SW8051203_Historical File_20060308

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
March 8, 2006
Mr. Mike Wyatt, Division President
Centex Homes
2050 Corporate Center Drive, Suite 200
Myrtle Beach, SC 28577
Subject: Stormwater Permit No. SW8 051203
Savannah Lakes @The Meadowlands, Phase 2
High Density Subdivision Project
Brunswick. County
Dear Mr. Wyatt:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Savannah Lakes @The Meadowlands, Phase 2 on March 6, 2006. Staff review
of the plans and specifications has determined that the project, as proposed, will comply with
A
he Stormwater Regulations set forth in Title 15A NCAC 21-1.1000. We are forwarding Permit
No. SW8 051203, dated March 8, 2006, for the construction of the subject project.
This permit shall be effective from the date of issuance until March 8, 2016, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within sixty (60) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Linda Lewis, or me at [phone].
Since ,
E ward eck
Regional Supervisor
Surface Water Protection Section
ENB/all: S:\WQS\STORMWAT\PERMIT\051203.mar06
cc: David Gantt, P.E., Thomas & Hutton Engineering
Town of Carolina Shores Building Inspections
Linda Lewis
Wilmington Regional Office
Central Files
two
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 29405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwateraualitv.org Fax [phone]
An Equal Opportunity/Affirmative Acdon Employer — 50% Recyc.W10% Post consumer Paper

State Stormwater Management Systems
Permit No. SW8 051203
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Mike Wyatt & Centex Homes
Savannah Lakes @The Meadowlands, Phase 2
NCSR 1303 & NCSR 1302, Carolina Shores, Brunswick County
FOR THE
construction, operation and maintenance of two (2) wet detention ponds in compliance
with the provisions of 15A NCAC 2H .1000 {hereafter referred to as the "stormwater
rules"} and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until March 8, 2016 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved far the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
controls labeled Pond #4 and Pond #5 have been designed to treat the runoff
from 358,063 fr and 209,523 ft2, respectively, of impervious area.
3. The subdivision is permitted for 82 lots, each allowed a maximum of 4,000
square feet of built -upon area, as defined by the stormwater rules.
4. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
5. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 051203
6. The following design elements have been permitted for the wet detention ponds
and must be provided in the system at all times.
Pond #4
Pond #5
a.
Drainage Area, acres:
6.49
13.25
v "kite, ft2:
Offske, ftZ:
7 82,773
0
577,170
0
b.
Total Impervious Surfaces, ft2:
358,063
209,523
Lots at 4,000 ft2:
205,000
184,000
Roads/Parking, ft2:
78,496
45,523
Other, if:
74,567
0
Offsite, ff:
0
0
c.
Pond Depth, feet:
6.0
5.0
d.
TSS removal efficiency:
90%
90%
e.
Design Storm:
1
1
f.
Permanent Pool Elevation, FMSL:
24.0
24.0
g.
Permitted Surface Area a@PP, fe:
40,787
16,950
h.
Permitted Storage Volume, ft3:
31,035
20,139
i. Storage Elevation, FMSL: 24.737 25.10
j. Controlling Orifice: 3"Lx8.84" H weir 2.6"Lxl2.96°H weir
k. Permanent Pool Volume, ft3: 158,694 39,955
I. Forebay Volume, ft3: 38,333 8,522
m. Maximum Fountain Horsepower: 1/2 1/6
n. Receiving Stream / River Basin: Shingletree Swamp / Lumber
o. Stream Index Number: LBR57 15-23-2
p. Classification of Water Body: "C Sw"
II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pi any drainage feature
(such as swales) shown on the approved plans -as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire lot, including driveways and sidewalks, does not exceed the allowable
built -upon area. Once the lot transfer is complete, the built -upon area may not be
revised without approval from the Division of Water Quality, and responsibility for
meeting the built -upon area limit is transferred to the individual property owner.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 051203
3. If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed
built -upon area. Any approvals given by the Board do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUA limit.
4. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all properly owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
7. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
8. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
9. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
10. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 051203
12. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 051203, as issued
by the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
C. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built -upon area per lot is 4,000 square feet. This allotted
amount includes any built -upon area oonstructe8 within the lot property
boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement. Built upon area includes, but is not limited
to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the
water suvface of swimming pools.
g. Lots within CAMA's Area of Environmental Concern may be subject to a
reduction in their allowable built -upon area due to CAMA regulations.
h. All runoff from the built -upon areas on the lot must drain into the permitted
system. This may be accomplished by providing roof drain gutters which
drain to the street, grading the lot to drain toward the street, or grading
perimeter swales and directing them into the pond or street. Lots that will
naturally drain into the system are not required to provide these measures.
i. Built -upon area in excess of the permitted amount will require a permit
modification.
13. A copy of the recorded deed restrictions must be submitted to the Division within
30 clays of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamptsignature of the Register of Deeds.
14. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
c. The failing water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume.
Page 5of9

State Stormwater Management Systems
Permit No. SW8 051203
15. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
16. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
17. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
18. This permit shall become voidable unless the facilities are constructed in
accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
19. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality accompanied by appropriate documentation from the parties involved.
This may include, but is not limited to, a deed of trust, recorded deed restrictions,
Designer's Certification and a signed Operation and Maintenance plan. The
project must be in good standing with DWQ. The approval of this request will be
considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 051203
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated M- r cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Permit issued this the 8th day of March 2006.
NO RT ROLINNAENVIRONMENTAL MANAGEMENT COMMISSION
."%S Pam/ -
for Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 051203
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 051203
Savannah Lakes @The Meadowlands
Stormwater Permit No. SW8 051203
Brunswick County
Designer's Certification
Page 1 of 2
1, , as a duly registered in
the State of North Carolina, having been authorized to observe (period icallyfweeklylfuli
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 051203
Certification Requirements: Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outletibypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting or the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided. such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDENR-DWQ Regional Office
Town of Carolina Shores Building Inspections
Page 9 of 9

OFFICE USE ONLY
Date Received Fee Pai Permit Number
c eo-C p (,� SWY051203
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORM WATER MANAGEMENT PERMIT APPLICATION FORM
This form maybe photocopied for use ac an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Centex Homes
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Mike Wyatt — Division President — Centex Homes
3. Mailing Address for person listed in item 2 above:
2050 Coroorate Center Drive Suite 200
City: llilyrtle Beach —State: -- - .State: SC Zip: 29577
4. Project Name (subdivision, facility, —or establishment name — should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Savannah Lakes at the Meadowlands Phase 2
5. Location of Project (street address):
Intersection of SR 1303 and SR 1302
City: Carolina Shores County: Brunswick
6. Directions to project (from nearest major intersection):
Approximately 1.4 miles northwest of intersection of Hwy 17 and SR 1302
7. Latitude: 33° 00' 42" Longitude: 80° 36' 1W' of project
8. Contact person who can answer questions abput the project:
Name: David Gantt, P.E. Telephone Number: [phone]
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number N/A and its issue date (if known)
3. Specify the type of project (check one):
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major X Sedimentation/Erosion Control _404/401 Permit _ NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative (one
to two pages) describing stormwater management for the project.
Stormwater will be treated on -site via wet detention basins.
2. Storm water runoff from this project drains to the Lumber River basin.
3. Total Project Area: 26.4 acres. 4. Project Built IJpon Area: 50.6%
How many drainage areas does the project have? 7
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for reach area provided in the same format as below.
Basin Information
Draiaa a Area 1
Drain a Area 2
Receiving Stream Name
Receiving Stream Class
Drainage Area
See Attached Sheet
See Attached Sheet
Existing Impervious* Area
Proposed Impervious* Area
Impervious* Area total
. qImpervious* Surface Area
Ptainage Area 1
2tainage Area 2
On -site Buildings
On -site Streets
On -site Parkin
On -site Sidewalks
See Attached Sheet
See Attached Sheet
Other on -site
Off -site
impervious area is aejinea as the built upon area including but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
Farm SWU-101 Version 3.99 Page 2 of

SAVANNAH LAKES AT THE MEADOWLANDS - PHASE 2
TABLE 1. DRAINAGAE AREA INFORMATION
� � �rii�xN�.r rrx ..
�--ww:--- . _ i'! -. .�r
uc�ariy ��a.. G401 aZ&4E
.. an .... y i,.
:.Draina' Atin Susie i_aWsd
Receiving Stream Name
Shin letree Swamp
Shin letree Swam
Receiving Stream Class
C; Sw
C; Sw
Drainage Area
17.97 acres
13.25 acres
Existing Impervious* Area
0 acres
0 acres
Proposed Impervious* Area
1358,063 sf 1209,253
sf
% Impervious* Area Total
45.7% 136.3%
p,—_
B>w 1�IiD
/f_ .. �. aR
` DF8I�1 . . ftW 4°.....ain�
On -site Buildings
205,000 sf
164,000 sf
On -site Streets
78,496 sf
45,523 sf
On -site Parkin
N/A
N/A
On -site Sidewalks
N/A
N/A
Other On -site
74,567
0
Off -site
0
0
Total
358,063 sf
209,523 sf
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads,
parking areas, sidewalks, gravel areas, etc.
itf
.
MWECTOMMI
Receiving Stream Name
Shin letree Swam
Receiving Stream Class
C; Sw
Drainage Area
48.35 acres
Existing Impervious* Area
0 acres
Proposed Imervious*Area
581,586sf
% Impervious* Area Total
27.6%
f
�
On -site Buildings
383,000 sf
On -site Streets
124,019 sf
On -site Parkin
N/A
On -site Sidewalks
N/A
Other On -site
74,567
Off -site
0
Total
581,586 sf
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads,
parking areas, sidewalks, gravel areas, etc.
N:1180111dsgnlStormwater Report 2-12-0616asin Information-Revised-2-5-06.xis

7. How was the off -site impervious area listed above derived? NA
IV. DEED RFSTRICT!OYS AND PROTEC 727E CO VENAI`dTS
The following italicized deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number, size and the allowable built -upon area for each lot must be provided as an attachment.
The following covenants are intended to ensure ongoing compliance with state storm water management
permit number as issued by the Division of Water Quality. These covenants may not be changed or
deleted without the consent of the State.
2. No more than 4000 square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick stone, slate or similar material but do not
include wood decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state storm water management permit
modification prior to construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater
control system. These connections to the stormwater control system shall be performed in a manner t hat
maintains the integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project shall
include all the applicable items required above, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable sate stormwater management permit supplement form(s) listed below must be submitted for each BMP
specified for this project. Contact the Storm water and General Permits Unit at [phone] for the status and
availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU0105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SW-109
Innovative Best Management Practice Supplement
Form SWU-141 Version 3.99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accented and reviewed by the Division of water Quality (DWQ). A
complete package includes all of the items listed below. The complete application package should be submitted
to the appropriate DWQ Regional Office.
I. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
V111
• Original and one copy of the Storm water Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
-Development/Project name
-Engineer and firm
-Legend
North arrow
-Scale
-Revision number & date
-Mean high water line
-Dimensioned property /project boundary
-Location map with named streets or NCSR numbers
-Original contours, proposed contours, spot elevations, finished floor elevations
-Details of roads, drainage features, collection systems, and stormwater control measures
-Wetlands delineated, or a note on plans that none exist
-Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
-Drainage areas delineated
-Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your behalf,
please complete this section.
Designated agent (individual or firm): _ Thomas and Hutton Engineering Co. —David Gantt P.E.
Mailing Address: 1144 Shine Avenue
City: Myrtle Beach State: SC Zip: 29578
VII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Mike Wyatt
Certify that the information included on this permit application form is, to the best of my knowledge, correct and that
the project will a constructed in onformance with the approved plans, that the required deed restrictions and protective
covenants will be recorded, what the propoyeipro ect complies with the requirements of,15A 19CAC 211.1000.
Signature: Date: 2 7
FonnSWU-101 Version3.99 Page 4of4

Permit No. aL) cfG S/ZV3
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DM Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet structure
details.
I. PROJECT INFORMATION
Project Name: Savannah Lakes at The Meadowlands - Phase 2
Contact Person: David Gantt, P.E. Phone Number:
For projects with multiple basins, specify which basin this workshect applies to:
[phone]
Lake 4
elevations
Basin Bottom Elevation 18 ft. (floor of the basin)
Permanent Pool Elevation 24 ft. (elevation of the orifice)
Temporary Pool Elevation 24.737 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 40,787 sq. ft. (water surface area at the orifice elevation)
Drainage Area 17.97 ac. (on -site and off -site drainage to the basin)
Impervious Area _ 8.22 _ ac. (on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume 158,694 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 31,035 cu. ft. (volume detained above the permanent pool)
Forebay Volume �38,333 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1 2.4% (surface area to drainage area ratio from DWQ table)
Weir Dimensions 3x8.84 in. (2 to 5 day temporary pool draw -down required)
Design Rainfall 1 in.
Design TSS Removal 2 90 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page I of 4

Footnotes:
t When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
990K. TES removal. The MCDENR 9MP manual provides design tables f r both 85% TSS removal and 900K TES removal.
I1. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of -way.
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does 6'does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does 9roes not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is reduced to
75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an
appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to deters -nine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 4.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation oZH: 0
Sediment at E1. !9, S` b75t,
-------_-___--
\
Sediment Removal Elevation
19'. 6'
I
75%
75%
Bottom El ation 1S.a %
i
---------------------------------------------
Bottom Elevation
! S.0
25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 501/6 of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Mike Wyatt
Title: lDi y t 5 j on (')r(-" St dent
Address: 2050 Corporate Center Drive, Suite 200, Myrtle Beach, SC 29577
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I,
County of
a Notary Public for the State ofy
,'do hereby certify that 1"i r
J
personally appeared before me this 14-dayof Umtrf , xband acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
IDA A. HUSSEY
NOTARY PUBLIC
SEAL STATE OF SOUTH CAROLINA
MY COMMISSION EXPIRES
MAY 27, 2014
My commission expires aafitW4-
Form SWU-102 Rev 3.99 Page 4 of 4

Permit No. S60 d' 0 S 120 j
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied far use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet structure
details.
I. PROJECT INFORMATION
Project Name: Savannah Lakes at The Meadowlands - Phase 2
Contact Person: David Gantt, P.E. Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: Lake 5
elevations
Basin Bottom Elevation 19 ft. (floor of the basin)
Permanent Pool Elevation 24 ft. (elevation of the orifice)
Temporary Pool Elevation 25.1 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 16,950 sq. ft. (water surface area at the orifice elevation)
Drainage Area 13.25 ac. (on -site and off -site drainage to the basin)
Impervious Area 4.81 ac. (on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume 39,955 cu. ft. (combined volume of main basin and foreboy)
Temporary Pool Volume 20,226 cu. ft. (volume detained above the permanent pool)
Forebay Volume 8,522 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1 2.6% (surface area to drainage area ratio from DWQ table)
Weir Dimensions 2.2x12.9 in. (2 to 5 day temporary pool draw -down required)
Design Rainfall 1 in.
Design TSS Removal 2 90 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4

Footnotes -
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP irmniAl provides design tables for both Ems% TSS remcva: and 90%': SS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
3. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
�. The forebay volume is approximately equal to 20% of the basin volume.
The temporary pool controls runoff from the design storm event.
1. The temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
L If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does 64oes not incorporate a vegetated filter at the outlet.
This system (check one) 0 does Q-tWes not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Mike W +vatt
Title:
Address: 2050 Corporate Center Drive. Suite
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
.� I, ` , a Notary Public for the State of % �(f,(ld
County of O IFRU do hereby certify that /
personallyappeared before me this ,' of
PP lT Y , _, and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
AL
My c iss n expires
Form SWU-102 Rev 3.99 Page 4 of

gtnrmwater ManagemP;nt R P�nnrt
FOR
Savannah Lakes - Phase 2
At
Meadowlands
Brunswick County, North Carolina
•
NF G .aaaa
Prepared For
Centex Homes
Myrtle Beach, South Carolina
Prepared By
Thomas & Hutton Engineering Co.
1144 Shine Ave. / Myrtle Beach / SC / 29577
50 Park of Commerce Way / Savannah / GA / 31405
935 Houston Northcutt Blvd. / Mt. Pleasant / SC / 29464
J-18011.402 RECEIVED
Date: September 9, 2005 MAR 0 :1 2006
Revision Date: February 27, 2006 SW XQ�12-0�3
PitoJ #

Meadowlands Phase 2 Job: J-19011
Centex Homes Date: 9/9/05
Thomas & Hutton Engineering Co. Revised:
Stormwater Management Report By: MJQ
PROJECT NARRATIVE
Meadowlands Phase 2 is a 27 acre residential subdivision consisting of 82sm le
family homes. It is located near the intersection of SR 1302 and SR 1303 in
Brunswick County and is an extension of the previously approved project titled
Meadowlands Phase 2. The majority of the site consists of woods and meadow. It
currently drains via sheet flow and ditches to the Shingletree Canal. Soils present
on site are in hydrologic soil groups B_ C and D.
PURPOSE
• To define the limits of the drainage basin or basins that contain this project.
• To document that major drainage infrastructure such as road crossings, lake
connectors, lakes, and outfalls are adequate for all existing, proposed, and future
development within the drainage basin(s), or that infrastructure construction can be
phased to accommodate future development.
• To document compliance with regulatory requirements of the State of North Carolina
and Brunswick County, summarized as follows:
• NORTH CAROLINA DENR
➢ Water Quality shall be maintained by retaining specified amounts of runoff in a
48 hour period.
➢ Sediment shall be prevented from leaving the site during construction.
• BRUNSWICK COUNTY
➢ Post Development peak runoff rates shall be detained for the 1 and 10 year
storms.
Peak stages in lakes shall be below the minimum Finished Floor Elevations.
NA18011\dagn\Stormwater ReporAStormwaterManagement Summary Report.doc

Meadowlands Phase 2 Job: J-18011
Centex Homes Date: 9/9/05
Thomas & Hutton Engineering Co. Revised:
Stormwater Management Report By: MJQ
PROPOSED DRA LNAGE SYSTEid
The components of the proposed system are roads, ditches, culverts, lakes, and
outfalls. Roads, and in some cases rear yard swales, provide positive drainage
from lots. A piped drainage system conveys runoff from the roads to a system of 3
lakes. Two of the lakes are connected in series and drain to an outfall directly into
Shingletree Canal, the other lake outfalls directly to the Shingletree Canal. The
lake outfalls consist of one culvert draining through an Outfall Structure
consisting of a large concrete box which includes weirs sized to provide the
necessary detention of runoff. All road runoff drains through the lake system.
STORMWATER QUANTITY METHODOLOGY
Times of concentration and curve numbers are generated according to procedures
set forth in SCS Technical Release 55. A computer program called "Advanced
Interconnected Channel & Pond Routing" (ICPR) is used to model rainfall and
runoff and perform hydraulic routing. Runoff hydrographs are generated by ICPR
according to the SCS Unit Hydrograph Method.
The computer program generates unit hydrographs for each subwatershed. These
hydrographs are created based on user specified variables. These variables include
runoff curve number, rainfall distribution pattern, hydrograph peaking factor and
time of concentration. The specific hydrology theory is described in the Soils
Conservation Services National Handbook, Section 4, "Hydrology."
The sizes, inverts, lengths, and Manning n values for all pipes connecting the
lagoons are input into the model. In addition to pipe information, all stage -storage
information and the respective outfall structure information is considered
The hydrologic and hydraulic information is then combined. The results show
lagoon discharge rates and stage information during the design storm.
For the design of the storm drainage facility, the maximum water elevation for each
lagoon is set to assure no stormwater ponds in the surrounding areas. In addition,
the ultimate discharge rate from the system cannot exceed the predeveloped runoff
rate. Knowing these two factors, the drainage system is designed by trial and error.
NAI 801 UsgMStormwater Report\Stormwater Management Summary Report.doc

Meadowlands Phase 2 Job: J-18011
Centex Homes Date: 9/9/05
Thomas & Hutton Engineering Co. Revised:
Stormwater Management Report By: MJQ
The peak rates of stormwater runolff (cubic feet per second) for Meadowlands Phase
2 are calculated by means of the AdICPR with the following assumptions:
1. The 24 hour, 1 and 10 year frequency storm (# inches of precipitation in 24
hours) is used for the design of the storm drainage system.
2. A Type II Antecedent Moisture Condition (AMC II) is used. This describes
the degree of wetness of the watershed at the beginning of a storm. AMC II
is the standard used in watershed studies and it reflects an average condition
(the soil is not dry nor saturated).
A Type III Statistical Rainfall Distribution is used. This distribution pattern
is determined by the Soil Conservation Service comparing regional rain -
gage data.
4. A 323 Hydrograph Peaking Factor is used instead of the Typical SCS 484
Peaking Factor. The 323 Factor is based on statistical analysis of actual
rainfall and runoff data from the Southeastern United States.
5. The hydrographs for each lagoon are merged within AdICPR Program
which models the hydraulic interactions of the contiguous drainage facility.
The model is based on the 1 and 10 year storm events. The post development
hydrologic information is shown in the corresponding Pre & Post Development
sections in the report and is represented in tabular form following this narrative.
Drainage basins are shown on an exhibit at the end of this report. The composite
curve numbers (CN) are calculated by combining conceptual master plan
information with soils information from the SCS Soil Survev of Brunswick Countv.
The results can be seen in the Site Map Section of this report.
The predevelopment condition of the property consists of woods and meadows.
The predevelopment outfall is the Shingletree Canal. Predevelopment peak flow
rates are calculated by "SCS TR-55" developed by the Soil Conservation Service
and United States Department of Agriculture. "SCS TR-55" is also used to calculate
the storage volume required by state and federal agencies. Calculations and results
are included in Section 8.
Time of concentration for predevelopment and postdevelopment are determined
according to the longest anticipated travel path within each basin.
N:V 801 ildsgnlStormwater Report4Stormwnter Management Summary Report.doc

CALABASH QUAD MAP
MEADOWLANDS
SHEET I OF I
1. INCH = 2000 FEET
PROPOSED ACTIVITY:
82 SINGLE FAMILY LOTS
COUNTY:
BRUNSWICK
APPLICANT:
CENTEX HOMES
DATE: SEPTEMBER 12, 2005

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Savannah Lakes Phase 2
Wet Detention Basin #4 Design
Design for Water Quality Control
Determine percent impervious cover of the drainage area.
Is a Vegetated Filter Required (Yes or No)? No
Drainage Area = 17.97 ac.
Impervious area = 8.32 ac.
% Impervious 40% 2.1
45.7% 2.4
50% 2.7
Determine average permanent pool depth (or select depth for comparison purposes).
Temporary Pool Elev: 24.737 ft.
Permanent Pool Elev: 240 ft.
Bottom of Pond Elev: 18.0 ft.
Design Permanent Pool Depth: 6.0 ft. 7.5' max
Permanent pool surface area as a percentage of the drainage area:
2.4 %
Determine the required surface area of the permanent pool.
Permanent pool surface area (Required):
0.44 ac.
(SA/DA ratio/100)*drainage area
19,166 sq. ft.
Provided Permanent Pool surface area
40,787 sq. ft.
Required Permenant pool volume
44,431 cu. ft.
Determine the design runoff volume to be controlled from the 1" storm.
Rv=0.05+0.009(1)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
I = Percent Impervious = Drainage area (acres) / Impervious portion of the drainage area (acres)
Runoff Volume (Rv): 0.46 in./in.
Volume=(Design rainfall) (Rv) (Drainage Area)
Volume to be controlled from the 1" storm:
Temporary Pool Volume:
Weir required to di•awdown the 1" storm
Temporary Pool Volume 30,056 cu. ft.
Depth of Pond (P) 6 ft.
Temporary Pool Depth 0.737 ft.
Minimum Drawdown time 2 days
Maximum Drawdown time 5 days
Q Required
0.1739 cfs
0.69 ac. ft.
3%0% cu. ft.
(Temporary PV / Provided Permanent Pool SA)
0t2 77+n nd(A/P)lr _n')N)U"5
Weir Length
(ft.)
Weir Height
(ft.)
H (ft.)
Qo(cfs)
Drawdown
(days)
Remark
0.350
0.737
0.368
0.2023
1.7
Too Fast
0.250
0.737
0.368
0.1291
2.7
OK
0 150
0.737
0.368
0.0559
6.2
Too Slow
N:1180111dsgnlStormwater Report 2-27-061DENR 1-inch2-20-06.xis Thomas and Hutton Engineering

Savannah Lakes Phase 2
Wet Detention Basin #4 Design
POND #4
1. REQUIRED 3.1 RATIO POND INFORMATION TABLE
ELEV. AREA (tt2) INCR. VOLUME (ft3) CUM. VOLUME (W
18.0
3,890
0
0
19.0
4,951
4,421
4,421
20.0
6,085
5,518
9,939
21.0
7,291
6,688
16,627
22.0
8,569
7,930
24,557
23.0
9,919
9,244
33,801
24.0
11,341
10,630
44,431
1. PROVIDED POND INFORMATION TABLE
ELEV. AREA (ft2) INCR. VOLUME (ft3) CUM. VOLUME (ft3
18.0
16,038
0
0
19.0
19,123
17,581
17,581
20.0
22,346
20,735
38,315
21.0
25,697
24,022
62,337
22.0
29,160
27,429
89,765
23.0
33,955
31,558
121,323
24.0
40,787
37,371
158,694
24.737
43,434
31,035
189,729
Required Temporary Pool Volume to Control the First 1" =
30,056 ft3
Provided Temporary Pool Volume to Control the First 1" =
31,035 ft3
Additional Storage Volume Provided
979 ft3
Required Surface Area of the Permanent Pool = 19,166 ft2
Provided Surface Area of the Permanet Pool 40,787 ft2
Additional Surface Area Provided 21,621 ft2
2. FOREBAY INFORMATION TABLE (FOREBAY 1)
ELEV.
AREA (ft2) INCR. VOLUME (ft3)
CUM. VOLUME (ft3)
18.0
3,453 0
0
19.0
4,289 3,871
3,871
20.0
5,207 4,748
8,619
21.0
6,196 5,702
14,321
22.0
7,241 6,719
21,039
23.0
8,723 7,982
29,021
24.0
9,901 9,312
38,333
Required Design Forebay Volume
(20% * Provided Temp. Vol.)=
31,739 ft3
Total Provided Forebay Volume
38,333 ft3
N:1180111dsgn\Stonnwater Report 2-27-061DENR 1-inch2-20-06.x1s Thomas and Hutton Engineering

Savannah Lakes Phase 2
Wet Detension Basin #5 Design
Design for Water Quality Control
Determine percent impervious cover of the drainage area.
Is a Vegetated Filter Required (Yes or No)? No
Drainage Area = 13.25 ac.
Impervious area = 4.81 ac.
% Impervious 30% 2.2
36.3% 2.6
40% 2.8
Determine average permanent pool depth (or select depth for comparison purposes).
Temporary Pool Elev: 25.08 ft.
Permanent Pool Elev: 24.0 ft.
Bottom of Pond Elev: 19.0 ft.
Design Permanent Pool Depth: 5.0 ft. 7.5' max
Permanent pool surface area as a percentage of the drainage area: 2.6 %
Determine the required surface area of the permanent pool.
Permanent pool surface area (Required): 0.34 ac.
(SA/DA ratio/100)*drainage area 14,810 sq. ft.
Provided Permanent Pool surface area 16,950 sq. ft.
Required Permenant pool volume 18,846 cu. ft.
Determine the design runoff volume to be controlled from the 1" storm.
Rv=0.05+0.009(I)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
I = Percent Impervious = Drainage area (acres) / Impervious portion of the drainage area (acres)
Runoff Volume (Rv): 0.38 in./in.
Volume --(Design rainfall) (Rv) (Drainage Area)
Volume to be controlled from the 1" storm: 0.42 ac. ft.
Temporary Pool Volume: 18,295 cu. ft.
Weir required to drawdown the 1" storm
Temporary Pool Volume 18.295 cu. ft.
Depth of Pond (P) 5 ft.
Temporary Pool Depth 1.08 ft. (Temporary PV / Provided Permanent Pool SA)
Minimum Drawdown time 2 days
Maximum Drawdown time 5 days
Q Required 0.1059 cfs
0=3.27+0 O4(H/P)a,_zMT4L5
Weir Length (ft.)
Weir Height
(ft.)
H (ft.)
Qo cfs
Drawdown
(days)
Remark
0.190
Logo
0.540
0.1065
2.0
Too Fast
0.180
1.080
0.540
0.0935
2.3
OK
0.140
1 080
0.540
0.0416
5.1
Too Slow

Savannah Lakes Phase 2
Wet Detension Basin #5 Design
POND #5
1. REQUIRED 3:1 RATIO POND INFORMATION TABLE
ELEV. AREA (ft2) INCR. VOLUME W) CUM. VOLUME W
19.0
800
0
0
20.0
1,795
1,298
1,298
21.0
2,865
2,330
3,628
22.0
4,007
3,436
7,064
23.0
5,641
4,824
11,888
24.0
8.276
6,959
18,846
1. PROVIDED POND INFORMATION TABLE
ELEV. AREA (ft2) INCR. VOLUME W) CUM. VOLUME (W
19.0
1,705
0
0
20.0
3,931
2,818
2,818
21.0
6,232
5,082
7,900
22.0
8,602
7,417
15,317
23.0
11,862
10,232
25,549
24.0
16,950
14,406
39,955
25.0
19,577
18,264
58,218
25.08
19,666
1.962
60,180
Required Temporary Pool Volume to Control the First 1" = 18,295 ft3
Provided Temporary Pool Volume to Control the First 1" = 20,226 ft3
Additional Storage Volume Provided = 1,930 ft3
Required Surface Area of the Permanent Pool = 14,810 ft2
Provided Surface Area of the Permanet Pool = 16,950 ft2
Additional Surface Area Provided = 2,140 ft2
2. FOREBAY INFORMATION TABLE (FOREBAY 1)
ELEV. AREA (ft2) INCR. VOLUME (ft-)
CUM. VOLUME (ft-)
19.0 307 0
0
20.0 762 535
535
21.0 1,281 1,022
1,556
22.0 1,865 1,573
3,129
23.0 2,734 2,300
5,429
24.0 3,452 3,093
8,522
tequired Design Forebay Volume (20%' Provided Temp. Vol.)=
7,991 W
Total Provided Forebay Volume
8,522 fte

Table 1.1
85% TSS Removal
30 Foot Vegetated Filter Requires
Depth
IMP%
3.0'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
10%
0.9
0.8
0.7
0.6
0.5
0.0
0.0
0.0
0.0
0.0
20%
1.7
1.3
1.2
1.1
1.0
0.9
0.8
0.7
0.6
0.5
30%
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
0.9
40%
3.4
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50%
4.2
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60%
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70%
6.0
5.2
4.5
4.1
3.7
3.3
2.9
2.5
2.1
1.8
80%
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2.2
2.0
90%
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
1.3
100%1
8.2
7.4
6.8
6.2
5.6
5.0
4.4
3.8
3.2
2.6
90% TSS Removal
No Vegetated Filter Required
Depth
IMP%
3.0'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
1 0%
1.3
1.0
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
0.9
0.6
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
0.8
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
1.5
60%
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90%1
10.7
9.0
7.9
7.2
6.5
5.9
1 5.2
4.6
3.9
3.3
100%1
12.0
10.0
8.8
8.1
7.3
6.6
1 5.8
5.1
4.3
1 3.6
Note: The required surface area calculated from the tables is to be provided at the permanent pool elevation.
Page 1 DENR 1-inch2-20-06.xls

SUPPORTING CALCULATIONS
RIP RAP OUTLET DESIGN - BND #1
Qdesign =
21.70 --fs
Pipe Diameter =
36 in.
Tailwater =
> 0.5'Pipe Dia.
Length of Apron =
loft
(Figure 8.06a)
dso =
0.5 ft
(Figure 8.06a)
dmax=1.5xd50=
0.75ft
Depth of Rip Rap (laid flush with ground surface)
= 1.5 x dm.. _ — 1.125 ft
Downstream Apron Width = La + Pipe Diamter = 13 ft
RIP RAP OUTLET DESIGN - DITCH #1 OUTFALL
Qdesion = 8.61 cfs
A level spreader with riprap MI be utilized for the ditch outfall into the boundary node
as specified in the Sediment & Erosion Control Design guidelines.
RIP RAP OUTLET DESIGN - LAKE 6 OUTFALL
Qdesign =
26.43 CIS
Pipe Diameter =
36 in.
Tailwater =
> 0.5'Pipe Dia.
Length of Apron =
loft
(Figure 8.06a)
dso =
0.5 ft
(Figure 8.06a)
dmax = 1.5 x dso =
0.75 ft
Depth of Rip Rap (laid flush with ground surface)
= 1.5 x dmax = - 1.125 ft
Downstream Apron Width = La + Pipe Diamter = 13 ft
W180111dsgn\Stormwater Report 2-12-06\18011 - supporting calculations - Phase 2.x1s

SUPPORTING CALCULATIONS
GRASS LINED CHANNEL 1 (Offsite/Back of Lot Direct Discharge)
Use Rational Method to determine Q,o
A = 12.00 ac
I = 6.8 in/hr
C = 0.20
Design 010 = 16.32 cfs
Design Qio = 15.32 f1'lsec
(from Post -Developed Rational Method 10 Year Input Data)
Proposed Channel Grade =
0.0066
Proposed Vegitaton =
Bermuda Grass
Soil Type =
Easily Erodable
Permissable Velocity. Vr, =
5.0 8/sec (Table 8.058)
Retardanoe Class =
"D" cut (Table 8.05c)
V-Shape Channel Dimensions:
desigriing to meet low relardance condition (class'D')
design to meet Vp
Nate: AN Grass Swales have Z = 4:1 (max) and d = 2 8 (max)
Z=4
T=2dZ=16.01t
A = Zd'
R = A/P - Zd / (2(. R (ft) 'n "V (ft/sec) Q (fPlsec) Comments
S = 0.0066
1.37 0.036 4.15 66.43 V < V, OK
'From Figure 6.05c Q �, Q,a, OK
"from Manning's Eq.
d (4) A (ft )
200 16A0
N:11B0111dsgnlSlarmwater Report 2-12-06t18011 supporl'ng calculations -Phase 2-As

SUPPORTING CALCULATIONS
GRASS LINED CHANNEL 2 ( Back of Lots Gi#121)
Use Rational Method to determine Qi0
A= 221 ac
6.8 in./h-
C = 0.35
Design Q,o= 5.26 cis
Design 0,0 = 526 fWaec
(from Post -Developed Rational Method 10 Year Input Data)
Proposed Channel Grade =
0.0025
Proposed Vegitation =
Bermuda Grass
Sol Type =
Easily Erodabla
Permissable VelocAy, Vp =
5.0 Rrsec (Table 8.05a)
Retardenco pass =
"D" cut (Table 8.05c)
V-Shape Channel Dimensions:
designing to meet low retardance condition (class "D")
design to meet Vv
Note: Al Grass Swales have Z - 4:1 (max) and d = 2 R (max)
Z=4
T = 2dZ = 16.0 fl
A = Zd'
R = A/P = Zd 1(2(. R (R)
'n "V (Nsec) Q (R'lsec) Comments
S = 0 0025
1.37
0.036 2.56 4089 V s Vp, OK
'from Figure 8.05c
Q > Q,O, OK
"from Manning's Eq
A (R')
2.00 16.00
N:118011tdsgnlSlormwater Report 2-12-06118011 - supporting calculations -Phase 2xls

I

THOMAS & HUTTON ENGINEERING CO.
1144 SHINE AVENUE
POST OFFICE Box 8000 (29578)
MYRTLE BEACH, SOUTH CAROLINA 29577
TELEPHONE [phone]
FAX [phone]
Letter Of Transmittal
TO: Ms. Linda Lewis
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
FROM: Nickey Lewis
DATE: March 3, 2006
RE: Savannah Lakes Phase 2
JOB #: 18011.303
We are sending you X Attached _ Under Separate Cover Via FedEx the following items:
Copies Date Description
2 Sheet 21 (Revised 3/3/06)
X For Approval X For Your Use X As Requested _ For Review and Comment
Remarks: Please find the attached information per your request.
Signed: -1a4
N:\18011\docs\correspondence\NCDENR-T-Lewis-Pr_ 2 comments-3-3-06.doc

THOMAS & HUTTON ENGINEERING CO.
1144 SHINE AVENUE
POST OFFICE BOX 8000
MYRTLE BEACH, SOUTH CAROLINA 29578-8000
TELEPHONE [phone]
FAX (843)B39-3565
RECEIVED
February 16, 2006
Ms. Linda Lewis
FEB 16 2006
DwQ
PROJ _
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Re: Savannah Lakes Phase 2
J-18011.300
Dear Ms. Lewis:
To address the comments of your January 30, 2006 review of the above -referenced
project, a point -by -point response is provided as follows:
1) Wetlands have been represented on site. Approximately 0.471 acres are
proposed to be disturbed as part of this application.
2) We are in the process of acquiring the Name/Ownership change form and will
forward a copy to you once the form is completed. Since issuing the permit
for the Meadowlands Phase 1 the development name has been changed to
Savannah Lakes Phase 1.
3) Sheet 21— The Typical Pond Section Detail is revised to reflect a pond depth
of 6-feet for pond 4 and a pond depth of 5-feet for pond 5. Please note that
the stomrwater design for this project has been updated.
4) Ponds 4 and 5 are now accurately reflected on the site plans, supplement
forms, application, and the stormwater report.
5) Please see response to comment number 3, stated above.
6) Areas not draining to a proposed pond and those that do not propose any
built -upon area have been removed from the application.
7) As requested, we have prepared a new post -development drainage map.
8) The application has been revised as requested.
NA18011\dsgn\Stormwater Report 2-12-06\NCDENR-L-Lewis-PH2Comments0l.doc
50 PARK OF COMMERCE WAY • PO BOX 2727 • SAVANNAH, GA 31402-2727 • TELEPHONE [phone] • FAX [phone]
935 HOUSTON NORTHCUTT BOULEVARD • PO BOX 1522 • MOUNT PLEASANT, SC 29465-1522 • TELEPHONE [phone] • FAX [phone]

9) We have reviewed the pond volumes and have updated the application and the
supplement form.
10) As requested, we have provided with the application the "Section 02902
Grassing" specification for the pond and included the type of vegetation to be
planted on the side slopes of the pond and the type of wetland species to be
planted on the 6:1 shelf. Weeping Love Grass has been removed form the
details.
11) For Pond 4 the permanent pool volume calculations have been reviewed and
the supplement has been updated. The permanent pool volume for Pond 1
between elevations 18.0 to 24.0 is 158,694 ft3.
12) This pond is now an amenity lake and the forebay has been removed.
Drainage previously designed to flow into this pond is now being piped to
pond 4 for storage.
13) For Pond 5 (previously know as Pond 6 on the prior submittal), the permanent
pool volume calculations have been reviewed and the supplement has been
updatcd. The permanent pool volume for Pond 3 between elevations 19.0 to
24.0 is 39,955 W.
14) The forebay volumes have been revised to be equal to or slightly greater than
20% of the provided temporary pool volume. On the prior submittal, the
forebay volume was calculated as 20% of the required temporary pool
volume.
15) The average head used for the weir calculations to control the first inch of
runoff is calculated dividing the runoff volume by the provided surface area of
the permanent pool volume. For example, the runoff volume for Pond 4 was
calculated by using the forraula Rv=0.05+0.009(I) and solving for Rv. In this
case, Rv is equal to 30,056 W. The provided permanent pool surface area for
Pond 4 is equal to 40,787 W. By dividing the volume by the surface area, this
results in a temporary pool depth of 0.737 feet. Therefore the average head
used in the weir calculations is equal to 0.368 feet.
16) Please see the provided post development map to view the revised post -
development drainage basins. The forebay has been removed from the pond
is now serving as an amenity lake. Impervious areas previously draining to
this lake now drains to Lake 4.
17) A total of 13.25 acres contribute to Pond 6. The storrnwater calculations have
been updated to include this acreage.
NA18011\dsgn\Stormwater Report 2-12-06\NCDENR-L-Lewis-PH2CommentsOl.doc

18) The SA/DA ratio for "Pond 6" (now labeled as Pond 5) has been updated in
ii'ur calculations by using a 5' design depth at 36% impervious and 90% TSS.
This value is equal to 2.6%. It is now updated in the stormwater report.
19) The form marked `B" is provided with this package.
If all comments have been sufficiently addressed, we are respectfully requesting
approval. Please let me know if you have any questions or need further information.
Sincerely,
THOMAS & HUTTON ENGINEERING CO.
Nickey Lewis, E.I.T.
NA18011\dsgn\Stormwater Report 2-12-06\NCDENR-L Lewis-PH2CommentsOl.doe

3
THOMAS & HUTTON ENGINEERING CO. C
1144 SHINE AVENUE
POST OFFICE Box 8000 (29578)
MYRTLE BEACH, SOUTH CAROLINA 29577
TELEPHONE [phone]
FAX [phone]
Letter Of Transmittal
TO: Ms. Linda Lewis
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
FROM: Nickey Lewis
DATE: February 16, 2006
RE: Savannah Lakes Phase 2
.SOB #: 18011.303
RECEIVED
FEB 16 2006
DwQ
PROD # t:W_a S(Z23
We are sending you X Attached _ Under Separate Cover Via hand -deliver the following items:
Copies Date
Description
2
Express Permit Request
1
Check for Express Permit Review
2
Permit Application
2
Stormwater Supplement Forms
2
NCDENR Comments
2
T&H Response Letter to NCDENR Comments
2.
Grassing Specifications
2
Stormwater Report
2
Post -Development Drainage Map
2
Revised Site Development plans
2
Jurisdictional Letter
2
Form `B"
For Approval X For Your Use _As Requested
Remarks: Please find the attached information.
Signed:
For Review and Comment
N:1180111docslcorrespondence\NCDENR-T-Lewis-Ph 2 comments-2-16-06.doc

P.O. NO. INVOICefiG. INVOICE DATIE JOB IDENTIFICATION GROSS DISCOUNT
5 0106NCDENR 01/09/06 71521 ML LP 2 4,000.00
5 0106NCDENR 01/09/06 Invoice total 4,000.00
Vendor payment 4,000.00 4.000.00
RECEI E D
FEB 16 2006
DWR
PROJ #
Total vendor payment 4,000.00 4,000.00
CHECK NO: 045672 PAYEE: NCDENR VENDOR NO: 027218 DATE: 01/11/06
1ffSAMGUARD., CK7JC1ffX3VGC LITHO USA
CENTr=X HOMES NO. 045672 64-1278.
MYRTLE BEACH 611
2050 CORPORATE CENTRE DRIVE DATE: Jan. 11, 2006
SUITE 200
MYRTLE BEACH:, SC. 29577. �
�" ******
Four Thousand Dollars and 00 COWS I. �� � �-� U � � `� �'
Bank of America WA. Adanta,Dekalb Cty
*****x************> ******
PAY TO THE NODENA
ORDER OF
TURF
'Sw `6045t:-z0 3
III 45672116 1:06LLL278Ell: 329998L23S"'
00

INDEX TO
SECTION 02902 - GRASSING
Paragraph Title
PART 1 - GENERAL
1.1
Section Includes
1.2
Related Work
1.3
Delivery, Storage & Handling
1.4
Planting Dates
1.5
Measurement and Payment
PART 2 - PRODUCTS
Page
02902-1
02902-1
02902-1
02902-1
02902-2
2.1
Seed
02902-2
2.2
Fertilizer
02902-2
2.3
Seeding Schedule
02902-3
2.4
Lime
02902-3
2.5
Sod .
02902-3
2.6
Wetland Plants
02902-3
2.7
Accessories
02902-3
2.8
Product Review
02902-3
PART 3 - EXECUTION
3.1
Preparation
02902-4
3.2
Stand of Grass
02902-4
3.3
Seeding Dates
02902-4
3.4
Applying Lime and Fertilizer
02902-4
3.5
Seeding
02902-5
3.6
See! Protection (Straw Mulch)
02902-5
3.7
Seed Protection (Excelsior Mulch)
02902-5
3.8
Seed Protection (Wood Cellulose Fiber Mulch)
02902-5
3.9
Sodding
02902-6
3.10
Maintenance
02902-6
3.11
Acceptance
02902-6
RECEIVED
FEB 16 2006

SECTION 02902
GRASSING
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Seeding, planting grass and fertilizing graded areas behind the structures, pipeline
rights -of -way, roadway shoulders and other disturbed areas.
B. Seed protection.
C. Maintaining seeded areas until final acceptance.
1.2 RELATED WORK
A. Section 02204 - Earthwork: Grading.
1.3 DELIVERY, STORAGE AND HANDLING
A. Deliver grass seed in original containers showing analysis of seed mixture,
percentage of pure seed, year of production, net weight, date of packaging and
location of packaging. Damaged packages are not acceptable.
B. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name
of manufacturer. Damaged bags are not acceptable.
C. Deliver sod on pallets.
D. All material shall be acceptable to Engineer prior to use.
1.4 PLANTING DATES
A. This specification provides for the establishment of a permanent grass cover
between the dates of March 1 and September 30. If finished earth grades are not
completed in time to permit planting and establishment of the permanent grass
during the favorable season between the dates specified above unless otherwise
accepted, the Contractor will be required to plant a temporary cover to protect the
new graded areas from erosion and to keep windbome dust to a minimum. The
temporary cover shall be planted between October 1 and February 28 unless
otherwise permitted.
B. If project grassing occurs during the temporary grassing season, the Contractor is
still required to provide a stand of permanent grass cover as prescribed in Section
2.3 — Seeding Schedule, at the Contractor's expense.
CADocuments and Settings\nhL rnyr\Local Settings\Temporary Internet F1les\0LKBA\02902.doc Page 1 of 7

1.5 MEASUREMENT AND PAYMENT
A. When the season or stage of the project is such that the results of the grassing
work cannot be determined, conditional aceeptance will be made o� � the work
done. When conditional acceptance is made for the items of work covered, the
Contractor shall be entitled to 50% of his bid price for the actual work placed and
shall receive the remaining 50% of his bid price when final acceptance is made.
Conditional acceptance shall not apply to the remaining items of work, and full bid
price payment shall be made when the work is acceptably placed and completed in
accordance with the specifications.
B. Payment for grassing will be made at the contract unit price for the item "Grassing"
and such payment shall constitute full compensation for furnishing and placing
seed and fertilizer or sod where directed and protecting and maintaining seed and
sod in all graded and disturbed areas.
PART 2 - PRODUCTS
2.1 SEED
A. Permanent Grass Seed Mixture: 33 percent centipede grass (commercial brand,
testing 98% purity and 85% germination) and 67 percent carpet grass (testing 98%
purity and 85% germination).
B. Temporary Grass Seed Mixture: Domestic Italian rye grass (testing 98% purity
and 90% germination).
C. All seed shall conform to all State Laws and to all requirements and regulations of
the State Department of Agriculture.
D. The several varieties of seed shall be individually packaged or bagged, and tagged
to show name of seed, net weight, origin, germination, lot number, and other
information required by the State Department of Agriculture.
E. The Engineer reserves the right to test, reject, or accept ail seed before seeding.
2.2 FERTILIZER
A. 4-12-12, commercial fertilizer of approved type, conforming to state fertilizer laws.
2.3 SEEDING SCHEDULE
A. SEED RATE PLANTING DATES
Centipede 25 Ibs/acre March 1 - September 30
Carpet 30 Ibs/acre March 1 - September 30
Rye 75 Ibs/acre October 1 - February 28
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B. In areas where existing grass is to be matched, Contractor shall sow seed at the
rate and dates recommended by seed distributor.
2a4 LIME
A. Agricultural grade, ground limestone.
2.5 SOD
A. Sod shall be densely rooted, good quality centipede grass, free from noxious
weeds. The sod shall be obtained from areas where the soil is reasonably fertile.
The sod shall be raked free of all debris and the grass mowed to two inches hefam
cutting. The sod shall contain practically all of the dense root system and not be
less than one (1) inch thick. Sod shall be cut in uniform strips not less than twelve
(12) inches in width and not less than twenty-four (24) inches in length.
2.6 WETLAND PLANTS
A. Wetland plants shall be planted along the perimeter of the vegetative shelf for each
pond. Vegetative cover shall be any combination of the following wetland plants:
Andropogon virginicus (Broomsedge), Typha spp. (Cattail), Saururus cemuus
(Lizard's Tail).
2.7 ACCESSORIES
A. Straw Mulch: Oat or wheat straw, reasonably free from weeds, foreign matter
detrimental to plant life, and in dry condition.
B. Excelsior Mulch: Excelsior mulch shall consist of wood fibers cut from sound,
green timber. The average length of the fibers shall be 4 to 6 inches. The cut shall
be made in such a manner as to provide maximum strength of fiber, but at a slight
angle to the natural grain of the wood so as to cause splintering of the fibers when
weathering in order to provide adherence to each other and to the soil.
C. Wood cellulose fiber shall be made from wood chip particies manufactured
particularly for discharging uniformly on the ground surtace when dispersed by a
hydraulic water sprayer. It shall remain in uniform suspension in water under
agitation and blend with grass seed and fertilizer to form a homogenous slurry.
The mulch fibers shall intertwine physically to form a strong moisture holding mat
on the ground surface and allow rainfall to percolate into the underlying soil. The
mulch shall be heat processed so as to contain no germination or growth -inhibiting
factors. It shall be dyed (non -toxic) an appropriate color to facilitate metering of
material.
2.8 PRODUCT REVIEW
A. The Contractor shall provide the Engineer with a complete description of all
products before ordering. The Engineer will review all products before they are
ordered.
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PART 3 - EXECUTION
3.1 PREPARATION
A. The areas to be seeded shall be made smooth and uniform and shall conform to
the finished grade indicated on the plans.
B. Remove foreign materials, plants, roots, stones, and debris from surfaces to be
seeded.
C. Grassing areas, if not loose, shall be loosened to a minimum depth of 3-inch
before fertilizer, seed or sod is applied.
3.2 STAND OF GRASS
A. Before acceptance of the seeding performed for the establishment of permanent
vegetation, the Contractor will be required to produce a satisfactory stand of
perennial grass whose root system shall be developed sufficiently to survive dry
periods and the winter weather and be capable of re-establishment in the spring.
B. Before acceptance of the seeding performed for the establishment of temporary
vegetation, the Contractor will be required to produce a stand of grass sufficient to
control erosion for a given area and length of time before the next phase of
construction or the establishment of permanent vegetation is to commence.
3.3 SEEDING DATES
A. Seeding shall be performed during the periods and at the rates specified in the
seeding schedules. Seeding work may, at the discretion of the Contractor, be
performed throughout the year using the schedule prescribed for the given period.
Seeding work shall not be conducted when the ground is frozen or excessively
wet. The Contractor will be required to produce a satisfactory stand of grass
regardless of the period of the year the work is performed.
3.4 APPLYING LIME AND FERTILIZER
A. Following advance preparation and placing selected material for shoulders and
slopes, lime, if called for based on soil tests and fertilizer, shall be spread uniformly
over the designated areas and shall be thoroughly mixed with the soil to a depth of
approximately 2-inches. Fertilizer shall be applied at the rate of 500 pounds per
acre for the initial application unless otherwise directed by the Engineer. Lime
shall be applied at the rate determined by the soil test. Unless otherwise provided,
lime will not be applied for temporary seeding. In all cases where practicable,
acceptable mechanical spreaders shall be used for spreading fertilizer. On steep
slopes subject to slides and inaccessible to power equipment, the slopes shall be
adequately scarified. Fertilizer may be applied on steep slopes by hydraulic
methods as a mixture of fertilizer and seed. When fertilizer is applied with
combination seed and fertilizer drills, no further incorporation will be necessary.
The fertilizer and seed shall be applied together when Wood Cellulose Fiber Mulch
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is used. Any stones larger than 2-1/2 inches in any dimension, larger clods, roots,
or other debris brought to the surface shall be removed.
3.5 SEEDING
A. Seed shall be sown within 24 hours following the application of fertilizer and lime
and preparation of the seedbed as specified in Section 3.4. Seed shall be
uniformly sown at the rate specified by the use of acceptable mechanical seed
drills. Rotary hand seeders, power sprayers or other satisfactory equipment may
be used on steep slopes or on other areas that are inaccessible to seed drills.
B. The seeds shall be covered and lightly compacted by means of cultipacker or light
roller if the drill does not perform this operation. On slopes inaccessible to
compaction equipment, the seed shall be covered by dragging spiked chains, by
light harrowing or by other satisfactory methods.
C. Apply water with fine spray immediately after each area has been sown.
D. Do not sow seed when ground is too dry, during windy periods or immediately
following a rain.
E. If permitted by the special provisions, wood cellulose fiber mulch or excelsior fiber
mulch may be used.
3.6 SEED PROTECTION (STRAW MULCH)
A. All seeded areas seeded with permanent grasses shall be uniformly mulched in a
continuous blanket immediately following seeding and compacting operations,
using at least 2 tons of straw per acre.
3.7 SEED PROTECTION (EXCELSIOR MULCH)
A. Seed shall be sown as specified in Section 3.5. Within 24 hours after the covering
of seed, excelsior mulch shall be uniformly applied at the rate of 2 tons per acre.
The mulch may be applied hydraulically or by other acceptable methods. Should
the mulch. be placed in a dry condition, it shall. be thoroughly wetted immediately
after placing. The Engineer may require light rolling of the mulch to form a tight
mat.
3.8 SEED PROTECTION (WOOD CELLULOSE FIBER MULCH)
A. After the lime has been applied and ground prepared as specified in Section 3.4,
wood cellulose fiber mulch shall be applied at the rate of 1,500 pounds per acre in
a mixture of seed and fertilizer. Hydraulic equipment shall be used for the
application of fertilizer, seed and slurry of the prepared wood pulp. This equipment
shall have a built-in agitation system with an operating capacity sufficient to agitate,
suspend, and homogeneously mix a slurry of the specified amount of fiber,
fertilizer, seed and water. The slurry distribution lines shall be large enough to
prevent stoppage. The discharge line shall be equipped with a set of hydraulic
spray nozzles which will provide an even distribution of the slurry on the various
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areas to be seeded. The slurry tank shall have a minimum capacity of 1,000
gallons.
The sped, fertilizer, wood pulp mulch, and water shall all De Combined into the
slurry tank for distribution of all ingredients in one operation by the hydraulic
seeding method specified herein. The materials shall be combined in a manner
recommended by the manufacturer. The slurry mixture shall be so regulated that
the amounts and rates of application shall result in a uniform application of all
materials at rates not less than the amount specified. Using the color of the wood
pulp as a guide, the equipment operator shall spray the prepared seedbed with a
uniform visible coat. The slurry shall be applied in a sweeping motion, in an arched
stream so as to fall like rain, allowing the wood fibers to build upon each other until
an even coat is achieved.
3.9 SODDING
A. Sod shall be placed between March V and December 1$'.
B. Sod shall be placed within 48 hours of cutting.
C. Sod shall be moist when laid and placed on moist ground. The sod shall
be carefully placed by hand, beginning at the toe of slopes and working
upwards. The length of the strips shall be at right angles to the flow of
surface water. All joints shall be tightly butted and end joints shall be
staggered at least 12 inches. The sod shall be immediately pressed firmly
into the ground by tamping or rolling. Fill all joints between strips with fine
screened soil. Sod on slopes shall be pegged with sod pegs to prevent
movement. The sod shall be watered, mowed, weeded, repaired or
otherwise maintained, to insure the establishment of a uniform healthy
stand of grass until acceptance.
3.10 MAINTENANCE
A. Maintain seeded surfaces until final acceptance.
B. Maintenance shaii consist of providing protection against traffic, watering to ensure
uniform seed germination and to keep surface of soil damp, mowing and repairing
any areas damaged as a result of construction operations or erosion.
3.11 ACCEPTANCE
A. Before acceptance of the seeding performed for the establishment of permanent
vegetation, the Contractor will be required to produce a satisfactory stand of
perennial grass whose root system shall be developed sufficiently to survive dry
periods and the winter weather and be capable of reestablishment in the spring.
END OF SECTION
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--1 d177, Soo
Ir
U.S. ARMY CORPS OF ENGINEERS
WIIMINGTON DISTRICT
Action Id. 20048M County: Brun ck U.S.G.S. Quad: Calabash
NOTIFICATION OF JURISDICTInrrsT- 1)Ev_&R LnvgAnqCN
Property Owner/Agent: Thomas A Hutton Sughwerhtg Co
c/o John Richards
Address: p.0 Box 829
Murrella Inlel. SC 29516
Telephone No.:
Size and location of property (waterbody, road name/umber, town, etc.) The site is Rolf course mixed with open. and
*boded, undeveloped areas. The property is located on Qrreerfield Ave.. north of the Town of Caiabgsh. *wick
Coenty-North Carolina, Latitude: 33 M6NN: Lgi&ude: VM31 W. ,
Indicate Which of the Following ADDly:
Based on prelimniSly information, there may wetlands on the above described
this property inspected to determine the extent of property . We be con suggest pal,you have
Department of the Army (DA) jurisdiction. To be considered final, a
Jurisdictional determination must be verified by the Corp.
J, There are wetlands on the above descn'bed.property subject to tlx: permit requirements of Section 404 of the Clean Water
Act (CWA)(33 USC $ 1344). Unless diem is a change in the law or our published regulations, this determination may be
relied upon for a period not -to exceed five years from the date of this notification.
_ We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the; Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant To be considered final, any delineation must be verified by the Corps.
_ The wetland on your property have been delineated and the delineation has been verified by the Corps. We strongly
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps.
Once verified, this survey will provide an accurate depiction of all areas subject to MAjurisdiction on your property
which, provided there is no change in the law or our published regulations, may be relied upon for a period not to exceed
five years.
$ The wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the Corps
Regulatory Official identified below on V2910 - Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
There are no lusters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in The law or our
published regulations, this determination may be relied won for a period not to exceed five years from the date of this
notification.
$ Tile property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management in Washington, NC, at(252) 946-6481 to determine
their requirements.
Carps Regulatory Official:
Date 0112=005 T � E IVE D &p�on Dane ® 0
�j ; Page 1 of 2
FEB 16 2006
DWQ
PROd #

r ALdon Id. 200400468
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301• of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Thomas Farrell at 910,251.4466.
Basis For Determination: Cleared, oven wetlands are notated with emernat ffrasm and sedges as well as eaMWM
and other erlcaceous veretatioa Wooded wetlands are dominated by trees saeh as loblolhr uiac black aanL red mauls
Corps Regulatory Official
FOR OFFICE USE ONLY:
• A plat or sketch of the property and the wetland data form must be attached to the file copy of this- form.
• A copy of the "Notification Of Administrative Appeal Options And Process And Request For Appear'form, roust be
transmitted with the property owner/agent copy of this form. .
• If the property contains isolated wetlands!waters, please indicate in "Reoiarks" section and attach the "Isolated
Determination Information Sheet" to the file copy of this farm.
Page 2 of 2

T HOMAS & H UTTON ENGINEERING CO.
1144 SHINE AVENUE
POST OFFICE BOX 8000
MYRTLE BEACH, SOUTH CAROLINA 29578-8000
TELEPHONE [phone]
FAX [phone]
February 27, 2006
Ms. Linda Lewis
North Carolina Department of Environment and Natural Resources RECEIVED
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Re: Savannah Lakes Phase 2
J-18011.300
PR4J #
Dear Ms. Lewis:
MAR 0 12006
DWQ
To address the comments of your February 21, 2006 review of the above -referenced
project, a point -by -point response is provided as follows:
1) The temporary pool volume calculations have been re-evaluated and revisions
have been made to sheet 1 of the Wet Detention Basin Supplement.
2) For Pond 4, the temporary pool volume, the temporary pool elevation, and the
weir height are each calculated from or to an elevation of 24.737. The first
weir height used in the stormwater model is also to an elevation of 24.737.
Our supporting calculations spreadsheets have been updated to reflect the
temporary pool elevation to extended decimals.
3) The drainage area map is updated.
4) The incremental volume for Pond 4 between elevations 24 and 24.737 has
been recalculated.
If all comments have been sufficiently addressed, we are respectfully requesting
approval. Please let me know if you have any questions or need further information.
Sincerely,
THOMAS & HUTTON ENGINEERING CO.
Nickey Lewis, E.I.T.
N:\18011\dsgn\Stormwater Report 2-27-06\NCDENR-L-Lewis-PH2Comments02.doc
50 PARK OF COMMERCE WAY • PO BOX 2727 • SAVANNAH, GA 31402-2727 • TELEPHONE [phone] • FAX [phone]
935 HOUSTON NORTHCUTT BOULEVARD • PO BOX 1522 • MOUNT PLEASANT, SC 29465-1522 • TELEPHONE [phone] • FAX [phone]

THOMAS & HUTTON ENGINEERING CO.
1144 SHINE AVENUE
POST OFFICE Box 8000 (29578)
MYRTLE BEACH, SOUTH CAROLINA 29577
TELEPHONE [phone]
FAX [phone]
Letter Of Transmittal
TO: Ms. Linda Lewis
North Carolina Department of Environmental and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
FROM: Nickey Lewis
DATE: February 27, 2006
RE: Savannah Lakes Phase 2
JOB #: 18011.303
51203
-:_We are sending you X Attached —Under Separate Cover Via Fed -Ex the following items:
Copies Date Description
2 Stormwater Supplement Forms
2 NCDENR Comments
2 T&H Response Letter to NCDENR Comments
2 Stormwater Report
For Approval. X For Your Use _As Requested For Review and Comment
Remarks: Please find the attached information.
Signed:
N:\18011\docs\correspondence\NCDENR-T-Lewis-Ph 2 comments 02.doc

Re: Savannah Lakes Phase 2
Stabject: Re: Savannah Lakes Phase 2
From: Linda Lewis <[e-mail]>
Date: Mon, 27 Feb 2006 10:09:29 -0500
To: "Lewis, Nickey" <[e-mail]>
Mr. Lewis:
The revised calculations are fine- there's no need to go over them. Raising the
elevation of the temporary pool to 24.737 and correcting the volume calculation
error has resolved the problem in Pond 4.
Please submit a sealed copy of the revised calculations as well as a revised page 1
of the supplement form for Pond 4 with the corrected temporary pool elevation and
temporary pool volume provided.
Thanks,
Linda
Lewis, Nickey wrote:
l of 1 2/27/2006 10:09 AM

Savannah Lakes Phase 2
Wet Detention Basin #4 Design
Design for Water Quality Control
Determine percent impervious cover of the drainage area.
Is a Vegetated Filter Required (Yes or No)? No
Drainage Area = 17 97 ac.
Impervious area - 8 ` ac.
% Impervious 40%
2.1
45.7%
2.4
50%
2.7
Determine average permanent pool depth (or select depth for comparison purposes).
Temporary Pool Elev: 24.737 ft.
Permanent Pool Elev: 24.0 ft.
Bottom of Pond Elev: 18.0 ft.
Design Permanent Pool Depth: 6.0 ft.
7.5' max
Permanent pool surface area as a percentage of the drainage area:
2.4 %
Determine the required surface area of the permanent pool.
Permanent pool surface area (Required):
0.44 ac.
(SA/DA ratio/100)*drainage area
19,166 sq. ft.
Provided Permanent Pool surface area
40,787 sq. ft.
Required Permeant pool volume
44,431 cu. ft.
Determine the design runoff volume to be controlled from the I" storm.
Rv-0.05+0.009(I)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
I = Percent Impervious = Drainage area (acres) / Impervious portion of the drainage area (acres)
Runoff Volume (Rv): 0.46 in./in.
Volume=(Design rainfall) (Rv) (Drainage Area)
Volume to be controlled from the I" storm: 0.69 ac. ft
Temporary Pool Volume: 30,056 cu. ft
Weir required to drawdown the 1" storm
Temporary Pool Volume 30,056 cu. ft.
Depth of Pond (P) 6 ft.
Temporary Pool Depth 0.737 ft. (Temporary PV / Provided Permanent Pool SA)
Minimum Drawdown time 2 days
Maximum Drawdown time 5 days
Q Required 0.1739 cfs
(1=1 77+41 nA(T-T/PNT _f) 7ulu1.5
Weir Length
(ft.)
Weir Height
ft.)
H (ft.)
Qo cfs
Drawdown
(days)
. Remark
0.350
0.737
0 369
0.2023
1.7
Too Fast
0.250
0 737
0.369
0.1291
2.7
OK
0.150
0.737
0.369
0.0559
6.2
Too Slow
RECEIVED
FEB 2 7 2006
PROJ # nwQ S�v �5(2G 3
dawn %D 2C�e� �i-� /�►
ef-n zr"�
DENR 1-nch2-20-06 Thomas and Hutton Fngineering

Savannah Lakes Phase 2
Wet Detention Basin #4 Design
POND #4
1. REQUIRED 3:1 RATIO POND INFORMATION TABLE
ELEV. AREA W) INCR. VOLUME (ft') CUM. VOLUME W)
18.0
3,890
0
0
19.0
4,951
4,421
4,421
20.0
6,085
5,518
9,939
21.0
7,291
6,688
16,627
22.0
8,569
7,930
24,557
23.0
9,919
9,244
33,801
24.0
11,341
10,630
44,431
1. PROVIDED POND INFORMATION TABLE
ELEV. AREA W) INCR. VOLUME (W) CUM. VOLUME (ft
18.0
16,038
0
0
19.0
19,123
17,581
17,581
20.0
22,346
20,735
38,315
21.0
25,697
24,022
62,337
22.0
29,160
27,429
89,765
23.0
33,955
31,558
121,323
24.0
40,787
37,371
158,694
24 737
43,434
31,035
189,729
Required Temporary Pool Volume to Control the First 1" = 30,056 fV
Provided Temporary Pool Volume to Control the First 1" = 31,035 W
Additional Storage Volume Provided = 979 ft°
Required Surface Area of the Permanent Pool = 19,166 ft'
Provided Surface Area of the Permanet Pool - 40,787 ft'
Additional Surface Area Provided 21,621 ftz
2. FOREBAY INFORMATION TABLE (FOREBAY 1)
ELEV. AREA (ft-) INCR. VOLUME (ft') CUM. VOLUME (fr)
18.0 3,453 0 0
19.0
4,289
3,871
3,871
20.0
5,207
4,748
8,619
21.0
6,196
5,702
14,321
22.0
7,241
6,719
21,039
23.0
8,723
7,982
29,021
24.0
9,901
9,312
38,333
Required Design Forebay Volume (20% * Provided Temp. Vol.)=
31,739 ft3
Total Provided Forebay Volume = 38,333 ft
DENR 1-inch2-20.06 Thomas and Huron Engineering

Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
FAX COVER SHEET
Date: February 17, 2006 No. of Pages: 1
To: David Gantt, P.E. From: Linda Lewis .
Company: Thomas & Hutton Water Quality Section - Stormwater
FAX #: [phone] FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 051203
Project Name: Savannah Lakes at Meadowlands Phase 2
MESSAGE:
David:
The Division received your request to transfer this permit application into the Express program. On
February 16, 2006, the Division received information previously requested on January 30, 2006. That
information was reviewed today, and found to be incomplete. Please address the following items to
continue the review:
1. Dividing the 1" volume by the available permanent pool surface area yields the minimum elevation
necessary to provide sufficient storage for the 1" volume. Rarely is the temporary pool elevation
specified on the plans exactly the same as the minimum calculated elevation. Most engineers give
themselves a little room for error or provide some flood control by rounding up to a higher
elevation. For purposes of sizing the orifice (weir in this case), the Division assumes a static
condition where the pond is full (i.e., water is at the designated temporary pool elevation) and now
we want to discharge a volume that is equivalent to 1" of runoff from the drainage area n 2-5 days.
The average driving head to use in the calculation is not associated with the elevation of the 1"
volume- it is associated with the specified temporary pool elevation on the plans, which may differ
a great deal. Since the volume between the permanent pool and the temporary pool is not
necessarily equivalent to the 1" volume, it follows that under the static condition described above,
the larger average driving head should be used, or the orifice may be too large. The correct
volume to use in the calculation is the 1" minimum volume, but with the larger driving head.
2. The temporary pooi elevation in Pond 4 is specified as 24.7 FMSL, however the weir height is
8.84", or .737 feet, which equates to 24.737 FMSL. Please either raise the temporary pool
elevation to 24.737' or reduce the weir height to 8.4". The outlet structure details will need to be
revised if the latter option is chosen.
3. The drainage area map refers to a Lake 6. 1 have revised this to read Lake 5.
4. The volume in Pond 4 has again been calculated incorrectly. The incremental volume between
elevations 24 and 24.7 is only 29,477 cubic feet, not 42,111 cubic feet, as reported. It seems that
the same error has been repeated as was described in comment #9 of my January 30, 2006,
letter. It appears that the elevation difference of 0.7' between 24.0 and 24.7 was mistakenly used
as a 1.0 in the volume calculation. Please revise the calculations and raise the temporary pool
elevation in Pond 4 to provide sufficient storage.
Please submit the requested information prior to March 3, 2006. If you have any questions, please
either email me or call me at 910-796-7404.
ENB1arl: S:IWQSISTORMWATERIADDINF0120061051203.feb06
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] internet: h2o.enr.state.nc.us �e Carolina
An Equal OpportunitylAffirmative Action Employer — 50% Recycled110% Post Consumer Paper �tura!!rf

* * * COMMUNICATION RESULT REPORT ( FEB.17.2006 4:15PM )
P. 1
FILE MODE
928 MEMORY T
OPTION
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
Date:
February 17, 2006
To;
David Gantt, P.E.
Company:
Thomas & Hutton
FAX ge.
843-839.3565
TTI NCDENR WIRO
ADDRESS (GROUP) RESULT PAGE
----------------------------------------------------
918438393565 OK P. 1/1
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
Michael F. Easley, Governor
William G, Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W, Klimek, P.E. Director
Division of Water Quality
FAX COVER SHEET
No. of pages: 1
From: Linda Lewis
Wa#er, Quality Section - Stormwater
FAX # [phone]
Phone # 910-798M7215
DWQ Stormwater Project Number: SW8 051203
Project Name: Savannah takes at Meadowlands (Phase 2
MESSAGE:
David:
The Division received your request to transfer this permit application into the Express program. On
February 16, 2006, the Division received information previously requested on January 30, 2006. That
information was reviewed today, and found to be incomplete. Please address the following Items to
continue the review:
1. Dividing the i" volume by the available permanent pool surface area yields the minimum elevation
necessary to provide sufficient storage for the 1" volume. Rarefy is the temporary pool elevation
specified on the plans exactly the same as the minimum calculated elevation. Most engineers give
themselves a little room for error or provide some flood control by rounding up to a higher
elevation. For purpoess of sizing the orifice (weir in this rase), the Division assumes a static

Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
0
I
January 30, 2006
Mr. Mike Wyatt, Division President
Centex Homes
2050 Corporate Center Drive, Suite 200
Myrtle Beach, SC 29577
Subject: Request for Additional Information
Stormwater Project No. SW8 051203
Savannah Lakes at Meadowlands, Phase 2
Brunswick County
Dear Mr. Wyatt:
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Savannah Lakes at Meadowlands, Phase 2 on December 5, 2005, A preliminary review of
that information has determined that the application is extremely deficient. The following
information is needed to continue the stormwater review:
1. Please either delineate all wetlands on site, disturbed or undisturbed, or note on the
plans that none exist.
2. There is no Savannah Lakes Phase I listed on our database. If that project received
an Erosion Control Plan after January 1, 1988, please submit a stormwater permit
application for Phase I. If it has received a permit, please advise as to the
previously permitted name and project number, and submit a completed
Name/Ownership change form.
3. The tabulated pond elevationinformation located above the pond section detail on
sheet 21 contains erroneous information to this application. It appears that this is
the same sheet used in the approved plan set for the 6 ponds permitted under SW8
041119. Please tabulate the information for the three ponds proposed under this
permit.
4. The plays submitted do not show any ponds labeled as 1, 2 or 3. The plans only
show two ponds labeled as 4 & 5 and one pond that is not labeled.
5. The pond section detail on sheet 21 indicates that the ponds are 7.5' deep, when
that is not the case.
6. Please do not complete separate columns on the application for those drainage
areas that are not draining to a proposed pond, such as DD1, or that do not
propose any built -upon area, such as OS-1 and OS-2. They only cause confusion
for the reviewer. The only columns that should be on the application are those
representing each proposed stormwater treatment facility and the one
demonstrating overall low density.
7. Please provide a drainage area map that is large enough to actually see the
drainage areas and read the information.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer 5ervicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405,3845 FAX [phone] Internet h2o.erimstate.nc.us _ �Jne Carolina
An Equal OpportunitylAfrinnative Action Employer— 50% Recycledr10% Post Consumer Paper N�tyl'Q'll1/

Mr. Wyatt
January 30, 2006
Stormwater Application No. SW8 051203
8. Item 1.5 on page 1 of the application is missing the blank line to report the
county. Please see the attached highlighted blank page 1 of the
application. If you have your own copy of the stormwater application on
your computer, please make sure it conforms to the official one in all
aspects. If not, it cannot be accepted.
9. The volume provided calculations for all three ponds are incorrect. In Pond
1 for example, the incremental volume between elevation 24.0 and 24.5 is
reported as 39,444 ft3, however, the actual incremental volume is only
19,722 ft3. The error is occurring in the last calculation, where it appears
the consultant has multiplied the average surface area by 1 foot, when in
fact the difference in elevation is only 0.5 feet. The same type of error has
been made for the volume calculations for the Ponds labeled as 2 and 3.
This results in a deficient volume at the specified temporary pool
elevation.
10. The specifications provided with the application did not include Section
02902 Grassing. Please provide a copy of the grassing specification for
the pond, to include the type of vegetation to be planted on the side slopes
of the pond and the type of wetland species to be planted on the 6:1 shelf.
Please note that Weeping Love Grass is not recommended for use in
North Carolina as either a temporary or permanent ground cover.
11. The permanent pool volume reported on the supplement for Pond 1 is
incorrect. The permanent pool volume to report on the supplement is the
volume from the bottom elevation to the permanent pool elevation.
12. The permanent pool volume reported on the supplement for Pond 3 is also
incorrect. The permanent pool volume to report on the supplement is the
volume from the bottom elevation to the permanent pool elevation.
13. The temporary pool volume reported on the supplement for all three ponds
should be that volume provided between the permanent pool elevation
and the specified temporary pool elevation. At a minimum, the temporary
pool elevation specified on the supplement and plans should be sufficient
to provide storage for the 1" volume.
14. Please show the required forebay volume calculation based on 20% of the
permanent pool volume. Due to the discrepancies in the permanent pool
volumes, the forebays appear to be undersized.
15. The average head for the weir calculations is not based on the theoretical
elevation of the 1" design storage elevation, but rather on half the distance
between the specified permanent pool elevation and the temporary pool
elevation.
16. The drainage area used in the calculations and reported on the
supplement for Pond 2 is 13 acres, however in Section 111.6 of the
application, the drainage area is only reported as 8.42 acres.
17. The drainage area used in the calculations for Pond 3 is 13.23 acres,
however, the supplement and the application report 13.25 acres.
18. The SA/DA ratio for Pond 3 with a 5' design depth, at 36% impervious and
90% TSS is 2.6%. The consultant has used only 1.5%.
Page 2 of 3

Mr. Wyatt
January 30, 2006
Stormwater Application No. SW8 051203
19. Please have your attorney prepare the Declaration of Deed Restrictions
and Protective Covenants document for the project. The declaration must
include all of the statements as shown on the attached document marked
"A". If you do not have the proposed Declaration available; the Division will
accept the form marked "B", signed and notarized.
At this time, the review has been halted due to the many deficiencies. When the
information to address these deficiencies is resubmitted, another review will be
conducted. Please note that when these deficiencies are corrected, they may have an
impact on other parts of the application that will also need to be revised as a result of
these changes, that are not listed here.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to March 1,
2006, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information. The Division is allowed 90 days from the receipt of a completed application
to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCG5 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone]. -
Sincerely,
Linda Lewis
Environmental Engineer
ENB/arl: S:IWQSISTORMWATERIADDINF0120061051203.jan06
cc: David Gantt, P.E., Thomas & Hutton
Linda Lewis
Page 3 of 3

Technical Specifications
for
Savannah Ickes - Phase 2
At Meadowlands
Prepared For:
Centex Homes
2050 Corporate Center
Suite 200
Myrtle Beach, SC 29577
[phone]
[phone] - Fax
e.•®�tH'06,0CARDVA. 'a,
•
c) ; BIAS & HVrrON tos
ENIMEERS 1-
71 A 02989
OP i
2.
.OF�'�t1�1�,•
Prepared By:
Thomas & Hutton Engineering Co., Inc.
1144 Shine Avenue
Myrtle Beach, SC 29577
[phone]
[phone] - Fax
J-18011.600

TABLE OF CONTENTS
CONTRACT DOCUMENTS
IMAGE NUMBERS
00021
Invitation to Bid
00021-1
thru
00021-2
00110
Instructions to Bidders
00110-1
thru
00110-9
00313
Bid Form
00313-1
thru
00313-7
00506
Standard Form of Agreement Between Owner and Contractor
00506-1
thru
00506-10
00631
Notice of Award
00631-1
thru
00631-3
00641
Notice to Proceed
00641-1
thru
00641-2
00700
General Conditions
00700-1
thru
00700-42
00710
Special Conditions
00710-1
thru
00710-5
00815
Supplementary Conditions
00815-1
thru
00815-4
01011
Summary of Work
01011-1
thru
01011-6
01025
Measurement and Payment
01025-1
thru
0102-2
01300
Submittals
01300-1
thru
01300-12
01400
Quality Control
01400-1
thru
01400-4
01410
Testing Services
01410-1
thru
01410-7
01702
Contract Closeout
01702-1
thru
01702-4
01730
Operation and Maintenance
01730-1
thru
01730-5
TECHNICAL PROVISIONS
02110
Site Clearing
02110-1
thru
02110-3
02204
Earthwork
02204-1
thru
02204-7
02210
Soil Erosion Control
02210-1
thru
02210-4
02231
Aggregate Base Course
02231-1
thru
02231-5
02275
Rip -Rap
02275-1
thru
02275-3
02512NC
Asphaltic Concrete Binder/Surface Courses
02512NC-1
thru
02512NC-8
02570NC
Traffic Control
02570-1
thru
02570-3
02667
Water Distribution System
02667-1
thru
02667-17
02660BC
Brunswick County Water Distribution System Standards
02660-1
thru
02660-15
02720
Storm Drainage
02720-1
thru
02720-13
02731
Wastewater Collection System
02731-1
thru
02731-29
02902
Grassing
02902-1
thru
02902-6
03305
Site Concrete
03305-1
thru
03305-8
E1
Generator Set
E-1
thru
E-21
NA180111docslspecs10001-table of contentaMoc

Paragraph
PART 1-GENERAL
INDEX TO
SECTION 002110 - SITE CLEARING
Title
1.1 Section Includes
1.2 Related Sections
1.3 Unit Price - Measurement and Payment
1.4 Regulatory Requirements
PART 2 - PRODUCTS
2.1 Materials
PART 3 - EXECUTION
Page
02110-1
02110-1
02110-1
02110-1
02110-1
3.1
Preparation
02110-1
3.2
Protection
02110-2
3.3
Clearing
02110-2
3.4
Removal
02110-2
3.5
Disposal
02110-2
3.6
Grubbing
02110-3

SECTION 02110
SITE CLEARING
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Removal of surface debris.
B. Removal of paving, curbs.
C. Removal of trees, shrubs, and other plant life.
D. Topsoil excavation.
1.2 RELATED SECTIONS
A. Section 02204 - Earthwork.
1.3 UNIT PRICE - MEASUREMENT AND PAYMENT
A. See Section 10125 Part 1.5.
1.4 REGULATORY REQUIREMENTS
A. Conform to applicable code for disposal of debris.
B. Coordinate clearing Work with utility companies.
PART 2 - PRODUCTS
2.1 MATERIALS
None in this section.
PART 3 - EXECUTION
3.1 PREPARATION
A. Verify that existing plant life designated to remain is tagged or identified.
B. Identify a waste area for placing removed materials.
3.2 PROTECTION
Page 1 of 3
N A 18011 \flocs\specs\02110.d ac

A. All trees on the site inside the clearing limits will be removed during construction
except those marked specifically on the site by the Owner's representative to be
saved. No trees, either those marked for removal on the site or anv other tree.
may be removed from the site prior to the preconstruction conference. All trees
not to be removed will be protected from injury to their roots and to their top to a
distance three (3') beyond the drip -line and no grading, trenching, pruning, or
storage of materials may go in this area except as provided by a stakeout by the
Owner's representative.
B. Protect bench marks, survey control points, and existing structures from damage
or displacement.
C. Protect all utilities that remain.
D. Clearing operations shall be conducted so as to prevent damage by falling trees
to trees left standing, to existing structures and installations, and to those under
construction, and so as to provide for the safety of employees and others.
3.3 CLEARING
A. Clear areas required for access to site and execution of Work. Clearing shall
consist of the felling and cutting of trees into sections, and the satisfactory
disposal of the trees and other vegetation designated for removal, including
downed timber, snags, brush, and rubbish occurring within the area to be
cleared. Trees, stumps, roots, brush, and other vegetation in areas to be
cleared shall be removed completely from the site, except such trees and
vegetation as may be indicated or directed to be left standing. Trees and
vegetation to be left standing shall be protected from damage. Clearing shall also
include the removal and disposal of structures that obtrude, encroach upon, or
otherwise obstruct the work.
3.4 REMOVAL
A. Where indicated or directed, trees and stumps shall be removed from areas
outside those areas designated for clearing and grubbing. The work shall
include the felling of such trees and the removal of their stumps and roots.
Trees shall be disposed of as hereinafter specified.
B. Remove debris, rock, and other extracted plant life from site.
C. Partially remove paving, curbs. Neatly saw cut edges at right angle to surface.
3.5 DISPOSAL
A. Disposal of trees, branches, snags, brush, stumps, etc., resulting from the
clearing and grubbing shall be the responsibility of the Contractor and shall be
disposed of by burning, removal from the site of this work, or a combination of
both. All costs in connection with disposing of the material will be at the
Contractor's expense. Material disposed of by burning shall be burned in a
manner that will avoid all hazards, such as damage to existing structures,
Page 2 of 3
NAI 8011 \docftpec"2110.doc

construction in progress, trees and vegetation. The Contractor shall be
responsible for compliance with all local and State laws and regulations relative
to the building of fires. Disposal by burning shall be kept under constant
attendance until the fires have burned out or extinguished. All liability of any
nature resulting from the disposal of the cleared and grubbed material shall
become the responsibility of the Contractor. The disposal of all materials cleared
and grubbed will be in accordance with the rules and regulations of the State of
North Carolina. The Contractor shall obtain a permit to burn on site from the local
fire department, before beginning the work, as applicable.
3.6 GRUBBING
A. Grubbing shall consist of the removal and disposal of stumps, roots larger than one
(1) inch in diameter, and matted roots from the designated grubbing areas. This
material, together with logs and other organic or metallic debris not suitable for
building of pavement subgrade or building pads, shall be excavated and removed to
a depth of not less than 16-inches below the original surface level of the ground in
embankment areas and not less than 2-feet below the finished earth surface in
excavated areas. Depressions made by grubbing shall be filled with suitable
material and compacted to make the surface conform with the original adjacent
surface of the ground.
END OF SECTION
Page 3 of 3
NA180111docslspecs10211 Q.doc

Paragraph
PART 1 - GENERAL
INDEX TO
SECTION 02204 - EARTHWORK
Title
Page
1.1
Section Includes
02204-1
1.2
Related Sections
02204-1
1.3
Measurement and Payment
02204-1
1.4
References
02204-2
1.5
Submittals
02204-2
1.6
Quality Assurance
02204-2
1.7
Testing
02204-3
PART 2 - PRODUCTS
2.1 Materials
2.2 Source Quality Control
PART 3 - EXECUTION
02204-3
02204-3
3.1
Topsoil
02204-4
3.2
Excavation
02204-4
3.3
Ground Sur#ace Preparation for Fill
02204-4
3.4
Fill
02204-5
3.5
Tolerances
02204-5
3.6
Finished Grading
02204-5
3.7
Disposal of Waste Material
02204-5
3.8
Protection
02204-5
3.9
Drainage
02204-6
3.10
Field Quality Control
02204-6
3.11
Proof Rolling
02204-7

SECTION 02204
EARTHWORK
PART 1-GENERAL
1.1 SECTION INCLUDES
A.
Grading.
B.
Excavation.
C.
Backfilling.
D.
Compaction.
E.
Remove and Replace Topsoil.
F.
Dressing of Shoulders and Banks.
G.
Stone Drainage Filter
H.
Water Control
I.
Testing
1.2 RELATED SECTIONS
A. Section 01400 — Quality Control
B. Section 01410 — Testing Services
C. Section 02110 — Site Clearing
1.3 MEASUREMENT AND PAYMENT
A. Grading to subgrades, construction of ditches, dressing of disturbed areas,
removing and replacing topsoil, excavating, backfilling and compacting to
required elevations, testing, staking, and construction supervision shall be
included in the contract lump sum price for "Grading."
B. Unsuitable Material - Payment will be made on a contract unit price for each cubic
yard removed. Payment will include excavation and disposal of unsuitable
material.
C. Borrow - Payment will be made on a contract unit price for each cubic yard in
place. Payment will include furnishing materials required in excess of suitable
materials available on site.
Page 1 of 7
NA18011 \docs\specs\02204.doc

D. Earthwork - All earthwork associated with the installation of bulkheads,
headwalls, wingwalls, weir structures, drainage filters, rip -rap, etc. shall not be
measured for direct payment. Payment for the earthwork shall be included in the
item to which it pertains.
E. Dewatering - No direct payment shall be made for dewatering. Dewatering shall
be included in the item to which it pertains.
F. Proof Rolling - No direct payment shall be made for Proof Rolling. Proof Rolling
shall be included in the item to which it pertains.
1.4 REFERENCES
A. ASTM D 448-86 (Reapproved 1993) - Sizes of Aggregate for Road and Bridge
Construction.
B. ASTM D 1556-90 - Density and Unit Weight of Soil in Place by the Sand -Cone
Method.
C. ASTM D 1557-91 - Laboratory Compaction Characteristics of Soil Using Modified
Effort.
D. ASTM D 2167-94 - Density and Unit Weight of Soil in Place by the Rubber
Balloon Method.
E. ASTM D 2487-93 - Classification of Soils for Engineering Purposes.
F. ASTM D 2922-91 - Density of Soil and Soil -Aggregate in Place by Nuclear
Methods (Shallow Depth).
G. ASTM D 3017-88 (Reapproved 1993) - Water Content of Soil and Rock in Place
by Nuclear Methods (Shallow Depth).
H. ASTM D 3740-94a - Minimum Requirements for Agencies Engaged in the Testing
and/or Inspection of Soil and Rock as Used in Engineering Design and
Construction.
I. ASTM E 329-93b - Agencies Engaged in the Testing and/or Inspection of
Materials Used in Construction.
1.5 SUBMITTALS
A. Section 01300 - Submittals: Procedures for submittals.
B. Materials Source: Submit names of materials source.
1.6 QUALITY ASSURANCE
A. Perform work in accordance with State of North Carolina.
Page 2 of 7
N A18011 \docs\specs\02204. doc

1.7 TESTING
A. Laboratory tests for moisture density relationship for fill materials shall be in
accordance with ASTM D 1557, (Modified Proctor).
B. In place density tests in accordance with ASTM D 1556 or ASTM D 2922.
C. Testing laboratory shall operate in accordance to ASTM D 3740 and E 329 and
shall be accepted by the Engineer.
D. The testing laboratory and Project Engineer/Project Representative shall be given
a minimum of 48 hours notice prior to taking any of the tests.
E. Testing shall be the responsibility of the Contractor and shall be performed at the
Contractor's expense by a commercial testing laboratory that operates in
accordance with subparagraph C above.
F. Test results shall be furnished to the Engineer.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Borrow shall consist of sand or sand -clay soils capable of being readily shaped
and compacted to the required densities, and shall be free of roots, trash and
other deleterious material.
B. All soils used for structural fills shall have a PI (plastic index) of less than 10, and
a LL (liquid limit) of less than 30. Fill soils shall be dried to appropriate moisture
contents prior to compaction.
C. Additionally, fill soils used for the top 2 feet of fill beneath roads and parking lots
shall have no more than 15% passing the # 200 sieve. Fill soils used for house
lots shall have no more than 25% passing the # 200 sieve.
D. Contractor shall tumish all borrow material.
E. Contractor shall be responsible for and bear all expenses in developing borrow
sources including securing necessary permits, drying the material, haul roads,
clearing, grubbing, and excavating the pits, haul roads, placing, restoration of pits
and haul roads to a condition satisfactory to property owners and in compliance
with applicable state and local laws and regulations.
2.2 SOURCE QUALITY CONTROL
A. If tests indicate materials do not meet specified requirements, change material
and retest.
B. Provide materials of each type from same source throughout the Work.
Page 3 of 7
N A 18011 \docsls pecs102204. doc

PART 3 - EXECUTION
3.1 TOPSOIL
A. Contractor shall strip a minimum of 4 inches of topsoil and stockpile on site at a
location determined by the Owner at the Contractor's expense.
B. Topsoil shall be placed to a depth of 40 over all disturbed areas, except building
pads.
C. Any remaining topsoil will be hauled off site at the Contractors expense in a
location approved by the owner.
3.2 EXCAVATION
A. Shall be defined as unclassified excavation.
B. Suitable excavation material shall be transported to and placed in fill areas within
the limits of the work.
C. Unsuitable material, encountered in areas to be paved and under building pads,
shall be excavated 2 feet below final grade and replaced with suitable material
from site or borrow excavations.
D. Unsuitable and surplus excavation material not required for fill shall be disposed
of on site in a location approved by the owner.
E. Proper drainage, including sediment and erosion control, shall be maintained at
all times. Methods shall be in accordance with the National Pollutant Discharge
Elimination System standards and other local, state and federal regulations.
F. Unsuitable materials as stated herein shall be highly plastic clay soils, of the CH
and MH designation, border line soils of the SC -CH description, and organic soils
of the OL and OH description based on the Unified Soils Classification System.
Further, any soils for the top two feet of pavement subgrade shall have no more
than 15% passing the # 200 sieve.
3.3 GROUND SURFACE PREPARATION FOR FILL
A. All vegetation such as roots, brush, heavy sods, heavy growth of grass, decayed
vegetable matter, rubbish, and other unsuitable material within the areas to be
filled shall be stripped and removed prior to beginning the fill operation.
B. Sloped ground surfaces steeper than 1 vertical to 4 horizontal, on which fill is to
be placed shall be plowed, stepped, or benched, or broken up as directed, in
such a manner that the fill material will bond with the existing surface.
C. Surfaces on which fill is to be placed and compacted shall be wetted or dried as
may be required to obtain the specified compaction.
Page 4 of 7
N:118011 \d0Cslspecs\02204.doc

3.4 FILL
A. Shall be reasonably free from roots, organic material, trash and stones having
dimensions greater than 4 inches.
B. Shall be placed in successive horizontal layers 8 inches to 12 inches in loose
depth for the full width of the cross-section and compacted as required.
3.5 TOLERANCES
A. Unpaved areas to within 0.1 feet of elevations shown on the drawings provided
such deviation does not create low spots that do not drain.
B. Paved Areas - Subgrade to within 0.05 feet of the drawing elevations less the
compacted thickness of the base and paving.
3.6 FINISHED GRADING
A. All areas covered by the project including excavated and filled sections and
adjacent transition areas shall be smooth graded and free from irregular surface
changes.
B. Degree of finish shall be that ordinarily obtainable from either blade -grader or
scraper operations, supplemented with hand raking and finishing, except as
otherwise specified.
C. The finished surface of unpaved areas shall be not more that 0.10' above or
below the established grade or approved cross-section.
D. Ditches and lagoon banks shall be finished graded, dressed and seeded within
fourteen (14) calendar days of work to reduce erosion and permit adequate
drainage.
3.7 DISPOSAL OF WASTE MATERIAL
A. All vegetation roots, brush, sod, broken pavements, curb and gutter, rubbish, and
other unsuitable or surplus material stripped or removed from the limits of
construction shall be disposed of by the Contractor.
3.8 PROTECTION
A. Graded areas shall be protected from traffic, erosion, settlement, or any washing
away that may occur from any cause prior to acceptance.
B. The Contractor shall be responsible for protection of below grade utilities shown
on the drawings or indicated to him by the Owner at all times during earthwork
operations.
Page 5 of 7
NA180111docs\specs102204.do0

C. Repair or re-establishment of graded areas prior to final acceptance shall be at
the Contractors expense.
D. Site drainage shall be provided and maintained by Contractor during construction
until final acceptance of the project. Drainage may be by supplemental ditching,
or pumping if necessary, prior to completion of permanent site drainage.
3.9 DRAINAGE
A. The Contractor shall be responsible for providing surface drainage away from all
construction areas. This shall include maintenance of any ditches that exist or
may be constructed by others in the immediate vicinity of the work. Contractor
shall provide proper and effective measures to prevent siltation of wetlands,
streams, and ditches both on the Owner's property, and those properties
downstream.
3.10 FIELD QUALITY CONTROL
A. Compaction testing shall be performed in accordance with ASTM D 1556 or
D 2922. Where tests indicate the backfill does not meet specified requirements,
the backfill shall be removed, replaced, and retested at the Contractor's expense.
B. Unpaved areas - at least 90% of maximum laboratory density at optimum
moisture content unless otherwise approved by the Engineer.
C. Paved Areas and Under Structures - top 6 inch layer of subgrade to at least 98%
of maximum laboratory density at optimum moisture content. Dyers below top 6
inches shall be compacted to 95% of maximum laboratory density at optimum
moisture content.
D. Rolling and compaction equipment and methods shall be subject to approval by
the Engineer. Approval in no way relieves Contractor of the responsibility to
perform in correct and timely means.
E. Number of Tests - Under paved areas, no less than one density test per
horizontal layer per 5,000 square feet of subgrade shall be made. In unpaved
areas, no less than one density test per horizontal layer per 10,000 square feet of
fill area shall be made.
Under curb and gutter, no less than one density test per every 300 linear feet.
Page 6 of 7
NA180111doc9lspecs102204.doc

3.11 PROOF ROLLING
A. Shall be required on the subgrade of all curb and autter and paved areas and on
the base of all paved areas where designated by the Engineer. Proof rolling shall
take place after all underground utilities are installed and backfilled. The
operation shall consist of rolling the subgrade or base with a fully loaded ten (10)
wheeled dump truck. A full load shall consist of ten (10) to twelve (12) cubic
yards of soil or rock. The dump truck shall be capable of traveling at a speed of
two (2) to five (5) miles per hour and be in sound mechanical shape with no
exhaust leaks or smoking from burning oil. The Engineer shall determine number
of passes and areas rolled.
END OF SECTION
Page 7 of 7
N A18011 \docs\specs\02204.doc

INDEX TO
SECTION 02210 - SOIL EROMON CONTROL
Paragraph Title Page
PART 1 - GENERAL
1.1
Related Documents
02210-1
1.2
Description of Work
02210-1
1.3
Purposes
02210-1
1.4
Quality Assurance
02210-2
1.5
Submittals
02210-2
1.6
Measurement and Payment
02210-2
PART 2 - PRODUCTS
2.1 Grassing Materials 02210-2
2.2 Silt Fence 02210-2
2.3 Chemicals for Dust Control 02210-3
PART 3 - EXECUTION
3.1
General
02210-3
3.2
Grassing
02210-3
3.3
Silt Fence
02210-3
3.4
Dust Control
02210-3

SECTION 02210
SOIL EROSION CONTR. ^L
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Special
Conditions apply to this section.
1.2 DESCRIPTION OF WORK
A. Extent of soil erosion control work includes all measures necessary to meet the
requirements of this section.
Erosion and sediment control measures such as silt fence and sediment basins
must be installed prior to grubbing and further land disturbance.
Soil erosion and sediment control measures shall include all temporary and
permanent means of protection and trapping soils of the construction site during
land disturbing activity. Activity covered in this contract is regulated by the North
Carolina Sedimentation Pollution Control Act of 1973, and NPDES General
Permit for Construction Activity.
1.3 PURPOSES
A. The purpose of this section is to achieve the following goals:
Minimize soil exposure by proper timing of grading and construction.
Retain existing vegetation whenever feasible.
Vegetate and mulch denuded areas as soon as possible.
Divert runoff away from denuded areas.
Minimize length and steepness of slopes when it is practical.
Reduce runoff velocities with sediment barriers or by increasing roughness with
stone.
Trap sediment on site.
Inspect and maintain erosion control measures.
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1.4 QUALITY ASSURANCE
A. Manufacturer'sQualifications: Firms regularly engaged in manufacture of soil
erosion control systems products of types, materials, and sizes required, whose
products have been in satisfactory use in similar service for not less than 5 years.
Codes and Standards: Comply with all applicable Local, State and Federal
Standards pertaining to soil erosion control.
1.5 SUBMITTALS
A. Product Data: Submit manufacturer's technical product data and installation
instruction for soil erosion control materials and products.
1.6 MEASUREMENT AND PAYMENT
A. Unit measurements will be made for soil erosion control. Payment will be made
at the unit prices as shown on the bid proposal. The cost of soil erosion control
shall include all equipment, labor and materials necessary to comply with the
State of North Carolina Sedimentation Pollution Control Program.
PART 2 - PRODUCTS
2.1 GRASSING MATERIALS
Disturbed areas must be grassed within 14 days of work ending unless work is to begin
again before 21 days.
A. Refer to Section 02902 - Grassing.
General: All grass seed shall be free from noxious weeds, grade A recent crop,
recleaned and treated with appropriate fungicide at time of mixture. Deliver to
site in original sealed containers with dealer's guarantee as to the year grown,
percentage of purity, percentage of germination and the date of the test by which
the percentages of purity and germination were determined. All seed sown shall
have a date of test within six moriths of the date of sowing.
Type of Seed: Either Annual Rye or Common Bermuda Grass seed will be used
depending on time of year in which seeding is to occur.
Mulch: Straw.
Fertilizer: Commercial balanced 4-12-12 fertilizer.
2.2 SILT FENCE
A. Silt fence shall be a woven fabric. The geotextile fabric shall be a woven sheet of
plastic yarn, of a long chain synthetic polymer composed of at least 85% by
weight propylene, ethylene, amide, ester, or vinylidene chloride, and shall contain
Page 2 of 3
NA1 so111docs\specs\=1 o.doc

stabilizer and/or inhibitors added to the base plastic to make the filaments
resistant to deterioration due to ultra -violet and/or heat exposure. The fabric
should be finished so that the filaments will retain their relative position with
respect to each other. The fabric shall be free of defects, rips, holes, or flaws.
The fabric shall meet the following requirements:
Woven Fabrics
Grab Strength
90 lbs.
Mullen Burst Strength
150 lbs.
IV Resistance
90%
Permitivity
15 aVmin/sf
Product shall be equivalent to EXXON GTF-180 Fabric or AMOCO Woven
Construction Fabric No.1380.
2.3 CHEMICALS FOR DUST CONTROL
A. Calcium Chloride, Anionic Asphalt Emulsion, latex Emulsion or Resin -in -Water
Emulsion may be used for dust control.
PART 3 - EXECUTION
3.1 GENERAL
A. All disturbed soil areas except those to support paving shall be graded and
protected from erosion by grassing. Storm water conveyance systems shall have
sediment barriers installed at all entrances, intersections, change in direction and
discharge points.
3.2 GRASSING
A. Refer to Section 02902 - Grassing.
3.3 SILT FENCE
A. Silt fence shall be placed at the approximate location shown on the plans and
installed in accordance with the manufacturers' recommendations.
3.4 DUST CONTROL
A. Dust raised from vehicular traffic will be controlled by wetting down the access
road with water or by the use of a deliquescent chemical, such as calcium
chloride, if the relative humidity is over 30%. Chemicals shall be applied in
accordance with the manufacturer's recommendations. There shall be no
separate payment to the Contractor for dust control measures. Any costs
connected thereto shall be a subsidiary responsibility of the Contractor.
Page 3 of 3
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END OF SECTION
Page 4 of 3
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INDEX TO
SECTION, 02231 AGGREGATE SASE ^OURSE
Paragraph
PART 1-GENERAL
1.1
Section Includes
1.2
Related Sections
1.3
Measurement and Payment
1.4
References
1.5
Quality Assurance
1.6
Testing
PART 2 - PRODUCTS
2.1 Materials
PART 3 - EXECUTION
3.1
Contractor's Examination
3.2
Preparation
3.3
Aggregate Placement
3.4
Prime Coat
3.5
Tolerances
3.6
Field Quality Control
Title
Page
02231-1
02231-1
02231-1
02231-1
02231-2
02231-2
02231-3
02231-3
02231-4
02231-4
02231-5
02231-5
02231-5

SECTION 02231
er,�r,;pEGp-rE eecE COURSE
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Aggregate base course.
1.2 RELATED SECTIONS
A. Section 01025 - Measurement and Payment: Requirements applicable to unit
prices for the work of this section.
B. Section 01400 - Quality Control: Inspection of bearing surfaces.
C. Section 02204 - Earthwork
D. Section 02512 - Asphaltic Concrete Binder/Surface Courses: Binder and finish
asphalt courses.
1.3 MEASUREMENT AND PAYMENT
A. Aggregate Base Coarse: By the square yard down to a drawing defined
elevation. Includes supplying all material, labor, and equipment, stockpiling,
scarifying substrate surface, placing where required, and compacting.
B. Prime Coat: Bituminous prime coat will not be measured for separate payment.
All costs connected with applying the prime coat will be included in the unit price
bid for Aggregate Base Course.
1.4 REFERENCES
A. AASHTO T 96-91 - Resistance to Abrasion of Small Size Coarse Aggregate by
Use of Los Angeles Machine.
B. AASHTO T 180-90 - Moisture -Density Relations of Soils Using a 10-lb (4.54 kg)
Rammer and an 18-in. (457 mm) Drop.
C. ASTM D 1556-90 - Density and Unit Weight of Soil In Place by the Sand -Cone
Method.
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D. ASTM D 1557-91 - Laboratory Compaction Characteristics of Soil Using Modified
Effort.
E. ASTM D 2167-94 - Density and Unit Weight of Soil in Place by the Rubber
Balloon Method.
F. ASTM D 2922-91 - Density of Soil and Soil -Aggregate in Place by Nuclear
Methods (Shallow Depth).
G. ASTM D 3017-88 (1993) - Water Content of Soil and Rock in Place by Nuclear
Methods (Shallow Depth).
H. ASMT D 3740-94 - Minimum Requirements for Agencies Engaged in the Testing
and/or Inspection of Soil and Rock Used in Engineering Design and
Construction.
ASTM E 329-93 - Agencies Engaged in the Testing and/or Inspection of
Materials Used in Construction.
1.5. QUALITY ASSURANCE
A. Perform work in accordance with the North Carolina Department of
Transportation Specifications for I liohway Construction.
1.6 TESTING
A. Laboratory tests for moisture density relationship for fill materials shall be in
accordance with ASTM D 1557, (Modified Proctor).
B. In place density tests in accordance with ASTM D 1556 or ASTM D 2922.
C. Testing laboratory shall operate in accordance to ASTM D 3740 and E 329 and
shall be accepted by the Engineer.
D. The testing iaboratory and Project Engineer/Project Representative shall be
given a minimum of 48 hours notice prior to taking any of the tests.
E. Testing shall be the responsibility of the Contractor and shall be performed at the
Contractor's expense by a commercial testing laboratory that operates in
accordance with subparagraph C above.
F. Test results shall be furnished to the Engineer.
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PART 2 - PRODUCTS
2.1 MATERIALS
A. Aggregate: The aggregate shall consist of processed and blended crushed
stone. Aggregates shall be free from lumps and balls of clay, organic matter,
objectionable coatings, and other foreign material and shall be durable and
sound. The coarse aggregate shall have a percentage of wear not to exceed 65
after 500 revolutions as determined by AASHTO T 96. Aggregate shall meet the
applicable requirements of Sections 306.03 and 306.04 in the North Carolina
Department of Transaortation Standard Specifications. The material shall meet
the following gradation and other requirements:
Sieve Size
Percent by Weight Passing
2"
100
95 -100
1"
70 - 100
50 - 80
# 4
30- 55
# 30
12 31
#200
0- 15
Liquid Limit
0 to 25
Plasticity Index
0 to 6
B. Prime Coat: Shall consist of preparing and spraying the base course surface
with low viscosity liquid asphalt such as MC-30, MC-70, MC-250, or RC-30, RC-
70, or RC-250 and allowing the asphalt to penetrate as far as possible.
PART 3 - EXECUTION
2.2 CONTRACTOR'S EXAMINATION
A. Verify subgrade has been inspected, is dry, and gradients and elevations are
correct
B. ON SITE OBSERVATIONS OF WORK: The Owner's Representative or
Engineer will have the right to require that any portion of the work be done in his
presence and if the work is covered up after such instruction, it shall be exposed
by the Contractor for observation at no additional cost to the Owner. However, if
the Contractor notifies the Owner that such work is scheduled, and the Owner
fails to appear within 48 hours, the Contractor may proceed without him. All
work done and materials furnished shall be subject to review by the Owner,
Engineer or Project Representative. Improper work shall be reconstructed, and
all materials, which do not conform to the requirements of the specifications,
shall be removed from the work upon notice being received from the Engineer
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for the rejection of such materials. The Engineer shall have the right to mark
rejected materials so as to distinguish them as such_
The Contractor shall give the Owner, Project Engineer or Project Representative
a minimum of 48 hours notice for all required observations or tests.
3.2 PREPARATION
A. The subgrade shall be leveled to the lines and grades of the plans and cleaned
of all foreign substances prior to constructing the base course.
Do not place base on soft, muddy or frozen surfaces.
Correct irregularities in subgrade gradient and elevation by scarifying, reshaping,
and recompacting.
B. At the time of construction of the base course, the subgrade shall contain no
frozen material.
C. The surface of the subgrade shall be checked by the Engineer or his
representative for adequate compaction and surface tolerances. Ruts or soft
yielding spots that may appear in areas of the subgrade course having
inadequate compaction, and areas not smooth or which vary in elevation more
than 3/8-inch above or below the required grade established on the plans shall
be corrected to the satisfaction of the Engineer or his designated representative.
Base material shall not be placed until subgrade has been properly prepared and
test results have so indicated.
3.3 AGGREGATE PLACEMENT
A. Aggregate shall be placed with an acceptable spreader in accordance with North
Carolina Department of Transportation Standard Specifications for Highway
Construction Section 306 and in accordance with all terms included in these
specifications. (The spreader shall contain a hopper, and adjustable screed and
be so designed that there will be a uniform, steady flow of material from the
hopper. The spreader shall be capable of laying material without segregation
across the full width of the lane to a uniform thickness and to a uniform loose
density.) Spreaders are not required on curb and gutter road sections.
A. Level and contour surfaces to elevations and gradients indicated.
B. Add small quantities of fine aggregate to coarse aggregate as appropriate to
assist compaction.
C. Add water to assist compaction. If excess water is apparent, remove aggregate
and aerate to reduce moisture content.
D. Use mechanical tamping equipment in areas inaccessible to compaction
equipment.
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E. While at optimum moisture (± 1-1/2%), compact the base course with rollers
capable of obtaining the required density. Vibratory, flatwheel, and other rollers
accepted by the Engineer may be used to obtain the requkimA compaction,.
Rolling shall continue until the base is compacted to 98% of the maximum
laboratory dry density as determined by ASTM D 1557 or AASHTO T 180.
F. Inplace density of the compacted base will be determined in accordance with
ASTM D 1556 or ASTM D 2922.
3.4 PRIME COAT
A. Bituminous material for the prime coat shall be applied uniformly and accurately
in quantities of not less than 0.15 gallons per square yard nor more than 0.30
gallons per square yard of base course. All irregularities in the base course
surface shall be corrected prior to application of the prime coat.
B. Do not apply prime to a wet surface nor when the temperature is below 40OF in
the shade. Do not apply prime when rain threatens nor when weather conditions
prevent proper construction of Prime Coat.
3.5. TOLERANCES
A. Flatness: Maximum variation of 1/4 inch measured with an acceptable 10-foot
straight edge.
B. Scheduled Compacted Thickness: Within 318 inch.
C. Variation from Design Elevation: Within 3/8 inch.
D. Depth measurements for compacted thickness shall be made by test holes
through the base course. Where the base course is deficient, correct such areas
by scarifying, adding base material and reoompacting as directed by the
Engineer. Measurements shall be made at staggered intervals not to exceed
250 feet for two-lane streets and roads.
3.6 FIELD OUALITY CONTROL
A. Section 01400 - Quality Assurance: Field inspection.
B. Density and moisture testing will be performed in accordance with ASTM D
1557.
C. If tests indicate Work does not meet specified requirements, remove Work,
replace and retest.
D. Frequency of Tests:
1. Base Density - One (1) test per 5,000 square feet.
END OF SECTION
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INDEX TO
SECTION 02275 - RIP -RAP
Paragraph
PART 1 - GENERAL
1.1 Section Includes
1.2 Related Sections
1.3 Allowable Tolerances
1.4 Measurement and Payment
1.5 References
PART 2 - PRODUCTS
2.1 Materials
2.2 Product Review
PART 3 - EXECUTION
3.1. Preparation
3.2. Placement
Title
Page
02275-1
02275-1
02275-1
02275-1
02275-1
02275-1
02275-2
02275-2
02275-2

SECTION 02275
RIP -RAP
PART 1- GENERAL
1.1 SECTION INCLUDES
A. Material placed as bank protection and erosion control.
1.2 RELATED SECTIONS
A. Section 02210 - Soil Erosion Control
B. Section 02720 - Storm Drainage
1.3 ALLOWABLE TOLERANCES
A. The depth of rip -rap blanket as shown on the drawings and in these
specifications is a minimum depth.
1.4 MEASUREMENT AND PAYMENT
A. Rip -Rap: By the square yard of rip -rap area, complete. includes furnishing all
labor, materials, and equipment and placing on a prepared surface.
1.5 REFERENCES
A. ASTM C 150-95 - Portland Cement.
PART 2- PRODUCTS
2.1 MATERIALS
A. Stone Rip -Rap: Shall be hard quarry or field stone, and shall be of such quality
that the pieces will not disintegrate on exposure to water, sunlight or weather.
Stone shall be solid and non -friable and range in weight from a minimum of 25
pounds to a maximum of 150 pounds. At least 50 percent of the stone pieces
shall weigh more than 60 pounds. The stone pieces shall have a minimum
dimension of 12 inches. Documents indicating stone analysis, source and other
pertinent data (i.e. - filter fabric) shall be submitted for review by the Engineer
prior to delivery.
Page 1 of 3
NA180111docslspecs102275.D0C

B. Sand -Cement Bag Rip -Rap:
1. Bags: Shall be of cotton, burla�n,, or fiber -reinforced parwr , apable u11
!
containing the sand -cement mixture without leakage during handling and
placing. Bags previously used for any purpose shall not be used.
Capacity shall be not less than 0.75 cubic foot nor more than two (2)
cubic feet.
2. Cement: Portland cement shall be Type I meeting requirements of ASTM
C 150-94. Cement which has been damaged, or which is partially set,
lumpy, or caked shall not be used.
3. Fine Aggregate: Shall be composed of hard, durable particles, free from
injurious amounts of organic impurities and shall contain, in the material
passing the No. 10 sieve, not more than 7 percent clay, and not more
than 20 percent passing the No. 200 sieve.
C. Filter Fabric: Shall be a non -woven heat -bonded fiber of polypropylene and
nylon filaments equivalent to Mirafi 140N. The fabric shall be finished so the
filaments will retain their relative position with respect to each other. The fabric
shall contain stabilizers and/or inhibitors added to the base plastic to make the
filaments resistant to deterioration due to ultraviolet and/or heat exposure. The
product shall be free of flaws, rips, holes or defects.
2.2 PRODUCT REVIEW
A. The Contractor shall provide the Engineer with a complete description of all
products before ordering. The Engineer will review all products before they are
ordered.
PART 3- EXECUTION
3.1 PREPARATION
A. The surface to receive Rip -Rap shall be prepared to a relatively smooth condition
free of obstruction, depressions, debris, rises, and soft or low density pockets of
material. The contours and elevations on the drawings are to the surface of the
rip -rap material.
3.2 PLACEMENT
A. Fabric: The filter fabric shall be placed with the long dimension running up the
slope. The strips shall be placed to provide a minimum width of one (1) foot of
overlap for each joint. The fabric shall be anchored in place with securing pins of
the type recommended by the fabric manufacturer. Pins shall be placed on or
within 3 inches of the centerline of the over -lap. Place the fabric so that the
upstream strip will overlap the downstream strip. The fabric shall be placed
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loosely so as to give and avoid stretching and tearing during placement of the
stones.
B. Stone: Minimum depth or thickness of stone blanket shall be 12 inches with no
under tolerance. The stones shall be dropped no more than three (3) feet during
construction. Placing shall begin in a toe trench constructed at the bottom of the
slope with the filter fabric wrapped in stone at least five (5) feet up the slope.
The entire mass of stone shall be placed so as to conform with the lines, grades,
and thickness shown on the plans. The rip -rap shall be placed to its full course
thickness at one operation and in such a manner as to avoid displacing the
underlying material. Placing of rip -rap in layers, or by dumping into chutes, or by
similar methods likely to cause segregation, will not be permitted.
The larger stones shall be well distributed and the entire mass of stone shall
conform to the gradation specified. All material used in the rip -rap protection
shall be so placed and distributed that there will be no large accumulations of
either the larger or smaller sizes of stone.
It is the intent of these specifications to produce a fairly compact rip -rap
protection in which all sizes of material are placed in their proper proportions.
Hand placing or rearranging of individual stones by mechanical equipment may
be required to the extent necessary to secure the results specified.
C. Sand -Cement Bag Rip -Rap: Bags shall be uniformly filled. The bagged rip -rap
shall be placed by hand with tied ends facing the same direction, with close,
broken joints. After placing, the bags shall be rammed or packed against one
another to produce the required thickness and form a consolidated mass. The
top of each bag shall not vary more than 3 inches above or below the required
plane. When directed by the Engineer or required by the plans, header courses
shall be placed.
END OF SECTION
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INDEX TO
SECTION 02512NC ",SPHALTIC CONCRETE BINDER/SURFACE COURSES
Paragraph Title Page
PART 1-GENERAL
1.1
Section Includes
02512NC-1
1.2
Related Sections
02512NC-1
1.3
Measurement and Payment
02512NC-1
1.4
References
02512NC-2
1.5
Quality Assurance
02512NC-2
1.6
Environmental Requirements
02512NC-2
1.7
Testing
02512NC-3
PART 2 - PRODUCTS
2.1
Tack Coat
02512NC-3
2.2
Asphaltic Cement and Additives
02512NC-3
2.3
Aggregates
02512NC-4
2.4
Source Quality Control and Tests
02512NC-5
PART 3 - EXECUTION
3.1
Examination
02512NC-5
3.2
Preparation
02512NC-6
3.3
Placement
02512NC-6
3.4
Tolerances
02512NC-6
3.5
Field Quality Control
02512NC-7

SECTION 02512NC
S � .AL i
%k M 6 TIC CONCRETE BINDER/SURFACE C^'JRSES
.7
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Surface Course
B. Binder Course
1.2 RELATED SECTIONS
A. Section 01025 - Measurement and Payment
B. Section 01400 - Quality Control
C. Section 02204 - Earthwork
D. Section 02231 - Aggregate Base Course
E. Section 02237 - Soil -Cement Base Course
F. Section 02511 -Asphaltic Concrete Base Course
1.3 MEASUREMENT AND PAYMENT
A. Asphaltic Concrete Binder Course: Will be paid for at the contract unit
price per square yard of completed and accepted binder course for the
thickness specified.
B. Asphaltic Concrete Surface Course: Wiii be paid for at the contract unit
price per square yard of completed and accepted surface course for the
thickness specified.
C. Prime: WIII not be paid for separately. The cost involved in cleaning and
preparing the surface, furnishing and applying all materials including sand
and water, for repairs and maintenance shall all be included in the
contract unit price for the Base Item bid.
D. Tack Coat: Will be paid for at the contract unit price per square yard of
base or pavement covered.
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E. Payment for pavement and tack coat will be in full for preparing and
cleaning, providing all materials, labor and equipment including placing,
compacting and testing.
- + K
1.4 REFERENCES
A. ASTM D 946-82 (Reapproved 1993) - Penetration -Graded Asphalt -
Cement for Use in Pavement Construction.
B. ASTM E 329-93b - Agencies Engaged in the Testing and/or Inspection of
Materials Used in Construction
C. ASTM D 3740-94 - Minimum Requirements for Agencies Engaged in the
Testing and/or Inspection of Soil and Rock Used in Engineering Design
and Construction.
D. ASTM D 2726-93 - Bulk Specific Gravity and Density of Compacted
Bituminous Mixtures Using Saturated Surface -Dry Specimens.
E. ASTM D 2950-91 - Density of Bituminous Concrete in Place by Nuclear
Methods.
F. ASTM D-1188-89 - Bulk Specific Gravity and Density of Compacted
Bituminous Mixtures Using Paraffin -Coated Specimens.
G. ASTM-T 245-91 - Resistance to Plastic Flow of Bituminous Mixtures
Using Marshall Apparatus
H. AASHTO-T 179-88 - Effect of Heat and Air on Asphalt Materials (Thin-
film Oven Test).
1.5 QUALITY ASSURANCE
A. Perform work in accordance with North Carolinas Department of
Transportation Standard Specifications for Highway Construction -
Revised.
B. Mixing Plant: Conform to North Carolina Department of Transportation
Standard Specifications.
1.6 ENVIRONMENTAL REQUIREMENTS
A. Do not place asphalt mixture when ambient air temperature is less than
that indicated in the Table nor when the surface is wet or frozen.
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Lift Thickness
Min. Air Temperature, Degrees F.
1" or Less
55
1.1 " to 2"
45
2.1 " to 3"
40
3.1" to 4.5"
35
B. Mixture shall be delivered to the spreader at a temperature between 250
degrees F and 325 degrees F.
1.7 TESTING
A. Testing laboratory shall operate in accordance to ASTM D 3740 and E
329 and shall be accepted by the Engineer.
B. The testing laboratory and Project Engineer/Project Representative shall
be given a minimum of 48 hours notice prior to taking any of the tests.
C. Testing shall be the responsibility of the Contractor and shall be
performed at the Contractor's expense by a commercial testing laboratory
that operates in accordance with subparagraph A above.
D. Test results shall be fumished to the Engineer.
PART 2 - PRODUCTS
2.1 TACK COAT
A. Material: Shall be AC-20 or AC-30, asphalt cement, conforming to the
North Carolina Department of Transportation Standard Specifications.
When the temperature in the shade exceeds 70 degrees F, an emulsion
such as CRS - 2h or CRS - 3 may be used at the Eng near's discretion.
2.2 ASPHALT CEMENT AND ADDITIVES
A. Asphalt Cement: Shall conform to the requirements of the North Carolina
Department of Transportation Standard Specifications. The material shall
be AC-20 or AC-30. The loss on heating from the Thin -Film Oven Test
shall not exceed 0.75 percent. Contractor shall provide supporting
documents to Engineer 7 days prior to commencing paving operations.
B. Anti -Stripping: Shall conform to requirements of the North Carolina
Department of Transportation Standard Specifications.
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2.3 AGGREGATES
A. General: Mineral aggregate shall be composed of fine aggregate or a
combination of fine and coarse aggregate. Coarse aggregate shall be
that portion of the material retained on a No. 8 sieve.
Fine aggregate shall be considered that portion passing the No. 8 sieve.
Fine aggregate, coarse aggregate, and any additives in combination with
the specified percentage of asphalt cement shall meet the requirements
of tests specified, before approval may be given for their individual use.
B. Fine Aggregate: Shall conform to the requirements of the North Carolina
Department of Transportation Standard Specifications.
C. Coarse Aggregate: Shall conform to the requirements of the North
Carolina Department of Transportation Standard Specifications.
D. Surface Course: The surface course shall consist of fine and coarse
aggregate and mineral filler uniformly mixed with hot asphalt cement in
an approved mixing plant. The plant shall conform to North Carolina
Department of Transportation Standard Specifications. The gradations,
asphalt content and stabilities shall be the following:
TYPE 1
Square Sieve
% Passing
3/4'
100
'/2"
97 - 100
318"
80 - 100
No. 4
58 - 75
No. 8
42 - 60
No. 30
19 - 40
No. 100
8 - 20
No. 200
3-8
% Asphalt Cement
4.8 - 6.8
Marshall Stability @ 50 Blows
(Design)
1,400
Air Voids, % (Design)
3.5 — 5.0
Marshall Stability 0 50 Blows
Field
1,250
Air Voids, % Field
3-5
E. Intermediate or Binder Course: The mineral aggregates and asphalt
cement shall be combined in such proportions that the composition by
weight of the finished mixture shall be within the following range limits:
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Type 2
Sieve Designation
Percentage by Weight
Passinu-
1 inch
100
3/4 inch
90 -100
1h inch
72 - 90
No. 4
42 - 60
No. 8
.30 - 48
No. 30
12 - 29
No. 100
6 -16
No. 200
2-8
Percent of Total Mixture
% Asphalt Cement
3.5 - 6.2
Marshall Stability, lbs. 0 50
Blows (Design)
1,200
2.4 SOURCE QUALITY CONTROL AND TESTS
A. Section 01400 - Quality Control, 01410 - Testing Laboratory Services.
Provide mix design for asphalt.
B. Submit proposed mix design for review prior to beginning of work.
C. Test samples in accordance with the requirements of these
specifications.
PART 3 - EXECUTION
3.1 EXAMINATION
A. ON -SITE OBSERVATIONS: The Owner's Representative or Engineer
will have the right to require that any portion of the work be done in his
presence and if the work is covered up after such instruction, it shall be
exposed by the Contractor for observation at no additional cost to the
Owner. However, if the Contractor notifies the Owner that such work is
scheduled, and the Owner fails to appear within 48 hours, the Contractor
may proceed without him. All work done and materials furnished shall be
subject to review by the Owner, Engineer or Project Representative.
Improper work shall be reconstructed, and all materials, which do not
conform to the requirements of the specifications, shall be removed from
the work upon notice being received from the Engineer for the rejection of
such materials. The Engineer shall have the right to mark rejected
materials so as to distinguish them as such.
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The Contractor shall give the Owner, Project Engineer or Project
Representative a minimum of 48 hours notice for all required
observations or tests.
B. Contractor verify that base has been inspected, is dry, and gradients and
elevations are correct.
3.2 PREPARATION
A. Apply tack coat in accordance with the North Carolina Department of
Transportation Standard Specifications. Rate of application shall be 0.04
to 0.08 gallons per square yard of surface.
B. Work shall be planned so that no more tack coat than is necessary for
the day's operation is placed on the surface. All traffic not essential to
the work should be kept off the tack coat.
C. Apply tack coat to contact surfaces of curbs and gutters. Apply in
manner so exposed curb or gutter surfaces are not stained.
D. Coat surfaces of manhole frames and inlet frames with oil to prevent
bond with asphalt pavement. Do not tack coat these surfaces.
3.3 PLACEMENT
A. Construction shall be in accordance with the North Carolina Department
of Transportation Standard Specifications, latest edition.
B. Asphaltic concrete shall not be placed on a surface that is wet or frozen.
C. Compaction shall commence as soon as possible after the mixture has
been spread to the desired thickness. Compaction shall be continuous
and uniform over the entire surface. Do not displace or extrude
pavement from position. Hand compact in areas inaccessible to rolling
equipment. Perform rolling with consecutive passes to achieve even and
smooth finish without roller marks. Compaction rolling shall be complete
before material temperature drops below 1850 F.
D. Areas of pavement with deficient thickness or density shall be removed
and replaced at no additional cost to the Owner.
3.4 TOLERANCES
A. General: All paving shall be subject to visual and straightedge inspection
during construction operations and thereafter prior to final acceptance. A
10-foot straightedge shall be maintained in the vicinity of the paving
operation at all times for the purpose of measuring surface irregularities
on all paving courses. The straightedge and labor for its use shall be
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provided by the Contractor. The surface of all courses shall be inspected
with the straightedge as necessary to detect surface irregularities.
Irregularities such as rippling, tearing or pulling. which in the judgment of
the Engineer indicate a continuing problem in equipment, mixture or
operating technique, will not be permitted to recur. The paving operation
shall be stopped until appropriate steps are taken by the Contractor to
correct the problem.
B. Flatness: All irregularities in excess of 1/8 inch in 10 feet for surface
courses and 3116 inch in 10 feet for intermediate courses shall be
corrected.
C. Variation from Design Elevation: Less than 1/4 inch under tolerance.
D. Scheduled Compacted Thickness: Less than 1/4 inch.
E. Pavement Deficient in Thickness: When measurement of any core
indicates that the pavement is deficient in thickness, additional cores will
be drilled 10 feet either side of the deficient core along the centerline of
the lane until the cores indicate that the thickness conforms to the above
specified requirements. A core indicating thickness deficiencies is
considered a failed test. Pavement deficient in thickness shall be
removed and replaced with the appropriate thickness of materials. If the
Contractor believes that the cores and measurements taken are not
sufficient to indicate fairly the actual thickness of the pavement, additional
cores and measurements will be taken, provided the Contractor will bear
the extra cost of drilling the cores and filling the holes in the roadway as
directed.
3.5 FIELD QUALITY CONTROL
A. Quality acceptance of the in -place density of the binder and surface
courses shall be in accordance with the North Carolina Department of
Transportation Standard Specifications.
B. Density Testing: Performed in accordance with ASTM D-2726 and ASTM
D-2950. Core samples for each days operation shall be taken, tested
and results reported to the Engineer the following day. The areas
sampled shall be properly restored by the Contractor at no additional cost
to the Owner. Compaction must be accomplished when the temperature
of the mix is above 185 degrees F and below 300 degrees F. When the
density of the compacted course is less than 960/6 or more than 98% of
the maximum laboratory density, the course will be rejected.
C. Temperature:
1. Asphaltic concrete shall not exceed 325 degrees F at any time.
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2. Asphaltic concrete shall not be placed once the temperature of
the mix falls below 250 degrees F or the delivered temperature is
more than 15 degrees F below the batch plant's delivery ticket.
3. Temperature at time of loading shall be recorded on the truck
delivery ticket.
D. Frequency of Tests:
1. Asphaltic Concrete - One (1) test for each 250 tons placed.
a) Asphalt extraction and gradation test.
b) Marshall Stability Test
c) Core Sample
2. Field determination of density by nuclear method every 5,000
square feet during construction of the asphaltic concrete
binder/surface course.
END OF SECTION.
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INDEX TO
SECTION rv25& fNC - TRAFFIC CONTROL
Paragraph Title Page
PART 1 - GENERAL
1.1 Description 02570-1
1.2 Related Work 02570-1
1.3 Responsibility 02570-1
1.4 Measurement and Payment 02570-1
PART 2 - PRODUCTS
2.1 Materials 02570-1
PART 3 - EXECUTION
3.1 Erection 02570-2
3.2 Delays to Traffic 02570-2
3.3 Temporary Traffic Lanes 02570-2
3.4 Signs and Barricades 02570-2

SECTION 02570 - TRAFFIC CONTROL
PART 1 - GENERAL
1.1 DESCRIPTION
A. This section covers the furnishing, installation and maintenance of all traffic control
devices, portable signal equipment, warning signs and temporary traffic lanes used
during the construction of the project.
1.2 RELATED WORK
A. Section 02210 — Soil Erosion Control
B. Section 02667 — Water Distribution System
C. Section 02731 — Wastewater Collection System
1.3 RESPONSIBILITY
A. The Contractor shall furnish, install, and maintain all necessary automated signals,
barricades, concrete traffic barriers, warning signs, traffic barriers, traffic lanes and
other protective devices. Ownership of these temporary warning devices shall
remain with the Contractor provided the devices are removed promptly after
completion and acceptance of the area of work to which the devices pertain. If such
warning devices are left in place for more than 30 days after the specified time for
removal, the Owner shall have the right to remove such devices and to claim
possession thereof.
1.4 MEASUREMENT AND PAYMENT
A. There will be no measurement for this item. Payment shall be subsidiary to the
contract price.
PART 2 - PRODUCTS
2.1 MATERIALS
A. All barricades signs, and traffic control signal devices shall conform to the
requirements of the current North Carolina Manual of Uniform Traffic Control Devices
for Streets and Highways.
B. Portable traffic control signal devices, barricades, signs and other Control Devices
shall be either new or in acceptable condition when first erected on the Project and
shall remain in that acceptable condition throughout the construction period.
C. All signs shall have a black legend and border on an orange ref9ectorized
Fags 1 013
NA18011 \docs\specs\02570NC.D0C

background and will be a minimum of engineering grade reflective.
PART 3 - EXECUTION
3.1 ERECTION
A. Prior to the commencement of any actual construction on the project, the Contractor
shall erect the appropriate advance warning signs and place the concrete traffic
barriers where necessary. Subsequently, as the construction progresses and shifts
from one side of the road to the other, temporary lanes must be installed to provide
continuous two way traffic and bike thoroughfare. All appropriate signs and traffic
control devices pertinent to the work shall be erected ahead of the construction site
to advise and warn the travelling public of the activity and any necessary detours.
3.2 DELAYS TO TRAFFIC
A. Except in rare and unusual circumstances, two-way traffic shall be maintained at all
times by temporary and/or permanent roads. There are to be no traffic delays during
the hours between 7 AM - 10 AM and 4 PM -10 PM. Between the hours of 10 AM
and 4 PM the maximum delay is to be 15 minutes.
B. When traffic is halted temporarily due to transition procedures including the ingress
and egress of construction vehicles, the Contractor shall provide the necessary
flagging personnel with proper equipment and clothing to hold such traffic.
C. If contractors proposed traffic control plan involves more than occasional disruption
to alternating one way traffic through the work, then temporary, signalized control
equipment will be required.
3.3 TEMPORARY TRAFFIC LANES
A. Two-lane traffic shall be maintained at all times unless prior written permission has
been given and all necessary flagging personnel and/or signage has been installed.
Temporary lane line stripes shall be applied to the detour paving, as agreed to by the
engineer and owner's representative. The no -passing double center -line stripes shall
be yellow. Such stripes shall be a temporary, degradable, reflectorized tape strip. All
temporary stripping shaii be maintained throughout the period the traffic control is
needed.
B. Contractor is responsible for installation and removal of all temporary roads and trails
throughout the construction process. These detour roads are to be in accordance
with the Pavement Specifications herein.
3.4 SIGNS AND BARRICADES
A. The contractor shall provide a detailed map showing the location and verbage of all
traffic control signs for the project, All critical warning signs for the project will be a
minimum of engineering grade reflective material and include appropriate flashing
lights.
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B. Appropriate Safety Barricades shall be installed between the bicycle trail and the
temporary traffic lanes. These barricades shall be impact resistant for passenger
vehicles with a travelling speed of 40 moh.
1. Advance warning signs: These signs shall be placed approximately 500 feet
in advance of the construction site and detour on each approach to the
construction area with subsequent warning signs every 250 feet, until the
construction site is met.
2. Road Construction Signs: Before and during construction of the detour,
advance road construction signs shall be located as already stated above.
The construction site detour lanes will have reflective trestle type barricade
with flashing lights spaced a maximum of 25 feet apartto delineate each side
of any temporary roadway. Additional signage shall be placed to indicate a
reduced speed limit of 10 mph for the entire construction area. Other signs
as appropriate to particular activity in the work area shall be erected in
advance of that activity.
3. Barricades: While the detour is open to traffic, a line of concrete traffic
barricades shall be placed across the closed roadway to channelize the
traffic onto the detour. They shall be spaced across the blocked roadway
end to end so that no vehicle will be able to pass between any two adjacent
barricades.
4. Barriers: Shall be wooden having a minimum of 3 horizontal 6-inch rails
spaced 20 inches on center. Markings for barrier rails shall be 6" wide
alternate orange and white reflectorized stripes sloping downward at 45
degrees in the direction traffic is to pass.
During hours of darkness, the contractor shall place and maintain flashing
warning lights on the tops of all barriers.
5. Direction Arrow Signs: At each change in traffic direction along the detour,
the contractor shall install a sign with an arrow indicating the change in traffic
direction. This sign is to be, located across the pavement from and facing the
on -coming traffic.
6. End Construction Sign: This sign shall be 60" x 24" and erected
approximately 200 feet beyond the end of the construction area on the right-
hand side.
END OF SECTION
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DIVISION 2 - SITE WORK
SECTION 02660 - WATER DISTRIBUTION SYSTEM
1. SIZING MAINS:
Major transmission mains shall be sized in accordance with the County's master plan or as directed by the
County. Six (6) inch mains may be used only when a good grids exists. The total maximum length of six
(6) inch or eight (8) inch lines, without connecting to a larger main, is one -thousand -two -hundred (1200)
feet and two -thousand (2000) feet, respectively. Four (4) inch water mains are permitted on residential cul
de sacs less than four -hundred (400) feet long. Where a good grid does not exist, lines shall be upsized to
provide adequate fire flow as directed by the County.
2. RELATION TO SANITARY SEWERS AND STORM WATER PIPES:
Water lines shall be located at least ten (10) feet horizontally from any existing and/or proposed sanitary
sewer and/or storm water lines. When local conditions prevent a ten (10) foot lateral separation, the water
line shall be laid at eighteen (18) inches above the top of the sewer line or eighteen (18) inches below the
bottom of the storm water line. Sanitary sewer lines (or storm water lines) that cross under (or over) water
mains shall be installed with eighteen (18) inches vortical separation below the bottom (or top) of the water
main. If this vertical separation is not possible, then the sanitary sewer line shall be installed using ductile
iron pipe for a minimum distance of ten (10) sleet each side of water main and the water main
reconstructed with ductile iron pipe for a distance often (10) feet from the sanitary sewer line. When a
water line must cross under a sanitary sewer line, both the water line and sanitary sewer line shall be
constructed of ductile iron pipe with joints equivalent to water line standards, while the storm water line
shall be constructed of reinforced concrete pipe, both for a minimum distance of ten (10) feet on each side
of the point of crossing.
Water mains should cross sanitary sewer mains at an approximate ninety (90) degree angle. Water
mains and storm water mains shall have a minimum vertical separation of twelve (12) inches when
horizontal separation is less than three (3) feet, unless other approved by the County.
3. WATER MAINS:
A. Distribution system piping shall be ductile iron (DIP), polyvinyl chloride (PVC) plastic, or polyethylene
(PE) pipe. All water system piping twelve (12) inches in diameter and larger shall be ductile iron
pipe. All water system piping less than twelve (12) inches in diameter shall be PVC plastic
(conforming to AWWA C900)(DR14) or ductile iron or polyethylene pipe. SDR21 PVC pipe will not be
acceptable.
S. Ductile iron pipe (DIP) shall be cement -mortar lined and enamel lined ductile iron pipe, in accordance
with AWWA C104. Joints shall be push on or:mechanical joint type conforming to AWWA C111 and
ANSI A21.11, latest edition. Fittings shall be cast or ductile iron conforming to ANSI A21.10. All pipe
which must be field cut to install fittings and other appurtenances shall be "gauged full length" to
assure a uniform circular cross section. Machining, jacking, or other modifications will not be allowed
in the field. When using ductile iron pipe, soil shall be tested for corrosivity as prescribed by the
Engineer or by the County. If soil is found to be corrosive, the pipe shall be wrapped in polyethylene
sheeting as required. Ductile Iron Pipe shall be designed and manufactured in accordance with
AWWA C150 and C151 for a laying condition Type 2 and a working pressure as follows:
3"-12" 1350 psi
14"-20" ,250 psi
24" 200 psi
130' 5 �150 psi
5/19/03 WATER DISTRIBUTION SYSTEM 02660-1

C. Polyvinyl chloride (PVC) pipe shall be two -hundred (200) psi PVC pipe conforming to ASTM D2241 or
C900, NSF approved. Pipe material shall be PVC 1120. Joints shall be rubber ring type conforming
to ASTM D3139. Bells shall be formed integrally with the pipe, or may be made using cylindrical PVC
couplings with two rubber rings. Fittings shall be molded PVC with joints similar to the pipe.
Fabricated f tling6 using solvent weided joints will not be accepiable. Fittings may be ductile iron
specially designed for use with PVC pipe.
D. Polyethylene (PE) pipe shall be high density polyethylene pipe conforming to AMA C906. Pipe
material shall be PE 3408. Joints shall be heat fused. Pipe shall be two -hundred (200) psi, DR 9.0.
4. VALVES AND APPURTENANCES -
A. GENERAL:
Valves shall be installed on all branches from feeder mains and hydrants according to the following
schedule: three (3) valves at crosses; two (2) valves at tees; and one (1) valve on each hydrant
branch. When a loop section of water line is connected back into the feeder main within a distance of
two -hundred (200) feet or less, only one (1) valve will be required in the feeder main.
Where no water line intersections exist, a main line valve shall be installed at every one -hundred (100)
feet per one (1) inch diameter main up to a distance of two -thousand (2000) feet between valves or for
transmission lines a main line valve shall be installed at every two -hundred (200) feet per one (1) inch
diameter main up to a distance of five -thousand ($000) feet between valves. Place main line valves
adjacent to or in close proximity of fire hydrants whenever possible. Valves shall be properly located,
operable and at the correct elevation. All valves and reducers shall be rodded to the tee or cross if
one (1) is located within ten (10) feet as shown in the Details. If reducers cannot be rodded, concrete
blocking or other restraining methods, as approved, shall be required. The valve box shall be
centered over the wrench nut and seated on compacted backfill without touching the valve assembly.
All valve boxes shall be encased in a trowel finished two (2) foot x two (2) foot x six (6) inch pad of
3000 psi concrete beneath the asphalt or in traffic -bearing areas between the ditch and the edge of
pavement (EOP) with the cover flush with the top of the pavement or flush with finished grade. Pre-
cast concrete valve box encasements may be usad for valve box encasement outside of traffic -
bearing areas. The maximum depth of the valve nut shall be fire (5) feet. When valve extension kits
are used, they must be manufactured by the same company that manufactured the valve.
B. GATE VALVES (W:
Valves shall be designed for operation at working., water pressure not less than one -hundred -seventy-
five (175) psi. All materials and parts shall meet the requirements of "Resilient Seated Gate Valves for
Water Supply Service", AWWA C509. Valves shall be made to open to the left and shall have a two
(2) inch square head nut upon the end of the stem with the direction arrow clearly and plainly cast
therCon. They shall generally be type known as a Resilient Seat Gate Vaives. The materials strength
shall be not less than that required by the specifications of AWWA. In every case, they shall be
factory tested to three -hundred (300) psi, in such manner as to assure tight fitting gates and shall be
so certified by their manufacturer. Valve ends shall be constructed for use with mechanical joints or
push on joints. Gate valves, up to and including twelve (12) inches, shall be installed in a vertical
position. Gate valves sixteen (16) inches and larger shall be approved by the County, or by the
County's engineer prior to installation. They may be installed horizontally and equipped with bevel
gears, grease case, rollers, tracks scrapers, and a bypass located on the side of the body (fully
revolving disc valves shall not require rollers), or vertically and be equipped with spur gears enclosed
in a grease case and with a bypass located on the side of the body. In either case, the roller and
scraper operators shall be installed in a manhole. Valves shall be Mueller, Clow, American Darling.
5/19/03 WATER DISTRIBUTION SYSTEM 02660-2

C. BUTTERFLY VALVES (BFV):
Butterfly valves shall be installed in water lines sixteen (16) inches or larger. All shall meet the
requirements of AWWA C504 with mechanical joints, two (2) inch open left operating nut. All valves
twenty -flour (24) inches and iarger shall be instalied in a manhoie as shown in Detail. For
transmission lines a main line valve shall be installed at every two -hundred (200) feet per one (1) inch
diameter main up to a distance of five thousand (5000) feet between valves.
D. COMBINATION AIR VALVES:
Combination air valves shall be installed at all high points of water lines sixteen (16) inches in diameter or
larger and at other locations as directed by the Engineer. The water main shall be installed at a grade that
will allow air to migrate to a high point where the air can be released through an air release valve. A
minimum pipe slope of one (1) foot in five -hundred (500) feet should be maintained. The valve shall be
manufactured for a two -hundred (200) psig working pressure, sized by the Engineer and approved by the
County.
Air release valves shall be of the single housing style that combines the operation of both an air/vacuum
and air release valve. The valve shall meet or exceed the requirements of AWWA C512 and be installed
in accordance with the Details.
E. CHECK VALVES (CV):
1. Single -Check. Spring -checks only, no swing checks allowed.
2. Double -Check.
F. PRESSURE REDUCING VALVES (PRV) AND PRESSURE SUSTAINING VALVES (PSW
ADD specification.
G. VALVE BOXES:
Valve boxes shall be gray cast iron conforming to ASTM A48-48, Class 30, with twelve (12) inch top
section (screw or telescopic) and bottom section length as required for valve bury. Box shall have a five
(5) inch opening with "Water" stamped on the cover. Concrete collar two (2) foot x two (2) foot square or
two and one-half (2.5)-foot diameter round shall be poured flush with the cover. A pre -fabricated round
"slip" form may be used only outside of traffic bearing arras (i.e., back side of ditches, etc.).
H. VALVE MARKERS:
Valve markers shall be used per Details. Markers shall be constructed of fiberglass (blue) marked with
tatters, either LW (main valve), AV (air reiease Waive), or 80 (blow off) and shall specify a telephone
number to contact to report problems or to request water main locates. Valve markers shall be required
only for valves on transmission mains or as otherwise designated by the County.
5. HYDRANTS:
All hydrants shall be installed on a minimum six (6) inch water line and should be installed in close
proximity to road intersections whenever possible. Only one (1) fire hydrant may be installed when the
line is served by a six (6) inch tap and is not loopod to another main. When placed at intersections,
hydrants shall be offset from the top of the inters6ction so as to not allow a vehicle running through
said intersection to strike the hydrant. The minimum acceptable flow for fire hydrants is five -hundred
(500) gpm with twenty (20) psi residual pressure for residential and one -thousand -five -hundred (1500)
gpm with twenty (20) psi residual pressure for all, other areas, unless otherwise specified by the
County's fire marshal. The Engineer shall contact the local fire department(s) and/or County's fire
marshal, during the design phase, to coordinate the proper location of all fire hydrants within the
project area.
5/19/03 WATER DISTRIBUTION SYSTEM 02660-3

A. Residential. In residential areas the maximum distance between hydrants, measured along street
centerlines, shall be eight -hundred (800) feet, unless otherwise approved by the County's fire
marshal.
B. Commercial. in commercial, business, office, insiitutionai and industrial zoning the maximum
distance between hydrants, measured along street centerlines, shall be five -hundred (500) feet,
unless otherwise approved by the County's fire marshal. New buildings, or additions that result
in a total building area of ten -thousand (10,000) square feet, require hydrants to be installed at
three -hundred (300) foot intervals along sides of the building that are accessible to fire pumpers.
These hydrants shall be at least forty (40) feet away for the building.
Where sprinkler systems are used, a fire department connection (FDC) shall be within fifty (50)
feet of an accessible fire hydrant.
Hydrants shall be the Traffic Type, Dry Barrel, conforming to AVWVA Standard C502, latest revision,
and with not less than four and one-half (4.5) inch valve opening, two — two and one-half (2.5) inch
hose nozzles and four and one-half (4.5) inch pumper connection with,National Standard threads.
Hydrant shall have breakable barrel and operating stem with barrel length for three (3) foot main
cover and shall be equipped with six (6) inch bottom hub and with strapping lugs and one and one-
half (1.5) inch solid operation nut and "O" ring: seals. Main valve seat shall have bronze to bronze
threads into the hydrant shoe. Hydrant shall be grease lubricated with a thrust bearing to reduce
operating torque or may be oil lubricated. Hydrants shall be left open and be rated at one -hundred -
fifty (150) psi working pressure and three -hundred (300) psi test pressure. Hydrants shall be shop
painted chrome yellow Tnemenc paint (or approved equal) and shall be touched up after installation
and given one (1) field coat of chrome yellow enamel, if hydrant comes from manufacturer painted
yellow. If hydrant is painted with a color other than yellow from the manufacturer, there shall be three
(3) field coats of chrome yellow paint applied by the Contractor after installation. Hydrant shall be dry
bonnet type and be provided with not less than two (2) drain outlets for draining when the valve is
closed. Manufacturer shall furnish complete literature with detailed shop drawings of hydrant showing
materials, construction and assembly and operating characteristics. This shall include friction loss
characteristics at varying flows through the pumper and both hose connections by an approved
National Underwriter's Laboratory. All fire hydrant legs shall be constructed with ductile iron pipe from
the water main to the fire hydrant. Hydrants shall be Mueller "Centurion", Clow "Medallion", American
Darling (MK-73). Hydrants shall be rodded tothe valve or a suitable thrust collar. Hydrants shall be
installed on a suitable solid foundation, as indicated on the drawings, and with one-fourth (1/4) cubic
yard rock or stone as shown on the drawings. There shall be adequate pea gravel for the weep
outlets to drain. Hydrants shall be installed plumb one -eight (1/8) inch per foot, and set so that the
pumper nozzle is eighteen (18) inches (+3 inches) (A inch) above the surrounding grade.
6. AUTOMATIC FIRE SPRINKLER SYSTEMS:
A. Arsriroval. All automatic iii�e sprinkler systems shall be approved by the County's fire marshal.
B. Backfiow Prevention. When a fire protection system is proposed, a double check detector valve
assembly including two (2) check valves, two (2) OS&Y gate valves and four (4) test cocks shall be
installed on the supply side of the sprinkler fire: protection line. These backfiow prevention assemblies
shall be NFPA approved and UL listed and/or Factory Mutual Research Corporation.
C. Location. The backfiow prevention assembly shall be installed on the back side of the right-of-way on
the customer's side of the water service and shall be installed above ground in an insulated box and
shall be operated and maintain by the customer at his or her expense.
D. Post Indicator Valve. A post indicator valve (PIV) shall be provided at the right-of-way or edge of
easement. The top of PIV shall be thirty-six ($6) inches above the finished grade. The County shall
maintain up to and including the PIV but not beyond.
5/19/03 WATER DISTRIBUTION SYSTEM 02660-4

E. Fire Department Connection (FDC). Where. automatic fire sprinkler systems are used, a fire
department connection shall be provided. The FDC shall be located within fifty (50) feet of a fire
hydrant. When a sprinkler system serves only a part of a large structure, the FDC shall be labeled,
with minimum two (2) inch letters on a permanent sign, as to which section of the structure that
sprinkler riser serves.
7. TRENCHING:
Trenches shall conform to the Section 02200, "Earthwork'. Trenches shall be not more than two feet wider
than the pipe, unless directed otherwise by the Engineer and shall have vertical sides. The bottom of the
trench shall be cut flat to the indicated depth true and even so that the barrel of the pipe will have good
bearing for its full length. In no case will trench depth be less than that depth required to provide a
minimum pipe cover of three (3) feet unless otherwise directed by the Engineer orthe County. Recesses
in the trench bottom shall be excavated at pipe joints to accommodate bells and jointing of pipes. Bell
holes far joint making shall be no more than twelve (12) inch wider than the trench.
8. LAYING PIPE:
Laying pipe and fittings, and the installation of all appurtenances shall be in accordance with
"Specifications for Installation of Water Mains" AWWA C600, or ASTM D2774, as applicable, or as
specified by the manufacturer. In no case shall there be any rocks, stones, or other hard matter in the
trench bottom so as to endanger it from external strlains. Pipe barrels shall be laid in trenches and jointed
without disturbing the pipe bed, jointing and alignlment Laying condition shall be Type 3 as set out in
AWWA C600. Any pipe that has grade or joint disturbed after laying shall be taken up and relayed. The
interior of the pipe shall be thoroughly cleaned of all foreign matter before being lowered into the trench
and shall be kept dean all during laying operations by means of plugs or other approved methods. The
pipe shall not be laid in waterorwhen trench or weather conditions are unsuitable for the work; when work
is not in progress open ends of pipes and fittings shall be securely closed so that no trench water, earth,
or other foreign substance will enter the parts. All water pipe sixteen (16) inches nominal diameter and
larger shall be. pigged. Brunswick County reserves the right to require new lines less than sixteen (16)
inches nominal diameter to be "pigged", if deemed:necessary. Any section of pipe, or fittings, found to be
defective before or after laying shall be replaced With new parts at the Contractor's expense. All bends,
fittings, and plugs shall be securely restrained by blocking or by installation of restraining rods and thrust
collars. Pipe deflection for twelve (12) inch nominal diameter and larger pipe shall be no more than three
(3) degrees or according to manufacturer's specification, whichever is less. Pipe deflection for pipe less
than twelve (12) inch nominal diameter shall be no more than five (5) degrees or according to
manufacturer's specifications, whichever is less. Appropriate bends shall be used as required.
9. PIPE FITTINGS:
Pipe fittings shall be castor ductile iron designed and manufactured as per AVWVA Clio. Sizes of fittings
up to and including twelve (12) inches shall bedesigned foran internal pressureoftwo-hundred-fifty (250)
PSI. Compact ductile iron mechanical joint fittings shall be designed and manufactured as per AWWA
C111 are also acceptable. Joints for fittings shall be mechanical and lined with cement mortar with a seal
coat of bituminous material, all in accordance with AWWA .C104.
10. REDUCERS:
All reducers shall be cast in a bell shape so as to minimize turbulence in the transition. Reducers shall
be nodded or "mega -lugged" to another fitting installed with thrust restraint or thrust collar.
11. PLASTIC IDENTIFICATION TAPE AND SOLID TRACING WIRE:
Provide plastic identification tape for all new water mains. Tape shall be three (3) inches wide, blue in
color, bearing the continuous message "Caution - Water Main Buried Below". Tape shall be buried
continuously directly above water main and eighteen (18) inches below finished grade. Twelve (12)
gauge solid copper wire shall be used to mark all iPVC and PE pipe. The wire shall be affixed to the pipe
5/ 19103 WATER DISTRIBUTION SYSTEM 02660-5

and tied off on valves and fire hydrant legs. Tracer wire shall be used on each individual service when
feasible, as determined by the County or the County's engineer.
12. JOINTING:
Jointing shall be accomplished in accordance with the pipe manufacturers recommendations, subject to
approval of the Engineer. For mechanical joints the normal range of bolt torque of three-quarter (3/4) inch
bolts shall be between sixty (60) and ninety (90) foot pounds. When tightening bolts, it is essential that
the gland be brought up toward the pipe flange evenly; maintaining approximately the same distance
between the gland and the face of the flange at all points around the socket This shall be done by
partially tightening the bottom bolt first, then the top bolt, next the bolts at either side, and last the
remaining bolts; repeat this cycle until all bolts are within the above range or torques. If effective sealing is
not attained at the maximum torque indicated above, the joint shall be disassembled, cleaned thoroughly
and reassembled. Bolts shall not be overstressed to compensate for poor installation. Joints in plastic
piping shall be made in conformance with the manufacturer's recommendations. Do not thread plastic
pipe, make threaded connections with adapters.
13. THRUST RESTRAINT:
Reaction blocking for all fittings or components subject to hydrostatic thrust shall be securely anchored
by the use of concrete thrust blocks poured in place. The reaction areas are shown in the Details. No
concrete shall interfere with the removal of fittings. Material for reaction blocking shall be three -
thousand (3000) PSI concrete (minimum). A minimum of four (4) mil plastic shall cover the fittings to
ensure that no concrete will interfere with removal of the fittings. Alternative restraining methods and
mechanical joint restraints may be used upon approval by the Director of Engineering Service or an
authorized representative.
14. BLOW OFFS:
Blow offs shall be a minimum of two (2) inches and installed at the end of all dead-end lines, unless
otherwise specified by the County. Where there is not sufficient pressure or fire hydrants to thoroughly
flush the system, a larger blow off shall be required.
Blow off assemblies shall be constructed as shown in the Details. The valves shall be gate type with a
non -rising stem and a two (2) inch operating nut. A full size valve is required on mains that are planned
to be extended.
15. VALVE SETTING:
Valves shall be set with stems vertical. Valves shall be set in two -section cast iron valve boxes as
specified hereinbefore. Valves installed on two (2) legs of a tee or three (3) legs of a cross shall be
rodded or "mega -lugged" to the fitting with a minimum of two three-quarter (3/4) inch galvanized "all
thread" rods. Valves installed at the "end of the line" shall be rodded back to a suitable thrust collar with a
minimum of two three-quarter (3/4) inch galvanized "all thread" rods or "mega -lugged". A minimum of one
(1) joint of ductile iron pipe is required between valve and thrust collar. All tees and ells shall be wrapped
with polyethylene sheeting and have a suitable thrust block or be rodded back to a suitable thrust collar as
before described. Hydrant valves shall be installed as near the main line as possible. Blow offs shall
remain underground, unless otherwise specified by the County, be turned up with a slip female connection
and located in a box suitable for installing a temporary "blow off" pipe at any time and operating same.
Welding three-quarter (3/4) inch rods shall be prohibited. Only three-quarter (3/4) inch "DI" (ductile iron)
or "Black Iron" threaded couplings shall be used. All bolts and nuts shall be hardened steel with black
oxide finish. Sufficient suitable rock or stone shall be placed around all buried valves and valve boxes in
such a manner that sand will not infiltrate the valve box. Plugs installed at the end of the line and reducers
along the line shall be rodded to a sufficient thrust collar as described above.
5/19/03 WATER DISTRIBUTION SYSTEM 02660-6

CUTTING DUCTILE IRON PIPE:
Where necessary to cut a length of ductile iron pipe, such cutting must be done with a three wheel pipe
cutter or as directed by the Engineers. In any case, pipe broken or cracked or otherwise made unfit for
use by the cutting shall be replaced by the Contractor. After the pipe has been cut, it shall not be installed
until the Engineer, or authorized representative, has given his approval of the cut piece of pipe proposed
for use. It will not be necessary (except where directed by the Engineer because of peculiar
circumstances) to band the cut ends of the pipe as called for in the AWWA specifications.
17 TAPPING SLEEVES AND VALVES:
Tapping sleeves (Romac, Ford, or Mueller) approved for specific composite shall be used. For ductile
iron, a tapping sleeve or approved tapping saddle shall be used. Tapping valves shall be No. 125 class,
have one (1) flanged and one (1) MJ (mechanical joint) end, and shall allow a drilling machine to be
attached directly to the valve. Two (2) inch through twelve (12) inch valves to be two -hundred (200) psi
working pressure and four -hundred (400) psi test pressure. Fourteen (14) inch to twenty-four (24) inch
valves to be one -hundred -fifty (150) psi working pressure and three -hundred (300) psi test pressure.
Valves shall have a two (2) inch operating nut. Ali tapping sleeves and valves shall be air tested at 1.5
times the working pressure for a minimum of five (5) minutes.
18. TAPPING SADDLES:
Tapping Saddles shall be used on mains 16 inches and larger. Saddles shall be made of ductile iron
providing a factor of safety of 2.5 with a working pressure of 250 psi. Saddles shall be equipped with a
AWWA C110 flange connection on the branch. Sealing gaskets shall be O-ring type, high quality
molded rubber having an approximate 70 durometer hardness, placed into a groove on the curved
surface of the saddles. Straps shall be alloy steel. The maximum size saddle outlet for each size of
pipe to be tapped shall be as follows:
Maximum Size
Size Pipe to be Tapped Saddle Outlet
16" 8"
18" 8"
20" 10"
24" and larger 12"
19. BACKFILL:
Backfiii shall be accompiished as provided for in Section 02200, `Earthwork" for piping.
20. BORING AND JACKING:
A. At various locations where indicated or directed, the Contractor shall bore or jack water services
under paved roads in lieu of cutting pavement. This generally will apply to mains under railroads and
State highway roads and all services under paved roads. Mains two (2) inches and larger shall be
installed in steel casings boned under the paving with the main threaded through the casing. Casing
thickness shall be as follows:
Casing Size (Nominal) Wall Thickness (Inches)
Under 14" .188
14" — 24- .250
30" .312
36" .375
5/19/03 WATER DISTRIBUTION SYSTEM 02660-7

Casting material shall be smooth wall API 5L Grade B steel pipe or spiral welded steel pipe in
conformance with ASTM A 211.
B. Services shall be Jacked under paved roadways.
21. PAVEMENT AND PROPERTY REPAIR AND REPLACEMENT:
The Contractor shall restore all pavement, driveway, sidewalks, curbing and gutters, stone drains, as a
part of the work to a condition equal to that before the work began. No permanent pavement shall be
restored unless and until in the opinion of the Engineer, the condition of the backfill is such as to properly
support the pavement. Pavement repair for State Highway pavements shall conform to NCDOT
requirements. Pavement repair for all other streets shall include six (6) inches ABC base course and one
and one-half (1.5) inches bituminous concrete surface course unless otherwise required by the NCDOT.
Existing unpaved drives, roadways, etc., shall be stabilized where directed after backfilling by use of
crushed stone. All grassed shoulders of NCDOT Roadways, shall be repaired and re -grassed in
accordance with NCDOT requirements, and Section 02930, Establishing Vegetation.
WATER SERVICES:
A. Water services shall be installed where directed by the Engineer in accordance with the detail on the
plans. All connections shall be made by wet taps. Each service to be installed shall be shown on the
construction drawings and then on the record drawing, as installed. There shall be one (1) tap for
each service and the tap shall made perpendicular to the main and shall run straight to the meter,
unless approved by the County in advance.
B. Corporation stop shall be made with AWWA inlet threads. Provide saddles with PVC pipe and
ductile iron pipe, unless otherwise approved by the County in advance. Corporations shall be ball
type, made of brass and complete with compression connections with set screw for use with
polyethylene pipe or flared coupling and AWWA Standard threads as per AWWA C800. Taps shall be
located at 10:00 or 2:00 o'clock on the circumference of the pipe. Service taps shall be staggered
from one side of the water main to the other and at least eighteen (18) inches apart. The taps must be
a minimum of twenty-four (24) inches apart if they are on the same side of the pipe.
No burned taps will be allowed and each corporation stop will be wrapped with Teflon tape for ductile
iron pipe water mains. No taps are allowed on a fire hydrant leg. No tapping shall be made where
rodding is placed.
C. Service saddles shall be bronze body (85-5-5 waterworks brass) and double strap for taps over one
(1) inch with silicon bronze nuts conforming to ASTM A98 and factory installed grade 60 rubber
gaskets.
D. Service pipe shall be polyethylene plastic pipe (CTS) SDR-PR, conforming to ASTM D-2239, as
applicable to PE 3408, Class 200 psi, NSF approved.
E. Meters two (2) inches and larger shall be of the compound type with magnetic driven and bronze
body conforming to AWWA Standard C701, latest revision and shall be ASS Combination Meter or
approved equal, by the County in advance, with encoder and pit pad installed, all to be provided to the
County by the Owner or the Owner's Contracilor.
F. Three-quarter (3/4) inch and one (1) inch meter boxes shall be Ford or approved equal cast iron
type, with locking cover and cast iron self closing meter lid. All meter boxes and vaults shall be
located at the edge of the serviced lot's right-pf-way or easement, unless otherwise approved by
the County in advance. Water meter boxes shall not be placed in streets, driveways, sidewalks,
parking areas, or obstructed by fencing or buildings. The County reserves the right to remove, or
have removed, fencing, buildings or other obstructions after proper notification has been issued to
5/19/03 WATER DISTRIBUTION SYSTEM 02660-8

the proper owner asking them to do the same.
Meter vaults for two (2) inch and three (3) inch meters shall be constructed of fiberglass according to
the Details. Meter vaults for meters four (4) inch and larger shall be pre -cast concrete according to the
Detaiis. Aii meter vauits and access doors within the road rights -of -way shall meet HS-20 loading
requirements and shall be aluminum (4" meters and larger) with a flush drop lift handle, stainless steel
hinges and bolts, a stainless steel slam lock, an automatic hold open arm, and compression springs to
allow for easy opening. To ensure positive drainage, the vault shall be tied into the existing storm
drainage system, if available. If positive drainage is unobtainable, a sump pump shall be located and
operated in the vault. The associated electrical service shall be provided by the Owner or the Owner's
Contractor according to County specifications.
H. Service taps to existing water lines shall be made by the County or by a North Carolina licensed utility
contractor. Service taps to new water lines shall be made by the Contractor in accordance with the
specifications.
I. Service taps larger than two (2) inches shall be made by a North Carolina licensed utility contractor.
A strainer shall be provided upstream of the meter for meters two (2) inches and larger.
J. An accessible shutoff valve shall be provided on the customer's side of the service ahead of the first
outlet or branch connection to the service or distribution pipe of each dwelling, dwelling unit and
buildings other than dwellings and dwelling units. When such shutoff valve is located in the service
line outside the building, it shall be located and accessible in a manufactured, approved valve box
with a readily removable access cover that extends to grade level. When drain valves are provided for
the distribution lines or other portion of the water supply system, such drains shall be above grade or
otherwise located to prevent the possibility of backflow into the piping system after the system has
been drained. (NC Carolina Building Code, Plumbing, Section 610.1, 1994)
K. Water pressure reducing valves or regulators shall be used where water pressure within a building
exceeds eighty (80) psi static, an approved water pressure regulator conforming to ASSE 1003 with
strainer shall be installed to reduce pressure in the building water distribution piping system to eighty
(80) psi static or less, whichever is consistent with good engineering practice. (NC Building Code,
Plumbing, Section 607.9.1, 1994). All pressure reducing valves and regulators shall be placed on the
customer's side of the water service (downstream from the meter) and shall be operated and
maintained by the customer at his or her expense. The County reserves the right to permanently
remove any existing pressure reducing regulator, located on the utility side of the water service, at the
time of its failure.
23, IRRIGATION SYSTEMS:
If an irrigation service is being installed simultaneously with the installation of a potable water service,
both of which will serve the same single-family, residential property, a two (2) inch tap can be used. Two
(2) inch polyethylene pipe (CTS) shall be installed from the tap to a point located adjacent to the back of
the right-of-way or easement. At this point a tee shall be placed in the line reducing the lines to one (1)
inch minimum. The two (2) lines shall then be run to the appropriate metering facilities for termination (see
Details). All irrigation systems shall be provided with privately maintained reduced pressure principle
backflow prevention assemblies (RP) installed in accordance with the NC Plumbing Code and the USC-
FCCCHR. Reduced pressure principle backflow assemblies shall be installed above ground in an
insulated box.
24. SACKFLOW PREVENTION:
All assemblies used to prevent backfiow into the County's public water supply system shall be USC-
approved (University of Southern California Foundation of Cross -Connection Control and Hydraulic
Research or USC-FCCCHR). All irrigation, commercial, institutional, and industrial facilities shall be
required to install an USC-approved backflow prevention assembly in accordance with the County's
5/19/03 WATER DISTRIBUTION SYSTEM 02660-9

Cross -Connection and Backflow Protection Policy (AP-98002, latest version). All backfiow prevention
assemblies shall be placed on the customer's side of the water service just behind the right-of-way or
easement and shall be installed above ground in an insulated box. These assemblies shall be operated
and maintained by the customer at his or her expense. All backflow prevention assemblies shall be tested
in accordance wiih the County's Cross -Connection and Backfiow Protection Policy (AP-98002, latest
version) with all test results being submitted to the County.
TESTING:
After pipe has been laid and all connections jointed, the system shall be pressure tested for leakage. Any
discrepancy in the system which does not conform to the specifications shall be remedied in an approved
way and retested until the system is acceptable. Care shall be taken in tightening of joints insofar that no
parts of the system are damaged. Any damage occurring shall be remedied by replacing the damaged
part with an approved new part. Test shall be made in sections from valve to valve unless otherwise
approved by the Engineer. All testing shall be performed only during the presence of County staff or
authorized representative(s) thereof. Any testing performance without County staff, or authorized
representative, being present shall be considered a failed test and shall be re -tested.
A. Hydrostatic Testing on water mains prior to installation of services shall be successfully completed by
the Contractor as described below:
(1) Each section of pipe line shall be subjected to and successfully meet a pressure of
one -hundred -fifty (150) psi (minimum).
"51 The line shall be slowly filled with water and all air expelled through air valves or other
suitable means.
(3) A suitable test pump shall be connected to the line by means of a tap in the line, or by other
suitable and approved means, and the proper test pressure slowly applied to the line.
(4) A minimum line pressure of one-hundred-flfty (150) psi shall be maintained for a minimum of four
(4) consecutive hours. During this testing period there shall be no loss of pressure.
(5) If pressure loss is realized, the test is failed and the Contractor shall locate and repair all leaks
and reschedule testing.
(6) All leaks shall be repaired and testing procedures described in this section shall be accepted by
the County before proceeding with the allowable leakage test described above.
B. Polyethylene (PE) Pig e shall be tested separately from valve to valve. The test procedure consists of
initial expansion, and test phases. During the initial expansion phase, the test section is pressurized
to the test pressure, and enough make-up liquid is added each hour for three (3) hours to return to
test pressure. The test phase follows immediately, and may be one (1), two (2), or three (3) hours. At
the end of the test time, the test section is returned to test pressure by adding a measured amount of
liquid. If the amount of make-up liquid added does not exceed Table I values below, leakage is not
indicated.
Table 1: Test Phase Make Up Amount
Nominal Make -Up Water Allowance
PE Size (U.S. Gallons/100 Ft. of'Pipe)
(Inches)
-Hour Test -Hour Test -Hour Test
1-1/4 0.06 0.10 0.16
1-1/2 0.07 0.10 0.17
2 0.07 0.11 0.19
5/19/03 WATER DISTRIBUTION SYSTEM 02660-10

-Hour Test
-Hour Test
-Hour Test
0.10
0.15
0.25
4
0.130.25
0.40
5
0.1109
0.38
0.58
5-3/8
0.21
0.41
0.62
6
0.3
0.6
0.9
7-1/8
0.4
0.7
1.0
8
0.5
1.0
1.5
10
0.8
1.3
2.1
12
1.1
2.3
3.4
13-3/8
1.2
2.5
3.7
14
1.4
2.8
4.2
16
1.7
3.3
5.0
18
2.2
4.3
6.5
20
2.8
5.5
8.0
22
3.5
7.0
10.5
24
4.5
8.9
13.3
26
5.0
10.0
15.0
28
5.5
11.1
16.8
30
6.3
12.7
19.2
32
7.0
14.3
21.5
6.0
16.2
24.3
36
9.0
18.0
27.0
42
12.0
23.1
35.3
48
15.0
27.0
43.0
54
18.5
31.4
51.7
C. PVC Pine (OPTIONAL):
(1) General: To prevent pipe movement, sufficient backfill shall be placed prior to filling the pipe with
water and field testing. When local conditions require that the trenches be backfilled immediately
after the pipe has been laid, the testing may be carried out after backfilling has been completed
but before placement of the permanent surfacing. The Contractor shall ensure that thrust
blocking or other types of restraining systems will provide adequate restraint prior to pressurizing
the pipeline.
(2) Cross -connection control: When existing water mains are used to supply test water, they should
be protected from backflow contamination by temporarily installing a double check -valve
assembly between the test and supply main or by other means approved by the Engineer. Prior
to pressure and leakage testing, the temporary backfiow protection should be removed and the
main under test isolated from the supply main.
(3) Procedure: The following procedure is based on the assumption that the pressure and leakage
tests will be performed at the same time. Separate tests may be made is desired. If separate
tests are made, the pressure test shall be performed first. Tests shall be performed only after the
pipeline has been properly filled, flushed, and purged of all air. The specified test pressure shall
be applied by means of an approved pumping assembly connected to the pipe in a manner
satisfactory to the Engineer. The test pressure shall not exceed pipe or thrust -restraint design
pressures. If necessary, the test pressure shall be maintained by additional pumping for the
specified time during which the system and all exposed pipe, fittings, valves, and hydrants shall
be carefully examined for leakage. All visible leaks shall be stopped. All defective elements shall
5/19/03 WATER DISTRIBUTION SYSTEM 02660-11

be repaired or removed and replaced and the test repeated until the allowable leakage
requirements have been met.
(4) Test Method: The Contractor may perform simultaneous pressure and leakage tests or perform
separate pressure and leakage tests on the installed system at test durations and pressures
specified in Table 2. Tests shall be witnessed by the Engineer, or an authorized representative
thereof, and the County and the equipment used for the test shall be subject to the approval of the
Engineer and/or the County.
(5) Allowable Leakage: The Contractor shall furnish the gauges and measuring device for the
leakage test, pump, pipe, connections, and all other necessary apparatus, unless otherwise
specified, and shall furnish the necessary assistance to conduct the test. The duration of each
leakage test shall be two (2) hours, unless otherwise specified. During the test, the pipeline shall
be subjected to the pressure listed in Table 1 below. Leakage shall be defined as the quantity of
water that must be supplied into the pipe section being tested to maintain a pressure within five
(5) PSI of the specified leakage -test pressure after the pipe has been filled with water and the air
in the pipeline has been expelled. No installation will be accepted if the leakage is greater than
that determined by the formula:
L = NDYP
7,400
Where:
L = allowable leakage, in gallons per hour
N = number of joints in the length of pipeline tested
D = nominal diameter of the pipe, in inches
P = average test pressure during the leakage test, in pounds per square inch
(gauge)
Procedure
Simultaneous Pressure
and Leakage Tests
Separate Pressure Test
Table 1-B System Test Methods
Pressure
Duration of Test,
150% of working pressure* at point of test, but not less
than 125% of normal working pressure at highest
elevation.**
150% of working pressure* at point of test, but not less
than 125% of normal working pressure at highest
elevation.**
Test 150% of
of segment tested.**
N
2
*Working pressure is defined as maximum anticipated sustained operating pressure.
**In no case shall the test pressure be allowed to exceed the design pressure for pipe, appurtenances, or
thrust restraints.
All pressure and leakage tests shall be witnessed by the County or an authorized representative for
approval. If the County is not notified of these• proceedings, the County reserves the right to require
additional testing, at the Owner/Developer's expense.
D. Ductile Iron Pipe (OPTIONAU
5/1 S/03 WATER DISTRIBUTION SYSTEM 02660-12

(1) Flushing: Foreign material left in pipelines during installation often results in valve- or hydrant -
seat leakage during pressure tests. Every effort shall be made to keep lines clean during
installation. Thorough flushing is recommended prior to a pressure test. Flushing should be
accomplished by partially opening or closing valves and hydrants several times under expected
line pressure, with now veiocities adequate to flush foreign material out of the valves and
hydrants.
WARNING: The testing methods described in this section are speck for water -pressure testing.
These procedures should not be applied for air pressure testing because of the serious safety
hazards involved.
(2) Test Restrictlons: Test pressure shall not be less than 1.25 times the working pressure at the
highest point along the test section. Test poessu re shall not exceed pipe or thrust -restraint design
pressures. The hydrostatic test shall be of at least a two (2) hour duration. Test pressure shall
not vary by more than plus or minus five (5)PSI for the duration of the test.
Valves shall not be operated in either direction at a directional pressure exceeding the rated valve
working pressure. Use of a test pressure greater than the rated valve pressure can result in
trapped test pressure between the gates of a double -disc gate valve. For tests at these
pressures, the test setup should include a provision, independent of the valve, to reduce the line
pressure to the rated valve pressure on completion of the test. The valve can then be opened
enough to equalize the trapped pressure with the line pressure, or fully opened if desired.
The test pressure shall not exceed the rated pressure of the valves when the pressure boundary
of the test section includes closed, resilient -seated gate valves or butterfly valves.
(3) Pressurization: After the pipe has been laid, all newly laid pipe or any valved section thereof
shall be subjected to a hydrostatic pressure of at least 1.5 times the working pressure at the point
of testing. Each valved section of pipe shall be slowly filled with water, and the specified test
pressure (based on the elevation of the lowest point of the line or section under test and corrected
to the elevation of the test gauge) shall be applied by means of a pump connected to the pipe.
Valves shall not be operated in either the opening or closing direction at differential pressures
above the rated pressure. It is good practiire to allow the system to stabilize at the test pressure
before conducting the leakage test.
(4) Air Removal: Before applying the specified test pressure, air shall be expelled completely from
the section of piping under test. If permanent air vents are not located at all high points,
corporation cocks shall be installed at such high points so that air can be expelled as the line is
filled with water. After all the air has been expelled, the corporation cocks shall be closed and the
test pressure applied. At the conclusion of the pressure test, the corporation cocks shall be
removed and plugged or left in place as required by the specifications.
(5) Examination: All exposed pipe, fittings, valves, hydrants, and joints shall be examined carefully
during the test. Any damage or defective pipe, fittings, valves, hydrants, or joints that are
discovered following the pressure test shall be repaired or replaced with sound material, and the
test shall be repeated until satisfactory results are obtained.
(6) Leakage Defined: Leakage shall be defimed as the quantity of water that must be supplied into
the newly laid pipe or any valved section thereof to maintain pressure within five (5) psi for the.
specified test pressure after the pipe has: been filled with water and the air has been expelled.
Leakage shall not be measured by a drop in pressure in a test section over a period of time.
(7) Allowable Leakage: No pipe installation will be accepted if the leakage is greater than that
determined by the following formula:
5/19103 WATER DISTRIBUTION SYSTEM 02660-13

L =. SDI
133,200
Where:
L = allowable leakage, in gallons per hour
S = length of pipe tested, in feet
D = nominal diameter of the -pipe, in inches
P = average test pressure during the leakage test, in pounds per square inch
(gauge)
28. DISINFECTION:
After pipes are laid and tested, all water piping shall be disinfected in accordance with AWWA Standard
C651, continuous -feed method, as modified hereinafter. The entire system shall be flushed thoroughly to
remove all algae, deposits, and other foreign substances, and the system shall deliver clear water at all
outlets. The water lines shall be tapped on top at the far end and air cock installed of sufficient size to
release any air that may be entrapped in the line when filled. The valve at the end of the line should then
be closed and the valve between the new pipeline and the supply opened slightly to allow water to enter
the new pipe slowly. Chlorine is then applied under pressure by ejector pump or equal to the water
entering the pipeline through the tap located in the pipe at the influent valve in a concentration that will
give an overall chlorine residual to the water of at least one -hundred (100) ppm (parts per million or
milligrams per liter). The chart below shows the required quantity of seventy (70) percent HTH compound
to be contained in solution in each one -thousand (1000) foot section of line to produce the desired
concentration of one -hundred (100) ppm.
Pipe Size,
Pounds High Test Hypochlorite
Pipe Size,
Pounds High Test Hypochlorite
inches
(70%) per 1000 Feet of Main
inches
(70%) per 1000 Feet of Main
6
1.76
14
9.52
8
3.12
16
12.44
10
4.84
20
19.52
12
7.00
24
28.00
After the chlorine has been applied to the water, the pipeline is to be valved off and the chlorinated water
allowed to remain in the line for twenty-four (24) hours; at the end of this period, the chlorine residual
should be at least ten (10) ppm. The line should then be thoroughly flushed until there is only a normal
chlorine residual present, as determined by the orthotolidine test. Several samples of water should be
collected from various points along the line and forwarded to an approved laboratory for bacteriological
analysis. Testing laboratory shall send all original lab results directly to Brunswick County. If satisfactory
results are obtained, the line or lines may then be placed in service. All water for flushing, testing, and
disinfecting shall be fumished by the Contractor from approved sources, such as existing public systems.
27. REPAIR OF WATER MAINS:
A. Joint Leaks of Ductile Iron Pipe and PVC pipe shall be repaired by use a bell joint leak repair clamp as
manufactured by Rockwell, or other approved equal.
B. Line Breaks or Punctures shall be repaired by a full circle repair clamp as manufactured by Rockwell,
Mueller, or other approved material.
C. Line Splits or Blow Outs shall be repaired by repl4cing the damaged section with ductile iron pipe with
a cast iron coupling at each end. The following c9st pipe couplings shall be used for each pipe
material indicated:
(1) Asbestos -Cement (AC) - Pipe -Rockwell 441 Last coupling or other approved equal.
(2) Ductile Iron Pipe (DIP) - Pipe -Rockwell 431 cast coupling or other approved equal.
5/19103 WATER DISTRIBUTION SYSTEM 02660-14

(3) PVC (Polyvinyl Chloride) Pipe - Rockwell 411 cast coupling or other approved equal.
A.C. Pipe to PVC or Ductile Iron Pipe use a cast pipe coupling with different end diameters sized
tipreifically for the pipe materials and pipe outside diameter at each end.
D. Service Line Repairs:
(1) A water service line severed between the water main and the water meter shall be repaired using
new CTS polyethylene piping (SDR 9.0) and bronze or brass compression fittings.
(2) A corporation stop pulled out of a PVC pipe water main shall have a new service saddle and a
new corporation stop installed on the water main.
(3) A corporation stop pulled out of a ductile iron pipe shall have a full circle repair clamp placed over
the old tap hole. A new tap shall be made and' a new corporation stop installed on the water main.
END OF SECTION 02660
5/19/03 WATER DISTRIBUTION SYSTEM 02660-15

INDEX TO
SECT!06'`. 026S7 = WATER 'DI.STRIBUTION S Y STE5.0
Paragraph Title
PART 1 - GENERAL
1.1
Section Includes
1.2
Related Sections
1.3
Options
1.4
References
1.5
Quality Assurance
1.6
Requirements of Regulatory Agencies
Product Delivery, Storage & Handling
1.8
Sequencing, Scheduling
1.9
Alternatives
1.10
Guarantee
1.11
Existing Utilities
1.12
Connect New Main to Existing System
1.13
Damage to Existing Water System
1..14
Measurement and Payment
1.15
Testing
PART 2 - PRODUCTS
Page
02667-1
02667-1
02667-1
02667-1
02667-3
02667-4
02667-4
02667-4
02667-4
02667-4
02667-4
02667-5
02667-5
02667-5
02667-6
2.1
Pipe
02667-7
2.2
Joints
02667-8
2.3
Fittings
02667-8
2.4
Gate Valves
02667-8
2.5
Fire Hydrants
02667-9
2.6
Service Connections
02667-10
2.7
Tapping Sleeves/Crosses
02667-11
2.8
Curb Stops
02667-11
2.9
Metal Detector Tape
02667-11
2.10
Product Review
02667-12
PART 3 - EXECUTION
3.1
On -Site Observation
02667-12
3.2
Installation
02667-12
3.3
Connections of Water Mains
02667-15
3.4
Disinfection
02667-15
3.5
Acceptance of Portions of the Work
02667-15
3.6
Grassing
02667-16
3.7
Separation Between Water and Sanitary Sewer
02667-16
3.8
Remove and Replace Pavement
02667-17

SECTION 02667
W ATErR DISTRIBUTION SYSTEM
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Piping
B. Valves
C. Fittings
D. Connect to Existing System
E. All necessary appurtenances to convey potable water from the existing system to
the location shown on the plans.
1.2 RELATED SECTIONS
A. Section 02110 - Site Clearing
B. Section 02204 - Earthwork
C. Section 02902 — Grassing
D. Section 0226OBC — Brunswick County Water Distribution System Specifications
1.3 OPTIONS
A. The bid form and specifications describe several pipe materials. The Owner will
select the one to be used. Whore manufacturers of material or equipment are
named in the specifications, the Contractor may use Equipment or materials of
other manufacturers provided they are reviewed and accepted by the Engineer
as meeting the specifications prior to ordering such equipment or materials.
1.4 REFERENCES
A. ASTM D 3740-94a - Minimum Requirements for Agencies Engaged in the
Testing and/or Inspection of Soil and Rock as Used in Engineering Design and
Construction.
B. ASTM E 329-93b - Agencies Engaged in the Testing and/or Inspection of
Materials Used in Construction.
C. ANSI/AWWA C 153/A-21.53-94 - Ductile Iron Compact Fittings, 3 in. through 2.4
in. and 54 in. through 64 in., for Water Service.
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D. ANSI/AWWA C 110/A21.10-93 - Ductile Iron and Gray Iron Fittings, 3 in. through
44101 . for YAUater and Other Liquids.
E. ANSVAWWA C 150/A-21.50-96 - Thickness Design of Ductile Iron Pipe.
F. ANSI/AWWA C 151/A-21.51-91 - Ductile Iron Pipe, Centrifugally Cast, for Water
or other liquids.
G. ANSI/AWWA C 104/A-21.4-95 - Cement -Mortar Lining for Ductile Iron Pipe and
Fittings for Water.
H. ASTM D 1784-92 - Rigid Poly (Vinyl Chloride) (PVC) Compounds and
Chlorinated Poly (Vinyl Chloride)(CPVC) Compounds.
I. ASTM D 2241-94 - Poly (Vinyl Chloride) (PVC) Pressure -Rated Pipe (SDR -
Series).
J. ANSI/AWWA C 901-96 - Polyethylene Pressure Pipe and Tubing, 1h in. through 3
in., for Water Service.
ASTM D 2737-93 - Polyethylene (PE) Plastic Tubing.
L. ANSVAWWA C 115/A21.15-94 - Flanged Ductile Iron Pipe with Ductile Iron or
Gray Iron Threaded Flanges.
M. ANSI/AWWA C 111/A21.11-95 - Rubber Gasket Joints for Ductile Iron Pressure
Pipe and Fittings.
N. ASTM D 3139-95 - Joints for Plastic Pressure Pipes Using Flexible Elastomeric
Seals.
O. ANSI/AWWA C 900-89 - Polyvinyl Chloride (PVC) Pressure Pipe, 4 in through 12
in., for Water Distribution.
P. ANSI/AWWA C 500-93 - Metal -Seated Gate Valves for Water Supply Service.
Q. ANSVAWWA C 509-94 - Resilient, -Seated Gate Valves for Water Supply Service.
R. ANSI/AWWA C 502-94 - Dry -Barrel Fire Hydrants.
S. ANSI/AWWA C 800-84 - Underground Service Line Valves and Fittings.
T. ANSVAWWA C 600-93 - Installation of Ductile iron Water Mains and Their
Appurtenances.
U. ANSI/AWWA C 605-94 - Underground Installation of Polyvinyl Chloride (PVC)
Pressure Pipe and Fittings for Water.
V. ASTM D 2774-94 - Underground Installation of Thermoplastic Pressure Piping.
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W. UNI-Bell UNI-B-3 - Recommended Standard for the Installation of Polyvinyl
Chloride (PVC) Pressure Pipe.
X. ASTM D 1556-90 - Density and Unit Weight of Soil In Place By The Sand -Cone
Method.
Y. ASTM D 2922-91 - Density Of Soil and Soil Aggregate In Place By Nuclear
Methods (Shallow Depth).
Z. ASTM D 2321-89 - Underground Installation of Thermoplastic Pipe for Sewers
and Other Gravity -Flow Applications.
AA. ANSI/AWWA C 651-92 - Disinfecting Water Mains.
BB. ASTM D 1557-91 - Laboratory Compaction Characteristics of Soil Using Modified
Effort.
CC. ASTM D 2672-95 - Joints for IPS PVC Pipe Using Solvent Cement.
DD. ANSI B-18.2.2 - Square and Hex Bolts and Screws.
EE. ANSI B-18.2.2 - Square and Hex Nuts.
1.5 QUALITY ASSURANCE
A. Materials - The Contractor will furnish the Engineer and Owner a description of all
material before ordering. The Engineer will review the Contractors submittals
and provide in writing an acceptance or rejection of material.
B. Manufacturer - Material and equipment shall be the standard products of a
manufacturer who has manufactured them for a minimum of 2 years and who
provides published data on the quality and performance of the products.
C. Subcontractor - A subcontractor for any part of the work must have experience on
similar work and if required, furnish the Engineer with a list of projects and the
Owners.or Engineers who are familiar with his competence.
D. Design - Devices, equipment, structures, and systems not designed by the
Engineer that the Contractor wishes to furnish shall be designed by either a
registered professional engineer or by someone the Engineer accepts as
qualified. If required, complete design calculations and assumptions shall be
furnished to the Engineer or Owner before acceptance.
E. Testing Agencies - Soil testing shall be done by a testing laboratory which
operates in accordance with ASTM D 3740 and E 329 latest revision and be
acceptable to the Engineer prior to engagement. Mill certificates of tests on
materials made by the manufacturers will be accepted provided the manufacturer
maintains an adequate testing laboratory, makes regularly scheduled tests that
are spot checked by an outside (laboratory, and furnishes satisfactory certificates
with the name of the one making the test.
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F. Hydrostatic tests on pipe shall be made by the Contractor with equipment
qualified by the Engineer. The Eingineer or his representative reserves the right
to accept or reject testing equipment. Hydres;2,tic ioSiiriy Shall beVcyYl�a�iC;l(et5 In
the presence of the Engineer or his representative and a representative of the
Brunswick County Engineering Department.
C. Perform work in accordance with Brunswick County Specifications.
1.6 REQUIREMENTS OF REGULATORY AGENCIES
A. Water mains shall be sterilized to meet the requirements of the appropriate
Health Department. Sterilization shall be in accordance with AWWA Standards
C-651, latest revision.
1.7 PRODUCT DELIVERY, STORAGE & HANDLING
A. Material shall be unloaded in'a manner that will avoid damage and shall be stored
where it will be protected and will not be hazardous to traffic. The Contractor
shall repair any damage caused by the storage. Material shall be examined
before installation and neither damaged nor deteriorated material shall be used in
the work.
1.8 SEQUENCING AND SCHEDULING
A. The Contractor shall arrange his work so that sections of mains between valves
are tested, sterilized, pavement replaced, and the section placed in service as
soon as reasonable after it is placed.
1.9 ALTERNATIVES
A. The intention of these specificatigns is to produce the best system for the Owner.
If the Contractor suggests that allternative material, equipment or procedures will
improve the results at no additional cost, the Engineer and the Owner will
examine the suggestion and if it is accepted, it may be used. The basis upon
which acceptance of an altemativie will be given is its value to the Owner, and not
for the convenience of the Contractor.
1.10 GUARANTEE
A. The Contractor shall guarantee the quality of the materials, equipment, and
workmanship for a period of 12 months after acceptance. Defects discovered
during that period shall be repaired by the Contractor at no cost to the Owner.
1.11 EXISTING UTILITIES
A. All known utility facilities are shown schematically on plans, and are not
necessarily accurate in location *s to plan or elevation. Utilities such as service
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or unknown facilities not shown on plans will not relieve the Contractor of his
responsibility under this requirement. "Existing Utilities Facilities" means any
utility that or;sw c^ the project in r3 original, relocated, or newly installed position.
The Contractor will be held responsible for the cost of repairs to damaged
underground facilities; even when such facilities are not shown on the plans. The
Contractor shall contact all utility companies prior to beginning work and request
an accurate field location of their respective utility lines.
1.12 CONNECT NEW MAIN TO (EXISTING SYSTEM
A. The Contractor shall furnish the necessary pipe and perform all excavation,
dewatering, shoring, backfilling, etc., necessary to make the connection of a new
main to the existing water system. The Contractor shall contact the
Superintendent of the Water Utility a minimum of 48 hours in advance of
construction. The Contractor shall be responsible for coordinating his
construction with the utility operator.
1.13 DAMAGE TO EXISTING WATER SYSTEM
A. Damage to any part of the existing water system by the Contractor or
Subcontractors, that is repaired by the Utility Owner's forces, shall be charged to
the Contractor on the basis of time and material, plus 30% for overhead and
administration.
1.14 MEASUREMENT AND PAYMENT
A. Measurement - The length of mains, and branch lines to be paid for will be
determined by measurement along the centerline of the various sizes and types
of pipe actually furnished and installed, from the center of fitting, and from the
center of the main to the end of the branch connection. No deduction will be
made for the space occupied by valves and fittings.
B. Payment -
1. Pipe - Payment for pipe will be made at the applicable unit price per lineal
foot for the various types and sizes of pipe which are actually placed, as
shown on the plans, or as directed by the Engineer. Excavation,
installation, backfill, compitction, testing, metal detector tape, tracing wire,
and all other incidentals to installation of the mains shall be considered as
subsidiary obligations of the Contractor for the completion of the line in
place.
2. Fittings - Fittings for iron and plastic pipe in the distribution system will be
paid for on the basis of the unit price per item of ductile iron fittings
(Excluding Accessories)
3. Valves - Valves in the distribution system will be paid for at the contract
unit price for each size. Payment will include furnishing and installing the
valve, valve boxes or manholes.
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4. Fire Hydrants - Payment for new fire hydrants will be made at the contract
unit price fc. fire hydrants, Payment will i� �d:iude ►he cost of furnishing,
installing and connecting the hydrant, gravel sump, restrained joints, gate
valve, valve box and backfilling.
5. Cleaning and Disinfecting - No separate payment will be made for
cleaning and disinfecting. Cleaning and disinfecting piping in the
distribution system will be included in the lump sum and unit prices for the
appropriate items.
6. House Service Connections - Payment for House Service Connections
will be made at the contract unit price. Payment will include the cost of
furnishing and installing the tapping saddle, corporation stop, curb stop
and marking stake at the property line. The service pipe and meter box
will be paid for at the contract unit price for the service connection.
7. Grassing - There will be no separate measurement or payment. Grassing
shall be considered as a subsidiary obligation of the Contractor in the
restoration of disturbed areas.
8. Metal Detector Tape - No separate payment will be made for tape. The
cost of furnishing and placing metal detector tape shall be included in the
contract unit price for installing pipe.
9. Connections to Existing Mains - Payment for connections of the new
mains with existing mains ;will be made at the contract unit price for each
type connection and will h1clude all labor and materials required to locate,
excavate, cut, connect and backfill in an approved and workmanlike
manner.
10. Tapping Sleeves and Crosses - Payment will be made at the contract unit
price. Payment will includo all labor, materials, and equipment necessary
to locate, excavate, fumiSh and install the sleeve or cross, valve, valve
boxes or manholes, tap the existing main, backfilling and compaction.
11. Remove and Replace Existing Pavement - Payment will be made on a
square yard basis, and constructed in accordance with the detail shown.
12. Flush Valves - Payment for flush valves will be made at the contract unit
price. Payment will include furnishing and installing the 2" ball valve, 2"
riser pipe and cap, valve or meter box and the concrete collar.
13. Tracing Wire - No separate payment will be made for wire. The cost of
furnishing and placing location wire shall be included in the contract unit
price for installing pipe.
14. Restrained Joints - No separate payment will be made for restrained
joints. The cost of furnishing and placing joint restraints shall be included
in the contract unit price for installing pipe.
1.15 TESTING
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A. Laboratory tests for moisture density relationship for fill materials shall be in
ac.rdance .with ASTM D 1557, (Mcdifiow Prcctor).
B. In place density tests in accordance with ASTM D 1556 or ASTM D 2922.
C. Testing laboratory shall be licensod to perform such tests in North Carolina and
shall operate in accordance to ASfiM D 3740 and E 329 and shall be accepted by
the Engineer.
D. The testing laboratory and Project Engineer/Project Representative shall be given
a minimum of 48 hours notice prior to taking any of the tests.
E. Testing shall be the responsibility of the Contractor and shall be performed at the
Contractors expense by a commercial testing laboratory that operates in
accordance with subparagraph C above.
F. Test results shall be furnished to the Engineer.
PART 2 - PRODUCTS
Products and materials used in the work shall conform to Brunswick County standards and to
the following:
2.1 PIPE
A. Ductile Iron Pipe - Shall conform to ANSI A-21.50 (AWWA C-150) and ANSI A-
21.51 (AWWA C-151). All pipe shall be Pressure Class 350 unless otherwise
noted. It shall be cement lined in accordance with ANSI A-21.4 (AWWA C-104).
B. P.V.C. - Pipe 4-inches through 12-inches shall conform to all requirements of the
AWWA C-900 DR14 for P.V.C. pipe, pressure rating of 200 p.s.i. and shall have
the following minimum wall thickness:
4"
.343 inches
6"
.493 inches
8"
.646 inches
10"
.793 inches
12"
.943 inches
Certificates of conformance with the foregoing specifications shall be furnished
with each lot of pipe supplied. All P.V.C. pipe shall bear the National Sanitation
Foundation Seal of Approval.
C. Plastic Tubing - Tubing for house -service lines shall be:
Polyethylene Tubing: CTS PE 3408 conforming to all requirements of AWWA C-
901 and ASTM D-2737 (SDR9). The tubing shall be copper tubing size and rated
for a minimum working pressure of 200 PSI. Marking on the tubing shall include:
nominal tubing pipe size; type of tubing material - PE 3408; SDR 9; pressure
Page 7 of 17
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rating - 200 psi; ASTM D-2737; manufacturer's name and seal of the National
Sanitation Foundation.
2.2 JOINTS
A. Flanged Joints - Shall conform to ANSI A-21.15 (AWWA C-115). Bolts shall
conform to ANSI B-18.2.1 and nuts shall conform to ANSI B-18.2.2. Gaskets
shall be rubber, either ring or full face, and shall be 1/8 inch thick. Gaskets shall
conform to the dimensions recommended by AWWA C-115 latest revision.
B. Mechanical Joints -In ductile iron .pipe shall conform to ANSI A-21.11 (AWWA G-
ill).
C. Push -On -Joints - In ductile iron pipes shall conform to ANSI A-21.11 (AWWA C-
111).
D. Plastic Pipe - Joints in plastic pipe 4-inches and larger shall meet all requirements
of AWWA C-900. Joints in plastic pipe with a diameter less than 4-inches shall
conform to ASTM D-3139.
E. Restrained Joints - Restrained joints for pipe, valves and fittings shall be
mechanical joints with ductile iron retainer glands equivalent to "Megalug" or
push -on type joints equivalent to "Lok-Ring," "TR Flex," or "Super Lock" and shall
have a minimum rated working pressure of 250 psi. The joints shall be in
accordance with the applicable portions of AWWA C-111. The manufacturer of
the joints shall furnish certification, witnessed by an independent laboratory, that
the joints furnished have been tosted at a pressure of 500 psi without signs of
leakage or failure, Restrained joints shall be capable of being deflected after
assembly.
2.3 FITTINGS
A. Fittings for Ductile Iron or Plastic Pipe - Shall be ductile iron, manufactured in
accordance with ANSI A-21.53 (AWWA C-153). They shall be cement lined in
accordance with ANSI A-21.4 (AWWA C-104). Fittings shall be designed to
accommodate the type of pipe used.
B. Fittings for Flanged Pipe - Shall be manufactured in accordance with ANSI A-
21.10 (AWWA C-110), Class 1.25 flanges.
C. Fittings for Plastic Pipe - Less than 4" shall be PVC with ring tite rubber joints
conforming to ASTM D-3139 or solvent weld joints conforming to ASTM D-2672.
2.4 GATE VALVES
A. Two (2) Inches and Larger Valves - Shall be cast iron or Ductile iron body, bronze
mounted, double disc or resilient wedge design, with non -rising stems,
conforming to AWWA C-500 or C-509. They shall have ends to match the pipe to
which they are attached. Attachment to plastic pipe shall be made by special
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adapters. Valves shall have a working pressure of 200 psi and be tested at 400
psi.
Valves shall be furnished with "O ring packing. Two (2) "O" ring shall be located
above the thrust collar and one (1) "O" ring below. The thrust collar shall be
permanently lubricated and have an anti -friction washer on top of the thrust collar.
Valves installed in pits or above ground shall be furnished with hand wheels.
Buried valves shall be furnished Wlith square operating nuts.
B. Smaller Than Two (2) Inches - Shall be all brass, ball valve type. The pressure
rating shall be 175 p.s.i.
C. Valve Boxes - Underground valves shall be installed in approved valve boxes.
The valve boxes shall have a suitable base that does not damage the pipe, and
shaft extension sections to cover and protect the valve and permit easy access
and operation. The cover shall, be cast iron. The box and any extensions
needed shall be cast iron having .a crushing strength of 1,500 pounds per linear
foot. Valve boxes shall conform to the detail shown.
D. Valve Manholes - Manholes shall be constructed of new whole brick of good
quality laid in mortar made of 1 .part portiand cement and 2 parts clean sharp
sand. Every brick or block shall! be carefully and fully bedded in mortar. The
outside shall be completely plastered with 1/2 inch of 1:2 mortar. Approved
precast concrete manholes may be substituted for brick manholes.
E. Flush valves - Shall conform to the details shown.
2.5 FIRE HYDRANTS
A. General - Hydrants shall be manufacturer's current model design and
construction. All units to be complete including joint assemblies. Physical
characteristics and compositiorhs of various metal used in the hydrant
components shall meet the requirements as specified in AWWA C-502 latest
revision. Hydrants shall be suitable for working pressure of 150 p.s.i. (Hydrants
shall be as specified In Brunswick County Water Distribution System Specification Section
0226"C).
B. Bonnet - Bonnet may have oil filled or dry reservoir. If oil filled, bonnet must have
"O" ring packing so that all operatng parts are enclosed in a sealed oil bath. Oil
filler plug shall be provided in bonnet to permit checking of oil level and adding oil
when required. If dry type, hydrant top must have lubricating hole or nut for ease
of lubrication. All parts must be removed through top of hydrant without moving
entire barrel section from safety fil3nge.
C. Nozzles and Caps - The hydrant shall have two (2) 2 -1/2 inch connections and
one (1) 4-1/2" steamer connection, National standard threads. Nozzles shall be
bronze and have interlocking lugs to prevent blowout. Nozzle caps shall be
secured to fire hydrant with non -kinking type chain with chain loop on cap ends to
permit free turning of caps.
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D. Seat Ring - Seat ring shall be bronze.
E. Drain ValN•os and Openings _. Positi,;e operating drain valves shall be provided to
assure drainage of fire hydrant when the main valve is closed. Drain openings
shall have bronze bushings.
F. Main Valve - Valve shall be designed to close with the pressure and remain
closed. Valve shall be made from material that will resist rocks or other foreign
matter. Valve shall have a full 5-1/4-inch opening.
G. Barrel and Safety Flanges - Hydrants shall have a safety -type vertical barrel with
3-1/2 foot bury and be designed with safety flanges and/or bolts to protect the
barrel and stem from damage and to eliminate flooding when hydrant is struck.
Bury depth shall be cast on barrel of hydrant.
H. Operating Stop and Nut - Hydrant shall have a positive stop feature to permit
opening of hydrant without over travel of stem. Operating nut shall be bronze, 1-
1 /2", point to flat, pentagon.
I. Bolts and Nuts - Bolts, washers and nuts shall be corrosion resistant.
Inlet - Bottom inlet of hydrant shall be provided with mechanical joint connection
as specified and shall be 6-inch nominal diameter.
K. Direction of Opening - Hydrant shall be designed to close "right' or clockwise and
open 'left" or counter -clockwise.
L. Coatings - All inside and outside portions of hydrant shall be coated in
accordance with AWWA C-502. -the exterior portion of hydrant above ground
level shall be painted with two (2) coats of best grade zinc chromate primer paint
and with two (2) coats of approved hydrant enamel. Color shall be Factory Safety
Yellow unless otherwise designated by Owner.
M. Joint Assemblies - Complete joint assemblies consisting of gland, gasket, bolts,
and nut shall be furnished for mechanical joint inlets.
2.6 SERVICE CONNECTIONS
A. Taps in pipe larger than 3-inches: shall be made with a tapping machine. A
corporation stop shall be installed at the connection to the main. The corporation
stop shall be brass manufactured 'in conformance with AWWA C-800. Inlet and
outlet threads shall conform to AWWA C-800.
The key and body seating surfacos shall be accurately machined and fit to a
taper of 1-3/4-inches per foot. Tho stem and retaining nut shall be so designed
that failure from overtightening of the retaining nut results in thread stripping
rather than stem fracture. Corporation stops shall be 1-inch equivalent to Mueller
H-15008 or Fond F-1000 with a stainless steel stiffener. Service saddles shall
have 1-inch AWWA taps, equal t4 Ford Styles 202B or S70. Contractor shall
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adhere to pipe manufacturer's recommendations on maximum tap sizes for each
main size.
B. Where connections to larger service pipes are required, multiple taps shall be
made and connected by branch. Taps for house services in PVC pipe 2-inches
and smaller shall be made with a Dresser Style 294 "Owik Tap" or a PVC Tee.
The connection shall be capable of withstanding internal water pressure
continuously at 150-p.s.i. House service lines will be 1-inch polyethylene tubing.
with a curb stop and meter box at the properly line. The end of the service lateral
at the property line shall be marked with a 2 x 4 stake, 36-inches long with the top
6-inches above the ground and painted blue. The depth of the pipe shall be
marked on the back of the stake. Location of service line must appear on the "as -
built" information and record drawings.
2.7 TAPPING SLEEVES/CROSSES
A. Shall be Mechanical Joint Type sil'ed to fit the intercepted pipe. They shall have
duck -tipped end gaskets and shall be equal to Mueller H-615/715 with a tapping
valve attached. The outlet end of the valve shall have a joint suitable for the type
of pipe to be used in the new branch. The Sleeve/Cross shall be sized to fit the
intercepted pipe without leaking.
2.8 CURB STOPS
A. At the end of the service line, where the meter is to be installed, a 1-inch brass
ball valve shall be installed and a ball valve lock shall be provided for each valve.
The unconnected end shall be closed inside I.P. thread. The curb stop shall be
closed bottom design and sealed :against external leakage at the top by mean of
a non-adjustable resilient pressure actuated seal, and shall be provided with a
secondary resilient seal disposed above the pressure seal for added protection of
the bearing surfaces against ground water infiltration. Shut off shall be effected
by a resilient pressure actuated seal so disposed in the key as to completely
enclose the inlet body port in the closed position. All ball valves shall be 1/4 turn
valves and the full open and closed position shall be controlled by check lugs
which are integral parts of the key and body. The pressure rating shall be 175
p.s.i. The ball valves shall be equivalent to Ford Ball Valve No. B61-444W.
2.9 METAL DETECTOR TAPE
A. Will be used over all pipe. The tape shall consist of 0.35 mils thick solid foil core
encased in a protective plastic jabket that is resistant to alkalis, acids, and other
destructive elements found in the soil. The lamination bond shall be strong
enough that.the layers cannot bey separated by hand. Total composite thickness
to be 5.0 mils. Foil core to be visible from unprinted side to ensure continuity.
The tape shall have a minimum 3" width and a tensile strength of 84 lbs. per three
inch wide strip.
A continuous warning message indicating "potable water" repeated every 16" to
36" shall be imprinted on the tape surface. The tape shall contain an opaque
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color concentrate designating the color code appropriate to the line being buried
(Water Systems - Safety Precaution Blue).
Page 12 of 17
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2.10 PRODUCT REVIEW
r . The Contractor shall provide the Engineer with a complete description of all
products before ordering. The Engineer will review all products before they are
ordered.
PART 3 - EXECUTION
3.1 ON -SITE OBSERVATION:
A. The Engineer shall have the right to require that any portion of the work be done
in his presence and if any work is covered up after such instruction, it shall be
exposed by the Contractor for olyservation. However, if the Contractor notifies
the Engineer that such work is scheduled and the Engineer fails to appear within
48 hours, the Contractor may proceed without him. All work done and materials
furnished shall be subject to review by the Engineer or Project Representative.
All improper work shall be reconstructed and all materials which do not conform
to the requirements of the specifications shall be removed from the work upon
notice being received from the Engineer for the rejection of such materials. The
Engineer shall have the right to mark rejected materials so as to distinguish them
as such.
The Contractor shall give the project Engineer or Project Representative a
minimum of 48 hours notice for all required observations or tests.
It will also be required of the Contractor to keep accurate, legible records of the
location of all water lines, service laterals, valves, fittings, and appurtenances.
These records will be prepared :in accordance with the paragraph on "Record
Data" in the Supplementary Conditions. Final payment to the Contractor will be
withheld until all such information is received and accepted.
3.2 INSTALLATION
A. Ductile iron pipe shall be laid in accordance with AWWA C-600; Plastic pipe shall
be laid in accordance with AWWIA C 605, ASTM D 2774, UNI-Bell UNI-B 3 and
the pipe manufacturer's recommendations. The standards are supplemented as
follows:
1. Depth of Pipe - The Contractor shall perform excavation of whatever
substances are encounterled to a depth that will provide a minimum cover
over the top of the pipe of 36-inches from the existing or proposed
finished grade.
2. Alignment and Grade - The water mains shall be laid and maintained to
lines and grades establis"ed by the plans and specifications, with fittings,
valves, and hydrants at the required locations unless otherwise accepted
by the Owner. Valve -operating stems shall be oriented in a manner to
allow proper operation. Hydrants shall be installed plumb.
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a) Prior Investigation - Prior to excavation, investigation shall be
made to the extent necessary to determine the location of existing
underground struct�ma and conflicts. Care shall be exercised by
the contractor during excavation to avoid damage to existing
structures. The pipe manufacturers recommendations shall be
used when the watermain being installed is adjacent to a facility
that is catholically protected.
b) Unforeseen Obstructions - When obstructions that are not shown
on the plans are encountered during the progress of work and
interfere so that art alteration of the plans is required, the Owner
will alter the plans, or order a deviation in line and grade, or
arrange for removal, relocation, or reconstruction of the
obstructions.
c) Clearance - When crossing existing pipelines or other structures,
alignment and graide shall be adjusted as necessary, with the
acceptance of the owner, to provide clearance as required by
federal, state, and local regulations or as deemed necessary by
the Owner to prevent future damage or contamination of either
structure.
3. Trench Construction - Tho trench shall be excavated to the alignment,
depth, and width specified or shown on the plans and shall be in
conformance with all federal, state, and local regulations for the protection
of the workers.
4. Joint Restraint - All bends, plugs, valves, caps and tees on 2" pipe and
larger, shall be provided with stainless steel tie rods or joint restraints
equivalent to Megalugs. Additional restraint shall be as indicated on the
drawings.
5. Anchorage for Hydrants - A concrete block 1' x 1' x 2' shall be poured
between the back of the hydrant and undisturbed earth of the trench side
without covering weep holes and bolts. Joint restraints equivalent to
Megalugs manufactured by EBAA Iron may be used in lieu of concrete
blocking.
6. Hydrostatic and Leakage Tests — The pipe shall be tested in accordance
with the requirements of Brunswick County Engineering and Public
Utilities Department. (See attached Section 02660) from Brunswick County Water
Distribution System Speciflcaltlon).
Should any test of the pipe laid disclose leakage greater than allowed by
Brunswick County Engireering and Public Utilities Department, the
Contractor shall at his own expense, locate and repair the defective joints
until leakage is within the specified allowance. The Contractor is
responsible for notifying the Engineer 48 hours (minimum) prior to
applying pressure for testing. Pressure test will be witnessed by the
Engineer or his authorized representative.
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7. Backfilling and Compactibn - All trenches and excavation shall be
backfilled immediately after the pipes are laid therein, unless other
protection of the pipe iin6 is directed. The Backfilling material shall be
selected and deposited with special reference to the future safety of the
pipes. The material shall be completely void of rocks, stones, bricks,
roots, sticks, or any other debris that might cause damage to the pipe and
tubing or that might prevent proper compaction of the backfill. Except
where special methods oft bedding and tamping are provided for, clean
earth or sand shall be solidly tamped about the pipe up to a level at least
2` above the top of the pipes, and shall be carefully deposited to uniform
layers, each layer solidly tamped or rammed with proper tools so as not to
injure or disturb the pipeline. The remainder of the backfilling of the trench
shall be carried on simultaneously on both sides of the pipe in such
manner that injurious side pressure does not occur. The material used
shall be selected from excavated material anywhere on the work if any of
the material is suitable.
Under traffic areas, the top 24-inches of backfill material shall be
compacted to a density pf not less than 98% of maximum laboratory
density at optimum moisture as determined by ASTM D 1556 or D 2922.
Below the 24-inch line to, and including the area around the pipe, the
density shall not be less- than 95% of maximum laboratory density, at
optimum moisture. In areas other than traffic areas, the backfill shall be
compacted to 95% of maximum laboratory density at optimum moisture.
Whenever the trenches have not been properly filled, or if settlement
occurs, they shall be refilled, smoothed off and finally made to conform to
the surface of the ground. Backfilling shall be carefully performed, and
the original surface restored to the full satisfaction of the Engineer
immediately after installation.
Where thermoplastic (PVIC) pipe is installed, the Contractor shall take
precautions, in accordance with ASTM D-2321, during the backfill
operations so as not to crteate excessive side pressures, or horizontal or
vertical deflection of the pipe, nor impair flow capacity.
8. New Service Connections - The Contractor shall tap the main. and install a
service connection to each vacant lot or as directed by the Engineer in
accordance with the detail shown on the plans for Water Service
Connections. Plastic tubing for service lines shall be installed in a manner
that will prevent abrupt changes or bends In any direction. The Contractor
shall exercise extreme caution to prevent crimping of the tubing during
handling, storage and installation. The tubing shall have an absolute
positive connection to the water main to prevent leakage. Taps shall be
made perpendicular to the main. A water service connection shall be
marked on the curb with a V." The mark shall be made with a branding
iron on the vertical face of the curb and shall be a minimum of 1/4-inch in
depth.
9. Detection Tape - Detectioh tape will be used over all pipe and tubing. The
tape shall be laid 19' beloW finished grade.
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3.3 CONNE^T.ONS OF WATER. MAINS
A. Any physical connection of untested water mains with existing water mains is
prohibited except when acceptable backflow prevention devices have been
installed and checked by Engineer or Engineer Representative
1. Any new water main to be tested must be capped and restrained with
retaining glands or thrust blocks to prevent blow out or leakage during the
pressure testing.
2. Water for filling or flushing the new water main will be obtained through a
Temporary Jumper Connection to the existing main. Appropriate taps of
sufficient size must be made at the end of the new system to allow air to
escape during the filling sequence.
3. This physical tie-in with the existing system must be physically
disconnected after sufficient water for hydrostatic testing and disinfection
has been obtained.
Once the new water system has demonstrated adequate hydrostatic
testing and has been chlorinated in accordance with paragraph 3.4, the
new system must be flushed using the filling method described therein.
The system or main will then be subjected to bacteriological testing.
5. The permanent connection to the new system must be made with clean
materials. The connection may be made with either solid or split ductile
iron sleeves. Any connection with stainless steel or similar metal full circle
clamps is prohibited. Onnce the connection has been made, the new
system must be flushed using water from the existing system to insure
adequate flow and velocity into the new water system.
3.4 DISINFECTION
A. After the hydrostatic and leakage tests have been completed, water pipes shall
be disinfected in accordance with AWWA C 651 and the Regulations of the local
Health Department.
All new mains and repaired portions of, or existing mains shall be thoroughly
flushed then chlorinated with not less than fifty parts per million (50 ppm) of
available chlorine. Chlorine gas or seventy percent high-test calcium hypochlorite
can be used. Water from the iexisting distribution system or other source of
supply should be controlled so as to flow slowly into the newly laid pipeline during
the application of chlorine. The solution shall be retained in the pipeline for not
less than twenty-four (24) hours and a chlorine residual of 25 ppm shall be
available at this time. Then the system shall be flushed with potable water and
the sampling program started.
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Two bacteriological samples shall be taken at least
disinfection and tested by a State approved lab
vavteriologically suuo actvry wailer. The results shall
Engineer by the Contractor.
3.5 ACCEPTANCE OF PORTIONS OF THE WORK
24 hours apart after
and shall indicate
be submitted Yo the
A. The Owner reserves the right to a0cept and use any portion of the work whenever
it is considered to his interest to do so. The Engineer shall have power to direct
on what line the Contractor shall work and the order thereof.
3.6 GRASSING
A. Grassing of areas disturbed during construction shall be in accordance with the
Section 02902 "Grassing!
3.7 SEPARATION BETWEEN WATER AND'SANITARY SEWER
A. Parallel Installation:
1. Water mains shall be laid at least 10 feet horizontally from any existing or
proposed sanitary sewer, storm sewer, or sewer manhole. The distance
shall be measured edge-tq-edge.
2. When local conditions prevent a horizontal separation of 10 feet, the water
main may be laid closer to a sewer (on a case -by -case basis) provided
the water main is laid in a separate trench or on an undisturbed earth
shelf located on one side of the sewer at such an elevation that the
bottom of the water main its at least 18 inches above the top of the sewer.
It is advised that the sewer be constructed of materials and with joints
that are equivalent to water main standards of construction and be
pressure tested to assure water -tightness prior to backfilling.
B. Crossing:
1. Water mains crossing house sewers, storm sewers, or sanitary sewers
shall be laid to provide al separation of at least 18 inches between the
bottom of the water main and the top of the sewer. At the crossings, one
full length of water pipe shall be so located that both joints will be as far
from the sewer as possible. Special structural support for the water and
sewer pipes may be requited.
2. When local conditions prevent a vertical separation of 18-inches, the
sewer passing over or : under water mains shall be constructed of
materials and with joints that are equivalent to water main standards of
construction and shall be' pressure tested to assure water -tightness prior
to backfilling.
3. When water mains cross under sewers, additional measures shall be
taken by providing:
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a. a vertical separation of at least 18 inches between the bottom of
the sewer and the tbp of the water m,
b. adequate structural support for the sewers to prevent excessive
deflection of joints and settling on and breaking the water mains;
C. that the length of water pipe be centered at the point of crossing so
that the joints will be equidistant and as far as possible from the
sewer; and
d. both the sewer and the water main shall be constructed of water
pipe and subjected to hydrostatic tests, as prescribed in this
document. Encasoment of the water pipe in concrete shall also be
considered.
3.8 REMOVE AND REPLACE PAVEMENT
A. Pavement shall only be removed after prior written authorization by the Owner.
Pavement removed and replaced shall be constructed in accordance with the
latest specifications of the State Department of Transportation. Traffic shall be
maintained and controlled by meanns of flagmen.
The edges of the pavement shall be cut to a neat straight line with a masonry
saw. The backfill shall be compacted and tested and a concrete base course of
5,000 p.s.i. placed on the compacted fill as shown in the details. The concrete
base shall be placed within 24 hours after the water line is installed. A temporary
wearing surface may be used provided it presents a smooth surface. The final
wearing surface shall be 1-1/2 inch asphaltic concrete, asphalt.
END OF SECTION
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INDEX TO
SECTION AA 720 - STORM DRAINAGE
Paragraph
Title
Page
PART 1 - GENERAL
1.1
Section Includes
02720-1
1.2
Related Sections
02720-1
1.3
Options
02720-1
1.4
References
02720-1
1.5
Quality Assurance
02720-2
Product Delivery, Storage & Handling
02720-3
1.7
Sequencing and Scheduling
02720-3
1.8
Alternatives
02720-3
1.9
Guarantee
02720-3
1.10
Existing Utilities
02720-4
1.11
Measurement and Payment
02720-4
1.12
Testing
02720-5
PART 2 - PRODUCTS
2.1 Pipe 02720-5
2.2 Drainage Structures 02720-6
2.3 Filter Fabric 02720-7
2.4 Product Review 02720-7
PART 3 - EXECUTION
3.1
On Site Observations of Work
02720
3.2
Excavation for Pipe and Structures
02720-8
3.3
Trenching for Pipe
02720-8
3.4
Bedding
02720-9
3.5
Protection of Utility Lines
02720-9
3.6
Placing Pipe
02720-10
3.7
Joints in Pipes
02720-10
3.8
Backfilling Pipe
02720-11
3.9
Field Quality Control
02720-12
3.10
Drainage Structures
02720-12
3.11
Remove and Replace Pavement
02720-13

SECTION 02720
STORM DRAINAGE
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Construction of pipes, drainage inlets, manholes, headwalls, and various
drainage structures.
1.2 RELATED SECTIONS
A. Section 02731 — Wastewater Collection System
B. Section 03305 — Site Concrete
1.3 OPTIONS
The bid form and specifications describe several pipe materials. The Owner will
select the one to be used. Where manufacturers of material or equipment are
named in the specifications the Contractor may use equipment or materials of
other manufacturers provided thoy are reviewed and accepted by the Engineer
as equivalent to that specified.
1.4 REFERENCES
A. ASTM D 3740-94a - Minimum Requirements for Agencies Engaged in the Testing
and/or Inspection of Soil and Rock as Used in Engineering Design and
Construction.
B. ASTM E 329-93b - Agencies Engaged in the Testing and/or Inspection of
Materials Used in Construction.
C. ASTM C 76-94 - Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe.
D. ASTM C 443-94 - Joints for Circular Concrete Sewer and Culvert Pipe, Using
Rubber Gaskets.
E. AASHTO M 198-75 (1990) - Joints for Circular Concrete Sewer and Culvert Pipe
Using Flexible Watertight Gaskets
F. ASTM. B 745/B 745-93 - Corrugated Aluminum Pipe for Sewers and Drains
G. AASHTO M 196-90 - Corrugated Aluminum Pipe for Sewers and Drains
H. ASTM D 1056-91 - Flexible Cellular Materials - Sponge or Expanded Rubber
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AASHTO M 252-90 - Corrugated polyethylene Drainage Tubing
J. AASHTO M 294-90 - Corrugated Polyethylene Pipe. 12 to 36-inch Diameter.
K. ASTM D 3350-93 - Polyethylene Plastics Pipe and Fittings Materials.
L. ASTM D 1751-83 (1991) - Preformed Expansion Joint Filler for Concrete Paving
and Structural Construction (Non -extruding and Resilient Bituminous Types).
M. ASTM D 1752-84 (1992) - Preformed Sponge Rubber and Cork Expansion Joint
Fillers for Concrete Paving and Structural Construction.
N. ASTM D 2321-89 - Underground` Installation of Thermoplastic Pipe for Sewers
and Other Gravity Flow Applications.
O. ASTM C 150-95 - Portland Cement.
P. ASTM C 144-93 - Aggregate for Masonry Mortar.
Q. ASTM C 207-91 (1992) - Hydrated Lime for Masonry Purposes.
R. ASTM C 62-92c - Building Brick (Solid Masonry Units Made From Clay or Shale).
S. ASTM C 55-94a - Concrete Building Brick.
T. ASTM C 478-94 - Precast Reinforced Concrete Manhole Sections.
U. ASTM C 913-89 - Precast Concrete Water and Wastewater Structures.
V. ASTM D 1557-91 - Test Method for Laboratory Compaction Characteristics of
Soil Using Modified Effort.
W. ASTM D 1556-90 - Test Method For Density and Unit Weight of Soil In Place By
The Sand -Cone Method.
X. ASTM D 2922-91 - Test Methods For Density Of Soil and Soil Aggregate In Place
By Nuclear Methods (Shallow Depth).
Y. ASTM F 405-93 - Corrugated Polyethylene (PE) Tubing and Fittings.
Z. ASTM F 667-95 - Large Diameter Corrugated Polyethylene Tubing and Fittings.
1.5 QUALITY ASSURANCE
A. Material Review - The Contractor will furnish the Engineer and the Owner a
description of all material before ordering. The Engineer will review the
Contractor's submittals and provide in writing an acceptance or rejection of
material.
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Manufacturer - Material and equuipment shall be the standard products of a
manufacturer who has manufactured them for a minimum of 2 years and who
provides published data on the quality And performance of the products.
C. Subcontractor - A subcontractor for any part of the work must have experience on
similar work and if required, furnlsh the Engineer with a list of projects and the
Owners or Engineers who are famliliar with their competence.
D. Design - Devices, equipment, structures and systems not designed by the
Engineer that the Contractor wi4hes to furnish shall be designed by either a
registered professional engineer or by someone the Engineer accepts as
qualified. If required, complete design calculations and assumptions shall be
furnished to the Engineer or Owner before ordering.
E. Testing Agencies - Soil testing shall be done by a testing laboratory that operates
in accordance to ASTM D-3740 and E-329 and be acceptable to the Engineer
prior to engagement. Mill certificates of tests on materials made by the
manufacturers will be accepted) provided the manufacturer maintains and
adequate testing laboratory, makes regularly scheduled tests that are spot
checked by an outside laboratory and furnishes satisfactory certificates.
1.6 PRODUCT DELIVERY, STORAGE & HANDLING
A. Material shall be unloaded in a manner that will avoid damage and shall be stored
where it will be protected and will not be hazardous to traffic. The Contractor
shall repair any damage caused by the storage. Material shall be examined
before installation and neither daMaged nor deteriorated material shall be used in
the work.
1.7 SEQUENCING AND SCHEDULING
A. The Contractor shall arrange the work so that sections of pipes between
structures are backfilled, checked, pavement replaced and the section placed in
service as soon as reasonable after it is installed.
1.6 ALTERNATIVES
A. The intention of these specifications is to produce the best system for the Owner.
If the Contractor suggests that alternate material, equipment or procedures will
improve the results at no additional cost, the Engineer and the Owner will
examine the suggestion and if it is accepted, it may be used. The basis upon
which acceptance of an alternate will be given is its value to the Owner and not
for the convenience of the Contractor.
1.9 GUARANTEE
A. The Contractor shall guarantee the quality of the materials, equipment and
workmanship for a period of 12 months after acceptance. Defects discovered
during the period shall be repaired by the Contractor at no cost to the Owner.
The Performance Bond shall reflOct this guarantee.
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m.`b 0EXISTING UTILITIES
A. All known utility facilities are shown whvi i&t, ally on the plans and are nui
necessarily accurate in location as to plan or elevation. Utilities such as service
lines or unknown facilities not shown on plans will not relieve the Contractor of his
responsibility under this requirement. 'Existing Utilities Facilities" means any
utility that exists on the project in its original, relocated or newly installed position.
The Contractor will be held responsible for the cost of repairs to damaged
underground facilities; even when :such facilities are not shown on the plans. The
Contractor shall contact all utility companies prior to beginning work and request
an accurate field location of their respective utility lines.
1.11 MEASUREMENT AND PAYMENT
A. Pipe Culverts and Storm Drains - The length of pipe will be paid for on a linear
foot basis, as measured along the centerline, from end of pipe to end of pipe.
Payment of which will constitute full payment for all pipe, joints, filter fabric and
bedding, including trenching, excavation, backfill and compaction, surface clean-
up, and all incidental labor and material necessary to complete the construction of
pipe as required by this section of the specifications.
Manholes and Drainage Inlets - Payment will be made on a contract unit price
basis. Payment will constitute full payment for all excavation, formwork, backfill,
compaction, frames, gratings or covers, concrete, brick and all miscellaneous
materials, surface clean-up and labor necessary to complete the construction.
C. Headwalls - Payment will be made on a contract unit price of each type.
Payment will constitute full compensation for the excavation, formwork, all
materials, and. incidentals necessary to complete the construction.
D. Sheeting and Bracing - Will not be measured for direct payment and all costs and
charges in connection therewith shall be reflected and included in the item of
work to which it pertains.
E. Subgrade Drain - Payment for subgrade drain will be made at the contract unit
price per linear foot. Payment will constitute full payment for trenching, furnishing
and installing the perforated drain pipe with sock, furnishing and placing the fine
aggregate, proper backfilling, surface cleanup, acceptable connection to
structures, and all work necessary to make the installation complete.
F. Borrow - Borrow material will be measured at the site by truck count, measuring
the capacity of the truck if full, or; estimating the quantity if not full. The width of
the trench in which borrow is placed shall be limited to 2 feet wider than the
outside diameter of the pipe bargel. If additional width is excavated, it shall be
backfilled at the Contractor's eXpense and a deduction of the extra quantity
determined by truck count. Paynhent will include furnishing, hauling, placing and
compacting the "borrow" materiel. Payment will also include disposing of the
unsuitable material in an area furnished by the Contractor.
G. Ditch Excavation - Excavations required for the construction of new ditches and
regrading of existing ditches will be paid for per linear foot of ditch excavated.
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1.12 TESTING
A. Laboratory tests for moisture density relationship for fill materials shall be in
accordance with ASTM D 1557, (Modified Proctor).
B. In place density tests in accordance with ASTM D 1556 or ASTM D 2922.
C. Testing laboratory shall operate in accordance to ASTM D 3740 and E 329 and
shall be accepted by the Engineer,
D. The testing laboratory and Project-Engineer/Project Representative shall be given
a minimum of 48 hours notice prior to taking any of the tests.
E. Testing shall be the responsibility of the Contractor and shall be performed at the
Contractor's expense by a commercial testing laboratory that operates in
accordance with subparagraph C above.
F. Test results shall be furnished to the Engineer.
PART 2 - PRODUCTS
2.1 PIPE
A. Concrete Pipe - Shall be reinforced Class III and shall conform to ASTM
Specification C-76.
1. Joints - Shall be water tight flexible rubber gasket and shall meet ASTM
Specification C-443 and AASHTO M-198.
B. Corrugated Aluminum Alloy Pipe - Shall conform to ASTM B745 and AASHTO
M196. Pipe maybe annular or helical.
1. Joints - Coupling bands shall be one piece lap -type, having a width that
conforms to the pipe manufacturer's rer;ommendations. They shall be of
the angle lug, rod and lug, or U-bolt type. The type, size and gauge of the
bands and size of angle$, bolts and rods shall be as specified in the
applicable standards or specifications for the pipe. The exterior rivet
heads in the longitudinal seam under the coupling band shall be
countersunk or the rivets shall be omitted and the seam welded.
2. Gaskets - Gaskets shall be made of 3/8-inch thick by 6-1/2-inch minimum
width closed cell expanded synthetic rubber, fabricated in the form of a
cylinder with a diameter approximately 10 percent less than the nominal
pipe size. The gasket material shall conform to the requirements of ASTM
D1056, Grade Number SOE-43.
3. Bends - Where specified shall be shop fabricated to the angles and
dimensions shown on the plans.
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C. Polyethylene - Shall be high density polyethylene corrugated pipe having an
integrally formed smooth interior, equivalent to Advanced Drainage Systems N-12
or Hancor Hi-Q Sure-1 ok,. Pipe shall conform to AASF!TO NA-?52, M 2g4 and
ASTM D-3350.
1. Joints - Shall be polyethylene split couplings, corrugated to engage a
minimum of two (2) pipe corrugations on each side of the joint and
fastened according to manufacturer's recommendations or bell -and -spigot
joints, with the bell being an integral part of the pipe. Joints shall be soil -
tight.
D. Subgrade Drain - Shall be heavy duty corrugated polyethylene perforated pipe
manufactured by Advanced Drainage Systems (ADS) or equivalent and shall
conform to ASTM F-405 and F-667.
DRAINAGE STRUCTURES
A. Details - See plans.
B. Concrete - Reinforced and non -reinforced.
1. Class "A" - Minimum compressive strength = 3,000 psi at 28 days.
2. Reinforcing shall be covered by a minimum 1" of concrete for top slabs
and 1-1/2" for walls and bases and 3" where concrete is deposited directly
against the ground.
C. Mortar:
Expansion joint filler materials shall conform to ASTM Specification D
1751 or D 1752.
At connection of pipe and drainage structures shall be composed of one
part by volume of portland cement and two parts of sand. The portland
cement shall conform to ASTM C-150, Type I or II. The sand shall
conform to ASTM C-144 and shall be of an approved gradation. Hydrated
lime may be added to the mixture of sand and cement in an amount equal
to 25% of the volume of cement used. Hydrated lime shall conform to
ASTM C-207, Type S. The quantity of water in the mixture shall be
sufficient to produce a workable mortar, but shall in no case exceed 7
gallons of water per sack. of cement. Water shall be clean and free of
harmful acids, alkalies and organic impurities. The mortar shall be used
within 30 minutes from the'time the ingredients are mixed with water.
D. Brick Masonry - Brick shall conform to ASTM Specification C-62, Grade SW or C-
55, Grade S. Mortar for jointing and plastering shall consist of one part portland
cement and two parts fine sand. dime may be added to the mortar in the amount
not more than 250/6 of the volume of cement. The joints shall be completely filled
and shall be smooth and free from surplus mortar on the inside of the structure.
Brick structures shall be plastered with 1/2-inch of mortar over the entire outside
surface of the walls. For square -or rectangular structures, brick shall be laid in
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stretcher courses with a header course every sixth course, and for round
structures, brick shall be laid radially with every sixth course a stretcher course.
E. Precast - Shall be constructed in accordance with ASTM C-478 or C-913 and
conform to the details on the project drawings.
1. Joints - Shall be tongue and groove sealed with flexible gaskets or mastic
sealant. Gaskets shall be, O-Ring or Type A or B 'Tylox" conforming to
ASTM C443 and mastic shall be "Ram-nek" or equivalent with primer.
The primer shall be applied to all contact surfaces of the manhole joint at
the factory in accordance with the manufacturer's instructions.
2. Steps = Shall be polypropylene equivalent to M.A. Industries, Type PS-1
or PS-1-PF. The steps shall be installed at the manhole factory and in
accordance with the recommendations of the step manufacturer.
Manholes will not be acceptable if steps are not installed accordingly.
3. Leaks - No leaks in the manhole will be acceptable. All repairs made from
inside the manhole shall be made with mortar composed of one part
portland cement and two parts clean sand; the mixing liquid shall be
straight bonding agent equivalent to "Acryl 60."
F. Frame, cover & grating shall conform to the details shown on the project
drawings. Grates in pavement and in other flush -mounted type surfaces shall be
of a "bicycle -safe" configuration consisting of 45 degree diagonal bars or slotted
grates with a maximum clear opening of 1 " and a maximum length of 4". In any
case, the long dimension of the openings shall be located transverse to the
direction of traffic.
2.3 FILTER FABRIC
A. Shall be a non -woven heat-bondled fiber of polypropylene and nylon filaments
equivalent to Mirafi 140 N. The falbric shall be finished so the filaments will retain
their relative position with respect to each other. The fabric shall contain
stabilizers and/or inhibitors added to the base plastic to make the filaments
resistant to deterioration due to wltravioiet and/or heat exposure. The product
shall be free of flaws, rips, holes, or defects.
2.4 PRODUCT REVIEW
A. The Contractor shall provide the Engineer with a complete description of all
products before ordering. The Ergineer will review all products by the submittal
of shop drawings before they are ordered.
PART 3 - EXECUTION
3.1 ON SITE OBSERVATIONS OF WORK
A. The line, grade, deflection, and infiltration of storm sewers shall be tested by the
Contractor under the direction of the Engineer. The Engineer will have the right
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to require that any portion of the work be done in his presence and if the work is
covered up after such instruction, it shall be exposed by the Contractor for
observation. However, if the Contractor notifies the Engineer that such work is
scheduled and the Engineer falls to appear within 48 hours, the Contractor may
proceed without him. All work done and material furnished shall be subject to
review by the Engineer or Project: Representative, and all improper work shall be
reconstructed, and all materials which do not conform to the requirements of the
specifications shall be removed from the work upon notice being received from
the Engineer for the rejection of such materials. The Engineer shall have the
right to mark rejected materials so as to distinguish them as such.
The Contractor shall give the Project Engineer or Project Representative a
minimum of 48 hours notice for al required observations or tests. Storm sewers
shall be dry for observation by the Engineer. Lines being under water shall be
pumped out by the Contractor prior to observation, at no additional cost to the
Owner.
It will also be required of the Contractor to keep accurate, legible records of the
location of all storm sewer lineal and appurtenances. These records will be
prepared in accordance with the paragraph on "Record Data and Drawings" in
the Supplementary Conditions. Final payment to the Contractor will be withheld
until all such information is received and accepted.
3.2 EXCAVATION FOR PIPE AND STRUCTURES
A. Excavated material shall be piled a sufficient distance from the trench banks to
avoid overloading to prevent slides or cave-ins.
B. Remove from site all material not required or suitable for backfill.
C. Grade as necessary to prevent water from flowing into excavations.
D. Remove all water accumulating in the excavation, from surface flow, seepage, or
otherwise, by pumping or other approved method.
E. Sheeting, bracing or shoring shall be used as necessary for the protection of the
work and safety of personnel.
3.3 TRENCHING FOR PIPE
A. Trenching for Pipe - The width ofArenches at any point below the top of the pipe
shall be not greater than the outside diameter of the pipe plus 2' -0" for pipes
measuring through 30-inches, and V-0" for pipes .greater than 30-inches, to
permit satisfactory jointing and thoroughly tamping of the bedding material under
and around pipes. Sheeting and bracing where required shall be placed within
the trench width as specified. Core shall be taken not to over -excavate. Where
trench widths are exceeded, redesign with a resultant increase in cost of stronger
pipe or special installation procedures shall be necessary. Cost of this re -design
and increased cost of pipe or installation shall be borne by the Contractor without
additional cost to the Owner.
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B. Removal of Unsuitable Material - Where wet or otherwise unstable soil, incapable
of supporting the pipe, as determined by the Engineer, is encountered in the
bottom of the trench, such maternal shall he rerr?ovec+ to the depth required andA
replaced to the proper grade with select material, compacted as provided in the
paragraph "BACKFILLING PIPE," !hereinafter.
3.4 BEDDING
A. The bedding surface for the pipe shall provide a firm foundation of uniform
density throughout the entire lengtih of pipe. Before laying pipe, the trench bottom
shall be de -watered by the use of well points. Where the nature of the soil is
such that well points will not remove the water, the Contractor shall construct
sumps and use sump pumps to remove all water from the bedding surface. The
pipe shall be carefully bedded in a soil foundation that has been accurately
shaped and rounded to conform to the lowest one-fourth (1/4) of the outside
portion of circular pipe, or to the lower curved portion of arch pipe for the entire
length of the pipe. When necessory, the bedding shall be tamped to compacted
to 98% of optimum density. Bell tholes and depressions for joints shall be only of
such length, depth, and width as required for properly making the particular type
joint.
B. Stone Backfili - Where, in the opinion of the Engineer, the subgrade of the pipe is
unsuitable material, the Contractor shall remove the unsuitable material six (61)
deep and furnish and place stoney backfill in the trench to stabilize the subgrade.
The stone shall be 3/4-inch graded, but variations in the gradation will be
permitted upon approval of the Engineer. Attention is directed to the fact that the
presence of water does not necessarily mean that stone backfill is required. If
well points or other types of de -watering will remove the water, the Contractor
shall be required to completely dewater the trench in lieu of stone backfill. Stone
backfill will be limited to areas where well pointing and other conventional
methods of dewatering will not produce a dry bottom. Pipe shall be carefully
bedded in the stone as specified above.
C. Sand Backfill - Where in the opinion of the Engineer, the character of the soil is
such that the material even though dewatered is unsuitable for pipe bedding, an
additional foot of excavation shall be made and replaced with clean sand
furnished by the Contractor.
3.5 PROTECTION OF UTILITY LINES
A. Existing utility lines that are shown on the drawings or the locations of which are
made known to the Contractor prier to excavation, and that are to be retained, as
well as utility lines constructed during excavation operations, shall be protected
from damage during excavation and backfilling and if damaged, shall be repaired
by the Contractor at his expends. In the event the Contractor damages any
existing utility lines that are not shown on the drawings or the locations of which
are not known to the Contractor, deport thereof shall be made immediately. If the
Engineer determines that repairs: shall be made by the Contractor, such repairs
will be ordered under the clause of the GENERAL CONDITIONS of the contract
entitled "CHANGES." When utility lines that are to be removed are encountered
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within the area of operations, the Contractor shall notify the Engineer in ample
time for the necessary measures to be taken to prevent interruption of service.
3.6 PLACING PIPE
A. Each pipe shall be carefully examined before being laid, and defective or
damaged pipe shall not be used. Pipe lines shall be laid to the grades and
alignment indicated. Proper faciloles shall be provided for lowering sections of
pipe into trenches. Under no circumstances shall pipe be laid in water, and no
pipe shall be laid when trench conditions or weather are unsuitable for such work.
Diversion of drainage or dewatering of trenches during construction shall be
provided as necessary. All pipie in place shall have been checked before
backfilling. When storm drain pipe terminates in a new ditch, the headwall or end
section together with ditch pavement, if specified, shall be constructed
immediately as called for on the plans. Ditch slopes and disturbed earth areas
shall be grassed and mulched as required. The Contractor will be responsible for
maintaining these newly constructed ditches and take immediate action subject to
approval to keep erosion of the ditch bottom and slopes to a minimum during the
life of the contract. No additional pompensation will be given to the Contractor for
the required diversion of drainage and/or dewatering of trenches. Grassing of the
completed earth surface of the trench backfill shall conform to the requirements of
Section 02902 - "Grassing."
B. Concrete Pipe: Laying shall proceed upgrade with the spigot ends of bell and
spigot pipe and the tongue ends of tongue and groove pipe pointing in the
direction of the flow.
C. Corrugated Aluminum Pipe: Shall be laid with the separate sections joined firmly
together, with the outside laps of circumferential joints pointing upstream and with
longitudinal laps on the side. Lifting lugs, where used, shall be placed to facilitate
moving the pipe without damago to the exterior or interior coatings. Vertical
elongation, where indicated, shall be accomplished by side -fill compaction,
factory elongation, or by accepted method of strutting, as indicated.
D. Polyethylene Pipe - Shall be laid with the separate sections joined firmly together
on a firm, stable and uniform bedding. Provide a minimum 4 inches of bedding.
When rock or unyielding material lis present in the trench bottom, install a 6 inch
minimum thickness cushion of bending below the bottom of the pipe. Place pipe
in trench with the invert conforming to required elevations, slopes, and alignment.
Provide coupling or bell holes in pipe bedding in order to ensure uniform pipe
support. Fill all voids under the pipe by working in bedding material. Pipe shall
be installed in accordance with AS TM D-2321.
E. Subgrade Drain Tubing - Shall b* laid as detailed on the construction drawings
with the invert conforming to required elevations and alignment.
3.7 JOINTS IN PIPES
A. Concrete Pipe - Flexible watertloht joints shall be made with rubber gaskets.
Jointing materials shall have no more than one splice, except that two splices of
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the rubber gasket will be permitted if the nominal diameter of the pipe exceeds
54-inches.
1. Installation of Filter Fabric at Joint - After each section is joined up, the
Contractor shall place two (2) layers of filter fabric around the joint, a
minimum of four feet wide, centered on the joint.
B. Corrugated Aluminum Pipe - Maintain pipe alignment and prevent infiltration of fill
material at joints during installation.
1. Installation of Gaskets - Shall be in accordance with the recommendations
of the manufacturer in regard to the use of lubricants and cements and
other special installation requirements. The gasket shall be placed over
one end of a section of pipe for half the width of the gasket. The other
half shall be doubled over the end of a section of pipe for half the width of
the gasket. The other hallf shall be doubled over the end of the same
pipe. When the adjoining'section of pipe is in place, the double -over half
of the gasket shall then be rolled over the adjoining section. Any
unevenness in overlap shell be corrected so the gasket covers the ends
of the pipe sections equally. Connecting bands shall then be centered
over the adjoining section.s of pipe, and rods or bolts placed in position
and nuts tightened. The •band shall be tightened evenly, even tension
being kept on the rods or holts and the gaskets shall be closely observed
to see that they are seating properly in the corrugations.
2. Installation of Filter Fabric at Joint - After the connecting band has been
tightened, the Contractor shall place two (2) layers of filter fabric around
the joint, a minimum of four feet, centered on the joint.
C. Polyethylene Pipe - Coupled joints shall be banded as per pipe manufacturer's
recommendations. Spigot ends of bell and spigot pipe shall be inserted into the
bell to the stop position mark. Push spigot into bell using methods recommended
by the manufacturer, keeping pipe true to line and grade.
1. Installation of Filter Fabric at Joint - After each section is joined up, the
contractor shall place two (2) layers of filter fabric around the joint, a
minimum of four feet wide, centered on the joint.
D. Subgrade Drain Tubing - Joints shall be joined using snap couplings. When
installing sock wrapped pipe, overlap sock ends over coupling and secure with
polyethylene tape.
3.8 BACKFILLING PIPE
A. After the bedding has been prepared, the pipe installed, select material from
excavation or borrow, at a moistute content that will facilitate compaction, shall be
placed along both sides of the {pipe in layers not exceeding six -inches (6") in
compacted depth. The backfill shall be brought up evenly on both sides of the
pipe for the full length of the pope. • Care shall be taken to insure thorough
compaction of the fill under the: haunches of the pipe. Each layer shall be
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thoroughly compacted with mechanical tampers or rammers. This method of
filling and compaction shall continue until the fill has reached an elevation of at
least 12-inches above the too of the nine. The remainder of the trench shell he
backfilled and compacted by spreading and rolling or compacted by mechanical
tampers or rammers in layers not to exceed 12-inches. Deficiencies in
compaction shall be corrected by the Contractor without additional cost to the
Owner. Where it is necessary in the opinion of the Engineer, any sheeting and/or
portions of bracing used shall be left in place, and the contract will be adjusted
accordingly. Untreated sheeting shall not be left in place beneath structures or
pavements.
B. For pipe placed in fill sections, the backfill material and the placement and
compaction procedures shall be as specified above. The fill material shall be
uniformly spread in layers longitudinally on or both sides of the pipe, not
exceeding six inches (6") in compacted depth, and shall be compacted by rolling
parallel with pipe or by mechanical tamping or ramming. Prior to commencing
normal filling operation, the crown width of the fill at a height of 12-inches above
the top of the pipe shall extend .a distance of not less than twice the outside
diameter on each side of the pipe or 12 feet, whichever is less. After the backfill
has reached at least 12-inches, above the top of the pipe, the remainder of the fill
shall be placed and thoroughly compacted in layers not exceeding 12-inches.
in compacting by rolling or operating heavy equipment parallel with the pipe,
displacement of or injury to the pipe shall be avoided. Movement of construction
machinery over a culvert at arty stage of the construction shall be at the
Contractor's risk. Any pipe damaged thereby shall be repaired or replaced at the
expense of the Contractor.
3.9 FIELD QUALITY CONTROL
A. Soil and density tests shall be made by a testing laboratory approved by the
Engineer and shall be made at the Contractor's expense. Laboratory tests of the
soil shall be made in accordance With ASTM D 1557. In -place density tests shall
be made in accordance with ASTM D 1556 or ASTM D 2922. Results of the tests
shall be furnished to the Engineer,
The minimurn percent of compaction of the backfill materiai (ire accordance to
ASTM D1557) shall be the following:
In traffic Areas .......... 98% of maximum laboratory density.
In non -traffic Areas ..... 90% of maximum laboratory density, unless otherwise
approved by the Engineer.
3.10 DRAINAGE STRUCTURES
A. Drainage structures shall be constructed of the materials specified for each type
and in accordance with the details shown on the drawings.
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REMOVE AND REPLACE PAVEMENT
A. Pavement shell only be removedi after prior written authorizatic^ by .tic Owner.
Pavement removed and replaceO shall be constructed in accordance with the
latest specifications of the State Department of Transportation. Traffic shall be
maintained and controlled by means of flagmen.
END OF SECTION
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INDEX TO
SECTION 027311 - IAVASTr rr iwtER'COLLECTION SYSTEM
Paragraph Title Page
PART 1 - GENERAL
1.1
Section Includes
02731-1
1.2
Related Sections
02731-1
1.3
Options
02731-1
1.4
References
02731-1
1.5
Measurement and Payment
02731-3
1.6
Quality Assurance
02731-5
1.7
Product, Delivery, Storage & Handling
02731-6
1.8
Job Conditions
02731-6
1.9
Sequencing and Scheduling
02731-6
1.10
Alternatives
02731-6
1.11
Guarantee
02731-6
1.12
Existing Utilities
02731-6
1.13
Testing
02731-7
PART 2 - PRODUCTS
2.1
Sewer Pipe
02731-8
2.2
Joints - Gravity System
02731-9
2.3
Force Main
02731-9
2.4
Casing
02731-9
2.5
Manholes
02731-9
2.6
Tees
02731-10
2.7
Laterals
02731-10
2.8
Stone Backfill
02731-10
2.9
Sand Backfill
02731-11
2.10
Borrow
02731-11
2.11
All, Release Valve
02731-11
2.12
Metal Detector Tape
02731-11
2.13
Tracing Wire
02731-11
2.14
Submersible Sewage Pumping Station
02731-11
2.15
Check Valves
02731-18
2.16
Gate Valves
02731-18
2.17
Plug Valves
02731-18
2.18
Product Review
02731-19

Paragraph Title
PART 3 - EXECUTION
Page
3.1
Construction Observation
02731-19
3.2
.Location and Grade
02731-19
3.3
Sewer Excavation
02731-20
3.4
Trench Wall Support
02731-20
3.5
Laying Pipe
02731-21
3.6
Separation Between Water & Sanitary Sewer
02731-22
3.7
Backfilling
02731-23
3.8
Manholes
02731-24
3.9
Stone Backfill
02731-24
3.10
Sand Backfill
02731-24
3.11
Deflection
02731-24
3.12
Leakage
02731-25
3.13
Cleaning
02731-25
3.14
Closing Pipe
02731-25
3.15
Acceptance of Portions of the Work
02731-25
3.16
Grassing
02731-25
3.17
Record Data
02731-26
3.18
Remove and Replace Pavement
02731-26
3.19
Metallic Detector Tape
02731-26
3.20
Tracing Wire
02731-26
3.21
Connect Sewers to Existing Structures
02731-26
3.22
Field Quality Control
02731-27
3.23
Air Release Valve
02731-27
3.24
Sewage Pumping Station
02731-27
3.25
Force Main
02731-28
3.26
Pump Station Watertightness Testing
02731-28

SECTION 02731
WASTEWATER COLLECT ION SYSTEM
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Sewer Pipes.
B. Manholes
C. Connect to existing system.
D. All necessary appurtenances to collect the wastewater and deliver it to the
existing system.
E. Pumping Station
F. Force Main
1.2 RELATED SECTIONS
A. Section 02204 - Earthwork.
B. Section 02667 - Water Distribution System.
C. Section 02902 - Grassing
D. Section 02720 - Storm Drainage
E. Section 02831 — Chain Link Fences and Gates
1.3 OPTIONS
A. The specifications describe sevetal materials. The Owner will select the ones to
be used. Where manufacturers and models of equipment are named in the
specifications, it is intended that; these are to describe the quality and function
required. The Contractor may use equipment or materials of other manufacturers
provided they are reviewed and accepted by the Engineer and the Owner as
equivalent to that specified.
1.4 REFERENCES
A. ASTM D 3740-94a - Minimum Requirements for Agencies Engaged in the
Testing and/or Inspection of Soil: and Rock as Used in Engineering Design- and
Construction.
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B. ASTM E 329-93b - Agencies lingaged in the Testing and/or Inspection of
Materials as Used in Construction.
C. ASTM D 3034-94 - Type PSM PVC Sewer Pipe and Fittings.
D. ASTM D 2321-89 - Undergrounds installation of Thermoplastic Pipe for Sewers
and Other Gravity -Flow Installatiorhs.
E. ANSI/AWWA C 150/A 21.50-96 - Thickness Design of Ductile Iron Pipe.
F. ANSVAWWA C 151/A 21.51-91 - Ductile Iron Pipe, Centrifugally Cast, for Water
or Other Liquids.
G. ASTM A 746-95 - Ductile Iron Gravity Sewer Pipe.
H. ASTM D 3212-92 - Joints for Drain and Sewer Plastic Pipes Using Flexible
Elastomeric Seals.
I. ASTM F 477-95 - Elastomeric Seals (Gaskets) for Joining Plastic Pipe.
J. ASTM D 2241-94 - PVC Pressure -Rated Pipe (SDR - Series).
K. ASTM D 3139-95 - Joints for Plastic Pressure Pipes Using Flexible Elastomeric
Seams.
L. ASTM A 139-93a - Electric -Fusion (Arc) Welded Steel Pipe (NPS 4 and Over).
M. ASTM C 476-94 - Precast Reinforced Concrete Manhole Sections.
N. ASTM C 443-94 - Joints for Circular Concrete Sewer and Culvert Pipe, .Using
Rubber Gaskets.
O. ACI 318-89 - Building Code Requirements for Reinforced Concrete.
P. ASTM C 39-94 - Compressive Strength of Cylindrical Concrete Specimens
0. ASTM C 89€:-91 - Minimum Structural Design Loading for Monolithic or Sectional
Precast Concrete Water and Wastewater Structures.
R. ASTM C 891-90 - Installation of Underground Precast Concrete Utility Structures.
S. ASTM C 913-89 - Precast Concrete Water and Wastewater Structures,
T. ASTM A 615/A 615 M-95b - Defbrmed and Plain Billet - Steel Bars for Concrete
Reinforcement.
U. ANSVAWWA C-500-93 - Metal -Seated Gate Valves for Water Supply Service.
V. ANSI/AWWA C-509-94 - Resilient -Seated Gate Valves for Water Supply Service.
W. AASHTO T 191-91 - Density of SO In -Place by the Sand -Cone Method.
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X. ASTM D-2922-91 - Test Methods For Density Of Soil and Soil Aggregate In Place
By Nuclear Methods (Shallow Depth).
Y. ASTM D-1557-91 - Laboratory Compaction Characteristics of Soil Using Modified
Effort.
Z. ASTM D 1556-90 - Density and Unit Weight of Soil In Place By The Sand -Cone
Method.
AA. ASTM D 714-87 (Reapproved 1994) - Evaluation Degree of Blistering of Paints.
BB. ASTM D 2794-93 - Resistance of Organic Coatings to the Effects of Rapid
Deformation (Impact).
CC. ASTM E 96-95 - Water Vapor Transmission of Materials.
DD. ASTM G 53-95 - Operating Light and Water -Exposure Apparatus (Fluorescent
UV - Condensation Type) for Exposure of Nonmetallic Materials.
EE. ANSI/AWWA C 111/A 21.11-95 -:Rubber-Gasket Joints for Ductile Iron Pressure
Pipe and Fittings.
FF. ASTM A 377-95 — Index of Specifications for Ductile Iron Pressure Pipe.
GG. ANSI/AWWA C 600-93 — installation of Ductile Iron Water Mains and their
appurtenances.
HH. NCDENR — Gravity Sewer Minimum Design Criteria (Latest Revision)
11. NCDENR -- Minimum Design Criteria for the Permitting of Pump Stations and
Forcemains
1.5 MEASUREMENT AND PAYMENT
A. Measurement - The Items listed in the proposal shall be considered as sufficient
to complete the work in accord '4nce with the plans and specifications. Any
portion of the work not listed in the bid form shall be deemed to be a part of the
item which it is associated with :and shall be included in the costs of the unit
shown on the bid form. Payment for the unit shown on the bid form shall be
considered satisfactory to cover the cost of all labor, material, equipment and
performance of all operations necessary to complete the work in place. The unit
of measurement shall be the unit $hown on the bid form. Payment shall be based
upon the actual quantity multiplied by the unit prices. Where work is to be
performed at a lump sum price, :the lump sum shall include all operations and
elements necessary to complete the work.
B. Payment
1. Sewer Pipe - Measurements will be made between the centers of
manholes or to other pipe, ends. No deduction will be made for the space
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occupied by fittings. Payment will include cost of pipe, plugs, excavating
all material, testing, backfilling, compaction, cleaning, metal detector tape,
and all Work ner-essary to complete the set,!,er >inee.
2. Trench Wall Supports - No separate payment will be made for bracing and
sheeting.
3. Manholes - Payment for -manholes will be made at the unit price for
various types. Payment shall include the cost of excavating, dewatering,
constructing the manholes, in accordance with the plans, furnishing and
installing a frame and covbr, steps, and pipe connectors, backfilling and
compacting the material around the manhole.
4. Stone Backfiil - Stone baokfill will be measured by using the length for
which stone is ordered by the Engineers, times a depth of 6-inches, times
a width of 2 feet wider than the barrel of the pipe. Payment will include
the cost of removing the unsuitable material and furnishing and placing
the stone.
5. Sand Backfill - Sand backfill will be measured by using the length for
which sand is ordered by the Engineer, times a depth of 12-inches, times
a width of 2 feet wider tha3in the barrel of the pipe. Payment will include
excavating the unsuitable material below the invert, furnishing and
compacting the sand bacidill.
6. Service Connection - Payment will be made at the contract unit price.
Payment shall include the fitting, plug and marking stake.
7. Metal Detector Tape - No :separate payment will be made for tape. Cost
of furnishing and placing metal detector tape shall be included in the
contract unit price for installing sewer and force main pipe.
8. Tracing Wire — No separate payment will be made for wire. The cost of
furnishing and placing location wire shall be included in the contract unit
price for installing force main pipe.
3. Laterals - Shail be measured frorn the Center of the main to the point
where the lateral reachos the property line. Payment will include
furnishing the pipe, backiilling, compaction, and all work and materials
necessary to complete thei laterals.
10. Grassing - There will be no separate measurement or payment. Grassing
shall be a subsidiary obnigation of the Contractor in the restoration of
disturbed areas.
11. Remove and Replace Existing Pavement - Payment will be made on a
square yard basis, and in Occordance with the detail shown.
12. Pumping Stations - All work except the force main covered in this
subsection will be paid fbr under the lump sum item for the Pumping
Station. Work described in other sections necessary to make the
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Pumping Station complete will also be included in the lump sum payment
for the "Pumping Station." Such work will include site preparation, access
road, fenc@ng, -rasing, p.atable water s storm, electrical, hoist systsr1-j,
and clean-up.
13. Force Mains - Shall be paid for at the contract unit price for the various
sizes. Payment will include the pipe, fittings, thrust blocking, restrained
joints, excavation, backfilling, compaction, testing, grassing, metal
detector tape, and tracing wire. Satisfactory tests must be completed
before payment is made.
14. Air Release Valve and Manhole - Payment will be made at the contract
unit price and will include furnishing and installing the valve and manhole,
backfilling, compacting, grassing, and clean-up.
15. Check & Gate Valves - Payment will be made at the contract unit price
and will include furnishing and installing the valve, valve box or manhole,
backfilling, compacting, grassing, and clean-up.
1.6 QUALITY ASSURANCE
A. The Contractor will fumish the Engineer and the Owner a description of all
material before ordering. The ingineer will review the Contractors submittals
and provide in writing an acceptance or rejection of material.
B. Where ductile iron pipe is indicated on the plans, or required by the Engineer, it
shall be used.
C. Material and equipment shall be the standard product of a manufacturer who
has manufactured them for a minimum of 2 years and who provides published
data on the quality and performance of the product.
D. A subcontractor for any part of the work must have experience on similar work
and if required, furnish the Engineer with a list of projects and the Owners or
Engineers who are familiar with his competence.
E. Devices, equipment, structures, and systems not designated by the Engineer
that the Contractor wishes to fpmish shall be designed by either a registered
professional engineer or by someone the Engineer approves as qualified. If
required, complete design, calcOlations and assumptions shall be furnished to
the Engineer or the Owner before acceptance.
F. Testing shall be done by a testing laboratory which operates in accordance to
ASTM D 3740 or E 329 and shall be accepted by the Engineer prior to
engagement. Mill certificates olf tests on materials made by the manufacturers
will be accepted provided the manufacturer maintains an adequate testing
laboratory, makes regularly schOduled tests that are spot checked by an outside
laboratory, and furnishes sati$factory certificates with the name of the one
making the test.
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G. Infiltration, line and grade of sewer, pump performance, and hydrostatic tests on
force mains shall be made by the Contractor with equipment qualified by the
Engineer and in the presence of the Engineer. The Engineer or his
representative reserves the right to accept or reject testing equipment.
1.7 PRODUCT DELIVERY, STORAGE & HANDLING
A. Material shall be unloaded in a manner that will avoid damage and shall be stored
where it will be protected and will not be hazardous to traffic. If stored on private
property, the Contractor shall obtain permission from the properly owner and
shall repair any damage caused' by the storage. Material shall be examined
before installation and neither damaged nor deteriorated material shall be used in
the work.
1.8 JOB CONDITIONS
A. The installation of the wastewater collection system must be coordinated with
other work on the site. Generally,: the wastewater pipes will be installed first and
shall be backfilled and protected sp that subsequent excavating and backfilling of
other utilities does not disturb them. The Contractor shall replace or repair any
damaged pipe or structure.
1.9 SEQUENCING AND SCHEDULING
A. The Contractor shall arrange his work so that sections of sewers between
manholes are backfilled and tested, lateral sewers connected, pavement
replaced, and the section placed in service as soon as reasonable after it is
Installed.
1.10 ALTERNATIVES
A. The intention of these specifications is to produce the best system for the Owner.
If the Contractor suggests that alternate material, equipment or procedures will
improve the results at no additional cost, the Engineer and the Owner will
examine the suggestion and if it is accepted, it may be used. The basis upon
which acceptance of an alternate will be given is its value to the Owner, and not
for the convenience of the Contraeitor.
1.11 GUARANTEE
A. The contractor shall guarantee .the quality of the materials, equipment, and
workmanship for 12 months after. acceptance of the completed Project. Defects
discovered during that period shall be repaired by the Contractor at no cost to the
Owner. The Performance Bond shall reflect this guarantee.
1.12 EXISTING UTILITIES
A. All known utility facilities are shown schematically on plans, and are not
necessarily accurate in location as to plan or elevation. Utilities such as service
lines or unknown facilities not shorn on plans will not relieve the Contractor of his
responsibility under this requirement. "Existing Utilities Facilities" means any
Page 6 of 29
N:113011 Wocslrpeas102731.DOC

utility that exists on the project in its original, relocated or newly installed position.
The contractor will be held responsible for the cost of repairs to damaged
underground facilities; even when such facilities are ^^t a"wn cr the plans. The
Contractor shall contact all utility companies prior to beginning the work and
request an accurate field location of their respective utility lines.
1.13 TESTING
A. Laboratory tests for moisture density relationship for fill materials shall be in
accordance with ASTM D 1557, (Modified Proctor).
B. In place density tests in accordance with AST D 1556 or ASTM D 2922.
C. Testing laboratory shall operate in accordance to ASTM D 3740 and E 329 and
shall be accepted by the Engineer.
D. The testing laboratory and Project; Engineer/Project Representative shall be given
a minimum of 48 hours notice prior to taking any of the tests.
E. Testing shall be the responsibility of the Contractor and shall be performed at the
Contractor's expense by a commercial testing laboratory that operates in
accordance with subparagraph C above.
F. Test results shall be furnished to the Engineer.
PART 2 — PRODUCTS
Materials used in the work shall be those named in the Bid Form. In multiple type bids, the
selection of the type of material will be at the opinion of the Owner. Materials and products used
in the work shall conform to one of the following:
2.1 SEWER PIPE
A. PVC Pipe - Shall be polyvinyl chloride plastic and shall meet all requirements of
ASTM D 3034 SDR 35, except for depths greater than 12 feet where ductile iron
pipe or PVC C900 DR16 pipe must be installed. PVC pipe shall be installed in
accordance with ASTM D 2321. All pipe shall be suitable for use as a gravity
sewer conduit. Provisions must be made for contraction and expansion at each
joint with a rubber ring. Pipe sizes and dimensions shall be as shown in the table
shown in this specification. Standard lengths shall be 12.5 feet (±1-inch). Fittings
shall meet the same specification requirements as the pipe.
Nom.
Size
Outside Diameter .
Min. Wall
Thickness
SDR-35
Min. Wall
Thickness
C900 DR18
Average
Tole
nce
4
4.215
± 0.009
.120
.267
6
6.275
± 0.
11
1 .180
.383
8
8.400
± 0.
12
.240
.503
10
10.500
± 0.
15
.300
.617
12
12.500
± 0.
18
.360
.733
Page 7 of 29
NA130111docs\specs\Q2731.D0C

Tests on PVC Pipe - Pipe shall be designed to pass all tests at 73 ° F. (± 3° F.).
B. Ductile Iron - Shall conform to ANSI A 21.50 (AWWA C 150), ANSI A 21.51
(AWWA C 151) and ASTM A 746.. All pipe shall be Pressure Class 350 unless
otherwise noted. All ductile iron pipes and fittings shall be bituminous coated on
the outside and cement lined or equivalent on the inside.
1. Coating on the outside shall be an asphaltic coating approximately 1 mil
thick. The finished coating shall be continuous, smooth, neither brittle
when cold or sticky when exposed to the sun, and shall be strongly
adherent to the iron.
2. Cement lining shall conform to ASTM A 746-95.
2.2 JOINTS - GRAVITY SYSTEM
A. Joints for Ductile Iron Pipe - Shall be slip-on rubber equivalent to "Fastite," "All-
tite," or "Tyton."
B. Joints for PVC Pipe - Shall be integral wall bell and spigot with a rubber ring
gasket. The joints shall conform to ASTM D 3212 and the gaskets shall conform
to ASTM F 477.
2.3 FORCE MAIN
A. Plastic pipe shall be P.V.G. Class.100, C900 DR25, conforming to ASTM D 2241
and installed in accordance with: these specifications and with ASTM D 2321.
Joints shall be in accordance with ASTM D 3139.
B. Ductile Iron pipe shall be in accordance with Paragraph 2.1-13 and conform to
ASTM A 377. Joints shall be slit -on rubber equivalent to "Fastite," "All-tite," or
"Tyton."
C. Thrust blocking shall be sized asi detailed on the construction drawings of 3,000
p.s.i. concrete.. Blocking shall be provided at all bends deflecting 11-1/4' degrees
or more and bear directly against the undisturbed trench wall.
D. Restrained Joints - Restrained joints for pipe, valves and fittings shall be
mechanical joints with ductile iron retainer glands equivalent to "Megalug" or
push -on type joints equivalent to ``Lok-Ring," 'TR Flex," or "Super Lock" and shall
have a minimum rated working: pressure of 250 psi. The joints shall be in
accordance with the applicable portions of AWWA C 111. The manufacturer of
the joints shall furnish certificatio6, witnessed by an independent laboratory, that
the joints furnished have been tosted at a pressure of 500 psi without signs of
leakage or failure. Restrained joints shall be capable of being deflected after
assembly.
Page 8 of 29
NA 1801 1\docs\specs\02731.D0%

2.4 CASING
A. Casing pipe shall be steel conforming to ASTM A 139, yield point of 35,000 p.s.i.,
of the diameter shown on the dtawings at each crossing. The minimum wall
thickness shall be 0.25 inches.
2.5 MANHOLES
A. Masonry - Shall be new whole brick of good quality laid in masonry mortar or
cement mortar made of 1 part pbrtland cement and 2 parts clean sharp sand.
Every brick shall be carefully full ;bedded in mortar. Manholes shall conform to
the locations and details shown on the plans.
B. Precast Concrete - Shall be reinforced concrete constructed in accordance with
ASTM C 478 and the details shown on the plans "Precast Concrete Manholes."
The joints shall be tongue and groove sealed with flexible gaskets or mastic
sealant.
Gaskets shall be O-Ring or Type A or B "Tylox" equivalent to ASTM C 443;
mastic shall be "Ram-nek" with primer. The "Ram-nek" primer shall be applied to
all contact surfaces of the manhole joint at the factory in accordance with the
manufacturer's instructions.
C. Frames and Covers - Shall be ca9t iron equivalent to the following:
Neenah Foundry Co. R-1:668 Type "C" Lid
D. Manhole Steps - Shall be equivalent to M.A. Industries, Type PS-1 or PS-2-PF or
IMCO Reinforced Plastics, Inc. Model F.R.P. The steps shall be installed at the
manhole factory and in accordance with the recommendations of the step
manufacturer. Manholes will rot be acceptable if steps are not installed
accordingly.
E. Pipe Connections - Shall have flexible watertight joints at the point of entry of any
sewer main into the manhole. Tho joint shall be wedged rubber shape equivalent
to "Press Wedge II," or a rubber sleeve equivalent to 'Kor-N-Seal" or "Lock Joint."
F. Coatings - New manholes requiring a force main tie-in shall have all interior
surfaces coated with a factory applied coal tar epoxy. The coating shall be 300M
as manufactured by Koppers Company, Inc. or an accepted equivalent. The
coating shall be applied in two coats to achieve a dry film thickness of at least 10
mils per coat in accordance with the manufacturer's recommendations. Surfaces
shall be cleaned of all dust, form Ails, curing compounds and other foreign matter
prior to the coating application.
Existing manholes requiring a force main tie-in shall also be coated. The interior
surfaces shall be cleaned and Orepared according to the paint manufacturer's
recommendations. Paint type, thickness and applications shall conform to the
above mentioned specifications.
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N:\18011 \do:s\specs\02731. QOC

2.6 TEES
A. Tees shall be 4-inches and the saime diameter as the run of the pipe. They shall
be of the same material as the se%Wr main.
2.7 LATERALS
A. Shall be Ductile Iron Pipe conforming to paragraph 2.1-13, with push -on joints or
Polyvinyl Chloride pipe with bells hind natural rubber rings for jointing, conforming,
to Paragraph 2.1-A, PVC Pipe.
2.8 STONE BACKFILL
A. Shall be graded crushed granite with the following gradation:
Square Opening Size
Percent Passing
1"
100%
3/4"
90 to 100%
3/8"
0 to 65%
No. 4
0 to 25%
2.9 SAND BACKFILL
A. Shall be clean sand free from clay and organic material. Not more than 10%
shall pass the No. 100 sieve.
2.10 BORROW
A. Where it is determined that sufficient suitable material is not available from the
site to satisfactorily backfill the pipe to at least 2 feet above the top of the pipe,
the Contractor shall furnish suitable sandy borrow material to accomplish the
requirements. The material shall'i have not more than 60% passing the No. 100
sieve, nor more than 20% passing the No. 200 sieve.
2.11 AIR RELEASE VALVE
A. Shall be designed for sewage selrvice. The valve shall be constructed of a cast
iron body, stainless steel or bronte trim, and stainless steel float. The inlet shall
be 2-inches, 5/16-inch orifice, and a venting capacity of 35 c.f.f.a.m. The working
pressure shall be 0 to 50 p.s.i.; It shall conform to the detail shown on the
drawings. ARV shall be Valvmatl� Model #48-5 or approved equal.
Page 1 D of 29
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2.12 METAL DETECTOR TAPE
A_ Will be used over all pipe lines. The t;?o will be electr^ni^...9.11 Jr ;retca!!y
detectable tape and shall be at least two (2") wide and boldly labeled every
eighteen to thirty-two inches. Tape shall have a tensile strength of not less than
120 grams per 1.5 mils of thickness. Material of the tape shall be that which will
last as long as the pipe it marks, even in adverse soils.
2.13 TRACING WIRE
A. Will be used over all force main pipe lines. The wire will be #14 gauge stranded
or braided copper wire.
2.14 SUBMERSIBLE SEWAGE PUMPING STATION
A. Shall be dual submersible pumps installed in a concrete wet well. The pumps
shall be equivalent to Flygt, ABS, or Hydromatic conforming to the characteristics
shown on the drawings.
Pump Station
TDH
72 Feet
Pump Capacity
180 GPM
Maximum RPM
1,750
Phase
3
Voltage
230
Minimum HP
10
Minimum Efficiency
85%
B. Wet Well - Shall be precast reinforced concrete sections. The product design,
performance, materials, manufacture, handling, and installation shall conform to
the following references and the project specifications:
ACI 318 - Building Code Requirements for Reinforced Concrete
ASTM C 39 - Compressivo Strength of Cylindrical Concrete Specimens
ASTM C-478 - Precast Reinforced Concrete Manhole Sections
ASTM C 890 - Minimal Structural Design Loading for Precast Concrete
Water and Wastewater Strtuctures
ASTM C 891 - Installation of Underground Precast Concrete Utility
Structures
ASTM C 913 - Precast Concrete Water and Wastewater Structures
The Contractor or his supplier shall provide for the design of the precast
structure. Each section of the structure shall be designed and manufactured for
its individual depth, loading con4itions (lateral, surcharge and hydrostatic), and
Page 1-1 of 29
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opening requirements. All concrete in the precast structure shall have a minimum
compressive strength of 4,500 psi after 28 days. Reinforcing steel shall comply
with ASTM A 615 Grade 60 (min. fy = 60,000 psi). Bar bending and placement
shall comply with the ACI latest stAndards.
The precast structure manufacturer shall have the necessary equipment and
facilities for the proper manufacture of the sections and to perform compressive
strength tests on concrete tests specimens. Test cylinders shall be made for
each structure and test conducted in accordance with ASTM C 39 except that the
compressive strength shall be equal to or greater than the design of the concrete.
Structure design computations, concrete mix design, and test reports certifying
that design strength has been achieved at the 2828-dav break shall be submitted to
the Engineer. Design of the 4tructure shall be performed by a registered
professional engineer at the Conkractor's expense. The design parameters for
the precast structure shall include;
Lateral load based on a water table at the surface using equivalent fluid pressure
of 80 pcf from the surface grade:down and a vehicle wheel load designation of
HS20-44. Design live load for the top slab shall be 300 psf. The precast
concrete sections shall have a Minimum wall thickness of 6" and minimum top
and bottom slab thicknesses of 8". Actual thicknesses greater than minimum
shall be as required by the loading conditions.
The access hatches in the top slob of the wet -well structure shall be for the clear
opening dimensions indicated and have a load capacity of 300 psf. The material
shall be Aluminum Alloy 6063-T$ and T6, minimum 1/4" thick plate, flush -type
lock with inside spoon handle. The frame shall be complete with hinged and
hasp -equipped cover, upper guide holders, chain holders and cable holder.
Chain and cable holders shall be stainless steel or aluminum. Frame shall be
securely mounted above the pumps. The hatch covers shall be torsion -bar
loaded for ease of lifting and shall' have a safety -locking handle in open position.
The Contractor shall furnish and install guide bars for each pump to permit raising
and lowering the pump. Guide bars shall be galvanized and of adequate length
and strength to extend from the, lower guide holders on the pump discharge
connection to the upper guide holder mounted on the access frame.
The wet well shall be provided with sleeves, 24" below finished grade, for access
of the power and control conduits. The sleeves shall be of proper size and
number to accommodate all necessary power and control conduits.
All interior concrete surfaces shall have a factory applied coal tar epoxy coating.
The coating shall be 300M as Manufactured by Koppers Company, Inc. or an
accepted equivalent. The coatino shall be applied in two coats to achieve a dry
film thickness of at least 10 mils per coat in accordance with the manufacturers
recommendations. Concrete surfaces shall be cleaned of all dust, form oils,
curing compounds and other foreign matter prior to the coating application.
The structure manufacturer shall prepare and submit six (6) sets of shop
drawings showing wail and slab thicknesses, structural reinforcing and opening
locations. The manufacturer shall also provide the design analyses and
Page 12 of 29
NA! 8011 \dots\apec9\02731.DOC

calculations to show that all sections have been designed for the burial depths
shown on the construction drawin$s as well as stresses incurred during transport,
handling and installation. Calculations and analyses must be performed and
sealed by a licensed professional engineer and submitted for review. All shop
drawings and design calculations shall be submitted to the Contractor for review.
Contractor shall forward these documents to the Engineer. Such documents
shall bear the stamp or written statement of the Contractor indicating Contractor's
review for completeness and receipt. Contractor shall be responsible for the
accuracy of the shop drawings! and for their conformity to the Plans and
Specifications. Shop drawings With insufficient or incomplete data required to
indicate compliance with these specifications are not acceptable and will be
returned to the Contractor. Rejected shop drawings shall not relieve the
Contractor from his obligation to (6omplete the project within the time allowed by
the Contract Documents.
C. Pump Design - Pumps shall be capable of handling raw, unscreened sewage
with the capacity to pass 3-inch diameter spheres. The design shall be such that
the pumping units will be automatically connected to the discharge piping when
lowered into place on the discharge connection. The pumps shall be easily
removable for inspection or service, requiring no bolts, nuts or other fastening to
be removed for this purpose, and: no need for personnel to enter wet well. Each
pump shall be fitted with a galvanized chain of adequate strength and length to
permit raising the pump for inspection and removal.
D. Pump Construction - The pumps) shall be designed to pump sewage, storm
water, heavy sludge and other fibrous materials without injurious damage during
operation. The design shall be such that the lifting cover, stator housing and
volute casing are of gray iron construction with all nuts, bolts, washers and other
fastening devices coming into contact with sewage, be constructed of stainless
steel and protected by primer co0it and a coat of rubber -asphalt or epoxy paint.
The impeller shall be hard alloy' gray iron construction, dynamically balanced,
double shrouded, non -clogging design with a long thoroughfare and no acute
angles.
The pump motor shall be of Clads F Insulation, NEMA B design, watertight and
positively oil cooled, filled with a transformer oil, quality I3P Energol JSC of Shell
Diala D of DX or housed in an air -filled watertight chamber. The pump motor
shall be guaranteed to run in 0 totally, partially or non -submerged condition
continuously for a period of 24 hours without injurious damages. Water cooled
pumps shall not be considered equal. Before final acceptance, a field running test
at the job site demonstrating the 4bility to operate continuously for 24 hours under
a non -submerged condition, shall be performed for all pumps being supplied, if
required. The pump shall be provided with a tandem double mechanical seal
running in an oil bath. The seals shall be of lapped tungsten carbide and welded
to stainless steel retainers and hold in contact by separate springs. Conventional
double mechanical seals with ai spring assembly between the rotating faces,
requiring constant differential pre$sure to effect sealing and subject to penetration
and opening by pumping forces $hall not be considered equal to the tandem seal
specified and required. The pump shaft shall be of stainless steel and supported
by a double row inboard bearlr g for axial thrust and a single row outboard
bearing for radial thrust. The impeller shall be connected to a short sturdy shaft in
Page 113 of 29
NAI 8011 \docs\specs\02731.DOC

order to minimize shaft deflection; The shaft shall not extend more than 2-1/2
times its diameter below the nearest support bearing.
The pump cable shall be of proper, length to reach from the pumps in the wet well
to the control panel without any splices. The cable shall be the "SO" or hypalon
jacketed SPC type and in compliance with industry standards for loads,
resistance against sewage and of stranded construction. The cable shall enter
the pump through a heavy duty entry assembly which shall be provided with an
internal grommet assembly to protect against leakage once secured and must
have a strain relief assembly as plait of standard construction. The power cable
shall connect to a terminal board Which separates the incoming service from the
pump motor where if leakage ocours, the terminal board will short out and not
cause damage to the motor.
Each pump shall be supplied with a universal coupling which bolts to the pump
discharge flange and shall accept the discharge elbow provided by the pump
manufacturer. Seal of the pump at the discharge flange shall be accomplished by
a single downward linear motion of the pump with the entire weight of the pump
guided to and pressing against the discharge connection; no part of the pump
shall bear directly on the sump floor and no rotary motion of the pump shall be
required for sealing. Sealing at the discharge shall be effected to insure a
positive leakproof system and For ease of removal. The pump shall be
guaranteed not to leak at the discharge flange.
E. Pump Test - The pump manufacturer shall perform the following tests on each
pump before shipment from the factory:
1) Megger the pump for insulation breaks or moisture.
2) Prior to submergence, the pump shall be run dry and be checked for
correct rotation.
3) Pump shall be run for 30 minutes in a submerged condition.
4) Pump shall be removed from test tank, meggered immediately for
moisture; oil plugs removed for checking of upper seal and possible water
intrusion of stator housing.
5) A written certified test report giving the above information shall be
supplied with each pump aft the time of shipment.
6) All pump cable ends will: then be fitted with a rubber shrink fit boot to
protect cable prior to electrical installation.
F. Pump Controls - To synchronize. the operation of the pumps with variations of
sewage level in the wet well, thq Contractor shall provide a liquid level sensor
system consisting of a mercury switch enclosed in a smooth, chemical resistant
urethane or polypropylene casing suspended on its own cable. The cables shall
be of proper length to reach fror� the floats in the wet well to the control panel
without any splices. Four (4) such sensors shall be installed to determine pump -
on, lag pump on, pump -off, and high-level alarm conditions. An alternator shall
Page 114 of 29
N AI 8011 \docs\specs\02731. D OC

also be provided to change the sequence of operation of the pumps at the
completion of each pumping cycler. Provisions shall also be made for the pumps
to operate in parallel if the level in the %vet well continues to rise above the "pump -
on" cycle. The Contractor shall furnish and install one (1) automatic control
center, equipped with individual disconnects, across -the -line magnetic starters, 3
phase, overload and phase protection, electrical alternator, automatic transfer to
non -operating pump in event of . overload in operating pump, overload reset,
hand -off -automatic pump operation selector switch, 24 volt control circuit
transformer, and terminal board with connections for high-level alarm. All
components housed in NEMA 4X enclosure. The control center shall be installed
on a treated timber rack next to the station. Cables provided for pump feeders
and pump controls shall be installed in conduit from control centers to entrance
point in wet wells. See detail sket0h on construction drawings.
G. Alarm - A high water alarm shalll be supplied. Alarm flashing light shall be
supplied in separate NEMA 4X enclosure for mounting at the control box. An
audible alarm consisting of a weatherproof alarm bell with automatic reset bell
silencer switch and signal light shall be installed in addition to the flashing red
light alarm.
H. Submersible Pump Station Valve:Pit - The valve pit shall be precast concrete of
the dimensions shown on the construction drawings. Valve pit design shall meet
the requirements for precast concrete specified in section 2.14, paragraph B.
Each pit shall have a hatch cover. The covers shall be:
Clear Opening 14'4' x 4'-0"
Capacity 150 Ibs/sq. °ft.
Material Aluminum Alloy 6063-T5 & T61/4" plate
with a Neoprene gasket to make hatch
watertight
Gate Valves - Cast iron, bronze fitted, double disc, conforming to AWWA C 500,
Class 125, NRS.
J. Check Valves - Cast iron, bronzelfitted, spring and lever type with neoprene seat
and O-ring seals on a stainless stoel valve pin.
K. Hydrants - Shall be frost -proof wjth 36-inch bury, 1-inch male outlet, and 1-inch
male inlet, with the outlet 36-inches above the ground. The water line from the
main to the hydrant shall be 1-inch diameter.
L. Backflow Preventer - Shall be $ 1-inch size, bronze, dual check model. The
backflow preventer shall be mounted on the outlet of the frost -proof hydrant.
Backflow preventer shall be Watt$ Regulator Model No. 7 or acceptable alternate.
M. Fencing - A new fence shall be installed at the pump station site where shown on
the drawing and shall be in! accordance with Owner's and Engineer's
requirements.
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A 3" x 5", 7 gauge, stainless steep plate with an emergency phone number shall
be furnished and installed at a conspicuous location on the fence or control panel.
N. Access Road - Access road to the station shall be as shown on the drawing.
Stabilization shall be accomplisheld by constructing a base using granite crusher
run stone aggregate composed of 50% screenings and 50% stone, compacted to
6-inch thickness.
O. Shop Drawings - The Contractor shall submit for review by the Engineer a
complete schedule and data of materials and equipment to be incorporated in the
work. Submittals shall be supported by descriptive material, such as catalogs,
diagrams, performance curves, and charts published by the manufacturer, to
show conformance to specification and drawing requirements; model numbers
alone will not be acceptable. Complete electrical characteristics shall be provided
for all equipment.
All shop drawings shall be compiletely checked and marked accordingly by the
Contractors stamp prior to submitting drawings to the Engineer for review. Shop
drawings with insufficient or incomplete data required to indicate compliance with
these specifications are not acceptable and will be returned to the Contractor.
Where shop drawings are "Make Corrections as Noted," the reviewer has noticed
deficiencies in compliance with fhe contract specifications and drawings. It is
understood that corrections indicalted will be incorporated by the Contractor in the
final product, the operation and maintenance manuals and the shop drawings
submitted at the completion of the project. Rejected shop drawings shall not
relieve the Contractor from his obligation to complete the project within the time
allowed by the contract documents.
Upon completion of the project, -the Contractor shall provide the Engineer with
four (4) complete sets of the finoLl reviewed shop drawings. These four copies
shall be in bound form and submitted before final payment is made.
P. Pump Warranty - The pump manufacturer shall warrant the pumps being supplied
to the Owner against defects in workmanship and materials for a period of five
years under normal use, operation and service. In addition, the manufacturer
shall replace certain parts which shali become defective through normal use and
wear on a progressive schedule of cost for a period of five (5) years; parts
included are the mechanical seal, impeller pump housing, wear ring and ball
bearings. The warranty shall be in published form and apply to all similar units.
Q. Operation and Maintenance Manual - The pump manufacturer shall furnish the
Owner with a minimum of six (6) dnanuals for the pumps installed.
R. Electrical Service - Service to the pumping station shall be 3 phase, 4W, 240
volts. Service shall be undergrpund originating in weatherhead on the service
pole at the site and terminating in: the main breaker.
Conduits below grade shall be Schedule 40 PVC and above grade shall be rigid
galvanized. Conduits shall be sealed to prevent sewer gases entering the control
Page 16 of 29
N A180111docslspecs102731. DOC

panel. Sealing shall be accomplished by stuffing both ends of the conduit with
duct -seal, or other approved matefial.
Conductor shall be copper.
The neutral conductor of each seiVice shall be grounded to a ground rod system.
Grounding conductor shall be sizod in accordance with Article 250 of the N.E.C.
and shall be installed in non-metallic conduit to points of ground connection.
Ground rod system shall consist of three-3/4" x 10' copper weld ground rods.
Ground rods shall be installed three feet (3') apart with top of rods twelve inches
(12") below grade and shall be interconnected with the bare copper grounding
conductor. Connections to ground rods shall be with chemical weld connectors.
1) Running Time Meters - Shall be installed for measuring the elapsed
running time for each pump. Meters shall be installed on the face of the
control panel with the counter visible when the door or panel is opened.
One meter shall be provided for each starter, and it shall be connected to
operate simultaneously wiRh the starter that it is monitoring. Meters shall
be non -reset type, hermeti'oally sealed, 115 volts, 60 hertz, with a five digit
counter registering 1/10 hour and a total range of 99,999 hours.
2.15 CHECK VALVES
A. Shall be designed for sewage service. The valve shall be cast iron and bronze
fitted. The valve shall be a spring and lever type with neoprene seat and O-Ring
seals on a stainless steel valve pi , for pipes 3 inches and larger in diameter. For
check valves smaller than 3-inches, the valve shall be a fully ported 150 psi rated
ball check valve with a corrosion resistant phenolic base and a rubber seat.
Check valve shall be of the full Waterway design for quiet operation and with the
flow area through the valve equal to or exceeding the flow area of the pipe to
which it is installed.
2.16 GATE VALVES
A. Two (2) inches and urger Valves - Shall be cast iron or ductile iron body, bronze
mounted, double disc or resilient wedge design, with non -rising stems,
conforming to AWWA C 500 and C 509. Valves shall have ends to match the
pipe to which they are attachedF Attachment to plastic pipe shall be made by
special adapters. Valves shall hive a working pressure of 200 psi and be tested
at 400 psi.
Valves shall be furnished with "CI" ring packing. One (1) "O" ring shall be located
above the thrust collar and one (1) below. The thrust collar shall be permanently
lubricated and have an anti4rictidn washer on top of the thrust collar.
B. Smaller Than Two Inches (2') - Shall be all brass, ball valve type. The pressure
rating shall be 175 psi.
C. Valve Boxes - Underground valves shall be installed in approved valve boxes.
The valve boxes shall have a suitable base that does not damage the valve or
Page 17 of 29
NAI8011Wom\specs\02731.DOC

pipe, and shaft extension sections to cover and protect the valve and permit easy
access and operation. The cover shall be cast iron. The box and extensions
shall be cast iron having a crushing strength of 1,500 pounds per linear foot.
2.17 PLUG VALVES
A. Shall be of the same diameter as the piping to which they are attached. They
shall have semi -steel bodies, all metal plugs, stainless steel bearings, and be
equivalent to DeZurik Series 100 eccentric valves, lever operated or Dresser X-
Centric Style 800. All valves 6" and larger shall be equipped with gear actuator
and handwheel.
2.18 PRODUCT REVIEW
A. The Contractor shall provide the Engineer with a complete description of all
products before ordering. The Engineer will review all products before they are
ordered by Contractor.
PART 3 - EXECUTION
3.1 CONSTRUCTION OBSERVATION
A. The line, grade, deflection and infiltration of sewers and pump station operation
shall be tested by the Contractor under the direction of the Engineer. The
Engineer will have the right to require that any portion of the work be done in his
presence and if the work is covered up after such instruction, it shall be exposed
by the Contractor for observation. However, if the Contractor notifies the
Engineer that such work Is scheduled and the Engineer fails to appear within 48
hours, the Contractor may proceed without him. All work done and materials
furnished shall be subject to review by the Engineer or Project Representative,
and all improper work shall be reconstructed, and all materials which do not
conform to the requirements of the specifications shall be removed from the work
upon notice being received from the Engineer for the rejection of such materials.
The Engineer shall have the right to mark rejected materials so as to distinguish
them as such.
The Contractor shall give the Project Engineer or Project Representative a
minimum of 48 hours notice for all required observations'or tests.
It will also be required of the Contractor to keep accurate, legible records of the
location of all sanitary lines, service laterals, manholes, and appurtenances.
These records will be prepared in accordance with the "As -built Data" paragraph
in the Special Conditions. Final payment to the Contractor will be withheld until
all such information is received and accepted.
Page 18 of 29
N A18011 \docs\9pecs\02731. D0C

3.2 LOCATION AND GRADE
A. The line and grade of the sewers and the position of all manholes and other
structures are shown on the drawings. The grade line as given on the profile or
mentioned in these specifications means the invert or bottom of the inside of the
pipe and the price for trenching shall include the trench for the depth below this
line necessary to lay the sewer to this grade, but measurements for payment will
be made only to the grade line. Master control lines and bench marks have been
provided by the Engineer. The Contractor shall be responsible for the proper
locations and arades of the sewers.
3.3 SEWER EXCAVATION
A. The Contractor shall perform all excavations of every description and of whatever
substance encountered to the depth shown on the plans or specified for all
sewers, manholes, and other appurtenances. All excavations shall be properly
dewatered before installations are made, by the use of well points, pumping, or
other methods accepted by the Engineer. Trenches shall be excavated in
conformance with the Occupational and Safety Health Administration's (OSHA)
Regulations.
Where the character of the soil is such that the Engineer determines it unsuitable
for pipe bedding, an additional foot of excavation will be authorized and the
trench backfilled with sand backfill. The bottom of all trenches shall be rounded
to conform to the bottom of the pipe, so as to afford full bearing on the pipe
barrel. Excavation in excess of the depths and widths required for sewers,
manholes, and other structures shall be corrected by pouring subfoundations of
3,000 psi concrete and half cradle at the Contractor's expense.
3.4 TRENCH WALL SUPPORT
A. Bracing and Sheeting - The sides of all trenches shall be securely held by stay
bracing, or by skeleton or solid sheeting and bracing, as required by the soil
conditions encountered, to protect the adjoining property and for safety. Where
shown on the drawings or where directed by the Engineer, the Contractor must
install solid sheeting to protect adjacent property and utilities. The sheeting shall
be steel or timber and the Contractor shall submit design data, including the
section modulus of the members and the arrangement for bracing at various
depths, to the Engineer for review before installing the sheeting. It shall penetrate
at least 3 ft. below the pipe invert. Contractor shall ensure that support of the
pipe and its embedment is maintained throughout installation and ensure that
sheeting is sufficiently tight to prevent washing out of the trench wall from behind
the sheeting.
B. Sheeting Removal - Sheeting shall be removed in units and only removed when
the backfilling elevation has reached the level necessary to protect the pipe,
adjoining property, personnel, and utilities. Removal of sheeting or shoring shall
be accomplished in a manner that will preclude loss of support of foundation and
embedment materials. Fill voids left on removal of sheeting or shoring and
compact all materials to required densities.
Page 19 of 29
N A180111docs\specs102731. DOC

C. Movable Trench Wall Supports - Do not disturb the installed pipe and its
embedment when using movable trench boxes and shields. Movable supports
should not be used below the top of the pipe zone unless approved methods are
used for maintaining the integrity of embedment material. Before moving
supports, place and compact embedment to sufficient depths to ensure protection
of the pipe. As supports are moved, finish placing and compacting embedment.
D. When sheeting or shoring above the elevation cannot be safely removed, it shall
be left in place. Sheeting left in place shall be cut off at least 2 feet below the
surface. No separate payment shall be made for bracing and sheeting except
where shown on the drawings or authorized by the Engineer.
3.5 LAYING PIPE
A. All sewer pipe shall be laid upgrade with spigots pointing downgrade. The pipe
shall be laid in a ditch prepared in accordance with Paragraph 3.3 "Sewer
Excavation," so that after the sewer is complete, the interior surface shall conform
on the bottom accurately to the grades and alignment fixed or given by the
Engineer. Special care should be taken to provide a firm bedding in good
material, select borrow, stone backfill or 3,000 PSI concrete, as authorized, for
the length of each joint and Yz of the circumference. Holes shall be provided to
relieve bells from bedding strain, but not so large as to allow separation of the bell
from the barrel by settlement after backfilling. All pipe shall be cleaned out, and
left clean. Every third joint shall be filled around immediately after being properly
placed. The recommendations of the manufacturer of the particular pipe joint
shall be adhered to.
B. Jointing - Comply with manufacturer's recommendations for assembly of joint
components, lubrication, and making of joints. When pipe laying is interrupted,
secure piping against movement and seal open ends to prevent the entrance of
water, mud, or foreign material.
C. Placing and Compacting Pipe Embedment - Place embedment materials by
metl-iods thWL will not disturb or damage the pipe. Work in and tamp the
haunching material in the area between the bedding and the underside of the
pipe before placing and compacting the remainder of the embedment in the pipe
zone. Do not permit compaction equipment to contact and damage the pipe. Use
compaction equipment and techniques that are compatible with materials used
and location in the trench. Before using heavy compaction or construction
equipment directly over the pipe, place sufficient backfill to prevent damage,
excessive deflections, or other disturbance of the pipe.
D. Rock or Unyielding Materials in Trench Bottom - If ledge rock, hard pan, shale, or
other unyielding material, cobbles, rubble, debris, boulders, or stones larger than
1.5 in. are encountered in the trench bottom, excavate a minimum depth of 6 in.
below the pipe bottom and replace with proper embedment material.
E. Vertical Risers .- Provide support for vertical risers as commonly found at service
connections, cleanouts, and drop manholes to preclude vertical or lateral
Page 20 of 29
NA18011 \docs\specs\02731.DOC

movement. Prevent the direct transfer of thrust due to surface loads and
settlement, and ensure adequate support at points of connection to main lines.
F. Exposing Pipe for Making Service Line Connections - When excavating for a
service line connection, excavate material from above the top of the main line
before removing material from the sides of the pipe. Materials and density of
service line embedment should conform to the specifications for the main line.
G. Manhole Connections - Use flexible water stops, resilient connectors, or other
flexible systems approved by the engineer to make watertight connections to
manholes and other structures.
3.6 SEPARATION BETWEEN WATER & SANITARY SEWER
A. Parallel installation:
1. Water mains shall be laid at least ten (10) feet horizontally from any
existing or proposed sanitary sewer, storm sewer, or sewer manhole. The
distance shall be measured edge -to -edge.
2. When local conditions prevent a horizontal separation of 10 feet, the water
main may be laid closer to a sewer (on a case -by -case basis) provided
the water main is laid in -a separate trench or on an undisturbed earth
shelf located on one side of the sewer at such an elevation that the
bottom of the water main is at least 18 inches above the top of the sewer.
It is advised that the sewer be constructed of materials and with joints
that are equivalent to water main standards of construction and be
pressure tested to assure water -tightness prior to backfilling.
B. Crossing:
1. Water mains crossing house sewers, storm sewers, or sanitary sewers
shall be laid to provide a separation of at least 18 inches between the
bottom of the water main and the top of the sewer. At the crossings, one
full length of water pipe shall be so located that both joints will be as far
trom the sewer as possible. Special structural support for the water and
sewer pipes may be required.
2. When local conditions prevent a vertical separation of 18-inches, the
sewer passing over or under water mains shall be constructed of
materials and with joints that are equivalent to water main standards of
construction and shall be pressure tested to assure water -tightness prior
to backfilling.
3. When water mains cross under sewers, additional measures shall be
taken by providing:
a. a vertical separation of at least 18 inches between the bottom of
the sewer and the ;top of the water main;
Page 21 of 29
NA180111docslspecs\02731. DOC

THOMAS & HUTTON ENGINEERING CO.
1144 SHINE AVENUE
POST OFFICE BOX 8000
MYRTLE BEACH, SOUTH CAROLINA 29578-8000
TELEPHONE [phone]
FAX [phone] rl�
VIA DELIVERY li n 5 2005
December 2, 2005
1'
Ms. Linda Lewis 9)
NCDENR — Division of Water Quality \�
127 Cardinal Drive Extension QLP
Wilmington, NC 28405-3845
RE: Savannah Lakes at The Meadowlands — Phase 2
Stormwater Management Application
3-18011.300
Dear Ms. Lewis:
On behalf of Centex, we are pleased to submit the Stormwater Management Application
for the referenced project. The following items are attached for your review:
One (1) copy and one (1) original Permit Application
• Two (2) sets Construction Plans
• Two (2) copies of Construction Specifications
• Two (2) copies of the Stormwater Report
• One (1) copy and one (1) original Wet Detention Basin Form
Check in the amount of $420 for Review fee
• Two (2) copies of Project Narrative with Construction Sequence
Please review the application, and if everything is in order, we respectfully request
NCDENR approval of the application. We appreciate your assistance with this project.
Please call if you have any questions.
Sincerely,
THOMAS & HUTTON ENGINEERING CO.
David Gantt, . E.
Enclosures: As listed above
�1ON NAl�lsl l��pJiNORTHCUTT BOULEVARD �at�a �1 � Q�gaw rd�S4 > e�hitYrtEY lYf2 1 +'g+U'0'O • FAX [phone]
935 HOUSTON • PO BOX 1522 • MOUNT PLEASANT, SC 29465-1522 • TELEPHONE [phone] • FAX [phone]

Savannah Lakes at The Meadowlands, Phase 2, is a proposed planned development
located along Shingletree Road in Calabash. The proposed high density residential
development will ultimately consist of approximately 275 lots. Phase 2 will consist of
the site development for 82 single-family lots including the water system, sewer system,
drainage system, and roads. The total disturbed area of site development is
approximately 26.64 acres. Sediment and erosion control plans for the offshe utilities are
included in the Phase 2 plans.
Sediment and erosion control devices will consist of temporary silt fencing, grassing and
sodding, rip -rap stabilization at drainage outlets and ditch intersections, curb inlet
protection, and grate inlet protection. Drainage from this project will be directed to the
proposed on -site wet detention pond system. All sediment and erosion control devices
will be in -place prior to construction or constructed as necessary. The project engineer
and designated agents for the owner will monitor all sediment and erosion control devices
during construction. The sediment and erosion devices will be removed after permanent
stabilization of the site has been accomplished.
NOTE: Please reference the Stormwater Report for sediment and drainage calculations.
A copy of the US Army Corps of Engineers jurisdictional determination is included with
the stormwater report.
CONSTRUCTION SEQUENCE
NCE
I . SILT FENCE
2. CLEARING AND GRUBBING
3. ROUGH GRADING
4. SEWER SYSTEM
5. DRAINAGE SYSTEM
6. OTHER EROSION CONTROL
7. WATER SYSTEM
8. ROADS
9. FINAL GRASSING
NA 175141DocsWpplicatiomkiandq-narritive.doc

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT & NATURAL RESOURCES
LAND QUALITY SECTION
EROSION and SEDIMENTATION CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
PROJECT NAME: &VANd1AC I,Ilc118,g Pif-L DATE:
PROJECT NO.: 2Oe1._ 145- COUNTY: i3ltu►'yrttr.+c
To expedite the approval process, a cursory review of your submitted Erosion and Sediment Control Plan application has been made
and has shown the need for additional information as specified below. To meet our review schedule, any additional information
should be received by this office no later than jDfc, Y Z004 . Failure to meet this schedule may result in disapproval
of your plan. The following items shall be incorporated with respect to specific site conditions, in an erosion and sediment control plan
LOCATION INFORMATION
Protect location (roads, streets, landmarks)
North arrow and scale
GENERAL SITE FEATURES (Plan elements)
LegendNorth arrow, scale, etc.
Property lines
Existing contours (topographic lines)
Proposed contours
Limits of disturbed area (provide acreage total, delineate
limits, and label)
Planned and existing building locations and elevations
Planned & existing road locations & elevations
Lot and/or building numbers
Geologic features rock outcrops, seeps, springs, wetland
and their limits, streams, lakes, ponds, dams, etc
Ease,nents and drainageways
Profiles of streets, utilities, ditchlines, etc
Stockpiled topsoil or subsoil locations
If the same person conducts the land4slurbmg activity & any related
borrow or waste activity, the related borrow or waste activity shall
constitute pan of the land -disturbing activity unless the borrow or +,asle
activity is regulated under the Mining Act of 1971, or is a landfill regulated
by the Division of �Nasle Management II the land -disturbing activity and
any related borrow or waste activity are not conducted by the same
person, they shall be considered separate land -disturbing activities and
must be permitted either thru the Sedimentation Pollution Control Act as a
one -use borrow site or through the Mining Act
Required Army Corps 404 permit and Water Quality 401 certification (e g
stream dislurbances over 150 linear feel)
EROSION CONTROL MEASURES (on plan)
Legend
Location of temporary measures
Location of permanent measures
Construction drawings and details for
temporary and permanent measures
Maintenance requirements of measures
Contact person responsible for maintenance
SITE DRAINAGE FEATURES
_ Existing and planned drainage patterns (include off -site
areas that drain through project)
Method of determination of and calculations for Acreage of
land being disturbed
Size and location of culverts and sewers
Sod information type, special characteristics
Soil information below culvert storm outlets
Name and classification of receiving water course
(only where slormwaler discharges are to occur)
COMMENTS: See the following page
m Pew gat ek s „►�, COPLIJ oAl to F S i
pAtli 4R4/n1kj;,* /&& 14,tV,5
STORMWATER CALCULATIONS
Pre -construction runoff calculations for each outlet from the
site (at peak discharge points)
Design calculations for peak discharges of runoff (including
the construction phase & the final runoff coefficients of the
site)
Design talcs of culverts and storm sewers
Discharge and velocity calculations for open channel and
ditch flows (easement & right-of-ways)
Design talcs of cross sections and method of stabilization of
existing and planned channels (Include temporary linings)
Design talcs and construction details of energy dissipators
below culvert and storm sewer outlets (diameters & apron
dimensions)
Design talcs and dimension of sediment basins
Surface area and settling efficiency information for proposed
sediment [raps and/or basins
VEGETATIVE STABILIZATION
Area & acreage to be vegetatively stabilized
_ Method of soil preparation
Seed type & rates (lernporary & permanent)
Fertilizer type and rates
Mulch type and rates
NOTE: Plan should include provisions for groundcover on
exposed slopes within 15 working days or 30 calendar
days (whichever is shorter), following completion of any
phase of grading; permanent groundcover for all
disturbed areas within 15 working days or 90 calendar
days (whichever is shorter) following completion of construction or
development.
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
Completed, signed & notarized FR/O Form
Accurate application fee ($50.00 per acre rounded up the
next acre with no ceiling amount)
Certificate of assumed name, if the owner is a partnership
Name of Registered Agent (if applicable)
Copy of the most current Deed for the site
NOTE. For the Express Permitting Option, inquire at the local
Regional Office for availability.
NARRATIVE AND CONSTRUCTION SEQUENCE
Wilmington Regional Office
�+127 Cardinal Drive Extension. Wilmington, NC 288405 • Phone
y eT V%*S4' LuRl24,r-t 'dtea 1irt s 1 49 wt j if
Narrative describing the nature and purpose of the
construction activity
Construction sequence related to erosion and sediment
control (including installation of critical measures prior to the
imtiahon of the land -disturbing activity & removal of
measures after areas they serve are permanently stabilized)
Bid specifications related only to erosion control
910-395-3900 / FAX. [phone]
1,t P�°wecd(

A�--a
NCDENR
North Carolina Department of Environment and Natural Resources
James D. Simons, PG, Nt
Director and State Geologist
Division of Land Resources
Land Quality Section
November 15, 2005
LETTER OF RECEIPT OF EROSION CONTROL PLAN
Centex Homes
Mr. Mike Wyatt
2050 Corporate Ctr. Dr., Ste. 200
Myrtle Beach, SC 29577
RE: Project Name: Savannah Lakes, Ph. 2
Project ID: Bruns-2006-145
County: Brunswick
River Basin: Lumber
Submitted By: Thomas & Hutton
Date Received by LQS: November 14, 2005
Plan Type: NEW
Dear Mr. Wyatt:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
�v
5�oo3
This office has received a soil erosion and sediment control plan for the project listed above which
was submitted as required by the North Carolina Sedimentation Pollution Control Act (G.S. 113A-57 (4)).
The Act requires that all persons disturbing an area of one or more acres of land must obtain approval
of a soil erosion control plan prior to the commencement of the land -disturbing activity (G.S. 11 3A-54(d) (4)).
The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving
authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan within the 30-day period will be deemed approval of the
plan.
Commencement or continuation of a land -disturbing activity under the jurisdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the Act.
We have performed a preliminary review of your submitted plan and have determined that additional
information will be necessary before a final review can be completed. Enclosed is a checklist of items that
must be submitted before we can complete the review process. Failure to provide the additional information
may result in disapproval of your plan.
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules.
If you have questions please do not hesitate to contact this office. Your cooperation in this matter is
appreciated and we look forward to working with you on this project.
Sincerely,
odd C. Walton
Land Quality Section
cc: David Gantt, Thomas & Hutton Engineering Co.
LQS-WiRO; SWS-WiRO
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 • Phone: [phone] / FAX: [phone]

ARA
NCDEIR
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive, Wilmington NC 28405 [phone] FAX [phone]
Request for Express Permit Review
FILL-IN all information below and CHECK required Permit(s).
FAX or email to Cameron. Weaverfncmail net along with a narrative and vicinity man of the project location.
Projects must be submitted by 9:00 A.M. of the review date, unless prior arrangements are made.
APPLICANT Name Mike Wyatt
Company Centex Homes
Address 2050 Corporate Center Drive Suite 200 City/State_Myrtle Beach, SC —Zip--Z9577 County_Horry
Phone [phone] Fax [phone] Email
PROJECT Name Savannah Lakes at Meadowlands Phase 2
PROJECT SYSTEM(S) TRIBUTARY TO (STREAM NAME) RIVER BASIN
ENGINEER/CONSULTANT David Gantt P.E.
Company THOMAS & HUTTON ENGINEERING
Address 1144 Shine Avenue City/State_Myrlle Beach, SC Zip 29577 County_HorrX
Phone [phone] Fax [phone]_ Email_ [e-mail]
---------------------------------------------------------------------------------------------------------
State or National Environmental Policy Act (SEPA, NEPA) — EA or EIS Required ❑ Yes ❑ No
---------------------------------------------------------------------------I------------------------------------------------------
❑ STREAM ORIGIN Determination; i # of stream calls; Stream Name Shinaletree Swamp
---------------------------------------------------------- —--------- ---
❑ -------------------------------------------------------
STORMWATER ❑ Low Density ❑ High Density -Detention Detention Pond
❑ High Density -Other
Wetlands MUST be addressed below ® Low Density -Curb & Gutter ❑ High Density -Infiltration ❑ Off site
--------------------------------------------------------------------------------------------------------------------------------------------
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ® Upland Development ❑ Marina Development ❑ Urban Waterfront
-------------------------------------------------------------------------------------------------------------------------------------
❑ LAND QUALITY ® Erosion and Sedimentation Control Plan with 27.0 acres to be disturbed.
------------------------------------------------------------------------------------------------------
WE71ANDS (401) Wetlands on Property Z Yes ❑ No Isolated Wetlands on Property ❑ yes Z No
Check all that aaply Wetlands Will Be Impacted ® Yes ❑ No Wetland Impacts: 0.471 Acre(s)
Wetlands Delineation has been completed ® Yes ❑ No ® Buffers Impacted: 0.0 Acre(s)
USACOE Approval of Delineation completed ® Yes ❑ No
404 Application in process w/USACOE ❑Yes ®No I Permit received from USACE ❑Yes [:]No
401 Application required ❑Yes ® No If Yes, ❑ Regular ❑ Express
------------------------------------------------------------------------------------------------------------------------------------
Additional fees, not to exceed 50% of the original Express Review permit application fee, may be charged for
subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
SUBMITTAL DATES: Fee Split for multiple permits:
SW $
CAMA $
LQS $
401 $ Total Fee Amount $

Meadowlands Phew 2 Job: J-1801 I
Centex Homes Date: 9/9/05
Thomas dt Hutton Engineering Co. Revised:
Stormwater Management Report By: MJQ
PROJECT NARRATIVE
Meadowlands Phase 2 is a 27 acre residential subdivision consisting of 82 single
family homes. It is located near the intersection of SR 1302 and SR 1303 in
Brunswick County and is an extension of the previously approved project titled
Meadowlands Phase 2. The majority of the site consists of woods and meadow. It
currently drains via sheet flow and ditches to the Shingletree Canal. Soils present
on site are in hydrologic soil groups B, C and D.
PURPOSE
• To define the limits of the drainage basin or basins that contain this project.
• To document that major drainage infrastructure such as road crossings, lake
connectors, lakes, and outfalls are adequate for all existing, proposed, and future
development within the drainage basin(s), or that infrastructure construction can be
phased to accommodate future development.
• To document compliance with regulatory requirements of the State of North Carolina
and Brunswick County, summarized as follows:
• NORTH CAROLINA DENR
➢ Water Quality shall be maintained by retaining specified amounts of runoff in a
48 hour period.
➢ Sediment shall be prevented from leaving the site during construction.
• BRUNRWICI i COUNTY
D Post Development peak runoff rates shall be detained for the 1 and 10 year
storms.
➢ P'mk stages in lakes shall be below the minimum Finished Floor Elevations.
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�PROPEDOSACTIVITY: 7
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2 SINGLE FAMILY LOTS
11
COUNTY:
BRUNSWICK
MEADOWLANDS
APPLICANT:
CENTEX HOMES
SHEET I OF 1
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1 INCH = 2000 FEET
DATE' SEPTEMBER 12. 2005