CONTRACTOR, OR SUPPLIER ON NON-RETROREFLECTIVE
BE IN THE BASE. USE BALLASTS THAT DO NOT PRESENT A HAZARD WHEN STRUCK. PORTION OF DRUM AND NOT OVER 2" IN HEIGHT.
TRAFFIC CONTROL CONE A TRAFFIC CONTROL DRUM B
20080125 SD10502o 20080131
SIGNS SHALL HAVE 3' MINIMUM LATERAL
CLEARANCE FROM TRAVEL LANE. PLACE
SIGN BEYOND SHOULDER POINT IF IT
CANNOT BE INSTALLED PLUMB. IF SIGN
IS PLACED WITHIN A LANE CLOSURE OR
ON THE TRAVELWAY THE MINIMUM
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1. INSTALL LANE CLOSURES WITH THE TRAFFIC FLOW, BEGINNING WITH DEVICES ON THE UPSTREAM SIDE OF
5.
DRUMS OR SKINNY -DRUMS MAY BE USED IN LIEU OF CONES.
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TRAFFIC.
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USE FLAGGERS TO CONTROL TRAFFIC AT INTERSECTIONS AFFECTED BY THE LANE CLOSURE. SUPPLEMENT
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2. REMOVE LANE CLOSURES AGAINST THE TRAFFIC FLOW, BEGINNING WITH DEVICES ON THE DOWNSTREAM SIDE
FLAGGERS LOCATED AT INTERSECTIONS WITH FLAGGER AHEAD SIGNS PLACED APPROXIMATELY 250 FEET. IN
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ADVANCE OF THE FLAGGER WHERE INTERSECTIONS ARE SIGNALIZED, PLACE SIGNALS IN THE FLASH MODE.
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7.
FLAGGERS SHALL NOT STAND IN THE ROADWAY.
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4. DO NOT STOP TRAFFIC IN ANY ONE DIRECTION FOR MORE THAN 5 MINUTES AT A TIME.
8.
TRAFFIC CONTROL SHALL AT A MINIMUM COMPLY WITH PART VI OF THE "MANUAL ON UNIFORM TRAFFIC
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MOUNTING HEIGHT FOR LOW CLOSURE a 0
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1' MINIMUM. MOUNTING HEIGHT D C B A -_-) z
IF SUPPLEMENTAL SIGN FOR INTERSTATE OR OTHER
IS REQUIRED USE A HIGH VOLUME ROADWAYS w CK
5' MINIMUM HEIGHT SHALL BE 5' MINIMUM. z 3: O
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1. DIMENSIONS SHOWN ARE MINIMUM VALUES. MOUNT SIGNS SO THEY WILL BE CLEARLY VISIBLE TO
APPROACHING TRAFFIC EVEN WHEN SIGNS ARE MOUNTED BEHIND TRAFFIC CONTROL DEVICES SUCH AS
DRUMS, BARRIER, OR OTHER OBJECTS.
2. ALL PORTABLE SIGNS AND STANDS SHALL MEET OR EXCEED THE REQUIREMENTS OF NCHRP 350 FOR WORK
ZONE CATEGORY II DEVICES. USE PORTABLE WORK ZONE SIGNS AND STANDS SPECIFICALLY DESIGNED FOR
ONE ANOTHER.
3• ALL PORTABLE WORK ZONE SIGNS AND STANDS SHALL BE LISTED ON NORTH CAROLINA'S APPROVED
PRODUCTS LIST OR ACCEPTED AS TRAFFIC QUALIFIED BY THE WORK ZONE TRAFFIC CONTROL UNIT.
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CONTROL DEVICES" AND ANY SUPPLEMENTS PUBLISHED BY THE NCDOT.
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AT EACH END OF DROP INLET ORIENT ONE BLOCK WITH HOLES
HORIZONTAL TO ALLOW WATER THROUGH
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TEMPORARY DROP INLET PROTECTION INLET PROTECTION FOR STORM DRAIN
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UNDER CONSTRUCTION
4' max 19-guage hardware cloth
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NCDOT #5 or #57 T 2'
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washed stone ��
NCDOT #5 or #57 filtered
washed stone water
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Figure 6.51a Hardware cloth and gravel inlet protection
Construction L Uniformly grade a shallow depression approaching the inlet.
Specifications 2- Drive 5-foot steel posts 2 feet into the ground surrounding the inlet.
Space posts evenly around the perimeter of the inlet, a maximum of 4 feet
apart.
3. Surround the posts with wire mesh hardware cloth. Secure the wire
mesh to the steel posts at the top, middle, and bottom. Placing a 2-foot flap
of the wire mesh under the gravel for anchoring is recommended.
4. Place clean gravel (NC DOT #5 or 457 stone) on a 2:1 slope with a
height of 16 inches around the wire, and smooth to an even grade.
5. Once the contributing drainage area has been stabilized, remove
accumulated sediment, and establish final grading elevations.
6. Compact the area properly and stabilized it with groundcover.
Maintenance Inspect inlets at least weekly and after each significant ('/z inch or greater)
rainfall event. Clear the mesh wire of any debris or other objects to provide
adequate flow for subsequent rains. Take care not to damage or undercut the
wire mesh during sediment removal. Replace stone as needed.
References Inlet Protection
6.52, Block and Gravel Inlet Protection
6.54, Rock Doughnut Inlet Protection
North Carolina Department of Transportation
Standard Specifications for Roads and Structures
HARDWARE CLOTH &GRAVEL INLET PROTECTION E
TEMPORARY CHECK DAM
SD071500 20030604
50' MINIMUM
EXISTING
GROUND „
SD071000
891204
SO 070506
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CONSTRUCTION SPECIFICATIONS O "
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LENGTH - AS EFFECTIVE, BUT NOT LESS THAN 50 FEET. La IS THE LENGTH OF THE RIP -RAP APRON. 0
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THICKNESS NOT LESS THAN SIX (6) INCHES. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS 0
THAN 6 .
WIDTH - NOT LESS THAN FULL WIDTH OF ALL POINTS OF INGRESS OR EGRESS, MINIMUM 14 FT. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE Q a
WASHING - WHEN NECESSARY, WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO CHANNEL BANKS TO AN ELEVATION OF 6 ABOVE THE U W y a) o
ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON T o `- N
MAXIMUM TAiLWATER DEPTH OR TO THE TOP OF THE BANK, ti m a N ti
AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT TRAP V- c in v iz ,M M
OR SEDIMENT BASIN. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING ANY STORM DRAIN, WHICHEVER IS LESS. O J N ti ti
DITCH, OR WATERCOURSE THROUGH USE OF SAND BAGS, GRAVEL, BOARDS OR OTHER LU i � m 0
APPROVED METHODS. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED Q c o ai
BETWEEN THE RIP -RAP AND SOIL FOUNDATION. m oci= a) 6
MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT 0. a v a - r-_ _E
TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE DEPTH OF RIP -RAP IS APPROXIMATELY 2.25 TIMES THE MEDIAN OC v„� U 0 0
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PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR AND/OR STONE DIAMETER BUT NOT LESS THAN 6 tNCHES . Z 0 M
CLEAN OUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLED, DROPPED,
WASHED OR TRACKED ONTO PUBLIC RIGHTS -OF -WAY MUST BE REMOVED IMMEDIATELY. w
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TIME FRAME
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PERIMETER DIKES,
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SLOPES
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WATER (HOW)
7 DAYS
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SLOPES STEEPER
7 DAYS
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14 DAYS ARE ALLOWED
SLOPES FLATTER
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7 DAYS FOR SLOPES GREATER THAN
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50 FEET IN LENGTH
ALL OTHER AREAS
NONE
WITH SLOPES FLATTER
14 DAYS
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20030604 SD070000
20080219 SD070504
1. PRODUCTS 3. SEEDBED PREPARATION B. Anchor mulching material
FLOW
A. Topsoil shall be capable of sustaining vigorous plant growth, not in A. Protect existing underground improvements from damage. 1. In areas with gentle slopes, crimp mulching material into soil.
8'-0" MAXIMUM
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frozen or muddy condition, containing not less than six (6)
percent organic matter, and corrected to pH of 5.9 to 7.0. B. Clear the ground surface of stumps, stones, roots, cables, wire, 2. On steeper slopes such as the sides of swales, anchor mulch
grade stakes, and other materials that might hinder proper with netting or asphalt tack.
B. Lime shall be dolomitic agricultural -ground limestone containing grading, tillage, seeding or subsequent maintenance operations.
°°°°°°°°°°°°°°°°°°
not less than ten (10) percent magnesium oxide. 3. On road shoulders, anchor mulch with asphalt tack if crimping
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and even condition. Maintenance shall include any necessary
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pounds per acre of Bermudagrass (unhulled), and ten (10) until the condition of the soil is acceptable. On sites where soil 7. MAINTENANCE PERIOD
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(50) pounds per acre of Fescue, (25) inch in diameter remain.
pounds per acre of Bermudagrass (hulled), and ten (10)
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pounds per acre of Centipede. site materials collected A. Maintain surfaces and supply additional topsoil where necessary,
including areas affected by erosion.
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a. From November 15 to March 1: soil damp.
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seventy-five (75) pounds per acre of Tall Fescue, However, never apply fertilizer more than (3) days prior to crust.
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1. FENCE FABRIC SHALL BE A MAXIMUM OF 32
PLAN SECTION "A -A"
Kentucky 31 or Alta Tall Fescue and fifty (50) pounds per seeding. Use fertilizer immediately after delivery or store it in a
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1 INCHES IN WIDTH AND SHALL HAVE A MINIMUM
acre of Pensacola Bahiagrass. manner that will not permit it to harden or destroy its D. Except for rye grain, cut grass first time when it reaches height
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c. From May 15 to September 15:
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4. WOOD POST SHALL BE 5 TO 6 FEET IN HEIGHT
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CONTINUOUS TRENCH LONG.
September 15: Fahrenheit ten 10 de degrees Celsius
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WITH WIRE FABRIC 5. SILT FENCES SHALL BE INSTALLED AROUND ALL
AND WIRE EXTENDED
DOT CLASS B
Seventy-five (75) pounds per acre of Tall Fescue, H. Replant damaged grass areas showing root growth failure,
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6. SILT FENCES SHALL BE PROVIDED AS
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FABRIC UNDER #
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acre of Pensacola Bahia rass.
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ALL STONE AND RIP -RAP
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reasonably free from weeds and foreign matter detrimental to
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plant life. A. Restore grassed areas until accepted.
5. MULCHING PRACTICES
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2. GENERAL CONDITIONS A. Apply one 1 to two 2 tons of mulching material per acre to 10. ACCEPTANCE
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1. KEY THE STONE INTO THE DITCH BANKS AND EXTEND PAST TOP OF BANK 1.5 FEET TO PREVENT WATER
AROUND
seeded areas. Apply mulching material with mechanical type
A. When conditions are such by reason of drought, high winds, equipment and obtain a uniform distribution which permits sunlight A. Seeded areas will be accepted at end of maintenance period when
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excessive moisture or other factors where satisfactory results will to penetrate to the ground surface. Bare areas and areas with seeded areas are properly established and otherwise acceptable.
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DITCH TREATMENT SHALL BE USED IN AREAS WHERE SLOPES COULD CAUSE DITCH EROSION. USE OF JUTE
SILT FENCE
MESH, EXCELSIOR MATTING, OR FIBERGLASS ROVING IS ACCEPTABLE. DITCH TREATMENT SHOULD BE INSTALLED
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SEDIMENTATION AND EROSION CONTROL MEASURES AT ALL DITCH, CREEK, AND
RIVER CROSSINGS:
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ANCHOR NETTING IN A JOIN STRIPS BY
6" TRENCH ANCHORING AND OVERLAPPING.
1. ALL LAND DISTURBED AREAS ON THE BANKS AND APPROACHES TO
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2. IN AREAS OF CONCENTRATED RUNOFF PREVENTATIVE MEASURES TO
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INSTRUCTIONS ARE AS FOLLOWS:
INCLUDE BUT NOT LIMITED TO SILT FENCES, RIP -RAP, SLOPE DRAINAGE,
DIP, CLASS 350 DIP, CLASS 350
OR A COMBINATION THEREOF SHALL BE INSTALLED THE SAME DAY
FORCE MAIN FORCE MAIN
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A. APPLY LIME, FERTILIZER AND SEED BEFORE LAYING THE MAT.
CROSSINGS ARE CONSTRUCTED. SILT FENCES SHALL BE INSTALLED ON
THE LOW SIDE OR AT THE TOE OF ALL LAND DISTURBED AREAS TO
HDPE TO BE INSTALLED UNDER CREEK OR PE3408 FORCE MAIN
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PREVENT SEDIMENTATION FROM ENTERING THE WATERWAY.
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DITCH, STREAM, OR CREEK CROSSINGS SHALL BE FERTILIZED, LIMED,
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DEEP, COVER WITH SOIL, AND TAMP FIRMLY AS SHOWN. STAPLE THE MAT EVERY 12 INCHES ACROSS
SEEDED, AND MULCHED WITHIN TWENTY-FOUR (24) HOURS.
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EXTRACTS FROM ORIGINAL PLANS - 1972 - �O = 39099 = _
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EACH STRIP OF MATTING SHOULD ALSO BE STAPLED DOWN THE CENTER, EVERY 3 FEET. DO NOT
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DE OF 12INCHES MAT.
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EROSION & SEDIMENTATION CONTROL FOR FORCE MAIN CREEK OR RIVER CROSSING
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Fiscal Control Sheet
Contract No. 4.64A & Meeks Rd Santiary Sewer Improvements
2018 CDBG Infrastructure Sewer Project
Town of Parmele
Pay Request #10 - Final
17-Feb-23 Fiscal Control Sheet
12:10 PM Contract No. 4 - 64A & Meeks Rd Santiary Sewer Improvements
2018 CDBG Infrastructure Sewer Project
Town of Parmele
Pay Request #10 - Final
Contract Quantities Per Chan a Order No. 4
Total Thru Pr #9
This Period Pr #10
Total Thru Pr #10
Est. To Complete
Est. Project Completion
-----[---Amount
Item
Descri tion
Unit
Quanti
Unit Price
Amount
Quan i
Quant'
Amount
Quanti
Amount
Quantity
Amount
Quanti
Amount
1
8" PVC SDR-26 Pipe for SanitarV Sewer and Bedding 0'-6' de th
LF
-
$44.80
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
1A
8" PVC SDR-26 Pipe for SanitarV Sewer and Bedding 0'-6' de th
LF
325.00
$48.80
$15,860.00
325
$15.860.00
$0.00
325
$15 860.00
0
$0.00
325
$15 860.00
2
8" PVC (SDR-26) Pipe for Sanitary Sewer and Bedding (6'-8' depth)
LF
I -
$52.00
$0.00
0
$0.00
$0,00
0
$0.00
0
$0.00
0
$0,00
2A
8" PVC (SDR-26) Pipe for Sanitary Sewer and Bedding (6'-8' depth)
LF
677.00
$56.00
$37,912.00
677
$37,912.00
WOO
677
$37,912.00
0
$0.00
677
$37,912.00
3
8" PVC SDR-26 Pipe for Sanitary Sewer and Bedding 8'-10' depth)
LF
$60.40
$0.00
0
SO.00
$0.00
0
$0.00
0
$0.00
0
$0.00
3A
8" PVC SDR-26 Pipe for Sanitary Sewer and Bedding 8'-10' depth)
LF
877.00
$64.40
$56 478.80
877
$56.478.80
$0.00
877
$56 478.80
0
$0.00
877
$56,478.80
4
18"
PVC (SDR-26) Pipe for Sanitary Sewer and Bedding (10'-12' depth)
LF
-
$73.80
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
4A
8" PVC SDR-26 Pipe for Sanitary Sewer and Bedding 10'-12' de th
LF
59&00
$77.80
$46 291.00
595
$46 291.00
$0.00
595
$46 291.00
0
$0.00
595
$46 291.00
5
8" PVC SDR-26 Pipe for Sanitary Sewer and Bedding 12'-14' de th
LF
$88.30
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
5A
8" PVC (SDR-26) Pipe for Sanitary Sewer and Bedding (12'-14' depth)
LF
312.00
$92.30
$28,797.60
312
$28,797.60
$0.00
312
$28,797,60
0
$0.00
312
$28,797.60
6
8" PVC SDR-26 Pipe for Sanitary Sewer and Bedding 14'-16' depth)
LF
-
$113.00
$0.00
0
$0.00
SO.00
0
$0.00
0
$0.00
0
$0.00
6A
8" PVC SDR-26 Pipe for Sanitary Sewer and Bedding 14'-16' de th
LF
215.00
$117.00
$25,155.00
215
$25155.00
$0.00
215
$25 155.00
0
$0.00
215
$25,155.00
7
8" DIP Class 51 Pipe for Sanitary Sewer and Bedding (12'-14' depth)
LF
-
1 $110.00
$0.00
0
$0,00
$0.00
0
$0.00
0
$0.00
0
$0.00
7A
8" DIP Class 51 Pipe for Sanitary Sewer and Bedding (12'-14' depth) w/
PROTECTO, 401 Lining
LF
40.00
$129.00
$5,160.00
40
$5,160.00
$0.00
40
$5,160.00
0
$0.00
40
$5,160.00
8
8" DIP Class 51 Pipe for Sanitary Sewer and Bedding 14'-16' depth)
LF
-
$135.00
$0.00
0
$0,00
$0.00
0
$0.00
0
$0.00
0
$0.00
8A
8" DIP Class 51 Pipe for Sanitary Sewer and Bedding (14'-16' depth) wl
PROTECTO 401 Lining
LF
50.00
$154.00
$7,700.00
50
$7,700.00
$0.00
50
$7,700,00
0
$0.00
50
$7,700.00
9
8" DIP Class 53 for Sanitary Sewer and Beddinq (8'-10' depth)
LF
-
$93.50
$0.00
0
$0.00
$0.00
D
$0.00
0
$0.00
0
$0.00
gA
8" DIP Class 53 for Sanitary Sewer and Bedding (8'-10' depth) w/ PROTECTO
401 Lining
LF
2.00
$104.50
$209.00
2
$209.00
$0.00
2
$209.00
0
$0.00
2
$209.00
10
8" DIP Class 53 for Sanitary Sewer and Bedding 10'-12' de th
LF
$107.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
10A
18" DIP Class 53 for Sanitary Sewer and Bedding (10'-12' depth) wl PROTECTO
401 Linina
LF
1 9.00
$118-00
$1,062.00
9
$1,062.00
$0.00
9
$1.062.00
0
$0.00
9
$1,062.00
11
8" DIP Class 53 for Sanitary Sewer and Bedding 12'-14' de th
LF
-
$121.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
11A
8" DIP Class 53 for Sanitary Sewer and Bedding (12'-14' depth) w/ PROTECTO
401 Lining
LF
19.00
$132.00
$2,508.00
19
$2,508.00
$0.00
19
$2,50&00
0
$0.00
19
$2,508.00
12
8" DIP Class 53 for Sanitary Sewer and Bedding (14'-16' depth)
LF
-
$146.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
12A
8" DIP Class 53 for Sanitary Sewer and Bedding (14'-16' depth) w/ PROTECTO
401 Lining
LF
5.00
$157.00
$785.00
5
$785.00
$0.00
5
$785.00
0
$0.00
5
$785.00
13
16" Drybore with 16" Casing and 8" DIP for Sanitary Sewer, Class 53
LF
-
$475.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
13A
16" Drybore with 16" Casing and 8" DIP for Sanitary Sewer, Class 53 w/
PROTECTO 401 Lininq
LF
130.00
$486.00
$63,180.00
130
$63,180,00
$0.00
130
$63,180.00
0
$0.00
130
$63,180.00
14
Precast Concrete Manhole 0'-6' depth)
EA
-
$2 520.00
$0.00
0
MOO
$0.00
0
$0.00
0
$0.00
0
$0,00
14A
Precast Concrete Manhole 0'-6' de th
EA
3.00
$2 535.00
$7,605.00
3
$7 605.00
$0.00
3
$7 605.00
0
$0.00
3
$7 605.00
15
Precast Concrete Manhole 6'-8' de th
EA
I -
$3,100.00
1 $0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
15A
Precast Concrete Manhole (6'-8' depth)
EA
2,00
$3,115.00
$6,230.00
2
$6,230.00
$0.00
2
$6,230.00
0
$0.00
2
$6,230.00
16
Precast Concrete Manhole 8'-10' depth)
EA
-
3 960.00
$0.00
0
$0.00
$0.00
0
$0.00
1 0
$0.00
0
$0.00
16A
Precast Concrete Manhole 8'-10' depth)
EA
2.00
$3,975.00
$7,950.00
2
$7.950.00
$0.00
2
$7,950.00
0
$0.00
2
$7,950.00
17
Precast Concrete Manhole (10'12' depth)
EA
-
$4,920.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
17A
Precast Concrete Manhole 10'-12' de th
EA
1.00
4 935.00
$4 935.00
1
$4 935.00
$0.00
1
$4 935.00
0
$0.00
1
$4 935.00
18
Precast Concrete Manhole 12'-14' de th
EA
$5 690.00
$0.00
0
$0.00
$0.00
0
$0,00
0
$0.00
0
$0,00
18A
Precast Concrete Manhole (12'-14' depth)
EA
2.00
$5,705.00
$11,410.00
2
$11,410.00
$0.00
2
$11,410.00
0
$0.00
2
$11,410.00
19
Precast Concrete Manhole 14'-16' de th
EA
6 940.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
19A
Precast Concrete Manhole 14'-16' depth)
EA
2.00
$6,955.00
$13,910.00
2
$13 910.00
$0.00
2
$13,910.00
0
$0.00
2
$13,910.00
20
Precast Concrete Drop Manhole (10'-12' depth)
EA
-
$8,830.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
MOO
20A
Precast Concrete Drop Manhole 10'-12' de th
EA
1.00
$8.845.00
$8.845.00
1
$8 84&00
$0.00
1
$8.845.00
0
$0.00
1
$8 845.00
21
4" PVC Sanitary Sewer Service
EA
-
$1 120.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
21A
4" PVC Sanitary Sewer Service
EA
18.00
$1,226.00
$22,068.00
18
$22,068.00
$0.00
18
$22.068,00
0
$0.00
18
$22,068.00
22
6" PVC Sanitary Sewer Service
EA
$1,930.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
22A
6' PVC Sanitary Sewer Service
EA
1.00
$2 470.00
$2,470.00
1
$2 470.00
$0.00
1
$2 470.00
0
$0.00
1
$2 470.00
23
4" Polyvinyl Chloride Pipe for Force Mains ASTM D2241, SDR21; 200 PSI
LF
$56.60
$0.00
0
$0.00
$0.00
0
MOO
0
$0.00
0
$0.00
23A
4" Polyvinyl Chloride Pipe for Force Mains, ASTM D2241, SDR21, 200 PSI
LF
203.00
$58.201
$11,814.60
203
$11,814.60
$0.00
203
$11,814.60
0
$0.00
203
$11,814.60
24
4" 22 1/2' Bend Ductile Iron Fitting for Force Mains 350 PSI
EA
$591.00
$0.00
0
$0.00
SO.00
0
$0.00
0
$0.00
0
$0.00
24A
4" 22 1/2° Bend Ductile Iron Fitting for Force Mains, 350 PSI
EA
$665.50
$0.00
0
$0.00
$0.00
0
MOO
0
$0.00
0
$0.00
25
4" 45' Bend, Ductile Iron Fittinq for Force Mains, 350 PSI
EA
-
$675.00
$0,00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
25A
4" 45' Bend, Ductile Iron Fitting for Force Mains 350 PSI
EA
7.00
$680.25
$4,761.75
7
$4 761.75
$0.00
7
$4 761.75
0
$0.00
7
$4,761.75
26
4" 90" Bend, Ductile Iron Fitting for Force Mains 350 PSI
EA
- 1
$524.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
26A
4" 90' Bend, Ductile Iron Fittinq for Force Mains, 350 PSI
EA
2.00
$679.00
$1,358.00
2
$1,358.00
$0.00
2
$1,35&00
0
$0.00
2
$1,358.00
27
6"X4" Sin le Unit Tie-in Assembly
EA
-
$6,670.00
$0.00
0
$0.00
SO.00
0
$0.00
0
$0.00
0
$0.00
27A
6"X4" Sin le Unit Tie -In Assembly
EA
1.00
$6,941.50
$6.941.50
1
$6,941.50
$0.00
1
$6,941.50
0
$0.00
1
$6,941.50
28
8" Drybore with 8" Steel Casinq & 4" PVC Pipe for Force Mains, SDR21, 200 PSI
EA
-
$331.00
$0.00
0
$0,00
$0.00
0
$0.00
0
$0.00
0
$0,00
28A
8" Drvbore with 8" Steel Casing & 4" PVC Pipe for Force Mains SDR21 200 PSI
EA
13M00
$335.00
$43,550.00
130
$43 550.00
$0.00
130
$43 550.00
0
$0.00
130
$43 550.00
29
Sewage Pump Station No. 2
LS
$143 890.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
29A
Sewage Pump Station No. 2
LS
1.00
$144,947.20
$144,947.20
1
$144.947.20
$0.00
1
$144,947,20
0
$0.00
1
$144,947.20
30
Sewage Pump Station No. 2 Electrical System
LS
1.00
$59,240.00
$59,240.00
1
$59,240.00
$0.00
1
$59,240.00
0
$0.00
1
$59,240.00
31
Sewa a Pump Station No. 2 Landscaping
LS
$31 490.00
$0.00
0
$0.00
$0.00
D
$0.00
0
$0.00
0
$0.00
31A
Sewage Pump Station No. 2 Landscaping
LS
1.00
$31,786.00
$31,786.00
1
$31,786.00
$0.00
1
$31,786.00
0
$0.00
1
$31,786.00
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PARMELE-I B-CDBG-CN4.64A-MEEKS-RD-SS-IMP-FISCAL-PR10-Final-000.xls 1
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12:10 PM
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Item
Description
Unit
Quantity
Unit Price
Amount
Quantity
Amount
Quanf
Amount
Quant'
Amount
Quanti
Amount
Quantity
Amount
32
Flow Measuring Equipment and Structure for Sewage Pump Station No. 2
LS
1.00
$34180.00
$34,180.00
1
$34,180.00
$0.00
1
$34180.00
0
WOO
1
$34,180.00
33
1" Water Service for Pump Station No. 2
LS
1.00
1 $4,660.00
$4.660,00
1
$4,660.00
$0.00
1
$4.660,00
0
$0.00
1
$4,660.00
34
Sewage Pump Station No. 3
LS
-
$146,400.00
$0.00
0
$0.00
$0.00
0
MOO
0
MOO
0
$0.00
34A
Sewage Pump Station No. 3
LS
1.00
$147 457.20
$147 457.20
1
$147 457.20
$0.00
1
$147 457.20
D
$0.00
1
$147 457.20
35
Sewacue Pump Station No. 3 Electrical System
LS
1.00
$53,930.00
$53,930.00
1
$53,930.00
$0.00
1
$53,930.00
0
$0.00
1
$53,930.00
36
Sewaae Pump Station No. 3 Portable Power Generator Svstem
LS
1.00
$87,540.00
$87,540.00
1
$87,540.00
$0,00
1
$87.540.00
0
$0,00
1
$87,540,00
37
Sewage Pump Station No. 3 Landscaping
LS
-
$37 840.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
37A
Sewage Pump Station No. 3 Landscaping
LS
1.00
$38,605.00
$38,605.00
1
$38,605.00
$0.00
1
$38,605.00
0
$0.00
1
$38,605.00
38
1" Water Service for Pump Station No. 3
LS
-
$4.660,00
$0.00
0
$0.00
MOO
0
$0.00
0
$0.00
0
$0.00
38A
1" Water Service for Pump Station No. 3
LS
1.00
$5,140.00
$5,140.00
1
$5,140.00
$0.00
1
$5,140.00
0
$0.00
1
$5,140.00
39
Chain Link Fence and Gates
LF
-
$39.10
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
39A
Chain Link Fence and Gates
LF
1 624.00
$44.50
$27,768.00
624
$27,768.00
$0.00
624
$27,768.00
0
$0.00
624
$27,768.00
40
Electrical Allowance
AL
0.0783743
$90,000.00
$7,053.69
0.07837431
$7,053.69
$0.00
0.0783743
$7,053.69
0
$0.00
0.0783743
$7,053.69
41
2" Polvvimtl Chloride Pipe for Water Lines
LF
-
$12.30
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
41A
2" Polyvinyl Chloride Pipe for Water Lines
LF
790.00
$13.10
$10 349.00
790
$10,349.00
$0.00
790
$10.349.00
0
$0.00
790
$10,349.00
42
2" Gate Valve and Box
EA
-
$1,290.00
KOO
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
42A
2" Gate Valve and Box
EA
3.00
$1,475.00
$4,425.00
3
$4,425.00
$0.00
3
$4,425.00
0
$0.00
3
$4,42&00
43
6" Gate Valve and Box, AWWA C509 or AWWA C515
EA
$1 670.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0,00
43A
16"
Gate Valve and Box, AWWA C509 or AWWA C515
EA
$2 043.50
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
44
2" 45' Bend, PVC Fittinq for Water Lines
EA
-
$344.00
$0.00
0
$0.00
$0,00
0
$0.00
0
$0.00
0
$0.00
44A
2" 45" Bend, PVC Fitting for Water Lines
EA
-
$350.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
45
2" 90' Bend. PVC Fitting for Water Lines
EA
$338,00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
45A
12"
90" Bend, PVC Fittinq for Water Lines
EA
3.00
$340.00
$1,020.00
3
$1,020.00
$0.00
3
$1,020.00
0
$0.00
3
$1,020.00
46
2"X2" Tee PVC Fitting for Water Lines
EA
$349.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
46A
2"X2" Tee, PVC Fitting for Water Lines
EA
1.00
$357.00
$357.00
1
$357.00
$0.00
1
$357,00
0
$0.00
1
$357.00
47
6"X6" Tee, Ductile Iron Fittinq for Water Lines, 350 PSI
EA
$1,100.00
MOO
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
47A
6"X6" Tee, Ductile Iron Fitting for Water Lines, 350 PSI
EA
-
$1,253.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
MOO
48
6" Plug, Tapped Z' Ductile Iron Fitting for Water Lines 350 PSI
EA
-
S7 380.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
48A
6" Plu , Tapped 2" Ductile Iron Fitting for Water Lines, 350 PSI
EA
$1.425.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
49
Past Hvdrant
EA
$1.420.00 1
$0.00
0
$0.00
$0,00
0
$0,00
0
$0.00
0
$0.00
49A
Post H drant
EA
2.00
$1 674.00
$3 348.00
2
$3.348.00
$0.00
2
$3 348.00
0
$0.00
2
$3 348.00
50
314" Water Service
EA
-
$818.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
50A
1314"
Water Service
EA
4.00
$870,00
$3.480,00
4
$3,480.00
$0.00
4
$3,480.00
0
$0,00
4
$3,480.00
51
1" Customer Connection
EA
$508.00
$0.00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
51A
1" Customer Connection
EA
3.00
$514.00
$1 542.00
3
$1 542.00
$0.00
3
$1 542.00
0
SO.00
3
$1 542.00
52
Core and Boot Existing Manhole
EA
1.00
$1.900.00
$1,900.00
1
$1,900.00
$0.00
1
$1,900.00
0
$0.00
1
$1,900.00
53
16"
Coarse Agarepate Base Coarse
SY
1,365.00
$18.20
$24,843.00
1365
$24,843.00
$0.00
1365
$24,843.00
0
$0.00
1365
$24,843.00
54
15" Dual Wall Corrugated HDPE Pipe for Storm Sewer and Bedding
LF
260.00
$48.90
$12 714.00
260
$12.714.00
$0.00
260
$12 714.00
0
$0.00
260
$12 714.00
55
Borrow
Cy
441.00
$20.80
$9172.80
441
$9,172.80
1
$0.00
441
$9,172.801
0
$0.00
4411
$9,172.80
56
Break, Remove, and Replace Existing Asphalt Driveway
SY
38.00
$33.20
$1,261.60
38
$1,261.60
MOO
38
$1,261.60
0
$0.00
38
$1,261.60
57
Break Remove and Replace Existing 6" Concrete Driveway
SY
73.00
$56.30
$4109.90
73
$4,109.90
$0.00
73
$4 109.90
0
$0.00
73
$4 109.90
58
Abandon Existing Water Supply Well
EA
2.00
$2 540.00
$5 080.00
0
$0.00
21
S5 080.00
2
$5 080.00
0
$0.00
2
$5 080.00
59
Soil Testing and Inspection Allowance
AL
$5,000.00 1
$0,00
0
$0.00
$0.00
0
$0.00
0
$0.00
0
$0.00
60
Staking and Cut Sheet Preparation Allowance
AL
1.09
$5,000.00
$5,460.00
0
$0.00
1.092
$5,460.00
1.0921
$5,460.00
0
$0.00
1.092
$5,460.00
61
Sanitary Sewer Manhole Inverts As-Builts
LS
1.00
$8 500.00
$8 500.00
0
$0.00
1
$8 500.00
1
$8 500.00
0
$0.00
1
$8 500.00
62
GIS Allowance
AL
1.00
$12,000.00
$12,000.00
0
$0.00
1
$12.000.00
1
$12.000.00
0
$0.00
1
$12,000.00
63A
8" DIP Class 51 Pipe for Sanitary Sewer and Beddina (6'-8' depth)
LF
130.00
$110.00
$14.300.00
130
$14,300,00
$0.00
130
$14,300.00
0
$0.00
130
$14,300.00
64A
Duplex Motor Starter Panel with VFD for Phase Conversion
LS
1.00
$12 153.00
$12153.00
1
$12 153.00
$0.00
1
$12153.00
0
$0.00
1
$12 153.00
65A
Excelsior Matting
SY
800.00
$5.50
$4 400.00
8001
$4.400.00
$0.00
800
$4 400.00
0
$0.00
8001
$4,400.00
66A
Backup Generator and ATS for PS # 2
LS
1.00
$55,274.00
$55,274.00
1
$55,274.00
$0.00
1
$55,274.00
0
$0.00
1
$55,274.00
67A
Sewer Service Under Meeks Road to Serve 1101 Meeks Road
LS
1.00
$7,400.00
$7,400.00
0
$0.00
1
$7,400.00
1
$7,400.00
0
$0.00
1
$7,400.00
Total
$1,290,343.64
$1,251,903.64
$38,440.00
$1,290,343.64
$0.00
$1,290,343.64
Materials Stored
$0,00
$0.00
MOO
Subtotal
$1,251,903.64
$38,440:00
$1,290,343.64
Retain a
$12 519.04
$384.40
$12 903.44
Less Prev. Payments
$1,010 871.82
$0.00
$1 239,384.60
Less Liquidated Damages
$0.00
1
$0.00
$0.00
Total
$1,290,343.64
$228,512.78
1
138.055.60 1
1
$38.055.60 1
1
$0.00
$1,290,343.64
Z:1D8xx gen1D84x_eng1D847_LD120M0366-5203 Parmele 18-CDBG-1-64A Meeks Rd SS-APM - Const Obsery CN3-San Sewer - AB1Extemal ReferenceslAs-Builtl
PARMELE-I8-CDBG-CN4-64A-MEEKS-RD-SS-IMP-FISCAL-PR10-Final-000.x1s 2
Percent Complete =
Cost Overrun =
100.00%
$0.00
12:12 PM
2117/2023
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SHEET 32A OF 32