Technical Specifications

TANEY COUNTY REGIONAL
SEWER DISTRICT

TECHNICAL SPECIFICATIONS
 NOTE REGARDING THE USE OF THESE
TECHNICAL SPECIFICATIONS:

The Taney County Regional Sewer District's technical specifications are approved by the
Missouri Department of Natural Resources (SWROENG-0001) for typical sewer extensions to
the Taney County Regional Sewer District's collection systems. However, the specifications are
general in nature and may not be applicable to every project. It is the responsibility of the
design engineer to review these specifications and make any modifications necessary for
compliance with each individual project. The design engineer shall be wholly responsible for the
use of these specifications. The specifications and any modifications shall be signed and
sealed by the design engineer and sent to the Taney County Regional Sewer District for review.
Taney County Regional Sewer District

TECHNICAL SPECIFICATIONS

TABLE OF CONTENTS

Description Page No.

DIVISION 2 • SITEWORK
01340 Compliance Submittals 1-7

DIVISION 2 • SITEWORK
02115 Dust And Erosion Control 1-3
02300 Earthwork 1 - 11
02530 Sanitary Sewerage 1 - 17
02532 - Sanitary Sewage Lift Stations 1-1
02537 - Installation of Trace Wire 1-4
02540 - Low Pressure Sewer Systems 1 - 10
02550 Grinder Pumps 1- 1
02920 Lawns and Grasses 1- 9

DIVISION 3 • CONCRETE
03300 Cast-in-Place Concrete 1 - 17

DIVISION 7 • THERMAL AND MOiSTURE PROTECTION
07160 Bituminous Dampproofing 1-3
07900 Joint Sealers 1-5

APPENDIX A
- Standard Details 1 - 17

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SECTION 01340

COMPLIANCE SUBMITIALS

PART 1 - GENERAL

1.01 GENERAL

A. This section specifies procedurai requirements for non-administrative compliance submittals
including shop drawings, product data, samples, miscellaneous, and closeout submittais.

B. Compliance submittals are required to amplify, expand, and coordinate the information contained
in the Contract Documents.

C. Compliance Submittals are necessary:
1. For the Engineer to determine that the equipment and materials conform with the design
concept and comply with the intent of the Contract Documents.
2. For the proper erection, installation, operation and maintenance of the equipment and
materials which the Engineer will review for general content but not for substance.
3. For the Engineer to determine what supports, anchorages, structural details, connections,
and services are required for the equipment and materials, and the effects on contiguous or
related structures, equipment, and materials.

1.02 SECTION INCLUDES

A. Shop Drawings.

B. Product Data.

C. Samples.

D. Miscellaneous Submittals.

E. Closeout Submittals.

F. Submittal Procedures.

G. Re-Submittal Procedures.

H. Engineer's Responsibilities.

I. Distribution of Submittals after Review.

PART 2 - PRODUCTS (NOT APPLICABLE)

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PART 3 - EXECUTION

3.01 SHOP DRAWINGS

A. Shop drawings are technical drawings and data that have been specially prepared for the Project.

B. A qualified detailer must prepare shop drawings.

C. Shop drawings may include but are not limited to the following items:
1. Fabrication and installation drawings showing foundation details, anchor bolt sizes and
locations, base plate sizes, location of Owner's connections and all clearances required for
erection, operation, and disassembly for maintenance.
2. Setting diagrams.
3. Shopwork manufacturing instructions.
4. Templates.
5. Patterns.
6. Coordination drawings (for use on-site).
7. Design mix formulas.
8. Contractor's engineering computations.
9. Electrical routing drawings, internal wiring diagrams, one-line diagrams, etc.

D. Identify details by reference to sheet and detail numbers shown on Contract Drawings.

E. Standard information prepared without specific reference to the Project is not considered to be
shop drawings.

3.02 PRODUCT DATA

A. Product data includes standard printed information on manufactured products that is not original
to the Project.

B. Product data may include but are not limited to the following items:
1. Manufacturer's production specifications and installation instructions.
2. Standard schematic drawings.
3. Standard diagrams and illustrations.
4. Standard schedules.
5. Standard wiring diagrams.
6. Catalog sheets and brochures.
7. Printed performance curves and charts.
8. Roughing-in diagram and templates.
9. Standard color charts.
10. Operational range diagrams.
11. Mill reports.
12. Standard product operating and maintenance manuals.
13. Other standard descriptive data.

C. Modify drawings to delete information that is not applicable to the Project.

D. Supplement standard information to provide additionai information that is applicable to the
Project.

E. Clearly mark each copy to identify pertinent materials, products, or models.

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F. Show dimensions and clearances required.

G. Show performance characteristics and capacities.

H. Show wiring diagrams and controls.

3.03 SAMPLES

A. Samples are physical examples to illustrate materiais, equipment or workmanship, and to
establish standards by which completed work is judged.

B. Samples may include but are not limited to the following items:
1. Partial sections of manufacture's or fabricated work.
2. Small cuts or containers of materials.
3. Complete units of repetitively used materials.
4. Swatches showing color, texture, and pattern.
5. Color range sets.
6. Units of work to be used for independent inspection and testing.

C. Sampies shall be submitted of sufficient size and quantity to clearly illustrate the functional
characteristics of product or material with integrally related parts and attachment devices.

D. Field samples and mock-ups shall be erected at the Project site at a location acceptable to
Engineer.

E. Construct each field sample or mock-up complete, including work of all trades required in finished
work.

F. After review, samples may be used in construction of the Project.

3.04 MISCELLANEOUS SUBMITTALS

A. Miscellaneous submittals are work-related, non-administrative submittals that do not fit in the
three previous categories.

B. Miscellaneous submittals may include but are not limited to the following:
1. Specially prepared and standard printed warranties.
2. Maintenance agreements.
3. Workmanship bonds.
4. Survey data and reports.
5. Project photographs.
6. Testing and certification reports.
7. Field measurement data.
8. Keys and other security protection devices.

C. Contractor shall provide property surveys, field measurements, quantitative records of actual
work, damage surveys, and similar data as required by the individual sections of these
specifications.

D. Where submittal of a copy of standards is indicated and except where copies of standards are
specified as an integral part of a "Product Data" submittal, submit a single copy of standards for
the Engineer's use. Where workmanship, whether at the project site or elsewhere, is governed
by a standard, furnish additional copies of the standard to fabricators, installers, and others
involved in the performance of the work.

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3.05 CLOSEOUT SUBMITTALS

A. Refer to individual sections ot these specifications for specific submittal requirements of project
closeout information, materials, spare parts, extra and overrun stock. tools, maintenance devices,
keys, and similar items. In addition to submittals required in individual specification sections, the
following submittals are required:
1. Record Documents: Furnish a set of original documents as maintained on the project site.
Also provide 2 photographic copies of marked-up drawings.
2. Following completion of the Work and prior to final payment, Contractor shall furnish those
drawings necessary to indicate "as constructed" conditions, including field modifications, in
the number of copies specified and furnish additional copies for insertion in equiprnent
instruction books as required. All such copes shall be clearly marked "AS CONSTRUCTED."
Contractor shall provide two photographic copies of each "AS CONSTRUCTED" submittal
for use by the Owner.
3. Operating and Maintenance Manuals: Furnish 3 bound copies of operating data and
maintenance manuals.

3.06 SUBMITTAL REQUIREMENTS

A. Contractor shall prepare for Engineer's concurrence a schedule for submission of all compliance
submittals specified or necessary for Engineer's approval of the use of equipment and materials
proposed for incorporation in the Work or needed for proper installation, operation, or
maintenance.

B. Contractor's submittal schedule shall accompany the procurement schedule and work progress
schedule submitted to the Engineer.

C. Schedule all submissions to permit review, fabrication, and delivery in time to cause no delay in
the Work of Contractor or his Subcontractors or any other applicable contractors.

D. Contractor shall consult the requirements of the Contract Documents in establishing his schedule
for submittals.

E. The Contractor's submittal schedule shall indicate the anticipated dates of original submission for
each item and Engineer's acceptance thereof, and shall be based upon at least one re-
submission of each item.

F. All submittals required prior to fabrication or manufacture shall be scheduled for submission
sufficiently in advance of the installation dates for the corresponding items of materials or
equipment. Submittals pertaining to storage, installation, and operation at the site shall be
scheduled for Engineer's acceptance prior to delivery of the equipment or materials.

G. The Contractor shall submit all submittals of equipment and materials furnished by
Subcontractors, manufacturers, and suppliers to the Engineer.

H. Submit number of copies of submittals that the Contractor requires for distribution plus three
copies that will be retained by the Engineer.

I. Submit number of Samples specified in each of the specification sections.

J. Sequentially number transmittal forms.

K. Deliver submittals to the Engineer at their business address.

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L. Accompany submittals with a transmittal letter, in duplicate, containing the following:
1. Date.
2. Project title and number.
3. Contractor's name and address.
4. The number of each Shop Drawing, Product Data, Sample, and Miscellaneous Submittal
submitted.
5. Specification section number and article number.
6. Notification of deviations from Contract Documents.
7. Other pertinent data.

Unidentifiable submittals will be returned for proper identification.

M. Submittals shall include:
1. Transmittalletter.
2. Date and revision dates.
3. Project title and number.
4. The names of:
a. Owner.
b. Engineer.
c. Contractor.
d. Subcontractor.
e. Supplier.
f. Manufacturer.
g. Separate detailer when pertinent.
5. Identification of product or material.
6. Relation to adjacent structure or materials.
7. Field dimensions, clearly identified.
8. Specification section number and article number.
g. Applicable standards, such as ASTM number or Federal Specification.
10. A blank space, 3 inches high by 5 inches wide, for the Engineer's stamp.
11. Identification of deviations from Contract Documents.
12. Contractor's stamp, initialed or signed, certifying review of submittal, verification of field
measurements, and compliance with Contract Documents.
13. Contractor's stamp of approval shall constitute a representation to the Owner and the
Engineer that the Contractor has either determined and verified all quantities, dimensions,
field construction criteria, materials, catalog numbers, and similar data or he assumes full
responsibility for doing so, and that he has coordinated each submittal with the requirements
of the Work and the Contract Documents.

N. Data submitted shall be complete with respect to dimensions, design criteria, materials of
construction, and the like to enable the Engineer to review the information effectively. Where
standard drawings are furnished that cover a number of variations of the general class of
equipment, each such drawing shall be individually annotated to describe exactly which parts of
the drawing apply to the equipment being furnished. Such annotations shall also include proper
identification of the submittal permanently attached to the drawing. Reproduction or copies of
Contract Drawings or portions thereof will not be accepted as complete fabrication or erection
drawings, but will be acceptable when used by Contractor as a drawing upon which to indicate
information on erection or to identify detail drawings.

O. Equipment operation and maintenance manuals shall be prepared by the manufacturer with
loose-leaf pages mounted in durable covers and shall include the following:
1. Index and tabs.
2. Instructions for installation, start-up, operation, inspection, maintenance, parts lists, and
recommended spare parts, and data sheets showing model numbers.

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3. Applicable drawings.
4. Address, telephone number, and fax number of nearest manufacturer-authorized service
facility.
5. All additional data specified.

P. If errors are discovered during manufacture or fabrication, the submittal shall be corrected and re-
submitted for review.

Q. No Work requiring a Compliance Submittal shall be commenced or shipped until the submittal
has been stamped "Approved" or "Approved as Noted" by Engineer. The Contractor shall keep a
copy of each compliance submittal in good order at the site.

3.07 RE-SUBMITTAL REQUIREMENTS

A. Submittals shali be resubmitted the number of times required for Engineer's approval. Any need
for re-submittals in excess of the number set forth in the acceptable schedule, or any other delay
in obtaining acceptance of submittals, will not be grounds for extension of the Contract Time,
provided that the Engineer completes his reviews within the times specified in the 'Engineer's
Responsibilities' described below.

B. Submit number of copies of re-submittals that the Contractor requires for distribution plus three
copies that wili be retained by the Engineer.

C. Re-submittals will include the original submittal number and a sequential alphabetic suffix.

D. Revise initial drawings as required and re-submit as specified for initial submittal.

E. Indicate on drawings any changes that have been made other than those requested by the
Engineer.

F. Submit new product data and samples as required for the initial submittal.

3.08 ENGINEER'S RESPONSIBILITIES

A. Engineer will review and return submittals to Contractor with appropriate annotations. The
Engineer is allowed 15 days for review of each submittal, excluding delivery time to and from the
Contractor.

B. Engineer will review instruction books and similar submittals for general content but not for
substance. The approval for use of a separate item as such will not indicate approval for use of
the assembly in which the item functions.

C. Review for:
1. Design concept of project.
2. Information given in Contract Documents.

D. Review of separate item does not constitute review of an assembly in which the item functions.

E. Samples will be reviewed only for aesthetic, color, or finish selection.

F. Engineer's review action stamp, appropriately completed, will appear on all Compliance
Submittals of Contractor when returned by the Engineer.

G. Return submittals to Contractor for distribution.

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H. Prints of accepted drawings transmitted for final distribution will not be further reviewed and are
not to be revised.

I. Engineer's acceptance of compiiance submittals will not relieve the Contractor from his
responsibility for any deviations from the requirements ot the Contract Documents unless the
Contractor has in writing called the Engineer's attention to such deviation at the time of
submission and the Engineer has given written approval to the specific deviation, nor shall any
acceptance by the Engineer reiieve the Contractor from responsibility for errors or omissions in
compliance submittals.

J. Compiiance submittals not requested will not be recognized or processed by the Engineer.

3.09 DISTRIBUTION OF SUBMITTALS AFTER REVIEW

A. Contractor shall distribute copies of compiiance submittals that carry the Engineer's stamp to:
1. Contractor's file.
2. Job-site fiie.
3. Record documents fiie.
4. Subcontractors.
5. Suppiier.
6. Fabricator.
7. Installer.
8. Governing Authorities.
9. Others as necessary for the proper performance of the Work.

B. Contractor shall distribute samples as directed.

C. Contractor shall instruct parties to promptly report any inability to comply with requirements.

D. Contractor shall record distribution on transmittal forms.

END OF SECTION

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SECTION 02115

DUST AND EROSION CONTROL

PART 1 • GENERAL

1.01 SUMMARY

A. This item shall consist of temporary control measures during the life of the construction contract
to control air pollution, soil erosion, and siltation through the use of berms, dikes, dams, sediment
basins, fiber mats, gravel mulches, grasses, slope drains, and other erosion control devices or
methods.

B. The Contractor is responsible for controlling erosion and discharge of sediment from the site at all
times during construction. The Contractor shall provide necessary measures during all phases of
hislher operations regardless of whether they are specifically noted on the Drawings and shall
maintain and replace controls as necessary during the course of his/her operations.

C. The temporary erosion control measures contained herein shall be coordinated With the
permanent erosion control measures specified as part of this contract to the extent practical to
assure economical, effective, and continuous erosion control throughout the construction period.

D. Temporary control may include work outside the construction limits such as borrow pit operations,
equipment and material storage sites, waste areas, and temporary plant sites.

E. The Contractor shall clean streets both interior and adjacent to the site as needed after each
rainfall, and at the end of construction.

F. The Contractor is responsible for cleaning silt from storm drains prior to approval of construction.

PART 2 • PRODUCTS

2.01 MATERIALS

A. All materials shall meet commercial grade standards and shall be approved by the Engineer
before being incorporated into the project.

B. Grass. Grass which will not compete with the grasses sown later for permanent cover shall be a
quick-growing species (such as ryegrass, Italian ryegrass, or cereal grasses) suitable to the area
providing a temporary cover.

C. Mulches. Mulches may be hay, straw fiber mats, netting, bark, wood chips, or other SUitable
material reasonably clean and free of noxious weeds and dele!erious materials.

D. Fertilizer. Fertilizer shall be a standard commercial grade and shall conform to all Federal and
state regulations and to the standards of the Association of Official Agricultural Chemists.

E. Slope Drains. Slope drains may be constructed of pipe, fiber mats, rubble, portland cement
concrete, bituminous concrete, or other materials that will adequately control erosion.

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PART 3 - EXECUTION

3.01 GENERAL

A. In the event of a conflict between these requirements and poilution control laws. rules, or
regulations of other Federal, state, or local agencies, the more restrictive laws, rules, or
regulations shail apply.

B. The Contractor shail be responsible for assuring compliance to the extent that construction
practices, construction operations, and construction work are involved.

3.02 SCHEDULE

A. Prior to the start of construction, the Contractor shail submit schedules for accomplishment of
temporary and permanent erosion control work, as are applicable for clearing and grubbing;
construction; paving; and structures at watercourses. The Contractor shail also submit a
proposed method of erosion and dust control on haul roads and borrow pits and a plan for
disposal of waste materials. Work shail not be started until the erosion control schedules and
methods of operation for the applicable construction have been accepted by the Engineer.

B. Temporary construction entrance(s) and silt fences, straw bale dikes, or other initial sediment
controls shown on the Drawings must be installed prior to any other work.

C. Sediment basins must be installed within 10 calendar days after construction begins or as soon
as 2 or more acres are disturbed, whichever comes first.

3.03 METHODS

A. Several methods of controlling dust and other poilutants include, but are not limited to, the
following:
1. Exposing the minimum area of erodible earth.
2. Applying temporary mulch with or without seeding.
3. Using water sprinkler trucks.
4. Using covered haul trucks.
5. Using dust palliatives or penetration asphalt on haul roads.
6. Using plastic sheet coverings.
7. Using gravel.

3.04 AUTHORITY OF ENGINEER

A. The Engineer has the authority to limit the surface area of erodible earth materiai exposed by
clearing and grUbbing, to limit the surface area of erodible earth material exposed by excavation,
borrow and fill operations, and to direct the Contractor to provide immediate permanent or
temporary erosion control measures to minimize loss of soil due to erosion and contamination of
adjacent streams or other watercourses, lakes, ponds, or other areas of water empouridment.

3.05 CONSTRUCTION DETAILS

A. Prior to clearing and grubbing operations for the project, Contractor shail identify all areas where
the potential for loss of soil'due to erosion exists, and shailline the construction side of the creek
within these areas with straw bales to minimize eroded materials from entering the creek. These
shall be maintained throughout the construction period and removed when the permanent ground
covering is established. The Contractor will be required to incorporate all permanent erosion
control features into the project at the earliest practical time as outlined in the accepted schedule.

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Except where future construction operations will damage slopes, the Contractor shall perform the
permanent seeding and mulching and other specified slope protection work in stages, as soon as
substantial areas of exposed slopes can be made available. Temporary erosion and pollution
control measures will be used to correct conditions that develop during construction that were not
foreseen during the design stage; that are needed prior to installation of permanent control
features; or that are needed temporarily to control erosion that develops during normal
construction practices, but are not associated with permanent control features on the project.

B. When erosion is likely to be a problem, clearing and grubbing operations shouid be schedUled
and performed so that grading operations and permanent erosion control features can follow
immediateiy thereafter if the project conditions permit; otherwise, temporary erosion control
measures may be required between successive construction stages.

C. The Engineer will limit the area of clearing and grubbing, excavation, borrow, and embankment
operations in progress, commensurate with the Contractor's capability and progress in keeping
the finish grading, mulching, seeding, and other such permanent control measures current in
accordance with the accepted schedule. Should seasonal limitations make such coordination
unrealistic, temporary erosion control measures shall be taken immediately to the extent feasible
and justified.

D. In the event that temporary erosion and pollution control measures are required due to the
Contractor's negligence, carelessness, or failure to install permanent controls as part of the work
as scheduled or are ordered by the Engineer, such work shall be performed by the Contractor at
his/her own expense.

E. The Engineer may increase or decrease the area of erodible earth material to be exposed at one
time as determined by analysis of project conditions.

END OF SECTION

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SECTION 02300

EARTHWORK

PART 1 . GENERAL

1.01 SUMMARY

A. This Section includes the following:
1. Preparing subgrades for siabs-on-grade, walks, pavements, lawns, and plantings.
2. Excavating and backfiiling for buildings and structures.
3. Drainage course for slabs-an-grade.
4. Subbase course for concrete walks and pavements.
5. Base course for asphalt paving.
6. SUbsurface drainage backfill for walls and trenches.
7. Excavating and backfilling trenches within building lines.
B. Excavating and backfilling trenches for buried mechanical and electrical utilities and pits for
buried utility structures.

1.02 DEFINITIONS

A. Backfill: Soil materiais used to fill an excavation.
1. Initial Backfill: Backfill placed beside and over pipe in a trench, including haunches to support
sides of pipe.
2. Final Backfill: Backfill placed over initial backfill to fill a trench.

B. Base Course: Layer placed between the subbase course and asphalt paving.

C. Bedding Course: Layer placed over the excavated subgrade in a trench before laying pipe.

D. Borrow: Satisfactory soil imported from off-site for use as fill or backfill.

E. Drainage Course: Layer supporting slab-on-grade used to minimize capillary flow of pore water.

F. Excavation: Removal of material encountered above subgrade elevations.
1. Unauthorized Excavation: Excavation below subgrade eievations or beyond indicated
dimensions without direction by Engineer. Unauthorized excavation, as well as remedial
work directed by Engineer, shall be without additional compensation.

G. Fili: Soil materials used to raise existing grades.

H. Structures: BUildings, footings, foundations, retaining walls, siabs, tanks, curbs, mechanical and
electrical appurtenances, or other man-made stationary features constructed above or below the
ground surface.

I. Subbase Course: Layer placed between the subgrade and base course for asphalt paving, or
layer placed between the subgrade and a concrete pavement or walk. .

J. SUbgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or
backfill immediately below subbase, drainage fill, or topsoil materials.

K. Utilities include on-site underground pipes, conduits, ducts, and cables.

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1.03 SUBMITTALS

A. Product Data: For the following:
1. Each type of plastic warning tape.
2. Drainage fabric.
3. Separation fabric.

B. Sampies: FDr the foliDwing:
1. 30-lb samples, sealed in airtight containers, of each proposed soil material from on-site or
borrow sources.
2. 12-by-12-inch sample of drainage fabric.
3. 12-by-12-inch sample Df separation fabric.

C. Material Test Reports: From a qualified testing agency indicating and interpreting test results for
compliance of the foliDwing with requirements indicated:
1. Classification accDrding to ASTM D 2487 of each Dn-site or borrow soil material proposed for
fill and backfill.
2. LabDratory compaction curve according to ASTM D 698 for each on-site or borrow soil
material prDposed for fill and backfill.

1.04 QUALITY ASSURANCE

A. Geotechnical Testing Agency Qualifications: An independent testing agency qualified according to
ASTM E 329 to conduct soil materials and rock-definition testing, as documented according to
ASTM D 3740 and ASTM E 548.

1.05 PROJECT CONDITIONS

A. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless
permitted in writing by Engineer and then only after arranging to provide tempDrary utility services
according to requirements indicated:
1. Notify Engineer not less than two days in advance of proposed utility interruptions.
2. Do not proceed with utility interruptions without Engineer's written permission.
3. Contact utility-locator service for area where Project is located before excavating.

B. Demolish and cDmpletely remove from site existing underground utilities indicated to be removed.
Coordinate with utility companies to shut off services if lines are active.

PART 2 • PRODUCTS

2.01 SOIL MATERIALS

A. Generai: Provide bDrrow soil materials when sufficient satisfactory soil materials are not available
from excavations.

B. Satisfactory SDils: ASTM D 2487 soil classification grDups GW, GP, GM, SW, SP, and SM, or a
combination of these group symbols; free of rock or gravel larger than 3 inches in any dimension,
debris, waste, frozen materials, vegetation, and other deleterious matter.

C. Unsatisfactory Soils: ASTM D 2487 soil classification groups GC, SC, ML, MH, CL, CH, OL, OH,
and PT, or a cDmbination of these group symbols.
1. Unsatisfactory soils also Include satisfactory soils not maintained within 2 percent of optimum
moisture content at time of compaction.

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D. Backfill and Fill: Satisfactory soil materials.

E. Subbase: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and
naturai or crushed sand; ASTM 02940; with at least 90 percent passing a 1-1/2- inch sieve and
not more than 12 percent passing a No. 200 sieve.

F. Base: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and
natural or crushed sand; ASTM 0 2940; with at least 95 percent passing a 1-1/2-inch sieve and
not more than 8 percent passing a No. 200 sieve.

G. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone,
and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch sieve
and not more than 12 percent passing a No. 200 sieve.

H. Bedding: Embedment for ordinary trench conditions for eight-inch (8") nominal diameter through
fifteen-inch (15") nominal diameter PVC gravity sewer line is compacted ASTM D2487 Class IB
dense graded, clean, manufactured and processed aggregates described as angUlar crushed
stone, crushed rock, crushed gravel, or crushed stonelsand mixtures containing little or no fines
with gradations selected to minimize migration of adjacent soils with amounts finer than each
square opening laboratory sieve as mass percent of 100 percent passing a 314-inch sieve, 90-1 00
percent passing a 1/2-inch sieve, 0-15 percent passing a NO.4 sieve, and 0-5 percent passing a
NO.8 sieve compacted to 85% or greater standard proctor density and tested to ensure proper
compaction.

Sieve % Passing
100
90
NO.4 0-15
NO.8 0-5

I. Drainage Fill: Washed, narrowly graded mixture of crushed stone, or crushed or uncrushed
gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100 percent passing a 1-1/2- inch
sieve and 0 to 5 percent passing a NO.8 sieve.

J. Filler Material: Narrowly graded mixture of natural or crushed gravel, or crushed stone and natural
sand; ASTM D 448; coarse-aggregate grading Size 67; with 100 percent passing a I-inch sieve
and 0 to 5 percent passing a NO.4 sieve.

K. Impervious Fill: Clayey gravel and sand mixture capable of compacting to a dense state.

2.02 ACCESSORIES

A. Detectable Warning Tape: Acid- and alkali-resistant polyethyiene film warning tape manufactured
for marking and identifying underground utilities, minimum 6 inches wide and 4 mils thick,
continuously inscribed with a description of utility, with metallic core encased in a protective jacket
for corrosion protection, detectable by metal detector when tape is buried up to 30 inches deep;
colored as follows:
1. Red: Electric.
2. Yellow: Gas, oil, steam, and dangerous materials.
3. Orange: Telephone and other communications.
4. Blue: Water systems.
5. Green: Sewer systems.

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B. Drainage Fabric: Nonwoven geotextile, specifically manufactured as a drainage geotextile; made
from poiyolefins, poiyesters, or poiyamides; and with the following minimum properties
determined according to ASTM D 4759 and referenced standard test methods:
1. Grab Tensile Strength: 110 ibf; ASTM D 4632.
2. Tear Strength: 40 Ibf; ASTM D 4533.
3. Puncture Resistance: 50 Ibf; ASTM D 4633.
4. Water Flow Rate: 150 gpm per sq. ft.; ASTM D 4491.
5. Apparent Opening Size: No. 50; ASTM D 4751.

C. Separation Fabric: Woven geotextile, specifically manufactured for use as a separation geotextile;
made from polyolefins, polyesters, or polyamides; and with the following minimum properties
determined according to ASTM D 4759 and referenced standard test methods:
1. Grab Tensile Strength: 200 Ibf; ASTM D 4632.
2. Tear Strength: 75 Ibf; ASTM D 4533.
3. Puncture Resistance: 90 Ibf; ASTM D 4633.
4. Water Flow Rate: 4 gpm per sq. ft.; ASTM D 4491.
5. Apparent Opening Size: No. 30; ASTM D 4751.

PART 3 - EXECUTION

3.01 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by
settlement, lateral movement, undermining, washout, and other hazards created by earthwork
operations.

B. Protect subgrades and foundation soils against freezing temperatures or frost. Provide protective
insulating materials as necessary.

C. Provide erosion-control measures to prevent erosion or displacement of soils and discharge of
soil-bearing water runoff or airborne dust to adjacent properties and walkways.

3.02 DEWATERING

A. Prevent surface water and ground water from entering excavations, from ponding on prepared
subgrades, and from flooding Project site and surrounding area.

B. Protect subgrades from softening, undermining, washout, and damage by rain or water
accumulation.
1. Reroute surface water runoff away from excavated areas. Do not allow water to accumulate
in excavations. Do not use excavated trenches as temporary drainage ditches.

2. Install a dewatering system to keep subgrades dry and convey ground water away from
excavations. Maintain until dewatering is no longer required.

3.03 BLASTING

A. The Contractor shall submit a site plan indicating the following:
1. Location and number of magazines.
2. Bunkers, if required.
3. Distance to adjacent bUildings andlor structures.

B. MSDS sheets shall be provided for all materials used on the job site.

02300 - 4 Technical Specifications
Taney County Regional Sewer District

C. No blasting material shall be stored on-site.

D. The equipment, processes and operations involving the manufacture, possession, storage, sale,
transportation, maintenance and use of explosive materials shall comply with the requirements of
Chapter 23 and the provisions of this chapter, NfiPA 495, ATF publication 5400.7 (6/90) and DOT
49 CFR listed in Chapter 44.

E. Scope: The equipment, processes and operations invoiving the manufacture, possession,
storage, sale, transportation, maintenance and use of explosive materiais shall comply with the
requirements of Chapter 23 and the provisions of this chapter, NfiPA 495, ATF publication 5400.7
(6190) and DOT 49 CFR listed in Chapter 44.

G. The Contractor shall meel the requirements as set out in NfiPA 495, sections 2-4.1 and 2-4.2.

H. A contractor who has successfully completed a blasters certification course by ISEE (International
Society of Explosive Engineers), MPLA (Missouri Limestone Producers Association) or another
recognized testing agency and has kept the certification current will be considered as having
fulfiiled the requirements of NfiPA 495 section 2-4.2.

I. Required Insurance Coverage: The blasting contractor or operator of a facility engaged in
blasting shail provide proof of insurance for blasting liability in the amount of no less than
$1,000,000 per incident and $2,000,000 per project on an occurrence basis.

. J. Time: Blasting shail be conducted only between the hours of 8:00 a.m. and 5:00 p.m. Monday
through Friday, unless otherwise approved by the Owner.

K. Signage: For electricaily initiated blasts or blasts which may be affected by two-way radios or
ceilular phones, proper signage shail be set on ail streets, roads or highways within one thousand
(1000) feet of the blast area, unless otherwise approved by the Engineer, declaring "BLAST
AREA TURN OFF TWO-WAY RADIOS AND NO CELLULAR PHONE USAGE". For other
blasting proper signage shail be set on all streets, roads or highways within one thousand (1,000)
feet of the blast area, unless otherwise approved by the Engineer, declaring "BLAST AREA."

L. Seismographs:

1. A minimum of one (1) seismograph shail be used on all blasting areas. The Engineer may
require additional seismographs.
2. Seismic reading shail not exceed 1.0 IPS (Inches Per Second) at the closest structure orweil.
3. Sound levels shail not exceed 140 decibels at the seismic area.
4. Weekiy seismic readings and copies of the blasting log shail be provided to the Engineer
unless more frequent readings and logs are requested.

M. Pre-Blast Survey: A pre-blast survey shail be conducted by an independent contractorl
consultant. The documentation of the existing conditions of a structure. The survey is used to
determine whether subsequent blasting caused damage to the structure. Biasters shail be
responsible for conducting pre-blast surveys when blasting within three hundred fifty (350) feet of
any habitable structure, weil, road or highway.

The pre-blast survey for a weil shail document:

1. The casing count of the weil.
2. Total depth of the weil.
3. Static level of the weil.
4. The results of a pump test.

02300 - 5 Technical Specifications
 Taney Coun.ty Regiona/ Sewer District

N. Written Notice: Written notice shall be delivered to all property owners/managers within the pre-
blast survey area and shall contain at a minimum:

1, Blasting contractor's or facility operator's name, address and phone number,
2. Starting and ending dates of blasting.
3. Approximate times of day blasting will occur.
4, Location of blasting and for whom the work is being done.

O. Fly Rock: No fly rock shall leave the immediate blast area. On special occasions it may be
necessary to cover the shot to prevent fly rock from leaving the blast area.

P. Warnings/Blasting:

WARNINGS SHALL BE SOUNDED AS FOLLOWS:

1. The blasting contractor or facility operator shall be responsible for insuring that the blast area
is visually inspected and made clear of people and/or animals before each shot.
2. Three (3) 5 to 10 second soundings from a siren, air horn or other approved warning device,
with a minimum sound level of 140 decibels at one hundred (100) feet shall be sounded.
3. WAIT a full thirty (30) seconds.
4. Sound another 5 to 10 second sounding.
5. Immediately follOWing the two (2) 5 to 10 second soundings give a VOICE COMMAND from
an amplified bullhorn or equal stating 'DETONATION TO FOLLOW."
6. No person shall enter the blast area until such time that the blaster in charge has determined
that no danger exists.
7. An "ALL CLEAR" voice command shall be given after the blast and when the blast area is
safe to enter for ins pection.

Q. ROCK EXCAVATION:

1. The maximum allowable rock size after blasting shall be no larger than 3' x 3' x 3',
2. All blasting is performed at the Contractor's sole risk. The Contractor is solely responsible for
any and all damages caused by blasting to any adjacent structure or any other underground
facilities. If damage does occur to any above or below ground facilities the Contractor is fully
Hable.
3. All excavation is considered unclassified. No payment shall be made for rock encountered.
Presence of rock shall not relieve Contractor of depth requirements.
In high hazard areas, rock shall be removed by jackhammering as necessary. No payment
to be made for removal of rock, including that which cannot be blasted. Contractor shall
make determination of whether or not rock can be blasted, but Contractor shall be fully liable
for any damages.

3.04 EXCAVATION, GENERAL

A. Unclassified Excavation: Excavation to subgrade elevations regardless of the character of surface
and subsurface conditions encountered, inclUding rock, soil materials, and obstructions.

1. If excavated materials intended for fill and backfill include unsatisfactory soil materials and
rock, replace with satisfactory soil materials.

3.05 EXCAVATION FOR STRUCTURES

02300 - 6 Technicai Specifications
 Taney County Regional Sewer District

A. Excavate to indicated eievations and dimensions within a tolerance of plus or minus 1 inch.
Extend excavations a sufficient distance from structures for placing and removing concrete form
work, for installing services and other construction, and for inspections.
1. Excavations for Footings and Foundations: Do not disturb bottom of excavation. Excavate by
hand to final grade just before placing concrete reinforcement. Trim bottoms to required lines
and grades to leave solid base to receive other work.

2. Excavation for Underground Tanks, Basins, and Mechanical or Electrical Utility Structures:
Excavate to elevations and dimensions indicated. Do not disturb bottom of excavations
intended for bearing surface.

3.06 EXCAVATION FOR WALKS AND PAVEMENTS

A. Excavate surfaces under walks and pavements to indicated cross sections, elevations, and
grades.

3.07 EXCAVATION FOR UTILITY TRENCHES

A. Excavate trenches to indicated gradients, lines, depths, and elevations.
1. The Contractor shall not open more trench in advance of pipe laying than Is necessary to
expedite the work. One block or 400 feet (whichever is the shorter) shall be the maximum
length of open trench permitted on any line under construction.

B. Excavate trenches to uniform widths to proVide a working clearance on each side of pipe or
conduit. Excavate trench walls vertically from trench bottom to 12 Inches higher than top of pipe
or conduit, unless otherwise indicated.

C. Trench Bottoms: Excavate trenches 6 inches deeper than bottom of pipe elevation to allow for
bedding course. Hand excavate for bell of pipe.
1. Excavate trenches 6 inches deeper than elevation required in rock or other unyielding bearing
material to allow for bedding course.

D. Only sewer lines shall be placed in the Sewer District's trench. No other utilities will be permitted
inside the trench.

3.08 APPROVAL OF SUBGRADE

A. Notify Engineer when excavations have reached required subgrade.

B. If Engineer determines that unsatisfactory soil is present, continue excavation and replace with
compacted backfill or fill material as directed.
1. Additional excavation and replacement material will be paid for according to Contract
provisions for changes in the Work.

C. Proof roll subgrade with heavy pneumatic-tired equipment to identify soft pockets and areas of
excess yielding. Do not proof roll wet or saturated subgrades.

D. Reconstruct sUbgrades damaged by freezing temperatures, frost, rain, accumulated water, or
construction activities, as directed by Engineer.

3.09 UNAUTHORIZED EXCAVATION

02300 - 7 Technical Specifications
 Taney County Regional Sewer District

A. Fill unauthorized excavation under foundations or wall footings by extending bottom elevation of
concrete foundation or footing to excavation bottom, without altering top elevation. Lean concrete
fill may be used when approved by Engineer.
1. Fill unauthorized excavations under other construction or utility pipe as directed by Engineer.

3.10 STORAGE OF SOIL MATERIALS

A. Stockpile borrow materials and satisfactory excavated soil materials. Stockpile soil materials
without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to prevent
windblown dust.
1. Stockpile so/l materials away from edge of excavations. Do not store wilhln drip line of
remaining trees.

3.11 BACKFILL

A. Place and compact backfill in excavations promptly, but not before completing the following:
1. Construction below finish grade including, where applicable, dampproofing, waterproofing,
and perimeter insulation.
2. Surveying locations of underground utilities for record documents.
3. Inspecting and testing underground utilities.
4. Removing concrete formwork.
5. Removing trash and debris.
6. Removing temporary shoring and bracing, and sheeting.
7. Installing permanent or temporary horizontal bracing on horizontally supported walls.

3.12 UTILITY TRENCH BACKFILL

A. Place and compact bedding course on trench bottoms and where indicated. Shape bedding
course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings,
and bodies of.conduits.

B. Backfill trenches excavated under footings and within 18 inches of bottom of footings; fill with
concrete to elevation of bottom of footings.

C. Place and compact initial backfill of bedding material, to a height of 12 inches over the utility pipe
or conduit.
1. Carefully compact material under pipe haunches and bring backfill evenly up on both sides
and along the full length of utility piping or conduit to avoid damage or displacement of utility
system.

D. Coordinate backfilling with utilities testing.

E. Fill voids with approved backfill materials while shoring and bracing, and as sheeting is removed.

F. For areas not under pavement, place and compact final backfill of satisfactory soil material to final
subgrade.

G. For areas under pavement, place and compact final backfill using bedding material to final
sUbgrade.

H. Install warning tape directly above utilities, 12 inches below finished grade, except 6 inches below
subgrade under pavements and slabs.

3.13 FILL

02300 - 8 Technical Specifications
 Taney County Regional Sewer District

A. Preparation: Remove vegetation, topsoil, debris, unsatistactory soil materials, obstructions, and
deleterious materials from ground surface before placing fills.

B. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so fill
material will bond with existing material.

C. Place and compact fill material in layers to required elevations as follows:
1. Under grass and planted areas, use satisfactory soil material.
2. Under walks and pavements, use satisfactory soil material.
3. Under steps and ramps, use engineered fill.
4. Under building slabs, use engineered fill.
5. Under footings and foundations, use engineered fii!.

3.14 MOISTURE CONTROL

A. Uniformly moisten or aerate subgrade and each' subsequent fill or backfill layer before
compaction to within 2 percent of optimum moisture content.
1. Do not place backfill or fill material on surfaces that are muddy, frozen, or contain frost or ice.
2. Remove and replace, or scarify and air-dry, otherwise satisfactory soil material that exceeds
optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight.

3.15 COMPACTION OF BACKFILLS AND FILLS

A. Place backfill and fill materials in layers not more than 8 inches in loose depth -for material
compacted by heavy compaction equipment, and not more than 4 inches in loose depth for
material compacted by hand-operated tampers.

B. Place backfill and fill materials evenly on all sides -of structures to required elevations, and
uniformly along the full length of each structure.

C. Compact soil to not less than the following percentages of maximum dry unit weight according to
ASTM D 698:
1. Under structures, building slabs, steps, and pavements, scarify and recompact top 12 inches
of existing sUbgrade and each layer of backfill or fill material at 95 percent.

2. Under walkways, scarify and recompact top 6 inches below subgrade and compact each
layer of backfill or fill material at 92 percent.

3. Under lawn or unpaved areas, scarify and recompact top 6 inches below subgrade and
compact each layer of backfill or fill material at 85 percent.

3.16 GRADING

A. General: Uniformly grade areas to a smooth surface, free from irregular surface changes.
Comply with compaction requirements and grade to cross sections, lines, and elevations
indicated.
1. Provide a smooth transition between adjacent existing grades and new grades.
2. Cut out soft spots, fill low spots, and trim high spots to comply with required surface
tolerances.

B. Site Grading: Slope grades to direct water away from buildings and to prevent ponding. Finish
subgrades to required elevations within the following tolerances:
1. Lawn or Unpaved Areas: Pius or minus 1 inch.

02300 - 9 Technical Specifications
 Taney County Regional Sewer District

2. Walks: Plus or minus 1 inch.
3. Pavements: Plus or minus 1i2 inch.

C. Grading inside BUilding Lines: Finish subgrade to a tolerance of 1/2 inch when tested with a 10-
foot straightedge.

3.17 SUBSURFACE DRAINAGE

A. Subsurface Drain: Place a layer of drainage fabric around perimeter of drainage trench as
indicated. Place a 6-inch course of filter material on drainage fabric to support drainage pipe.
Encase drainage pipe in a minimum of 12 inches of filter material and wrap in drainage fabric,
overlapping sides and ends at least 6 inches.
1. Compact each course of filter material to 95 percent of maximum dry unit weight according to
ASTM D 698. .

B. Drainage Backfill: Place and compact filter material over subsurface drain, in width indicated, to
within 12 inches of final subgrade. Overlay drainage backfill with one layer of drainage fabric,
overlapping sides and ends at least 6 inches.
1. Compact each course of filter material to 95 percent of maximum dry density according to
ASTM D698.
2. Place and compact impervious fill material over drainage backfill to final subgrade.

3.18 SUBBASE AND BASE COURSES

A. Under pavements and walks, place subbase course on prepared subgrade and as follows:
1. .Place base course material over subbase.
2. Compact subbase and base courses at optimum moisture content to required grades, lines,
cross sections, and thickness to not less than 95 percent of maximum dry unit weight
according to ASTM D 1557.
3. Shape subbase and base to required crown elevations and cross-slope grades.
4. When thickness of compacted subbase or base course is 6 inches or less, place materials in
a single layer. .
5. When thickness of compacted subbase or base course exceeds 6 inches, place materials in
equal layers, with no layer more than 6 inches thick or less than 3 inches thick when
compacted.

B. Pavement Shoulders: Place shoulders along edges of subbase and base course to prevent
lateral movement. Construct shoulders, at least 12 inches wide, of satisfactory soil materials and
compact simultaneously with each subbase and base layer to not less than 95 percent of
maximum dry unit weight according to ASTM D 1557.

3.19 DRAINAGE COURSE

A. Under slabs-on-grade, place drainage course on prepared subgrade and as follows:
1. Compact drainage course to required cross sections and thickness to not less than 95
percent of maximum dry unit weight according to ASTM 0698.
2. When compacted thickness of drainage course is 6 inches or less, place materials in a single
layer.
3. When compacted thickness of drainage course exceeds 6 inches, place materials in equal
iayers, with no layer more than 6 inches thick or less than 3 inches thick when compacted.

3.20 FIELD QUALITY CONTROL

02300-10 Technical Specifications
 Taney County Regional Sewer District

A. Testing Agency: Owner will engage a qualified independent geotechnical engineering testing
agency to perform field quality-control testing.

B. Aliow testing agency to inspect and test subgrades and each fill or backfili layer. Proceed with
SUbsequent earthwork only after test results for previously completed work comply with
requirements.

C. Footing Subgrade: At footing sUbgrades, at least one test of each soil stratum wili be performed
to verify design bearing capacities. Subsequent verification and approval of other footing
sUbgrades may be based on a visual comparison of subgrade with tested subgrade when
approved by Engineer.

D. Testing agency will test compaction ofsoils In place according to ASTM D 1556, ASTM D 2167,
ASTM D 2922, and ASTM D 2937, as applicable. Tests will be performed at the foliowing
locations and frequencies:
1. Paved and Building Slab Areas: At subgrade and at each compacted fili and backfill layer, at
least one test for every 2000 sq. fl. or less of paved area or building slab, but in no case
fewer than three tests.
2. Foundation Wali Backfill: At each compacted backfili layer, at ieast one test for each 100 feet J
or less of wali length, but no fewer than two tests.
3. Trench Backfill: At each compacted initial and final backtili layer, at least one test for each II
150 feet or less of trench length, but no fewer than two tests.

E. When testing agency reports that subgrades, fills, or backfills have not achieved degree of
compaction specified, scarify and moisten or aerate, or remove and replace soil to depth
required; recompact and retest until specified compaction is obtained.

3.21 PROTECTION

A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep
free of trash and debris. c
B. Repair and reestablish grades to specified tolerances where completed or partialiy completed
surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent s
construction operations or weather conditions. Ie
1. Scarify or remove and replace soil material to depth as directed by Engineer; reshape and
recompacl. Ie
C. Where settling occurs before Project correction period elapses (1 year), remove finished
surfacing, backfili with additional soil material, compact, and reconstruct surfacing.
1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and
eliminate evidence of restoration to the greatest extent possible. o
3.22 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove surplus satisfactory soil and waste material, inclUding unsatisfactory soil,
trash, and debris, and legally dispose of it off Owner's property.

END OF SECTION
ir

02300 - 11 Technical Specifications ifi
 Taney County Regional Sewer District

SECTION 02530

SANITARY SEWERAGE

PART 1 - GENERAL

1.01 DEFINITIONS

A. EPDM: Ethylene-propylene-diene-monomer rubber.

B. NPS: Nominal pipe size.

C. PE: Polyethylene plastic.

D. PVC: Polyvinyl chloride plastic.

1.02 PERFORMANCE REQUIREMENTS

A. Gravity-Flow, Nonpressure-Piping Pressure Ratings: At least equal to system test pressure.

B. Force-Main Pressure Ratings: At least equal to system operating pressure, but not less than
150 psig (1035 kPa).

1.03 SUBMITTALS

A. Product Data: For the following:
1. Valves and c1eanouts.
2. Manhole cover inserts.
3. Pipe and fittings.

B. Shop Drawings: Include plans, elevations, details, and attachments for precast concrete
manholes, including frames and covers.

C. Record Drawings: At Project closeout of installed sanitary sewerage record drawings shall be
submitted to the Sewer District. The record drawings shall accurately record actual locations
of pipe runs, connections, cleanouts, manhole top and invert elevations, air-relief valves and
lift station data. Identify and describe unexpected variations to subsoil conditions and
location of uncharted utilities.

D. Design Mix Reports and Calculations: For each class of cast-In-place concrete.

E. Field Test Reports: Indicate and interpret test results for compliance with performance
requirements.

1.04 DELIVERY, STORAGE, AND HANDLING

A. Preparation for Transport: Prepare valves according to the following:
1. Ensure that valves are dry and Internally protected against rust and corrosion.
2. Protect valves against damage to threaded ends and flange faces.
3. Set valves in best position for handling. Set valves closed to prevent rattling.

B. During Storage: Use precautions for valves according to the following:
1. Do not remove end protectors, unless necessary for inspection; then reinstall for
storage.

02530 - 1 Technical Specifications
 Taney County Regional Sewer District

2. Protect from weather. Store indoors and maintain temperature higher than ambient
dew-point temperature. Support off the ground or pavement in watertight enclosures
when outdoor storage is necessary.

C. Handling: Use sling to handle vaives whose size requires handling by crane or lift. Rig vaives
to avoid damage to exposed valve parts. Do not use handwheels or stems as lifting or
rigging points.

D. Deliver piping with factory-applied end-caps. Maintain end-caps through shipping, storage,
and handling to prevent pipe-end damage and to prevent entrance of dirt, debris, and
moisture.

E. Protect stored piping from moisture and dirt. Elevate above grade. Do not exceed structural
capacity of floor when storing inside.

F. Protect flanges, fittings, and specialties from moisture and dirt.

G. Store piastic piping protected from direct sunlight. Support piping to prevent sagging and
bending.

H. Handle precast concrete manholes and other structures according to manufacturer's written
rigging instructions.

1.05 PROJECT CONDITIONS

A. Site Information: Perform site survey, research pUblic utility records, and verify existing utility
locations.

B. Locate existing structures and piping to be closed and abandoned.

C. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless
permitted under the following conditions and then only after arranging to provide temporary
utility services according to requirements indicated. Notify property owner not less than two
days in advance of proposed utility interruptions.

PART 2 • PRODUCTS

2.01 PIPING MATERIALS

Refer to Part 3 "Piping Applications" Article for applications of pipe and fitting materials.

2.02 PIPES AND FITTINGS

A. Ductile-Iron Pressure Pipe: AWWA C151.
1. Standard-Pattern, Ductile-Iron Fittings: AWWA C11 0, ductile or gray iron, buried or
flooded pipe shall have mechanical joints, interior or exposed pipe shall have flanged
unless otherwise indicated or specified.
2. Gaskets: AWWA C111, Rubber
3. Flanges: Ductile iron, conforming to ANSI B16.1 and shall be drilled ciass 125.
4. Flange Bolts: Bolts shall conform to ASTM A307 Grade B.
5. Flange Gaskets: Shall be 1/8" thick, full-faced synthetic rubber.

B. Ductile-Iron Sewer Pipe: ASTM A 746, for push-on joints.

02530 - 2 Technical Specifications
 Taney County Regional Sewer District

1. Standard-Pattern, Ductile-Iron Fittings: AWWA C110, ductile or gray iron, for push-
on joints.
2. Gaskets: AWWA C111, rubber.

C. PVC Pressure Pipe: AWWA C900, Class 200 or ASTM 2241, 200 psi, SDR 21, for gasketed
joints.
1. Ductile-iron, Compact Fittings: AWWA C153, for push-on joints.
2. Gaskets for Ductile-Iron Fittings: AWWA C111, rubber.

D. PVC Sewer Pipe and Fittings: According to the following:
1. PVC Sewer Pipe and Fittings, NPS 15 and Smaller: ASTM 0 3034, SDR 35,
gasketed joints. Gaskets are to conform to ASTM F 477, elastomeric seals.
2. PVC Sewer Pipe and Fittings, NPS 18 and Larger: ASTM F 679, T-1 wall thickness,
bell and spigot for gasketed joints. Gaskets are to conform to ASTM F 477,
eiastomerlc seals.

2.03 SPECIAL PIPE COUPLINGS AND FITTINGS

A. Sleeve-Type Pipe Couplings: ASTM C 1173, rubber or elastomeric sleeve and band
assembiy fabricated to mate with 00 of pipes to be joined, for nonpressure joints.
1. Sleeve Material for Cast-Iron Soil Pipe: ASTM C 564, rubber.
2. Sleeve Material for Plastic Pipe: ASTM F 477, elastomeric seal.
3. Sleeve Material for Dissimilar Pipe: Compatible with pipe materials being joined.
4. Bands: Stainless steel, at ieast one at each pipe insert.

B. Bushing-Type Pipe Couplings: ASTM C 1173, rubber or elastomeric bushing fabricated to
mate with 00 of smaller pipe and 10 of adjoining larger pipe, for nonpressure joints.
1. Material for Cast-Iron Soil Pipe: ASTM C 564, rubber.
2. Material for Plastic Pipe: ASTM F 477, elastomeric seal.
3. Material for Dissimilar Pipe: Compatible with pipe materials being joined.

C. Pressure-Type Pipe Couplings: AWWA C219, iron-body sleeve assembly matching 00 of
pipes to be joined, with AWWA C111 rubber gaskets, bolts, and nuts. Include PE film, pipe
encasement.

D. Ductile-Iron, Flexible Expansion Joints: Compound fitting with combination of flanged and
mechanicai-joint ends complying with AWWA C110 or AWWA C153. Include two gasketed
ball-joint sections and one or more gasketed sleeve sections, rated for 250-psig minimum
working pressure and for offset and expansion indicated. Include PE film, pipe encasement.

E. Ductile-Iron Deflection Fittings: Compound coupling fitting with ball joint, flexing section,
gaskets, and restrained-joint ends complying with AWWA C110 or AWWA C153. Include
rating for 250-pslg minimum working pressure and for up to 15 degrees deflection. Include
PE film, pipe encasement.

F. Ductile-Iron Expansion Joints: Three-piece assembly of teiescoping sleeve with gaskets and
restrained-type, ductile-iron, bell-and-spigot end sections complying with AWWA C110 or
AWWA C153. Include rating for 250-psig minimum working pressure and for expansion
indicated. Include PE film, pipe encasement.

2.04 VALVES AND ACCESSORIES

A. Nonrising-Stem, Resilient-Seated Gate Valves, 3-lnch NPS and Larger: AWWA C509, gray-
or ductile-iron body and bonnet; with bronze or gray- or ductile-iron gate, resilient seats,

02530 - 3 Technical Specifications
Taney County Regional Sewer District

bronze stem, and stem nut. Include 200-psig minimum working-pressure design, interior
coating according to AWWA C550, and buried valves shali be mechanical-joint with a 2-inch
operating nut, exposed or interior valves shali have flanged ends and have hand wheel
operators. Valves shall open counter clockwise. Valve stems shali use double "0" ring
seals.

B. Check Valves: AWWA C508, with 175-psig working-pressure rating. Include interior coating
according to AWWA C550. Valve hinge pins shali be stainless steel. Valve disc shali be fuli
opening with a composition to metal seat. Valve shall be flanged unless noted otherwise on
the Drawings. Valves shall be equipped with an externai lever that is spring assisted. The
spring tension shali be field adjustable by a hex nut. The lever arm shall be keyed to the
valve hinge shaft.

C. Check Valves - Cushioned: AWWA C508, with 175-psig working-pressure rating, with
addition of exterior cushion chamber. Include interior coating according to AWWA C550.
Swing disc type with stainless steel shaft and flanged body. Flanges shali be ANSI B16.1,
Class 125. Valve disc shali have external lever and adjustable counterweight to initiate
closure. Valves shali have a metal to composition seat.

D. Eccentric Plug Valves:
1. Plug valves shali be quarter-turn non-lubricated eccentric type with resilient faced
plug. Alternate seat and plug materials may be considered provided this
specification is met and, in addition, the manufacturer must prove prior to approval
that the valve meets AWWA C504 "proof of design tests" (10,000 cycles) in both
directions. Flanged valve ends shall be faced and drilled to conform to ANSI 816.1,
Class 150 for diameter and drilling. Mechanical or push-on type rubber-gasketed
joint ends shali conform to AWWA C111. Port areas for valves smaller than 20-inch
shali be at least 80 percent of full pipe area. Port areas for valves 24-inch and larger
shali be at least 70 percent of fuli pipe area.
2. Materials and Construction:
a. Bodies shali be of ASTM A126, Class B cast iron.
b. Valve plug shali be ASTM A126, Class B cast iron or ASTM A536 ductile
iron. Resilient piug facing shali be synthetic rubber, neoprene or Buna N
compound suitable for use with water and wastewater applications.
c. Seats shali be a raised welded overlay of 90% pure nickel, a minimum of
.125" thick and 0.50" wide, conforming to AWWAC504. When the plug is in
the closed position, the resilient plug facing shali contact only nickel.
Sprayed or plated mating seat surfaces are not acceptable for resilient
plugs.
d. Bearings shall be replaceable. Sleeve bearings in the upper and lower
journals shali be permanently lubricated 316 stainless steel per ASTM A743
Grade CF-8M. Nonmetallic journal bearings shali not be acceptable. Thrust
bearings shali be Teflon.
e. Shaft seals shali be self-adjusting chevron-type conforming to AWWA C504.
Valve shall be designed so it can be repacked while the valve is In line and
under pressure without removing the actuator. O-ring seals shall not be
acceptable in valves larger than 3".
f. Ali exposed fastening hardware shali be zinc plated or stainless steel.
Provide stainless steel bolting on burled service valves.
3. Manual Operators:
a. Ali valves shali open counterclockwise.
b. Provide indicators to show position of plug except on buried operators.
c. Actuators: Manual valves shali have lever or worm gear actuators with
handwheels, chainwheels, tee wrenches, extension stems, floorstands, etc.,
as shown on the plans or as called for in the valve schedule. Lever

02530 - 4 Technical Specifications
Taney County Regional Sewer District

actuators shall be furnished for valves 8" or smaller where the maximum
shutoff pressure is 25 psi or less as indicated on the pians or in the valve
schedule. Worm gear actuators shall be furnished for all valves 4" or larger
where the maximum reverse shutoff pressure is greater than 25 psi. Worm
gear actuators shall be sized for 150 psi. All gearing shall be enclosed in a
semi-steel housing and be suitable for running in a lubricant with seals
provided on all shafts to prevent entry of dirt and water into the actuator.
The actuator shaft and the quadrant shall be supported on permanently
lubricated bronze bearings. Actuators shall clearly indicate valve position
and an adjustable stop shall be provided to set closing torque. This
adjustable stop shall be the only adjustment necessary to set the clearance
between the valve plug and the seat while the valve is in line and under
pressure. Handwheel and chainwheel sizes for worm gear actuators shall
be no smaller than 6" in diameter and no larger than twice the diameter of
the actuator's gear sector. All exposed nuts, bolts, and washers shall be
zinc plated. Valves and gear actuators for buried or submerged service
shall have seals on all shafts and gaskets on the valve and actuator covers
to prevent the entry of water. Actuator mounting brackets for buried or
submerged service shall be totally enclosed and shall have gasket seals. All
exposed nuts, bolts, springs, and washers shall be stainless steel.
d. Handwheels shall be located for easy access on exposed valves.
e. Buried valves shall be operated by a 2" AWWA nut with valve box.
4. Testing: Furnish certified copies of results of tests prior to shipment. All valves shall
be subjected to an AWWA C504 procedure leak test at 150 psi against the face of
the plug and a body hydrostatic test at 300 psi. Valves shall be capable of providing
drip-tight shutoff up to the full leak test rating with pressure in either direction.

E. Ball Valves (Polymer Service and Non-Potable Water 2" And Smaller)
1. Ball valves shall be PVC true union with either solvent socket or threaded pipe
connections. Pressure rating shall exceed 230 psi.
2. Seats shall be PTFE with backing rings. Backing rings and seals shall be EPOM.
3. PVC shall meet or exceed cell classification 12454B, ASTM 0-1784.
4. Socket end connections shall conform to ASTM D-2467. Threaded pipe connections
shall conform to ANSI B2.1.
5. Exposed valves shall be operated by a 2" AWWA nut. Vaive shall not be buried.

F. Backwater Valves
1. Gray-Iron Backwater Valves: ASME A112.14.1, gray-iron body and bolted cover, with
bronze seat.
a. Horizontal Type: With swing check valve and hub-and-spigot ends.
b. Combination Horizontal and Manual Gate-Valve Type: With swing check
valve, integral gate valve, and hub-and-spigot ends.
c. Terminal Type: With bronze seat, swing check valve, and hub inlet.
2. PVC Backwater Valves: Similar to ASME A112.14.1, horizontal type; with PVC body,
PVC removable cover, and PVC swing check valve.

G. Air Release Valves:
Air release valves shall be A.R.1. model 0-025 combination air valve for sewage.

H. Appurtenances:
1. Trace Wire: Magnetic detectable conductor (#12 copper). See Section 02537 for
Tracer Wire Specification.

02530 - 5 Technical Specifications
 Taney County Regional Sewer District

2.05 POLYETHYLENE PLASTIC (PE) FILM, PIPE ENCASEMENT

ASTM A 674 or AWWA C105; PE film, tube, or sheet; 8-mil thickness.

2.06 MANHOLES

A. Normal-Traffic Precast Concrete Manholes: ASTM C 478, precast, reinforced concrete, of
depth indicated, with provision for rubber gasketed joints.
1. Diameter: 48 inches minimum, unless otherwise indicated.
2. Ballast: Increase thickness of precast concrete sections or add concrete to base
section, as required to prevent flotation.
3. Base Section: 6-inch minimum thickness for floor slab and 4-inch minimum
thickness for walls and base riser section, and having separate base slab or base
section with integral floor.
4. Riser Sections: 5-inch minimum thickness and lengths to provide depth indicated.
5. Top Section: Eccentric-cone type, unless concentric-cone or flat-slab-top type is
indicated. Top of cone of size that matches grade rings.
6. Gaskets: ASTM C 443 rubber.
7. Grade Rings: Include two or three reinforced-concrete rings, of 6- to 12-inch total
thickness, that match 24-inch diameter frame and cover.
8. Steps: ASTM C478 plastic steps, individual steps. Include width that allows worker
to place both feet on one step and is designed to prevent lateral slippage off step.
Cast or anchor into base, riser, and top section sidewalls with steps at 12- to 16-inch
intervals.
9. Pipe Connectors: ASTM C 923 resilient, of size required, for each pipe connecting to
base section. A-LOK manhole pipe connector or equal.
a. When connecting into an existing manhole, the manhole shall be cored drilled
to allow new pipe to enter. Cutting or chipping the opening is not permitted.
A rubber gasket and non-shrink grout shall be used to provide a tight seal
around pipe.
B. Heavy-Traffic Precast Concrete Manholes: ASTM C 913; designed according to ASTM C 890
for A-16, heavy-traffic, structural loading; of depth, shape, and dimensions indicated, with
provision for rubber gasketed joints.
1. Ballast: Increase thickness of one or more precast concrete sections or add concrete
to structure, as required to prevent flotation.
2. Gaskets: Rubber.
3. Grade Rings: Include two or three reinforced-concrete rings, of 6- to 9-inch total
thickness, that match 24-inch- diameter frame and cover.
4. Steps: ASTM C478 plastic steps, individual steps. Include width that allows worker
to place both feet on one step and is designed to prevent lateral slippage off step.
Cast or anchor into base, riser, and top section sidewalls with steps at 12- to 16-inch
intervals. Omit steps for manholes less than 60 inches deep.
5. Pipe Connectors: ASTM C 923 resilient, of size required, for each pipe connecting to
base section. A-LOK manhole pipe connector or equal.

C. Manhole Frames and Covers: ASTM A48-76, Class 35. Standard manhole frames and
covers shall have a minimum weight of 300 pounds and shall be Neenah R-1780A or Deeter
1315 or equal. Include indented top design with lettering "SANITARY SEWER" cast into
cover.

2.07 CONCRETE

A. General: Cast-in-place concrete according to ACI 318, ACI 350R, and the following:
1. Cement: ASTM C 150, Type II.

02530 - 6 Technical Specifications
 Taney County Regional Sewer District

2. Fine Aggregate: ASTM C 33, sand.
3. Coarse Aggregate: ASTM C 33, crushed gravel.
4. Water: Potable.

B. Portland Cement Design Mix: 4000 psi minimum, with 0.45 maximum water-cementitious
materials ratio.
1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain.
2. Reinforcement Bars: ASTM A 615, Grade 60, deformed steel.

C. Structure Channels and Benches: Factory or field formed from concrete. Portland cement
design mix, 4000 psi minimum, with 0.45 maximum water-cementitious materials ratio.
inciude channels and benches in manholes.
1. Channels: Concrete invert, formed to same width as connected piping, with height of
vertical sides to three-fourths of pipe diameter. Form curved channels with smooth,
uniform radius and slope. Invert Slope is to be 5 percent through manhoie
(minimum).
2. Benches: Concrete, sloped to drain into channel. Slope must be 5 percent
(minimum).

D. Ballast and Pipe Supports: Portland cement design mix, 3000 psi minimum, with 0.58
maximum water-cementitious materials ratio.
1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain.
2. Reinforcement Bars: ASTM A 615, Grade 60, deformed steel.

2.08 PROTECTIVE COATINGS

A. Description: One- or two-coat, coal-tar epoxy; 1/8 inch minimum thickness, unless otherwise
indicated; factory or field applied to the following surfaces (Refer to Section 07160
Bituminous Dampproofing):
1. Concrete Manholes: On exterior surface.

2.09 CLEANOUTS

A. Gray-Iron Cleanouts: ASME A112.36.2M, round, gray-iron housing with clamping device and
round, secured, scoriated, gray-iron cover. Include gray-iron ferrule with inside caik or spigot
connection and countersunk, tapered-thread, brass closure plug. Use units with top-loading
classifications according to the following applications:
1. Light Duty: In earth or grass foot-traffic areas.
2. Medium Duty: In paved foot-traffic areas.
3. Heavy Duly: In vehicle-traffic service areas.
4. Extra-Heavy Duty: In roads.
5. Sewer Pipe Fitting and Riser to Cleanout: ASTM A 74, Service class, cast-iron soil
pipe and fittings.

B. PVC Cleanouts: PVC body with PVC threaded plug. Include PVC sewer pipe fitting and riser
to cleanoul. PVC Cleanout piping shall be Schedule 40.

PART 3 - EXECUTION

3.01 EXAMINATION

A. Verify that trench cut and excavation is ready to receive work and excavations, dimensions,
and elevations are as indicated on Construction Drawings.

02530 - 7 Technical Specifications
 Taney County Regiona/ Sewer District

3.02 EARTHWORK

A. Excavating, trenching, and backfilling are specified in Division 2 Section "Earthwork."

B. Hand trim excavations to required elevations. Correct over excavation with bedding material.

C. Remove large stones or other hard matter that could damage pipe or impede consistent
backfilling or compaction.

3.03 IDENTIFICATION

Materials and their installation are specified in Division 2 Section "Earthwork." Arrange for installing
green warning tapes directly over piping and at outside edges of underground structures.

A. Use warning tape or detectable warning tape over ferrous piping.

B. Use detectable warning tape over nonferrous piping and over edges of underground
structures.

3.04 PIPING APPLICATIONS

A. General: Include watertight joints.

B. Refer to Part 2 of this Section for detailed specifications for pipe and fitting products listed
below. Use pipe, fittings, and joining methods according to applications indicated.

C. Gravity-Flow Piping: As indicated on the Drawings:
1. NPS 4 and NPS 6: PVC sewer pipe and fittings, solvent-cemented joints, or gaskets
and gasketed joints. (4-inch pipe is allowed on gravity service laterals from building
to main line only. All gravity sanitary sewer mains must be a minimum of 6-inch in
diameter.)
2. NPS 8 and NPS 10: PVC sewer pipe and fittings, or gaskets and gasketed joints.
3. NPS 12 and NPS 15: PVC sewer pipe and fittings, or gaskets and gasketed joints.

D. Force-Main Piping: As indicated on the Drawings:
1. NPS 4 to NPS 8: Ductile-iron sewer pipe; standard- or compact-pattern, ductile-iron
fittings; gaskets; and gasketed joints.
2. NPS 4 to NPS 8: PVC pressure pipe, PVC pressure fittings, gaskets, and gasketed
joints.

3.05 SPECIAL PIPE COUPLING AND FITTING APPLICATIONS

A. Special Pipe Couplings: Use where required to join piping and no other appropriate method is
specified. Do not use instead of specified joining methods.
1. Use the following pipe couplings for nonpressure applications:
a. Sleeve type to join piping, of same size, or with small difference in 00.
b. Increaser/reducer-pattern, sleeve type to join piping of different sizes.
c. Bushing type to join piping of different sizes where annular space between
smaller piping's 00 and larger piping's 10 permits installation
2. Use pressure-type pipe couplings for force-main joints. Include PE film, pipe
encasement.

B. Special Pipe Fittings: Use where indicated. Include PE film, pipe encasement.

02530 - 8 Technical Specifications
Taney County Regional Sewer District

3.06 INSTALLATION, GENERAL

A. General Locations and Arrangements: Drawing plans and details Indicate general location
and arrangement ot underground sanitary sewerage piping. Location and arrangement ot
piping layout take design considerations into account. Install piping as indicated.

B. Install piping beginning at low point, true to grades and alignment indicated with unbroken
continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals,
sleeves, and couplings according to manufacturer's written instructions for using lUbricants,
cements, and other installation requirements. Maintain swab or drag in line, and pull past
each joint as it is completed.

C. For gravity sewers, manholes with a minimum diameter of forty-eight inches (48"), shall be
installed at all changes in grade, size, alignment, intersections, and at distances of no greater
than four hundred feet (400'). The use of fittings in the place of manholes is not acceptable.

D. Use proper size increasers, reducers, and couplings where different sizes or materials of
pipes and tittings are connected. Reducing size ot piping In direction of flow is prohibited.

E. Moided Tees shall be used for all "tee" connections for new construction of gravity sewers.
Insterta-Tees® (or approved equal) shall be used on all tap connections to existing gravity
sewer pipe.

F. Install ductile-iron, force-main piping according to AWWA CGOO.

G. Install PVC torce-main piping according to AWWA M23.

H. Location of Sewers with Respect to Water Mains:
1. Horizontal Separation: Whenever possible, any sanitary sewer, slorm sewer, or
manhole shall be laid at least 10 feet, horizontally, from a water main. When local
conditions prevent a lateral separation of 10 feet, the Department of Natural
Resources may allow a sanitary or storm sewer be laid closer than 10 feet to a water
main provided that the sanitary or storm sewer is laid at least 18 inches below the
bottom of the water line. When it is impossible to obtain proper horizontal and
vertical separation as stipulated above, both the water main and sewers must be
constructed of mechanical or slip-on joint ductile iron pipe or prestressed concrete
cylinder pipe and should be pressure tested to assure watertightness before
backfilling. Both of these alternate methods must be specifically approved by the
Department of Natural Resources on a case-by-case basis.
2. Vertical Separation: Whenever sanitary sewers, house sewers, or storm sewers
must cross water mains, the sewer or drain shall be laid at such an elevation that the
bottom of the water main is no closer than 18 inches above the top of the drain or
sewer. This vertical separation shall be maintained for that portion of the sanitary
sewer, house sewer, or storm sewer located within 10 feet, horizontally, of any water
line it crosses. The crossing shall be arranged so that the sewer joints will be equal
distance and as far as possible from the water main joints.
3. Unusual Conditions: Where conditions prevent the minimum vertical separation set
forth above from being maintained, or when it is necessary for the sewer line to pass
over a water main, the sewer line shall be laid with slip-on mechanical joint cast iron
or ductile iron pipe or pre-stressed concrete cylinder pipe, and the sewer line shall
extend on each side of the crossing to a distance from the water main of at least 10
feet. In making such a crossing, a full length of cast iron or ductile iron pipe must be
centered over or under the water main to be crossed so that the joints will be
equidistant from the water main and as remote therefore as possible. The water
main must also be constructed of cast iron or ductile iron pipe with slip-on or

02530 - 9 Technical Specifications
 Taney County Regional Sewer District

G. Install with top surfaces of components, except piping, flush with finished surface.

3.08 REACTION ANCHORAGE AND BLOCKING

A. All unlugged bell and spigot or all-bell tees, Y-branches and bends deflecting 11-1/4 degrees
or more which are installed in piping subjected to internal hydrostatic heads in excess of 15
feet in exposed, or 30 feet in buried, piping shall be provided with suitabie reaction blocking,
struts, anchors, clamps, joint harness, or other adequate means for preventing any
movement of the pipe caused by unbalanced internal liquid pressure.

B. Trench installation: Where in trench, the foregoing designated fittings shall be provided with
concrete thrust blocking between the fitting and solid, undisturbed ground in each case,
except where solid ground blocking support is not available. At the tops of slopes vertical
angle bends shall be anchored by means of steel strap or rod anchors securely embedded in
or attached to a mass of concrete of sufficient weight to resist the hydraulic thrust at the
maximum pressures to which the pipe will be subjected. All concrete blocking and anchors
shall be installed in such a manner that all joints between pipe and fittings are accessible for
repair.

C. The bearing area of concrete reaction blocking against the ground or trench bank shall be as
shown by the plans or as directed by the Engineer in each case. In the event that adequate
support against undisturbed ground cannot be obtained, metal harness anchorages
consisting of steel rods or bolts across the joint and securely anchored to pipe and fitting or
other adequate anchorage facilities approved by the Engineer shall be installed to provide the
necessary support. Should the lack of a solid vertical excavation face be due to careless or
otherwise improper trench excavation, the entire cost of furnishing and installing metal
harness anchorages in excess of the contract value of the concrete blocking replaced by
such anchorages shall be borne by the Contractor.

D. For other locations: Reaction blocking, struts, anchorages, or other supports for fittings
installed in fills or other unstable ground, above grade, or exposed within structures, shall be
provided as required by the plans or as directed by the Engineer.

E. Protection of metal surfaces: All steel clamps, rods, bolts and other metal accessories used
in reaction anchorages or joint harness subject to submergence or contact with earth or other
fill material and not encased in concrete shall be adequately protected from corrosion with not
less than two coats of Koppers "Bitumastic No. 50", or approved equal, heavy coal tar coating
material, applied to clean, dry metal surfaces. The first coat shall be dry and hard before the
second coat is applied. Metal surfaces exposed above grade or within structures shall be
painted with two coats (in addition to a primer coat) of a paint approved by the Engineer.

3.09 MANHOLE INSTALLATION

A. General: Install manholes, complete with appurtenances and accessories indicated.

B. Form continuous concrete channels and benches between inlets and outlet. Manhole
bottoms shall be formed to provide smooth continuous flow.

C. Set tops of frames and covers flush with finished surface of manholes that occur in
pavements. Set tops 3 inches (76 mm) above finished surface elsewhere, unless otherwise
indicated.

D. Install precast concrete manhole sections with gaskets according to ASTM C 891.

02530 - 11 Technical Specifications
 Taney County Regional Sewer District

E. Construct cast-in-place manholes as indicated.

3.10 CONCRETE PLACEMENT

A. Place cast-in-place concrete according to ACI 318 and ACI 350R.

3.11 BACKWATER VALVE INSTALLATION

A. Install horizontal units in piping where indicated.

B. Install combination units in piping and in structures where indicated.

3.12 CLEANOUT INSTALLATION

A. Install cleanouts and riser extension from sewer pipe to cleanout at grade. Install piping so
cleanouts open in direction of flow in sewer pipe.

B. Set cleanout frames and covers in earth in cast-in-place concrete block, 18 by 18 by 12
inches deep. Set with tops 1 inch above surrounding grade.

C. Set cleanout frames and covers in concrete pavement with tops flush with pavement surface.

3.13 AIR RELEASE FACILITIES

A Air release valves shall be AR.1. model D-025 combination air valve for sewage.

B. Air release facilities shall be located at the high points of all pressure sewer systems and
shall be properly sized to prevent buildup of air or gases that will impede flow of the
wastewater.

C. Air release valves must be automatic and designed to prevent wastewater solids and grease
from reaching the valve operating mechanism.

D. Provisions for cleaning the valve by back flushing should be provided.

3.14 TAP CONNECTIONS

A. Make connections to existing piping and underground structures so finished Work complies
as nearly as practical with requirements specified for new Work.

B. Use Inserta-Tees® (or approved equal) to make branch connections into existing piping, NPS
4 to NPS 20. Instaliinserta-Tee® and encase entire connection with not less than 6 inches of
concrete with 28-day compressive strength of 3000 psi.

C. Make branch connections from side into existing piping, NPS 21 or larger, or to underground
structures by cutting opening into existing unit large enough to allow 3 inches of concrete to
be packed around entering connection. Cut end of connection pipe passing through pipe or
structure wall to conform to shape of and be flush with Inside wall, unless otherwise indicated.
On outside of pipe or structure wall, encase entering connection in 6 inches of concrete for
minimum length of 12 inches to provide additional support of collar from connection to
undisturbed ground.
1. Use concrete that will attain minimum 28-day compressive strength of 3000 psi,
unless otherwise indicated.

02530 - 12 Technical Specifications
 Taney County Regional Sewer District

2. Use epoxy-bonding compound as interface between new and existing concrete and
piping materials.

D. Protect existing piping and structures to prevent concrete or debris from entering while
making tap connections. Remove debris or other extraneous material that may accumulate.

3.15 CLOSING ABANDONED SANITARY SEWERAGE SYSTEMS

A. Abandoned Piping: Close open ends of abandoned underground piping indicated to remain in
place. Include closures strong enough to withstand hydrostatic and earth pressures that may
result after ends of abandoned piping have been closed. Use either procedure below:
1. Close open ends of piping with at least 8-inch- thick, brick masonry bulkheads.
2. Close open ends of piping with threaded metal caps, plastic plugs, or other
acceptable methods suitable for size and type of material being closed. Do not use
wood plugs.

B. Abandoned Structures: Excavate around structure as required and use one procedure below:
1. Remove structure and close open ends of remaining piping.
2. Remove top of structure down to at least 36 inches below final grade. Fill to within
12 inches of top with stone, rubbie, gravel, or compacted dirt. Fill to top with
concrete.
3. Backfill to grade according to Division 2 Section "Earthwork."

3.16 FIELD QUALITY CONTROL

A. Clear interior of piping and structures of dirt and superfluous material as work progresses.
Maintain swab or drag in piping, and pull past each joint as it is completed.
1. Place plug in end of incomplete piping at end of day and when work stops.
2. Flush piping between manhoies and other structures to remove collected debris, if
required by authorities having jurisdiction.

B. Inspect interior of piping to determine whether line displacement or other damage has
occurred. Inspect after approximately 24 inches (600 mm) of backfill is in place, and again at
completion of Project.
1. Submit separate reports for each system inspection.
2. Defects requiring correction include the following:
a. Alignment: Less than full diameter of inside of pipe is visible between
structures.
b. Deflection: Flexible piping with defiection that prevents passage of ball or
cylinder of size not iess than 95 percent of piping diameter.
c. Crushed, broken, cracked, or otherwise damaged piping.
d. Infiltration: Water leakage into piping.
e. Exfiltration: Water leakage from or around piping.
3. Replace defective piping using new materials, and repeat inspections until defects
are within allowances specified.
4. Re-inspect and repeat procedure until results are satisfactory.

3.17 FIELD TESTING

A. General:
1. Test new piping systems, and parts of existing systems that have been altered,
extended, or repaired, for leaks and defects.
2. Leaks and loss in test pressure constitute defects that must be repaired.

02530 - 13 Technical Specifications
Taney County Regional Sewer District

3. Replace leaking piping using new materials, and repeat testing until leakage is within
allowances specified.

B. Pressure Tests:
1. The Contractor shall furnish all pumps, piping, labor and other materials and
services necessary to bring the piping up to the specified test pressure.
2. All pipes shall be pressure tested. Pipes which will be pressurized under normal
operating conditions shall conform to the requirements of the hydrostatic pressure
test. All other piping shall meet the requirements of the air leakage test.
3. Pipe in the sections to be tested shall be backfilled or center loaded, with thrust
blocks installed and completely backfilled. Interior pipe supports and restraint
systems shall be completely installed prior to testing.

C. Hydrostatic Pressure Test:
1. Test connections shall be made and the pipe filled with water. Unless otherwise
specified, a pressure of not less than 1.25 times the normal operating pressure (for
the lowest point on the pipe line) but not less than 100 pounds per square inch (psi)
or not more than the rated working pressure for the pipe shall be used for testing.
2. After air removal, water shall be pumped in to bring the pipe to the specified
pressure. The hydrostatic test shall be of at least a 2-hour duration. Test pressure
shall not vary by more than ± 5 psi for the duration of the test. After two hours,
additional water shall be drawn from a container of known volume. The amount of
water required to return the system to the specified pressure shall not exceed the
amount determined by the foilowing formula:

Q =SD(P)"/133200, (Equation 1)

Where

Q - Total allowable leakage in gallons per hour.
S - Length of section tested, feet.
D - Nominal pipe diameter, inches.
P - Test pressure, psi
The allowable leakage must not exceed the volumes specified below for each 1,000
feet of the particular diameter of pipe being tested:

Hydrostatic Testing Allowance per 1,000 It of Pipeline' • gph
(AWWA C·600)

Avg. Test Pressure Nominal Pipe Diameter (In)
(psi) 1.S 2 3 4 6 8 10 12 14 16 18
100 0.11 0.15 0.23 0.30 0.45 0.60 0.75 0.90 1.05 1.2 1.35
125 0.13 0.17 0.25 0.34 0.50 0.67 0.84 1.01 1.18 1.34 1.51
150 0.14 0.18 0.28 0.37 0.55 0.74 0.92 1.10 1.29 1.47 1.66
175 0.15 0.20 0.30 0.40 0.59 0.80 0.99 1.19 1.39 1.59 1.79
200 0.16 0.21 0.32 0.43 0.64 0.85 1.06 1.28 1.48 1.7 1.91

Calculated on the basis of Equation 1

3. All exposed pipe, fittings, valves, and joints shall be inspected and all evidence of
moisture appearing on the surface of the ground during the test shall be investigated
by the Contractor by excavation where the pipe has been covered with backfill.
Should the leakage test results exceed allowable leakage, the test pressure shall be
maintained for an additional period of time as directed by the Engineer to facilitate
location of leaks.

02530 - 14 Technical Specifications
Taney County Regional Sewer District

4. All pipe, fillings, valves, pipe joints, and other materials which are found to be
defective when the pipe line is tested shall be removed from the line immediately and
replaced with new and acceptable material by and at the expense of the Contractor.
The pressure test shall be repeated after repairing leaks and other defective work
until the pipe line installation conforms to specified requirements and is accepted by
the Engineer.

D. Air Leakage Test:
1. Contractor may perform air tests for all pipe sizes.
2. Air leakage testing shall be performed on lines as specified and on the following
lines:
a. Outfall line.
b. Drain lines.
c. Sanitary sewer lines.
3. Furnish all facilities required including necessary piping connections, test pumping
equipment, pressure gauges, bulkheads, reguiator to avoid over-pressurization, and
all miscellaneous items required.
a. The pipe plug for introducing air to the line shall be equipped with two taps.
One tap will be used to introduce air into the line being tested, through
suitable valves and fittings, so that the input air may be regulated. The
second tap will be fitted with valves and fittings to accept a pressure test
gauge indicating internal pressure in the sewer pipe. An additional valve and
fitting will be incorporated on the tap used to check internal pressure so that
a second test gauge may be attached to the internal pressure tap. The
pressure test gauge will also be used to indicate loss of air pressure due to
leaks in the sewer line.
b. The pressure test gauge shall meet the following minimum specifications:

i. Size (diameter) 4-1/2 inches
ii. Pressure Range 0-15 P.S.1.
iii. Figure Intervals 1 P.S.1. Increments
iv. Minor Subdivisions 0.05 P.S.1.
v. Pressure Tube Bourdon Tube or diaphragm
Accuracy + 0.25% of maximum scale reading
vi. Dial White coated aluminum with black
lettering, 270 0 Arc and mirror edge
vii. Pipe Connection Low male 1/2" N.P.T.

Calibration data will be supplied with all pressure test gauges. Certification
of pressure test gauge will be required from the gauge manufacturer. This
certification and calibration data will be available to the Engineer whenever
air tests are performed.
4. Test each reach of sewer pipe between manholes after completion of the installation
of pipe and appurtenances and the backfill of sewer trench.
5. Plug ends of line and cap or plug all connections to withstand internal pressure. One
of the plugs provided must have two taps for connecting equipment. After
connecting air control equipment to the air hose, monitor air pressure so that internal
pressure does not exceed 5.0 psig. After reaching 4.0 psig, throttle the air supply to
maintain between 4.0 and 3.5 psig for at least two (2) minutes in order to allow
equilibrium between air temperature and pipe walls. During this time, check all plugs
to detect any leakage. If plugs are found to leak, bleed off air, tighten plugs, and
again begin supplying air. After temperature has stabilized, the pressure is allowed to
decrease to 3.5 psig. At 3.5 psig, begin timing to determine the time required for
pressure to drop to 2.5 psig. If the time, in seconds, for the air pressure to decrease

02530-15 Technical Specifications
 Taney County Regional Sewer District

from 3.5 psig to 2.5 psig is greater than that shown in the table below, the pipe shall
be presumed free of defects.

Minimum Specified Time Required for a 1.0 psig Pressure Drop for Size and Length of Pipe Indicated for Q = 0.0015
(ASTM F 1417, TABLE 1)

Length Specification Time for length (L) Shown, min:s
Pipe Minimum Time for
for
Diameter, Time, Longer
Minimum 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft
in. min:s Length, s
Time, ft
4 3:46 597 0.380L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46
6 5:40 398 0.854L 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24
8 7:34 298 1.520L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24
10 9:26 239 2.374L 9:26 9:26 9:26 9:53 11 :52 13:51 15:49 17:48
12 11 :20 199 3.418L 11:20 11 :20 11:24 14:15 17:05 19:56 22:47 25:38
15 14:10 159 5.342L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04
18 17:00 133 7.692L 17:00 19:13 25:38 32:03 38:27 44:52 51:16 57:41
21 19:50 114 10:470L 19:50 26:10 34:54 43:37 52:21 61:00 69:48 78:31
24 22:40 99 13.674L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33
27 25:30 88 17.306L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48
30 28:20 80 21.366L 35:37 53:25 71 :13 89:02 106:50 124:38 142:26 160:15
33 31:10 72 25.852L 43:05 64:38 86:10 107:43 129:16 150:43 172:21 193:53
36 34:00 66 30.768L 51:17 76:55 102:34 128:12 153:50 179:29 205:07 230:46

If air test fails to meet above requirements, repeat test as necessary after all leaks
and defects have been repaired. Prior to acceptance, all constructed sewer lines
shall satisfactorily pass the pressure air test.
6. In areas where ground water is known to exist, Install a one-half inch diameter
capped pipe nipple, approximately 10" long, through manhole wall on top of one of
the sewer lines entering the manhole. This shall be done at the time the sewer line
is installed. Immediately prior to the performance of the line acceptance test, ground
water level shall be determ ined by removing pipe cap, blowing air through pipe nipple
into the ground so as to clear it, and then connecting a clear plastic tube to pipe
nipple. The hose shall be held vertically and a measurement of height in feet of
water shall be taken after the water stops rising in this plastic tube. The height in
feet shall be divided by 2.3 to establish the pounds of pressure that will be added to
all readings.

E. Vacuum Testing of Manholes:
1. Each manhole shall be tested immediateiy after assembly and prior to backfilling.
2. All lift holes shall be plugged with an approved non-shrink grout.
3. All pipes entering the manhole shall be plugged, taking care to securely brace the
plug from being drawn into the manhole.
4. The test head shall be placed at the inside of the top of the cone section and the seal
inflated in accordance with the manufacturers' recommendations. Test head shall
be as manufactured by PA Glazier, Inc., of Worcester, Massachusetts, or equal.
5. A vacuum of 10 inches of mercury shall be drawn and the vacuum pump shut off.
With the valves closed, the time shall be measured for the vacuum to drop to 9
inches. The manhole shall pass if the time for the vacuum reading to drop from 10
inches of mercury to 9 inches of mercury meets or exceeds the values indicated in
the following table:

02530-16 Technical Specifications
Taney County Regional Sewer District

SECTION 02532

SEWAGE LIFT STATIONS

Sanitary sewer lift station specifications are to be considered on a project by project basis and
inserted by the design engineer. The design engineer must submit lift station specifications to the
Sewer District for review and approval.

02532 - 1 Technical Specifications
 Taney County Regional Sewer District

SECTION 02540

LOW PRESSURE SEWER SYSTEMS

PART 1 - GENERAL

1.01 DEFINITIONS

A. EPDM: Ethylene-propylene-diene-monomer rubber.

B. NPS: Nominal pipe size.

C. PE: Polyethylene plastic.

D. PVC: Polyvinyl chloride plastic.

1.02 PERFORMANCE REQUIREMENTS

A. Low Pressure Sewer Ratings: At least equal to system operating pressure, but not less than
200 psig.

1.03 SUBMITTALS

A. Product Data: For the following:
1. Valves and cleanouts.
2. Concrete structure cover inserts.
3. Pipes and fittings.

B. Shop Drawings: Include plans, elevations, details, and attachments for precast concrete
structures, including frames and covers to be submitted to the Sewer District upon approval
of the design engineer.

C. Record Drawings: At Project closeout of installed sanitary sewerage record drawings shall be
submitted to the Sewer District. The record drawings shall accurately record actual locations
of pipe runs, connections, cleanouts, air-relief valves and grinder pump data. Identify and
describe location of uncharted utilities.

D. Design Mix Reports and Calculations: For each class of cast-in-place concrete.

E. Field Test Reports: Indicate and interpret test results for compliance with performance
requirements.

1,04 DELIVERY, STORAGE, AND HANDLING

A. Deliver piping and valves with factory-applied end-caps. Maintain end-caps through shipping,
storage, and handling to prevent pipe-end damage and to prevent entrance of dirt, debris,
and moisture.

B. Protect stored piping from moisture and dirt. Elevate above grade. Do not exceed structural
capacity of floor when storing Inside.

C. Protect flanges, fittings and specialties from moisture and dirt.

02540 - 1 Technical Specifications
 Taney County Regional Sewer District

D. Store plastic piping protected from direct sunlight. Support piping to prevent sagging and
bending.

E. Handle precast concrete structures according to manufacturer's written rigging instructions.

1.05 PROJECT CONDITIONS

A. Site Information: Perform site survey, research public utility records, and verify existing utility
iocations.

B. Locate existing structures and piping to be closed and abandoned.

C. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless
permitted under the following conditions and then only after arranging to provide temporary
utility services according to requirements indicated. Notify Sewer District and affected
property owners not less than two days in advance of proposed utility interruptions.

PART 2 - PRODUCTS

2.01 PIPING MATERIALS

Refer to Part 3 "Piping Applications" Article for applications of pipe and fitting materials.

2.02 PIPES AND FITTINGS

A. PVC Pressure Pipe: AWWA C900, Class 200 or ASTM 2241, 200 psi, SDR 21.
1. NPS 4 inch and larger:
a. Ductile-Iron, Compact Fittings: AWWA C153, for push-on joints.
b. Gaskets for Ductile-Iron Fittings: AWWA C111, rubber.
2. NPS 1-% inch to 3 inch:
a. Molded PVC Fittings suitable for pressurized conditions with a pressure rating not
less than the pipe; minimum of Schedule 80.

B. PVC Gravity Service Lines: ASTM 1785, Schedule 40.
1. Joints shall be push-on type with bell-end grooved to receive a synthetic rubber gasket.
Joints shall be made in accordance with ASTM D 3212.

2.03 VALVES AND ACCESSORIES

A. Nonrising-Stem, Resilient-Seated Gate Valves (3 inch NPS and Larger): AWWA C509, gray-
or ductile-iron body and bonnet; with bronze or gray- or ductile-iron gate, resilient seats,
bronze stem, and stem nut. Include 200-psig minimum working-pressure design, interior
coating according to AWWA C550, and buried valves shall be mechanical-joint with a 2-inch
operating nut, exposed or interior valves shall have flanged ends and have hand wheel
operators. Valves shall open counter clockwise. Valve stems shall use double "0" ring
seals.

B. Check Valves (4 inch NPS and Larger): AWWA C508, with 175-psig working-pressure
rating. Include interior coating according to AWWA C550. Valve hinge pins shall be stainless
steel. Valve disc shall be full opening with a composition to metal seat. Valve shail be
flanged unless noted otherwise on the Drawings. Valves shall be equipped with an external
lever that is spring assisted. The spring tension shall be field adjustable by a hex nut. The
lever arm shall be keyed to the valve hinge shaft.

02540 - 2 Technical Specifications
 Taney County Regional Sewer District

C. Check Valves - Cushioned (4 inch NPS and Larger): AWWA C508, with 175-psig working-
pressure rating, with addition of exterior cushion chamber. Include interior coating according
to AWWA C550. Swing disc type with stainless steel shaft and flanged body. Flanges shall
be ANSI B16.1, Class 125. Valve disc shall have external lever and adjustable counterweight
to initiate closure. Valves shall have a metal to composition seat.

O. Check Valves (1-Y< inch to 3 Inch NPS):
1. All thermoplastic check valves shall be True Union 2000 Industriai Ball Check type
manufactured to ASTM F 1970 and constructed from PVC Type I, ASTM 01784, Cell
Classification 12454 or CPVC Type IV, ASTM 01784 Cell Classification 23447.
2. All O-rings shall be EPOM.
3. All valve union nuts shall have Buttress threads.
4. All valve seats shall be a standard O-rln~ type.
5. All seai carriers shall be Safe-T-Blocked or approved equal.
6. All valve components shall be replaceable.
7. All PVC and CPVC 1- Y<" through 2" valves shall be pressure rated to 235 psi.
8. All 2-%" through 3" valves shall be pressure rated to 150 psi for water at 73°F.

E. Ball Valves (1-Y< Inch to 3 Inch NPS):
1. All thermoplastic ball valves shall be True Union 2000 Industrial type manufactured to
ASTM F 1970 and constructed from PVC Type I, ASTM 01784 Cell Classification 12454
or CPVC Type IV, ASTM 01784 Cell Classification 23447.
2. All O-rings shall be EPOM or Viton@
3. All valves shall have Safe-T-Shear® stem or approved equal with double O-ring stem
seals.
4. All valve handles shall be polypropylene with built-in lockout mechanism.
5. All valve union nuts shall have Buttress threads.
6. All seal carriers shall be Safe-T-Blocked® or approved equal.
7. All vaive components shall be replaceabie.
8. AII1-Y<" through 2" valves shall be pressure rated to 235 psi.
9. All 2-%" through 3" valves shall be pressure rated to 150 psi for water at 73°F.
1o. All valves shall include manufacturers' optional 2" square/t-style operating nut.

F. Air Release Valves:
Air release valves shall be A.R.1. model 0-025 combination air valve for sewage.

G. Appurtenances:
1. Trace Wire: Magnetic detectable conductor (#12 copper). See Section 02537 for
Tracer Wire Specification.

2.04 CONCRETE

A. General: Cast-in-place concrete according to ACI 318, ACI 350R, and the following:
1. Cement: ASTM C 150, Type II.
2. Fine Aggregate: ASTM C 33, sand.
3. Coarse Aggregate: ASTM C 33, crushed gravel.
4. Water: Potable.

B. Portland Cement Oesign Mix: 4000 psi minimum, with 0.45 maximum water-cementitious
materials ratio.
1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain.
2. Reinforcement Bars: ASTM A 615, Grade 60, deformed steel.

02540 - 3 Technical Specifications
 Taney County Regional Sewer District

C. Ballast and Pipe Supports: Portland cement design mix, 3000 psi minimum, with 0.58
maximum water-cementitious materials ratio.
1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain.
2. Reinforcement Bars: ASTM A 615, Grade 60, deformed steel.

2.05 PROTECTIVE COATINGS

A. Description: One- or two-coat, coal-tar epoxy; 1/8 inch minimum thickness, unless otherwise
indicated; factory or field applied to the following surfaces (Refer to Section 07160
Bituminous Dampproofing):
1. Concrete Structures: On exterior surface.

2.06 VALVE BOXES

A. Valve boxes shall be constructed of a minimum of Class 200 PVC pipe with metal lid and
shall be provided for all valves installed underground.

B. All valve boxes shall be installed flush with the ground surface.

2.07 PRESSURE MAIN CLEANOUTS

A. In-line cleanouts shall include an isolating valve, capped Y-branch fitting located on either
side of the isolating valve, and shall be pointed both upstream and downstream for access
during maintenance procedures.

B. Cleanouts at the junction of pressure mains shall include an isolating valve and capped Y-
branch fitting located on all sides of the tee connection.

2.08 PRESSURE MAIN CLEANOUT STRUCTURES

A. Cleanout structures shall be constructed of a 24" x 24" section of reinforced concrete pipe
with a manhole ring and cover. Manhole ring and cover to be fully encased in a 4' x 4' x 8"
concrete pad. See standard detail.

2.09 GRAVITY SERVICE CLEAN OUTS

A. Gravity PVC Cleanouts: PVC body with PVC threaded plug. Include PVC sewer pipe fitting
and riser to cleanout. PVC Cleanout piping shall be Schedule 40.

PART 3 - EXECUTION

3.01 EXAMINATION

A. Verify that trench cut and excavation is ready to receive work and excavations, dimensions,
and elevations are as indicated on Construction Drawings.

3.02 EARTHWORK

A. Excavating, trenching, and backfilling are specified in Division 2 Section "Earthwork."

B. Hand trim excavations to required elevations. Correct over excavation with bedding material.

C. Remove large stones or other hard matter that could damage pipe or impede consistent
backfilling or compaction.

02540 - 4 Technical Specifications
 Taney County Regional Sewer District

3.03 IDENTIFICATION

Materials and their installation are specified in Division 2 Section "Earthwork." Arrange for installing
green warning tapes directly over piping and at outside edges of underground structures.

A. Use warning tape or detectable warning tape over ferrous piping.

B. Use detectabie warning tape over nonferrous piping and over edges of underground
structures.

3.04 PIPING APPLICATIONS

A. General: Include watertight joints.

B. Refer to Part 2 of this Section for detailed specifications for pipe and fitting products listed
below. Use pipe, fittings, and joining rnethods according to appiications indicated.

C. Low Pressure Piping (As indicated on the Drawings):
1. 4-lnch NPS and Larger: PVC pressure pipe, PVC pressure fittings, gaskets, and
gasketed joints.
2. NPS 1-Y. inch to 3 inch: PVC pressure pipe, PVC pressure fittings, manufacturer
recommended pipe cement and bell joints.
3. The minimum diameter of the pressure sewer main shall be 1-Y, inch.
4. The minimum diameter of the pump discharge line shall be 1-Y. inch.

3.05 INSTALLATION, GENERAL

A. General Locations and Arrangements: Drawing plans and details indicate general location
and arrangement of underground sanitary sewerage piping. Location and arrangement of
piping layout take design considerations into account. Install piping as indicated.

B. Install piping beginning at low point, true to grades and alignment indicated with unbroken
continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals,
sleeves, and couplings according to manufacturer's written instructions for using lubricants,
cements, and other installation requirements. Maintain swab or drag in line, and pull past
each joint as it is completed.

C. All pressure sewer mains should be constructed to a minimum depth of 30 inches or as
required and as measured from the final ground surface to the top of the barrel of the pipe.

D. Use fittings for changes in direction. Use fittings for branch connections, unless direct tap
into existing sewer is indicated.

E. Use proper size increasers, reducers, and couplings where different sizes or materials of
pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.

F. Location of Sewers with Respect to Water Mains:
1. Horizontal Separation: Whenever possible, any sanitary sewer shall be laid at least
10 feet, horizontally, from a water main. When local conditions prevent a lateral
separation of 10 feet, the Department of Natural Resources may allow a sanitary
sewer be laid closer than 10 feet to a water main provided that the sanitary sewer is
laid at least 18 inches below the bottom of the water line.

02540 - 5 Technical Specifications
 Taney County Regional Sewer District

2. Vertical Separation: Whenever sanitary sewers must cross water mains, the sewer
shall be laid at such an elevation that the bottom of the water main is no closer than
18 Inches above the top of the sewer. This vertical separation shail be maintained
for that portion of the sanitary sewer located within 10 feet, horizontally, of any water
line it crosses. The crossing shall be arranged so that the sewer joints will be equal
distance and as far as possible from the water main joints.
3. Unusual Conditions: Where conditions prevent the minimum horizontal or vertical
separation set forth above from being maintained, or when it is necessary for the
sewer line to pass over a water main, the sewer line shali be laid with slip-on
mechanical joint cast iron or ductile iron pipe or pre-stressed concrete cylinder pipe,
and the sewer line shall extend on each side of the crossing to a distance from the
water main of at least 10 feet. In making such a crossing, a full iength of cast iron or
ductile iron pipe must be centered over or under the water main to be crossed so
that the joints will be equidistant from the water main and as remote therefore as
possible. The water main must aiso be constructed of cast iron or ductile iron pipe
with slip-on or mechanical joints until the nominal distance from the sewer line to the
water main is at least 10 feet. Where a water main must cross under a sewer, a
vertical separation of 18 inches between the bottom of the sewer and the top of the
water main shall be maintained, with adequate support, especially for the larger
sized sewer lines, to prevent them from settling on and breaking the water main.
The sewer shall be constructed of cast iron pipe or ductile iron pipe for a distance of
10 feet on either side of the crossing, or other suitable protection as approved by the
Missouri Department of Natural Resources shall be consulted as to the precautions
to be taken to protect the public water supply.
4. No water pipe shall pass through or come into contact with any part of a sewer.

G. Install PVC low pressure piping according to AWWA M23.

H. Tunneling: Install pipe under streets or other obstructions that cannot be disturbed by
tunneling, jacking, or a combination of both.

I. Termination of pressure mains: Pressure mains shall terminate in manholes using the
following construction procedures:
1. The discharge shall be to the bottom of the manhole in line with the flow if possible.
2. Where piping must be installed to bring the discharge to the bottom of the manhole,
the pipe shall be adequately braced to prevent movement, shall be vented on the top
and shall allow access to the pressure main for cleaning purposes.

J. Two 45 degree bends shall be used to accomplish a 90 degree bend.

3.06 PIPE JOINT CONSTRUCTION AND INSTALLATION

A. General: Join and install pipe and fittings according to installations indicated.

B. PVC Pressure Pipe and Fittings: Join and install according to AWWA M23.

C. System Piping Joints: Make joints using system manufacturer's couplings, unless otherwise
indicated.

D. Join piping made of different materials or dimensions with couplings made for this
application. Use couplings that are compatible with and that fit both systems' materials and
dimensions.

E. Install with top surfaces of components, except piping, flush with finished surface.

02540 - 6 Technical Specifications
 Taney County Regional Sewer District

3.07 REACTION ANCHORAGE AND BLOCKING

A. All unlugged bell and spigot or all-bell tees, Y-branches and bends deflecting 11-1/4 degrees
or more which are installed in piping subjected to internal hydrostatic heads in excess of 15
feet in exposed, or 30 feet in buried, piping shall be provided with suitable reaction blocking,
struts, anchors, clamps, joint harness, or other adequate means for preventing any
movement of the pipe caused by unbalanced internal liquid pressure.

B. Trench installation: Where in trench, the foregoing designated fittings shall be provided with
concrete thrust blocking between the fitting and solid, undisturbed ground in each case,
except where solid ground blocking support is not available. At the tops of slopes vertical
angle bends shall be anchored by means of steel strap or rod anchors securely embedded in
or attached to a mass of concrete of sufficient weight to resist the hydraulic thrust at the
maximum pressures to which the pipe will be subjected. All concrete blocking and anchors
shall be installed in such a manner that all joints between pipe and fittings are accessible for
repair.

C. The bearing area of concrete reaction blocking against the ground or trench bank shall be as
shown by the plans or as directed by the Engineer in each case. In the event that adequate
support against undisturbed ground cannot be obtained, metal harness anchorages
consisting of steel rods or bolts across the joint and securely anchored to pipe and fitting or
other adequate anchorage facilities approved by the Engineer shall be installed to provide the
necessary support. Should the lack of a solid vertical excavation face be due to careless or
otherwise improper trench excavation, the entire cost of furnishing and installing metal
harness anchorages in excess of the contract value of the concrete blocking replaced by
such anchorages shall be borne by the Contractor.

D. For other locations: Reaction blocking, struts, anchorages, or other supports for fittings
installed in fills or other unstable ground, above grade, or exposed within structures, shall be
provided as required by the plans or as directed by the Engineer.

E. Protection of metal surfaces: All steel clamps, rods, boits and other metal accessories used
in reaction anchorages or joint harness subject to submergence or contact with earth or other
fill material and not encased in concrete shall be adequately protected from corrosion with not
less than two coats of Koppers "Bitumastic No. 50", or approved equal, heavy coal tar coating
material, applied to clean, dry metal surfaces. The first coat shall be dry and hard before the
second coat is applied. Metal surfaces exposed above grade or within structures shall be
painted with two coats (in addition to a primer coat) of a paint approved by the Engineer.

3.08 CONCRETE PLACEMENT

A. Place cast-in-place concrete according to ACI318 and ACI 350R.

3.09 PRESSURE MAIN CLEANOUT INSTALLATION

A. Pressure systems shall have in-line flushing assemblies or cleanouts at the end of each
main, intervals of approximately four hundred to five hundred feet (400' to 500') on straight
runs, at major changes of direction, and where two or more mains come together and feed
into another main.

3.10 GRAVITY SERVICE CLEANOUT INSTALLATION

A. Install clean outs and riser extension from sewer pipe to cleanout at grade. Install piping so
cleanouts open in direction of flow in sewer pipe.

02540 - 7 Technical Specifications
 Taney County Regional Sewer District

B. Set cleanout frames and covers in earth in cast-in-place concrete block, 18 by 18 by 12
inches deep. Set with tops 1 inch above surrounding grade.

C. Set cleanout frames and covers in concrete pavement with tops flush with pavement surface.

3.11 AIR RELEASE FACILITIES

A. Air release valves shail be A.R.1. model 0-025 combination air valve for sewage.

B. Air release facilities shail be located at the high points of ail pressure sewer systems and
shail be properly sized to prevent buildup of air or gases that wiil impede flow of the
wastewater.

C. Air rei ease valves must be automatic and designed to prevent wastewater solids and grease
from reaching the valve operating mechanism.

D. Provisions for cleaning the valve by back flushing should be provided.

3.12 TAP CONNECTIONS

A. Ail connections to existing piping and underground structures shail be in accordance with the
Drawings.

B. Connections to existing sewer mains (including instailation of tees and live taps) must be
approved by the District before construction can take place.

C. Connections to existing sewer lines shail be performed in such a manner as to minimize
disruption to customers.

D. Notify District within 5 working days in intent to tie-in to existing sewer.

E. District shail be present for the construction of the connection to existing sewer.

F. Make branch connections from side into existing piping, NPS 21 or larger, orto underground
structures by cutting opening into existing unit large enough to ailow 3 inches of concrete to
be packed around entering connection. Cut end of connection pipe passing through pipe or
structure wall to conform to shape of and be flush with inside wall, unless otherwise indicated.
On outside of pipe or structure wall, encase entering connection in 6 inches of concrete for
minimum length of 12 inches to provide additional support of collar from connection to
undisturbed ground.
1. Use concrete that will attain minimum 28-day compressive strength of 3000 psi,
unless otherwise indicated.
2. Use epoxy-bonding compound as interface between new and existing concrete and
piping materials.

G. Protect existing piping and structures to prevent concrete or debris from entering while
making tap connections. Remove debris or other extraneous material that may accumulate.

3.13 CLOSING ABANDONED SANITARY SEWERAGE SYSTEMS

A. Abandoned Piping: Close open ends of abandoned underground piping indicated to remain in
place. Include closures strong enough to withstand hydrostatic and earth pressures that may
result after ends of abandoned piping have been closed. Use either procedure below:

02540 - 8 Technical Specifications
 Taney County Regional Sewer District

1. Close open ends of piping with at least 8-inch- thick, brick masonry bulkheads.
2. Close open ends of piping with threaded metal caps, plastic plugs, or other
acceptable methods suitable for size and type of material being closed. Do not use
wood plugs.

B. Abandoned Structures: Excavate around structure as required and use one procedure below:
1. Remove structure and close open ends of remaining piping.
2. Remove top of structure down to at least 36 inches below final grade. Fill to within
12 inches of top with stone, rubble, gravel, or compacted dirt. Fill to top with
concrete.
3. Backfill to grade according to Division 2 Section "Earthwork."

3.14 FIELD QUALITY CONTROL

A. Clear interior of piping and structures of dirt and superfluous material as work progresses.
Maintain swab or drag in piping, and pull past each joint as it is completed.
1. Place plug in end of incomplete piping at end of day and when work stops.

B. Inspect interior of piping to determine whether damage has occurred. Inspect after
approximately 24 inches (600 mm) of backfill is in place, and again at completion of Project.
1. Submit separate reports for each system inspection.
2. Defects requiring correction include the follOWing:
a. Deflection: Flexible piping with deflection that prevents passage of bailor
cylinder of size not less than 95 percent of piping diameter.
b. Crushed, broken, cracked, or otherwise damaged piping.
c. Infiltration: Water leakage into piping.
d. Exfiltration: Water leakage from or around piping.
3. Replace defective piping using new materials, and repeat inspections until defects
are within allowances specified.
4. Re-inspect and repeat procedure until results are satisfactory.

3.15 FIELD TESTING

A. General:
1. Test new piping systems, and parts of existing systems that have been altered,
extended, or repaired, for leaks and defects.
2. Leaks and loss in test pressure constitute defects that must be repaired.
3. Replace leaking piping using new materials, and repeat testing until leakage is within
allowances specified.

B. Pressure Tests:
1. The Contractor shall furnish all pumps, piping, labor and other materials and
services necessary to bring the piping up to the specified test pressure.
2. All pipes shall be pressure tested. Pipes which will be pressurized under normal
operating conditions shall conform to the requirements of the hydrostatic pressure
test. All other piping shall meet the requirements of the air leakage test.
3. Pipe in the sections to be tested shall be backfilled or center loaded, with thrust
blocks installed and completeiy backfilled. Interior pipe supports and restraint
systems shall be completely installed prior to testing.

02540 - 9 Technical Specifications
 Taney County Regional Sewer District

C. Hydrostatic Pressure Test:
1. Test connections shall be made and the pipe filled with water. Unless otherwise
specified, a pressure of not less than 1.25 times the normal operating pressure (for
the lowest point on the pipe line) but not iess than 100 pounds per square inch (psi)
or not more than the rated working pressure for the pipe shall be used for testing.
2. After air removal, water shall be pumped in to bring the pipe to the specified
pressure. The hydrostatic test shall be of at least a 2-hour duration. Test pressure
shall not vary by more than ± 5 psi for the duration of the test. After two hours,
additional water shall be drawn from a container of known volume. The amount of
water required to return the system to the specified pressure shall not exceed the
amount determined by the following formula:

Q = SD(P)"/133200, (Equation 1)

Where

Q - Total allowable leakage in gallons per hour.
S - Length of section tested, feet.
D - Nominal pipe diameter, inches.
P - Test pressure, psi

The allowable leakage must not exceed the volumes specified below for each 1,000
feet of the particular diameter of pipe being tested:

Hydrostatic Testing Allowance per 1,000 ft of Pipeline'· gph
(AWWA C-600)

Avg. Test Pressure Nominal Pipe Diameter (in)
(psi) 1.5 2 3 4 6 8 10 12 14 16 18
100 0.11 0.15 0.23 0.30 0.45 0.60 0.75 0.90 1.05 1.2 1.35
125 0.13 0.17 0.25 0.34 0.50 0.67 0.84 1.01 1.18 1.34 1.51
150 0.14 0.18 0.28 0.37 0.55 0.74 0.92 1.10 1.29 1.47 1.66
175 0.15 0.20 0.30 0.40 0.59 0.80 0.99 1.19 1.39 1.59 1.79
200 0.16 0.21 0.32 0.43 0.64 0.85 1.06 1.28 1.48 1.7 1.91

" Calculated on the basis of Equation 1

3. All exposed pipe, fittings, valves, and joints shall be inspected and all evidence of
moisture appearing on the surface of the ground during the test shall be investigated
by the Contractor by excavation where the pipe has been covered with backfill.
Should the leakage test results exceed allowabie leakage, the test pressure shall be
maintained for an additional period of time as directed by the Engineer to facilitate
location of leaks.
4. All pipe, fittings, valves, pipe joints, and other materials which are found to be
defective when the pipe line is tested shall be removed from the line immediately and
replaced with new and acceptable material by and at the expense of the Contractor.
The pressure test shall be repeated after repairing leaks and other defective work
until the pipe line installation conforms to specified requirements and is accepted by
the Engineer.

END OF SECTION

02540-10 Technical Specifications
Taney County Regional Sewer District

SECTION 02550

GRINDER PUMPS

Sanitary sewer grinder pump specifications are to be considered on a project by project basis and
inserted by the design engineer. The design engineer must submit grinder pump specifications to
the Sewer District for review and approvaL

02550 - 1 Technical Specifications
Taney County Regional Sewer District

SECTION 02920

LAWNS AND GRASSES

PART 1 - GENERAL

1.01 SUMMARY

A. This Section includes the following:
1. Soil Preparation
2. Seeding
3. Sodding
4. Meadow grasses
5. Lawn renovation
6. Maintenance

1.02 DEFINITIONS

A. Finish Grade: Elevation of finished surface of planting soil.

B. Manufactured Soil: Soil produced off-site by homogeneously blending mineral soils or sand with
stabilized organic soil amendments to produce topsoil or planting soil.

C. Planting Soil: Native or imported topsoil, manufactured topsoil, or surface soil modified to
become topsoil; mixed with soil amendments.

D. Subgrade: Surface or elevation of subsoil remaining after completing excavation, or top surface
of a fill or backfill immediately beneath planting soil.

E. Lawns: Areas of grass that are currently manicured and maintained

F. Meadows: Areas that are not manicured containing trees, brush, and native grasses left in
natural condition.

1.03 SUBMITTALS

A. Product Data: For each type of product indicated.

B. Certification of Grass Seed: From seed vendor for each grass seed monostand or mixture
stating the botanical and common name and percentage by weight of each species and variety,
and percentage of purity, germination, and weed seed. Include the year of production and date
of packaging.
1. Certification of each seed mixture for identifying source, including name and telephone
number of supplier.

C. Product Certificates: For soil amendments and fertilizers, signed by product manufacturer.

D. Qualification Data: For landscape Installer.

E. Material Test Reports: For existing surface soil and imported topsoil.

F. Planting Schedule: Indicating anticipated planting dates for each type of planting.

G. Maintenance Instructions: Recommended procedures to be established by Owner for

02920 - 1 Technical Specifications
Taney County Regional Sewer District

maintenance of lawns during a calendar year. Submit before expiration of required maintenance
periods.

1.04 DELIVERY, STORAGE, AND HANDLING

A. Seed: Deliver seed in original sealed, labeled, and undamaged containers.

B. Sod: Harvest, deliver, store, and handle sod according to requirements in TPI's "Specifications
for Turfgrass Sod Materials" and "Specifications for Turfgrass Sod Transplanting and
Installation" in its "Guideline Specifications to Turfgrass Sodding."

1.05 SCHEDULING

A. Planting Restrictions: Plant during one of the following periods. Coordinate planting periods with
maintenance periods to provide required maintenance from date of Substantial Completion.
1. Spring Planting: March 1st to June 1st
2. Fall Planting: August 15th to November 1st

B. Weather Limitations: Proceed with planting only when existing and forecasted weather
conditions permit.

1.06 LAWN MAINTENANCE

A. Begin maintenance immediately after each area is planted and continue until acceptable lawn is
established, but for not less than the following periods:
1. Seeded Lawns: 60 days from date of Substantial Completion.
a. When full maintenance period has not elapsed before end of planting season, or if
lawn is not fully established, continue maintenance during next planting season.
2. Sodded Lawns: 30 days from date of SUbstantial Completion.
3. Plugged Lawns: 30 days from date of Substantial Completion.
4. Sprigged Lawns: 30 days from date of Substantial Completion.

B. Maintain and establish lawn by watering, fertiliZing, weeding, mowing, trimming, replanting, and
other operations. Roll, regrade, and replant bare or eroded areas and remulch to produce a
uniformly smooth lawn.
1. In areas where mulch has been disturbed by wind or maintenance operations, add new
mulch. Anchor as required to prevent displacement.

C. Watering: Provide and maintain temporary piping, hoses, and lawn-watering equipment to
convey water from approved sources and to keep lawn uniformly moist to a depth of 4 inches.
1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch.
2. Layout temporary watering system to avoid walking over muddy or newly planted areas.
3. Water lawn at a minimum rate of 1 inch per week until acceptance.

1.07 MEADOW MAINTENANCE

A. Begin maintenance immediately after each area is planted and continue until acceptable
meadow is established, but for not less than 40 days from date of Substantial Completion.

B. Maintain and establish meadow by watering, weeding, mowing, trimming, replanting, and other
operations. Roll, regrade, and replant bare or eroded areas and remulch.

C. Watering: Provide and maintain temporary piping, hoses, and lawn-watering equipment to
convey water from approved sources and to keep meadow uniformly moist.

02920 - 2 Technical Specifications
 Taney County Regional Sewer District

1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch.
2. Layout temporary watering system to avoid walking over muddy or newly planted areas.
3. Water meadow at a minimum rate of 1/2 inch per week until acceptance.

PART 2 - PRODUCTS

2.01 SEED

A. Grass Seed: Fresh, clean, dry, new-crop seed complying with AOSA's "Journal of Seed
Technology; Rules for Testing Seeds" for purity and germination tolerances.

B. Seed Species: Seed of grass species as follows, with not less than 95 percent germination, not
less than 85 percent pure seed, and not more than 0.5 percent weed seed:
1. Full Sun: Bermudagrass (Cynodon dactylon).
2. Full Sun: Kentucky bluegrass (Poa pratensis), a minimum of three cultivars.
3. Sun and Partial Shade: Proportioned by weight as tollows:
a. 50 percent Kentucky bluegrass (Poa pratensis).
b. 30 percent chewings red fescue (Festuca rubra variety).
c. 10 percent perennial ryegrass (Lolium perenne).
d. 10 percent redtop (Agrostis alba).

C. Shade: Proportioned by weight as follows:
1. 50 percent chewings red fescue (Festuca rubra variety).
2. 35 percent rough bluegrass (Poa trivialis).
3. 15 percent redtop (Agrostis alba).

2.02 TURFGRASS SOD

A. Turfgrass Sod: Approved Number 1 Quality/Premium, including limitations on thatch, weeds,
diseases, nematodes, and insects, complying with TPI's "Specifications for Turfgrass Sod
Materials" in its "Guideline Specifications to Turfgrass Sodding." Furnish viable sod of uniform
density, color, and texture, strongly rooted, and capable of vigorous growth and development
when planted.

B. Turfgrass Species: Sod of grass species as follows, with not less than 95 percent germination,
not less than 85 percent pure seed, and not more than 0.5 percent weed seed:
1. Full Sun: Kentucky bluegrass (Poa pratensis), a minimum of three cultivars.
2. Sun and Partial Shade: Proportioned by weight as follows:
a. 50 percent Kentucky bluegrass (Poa pratensis).
b. 30 percent chewings red fescue (Festuca rubra variety).
c. 10 percent perennial ryegrass (Lolium perenne).
d. 10 percent redtop (Agrostis alba).
3. Shade: Proportioned by weight as follows:
a. 50 percent chewings red fescue (Festuca rubra variety).
b. 35 percent rough bluegrass (Poa trivialis).
c. 15 percent redtop (Agrostis alba).

2.03 MEADOW GRASSES

A. Native Grass Seed: Fresh clean, dry, new seed, mixed species as follows:
1. 20 percent Fescue
2. 15 percent Little Bluestem
3. 15 percent Side Oats Gramma
4. 10 percent Broom Sedge

02920 - 3 Technical Specifications
Taney County Regionat Sewer District

5. 10 percent Purple Prairie Clover
6. 10 percent Annual Rye
7 10 percent Perennial Ryegrass
8. 5 percent Orchard Grass
9. 5 percent Timothy

a. Native Grass Seed to be sown at a rate of 150 Ibs/acre. Plant seed all months except
July through late October.

B. Seed Carrier: Inert material, sharp clean sand or perlite, mixed with seed at a ratio of not less
than two parts seed carrier to one part seed.

2.04 TOPSOIL

A. Topsoil: ASTM D 5268, pH range of 5.5 to 7, a minimum of 4 percent organic material content;
free of stones 1 inch or larger in any dimension and other extraneous materials harmful to plant
growth.
1. Topsoil Source: Reuse surface soil stockpiled on-site. Verify suitability of stockpiled
surface soil to produce topsoil. Clean surface soil of roots, plants, sod, stones, clay lumps,
and other extraneous materials harmful to plant growth.
a. Supplement with imported or manufactured topsoil from off-site sources when
quantities are insufficient. Obtain topsoil displaced from naturally well-drained
construction or mining sites where topsoil occurs at least 4 inches deep; do not obtain
from bogs or marshes.

2.05 INORGANIC SOIL AMENDMENTS

A. Lime: ASTM C 602, agricultural limestone containing a minimum 80 percent calcium carbonate
equivalent and as follows:
1. Class: Class 0, with a minimum 95 percent passing through No.8 sieve and a minimum
55 percent passing through No. 60 sieve.

B. Sulfur: Granular, biodegradable, containing a minimum of 90 percent sulfur, with a minimum 99
percent passing through No.6 sieve and a maximum 10 percent passing through No. 40 sieve.

C. Iron Sulfate: Granulated ferrous sulfate containing a minimum of20 percent iron and 10 percent
sulfur.

D. Aluminum Sulfate: Commercial grade, unadulterated.

E. Perlite: Horticultural perlite, soil amendment grade.

F. Agricultural Gypsum: Finely ground, containing a minimum of 90 percent calcium SUlfate.

G. Sand: Clean, washed, natural or manufactured, free of toxic materials.

H. Diatomaceous Earth: Calcined, diatomaceous earth, 90 percent silica, with approximately 140
percent water absorption capacity by weight.

I. Zeolites: Mineral clinoptilolite with at least 60 percent water absorption by weight.

2.06 ORGANIC SOIL AMENDMENTS

A. Compost: Well-composted, stable, and weed-free organic malter, pH range of 5.5 to 8; moisture

02920 - 4 Technical Specifications
Taney County Regional Sewer District

content 35 to 55 percent by weight; 100 percent passing 3/4 inch sieve; soluble salt content of 5
to 10 decisiemens/m; not exceeding 0.5 percent inert contaminants and free of substances toxic
to plantings; and as follows:
1. Organic Matter Content: 50 to 60 percent of dry weight.
2. Feedstock: Agricultural, food, or industrial residuals; biosolids; yard trimmings; or source-
separated or compostable mixed solid waste.

B. Peat: Sphagnum peat moss, partially decomposed, finely divided or granular texture, with a pH
range of 3.4 to 4.8

C. Wood Derivatives: Decomposed, ground bark, or wood waste; of uniform texture, free of chips,
stones, sticks, soil, or toxic materials.

D. Manure: Well-rotted, unleached, stable or cattle manure containing not more than 25 percent by
volume of straw, or other bedding materials; free of toxic substances, stones, sticks, weed seed,
and material harmful to plant growth.

2.07 PLANTING ACCESSORIES

A. Selective Herbicides: EPA registered and approved, of type recommended by manufacturer for
application.

2.08 FERTILIZER

A. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character, consisting of
fast- and slow-release nitrogen, 50 percent derived from natural organic sources of urea
formaldehyde, phosphorous, and potassium in the follOWing composition:
1. Composition: 1 Ib/1000 sq. ft. of actual nitrogen, 4 percent phosphorous, and 2 percent
potassium, by weight.

B. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-insoluble
nitrogen, phosphorus, and potassium in the following composition:
1. Composition: 20 percent nitrogen, 10 percent phosphorous, and 10 percent potassium, by
weight.

2.09 MULCHES

A. Straw Mulch: Provide air-dry, clean, mildew- and seed-free, salt hay or threshed straw of wheat,
rye, oats, or barley.

B. Peat Mulch: Sphagnum peat moss, partially decomposed, finely divided or granular texture, with
a pH range of 3.4 to 4.8.

C. Compost Mulch: Well-composted, stable, and weed-free organic matter, pH range of 5.5 to 8;
moisture content 35 to 55 percent by weight; 100 percent passing through 1-inch sieve; soluble
salt content of 5 to 10 decisiemens/m; not exceeding 0.5 percent inert contaminants and free of
substances toxic to plantings; and as follows:
1. Organic Matter Content: 50 to 60 percent of dry weight.
2. Feedstock: Agricultural, food, or industrial residuals; biosolids; yard trimmings; or source-
separated or compostable mixed solid waste.

E. Fiber Mulch: Biodegradable, dyed-wood, cellulose-fiber mulch; nontoxic; free of plant-growth or
germination inhibitors; with maximum moisture content of 15 percent and a pH range of 4.5 to
6.5.

02920 - 5 Technical Specifications
 Taney County Regional Sewer District

F. Nonasphaltic Tackifier: Colloidal tackifier recommended by fiber-mulch manufacturer for slurry
application; nontoxic and free of plant-growth or germination inhibitors.

G. Asphalt Emulsion: ASTM D 977, Grade SS-1; nontoxic and free of plant-growth or germination
inhibitors.

2.10 EROSION-CONTROL MATERIALS

A. Erosion-Control Blankets: Biodegradable wood excelsior, straw, or coconut-fiber mat enclosed
in a photodegradable plastic mesh. Include manufacturer's recommended steel wire staples, 6
inches long.

B. Erosion-Control Fiber Mesh: Biodegradable twisted jute or spun-coir mesh, a minimum of 0.92
Ib/sq. yd., with 50 to 65 percent open area. Include manufacturer's recommended steel wire
staples, 6 inches long.

PART 3 - EXECUTION

3.01 EXAMINATION

A. Examine areas to receive lawns and grass for compliance with requirements and other
conditions affecting performance. Proceed with installation only after unsatisfactory conditions
have been corrected.

B. Varify the existence or non-existence of irrigation systems. Damaged systems shall be repaired
with equipment to match existing and system tested for operation in an efficient and satisfactory
manner. If damages to existing irrigation systems are incurred, the contractor shall be
responsible for irrigation system repairs at the expense of the contractor.

3.02 PREPARATION

A. Protect structures, utiiities, sidewalks, pavements, retaining walls, irrigation systems, and other
facilities, trees, shrubs, and other plantings from damage caused by restoration operations.
1. Protect adjacent and adjoining areas from hydroseeding overspray.

B. Provide erosion-control measures to prevent erosion or displacement of soils and discharge of
soil-bearing water runoff or airborne dust to adjacent properties and walkways.

3.03 LAWN PREPARATION

A. Limit lawn subgrade preparation to areas to be planted.

B. Unchanged Subgrades: If lawns are to be planted in areas unaltered or undisturbed by
excavating, grading, or surface soil stripping operations, prepare surface soil as follows:
1. Remove existing grass, vegetation, and turf. Do not mix into surface soil.
2. Loosen surface soil to a depth of at least of 6 inches. Apply soil amendments and fertilizers
according to planting soil mix proportions and mix thoroughly into top 4 inches of soil. Till
soil to a homogeneous mixture of fine texture.
a. Apply fertilizer directly to surface soil before loosening.
3. Remove stones larger than 1 inch in any dimension and sticks, roots, trash, and other
extraneous matter.
4. Legally dispose of all waste material, including grass, vegetation, and turf, off Owner's
property.

02920 - 6 Technical Specifications
Taney County Regional Sewer District

C. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly
fine texture. Grade to within plus or minus 1/2 inch of finish elevation. Roll and rake, remove
ridges, and fill depressions to meet finish grades. Limit fine grading to areas that can be planted
in the immediate future.

D. Moisten prepared lawn areas before planting if soil is dry. Water thoroughly and allow surface to
dry before planting. Do not create muddy soil.

E. Restore areas if eroded or otherwise disturbed after finish grading and before planting.

3.04 SEEDING

A. Sow seed with spreader or seeding machine. Do not broadcast or drop seed when wind velocity
exceeds 5 mph. Evenly distribute seed by sowing equal quantities in two directions at right
angles to each other.
1. Do not use wet seed or seed that is moldy or otherwise damaged.

B. Sow lawn seed at the rate of 3 to 4 Ib/1 000 sq. ft. Meadow grasses to be sown at the rate noted
in Section 2.03.

C. Rake seed lightly into top 1/8 inch (3 mm) of topsoil, roll lightly, and water with fine spray.

D. Protect seeded areas with slopes exceeding 1:4 with erosion-control blankets installed and
stapled according to manufacture~s written instructions.

E. Protect seeded areas with slopes not exceeding 1:6 by spreading straw mulch. Spread
uniformly ata minimum rate of2 tons/acre to form a continuous blanket 1-1/2 inches (38 mm) in
loose depth over seeded areas. Spread by hand, blower, or other suitable equipment.
1. Anchor straw mulch by crimping into topsoil with suitable mechanical equipment.
2. Bond straw mulch by spraying with asphalt emulsion at the rate of 10 to 13 gal./1000 sq. ft.
Take precautions to prevent damage or staining of structures or other plantings adjacent to
mulched areas. Immediately clean damaged or stained areas.

3.05 HYDROSEEDING

A. Hydroseeding: Mix specified seed, fertilizer, and fiber mulch in water, using equipment
specifically designed for hydroseed application. Continue mixing until uniformly blended into
homogeneous slurry suitable for hydraulic application.
1. Mix slurry with asphalt-emulsion tackifier.
2. Apply slurry uniformly to all areas to be seeded in a one-step process. Apply mulch at a
minimum rate of 1500-lb/acre dry weight but not less than the rate required to obtain
specified seed-sowing rate.

3.06 SODDING

A. Sod shall be placed in areas were sod was pre-existing.

B. Lay sod within 24 hours of harvesting. Do not lay sod if dormant or if ground is frozen or muddy.

C. Lay sod to form a solid mass with tightly fitted joints. Bull ends and sides of sod; do not stretch
or overlap. Stagger sod strips or pads to offset joints in adjacent courses. Avoid damage to
subgrade or sod during installation. Tamp and roll lightly to ensure contact with subgrade,
eliminate air pockets, and form a smooth surface. Work sifted soil or fine sand into minor cracks

02920 - 7 Technical Specifications
 Taney County Regional Sewer District

between pieces of sod; remove excess to avoid smothering sod and adjacent grass.
1. Lay sod across angle of slopes exceeding 1:3.
2. Anchor sad on slopes exceeding 1:6 with wood pegs spaced as recommended by sod
manufacturer but not less than 2 anchors per sod strip to prevent slippage.

D. Saturate sod with fine water spray within two hours of planting. During first week, water daily or
more frequently as necessary to maintain moist soil to a minimum depth of 4 inches below sod.
Sod which dries out will be rejected.

3.07 LAWN RENOVATION

A. Renovate existing lawn damaged by Contractor's operations, such as storage of materials or
equipment and movement of vehicles.
1. Reestablish lawn where settlement or washouts occur orwhere minor regrading is required.

B. Remove sod and vegetation from unsatisfactory lawn areas; do not bury in soil.

C. Remove topsoil containing foreign materials resulting from Contractor's operations, including
oil droppings, fuel spills, stone, gravel, and other construction materials, and replace with
new topsoil.

D. Remove weeds before seeding. Where weeds are extensive, apply selective herbicides as
required. Do not use pre-emergence herbicides.

E. Remove waste and foreign materials, including weeds, soil cores, grass, vegetation, and turf,
and legally dispose of them off Owner's property.

F. Till stripped, bare, and compacted areas thoroughly to a soil depth of 6 inches.

G. Apply soil amendments and initial fertilizers required for establishing new lawns and mix
thoroughly into top 4 inches of existing soil. Provide new planting soil to fill low spots and meet
finish grades.

H. Apply seed and protect with straw mulch or sad as required for new lawns.

I. Water newly planted areas and keep moist until new lawn is established.

3.08 SATISFACTORY LAWNS

A. Satisfactory Seeded Lawn: At end of maintenance period, a healthy, uniform, close stand of
grass has been established, free of weeds and surface irregularities, with coverage exceeding
90 percent over any 10 sq. ft. and bare spots not exceeding 5 by 5 inches.

B. Satisfactory Sodded Lawn: At end of maintenance period, a healthy, well-rooted, even-colored,
viable lawn has been established, free of weeds, open joints, bare areas, and surface
irregularities.

C. Reestablish lawns that do not comply with requirements and continue maintenance until lawns
are satisfactory.

3.09 CLEANUP AND PROTECTION

A. Promptly remove soil and debris created by lawn work from paved areas. Clean wheels of
vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved areas.

02920 - 8 Technical Specifications
Taney County Regional Sewer District

B. Erect barricades and warning signs as required to protect newly planted areas from traffic.
Maintain barricades throughout maintenance period and remove after lawn is established.

C. Remove erosion-control measures after grass establishment period.

END OF SECTION

02920 - 9 Technical Specifications
 Taney County Regional Sewer District

SECTION 03300

CAST·IN·PLACE CONCRETE

PART 1 • GENERAL

1.01 SUMMARY

This Section specifies cast-in place concrete, including formwork, reinforcement, concrete materials,
mix design, placement procedures, and finishes.

1.02 SUBMITTALS

A. Product Data: For each type of manufactured material and product indicated.

B. Design Mixes: For each concrete mix. Include alternate mix designs when characteristics of
materials, project conditions, weather, test results, or other circumstances warrant
adjustments.

C. Material Certificates: Signed by manufacturers certifying that each of the following items
complies with requirements:
1. Cementitious materials and aggregates.
2. Form materials and form-release agents.
3. Steel reinforcement and reinforcement accessories.
4. Fiber reinforcement.
5. Admixtures.
6. Waterstops.
7. Curing materials.
8. Floor and siab treatments.
9. Bonding agents.
10. Adhesives.
11. Vapor retarders.
12. Epoxy joint filler.
13. Joint-filler strips.
14. Repair materials.

1.03 QUALITY ASSURANCE

A. Installer Qualifications: An experienced installer who has compieted concrete Work similar in
material, design, and extent to that indicated for this Project and whose work has resulted in
construction with a record of successful in-service performance.

B. ManUfacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete
products complying With ASTM C 94 requirements for production facilities and equipment.

C. Testing Agency Qualifications: An independent testing agency, acceptable to authorities
having jurisdiction, qualified according to ASTM C 1077 and ASTM E 329 to conduct the
testing indicated, as documented according to ASTM E 548.

D. Source Limitations: Obtain each type or class of cementitious material of the same brand
from the same manufacturer's plant, each aggregate from one source, and each admixture
from the same manufacturer.

03300 - 1 Technical Specifications
 Taney County Regional Sewer District

E. ACI Publications: Comply with the following, unless more stringent provisions are indicated:
1. ACI 301, "Specification for Structural Concrete."
2. ACI 117, "Specifications for Tolerances for Concrete Construction and Materials."
3. Before submitting design mixes, review concrete mix design and examine
procedures for ensuring quality of concrete materials. Require representatives of
each entity directly concerned with cast-in-place concrete to attend, including the
following:
a. Contractor's superintendent.
b. Independent testing agency responsible for concrete design mixes.
c. Ready-mix concrete producer.
d. Concrete subcontractor.

1.04 DELIVERY, STORAGE, AND HANDLING

Deliver, store, and handle steel reinforcement to prevent bending and damage.

A. Avoid damaging coatings on steel reinforcement.
B. Repair damaged epoxy coatings on steel reinforcement according to ASTM D 3963.

PART 2· PRODUCTS

2.01 FORM·FACING MATERIALS

A. Smooth-Formed Finished Concrete: Form-facing panels that will provide continuous, true,
and smooth concrete surfaces. Furnish in largest practicable sizes to minimize number of
joints. Plywood, metal or other approved panel materials.

B. Rough-Formed Finished Concrete: Plywood, lumber, metal, or another approved material.
Provide lumber dressed on at least two edges and one side for tight fit.

C. Forms for Cylindrical Columns, Pedestals, and' Supports: Metal, glass-fiber·reinforced
plastic, paper, or fiber tubes that will produce surfaces with gradual or abrupt irregularities not
exceeding specified formwork surface class. Provide units with sufficient wall thickness to
resist plastic concrete loads without detrimental deformation.

D. Pan-Type Forms: Giass-fiber-reinforced plastic or formed steel, stiffened to resist plastic
concrete loads without detrimental deformation.

E. Void FormS: Biodegradable paper surface, treated for moisture resistance, structurally
sufficient to support weight of plastic concrete and other superimposed loads.

F. Chamfer Strips: Wood, metal, PVC, or rubber strips, 3/4 by 3/4 inch minimum.

G. Form-Release Agent Commercially formulated form-release agent that will not bond with,
stain, or adversely affect concrete surfaces and will not impair subsequent treatments of
concrete surfaces. Formulate form-release agent with rust inhibitor for steel form-facing
materials.

03300 - 2 Technical Specifications
 Taney County Regional Sewer District

H. Form Ties: Factory-fabricated, removable or snap-off metal or glass-fiber-reinforced plastic
form ties designed to resist lateral pressure of fresh concrete on forms and to prevent
spalling of concrete on removal.
1. Furnish units that will leave no corrodible metal closer than 1 inch to the plane of the
exposed concrete surface.
2. Furnish ties that, when removed, will leave holes not larger than 1 inch in diameter in
concrete surface.
3. Furnish ties with integral water-barrier plates to walls indicated to receive
dampproofing or waterproofing.

2.02 STEEL REINFORCEMENT

A. Reinforcing Bars: ASTM A 615, Grade 60, deformed.

B. Epoxy~Coated Reinforcing Bars: ASTM A 775, and Steel Reinforcement: ASTM A 615,
Grade 60, deformed.

C. Steel Bar Mats: ASTM A 184, assembled with clips. Steel Reinforcement: ASTM A 615,
Grade 60, deformed bars.

D. Plain-Steel Wire: ASTM A 82, as drawn.

E. Deformed-Steel Wire: ASTM A 496.

F. Epoxy-Coated Wire: ASTM A 884, Class A coated, plain-steel wire.

G. Plain-Steel Welded Wire Fabric: ASTM A 185, fabricated from as-drawn steel wire into flat
sheets.

H. Deformed-Steel Welded Wire Fabric: ASTM A 497, fiat sheet.

I. Epoxy-Coated Welded Wire Fabric: ASTM A 8'84, Class A, plain steel.

2.03 REINFORCEMENT ACCESSORIES

A. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and
fastening reinforcing bars and welded wire fabric in place. Manufacture bar supports
according to CRSl's "Manual of Standard Practice" from steel wire, plastic, or precast
concrete or fiber-reinforced concrete of greater compressive strength than concrete, and as
follows:
1. For concrete surfaces exposed to view where legs of wire bar supports contact
forms, use CRSI Class 1 plastic-protected or eRSI Class 2 stainless-steel bar
supports.
2. For epoxy-coated reinforcement, use epoxy-coated or other dielectric-polymer-
coated wire bar supports..

B. Joint Dowel Bars: Plain-steel bars, ASTM A 615, Grade 60. Cut bars true to length with
ends square and free of burrs.

C. Epoxy-Coated Joint Dowel Bars: ASTM A 775; with ASTM A615, Grade 60, plain-steel bars.

D. Epoxy Repair Coating: Liquid, two-part, epoxy repair coating; compatible with epoxy coating
on reinforcement and complying with ASTM A 775.

03300 - 3 Technical Specifications
 Taney County Regional Sewer District

2.04 CONCRETE MATERIALS

A. Portland Cement: ASTM C 150, Type I.

B. Normal-Weight Aggregate: ASTM C 33, uniformly graded, and as foilows:

1. Class: Severe weathering region, but not less than 3S.
2. Nominal Maximum Aggregate Size: 1 inch.
3. Combined Aggregate Gradation: Weil graded from coarsest to finest with not more
than 1B percent and not less than 8 percent retained on an individual sieve, except
that less than 8 percent may be retained on coarsest sieve and on No. 50 sieve, and
less than 8 percent may be retained on sieves finer than No. 50.

C. lightweight Aggregate: ASTM C 330 with nominal Maximum Aggregate Size of 1 inch.

D. Water: Potabie and complying with ASTM C 94.

2.05 ADMIXTURES

A. General: Admixtures certified by manufacturer to contain not more than 0.1 percent water-
soluble chloride ions by mass of cementitious material and to be compatible with other
admixtures and cemenlitious materials. Do not use admixtures containing calcium chloride.

B. Air-Entraining Admixture: ASTM C 260.

C. Water-Reducing Admixture: ASTM C 494, Type A.

D. High-Range, Water-Reducing Admixture: ASTM C 494, Type F.

E. Water-Reducing and Accelerating Admixture: ASTM C 494, Type E.

F. Water-Reducing and Retarding Admixture: ASTM C 494, Type D.

2.06 FIBER REINFORCEMENT

A. Synthetic Fiber: Fibrillated or monofilament polypropyiene fibers engineered and designed
for use in concrete, complying with ASTM C 1116, Type III, 1/2 to 1-1/2 inches long.

B. Products: SUbject to compliance with requirements, provide one of the foilowing
Monofilament Fibers:
1. FibrasolllP; Axim Concrete Technologies.
2. Fiberstrand 100; Euclid Chemical Co.
3. Fibermix Stealth; Fibermesh, Div. of Synthetic Industries.
4. Farta Mono; Forta Corporation.
5. Grace MicroFiber; W. R. Grace & Co., Construction Products Div.
6. Hi-Tech PPM Fiber; Hi-Tech'Fibers, Div. of Martin Color-Fi, Inc.
7. Polystrand 1000; Metalcrete Industries.

2.07 WATERSTOPS

A. Flexible Rubber Waterstops: CE CRD-C 513, for embedding in concrete to prevent passage
of fluids through joints. Factory fabricate corners, intersections, and directional changes. As
indicated in Profile. .

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 : Taney County Regional Sewer District

B. Flexible PVC Waterstops: CE CRD-C 572, for embedding in concrete to prevent passage of
fluids through joints. Factory fabricate corners, intersections, and directional changes. As
indicated in Profile.

C, Manufacturers: Subject to compliance with requirements, provide products by one of the
following rubber waterstops:
1. Rubber Waterstops:
a. Greenstreak.
b. Progress Unlimited inc.
c. Westec Barrier Technologies; Div. of Western Textile Products, Inc.
d. Williams Products, Inc.
2. PVC Waterstops:
a. Greenstreak.
b. Meadows: W. R. Meadows, Inc.
c. Murphy: Paul, Murphy Plastics Co.
d. Progress Unlimited Inc.
e. Sternson Group.
f. Tamms Industries Co.; Div. of LaPorte Construction Chemicals North
America, Inc.
g. Vinylex Corporation.
h. Westec Barrier Technologies; Div. of Western Textile Products, Inc.

D. Self-Expanding Strip Waterstops: Manufactured rectangular or trapezoidal strip, sodium
bentonite or other hydrophylic material for adhesive bonding to concrete. Products are
subject to comply with requirements. Provide one of the following:
1. Volclay Waterstop-RX; Colloid Environmental Technologies Co.
2. Conseal CS-231; Concrete Sealants Inc.
3. Swellseal Joint; De Neef Construction Chemicals (U.S.) Inc,
4. Hydrotite; Greenstreak.
5. Mirastop; Mirafi Moisture Protection, Div. of Royal Ten Cate (USA), Inc.
6. Adeka Ultra Seal; Mitsubishi International Corporation.
7. Superstop; Progress Unlimited Inc.

2.08 VAPOR RETARDERS

A. Vapor Retarder: ASTM E 1745, Class C, of one of the following materials:
1. Polyethylene sheet, ASTM D 4397, not less than 10 mils thick:
2. Nonwoven, polyester-reinforced, polyethylene coated sheet; 10 mils thick.

B. Fine-Graded Granular Material: Clean mixture of crushed stone, crushed gravel, and
manufactured or natural sand; ASTM D 448, Size 10, with 100 percent passing a No. 4 sieve
and 10 to 30 percent passing a NO.1 00 Sieve; meeting deleterious substance limits ofASTM
C 33 for fine aggregates.

C. Granular Fill: Clean mixture of crushed stone or crushed or uncrushed gravel; ASTM D 448,
Size 57, with 100 percent passing a H/2-inch sieve and 0 to 5 percent passing a No, 8
sieve.

2.09 CURING MATERIALS

A. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for
application to fresh concrete.

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 Taney County Regional Se,wer District·

B. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing
approximately 9 oz./sq. yd. dry.

C. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene
sheet.

D. Water: Potable.

E. Clear, Solvent-Borne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class
B.

F. Clear, Solvent-Borne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315,
Type 1, Class A.

2.10 RELATED MATERIALS

A. Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber.

B. Epoxy Joint Filler: Two-component, semi-rigid, 100 percent solids, epoxy resin with a Shore
A hardness of 80 per ASTM D 2240.

C. Epoxy-Bonding Adhesive: ASTM C 881, two-component epoxy resin, capable of humid
curing and bonding to damp surfaces, of class and grade to suit requirements, and as
follows:
1. Type II, non-load bearing, for bonding freshly mixed concrete to hardened concrete.
2. Types I and II, non-load bearing, for bonding hardened or freshly mixed concrete to
hardened concrete.
3. Types IV and V, load bearing, for bonding hardened or freshly mixed concrete to
hardened concrete.

2.11 CONCRETE MIXES

A. Prepare design mixes for each type and strength of concrete determined by either laboratory
trial mix or field test data bases, as follows:
1. Proportion normal-weight concrete according to ACI 211.1 and ACI 301.
2. Proportion lightweight structural concrete according to ACI 211.2 and ACI 301.

B. Use a qualified independent testing agency for preparing and reporting proposed mix designs
for the laboratory trial mix basis.

C. Proportion normal-weight concrete mix as follows:
1. Compressive Strength (28 Days): 4000 psi.
2. Maximum Slump: 4 inches.
3. Maximum Slump for Concrete Containing High-Range Waler-Reducing Admixture:
8 inches after admixture is added to concrete with 2- to 4-inch slump.
4. Minimum Cementitious Materials Content: 540 Ib/cu. yd.

D. Cementitious Materials: For concrete exposed to deicers, limit percentage, by weight, of
cementitious materials other than portland cement according to ACI 301 requirements.

E. Maximum Water-Cementitious Materials Ratio: 0040.

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 Taney County Regional Sewer District

F. Air Content: Add air-entraining admixture at manufacturer's prescribed rate to result in
concrete at point of placement having an air content as follows within a tolerance of plus 1 or
minus 1.5 percent, unless otherwise indicated. Air content is to be 6 percent.

G. Do not air entrain concrete to trowel-finished interior floors and suspended slabs. Do not
allow entrapped air content to exceed 3 percent.

H. Limit water-soluble, chloride-ion content In hardened concrete to 0.15 percent by weight of
cement.

I. Synthetic Fiber: Uniformly disperse in concrete mix at manufacturer's recommended rate,
but not less than 1.5 Ib/cu. yd.

J. Admixtures: Use admixtures according to manufacturers written instructions.
1. Use water-reducing admixture or high-range water-reducing admixture
(superplasticizer) in concrete, as required, for placement and workability.
2. Use water-reducing and retarding admixture when required by high temperatures,
low humidity, or other adverse placement conditions.
3. Use water-reducing admixture in pumped concrete, concrete for heavy-use industrial
slabs and parking structure slabs, concrete required to be watertight, and concrete
with a water-cementitious materials ratio below 0.50.

2.12 FABRICATING REINFORCEMENT

Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice."

2.13 CONCRETE MIXING

Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94, and
furnish batch ticket information.

PART 3· EXECUTION

3.01 FORMWORK

A. Design, erect, shore, brace, and maintain formwork, according toAC1301, to support vertical,
lateral, static, and dynamic loads, and construction loads that might be applied, until concrete
structure can support such loads.

B. Construct formwork so concrete members and structures are of size, shape, alignment,
elevation, and position indicated, within tolerance limits of AC1117.

C. Limit concrete surface irregularities, designated by ACI347R as abrupt or gradual, as follows:
1. Class A, 1/8 inch.
2. Class B, 1/4 inch.
3. Class C, 1/2 inch.
4. Class 0, 1 inch,

D. Construct forms tight enough to prevent loss of concrete mortar.

E. Fabricate forms for easy removal without hammering or prying against concrete surfaces.
Provide crush or wrecking plates where stripping may damage cast concrete surfaces.
Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical. Kerf wood

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 Taney County Regional Sewer District

inserts for forming keyways, reglets, recesses, and the like, for easy removal. Do not use
rust-stained steel form-facing material.

F. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required
elevations and slopes in finished concrete surfaces. Provide and secure units to support
screed strips; use strike-off templates or compacting-type screeds.

G. Provide temporary openings for cleanouts and inspection ports where interior area of
formwork is inaccessible. Close openings with panels tightly fitted to forms and securely
braced to prevent loss of concrete mortar. Locate temporary openings in forms at
inconspicuous locations.

H. Chamfer exterior corners and edges of permanently exposed concrete.

I. Form openings, chases, offsets, sinkages, keyways, reg lets, blocking, screeds, and
bulkheads required in the Work. Determine sizes and locations from trades providing such
items.

J. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt,
and other debris just before placing concrete.

K. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks
and maintain proper alignment.

L. Coat contact surfaces of forms with form-release agent, according to manufacturer's written
instructions, before placing reinforcement.

3.02 EMBEDDED ITEMS

Place and secure anchorage devices and other embedded items required for adjoining work that is
attached to or supported by cast-in-place concrete. Use Setting Drawings, templates, diagrams,
instructions, and directions furnished with items to be embedded.

A. Install anchor bolts, accurately located, to elevations required.

B. Install reglets to receive top edge of foundation sheet waterproofing and to receive through-
wall flashings in outer face of concrete frame at exterior walls, where flashing is shown at
lintels, shelf angles, and other conditions.

C. Install dovetail anchor slots in concrete structures as indicated.

3.03 REMOVING AND REUSING FORMS

A. General: Formwork, for sides of beams, walls, columns, and similar parts of the Work, that
does not support weight of concrete may be removed after cumulatively curing at not less
than 50 deg F for 24 hours after placing concrete proVided concrete Is hard enough to not be
damaged by form-removal operations and prOVided curing and protection operations are
maintained.

B. Leave formwork, for beam soffits, joists, slabs, and other structural elements, that supports
weight of concrete in place until concrete has achieved the following:
1. At least 70 percent of 28-day design compressive strength.
2. Determine compressive strength of in-place concrete by testing representative fleld-
or laboratory-cured test specimens according to ACI 301.

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 Taney County Regional Sewer District

3. Remove forms only if shores have been arranged to permit removal of forms withoui
loosening or disturbing shores.

C. Ciean and repair surfaces of forms to be reused in the Work. Split, trayed, delaminated, or
otherwise damaged form-facing material wili not be acceptable for exposed surfaces. Apply
new form-release agent.

D. When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints.
Align and secure joints to avoid offsets. Do not use patched forms for exposed concrete
surfaces unless approved by Engineer.

3:04 SHORES AND RESHORES

A. Comply with ACI 318, ACI 301, and recommendations in ACI 347R for design, instaliation,
and removal of shoring and reshoring.

B. In multistory construction, extend shoring or reshoring over a sufficient number of stories to
distribute loads in such a manner that no floor or member wili be excessively loaded or wili
induce tensile stress in concrete members without sufficient steei reinforcement.

C. Plan sequence of removal of shores and reshore to avoid damage to concrete. Locate and
provide adequate reshoring to support construction without excessive stress or deflection.

3.05 VAPOR RETARDERS

A. Vapor Retarder: Place, protect, and repair vapor-retarder sheets according to ASTM E 1643
and manufacturer's written instructions.

B. Fine-Graded Granuiar Material: Cover vapor retarder with fine-graded granular material,
moisten, and compact with mechanical equipment to elevation tolerances of plus 0 inch or
minus 3/4 inch.

C. Granular Fill: Cover vapor retarder with granular fill, moisten, and compact with mechanical
equipment to elevation tolerances of plus 0 inch or minus 3/4 inch. Place and compacta 1/2-
inch- thick layer of fine-graded granular material over granular fill.

3.06 STEEL REINFORCEMENT

A. General: Comply with CRSl's "Manual of Standard Practice" for placing reinforcement. Do
not cut or puncture vapor retarder. Repair damage and reseai vapor retarder before placing
concrete.

B. Clean reinforcement of loose rust and mill scale, earth, ice, and other foreign materials.

C. Accurately position, support, and secure reinforcement against displacement. Locate and
support reinforcement with bar supports to maintain minimum concrete cover. Do not tack
weld crossing reinforcing bars.

D. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.

E. Instali welded wire fabric in longest practicable lengths on bar supports spaced to minimize
sagging. Lap edges and ends of adjoining sheets at least one mesh spacing. Offset laps of
adjoining sheet widths to prevent continuous laps in either direction. Lace overlaps with wire.

03300 - 9 Technical Specifications
 Taney County Regional Sewer District

F. Epoxy-Coated Reinforcement: Use epoxy-coated steel wire ties to fasten epoxy-coated
reinforcement. Repair cut arid damaged epoxy coatings with epoxy repair coating according
to ASTM D 3963.

3.07 JOINTS

A. General: Construct joints true to line with faces perpendicular to surface plane of concrete.

B. Construction Joints: Instali so strength and appearance of concrete are not impaired, at
locations indicated or as approved by Engineer.
1. Place joints perpendicular to main reinforcement. Continue reinforcement across
construction joints, unless otherwise indicated. Do not continue reinforcement
through sides of strip piacements of fioors and slabs.
2. Form from preformed galvanized steel, plastic keyway-section forms, or bulkhead
forms with keys, unless otherwise indicated. Embed keys at least 1-1/2 inches into·
concrete.
3. Locate joints for beams, slabs, joists, and girders in the middle third of spans. Offset
joints in girders a minimum distance of twice the beam width from a beam-girder
intersection.
4. Locate horizontal joints in walis and columns at underside of floors, slabs, beams,
and girders and at the top of footings or floor slabs.
5. Space vertical joints in walis as indicated. Locate joints beside piers integral with
walis, near corners, and in concealed locations where possible.
6. Use a bonding agent at locations where fresh concrete is placed against hardened or
partialiy hardened concrete surfaces.
7.. Use epoxy-bonding adhesive at locations where fresh concrete is placed against
hardened or partialiy hardened concrete surfaces.

C. Contraction Joints in Siabs-on-Grade: Form weakened-plane contraction joints, sectioning
concrete into areas as indicated. Construct contraction joints for a depth equal to at least
one-fourth of concrete thickness, as foliows:
1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing
each edge of joint to a radius of 1/8 inch. Repeat grooving of contraction joints after
applying surface finishes. Eliminate groover tool marks on concrete surfaces.
2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof
abrasive or diamond-rimmed blades. Cut 1/8-inch- wide joints into concrete when
cutting action will not tear, abrade, or otherwise damage surface and before concrete
develops random contraction cracks.

D. Isolation Joints in Slabs-an-Grade: After removing formwork, instali joint-filier strips at slab
junctions with vertical surfaces, such as column pedestals, foundation walls, grade beams,
and other locations, as indicated.
1. Extend joint-filler strips full width and depth of joint, terminating flush with finished
concrete surface, unless otherwise indicated.
2. Terminate fuli-width joint-filier strips not less than 1/2 inch or more than 1 inch below
finished concrete surface where joint sealants are indicated.
3. instali joint-filier strips In lengths as long as practicable. Where more than one
length is required, lace or clip sections together.

E. Dowel Joints: Instali dowel sleeves and dowels or dowel bar and support assemblies at joints
where indicated. Use dowel sleeves or lubricate or asphalt-coat one-half of dowel length to
prevent concrete bonding to one side of joint.

3.08 WATERSTOPS

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Taney County Regional Sewer DistriGt

Flexible Waterstops: Install in construction joints as indicated to form a continuous diaphragm. Install
in longest iengths practicable. Support and protect exposed waterstops during progress of Work.
Field-fabricate joints in waterstops according to manufacturer's written instructions.

3.09 CONCRETE PLACEMENT

A. Before placing concrete, verify that installation of formwork, reinforcement, and embedded
items is complete and that required inspections have been performed.

B. Do not add water to concrete during delivery, at Project site, or during placement, unless
approved by Engineer.

C. Deposit concrete continuously or in layers of such thickness that no new concrete will be
placed on concrete that has hardened enough to cause seams or pianes of weakness. If a
section cannot be piaced continuously, provide construction joints as specified. Deposit
concrete to avoid segregation.

D. Deposit concrete in forms in horizontal layers no deeper than 24 inches and in a manner to
avoid inclined construction joints. Limit dropping height of concrete in foms to 60 inches or
less. Place each layer while preceding layer is still plastic, to avoid cold joints.
1. Consolidate placed concrete with mechanical vibrating equipment. Use equipment
and procedures for consolidating concrete recommended by ACI 309R.
2. Do not use vibrators to transport concrete inside forms. Insert and withdraw
vibrators vertically at uniformly spaced locations no farther than the visible
effectiveness of the vibrator. Place vibrators to rapidly penetrate placed layer and at
least 6 inches into preceding layer. Do not insert vibrators into lower layers of
concrete that have begun to lose plasticity. At each insertion, limit duration of
vibration to time necessary to consolidate concrete and complete embedment of
reinforcement and other embedded items without causing mix constituents to
segregate.

E. Deposit and consolidate concrete for floors and slabs in a continuous operation, within limits
of construction joints, until placement of a panel or section is complete.
1. Consolidate concrete during placement operations so concrete is thoroughly worked
around reinforcement and other embedded items and into corners.
2. Maintain reinforcement in position on chairs during concrete placement.
3. Screed slab surfaces with a straightedge and strike off to correct elevations.
4. Slope surfaces uniformly to drains where required.
5. Begin initial floating using bull floats or darbies to form a uniform and open-textured
surface plane, free of humps or hollows, before excess moisture or bleedwater
appears on the surface. Do not further disturb slab surfaces before starting finishing
operations.

F. Gold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work
from physical damage or reduced strength that could be caused by frost, freezing actions, or
low temperatures.
1. When air temperature has fallen to or is expected to fall below 40 deg F, uniformly
heat water and aggregates before mixing to obtain a concrete mixture temperature
of not less than 50 deg F and not more than 80 deg F at point of placement.
2. Do not use frozen materials or materials containing ice or snow. Do not place
concrete on frozen subgrade or on subgrade containing frozen materials.
3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or
chemical accelerators, unless otherwise specified and approved in mix designs.

03300 - 11 Technical Specifications
 Taney County Regional Sewer District

G. Hot-Weather Placement: Place concrete according to recommendations in AC/305R and as
follows, when hot-weather conditions exist:
1. Cool ingredients befOre mixing to maintain concrete temperature below gO deg F at
time of placement. Chilled mixing water or chopped ice may be used to control
temperature, proVided water equivalent of ice is calculated to total amount of mixing
water. Using liquid nitrogen to cool concrete is Contractor's option.
2. Cover steel reinforcement with water-soaked burlap so steel temperature will not
exceed ambient air temperature immediately before embedding in concrete.
3. Fog-spray forms, steei reinforcement, and subgrade just before placing concrete.
Keep subgrade moisture uniform without standing water, soft spots, or dry areas.

3.10 FINISHING FORMED SURFACES

A. Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie
holes and defective areas repaired and patched. Remove fins and other projections
exceeding ACI 347R limits for class of surface specified.

B. Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged
in an orderly and symmetrical manner with a minimum of seams. Repair and patch tie holes
and defective areas. Remove fins and other projections exceeding 118 inch in height. Apply
to concrete surfaces exposed to pUblic view or to be covered with a coating or covering
material applied directly to concrete, such as waterproofing, dampproofing, veneer plaster, or
painting.

C. Rubbed Finish: Apply the follOWing to smooth-formed finished concrete: Not later than one
day after form removal, moisten concrete surfaces and rub with carborundum brick or
another abrasive until producing a uniform color and texture. Do not apply cement grout
other than that created by the rubbing process.

D. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed
surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching
adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly
across adjacent unformed surfaces, unless otherwise indicated.

3.11 FINISHING FLOORS AND SLABS

A. General: Comply with recommendations in ACI 302.1 R for screeding, restraightening, and
finishing operations for concrete surfaces. Do not wet concrete surfaces.

B. Scratch Finish: While still plastic, texture concrete surface that has been screeded and bUII-
floated or darbied. Use stiff brushes, brooms, or rakes. Apply scratch finish. to surfaces
indicated and to surfaces to receive concrete floor topping or mortar setting beds for ceramic
or quarry tile, portland cement terrazzo, and other bonded cementitious floor finishes.

C. Float Finish: Consolidate surface with power-driven floats or by hand floating if area is small
or inaccessible to power driven floats. Restraighten, cut down high spots, and fill low spots.
Repeat float passes and restraightening until surface is left with a uniform, smooth, granular
texture. Apply float finish to surfaces indicated, to surfaces to receive trowel finish, and to
floor and slab surfaces to be covered with fluid-applied or sheet waterproofing, built-up or
membrane roofing, or sand-bed terrazzo.

D. Trowel Finish: After applying float finish, apply first trowel finish and consolidate concrete by
hand or power-driven trowel. Continue troweling passes and restraighten until surface is free

03300 - 12 Technical Specifications
 Taney County Regional Sewer District

of trowel marks and uniform in texture and appearance. Grind smooth any surface defects
that would telegraph through applied coatings or floor coverings.
1. Apply a trowel finish to surfaces indicated and to floor and slab surfaces exposed to
view or to be covered with resilient flooring, carpet, ceramic or quarry tile set over a
cleavage membrane, paint, or another thin film-finish coating system
2. Finish and measure surface so gap at any point between concrete surface and an
unleveled freestanding 10-foot- long straightedge, resting on two high spots and
placed anywhere on the surface, does not exceed 1/4 inch.

E. Trowel and Fine-Broom Finish: Apply a partial trowel finish, stopping after second troweling,
to surfaces indicated and to surfaces where ceramic or quarry tile is to be installed by either
thickset or thin-set method. Immediately after second troweling, and when concrete is still
plastic, slightly scarify surface with a fine broom.

F. Broom Finish: Apply a broom finish to exterior concrete platforms, steps, and ramps, and
elsewhere as indicated. Immediately after float finishing, slightly roughen trafficked surface by
brooming with fiber-bristle broom perpendicular to main traffic route. Coordinate required
final finish with Engineer before application.

G. Slip-Resistive Aggregate Finish: Before final floating, apply slip-resistive aggregate finish
where indicated and to concrete stair treads, platforms, and ramps. Apply according to
manufacturer's written instructions and as follows:
1. Uniformly spread 251b/100 sq. ft. of dampened slip-resistive aggregate over surface
in one or two applications. Tamp aggregate fiush with surface, but do not force
below surface.
2. After broadcasting and tamping, apply float finish.
3. After curing, lightly work surface with a steel wire brush or an abrasive stone, and
water to expose slip-resistive aggregate

3.12 MISCELLANEOUS CONCRETE ITEMS

A. Filling In: Fill in holes and openings left in concrete structures, unless otherwise indicated,
after work of other trades is in place. Mix, place, and cure concrete, as specified, to blend
with in-place construction. Provide other miscellaneous concrete filling indicated or required
to complete the Work.

B. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still
green and by steel-troweling surfaces to a hard, dense finish with corners, intersections, and
terminations slightly rounded.

C. Equipment Bases and Foundations: Provide machine and equipment bases and foundations
as shown on Drawings. Set anchor bolts for machines and equipment at correct elevations,
complying with diagrams or templates of manufacturer furnishing machines and equipment.

D. Steel Pan Stairs: Provide concrete fill for steel pan stair treads, landings, and associated
items. Cast-in inserts and accessories as shown on DraWings. Screed, tamp, and trowel-
finish concrete surfaces.

3.13 CONCRETE PROTECTION AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot
temperatures. Comply with AC1306.1 for cold-weather protection and with recommendations
in ACI 305R for hot-weather protection during curing.

03300 - 13 Technical Specifications
 Taney County Regional Sewer District

B. Evaporation Retarder: Apply evaporation retarder to unformed concrete surfaces if hot, dry,
or windy conditions cause moisture loss approaching 0.2 ib/sq. ft. x h (1 kg/sq. m x h) before
and during finishing operations. Appiy according to manufacturer's written instructions after
placing, screeding, and bull floating or darbying concrete, but before fioat finishing.

C. Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported
slabs, and other similar surfaces. If forms remain during curing period, moist cure after
ioosening forms. If removing forms before end of curing period. continue curing by one or a
combination of the following methods:

D. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed
surfaces, including floors and slabs, concrete fioor toppings. and other surfaces, by one or a
combination of the following methods:
1. Moisture Curing: Keep surfaces continuously moist fornot iess than seven days with
the following materials:
a. Water.
b. Continuous water-fog spray.
c. Absorptive cover, water saturated, and kept continuously wet. Cover
concrete surfaces and edges with 12-inch lap over adjacent absorptive
covers.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining
cover for curing concrete, piaced in widest practicabie width, with sides and ends
lapped at least 12 inches, and sealed by waterproof tape or adhesive. Cure for not
iess than seven days. immediately repair any holes or tears during curing period
using cover material and waterproof tape.
a. Moisture cure or use moisture-retaining covers to cure concrete surfaces to
receive floor coverings.
b. Moisture cure or use moisture-retaining covers to cure concrete surfaces to
receive penetrating liquid floor treatments.
c. Cure concrete surfaces to receive floor coverings with either a moisture-
retaining cover or a curing compound that the manufacturer recommends
for use with floor coverings.
3. Curing Compound: Apply uniformly in continuous operation by power spray or roller
according to manufacturer's written instructions. Recoat areas SUbjected to heavy
rainfall within three hours after initial application. Maintain continuity of coating and
repair damage during curing period.
4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a
continuous operation by power spray or roller according to manufacturer's written
instructions. Recoat areas subjected to heavy rainfall within three hours after initial
application. Repeat process 24 hours later and appiy a second coat. Maintain
continuity of coating and repair damage during curing period.

3.14 JOINT FILLING

A. Prepare, clean, and install joint filler according to manufacturer's written instructions.

B. Remove dirt, debris, saw cuttings, curing compounds, and sealers from joints; leave contact
faces of joint ciean and dry.

C. Install semirigid epoxy joint filler full depth in saw-cut joints and at least 2 inches deep in
formed joints. Overfill joint and trim joint filler flush with top of joint after hardening.

3.15 CONCRETE SURFACE REPAIRS

03300-14 Technical Specifications
Taney County Regidnal Sewer District

A. Defective Concrete: Repair and patch defective areas when approved by Engineer. Remove
and replace concrete that cannot be repaired and patched to Engineer's approval.

B. Patching Mortar: Mix dry-pack patching mortar, consisting of one part portland cement to two
and one-half parts fine aggregate passing a No. 16 sieve, using only enough water for
handling and placing.

C. Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks,
spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and
stains and other discolorations that cannot be removed by cleaning.
1. Immediateiy after form removal, cut out honeycombs, rock pockets, and voids more
than 1/2 inch in any dimension in solid concrete but not iess than 1 inch in depth.
Make edges of cuts perpendicular to concrete surface. Ciean, dampen with water,
and brush-coat holes and voids with bonding agent. Fill and compact with patching
mortar before bonding agent has dried. Fill form-tie voids with patching mortar or
cone plugs secured in place with bonding agent.
2. Repair defects on surfaces exposed to view by blending white Portland cement and
standard Portland cement so that, when dry, patching mortar will match surrounding
color. Patch a test area at inconspicuous locations to verify mixture and color match
before proceeding with patching. Compact mortar in place and strike off slightly
higher than surrounding surface.
3. Repair defects on concealed-formed surfaces that affect concrete's durability and
structural performance as determined by Engineer.

D. Repairing Unformed Surfaces: Test unformed surfaces, such as floors and slabs, for finish
and verify surface tolerances specified for each surface. Correct low and high areas. Test
surfaces sloped to drain for trueness of slope and smoothness; use a sloped template.
1. Repair finished surfaces containing defects. Surface defects inciude spalls, popouts,
honeycombs, rock pockets, crazing and cracks in excess of 0.01 inch wide or that
penetrate to reinforcement or completely through unreinforced sections regardless of
width, and other objectionable conditions.
2. After concrete has cured at least 14 days, correct high areas by grinding.
3. Correct localized low areas during or immediately after completing surface finishing
operations by culling out low areas and replacing with patching mortar. Finish
repaired areas to blend into adjacent concrete.
4. Correct other low areas scheduled to remain exposed with a repair topping. Cut out
low areas to ensure a minimum repair topping depth of 1/4 inch to match adjacent
floor elevations. Prepare, mix, and apply repair topping and primer according to
manufacturer's written instructions to produce a smooth, uniform, plane, and level
surface.
5. Repair defective areas, except random cracks and single holes 1 inch or less in
diameter, by CUlling out and replacing with fresh concrete. Remove defective areas
with clean, square cuts and expose steel reinforcement with at least 3/4 inch
clearance all around. Dampen concrete surfaces in contact with patching concrete
and apply bonding agent. Mix patching concrete of same materials and mix as
original concrete except without coarse aggregate. Place, compact, and finish to
blend with adjacent finished concrete. Cure in same manner as adjacent concrete.
6. Repair random cracks and single holes 1 inch or less in diameter with patching
mortar. Groove top of cracks and cut out holes to sound concrete and clean off
dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply
bonding agent. Place patching mortar before bonding agent has dried. Compact
patching mortar and finish to match adjacent concrete. Keep patched area
continuously moist for at least 72 hours.

03300 - 15 Technical Specifications
Taney County Regional Sewer District

E. Perform structural repairs of concrete, subject to Engineer's approval, using epoxy adhesive
and patching mortar.

F. Repair materials and installation not specified above may be used, subject to Engineer's
approval.

3.16 FIELD QUALITY CONTROL

A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to
sample materials, perform tests, and submit test reports during concrete placement.
Sampling and testing for quality control may include those specified in this Article.

B. Testing Services: Testing of composite samples of fresh concrete obtained according to
ASTM C 172 shall be performed according to the following requirements:
1. Testing Frequency: Obtain at least one composite sample for each 100 cu. yd. or
fraction thereof of each concrete mix placed each day. When frequency of testing
will provide fewer than five compressive-strength tests for each concrete mix, testing
shall be conducted from at least five randomly selected batches or from each batch if
fewer than five are used..
2. Slump: ASTM C 143; one test at point of placement for each composite sample, but
not less than one test for each day's pour of each concrete mix. Perform additional
tests when concrete consistency appears to change.
3. Air Content: ASTM C 231, pressure method, for normal-weight concrete; ASTM C
173, volumetric method, for structural lightweight concrete; one test for each
composite sample, but not iess than one test for each day's pour of each concrete
mix.
4. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40
deg F and below and when 80 deg F and above, and one test for each composite
sample.
5. Compression Test Specimens: ASTM C 31; cast and laboratory cure one set of four
standard cylinder specimens for each composite sample. Cast and field cure one set
of four standard cylinder specimens for each composite sample.
6. Compressive-Strength Tests: ASTM C 39; test two laboratory-cured specimens at 7
days and two at 28 days.
a. Test two field-cured specimens at 7 days and two at 28 days.
b. A compressive-strength test shall be the average compressive strength from
two specimens obtained from same composite sample and tested at age
indicated.

C. When strength of field-cured cylinders is less than 85 percent of companion laboratory-cured
cylinders, Contractor shall evaluate operations and provide corrective procedures for
protecting and curing in-place concrete.

D. Strength of each concrete mix will be satisfactory if every average of any three consecutive
compressive-strength tests equals or exceeds specified compressive strength and no
compressive-strength test value. falls below specified compressive strength by more than 500
psi.

E. Test results shall be reported in writing to Engineer, concrete manufacturer, and Contractor
within 48 hours of testing. Reports of compressive-strength tests shall contain Project
identification name and number, date of concrete placement, name of concrete testing and
inspecting agency, location of concrete batch in Work, design compressive strength at 28

03300 - 16 Technical Specifications
 Taney County Regional Sewer District

days, concrete mix proportions and materials, compressive breaking strength, and type of
break for both 7-and 28-day tests.

F. Nondestructive Testing: Impact hammer, sonoscope; or other nondestructive device may be
permitted by Engineer but will not be used as sole basis for approval or rejection of concrete.

G. Additional Tests: Testing and inspecting agency shall make additional tests of concrete when
test results indicate that slump, air entrainment, compressive strengths, or other
requirements have not been met, as directed by Engineer. Testing and inspecting agency
may conduct tests to determine adequacy of concrete by cored cylinders complying with
ASTM C 42 or by other methods as directed by Engineer.

END OF SECTION

03300 - 17 Technical Specifications
 Taney CountyRegional Sewer District

SECTION 07160

BITUMINOUS DAMPPROOFING

PART 1 - GENERAL

1.01 DESCRIPTION OF WORK

A. Extent of each type of dampproofing work is indicated on drawings and as foilows:
1. Manholes, ail types and locations.
2. Ail underground tanks.
3. Similar work used as exposed finish is excluded by definition and, if required, is specified as
waterproofing, vapor barrier, roofing, flooring, special coating or other appropriate category.
Dampproofing shail be applied below elevation of finish grade oniy.

B. This Section inclUdes the foilowing:
1. Cold-applied, cut-back asphalt dampproofing.

1.02 SUBMITTALS

A. General: Submit each item in this Article according to the Conditions of the Contract and
Division 1 Specification Sections.

B. Product Data: SUbmit manufacturer's technical product data, instailation instructions, and
recommendations for each dampproofing materiai required. Include data substantiating that
materials comply with requirements.

C. Certifications: Submit manufacturer's certification in writing that the product is suitable for the
application specified. Certification letter shail state the required application rate to dampproof the
indicated structures.

1.03 QUALITY ASSURANCE

A. lnstailer Qualifications: Engage an experienced Instailer who has completed bituminous
dampproofing similar In material, design, and extent to that indicated for this Project and with a
record (not less than three years) of successful in-service performance. The Instailer must be
acceptable to manufacturer of primary materials.

B. Single-Source Responsibility: Obtain primary dampprooflng materials and primers from one
source and by a single manufacturer. Provide secondary materials only as recommended by
manufacturer of primary materials.

1.04 PROJECT CONDITIONS

A. Substrate: Proceed with dampproofing only after substrate construction and penetrating work
have been completed. .

B. Weather Limitations: Proceed with dampproofing only when existing and forecasted weather
conditions will permit work to be performed according to manufacturer's recommendations and
warranty requirements.

C. Ventilation: Provide adequate ventilation during application of dampproofing in enclosed spaces.
Maintain ventilation until dampproofing has thoroughly cured.

07160-1 Technical Specifications
 Taney County Regional Sewer District '

PART 2 - PRODUCTS

2,01 BITUMINOUS DAMPPROOFING MATERIALS (BIT-DPj

A. General: Provide bituminous dampproofing materials that comply with the following requirements.
or provide other similar products that are certified in wriling by manufacturer of primary
dampproofing materials to be superior in performance for application indicated.

B, Manufacturer: SUbject to compliance with requirements. provide coal-tar products of one of the
following:
1. Celotex Corporation
2. GAF Corporation
3. Koppers Company, Inc.
4. Or approved equal

PART 3 - EXECUTION

3.01 INSPECTION

A. Examine Substrate and conditions under which dampproofing work is to be performed and notifY
Contractor in writing of unsatisfactory conditions. Do not proceed with work until unsatisfactory
conditions have been corrected in manner acceptable to Installer.

3.02 PREPARATION

A. Clean substrate of projections and substances detrimental to work; comply with
recommendations of prime materials manufacturer.

B. Install cant strips and similar accessories as shown and as recommended by prime materials
manufacturer even though not shown.

C. Fill voids. seal joints, and apply bond breakers, if any. as recommended by prime materials
manufacturer, with particular attention at construction joints.

D. Install separate flashings and corner protection stripping, as recommended by prime materials
manufacturer, where indicated to precede application of dampproofing. Comply with details
shown and with manufacturer's recommendations. Pay particUlar attention to requirements at
bUilding expansion joints. if any.

E. Prime substrate as recommended by prime materials manufacturer.

F. Protection of Other Work: Do not allow liquid and mastic compounds to enter and clog drains and
conductors. Prevent spillage and migration onto other surfaces of work by masking or otherwise
protecting adjoining work.

3.03 INSTALLATION

A. Comply with manufacturer's recommendations except where more stringent requirements are
shown or specified, and except where project conditions require extra precautions or provisions to
ensure satisfactory performance of work.

B. Cold Bitumen on Exterior Surfaces:
1. Apply a coat of cold, semi-fibrated, semi-mastic asphalt dampproofing material, by brushing

07160 - 2 Technical Specifications
Taney County Regional Sewer District

or spraying at rate certified by manufacturer to produce uniform dry film thickness of not less
than 30 mils.

C. Dampproof Protection Course:

1. General: Where indicated, install protection course of type indicated, over completed-and-
cured dampproofing treatment. Comply with dampproofing materials manufacturer's
recommendations for method of support or attachment of protection materials. Support with
spot-application of piastic cement where not otherwise indicated.

END OF SECTION

07160 - 3 Technical Specifications
 Taney County Regional Sewer District

SECTION 07900

JOINT SEALERS

PART I . GENERAL

1.01 DESCRIPTION OF WORK

A. The extent of each form and type of joint sealer is indicated on drawings and by provisions of this
section.

B. The applications for joint sealers as work of this section include the following:
1. Pavement and sidewalk joints.
2. Concrete construction joints where indicated on the drawings.
3. Concrete and masonry control joints.
4. Door frames to masonry joints.
5. Floor joints (interior).
6. Wall joints (exterior).
7. Flashing and coping joints.
8. Gasketing of assembiies.

1.02 SYSTEM PERFORMANCES

A. Provide joint sealers that have been produced and installed to establish and maintain watertight
and airtight continuous seals.

B. Provide joint sealers that have been recommended by the manufacturer for service under the
conditions of the particular joint appiication, including but not limited to exterior exposure, thermal
or other movement, abrasion, or submergence.

1.03 SUBMITTALS

A. Product Data: Submit manufacturer's technical data for each joint sealer product required,
including instructions for joint preparation and joint sealer application.

B. Product Certification: Submit certitication in writing by the sealant manufacturer that each sealer
product is recommended and suitable for the proposed application. The written certification shall
name the sealer product and shall identify the specific structures and locations where the sealer
will be installed.

C. Product Tests: If required by the Engineer, submit certified test reports for elastomeric sealants
on aged performances as specified, inclUding hardness, stain resistance, adhesion, cohesion or
tensile strength, elongation, low- temperature flexibility, compression set, modulus of elasticity,
water absorption, and resistance (aging, weight loss, deterioration) to heat and exposure to ozone
and ultraviolet.

1.04 DELIVERY, STORAGE AND HANDLING

A. Deliver materials to project site in original unopened containers or bundles with labels Informing
about manufacturer, product name and designation, color, expiration period for use, pot life,
curing time and mixing instructions for mUlti-component materials.

B. Store and handle materials to prevent their deterioration or damage due to moisture, temperature
changes, contaminants, or other causes.

07900 - 1 Technical Specifications
 Taney County Regional Sewer District

PART 2 - PRODUCTS

2.01 ACCEPTABLE MANUFACTURERS

A. General: Manufacturers listed in this article include those known to produce the indicated
category of prime joint sealer material, either as a nominally pure generic product or as an
equivalent-performance modification thereof or proprietary product.

B. Manufacturer: SulJject to compliance with requirements, provide products of one of the following:
1. Manufacturers of Elastomeric Sealants (liqUid):
a. Dow Corning Corp.; Midland, MI
IJ. General Electric Co.; Waterford, NY
c. GilJson-Homans Co.; Waterford, NY
d. W.R. Meadows, Inc.; Elgin, IL
e. Pecora Corp.; Harleysville, PA
f. Sika Chemical Corp.; Lindhurst, NJ
g. SonnelJorn, A Division of Rexnord; Minneapolis, MN
h. Tremco, Inc.; Cleveland, OH
i. Woodmont Products Inc.; Huntingdon Valley, PA
j. Or approved equal.
2. Manufacturers of Joint Fillers/Sealant Backers:
a. Dow Chemical Co.; Midland, MI
IJ. Hercules, Inc.; Middletown, DE
c. W.R. Meadows, Inc.; Elgin, IL
d. SonnelJorn, A Division of Rexnord, Minneapolis, MN
e. Woodmont Products, Inc.; Huntingdon Valley, PA
f. Or approved equal.

2.02 MATERIALS

A. General Sealer Requirements: Provide colors indicated or, if not otherwise indicated, as selected
lJy Engineer from manufacturer's standard colors. Select materials for compalilJility with joint
surfaces and other indicated exposures, and except as otherwise indicated, select modulus of
elasticity and hardness or grade recommended lJy manufacturer for each application indicated.
Where exposed to foot traffic, select non-tracking materials of sufficient strength and hardness to
withstand stiletto heel traffic without damage or deterioration of sealer system.

B. Elastomeric Sealants:
1. Single-Component Polyurethane Sealant (1 Pu-S): Except as otherwise indicated, provide
manufacturer's standard, non-modified, one-part, polyurethane-lJased, air-curing, elastomeric
sealant; complying with either ASTM C 920 type S Class 25, or FS TT-S-00230C Class A;
self-leveling grade/type where used in joints of surfaces subject to traffic, otherwise non-sag
grade/type. For use in all horizontal paving control joints. Bituminous Modification (-Bit):
Where joint surfaces contain or are contaminated with lJituminous materials, provide
manufacturer's modified type sealant that is compatilJle with joint surfaces (modified with coal
tar or asphalt as reqUired).
2. Single-Component Silicon RublJer Sealant (1 SR-S): Except as otherwise indicated, provide
manufacturer's standard, non-modified, one-part, silicone-rulJlJer-based, air-curing, non-sag,
elastomeric sealant; complying with either ASTM C 920 Type S Class 25 Grade NS, or FS
TT-S-001543A Class A Type S Non-sag. For use in all vertical control joints in masonry,
flashing and door frames.

C. Joint Fillers, Pavement Types:

07900 - 2 Technical Specifications
 Taney County Regional Sewer District

1. Expanded Polyethylene Joint Filler (ExPe-JF): Provide flexible, compressible, closed-cell,
polyethylene of not less than 10 psi compression deflection (25%); except provide higher
compression deflection strength as may be necessary to withstand installation forces and
provide proper support for sealants; surface water absorption of not more than 0.1 Ibs. per
sq. ft.
2. Open-Cell Polyurethane Joint Filler (OcPu-JF): Provide flexible, highly compressible, open-
cell polyurethane foam of not less than 1.3 Ibs. per cu. fl. density and not less than 2 psi
compression defiection (25%), with not more than 10% compression set for 25 hours at 50%
compression (ASTM D 3574 test methods).

D. Miscellaneous Materials
1. Joint Primer/Sealer: Provide type of joint primer/sealer recommended by sealant
manufacturer for joint surfaces to be primed or seaied.
2. Bond Breaker Tape (BB-Tp): Provide poiyethylene tape or other plastic tape as
recommended by sealant manufacturer, to be applied to seaiant- contact surfaces where
bond to substrate or joint filler must be avoided for proper performance of sealant. Provide
self-adhesive tape where applicable.
3. Sealant Backer Rod (S-BR): Provide compressible rod stock of polyethylene foam,
polyurethane foam, polyethylene jacketed polyurethane foam, butyl rubber foam, neoprene
foam or other flexible, permanent, durable non-absorptive material as recommended by
sealant manufacturer for back-up of and compatibility with sealant. Where used with hot-
applied sealant, provide heat-resistant type that will not be deteriorated by sealant application
temperature as indicated.

PART 3 • EXECUTION

3.01 INSPECTION

A. Installer must examine substrates, Ooint sUrfaces) and conditions under which joint sealer work is
to be performed, and must notify Contractor in writing of unsatisfactory conditions. Do not
proceed with joint sealer work until unsatisfactory conditions have been corrected In a manner
acceptable to Installer.

3.02 JOINT PREPARATION

A. Surface Cleaning of Joints:

Clean out joints immediately before installing joint sealers to comply with recommendations of
joint sealer manufacturers and the following requirements.
1. Remove all foreign material from joint substrates which could interfere with adhesion of joint
sealer, including dust; paints, except for permanent, protective coatings tested and approved
for seaiant adhesion and compatibility by sealant manufacturer; oil; grease; waterproofing;
water repellants; water; surface dirt and frost.
2. Clean concrete, masonry, unglazed surface of ceramic tile and similar porous joint substrate
surfaces, by brushing, grinding, blast cleaning, mechanical abrading, acid washing or a
combination of these methods to produce a clean, sound substrate capable of developing
optimum bond with joint sealers. Remove loose particles remaining from above cleaning
operations by vacuuming or blowing out joints with oil-free compressed air.
3. Remove laitance and form release agents from concrete.
4. Clean metal, glass, porcelain enamel, glazed surfaces of ceramic tile and other non-porous
surfaces by chemical cleaners or other means which are not harmful to substrates or leave
residues capable of interfering with adhesion of joint sealers.

B. Joint Priming:

07900 - 3 Technical Specifications
 Taney County Regional Sewer District

1. Prime joint substrates where indicated, or where recommended by sealant manufacturer
based on pre-construction joint sealer-substrate tests or prior experience. Apply primer to
comply with joint sealer manufacturer's recommendations. Confine primers to areas of joint
sealer bond, do not allow spillage or migration onto adjoining surfaces.

C. Masking Tape:
1. Use masking tape where required to prevent contact of sealant with adjoining surfaces which
otherwise would be permanently stained or damaged by such contact or by cleaning methods
required to remove sealant smears. Remove tape immediateiy after tooling without
disturbing joint seal.

3.03 INSTALLATION

A. Comply with manufacturer's printed instructions except where more stringent requirements are
shown or specified, and except where manufacturer's technical representative directs otherwise.

B. Set joint filler units at depth or position in joint as indicated to coordinate with other work, including
installation of bond breakers, backer rods and sealants. Do not leave voids or gaps between
ends of joint filler units.

C. Install sealant .backer rod for liqUid-applied sealants, except where shown to be omitted or
recommended to be omitted by sealant manufacturer for application indicated.

D. Install bond breaker tape where indicated and where required by manufacturer's
recommendations to ensure that liqUid-applied sealants will perform as intended.

E. Employ only proven instailation techniques, which will ensure that seaiants are deposited in
uniform, continuous ribbons without gaps or air pockets, with compiete "wetting" of joint bond
surfaces equally on opposite sides. Except as otherwise indicated, fill sealant rabbet to a slightly
concave surface, slightiy below adjoining surfaces. Where horizontal joints are between a
horizontal surface and vertical surface, fill joint to form a slight cove, so that joint will not trap
moisture and dirt.

F. Install liquid-applied sealants to depths as shown or, if not shown, as recommended by sealant
manufacturer but within the following general limitations, measured at center (thin) section of
beads; (not applicable to seaiants in lapped joints).

For sidewalks, pavements and similar joints sealed with elastomeric sealants and subject to
traffic and other abrasion and indentation exposures, fill joints to a depth equal to 75% of joint
width, but neither more than 5/8" deep nor less than 3/8" deep.

For normal moving joints sealed with elastomeric sealants but not subject to traffic, fill joints to a
depth equal to 50% of joint width, but neither more than 1/2" deep nor less than 1/4" deep.

G. Spillage:
1. Do not allow sealants or compounds to overflow from confines of joints, or to spill onto
adjoining work, or to migrate into voids of exposed finishes. Ciean adjoining surfaces by
whatever means may be necessary to eliminate evidence ofspillage.

H. Do not overheat or reheat hot-applied sealants; discard (do not use).

I. Recess exposed edges of gaskets and exposed joint fHlers slightly behind adjoining surfaces,
unless otherwise.shown, so that compressed units will not protrude from joints.

07900 - 4 Technical Specifications
 Taney County Regional Sel'<er District

J. Bond ends of gaskets together with adhesive or "weld" by other means as recommended by
manufacturer to ensure continuous watertight and airtight performance. Miter-cut and bond ends
at corners unless molded corner units are provided.

3.04 CURE AND PROTECTION

A. Protect joint sealers during and after curing period from contact with contaminating substan~es or
from damage resulting from construction operations or other causes so that they are without
deterioration or damage at time of substantial completion. If, despite such protection, damage or
deterioration occurs, cut out and remove damaged or deteriorated joint sealers immediately and
reseal joints with new materials to produce joint sealer installations with repaired areas
indistinguishabie from original work.

B. Clean off excess sealants or sealant smears adjacent to joints as work progresses by methods
and with cleaning materiais approved by manufacturers of joint sealers and of products in which
joints occur.

C. Cure sealants and caulking compounds in compliance with manufacturer's instructions and
recommendations to obtain high early bond strength, internal cohesive strength and surface
durability. Advise Contractor of procedures required for cure and protection ofjoint sealers during
construction period, so that they will be without deterioration or damage (other than normal wear
and weathering) at time of substantial completion. Cure and protect seaiants in a manner that will
minimize increases in modulus of elasticity and other accelerated aging effects. Replace or
restore sealants that are damaged or deteriorated during construction period.

END OF SECTION

07900 - 5 Technical Specifications
 APPENDIX A
STANDARD DETAILS