NC0088366_Authorization to Construct_20180515 (5)

South Regional WWTP
Leachate Pump Station
Harnett County Department of Public Utilities
Harnett County, North Carolina
FINAL SPECIFICATIONS — FOR REVIEW PURPOSES ONLY —
NOT RELEASED FOR CONSTRUCTION
_. 555 Y J 1 I I I d J a J J J,.
CONSULTING
ENGINEERS, P.A.
1300 Second Avenue, Suite 211
Conway, South Carolina 29526
May 2018

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
PROJECT TABLE OF CONTENTS
DIVISION 01 — GENERAL REQUIREMENTS
01110 SUMMARY OF WORK
01319 PROJECT MEETINGS
01320 PROJECT SCHEDULE
01330 SUBMITTAL PROCEDURES
01356 STORM WATER POLLUTION PREVENTION MEASURES
01665 TESTING AND STARTUP
01781 OPERATION AND MAINTENANCE DATA
DIVISION 02 — SITE WORK
02300 EARTHWORK
02316 EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS
02722 AGGREGATE AND/OR GRADED -CRUSHED BASE COURSE
02742 HOT MIX BITUMINOUS PAVEMENT
02770 CONCRETE SIDEWALKS AND CURBS AND GUTTERS
02921 TURF
DIVISION 03 — CONCRETE
03410 PLANT -PRECAST CONCRETE PRODUCTS
DIVISION 11 — EQUIPMENT
11500 DUPLEX SUBMERSIBLE SOLIDS HANDLING SEWER PUMP STATION
DIVISION 15 — MECHANICAL
15200 PLANT PROCESS PIPING AND EQUIPMENT
PROJECT TABLE OF CONTENTS 1

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
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PROJECT TABLE OF CONTENTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 01110
SUMMARY OF WORK
PART 1 GENERAL
1.1 WORK COVERED BY CONTRACT DOCUMENTS
1.1.1 Project Description
Contractor shall provide all labor, tools, equipment, material, transportation and other items required for
the installation of a leachate pump station including receiving station, wet well, submersible pumps, force
main to headworks, and all appurtenances.
1.1.2 Location
The work shall be located at the South Regional WWTP as shown on the Contract Drawings.
PART 2 PRODUCTS
Not used.
PART 3 EXECUTION
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SECTION 01110
SUMMARY OF WORK

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
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SECTION 01110
SUMMARY OF WORK

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 01319
PROJECT MEETINGS
PART1 GENERAL
1.1 DESCRIPTION
This section provides information regarding project meetings that will be conducted as a part of this
project.
1.2 PRECONSTRUCTION CONFERENCE
The Contractor shall attend a preconstruction conference scheduled by the Engineer. Work shall not
commence prior to the conference. Subcontractor representatives shall attend.
The Contractor shall address project orientation, personnel contact, safety issues, permits, deficiencies,
and the location of the Contractor's office.
1.3 PROJECT MEETINGS
The Contractor shall attend monthly project meetings as scheduled by the Engineer. The Contractor's
Superintendent shall attend scheduled project meetings. Subcontractor representatives shall attend
when requested.
A Monthly Progress Report shall be submitted with the progress schedule, and shall address potential
factors of delay, deficiencies, material delivery schedules, submittals, and safety issues.
A Project Submittal Schedule shall be submitted showing full coordination with the project schedule. All
products and tests under each submittal number shall be prioritized and linked to the progress
schedule.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
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SECTION 01319 1
PROJECT MEETINGS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
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SECTION 01319
PROJECT MEETINGS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 01320
PROJECT SCHEDULE
PART 1 GENERAL
1.1 DESCRIPTION
This section provides information regarding development and maintenance of a detailed project
schedule.
PART 2 PRODUCTS (NOT APPLICABLE)
PART 3 EXECUTION
3.1 GENERAL REQUIREMENTS
A Project Schedule as described below shall be prepared. The scheduling of construction shall be the
responsibility of the Contractor. Contractor management personnel shall actively participate in its
development. Subcontractors and suppliers working on the project shall also contribute in developing
and maintaining an accurate Project Schedule. The approved Project Schedule shall be used to
measure the progress of the work, to aid in evaluating time extensions, and to provide the basis of all
progress payments.
3.2 BASIS FOR PAYMENT
The schedule shall be the basis for measuring Contractor progress. Lack of an approved schedule or
scheduling personnel will result in an inability of the Engineer to evaluate Contractor's progress for the
purposes of payment. Failure of the Contractor to provide all information, as specified below, shall
result in the disapproval of the entire Project Schedule submission and the inability of the Engineer to
evaluate Contractor progress for payment purposes.
3.3 PROJECT SCHEDULE
The computer software system utilized by the Contractor to produce the Project Schedule shall be
capable of providing all requirements of this specification. Contractor shall use Microsoft Project 2013
or approved equal. A copy of the software program will be provided by the Contractor for use by the
Engineer to assure compatibility.
3.3.1 Use of the Critical Path Method
The Critical Path Method (CPM) of network calculation shall be used to generate the Project Schedule.
The Contractor shall provide the Project Schedule in the Precedence Diagram Method (PDM).
3.3.2 Level of Detail Required
The Project Schedule shall include an appropriate level of detail. The Contractor shall use the following
conditions to develop the appropriate level of detail to be used in the Project Schedule:
3.3.2.1 Activity Durations
Reasonable durations are those that allow the progress of activities to be accurately determined
between payment periods.
SECTION 01320 1
PROJECT SCHEDULE

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.3.2.2 Design and Permit Activities
Design and permitting activities, including necessary conferences and follow-up actions and design
package submission dates, shall be integrated into the schedule.
3.3.2.3 Procurement Activities
Tasks related to the procurement of long lead materials or equipment shall be included as separate
activities in the project schedule. Long lead materials and equipment are those materials that have a
procurement cycle of over 90 days. Examples of procurement process activities include, but are not
limited to: submittals, approvals, procurement, fabrication, and delivery.
3.3.2.4 Critical Activities
The following activities shall be listed as separate line activities on the Contractor's project schedule:
a. Submission and approval of layout drawings.
b. Submission and approval of 0 & M manuals.
c. Submission and approval of as -built drawings.
d. Controls testing.
e. Performance Verification testing.
f. Other systems testing, if required.
g. Prefinal inspection.
h. Correction of punch list from prefinal inspection.
i. Final inspection.
3.3.2.5 Responsibility
All activities shall be identified in the project schedule by the party responsible to perform the work.
Responsibility includes, but is not limited to, the subcontracting firm, Contractor work force, or other
agency performing a given task. Activities shall not belong to more than one responsible party.
3.3.2.6 Work Areas
All activities shall be identified in the project schedule by the work area in which the activity occurs.
3.3.2.7 Category of Work
All Activities shall be identified in the project schedule according to the category of work which best
describes the activity. Category of work refers, but is not limited, to the procurement chain of activities
including such items as submittals, designs, design package submissions design reviews, review
conferences, permits, submittals, approvals, procurement, fabrication, delivery, installation, start-up,
and testing.
SECTION 01320 2
PROJECT SCHEDULE

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.3.3 Scheduled Project Completion
The schedule interval shall extend from NTP to the contract completion date.
3.3.3.1 Project Start Date
The schedule shall start no earlier than the date on which the NTP was acknowledged. The Contractor
shall include as the first activity in the project schedule an activity called "Start Project".
3.3.3.2 Constraint of Last Activity
Completion of the last activity in the schedule shall be constrained by the contract completion date.
Calculation on project updates shall be such that if the early finish of the last activity falls after the
contract completion date, then the float calculation shall reflect a negative float on the critical path.
The Contractor shall include as the last activity in the project schedule an activity called "End Project".
The "End Project" activity shall have an "LF" constraint date equal to the completion date for the
project, and a zero -day duration.
3.4 PROJECT SCHEDULE SUBMISSIONS
The Contractor shall provide the submissions as described below.
3.4.1 Initial Project Schedule Submission
The Initial Project Schedule shall be submitted for approval within 20 calendar days after NTP. The
schedule shall provide a reasonable sequence of activities which represent work through the entire
project and shall be at a reasonable level of detail.
3.4.2 Periodic Schedule Updates
Based on the result of progress meetings, specified in "Periodic Progress Meetings," the Contractor
shall submit periodic schedule updates. These submissions shall enable the Engineer to assess
Contractor's progress. If the Contractor fails or refuses to furnish the information and project schedule
data, which in the judgment of the Engineer is necessary for verifying the Contractor's progress, the
Contractor shall be deemed not to have provided an estimate upon which progress payment may be
made.
3.5 SUBMISSION REQUIREMENTS
The following items shall be submitted by the Contractor for the initial submission, and every monthly
project progress meeting throughout the life of the project.
3.5.1 Hard Copies
Adequate sized paper copies of the schedule in color for all attendees of the progress meetings.
3.5.2 Data Disks
One data CD containing the project schedule shall be provided.
SECTION 01320
PROJECT SCHEDULE

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.5.2.1 File Medium
Required data shall be submitted on CD's, DVDs, or thumb drive unless otherwise approved by the
Engineer.
3.5.2.2 Disk Label
A permanent exterior label shall be affixed to each disk submitted. The label shall indicate the type of
schedule (Initial, Update, or Change), full contract number, project name, project location, data date,
and name and telephone number of person responsible for the schedule.
3.5.2.3 File Name
Each file submitted shall have a name related to either the schedule data date, project name, or
contract number. The Contractor shall develop a naming convention that will ensure that the names of
the files submitted are unique.
3.5.3 Narrative Report
A Narrative Report shall be provided with the preliminary, initial, and each update of the project
schedule. This report shall be provided as the basis of the Contractor's progress payment request.
--End of Section --
SECTION 01320 4
PROJECT SCHEDULE

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 01330
SUBMITTAL PROCEDURES
PART1 GENERAL
1.1 DESCRIPTION
This section provides information regarding the submittal procedures to be used for this project.
1.1.1 Submittal Descriptions (SD)
Submittals requirements are specified in the technical sections. Submittals are identified by SD numbers
and titles as follows.
SD -01 Preconstruction Submittals
Submittals which are required prior to a notice to proceed on a new contract.
Certificates of insurance.
Surety bonds.
List of proposed subcontractors.
List of proposed products.
Construction Progress Schedule.
Submittal register.
Schedule of prices.
Health and safety plan.
Work plan.
Quality control plan.
Environmental protection plan.
1.2 SUBMITTALS
The Contractor shall provide submittals for work activities, materials, equipment, etc. as required by
the detailed specifications. The submittals shall be provided to the Engineer and Owner as a PDF and
printed copy. Six (6) copies shall be submitted, three of which will be returned.
The following shall be submitted in accordance with Section 01300 Submittal Procedures:
SD -01 Preconstruction Submittals
Submittal register;
1.3 USE OF SUBMITTAL REGISTER
Contractor shall develop a submittal register that will be approved by the Engineer prior to submitting
any submittals for review.
SECTION 01330
SUBMITTAL PROCEDURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.4 FORMAT OF SUBMITTALS
1.4.1 Transmittal Form
Transmit each submittal, except sample installations and sample panels, to office of the Engineer.
Transmit submittals with transmittal form prescribed by Engineer and standard for project. The
transmittal form shall identify Contractor, indicate date of submittal, and include information prescribed
by transmittal form and required in paragraph entitled "Identifying Submittals." Process transmittal
forms to record actions regarding sample panels and sample installations.
1.4.2 Identifying Submittals
Identify submittals, except sample panel and sample installation, with the following information
permanently adhered to or noted on each separate component of each submittal and noted on
transmittal form. Mark each copy of each submittal identically, with the following:
a. Project title and location.
b. Construction contract number.
c. Section number of the specification section by which submittal is required.
d. Submittal description (SD) number of each component of submittal.
e. When a resubmission, add alphabetic suffix on submittal description, for example, SD -10A, to
indicate resubmission.
f. Name, address, and telephone number of subcontractor, supplier, manufacturer and any other
second tier Contractor associated with submittal.
g. Product identification and location in project.
1.4.3 Format for SD -02 Shop Drawings
a. Shop drawings shall not be less than 8 1/2 by 11 inches nor more than 24 by 36 inches.
b. Present 8 1/2 by 11 inches sized shop drawings as part of the bound volume for submittals
required by section. Present larger drawings in sets.
c. Include on each drawing the drawing title, number, date, and revision numbers and dates, in
addition to information required in paragraph entitled "Identifying Submittals."
d. Dimension drawings, except diagrams and schematic drawings; prepare drawings
demonstrating interface with other trades to scale. Shop drawing dimensions shall be the same
unit of measure as indicated on the contract drawings. Identify materials and products for work
shown.
e. Drawings shall include the nameplate data, size, and capacity. Also include applicable industry
and technical society publication references.
SECTION 01330 2
SUBMITTAL PROCEDURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.4.4 Format of SD -03 Product Data and SD -08 Manufacturer's Instruction
a. Present product data submittals for each section as a complete, bound volume. Include table
of contents, listing page and catalog item numbers for product data.
b. Indicate, by prominent notation, each product which is being submitted; indicate specification
section number and paragraph number to which it pertains.
c. Supplement product data with material prepared for project to satisfy submittal requirements
for which product data does not exist. Identify this material as developed specifically for
project, with information and format as required for submission of SD -07 Certificates.
d. Product data shall include the manufacturer's name, trade name, place of manufacture, and
catalog model or number. Submittals shall also include applicable industry and technical society
publication references. Should manufacturer's data require supplemental information for
clarification, the supplemental information shall be submitted as specified for SD -07
Certificates.
e. Where equipment or materials are specified to conform to industry and technical society
reference standards of the organizations, submit proof of such compliance. The label or listing
by the specified organization will be acceptable evidence of compliance. In lieu of the label or
listing, submit a certificate from an independent testing organization, competent to perform
testing, and approved by the Engineer. The certificate shall state that the item has been tested
in accordance with the specified organization's test methods and that the item complies with
the specified organization's reference standard.
f. Submit manufacturer's instruction prior to installation.
1.4.5 Format of SD -04 Samples
a. Furnish samples in sizes below, unless otherwise specified or unless the manufacturer has
prepackaged samples of approximately same size as specified:
(1) Sample of Equipment or Device: Full size.
(2) Sample of Materials Less Than 2 by 3 inches: Built up to 8 1/2 by 11 inches.
(3) Sample of Materials Exceeding 8 1/2 by 11 inches: Cut down to 8 1/2 by 11 inches and
adequate to indicate color, texture, and material variations.
(4) Sample of Linear Devices or Materials: 10 -inch length or length to be supplied, if less
than 10 inches. Examples of linear devices or materials are conduit and handrails.
(5) Sample of Non -Solid Materials: Pint. Examples of non -solid materials are sand and paint.
(6) Color Selection Samples: 2 by 4 inches.
(7) Sample Panel: 4 by 4 feet.
(8) Sample Installation: 100 square feet.
SECTION 01330
SUBMITTAL PROCEDURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
b. Samples Showing Range of Variation: Where variations are unavoidable due to nature of the
materials, submit sets of samples of not less than three units showing extremes and middle of
range.
c. Reusable Samples: Incorporate returned samples into work only if so specified or indicated.
Incorporated samples shall be in undamaged condition at time of use.
d. Recording of Sample Installation: Note and preserve the notation of area constituting sample
installation but remove notation at final clean up of project.
e. When color, texture or pattern is specified by naming a particular manufacturer and style,
include one sample of that manufacturer and style, for comparison.
1.4.6 Format of SD -05 Design Data and SD -07 Certificates
Provide design data and certificates on 8 1/2 by 11 inches paper. Provide a bound volume for
submittals containing numerous pages.
1.4.7 Format of SD -06 Test Reports and SD -09 Manufacturer's Field Reports
a. Provide reports on 8 1/2 by 11 inches paper in a complete bound volume.
b. Indicate by prominent notation, each report in the submittal. Indicate specification number and
paragraph number to which it pertains.
1.4.8 Format of SD -10 Operation and Maintenance Data (0&M)
0&M Data format shall comply with the requirements specified in Section 01781 Operation and
Maintenance Data.
1.4.9 Format of SD -01 Preconstruction Submittals and SD -11 Closeout Submittals
When submittal includes a document, which is to be used in project or become part of project record,
other than as a submittal, do not apply Contractor's approval stamp to document, but to a separate
sheet accompanying document.
1.5 QUANTITY OF SUBMITTALS
1.5.1 Number of Copies of SD -02 Shop Drawings
Submit six (6) hard copies and one disk containing electronic copy of submittals of shop
drawings requiring review and approval.
1.5.2 Number of Copies of SD -03 Product Data and SD -08 Manufacturer's Instructions
Submit in compliance with quantity requirements specified for shop drawings.
1.5.3 Number of Samples SD -04 Samples
a. Submit two samples, or two sets of samples showing range of variation, of each required item.
One approved sample or set of samples will be retained by Engineer and one will be returned
to Contractor.
SECTION 01330 4
SUBMITTAL PROCEDURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
b. Submit one sample panel. Include components listed in technical section or as directed.
c. Submit one sample installation, where directed.
d. Submit one sample of non -solid materials.
1.5.4 Number of Copies SD -05 Design Data and SD -07 Certificates
Submit in compliance with quantity requirements specified for shop drawings.
1.5.5 Number of Copies SD -06 Test Reports and SD -09 Manufacturer's Field Reports
Submit in compliance with quantity with quality requirements specified for shop drawings.
1.5.6 Number of Copies of SD -10 Operation and Maintenance Data
Submit four (4) copies of O&M Data and one disk containing electronic copy to the Engineer
for review and approval.
1.5.7 Number of Copies of SD -01 Preconstruction Submittals and SD -11 Closeout Submittals
Unless otherwise specified, submit administrative submittals compliance with quantity requirements
specified for shop drawings.
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
Not Used
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SECTION 01330 5
SUBMITTAL PROCEDURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
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SECTION 01330
SUBMITTAL PROCEDURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 01356
STORM WATER POLLUTION PREVENTION MEASURES
PART1 GENERAL
1.1 DESCRIPTION
This section provides information regarding storm water pollution prevention measures to be used for
this project.
1.2 GENERAL
The Contractor shall implement the storm water pollution prevention measures specified in this section
in a manner which will meet the requirements of the specifications and the requirements of the Erosion
and Sedimentation Control Erosion permit.
1.3 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
SD -07 Certificates
Mill Certificate or Affidavit
Certificate attesting that the Contractor has met all specified requirements.
1.4 EROSION AND SEDIMENT CONTROLS
The controls and measures required by the Contractor are described below.
1.4.1 Stabilization Practices
The stabilization practices to be implemented shall include temporary seeding, mulching, geotextiles,
protection of trees, etc. On his daily CQC Report, the Contractor shall record the dates when the major
grading activities occur, (e.g., clearing and grubbing, excavation, embankment, and grading); when
construction activities temporarily or permanently cease on a portion of the site; and when stabilization
practices are initiated. Except as provided in Section 01356 paragraph 1.4.1.1 and paragraph 1.4.1.2,
stabilization practices shall be initiated as soon as practicable, but no more than 14 days, in any portion
of the site where construction activities have permanently ceased.
1.4.1.1 Unsuitable Conditions
Where the initiation of stabilization measures by the fourteenth day after construction activity
permanently ceases is precluded by unsuitable conditions caused by the weather, stabilization practices
shall be initiated as soon as practicable after conditions become suitable.
1.4.1.2 No Activity for Less Than 21 Days
Where construction activity will resume on a portion of the site within 21 days from when activities
ceased (e.g., the total time period that construction activity is temporarily ceased is less than 21 days),
then stabilization practices do not have to be initiated on that portion of the site by the fourteenth day
after construction activity temporarily ceased.
SECTION 01356
STORM WATER POLLUTION PREVENTION MEASURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.4.2 Structural Practices
Structural practices shall be implemented to divert flows from exposed soils, temporarily store flows, or
otherwise limit runoff and the discharge of pollutants from exposed areas of the site. Structural
practices shall be implemented in a timely manner during the construction process to minimize erosion
and sediment runoff. Structural practices shall include the following devices. Location and details of
installation and construction are shown on the drawings.
1.4.2.1 Silt Fences
The Contractor shall provide silt fences as a temporary structural practice to minimize erosion and
sediment runoff. Silt fences shall be properly installed to effectively retain sediment immediately after
completing each phase of work where erosion would occur in the form of sheet and rill erosion (e.g.
clearing and grubbing, excavation, embankment, and grading). Silt fences shall be installed in the
locations indicated on the drawings. Final removal of silt fence barriers shall be upon approval by the
Engineer.
1.4.2.2 Straw Bales
The Contractor shall provide bales of straw as a temporary structural practice to minimize erosion and
sediment runoff. Bales shall be properly placed to effectively retain sediment immediately after
completing each phase of work (e.g., clearing and grubbing, excavation, embankment, and grading) in
each independent runoff area (e.g., after clearing and grubbing in a area between a ridge and drain,
bales shall be placed as work progresses, bales shall be removed/replaced/relocated as needed for
work to progress in the drainage area). Areas where straw bales are to be used are shown on the
drawings. Final removal of straw bale barriers shall be upon approval by the Engineer. Rows of bales
of straw shall be provided as shown on the plans.
PART 2 PRODUCTS
2.1 COMPONENTS FOR SILT FENCES
2.1.1 Filter Fabric
The geotextile shall comply with the requirements of ASTM D 4439, and shall consist of polymeric
filaments which are formed into a stable network such that filaments retain their relative positions. The
filament shall consist of a long -chain synthetic polymer composed of at least 85 percent by weight of
ester, propylene, or amide, and shall contain stabilizers and/or inhibitors added to the base plastic to
make the filaments resistance to deterioration due to ultraviolet and heat exposure. Synthetic filter
fabric shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of
expected usable construction life at a temperature range of 0 to 120 degrees F. The filter fabric shall
meet the following requirements:
PHYSICAL PROPERTY
Grab Tensile
Elongation (%)
Trapezoid Tear
Permittivity
FILTER FABRIC FOR SILT SCREEN FENCE
TEST PROCEDURE
ASTM D 4632
ASTM D 4533
ASTM D 4491
STRENGTH REQUIREMENT
100 lbs. min.
30 % max.
55 lbs. min.
0.2 sec -1
SECTION 01356 2
STORM WATER POLLUTION PREVENTION MEASURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
AOS (U.S. Std Sieve) ASTM D 4751 20-100
2.1.2 Silt Fence Stakes and Posts
The Contractor will use steel posts for fence construction. Steel posts (standard "U" or "T" section)
utilized for silt fence construction, shall have a minimum weight of 1.33 pounds per linear foot and a
minimum length of 5 feet.
2.1.3 Mill Certificate or Affidavit
A mill certificate or affidavit shall be provided attesting that the fabric and factory seams meet
chemical, physical, and manufacturing requirements specified above. The mill certificate or affidavit
shall specify the actual Minimum Average Roll Values and shall identify the fabric supplied by roll
identification numbers. The Contractor shall submit a mill certificate or affidavit signed by a legally
authorized official from the company manufacturing the filter fabric.
2.1.4 Identification Storage and Handling
Filter fabric shall be identified, stored and handled in accordance with ASTM D 4873.
2.2 COMPONENTS FOR STRAW BALES
The straw in the bales shall be stalks from oats, wheat, rye, barley, rice, or from grasses such as
byhalia, bermuda, etc., furnished in air dry condition. The bales shall have a standard cross section of
14 inches by 18 inches. All bales shall be either wire -bound or string -tied. The Contractor will use
steel posts to secure the straw bales to the ground. Steel posts (standard "U" or "T" section) utilized
for securing straw bales, shall have a minimum weight of 1.33 pounds per linear foot and a minimum
length of 3 feet.
PART 3 EXECUTION
3.1 INSTALLATION OF SILT FENCES
Silt fences shall extend a minimum of 16 inches above the ground surface and shall not exceed 34
inches above the ground surface. Filter fabric shall be from a continuous roll cut to the length of the
barrier to avoid the use of joints. When joints are unavoidable, filter fabric shall be spliced together at
a support post, with a minimum 6 inch overlap, and securely sealed. The Fence shall be installed as
shown on the plans. Silt fences shall be removed upon approval by the Engineer.
3.2 INSTALLATION OF STRAW BALES
Straw bales shall be installed as shown on the plans. Straw bales shall be installed so that bindings are
oriented around the sides rather than along the tops and bottoms of the bales in order to prevent
deterioration of the bindings. After the bales are staked and chinked (gaps filled by wedging with
straw), the excavated soil shall be backfilled against the barrier. Backfill soil shall conform to the
ground level on the downhill side and shall be built up to 4 inches against the uphill side of the barrier.
Loose straw shall be scattered over the area immediately uphill from a straw bale barrier to increase
barrier efficiency. Each bale shall be securely anchored by at least two posts driven through the bale.
The first steel post in each bale shall be driven toward the previously laid bale to force the bales
together. Steel posts shall be driven a minimum 18 inches deep into the ground to securely anchor the
bales.
SECTION 01356
STORM WATER POLLUTION PREVENTION MEASURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.3 MAINTENANCE
The Contractor shall maintain the temporary and permanent vegetation, erosion and sediment control
measures, and other protective measures in good and effective operating condition by performing
routine inspections to determine condition and effectiveness, by restoration of destroyed vegetative
cover, and by repair of erosion and sediment control measures and other protective measures. The
following procedures shall be followed to maintain the protective measures.
3.3.1 Silt Fence Maintenance
Silt fences shall be inspected in accordance with Section 01356. Any required repairs shall be made
promptly. Close attention shall be paid to the repair of damaged silt fence resulting from end runs and
undercutting. Should the fabric on a silt fence decompose or become ineffective, and the barrier is still
necessary, the fabric shall be replaced promptly. Sediment deposits shall be removed when deposits
reach one-third of the height of the barrier. When a silt fence is no longer required, it shall be
removed. The immediate area occupied by the fence and any sediment deposits shall be shaped to an
acceptable grade. The areas disturbed by this shaping shall be seeded in accordance with Section
02921 Seeding.
3.3.2 Straw Bale Maintenance
Straw bale barriers shall be inspected in accordance with paragraph INSPECTIONS. Close attention
shall be paid to the repair of damaged bales, end runs and undercutting beneath bales. Necessary
repairs to barriers or replacement of bales shall be accomplished promptly. Sediment deposits shall be
removed when deposits reach one-half of the height of the barrier. Bale rows used to retain sediment
shall be turned uphill at each end of each row. When a straw bale barrier is no longer required, it shall
be removed. The immediate area occupied by the bales and any sediment deposits shall be shaped to
an acceptable grade. The areas disturbed by this shaping shall be seeded in accordance with Section
02921 Seeding.
3.4 INSPECTIONS
3.4.1 General
The Contractor shall inspect disturbed areas of the construction site, areas used for storage of
materials that are exposed to precipitation that have not been finally stabilized, stabilization practices,
structural practices, other controls, and area where vehicles exit the site at least once every seven (7)
calendar days and within 24 hours of the end of any storm that produces 0.5 inches or more rainfall at
the site. Where sites have been finally stabilized, such inspection shall be conducted at least once
every month.
3.4.2 Inspections Details
Disturbed areas and areas used for material storage that are exposed to precipitation shall be inspected
for evidence of, or the potential for, pollutants entering the drainage system. Erosion and sediment
control measures identified in the Erosion and Sedimentation Control Permit shall be observed to
ensure that they are operating correctly. Discharge locations or points shall be inspected to ascertain
whether erosion control measures are effective in preventing significant impacts to receiving waters.
Locations where vehicles exit the site shall be inspected for evidence of offsite sediment tracking.
SECTION 01356 4
STORM WATER POLLUTION PREVENTION MEASURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.4.3 Inspection Reports
For each inspection conducted, the Contractor shall prepare a report summarizing the scope of the
inspection, name(s) and qualifications of personnel making the inspection, the date(s) of the
inspection, major observations relating to the implementation of the Storm Water Pollution Prevention
Plan, maintenance performed, and actions taken. A copy of the inspection report shall be maintained
on the job site.
End of Section
SECTION 01356
STORM WATER POLLUTION PREVENTION MEASURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
THIS PAGE INTENTIONALLY LEFT BLANK
SECTION 01356
STORM WATER POLLUTION PREVENTION MEASURES

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 01665
TESTING AND STARTUP
PART1 GENERAL
1.1 REQUIREMENTS INCLUDED
1.1.1 Provide Competent Field Service Technicians
The Contractor shall provide competent field service technicians of the manufacturers of all equipment
furnished under the contract to supervise installation, adjustment, initial operation and testing,
performance testing, final acceptance testing, and startup of the equipment.
1.1.2 Perform Specified Equipment Field Performance Tests
Perform specified equipment field performance tests, final acceptance tests and startup services prior
to startup and acceptance of work.
1.2 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
Start -Up Personnel
Submit name, address, telephone number, and resume of proposed field service technicians at least 30
days in advance of the need for such services.
1.2.1 Testing Procedures
In accordance with submittal requirements in equipment specifications, the Contractor shall provide
detailed testing procedures for shop tests, field performance tests and final acceptance tests as
specified in the various equipment specification sections.
1.2.2 Test Reports
In accordance with submittal requirements in equipment specifications, the Contractor shall provide
copies of test reports upon completion of specified shop, performance and acceptance tests. Test
reports shall incorporate the information provided in the test procedure submittals, modified to reflect
actual conduct of the tests and the following additional information:
a. Copy of all test data sheets and results of lab analyses.
b. Summary comparison of specified test and performance requirements vs. actual test results.
c. Should actual test results fail to meet specified test and performance requirements, describe
action to be taken prior to re -testing equipment.
1.2.3 Manufacturer's Field Service Technician's Report
In accordance with submittal requirements in equipment specifications, the Contractor shall provide
copies of the manufacturer's field service technician's report summarizing the results of his/her initial
inspection, operation, adjustment and pre-tests. The report shall include detailed descriptions and
SECTION 01665
TESTING AND STARTUP

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
tabulations of the points inspected, tests and adjustments made, quantitative results obtained,
suggestions for precautions to be taken to ensure proper maintenance, and the equipment supplier's
Certificate of Installation.
1.3 FIELD SERVICE AND MANUFACTURER'S REPRESENTATIVES
1.3.1 Field Service Technicians
Field service technicians shall be competent and experienced in the proper installation, adjustment,
operation, testing and startup of the equipment and systems being installed.
1.3.2 Manufacturer's Sales and Marketing Personnel
Manufacturer's sales and marketing personnel will not be accepted as field service technicians.
PART 2 PRODUCTS
Not Used.
PART 3 EXECUTION
3.1 WITNESS REQUIREMENTS
3.1.1 Shop or Factory Tests
Shop tests or factory tests may be witnessed by the Owner and/or Owner's representatives and the
Engineer, as required by the various equipment specifications.
3.1.2 Field Performance and Acceptance Tests
Field performance and acceptance tests shall be performed in the presence of the Owner, the Owner's
designated personnel and/or Owner's representatives, and the Engineer.
3.2 STARTUP AND ACCEPTANCE
3.2.1 General Requirements
The Contractor is responsible for performing a Site Acceptance Test per these specifications, following
the proper startup and acceptance of all equipment items. The Contractor will be responsible for power
costs (but not chemical costs) associated with this test.
3.2.1.1 Startup and Performance Demonstration
Successfully execute the step-by-step procedure of startup and performance demonstration specified
hereinafter.
3.2.1.2 Demonstration Prior to Substantial Completion
The startup and performance demonstration shall be successfully executed prior to Substantial
Completion and acceptance by the Owner of all new processes/equipment and related systems.
SECTION 01665 2
TESTING AND STARTUP

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.2.1.3 Scheduling of Performance Tests
All performance tests and inspections shall be scheduled at least five working days in advance or as
otherwise specified with the Owner and the Engineer. All performance tests and inspections shall be
conducted during the workweek of Monday through Friday, unless otherwise specified.
3.2.1.4 Installation, Startup, and Instruction for Equipment Systems
Installation, startup, and instruction for each of the equipment systems shall be performed prior to full
system startup as described in the specifications.
3.2.2 Preparation for Startup
3.2.2.1 Hydraulic Check and Flush of all Systems
Upon completion of the water treatment facilities and all related systems, all channels, basins, and
tanks shall be flushed with clean water and hydraulically checked for leaks, cracks, and defects.
3.2.2.2 Mechanical and Electrical Equipment
All mechanical and electrical equipment shall be checked to ensure that it is in good working order and
properly connected. Preliminary run-ins of the pumps, compressors, and other equipment shall be
made. All systems shall be cleaned and purged as required. All sumps, tanks, and pipelines which are
hydraulically checked shall be drained and returned to their original condition once the testing is
complete.
3.2.2.3 Instruments and Controls
All instruments and controls shall be calibrated through their full range. All other adjustments required
for proper operation of all instrumentation and control equipment shall be made.
3.2.2.4 All Other Tasks
Perform all other tasks needed for preparing and conditioning the treatment facilities for proper
operation.
3.2.2.5 Specified Safety Equipment
No testing or equipment operation shall take place until it has been verified by the Engineer that all
specified safety equipment has been installed and is in good working order.
3.2.2.6 Lubricants, Tools, Maintenance Equipment, Spare Parts and Operation and Maintenance Manuals
No testing or equipment operation shall take place until it has been verified by the Engineer that all
lubricants, tools, maintenance equipment, spare parts and approved equipment operation and
maintenance manuals have been furnished as specified.
3.2.3 Facilities Startup
3.2.3.1 Startup Period
Startup period shall not begin until all new systems and equipment have been field tested as specified
and are ready for operation. The Owner shall receive spare parts, safety equipment, tools and
SECTION 01665 3
TESTING AND STARTUP

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
maintenance equipment, lubricants, approved operation and maintenance data and the specified
operation and maintenance instruction prior to the startup with sewage. All valve tagging shall be
complete prior to this startup.
3.2.3.2 Site Acceptance Test
The Contractor shall be responsible for performance of the Site Acceptance Test in accordance with
direction by the Owner and Engineer.
3.2.3.3 Prerequisites for Commencement of the Test
The SAT is a test of actual facility operating conditions. Therefore, the project must be made fully
functional with all systems verified prior to commencement of the 10 -day test. Prerequisites for
commencement of the test shall include the following:
a. Complete construction of all facilities (Contractor).
b. Leak/hydraulic tightness testing of all basins, water retaining structures, and/or piping shall be
complete and any leaks shall be corrected (Contractor).
c. Complete operational readiness tests and make ready all equipment and instruments as
specified in other sections (Contractor).
--End of Section --
SECTION 01665 4
TESTING AND STARTUP

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 01781
OPERATION AND MAINTENANCE DATA
PART1 GENERAL
1.1 SUBMISSION OF OPERATION AND MAINTENANCE DATA
Submit Operation and Maintenance (O&M) Data specifically applicable to this contract and a complete
and concise depiction of the provided equipment, product, or system. Organize and present information
in sufficient detail to clearly explain 0&M requirements at the system, equipment, component, and
subassembly level. Include an index preceding each submittal. Submit in accordance with this section
and Section 01330 Submittal Procedures.
1.1.1 Package Quality
Documents must be fully legible. Poor quality copies and material with hole punches obliterating the
text or drawings will not be accepted. Documents will be bound in 3 -ring binders.
1.1.2 Package Content
Data package content shall be as shown in the paragraph titled "Schedule of Operation and
Maintenance Data Packages." Comply with the data package requirements specified in the individual
technical sections, including the content of the packages and addressing each product, component, and
system designated for data package submission.
1.1.3 Changes to Submittals
Manufacturer -originated changes or revisions to submitted data shall be furnished by the Contractor if a
component of an item is so affected subsequent to acceptance of the 0&M Data. Changes, additions,
or revisions required by the Engineer for final acceptance of submitted data, shall be submitted by the
Contractor within 30 calendar days of the notification of this change requirement.
1.2 TYPES OF INFORMATION REQUIRED IN 0&M DATA PACKAGES
1.2.1 Operating Instructions
Include specific instructions, procedures, and illustrations for the following phases of operation:
1.2.1.1 Safety Precautions
List personnel hazards and equipment or product safety precautions for all operating conditions.
1.2.1.2 Operator Prestart
Include procedures required to set up and prepare each system for use.
1.2.1.3 Startup, Shutdown, and Post -Shutdown Procedures
Provide narrative description for Startup, Shutdown and Post -shutdown operating procedures including
the control sequence for each procedure.
SECTION 01781 1
OPERATION AND MAINTENANCE DATA

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.2.1.4 Normal Operations
Provide narrative description of Normal Operating Procedures. Include Control Diagrams with data to
explain operation and control of systems and specific equipment.
1.2.1.5 Emergency Operations
Include Emergency Procedures for equipment malfunctions to permit a short period of continued
operation or to shut down the equipment to prevent further damage to systems and equipment.
Include Emergency Shutdown Instructions for fire, explosion, spills, or other foreseeable contingencies.
Provide guidance and procedures for emergency operation of all utility systems including required valve
positions, valve locations and zones or portions of systems controlled.
1.2.1.6 Operator Service Requirements
Include instructions for services to be performed by the operator such as lubrication, adjustment,
inspection, and recording gage readings.
1.2.1.7 Environmental Conditions
Include a list of Environmental Conditions (temperature, humidity, and other relevant data) that are
best suited for the operation of each product, component or system. Describe conditions under which
the item equipment should not be allowed to run.
1.2.2 Preventive Maintenance
Include the following information for preventive and scheduled maintenance to minimize corrective
maintenance and repair.
1.2.2.1 Lubrication Data
Include preventative maintenance lubrication data, in addition to instructions for lubrication provided
under paragraph titled "Operator Service Requirements":
a. A table showing recommended lubricants for specific temperature ranges and applications.
b. Charts with a schematic diagram of the equipment showing lubrication points, recommended
types and grades of lubricants, and capacities.
c. A Lubrication Schedule showing service interval frequency.
1.2.2.2 Preventive Maintenance Plan and Schedule
Include manufacturer's schedule for routine preventive maintenance, inspections, tests and
adjustments required to ensure proper and economical operation and to minimize corrective
maintenance. Provide manufacturer's projection of preventive maintenance work -hours on a daily,
weekly, monthly, and annual basis including craft requirements by type of craft. For periodic
calibrations, provide manufacturer's specified frequency and procedures for each separate operation.
1.2.3 Corrective Maintenance (Repair)
Include manufacturer's recommended procedures and instructions for correcting problems and making
repairs.
SECTION 01781 2
OPERATION AND MAINTENANCE DATA

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.2.3.1 Troubleshooting Guides and Diagnostic Techniques
Include step-by-step procedures to promptly isolate the cause of typical malfunctions. Describe clearly
why the checkout is performed and what conditions are to be sought. Identify tests or inspections and
test equipment required to determine whether parts and equipment may be reused or require
replacement.
1.2.3.2 Wiring Diagrams and Control Diagrams
Wiring diagrams and control diagrams shall be point-to-point drawings of wiring and control circuits
including factory -field interfaces. Provide a complete and accurate depiction of the actual job specific
wiring and control work. On diagrams, number electrical and electronic wiring and pneumatic control
tubing and the terminals for each type, identically to actual installation configuration and numbering.
1.2.3.3 Maintenance and Repair Procedures
Include instructions and a list of tools required to repair or restore the product or equipment to proper
condition or operating standards.
1.2.3.4 Removal and Replacement Instructions
Include step-by-step procedures and a list required tools and supplies for removal, replacement,
disassembly, and assembly of components, assemblies, subassemblies, accessories, and attachments.
Provide tolerances, dimensions, settings and adjustments required. Instructions shall include a
combination of text and illustrations.
1.2.3.5 Spare Parts and Supply Lists
Include lists of spare parts and supplies required for maintenance and repair to ensure continued
service or operation without unreasonable delays. Special consideration is required for facilities at
remote locations. List spare parts and supplies that have a long lead-time to obtain.
1.2.4 Corrective Maintenance Work -Hours
Include manufacturer's projection of corrective maintenance work -hours including requirements by type
of craft. Corrective maintenance that requires completion or participation of the equipment
manufacturer shall be identified and tabulated separately.
1.2.5 Appendices
Provide information required below and information not specified in the preceding paragraphs but
pertinent to the maintenance or operation of the product or equipment. Include the following:
1.2.6 Parts Identification
Provide identification and coverage for all parts of each component, assembly, subassembly, and
accessory of the end items subject to replacement. Include special hardware requirements, such as
requirement to use high-strength bolts and nuts. Identify parts by make, model, serial number, and
source of supply to allow reordering without further identification. Provide clear and legible illustrations,
drawings, and exploded views to enable easy identification of the items. When illustrations omit the
part numbers and description, both the illustrations and separate listing shall show the index,
reference, or key number that will cross-reference the illustrated part to the listed part. Parts shown in
the listings shall be grouped by components, assemblies, and subassemblies in accordance with the
SECTION 01781
OPERATION AND MAINTENANCE DATA

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
manufacturer's standard practice. Parts data may cover more than one model or series of equipment,
components, assemblies, subassemblies, attachments, or accessories, such as typically shown in a
master parts catalog
1.2.6.1 Warranty Information
List and explain the various warranties and include the servicing and technical precautions prescribed
by the manufacturers or contract documents in order to keep warranties in force. Include warranty
information for primary components such as the compressor of air conditioning system.
1.2.6.2 Personnel Training Requirements
Provide information available from the manufacturers that are needed for use in training designated
personnel to properly operate and maintain the equipment and systems.
1.2.6.3 Testing Equipment and Special Tool Information
Include information on test equipment required to perform specified tests and on special tools needed
for the operation, maintenance, and repair of components.
1.2.6.4 Contractor Information
Provide a list that includes the name, address, and telephone number of the General Contractor and
each Subcontractor who installed the product or equipment, or system. For each item, also provide the
name address and telephone number of the manufacturer's representative and service organization
most convenient to the project site. Provide the name, address, and telephone number of the product,
equipment, and system manufacturers.
PART 2 PRODUCTS
Not used.
PART 3 EXECUTION
Not used.
--End of Section --
SECTION 01781 4
OPERATION AND MAINTENANCE DATA

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 02300
EARTHWORK
PART1 GENERAL
1.1 DESCRIPTION
This section provides information regarding earthwork procedures to be used for this project.
1.2 DEFINITIONS
1.2.1 Satisfactory Materials
Satisfactory materials shall comprise any materials classified by ASTM D 2487 as GW, GP, GM, GP -GM,
GW -GM, GC, GP -GC, GM -GC, SM, SC, SW, SP. Satisfactory materials for grading shall be comprised of
stones less than 4 inches, except for fill material for pavements and railroads which shall be comprised
of stones less than 3 inches in any dimension.
1.2.2 Unsatisfactory Materials
Materials which do not comply with the requirements for satisfactory materials are unsatisfactory.
Unsatisfactory materials also include man-made fills; trash; refuse; backfills from previous construction;
and material classified as satisfactory which contains root and other organic matter or frozen material.
The Engineer shall be notified of any contaminated materials.
1.2.3 Cohesionless and Cohesive Materials
Cohesionless materials include materials classified in ASTM D 2487 as GW, GP, SW, and SP. Cohesive
materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM
will be identified as cohesionless only when the fines are nonplastic. Testing required for classifying
materials shall be in accordance with ASTM D 4318, ASTM C 136, ASTM D 422, and ASTM D 1140.
1.2.4 Degree of Compaction
Degree of compaction required, except as noted in the second sentence, is expressed as a percentage
of the maximum density obtained by the test procedure presented in ASTM D 1557 abbreviated as a
percent of laboratory maximum density. Since ASTM D 1557 applies only to soils that have 30 percent
or less by weight of their particles retained on the 3/4 inch sieve, the degree of compaction for material
having more than 30 percent by weight of their particles retained on the 3/4 inch sieve shall be
expressed as a percentage of the maximum density in accordance with AASHTO T 180 Method D and
corrected with AASHTO T 224. To maintain the same percentage of coarse material, the "remove and
replace" procedure as described in the NOTE 8 of AASHTO T 180 shall be used.
1.2.5 Topsoil
Material suitable for topsoils obtained from offsite areas or excavations is defined as in natural or
undisturbed soil formations, the fine-grained, weathered material on the surface or directly below any
loose or partially decomposed organic matter. Topsoil may be a dark -colored, fine, silty, or sandy
material with a high content of well decomposed organic matter, often containing traces of the parent
rock material. Gradation and material requirements specified herein apply to all topsoil references in
this contract. The material shall be representative of productive soils in the vicinity.
SECTION 02300
EARTHWORK

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.3 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
SD -03 Product Data
Earthwork;
Procedure and location for disposal of unused satisfactory material. Proposed source of borrow
material.
SD -06 Test Reports
Testing;
Within 24 hours of conclusion of physical tests, 6 copies of test results, including calibration curves and
results of calibration tests.
SD -07 Certificates
Testing;
Qualifications of the commercial testing laboratory or Contractor's testing facilities. The testing
laboratory must have USACE Certification.
1.4 SUBSURFACE DATA
Subsurface soil boring locations are shown on the drawings and the logs are appended to the special
contract requirements. The subsoil investigation reports are appended to the special contract
requirements. These data represent the best subsurface information available; however, variations may
exist in the subsurface between boring locations.
1.5 CLASSIFICATION OF EXCAVATION
No consideration will be given to the nature of the materials, and all excavation will be designated as
unclassified excavation.
1.6 UTILIZATION OF EXCAVATED MATERIALS
Unsatisfactory materials removed from excavations shall be disposed of in designated waste disposal or
spoil areas. Satisfactory material removed from excavations shall be used, insofar as practicable, in the
construction of fills, embankments, subgrades, shoulders, bedding (as backfill), and for similar
purposes. No satisfactory excavated material shall be wasted without specific written authorization.
Satisfactory material authorized to be wasted shall be disposed of in designated areas approved for
surplus material storage or designated waste areas as directed. No excavated material shall be
disposed of to obstruct the flow of any stream, endanger a partly finished structure, impair the
efficiency or appearance of any structure, or be detrimental to the completed work in any way.
PART 2 PRODUCTS (NOT APPLICABLE)
SECTION 02300 2
EARTHWORK

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
PART 3 EXECUTION
3.1 STRIPPING OF TOPSOIL
Within all areas disturbed by construction, topsoil shall be stripped to a depth of 6 inches. Topsoil shall
be spread on areas already graded and prepared for topsoil, or transported and deposited in stockpiles
convenient to areas that are to receive application of the topsoil later, or at locations indicated or
specified. Topsoil shall be kept separate from other excavated materials, brush, litter, objectionable
weeds, roots, stones larger than 2 inches in diameter, and other materials that would interfere with
planting and maintenance operations. Any surplus of topsoil from excavations and grading shall be
stockpiled in locations indicated.
3.2 GENERAL EXCAVATION
The Contractor shall perform excavation of every type of material encountered within the limits of the
project to the lines, grades, and elevations indicated and as specified. Grading shall be in conformity
with the typical sections shown and the tolerances specified. Satisfactory excavated materials shall be
transported to and placed in fill or embankment within the limits of the work. Unsatisfactory materials
encountered within the limits of the work shall be excavated below grade and replaced with satisfactory
materials as directed. Such excavated material and the satisfactory material ordered as replacement
shall be included in excavation. Surplus satisfactory excavated material not required for fill or
embankment shall be disposed of in areas approved for surplus material storage or designated waste
areas. Unsatisfactory excavated material shall be disposed of in designated waste or spoil areas.
During construction, excavation and fill shall be performed in a manner and sequence that will provide
proper drainage at all times. Material required for fill or embankment in excess of that produced by
excavation within the grading limits shall be excavated from the borrow areas indicated or from other
approved areas selected by the Contractor as specified.
3.2.1 Ditches, Gutters, and Channel Changes
Excavation of ditches, gutters, and channel changes shall be accomplished by cutting accurately to the
cross sections, grades, and elevations shown. Ditches and gutters shall not be excavated below grades
shown. Excessive open ditch or gutter excavation shall be backfilled with satisfactory, thoroughly
compacted, material or with suitable stone or cobble to grades shown. Material excavated shall be
disposed of as shown or as directed, except that in no case shall material be deposited less than 4 feet
from the edge of a ditch. The Contractor shall maintain excavations free from detrimental quantities of
leaves, brush, sticks, trash, and other debris until final acceptance of the work.
3.2.2 Drainage Structures
Excavations shall be made to the lines, grades, and elevations shown, or as directed. Trenches and
foundation pits shall be of sufficient size to permit the placement and removal of forms for the full
length and width of structure footings and foundations as shown. Rock or other hard foundation
material shall be cleaned of loose debris and cut to a firm, level, stepped, or serrated surface. Loose
disintegrated rock and thin strata shall be removed. When concrete or masonry is to be placed in an
excavated area, the bottom of the excavation shall not be disturbed. Excavation to the final grade level
shall not be made until just before the concrete or masonry is to be placed. Where pile foundations are
to be used, the excavation of each pit shall be stopped at an elevation 1 foot above the base of the
footing, as specified, before piles are driven. After the pile driving has been completed, loose and
displaced material shall be removed and excavation completed, leaving a smooth, solid, undisturbed
surface to receive the concrete or masonry.
SECTION 02300
EARTHWORK

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.3 SELECTION OF BORROW MATERIAL
Borrow material shall be selected to meet the requirements and conditions of the particular fill or
embankment for which it is to be used. Borrow material shall be obtained from the borrow areas within
the limits of the project site, selected by the Contractor. Necessary clearing, grubbing, and satisfactory
drainage of borrow pits and the disposal of debris thereon shall be considered related operations to the
borrow excavation.
3.4 OPENING AND DRAINAGE OF EXCAVATION
Except as otherwise permitted, excavation areas shall be excavated providing adequate drainage.
Overburden and other spoil material shall be transported to designated spoil areas or otherwise
disposed of as directed. The Contractor shall ensure that excavation of any area, or dumping of spoil
material results in minimum detrimental effects on natural environmental conditions.
3.5 GRADING AREAS
Where indicated, work will be divided into grading areas within which satisfactory excavated material
shall be placed in embankments, fills, and required backfills. The Contractor shall not haul satisfactory
material excavated in one grading area to another grading area except when so directed in writing.
3.6 BACKFILL
Backfill adjacent to any and all types of structures shall be placed and compacted to at least 90 percent
laboratory maximum density for cohesive materials or 95 percent laboratory maximum density for
cohesionless materials to prevent wedging action or eccentric loading upon or against the structure.
Ground surface on which backfill is to be placed shall be prepared as specified. Compaction
requirements for backfill materials shall also conform to the applicable portions as specified.
Compaction shall be accomplished by sheepsfoot rollers, pneumatic -tired rollers, steel -wheeled rollers,
vibratory compactors, or other approved equipment.
3.7 PREPARATION OF GROUND SURFACE FOR EMBANKMENTS
3.7.1 General Requirements
Ground surface on which fill is to be placed shall be stripped of live, dead, or decayed vegetation,
rubbish, debris, and other unsatisfactory material; plowed, disked, or otherwise broken up to a depth of
6 inches; pulverized; moistened or aerated as necessary; thoroughly mixed; and compacted to at least
90 percent laboratory maximum density for cohesive materials or 95 percent laboratory maximum
density for cohesionless materials. Compaction shall be accomplished by sheepsfoot rollers, pneumatic -
tired rollers, steel -wheeled rollers, vibratory compactors, or other approved equipment. The prepared
ground surface shall be scarified and moistened or aerated as required just prior to placement of
embankment materials to assure adequate bond between embankment material and the prepared
ground surface.
3.7.2 Frozen Material
Embankment shall not be placed on a foundation which contains frozen material, or which has been
subjected to freeze -thaw action. This prohibition encompasses all foundation types, including the
natural ground, all prepared subgrades (whether in an excavation or on an embankment) and all layers
of previously placed and compacted earth fill which become the foundations for successive layers of
earth fill. All material that freezes or has been subjected to freeze -thaw action during the construction
work, or during periods of temporary shutdowns, such as, but not limited to, nights, holidays,
SECTION 02300 4
EARTHWORK

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
weekends, winter shutdowns, or earthwork operations, shall be removed to a depth that is acceptable
to the Engineer and replaced with new material. Alternatively, the material will be thawed, dried,
reworked, and recompacted to the specified criteria before additional material is placed. The Engineer
will determine when placement of fill shall cease due to cold weather. The Engineer may elect to use
average daily air temperatures, and/or physical observation of the soils for his determination.
Embankment material shall not contain frozen clumps of soil, snow, or ice.
3.8 EMBANKMENTS
3.8.1 Earth Embankments
Earth embankments shall be constructed from satisfactory materials free of organic or frozen material
and rocks with any dimension greater than 3 inches. The material shall be placed in successive
horizontal layers of loose material not more than 8 inches in depth. Each layer shall be spread
uniformly on a soil surface that has been moistened or aerated as necessary, and scarified or otherwise
broken up so that the fill will bond with the surface on which it is placed. After spreading, each layer
shall be plowed, disked, or otherwise broken up; moistened or aerated as necessary; thoroughly mixed;
and compacted to at least 90 percent laboratory maximum density for cohesive materials or 95 percent
laboratory maximum density for cohesionless materials. Compaction requirements for the upper portion
of earth embankments forming subgrade for pavements shall be identical with those requirements
specified. Compaction shall be accomplished by sheepsfoot rollers, pneumatic -tired rollers, steel -
wheeled rollers, vibratory compactors, or other approved equipment.
3.9 SUBGRADE PREPARATION
3.9.1 Construction
Subgrade shall be shaped to line, grade, and cross section, and compacted as specified. This operation
shall include plowing, disking, and any moistening or aerating required to obtain specified compaction.
Soft or otherwise unsatisfactory material shall be removed and replaced with satisfactory excavated
material or other approved material as directed. Rock encountered in the cut section shall be excavated
to a depth of 6 inches below finished grade for the subgrade. Low areas resulting from removal of
unsatisfactory material shall be brought up to required grade with satisfactory materials, and the entire
subgrade shall be shaped to line, grade, and cross section and compacted as specified. After rolling,
the surface of the subgrade for roadways shall not show deviations greater than .25 inch when tested
with a 10 foot straightedge applied both parallel and at right angles to the centerline of the area. The
elevation of the finish subgrade shall not vary more than 0.05 foot from the established grade and
cross section.
3.9.2 Compaction
Compaction shall be accomplished by sheepsfoot rollers, pneumatic -tired rollers, steel -wheeled rollers,
vibratory compactors, or other approved equipment. Except for paved areas, each layer of the
embankment shall be compacted to at least 90 percent of laboratory maximum density.
3.9.2.1 Subgrade for Pavements
Subgrade for pavements shall be compacted to at least 95 percentage laboratory maximum density for
the depth below the surface of the pavement shown. When more than one soil classification is present
in the subgrade, the top 6 inches of subgrade shall be scarified, windrowed, thoroughly blended,
reshaped, and compacted.
SECTION 02300
EARTHWORK

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.9.2.2 Subgrade for Shoulders
Subgrade for shoulders shall be compacted to at least 90 percentage laboratory maximum density for
the full depth of the shoulder.
3.10 SHOULDER CONSTRUCTION
Shoulders shall be constructed of satisfactory excavated or borrow material or as otherwise shown or
specified. Shoulders shall be constructed as soon as possible after adjacent paving is complete, but in
the case of rigid pavements, shoulders shall not be constructed until permission of the Engineer has
been obtained. The entire shoulder area shall be compacted to at least the percentage of maximum
density as specified above, for specific ranges of depth below the surface of the shoulder. Compaction
shall be accomplished by sheep foot rollers, pneumatic -tired rollers, steel -wheeled rollers, vibratory
compactors, or other approved equipment. Shoulder construction shall be done in proper sequence in
such a manner that adjacent ditches will be drained effectively and that no damage of any kind is done
to the adjacent completed pavement. he completed shoulders shall be true to alignment and grade
and shaped to drain in conformity with the cross section shown.
3.11 FINISHING
The surface of excavations, embankments, and subgrades shall be finished to a smooth and compact
surface in accordance with the lines, grades, and cross sections or elevations shown. The degree of
finish for graded areas shall be within 0.1 foot of the grades and elevations indicated except that the
degree of finish for subgrades shall be specified. Gutters and ditches shall be finished in a manner that
will result in effective drainage. The surface of areas to be turfed shall be finished to a smoothness
suitable for the application of turfing materials.
3.12 PLACING TOPSOIL
On areas to receive topsoil, the compacted subgrade soil shall be scarified to a 2 inch depth for
bonding of topsoil with subsoil. Topsoil then shall be spread evenly to a thickness of 4 inches and
graded to the elevations and slopes shown. Topsoil shall not be spread when frozen or excessively wet
or dry. Material required for topsoil in excess of that produced by excavation within the grading limits
shall be obtained from offsite areas provided by the Contractor when all topsoil stockpiled during
construction has been exhausted.
3.13 TESTING
Testing shall be performed by an approved commercial testing laboratory or by the Contractor subject
to approval. If the Contractor elects to establish testing facilities, no work requiring testing will be
permitted until the Contractor's facilities have been inspected and approved by the Engineer. Field in-
place density shall be determined in accordance with ASTM D 1556. When test results indicate, as
determined by the Engineer, that compaction is not as specified, the material shall be removed,
replaced and recompacted to meet specification requirements. Tests on recompacted areas shall be
performed to determine conformance with specification requirements. Inspections and test results shall
be certified by a registered professional civil engineer. These certifications shall state that the tests and
observations were performed by or under the direct supervision of the engineer and that the results are
representative of the materials or conditions being certified by the tests. The following number of tests,
if performed at the appropriate time, will be the minimum acceptable for each type operation.
SECTION 02300 6
EARTHWORK

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.13.1 Fill and Backfill Material Gradation
One test per 200 cubic yards stockpiled or in-place source material. Gradation of fill and backfill
material shall be determined in accordance with ASTM C 136.
3.13.2 In -Place Densities
a. One test per 10,000 square feet, or fraction thereof, of each lift of fill or backfill areas
compacted by other than hand -operated machines.
b. One test per 10,000 square feet, or fraction thereof, of each lift of fill or backfill areas
compacted by hand -operated machines.
c. One test per 500 linear feet, or fraction thereof, of each lift of embankment or backfill for
roads.
3.13.3 Moisture Contents
In the stockpile, excavation, or borrow areas, a minimum of two tests per day per type of material or
source of material being placed during stable weather conditions shall be performed. During unstable
weather, tests shall be made as dictated by local conditions and approved by the Engineer.
3.13.4 Optimum Moisture and Laboratory Maximum Density
Tests shall be made for each type material or source of material including borrow material to determine
the optimum moisture and laboratory maximum density values. One representative test per 200 cubic
yards of fill and backfill, or when any change in material occurs which may affect the optimum moisture
content or laboratory maximum density.
3.13.5 Tolerance Tests for Subgrades
Continuous checks on the degree of finish specified shall be made during construction of the
subgrades.
3.14 SUBGRADE AND EMBANKMENT PROTECTION
During construction, embankments and excavations shall be kept shaped and drained. Ditches and
drains along subgrade shall be maintained to drain effectively at all times. The finished subgrade shall
not be disturbed by traffic or other operation and shall be protected and maintained by the Contractor
in a satisfactory condition until ballast, subbase, base, or pavement is placed. The storage or
stockpiling of materials on the finished subgrade will not be permitted. No subbase, base course,
ballast, or pavement shall be laid until the subgrade has been checked and approved, and in no case
shall subbase, base, surfacing, pavement, or ballast be placed on a muddy, spongy, or frozen
subgrade.
--End of Section --
SECTION 02300 7
EARTHWORK

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
THIS PAGE INTENTIONALLY LEFT BLANK
SECTION 02300
EARTHWORK

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 02316
EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS
PART1 GENERAL
1.1 DESCRIPTION
This section provides information regarding excavation, trenching, and backfilling for utilities systems to
be used for this project.
1.2 DEGREE OF COMPACTION
Degree of compaction shall be expressed as a percentage of the maximum density obtained by the test
procedure presented in ASTM D 1557.
1.3 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
SD -06 Test Reports
Field Density Tests;
Testing of Backfill Materials;
Copies of all laboratory and field test reports within 24 hours of the completion of the test.
PART 2 PRODUCTS
2.1 MATERIALS
2.1.1 Satisfactory Materials
Satisfactory materials shall comprise any materials classified by ASTM D 2487 as GW, GP, GM, GP -GM,
GW -GM, GC, GP -GC, GM -GC, SM, SC, SW, SP.
2.1.2 Unsatisfactory Materials
Materials which do not comply with the requirements for satisfactory materials are unsatisfactory.
Unsatisfactory materials also include man-made fills, trash, refuse, or backfills from previous
construction. Unsatisfactory material also includes material classified as satisfactory which contains root
and other organic matter, frozen material, and stones larger than 2 inches. The Engineer shall be
notified of any contaminated materials.
2.1.3 Cohesionless and Cohesive Materials
Cohesionless materials shall include materials classified in ASTM D 2487 as GW, GP, SW, and SP.
Cohesive materials shall include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified
as GM and SM shall be identified as cohesionless only when the fines are nonplastic.
SECTION 02316
EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.1.4 Unyielding Material
Unyielding material shall consist of rock and gravelly soils with stones greater than 6 inches in any
dimension or as defined by the pipe manufacturer, whichever is smaller. All material encountered shall
be considered unclassified in accordance with Section 02300.
2.1.5 Unstable Material
Unstable material shall consist of materials too wet to properly support the utility pipe, conduit, or
appurtenant structure.
2.1.6 Select Granular Material
Select granular material shall consist of well -graded sand, gravel, crushed gravel, crushed stone or
crushed slag composed of hard, tough and durable particles, and shall contain not more than 10
percent by weight of material passing a No. 200 mesh sieve and no less than 95 percent by weight
passing the 1 inch sieve. The maximum allowable aggregate size shall be 1 inch, or the maximum size
recommended by the pipe manufacturer, whichever is smaller.
2.1.7 Initial Backfill Material
Initial backfill shall consist of select granular material or satisfactory materials free from rocks 1-1/2
inch or larger in any dimension or free from rocks of such size as recommended by the pipe
manufacturer, whichever is smaller. When the pipe is coated or wrapped for corrosion protection, the
initial backfill material shall be free of stones larger than 1 inch in any dimension or as recommended
by the pipe manufacturer, whichever is smaller.
2.2 PLASTIC MARKING TAPE
Plastic marking tape shall be acid and alkali -resistant polyethylene film, 6 inches wide with minimum
thickness of 0.004 inch. Tape shall have a minimum strength of 1750 psi lengthwise and 1500 psi
crosswise. The tape shall be manufactured with integral wires, foil backing or other means to enable
detection by a metal detector when the tape is buried up to 3 feet deep. The tape shall be of a type
specifically manufactured for marking and locating underground utilities. The metallic core of the tape
shall be encased in a protective jacket or provided with other means to protect it from corrosion. Tape
color shall be as specified in TABLE 1 and shall bear a continuous printed inscription describing the
specific utility.
TABLE 1 - Tape Color
Red: Electric
Yellow: Gas, Oil, Dangerous Materials, Chemical
Lines, Sample Lines
Orange: Telephone, Telegraph, Television,
Police, and Fire Communications
Blue: Water Systems
Green: Sewer Systems
2.3 DETECTION WIRE FOR NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a minimum diameter of 12 AWG.
SECTION 02316 2
EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
PART 3 EXECUTION
3.1 EXCAVATION
Excavation shall be performed to the lines and grades indicated. Earth excavation shall include removal
and disposal of material. During excavation, material satisfactory for backfilling shall be stockpiled in
an orderly manner at a distance from the banks of the trench equal to 1/2 the depth of the excavation,
but in no instance closer than 2 feet. Excavated material not required or not satisfactory for backfill
shall be stockpiled on site. Grading shall be done as may be necessary to prevent surface water from
flowing into the excavation, and any water accumulating shall be removed to maintain the stability of
the bottom and sides of the excavation. Unauthorized overexcavation shall be backfilled in accordance
with Section 02316 paragraph 3.2 at no additional cost to the Owner.
Braced deep excavations of 5 feet or greater shall require an analysis to determine setback of the spoil,
or alternatively, the sheeting and bracing must be designed for all the loads including construction
equipment and spoil stockpiles. Contractor's excavation plan submittal shall present calculations.
Contractor shall submit a dewatering plan for all excavations over 5 feet.
3.1.1 Trench Excavation Requirements
Excavation of trenches below the water table will require excavation plan. The trench shall be
excavated as recommended by the manufacturer of the pipe to be installed. Trench walls below the
top of the pipe shall be sloped, or made vertical, and of such width as recommended in the
manufacturer's installation manual. Where no manufacturer's installation manual is available, trench
walls shall be made vertical. Trench walls more than 4 feet high shall be shored, cut back to a stable
slope, or provided with equivalent means of protection for employees who may be exposed to moving
ground or cave in. Vertical trench walls more than 6 feet high shall be shored. Trench walls which are
cut back shall be excavated to at least the angle of repose of the soil. Special attention shall be given
to slopes which may be adversely affected by weather or moisture content. The trench width below the
top of pipe shall not exceed 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches
inside diameter and shall not exceed 36 inches plus pipe outside diameter for sizes larger than 24
inches inside diameter. Where recommended trench widths are exceeded, redesign, stronger pipe, or
special installation procedures shall be utilized by the Contractor. The cost of redesign, stronger pipe,
or special installation procedures shall be borne by the Contractor without any additional cost to the
Owner.
3.1.1.1 Bottom Preparation
The bottoms of trenches shall be accurately graded to provide uniform bearing and support for the
bottom quadrant of each section of the pipe. Bell holes shall be excavated to the necessary size at each
joint or coupling to eliminate point bearing. Stones of 1-1/2 inches or greater in any dimension, or as
recommended by the pipe manufacturer, whichever is smaller, shall be removed to avoid point bearing.
3.1.1.2 Removal of Unyielding Material
Where unyielding material is encountered in the bottom of the trench, such material shall be removed 3
inches below the required grade and replaced with suitable materials as provided in Section 02316
paragraph 3.2.
3.1.1.3 Removal of Unstable Material
Where unstable material is encountered in the bottom of the trench, such material shall be removed to
the depth directed and replaced to the proper grade with select granular material as provided in
SECTION 02316
EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
Section 02316 paragraph 3.2. When removal of unstable material is required, the resulting material
shall be excavated and replaced by the Contractor without additional cost to the Owner.
3.1.1.4 Excavation for Appurtenances
Excavation for manholes, catch -basins, inlets, or similar structures shall be sufficient to leave at least
12 inches clear between the outer structure surfaces and the face of the excavation or support
members. All such structures shall be placed on a prepared foundation of 12 inches of No. 57 stone,
which will extend 12 inches beyond the outside dimension of the structure, on all sides. Removal of
unstable material shall be as specified above. When concrete or masonry is to be placed in an
excavated area, special care shall be taken not to disturb the bottom of the excavation. Excavation to
the final grade level shall not be made until just before the concrete or masonry is to be placed.
3.1.1.5 Jacking, Boring, and Tunneling
Unless otherwise indicated, excavation shall be by open cut except that sections of a trench may be
jacked, bored, or tunneled if, in the opinion of the Engineer, the pipe, cable, or duct can be safely and
properly installed and backfill can be properly compacted in such sections.
3.1.2 Stockpiles
Stockpiles of satisfactory and unsatisfactory and wasted materials shall be placed and graded as
specified. Stockpiles shall be kept in a neat and well drained condition, giving due consideration to
drainage at all times. The ground surface at stockpile locations shall be cleared, grubbed, and sealed
by rubber -tired equipment. Excavated satisfactory and unsatisfactory materials shall be separately
stockpiled. Stockpiles of satisfactory materials shall be protected from contamination which may
destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the
stockpiles, and any material becomes unsatisfactory, such material shall be removed and replaced with
satisfactory material from approved sources at no additional cost to the Owner.
3.2 BACKFILLING AND COMPACTION
Backfill material shall consist of satisfactory material, select granular material, or initial backfill material
as required.
3.2.1 Trench Backfill
Trenches shall be backfilled to the grade shown. The trench shall be backfilled to a minimum of 2 feet
above the top of pipe prior to performing the required pressure tests at no additional cost to the
Owner.
3.2.1.1 Replacement of Unyielding Material
Unyielding material removed from the bottom of the trench shall be replaced with select granular
material or initial backfill material.
3.2.1.2 Replacement of Unstable Material
Unstable material removed from the bottom of the trench or excavation shall be replaced with select
granular material placed in layers not exceeding 6 inches loose thickness. If, in the opinion of the
Engineer, the unstable material is the result of improper construction techniques, no additional
payment will be made. If replacement is required, quantity shall be determined in the field and paid
for at a negotiated cost.
SECTION 02316 4
EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.2.1.3 Bedding and Initial Backfill
Bedding shall be of the type and thickness shown on drawings. Initial backfill material shall be placed
and compacted with approved tampers to a height of at least one foot above the utility pipe or conduit.
The backfill shall be brought up evenly on both sides of the pipe for the full length of the pipe. Care
shall be taken to ensure thorough compaction of the fill under the haunches of the pipe.
3.2.1.4 Final Backfill
The remainder of the trench, except for special materials for roadways, shall be filled with satisfactory
material. Backfill material shall be placed and compacted as follows:
a. Roadways: Backfill shall be placed up to the elevation at which the requirements in Section
02300 Earthwork Control. Water flooding or jetting methods of compaction will not be
permitted.
b. Sidewalks, Turfed or Seeded Areas and Miscellaneous Areas: Backfill shall be deposited in
layers of a maximum of 12 inch loose thickness, and compacted to 85 percent maximum
density for cohesive soils and 90 percent maximum density for cohesionless soils. Compaction
by water flooding or jetting will not be permitted. This requirement shall also apply to all other
areas not specifically designated above.
c. Backfill shall be placed in layers not exceeding 6 inches loose thickness for compaction by hand
operated machine compactors, and 8 inches loose thickness for other than hand operated
machines, unless otherwise specified. Each layer shall be compacted to at least 95 percent
maximum density for cohesionless soils and 90 percent maximum density for cohesive soils,
unless otherwise specified.
3.2.2 Backfill for Appurtenances
After the manhole, catchbasin, inlet, or similar structure has been constructed, backfill shall be placed
in such a manner that the structure will not be damaged by the shock of falling earth. The backfill
material shall be deposited and compacted as specified for final backfill, and shall be brought up evenly
on all sides of the structure to prevent eccentric loading and excessive stress.
3.3 SPECIAL REQUIREMENTS
Special requirements for both excavation and backfill relating to the specific utilities are as follows:
3.3.1 Water Lines
Trenches shall be of a depth to provide a minimum cover of 3 feet from the existing ground surface, or
from the indicated finished grade, whichever is lower, to the top of the pipe.
3.3.2 Electrical Distribution System
Direct burial cable and conduit or duct line shall have a minimum cover of 24 inches from the finished
grade, unless otherwise indicated. Special trenching requirements for direct -burial electrical cables and
conduits are specified in Division 16.
SECTION 02316
EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.3.3 Plastic Marking Tape and Detection Wire
Warning tapes and detection wire shall be installed directly above the pipe, at a depth of 18 inches
below finished grade unless otherwise shown.
3.4 TESTING
Testing shall be the responsibility of the Contractor and shall be performed at no additional cost to the
Owner.
3.4.1 Testing Facilities
Tests shall be performed by an approved commercial testing laboratory or may be tested by facilities
furnished by the Contractor. No work requiring testing will be permitted until the facilities have been
inspected and approved by the Engineer.
3.4.2 Testing of Backfill Materials
Classification of backfill materials shall be determined in accordance with ASTM D 2487 and the
moisture -density relations of soils shall be determined in accordance with ASTM D 1557. A minimum of
one soil classification and one moisture -density relation test shall be performed on each different type
of material used for bedding and backfill.
3.4.3 Field Density Tests
Tests shall be performed in sufficient numbers to ensure that the specified density is being obtained. A
minimum of one field density test per lift of backfill for every 500 feet of installation shall be performed.
Field in-place density shall be determined in accordance with ASTM D 1556. Trenches improperly
compacted shall be reopened to the depth directed, then refilled and compacted to the density
specified at no additional cost to the Owner.
3.4.4 Displacement of Sewers
After other required tests have been performed and the trench backfill compacted to the finished grade
surface, the pipe shall be inspected to determine whether significant displacement has occurred. This
inspection shall be conducted in the presence of the Engineer. Pipe sizes larger than 36 inches shall be
entered and examined, while smaller diameter pipe shall be inspected by shining a light or laser
between manholes or manhole locations, or by the use of television cameras passed through the pipe.
If, in the judgment of the Engineer, the interior of the pipe shows poor alignment or any other defects
that would cause improper functioning of the system, the defects shall be remedied as directed at no
additional cost to the Owner.
--End of Section --
SECTION 02316 6
EXCAVATION, TRENCHING, AND BACKFILLING FOR UTILITIES SYSTEMS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 02722
AGGREGATE AND/OR GRADED -CRUSHED AGGREGATE BASE COURSE
PART1 GENERAL
1.1 DESCRIPTION
This section provides information regarding the aggregate and/or graded crushed aggregate base
course to be used for this project.
1.2 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
SD -06 Test Reports
Gradation
Bearing ratio
Liquid limit
Plasticity index
Percentage of wear
Density
Gradation
Smoothness
Thickness
1.3 DELIVERY AND STORAGE
Inspect materials delivered to site for damage and store as to prevent segregation and contamination.
1.4 WEATHER LIMITATIONS
Do not construct base course when atmospheric temperature is below 35 degrees F or when rainfall or
other weather conditions detrimentally affect the quality of the finished course.
1.5 CONSTRUCTION EQUIPMENT
Equipment shall be dependable and adequate for the purpose intended. Maintain equipment in
satisfactory and safe operating condition. Subject to approval, special equipment dictated by local
conditions may be used. Calibrated equipment, such as scales, batching equipment, spreaders, and
similar items, shall have been recalibrated by an approved calibration laboratory with 12 months of
commencing work.
SECTION 02722 1
AGGREGATE AND/OR GRADED -CRUSHED AGGREGATE BASE COURSE

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
PART 2 PRODUCTS
2.1 MATERIALS
Materials shall be constructed and tested in accordance with the North Carolina DOT Standard
Specifications for Highway Construction.
PART 3 EXECUTION
3.1 CONSTRUCTION AND TESTING REQUIREMENTS
The base shall be constructed and tested in accordance with the North Carolina DOT Standard
Specifications for Highway Construction. Construct the graded aggregate base course on a prepared
subgrade as indicated. Provide line and grade stakes for control. Place grade stakes in lanes parallel
to the centerline of areas to be paved and space for string lining or other control methods. The base
course shall consist of aggregate processed, deposited, spread, and compacted on a prepared surface.
The Contractor shall be responsible for protection of completed areas against detrimental effects.
Recondition, reshape, and recompact areas damaged by freezing, rainfall, or other weather conditions.
--End of Section --
SECTION 02722 2
AGGREGATE AND/OR GRADED -CRUSHED AGGREGATE BASE COURSE

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 02742
HOT MIX BITUMINOUS PAVEMENT
PART1 GENERAL
1.1 DESCRIPTION
This section provides information regarding the hot mix bituminous pavement to be used for this
project.
1.2 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
SD -05 Design Data
SD -06 Test Reports
Specific gravity test of asphalt
Coarse aggregate tests
Weight of slag test
Percent of crushed pieces in gravel
Fine aggregate tests
Specific gravity of mineral filler
Bituminous mixture tests
Aggregates tests
Bituminous mix tests
Pavement courses
1.3 QUALITY ASSURANCE
1.3.1 Safety Requirements
Provide adequate and safe stairways with handrails to the mixer platform, and safe and protected
ladders or other means for accessibility to plant operations. Guard equipment and exposed steam or
other high temperature lines or cover with a suitable type of insulation.
1.4 DELIVERY, STORAGE, AND HANDLING
Inspect materials delivered to the site for damage and store with a minimum of handling. Store
aggregates in such a manner as to prevent segregation, contamination, or intermixing of the different
aggregate sizes.
SECTION 02742 1
HOT MIX BITUMINOUS PAVEMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.5 ENVIRONMENTAL CONDITIONS
Place bituminous mixture only during dry weather and on dry surfaces. Place courses only when the
surface temperature of the underlying course is greater than 45 degrees F for course thicknesses
greater than one inch and 55 degrees F for course thicknesses one inch or less.
1.6 CONSTRUCTION EQUIPMENT
Calibrated equipment, such as scales, batching equipment, spreaders and similar equipment, shall have
been recalibrated by a calibration laboratory approved by the Engineer within 12 months of
commencing work.
PART 2 PRODUCTS
2.1 GENERAL
The hot mixed bituminous pavement shall comply with the North Carolina DOT Standard Specifications
for Highway Construction. The asphalt shall be Type 1.
PART 3 EXECUTION
3.1 CONSTRUCTION
The hot mix bituminous pavement shall be constructed in compliance with the North Carolina DOT
Standard Specifications for Highway Construction.
--End of Section --
SECTION 02742 2
HOT MIX BITUMINOUS PAVEMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 02770
CONCRETE SIDEWALKS AND CURBS AND GUTTERS
PART1 GENERAL
1.1 DESCRIPTION
This section provides information regarding concrete sidewalks and curbs and gutters to be used for
this project.
1.2 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
SD -03 Product Data
Concrete;
Copies of certified delivery tickets for all concrete used in the construction.
SD -06 Test Reports
Field Quality Control;
Copies of all test reports within 24 hours of completion of the test.
1.3 WEATHER LIMITATIONS
1.3.1 Placing During Cold Weather
Concrete placement shall not take place when the air temperature reaches 40 degrees F and is falling
or is already below that point. Placement may begin when the air temperature reaches 35 degrees F
and is rising, or is already above 40 degrees F. Provisions shall be made to protect the concrete from
freezing during the specified curing period. If necessary to place concrete when the temperature of the
air, aggregates, or water is below 35 degrees F, placement and protection shall be approved in writing.
Approval will be contingent upon full conformance with the following provisions. The underlying
material shall be prepared and protected so that it is entirely free of frost when the concrete is
deposited. Mixing water and aggregates shall be heated as necessary to result in the temperature of
the in-place concrete being between 50 and 85 degrees F. Methods and equipment for heating shall be
approved. The aggregates shall be free of ice, snow, and frozen lumps before entering the mixer.
Covering and other means shall be provided for maintaining the concrete at a temperature of at least
50 degrees F for not less than 72 hours after placing, and at a temperature above freezing for the
remainder of the curing period.
1.3.2 Placing During Warm Weather
The temperature of the concrete as placed shall not exceed 85 degrees F except where an approved
retarder is used. The mixing water and/or aggregates shall be cooled, if necessary, to maintain a
satisfactory placing temperature. The placing temperature shall not exceed 95 degrees F at any time.
SECTION 02770
CONCRETE SIDEWALKS AND CURBS AND GUTTERS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.4 PLANT, EQUIPMENT, MACHINES, AND TOOLS
1.4.1 General Requirements
Plant, equipment, machines, and tools used in the work shall be subject to approval and shall be
maintained in a satisfactory working condition at all times. The equipment shall have the capability of
producing the required product, meeting grade controls, thickness control and smoothness
requirements as specified. Use of the equipment shall be discontinued if it produces unsatisfactory
results. The Engineer shall have access at all times to the plant and equipment to ensure proper
operation and compliance with specifications.
1.4.2 Slip Form Equipment
Slip form paver or curb forming machine, will be approved based on trial use on the job and shall be
self-propelled, automatically controlled, crawler mounted, and capable of spreading, consolidating, and
shaping the plastic concrete to the desired cross section in 1 pass.
PART 2 PRODUCTS
2.1 CONCRETE
Concrete shall conform to the applicable requirements of Section 03300 Cast -in -Place Structural
Concrete except as otherwise specified. Concrete shall have a minimum compressive strength of 3500
psi at 28 days. Maximum size of aggregate shall be 1-1/2 inches.
2.1.1 Air Content
Mixtures shall have air content by volume of concrete of 5 to 7 percent, based on measurements made
immediately after discharge from the mixer.
2.1.2 Slump
The concrete slump shall be 2 inches plus or minus 1 inch where determined in accordance with ASTM
C 143.
2.1.3 Reinforcement Steel
Reinforcement bars shall conform to ASTM A 615/A 615M, or ASTM A 616/A 616M. Wire mesh
reinforcement shall conform to ASTM A 185.
2.2 CONCRETE CURING MATERIALS
2.2.1 Impervious Sheet Materials
Impervious sheet materials shall conform to ASTM C 171, type optional, except that polyethylene film,
if used, shall be white opaque.
2.2.2 White Pigmented Membrane -Forming Curing Compound
White pigmented membrane -forming curing compound shall conform to ASTM C 309, Type 2.
SECTION 02770 2
CONCRETE SIDEWALKS AND CURBS AND GUTTERS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.3 CONCRETE PROTECTION MATERIALS
Concrete protection materials shall be a linseed oil mixture of equal parts, by volume, of linseed oil and
either mineral spirits, naphtha, or turpentine. At the option of the contractor, commercially prepared
linseed oil mixtures, formulated specifically for application to concrete to provide protection against the
action of deicing chemicals may be used, except that emulsified mixtures are not acceptable.
2.4 JOINT FILLER STRIPS
2.4.1 Contraction Joint Filler for Curb and Gutter
Contraction joint filler for curb and gutter shall consist of hard-pressed fiberboard.
2.4.2 Expansion Joint Filler, Premolded
Expansion joint filler, premolded, shall conform to ASTM D 1751 or ASTM D 1752, 3/8 inch thick, unless
otherwise indicated.
2.5 JOINT SEALANTS
2.5.1 Joint Sealant, Cold -Applied
Joint sealant, cold -applied shall conform to ASTM C 920.
2.5.2 Joint Sealant, Hot -Poured
Joint sealant, hot -poured shall conform to ASTM D 3405.
2.6 FORM WORK
Form work shall be designed and constructed to ensure that the finished concrete will conform
accurately to the indicated dimensions, lines, and elevations, and within the tolerances specified.
Forms shall be of wood or steel, straight, of sufficient strength to resist springing during depositing and
consolidating concrete. Wood forms shall be surfaced plank, 2 inches nominal thickness, straight and
free from warp, twist, loose knots, splits, or other defects. Wood forms shall have a nominal length of
10 feet. Radius bends may be formed with 3/4 -inch boards, laminated to the required thickness. Steel
forms shall be channel -formed sections with a flat top surface and with welded braces at each end and
at not less than two intermediate points. Ends of steel forms shall be interlocking and self -aligning.
Steel forms shall include flexible forms for radius forming, corner forms, form spreaders, and fillers.
Steel forms shall have a nominal length of 10 feet with a minimum of 3 welded stake pockets per form.
Stake pins shall be solid steel rods with chamfered heads and pointed tips designed for use with steel
forms.
2.6.1 Sidewalk Forms
Sidewalk forms shall be of a height equal to the full depth of the finished sidewalk.
2.6.2 Curb and Gutter Forms
Curb and gutter outside forms shall have a height equal to the full depth of the curb or gutter. The
inside form of curb shall have batter as indicated and shall be securely fastened to and supported by
the outside form. Rigid forms shall be provided for curb returns, except that benders or thin plank
forms may be used for curb or curb returns with a radius of 10 feet or more, where grade changes
SECTION 02770
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
occur in the return, or where the central angle is such that a rigid form with a central angle of 90
degrees cannot be used. Back forms for curb returns may be made of 1 -1/2 -inch benders, for the full
height of the curb, cleated together. In lieu of inside forms for curbs, a curb "mule" may be used for
forming and finishing this surface, provided the results are approved.
A curb machine may be used, provided the results are approved and the grades are accurate.
PART 3 EXECUTION
3.1 SUBGRADE PREPARATION
The subgrade shall be constructed to the specified grade and cross section prior to concrete placement.
Subgrade shall be placed and compacted in conformance with Section 02300 Earthwork.
3.1.1 Sidewalk Subgrade
The subgrade shall be tested for grade and cross section with a template extending the full width of
the sidewalk and supported between side forms.
3.1.2 Curb and Gutter Subgrade
The subgrade shall be tested for grade and cross section by means of a template extending the full
width of the curb and gutter. The subgrade shall be of materials equal in bearing quality to the
subgrade under the adjacent pavement.
3.1.3 Maintenance of Subgrade
The subgrade shall be maintained in a smooth, compacted condition in conformity with the required
section and established grade until the concrete is placed. The subgrade shall be in a moist condition
when concrete is placed. The subgrade shall be prepared and protected to produce a subgrade free
from frost when the concrete is deposited.
3.2 FORM SETTING
Forms shall be set to the indicated alignment, grade, and dimensions. Forms shall be held rigidly in
place by a minimum of 3 stakes per form placed at intervals not to exceed 4 feet. Corners, deep
sections, and radius bends shall have additional stakes and braces, as required. Clamps, spreaders,
and braces shall be used where required to ensure rigidity in the forms. Forms shall be removed
without injuring the concrete. Bars or heavy tools shall not be used against the concrete in removing
the forms. Any concrete found defective after form removal shall be promptly and satisfactorily
repaired. Forms shall be cleaned and coated with form oil each time before concrete is placed. Wood
forms may, instead, be thoroughly wetted with water before concrete is placed, except that with
probable freezing temperatures, oiling is mandatory.
A stringline shall be used for curb machines with the stringline monitored closely for accuracy.
3.2.1 Sidewalks
Forms for sidewalks shall be set with the upper edge true to line and grade with an allowable tolerance
of 1/8 inch in any 10 -foot -long section. After forms are set, grade and alignment shall be checked with
a 10 -foot straightedge. Forms shall have a transverse slope of 1/4 inch per foot with the low side
adjacent to the roadway. Side forms shall not be removed for 12 hours after finishing has been
completed.
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3.2.2 Curbs and Gutters
The forms of the front of the curb shall be removed not less than 2 hours nor more than 6 hours after
the concrete has been placed. Forms back of curb shall remain in place until the face and top of the
curb have been finished, as specified for concrete finishing. Gutter forms shall not be removed while
the concrete is sufficiently plastic to slump in any direction.
3.3 SIDEWALK CONCRETE PLACEMENT AND FINISHING
3.3.1 Formed Sidewalks
Concrete shall be placed in the forms in one layer. When consolidated and finished, the sidewalks shall
be of the thickness indicated. After concrete has been placed in the forms, a strike -off guided by side
forms shall be used to bring the surface to proper section to be compacted. The concrete shall be
consolidated with an approved vibrator, and the surface shall be finished to grade with a strike off.
3.3.2 Concrete Finishing
After straightedging, when most of the water sheen has disappeared, and just before the concrete
hardens, the surface shall be finished with a wood float or darby to a smooth and uniformly fine
granular or sandy texture free of waves, irregularities, or tool marks. A scored surface shall be
produced by brooming with a fiber -bristle brush in a direction transverse to that of the traffic, followed
by edging.
3.3.3 Edge and Joint Finishing
All slab edges, including those at formed joints, shall be finished with an edger having a radius of 1/8
inch. Transverse joint shall be edged before brooming, and the brooming shall eliminate the flat
surface left by the surface face of the edger. Corners and edges which have crumbled and areas which
lack sufficient mortar for proper finishing shall be cleaned and filled solidly with a properly proportioned
mortar mixture and then finished.
3.3.4 Surface and Thickness Tolerances
Finished surfaces shall not vary more than 5/16 inch from the testing edge of a 10 -foot straightedge.
Permissible deficiency in section thickness will be up to 1/4 inch.
3.4 CURB AND GUTTER CONCRETE PLACEMENT AND FINISHING
3.4.1 Formed Curb and Gutter
Concrete shall be placed to the section required in a single lift. Consolidation shall be achieved by using
approved mechanical vibrators. Curve shaped gutters shall be finished with a standard curb "mule".
3.4.2 Curb and Gutter Finishing
Approved slipformed curb and gutter machines may be used in lieu of hand placement.
SECTION 02770
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3.4.3 Concrete Finishing
Exposed surfaces shall be floated and finished with a smooth wood float until true to grade and section
and uniform in texture. Floated surfaces shall then be brushed with a fine -hair brush with longitudinal
strokes. The edges of the gutter and top of the curb shall be rounded with an edging tool to a radius
of 1/2 inch. Immediately after removing the front curb form, the face of the curb shall be rubbed with a
wood or concrete rubbing block and water until blemishes, form marks, and tool marks have been
removed. The front curb surface, while still wet, shall be brushed in the same manner as the gutter and
curb top. The top surface of gutter and entrance shall be finished to grade with a wood float.
3.4.4 Joint Finishing
Curb edges at formed joints shall be finished as indicated.
3.4.5 Surface and Thickness Tolerances
Finished surfaces shall not vary more than 1/4 inch from the testing edge of a 10 -foot straightedge.
Permissible deficiency in section thickness will be up to 1/4 inch.
3.5 SIDEWALK JOINTS
Sidewalk joints shall be constructed to divide the surface into rectangular areas. Transverse contraction
joints shall be spaced at a distance equal to the sidewalk width or 5 feet on centers, whichever is less,
and shall be continuous across the slab. Longitudinal contraction joints shall be constructed along the
centerline of all sidewalks 10 feet or more in width. Transverse expansion joints shall be installed at
sidewalk returns and opposite expansion joints in adjoining curbs. Where the sidewalk is not in contact
with the curb, transverse expansion joints shall be installed as indicated. Expansion joints shall be
formed about structures and features which project through or into the sidewalk pavement, using joint
filler of the type, thickness, and width indicated.
3.5.1 Sidewalk Contraction Joints
The contraction joints shall be formed in the fresh concrete by cutting a groove in the top portion of
the slab to a depth of at least one-fourth of the sidewalk slab thickness, using a jointer to cut the
groove, or by sawing a groove in the hardened concrete with a power -driven saw, unless otherwise
approved. Sawed joints shall be constructed by sawing a groove in the concrete with a 1/8 -inch blade
to the depth indicated. An ample supply of saw blades shall be available on the job before concrete
placement is started, and at least one standby sawing unit in good working order shall be available at
the jobsite at all times during the sawing operations.
3.5.2 Sidewalk Expansion Joints
Expansion joints shall be formed with 1/2 -inch joint filler strips. Joint filler shall be placed with top edge
1/4 inch below the surface and shall be held in place with steel pins or other devices to prevent
warping of the filler during floating and finishing. Immediately after finishing operations are completed,
joint edges shall be rounded with an edging tool having a radius of 1/8 inch, and concrete over the
joint filler shall be removed. At the end of the curing period, expansion joints shall be cleaned and filled
with joint sealant. The joint opening shall be thoroughly cleaned before the sealing material is placed.
Sealing material shall not be spilled on exposed surfaces of the concrete. Concrete at the joint shall be
surface dry and atmospheric and concrete temperatures shall be above 50 degrees F at the time of
application of joint sealing material. Excess material on exposed surfaces of the concrete shall be
removed immediately and concrete surfaces cleaned.
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3.6 CURB AND GUTTER JOINTS
Curb and gutter joints shall be constructed at right angles to the line of curb and gutter.
3.6.1 Contraction Joints
Contraction joints shall be constructed directly opposite contraction joints in abutting portland cement
concrete pavements and spaced as shown on the plans. Contraction joints shall be constructed by
means of 1/8 -inch -thick separators and of a section conforming to the cross section of the curb and
gutter. Separators shall be removed as soon as practicable after concrete has set sufficiently to
preserve the width and shape of the joint and prior to finishing.
3.6.2 Expansion Joints
Expansion joints shall be formed by means of preformed expansion joint filler material cut and shaped
to the cross section of curb and gutter. Expansion joints shall be provided in curb and gutter directly
opposite expansion joints of abutting portland cement concrete pavement and shall be of the same
type and thickness as joints in the pavement. Where curb and gutter do not abut portland cement
concrete pavement, expansion joints at least 1/2 inch in width shall be provided at intervals as shown
on the plans. Expansion joints shall be provided in nonreinforced concrete gutter at locations indicated.
Expansion joints shall be sealed immediately following curing of the concrete or as soon thereafter as
weather conditions permit. Expansion joints and the top 1 -inch depth of curb and gutter contraction -
joints shall be sealed with joint sealant. The joint opening shall be thoroughly cleaned before the
sealing material is placed. Sealing material shall not be spilled on exposed surfaces of the concrete.
Concrete at the joint shall be surface dry and atmospheric and concrete temperatures shall be above
50 degrees F at the time of application of joint sealing material. Excess material on exposed surfaces
of the concrete shall be removed immediately and concrete surfaces cleaned.
3.7 CURING AND PROTECTION
3.7.1 General Requirements
Concrete shall be protected against loss of moisture and rapid temperature changes for at least 7 days
from the beginning of the curing operation. Unhardened concrete shall be protected from rain and
flowing water. All equipment needed for adequate curing and protection of the concrete shall be on
hand and ready for use before actual concrete placement begins. Protection shall be provided as
necessary to prevent cracking of the pavement due to temperature changes during the curing period.
3.7.1.1 Impervious Sheeting Method
The entire exposed surface shall be wetted with a fine spray of water and then covered with
impervious sheeting material. Sheets shall be laid directly on the concrete surface with the light-colored
side up and overlapped 12 inches when a continuous sheet is not used. The curing medium shall not be
less than 18 -inches wider than the concrete surface to be cured and shall be securely weighted down
by heavy wood planks, or a bank of moist earth placed along edges and laps in the sheets. Sheets
shall be satisfactorily repaired or replaced if torn or otherwise damaged during curing. The curing
medium shall remain on the concrete surface to be cured for not less than 7 days.
3.7.1.2 Membrane Curing Method
A uniform coating of white -pigmented membrane -curing compound shall be applied to the entire
exposed surface of the concrete as soon after finishing as the free water has disappeared from the
finished surface. Formed surfaces shall be coated immediately after the forms are removed and in no
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case longer than 1 hour after the removal of forms. Concrete shall not be allowed to dry before the
application of the membrane. If any drying has occurred, the surface of the concrete shall be
moistened with a fine spray of water and the curing compound applied as soon as the free water
disappears. Curing compound shall be applied in two coats by hand -operated pressure sprayers at a
coverage of approximately 200 square feet per gallon for the total of both coats. The second coat shall
be applied in a direction approximately at right angles to the direction of application of the first coat.
The compound shall form a uniform, continuous, coherent film that will not check, crack, or peel and
shall be free from pinholes or other imperfections. If pinholes, abrasion, or other discontinuities exist,
an additional coat shall be applied to the affected areas within 30 minutes. Concrete surfaces that are
subjected to heavy rainfall within 3 hours after the curing compound has been applied shall be
resprayed by the method and at the coverage specified above. Areas where the curing compound is
damaged by subsequent construction operations within the curing period shall be resprayed.
Necessary precautions shall be taken to ensure that the concrete is properly cured at sawed joints, and
that no curing compound enters the joints. The top of the joint opening and the joint groove at
exposed edges shall be tightly sealed before the concrete in the region of the joint is resprayed with
curing compound. The method used for sealing the joint groove shall prevent loss of moisture from
the joint during the entire specified curing period. Approved standby facilities for curing concrete
pavement shall be provided at a location accessible to the jobsite for use in the event of mechanical
failure of the spraying equipment or other conditions that might prevent correct application of the
membrane -curing compound at the proper time. Concrete surfaces to which membrane -curing
compounds have been applied shall be adequately protected during the entire curing period from
pedestrian and vehicular traffic, except as required for joint -sawing operations and surface tests, and
from any other possible damage to the continuity of the membrane.
3.7.2 Backfilling
After curing, debris shall be removed and the area adjoining the concrete shall be backfilled, graded,
and compacted to conform to the surrounding area in accordance with lines and grades indicated.
3.7.3 Protection
Completed concrete shall be protected from damage until accepted. The Contractor shall repair
damaged concrete and clean concrete discolored during construction. Concrete that is damaged shall
be removed and reconstructed for the entire length between regularly scheduled joints. Refinishing the
damaged portion will not be acceptable. Removed damaged portions shall be disposed of as directed.
3.7.4 Protective Coating
Protective coating of linseed oil mixture shall be applied to the exposed -to -view concrete surface.
3.7.4.1 Application
Curing and backfilling operation shall be completed prior to applying two coats of protective coating.
Concrete shall be surface dry and clean before each application. Coverage shall be by spray application
at not more than 50 square yards per gallon for first application and not more than 70 square yards per
gallon for second application, except that the number of applications and coverage for each application
for commercially prepared mixture shall be in accordance with the manufacturer's instructions. Coated
surfaces shall be protected from vehicular and pedestrian traffic until dry.
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3.7.4.2 Precautions
Protective coating shall not be heated by direct application of flame or electrical heaters and shall be
protected from exposure to open flame, sparks, and fire adjacent to open containers or applicators.
Material shall not be applied at ambient or material temperatures lower than 50 degrees F.
3.8 FIELD QUALITY CONTROL
3.8.1 General Requirements
The Contractor shall perform the inspection and tests described and meet the specified requirements
for inspection details and frequency of testing. Based upon the results of these inspections and tests,
the Contractor shall take the action and submit reports as required below, and any additional tests to
ensure that the requirements of these specifications are met.
3.8.2 Concrete Testing
3.8.2.1 Strength Testing
The Contractor shall provide molded concrete specimens for strength tests. Samples of concrete placed
each day shall be taken not less than once a day nor less than once for every 50 cubic yards of
concrete. The samples for strength tests shall be taken in accordance with ASTM C 172. Cylinders for
acceptance shall be molded in conformance with ASTM C 31/C 31M by an approved testing laboratory.
Each strength test result shall be the average of 2 test cylinders from the same concrete sample tested
at 28 days, unless otherwise specified or approved. Concrete specified on the basis of compressive
strength will be considered satisfactory if the averages of all sets of three consecutive strength test
results equal or exceed the specified strength, and no individual strength test result falls below the
specified strength by more than 500 psi.
3.8.2.2 Air Content
Air content shall be determined in accordance with ASTM C 173 or ASTM C 231. ASTM C 231 shall be
used with concretes and mortars made with relatively dense natural aggregates. Two tests for air
content shall be made on randomly selected batches of each class of concrete placed during each shift.
Additional tests shall be made when excessive variation in concrete workability is reported by the
placing foreman or the Owner inspector. If results are out of tolerance, the placing foreman shall be
notified, and he shall take appropriate action to have the air content corrected at the plant. Additional
tests for air content will be performed on each truckload of material until such time as the air content is
within the tolerance specified.
3.8.2.3 Slump Test
Two slump tests shall be made on randomly selected batches of each class of concrete for every 250
cubic yards, or fraction thereof, of concrete placed during each shift. Additional tests shall be
performed when excessive variation in the workability of the concrete is noted or when excessive
crumbling or slumping is noted along the edges of slip -formed concrete.
3.8.3 Thickness Evaluation
The anticipated thickness of the concrete shall be determined prior to placement by passing a template
through the formed section or by measuring the depth of opening of the extrusion template of the curb
forming machine. If a slip form paver is used for sidewalk placement, the subgrade shall be true to
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grade prior to concrete placement and the thickness will be determined by measuring each edge of the
completed slab.
3.8.4 Surface Evaluation
The finished surface of each category of the completed work shall be uniform in color and free of
blemishes and form or tool marks.
3.9 SURFACE DEFICIENCIES AND CORRECTIONS
3.9.1 Thickness Deficiency
When measurements indicate that the completed concrete section is deficient in thickness by more
than 1/4 inch the deficient section will be removed, between regularly scheduled joints, and replaced.
3.9.2 High/Low Areas
In areas not meeting surface smoothness and plan grade requirements, high areas shall be reduced
either by rubbing the freshly finished concrete with carborundum brick and water when the concrete is
less than 36 hours old or by grinding the hardened concrete with an approved surface grinding
machine after the concrete is 36 hours old or more. The area corrected by grinding the surface of the
hardened concrete shall not exceed 5 percent of the area of any integral slab, and the depth of
grinding shall not exceed 1/4 inch. Pavement areas requiring grade or surface smoothness corrections
in excess of the limits specified above shall be removed and replaced.
Low areas shall be removed and replaced.
3.9.3 Appearance
Exposed surfaces of the finished work will be inspected by the Owner and any deficiencies in
appearance will be identified. Areas which exhibit excessive cracking, discoloration, form marks, or tool
marks or which are otherwise inconsistent with the overall appearances of the work shall be removed
and replaced.
--End of Section --
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 02921
TURF
PART 1 GENERAL
1.1 DESCRIPTION
This section provides information regarding turf to be used for this project.
1.2 DEFINITIONS
1.2.1 Stand of Turf
95 percent ground cover of the established species.
1.3 SUBMITTALS
Submit the following in accordance with Section 01330 Submittal Procedures:
SD -02 Manufacturer's Catalog Data
Wood cellulose fiber mulch
Fertilizer
Include physical characteristics, and recommendations.
SD -06 Instructions
Erosion Control Materials
SD -07 Schedules
State certification and approval for seed.
Nursery or sod farm certification for sods and sprigs. Indicate type of sod or sprig in accordance with
ASPA GSS.
SD -10 Test Reports
Topsoil composition tests (reports and recommendations).
Plant tissue sample test
Topsoil composition Tests
Submit reports for test specified in DOA SSIR.
Plant Tissue Sample Test
Submit reports for the test specified in DOA SSIR.
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1.4 DELIVERY, STORAGE, AND HANDLING
1.4.1 Delivery
1.4.1.1 Seed, Sod, and Sprig Protection
Protect from drying out and from contamination during delivery, on-site storage, and handling.
1.4.1.2 Fertilizer, Gypsum, and Lime Delivery
Deliver to the site of original, unopened containers bearing manufacturer's chemical analysis, name,
trade name, trademark, and indication of conformance to state and federal laws. Instead of containers,
fertilizer, gypsum, and lime may be furnished in bulk with certificate indicating the above information.
1.4.2 Storage
1.4.2.1 Sod and Sprig Storage
Lightly sprinkle with water, cover with moist burlap, straw, or other approved covering; and protect
from exposure to wind and direct sunlight until planted. Provide covering that will allow air to circulate
so that internal heat will not develop. Do not store sod longer than 24 hours. Do not store directly on
concrete or bituminous surfaces.
1.4.2.2 Seed, Fertilizer, Gypsum, and Lime Storage
Store in cool, dry locations away from contaminants.
1.4.2.3 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of appropriate specified non-
selective herbicide. Clear and grub existing vegetation three (3) to four (4) weeks prior to stockpiling
topsoil.
1.4.2.4 Handling
Do not drop or dump materials from vehicles.
1.5 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.5.1 Restrictions
Do no plant when the ground is frozen, snow covered, muddy, or when air temperature exceeds 90
degrees Fahrenheit.
1.6 TIME LIMITATIONS
1.6.1 Seed
Apply seed within twenty-four hours after seed bed preparation.
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1.6.2 Sod
Place sod a maximum of thirty-six hours after initial harvesting, in accordance with ASPA GSS as modified
herein.
1.6.3 Sprigging
Perform sprigging a maximum of thirty-six hours after initial harvesting.
PART 2 PRODUCTS
2.1 SEED
2.1.1 Classification
Provide State -certified seed of the latest season's crop delivered in original sealed packages, bearing
producer's guaranteed analysis for percentages of mixtures, purity, germination, weed seed content,
and inert material. Label in conformance with DOA FSA and applicable state seed laws. Wet, moldy, or
otherwise damaged seed will be rejected.
2.1.2 Seed Mixture
Planting Season
Permanent Seeding
Spring/Summer
Variety
Tifblair Centipede
Application Rate
30 lbs. per acre
Temporary Seeding Annual Ryegrass 50 lbs. per acre
Fall/Winter
Contractor is responsible for providing a permanent seeding between May and July.
2.2 SODS
Lay sod from April 1 to July 15 for warm season spring planting and from August 15 to September 15
for cool season fall planting.
2.2.1 Classification
Certified as classified in the ASPA GSS. Machine cut sod at a uniform thickness of 3/4 inch within a
tolerance of 1/4 inch, excluding top growth and thatch. Each individual sod piece shall be strong
enough to support its own weight when lifted by the ends. Broken pads, irregularly shaped pieces, and
torn or uneven ends will be rejected.
2.2.2 Composition
Proportion grass species as follows.
Botanical and common Name Percent:
Bermuda Grass 100
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2.4 TOPSOIL
2.4.1 Existing Soil
Modify existing soil to conform to the requirements specified in paragraph entitled "Composition".
2.4.2 On -Site Topsoil
Reusable surface soil stripped and stockpiled on site if requirements specified for topsoil in paragraph
entitled "Composition" are met.
2.4.3 Off -Site topsoil
Conform to requirements specified in paragraph entitled "Composition". Additional topsoil shall be
furnished by the Contractor.
2.4.4 Composition
Containing from 8 to 10 percent organic matter as determined by the topsoil composition tests of the
Organic Carbon, 6A, chemical Analysis Method described in DOA SSIR. Maximum particle size, 3/4 inch,
with maximum 3 percent retained on 1/4 -inch screen. Other components shall be within the following
percentages:
Silt
Clay
Sand
pH
Soluble Salts
2.5 pH ADJUSTERS
2.5.1 Lime
25-50
10-30
20-35
5 to 7.6
600 ppm maximum
Commercial grade dolomite limestone containing not less than 50 percent of total oxides, 19 percent
calcium and 42 percent magnesium carbonate or ASTM C 602, commercial agricultural limestone
containing a minimum of 85% of total carbonates and 15% magnesium. Provide the following ASTM E
11 graduation: 50% will pass through a 50 mesh screen and 90% will pass through a 10 mesh screen.
2.5.2 Aluminum sulfate
Commercial grade.
2.5.3 Sulfur
100 percent elemental.
2.5.4 Iron
100 percent elemental.
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2.6 SOIL CONDITIONERS
Provide singly or in combination as required to meet specified requirements for topsoil. Soil
conditioners shall be nontoxic to plants.
2.6.1 Peat
Sphagnum moss peat derived from a freshwater site and conforming to ASTM D 4427 as modified
herein. Shred and granulate peat to pass 1/2 -inch mesh screen and condition in storage pile for
minimum 6 months after excavation.
2.6.2 Sand
Clean and free of materials harmful to plants.
2.6.3 Perlite
Horticultural grade.
2.6.4 Vermiculite
Horticultural grade.
2.6.5 Rotted Manure
Composted, horse or cattle manure containing maximum 25 percent by volume of straw, or other
bedding materials. Manure shall be free of stones, sticks, and soil, viable weed seed and other
materials harmful to plants.
2.6.6 Composted Derivatives
Ground bark, nitrolized sawdust, humus, or other wood green waste material free of stones, sticks, and
soil stabilized with nitrogen and having the following properties:
2.6.6.1 Particle Size
Minimum percent by weight passing:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.6.6.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.6.7 Calcined Clay
Granular particles produced from montmorillonite clay calcined to minimum temperature of 1200
degrees F to the following gradation: minimum 90 percent passing 8 mesh screen, 99 percent retained
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on 60 mesh screen and, maximum 2 percent passing 100 mesh screen. Bulk density: 40 pounds
maximum per cubic foot.
2.6.8 Gypsum
Coarsely ground gypsum comprised of calcium sulfate dihydrate 91 percent, calcium 22 percent, sulfur
17 percent; minimum 96 percent passing through a No. 20 mesh screen, 100 percent passing through
a No. 16 mesh screen.
2.7 FERTILIZER
2.7.1 Pre -Plant Fertilizer Mixture
Fertilizer mixtures not to exceed one percent granular dust and CID A -A-1909, as specified below.
2.7.1.1 Fertilizer "A"
Organic, granular fertilizer containing the following minimum percentages, by weight, of plant food
nutrients:
10 percent available nitrogen
10 percent available phosphorus
10 percent available potassium
2.7.1.2 Fertilizer "B"
Synthetic, granular, controlled -release fertilizer containing the following minimum percentages, by
weight, of plant food nutrients:
10 percent available nitrogen
10 percent available phosphorus
10 percent available potassium
2.7.1.3 Fertilizer "C"
Controlled release fertilizer, to use with hydroseeding and hydrosprigging, composed of pills coated
with plastic resin to provide a continuous release of nutrients for at least 6, months and containing the
following minimum percentages, by weight, of plant food nutrients.
10 percent available nitrogen
10 percent available phosphorus
10 percent available potassium
2.8 SURFACE TOP DRESSING
Free from, noxious weeds, mold, and other deleterious materials.
2.8.1 Humus
95 percent decomposed vegetable matter and wood fiber with a particle size of 1/4 to 1/2 inch.
SECTION 02921 6
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.8.2 Straw
Stalks from oats, wheat, rye, barley, or rice. Furnish in air-dry condition and of proper consistency for
placing with commercial mulch blowing equipment.
2.8.3 Hay
Air-dry condition and of proper consistency for placing with commercial mulch blowing equipment.
Provide only marsh hay for lawn areas.
2.8.4 Wood Cellulose Fiber Mulch
Use recovered materials of either paper-based (100 percent) or wood -based (100 percent) hydraulic
mulch. Processed to contain no growth or germination -inhibiting factors and dyed an appropriate color
to facilitate visual metering of materials application. Composition on air-dry weight basis: 9 to 15
percent moisture, pH range from 3.5 to 5.0. Use with hydraulic application of grass seed and sprig and
fertilizer.
2.9 WATER
Source of water to be approved by Engineer, suitable quality for irrigation.
2.10 EROSION CONTROL MATERIALS
2.10.1 Net
Heavy, twisted jute mesh.
2.10.2 Blanket
Fiber, excelsior.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 Extent of Work
Provide soil preparation, fertilizing, seeding, sprigging, and surface top dressing of all newly graded
finished earth surfaces, unless indicated otherwise, and at all areas inside or outside the limits of
construction that are disturbed by the Contractor's operations.
3.1.2 Soil Preparation
Remove existing topsoil to a minimum depth of 2 inches and stock pile. After areas have been brought
to finish subgrade elevation, thoroughly till to minimum depth of 6 inches by scarifying, disking,
harrowing, or other methods approved by the Engineer. Remove debris and stones larger than one inch
in any dimension remaining on surface after tillage. Spread stock piled topsoil evenly to provide
positive drainage. Provide off-site topsoil to meet indicated finish grade. Do not spread topsoil when
frozen or excessively wet or dry. Thoroughly mix subgrade and topsoil and off-site topsoil to a depth of
8 inches by disking, harrowing, tilling or other method approved by the Engineer. Correct irregularities
in finished surfaces to eliminate depressions. Protect finished prepared soil areas from damage by
vehicular or pedestrian traffic.
SECTION 02921
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
Provide off-site topsoil to meet indicated finish grade. After areas have been brought to indicated finish
grade, incorporate fertilizer, pH adjusters, soil conditioners into soil a minimum depth of 6 inches by
disking, harrowing, tilling, or other method approved by the Engineer. Remove debris and stones
larger than one inch in any dimension remaining on the surface after tillage. Correct irregularities in
finish surfaces to eliminate depressions. Protect finished topsoil areas from damage by vehicular or
pedestrian traffic.
3.1.2.1 pH Adjuster Application Rates
Apply pH adjuster at rates as determined by laboratory soil analysis of the soils at the job site. For
bidding purposes only apply at rates for the following:
Lime 3000 pounds per acre
3.1.2.3 Fertilizer Application Rates
Apply fertilizer at rates as determined by laboratory soil analysis of the soils at the job site. For bidding
purposes only apply at rates for the following:
Organic Fertilizer 500 pounds per acre
Synthetic Fertilizer 500 pounds per acre
Hydroseeding Fertilizer 500 pounds per acre
Hydrosprigging Fertilizer 500 pounds per acre
3.2 SEEDING
3.2.1 Seed Application Seasons and Conditions
Immediately before seeding, restore soil to proper grade and thoroughly moisten soil to a depth of 6
inches. Do not seed when ground is muddy, frozen, snow covered or in an unsatisfactory condition for
seeding. If special conditions exist that may warrant a variance in the above seeding dates or
conditions, submit a written request to the Engineer starting the special conditions and proposed
variance. Apply seed within twenty-four hours after seedbed preparation. Sow seed by approved
sowing equipment. Sow one-half the seed in one direction, and sow remainder at right angles to the
first sowing.
3.2.2 Seed Application Method
3.2.2.1 Broadcast and Drop Seeding
Use broadcast or drop seeders. Sow one-half the seed in one direction, and sow remainder at right
angles to the first sowing. Cover seed uniformly to a maximum depth of 1/4 inch in clay soils and 1/2
inch in sandy soils by means of spike -tooth harrow, cultipacker, raking or other approved devices.
3.2.2.2 Drill Seeding
Use grass seed drills. Drill seed uniformly to average depth of 1/2 inch.
SECTION 02921
TURF

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.2.2.3 Hydroseeding
Mix seed, fertilizer, and wood cellulose fiber in required amount of water to produce a homogeneous
slurry. When hydraulically sprayed on the ground, material shall form a blotter like cover impregnated
uniformly with grass seed. Cover shall allow rainfall or applied water to percolate to underlying soil.
3.2.3 Surface Top Dressing
Spread straw hay over seed bed area to an even depth of 1/2 inch. Take precautionary measures to
prevent top dressing materials from spilling onto pavements, utilities structures, or planter beds.
3.2.4 Rolling
Immediately after seeding, firm entire area except for slopes in excess of 3 to 1 with a roller not
exceeding 90 pounds for each foot of roller width. If seeding is performed with cultipacker-type seeder
or by hydroseeding, rolling may be eliminated.
3.2.5 Erosion Control Material
Install in accordance with manufacturer's instructions.
3.2.6 Watering
Start watering areas seeded as required by temperature and wind conditions. Apply water at a rate
sufficient to insure thorough wetting of soil to a depth of 6 inches without run off. During the
germination process, seed is to be kept actively growing and not allowed to dry out.
3.3 SODDING
3.3.1 Placing
Place sod a maximum of 36 hours after initial harvesting, in accordance with ASPA GSS as modified
herein. Thoroughly moisten areas to be sodded immediately prior to placing sod.
3.3.2 Spot Sodding
Cut sod into plugs 2 inches square or 2 inches in diameter. Place individual pieces of sod on 12 -inch
centers and press firmly into soil by foot pressure or by tamping. Overseed for erosion control on 3 to
1 or greater slopes and drainage ways in spot sodded areas. Apply seed in accordance with applicable
portions of paragraph entitled "Seed Composition".
3.3.3 Sodding Slopes and Ditches
For slopes 2:1 and greater, lay sod with long edge parallel to slope. For V -ditches and flat bottomed
ditches, lay sod with long edge parallel to flow of water. Anchor each piece of sod with wood pegs or
wire staples maximum 2 feet on center. On slope areas, start sodding at bottom of the slope.
3.3.4 Finishing
After completing sodding, blend edges o sodded area smoothly into surrounding area.
SECTION 02921
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.3.5 Rolling
Immediately after sodding, firm entire area except for slopes in excess of 3 to 1 with a roller not
exceeding 90 pounds for each foot of roller width.
3.3.5 Watering
Start watering areas sodded as required by daily temperature and wind conditions. Apply water at a
rate sufficient to ensure thorough wetting of soil to minimum depth of 6 inches.
3.5 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.6 RENOVATION OF EXISTING TURF AREA
3.6.1 Aeration
Upon completion of weed eradication operations and Engineer's approval to proceed, aerate turf areas
indicated, by approved device. Core, by pulling soil plugs, to a minimum depth of 2 inches. Leave all
soil plugs, that are produced, in the turf area.
Keep clean at all times at least one paved pedestrian access route and one paved vehicular access
route to each building. Clean all soil plugs off of other paving when work is complete.
3.6.2 Vertical Mowing
Upon completion of aerating operation and Engineer's approval to proceed, vertical mow turf areas
indicated, by approved device, to a depth of 1/2 inch above existing soil level, to reduce thatch build-
up, grain, and surface compaction. Keep clean at all times at least one paved pedestrian access route
and one paved vehicular access route to each building. Clean other paving when work is complete.
Remove all debris generated during this operation off site.
3.6.4 Over Seeding
Apply seed in accordance with applicable portions of paragraph entitled "Seed Application Method" at
rates in accordance with paragraph entitled "Seed Composition".
3.7 RESTORATION
Restore to original condition existing turf areas which have been damaged during turf installation
operations. Keep clean at all times at least one paved pedestrian access route and one paved vehicular
access route to each building. Clean other paving when work in adjacent areas is complete.
--End of Section --
SECTION 02921 10
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 03410
PLANT -PRECAST CONCRETE PRODUCTS
PART 1 GENERAL
1.1 DESCRIPTION
This section provides information regarding the plant precast concrete products for this project.
1.2 SUBMITTALS
The following items may be submitted in accordance with Section 01330 Submittal Procedures:
SD -02 Shop Drawings
Drawings for Standard Precast Concrete Units
The drawings for standard precast concrete units shall be shop drawings furnished by the precast
concrete producer for approval by the customer. These drawings shall demonstrate that the applicable
industry design standards have been met. Installation and construction information shall be included on
shop drawings upon request. Details of steel reinforcement size and placement as well as supporting
design calculations, if appropriate, shall be included. The precast concrete units shall be produced in
accordance with the approved drawings. Drawings shall indicate assumptions used in the design of
standard units. It is the responsibility of the project's engineer -of -record to verify that the design
assumptions are suitable for the proposed application.
Drawings for Custom -Made Precast Concrete Units
The drawings for custom-made precast concrete units shall be shop drawings furnished by the precast
concrete producer for approval by the customer. These drawings shall show complete design,
installation, and construction information in such detail as to enable the customer to determine the
adequacy of the proposed units for the intended purpose. Details of steel reinforcement size and
placement as well as supporting design calculations, if appropriate, shall be included. The precast
concrete units shall be produced in accordance with the approved drawings.
Drawings Submitted by the Customer
The customer or customer's agent (specifier) may provide the precast concrete manufacturer with
drawings for custom-made precast concrete units. Drawings shall be prepared and stamped by a
licensed professional engineer. The customer or customer's agent may consult the precast concrete
manufacturer during the design process on relevant production practices that may affect the design,
production, handling and installation of the custom-made precast concrete unit. The customer or
customer's agent accepts all liability associated with the use of the provided drawings.
SD -03 Precast Concrete Product Data
Standard Precast Concrete Units
For standard precast concrete units, the precast concrete producer shall supply cut sheets showing
conformance to project drawings and requirements and to applicable industry design standards listed in
this specification.
SECTION 03410
PLANT PRECAST CONCRETE PRODUCTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
Proprietary Precast Concrete Units
For proprietary precast concrete units, the precast concrete producer shall supply standard plans or
informative literature. Supporting calculations and design details shall be available upon request. The
precast concrete producer shall provide sufficient information as to demonstrate that such products will
perform the intended task.
Anchorage, Lifting Inserts and Devices
For anchors, lifting inserts and other devices, the precast concrete producer shall provide product data
sheets and proper installation instructions upon request. The Precast concrete unit dimensions and safe
working load shall be clearly indicated.
Accessory Items
For items including, but not limited to sealants, gaskets, pipe entry connectors, steps, racks and other
items installed before or after delivery, the precast concrete producer shall include proper installation
instructions and relevant product data upon request.
SD -05 Design Data
The precast concrete producer shall supply precast concrete unit design calculations and, if requested,
concrete mix design proportions and appropriate mix design test data. Structural design calculations
shall be signed by a licensed North Carolina professional engineer.
SD -06 Test Reports
Upon request, the precast concrete producer shall supply copies of material certifications and/or
laboratory test reports, including mill tests and all other test data, for portland cement, blended
cement, pozzolans, ground granulated blast -furnace slag, silica fume, aggregate, admixtures, and
curing compound proposed for use on this project.
Upon request, the precast concrete producer shall submit copies of test reports showing that the mix
has been successfully tested to produce concrete with the properties specified and will be suitable for
the project conditions. Such tests may include compressive strength, flexural strength, plastic or
hardened air content, freeze -thaw durability, abrasion and absorption. Special tests for precast
concrete items shall be clearly detailed in the specifications.
Upon request, the precast concrete producer will supply copies of in -plant QA/QC inspection reports.
SD -07 Certificates
Submit quality control procedures established in accordance with NPCA Quality Control Manual for
Precast Concrete Plants or verification of current NPCA Plant Certification.
Submit quality control procedures established by the precast manufacturer in accordance with the
NPCA Quality Control Manual for Precast Concrete Plants.
1.3 GENERAL REQUIREMENTS
Precast concrete units shall be designed and fabricated by an experienced and acceptable precast
concrete manufacturer. The manufacturer shall have been regularly and continuously engaged in the
SECTION 03410 2
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
manufacture of precast concrete units similar to that indicated in the project specifications or drawings
for at least 3 years.
1.4 DESIGN
1.4.1 Standard Precast Concrete Unit Design
Design standard precast concrete units to withstand indicated design load conditions in accordance
with applicable industry design standards ACI 318, ACI 350, and PCI MNL -120. Design must also
consider stresses induced during handling, shipping and installation in order to avoid product cracking
or other handling damage. Design loads for precast concrete units shall be indicated on the shop
drawings.
Precast panels and connections shall be designed and detailed to transfer shear loads as indicated on
the drawings.
1.4.2 Non -Standard Precast Concrete Unit Design
Design calculations and drawings of non-standard precast units shall be prepared and signed by a
licensed professional engineer, and submitted for customer approval prior to fabrication. Calculations
shall include the analysis of units for lifting stresses and the sizing of lifting devices.
1.4.3 Franchise Precast Concrete Units
Products manufactured under franchise arrangements shall conform to all the requirements specified
by the franchiser. Items not included in the franchise specification but included in this specification shall
conform to the requirements in this specification.
1.4.4 Joints and Sealants
Joints and sealants between adjacent units shall be of the type and configuration indicated on shop
drawings meeting specified design and performance requirements.
1.4.5 Concrete Mix Design
1.4.5.1 Concrete Proportions
Selection of proportions for concrete shall be based on the methodology presented in ACI 211.1 for
normal weight concrete, ACI 211.2 for lightweight concrete and ACI 211.3 for no -slump concrete. The
concrete proportions shall be developed using the same type and brand of cement, the same type and
brand of pozzolan, the same type and gradation of aggregates, and the same type and brand of
admixture that will be used in the manufacture of precast concrete units for the project. Accelerators
containing calcium chloride shall not be used in precast concrete containing reinforcing steel or other
embedded metal items.
Upon request, the precast concrete producer shall submit a mix design for each strength and type of
concrete that will be used. Submitted mix designs shall include the quantity, type, brand and applicable
data sheets for all mix design constituents as well as documentation indicating conformance with
applicable reference specifications.
The use of self -consolidating concrete is permitted provided that mix design proportions and
constituents meet the requirements of this specification.
SECTION 03410 3
PLANT PRECAST CONCRETE PRODUCTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.4.5.2 Durability and performance Requirements
1.4.5.2.1 Concrete Compressive Strength
Precast concrete units shall have a 28 -day compressive strength (f'c) of 5,000 psi.
1.4.5.2.2 Water -Cement Ratio
Concrete that will be exposed to freezing and thawing shall contain entrained air (see 1.4.5.2.3) and
shall have water -cement ratios of 0.45 or less. Concrete which will not be exposed to freezing, but
which is required to be watertight, shall have a water -cement ratio of 0.48 or less if the concrete is
exposed to fresh water, or 0.45 or less if exposed to brackish water or sea water. For corrosion
protection, reinforced concrete exposed to deicer salts, brackish water or seawater shall have a water -
cement ratio of 0.40 or less.
1.4.5.2.3 Air Content
The air content of concrete that will be exposed to freezing conditions shall be within the limits given
below.
Nominal Maximum
Aggregate Size (in)
Air Content %
Severe Ex osure
Moderate Exposure
3/8
6.0 to 9.0
4.5 to 7.5
1/2
5.5 to 8.5
4.0 to 7.0
3/4
4.5 to 7.5
3.5 to 6.5
1
4.5 to 7.5
3.0 to 6.0
1-1/2
4.5 to 7.0
3.0 to 6.0
* For specified compressive strengths greater then 5000 psi, air content may be
reduced 1%
1.5 QUALITY ASSURANCE
Precast concrete producer shall demonstrate adherence to the standards set forth in the NPCA Quality
Control Manual for Precast Concrete Plants. The precast concrete producer shall meet requirements
written in subparagraph 1.5.1.
1.5.1 NPCA Plant Certification
The precast concrete producer shall be certified by the NPCA Plant Certification Program prior to and
during production of the products for this project.
1.6 HANDLING, STORAGE AND DELIVERY
1.6.1 Handling
Precast concrete units shall be handled and transported in a manner to minimize damage. Lifting
devices or holes shall be consistent with industry standards. Lifting shall be accomplished with methods
or devices intended for this purpose as indicated on shop drawings. Upon request, the precast concrete
producer shall provide documentation on acceptable handling methods for the product.
SECTION 03410 4
PLANT PRECAST CONCRETE PRODUCTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.6.2 Storage
Precast concrete units shall be stored in a manner that will minimize potential damage.
1.6.3 Delivery
Precast concrete units shall be delivered to the site in accordance with the delivery schedule to avoid
excessive build-up of units in storage at the site. Upon delivery to the jobsite all precast concrete units
shall be inspected by the customer or customer's agent for quality and final acceptance.
1.6.4 Final Acceptance
Upon final acceptance, the customer or customer's agent acknowledges and understands the
appropriate methods for handling the accepted precast concrete unit(s). Upon acceptance by the
customer or customer's agent, the precast concrete manufacture is not responsible for replacing
damaged product resulting from improper handling practices on the job site.
1.7 LOCATION/DESIGN
See drawings for location, design loads, and types of precast, prestressed concrete units required.
PART 2 PRODUCTS
2.1 MANUFACTURERS
The precast concrete manufacturer must meet the requirements established in section 1.5 Quality
Assurance.
2.2 MATERIALS
Except as otherwise specified, material shall conform to the following section.
2.2.1 Cement
ASTM C 150 (Type I, II, III or V)
ASTM C 595 (for Blended Cements)
2.2.2 Silica Fume
ASTM C 1240
2.2.3 Fly Ash and Pozzolans
ASTM C 618
2.2.4 Ground Granulated Blast -Furnace Slag
ASTM C 989
2.2.5 Water
ASTM C1602. The use of reclaimed/recycled process water shall be permitted.
SECTION 03410 5
PLANT PRECAST CONCRETE PRODUCTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.2.6 Aggregates
2.2.6.1 Aggregate Selection
Aggregates shall conform to ASTM C 33. Aggregates shall not contain any substance which may be
deleteriously reactive with the alkalies in the cement. Upon request, the precast concrete producer shall
provide documentation indicating the aggregates are not susceptible to alkali -aggregate reaction.
2.2.6.2 Aggregates for Lightweight Concrete
ASTM C 330
2.2.7 Admixtures
2.2.7.1 Air -Entraining
ASTM C 260
2.2.7.2 Accelerating, Retarding, Water Reducing Moderate to High
ASTM C 494
2.2.7.3 Pigments
ASTM C 979
2.2.7.4 Corrosion Inhibitors
ASTM C 1582
2.2.8 Reinforcement
2.2.8.1 Reinforcing Bars
2.2.8.1.1 Deformed Billet -Steel
ASTM A 615
2.2.8.2 Reinforcing Wire
2.2.8.2.1 Plain Wire
ASTM A 82
2.2.8.2.2 Deformed Wire
ASTM A 496
2.2.8.3 Welded Wire Reinforcement
2.2.8.3.1 Plain Wire
ASTM A 185
SECTION 03410 6
PLANT PRECAST CONCRETE PRODUCTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.2.8.3.2 Deformed Wire
ASTM A 497
2.2.9 Inserts and Embedded Metal
All items embedded in concrete shall be of the type required for the intended use and meet the
following standards.
2.2.9.1 Structural Steel Plates, Angles, etc.
ASTM A 36
2.2.9.2 Hot -Dipped Galvanized
ASTM A 152
2.2.9.3 Proprietary Items
In accordance with manufacturers published literature
2.2.10 Joint Sealants and Joint Gaskets
2.2.10.1 Rubber Gaskets for Circular Concrete Sewer Pipe and Culvert Pipe
ASTM C 443
2.2.10.2 External Sealing Bands for Noncircular Sewer, Storm Drain and Culvert Pipe
ASTM C 877
2.2.10.3 Preformed Flexible Joint Sealants for Concrete Pipe, Manholes, and Manufactured Box Sections
ASTM C 990
2.2.10.4 Elastomeric Joint Sealants
ASTM C 920
2.2. 11 Pipe Entry Connectors
ASTM C 923
ASTM C 1478
2.2.12 Grout
2.2.12.1 Nonshrink Grout
ASTM C 1107
SECTION 03410 7
PLANT PRECAST CONCRETE PRODUCTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.2.12.2 Cementitious Grout
Shall be of suitable mix design for the intended use, consisting of Portland cement, sand, and water.
Provide air entrainment for grout exposed to corrosive conditions or severe weather.
2.2.13
Calcium chloride, chloride ions or other salts shall not be used.
2.3 MANUFACTURER
Manufacturer shall conform to the NPCA Quality Control Manual for Precast Concrete Plants unless
specified otherwise.
2.3.1 Forms
Forms for manufacturing precast concrete units shall be of the type and design consistent with industry
standards and practices. They should be capable of consistently providing uniform products and
dimensions. Forms shall be constructed so that the forces and vibrations to which the forms will be
subjected cause no damage to the precast concrete unit.
Forms shall be cleaned of concrete build-up after each use.
Form release agents shall be applied according to the manufacturer's recommendations and shall not
be allowed to build up on the form casting surfaces.
2.3.2 Reinforcement
Applicable ASTM International and/or ACI 318 standards for placement and splicing
Cages of reinforcement shall be fabricated either by tying the bars, wires or welded wire reinforcement
into rigid assemblies or by welding, where permissible, in accordance with AWS D1.4. Reinforcing shall
be positioned as specified by the design and so that the concrete cover conforms to requirements. The
tolerance on concrete cover shall be one-third of that specified but not more than 1/2 in. Concrete
cover shall not be less than 1/2 in., unless otherwise specified. Positive means shall be taken to assure
that the reinforcement does not move significantly during the casting operations.
2.3.3 Embedded Items
Embedded items shall be positioned at locations specified in the design documents. Welding shall be
performed in accordance with AWS D1.1 when necessary. Inserts, plates, weldments, lifting devices
and other items to be embedded in precast concrete units shall be held rigidly in place so that they do
not move significantly during casting operations.
2.3.4 Concrete
2.3.4.1 Concrete Mixing
Mixing operations shall produce batch -to -batch uniformity of strength, consistency, and appearance.
SECTION 03410 8
PLANT PRECAST CONCRETE PRODUCTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.3.4.2 Concrete Placing
Conventional concrete shall be deposited into forms as near to its final location as practical. Self -
consolidating concrete shall be placed in a manner in which it flows and consolidates without
segregation or air entrapment. The free fall of the concrete shall be kept to a minimum. Concrete shall
be consolidated in such a manner that segregation of the concrete is minimized and honeycombed
areas are kept to a minimum. Consolidation efforts are often not required when using self -consolidating
concrete. Vibrators used to consolidate concrete shall have frequencies and amplitudes sufficient to
produce well -consolidated concrete.
2.3.4.2.1 Cold Weather Concreting
Recommendations for cold weather concreting are given in detail ACI 306 R.
Adequate equipment shall be provided for heating concrete materials and protecting concrete during
freezing or near -freezing weather. All concrete materials and all reinforcement, forms, fillers, and
ground with which concrete is to come in contact shall be free from frost. Frozen materials or materials
containing ice shall not be used. In cold weather the temperature of concrete at the time of placing
shall not be below 45° F. Concrete that freezes before its compressive strength reaches 500 psi shall be
discarded.
2.3.4.2.2 Hot Weather Concreting
Recommendations for hot weather concreting are given in ACI 305 R.
During hot weather, proper attention shall be given to constituents, production methods, handling,
placing, protection, and curing to prevent excessive concrete temperatures or water evaporation that
could impair required strength or serviceability of the member or structure. The temperature of
concrete at the time of placing shall not exceed 90° F.
2.3.4.3 Concrete Curing
Commence curing operations immediately following the initial set of the concrete and completion of
surface finishing.
2.3.4.3.1 Curing by Moisture Retention
Moisture shall be prevented from evaporating from exposed surfaces until adequate strength for
stripping the precast concrete unit from the forms is reached by one of the following methods:
■ Cover with polyethylene sheets a minimum of 6 mils thick (ASTM C 171)
■ Cover with burlap or other absorptive material and keep continually moist
■ Use of a membrane -curing compound applied at a rate not to exceed 200 sq. ft. per gallon,
or per manufacturers' recommendations (ASTM C 309)
Surfaces that will be exposed to weather during service shall be cured as above until a minimum
compressive strength of 2.50 psi has been reached. Forms shall be considered effective in preventing
evaporation from the contact surfaces. If air temperature is below 50°F the curing period shall be
extended.
SECTION 03410 9
PLANT PRECAST CONCRETE PRODUCTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.3.4.3.2 Curing with Heat and Moisture
Concrete shall not be subjected to steam or hot air until after the concrete has attained its initial set.
Steam, if used, shall be applied within a suitable enclosure, which permits free circulation of the steam
in accordance with ACI 517.2R. If hot air is used for curing, precautions shall be taken to prevent
moisture loss from the concrete. The temperature of the concrete shall not be permitted to exceed
150° F. These requirements do not apply to products cured with steam under pressure in an autoclave.
2.3.4.4 Surface Finish
Unformed surfaces of wet -cast precast concrete products shall be finished as specified. If no finishing
procedure is specified, such surfaces shall be finished using a strike -off to level the concrete with the
top of the form.
2.3.4.4.1 Formed Non -Architectural Surfaces
Surfaces shall be cast against approved forms in accordance with standard industry practices in
cleaning forms, designing concrete mixes, placing and curing concrete. Normal color variations, form
joint marks, small surface holes caused by air bubbles, and minor chips and spalls will be accepted.
Major imperfections, excessive honeycombing or other major defects shall not be permitted.
2.3.4.4.2 Unformed Surfaces
Surfaces shall be finished with a vibrating screed, or by hand with a float. Normal color variations,
minor indentations, minor chips and spalls will be accepted. Major imperfections, excessive
honeycombing or other major defects shall not be permitted.
2.3.4.4.3 Special Finishes
Troweled, broom or other finishes shall be according to the requirements of project documents and
performed per industry standards or supplier specifications.
Precast concrete producers shall submit sample finishes for approval when required by the project
documents. The sample finishes shall be approved prior to the start of production.
2.3.4.4.4 Architectural Finishes
Architectural finishes shall be according to the requirements of project documents and performed per
industry standards or supplier specifications.
Precast concrete producers shall submit sample finishes for approval when required by the project
documents. Full-size mockups are recommended for the approval of architectural finishes, because
color variations and surface imperfections are not always apparent on small scale samples. The sample
finishes shall be approved prior to the start of production.
2.3.4.5 Stripping Precast Concrete Units from Forms
Precast concrete units shall not be removed from the forms until the concrete reaches the compressive
strength for stripping required by the design. If no such requirement exists, products may be removed
from the forms after the final set of concrete provided that stripping damage is minimal. Stripping
strengths shall be routinely measured to ensure product has attained sufficient strength for safe
handling.
SECTION 03410 10
PLANT PRECAST CONCRETE PRODUCTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.3.4.6 Patching and Repair
No repair is required to formed surfaces that are relatively free of air voids and honeycombed areas,
unless the surfaces are required by the design to be finished.
2.3.4.6.1 Repairing Minor Defects
Defects that will not impair the functional use or expected life of a precast concrete unit may be
repaired by any method that does not impair the product.
2.3.4.6.2 Repairing Honeycombed Areas
When honeycombed areas are to be repaired, all loose material shall be removed and the areas cut
back into essentially horizontal or vertical planes to a depth at which coarse aggregate particles break
under chipping rather than being dislodged. Proprietary repair materials shall be used in accordance
with the manufacturer's instructions. If a proprietary repair material is not used, the area shall be
saturated with water. Immediately prior to repair, the area should be damp, but free of excess water. A
cement -sand grout or an approved bonding agent shall be applied to the chipped surfaces, followed
immediately by consolidating an appropriate repair material into the cavity.
2.3.4.6.3 Repairing Major Defects
Defects in precast concrete products which impair the functional use or the expected life of products
shall be evaluated by qualified personnel to determine if repairs are feasible and, if so, to establish the
repair procedure.
2.3.4.7 Shipping Precast Concrete Units
Precast concrete units shall not be shipped until they are at least 14 days old, unless it can be shown
that the concrete strength has reached at least 75% of the specified 28 -day strength, or that damage
will not result, impairing the performance of the product.
PART 3 EXECUTION
3.1 INSTALLATION
3.1.1 Site Access
The general contractor shall be responsible for providing adequate access to the site to facilitate
hauling, storage and proper handling of the precast concrete units.
3.1.2 Installation
Precast concrete units shall be installed to the lines and grades shown in the contract documents or
otherwise specified.
Precast concrete units shall be lifted by suitable lifting devices at points provided by the precast
concrete producer.
Precast concrete units shall be installed in accordance with applicable industry standards. Upon
request, the precast concrete producer shall provide installation instructions.
SECTION 03410 11
PLANT PRECAST CONCRETE PRODUCTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
Field modifications to the product shall relieve the precast producer of liability regardless if such
modifications result in the failure of the precast concrete unit.
3.1.3 Watertightness
Where watertightness is a necessary performance characteristic of the precast concrete unit's end use,
watertight joints, pipe -entry connectors and inserts should be used to ensure the integrity of the entire
system.
3.2 FIELD QUALITY CONTROL
Final inspection and acceptance of erected precast, prestressed concrete shall be made by the
Engineer.
--End of Section --
SECTION 03410 12
PLANT PRECAST CONCRETE PRODUCTS

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 11500
DUPLEX SUBMERSIBLE SOLIDS HANDLING SEWER PUMP STATION
PART 1 GENERAL
1.1 DESCRIPTION
This section provides information for the installation of a duplex submersible solids handling sewer
pump station for the leachate pump station.
1.2 SYSTEM DESCRIPTION
A solids handling submersible pumping system will be installed at the leachate receiving station at the
South Regional WWTP.
1.3 SUBMITTALS
1.3.1 Product Data
A. Pump characteristic curves showing capacity in gpm, net positive suction head (NPSH), head,
efficiency, and pumping horsepower from 0 gpm to 110 percent (100 percent for positive
displacement pumps) of design capacity. A complete list of equipment and material, including
manufacturer's descriptive data and technical literature, performance charts and curves, catalog
cuts, and installation instructions.
B. Spare parts data for each different item of material and equipment specified, after approval of
the related submittals, and not later than 1 month prior to the date of beneficial occupancy. The
data shall include a complete list of parts and supplies, with current unit prices and source of
supply.
C. Piping Materials including joints, fittings, and couplings.
D. Gate Valve and Check Valves.
E. Access Hatches
Submit manufacturer's standard drawings or catalog cuts for C, D, and E above.
1.3.2 Shop Drawings
A. Precast Concrete Wetwell and Valve Vault
B. Metal Items
C. Drawings containing complete wiring and schematic diagrams and any other details required to
demonstrate that the system has been coordinated and will properly function as a unit. Drawings
shall show proposed layout and anchorage of equipment and appurtenances, and equipment
relationship to other parts of the work including clearances for maintenance and operation.
1.3.3 Instructions
Diagrams, instructions, and other sheets proposed for posting.
SECTION 11500 1
DUPLEX SUBMERSIBLE SOLIDS HANDLING SEWER PUMP STATION

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.3.4 Reports
Performance test reports in booklet form showing all field tests performed to adjust each component
and all field tests performed to prove compliance with the specified performance criteria, upon
completion and testing of the installed system. Each test report shall indicate the final position of
controls.
1.3.5 Operation and Maintenance Manuals
Three (3) copies of operation and three (3) copies of maintenance manuals for the equipment
furnished. One complete set prior to performance testing and the remainder upon acceptance.
Operation manuals shall detail the step-by-step procedures required for system startup, operation, and
shutdown. Operation manuals shall include the manufacturer's name, model number, parts list, and
brief description of all equipment and their basic operating features. Maintenance manuals shall list
routine maintenance procedures, possible breakdowns and repairs, and troubleshooting guides.
Maintenance manuals shall include piping and equipment layout and simplified wiring and control
diagrams of the system as installed. Manuals shall be approved prior to the field -training course.
1.4 DELIVERY AND STORAGE
All equipment delivered and placed in storage shall be stored with protection from the weather,
excessive humidity and excessive temperature variation; and dirt, dust, or other contaminants.
1.5 FIELD MEASUREMENTS
The Contractor shall become familiar with all details of the work, verify all dimensions in the field, and
shall advise the Engineer of any discrepancy before performing the work.
1.6 SPARE PARTS
Provide the following minimum spare parts:
One of each seal assemblies
One complete set of bearings
One set of wear rings
One of each type relay
One pump starter/soft start
One pump alternator
One float switch/transducer
One of each type pilot light
One box of each type lamp
One complete spare pump
Package in one container all spare parts and clearly identify on the outside what the unit is for. Seal
tightly and properly protect for long term storage. Deliver to the Engineer for transmittal to the
Owner.
PART 2 PRODUCTS
2.1 GENERAL MATERIAL AND EQUIPMENT REQUIREMENTS
Materials and equipment shall be the standard products of a manufacturer regularly engaged in the
manufacturer of such products and shall essentially duplicate items that have been in satisfactory use
SECTION 11500 2
DUPLEX SUBMERSIBLE SOLIDS HANDLING SEWER PUMP STATION

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
for at least 3 years prior to bid opening. Equipment shall be supported by a service organization that
is, in the opinion of the Engineer, reasonably convenient to the site. Pump casings shall be constructed
of cast iron of uniform quality and free from blowholes, porosity, hard spots, shrinkage defects, cracks,
and other injurious defects. Pump impellers shall be ductile iron unless otherwise specified.
2.1.1 Nameplates
Each major item of equipment shall have the manufacturer's name, address, type or style, model or
serial number, and catalog number on a plate secured to the item of equipment.
2.1.2 Equipment Guards
Belts, pulleys, chains, gears, projecting setscrews, keys, and other rotation parts so located that any
person may come in close proximity thereto shall be enclosed or guarded.
2.1.3 Special Tools
One set of special tools, calibration devices, and instrument required for operation, calibration, and
maintenance of the equipment shall be provided.
2.1.4 Electric Motors
Motors shall conform to NEMA MG 1.
2.1.5 Motor Controls
Controls shall conform to NEMA ICS I.
2.1.6 Bolts, Nuts, Anchors, and Washers
Bolts, nuts, anchors, and washers shall be stainless steel.
2.1.7 Pressure Gauges
Four pressure gauges shall be provided and located in the valve vault on each pump discharge header.
Combination pressure gauges shall be glycerin filled with a built-in pressure snubber and have 4-1/2 inch
minimum diameter faces and be turret style, black phenolic case with clear glass face. The movement
shall be rotary, of 400 Series stainless steel with Teflon coated pinion gear and segment. The gauge shall
be bottom connected and accept a 1/4" NPT female thread. The pressure gauge will be protected with an
isolation diaphragm. Two 1/4" ball valves shall be provided with each gauge for isolation and venting and to
facilitate easy removal of the gauge. All gauges will be directly tapped to the spring line of the pipeline.
Incidental brass fittings will be provided to properly plumb the connection so the gauge may be easily
viewed from inside the valve vault. Combination pressure gauge range and scale graduations shall be in psi
and feet of water as follows:
Outlet Pressure: 0 to 100 psi, 5 psi figure intervals, with graduating marks every 2 psi.
The gauges shall be Ashcroft Model 1279ASL or approved equal.
2.2 PUMP DESIGN CONFIGURATION (WET PIT INSTALLATION)
The pump shall be a 4" pump supplied with a mating cast iron 4 inch discharge connection and be
capable of delivering 200 GPM at 50 FT. TDH. The pump(s) shall be automatically and firmly connected
to the discharge connection, guided by no less than two guide bars extending from the top of the
SECTION 11500
DUPLEX SUBMERSIBLE SOLIDS HANDLING SEWER PUMP STATION

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
station to the discharge connection. There shall be no need for personnel to enter the wet -well.
Sealing of the pumping unit to the discharge connection shall be accomplished by a machined metal to
metal watertight contact. Sealing of the discharge interface with a diaphragm, 0 -ring or profile gasket
will not be acceptable. No portion of the pump shall bear directly on the sump floor. Each pump shall
be fitted with 20 feet of stainless steel lifting chain or stainless steel cable. The working load of the
lifting system shall be 50% greater than the pump unit weight.
2.3 PUMP CONSTRUCTION
Major pump components shall be of grey cast iron, ASTM A-48, Class 35B, with smooth surfaces devoid
of blow holes or other irregularities. The lifting handle shall be of stainless steel. All exposed nuts or
bolts shall be of stainless steel construction. All metal surfaces coming into contact with the pumpage,
other than stainless steel or brass, shall be protected by a factory applied spray coating of acrylic
dispersion zinc phosphate primer with a polyester resin paint finish on the exterior of the pump.
Sealing design shall incorporate metal -to -metal contact between machined surfaces. Critical mating
surfaces where watertight sealing is required shall be machined and fitted with Nitrile O -rings. Fittings
will be the result of controlled compression of rubber 0 -rings in two planes and 0 -ring contact of four
sides without the requirement of a specific torque limit.
Rectangular cross sectioned gaskets requiring specific torque limits to achieve compression shall not be
considered as adequate or equal. No secondary sealing compounds, elliptical 0 -rings, grease or other
devices shall be used.
2.4 COOLING SYSTEM
Each pump motor shall be sufficiently cooled by submergence in the pumped media.
2.5 CABLE ENTRY SEAL
The cable entry seal design shall preclude specific torque requirements to insure a watertight and
submersible seal. The cable entry shall consist of dual cylindrical elastomer grommets, flanked by
washers, all having a close tolerance fit against the cable outside diameter and the entry inside
diameter. The grommets shall be compressed by the cable entry unit, thus providing a strain relief
function. The assembly shall provide ease of changing the cable when necessary using the same entry
seal. The cable entry junction chamber and motor shall be sealed from each other, which shall isolate
the stator housing from foreign material gaining access through the pump top. Epoxies, silicones, or
other secondary sealing systems shall not be considered equal.
2.6 MOTOR
The pump motor shall be a NEMA B design, induction type with a squirrel cage rotor, shell type design,
housed in an air filled, watertight chamber. The stator windings shall be insulated with moisture
resistant Class H insulation rated for 180°C (3561F). The stator shall be insulated by the trickle
impregnation method using Class H monomer -free polyester resin resulting in a winding fill factor of at
least 95%. The motor shall be inverter duty rated in accordance with NEMA MG1, Part 31.The stator
shall be heat -shrink fitted into the cast iron stator housing. The use of multiple step dip and bake -type
stator insulation process is not acceptable. The use of pins, bolts, screws or other fastening devices
used to locate or hold the stator and that penetrate the stator housing are not acceptable. The motor
shall be designed for continuous duty while handling pumped media of up to 104°F. The motor shall be
capable of no less than 30 evenly spaced starts per hour. The rotor bars and short circuit rings shall be
made of aluminum. Three thermal switches shall be embedded in the stator end coils, one per phase
winding, to monitor the stator temperature. These thermal switches shall be used in conjunction with
SECTION 11500 4
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
and supplemental to external motor overload protection and shall be connected to the motor control
panel.
The junction chamber shall be sealed off from the stator housing and shall contain a terminal board for
connection of power and pilot sensor cables using threaded compression type terminals. The use of
wire nuts or crimp -type connectors is not acceptable. The motor and the pump shall be produced by
the same manufacturer.
The motor service factor (combined effect of voltage, frequency and specific gravity) shall be 1.15. The
motor shall have a voltage tolerance of +/- 10%. The motor shall be designed for continuous operation
in up to a 40°C ambient and shall have a NEMA Class B maximum operating temperature rise of 80°C.
A motor performance chart shall be provided upon request exhibiting curves for motor torque, current,
power factor, input/output kW and efficiency. The chart shall also include data on motor starting and
no-load characteristics.
Motor horsepower shall be sufficient so that the pump is non -overloading throughout its entire
performance curve, from shut-off to run -out. The motor and cable shall be capable of continuous
submergence underwater without loss of watertight integrity to a depth of 65 feet or greater.
2.7 BEARINGS
The integral pump/motor shaft shall rotate on two bearings. The motor bearings shall be sealed and
permanently grease lubricated with high temperature grease. The upper motor bearing shall be a two
row angular contact ball bearing to handle radial loads. The lower bearing shall be a two row angular
contact ball bearing to handle the thrust and radial forces. The minimum L10 bearing life shall be
50,000 hours at any usable portion of the pump curve.
2.8 MECHANICAL SEALS
Each pump shall be provided with a positively driven dual, tandem mechanical shaft seal system
consisting of two seal sets, each having an independent spring. The lower primary seal, located
between the pump and seal chamber, shall contain one stationary and one positively driven rotating
corrosion and abrasion resistant tungsten -carbide ring. The upper secondary seal, located between the
seal chamber and the seal inspection chamber shall be a leakage -free seal. The upper seal shall contain
one stationary and one positively driven rotating corrosion and abrasion resistant tungsten -carbide seal
ring. The rotating seal ring shall have small back -swept grooves laser inscribed upon its face to act as a
pump as it rotates, returning any fluid that should enter the dry motor chamber back into the lubricant
chamber. All seal rings shall be individual solid sintered rings. Each seal interface shall be held in place
by its own spring system. The seals shall not depend upon direction of rotation for sealing. Mounting
of the lower seal on the impeller hub is not acceptable. Shaft seals without positively driven rotating
members or conventional double mechanical seals containing either a common single or double spring
acting between the upper and lower seal faces are not acceptable. The seal springs shall be isolated
from the pumped media to prevent materials from packing around them, limiting their performance.
Each pump shall be provided with a lubricant chamber for the shaft sealing system. The lubricant
chamber shall be designed to prevent overfilling and shall provide capacity for lubricant expansion. The
seal lubricant chamber shall have one drain and one inspection plug that are accessible from the
exterior of the motor unit. The seal system shall not rely upon the pumped media for lubrication.
The area about the exterior of the lower mechanical seal in the cast iron housing shall have cast in an
integral concentric spiral groove. This groove shall protect the seals by causing abrasive particulate
entering the seal cavity to be forced out away from the seal due to centrifugal action.
SECTION 11500
DUPLEX SUBMERSIBLE SOLIDS HANDLING SEWER PUMP STATION

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
A separate seal leakage chamber shall be provided so that any leakage that may occur past the upper,
secondary mechanical seal will be captured prior to entry into the motor stator housing. Such seal
leakage shall not contaminate the motor lower bearing. The leakage chamber shall be equipped with a
float type switch that will signal if the chamber should reach 50% capacity.
Seal lubricant shall be non -hazardous.
2.9 PUMP SHAFT
The pump and motor shaft shall be a single piece unit. The pump shaft is an extension of the motor
shaft. Shafts using mechanical couplings shall not be acceptable. The shaft shall be stainless steel —
ASTM A479 S43100 -T. Shaft sleeves will not be acceptable.
2.10 IMPELLER
The impeller shall be of Hard -Iron TM (ASTM A-532 (Alloy III A) 25% chrome cast iron), dynamically
balanced, semi -open, multi -vane, back swept, screw-shaped, non -clog design. The impeller leading
edges shall be mechanically self -cleaned automatically upon each rotation as they pass across a spiral
groove located on the volute suction. The leading edges of the impeller shall be hardened to Rc 60 and
shall be capable of handling solids, fibrous materials, heavy sludge and other matter normally found in
wastewater. The screw shape of the impeller inlet shall provide an inducing effect for the handling of
up to 5% sludge and rag -laden wastewater. The impeller to volute clearance shall be readily adjustable
by the means of a single trim screw. The impeller shall be locked to the shaft, held by an impeller bolt
and shall be coated with alkyd resin primer. The impeller diameter shall be 215.0 mm.
2.11 VOLUTE / SUCTION COVER
The pump volute shall be a single piece grey cast iron, ASTM A-48, Class 35B, non -concentric design
with smooth passages of sufficient size to pass any solids that may enter the impeller. Minimum inlet
and discharge size shall be as specified. The volute shall have a replaceable suction cover insert ring in
which are cast spiral -shaped, sharp -edged groove(s). The spiral groove(s) shall provide trash release
pathways and sharp edge(s) across which each impeller vane leading edge shall cross during rotation
so to remain unobstructed. The insert ring shall be cast of Hard-IronTM (ASTM A-532 (Alloy III A) 25%
chrome cast iron) and provide effective sealing between the multi -vane semi -open impeller and the
volute housing.
2.12 PROTECTION
Each pump motor stator shall incorporate three thermal switches, one per stator phase winding and be
connected in series, to monitor the temperature of the motor. Should the thermal switches open, the
motor shall stop and activate an alarm. A float switch shall be installed in the seal leakage chamber and
will activate if leakage into the chamber reaches 50% chamber capacity, signaling the need to schedule
an inspection.
2.13 PORTABLE DAVIT CRANE
The Davit Crane shall have a base mounted on a concrete pedestal as indicated in the plan drawings
and be capable of handling the required load of the pump. The Davit Cranes shall have a corrosion
resistant finish with electrostatic powder coating and shall be equipped with Quick Disconnect Anchors.
The Davit Cranes shall be capable of 360 -degree rotation and shall have spur gear hand winches with
brake. The worm gear hand winch shall accept power driven drill motor. The Davit Cranes shall be
manufactured by Thern Incorporated or equal.
SECTION 11500 6
DUPLEX SUBMERSIBLE SOLIDS HANDLING SEWER PUMP STATION

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.14 CONTROLS
The pump control system shall be provided as indicated on the drawings and as specified herein. The
system shall provide wetwell level control. All components necessary for a fully functioning system
shall be provided. System shall include the following major components:
• Pump Control Panel
• Submersible level transducer with mounting hardware
• Float switches with mounting hardware
2.14.1 Pump Control Panel
A. The pump station shall be equipped with a control panel supplied by the pump manufacturer.
The control panel shall be mounted within a NEMA 4X stainless steel, dead front type control
enclosure. The control panel shall be third party listed as required by the State of South
Carolina. The enclosure door shall be hinged and sealed with a neoprene gasket. It shall
include a removable steel back panel on which control components shall be mounted. Back
panel shall be secured to enclosure with collar studs. Operator controls shall be mounted on
a steel inner swing door. All conduits between the sump area and control panel shall be
sealed to prevent gasses from entering the enclosure. System shall be suitable for operation
on a 208-240 Vac, 3 phase power supply.
B. Control panel shall be provided with a main circuit breaker with flange mounted disconnect
handle. The control panel shall have an interrupt rating of at least 32KA at 240 Vac and shall
have input lugs suitable for connection of the conductors indicated on the drawings.
C. A properly sized thermal magnetic circuit breaker shall be furnished for each pump motor.
The circuit breaker shall be sealed by the manufacturer after calibration to prevent
tampering. A padlockable operating mechanism shall be installed on each motor circuit
breaker. Operator handles for the mechanisms shall be located on the inner swing door, with
defeatable interlocks that permit the inner door to be opened when circuit breakers are in the
"off' position.
D. Reduced Voltage Soft Starters (RVSS) shall be provided for control of each pump. Each
starter shall include a properly sized and rated circuit breaker disconnecting means, power
circuit isolation contactor, microprocessor controlled soft starter, and shorting contactor.
Circuit breaker disconnecting means shall have a through -the -door (inner door) operator that
is lockable in the off position. The motor shall be protected from solid state component
failure by an isolation contactor on the line side of the power circuit that opens when the
motor is stopped or when the soft starter detects a fault condition, including a shorted SCR.
Each soft starter shall utilize an SCR bridge consisting of at least two SCRs per phase to
control the starting and stopping of industry standard motors. Starters shall provide torque
control for linear acceleration independent of motor load or application type without external
feedback. The gating of the SCRs will be controlled in such a manner to ensure stable and
linear acceleration ramp. Each soft starter shall be controlled by a microprocessor that
continuously monitors the current and controls the phasing of the SCRs. Each starter shall
be provided with electronic overload protection based on an inverse time -current algorithm.
Overload protection shall be adjustable and shall have a motor full load ampere adjustment
from 30 to 100% of the maximum continuous ampere rating of the starter. The starter shall
have selectable overload class settings of 10, 20 and 30.
Each RVSS shall be provided with a keypad display for programming, running status
indication, and fault identification. The following control function adjustments shall be
programmable from the keypad display:
1. Selectable Torque Ramp Start or Current Limit Start
2. Adjustable Kick Start Time: 0-2 seconds
SECTION 11500 7
DUPLEX SUBMERSIBLE SOLIDS HANDLING SEWER PUMP STATION

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3. Adjustable Kick Start Torque: 0-85%
4. Adjustable Ramp Start Time: 0.5-180 seconds
5. Adjustable Initial Starting Ramp Torque: 0-85%
6. Adjustable Smooth Stop Ramp Time: 0-60 seconds
E. The starter shall also be programmable to provide protection for phase reversal, phase loss,
phase unbalance, motor stall, motor jam, motor overload, and starter over temperature.
Running status indication shall include ready, starting, running, stopped and faulted. In the
faulted condition, the display shall also indicate the specific type of fault. The starter shall be
capable of either an electronic or mechanical reset after a fault. Three auxiliary output
contacts shall be provided for fault, at -speed and a third programmable condition.
F. Each soft starter shall be designed to operate in an ambient temperature 0 C to 50 C (14 F to
122 F) with utility or generator supply voltage of 208 VAC +/- 10% and shall be capable of
supplying 400% of rated full load current for 16 seconds at maximum ambient temperature.
Each starter shall also be capable of 6 uniformly spaced starts per hour at 400% of full rated
current for 12 seconds apart. The SCRs shall have a peak inverse voltage rating of 1500 VAC
or higher.
G. Overload relays shall be of block -type utilizing melting alloy type spindles, and shall have
visual trip indication with trip free operation. Pressing the overload reset lever shall not
actuate the control contact until the overload spindle has reset. Resetting of the overload
shall cause a snap -action control contact to reset, thus re-establishing a control circuit.
Overloads shall provide NEMA Class 10 trip times and shall be selected in accordance with
the actual motor nameplate data. An overload reset pushbutton shall be mounted through
the inner door of the control panel in such a manner as to permit resetting the overloads
without opening the inner control panel door.
H. The pump control panel shall be equipped to terminate pump operation due to high motor
winding temperature or the presence of moisture in the motor housing. If either event
should occur, the motor starter shall drop out and an indicator, visible on the inner swing
door, shall indicate the pump motor has been shut down. The pump motor shall remain
locked out until the condition has been corrected and the circuit manually reset. Automatic
reset shall not be acceptable. Each alarm condition (high motor temperature or moisture)
shall be individually indicated by the device on the back panel or a pilot light on the inner
swing door.
I. The Pump Control Panel shall be provided with the following operator controls mounted on
the inner swing door:
1. PUMP #1 HAND -OFF -AUTO: 3 -POSITION MAINTAINED SELECTOR SWITCH
2. PUMP #1 RUNNING: PILOT LIGHT (RED)
3. PUMP #1 ALARM: PILOT LIGHT (AMBER)
4. PUMP #2 HAND -OFF -AUTO: 3 -POSITION MAINTAINED SELECTOR SWITCH
5. PUMP #2 RUNNING: PILOT LIGHT (RED)
6. PUMP #2 ALARM: PILOT LIGHT (AMBER)
7. PUMP1-PUMP2-ALTERNATE: SELECTOR SWITCH
8. ALARM RESET: MOMENTARY PUSH BUTTON, BLACK
9. ALARM SILENCE: MOMENTARY PUSH BUTTON, BLACK
10. OPERATOR INTERFACE TO ALLOW LEVEL SETPOINT ADJUSTMENT FROM INNER SWING
DOOR.
11. INDICATION OF WETWELL LEVEL
J. A seven -digit non-resettable elapsed time meter shall be provided for each pump and
mounted on the inner swing door to indicate the total running time of the pump in "hours"
and "tenths of hours".
K. A surge arrester shall be furnished to minimize damage to pump motors and control as result
of transient voltage surges. The arrester shall utilize metal -oxide varistors encapsulated in a
SECTION 11500 8
DUPLEX SUBMERSIBLE SOLIDS HANDLING SEWER PUMP STATION

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
non-conductive housing. The arrester shall be rated 240 volts RMS nominal with a discharge
capability of 2000 amps.
L. One set of normally open relay contacts shall be provided for remote monitoring of each of
the conditions indicated by the pilot lights and the high and low water alarms. The relay
contacts shall be wired to properly labeled terminals for remote monitoring.
M. Control power shall be supplied by a control power transformer (CPT) to convert line voltage
to 120VAC. Overcurrent protection shall be provided on the primary and secondary on the
CPT. The CPT shall be sized for at least 125 percent of the indicated load. The control
circuit shall be protected by a thermal -magnetic circuit breaker which shall be connected in
such a manner as to allow control power to be disconnected from all control circuits.
N. The pump control system shall include all relays and components to operate the pumps in
accordance with the following functional description.
1. Individual pump "Hand -Off -Auto" mode selector switches shall provide manual run,
manual stop, and automatic operation selection for each pump starter. Hand mode
(manual run) shall run the pump and override all shutdown systems except motor
overload relays. Off mode (manual stop) shall inhibit pump operation in all cases. In
Auto mode (automatic operation), the pump shall be controlled by the alternator and the
level control system.
2. The pump alternation selector switch shall select automatic alteration of the pumps or to
select either pump to be the lead pump for each pumping cycle.
3. On sump level rise, the "Lead Pump" float switch shall energize and start lead pump.
The lead pump shall operate until sump level drops to the "Pump(s) Off" level and then
stop.
4. If sump level continues to rise while the lead pump is operating, the "Lag Pump" float
switch shall energize and start the lag pump. Both lead and lag pumps shall operate
together until the sump level drops to the "Pump(s) Off' level and both pumps shall stop.
5. If sump level continues to rise when both pumps are operating, the "High Water Alarm"
switch shall energize and signal an alarm condition.
6. If the sump level falls below the "Low Water" level, the "Low Water Alarm" switch shall
energize and signal an alarm condition.
7. When in automatic alternating mode, alternator shall switch lead and lag pumps at the
end of each pumping cycle. On failure of one pump, the other pump shall automatically
be selected as the lead pump.
8. Operation of the Lead and Lag pumps shall be independent.
9. Controls shall prevent simultaneous starting of pump motors and allow only one pump to
operate when system is on generator.
0. Selector Switches, Push Buttons, and Pilot Lights shall be 30.5mm, heavy-duty, oil -tight, type
4/13, with metal collar & nut. Selector Switches shall be provided with standard knob
operators unless otherwise specified. Push Buttons shall be provided with flush operators
unless otherwise specified. Pilot Lights shall be 120VAC transformer type with low voltage
LED lamps and plastic colored lens. Pilot Lights shall be of the Press -To -Test (PTT) type or
wired so a single push button will illuminate all the pilot lights at once for testing. SS, PB,
and PL shall be provided with engraved legend plates. Legend plates shall allow for a
minimum of two rows with fourteen characters per row. Switches for electric circuits shall
have silver butting or sliding contacts, rated 10 amperes continuous at 120 volts ac. Contact
configuration shall be as indicated on the drawings or as required for the application.
Switches used in electronic signal circuits shall have contacts suitable for that duty.
P. Control relays indicated to be provided in panels, enclosures, or systems furnished under this
section shall be of the plug-in socket base type with dustproof plastic enclosures unless
noted otherwise. Relay bases shall be DIN rail mounted. Relays shall be UL recognized and
shall have not less than double -pole, double -throw contacts. Relays shall be provided with
SECTION 11500 9
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
an indicator light for visual indication of an energized relay. Relays shall be provided with a
manual operator / check button. Control circuit relays shall have silver -cadmium oxide
contacts rated 10 amperes at 120 volts ac. Electronic switching -duty relays shall have gold-
plated or gold alloy contacts suitable for use with low level signals. Relays used for computer
input, alarm input, or indicating light service shall have contacts rated not less than 3
amperes. Time -delay relays shall have dials or switch settings engraved in seconds and shall
have timing repeatability of plus or minus 2.0 percent of setting. Latching and special
purpose relays shall be as required for the specific application. Timing relays shall have
digital indication for time remaining. Pump alternator relay shall be of electromechanical
industrial design. Relay contacts shall be rated 10 amperes minimum at 120 volts non-
inductive.
Q. Intrinsically safe relays shall be supplied in the pump control panel for each float switch.
Relays must be recognized and listed as intrinsically safe by a nationally recognized testing
laboratory. Station manufacturer shall make all connections from relays to feeder lines and
motor controls.
R. Pump Control Panel shall provide a 4-20 mA DC signal proportional to wetwell level for
remote indicated via the telemetry panel.
S. The Pump Control Panel shall be provided with an external alarm light and horn for field
mounting. The light and horn shall be activated when a high level alarm occurs. The alarm
light shall contain a 115VAC bulb in a vapor -tight fixture with red globe, guard, conduit box,
and mounting fixtures. Alarm light and mounting fixtures shall be designed to permit
mounting in such a manner that rainwater cannot stand or collect in the Basketed area of the
fixture between the base and globe. The 115VAC weatherproof alarm horn shall be provided
with projector, conduit box, and mounting fixtures. Alarm horn and mounting fixtures shall
be designed to permit mounting in such a manner that rainwater cannot stand or collect in
the projector.
2.14.2 Level Control System
A. The level control system shall include components and logic to operate on submersible level
transducer with float switch back-up. In normal mode, a submersible transducer shall
provide a signal proportional to level to the system controller.
B. The control system shall alert maintenance personnel to a high liquid level in the wet well.
In the event that the wet well liquid reaches a preset high water alarm level, the controller
shall energize a high water alarm relay and an indicating light on the front of the control
panel. The high water alarm relay shall be equipped with (1) SPDT dry contact. Two 115
VAC alarm circuits shall also be supplied which may be used to energize field connected
alarm devices. The high water alarm relay shall remain energized until the wet well level has
been lowered and the circuit has been manually reset.
C. An alarm silence pushbutton and relay shall be provided to permit maintenance personnel to
de -energize the audible alarm circuit while corrective actions are underway. The high water
alarm indicator, dry contacts and remaining 115 VAC alarm circuit shall be maintained in the
alarm condition. Depressing the alarm silence pushbutton shall also cause the high water
alarm circuit to reset when the wet well level has been lowered.
Submersible Transducer Operation
A. The level control system shall start and stop the pump motors in response to changes in wet
well level, as set forth herein.
B. The level control system shall utilize the alternator relay to select first one pump, then the
second pump, third pump, or fourth pump to run as lead pump for a pumping cycle.
Alternation shall occur at the end of a pumping cycle.
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
C. The level control system shall continuously monitor the wet well level, permitting the
operator to read wet well level at any time. Upon operator selection of automatic operation,
the system shall start the motor for one pump when the liquid level in the wet well rises to
the "lead pump start level". When the liquid is lowered to the "lead pump stop level", the
system shall stop this pump. These actions shall constitute one pumping cycle. Should the
wet well level continue to rise, the system shall start the second (lag) pump when the liquid
reaches the "lag pump start level" so that both pumps are operating. This shall continue up
to three pumps operating.
D. The lead -lag -lag and high and low levels shall be adjustable from an operator interface on
the inner panel.
Float Switch Operation
A. In the event the primary control system fails, the back-up level control system shall start and
stop pump motors in response to changes in wet well level. It shall be the mercury float
switch type, incorporating intrinsically safe relays. Floats to be secured to a vertical pipe in
the wet well. Rising and falling liquid level in the wet well causes switches within the floats to
open and close, providing start and stop signals to the remainder of the level control system.
When the back-up control system is in use, an intrinsically safe relay shall be used to alert
maintenance personnel. The operator shall then have the option to silence the alarm by an
ON-OFF switch in the control panel. This will allow the operator time to correct the primary
control system.
B. The back-up level control system shall start and stop the pumps in accordance to the wet
well level. Upon operator selection of automatic operation, a float switch shall start one pump
motor when water rises to the "lead pump start level". When the water is lowered to the
"lead pump stop level", the system shall stop this pump. These actions shall constitute one
pumping cycle. Should the water level continue to rise, an additional float switch will start the
second pump after reaching the "lag pump start level" so that both pumps operate together.
Both pumps shall stop at the same "all pumps off level". Circuit design in which application of
power to the lag pump motor starter is contingent upon completion of the lead pump circuit
shall not be acceptable.
C. The back-up level control system shall work in conjunction with an alternator relay to select
first one pump, then the second pump, to run as "Lead" pump. Alternation will occur at the
end of each pumping cycle.
2.14.3 Submersible Transducer
A. Submersible transducers shall provide a two -wire, loop -powered, 4-20 mA signal proportional
to the hydrostatic head of the liquid. The unit shall operate with 11.5 to 30 VDC in Class I,
Division 1, Group D locations.
B. Sensors shall have a weatherproof housing and be suitable for outdoor installation without
further protection.
C. The transmitter shall be Factory Mutual (FM) Approved Intrinsically Safe Class I, Division 1,
Group D with appropriate barriers and FM approved Non-Incendive Class I and II, Division 2
without the need for barriers. The housing option shall be rated NEMA4X.
D. The pressure sensor shall comply with the following specifications:
• Operating pressure range — 0-30 feet of head (H2O)
• Overpressure - 4X Minimum
• Burst pressure - 6X Minimum to Maximum of 2000 psig
• Media Compatibility - Fluids compatible with titanium, polyurethane, and Acetal.
• Excitation Voltage - 9 to 30 VDC
SECTION 11500 11
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
• Output - 2 -wire, 4-20mA
• Combined Non -linearity, Hysteresis, and Repeatability - ±0.25%FS
• Long term stability - ±0.1%FS per year
• Zero offset and span setting - ±0.5%FS
• Operating temperature range - -4 to 140F
• Compensated temperature range - 30 to 86F
• Temperature effects - ±1.5%FS TEB for ranges 5 psi - up
• ±2.0%FS TEB for ranges 1 & 2.5 psig
• Pressure connection - open face with screen or elastomeric isolator.
• Electrical connection - vented 2/c polyurethane cable with aluminum-mylar shield,
Kevlar strength member and nylon vent tube, 3 feet supplied as standard.
• Internally potted, with molded cable
• Insulation resistance - better than 100 Megohms @ 500 VDC
• Voltage spike protection - withstand 600 V voltage spike in accordance with ENV
50142 without damage when applied between all excitation lines and case.
• Certifications - FM Class I, Div I, Groups A,B,C,D Intrinsic Safe when used with
appropriate barrier. UL Class I, Div I, Groups A,B,C,D Intrinsic Safe.
• Terminal enclosure with desiccant.
• External lightning arrestor
E. The supplier shall coordinate the sensor mounting requirements and shall furnish drawings,
complete with dimensions and elevations, to ensure a proper and satisfactory installation.
General installation requirements are indicated on the drawings. Submersible Pressure
Transducer shall be as manufactured by Druck, Inc. Model Number PTX 1290 Submersible
Pressure Transmitter, with STE 110 Terminal Enclosure with Desiccant, and PT 1X2-24DC
External Lightning Arrester, Endress+Hauser, Flygt, Hach, Consolidated, or equal. The
transducer cable shall have sufficient length to reach control panel without splicing with 10
feet spare.
2.14.4 Float Switches
A. Sealed float type mercury switches shall be supplied to monitor sump level. The float
switches shall be sealed in a solid polyurethane float for corrosion and shock resistance. The
support wire shall have heavy Neoprene jacket and a weight shall be attached to cord above
the float to hold switch in place in sump. Weight shall be above the float to prevent sharp
bends in the cord when the float operates under water. The float switches shall hang in the
sump supported only by the cord that is held to the wiring channel. The following floats shall
be provided:
• Low Water Alarm
• Pump(s) Off (both)
• Lead Pump On
• Lag Pump On
• High Water Alarm
B. A float mounting bracket shall be provided with strain reliefs that support and hold the level
control cords. Continuous cords are to run from pump(s) and level controls to a control
panel or junction box. No splices shall be made in the wiring. The bracket shall be
fabricated from steel, coated for corrosion resistance, and attached to the access frame with
300 series stainless steel fasteners. A dielectric spacer should be installed when bolting to an
aluminum access frame. The float switch cables shall have sufficient length to reach control
panel without splicing with 10 feet spare.
SECTION 11500 12
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.15 PUMP STATION PIPING MATERIALS
2.15.1 Ductile Iron Flanged Pipe and Fittings
All pump station pipe and fittings shall be 4" ductile iron with flanged joints conforming to AWWA
C115/A21.15 for pipe and AWWA C110/A21.10 for fittings. Bolts, nuts, and gaskets for flanged
connections as recommended in the Appendix to AWWA C115/A21.15. Flange for set screwed flanges
shall be of ductile iron, ASTM A 536, Grade 65-45-12, and conform to the applicable requirements of
ASME/ANSI B16.1, Class 250. Setscrews for set screwed flanges shall be 190,000 -psi tensile strength, heat
treated and zinc -coated steel. Gasket for set screwed flanges shall conform to applicable requirements for
mechanical -joint gaskets specified in AWWA C111/A21.11. Design of set screwed gasket shall provide for
confinement and compression of gasket when joint to adjoining flange is made. Pipe and fittings shall have
be 401 lined.
2.15.2 Plug Valves
All plug valves shall be eccentric plug valves unless otherwise specified. Valves shall be on the non-
lubricated eccentric type with resilient faced plugs and shall be furnished with flanged end connections
as shown on the plans. Flanged valves shall be faced and drilled to the ANSI 125/150 Ib. Standard.
Valves bodies shall be of ASTM A126 Class B cast iron. Bodies in 4" and larger valves shall be furnished
with a 1/8" welded overly seat of not less than 90% pure nickel. Seat area shall be raised, with raised
surface completely covered with weld to insure that the plug face contacts only nickel. Screwed -in
seats shall not be acceptable. Plugs shall be of ASTM A126 Class B cast iron. The plug shall have a
cylindrical seating surface eccentrically offset from the center of the plug shaft. The interference
between the plug face and body seat, with the plug in the closed position, shall be externally adjustable
in the field with the valve in the line under pressure. Plug shall be resilient faced with neoprene or
hycar, suitable for use with alum sludge. Valves shall have sleeve type metal bearings and shall be of
sintered, oil impregnated permanently lubricated type 316 ASTM A743 Grade CF -8M in 1/2"-36" sizes.
In valves larger than 36", the upper and lower plug journals shall be fitted with ASTM A-240 type 316
stainless sleeves with bearings of ASTM B30, Alloy C95400 aluminum bronze. Non-metallic bearings
shall not be acceptable. Valve shaft seals shall be of the multiple V -ring type and shall be externally
adjustable and re -packable without removing the bonnet or actuator from the valve under pressure.
Valves utilizing 0 -ring seals or non-adjustable packing shall not be acceptable. Valve pressure ratings
shall be 175 psi through 12" and 150 psi for 14" through 72". Each valve shall be given a hydrostatic
and seat test of up to 200 psi with test results being certified. Manual valves shall have lever or gear
actuators and tee wrenches, extension stems, floor stands, etc., as indicated on the plans. Plug valves
shall be DeZurik or approved equal.
2.15.3 Check Valves
A check valve shall be provided for each pump. Check valves installed in above ground vault
installations shall be of the swing full body flanged type, with a domed access cover and only one
moving part, the valve disc. The valve body shall have full flow equal to the nominal pipe diameter at
any point, through the valve. The seating surface shall be on a 450 angle to minimize disc travel. The
top access port shall be full size, allowing removal of the disc without removing the valve from the
pipeline. The access cover shall be domed in shape, to allow the disc to be fully operational in lines
containing a high solids content. The disc shall be of one-piece construction, precision molded with an
integral O-ring type sealing surface and contain steel and nylon reinforcements in the hinge and disc
areas. The flex portion of the disc shall be warranted for twenty-five years. Non -slam closing
characteristic shall be provided through a short 351 disc stroke and a memory retentive disc return
action. Provisions shall be made for backflow capability. Provide all special tools, accessories, etc.
required to back flush the valve. The valve body and cover shall be ASTM A126 Class B cast iron. The
disc shall be Buna-N (NBR) ASTM D2000 -BG. The interior of the valve shall be coated with an epoxy.
SECTION 11500 13
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
The exterior shall be coated with a universal primer. The valve shall be the series 500 as manufactured
by Val -Matic Valve and Manufacturing Corporation or approved equal.
2.16 PRECAST CONCRETE STRUCTURES
2.16.1 Wet Well and Valve Box
The wet well structure shall conform to the latest ASTM requirements and shall be designed for H-20
loading. Concrete compressive strength shall be 5,000 -psi minimum. The inside of the wet well and
valve box are shown on contract drawings. The base section shall include an 8" anti -floatation collar.
All joints shall be tongue and groove with a butyl rubber sealant conforming to ASTM C990. Openings
may be cast in or cored through the wall. Cast in pipe openings shall be provided with neoprene
boosts sealed to pipe with stainless steel adjustable compression rings. Cored pipe openings shall have
the annular space around pipes sealed with a "link seal" or hydraulic cement. PVC pipe vents with
stainless steel wire mesh screen shall be provided on the top of the wet well as shown. Steps shall be
steel reinforced copolymer polypropylene and the requirements of ASTM C478. Fillets of hydraulic
cement or grout shall be poured into the bottom of the wet well sloped at a 30 degree angle to the
bottom from the perimeter of a rectangle centered directly under the pumps which shall remain as the
bottom of the wet well. The dimensions of the rectangle shall be as required by the pump
manufacturer.
Openings shall be cored through the wall. Cored pipe openings shall have the annular space around
pipes sealed with a "link seal". The exterior of the structures will be coated with 120 Mil Coal tar epoxy
and the interior with 80 Mil Raven 405.
2.16.2 Aluminum Access Hatches
Aluminum access hatches as dimensioned on the drawings shall be cast to the wet well and valve vault
top sections. The access hatches shall have a 1/4" thick one-piece mill finish, extruded aluminum
frame, incorporating a continuous concrete anchor. Door panel shall 1/4" aluminum diamond plate,
reinforced to withstand a live load of 300 pounds psf. Door shall open 90 degrees and automatically
lock with a stainless steel hold open arm with aluminum release handle. Door shall close flush with the
frame. Hinges and all fastening hardware shall be stainless steel. The unit shall lock with a non-
corrosive locking bar and have a non -corrosive handle. Unit shall be guaranteed against defects in
material and workmanship for a period of 10 years. Access hatch dimensions shall be as indicated on
the drawings. Hatch shall include a fall protection meeting OSHA 29 CFR 19.10.23
PART 3 EXECUTION
3.1 PUMP INSTALLATION
Pumping equipment and appurtenances shall be installed in the position indicated and in accordance
with the manufacturer's written instructions. All appurtenances required for a complete and operating
pumping system shall be provided, including such items as piping, conduit, valves, wall sleeves, wall
pipes, concrete foundations, anchors, grouting, pumps, drivers, power supply, seal water units, and
controls.
3.2 PAINTING
Pumps and motors shall be thoroughly cleaned, primed, and given two finish coats of paint at the
factory in accordance with the recommendations of the manufacturer.
The interior the wet well shall be coated with one coat of 120 mil Raven 405 epoxy. All interior piping
shall be coated with 2 coats of high -build catalyzed epoxy paint including piping inside the valve vault.
SECTION 11500 14
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.3 FIELD TESTING AND ADJUSTING EQUIPMENT
3.3.1 Operational Test
Prior to acceptance, an operational test of all pumps, drivers, and control system shall be performed to
determine if the installed equipment meets the purpose and intent of the specifications. Tests shall
demonstrate that the equipment is not electrically, mechanically, structurally, or otherwise defective; is
in safe and satisfactory operating characteristics. Prior to applying electrical power to any motor driven
equipment, the drive train shall be rotated by hand to demonstrate free operation of all mechanical
parts. Tests shall include checks for excessive vibration, leaks in all piping and seals, correct operation
of control systems and equipment, proper alignment, excessive noise levels, and power consumption.
3.3.2 Retesting
If any deficiencies are revealed during any test, such deficiencies shall be corrected and the tests shall
be re -conducted.
3.3.3 MANUFACTURER'S SERVICE
Services of a manufacturer's representative who is experienced in the installation, adjustment, and
operation of the equipment specified shall be provided. The representative shall supervise the
installation, adjustment, and testing of the equipment.
3.4 FIELD TRAINING
A field -training course shall be provided for designated operating and maintenance staff members.
Training shall be provided for a total period of 8 hours of normal working time and shall start after the
system is functionally complete but prior to final acceptance tests. Field training shall cover all of the
items contained in the operating and maintenance manuals.
3.5 QUALITY ASSURANCE
Pumps and motors are to be engineered, manufactured, and assembled in the United States under a
written Quality Assurance program. This written Quality Assurance program shall have been in effect
for at least five (5) years, and include a written record of periodic internal and external audits to
confirm compliance with UL Quality Assurance specifications.
3.6 ISO -9001 CERTIFICATION
Pumps and motors shall be manufactured by ISO -9001 certified companies only.
3.7 WET WELL AND VALVE VAULT INSTALLATION
Earthwork for Wet Well and Valve Vault installation shall be according to Section 4 "Earthwork and
Borings for Utilities". Wet Well and Valve Vault shall be placed on 12" of compacted stone bedding.
3.7.1 Wet Well Testing
A leakage test shall be performed on the precast concrete wet well after all pipes or pipe sleeves have
been installed through the walls and sealed but before backfill around wet well has occurred. All piping
shall be temporarily plugged so that water will not exit through the pipe but the sealed annular space
between the outside of the pipe and the concrete well will be tested. The test shall be performed as
follows:
SECTION 11500 15
DUPLEX SUBMERSIBLE SOLIDS HANDLING SEWER PUMP STATION

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
A. Fill wet well to level one foot below the top of well with water supplied from the potable water
system.
B. Allow to stand for at least 4 hours.
C. Add water as required to restore water level to one foot below top of well.
D. Allow to stand for 24 hours. Cover with plastic as necessary to prevent significant evaporation. If
rainfall or other event interferes with test, repeat.
E. After 24 hours, inspect outside of wet well structure for appearance of leaks. Recheck water
level. A drop in water level of less than 1/2" and no visible evidence of leaks will constitute
acceptable leakage test.
F. If necessary, repair leaks and retest until acceptable.
--End of Section --
SECTION 11500 16
DUPLEX SUBMERSIBLE SOLIDS HANDLING SEWER PUMP STATION

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SECTION 15200
PLANT PROCESS PIPING AND EQUIPMENT
PART1 GENERAL
1.1 DESCRIPTION
This section provides information regarding plant process piping and equipment to be used for this
project.
1.2 GENERAL REQUIREMENTS
This specification covers the requirements for above and below grade process pipe, pipe supports,
fittings, equipment and accessories located both inside and outside of the treatment plant.
1.2.1 Design Requirements
Support systems shall be selected and designed within the specified spans and component
requirements. The absence of pipe supports and details on the contract drawings does not relieve the
Contractor of responsibility for sizing and providing supports throughout facility. The structural design,
selection, fabrication and erection of piping support system components shall satisfy the seismic
requirements as indicated, accounting for a 2000 psf soil bearing capacity, a maximum wind speed of
110 mph, a maximum ambient air temperature of 90 degrees F and a minimum ambient air
temperature of 10 degrees F.
Contractor shall provide mechanical restraints as required for all underground piping. Contractor shall
provide calculations for determining length of pipe to be restrained.
1.2.2 Performance Requirements
The pressure ratings and materials specified represent minimum acceptable standards for piping
systems. The piping systems shall be suitable for the services specified and intended. Each piping
system shall be coordinated to function as a unit. Flanges, valves, fittings and appurtenances shall have
a pressure rating no less than that required for the system in which they are installed.
1.2.2.1 Buried Piping Systems
Piping systems shall be suitable for design conditions, considering the piping both with and without
internal pressure. Consideration shall be given to all operating and service conditions both internal and
external to the piping systems.
1.2.2.2 Above Grade Piping Systems
Piping systems shall be suitable for design conditions, considering the piping both with and without
internal pressure, and installation factors such as insulation, support spans, and ambient temperatures.
Consideration shall be given to all operating and service conditions both internal and external to the
piping systems.
1.3 SUBMITTALS
The following shall be submitted in accordance with Section 01330 Submittal Procedures:
SECTION 15200
PLANT PROCESS PIPING AND EQUIPMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
SD -02 Shop Drawings
Pipe and Equipment
Equipment shop drawings including support system detail drawings showing piping systems and
appurtenances, such as mechanical joints, valves, local indicators and hangers, including a complete list
of equipment and materials. As -built drawings showing pipe anchors and guides, and layout of piping
systems relative to other parts of the work including clearances for maintenance and operation. As -
built piping and instrumentation diagrams (P&IDs) identifying and labeling equipment, instrumentation,
valves, vents, drains, and all other inline devices; if the contract drawings contained P&IDs, the P&IDs
found in the contract drawings shall be revised to reflect the constructed process system, as directed
by the Engineer.
SD -03 Product Data
Qualifications
A statement certifying that the Contractor has the specified experience.
Welders
The names of all qualified welders, their identifying symbols, and the qualifying procedures for each
welder including support data such as test procedures used, standards tested to, etc.
Waste Water Disposal
The method proposed for disposal of waste water from hydrostatic tests and disinfection, and all
required permits, prior to performing hydrostatic tests.
Assistance and Training
A signed statement certifying that the installation is satisfactory and in accordance with the contract
drawings and specifications and the manufacturer's prescribed procedures and techniques, upon
completion of the project and before final acceptance.
Delivery, Storage and Handling
Material safety data sheets.
Materials and Equipment
Manufacturer's descriptive and technical literature for each piping system, including design
recommendations; pressure and temperature ratings; dimensions, type, grade and strength of pipe and
fittings; thermal characteristics (coefficient of expansion and thermal conductivity); and chemical
resistance to each chemical and chemical mixture in the liquid stream.
Installation
The manufacturer's installation recommendations or instructions for each material or procedure to be
utilized, including materials preparation.
SECTION 15200
PLANT PROCESS PIPING AND EQUIPMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
Pipe Schedule
A list of piping systems, pressure ratings and source of supply for each piping system broken out by
material, size and application as indicated on the contract drawings. A list of any special tools necessary
for each piping system and appurtenances furnished for adjustment, operation, maintenance and
disassembly of the system.
Valve Schedule
Operator Schedule
A list of valve materials, pressure ratings, valve operator's materials, air supply pressure, electrical
service requirements, location, source of supply, and reference identification as indicated in the
contract drawings. A list of any special tools necessary for each valve type and appurtenances
furnished for adjustment, operation, maintenance and disassembly.
SD -07 Certificates
Plastic Piping System
Documentation certifying that the manufacturer of each thermoplastic piping system is listed with the
Plastic Pipe Institute as meeting the recipe and mixing requirements of the resin manufacturer for the
resin used to manufacture each of the respective thermoplastic pipe systems.
SD -10 Operation and Maintenance Data
Piping and Appurtenances
Six copies each of operation and maintenance manuals in indexed booklet form. Operation manuals
shall detail the step-by-step procedures required for specialized startup, operation and shutdown of
piping systems, and shall include the manufacturer's name, model number, parts list and brief
description of piping equipment such as valves and other appurtenances and their basic operating
features. Maintenance manuals shall list routine maintenance procedures and troubleshooting guides
for the equipment, and shall include piping layout and valve locations.
1.4 QUALIFICATIONS
1.4.1 Subcontractor
Subcontractor shall have successfully completed at least 3 projects of the same scope and size or larger
within the last 6 years. Subcontractor shall demonstrate specific experience in regard to the system
installation to be performed. Owner reserves the right to reject any subcontractor that does not meet
these requirements.
1.4.2 Welders
The welding of pressure piping systems shall be in accordance with qualifying procedures using
performance qualified welders and operators.
1.5 GENERAL JOB REQUIREMENTS
Piping materials and appurtenances shall be as specified and as shown on the drawings, and shall be
suitable for the service intended. Piping materials, appurtenances and equipment supplied as part of
this contract shall be new and unused except for testing equipment. Components that serve the same
SECTION 15200
PLANT PROCESS PIPING AND EQUIPMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
function and are the same size shall be identical products of the same manufacturer. The general
materials to be used for the piping systems are indicated by service in the contract drawings.
1.5.1 Components
Piping equipment and appurtenances shall be new products of equal material and ratings as the
connecting pipe.
1.5.2 Standard Products
Material and equipment shall be the standard products of a manufacturer regularly engaged in the
manufacturing of the products and shall essentially duplicate items that have been in satisfactory use
for at least 2 years prior to bid opening. Nominal sizes for standardized products shall be used. Pipe,
valves, fittings and appurtenances shall be supported by a service organization that is, in the opinion of
the Engineer, reasonably convenient to the site.
1.5.3 Identification
Each piece of pipe shall bear the ASTM designation and all other markings required for that
designation. Valves shall bear a securely attached tag with the manufacturer's name, valve model
number, and valve identification permanently displayed.
1.6 DELIVERY, STORAGE AND HANDLING
Materials delivered and placed in storage shall be stored with protection from the weather, excessive
humidity variation, excessive temperature variation, dirt, dust and/or other contaminants. Proper
protection and care of material before, during and after installation is the Contractor's responsibility.
Any material found to be damaged shall be replaced at the Contractor's expense. During installation,
piping shall be capped to keep out dirt and other foreign matter. A material safety data sheet shall
accompany each chemical delivered for use in pipe installation. At a minimum, this includes all solvents,
solvent cements, glues and other materials that may contain hazardous compounds. Handling shall be
in accordance with ASTM F 402. Materials shall be stored with protection from puncture, dirt, grease,
moisture, mechanical abrasions, excessive heat, ultraviolet (UV) radiation damage, or other damage.
Pipe and fittings shall be handled and stored in accordance with the manufacturer's recommendation.
Plastic pipe shall be packed, packaged and marked in accordance with ASTM D 3892.
1.7 PROJECT/SITE CONDITIONS
1.7.1 Environmental Requirements
Buried piping at the site may be subject to corrosion from the surrounding soil. Piping system design,
supply and installation shall address the external corrosion conditions so indicated.
1.7.2 Existing Conditions
The Contractor shall be responsible for the verification of existing piping locations and elevations. Prior
to ordering materials, the Contractor shall expose all existing pipes which are to be connected to new
pipelines. The Contractor shall verify the size, material, joint types, elevation, horizontal location, and
pipe service of existing pipes, and inspect size and location of structure penetrations to verify adequacy
of wall sleeves, and other openings before installing connecting pipes.
SECTION 15200 4
PLANT PROCESS PIPING AND EQUIPMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
1.7.3 Verification of Dimensions
After becoming familiar with all details of the work, the Contractor shall verify all dimensions in the
field, and shall advise the Engineer of any discrepancy before performing the work.
1.8 SEQUENCING AND SCHEDULING
For slab, floor, wall, and roof penetrations, the Contractor shall have onsite pertinent wall pipes and
sleeves before they are required for placement in concrete forms. The Contractor shall verify and
coordinate the size and location of building and structure pipe penetrations before forming and placing
concrete.
1.9 MAINTENANCE
1.9.1 Extra Materials
Concurrent with delivery and installation of the specified piping systems and appurtenances, spare
parts for each different item of material and equipment specified that is recommended by the
manufacturer to be replaced any time up to 3 years of service shall be furnished. For each type and
size of valve, the following extra materials shall be provided: lubricator, lubricant (with appropriate
temperature rating), lubricator/isolating valve; galvanized operating wrench, 4 feet long, for T -handled
operators; galvanized operating key for cross handled valves. Extra materials shall include 2 of the
following spare parts for each type and size of valve: gaskets; 0 -ring seals; diaphragms (molded); all
elastomer parts; stem packing; seat rings and seat ring pulling tool.
PART 2 PRODUCTS
2.1 DUCTILE IRON PIPING SYSTEM
2.1.1 Ductile Iron Pipe
Ductile iron pipe shall be in accordance with ANSI A21.50/AWWA C150 and conform to the
requirements of A21.51/AWWA C151, latest standards. Ductile iron pipe will not require poly wrap.
Push -on and restrained joint pipe shall have a minimum rated working pressure of 150 psi. All buried
pipe shall be pressure class as follows:
Pipe Sizes
inch(psi)
Pressure Class
4-12
350
14-20
250
24
200
30-64
150
Pipe wall thickness shall be in accordance to bury depth as shown on drawings. Flange pipe or Victaulic
grooved pipe shall be class 53. Direct tapping may be used in lieu of service saddles as per AWWA
C800. Welded -on outlets may be used where appropriate in lieu of fittings.
2.1.2 Welded -On Outlets
Welded -on outlets may be used in lieu of the tees shown on the plans. All welded -on outlets shall be
rated for a working pressure of 250 psi and shall have a minimum safety factor of 2.0; except that 36"
welded -on outlets for 54"-64" parent pipe diameters shall be rated at 200 psi. Welded -on outlets may
be provided as a radial (tee) outlet, a tangential outlet, or a lateral outlet. Parent pipe and branch pipe
SECTION 15200
PLANT PROCESS PIPING AND EQUIPMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
shall meet hydrostatic test requirements in accordance with AWWA C151, section 51-9, prior to
fabrication.
All joints on welded -on branch outlets shall be provided in accordance with the latest revision of
ANSI/AWWA C111/A21.11 and/or ANSI/AWWA C115/A21.15, as applicable. All outlets shall be
fabricated from centrifugally cast ductile iron pipe designed in accordance with ANSI/AWWA
C150/A21.50 and manufactured in accordance with ANSI/AWWA C151/A21.51.
All welds must be produced using 55% nickel iron welding rod or wire. Carbon steel electrodes will not
be acceptable. Both branch and parent outlet pipe shall be class 53. After fabrication each outlet pipe
shall be air tested to 15 psi to insure weld integrity. A soap and water solution shall be applied during
the testing procedure to inspect the weld for leakage. Any welds that show air seepage shall be
refabricated and retested. Welded -on bosses will not be permitted. All welded -on outlets shall be done
at manufacturer's plant.
The type of pipe end for the branch outlet shall be as specified or indicated on the drawings. The
maximum size and laying length of the welded -on branch outlet shall be recommended by the pipe
manufacturer and acceptable to the Engineer for the field conditions and connecting pipe or valve.
Pipe embedment material and trench backfill shall be placed and compacted under and around each
side of the outlet to hold the pipe in proper position and alignment during subsequent pipe jointing,
embedment, and backfilling operations.
2.1.3 Ductile Iron Pipe Joints
Ductile iron pipe and fittings shall be furnished with push -on joints, push -on restrained joints,
mechanical joints, flanged joints, and grooved joints as required. Pipe ends (spigot end, bell, and
socket) for all pipe shall be gauged with suitable gauges at sufficiently frequent intervals to ensure
compliance to the standard dimensions of ANSI/AWWA C151/A1.5, latest addition.
2.1.3.1 Push -on Joints
Push -on joints shall conform to ANSI A21.11/AWWA C111 approved Fastite, Tyton, Belltite, or equal.
2.1.3.2 Flange Joints
Flange joints shall conform to ANSI A21.15/AWWA C115. Bolts and nuts shall conform to ANSI
A21.11/AWWA C111.
2.1.3.3 Restrained Joints
Restrained joints shall be American Fast -Grip, Flex -Ring, Field Flex -Ring, Lok -Ring, Ebba Megalug,
Sigma One -Lok or equal. River crossing pipe shall be American Flex -Lok (ball and socket) or equal.
2.1.4 Ductile Iron Fittings
All fittings provided for the project shall be provided with mega lug restraints. The need for additional
pipe restraints shall be determined by the Contractor based on the test pressures provided.
2.1.4.1 Mechanical Fittings/Restrained Fittings
Mechanical fittings/restrained fittings shall conform to ANSI A21.53/AWWA C153 or A21.10/AWWA
C110.
SECTION 15200
PLANT PROCESS PIPING AND EQUIPMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.1.4.2 Flanged Fittings
Flanged fittings shall conform to ANSI A21.10/AWWA C110. The AWWA C110 fitting flanges shall have
facing and drilling which match AWWA C115 threaded -on flanges which also match ANSI B16.1 class
125 flanges except where class 250 are specifically noted.
2.1.5 Linings and Coatings
2.1.5.1 Water Linings
Ductile iron pipe, specials, and fittings shall be lined with cement mortar lining in accordance with
AWWA C104.
2.1.5.2 Sewage Service Linings
Ductile iron pipe and fittings shall receive an interior lining of 40 mil nominal Protecto 401 ceramic
epoxy, or equal.
2.1.5.3 Coatings
Ductile iron pipe and fittings for buried service shall receive a 1 mil asphaltic coating in accordance with
ANSI A21.51. All exposed piping shall be primed at manufacturer's plant with Wasser FerroClad or
Tnemec 37H-77, Tnemec 140-1211, or equal.
2.2 STAINLESS STEEL PIPING SYSTEM
2.2.1 Ferritic and Martensitic Piping
2.2.1.1 Pipe
Stainless steel pipe shall meet the requirements of 304 L ASTM 778 Sch 10.
2.2.1.2 Joints
Stainless steel piping shall be joined by threaded couplings, welding fittings, or flanges. Dielectric
fittings or isolation joints shall be provided between all dissimilar metals.
2.2.1.3 Threaded Fittings
Threaded fittings shall be stainless steel, ASTM A 182/A 182M Grade 6a Class 1, conforming to ASME
B16.11, and threaded in accordance with ASME 131.20.1. Polytetrafluoroethylene (PTFE) pipe -thread
tape conforming to ASTM D 3308 shall be used for lubricant/sealant.
2.2.1.4 Welding Fittings
Welding fittings shall be butt welded. Welded fitting shall be stainless steel ASTM A 774 Sch 10.
2.2.1.5 Flanged Fittings
The internal diameter bores of flanges and flanged fittings shall be the same as that of the associated
pipe. The flanges shall be welding neck or threaded type. Flanges and flanged fittings shall be forged
stainless steel, ASTM A 182/A 182M Grade 6a Class 1, Class 150, drilled to ASME B16.5 with a 0.0625
inch raised face. Cast stainless steel backing flanges, ASTM A 352/A 352M Grade, Van Stone type, shall
SECTION 15200 7
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
be drilled to ASME B16.5 Class 150. For tie-in to existing flanges, the Contractor shall field check
existing flanges for non-standard bolt hole configurations and shall design as required to assure new
pipe and flange mate properly. Bolts shall be provided with washers of the same material as the bolts.
Gaskets shall meet the requirements of ASME B16.5. Nonmetallic gaskets shall conform to ASME
B16.21 and be a maximum 1/8 inch thick, 1,500 psi minimum tensile strength, 125 percent minimum
elongation, flat ring type for use with raised face flanges and full face type for use with flat face
flanges.
2.3 PLASTIC PIPING SYSTEM
2.3.1 Polyvinyl Chloride (PVC)
2.3.1.1 PVC Pipe
PVC, ASTM D 1784, minimum cell classification 12545-C, pipe shall be Schedule 80 conforming to ASTM
D 1785.
2.3.1.2 PVC Tubing
Tubing shall be flexible and clear with nominal size and wall thickness in accordance with Pipe
Schedule.
2.3.1.3 PVC Joints
The piping system shall be joined by socket -weld or flanged connections except where connecting to
unions, valves, and equipment with threaded connections that may require future disassembly.
Connections at those points shall be threaded and back -welded. Tubing connections shall use
compression fittings.
2.3.1.4 PVC Fittings
The schedule rating for the fittings shall not be less than that for the associated pipe. Fittings shall be
ASTM D 1784, minimum cell classification, PVC conforming to the requirements of ASTM D 2466,
sockettype.
a. Push -on Joints. Push -on type joints shall be sealed with ethylene propylene rubber (EPR)
gaskets in accordance with ASTM F 477.
Flanged Fittings. Flanges and flanged fittings shall be Class 125, one piece, molded hub type,
flat faced, and shall conform to ASME B16.1. Flanges shall be complete with one-piece, molded
PVC stub ends. Flanged connections shall have the same pressure rating as the pipe or greater.
Bolting shall be stainless steel, ASTM A 193/A 193M, Grade B8 hex head bolts and ASTM A
194/A 194M, Grade 8 hex head nuts. Bolts shall be provided with washers of the same
material as the bolts. Gaskets shall be full-faced, maximum 1/8 inch thick, fabricated from
ethylene propylene rubber (EPR) in accordance with ASME B16.21. When the mating flange has
a raised face, a flat ring gasket shall be used and a filler gasket shall be provided between
outer diameter of the raised face and the flange outer diameter to protect the PVC flange from
bolting moment.
SECTION 15200
PLANT PROCESS PIPING AND EQUIPMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.3.1.5 PVC Solvent Cement
Socket connections shall be joined with PVC solvent cement conforming to ASTM D 2564. Manufacture
and viscosity shall be as recommended by the pipe and fitting manufacturer to assure compatibility.
Joints shall be prepared with primers conforming to ASTM F 656 prior to cementing and assembly.
2.3.2 Chlorinated Polyvinyl Chloride (CPVC)
2.3.2.1 CPVC Pipe
CPVC, ASTM D 1784, minimum cell classification 23447, pipe shall be Schedule 80 conforming to ASTM
F 441/F 441M.
2.3.2.2 CPVC Joints
The piping system shall be joined by socket -weld or flanged connections except where connecting tc
unions, valves, and equipment with threaded connections that may require future disassembly.
Connections at those points shall be threaded and back -welded.
2.3.2.3 CPVC Fittings
The schedule rating for the fittings shall not be less than that for the associated pipe. Fittings shall be
ASTM D 1784, cell classification 23447, CPVC conforming to the requirements of ASTM F 438, socket
type.
a. Push -on Joints. Push -on type joints shall be sealed with ethylene propylene rubber (EPR)
gaskets in accordance with ASTM F 477.
Flanged Fittings. Flanges and flanged fittings shall be Class 125, one piece, molded hub type,
flat faced, and conforming to ASME B16.1. Flanges shall be complete with one-piece, molded
CPVC stub ends. Flanged connections shall have the same pressure rating as the pipe or
greater. Bolting shall be stainless steel, ASTM A 193/A 193M, Grade B8 hex head bolts and
ASTM A 194/A 194M, Grade 8 hex head nuts. Bolts shall be provided with washers of the same
material as the bolts. Gaskets shall be full-faced, maximum 0.125 inch thick, fabricated from
ethylene propylene rubber (EPR) in accordance with ASME B16.21. When the mating flange
has a raised face, a flat ring gasket shall be used and a filler gasket shall be provided between
outer diameter of the raised face and the flange outer diameter to protect the CPVC flange
from the bolting moment.
2.3.2.4 Solvent Cement
Socket connections shall be joined with PVC solvent cement conforming to ASTM F 493. Manufacture
and viscosity shall be as recommended by the pipe and fitting manufacturer to assure compatibility.
2.3.3 Polyethylene (PE)
2.3.3.1 PE Pipe
The pipe shall be extruded from PE, ASTM D 3350 with a minimum cell classification of 324433-C. The
PE pipe shall be manufactured to an SDR rating in accordance with ASTM D 3035 for piping systems
less than 4 inches in diameter, or in accordance with ASTM F 714 for piping systems with a diameter
equal to or greater than 4 inches, so that the pressure rating of the pipe shall be consistent for all pipe
sizes.
SECTION 15200 9
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.3.3.2 PE Tubing
Tubing shall be flexible crosslinked PE conforming to ASTM D 3350, minimum cell classification 35400,
and dimensioned in accordance with ASTM F 876 with nominal size in accordance with Pipe Schedule.
2.3.3.3 PE Joints
PE pipe shall be joined by thermal butt -fusion, except where connecting to valves and equipment that
may require future disassembly, then joints shall be flanged.
2.3.3.4 PE Fittings
PE fittings shall have the same or higher pressure rating as the pipe when installed in accordance with
the latest technical specifications. PE fittings shall be molded. Butt -fusion fittings shall conform to ASTM
D 3261.
Couplings. Couplings and saddle joints shall be joined by electrofusion in accordance with
ASTM F 1055.
Flanged Fittings. Flanges and flanged fittings shall be Class 125. Flanges shall be complete
with one-piece, molded PE stub ends. Flanged connections shall have the same pressure
rating as the pipe or greater. Bolting shall be stainless steel, ASTM A 193/A 193M, Grade B8
hex head bolts and ASTM A 194/A 194M, Grade 8 hex head nuts. Bolts shall be provided with
washers of the same material as the bolts. Gaskets shall be full-faced, maximum 1/8 inch
thick, fabricated from ethylene propylene rubber (EPR) in accordance with ASME B16.21.
2.4 INSULATION
All piping installed in a location subject to freezing shall be insulated with a PVC sheath covering the
insulation.
2.5 ISOLATION JOINTS AND COUPLINGS
2.5.1 Dielectric Fittings
Dielectric fittings shall be provided between threaded ferrous and nonferrous metallic pipe, fittings and
valves. Dielectric fittings shall prevent metal -to -metal contact of dissimilar metallic piping elements and
shall be suitable for the required working pressure, temperature and corrosive application.
2.5.2 Isolation Joints
Isolation joints shall be provided between nonthreaded ferrous and nonferrous metallic pipe fittings and
valves. Isolation joints shall consist of an isolation gasket of the dielectric type, isolation washers and
isolation sleeves for flange bolts. Isolation gaskets shall be full faced with an outside diameter equal to
the flange outside diameter. Bolt isolation sleeves shall be full length. Units shall be of a shape to
prevent metal -to -metal contact of dissimilar metallic piping elements.
2.5.3 Sleeve -Type Couplings
Sleeve -type couplings shall be used for joining plain end pipe sections in a flexible manner with a
diameter to properly fit the pipe. A coupling shall consist of one ductile iron middle ring, two ductile
iron followers, two elastomeric wedge section gaskets and elliptic -neck, track -head steel bolts designed
to properly compress the gaskets. For pipe sizes 2 inches and larger, the followers shall be ASTM A
SECTION 15200 10
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
395/A 395M, and the middle ring shall be ASTM A 513 with AWWA C111 bolting, light pattern coupling.
Gaskets shall be natural rubber. Split sleeve -type couplings may be used in aboveground installations
under special situations and when approved in advance by the Engineer.
2.6 VALVES
2.6.1 General Requirements For Valves
Valves shall include operator, actuator, handwheel, chain wheel, extension stem, floor stand, worm and
gear operator, operating nut, chain, wrench, and all other accessories required for a complete
operation. The valves shall be suitable for the intended service. Renewable parts are not to be of a
lower quality than those specified. Valves shall be the same size as adjoining pipe. Valve ends shall be
compatible with adjacent piping system. An operator shall be sized to operate the associated valve for
the full range of pressures and velocities. Valves will open by turning counterclockwise. Operators,
actuators, and accessories shall be factory mounted.
2.6.2 Factory Finishing
Valves shall have an epoxy lining and coating in accordance with AWWA C550 unless otherwise
specified. The epoxy shall be either a two-part liquid material or a heat -activated (fusion) material
except that only a heat -activated material shall apply if a valve coating is specified as "fusion" or
"fusion bonded" epoxy. The epoxy lining and coating shall have a minimum 7.0 mils dry film thickness
except where it is limited by valve operating tolerances. Exposed valves shall be finished in accordance
with Section 09900 and painted following installation and startup.
2.6.3 Swing Check Valve with Air Cushioned Cylinder
Swing check valve with air cushion cylinder shall be constructed of heavy ductile iron body with a
stainless steel body seat ring and single continuous steel shaft for attachment of outside weight and
lever and totally enclosed air cushion cylinder.
The valve shall prevent the return of water back through the valve on pump shutoff or power failure
and be tight seating. The seat ring must be renewable and securely held in place by stainless steel
screws.
The cushion cylinder assembly shall be externally attached to the side of the valve body with the
cylinder piston rod connected to the external lever arm in a manner to lift the piston upwards when
flow starts and downwards when flow stops to compress the entrapped air in the cylinder for cushion
closing. The cushion cylinder shall be fitted with an adjustable valve to increase or decrease air
compression in the cylinder.
The valve disc shall be ductile iron suspended from a stainless steel shaft which shall pass through a
stuffing box and be connected to the cushion cylinder on the outside of the valve.
Valve shall be "fusion bond" lined and coated. Materials shall be certified to the following ASTM
specifications:
Body, Cover Disc Levers
Ductile Iron
ASTM A536, Gr65-45-12
Disc Arm
Ductile Iron
ASTM A536 Gr65-45-12
Seat
Stainless Steel
ASTM A296 T304
Seat Ring
Buna-N
80 Durometer
Gasket
Composition or Buna-N
Fiber Rubber
Pivot Shaft
Stainless Steel
ASTM A582 T303
SECTION 15200 11
PLANT PROCESS PIPING AND EQUIPMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
Studs, Bolts, Nuts Stainless Steel Commercial
Cushion Cylinder Aluminum Allo
Stuffing Box Packing Composition Teflon
2.6.4 Check Valves
2.6.4.1 Swing Check Valves
Swing check valves shall conform to the following:
Swing check valves, 2.5 inches through 12 inches, shall have a cast iron body, in accordance
with ASME B16.5 flanged ends. Valves shall have a bronze -mounted swing type, ductile iron
disc, solid bronze hinges, and stainless steel hinge shaft with outside lever and spring. Valves
shall be rated for 200 psig service.
b. Swing check valves, 2 inches through 36 inches, shall conform to AWWA C508, and have ASME
B16.1 Class flanged, end connections. Valves shall have a cast iron body, bronze -mounted disc,
solid bronze hinges, and a stainless steel hinge shaft. Valves 14 inches through 36 inches shall
be rated for 150 psig service at 140 degrees F. Valves shall be fitted with an adjustable
outside lever and weight. An increasing -pattern body valve may be used where increased outlet
piping size is shown.
2.6.4.2 Double Disc Swing Check Valve
Double disc swing check valves, 2 inches through 52 inches, shall be wafer style, spring loaded swing
check valve, with a cast iron body, a aluminum -bronze disc, resilient seats, stainless steel hinge pin,
and a stainless steel stop pin spring. Valves 2 inches through 12 inches shall be rated for 200 psig
service at 140 degrees F and valves 14 inches through 52 inches shall be rated for 150 psig service at
140 degrees F.
2.6.4.3 Slanting Disc Check Valve with Top Mounted Oil Dashpot
The body shall be heavy two piece cast iron, not fabricated steel. The two (2) body halves and body
seat shall be 0 -ring sealed and bolted together in a manner to sandwich the body seat on a 55 degree
angle. Each body half must have an access covered hole for internal inspection and each body half
and disc must be fully machined to accept future attachment of a bottom buffer or top mounted oil
dashpot. The seat ring and disc ring must be of the design that permits replaceability in the field
without need for special tools or machining. The pivot pins in the body and the bushings in the disc
lugs must be stainless steel of different harnesses to prevent galling. The bushings shall be pressfit to
prevent wear. An indicator shall be provided to show position of the disc. The area throughout the
valve body must be equal to full pipe area. The area thru the seat section shall be 40% larger than
the inlet and outlet of the valve to achieve lowest head loss.
The valve must have a top mounted oil dashpot for control open and non -slam control closing to
minimize surge and water hammer. The dashpot must have two (2) control flow rates: one 90% rapid
rate, and one 10% slow rate during shutdown and startup. Each rate shall be independently
adjustable. The dashpot must have a self-contained oil system, separate and independent from the
media in the pipeline. The oil reservoir for closing cycle shall be open to atmosphere and provided
with an air breather cap to prevent dust and other media from contaminating the oil. The oil reservoir
for opening cycle must be hermetically sealed to hold pressure if necessary (air over oil) and be
equipped with a pressure gauge and pneumatic air valve.
SECTION 15200 12
PLANT PROCESS PIPING AND EQUIPMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
The manufacturer shall have been regularly engaged in the design and manufacture of slanting disc
check valves for at least five (5) years and submit at least five (5) similar installations in service for a
minimum of five (5) years, for engineer approval prior to release to manufacturer.
Operation and maintenance instruction manuals shall be furnished with submittal drawings.
All materials of construction to be certified in writing to conform to ASTM specifications as follows:
Bodies
Cast Iron
ASTM A126 Gr. B
Disc (6-8-10'�
Bronze
ASTM B584
Disc (12" and Larger)
Ductile Iron
ASTM A536
Seat Ring and Disc Ring
Bronze
ASTM B271
Pivot Pins (6-8-10'�
Aluminum Bronze
ASTM B150 Alloy 2
Pivot Pins (12" and Larger)
Stainless Steel
ASTM A582 T303
Pivot Pin Bushings
Stainless Steel
ASTM A269 T304
Connecting Rod
Stainless Steel
17-4 PH
Dashpot Cylinder
Steel
Commercial
Exterior Paint
Universal Primer
Approved for Potable Water
Contact
2.6.4.4 Ball Check Valve
Ball Check Valves shall be provided as shown on the plans. Ball Check Valves shall be of the 901 type
or horizontal type.
901 Ball Check Valves: 900 Ball Check Valves shall encompass a ball check valve mounted in a
901 elbow configuration. Valves 2" and smaller on this project will be constructed with cast
iron bodies equal to ASTM A126 , Class B and rated for 230 psi. The cover shall be constructed
of the same material as the body and rated the same. Valves 3" and 4" will be constructed
with an ASTM A536 ductile iron body and cover, and rated 230 psi. 6" valves shall be
constructed with DI ASTM A536 bodies and cover and rated 230 psi. Valves 8" and larger shall
be constructed with Ductile Iron ASTM A536 bodies and covers, rated for 145 psi. The ball and
gasket shall be constructed of NBR rubber for all size valves. All hardware and fasteners shall
be ASTM A240 stainless steel.
Valves shall be capable of starting to open at a velocity of 27.5 inches per second. Units shall
employ smaller resistances than other designs to lower energy consumption. The headloss
shall not exceed 0.15 psi at 3.0 feet/second velocity and 0.8 psi at 8.0 feet/second velocity.
Each valve shall require not greater than 7'0" positive head on it to seat correctly.
900 Valves shall be the standard product of a manufacturer who shall have not less than 5
years experience in the design and manufacture of 900 ball check valves. Valves shall be
inventoried locally within 3'/2 hours travel time by car of the project location to ensure
availability of spare parts.
Certified Test Data shall be provided by the Valve Manufacturer with calculations to
substantiate the performance of the valve during the submittal phase signed by a NC licensed
PE.
Horizontal Ball Check Valves: Horizontal Ball Check Valves shall be installed as shown on the
drawings. The Ball Check Valve Manufacturer shall guarantee that the ball check valve will
open at a velocity of 5 feet per second and at a maximum pressure loss not to exceed 2.0 psi
at the design flow rate. The valve shall not require more than 10 feet of head for proper
SECTION 15200 13
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
seating on the discharge side of the valve whether mounted in the horizontal or vertical
position.
This specification covers the design, manufacture ductile iron Ball Check Valves suitable for
water or wastewater service with pressures up to 200psi. Flanged valves shall have flanges
with drilling to ANSI B16.1, Class 125. Free flow passage with low friction losses. The valve
body and cover shall be constructed of ASTM A536 Grade 65-4512 ductile iron for working
pressures up to 175 psig. Ball shall be aluminum NBR or EPDM coated. Valve shall be coated
with fusion bonded epoxy power coating inside and out.
Manufacturer shall demonstrate a minimum of five (5) years experience in the manufacture of
waterworks valves. Ball Check Valves shall be Series #9400 as manufactured by J&S Valve,
Inc. Huffman, Texas USA, Automated Process Systems, Inc., or Water Technology Resources.
No substitutions.
2.6.4.5 Thermoplastic Ball Valve
Thermoplastic ball valves, 6 inches and smaller, shall be rated for 150 psig service at 120 degrees F,
and have ASTM D 1784, minimum cell classification, polyvinyl chloride (PVC) or chlorinated polyvinyl
chloride (CPVC), balls, and stems. Valves shall be end entry, double union design, with solvent -weld
socket ends connections, a ethylene propylene diene monomer (EPDM) seat, and ethylene propylene
diene monomer (EPDM) 0 -ring stem seals. Valves shall have hand lever operators. Valbes shall be
manufactured by Asahi, no exceptions.
2.6.5 Gate Valves
2.6.5.1 General Service Gate Valves
General service gate valves shall conform to the following:
Gate valves, 2 inches and smaller, shall have bronze bodies and stems, screwed bronze
bonnets, single solid split wedge bronze discs, and non -rising stems. Valves shall be rated for
175 psig service and conform to ASME B16.34 Class. End connections shall be ASME B16.11
threaded. Valves shall be equipped with handwheel operators.
Resilient Seated Solid Wedge Gate Valves shall be Non Rising Stem Type (NRS) for Buried
Service or Outside Screw or Non -Buried service and shall exceed the AWWA C509 Standards.
The Valve Body, Bonnet, Gland, Handwheel or Nut shall be cast from thick wall patterns
resulting in a minimum wall thickness as shown on Page 9 in Section 4.4 Table 1 of AWWA
C500 and C509 and be constructed of ductile iron ASTM A536 grade 65-45-12. All ferrous
surfaces to be fusion bonded epoxy coated, no exposed uncoated metal. The wedge on 2-48"
shall be ductile iron, totally EPDM encapsulated and act as wiper, no snap on plastic stem
guides,; sizes 54" and larger; the EPDM rubber seat shall be mechanically retained to the disc
to create a seal in both directions, at rated pressure in the closed position. The threaded
Wedge nut shall be bronze and shall be separate from the Wedge not connected inside the
Wedge to allow for easy replacement. The wedge shall be male guided into the body seat of
the valve, plastic wedge guiding mechanism not allowed. The valve stem shall be Stainless
Steel with an integral machined stem thrust collar (machined as part of the stem). Shaft seals
must be EPDM triple o -rings positively located in the grooves on the shaft not in the gland for
NRS valves. The NRS valve must have two thrust washers constructed of copper one above
and one below the Thrust collar; steel or non metallic thrust washer are not acceptable. OS&Y
Valves must have Non Asbestos Graphite Packing. The valve body and handwheel or nut shall
be constructed of Ductile Iron and coated in and out per AWWA C550 with an ANSI/NSF 61
SECTION 15200 14
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
certified coating a minimum of 12 mils thick. All nuts, bolts and washers shall be 316 stainless
steel. End connections shall be flange or mechanical joint or push on. Valves 18" and larger
shall be equipped with a bevel or spur gear operator. Valve shall be J&S Valve Series 6000 as
Manufactured by J&S Valve and Manufacturing in Texas, APS Model 3960, or Engineer
preapproved equal.
The listing of the Valve Manufacturer by name does not eliminate the requirement of meeting
the detailed portions of the specifications. Valves built to C-515 standards are not acceptable
for use on this project.
2.6.6 Globe Valves
2.6.6.1 General Requirements For Globe Valves
Globe valves, 3 inches and smaller, shall be globe style valve and shall have TP316 stainless steel
bodies, with stainless steel trim, and bronze bonnets. Valves shall conform to ASME B16.34 Class, and
shall have ASME B16.11 threaded end connections. Valves shall include threaded bonnets, inside
screws, rising stems, conventional discs constructed of stainless steel and stainless steel rings. Valves
shall be rated for 200 psig service. Valves shall be equipped with handwheel operators.
2.6.6.2 Needle Valve
Needle valves, 1 inch and smaller, shall be of a straight pattern and shall have TP316 stainless steel
bodies and trim. Valves shall conform to ASME B16.34 Class with ASME B16.11 female threaded, in
accordance with ASME 131.20.1, end connections. Valves shall include threaded bonnets, TP316
stainless steel stems, plug stem tips constructed of stainless steel packing and 0 -ring stem seals.
Valves shall be rated for 300 psig service. Valves shall be equipped with handwheel operators.
2.6.7 Plug Valves
2.6.7.1 Eccentric Plug Valve
This specification covers the design, manufacture, and testing of 4 in. through 108 in. cast iron
Eccentric Plug Valves suitable for water or wastewater service with pressures up to 175 psig (1200kPa).
Plug Valves shall be quarter -turn, non -lubricated, eccentric type with Nitronic 60 faced plug.
Standards, Approvals, and Verification: The valves shall be designed, manufactured and tested where
applicable in accordance with American Water Works Association Standard ANSI/AWWA C517.
Connections: Flanged valves shall have flanges with drilling to ANSI B16.1, Class 125. Mechanical Join
Valves will be provided with standard MJ Joints.
Full Round Port: The valve seat shall be 316 stainless steel applied directly to the body on a pre -
machined, cast seating surface and machined to a smooth finish. Round ported valves shall be
provided for valves up to 24".
Shaft seals shall consist of two 0 -rings located on the stem in the upper and lower journal area.
Permanently lubricated, radial shaft bearings shall be supplied in the upper and lower bearing journals.
Thrust bearings shall be provided in the upper and lower journal areas.
Materials: The valve body and cover shall be constructed of ASTM A536 Grade 65-45-12 ductile iron
for working pressures up to 175 psig.
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The plug shall be of one-piece construction and made of ASTM A536 Grade 65-45112 ductile iron with
a Nitronic 60 adjustable and replaceable seat ring. Rubber or elastomeric seats or seat rings shall not
be acceptable.
Cover bolts shall be corrosion resistant with zinc plating.
Leakage: Each valve shall be capable of zero (none) leakage in one direction and 1/2 AWWA standards
in the other direction. The zero leakage requirements are mandatory and will not be waived. Engineer
or Owner representative will witness the zero leakage test at the valve manufacturer's facility at the
jobsite, or a representative test site at Engineer's option.
Actuators: 4 in. (100mm) and larger valves shall include a totally enclosed and sealed worm gear
actuator.
All gear actuators shall be designed to withstand, without damage, a rim pull of 200 Ib. on the hand
wheel and an input torque of 300 ft -lbs for nuts.
Buried service actuators shall be packed with grease and sealed or 304 stainless steel if specified.
Manufacturer: Manufacturer shall demonstrate a minimum of five (5) years experience in the
manufacture of like valve. When requested the manufacturer shall provide test certificates, dimensional
drawings, parts list drawings, and operation and maintenance manual. The listing of a Manufacturer by
Name and/or Model Number does not eliminate the requirement for the manufacturer to meet the
detailed portions of the specifications. If the manufacturer's standard product does not meet the
detailed portions of the specification it shall be modified to provide full compliance with the contract
documents.
The exterior of the valve for above ground service shall be coated with a universal alkyd primer.
Valves shall be marked with Manufacturer, size, cold working pressure (CWP) and the date of
manufacturer on a corrosion resistant nameplate.
Eccentric Plug Valves shall be Series #4800 (Flanged) or Series #4800 (MJ) as manufactured by J and
S Valve, Water Technology Resources, or DeZurik. Only plug valves with metallic seats shall be
acceptable.
2.6.8 Butterfly Valves
2.6.8.1 Standard Service Butterfly Valve
Butterfly valves, 2 inches and larger, shall have ASTM A 126 cast iron bodies, with ASME B16.5 flanged
or AWWA C111 mechanical joint end connections. Valves shall conform to AWWA C504 Class 125.
Discs shall be contoured ASTM A 436 Type 1 Ni -resist cast iron with maximum lead content of 0.003
percent. The valve shafts shall be stainless steel with self-lubricating, corrosion -resistant sleeve type
bearings. Valve seats for 36 inch and smaller valves shall be attached to the valve body and shall be
constructed of Buna N. Valve seats for valves larger than 36 inches shall be attached to the body and
field replaceable in accordance with AWWA C504. Valves shall have 2" square nut, manual, locking
hand lever, or pneumatically actuated operators.
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2.6.9 Self -Contained Automatic Valves
2.6.9.1 Function
The solenoid control valve shall be a self-contained unit consisting of a diaphragm -operated packless
main valve, a diaphragm -operated high capacity auxiliary valve and a packless three-way solenoid
pilot valve. The valve shall either open wide or close drip tight. The three-way solenoid pilot
alternately shall apply pressure to or exhausts pressure from the diaphragm chamber of the high
capacity auxiliary valve which in turn causes the same action in the main valve.
The control valve shall be equipped with a manual pilot operated override independent of the
solenoid. This shall allow the valve to be operated without the need for power and will not be a
component of the solenoid. Manual override function shall allow the operator the capability to open
the valve and close the valve without power. Single blow -off valves will not be allowed to achieve this
function.
2.6.9.2 Main Valve
The valve shall be hydraulically operated, single diaphragm -actuated, globe or angle pattern. The
valve shall consist of three major components: the body with seat installed, the cover with bearings
installed, and the diaphragm assembly. The diaphragm assembly shall be the only moving part and
shall form a sealed chamber in the upper portion of the valve, separating operating pressure from line
pressure. Packing glands and/or stuffing boxes are not permitted and there shall be no pistons or
rolling diaphragms operating the main valve or pilot controls.
2.6.9.3 Main Valve Body
No separate chambers shall be allowed between the main valve cover and body. Valve body and cover
shall be of cast material. Ductile Iron is standard and other materials shall be available. No fabrication
or welding shall be used in the manufacturing process. Total shipping weight shall be equal or greater
in all respects to the Hytrol 100-01/100-20 body. The valve shall contain a resilient, synthetic rubber
disc, with a rectangular cross-section contained on three and one-half sides by a disc retainer and
forming a tight seal against a single removable seat insert. No O-ring type discs (circular, square, or
quad type) shall be permitted as the seating surface. The disc guide shall be of the contoured type to
permit smooth transition of flow and shall hold the disc firmly in place. The disc retainer shall be of a
sturdy one-piece design capable of withstanding opening and closing shocks. It must have straight
edge sides and a radius at the top edge to prevent excessive diaphragm wear as the diaphragm flexes
across this surface. No hourglass -shaped disc retainers shall be permitted and no V -type or slotted type
disc guides shall be used.
The diaphragm assembly containing a non-magnetic 303 stainless steel stem of sufficient diameter to
withstand high hydraulic pressures shall be fully guided at both ends by a bearing in the valve cover
and an integral bearing in the valve seat. The stem shall be Dura-Kleen type manufactured with rifled
grooves on the outside diameter of the stem to prevent particle build-up. No chemically treated or
coated stem is allowed.
The seat shall be a solid, one-piece design and shall have a minimum of a five -degree taper on the
seating surface for a positive, drip -tight shut off. No center guides shall be permitted. The stem shall
be drilled and tapped in the cover end to receive and affix such accessories as may be deemed
necessary. The diaphragm assembly shall be the only moving part and shall form a sealed chamber in
the upper portion of the valve, separating operating pressure from line pressure.
The flexible, non -wicking, FDA approved diaphragm shall consist of nylon fabric bonded with synthetic
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South Regional WWTP Leachate Pump Station
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rubber compatible with the operating fluid. The center hole for the main valve stem must be sealed by
the vulcanized process or a rubber grommet sealing the center stem hole from the operating pressure.
The diaphragm must withstand a Mullins Burst Test of a minimum of 600 psi per layer of nylon fabric
and shall be cycle tested 100,000 times to insure longevity. The diaphragm shall not be used as the
seating surface. The diaphragm shall be fully supported in the valve body and cover by machined
surfaces which support no less than one-half of the total surface area of the diaphragm in either the
fully opened or fully closed position.
The main valve seat and the stem bearing in the valve cover shall be removable. The cover bearing and
seat in 6" and smaller size valves shall be threaded into the cover and body. Valve seat in 8" and larger
size valves shall be retained by flat head machine screws for ease of maintenance. The lower bearing
of the valve stem shall be contained concentrically within the seat and shall be exposed to the flow on
all sides to avoid deposits. To insure proper alignment of the valve stem, the valve body and cover shall
be machined with a locating lip. No "pinned" covers to the valve body shall be permitted. Cover
bearing, disc retainer, and seat shall be made of the same material. All necessary repairs and/or
modifications other than replacement of the main valve body shall be possible without removing the
valve from the pipeline. Packing glands and/or stuffing boxes shall not be permitted and components
including cast material shall be of North American manufacture.
The valve manufacturer shall warrant the valve to be free of defects in material and workmanship for
a period of three years from date of shipment, provided the valve is installed and used in accordance
with all applicable instructions. Electrical components shall have a one-year warranty.
The valve manufacturer shall be able to supply a complete line of equipment from 4" through 48"
sizes and a complete selection of complementary equipment. The valve manufacturer shall also
provide a computerized cavitation chart which shows flow rate, differential pressure, percentage of
valve opening, Cv factor, system velocity, and if there will be cavitation damage.
A direct factory employee shall be made available for start-up service, inspection, and necessary
adjustments. The factory employee shall have a minimum of 4 years field experience and
employment with the valve manufacturer.
2.6.9.4 Material Specification
Valve Size: 16 Inch Main Valve Body and Cover: Ductile Iron Angled Pattern Main Valve Trim: Stainless
Steel End Detail: 150LB Pressure Rating: 250PSI Temperature Range: Rubber Material: Coating: EPDXY
Desired Options: Stainless Steel tubing and Fittings Solenoid Voltage: Enclosure Type:
2.6.9.5 Pilot Control System
The pilot control shall be a three-way solenoid valve controlled by an external electrical power source.
The pilot system shall include strainers, shut-off cocks and manual operator. Opening and closing
speed control needle valves shall be utilized so as to prevent surging of the system on start-up and
shut -down. Solenoid shall have a NEMA IV enclosure.
2.6.9.6
This valve shall be a Cla-Val Co. Model No. 136 -AV Solenoid Control Valve or approved equal.
2.6.10 Slanting Disc Check Valve with Top Mounted Oil Dashpot
The body shall be heavy two piece cast iron, not fabricated steel. The two (2) body halves and body
seat shall be o -ring sealed and bolted together in a manner to sandwich the body seat on a 55 degree
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angle. Each body half must have an access covered hole for internal inspection and each body half and
disc must be fully machined to accept future attachment of a bottom buffer or top mounted oil
dashpot. The seat ring and disc ring must be of the design that permits replaceability in the field
without need for special tools or machining. The pivot pins in the body and the bushings in the disc
lugs must be stainless steel of different hardness to prevent galling. The bushings shall be pressfit to
prevent wear. An indicator shall be provided to show the position of the disc. The area throughout the
valve body must be equal to the full pipe area. The area thru the seat section shall be 40% larger than
the inlet and outlet of the valve to achieve lowest head loss.
The valve must have a top mounted oil dashpot for control open and non -slam control closing to
minimize surge and water hammer. The dashpot must have two (2) control flow rates: (1) 90% rapid
rate and (1) 10% slow rate during shutdown and startup. Each rate shall be independently adjustable.
The dashpot must have a self-contained oil system, separate and independent from the media in the
pipeline. The oil reservoir for closing cycle shall be open to atmosphere and provided with an air
breather cap to prevent dust and other media from contaminating the oil. The oil reservoir for opening
cycle must be hermetically sealed to hold pressure if necessary (air over oil) and be equipped with a
pressure gauge and pneumatic air valve.
The manufacturer shall have been regularly engaged in the design and manufacture of slanting disc
check valves for at least five (5) years and submit at least five (5) similar installations in service for a
minimum of five (5) years, for engineer approval prior to release to manufacturer.
0&M instruction manuals shall be furnished with submittal drawings.
All materials of construction to be certified in writing to confirm to ASTM specifications as follows:
Bodies
Cast Iron
Disc (6-8-10")
Bronze
Disc (12" and larger)
Ductile Iron
Seat Ring & Disc Ring
Bronze
Pivot Pins (6-8-10')
Aluminum Bronze
Pivot Pins (12" and larger)
Stainless Steel
Pivot Pin Bushings
Stainless Steel
Connecting Rod
Stainless Steel
Dashpot Cylinder
Steel
Exterior Paint
Universal Primer
ASTM A126 Gr B
ASTM B584
ASTM A536
ASTM B271
ASTM B150 Alloy 2
ASTM A582 T303
ASTM A269 T304
17-4PH
Commercial
FDA Approved for Potable Water Contact
The valve shall include a limit switch to indicate the position of the valve.
2.6.11 Operators
Contractor shall provide electric operators for all modulating valves. Contractor may provide electric or
pneumatic operators for open/close valves, but must supply pneumatic lines (including valves and
appurtenances) for pneumatic valves and electric wire conduit disconnects, etc. for electric valves.
2.6.11.1 Manual Operator
The force in a manual operator shall not exceed 39.3 pound under any operating condition, including
initial breakaway. The operator shall be equipped with gear reduction when force exceeds 39.3 pound.
The manual operator shall be a self-locking type or shall be equipped with a self-locking device. A
position indicator shall be supplied on quarter -turn valves. Worm and gear operators shall be a one-
piece design with worm -gears of gear bronze material. Worm shall be hardened alloy steel with the
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thread ground and polished. Traveling nut type operators shall have threader steel reach rods with an
internally threaded bronze or ductile iron nut.
a. Exposed Operators. Exposed operators shall have galvanized and painted handwheels. Lever
operators are allowed on quarter -turn valves 8 inches and smaller. Cranks shall be supplied on
gear type operators. If located off of the operator floor, chain wheel operator with tiebacks,
extension stem, floor stands, and other accessories shall be provided to permit operation from
normal operation level. Valve handles shall be capable of padlocking, and wheels shall be
lockable with a chain and padlock.
b. Underground Operators. Buried service operators on valves larger than 2.5 inches shall have a
2 inch operating nut. Buried operators on valves 2 inches and smaller shall have a cross handle
for operation by a forked key. The moving parts of valve and operator shall be enclosed in
housing to prevent contact with the soil. Buried service operators for quarter -turn valves shall
be designed to withstand an input torque of 450 foot-pound of input torque at the fully open or
fully closed positions, and shall be grease packed and gasketed to withstand a submersion in
water to 10.2 psig. Buried valves shall have extension stems, bonnets, and valve boxes.
2.6.11.2 Pneumatic Operator
Pneumatic operators shall be provided complete with actuators, air sets, exhaust mufflers, speed
controls, pilot solenoids, safety vented isolation valves, and accessories. The pneumatic operators shall
be suitable for full operation range of valve at air supply pressure indicated. Actuators shall return the
valve to the closed position upon loss of signal unless otherwise indicated. Pneumatic operators shall
be furnished with features noted. Limit switches shall be provided on all actuators.
a. Cylinder Actuators. Cylinder actuators shall conform to AWWA C540 and operate with an air
supply pressure of 80 psig. The nonswivel type shall be totally enclosed with travel stops and
position indicator, and shall be factory lubricated and sealed, requiring no additional lubrication.
The double acting type shall be nonmetallic for operation on nonlubricated air and shall have a
manual handwheel override independent of the cylinder.
Diaphragm Actuators. Diaphragm actuators shall have a spring return with a steel or aluminum
diaphragm case and spring barrel, steel spring and actuator stem, and fabric -reinforced
chloroprene diaphragm. The actuators used on quarter -turn valves shall include a totally
enclosed valve actuating mechanism with adjustable travel stops and valve position indicator
with manual override if indicated. The actuating mechanism shall be factory lubricated and
sealed. Diaphragm actuators shall be sized and configured for the service indicated and an air
supply pressure of 35 psig.
Air Sets. The air set shall include a pressure regulator with internal relief, filter, outlet pressure
gauge, and adjustable reduced pressure range as required by the valve actuator. The air set
shall have an aluminum body and handwheel, safety vented lockout isolation valve, and gauge
range 1.33 to 2 times maximum operating pressure.
d. Limit Switches. Limit switches shall be single -pole, double -throw (SPDT) type, rated 10 amps
at 120 volts ac, housed in a NEMA 250 Type 4 enclosure, and adjustable for open and closed
valve positions.
e. Positioners. The positioners for modulating actuators shall be pneumatic force balance
instruments to control valve positions as a function of the input signals. The positioners shall
accomplish positive positioning of valve by a mechanical feedback connection from the valve
actuating mechanism. Position feedback shall be provided through a characterized linear cam
to allow adjustment of valve positioning and input signal. The positioner shall be suitable for
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either a double acting or spring return actuator. The positioner shall have zero and span
adjustment and be field reversible for direct or reverse action. Gauges shall be included for
supply and output pressure and for input signal pressure. Modulating valve positioners shall
operate on a 4 to 20 mA electric input signal unless otherwise indicated. Corrosion -resistant
enclosures for positioners and transducers shall be splash- and moisture -proof with gasketed
covers.
Solenoid Valve. A solenoid valve shall pilot the control actuator in the appropriate configuration
for the type of actuator being controlled. A pilot operated diaphragm type solenoid valve shall
have a brass body and resilient seat and operate with minimum operating pressure differential
no greater than 10.2 psi and maximum operating pressure differential no less than 150 psi.
Internal parts shall be corrosion -resistant. The solenoid valve shall have Class F molded coils
for operation on 120 volts, 60 -Hz, ac, unless otherwise indicated. The solenoid enclosure shall
conform to NEMA 250 Type 4. Solenoids on double acting cylinders for open -close and
throttling valves shall be four-way with dual coils. Solenoids on spring return cylinders for
open -close and throttling valves shall be three-way, spring return. An air exhaust muffler shall
be furnished in the exhaust port of all actuator pilot solenoid valves.
2.6.12 Valve Accessories
2.6.12.1 Tagging
Identification tags made of stamped stainless steel indicating service and valve number shown on the
Valve Schedule in the contract drawings shall be installed on valves using stainless steel wire.
2.6.12.2 Extension Bonnet for Valve Operator
All extension bonnets shall be provided as necessary, complete with stem and accessories applicable to
the specific valve and operator.
2.6.12.3 Floor Stand and Extension Stem
A floor stand and extension stem shall be the nonrising, indicating type; complete with stem, coupling,
handwheel, stem guide brackets, and yoke attachment. The stem guide shall be spaced such that
stem L/R ratio does not exceed 200. Anchors shall be supplied as required.
2.6.12.4 Floor Box and Stem
A floor box and stem shall be the plain type, for support of nonrising type stem; complete with stem,
operating nut, and stem guide brackets. The stem guide shall be spaced such that stem L/R ratio does
not exceed 200. Anchors shall be supplied as required.
2.6.12.5 Valve Box
The Contractor shall provide valve boxes as follows: Cast iron valve boxes designed for traffic loads,
and which are the sliding type with shafts that are a minimum of 6 inches in internal diameter. The
boxes shall be cast iron with minimum depth of 10 inches. The lids shall be cast iron with a 3.1 inches
minimum depth, marked WATER.
2.6.12.6 Stem Extension
All buried valves will have extension stems permanently affixed to the valve nut. The extension stem
will extend to within 12 inches of the finished grade.
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South Regional WWTP Leachate Pump Station
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2.6.13 Weir Gates and Slide Gates
2.6.13.1 General
The work to be performed under this Section shall include furnishing all labor, materials, tools, and
equipment necessary to install and test all slide gates, consisting of, but not limited to frames, discs,
seals, stems, operators, floor stands, stem guides, anchorage, and all other appurtenances, in place
and complete.
2.6.13.2 Submittals
A. Materials and Shop Drawings:
1. Copies of all materials required to establish compliance with the specifications shall be
submitted to the Engineer. Submittals shall include the following:
a. Certified shop and erection drawings and data regarding slide gates.
b. Literature on drawings describing the equipment and showing all-important details of
construction and dimensions.
B. Operating Instructions: Operating and maintenance instructions for each type of slide gate shall be
furnished to the Engineer.
C. Installation: The manufacturer shall provide installation instructions. The installation and
adjustment of gates, operators and all accessories shall be in full accordance with these
instructions. The slide gates shall be installed by the best practices and methods.
2.6.13.3 Product Delivery, Storage and Handling
All equipment shall be delivered in suitable packaging, cases, or crates and stored or placed in the
appropriate manner. Each package shall have an identifying mark and a complete list showing
contents.
2.6.13.4 Applicable Publications
The following publications listed below form a part of this Specification to the extent referenced. The
publications are referred to in the text by basic designation only.
a. American Society for Testing Materials (ASTM) Publications. D635-81 Test Method for Rate of
Burning and/or Extent and Time of Burning of Self -Supporting Plastics in a Horizontal Position
D648-82 Test Method for Deflection Temperature of Plastics Under Flexural Load NASA CR -
1457, "Manual for Structural Stability Analysis of Sandwiched Plates and Shells" et al.
b. American Water Works Association (AWWA) C563 Standard for Composite Sluice Gates.
2.6.13.5 Warranty and Guarantee
The Manufacturer shall guarantee the slide gates, when installed and operated as recommended by the
Manufacturer with a documented maintenance program, trouble-free operation for a period of ten (10)
years. If the Owner or Engineer is not completely satisfied with the performance of the product, the
Manufacturer shall remedy the problem at no cost or refund the materials and installation cost upon
the return of the equipment. The Manufacturer shall guarantee the following:
a. Leakage shall be no more than that allowed by the AWWA C563 Standard during the guarantee
period.
b. Door (disc) shall be free of sticking or binding as judged by the Engineer (move freely via
operator provided) with no exercising required. Gate operators are to be warranted by the
operator manufacturer.
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South Regional WWTP Leachate Pump Station
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2.6.13.6 Other
a. All gates shall be fully assembled in their frames except for operators, guides, stem -extension, and
stem covers or concrete -mounted pedestals. Where shipping constraints require it, frame may be
partially assembled such that the top may be easily mounted to the bottom containing the disc.
Where square -to -circular or bell -lip conversion is required the Contractor shall provide a bell -end
pipe insert of suitable diameter and water stop.
c. The guide groves shall contain UHMW bearing bars in dovetail slots and shall be of such length as
to retain and support at least two thirds (2/3) of the vertical height of the slide in the fully open
position. Side and top seals shall be field adjustable resilient ]-bulb seals attached to the spigot
and held in place by a bolted retainer bar Seals shall be fully adjustable. The flush bottom resilient
neoprene seal shall be mounted to bottom of disc and seal against the invert portion of the frame.
Embedded gates only may have frame mounded invert seal. Downward opening weir gates shall
have side and bottom seals of the resilient J -bulb type attached to the spigot and held in place by a
bolted retainer bar. Seals shall be fully adjustable.
d. All slide gates shall be supplied by the same manufacturer, who shall be fully experienced,
reputable and qualified in the manufacturing of the equipment furnished and who has been
building said equipment for a minimum period of ten (10) years.
e. The composite slide gates shall be constructed of NSF61 certified materials as applicable.
f. The composite slide gate manufacturer shall have factory certified local service personnel located in
North Carolina within two (2) hours of the project location. The certified service personnel must
have five (5) years experience in the servicing of composite slide gates as specified herein.
g. The composite slide gate manufacturer shall have under its direct employment, at least one
experienced technician residing full time in the Central United States and at least one experienced
technician in the State of North Carolina.
2.6.13.7 Products
Performance Requirements: All gates shall be designed for the seating and unseating heads as listed in
the gate schedule. All gates shall conform to the AWWA C563. Conformance to AWWA C563 applies to
discs and frames with a safety factor of five (5) with regard to tensile, compressive and shear strength
and with the requirement that all gates will yield no more leakage than shown in Section 6.8 (AWWA)
Field Leakage Test. Calculations shall be submitted to show conformance. Materials of construction
shall be suitable for the environment in which the sluice gates shall be installed and operated.
Composite Slide Gates — General: Type 316 stainless steel frames with 5/16" minimum thickness,
composite slide (disc) as specified herein. FRP, GRP, plastic coated steel or externally reinforced slide
(disc) shall not be acceptable. Frames are wall mounted against a 1" nominal grout base, no thimbles
or flanges are needed or included.
Slide (Disc): Shall be constructed from a reinforced rigid composite plastic material, having a
minimum thickness of 1/8 -inch. Slide (disc) shall have an internal matrix of carbon steel of
suitable strength for the specified service. The slide (disc) outer surface skins shall be a
homogeneous plastic material having extremely high tensile and impact strength, be nontoxic
and shall be stabilized against ultraviolet light. The plastic material shall be an Aramid fiber
from the KEVLAR family of fibers, and shall have the following minimum properties and shall be
designed to limit the deflection to a maximum of 1/1000 of the span under the design head
conditions based upon horizontal support members only. Manufacturer shall submit drawings
and comprehensive design criteria to substantiate that the required deflection figure for each
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door has been achieved. Comprehensive safety factor calculations shall include bending
moments, buckling stress, and bonding stress with thermal expansion factors suitable for
reference in NASA CR -1457, "Manual for Plates and Shells", et al. Safety factors shall be
calculated for the disc under maximum head, and shear at the disc/seal interface. No substitute
of fiber type will be acceptable. FRP is not acceptable for use on this project.
b. Properties Table
Tensile Strength
Young's Modulus
Flexural Strength
Flexural Modulus
Compressive Strength
Impact Strength
Water Absorption
Specific Gravity
Coefficient of Thermal
Expansion
Heat Distortion Point
Low Temperature Impact
Strength
Notch Sensitivity
Weathering Properties Part 1
Fire Resistance
12,500
1,200,000 psi
18,000 psi
1,400,000 psi
11,000 psi
40.3 X 104erg
0.38%
1.72
1.6 X 1.0-- per C
80 degrees C ASTM D648
93% @ -20 C
Not notch sensitive
Excellent
Class 1 Spread of Flame, Rating BS476:
1953 self -extinguishing, ASTM
D635 -56R
Organics, Alkaline, Ozone (2 to 3 PPM)
Chemical Resistance: Rigid Polyurethane foam shall be used as filler between the steel grid
reinforcing system and shall be a min. of 7 LB density/cu.ft.
Seals: The sealing arrangement for the composite slide gates shall comprise of sealing faces
and side guides constructed of ultra high molecular weight polyolefin having an extremely low
coefficient of friction and a backing constructed of highly resilient expanded neoprene. Guides
and seating of the gate shall be easily adjustable (min. 5/8 -inch). All moving contact surfaces
shall be compatible to each other thereby minimizing sticking/jamming and making the
operation easy. Leakage rates shall be as stated in C563.
2.6.13.8 Fasteners
Shall be 316 stainless steel. All anchor bolts, assembly bolts, screws, nuts, etc. shall be of ample
section to safely withstand the forces created by operation of the gate while subjected to the heads
specified.
2.6.13.9 Stems
All stems shall be the rising types. The entire stem, including extension stem, shall be Type 304
Stainless Steel. The sections of extension stems shall be joined together by solid couplings, threaded
and keyed to the stems. All couplings of the same size shall be interchangeable. Stems shall be
furnished with adjustable, stem guides, spaced as necessary to maintain a slenderness ratio L/R of less
than 200. Stems shall be of ample cross section to prevent distortion and shall have stub acme threads.
Stems shall be designed to withstand tensile and compressive loads that occur under maximum
operating conditions. Design for compressive loading shall meet AISC code where K=1 with a minimum
safety Factor of 2 or 1. These requirements exceed AWWA standards. Stems shall be cold rolled with a
double start stub acme thread and a finish of 32 microns or less.
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South Regional WWTP Leachate Pump Station
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Stems shall be fixed to the disc by a threaded and keyed assembly into a lifting nut attached to the disc
in a lifting bracket, which is bolted to the disc. The bolts securing the bracket shall be in tension and
not shear. Bolts in shear will not be acceptable as they will bind against the outer material causing
stress.
2.6.13.10 Execution
Installation: Installation of all gates and guides shall be done by the Contractor in a manner acceptable
to the Manufacturer and Owner. It shall be the responsibility of the Contractor to handle, store, and
install the equipment specified in this Section in strict accordance with the Manufacturer's drawings and
recommendations. Frames and guides shall be installed in a true vertical plane with 90 -degree corners.
Inspection and Testing
Furnish the services of a factory representative for three (3) days, exclusive of travel, who has
complete knowledge of proper operation and maintenance to inspect the final installation and
supervise a test run of the equipment. The factory trained service representative shall be
located within two (2) hours of the project location and shall perform an inspection of the final
installation of composite slide gates. If visible leakage of the slide gates exists, the factory
trained service representative shall make the required adjustments to the slide gate seals.
Maximum gate leakage shall be as defined in the General Design Criteria of this Specification,
herein. If gates, operators, and appurtenances do not meet specified requirements, corrective
measures shall be taken by the Contractor, or the equipment shall be removed and replaced
with equipment that satisfies the conditions specified.
2.6.14 Gate Schedule
Qty.
Location Size
Type
Seating/Unseating Seating/UnseatingHead
3
Headworks 48" x 36"
Slide
15'
2
Splitter Box 1 48" x 24"
Weir
15'
3
Splitter Box 2 60" x 30"
Weir
15'
2.7 DRAINS
Valved drains may not be shown on the detailed drawings for individual pipelines; their absence will not
relieve the Contractor of the responsibility for providing and installing them as indicated in the piping
and instrumentation diagrams to complete the piping system for the use intended.
2.7.1 Sizes
For pipelines 2.5 inches and larger, drains shall be 1.0 inch and equipped with ball valves. For pipelines
2 inches and smaller, drains shall be 0.5 inch and equipped with ball valves.
2.8 SAMPLE TAPS
Sample taps, shown on the drawings and the P&ID drawings of the contract drawings, shall be installed
utilizing the injection quill material and size as shown on the drawings. Sample taps may not be shown
on the detailed drawings of the individual pipelines; however, their absence shall not relieve the
Contractor of the responsibility for providing them.
SECTION 15200 25
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.9 MISCELLANEOUS PIPING COMPONENTS
2.9.1 Air Release and Vacuum Breakers
Air release vents shall be located, and vented, such that a hazardous atmosphere will not be created
upon operation.
2.9.1.1 Locations
Air release and vacuum breakers shall be located as indicated on the contract drawings.
2.9.1.2 Vacuum Breakers
Vacuum breakers 2 inches and smaller shall be an angle type with all bronze bodies and bonnets, and
shall be installed at least 6 inches above the flood line of associated equipment and shall conform to
ASSE 1001 for pipe applied units.
2.9.1.3 Air Release Valve Suitable for Corrosive Service
The air release valve shall automatically exhaust entrained air that accumulates in a system and shall
be Factory Mutual listed. The valve shall be rated for 150 psig working pressure and built with a
special short body. The valve shall have a cast iron ductile iron body and cover, with stainless steel
float and trim. Valve end connections shall be ASME B1.20.1pipe threaded. The air and vacuum valve
shall be fitted with blowoff valve, quick disconnect couplings, and a minimum 6.6 feet of hose in order
to permit back flushing after installation without dismantling the valve.
2.9.2 Backflow Preventer
The backflow preventer shall be identical in size to pipe. Total head loss through the complete
backflow assembly shall not exceed 10.1 psi at rated flow.
2.9.2.1 Reduced Pressure Backflow Preventer
The assembly body shall be two independent bronze body check valves rated at 150 psig at 140
degrees F, with an intermediate relief valve, and isolation gate valve, full -ported ball valves as testing
cocks. All internal parts shall be serviceable in-line. Port sizes shall be 1 inch and be ASME B1.20.1
threaded, female. The reduced pressure backflow prevention assembly shall be rated for 150 psig
working pressure at 150 degrees F. The assembly body shall be in accordance with AWWA C511.
2.9.3 Strainers
Strainers shall be simplex. Port sizes shall be 1 inch and be ASME B1.20.1 threaded, female. The
strainers shall be rated for 150 psig working pressure at 150 degrees F and conform to ASTM F 1199.
The body shall be cast iron with a bolted iron cap. The screen shall be heavy -gauge stainless steel, 30
mesh and be equipped with a ASME B1.20.1 pipe threaded blowoff hole.
2.9.4 Indicating Devices
2.9.4.1 Pressure Gauge and Vacuum Gauges
Pressure and Vacuum gauges shall be of the direct reading type, equipped with a shut-off cock and
snubber, shall be provided on the discharge from each pump. Pressure gauge shall conform to ASME
B40.1 and shall be calibrated in po0unds per square inch and feet of water in not more than 5 foot
SECTION 15200 26
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
increments from zero to a minimum of 10 feet above the shut-off head of the pump. Rating point shall
be at approximately the mid -point of the scale. Vacuum gauges shall have specific project requirements
as directed by the application similar to pressure gauges. Each gauge shall incorporate a stabilizer
dampened movement which will minimize the effects of pulsation and vibration without liquid filling.
The gauge shall be dry with a 304 SS case and 316 SS wetted parts with a five (5) year warranty and
have a 4" diameter dial.
2.10 PIPE SUPPORTS AND PENETRATIONS
All chemical feed piping shall be installed according to Section 11242. Auxiliary steel shall be provided
by the Contractor where the support of piping systems and equipment is required between building
structural elements. Light gauge and structural steel shapes shall conform to the requirements of ASTM
A 36/A 36M. The Contractor shall have the option to use pre-engineered support systems of
electrogalvanized steel products. However, a mixture of support system manufacturers products is not
permitted. Where auxiliary steel is indicated as stainless steel, the Contractor shall provide TP304
stainless steel conforming to ASTM A 167, No. 1 Finish.
2.10.1 Pipe Supports
Where pipe supports contact bare piping or in-line devices, provide supports of compatible material so
that neither shall have a deteriorating action on the other.
2.10.1.1 Beam Clamps
For upper attachments on structural steel, the Contractor shall provide beam clamps of ASTM A 36/A
36M carbon steel or ASTM A 181/A 181M forged steel. Holes drilled in structural steel for hanger
support rods will not be permitted. Clamps shall be provided with hardened steel cup -point set screws
and lock -nuts for anchoring in place. Clamp size selection shall only be based on the support of the
required load.
2.10.1.2 Riser Clamps
Vertical runs of piping shall be supported at each floor, or closer where required, with ASTM A 36/A
36M carbon steel clamps bolted around pipes and attached to the building construction. Copper plated
clamps shall be provided for copper tubing support. Two bolt -type clamps designed for installation
under insulation shall be used on insulated pipe runs.
2.10.1.3 Brackets
Where piping is run adjacent to walls or steel columns, the Contractor shall provide welded ASTM A
36/A 36M steel brackets, pre -punched with a minimum of two fastener holes.
2.10.1.4 Offset Pipe Clamp
Where pipes are indicated as offset from wall surfaces, a double -leg design two-piece pipe clamp shall
be supplied by the Contractor.
2.10.1.5 Racks
Multiple pipe racks or trapeze hangers shall be fabricated from ASTM A 36/A 36M steel and designed to
suit the conditions at the points of installation. Pipes shall be kept in their relative positions to each
other by the use of clamps or clips. Pipelines subject to thermal expansion must be free to slide or roll.
SECTION 15200 27
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.10.1.6 Hangers
Hangers shall be fabricated of malleable iron, ASTM A 47/A 47M. All hangers shall be of a uniform type
and material for a given pipe run and application. Coated or plated hangers shall be used to isolate
steel hangers from dissimilar metal tube or pipe. Hangers for pipe sizes 2.5 inches or larger shall
incorporate a means of vertical adjustment after erection while supporting the load.
2.10.1.7 Hanger Rods
Hanger rods shall be carbon steel conforming to ASTM A 576. The diameter of the rods for piping
system support shall conform to the contract drawings.
2.11 SUMP PUMP
2.11.1 General
Provide centrifugal sump pumps as specified herein.
2.11.2 Operating Conditions
Each submersible pump shall be rated at '/i hp, 115 volts, single phase, 60 Hz, 1750 RPM. The unit
shall produce 30 gpm at 21 feet of total dynamic head. The submersible pump shall have '/z" solid
handling capability and be able to handle liquid temperatures to 180 degrees F. The submersible pump
shall have a shutoff head of 23 feet and a maximum flow of 110 gpm @ 7 feet of total dynamic head.
The pump shall be controlled with a wide angle, high temperature rated float switch with piggy -back
style plug.
2.11.3 Construction
The motor housing shall be cast iron construction. The motor housing shall be air filled to dissipate
heat and hermitically sealed. Oil filled motors shall not be considered equal. All mating parts shall be
sealed with Viton o -rings. All fasteners exposed to the liquid shall be stainless steel. The motor shall
be protected by a hermetic glass seal which eliminates the ability of water to enter internally through
the cord. The pump shall be furnished with stainless steel lifting bail.
2.11.4 Electrical Power Cord
The submersible pump shall be supplied with 25 feet of multiconductor power cord. It shall be cord
type SOOW, capable of continued exposure to the pumped liquid. The power cord shall be sized for
the rated full load amps of the pump in accordance with the National Electric Code.
2.11.5 Motors
Single phase motors shall be air filled, permanent split capacitor, class F insulated NEMA 6 rated, rated
for continuous duty. At maximum load, the winding temperature shall not exceed 130 degrees C
unsubmerged. The pump motor shall have an integral thermal overload switch in the windings for
protecting the motor. The capacitor shall be mounted internally in the pump. Motors shall be of high
temperature design.
2.11.6 Bearings and Shaft
Upper and lower ball bearings shall be required. The bearings shall be ball/race type bearing. Both
bearings shall be permanently lubricated. The motor shaft shall be made of 300 series stainless steel
and have a minimum diameter of .625".
SECTION 15200 28
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
2.11.7 Seals
The pump shall have Viton o -rings. The mechanical seal shall be single type with carbon against
ceramic faces.
2.11.8 Impeller
The impeller shall be cast iron. It shall be threaded to the motor shaft.
2.11.9 Controls
All pumps shall be supplied with a piggy -back wide angle tilt float switch.
2.11.10 Paint
The exterior of the cast iron shall be protected with an acrylic coat painting.
2.11.11 Support
Plastic components that enclose the motor are molded from high temperature engineered
thermoplastic.
2.11.12 Serviceability
Components required for the repair of the pump shall be shipped within a period of 24 hours.
2.11.13 Testing
The pump shall have a ground continuity check and the motor chamber shall be Hi -potted to test for
electrical integrity, moisture content and insulation defects. The pump shall be run, voltage current
monitored, and the tester checked for noise or other malfunction.
2.11.14 Quality Control
The pump shall be manufactured in the United States of America.
2.11.15 Warranty
Warranty shall be two (2) years from date of Owner's acceptance and shall include all parts and off-site
labor to repair the units during the warranty period.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 Protection
Pipe and equipment openings shall be closed with caps or plugs during installation. Equipment shall be
protected from dirt, water, and chemical or mechanical damage.
SECTION 15200 29
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.1.2 System Preparation
3.1.2.1 Pipe and Fittings
Pipe and fittings shall be inspected before exposed piping is installed or buried piping is lowered into
the trench. The Contractor shall clean the ends of pipes thoroughly, remove foreign matter and dirt
from inside of pipes, and keep piping clean during and after laying.
3.1.2.2 Damaged Coatings
The Contractor shall repair damaged coating areas in the field with material equal to the original
coating, except for damaged glass -lined pipe which shall be promptly removed from the site. The
Contractor shall not install damaged piping materials. Field repair of damaged and uncoated areas of
galvanized piping shall conform to ASTM A 780.
3.1.2.3 Field Fabrication
The Contractor shall notify the Engineer at least 2 weeks prior to the field fabrication of pipe or fittings
and at least 3 days prior to the start of any surface preparation or coating application work. Field
welding shall be performed in accordance with specifications. Welding electrodes shall be provided in
accordance with Table 4.1 of AWS D1.1 as required for the applicable base metals and welding
process. Fabrication of fittings shall be performed in accordance with the manufacturer's instructions.
3.2 EXPOSED PIPING INSTALLATION
Exposed piping shall be run as straight as practical along the alignment shown on the contract
drawings and with a minimum of joints. Piping and appurtenances shall be installed in conformance
with reviewed shop drawings, manufacturer's instructions and ASME B31.3. Piping shall be installed
without springing or forcing the pipe.
3.2.1 Anchors and Fasteners
Impact expansion (hammer and explosive charge drive -type) anchors and fastener systems are not
acceptable. Lead shields, plastic or fiber inserts, and drilled -in plastic sleeve/nail drive systems are also
not acceptable.
3.2.1.1 Drilled -In Expansion Anchors and Fasteners
Anchors shall be designed to accept both machine bolts and/or threaded rods. Such anchors shall
consist of an expansion shield and expander nut contained inside the shield. The expander nut shall be
fabricated and designed to climb the bolt or rod thread and simultaneously expand the shield as soon
as the threaded item, while being tightened, reaches, and bears against the shield bottom. The shield
body shall consist of four legs, the inside of each shall be tapered toward shield bottom (or nut end).
The end of one leg shall be elongated and turned across shield bottom. The outer surface of shield
body shall be ribbed for grip -action. The expander nut shall be of square design with sides tapered
inward from bottom to top. The anchor materials of construction shall be TP304 stainless steel of
43,541 psi minimum tensile strength. Fasteners shall be machine bolts for use with above anchors;
nuts and washers shall conform to ASTM A 194/A 194M. The anchor length, diameter, and embedment
depth shall meet the manufacturer's requirements for the maximum allowable working load of the
application. The anchor/fastener assembly shall be UL listed with a one-piece stud (bolt) that has
integral expansion wedges, nuts and washers. The stud shall be constructed of TP304 stainless steel,
and nut and washer of TP304 stainless steel. The anchor length, diameter, and embedment depth
shall meet the manufacturer's requirements for the maximum allowable working load of the application.
SECTION 15200 30
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.2.1.2 Drilled -In Adhesive Anchors
The anchors shall be composed of an anchor rod assembly and an anchor rod adhesive cartridge. The
anchor rod assembly shall be a chamfered and threaded stud rod of TP304 stainless steel with a nut
and washer of TP316 stainless steel. The anchor length, diameter, and embedment depth shall meet
the manufacturer's requirements for the maximum allowable working load of the application. The
adhesive cartridge shall be a sealed capsule containing premeasured amounts of resin, quartz sand
aggregate, and a hardener contained in a separate vial within the capsule. The capsule ingredients
shall be activated by the insertion procedure of the anchor rod assembly.
3.2.2 Piping Flexibility Provisions
Thrust protection shall be provided as required. Flexible couplings and expansion joints shall be
installed at connections to equipment, and where shown on the contract drawings. Additional pipe
anchors and flexible couplings beyond those shown on the contract drawings, shall be provided to
facilitate piping installation, in accordance with reviewed shop drawings.
3.2.3 Couplings, Adapters and Service Saddles
Pipes shall be thoroughly cleaned of oil, scale, rust, and dirt in order to provide a clean seat for
gaskets. Gaskets shall be wiped clean prior to installation. Flexible couplings and flanged coupling
adapter gaskets shall be lubricated with the manufacturer's standard lubricant before installation on the
pipe ends. Couplings, service saddles, and anchor studs shall be installed in accordance with
manufacturer's instructions. Bolts shall be tightened progressively, drawing up bolts on opposite sides
a little at a time until all bolts have a uniform tightness. Torque -limiting wrenches shall be used to
tighten bolts.
3.2.4 Piping Equipment/Component Installation
Piping components and indicators shall be installed in accordance with manufacturer's instructions.
Required upstream and downstream clearances, isolation valves, and miscellaneous devices shall be
provided for an operable installation. Straight runs of piping upstream and downstream of flow
measuring devices shall be as shown in the contract drawings. The upstream and downstream lengths
of undisturbed piping shall be in accordance with flow indicator manufacturer's recommendations.
3.2.4.1 Backflow Preventers
Backflow preventers shall be installed with nameplate and test cocks accessible from front of unit, and
with a minimum clearance of 12 inches between the port and grade. The assemblies shall be installed
in accordance with local codes and shall discharge to an open drain with an air gap; vertical installation
is prohibited.
3.2.4.2 Local Indicators
All direct -reading indicator devices, thermometers, and pressure gauges shall be installed so that they
can be easily read from floor level, and are readily accessible for maintenance and service. Pressure
gauges and thermometers shall be installed where indicated in the contract drawings. Field calibration
of all indicators shall be performed at time of installation to ensure measuring and reading accuracy.
Differential pressure gauges shall be installed across the process equipment indicated in the contract
drawings, in accordance with the manufacturer's recommendations, and arranged for easy observation.
SECTION 15200 31
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.2.5 Pipe Flanges
Pipe flanges shall be set level, plumb, and aligned. Flanged fittings shall be installed true and
perpendicular to the axis of the pipe. The bolt holes shall be concentric to the centerline of the pipe
and shall straddle the vertical centerline of the pipe.
3.2.6 Valve Locations
Valves shall be located in accordance with the contract drawings where actuators are shown. Where
actuators are not shown, valves shall be located and oriented to permit easy access to the valve
operator, and to avoid interferences.
3.2.7 Pipe Tap Connections
Taps to pipe barrels are unacceptable. Taps to ductile iron piping shall be made only with a service
saddle or at a tapping boss of a fitting, valve body, or equipment casting. Taps to steel piping shall be
made only with a welded threadolet connection.
3.2.8 Plastic Pipe Installation
All plastic pipe shall be cut, made up, and installed in accordance with the pipe manufacturer's
recommendations. Heat joining shall be performed in accordance with ASTM D 2657. Electrofusion
joining shall be performed in accordance with ASTM F 1290. Schedule 40 pipe shall not be threaded.
Schedule 80 threaded nipples shall be used where necessary to connect to threaded valves or fittings.
Strap wrenches shall be used for tightening threaded plastic joints, and care shall be taken not to over
tighten these fittings. Pipe shall not be laid when the temperature is below 40.1 degrees F, nor above
90 degrees F when exposed to direct sunlight. Any plastic pipe installed above grade and outdoors
shall be ultraviolet (UV) protected or UV resistant. The pipe ends that are to be joined shall be shielded
from direct sunlight prior to and during the laying operation. Adequate ventilation shall be provided
when working with pipe joint solvent cement and the handling of solvent cements, primers and
cleaners shall be in accordance with ASTM F 402. The Contractor shall provide and install supports and
hangers in accordance with the manufacturer's recommendations. Where plastic pipe is subjected to
severe temperature fluctuations, provisions for expansion and contraction must be provided. This shall
be accomplished with the use of expansion joints and offset piping arrangements. All lines shall be
hydrostatically tested at 1.5 X the maximum operating pressures.
3.2.8.1 PVC Piping
Solvent -cemented joints shall be constructed in accordance with ASTM D 2855.
3.2.9 Insulation
Insulation shall be installed on piping as indicated on the Pipe Schedule.
3.3 CONNECTING DISSIMILAR PIPE
Flexible transition couplings, dielectric fittings and isolation joints shall be installed in accordance with
the manufacturer's instructions.
SECTION 15200 32
PLANT PROCESS PIPING AND EQUIPMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.4 EXTERNAL CORROSION PROTECTION
Protect all pipe and piping accessories from corrosion and adverse environmental conditions.
3.4.1 Above Grade Metallic Piping
Nonferrous and stainless steel piping shall not be painted except for aluminum alloy piping. Where
dissimilar metals are joined, isolation joints shall be used.
3.4.1.1 Ferrous Piping
Coat according to Section 09900. All piping, valves and appurtenances will be painted following
installation.
3.5 VALVE INSTALLATION
Flanged valve bolt holes shall be installed so as to straddle the vertical centerline of pipe. Flanged faces
shall be cleaned prior to inserting the gasket and bolts, and then the nuts shall be tightened
progressively and uniformly. Threaded ends shall have the threads cleaned by wire brushing or
swabbing prior to installation.
3.5.1 Valve Orientation
The operating stem of a manual valve shall be installed in a vertical position when the valve is installed
in horizontal runs of pipe having centerline elevations 4.5 feet or less above finished floor, unless
otherwise shown on contract drawings. The operating stem of a manual valve shall be installed in a
horizontal position in horizontal runs of pipe having centerline elevations between 4.5 feet and 6.75
feet above finish floor, unless otherwise shown on contract drawings. Automatic valves shall be
installed in accordance with the manufacturer's instructions.
3.5.1.1 Butterfly Valves
Orientation of butterfly valves shall take into account changes in pipe direction. Valve shafts shall be
oriented so that unbalanced flows caused by pipe direction changes or other disturbances are equally
divided to each half of the disc.
3.5.1.2 Plug Valves
If a plug valve seat position is not shown in the contract drawings, locate the seat position as follows:
for horizontal flow, the flow shall produce an "unseating" pressure, and the plug shall open into the top
half of valve; and for vertical flow, the seat shall be installed in the highest portion of the valve.
3.5.2 Isolation Valve
Safety isolation valves shall be installed on compressed air supplies. The valve shall be located to
provide accessibility for control and maintenance. If necessary, access doors shall be installed in
finished walls and plaster ceilings for valve access.
3.5.3 Operator Extension Stems
Where the depth of the valve is such that its centerline is more than 5 feet below grade, an operator
extension stem shall be furnished with a 2 inch operating nut to bring the operating nut to a point 6
SECTION 15200 33
PLANT PROCESS PIPING AND EQUIPMENT

South Regional WWTP Leachate Pump Station
MBD Project No. 317025
inches below the surface of the ground and/or box cover. The operating nut shall be located in a floor
box.
3.5.4 Torque Tube
Where the operator for quarter -turn valve is located on a floor stand, an extension stem torque tube
shall be furnished, properly sized for the maximum torque capacity of the valve.
3.6 AIR RELEASE, DRAINS AND SAMPLE PORTS
Sample ports shall be provided where indicated on the contract drawings. The Contractor shall install
specified vents at piping high points for entrapped air release and install drains in the low points of
pipelines regardless of whether shown on contract drawings.
3.7 PIPING SUPPORT SYSTEMS INSTALLATION
The absence of pipe supports and details on the contract drawings shall not relieve the Contractor of
responsibility for sizing and providing supports throughout plant.
3.7.1 General Support Requirements
Pipe support systems shall meet the requirements of MSS SP -58. Contractor -designed and selected
support systems shall be installed in accordance with MSS SP -69, and as specified herein. Piping
connections to equipment shall be supported by pipe supports and not off the equipment. Large or
heavy valves, fittings, and/or equipment shall be supported independently of associated piping. Pipes
shall not be supported off other pipes. Supports shall be provided at piping changes in direction or in
elevation, adjacent to flexible joints and couplings, and where otherwise shown on the contract
drawings. Pipe supports and hangers shall not be installed in equipment access areas or bridge crane
runs. Hanging pipes shall be braced against horizontal movement by both longitudinal and lateral sway
bracing. At each channel type support, every pipe shall be provided with an intermediate pipe guide,
except where pipe anchors are required. Existing support systems may be used to support additional
new piping only if the Contractor can demonstrate that the existing support systems are adequate for
the additional loads, or if the existing systems are strengthened to support the additional loads.
Pedestal type pipe supports shall be provided under base flanges adjacent to rotating equipment and
where required to isolate vibration.
3.7.2 Support of Insulated Piping
The Contractor shall install oversized supports to fit the insulation inserts. Supports shall be provided
with galvanized or stainless steel protection shields and oversized rollers.
3.7.3 Dielectric Barriers
Dielectric barriers shall be installed between supports and copper or stainless steel piping, and between
stainless steel supports and non -stainless steel ferrous piping.
3.8 PIPE IDENTIFICATION, PAINTING AND COLOR CODING
Color, coating, and lettering requirements for exposed piping shall be in accordance with Section
09900. Except where piping is required to be completely painted in its code color, piping or its
insulation covering may be banded either with plastic adhesive tapes or painted stripes around pipe
designating piping contents. A single individual band, of plastic adhesive tape or paint, designating pipe
contents shall be provided with sufficient length to permit the stenciling of pipe contents in letters.
SECTION 15200 34
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
Identification shall be provided at branch connections, inlets and outlets of equipment, every 20 feet of
straight run, upstream of valves, and within 4 feet of entrance to or exit from wall curtains, or other
similar type barrier. Plastic wrap around labels may be used in lieu of painting.
3.9 FIELD QUALITY CONTROL
3.9.1 Buried Piping
After the pipe is laid, the joints completed and the trench partially backfilled leaving the joints exposed
for examination, the newly laid piping or any valved section of piping shall, unless otherwise specified,
be subjected for 2 hours to a hydrostatic test pressure of 150 psig as listed in the Pipe Schedule in the
contract drawings. Each valve shall be opened and closed several times during the test. Exposed pipe,
joints, fittings, and valves shall be carefully examined during the partially open trench test. Joints
showing visible leakage shall be replaced as necessary. Defective pipe, joints, fittings, and valves
found during the pressure test shall be removed and replaced with new material, and the test repeated
until the test results are satisfactory. The requirement for the joints to remain exposed for the
hydrostatic tests may be waived by the Engineer when one or more of the following conditions are
encountered: (1) wet or unstable soil conditions in the trench; (2) compliance would require
maintaining barricades and walkways around and across an open trench in a heavily used area that
would require continuous surveillance to assure safe conditions; or (3) maintaining the trench in an
open condition would delay completion of the Contract. The Contractor may request a waiver, setting
forth in writing the reasons for the request and stating the alternative procedure proposed to comply
with the hydrostatic tests. Backfill placed prior to the tests shall be placed in accordance with the
requirements of Section 02316 Excavation, Trenching, and Backfilling for Utilities Systems.
3.9.2 Pressure Testing of Lines
Force mains shall be tested at 80 psi (Lines 1, 16, 17, 27, 33, 34, and 37). All other pressure lines will
be tested to a maximum of 15 psi. Gravity lines will be air tested per GSWSA specifications.
3.9.3 Exposed Piping
Hydrostatic testing shall be conducted in accordance with ASME B31.3. Piping systems shall be tested
under normal service conditions (as indicated in the Pipe Schedule in the contract drawings) to
demonstrate compliance. The test pressure shall not be less than 1.5 times the design pressure. Water
shall be used as the hydrostatic test fluid. The Contractor shall provide clean test water of such quality
to prevent corrosion of the piping system materials. Air release vents shall be opened at all high points
of the piping system in order to purge air pockets while the piping system is filling.
3.9.4 Pipe Leakage Tests
Hydrostatic pressure and leakage testing for water mains and water service lines shall conform to
ANSI/AWWA C600-10 or latest revision for ductile iron water main and ANSI/AWWA C605-13 or latest
revision for polyvinyl chloride pipe. Leakage test may be performed at the same time and at the same
test pressure as the pressure test. Pressure testing shall be performed on all pipe, valves, hydrants,
and fittings. The test shall be conducted on line segments from shut valve to shut valve in segments
not exceeding 2,000 linear feet unless approved by the Engineer. The Contractor shall provide a
suitable pump for applying pressure and an accurate gauge for measuring the pressure and an
Engineer approved method of determining volume of water used. All newly laid pipe and any isolated
sections thereof shall be subject to a hydrostatic pressure of at least 1.5 times the working pressure at
the point of testing or 150 psi (whichever is greater). At the same time the test pressure shall not be
less than 1.25 times the working pressure at the highest point along the test section. The hydrostatic
test shall be of at least two-hour duration. Removal of air shall be performed to the satisfaction of the
SECTION 15200 35
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
Engineer through use of the air release valve assemblies (automatic and manual) and the fire hydrants.
Prior to the pressure test, fill that portion of the pipeline being tested with water for a soaking period of
not less than 24 hours. If determined necessary by the Engineer, the Contractor shall install additional
air taps to be abandoned after all air removal at no additional cost to the Owner.
Refer to appropriate standard for methods of calculating the allowable leakage.
3.9.5 Valve Testing
Valves may either be tested while testing pipelines, or as a separate step. It shall be demonstrated that
valves open and close smoothly with operating pressure on one side and atmospheric pressure on the
other, and in both directions for two-way valve applications. The Contractor shall count and record the
number of turns required to open and close each valve, and account for any discrepancies with
manufacturer's data. Air and vacuum relief valves shall be examined as the associated pipe is being
filled to verify venting and seating is fully functional. The Contractor shall set, verify, and record set
pressures for all relief and regulating valves. Self-contained automatic valves shall be tested at both
maximum and minimum operating ranges, and reset upon completion of test to the design value.
Automatic valves that are not self-contained shall be tested in conjunction with control system testing.
3.10 FINAL CLEANING
3.10.1 Interim Cleaning
The Contractor shall prevent the accumulation of weld rod, weld spatter, pipe cuttings and filings,
gravel, cleaning rags, and other foreign material within piping sections during fabrication. The piping
shall be examined to assure removal of these and other foreign objects prior to assembly and
installation.
3.10.2 Flushing
Following assembly and testing, and prior to final acceptance, piping systems shall be flushed with
water to remove accumulated construction debris and other foreign matter. The piping shall be flushed
until all foreign matter is removed from the pipeline. The Contractor shall provide all hoses, temporary
pipes, ditches, and other items as required to properly dispose of flushing water without damage to
adjacent properties. The minimum flushing velocity shall be 2.5 fps. For large diameter pipe where it
is impractical to flush the pipe at the minimum flushing velocity, the pipeline shall be cleaned in-place
from the inside by brushing and sweeping, then flushing the pipeline at a lower velocity. Cone
strainers shall be installed in the flushing connections of attached equipment and left in place until
cleaning is completed. Accumulated debris shall be removed through drains, or by removing spools or
valves.
3.10.3 Disinfection
Disinfect in accordance with Section 02000.
3.11 WASTEWATER DISPOSAL
The water used for testing, cleaning, flushing and/or disinfection shall be disposed of in accordance
with all applicable regulations. Disposal is solely the responsibility of the Contractor. The method
proposed for disposal of waste water shall be provided to, and approved by, the Engineer prior to
performing any testing, cleaning, flushing and disinfection activities.
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
3.12 SCHEDULES
The Contractor shall comply with the following schedules found in the contract drawings: Pipe Schedule
and Valve Schedule.
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South Regional WWTP Leachate Pump Station
MBD Project No. 317025
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