SECTION 02110 - SITE CLEARING j RELATED DOCUMENTS …

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iISECTION 02110 - SITE CLEARING j

PART 1 - GENERAL

RELATED DOCUMENTS

Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

SUMMARY

This Section includes the following:

Protection of existing trees indicated to remain.

Removal of trees and other vegetation.

Topsoil stripping.

Clearing and grubbing.

Removing above-grade improvements.

Removing below-grade improvements.

PROJECT CONDITIONS

Traffic : Conduct site-clearing operations to ensure minimum interference with roads,streets, walks, and other adjacent occupied or used facilities. Do not close or obstruct streets, walks, or other occupied or used facilities without permission from authorities having jurisdiction.

Protection of Existing Improvements: Provide protections necessary to prevent damageto existing improvements indicated to remain in place.

Protect improvements on adjoining properties and on Owner's property.

Restore damaged improvements to their original condition, as acceptable to property owners.

Protection of Existing Trees and Vegetation: Protect existing trees and othervegetation indicated to remain in place against unnecessary cutting, breaking or skinning of roots, skinning or bruising of bark, smothering of trees by stockpiling construction materials or excavated materials within drip line, excess foot or vehicular traffic, or parking of vehicles within drip line. Provide temporary guards to protect trees and vegetation to be left standing.

Water trees and other vegetation to remain within limits of contract work as required to maintain their health during course of construction operations.

Provide protection -for roots over 1-1/2 inch in diameter that are cut during construction operations. Coat cut faces with an emulsified asphalt or other acceptable coating formulated to use on damaged plant tissues. Temporarily cover exposed roots with wet burlap to prevent roots from drying out; cover with earth as soon as possible.

Repair or replace trees and vegetation indicated to remain that are damaged by construction operations in a manner acceptable to Architect. Employ a licensed arborist to repair damage to trees and shrubs.

PCI Utilities Building MM 367820

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Replace trees that cannot be repaired and restored to full-growth status, as determined by arborist.

EXISTING SERVICES

General : Indicated locations are approximate; determine exact locations beforecommencing Work.

Arrange and pay for disconnecting, removing, capping, and plugging utility services. Notify affected utility companies in advance and obtain approval before starting this Work.

Place markers to indicate location of disconnected services. Identify service lines and capping locations on Project Record Documents.

PART 2 - PRODUCTS (Not Applicable)

PART 3 - EXECUTION

SITE CLEARING

General : Remove trees, shrubs, grass, and other vegetation, improvements, orobstructions, as required, to permit installation of new construction. Remove similar items elsewhere on site or premises as specifically indicated. Removal includes digging out and off-site disposal of stumps and roots. It is the responsibility of the Contractor to obtain permits and sites for disposal of all debris.

Cut minor roots and branches of trees indicated to remain in a clean and careful manner where such roots and branches obstruct installation of new construction.

Topsoil: Topsoil is defined as friable clay loam surface soil found in a depth ofnot less than 4 inches. Satisfactory topsoil is reasonably free of subsoil, clay lumps, stones, and other objects over 2 inches in diameter, and without weeds, roots, and other objectionable material.

Strip topsoil to whatever depths required by Soils Investigations Report and/or encountered in a manner to prevent intermingling with underlying subsoil or other objectionable material. Remove heavy growths of grass from areas before stripping.

Where existing trees are indicated to remain, leave existing topsoil in place within drip lines to prevent damage to root system.

Stockpile topsoil in storage piles in areas indicated or directed by Owner's Representative. Construct storage piles to provide free drainage of surface water. Cover storage piles, if required, to prevent wind erosion.

Clearing and Grubbing: Clear site of trees, shrubs, and other vegetation, except forthose indicated to be left standing.

Completely remove stumps, roots, and other debris protruding through ground surface.

Use only hand methods for grubbing inside drip line of trees indicated to remain.

Fill depressions caused by clearing and grubbing operations with satisfactory


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soil material, unless further excavation or earthwork is indicated.

Place fill material in horizontal layers as per Soils Investigations Report and thoroughly compact each layer as indicated in said report.

Removal of Improvements: Remove existing above-grade and below-grade improvements asindicated and as necessary to facilitate new construction.

DISPOSAL OF WASTE MATERIALS

Burning on Owner's Property: Burning is not permitted on Owner's property.

Removal from Owner's Property: Remove waste materials and unsuitable or excesstopsoil from Owner's property.

END OF SECTION 02110


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SECTION 02200 - EARTHWORK

PART 1 - GENERAL

RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

SUMMARY

A. This Section includes the following:

1. Preparing and grading subgrades for slabs-on-grade, walks, pavements, and sodding.

2. Excavating and backfilling for buildings and structures.3. Drainage and moisture-control fill course for slabs-on-grade.4. Subbase course for walks and pavements.5. Excavating and backfilling trenches within building lines.6. Excavating and backfilling for underground mechanical and electrical

utilities and appurtenances.

B. Related Sections: The following Sections contain requirements that relate to this Section.

1. Division 2 Section "Site Clearing" for site stripping, grubbing, topsoil removal, and tree protection.

2. Division 3 Section "Cast-In-Place Concrete" for concrete encasings, cradles, and appurtenances for utility systems.

3. Civil Engineering Drawings and Specifications

DEFINITIONS

A. Excavation consists of the removal of material encountered to subgrade elevations and the reuse or disposal of materials removed.

B. Subgrade: The uppermost surface of an excavation or the top surface of afill or backfill immediately below subbase, drainage fill, or topsoil materials.

C. Borrow: Soil material obtained off-site when sufficient approved soilmaterial is not available from excavations.

D. Subbase Course: The layer placed between the subgrade and base course in apaving system or the layer placed between the subgrade and bottom surface of a pavement or walk.

E. Base Course: The layer placed between the subbase and bottom surfacepavement in a paving system.

F. Drainage Fill: Course of washed granular material supporting slab-on-gradeplaced to cut off upward capillary flow of pore water.

G. Unauthorized excavation consists of removing materials beY°nd indicated subgrade elevations or dimensions without direction by the Architect/Engineer. Unauthorized excavation, as well as remedial work


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directed by the Architect/Engineer, shall be at the Contractor's expense.

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

I. Utilities include on-site underground pipes, conduits, ducts, and cables, as well as underground services within building lines.

SUBMITTALS

A. General: Submit the following according to the conditions of the Contractand Division I Specification Sections.

B. Test Reports: In addition to test reports required under field quality control, submit the following:

1. Laboratory analysis of each soil material proposed for fill and backfill from on-site and borrow sources.

QUALITY ASSURANCE

A. Codes and Standards: . Perform earthwork complying with requirements of authorities having jurisdiction.

B. Testing and Inspection Service: Employ a qualified independent geotechnicalengineering testing agency to classify proposed on-site and borrow soils to verify that soils comply with specified requirements and to perform required field and laboratory testing.

C. Preinstallation Conference: Conduct conference at Project site to comply with requirements of Division 1 Section "Project Meetings."

PART 2 - PRODUCTS

SOIL MATERIALS

A. General: Provide approved borrow soil materials from off-site whensufficient approved soil materials are not available from excavations.

B. Satisfactory Soil Materials: ASTM D 2487 soil classification groups GW, GP,GM, SW, SP, and SM; free of rock or gravel larger than 2 inches in any dimension, debris, waste, frozen materials, vegetation and other deleterious matter.

C. Unsatisfactory Soil Materials: ASTM D 2487 soil classification groups GC, SC, ML, MH, CL, CH, OL, OH, and PT.

D. Backfill and Fill Materials: Satisfactory soil materials.

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

F. Engineered Fill: Subbase or base materials.


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G. Bedding Material: Subbase or base materials with 100 percent passing a1-inch sieve and not more than 8 percent passing a No. 200 sieve.

H. Drainage Fill: Washed, evenly graded mixture of crushed stone, or crushedor uncrushed gravel, ASTM D 448, coarse aggregate grading size 57, with 100percent passing a 1-1/2-inch sieve and not more than 5 percent passing a No. 8 sieve.

I. Filtering Material : Evenly graded mixture of natural or crushed gravel orcrushed stone and natural sand, with 100 percent passing a 1-1/2-inch sieve and 0 to 5 percent passing a No. 50 sieve.

J. Impervious Fill: Clayey gravel and sand mixture capable of compacting to adense state.

K. Subbase and Base Material: For satisfactory soil materials refer to SoilsInvestigation Report recommendations.

ACCESSORIES

A. Detectable Warning Tape: Acid- and alkali-resistant polyethylene filmwarning tape manufactured for marking and identifying underground utilities, 6 inches wide and 4 mils thick minimum, continuously inscribed with adescription of the utility, with metallic core encased in a protective jacket for corrosion protection, detectable by metal detector when tape is buried up to 2'-6" deep.

2. Tape Colors: Provide tape colors to utilities as follows:

a. Red: Electric.b. Yellow: Gas, oil, steam, and dangerous materials.c. Orange: Telephone and other communications.d. Blue: Water systems.e. Green: Sewer systems.

B. Filter Fabric: Manufacturer's standard nonwoven pervious geotextile fabric of polypropylene, nylon or polyester fibers, or a combination.

2. Provide filter fabrics that meet or exceed the listed minimum physicalproperties determined according to ASTM D 4759 and the referencedstandard test method in parentheses:

a. Grab Tensile Strength (ASTM D 4632): 100 lb.b. Apparent Opening Size (ASTM D 4751): #100 U.S. Standard sieve.c. Permeability (ASTM D 4491): 150 gallons per minute per sq. ft.

PART 3 - EXECUTION

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. 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.


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C. Tree protection, where applicable, is specified in the Division 2 Section "Site Clearing."

DEWATERINGA. Prevent surface water and subsurface or ground water from entering

excavations, from ponding on prepared subgrades, and from flooding Project site and surrounding area.

B. Protect subgrades and foundation soils from softening and damage by rain or water accumulation.

EXCAVATION

A. Explosives: The use of explosives is not permitted.

B. Classified Excavation: Excavation is classified and includes excavation torequired subgrade elevations. Excavation will be classified as earth excavation:

2. Earth excavation includes excavation of pavements and other obstructions visible on surface; underground structures, utilities, and other items indicated to be demolished and removed; together with soil and other materials encountered that are not classified as rock or unauthorized excavation.

STABILITY OF EXCAVATIONS

A. Comply with local codes, ordinances, and requirements of authorities havingjurisdiction to maintain stable excavations.

EXCAVATION FOR STRUCTURES

A. Excavate to indicated elevations and dimensions within a tolerance of plusor minus 0.10 foot. Extend excavations a sufficient distance from structures for placing and removing concrete formwork, installing services and other construction, and for inspections.

2. Excavations for Footings and Foundations: Do not disturb bottom ofexcavation. 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.

EXCAVATION FOR WALKS AND PAVEMENTS

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

EXCAVATION FOR UTILITY TRENCHES

A. Excavate trenches to indicated slopes, lines, depths, and invert elevations.

2. Beyond building perimeter, excavate trenches to allow installation of top of pipe below l'-0" minimum below finish grade.

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


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indicated.

2. Clearance: 12 inches each side of pipe or conduit, unless_indicatedotherwise.

C. Trench Bottoms: Excavate and shape trench bottoms to provide uniformbearing and support of pipes and conduit. Shape subgrade to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits. Remove stones and sharp objects to avoid point loading.

2. For pipes or conduit ...less than 6 inches in nominal diameter andflat-bottomed, multiple-duct conduit units, hand-excavate trench bottoms and support pipe and conduit on an undisturbed subgrade.

3. For pipes and conduit 6 inches or larger in nominal diameter, shapebottom of trench to support bottom 90 degrees of pipe circumference.Fill depressions with tamped sand backfill.

4. Where encountering rock or another unyielding bearing surface, carry trench excavation 6 inches below invert elevation to receive bedding course.

APPROVAL OF SUBGRADE

A. Notify Testing Agent when excavations have reached required subgrade.

B. If Testing Agent determines that unforeseen unsatisfactory soil is present contact Owner and Architect.

C. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, as directed by the Architect/Civil Engineer.

UNAUTHORIZED EXCAVATION

A. Fill unauthorized excavation under foundations or wall footings by extending indicated bottom elevation of concrete foundation or footing to excavation bottom, without altering required top elevation. Lean concrete fill may be used to bring elevations to proper position when acceptable to the Architect/Civil Engineer.

4. Fill unauthorized excavations under other construction as directed bythe Architect/Civil Engineer.

B. Where indicated widths of utility trenches are exceeded, provide stronger pipe, or special installation procedures, as required by the Architect.

STORAGE OF SOIL MATERIALS

A. Stockpile excavated materials acceptable for backfill and fill soil.materials, including acceptable borrow materials. Stockpile soil materials without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to prevent wind-blown dust.

4. Stockpile soil materials away from edge of excavations. Do not storewithin drip line of remaining trees.

BACKFILL


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A. Backfill excavations promptly, but not before completing the following:

4. Acceptance of construction below finish grade including, where applicable, dampproofing, waterproofing, and perimeter insulation.

5. Surveying locations of underground utilities for record documents.6. Testing, inspecting, and approval of underground utilities.7 . Concrete formwork removal.8. Removal of trash and debris from excavation.9. Removal of temporary shoring and bracing, and sheeting.

UTILITY TRENCH BACKFILL

A. Place and compact bedding course on rock and other unyielding bearing surfaces and to fill unauthorized excavations. Shape bedding course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits.

B. Concrete backfill trenches that carry below or pass under footings and that are excavated within 18 inches of footings. Place concrete to level of bottom of footings.

C. Provide 4-inch-thick concrete base slab support for piping or conduit less than 2'-6" below surface of roadways. After installation and testing, completely encase piping or conduit in a minimum of 4 inches of concrete before backfilling or placing roadway subbase.

D. Place and compact initial backfill of satisfactory soil material or subbase material, free of particles larger than 1 inch, 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.

E. Coordinate backfilling with utilities testing.

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

G. Place and compact final backfill of satisfactory soil 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.

SUBSURFACE DRAINAGE BACKFILL

A. Subsurface Drain: Place a layer of filter fabric around perimeter ofdrainage trench or at footing, as indicated. Place a 6-inch compacted course of filtering material on filter fabric to support drainage pipe. After installing and testing, encase drainage pipe in a minimum of 6 inches of compacted filtering material and wrap in filter fabric, overlapping edges at least 6 inches.

B. Drainage Backfill: Place and compact drainage backfill of filteringmaterial over subsurface drain, in width indicated, to within 12 inches of final subgrade. Overlay drainage backfill with one layer of filter fabric,


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overlapping edges at least 6 inches.

C. Impervious Fill: Place and compact impervious fill material over drainagebackfill to final subgrade.

FILL

A. Preparation: Remove vegetation, topsoil, debris, wet, and unsatisfactorysoil materials, obstructions, and deleterious materials from ground surface prior to placing fills.

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

B. When subgrade or existing ground surface to receive fill has a density less than that required for fill, break up ground surface to depth required, pulverize, moisture-condition or aerate soil and recompact to required density.

IC. Place fill material in layers to required elevations for each location listed below.

1. Under areas to be grass, use satisfactory excavated or borrow soil material.

2. Under walks and pavements, use subbase or base material, or satisfactory excavated or borrow soil material.

3. Under steps and ramps, use subbase material.4. Under building slabs, use drainage fill material.5. Under footings and foundations, use engineered fill.

D. Follow Soils Investigation Report recommendations, See Division 2.

MOISTURE CONTROL

A. Uniformly moisten or aerate subgrade and each subsequent fill or backfilllayer 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 satisfactory soil materialthat is too wet to compact to specified density.

a. Stockpile or spread and dry removed wet satisfactory soil material.

COMPACTION

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. Place backfill and fill uniformly along the full length of each structure.

C. Percentage of Maximum Dry Density Requirements: Compact soil to not lessthan the following percentages of maximum dry density according to ASTM D 1557 :


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1. Under structures, building slabs, steps, and pavements, compact the top 12 inches below subgrade and each layer of backfill or fill material at 95 percent Standard Proctor (ASTM D-698, AASHTO T—99).

2. Under walkways, compact the top 6 inches below subgrade and each layerof backfill or fill material at 95 percent maximum dry density.

3. Under sodded or unpaved areas, compact the top 6 inches below subgradeand each layer of backfill or fill material at 90 percent maximum dry density.

GRADING

A. General: Uniformly grade areas to a smooth surface, free from irregularsurface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated.

1. Provide a smooth transition between existing adjacent grades and new grades.

2. Cut out soft spots, fill low spots, and trim high spots to conform to required surface tolerances.

B. Site Grading: Slope grades to direct water away from buildings and toprevent ponding. Finish subgrades to required elevations within , the following tolerances:

1. Sodded or Unpaved Areas: Plus or minus 0.10 foot in 10 feet.2. Walks: Plus or minus 0.10 foot in 10 feet.3. Pavements: Plus or minus 1/2 inch in 10 feet.

C. Grading Inside Building Lines: Finish subgrade to a tolerance of 1/2 inchwhen tested with a 10-foot straightedge.

SUBBASE AND BASE COURSES

A. Under pavements and walks, place subbase course material on preparedsubgrades. Place base course material over subbases to pavements.

1. Compact subbase and base courses at optimum moisture content to required grades, lines, cross sections and thickness to not less than 98 percent of ASTM D 4254 relative density.

2. Shape subbase and base to required crown elevations and cross-slope grades.

FIELD QUALITY CONTROL

A. Testing Agency Services: Allow testing agency to inspect and test eachsubgrade and each fill or backfill layer. Do not proceed until test results for previously completed work verify compliance with requirements.

1. Perform field in-place density tests according to ASTM D 1556 (sandcone method) , ASTM D 2167 (rubber balloon method), or ASTM D 2937(drive cylinder method), as applicable.

a. Field in-place density tests may also be performed by the nuclear method according to ASTM D 2922, provided that calibration curves are periodically checked and adjusted to correlate to tests performed using ASTM D 1556. With each density calibration check, check the calibration curves furnished with the moisture gages


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according to ASTM D 3017. b. When field in-place density tests are performed using nuclear

methods, make calibration checks of both density and moisture gages at beginning of work, on each different type of material encountered, and at intervals as directed by the Architect.

2. Footing Subgrade: At footing subgrades, perform at least one test of each soil stratum to verify design bearing capacities. Subsequent verification and approval of other footing subgrades may be based on a visual comparison of each subgrade with related tested strata when acceptable to the Architect.

3. Paved and Building Slab Areas: At subgrade and at each compacted fill and backfill layer, perform at least one field in-place density test for every 2,000 sq. ft. or less of paved area or building slab, but in no case fewer than three tests.

Building Slab Areas in Detention Areas: Perform above described testfor every 100 sq. ft. or less of slab area.

4. Foundation Wall Backfill: In each compacted backfill layer, perform atleast one field in-place density test for each 100 feet or less of walllength, but no fewer than two tests along a wall face.

5. Trench Backfill: In each compacted initial and final backfill layer,perform at least one field in-place density test for each 150 feet or less of trench, but no fewer than two tests.

B. When testing agency reports that subgrades, fills, or backfills are belowspecified density, scarify and moisten or aerate, or remove and replace soil to the depth required, recompact and retest until required density is obtained.

PROTECTION

A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing,and erosion. Keep free of trash and debris.

B. Repair and re-establish grades to specified tolerances where completed orpartially completed surfaces become eroded, rutted, settled, or losecompaction due to subsequent construction operations or weather conditions.

1. Scarify or remove and replace material to depth directed by theArchitect; reshape and recompact at optimum moisture content to the required density.

C. Settling: Where settling - occurs during the Project correction period,remove finished surfacing, backfill with additional approved material, compact, and reconstruct surfacing.

1. Restore appearance, quality, and condition of finished surfacing tomatch adjacent work, and eliminate evidence of restoration to the greatest extent possible.

DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove surplus satisfactory soil and waste material, includingunsatisfactory soil, trash, and debris, and legally dispose of it off the Owner 1s property.


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B. Disposal: Transport surplus satisfactory soil to designated storage areason the Owner's property. Stockpile or spread soil as directed by Architect.

1. Remove waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off the Owner's property.



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SECTION 02215 - EXCAVATION. BACKFILL. AND COMPACTION

PART 1 - GENERAL

1.1 DESCRIPTION: This section includes materials, testing, and installation of earthwork for excavations, fills and embankments for structures, pavements, rights-of-way, and sites and trench excavating, backfilling, and compacting for underground pipelines and appurtenant structures. All excavation and backfill for utilities shall be in accordance with any geotechnical engineering report included with these specifications.

1.2 STANDARDS:

1.2.1 Determine the density of soil in place by the sand cone method, ASTM D1556, by nuclear methods, ASTM D2922; or by the rubber balloon method, ASTM D2167.

1.2.2 Determine laboratory options moisture-density relations of cohesive soils by ASTM D1557 (modified Proctor).

1.2.3 Sample backfill materials by ASTM D75.

1.2.4 For cohesive soils, "relative density" is the ratio, expressed as a percentage, of the inplace dry density to the laboratory maximum dry density as determined by ASTM D1557 (modified Proctor).

1.2.5 Determine the relative density of cohesionless soils by ASTM D2049.

1.3 DEFINITIONS:

1.3.1 Subgrade: The undisturbed material immediately below the bottom of an excavation, below an area of fill, or below a structure.

1.3.2 Excavation: Removal of earth or buried material, either temporarily or permanently, as specified or as necessary for construction of the project.

1.3.3 Overexcavation: Excavation exceeding that specified or shown on the plans.(

1.3.4 Backfill: Earth material placed permanently in an excavated area.

1.3.5 Fill: Earth material placed permanently above the existing grade.

1.3.6 Borrow: Earth material brought from off the site to be used as fill or backfill.

1.3.7 Structural Backfill: Backfill placed beneath structures and in overexcavated areas.

1.3.8 Structures: Buildings, foundations, and other man-made, stationary features above or

Excavation, Backfill and Compaction 02215-1

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below ground.

PART 2 - PRODUCTS

2.1 BACKFILL AND FILL

2.1.1 For Structures: Backfill and fill shall be clean soils that is free from clayballs contain no more than 10% by weight passing the No. 200 sieve. The gradation of this granular material shall be such as to achieve the specified compaction.

2.1.2 For pipe and appurtenance structures, conform as follows:

2.1.2.1 First Lift: From the excavation grade to a level 12 inches below the top of the pipeline. Exclude material with fragments larger than the following:

Pipe Type Fragment Size(Greatest Dimension-Inches)

Concrete, steel, cast or 2ductile iron and corrugated metal

Vitrified Clay VAPolyvinyl Chloride (PVC) and lAPolyethylene (PE)

2.1.2.2 Second Lift: From the top of the First Lift to the ground surface. Exclude material with fragments larger than six inches.

2.1.3 In the event there is insufficient satisfactory material from the excavation to meet the requirements for backfill or fill material, obtain borrow which meets the requirements for backfill material from sources secured by the Contractor.

2.2 STRUCTURAL BACKFILL: Structural backfill shall be free from clayballs and shall conform to ASTM D1241, Type I, Gradation B.

2.3 WATER FOR COMPACTION : Water shall be free of acid, alkali, or organic materials and shall have a pH of 7.0 to 9.0. Provide all water needed for earthwork. Provide temporary piping, valves, and trucks to convey water from the source to the point of use. Provide any meters required if the water is taken from a public water system.

PART 3 - EXECUTION:

3.1 DE WATERIN G: Proyide and operate equipment adequate to keep excavations free of water.Dewater subgrade to a minimum of 3 feet below the bottom of the excavation. Remove water during periods when concrete is being deposited, when pipe is being laid, during the placing of backfill, and for proper inspection and/or testing of the exposed subgrade. These


provisions shall apply during the noon hour as well as overnight. Do not drain trench water through the pipeline under construction. Avoid settlement or damage to adjacent property. Dispose of water in a manner that will not damage adj acent property or interfere with normal drainage. When dewatering open excavations, dewater from outside the structural limits and from a point below the bottom of the excavation. Obtain and comply with all required discharge permits from appropriate regulatory authorities.

3.2 EXCAVATION:

3.2.1 Excavate to the elevations shown on the drawings, to the bottom elevations of the slabs, structures, and foundations or the bottom of the roadway subbase (top of subbase if only to be compacted), whichever is the lowest elevation.

3.2.2 Perform all excavation regardless of the type, nature, or condition of the material encountered to accomplish the construction. Excavate for foundations to a point 5' horizontally behind the outside face of footings and base mats.

3.2.3 Do not carry excavation for footings, slabs, or conduits deeper than the elevations shown on the plans. Backfill overexcavations below the elevations shown to the proper elevation with compacted structural backfill material. Correct cuts below grade by similarly cutting adjoining areas and creating a smooth transition.

3.2.4 The Contractor will not receive any additional payment for overexcavation or refill material used for Ms convemence or which is not authorized by the Owner or his representative.

3.2.5 The Contractor shall acquaint himself with existing conditions and locate all structures and utilities within the project area in order to avoid conflicts.

3.2.6 Protect any pipes, conduits, wires, mains, footings or other underground structures encountered in trencMng/excavating/backfilling from damage or displacement. Replace any pipes, conduits, wires, mains, footings or other structures disturbed during construction.

3.2.7 Contact all utility companies with underground utilities in the project area and obtain their assistance in locating facilities prior to excavation.

3.2.8 Excavate sufficiently in advance of pipe laying to discover obstructions in time to modify alignment, if necessary, to avoid the obstruction. The Owner or Ms representative must review and approve such alignment modifications before they are encountered.

3.3 PREPARATION OF SUBGRADE PRIOR TO PLACING FOUNDATIONS: Excavate and shape subgrade to line, grade, and cross section. Remove soft material encountered and replace with structural backfill. Fill holes and depressions to the required line, grade, and


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cross sections with structural backfill. The finished subgrade shall be within a tolerance of± 0.08 feet of the grade and cross section shown, smooth and free from irregularities, and at the specified relative density.

3.4 PREPARATION FOR PLACING FILL OR BACKFILL:

3.4.1 Remove loosened and disturbed materials at the subgrade.

3.4.2 Remove form materials and trash before placing any fill or backfill. Obtain the specified compressive strength and finish of concrete work before backfilling.

3.4.3 Do not operate earthmoving or excavation equipment within five feet of existing structures or newly completed structures. Place and compact fill or backfill adjacent to concrete walls with hand-operated tampers or other equipment that will not damage the structure.

\3.4.4 Fill or backfill around water-holding basins and channels only after specified leakage

tests have been conducted.

3.5 COMPACTION:

3.5.1 Unless otherwise specified or shown on the drawings, areas outside pipe trenches must meet the following compaction requirements.

3.5.1.1 Structural Backfill: 98% minimum relative density in 6-inch maximum layers.

3.5.1.2 Subgrade Underfill or Backfill: 96% nfinimum with an average 98% relative density to a depth of 12 inches.

3.5.1.3 Subgrade Under Structural Backfill or Structures: 96% minimum with an average 98% relative density to a depth of 24 inches.

3.5.1.4 Backfill or Fill Under Pavement: minimum 98% relative density in 9-inch maximum layers.

3.5.1.5 All Other Areas: 95% relative density in 9-inch maximum layers.

3.5.2 Compact by using methods acceptable to the Engineer (powered tampers, vibrators, etc.). Compact the first 2 feet of backfill over pipe either by hand-operated tampering devices or with powered equipment which will not damage the pipe. Flooding or puddling with water to consolidate backfill is not acceptable, except where sand is encountered and the specified density can be obtained using this method.


3.5.3 During the compacting operations, maintain material within ± 2% of optimum moisture. Aerate material containing excessive moisture by blading, discing, or harrowing to hasten the drying process.

3.5.4 Pipe and Appurtenant Structures: Unless otherwise shown on the drawings or otherwise described in the specifications for the particular type of pipe installed, compact soil in pipe trenches to the following minimum:

3.5.4.1 First Lift: 95% relative density.

3.5.4.2 Second Lift not Beneath Paving: 90% relative density.

3.5.4.3 Second Lift in Paved Areas and Under Structures: 98% relative density.

3.5.4.4 Refill for Overexcavation: 95% relative density.

3.6 SHEETING. SHORING. AND BRACING OF TRENCHES:

3.6.1 Install adequate sheeting and bracing to prevent damage to property and injury to persons. Comply with all applicable safety regulations and laws.

3.6.2 Remove sheeting when the trench has been backfilled to at least one-half its depth or when removal will not endanger proper pipe alignment or support.

3.6.3 When conditions or plans and specifications require that sheeting be left in place, cut off the top at an elevation 2.5 feet below finished grade, unless otherwise specified.

3.7 SIDEWALK. PAVEMENT AND CURB REMOVAL: Cut and remove bituminous and concrete pavements, curbs and sidewalks prior to excavation of the trenches. Width of the pavement or brick pavement cut shall be at least one foot wider than the required width of the trench at ground surface. Haul pavement and concrete materials from the site to disposal site secured by Contractor. Do not use for trench backfill.

3.8 TRENCHING:

3.8.1 Cut trenches to a minimum width equal to the outside diameter of the pipe at the joint plus eight inches for unsheeted trenches, or 12 inches for sheeted trenches. The maximum width of trench, measured at the top of the pipe, shall not exceed the outside pipe barrel diameter plus two feet, unless otherwise shown on the plans or details.

3.8.2 Maintain vertical trench walls from the bottom of the trench to a line measured 12 inches above the top of the pipe.


3.8.3 Utility Bedding: The minimum utility bedding allowable shall consist of a shaped trench bottom which provides firm bedding for the utility pipe. Bed the pipe in undisturbed firm soil of hand-shaped unyielding material, so that the pipe will be in continuous contact therewith for its full length and provide a minimum bottom segment support for the pipe equal to 0.6 of the outside diameter of the barrel. All bedding materials and installation for pipe shall be in accordance with the manufacturers recommendations.

3.8.4 Construct special bedding as called for on the plans or in the contract documents as recommended by the pipe manufactures.

3.8.5 Excavate the trench to the lines and grades shown on the drawings with allowance for pipe thickness and for pipe base or special bedding. If the trench is excavated below the required grade, refill any part of the trench excavated below the required grade at no additional cost to the Owner. Place the refilling material over the full width of trench in compacted layers not exceeding six inches deep to the established grade with allowance for the pipe base or special bedding.

3.8.6 During trench excavation, place the excavated material only within the proj ect area. Do not obstruct any roadways or streets. Conform to federal, state, and local codes governing the safe loading of trenches with excavated material.

3.8.7 Limit the length of open trench to 800 feet in advance of pipelaying or amount of pipe that may be installed in one working day. Complete backfilling and temporary or first layer paving not more than 1200 feet in the rear of pipelaying.

3.9 TRENCH EXCAVATION IN BACKFILL AND FILL AREAS: Construct trench excavation for pipe, pipes, or conduit in backfill or fill areas in accordance with the following procedures:

3.9.1 Construct and compact the backfill or fill to an elevation of one foot minimum over the top of the pipe or conduit to be installed.

3.9.2 Excavate trench in the compacted backfill or fill. Place pipe base material, install pipe or conduit, and backfill to 12 inches above the pipe as specified for the type of pipe used. Compact backfill above this point to the same relative density as the adjacent embankment.

3.10 STRUCTURAL BACKFILL: Place structural backfill where specified and in overexcavation areas, to the lines and grades shown or specified. Compact each layer. Stop structural backfill at least 6 inches below finished grade in all areas where topsoil is to be replaced. Moisten material as necessary to aid compaction.

3.11 TRENCH BACKFILLING:


3.11.1 Excavate bell holes at each joint to permit proper assembly and inspection of the entire joint.

3.11.2 Backfill for non-plastic pipe and appurtenant structures in accordance with the following procedures:

3.11.2.1 After pipe has been bedded, place "First Lift" materialsimultaneously on both sides of the pipe, keeping the level of backfill the same on each side. Carefully place the material around the pipe so that the pipe barrel is completely supported and that no voids or uncompacted areas are left beneath the pipe. Place material on the underside of the pipe in such a manner as to prevent lateral movement during subsequent backfilling.

3.11.2.2 Compact material placed within 12 inches of the outer surface of the pipe by hand tamping only.

3.11.2.3 Push the backfill material carefully onto the backfillpreviously placed in the "Fist Lift". Do not permit free fall of the material until at least two feet of cover is provided over the top of the pipe. Do not drop sharp, heavy pieces of material directly onto the pipe or the tamped material around the pipe.

3.11.3 Place backfill material in maximum 12 inch layers and compact each lift to the specified relative density.

3.12 SITE WORK

3.12.1 Shape the surface of earthwork to conform to lines, grades and cross sections that existed prior to beginning work or as shown on the drawings, within 1/10 of a foot. Round tops of banks to circular curves to not less than a 6-foot radius. Neatly and smoothly trim rounded surfaces. Do not overexcavate and backfill to achieve the proper grade.

3.12.2 Remove excess, unsuitable, or cleared material resulting from the facility installation from the work site and dispose of at locations secured by the Contractor.

3.13 DRAINAGE. EROSION AND SEDIMENTATION: Maintain all existing drainage patterns and control run-off from the construction area to prevent erosion, sedimentation, or flooding due to the construction.

3.14 PROTECTION OF PROPERTY


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Protect the trunks of trees adjacent to this work by enclosure with padding or wood. Operate excavating machinery and cranes with care to prevent damage to trees, particularly to overhanging branches and limbs.

Do not cut branches, limbs and roots unless they are within six inches of the facility under construction. Make all necessary cuts smoothly and neatly without splitting or crushing. Neatly trim and cover the tree with healing paint at all cut or damaged portions.

Do not cut or operate on paved surfaces any equipment with treads or wheels which will cut or otherwise damage paved surfaces. Provide adequate protective measures to avoid damages to the paved surfaces.

As promptly as practicable, restore existing property or structures. Do not leave restoration until the end of the construction period.

3.15 TESTING

3.15.1 F ield density tests will be made in locations reviewed by the Owner, normally in each vertical layer, and using the following approximate spacing.

3.15.1.1 Under structures, pavements, and slabs, one per 2500 square feet with at least two per structure or area.

3.15.1.2 In trenches, one every 300 feet in continuous trenches under pavements or future pavements plus one at each intersection or one every 500 feet in continuous trenches not under pavements, plus one at each driveway crossing.

3.15.2 If any field density tests are below the specified relative density, recompact or re- excavate, rebackfill and recompact the area until the specific density is obtained. Make a minimum of two field density tests per recompacted and/or re-excavated area, but do not exceed the spacing specified above.


3.14.1

3.14.2

3.14.3

3.14.4


SECTION 02282 - TERMITE CONTROLPART 1 - GENERAL

RELATED DOCUMENTS


SUMMARY

This Section includes soil and foundation treatment for subterranean and Formosan termite control.

SUBMITTALS

General: Submit the following according to Conditions of Contract andDivision 1 Specification Sections.

Product data and application instructions.

Certification that products used comply with U.S. Environmental Protection Agency (EEA) regulations for termiticides.

QUALITY ASSURANCE

In addition to requirements of these specifications, comply with manufacturer's instructions and recommendations for preparing substrate and application.

Engage a professional pest control operator who is licensed according to regulations of governing authorities to apply soil treatment solution.

Use only termiticides that bear a federal registration number of the EPA and are approved by local authorities having jurisdiction.

JOB CONDITIONS

Restrictions : Do not apply soil treatment solution until excavating,filling, and grading operations are completed, except as otherwise required in construction operation's.

To ensure penetration, do not apply soil treatment to frozen or excessively wet soils or during inclement weather. Comply with handling and application instructions of the soil toxicant manufacturer.

WARRANTY

Warranty: Furnish written warranty, executed by Applicator, and Contractor,certifying that applied soil termiticide treatment will prevent infestation of subterranean and Formosan termites. If termite activity is discovered during warranty period, Contractor will re-treat and repair or replace damage caused by termite infestation.

Warranty Period: 5 years from date of Substantial Completion.


02282 - 1

1

The warranty shall not deprive the Owner of other rights the Owner may have under other provisions of the Contract Documents and will be in addition to and run concurrent with other warranties made by the Contractor under requirements of the Contract Documents.

PART 2 - PRODOCTS

SOIL TREATMENT SOLUTION

General : Use an emulsible, concentrated termiticide that dilutes withwater, specially formulated to prevent termite's infestation. Fuel oil will not be permitted as a diluent. Provide a solution consisting of approved chemical elements.

Available Products : Subject to compliance with requirements, products thatmay be incorporated in the Work include, but are not limited to, the following :

Chloropyrifos :

Dursban TC, Dow Chemical Co.

Permathrin:

Dragnet FT, FMC Corp.Torpedo, TCI Americas, Inc.

Cypermethrine :

Prevail,. FT, FMC Corp.Demon, ICX Americas, Inc.

Fenvalerate:

Gold Coast Tribute, Du Pont.

Isofenphose:

Pryfon, Mobay Corp.

Dilute with water to concentration level recommended by manufacturer.

Other solutions may be used as recommended by Applicator if approved for intended application by local authorities having jurisdiction. Use only soil treatment solutions that are not harmful to plants.

PART 3 - EXECUTION

A. APPLICATION

Surface Preparation: Remove foreign matter that could decreasetreatment effectiveness on areas to be treated. Loosen, rake, and level soil to be treated, except previously compacted areas under slabs and foundations. Toxicants may be applied before placing compacted fill under slabs if recommended by toxicant manufacturer.

PCX Utilities Building MM 367820

02282 - 2

B. Apply soil treatment solution as follows:Under new slab-on-grade structures, treat soil before concrete slabs are placed, using approved application rates and volumes as recommended by the manufacturer. '

At existing slab-on-grade structures, treat soil by rodding at close intervals at slab perimeter, at joint between slab/foundation edge and adjacent soils or existing paving. Drill small holes in existing asphalts as required for pump application of liquid chemical treatment below surface. Spray or pump treatments into all cracks and crevices in slabs, at expansion joints, and into slab penetrations at plumbing or conduit openings, etc. until saturated.

At slab areas where existing concrete is cut for new plumbing or utility installations, mix chemical solution with soil or backfillmaterial as it is being replaced in the excavation, or otherwise treat disturbed open area before slab patching.

Post signs in areas of application to warn workers that soil termiticide treatment has been applied. Remove signs after areas are covered by other construction.

Reapply soil treatment solution to areas disturbed by subsequent excavation, landscape grading, or other construction activities following application.

C. Applying Borate Treatment (where applicable):

Application: Mix wood treatment borate solution to a uniformconsistency. Provide quantity required for application at the labelvolume and rate for the maximum specified concentration of borate,according to manufacturer1, s EPA-Registered Label, so that wood framingand/or wood sheathings and structural members subject to infestation receive treatment.

1. Framing and Sheathing: Apply borate solution by spray to bare wood for complete coverage.


PCI Utilities Building MM 3 6 78 20

0 2 2 8 2 - 3

]

SECTION 025001 - SITE DRAINAGE

PART 1 - GENERAL

1-1 SCOPE: The work under this section includes the furnishing of all labor material andequipment required to provide proper drainage of the site.

1.2 GENERAL REQUIREMENTS:

1.2.1 Pipe sizes shown on the drawings are based on concrete pipe with a coefficient of roughness based on Alabama Department of Transportation Standards.

1.2.2 All workmanship, materials, equipment and installation shall be in accordance with the applicable portions of the Alabama Department of Transportation Standard Specifications for Road and Bridge Construction, latest edition, and referred to hereinafter as Standard Specification. The specific sections of the above mentioned specifications which are applicable are listed below.

PART 2 - MATERIALS

2.1 CONCRETE PIPE:

2.1.1 Pipe: Concrete pipe for culverts shall conform to Section 530 of the Standard Specifications. All pipe shall be Class III unless otherwise noted on the drawings.

2.1.2 Sealing Joints: The j oints of new pipe shall be sealed by use of round rubber gaskets as provided in Section 846 of the Standard Specifications. All joints to be wrapped with non-woven filter fabric.

2.2 DRAINAGE STRUCTURES: Structures, including mitered end sections, shall be usedwhere shown on the drawings and constructed in accordance with the details shown.Concrete shall be in accordance with Division 3.

2.3 POLYVINYL CHLORIDE PIPE:

2.3.1 Smooth Wall: Drainage pipe may be smooth wall PVC pipe in sizes ranging from 12 inches through 36 inches and conforming with AWWA C 900 or AWWA C 905, ASTM D 3034, minimum DR of 25.

2.3.2 Corrugated or Ribbed: Drainage pipe may be corrugated ribbed PVC pipe with exterior ribs perpendicular to the axis of the pipe and in sizes ranging from 12 inches through 48 inches. Pipe shall conform to ASTM F 794 or ASTM F 949 and shall further meet the requirements of the standard specifications. Acceptable manufactures shall include Ultra-Rib, as manufactured by Extrusion Technologies, Inc., Contech A-2000 corrugated PVC sewer pipe, as manufactured by Contech

Site Drainage 02500-1

I

Construction Products, Inc., or approved equal.

2.4 POLYETHYLENE CORRUGATED PIPE:

2.4.1 Drainage pipe may be high density polyethylene corrugated exterior/smooth interior pipe in sizes 12 inches through 36 inches and conforming with AASHTO M294, Type S. Material shall meet ASTM D 1248 Type III Category 4, Grade P33, Class C; or ASTM D 3350 Cell Classification 324420C. Minimum conveyance factor shall be a Manning "n" value of 0.010. Acceptable manufacturer shall be Hi-Q, as manufactured by Hancor, Inc., N-12 polyethylene pipe, as manufactured by Advanced Drainage Systems, Inc., or approved equal.

2.4.2 Couplings and Fittings: Coupling bands shall cover at least one full corrugation on each section of pipe. When gasketed coupling bands are required, the gasket shall be made of closed-cell synthetic expanded rubber meeting the requirements of ASTM D 1056, Type 2. Gaskets shall be installed on the coupling bad by the pipe manufacturer. All coupling bands shall beet or exceed the soil-tightness requirement of the AASHTO Standard Specification for Highway Bridges, Section 23, Paragraph 23.3.1.5.4(e). Pipe fittings shall conform to AASHTO M294.

2.5 MANHOLES:

2.5.1 Precast Concrete Manholes: ASTM C 478, precast reinforced concrete, of depth indicated with provision for rubber gasket joints.

Base Section: 6-inch minimum thickness for floor slab and 4-inch minimum thickness for walls and base riser section, and having a separate base slab or base section with integral floor.

2.5.1.1. Riser Sections: 4-inch minimum thickness, 48-inch diameter, and lengths to provide depth indicated.

2.5.1.2. Top Section: Eccentric cone type, unless concentric cone orflat-slab-top type is indicated. Top of cone to match grade rings.

2.5.1.3. Grade Rings: Provide 2 or 3 reinforced concrete rings, of 6 to 9 inches total thickness and match 24-inch diameter frame and cover.

2.5.1.4. Gaskets: ASTM C 443, rubber.

2.5.1.5. Steps: Cast into base, riser, and top sections sidewall at 12-to 16-inch intervals.

2.5.1.6. Pipe Connectors: ASTM C 923, resilient, of size required, for each pipe connecting to base section.


2.5.1.7. Channel and Bench: Concrete.

2.5.2 Cast-in-Place Manholes: Reinforced concrete of dimensions and with appurtenances indicated.

2.5.2.1. Bottom, Walls, and Top: Reinforced concrete.

2.5.2.2. Channel and Bench: Concrete.

2.5.2.3. Steps: Cast into sidewall at 12- to 16-inch intervals.

2.5.3 Manhole Steps: Wide enough for an adult to place both feet on one step and designed to prevent lateral slippage off the step.

Material: Steel-reinforced plastic.

2.5.4 Manhole Frames and Covers: ASTM A 536, Grade 60-40-18, heavy-duty, ductile iron, 24-inch inside diameter by 7- to 9-inch riser with 4-inchminimum width flange, and 26-inch-diameter cover, indented top design, with lettering "STORM SEWER" cast into cover.

2.6 CATCH BASINS:

2.6.1 Precast Concrete Catch Basins: ASTM C 478 or ASTM C 858, precast reinforcedconcrete, of depth indicated. Sections shall have provision for rubber gasket joints.Base section slab shall have minimum thickness of 6 inches.

2.6.1.1. Base Section: Base riser section and separate base slab, or base riser section with integral floor.

2.6.1.2. Riser Sections: Sections shall be of lengths to provide depthindicated.

2.6.1.3. Top Section: Type to match Alamaba DOT configuration detailed.

2.6.1.4. Grade Rings: Provide 2 or 3 reinforced concrete rings, of 6 to 9 inches total thickness, as necessary.

2.6.1.5. Gaskets: ASTM C 443, rubber.

2.6.1.6. Steps: Cast into riser sidewall at 12- to 16-inch intervals.

2.6.1.7. Pipe Connectors: ASTM C 923, resilient, of size required, for each pipe connecting to base section.


2 .6 . 1.8 . Channel and Bench: Concrete.

2.6.2 Cast-in-Place Catch Basins: Reinforced concrete of dimensions and withappurtenances indicated.

2.6.3 Catch Basin Steps: Wide enough for an adult to place both feet on one step and designed to prevent lateral slippage off the step.

2.6.4 Catch Basin Frames and Grates: Per Alabama DOT Standard Frame and Grates.

2.6.5 Curb Inlets: Precast concrete, brick, or other materials, of dimensions conforming to Walton County standards.

2.7 OUTFALLS: General: Construct of reinforced concrete pipe, mitered end section, toewalls, and rip rap, as indicated.

2.8 CONCRETE AND REINFORCEMENT:

2.6.2.1. Bottom, Walls, and Top: Reinforced concrete.

2 .6.2.2 . Channel and Bench: Concrete.

Material: Steel-reinforced plastic.

2.8.1 Concrete: Portland cement mix. 3.000 psi.

Cement: ASTM C 150, Type II.

2.8.1.1. Fine Aggregate: ASTM C 33, sand.

2.8.1.2. Coarse Aggregate: ASTM C 33, crushed gravel.

2.8.1.3. Water: Potable.

2.8.2 Reinforcement: Steel conforming to the following:

2.8.2.L Fabric: ASTM A 185, welded wire fabric, plain.

2.8.2.2. Reinforcement Bars: ASTM A 615, Grade 60, deformed.

2.8.3 Forms:

2.8.3.1. Form Materials: Plywood, metail, metal-framed plywood, or other acceptable panel-type materials to provide fiill-depth, continuous, straight, smooth exposed surfaces without distortion or defects.


Material shall be of size and strength to resist movement during concrete placement and to retain horizontal and vertical alignment until removal.

2.8.3.2. Form Release Agent: Provide commercial formulation form-releaseagent with a maximum of 350 mg/1 volatile organic compounds (VOCs) that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces. Release agent to be within allowable volatile limits according to applicable local, state and federal codes.

2.9 MASONRY: Bricks for accessories shall be hard common clay brick. Mortar shall be one part Portland cement and three parts masonry sand to which shall be added lime putty in the amount of 50% of the volume of cement. Special commercial mortar mixes may be used if approved by the Engineer. All masonry materials shall conform to the latest applicable ASTM specifications. Set all masonry units in full beds of mortar, with full joints and strike all joints flush. Masonry reinforcements shall be galvanized Dur-O-Wal, or approved equal, and shall be installed at every other bed joint.

2.10 CURING MATERIALS:

2.10.1 Conform to TT-C-800, with 30-percent minimum solids content.

2.10.2 Absorptive Cover: Burlap clothmade from jute or kenaf, weighing approximately 9 oz. per sq. yard, complying with AASHTO M-182, Class 2.

2.10.3 Moisture-Retaining Cover: One of the following, complying with ASTM C-l 71.

2.10.3.1. Waterproof paper

2.10.3.2. Polyethylene film

2.10.3.3. White burlap-polyethylene sheet

2.10.4 Clear Solvent-Bome Liquid Membrane-Forming Curing Compound: This is a solvent-borne membrane-forming curing compound. Revise to Type II and verify manufacturer's products when a white pigmented curing compound is required. Do not use if waterborne low-VOC emissions compounds are required. ASTM C-309, Type I, Class A or B, wax free.

2.10.5 Clear Waterborne Membrane-Forming Curing Compound:

2.10.5.1. This is a waterborne membrane-forming curing compound. Usewhen low VOC emissions are required. ASTM C-309, Type I, Class B.


I

2.10.5.2. Provide material that has a maximum volatile organic compound (VOC) rating of 3 50 mg per liter.

2.10.6 Evaporation Control: Monomolecular film-forming compound applied to exposed concrete surfaces for temporary protection from rapid moisture loss.

PART 3 - EXECUTION

3.1 PREPARATION OF FOUNDATION FOR BURIED STORMWATER SYSTEMS:

3.1.1 Grade trench bottom to provide a smooth, firm, stable, and rock-free foundation, throughout the length of the pipe.

3.1.2 Remove unstable, soft, and unsuitable materials at the surface upon which pipes are to be laid, and backfill with clean sand or pea gravel to indicated level.

3.1.3 Shape bottom of trench to fit bottom of pipe. Fill unevenness with tamped sand backfill. Dig bell holes at each pipe joint to relieve the bells of all loads and to ensure continuous bearing of the pipe barrel on the foundation.

3.2 INSTALLATION. GENERAL:

3.2.1 General Locations and Arrangements: Drawings (plans and details) indicate the general location and arrangement of the underground stormwater system piping. Location and arrangement of piping layout take into account many design considerations. Install the piping as indicated, to the extent practical.

3.2.2 Install piping beginning at low point of systems, true to grades and alignment indicated with unbroken continuity of invert, unless approved otherwise by the Engineer. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and couplings in accordance with manufacturer's recommendations for use of lubricants, cements, and other installation requirements. Maintain swab or drag in

1 line and pull past each j oint as it is completed. The pipe shall be carefully examined for defects and the inside cleaned. After placing pipe in the ditch, the ends shall be wiped free from all dirt, sand and foreign material. All pipe and joints shall be made, handled, and installed in strict accordance with the manufacturer's recommendations and instructions. A copy of the installation manual shall be furnished to the Engineer prior to placing pipe on the job site.

3.2.2.1. Install concrete pipe in accordance with applicable provisions of American Concrete Pipe Association "Concrete Pipe Field Manual", unless otherwise indicated.

3.2.2.2. Place concrete pipe with elliptical reinforcing so that the reference lines indicating top of pipe are not more than 5 degrees from vertical


I

plane through longitudinal axis of pipe.

3.2.3 Use manholes or catch basins for changes in direction, except where a fitting is indicated. Use fittings for branch connections, except where direct tap into existing sewer is indicated. The Engineer shall be notified at least 24 hours before the pouring of any concrete is to be started, and such pouring shall not be started until the reinforcement has been approved as placed.

3.2.4 Use proper size increasers, reducers, and couplings, where different size or material of pipes and fittings are connected. Reduction of the size of piping in the direction of flow is prohibited.

3.2.5 Install piping pitched down in direction of flow, at minimum slope per plans.

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

3.3 MANHOLES:

3.3.1 General: Install manholes complete with accessories as indicated. Form continuous concrete or split pipe section channel and benches between inlets and outlet. Set tops of frames and covers flush with finish surface where manholes occur in pavements. Elsewhere, set tops 3 inches above finished grade, unless otherwise indicated.

3.3.2 Place precast concrete manhole sections as indicated, and install in accordance with ASTM C 891.

3.3.3 Construct cast-in-place manholes as indicated.

3.3.4 Provide rubber joint gasket complying with ASTM C 443 at joints of sections.

3.3.5 Apply bituminous mastic coating at joints of sections.

3.4 CATCH BASINS:

3.4.1 Construct catch basins to sizes and shapes indicated.

3.4.2 Set frames and grates to elevations indicated.

3.5 OUTFALLS: Construct outfalls of reinforced concrete which will attain 28-day compressive strength of not less than 3000 psi.

3.6 TAP CONNECTIONS:


1

3.6.1 Make connections to existing piping and underground structures so that finished work will conform as nearly as practicable to the requirements specified for new work.

3.6.2 Use commercially manufactured wye fittings for piping branch connections. Remove section of existing pipe, install wye fitting into existing piping, and encase entire wye fitting plus 6-inch overlap, with not less than 6 inches of 3000-psi 28-day compressive-strength concrete.

3.6.3 Make branch connections from side into existing 15 to 18-inch piping by removing section of existing pipe and installing wye fitting into existing piping. Encase entire wye with not less than 6 inches of 3000-psi 28-day compressive-strength concrete.

3.6.4 Make branch connections from side into existing 24-inch or larger piping or to underground structures by cutting opening into existing unit sufficiently large 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.

3.6.4.1. Provide concrete that will attain minimum 28-day compressive strength o f3000 psi, unless otherwise indicated.

3.6.4.2. Use epoxy bonding compound as interface betweennew and existing concrete and piping materials.

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

3.7 CLOSING ABANDONED STORMWATER SYSTEMS:

3.7.1 Abandoned Piping: Close open ends of abandoned underground piping that is indicated to remain in place. Provide sufficiently strong closures to withstand hydrostatic or earth pressure that may result after ends of abandoned utilities have been closed.

3.7.1.1. Close open ends of concrete pipe or structures with not less than 8-inch-thick brick masonry bulkheads.

3.7.1.2. Close open ends of other piping with plastic plugs, or other acceptable methods suitable for size and type of material being closed. Wood plugs are not acceptable.


3.7.2 Abandoned Structures: Remove structure and close open ends of the remaining piping or remove top of structure down to not less than 3 feet below final grade; fill structure with stone, nibble, gravel, or compacted dirt, to within 1 foot of top of structure remaining, and fill with concrete.

3.8 FIELD QUALITY CONTROL:

3.8.1 Testing: Perform testing of completed piping in accordance with local authorities having jurisdiction. All sampling and testing shall be conducted by a testing laboratory under the direction of a Professional Engineer, licensed in the State of Alabama at the contractor's expense. Submit test results directly to the Engineer. The following tests shall be taken:

3.8.1.1. 28-day compressive test of concrete, minimum of three test cylinders per 50 cubic yards of concrete poured.

3.8.1.2. Air content, minimum one test for each day's pour.

3.8.1.3. Slump test, minimum one test for each day's pour.

3.8.1.4. Contractor shall replace materials removed for testing purposes.

3.8.1.5. Should any work or materials fail to meet the requirements set forth in the plans and specifications, contractor shall pay for retesting of same.

Cleaning: Clear interior of piping and structures of dirt and other superfluousmaterial as work progresses. Maintain swab or drag in piping and pull past each jointas it is completed.

3.8.2.I. In large, accessible piping, brushes and brooms may be used for cleaning.

3.8.2.2. Place plugs in ends of uncompleted pipe at end of day or whenever work stops.

3.8.2.3. Flush piping between manholes, to remove collected debris.

3.8.3 Interior Inspection: Inspect piping to determine whether line displacement or other damage has occurred.

3.8.4 Make inspections after pipe between manholes has been installed, cleaned and approximately 2 feet of backfill is in place, and again at completion of project. Each section of pipe between structures is to show from either end on examination, a full circle of light. Each appurtenance to the system shall be of the specified size and


I

form, to neatly and substantially constructed, with the top set permanently to exact position and grade.

If inspection indicates poor alignment, debris, displaced pipe, infiltration, or other defects, correct such defects and re-inspect. All repairs shown necessary by the inspections are to be made, broken or cracked pipe replaced, all deposits removed and the pipe left true to line and grade as herein specified, or shown on the plans, entirely clean and free from abnormalities and ready for use.

3.8.5 Limits of Infiltration and Methods of Testing: The allowable limit of groundwater infiltration for the entire system of new stormwater systems or any one trunk, or interceptor shall be in complete accordance with ASTM C425-71T and shall not exceed a limit of infiltration equal to 0.2 gal/inch diameter/hour/100 linear feet of pipe.

3.8.5.1. The test will be made by measuring the infiltrated flow of water over a measuring weir set up in the invert of the sewer, or by an alternate method approved by the Engineer, a known distance from a temporary bulkhead or other limiting point of infiltration. After the sewer or sewers have been pumped out, and normal conditions prevail, tests shall be started.

3.8.5.2. Tests shall be run continuously for a period of not less than three (3) hours, with weir readings taken at 20 minute intervals. The tests shall be made by the Contractor. The Engineer shall be notified 24 hours in advance. Where infiltration occurs in excess of the specified amount, the defective pipe or joints shall be located and repaired at the expense of the Contractor. If the defective portions cannot be located, the Contractor, at his own expense, shall remove and reconstruct as much of the original work as necessary to obtain a sewer within allowable infiltration limits upon such retesting as necessary.

3.8.6 Clean-up: Before final inspection and acceptance, the Contractorshall clean ditches, shape shoulders and restore all disturbed areas, including street crossings, grass plots, to as good as condition as existed before work started. All trenches shall be leveled and loose material removed from pavement gutters, sidewalks, pipe lines, and inlet sediment traps, employing hand labor, if necessary.

3.9 MEASUREMENT AND PAYMENT: No additional payment shall be made for the work hereinbefore specified. The Contractor's unit price or lump sum bid as set forth in the PROPOSAL shall constitute full compensation for the work involved for each item.


!



SECTION 02512 - BASE COURSE

PART 1 - GENERAL

1.1 RELATED DOCUMENTS: Drawings and general provisions of Contract, including General and Supplementary Conditions and Division-1 Specification sections, apply to work of this section.

1.2 DESCRIPTION OF WORK: Extent of base course work is shown on drawings.

1.3 SUBMITTALS: Material Certificates: Provide copies of material certificates signed by material producer and Contractor, certifying that each material item complies with, or exceeds specified requirements.

1.4 JOB CONDITIONS:

1.4.1 Graded aggregate base course may be placed when air temperature is above 3 OF (-1C) and rising.

1.4.2 Grade Control: Establish and maintain required lines and elevations.

PART 2 - PRODUCTS

MATERIALS:

2.1 General: Use locally available materials and gradations which exhibit a satisfactory record of previous installations.

2.2 Base Course: Materials for the graded aggregate base shall meet the requirements of Section 301 of the ALDOT Standard Specifications for Highway Construction, latest edition.

2.3 Base Course: Materials for the lime rock base shall meet the requirements of the ALDOT Standard Specifications for Highway Construction, latest edition.

PART 3 - EXECUTION

3.1 SUBGRADE PREPARATION:

3.1.1 It is the Contractor's responsibility that the finished roadbed section meets the bearing value requirements, regardless of the quantity of stabilizing materials necessary to be added. After the roadbed grading operations have been substantially completed, the Contractor shall make his own determination as to the quantity (if any) of stabilizing material, of thé type selected by him, necessary for compliance with the bearing value requirements.

Base Course 02512-1

3.1.2 Remove loose material from compacted subbase surface immediately before applying herbicide treatment or prime coat.

3.1.3 Proof roll prepared base surface to check for unstable areas and areas requiring additional compaction.

3.1.4 Do not begin base work until deficient subgrade areas have been corrected and are ready to receive base. Dry wet subgrade materials as necessary to meet material optimum moisture content and achieve required compaction.

3.1.5 Prime Coat: Apply at rate o f not less than 0.15 gallons per square yard over compacted subgrade. Apply material to penetrate and seal, but not flood, surface. Cure and dry as long as necessary to attain penetration and evaporation of volatile.

3.2 PLACING BASE: Place base course as directed in Section 301 and 821 of AI D OT StandardSpecifications. Place inaccessible and small areas by hand. Place each course to requiredgrade, cross-section, and compacted thickness, as indicated on plans.

3.3 FIELD QUALITY CONTROL:

3.3.1 General: Test in-place base courses for compliance with requirements for thickness and surface smoothness. Repair or remove and replace unacceptable paving as directed by Engineer.

3.3.2 Thickness: In-place compacted thickness will not be acceptable if exceeding following allowable variation from required thickness:

3.3.3 Base Course: Vi", plus or minus.

3.3.4 Surface Smoothness: The finished surface of the base course shall be checked with a template, cut to the required crown and with a 15-foot straightedge laid parallel to the centerline of the road. All irregularities greater than 1/4" shall be corrected by scarifying, and removing or adding base material as may be required, after which the entire area shall be re-compacted to meet the specified density requirements.

3.3.5 Compaction: Graded aggregate base shall be compacted to a minimum density of 98% of maximum density as determined by (AASHTO T-l 80). All test results are to be submitted to the Engineer prior to beginning paving operations.

3.3.6 Frequency of Field Density Test: One test per 300 linear feet of roadway or every 750 square yards of paved area.

END OF SECTION

Base Course 02512-2

SECTION 02556 - WATER TRANSMISSION LINES AND PRESSURE SEWER LINES

PART 1 - GENERAL

1.1 RELATED REQUIREMENTS:

1.1.1 Trenching. Backfilling and Compacting: Section 02215.

1.1.2 Pipe Boring and Jacking: Section 02224.

1.2 PRODUCT DELIVERY. STORAGE AND HANDLING:

1.2.1 Owner reserves the right to rej ect material left from another j ob.

1.2.2 Store materials to prevent physical damage.

1.2.3 Protect materials during transportation and installation to avoid physicaldamage.

1.3 GENERAL DESCRIPTION OF WORK COVERED: Furnish and install all pipe fittings,structures and accessories required for water transmission line and/or pressure sewer lines. All work under this Section shall comply with North Baldwin Utilities Standard Specifications for Construction.

1.4 QUALITY ASSURANCE:

1.4.1 Comply with the latest published edition of American Water WorksAssociation (AWWA) Standards:

1.4.1.1. AWWA C101 - Thickness Design for Cast Iron Pipe.

1.4.1.2. AWWA C l04 - Cement Mortar Lining for Ductile Iron Pipe and Fittings.

1.4.1.3. AWWA C106 - Cast Iron Pipe centrifugally cast in metal molds for water or other liquids.

1.4.1.4. AWWA C108 - Cast Iron Pipe centrifugally cast in sand lined molds for water or other liquids.

1.4.1.5. AWWA C110, C110A - Gray Iron and Ductile Iron Fittings, 2 through 48" for water and other liquids.

1.4.1.6. AWWAC111 -Rubber Gasket Joints for Ductile Iron Pressure Pipe and Fittings.

Water Transmission Lines & Pressure Sewer Lines 02556-1

1.4.1.7. AWWA Cl 50 - Thickness Design of Ductile Iron Pipe.

1.4.1.8. AWWAC151 - Ductile Iron Pipe, centrifugally cast in metal mold or sand lined molds, for water or other liquids.

1.4.1.9. AWWA C153 - Ductile Iron Compact Fittings, 3" through 12" for water and other liquids.

1.4.1.10. AWWA C600 - Installation of Ductile Iron Water main and Appurtenances.

1.4.1.11. AWWA C900 - Polyvinyl Chloride (PVC) Pressure Pipe 4" through 12" for water.

1.4.2 Comply with the latest published editions of the American Society for Testing and Materials (ASTM) Standards.

1.4.3 Contractor shall coordinate inspections of work with Engineer and Riviera Utilities to insure compliance with specifications.

PART 2 - PRODUCTS


2.1.1 Pipe furnished may be either PVC or ductile iron for water mains unless shown otherwise on the plans of bid documents.

2.1.2 PVC or ductile iron pipe shall be used for all pressure sewer lines unless shown otherwise on the plans.

2.1.3 All pipe shall be marked in accordance with the applicable standard specification under which the pipe is manufactured unless otherwise specified.

2.2 POLYVINYL CHLORIDE PIPE fPVCt:

2.2.1 Provide pipe meeting AWWA C900 PVC 1120 or ASTM D2241 Type 1 Grade 1PV 1120 Standards.

2.2.1.1. Minimum requirements:

Std. Size SDR/DR Pressure PressureClass (psi) Rating (psi)

C900 4"-24" 25 100 100

D2241 2"-3" 26 95 160


I

2.2.2

2.2.3

2.2.4

2.2.5

2.2.6

2.2.7

2 .2.8

2.2.1.2. Use pipe meeting minimum requirements unless shown otherwise onplans.

Provide push-on joints with bell integrally cast into pipe or with coupling of same material as pipe.

Use elastomeric gaskets, as provided in AWWA C900 or ASTM D3139.

Provide cast-iron or ductile-iron fittings.

Provide fittings with materials and pressure class equal to or greater than that specified for pipe.

Provide sleeve type or anchored coupling where indicated or required to join pipe or provide restraint to offset internal or hydrostatic test pressures.

Provide pipe marked to indicate the following:

22.1.1. Nominal Pipe Size.

2.2.12. Material Code Designation.

2.2.13. Standard Dimension Ratio.

2.2.1 A. Pressure Rating.

22.1.5. Manufacturer's Name or Trademark.

22.1.6. National Sanitation Foundation Seal.

22.1.1. Appropriate ASTM Designation Number.

Provide one of the following methods of color coding the pipe:

2.2.8.1. 3 color stripes (Vz inch high) with permanent ink along the entirelength of pipe as follows:

2.2.8.1.1. Water Pipe - Blue in color with the word "WATER" in 3/4 inch letters every 21 inches along each stripe.

2.2.8.1.2. Sewer Pipe - Brown in color with the word "FORCE MAIN" in 3/4 inch letter every 21 inches along each stripe.


2 2 .8.2. Use pipe pigment to color code pipe:

2.2.8.2.1. Water - Blue

2.2.8.2.2. Sewer (Force Main) - Brown

2.3 DUCTILE IRON PIPE (DIP):

2.3.1 Use pipe complying with AWWA C151 except as otherwise specified.

2.3.2. Provide thickness class based on AWWA C151 and as follows:

2.3.2.1. 3" to 4" Diameter - Class 51, minimum.




2.3.2.5. Increase thickness class as required by AWWA C151 for depths of cover over 5 feet and/or working pressure in excess of 100 psi.

2.3.4 Provide cement mortar lined pipe complying with AWWA C104 and coated with manufacturer's standard coating for all pipe and fittings.

2.3.5 Provide mechanical or push-on joints for all buried pipe in accordance withAWWA C l l l .

2.3.6 Provide flanged joints for all interior and exterior exposed pipe.

2.3.7 Provide mechanical sleeve type couplings where specified or indicated.

2.3.8 Provide anchored couplings where indicated to withstand specified operating orhydrostatic test pressure.

2.3.9 Provide Fittings:

2.3.9.1. In accordance with AWWA Cl 10 with pressure rating of not less than that specified for adjacent pipe.

2.3.9.2. Use mechanical joints on all fittings.

2.3.9.3. With all specials, taps, plugs, flanges and wall fittings as required.


I

2.3.9.4. Interior coated with coal tar epoxy protective coating, 24 mils, Koppers Bitumastic No. 300-M or equal.

2.3.9.5. Coated with manufacturer's standard coating in accordance with ASTM D 1248.

2.4 VALVES. HYDRANTS AND APPURTENANCES:

2.4.1 Gate Valves:

2.4.1.1. Design: Latest edition of AWWA C509, Compression Resilient Seated Valves.

2.4.1.1.1. American Darling - CRS-80

2.4.1.1.2. Mueller

2.4.1.1.3. Clow-Style 2830

2.4.1.1.4. Kennedy

2.4.1.1.5. Others as approved by SSRUS in writing.

2.4.1.2. Material: Cast-iron body with epoxy coated interior.

2.4.1.3. Rating: 200 psi working pressure class.

2.4.1.4. Stem: "0" ring above and below thrust collar.

2.4.1.5. Operators: Open counterclockwise with 2" square operating nut.

2.4.1.6. Jointing: Mechanical joint.

2.4.2 Butterfly Valves:

2.4.2.1. Design: AWWA C504, Class 150 B

2.4.2.L1. Dresser "450"

2.4.2.1.2. American Darling Class 150

2.4.2.1.3. Other as approved by SSRUS in writing.

2.4.2.2. Body: Heavy-duty Cast Iron


2A.2.3. Shafts: One-piece, ANSI 304 Stainless Steel

2.4.2.4. Seat: Full Circle 360° Seat, Not Penetrated by Valve Shaft, Mechanically Secured

2.4.2.5. Bearings: Sleeve-type, Self-lubricated

2.4.2.6. Operators: Traveling Nut-Type, Fully Enclosed, Permanently Lubricated, Open Counterclockwise

2.4.2.7. Connections: Mechanical Joints

2.4.2.8. Actuators: Manual, with Flandwheel

2.4.3 Valve Boxes:

2.4.3.1. Provide for all buried valves.

2.4.3.2. Use nominal 6-inch cast-iron sliding or screw type pipe shaft with cover and base coating.

2.4.3.3. Set box top at finished grade.

2.4.3.4. Furnish drop cover appropriately marked "WATER" or "SEWER".

2.4.4 Corporation Stops:

2.4.4.1. Conform with AWWAC800.

2.4.4.2. 3/4", 1 " and 2" sizes shall have AWWA taper (CC) thread inlet.

2.4.4.3. Outlet-compression type compatible for polybutylene service tubing.

2.4.4.4. Split stainless steel stiffeners will be provided.

2.4.5 Water Couplings: lA " to 2" size shall be Dresser, Style 65, long pattern orRockwell #522 galvanized, long pattern.

2.4.6 Tapping Saddles for C.I.O.D. PVC Pipe:

2.4.6.1. Equal to Mueller H-105 series or Rockwell #313.

2.4.6.2. Saddles to have no leakage at 150 psi.

2.4.6.3. Saddles to have O.D. ranges to fit cast iron, ductile iron or C-900 piping.


1

2.4.6.4. Saddles shall be secured to by clamps or straps resistant to corrosive action.

2.4.7 Hydrants:

2.4.7.1. Design: Latest edition ofAWWAC502, traffic model with breakaway flange.

2.4.7.1.1. Mueller Centurion - A423

2.4.7.1.2. American-Darling - B-84-B

2.4.7.1.3. Kennedy Guardian K-81A


2.4.7.2. Provide 6-inch inlet, 2 - 2/4 inch hose nozzles, 1 - 4V4 inch pumper.

2.4.7.3. Nozzles shall be field replaceable utilizing straight threads or quarter-tum seal by an "0" ring.

2.4.7.4. Provide compression type main valve, minimum size 5lA inches.

2.4.7.5. Pentagon operating nut, VA inch in size.

2.4.7.6. Design to open counterclockwise.

2.4.7.7. Provide mechanical joint bell on footpiece.

2.4.7.8. Finish depth as noted on plans.

2.4.7.9. Furnish National (American) Standard Fire Hose Coupling Screw Thread (NH).

2.4.8 Post Hydrant:

2.4.8.1. Only for use as a flush stand.

2.4.8.1.1. Muellar Post Hydrant No. 411.


2.4.8.2. Provide 2-inch inlet, one VA inch hose nozzle.

2.4.8.3. Nozzles shall be field replaceable utilizing straight threads or quarter-tum seal by an "0" ring.

2.4.8.4. Design to open counter-clockwise.


!

2.4.8.5. Finish depth as noted on plans.

2.4.9 Bio woff Valves:

2.4.9.1. Flush-mounted hydrants as manufactured by Kupferle Foundry, St. Louis, MO, Model No. 85B, or approved equal.

2.4.9.2. 2-inch or 3-inch FIP inlet.

2.4.9.3. 2/4 inch NST bronze, male nozzle.

2.4.9.4. Removable bronze seat, which seals against a seat rubber of no less durometerthan 85.

2.4.9.5. All operating parts shall be removable from above grade with no digging.

2.4.10 Air Vacuum Release Valves:

2.4.10.1. For potable water mains:

2.4.10.1.1. The air vent (release) valve shall be float operated and shall incorporate a simple lever mechanism to enable the valve to automatically release accumulated air while the system is pressurized and operating.

2.4.10.1.2. The air vent valve shall close drop-tight, incorporating a renewable Viton seat, suitable for hot or cold water service.

2.4.10.1.3. All internal metal parts shall be of stainless steel.

2.4.10.1.4. The float shall be stainless steel and capable of withstanding a test pressure of 750 psig.

2.4.10.1.5. The linkage/lever mechanism shall be designed to prevent j amming.

2.4.10.1.6. The body and cover shall be of cast iron conforming to ASTM A48, Class 35.

2.4.10.1.7. The air vent valve shall be able to operate at a pressure of 200 psig and to withstand a 300 psig test pressure.

2.4.10.1.8. The air release valve shall be as manufactured by


Empire Specialty Co., Inc., Mars, PA (figure 905), or approved equal.

2.4.10.2. For sewage force mains:

2.4.10.2.1. The air release valve shall consist of a 2" doublestrapped service saddle with a 2" corporation stop and PVC riser pipe, 90° bend into a meter box at ground level and a 2" lockable meter stop at the end of the 2" line.

2.4.10.2.2. The valve shall shut tightly to prevent wastewater leakage.

2.4.10.2.3. The corporation stop shall be left open and the meter stop will be manually operated by SSRUS's personnel, as needed.

2.4.11 Polvbutvlene Pine: (PB)

2.4.11.1. Material: ASTM D-2581, ASTM D-2666, AWWA C-902.

2.4.11.2. Fittings: Refer to 2.03 of this section, Item H.

2.4.11.3. Size: 3/4", 1" or 2" as indicated on plans.

2.4.11.4. Rating:

2.4.11.4.1. Working pressure of 250 psi at 73.4°F andHydrostatic design stress of 1000 psi.

2.4.11.4.2. Burst pressure at 73.4°F shall be in accordance withASTM D-1599 at 350 psi.

2.4.11.4.3. Sustained pressure ASTM D-2666 and ASTMD-3000 at 73.4°F and 100°F and 300 hours at 180DF for 150 psi.

2.4.11.5. Markings: Refer to 2.02 of this section, item G and pipe to be color codedblue.

2.4.11.6. Lengths: 3/4" - 500 foot coils.1" - 300 foot coils. 2" - 100 foot coils.

2.4.12 Polyethylene Wrapping:

2.4.12.1. Material: AWWA C l05.


2.4.12.2. Thickness: 8 mils.

2.4.13 Polyethylene Plastic Pipe (PEI:

2.4.13.1. Material: ASTM D2737

2.4.13.2. Fittings: ASTM D2683

2.4.13.3. Size: 3/4 inch unless shown otherwise on plans.

2.4.13.4. Rated for 200 psi working pressure.

2.4.14 Copper Pipe (CU):

2.4.14.1. Material: Seamless. Type K, ATM B88.

2.4.14.2. Fittings: Flared or Compression.

2.4.14.3. Size: 3/4 inch unless shown otherwise on plans.

PART 3 - EXECUTION «

3.1 GENERAL: Provide all labor, equipment and materials and install all pipe fittings, special and appurtenances as indicated or specified.

3.2 PIPE INSTALLATION:

3.2.1 Handling:

3.2.1.1. Handle in a maimer to ensure installation in sound and undamaged condition.

3.2.1.1.1. Do not drop or bump.

3.2.1.1.2. Use slings, lifting lugs, hooks and other devices designed to protect pipe, joint elements and coatings.

3.2.1.2. Ship, move and store with provisions to prevent movement or shock contact with adjacent units.

3.2.1.3. Handle with equipment capable of work with adequate factor of safety against overturning or other unsafe procedures.

3.2.2 Installation:

3.2.2.1. Utilize equipment, methods, and materials insuring installation to lines and


1

grades as indicated.

3.2.2.1.1. Do not lay on blocks unless pipe is to receive total concrete encasement.

3.2.2.1.2. Accomplish horizontal and vertical curve alignments of pipe with bends, bevels or deflection joints.

3.2.2.1.2.1. Limit joint deflection with ductile iron pipe to conform with AWWA C600.

3.2.2.1.2.2. Use short specials preceding curves as required.

3.2.2.1.3. Obtain approval of Engineer of method proposed for transfer of line and grade from control to the work.

3.2.2.2. Install pipe of size, material, strength class, and joint type with embedment as shown on plans or specified herein.

3.2.2.3. Clean interior of all pipe, fittings, and joints prior to installation. Prevent entrance of foreign matter during discontinuance of work.

3.2.2.3.1. Close open ends of pipe with snug fitting closures.

3.2.2.3.2. Do not let water fill trench. Include provisions to prevent flotation should water control measures prove inadequate.

3.2.2.3.3. Remove water, sand, mud and other undesirable materials from trench before removal of end cap.

3.2.2.4. Pipe shall be inspected prior to installation to determine if any pipe defects are present.

3.2.2.5. Brace or anchor as required to prevent displacement after establishing final position.

3.2.2.6. Perform only when weather and trench conditions are suitable. Do not lay in water.

3.2.2.7. Observe extra precaution when hazardous atmospheres might be encountered.

3.2.2.8. Sanitary sewer relation to water mains:

3.2.2.8.I. Horizontal separation


I

3.2.2.8.1.1. Maintain 10 feet horizontal separation whenever possible.

3.2.2.8.1.2. When a 10-foot separation distance cannot be maintained, the sewer pipe shall be encased in steel casing or in concrete.

3.2.2.8.2. Crossing Sewer Pipes

3.2.2.8.2.1. Sewers crossing under water mains shall be laid toprovide a minimum vertical distance of 18 inchesbetween the invert of the water main and the crown of the sewer pipe.

3.2.2.8.2.2. Where the 18-inch separation cannot be maintained or when the sewer pipe passes over the water main, the crossing shall be arranged so that the sewer pipe joints and water main joints are equal distance from the 10 feet between any two j oints, or the sewer pipe may be placed in a sleeve or encased in concrete for a distance of 10 feet from the point of crossing.

3.2.2.9. No water pipe shall pass through or come in contact with any part of a sewer manhole.

3.2.2.10. Encase water pipe in steel casing or use ductile iron pipe when crossing under pipe, conduit, or structure of 24 inches in diameter or greater when a 6-inch separation distance cannot be maintained. This protection shall extend a minimum of 5 feet beyond crossed structure.

3.2.2.11. Construct service lines where shown on plans in accordance with Standard Detail Drawing. Use pipe material specified on plans or in contract documents.

3.2.2.12. Wrap pipe, fittings and tie rods with polyethylene where shown on plans in accordance with AWWA C l05.

3.2.2.13. Maintain minimum of 30 inches of cover unless directed by Engineer.

3.2.3 Jointing:

3.2.3.1. General Requirements:

3.2.3.1.1. Perform in accordance with manufacturer'srecommendations.


3.2.3.1.2. Clean and lubricate all joint and gasket surfaces with lubricant recommended.

3.2.3.1.3. Utilize methods and equipment capable of fully homing or making up joints without damage.

3.2.3.1.4. Check joint opening and deflection for specification limits.

3.2.3.2. Special provisions for jointing ductile-iron to cast-iron pipe:

3.2.3.2.1. Conform to AWWA C600.

3.2.3.2.2. Visually examine while suspended and before lowering into trench.

3.2.3.2.2.1. Paint bell, spigot, or other suspected portions with turpentine and dust with cement to check for cracks invisible to the eye.

3.2.3.2.2.2. Remove turpentine and cement by washing when test is satisfactorily completed.

3.2.3.2.2.3. Reject all defective pipe.

3.2.3.3. Conform to AWWA C600 and ASTM D2321 for jointing and laying PVC pipe.

3.2.4 Cutting:

3.2.4.1. Cut in neat workmanlike manner without damage to pipe.

3.2.4.2. Cut cast-iron with Carborundum saw or other approved method.

3.2.4.2.1. Smooth cut by power grinding to remove burrs and sharp edges.

3.2.4.2.2. Repair lining as required and approved by Engineer.

3.2.5 Closure Pieces:

3.2.5.1. Connect two segments of pipelines or a pipeline segment and existing structure with short sections of pipe fabricated for the purpose.

3.2.5.2. Observe specifications regarding location of joints, type of joints and pipe materials and strength classifications.


3.2.5.3. May be accomplished with sleeve coupling for water pipe.

3.2.5.3.1. Of length such that gaskets are not less than 3 inches from pipe ends.

3.2.5.3.2. Include spacer ring identical to pipe end such that clear space does not exceed 1/4 inch.

3.2.6 Temporary Plugs:

3.2.6.1. Install whenever installed pipe is left unattended.

3.2.6.2. Use water tight plug.

3.2.7 Thrust Blocks:

3.2.7.1. Provide for all horizontal or vertical turns utilizing fittings.

3.2.7.2. Use on all dead-end and tee fittings.

3.2.7.3. Install as indicated on Standard Detail Drawings.

3.2.7.4. Construct to undisturbed edge of trench for bearing.

3.2.7.5. Provide minimum bearing area in S.F. as follows based on 150 psi test pressure and 2000 psf soil bearing.

Pipe Size Tee 111/4° 221/4° 45° 90°Deadens Bend Bend Bend Bend

4" 1.0 0.5 0.5 0.8 1.3

6" 2.2 0.5 0.9 1.6 3.0

8" 3.8 0.8 1.5 2.9 5.3

10" 6.0 1.2 2.3 4.5 8.4

12" 8.5 1.7 3.3 6.5 12.1

14" 11.6 2.3 4.5 8.9 16.4

16" 15.2 3.0 5.9 11.6 21.4

3.3 VALVE AND APPURTENANCE INSTALLATION:

3.3.1 Valves:


3.3.1.1. Install with stems vertical when installation is horizontal.

3.3.1.2. Set valves on concrete thrust block having four (4) square feet of bearing area on undisturbed earth. Bag of Sak-crete or equal is acceptable.

3.3.2 Wet Tap Procedure:

3.3.2.1. All size on size wet taps by the Contractor for the SSRUS will be done with mechanical joint tapping sleeves.Example: a 6" tap on a 6" existing water main.

3.3.2.2. The Contractor will pressure test the tapping sleeve and valve after it has been assembled on the water main. The Contractor will use the test plug on the sleeve to conduct the pressure test.

3.3.2.2.1. The test pressure for the tapping sleeve and valve willbe 160 psi.

3.3.2.2.2. The engineering observer will be on site to witnessthe test.

3.3.2.3. The Contractor will check the tapping sleeve and valve for defects in the material and make sure the gate fully retracts in the valve to allow the shell cutter free passage.

3.3.2.4. The Contractor will pour a thrust block behind the tapping sleeve.

3.3.2.4.1. The amount will be sufficient to withstand thepressure from the new line.

3.3.2.4.2. The concrete will be 2500 or equal.

3.3.2.4.3. The sleeve will be wrapped with some type ofmaterial, (felt, plastic) to prevent contact with the concrete.

3.3.2.4.4. The bolts on the tapping sleeve and valve will be freeand clear of obstruction.

3.3.2.5. The engineering inspector will be on site when the tap is made.

3.3.2.6. The Contractor will produce the coupon from the tap.

3.3.2.6.1. If the coupon is lost in the water main the Contractorwill notify the S SRUS and make every effort possible to recover the coupon.


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3.3.2.6.2. If the coupon is lost more than one time by the sameContractor, the SSRUS reserves the right to inspect and/or prohibit the use of the contractors tapping machine on SSRUS's water mains.

3.3.2.7. Should the Contractor have a problem that requires a SSRUS maintenance crew, the Contractor will be charged for labor and material unless prior arrangements have been made.

3.3.2.8. The Contractor will comply with all federal, state, county and city regulations when performing wet taps for the S SRUS.

3.3.3 Valve Boxes:

3.3.3.1. Center on valves.

3.3.3.2. Carefully tamp earth around each valve box to a distance of 4 feet on all sides of box or to undisturbed trench face, if less than 4 feet.

3.3.4 Hydrants:

3.3.4.1. Set hydrants where shown on plans in accordance with Standard Detail Drawings.

3.3.4.2. Install blocks and anchors in accordance with Standard Detail Drawings.

3.3.4.3. Set reference elevation 3 inches above existing grade or to elevationestablished by Engineer (not to exceed 6 inches).

3.3.4.4. Break-away flange to be either ground level where applicable or between 3inches and 6 inches above curb as established by Engineer.

3.3.5 Water Service Transfers:

3.3.5.1. Check each meter in the project area and match meter to corresponding residence.

3.3.5.2. Contractor will make arrangements and notify customers in project area of the time when their service will be transferred.

3.3.5.3. The water service transfer will be complete when the contractor has replaced the old water service with new material from the new water main to the inlet side of the customer's water meter.

3.3.5.4. The typical list of material for a water service transfer: Long Service


3.3.5.6.

3.3.5.7.

3.3.5.8.

3.3.5.9.

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3.3.5.4.1. Water service clamp - (saddle)

3.3.5.4.2. T 'corpstop-A W W A taper (cc) thread inlet. Outletshall be compression type.

3.3.5.4.3. 1" polyethylene 250 psi.

3.3.5.4.4. 1 " male adapter - compression type (brass).

3.3.5.4.5. 1" curb stop - I.P.S. thread (brass).

3.3.5A6. 1" x V i" brass bushing I.P.S. thread.

3.3.5.4.7. 5/8" meter coupling (coupling)

3.3.5.4.8. 5/8" meter washer

The typical list of material for a water service transfer: Short Service

3.3.5.5.1. Water service clamp - (saddle)

3.3.5.5.2. 3/4" corp stop - AWWA taper (cc) thread inlet.Outlet shall be compression type.

3.3.5.5.3. 3/4" polyethylene 250 psi.

3.3.5.5.4. 3/4" male adapter - compression type (brass).

3.3.5.5.5. 3/4" curb stop - I.P.S. thread (brass).

3.3.5.5.6. 3/4" x 1 " bushing (brass).

3.3.5.5.7. 5/8"" meter coupling (tail).

3.3.5.5.8. 5/8" meter washer.

Each water service transfer will have a separate tap and corp cock for each individual meter.

All water service transfers 1" and smaller going across the road will be 1" polyethylene to the meter box.

All 3/4" water services on the same side of the road as the new main will be 3/4" polyethylene.

All water service transfer connections to the new main will be made with a


service clamp (saddle) 1" for long services and 3/4" for short service.

3.3.5.10. All water service transfer connections to the new main will be made with a corp stop compression type - AWWA taper.

3.3.5.11. The minimum depth for tubing will be 24" in the grass plot and 18"undera paved road.

3.3.5.12. The water tubing will be put under the roadway with a machine that will not undermine or damage an existing road. Example: hydraulic punch or ram.

3.3.5.13. The new individual water services will be flushed completely before they are connected to the inlet side of the meter.

3.3.5.14. After the new water service transfer has been connected the houseline will be flushed and the contractor will check for a stopped meter.

3.3.5.15. The old water main will be killed AFTER all the water service transfers have been connected to the new main.

3.3.5.16. All water service fittings will be compression type (pack joint) and have a split stainless steel stiffener in each connection to the tubing.

3.3.5.17. All water service transfer work shall be in compliance with all appropriate state and federal regulations.

3.4 ACCEPTANCE TESTS FOR PRESSURE MAINS:

3.4.1 Perform hydrostatic pressure and leakage test.

3.4.1.1. Conform to AWWA C600 procedures.

3.4.1.1.1. As modified herein.

3.4.1.1.2. Shall apply to all pipe materials specified.

3.4.1.2. Perform after backfilling.

3.4.2 Test separately in segments between sectionalizing valves, between a sectionalizing valve an a test plug, or between test plugs.

3.4.2.1. Contractor to furnish and install test plugs, including all anchors, braces and other temporary or permanent devices to withstand hydrostatic pressure on plugs, at no additional cost to the Owner.

3.4.2.2. Contractor responsible for any damage to public or private property caused


by failure of plugs.

3.4.3 Limit fill rate of line to available venting capacity. Fill rate shall be regulated to limit, velocity in lines when flowing full to not more than 1 fps.

3.4.4 SSRUS will make water for testing available to contractor at nearest source.

3.4.5 Pressure Test:

3.4.5.1. Conduct at pressure at least 1.5 times the normal working pressure but not less than 150 psi.

3.4.5.2. Maintain pressure for a minimum of one (1) hour.

3.4.5.3. Test pressure shall not vary by more than+-5 psi.

3.4.6 Leakage Test:

3.4.6.1. Conduct concurrently with the pressure test.

3.4.6.2. Maintain pressure for a minimum of one (1) hour.

3.4.6.3. Acceptable when leakage does not exceed that determined by the following formula:

L -N D P 7400

L = Maximum permissible leakage in gallons per hour.N = Number of pipe joints in segment under test.D = Nominal internal diameter of pipe being tested in

inches.P = Average actual leakage test pressure, psig.

3.4.6.4. Repeat leakage test as necessary.

3.4.6.4.1. After location of leaks and repair or replacement of defective joints, pipe or fittings.

3.4.6.4.2. Until satisfactory performance of test.

3.4.6.4.3. At no increase in cost to the Owner.

3.4.7 Refit and replace all pipe not meeting the leakage or pressure requirements. Repair clamp is not permitted.


3.4.8 Repair all visible leaks regardless of the amount of leakage.

3.4.9 SSRUS or Engineer will observe all tests.

3.5 DISINFECTION OF PIPELINES FOR CONVEYING POTABLE WATER:

3.5.1 Contractor to provide all equipment and materials and perform in accordance with AWWAC601.

3.5.1.1. As modified herein.

3.5.1.2. Include chlorination and final flushing.

3.5.2 Add chlorine to attain an initial concentration of 50 mg/1 chlorine with 10 mg/1 remaining after 24 hours.

3.5.3 Flush main until concentration is 2 mg/1 or less prior to placing main in service.

3.5.4 Obtain approval of materials and methods proposed for use.

3.5.5 May be conducted in conjunction with acceptance tests.

3.5.6 Dispose of flushing water without damage to public or private property.

3.5.7 Repeat disinfection procedure should initial treatment fail to yield satisfactory results.

3.5.7.1. At no additional cost to the Owner.

3.5.7.2. Owner will provide water under terms specified for acceptance tests.

3.5.8 Flush at rate sufficient to remove deposits and silt from pipe.

3.5.9 Provide safe bacterial sample results before placing main into service. SSRUS will collect samples.

PART 4 - MEASUREMENT AND PAYMENT

4.1 WASTEWATER TRANSMISSION LINES AND/OR PRESSURE SEWER LINES. L.F.:

4.1.1 Measure in lineal feet by specified pipe size along the centerline of the pipe with no deduction for fittings and connections.

4.1.2 Includes furnishing, handling, laying pipe materials and polyethylene wrapping as indicated; trench excavation, backfill and compaction; dewatering; sheeting, shoring and bracing; testing; disinfection as required; utilities repair and relocation;


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providing all labor, tools, equipment and miscellaneous associated work necessary to complete item.

4.1.3 Payment: Unit price per lineal foot.

4.2 GATE VALVES:

4.2.1 Includes furnishing and placing valve, valve box; excavation, backfill andcompaction; special blocking; providing all labor, equipment, tools and miscellaneous associated work needed to complete item.

4-2.2 Payment: Unit price for each valve per size indicated.

4.3 HYDRANTS:

4.3.1 Includes furnishing and placing hydrant, hydrant gate valve; special anchoredfittings; valve box; excavation, backfill, drainage fill, and compacting; providing all labor, equipment, tools and miscellaneous associated needed to complete item.

4.3.2 Hydrant runs are measured from the centerline of the hydrant to the water main and will be measured and paid as water transmission lines.

4.3.3 Payment: Unit price for each hydrant.

4.4 BLOW OFF VALVES:

4.4.1 Includes furnishing and placing valve, valve box; excavation, backfill andcompaction; special blocking; providing all labor, equipment, tools andmiscellaneous associated work needed to complete item.

4.4.2 Payment: Unit price for each valve per size indicated.

4.5 AIR RELEASE VALVES:4.5.1 Includes furnishing and placing valve, valve box; excavation, backfill and

compaction; special blocking; providing all labor, equipment, tools andmiscellaneous associated work needed to complete item.


4.6 PRESSURE REDUCING VALVES:

4.6.1 Includes furnishing and placing valve, valve box; excavation, backfill andcompaction; special blocking; providing all labor, equipment, tools andmiscellaneous associated work needed to complete item.



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4.7 CORPORATION STOPS:

4.7.1 Includes furnishing and placing all materials; tapping the main; clamp saddles as required; excavation, backfill and compaction; providing all labor, equipment, tools and miscellaneous associated work needed to complete item.

4.7.2 Payment: Unit price for each corporation stop by specified size.

4.8 CURB STOP AND BOX:

4.8.1 Includes furnishing and placing the curb stop and box; excavation, backfill and compaction; providing all labor, equipment, tools and miscellaneous associated work needed to complete item.

4.8.2 Payment: Unit price for each curb stop by specified size.

4.9 WATER SERVICE LINES:

4.9.1 Measure in lineal feet by specified pipe size along centerline of pipe.

4.9.2 Includes furnishing, handling, laying pipe materials; trench excavation, backfill and compaction; dewatering; testing; disinfection; utilities repair and relocation; fittings; providing all labor, equipment, tools and miscellaneous associated work needed to complete item.

4.9.3 Payment: Unit price per lineal foot or as specified.

4.10 CUTTING INTO EXISTING MAINS:

4.10.1 Includes cutting existing mains; providing and installing required cutting in sleeves; trench excavation, backfill and compaction; dewatering; sheeting, shoring and bracing; testing; disinfection; providing all labor, equipment, tools and miscellaneous associated work needed to complete item.

4.10.2 Unit price for each cutting-in operation.



SECTION 02560 - GRAVITY SEWERS

PART 1 - GENERAL

1.1 SCOPE: The Contractor shall furnish and install all gravity sewer lines, manholes, fittings, and appurtenances required for a complete system as shown on the drawings and specified herein. Gravity sewers shall conform to construction standards for the City of Bay Mineete and/or North Baldwin Utilities.


1.2.1 All work shall be proved to be in first class condition and constructed properly in accordance with the drawings and specifications. All defects and leaks disclosed by the tests shall be remedied. All tests shall be performed by the Contractor and observed by the Engineer. Water for testing will be furnished by the Contractor.

1.2.2 The Contractor shall submit to the Engineer for approval before work begins, certificates of inspection in triplicate from the pipe manufacturer that the pipe and fittings supplied have been inspected at the plant and meet the requirements of these specifications.

1.3 QUALITY ASSURANCE

1.3.1 Reference Standards: The work shall conform to the latest revisions to the applicable provisions of the following standards, except as modified herein:

1.3.1.1 American Society for Testing and Materials (ASTM) Standards:

ASTM A 48 Specification for Gray Iron Castings.

ASTM C 32 Specification for Sewer and Manhole Brick (Made from Clayor Shale).

ASTM C 144 Specification for Aggregate for Masonry Mortar.

ASTM C 150 Specification for Portland Cement.

ASTM C 478 Specification for Precast Reinforced Concrete ManholeSections.

ASTM D 1248 Specification for Polyethylene Plastics Molding and ExtrusionMaterials.

ASTM D 1784 Specification for Rigid Poly (Vinyl Chloride) (PVC)Compounds and Chlorinated Poly (Vinyl Chloride) (PVC)

Gravity Sewers 02560-1

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Compounds.

ASTMD2321 Standard Practice for Underground Installation ofThermoplastic Pipe for Sewers and Other Gravity-Flow Applications.

ASTMD3034 Specification for Type PSM Poly Vinyl Chloride (PVC)Sewer Pipe and Fittings.

ASTM F 794 Standard Specification for Poly (Vinyl Chloride) (PVC)Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter.

. ASTM F 949 Standard Specification for Poly (Vinyl Chloride) (PVC)Corrugated Sewer Pipe with a Smooth Interior and Fittings.

1.3.1.2 American National Standards Institute, Inc. (ANSI) Standards:

ANSI A21.10/AWWA Cl 10 Gray Iron and Ductile Iron Fittings, 3 Inch Through48 Inch, for Water and other Liquids.

ANSI A21.11/AWWA Cl 11 Rubber Gasket Joints for Gray Iron and Ductile IronPressure Pipe and Fittings.

ANSI A21.51/AWWA C l51 Standard for Ductile Iron Pipe, Centrifiigally Cast inMetal Molds or Sand-Lined Molds, for Water or other Liquids.

1.3.1.3 Federal Specifications and Standards (FSS):

FSS RR-F-621C Frames, Covers, Gratings, Steps, Sump and Catch Basin, Manhole.

1.4 SUBMITTALS

1.4.1 Shop Drawings: The Contractor shall submit catalog cut sheets, manufacture's descriptive literature and other necessary information to the Engineer for approval prior to installation.

1.4.2 Pipe and Fittings Certifications: The Contractor shall submit a certificate from the pipe manufacturer that the pipe and fittings supplied are new, have been manufactured for this project and inspected at the plant; all lined pipe shall be certified to be Holiday Free by manufacturer's Independent Testing Laboratory, and meets all the requirements of these specifications.


1.4.3 Manhole/Wetwell Certifications: The pre-cast concrete manufacturer shall provide certification from an independent testing laboratory indicating conformance to the following requirements:

1.4.3.1 The Manhole and/or wetwell has been manufactured in strict conformance to ASTM C478, except minimum wall thickness shall be 6 inches.

1.4.3.2 The manhole and/or wetwell has been cured a minimum of thirty (30) days prior to application of exterior coating.

1.4.3.3 The moisture content of the manhole and/or wetwell did not exceed six (6) percent prior to application of the exterior coating.

1.4.3.4 The exterior coating on the manhole and/or wetwell is holiday free.

PART 2 - PRODUCTS

2.1 GENERAL: All material shall be free from defects impairing strength and durability and be of the best commercial quality for the purpose specified. It shall have structural properties sufficient to safely sustain or withstand strains and stresses to which it is normally subjected and be true to detail. All pipe and fittings shall be clearly marked with the name or trademark of the manufacturer, the batch number, the location of the plant, and strength designation, etc. Polyvinyl chloride sewer pipe shall be of the smooth exterior wall type conforming with ASTM D 3034 and described in Paragraph 2.2, or of the exterior ribbed type conforming with ASTM F 794 or ASTM 949 and described in Paragraph 2.7.

2.2 PVC PIPE SDR 35: Polyvinyl Chloride sewer pipe for use in gravity sewer systems, shall conform to ASTM D3034, latest, for Type PSM Poly (vinylchloride) (PVC) sewer pipe and fittings for sizes 4-inch through 12-inch in diameter, except as hereinafter modified. The pipe material shall meet or exceed the approved Class 12 454-B, PVC compound conforming to ASTM D1784, latest. The bell shall be extruded integral with the pipe barrel with a thickness equal to or greater than that of the barrel. The laying length shall not exceed 13 '-0" (±1") without specific written approval of the Engineer.

2.2.1 Joints: Joints for PVC pipe and fittings shall be in accordance with ASTM D 3034, latest, sub-paragraph 6.2 and 6.2.1.

2.2.1.1 Elastomeric Gasket Joint: Provision shall be made for contraction and/or expansion at each joint with a solid cross section rubber ring. The rubber ring shall be factory assembled and secured in the bell, in such a manner so as to prevent sliding or rolling when the spigot end of the adjoining pipe is installed.

2.2.2 Fittings: All fittings and accessories shall be manufactured in accordance with ASTM D3034, latest except that saddle tee's or saddle wyes shall not be permitted


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except by special written approval by the Engineer. Said fittings shall have a thickness equal to or greater than that specified in the aforementioned pipe specification and shall be of the bell and spigot configuration.

2.2.3 Test Reports: All pipe and fittings delivered to the job site shall be accompanied by independent testing laboratory reports, certifying that the pipe and fittings conform to the above mentioned ASTM Specification.

2.2.4 Certification: The Contractor shall submit a notarized statement of certification form the pipe manufacturer as to conformance with the aforementioned ASTM specification(s) and modifications thereto, at the time of submitting shop drawing data on the pipe and fittings.

2.3 DUCTILE IRON PIPE: Ductile iron pipe, 3-inch through 54-inch, shall conform to ANSI Standard Specification A21.51, latest, Ductile Iron Pipe Centrifugally Cast in Metal Molds or San-Lined Molds for Water or Other Liquids with the minimum rated working pressure. The pipe shall have design values of 60,000 psi tensile strength, 42,000 psi yield strength, and 10% minimum elongation. The wall thickness shall be in accordance with Table 51.2 and the corresponding class designation in Table 51.3 of the above referenced specification using wall thickness for laying condition "B" and thickness as required to the depth of cut, shown on the drawings. In addition to the standard markings required by ANSI A21.51, the utility company may require each joint of pipe to be marked for the depth of cut it is to be used on the project, in which case, such markings shall be stenciled on the pipe exterior. Joints for ductile iron pipe shall conform to ANSI Standard Specification A21.11, latest Rubber Gasket Joints for Cast Iron Pressure Pipe and Fittings, of the push-on type, unless otherwise specified or shown on the drawings.

2.3.1 Fittings: Shall conform to ANSI Standard Specifications A21.10, latest, American Standard for Cast Iron Fittings, 2-inch through 48-inch, for water and other liquids, Class 150, mechanical unless otherwise noted on the drawings.

2.3.2 Nuts and Bolts: All nuts and bolts shall be COR-TEN steel for a corrosion-resistant joint.

2.3.3 Exterior Coating: All ductile iron pipe and fittings shall be furnished with a factory applied bituminous coating of either a coal-tar or asphalt base at least 1 mil in thickness applied to the outside of the pipe and fittings.

2.3.4 Interior Lining: Interior lining of all ductile iron pipe and fittings used for gravity sewers and pipe and fittings conveying raw wastewater, digested sludge and treated wastewater effluent shall be polyethylene, conforming to ASTM D< 1248, factory- applied and fused and bonded to the pipe! Minimum thickness shall be 40 mil throughout the pipe. Injurious mechanical damage such as chuck marks and gouges extended to bare metal are not acceptable. Each pipe shall be inspected for proper lin ing thickness by the manufacturer; Manufacturer's Testing Laboratory to certify


that lined pipe furnished is free of any pin-holes and/or Holidays. Provide Manufacturer's Testing Laboratory's certification that a Witnessed Adhesion Test was performed on one pipe of each size per shift lined for this project. At the discretion of the Engineer, pipe having such defects shall be rejected. The only acceptable method of factory or field repair is to trim off the loose ends of the polyethylene, thoroughly dry and clean the bare metal by sanding or wire brushing, and applying a multi-coat, multi-pass application of an approved coal tar epoxy paint system as specified below.

2.3.4.1 Factory/Field Repair: Epoxyrepair shall consist of a two-component coal tar epoxy compound of not less than 74% solids by volume with an epoxy content of not less than 34% by weight of the binder. Repaired polyethylene lining shall be a resilient repair with a minimum epoxy thickness of 50 mil; repaired lining shall be factory or field applied in a multi-coat, multi-pass application prôcess and certified holiday free by an independent testing laboratory. Shop or field repair of the lining shall be as specified in accordance with manufacturer's recommendations and witness certified by an independent testing laboratory.

2.3.4.2 Adhesion: One pipe of each diameter, of polyethylene lined pipe per shift shall be tested at the point of manufacture to assure bond of the polyethylene lining to the pipe. Any indication of separation of lining from pipe shall be cause for rejection. Acceptable method of testing is to use a knife to slit the lining to bare metal. This slit shall be 1 inch to 2 inches in length and shall be made approximately one foot from the plain end of the pipe. The knife point shall then be used to attempt to pry the lining form the pipe. Lining readily separated in this manner shall be cause for the pipe rejection. After testing, the slit shall be repaired by the repair method above or a method which has prior approval by the Engineer.

2.3.4.3 Entrapped Material: Any sizable protrusion in the polyethylene lining obviously caused by lining over foreign material lack of adhesion, or improper cleaning shall be cause for field rejection.

2.3.4.4 Separations: Polyethylene linings which have separations caused by hot slips produced during the lining operation shall be rejected. A "hot slip" defect would appear as a double flow or fold in the lining with evidence of separation.

2.3.4.5 Damages to Polyethylene Lining: Injurious mechanical damage such as chuck marks and gouges extending to bare metal are not acceptable. Fitting shall be Ductile Iron Class 350 (4" through 24") and Class 250 (30" and larger) in accordance with ANSI A21.10.

2.3.5 Certification: The manufacturer shall furnish notarized certificates of compliance


stating that the interior lining conforms to all requirements of these specifications.

2.4 BUILDING SERVICE PIPE

2.4.1 Polyvinyl Chloride (PVC): Pipe, j oints and fittings shall conform to ASTM D 3034, Type PSM, with a minimum SDR of 35.

2.4.2 Ductile Iron Pipe: Pipe, joints and fittings shall conform to ANSI A 21.51/AWWA C151, bituminous-coated inside and outside.

2.5 ADAPTERS AND FLEXIBLE COUPLINGS: Prefabricated polyvinyl joint sealer adapters and sewer pipe couplings shall be similar to those manufactured by Femco Joint Sealer Company, pipe manufacturer, or equal. Flexible couplings shall be installed with stainless steel bands and adjusting screws.

2.5.1 Manhole Couplings: Shall be factory installed adapters for pipe similar to Kor-N- Seal by National Pollution Controls System, Inc., or Lock Joint Flexible Manhole Sleeve by Interpace Corp., or equal.

2.6 PRECAST CONCRETE MANHOLES/WETWELLS: Manholes and wetwells shall meet the requirements of ASTM C478-latest, Specification for Precast Reinforced Concrete Manhole Sections, with the exclusion of Section 10(a), except as modified herein. Cement shall meet the requirements of ASTM C 150-latest, Specification or Portland Cement, Type H. Concrete shall meet the minimum requirements for Class A as specified in Division 2, SITEWORK CONCRETE. Minimum wall thickness shall be 6 inches, or 1/12 the inside diameter as shown, whichever is greater. The required minimum strength of concrete shall be conformed by making and testing four standard cylinders at seven (7) days in accordance with Division 2, SITEWORK CONCRETE. Rings shall be custom made with openings to meet indicated pipe alignment conditions and invert elevations. Openings shall be adequately sealed with approved non-shrinking grout, applied and cured in strict conformance with manufacturer's recommendations so that there will be zero leakage around pipes and joints. Approval of the Engineer shall be obtained before placing order for manholes.

2.6.1 Bases for manholes and wetwells shall be cast integrally with the bottom manhole section, the base section shall be set in a 2-inch leveling course of Class C concrete or 8-inch leveling course of granular material directly on the prepared subgrade as shown on the drawings. In order to permit adjustment of the precast base section and insure full bearing on the Class C concrete leveling course, said section shall be placed just prior to initial set.

2.6.1.1 Sub-bases for manholes and wetwells shall be cast in place of Class "A" concrete, as specified under the concrete section of these specifications. Manhole and/or wetwell sub-bases shall be as shown o the drawings.


2.6.2 Joints: Joint contact surfaces shall be formed with machined castings; they shall be exactly parallel with a 2 degree slope and nominal 1/16 inch clearance with the tongue equipped with a proper recess for the installation of an O-ring rubber gasket, conforming to ASTM C443, latest. Gaskets shall meet the requirements of Specification for Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets. "RAM-NEK" sealing compound, forming to Federal Specification SS S- 00210, may be used in lieu of O-ring rubber gaskets. If joints are sealed with "RAM- NEK" sealing compound, the recess in the tongue for an O-ring gasket may be omitted. Manhole and/or wetwell joints and pipe connections to manholes and/or wetwells shall be sealed watertight.

2.6.3 Surface Preparation:

2.6.3.1 Exterior Surfaces: Remove form oil from the precast concrete by washing with a 20% muriatic acid solution. Then wash down surfaces with clean water.

2.6.3.2 Interior Surfaces: Remove form oil from the precast concrete by washing with xylol or exempt-type form oil solvent as required for complete removal.All surfaces to be coated shall be given a commercial blast in accordance

with Steel Structures Painting Council SP 6. Clean all surfaces of extraneous sand, direct, joint compound, loose concrete, etc., immediately before coating as required by the approved coating manufacturer. Apply coating only within environmental temperature and humidity limits. All holes exposed by the sand blasting shall be filled with "Thorite", or equal, nonshrink compound to restore original wall thickness. Any maj or defects in the concrete exposed by the surface preparation will be sufficient reason for rejection of the manhole and/or wetwell as an approved item for payment.

2.6.4 Coating: The interior and exterior surfaces of each manhole and wetwell shall be given two (2) coats of waterproofing paint approved by the Engineer. Total minimum dry film thickness shall be 12 mils. Each coat shall be applied at the rate of not less than one gallon per 100 square feet. The waterproofing materials shall be applied by brush or spray and in accordance with the instructions of the manufacturer. Time shall be allowed between coats to permit sufficient drying so that the application of the second coat has no effect on the first coat. The paint shall be applied at the place of fabrication. Additional coating or touch up work will be required after manhole installation is done, as directed by the Engineer at no additional cost to the Owner.

2.6.5 Manhole Adjustment Materials:

2.6.5.1 Brick: Sound, hard and uniformly burned, regular and uniform in shape and size, of compact texture and meeting the requirements of ASTM C32, latest, Specification for Sewer and Manhole Brick (made from clay or shale), Grade


MS or MM.

2.6.5.2 Cement: Portland, ASTM C150, latest Specification for Portland Cement, Type II.

2.6.5.3 Sand: Washed silica sand, ASTM C144, latest, Specification for Aggregate for Masonry Mortar.

2.6.6 Cast iron manhole frames and covers shall be the bolted type as detailed on drawings. Casting shall be made of good quality, strong, touch, even sandholes and defects of any nature which would render them unfit for the service for which they are intended. They shall be thoroughly cleaned and subjected to a careful hammer inspection. Castings shall meet the requirements of FSS-RR-F-621C and ASTM A48, latest, Specifications for Gray Iron Castings, Class No. 30, or Grade 65-45-12, Ductile Iron Castings. In either case, manhole frame and cover shall be designed to withstand an FIS20-44 loading defined in the AASHTO Specifications. Before being shipped from the foundry, castings shall be given one (1) coat of coal-tar pitch varnish applied in a satisfactory manner so as to make a smooth coating, touch, tenacious and not brittle or with any tendency to scale off. Frames and covers shall be machined or ground at touching surfaces so as to seat firmly and prevent rocking. Any set not matching perfectly shall be removed and replaced at no additional cost.

2.6.6.1 Provide indented pattern lids with lettering as shown on the drawings.

2.6.6.2 Machine or grind frames and lids at touching surfaces to provided firm seats and prevent rocking. Remove and replace any set not matching perfectly.

2.6.7 Nonshrink Grout: Inorganic, nonshrink, nonmetallic type grout similar to U.S. Grout or equal. Grout shall be placed with a tamping stick to ensure complete filling in holes and space around pipe.

2.7 PVC RIBBED SEWER PIPE: Polyvinyl chloride ribbed sewer pipe with smooth interior and solid cross sectional rib exterior for use in gravity sewer systems shall conform to ASTM F 794 and Uni-Bell, UNI-B-9, latest revision, for sizes 8 inch thru 18 inch in diameter (nominal), except as hereinafter modified. PVC Corrugated Sewer Pipe with smooth interior for use in gravity sewer systems shall conform to ASTM F 949. Exterior ribs shall be perpendicular to the axis of the pipe to allow placement of sealing gaskets without additional cutting or machining. The pipe wall shall be homogeneous and contain no seams. The pipe material shall meet or exceed the approved cell classification of 12454-B, 12454-C and/or 13354-B, PVC compound conforming to ASTM D-1784, latest revision. Minimum pipe stiffness per ASTM D 2412 shall be 60 psi for 8 inch thru 18 inch diameters. Pipe shall withstand flattening up to 40 percent without cracking, splitting or breaking and pass acetone immersion tests per ASTM D 2152. The bell shall be extruded integral with the pipe barrel. The laying length shall be 12 ft. 6 inch., 13 ft. or 20 ft. lengths with specific written approval of the design Engineer.


2.7.1 Joints: Joints for ribbed PVC pipe and fittings shall be in accordance with ASTM F 794, subparagraph 7.7. Joints for corrugated PVC pipe and fittings shall be in accordance with ASTM F 949, subparagraph 7.8.. 1. All joints shall be gasketed and meet the performance requirements of ASTM D 3212 with the gasket material conforming to ASTM F 477. The manufacturer's recommended adapter gasket in conjunction with manhole boot shall be utilized in making manhole connections.

2.7.2 Fittings: All fittings and accessories shall be manufactured in accordance with ASTM F 794 or ASTM 949, except that saddle tees and saddle wyes shall not be permitted.

2.7.3 Test Records: All pipe and fittings delivered to the job site shall be accompanied by test reports certifying that the pipe and fittings conform to the above mentioned ASTM specification(s).

2.7.4 Certification: The Contractor shall submit a notarized statement of certification from the pipe manufacturer as to conformance with the aforementioned ASTM specification(s) and modifications thereto, at the time of submitting shop drawings and data on the pipe and fittings.

2.7.5 Approved Manufacturer: Pipe shall be Ultra-Rib PVC sewer pipe, as manufactured by Extrusion Technologies, Inc., or Contech A-2000 corrugatedPVC sewerpipe, as manufactured by Contech Construction Products, Inc., or approved equal.

PART 3 - EXECUTION

3.1 PIPE INSTALLATION

3.1.1 General: The method of pipe laying shall be subj ect to the approval of the Engineer. Each pipe length shall be inspected and tested before being laid to insure that it is sound and of good quality. The pipe laying shall proceed upgrade, beginning at the lower end of the sewer, with pipe bell ends upgrade. Upon discovery, any defective pipe which may have been laid shall be removed and replaced with sound pipe at no additional cost to the Owner. Extreme care shall be taken to keep the pipe in exact alignment and elevation. Pipe shall be laid to conform accurately to the lines and grades indicated on the drawings. It shall be the Contractor's responsibility to locate all underground utilities in advance of construction, to insure that no conflicts occur with the proposed line and grade. If approved by the Engineer, minor changes in the alignment but not the grade will be permitted to avoid underground facilities, provided that straight alignment can be maintained between manholes. However, if a conflict is found between an existing utility and the proposed grade, the Contractor is to furnish the Engineer all pertinent information, so that remedial design can be performed.


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3.1.2 Laving and Jointing: The pipe shall be laid on an unyielding foundation with uniform bearing under the fall length of the barrel of the pipe. The bedding shall be shaped to conform to the outside of the pipe. Suitable excavation shall be made to receive, where applicable, the bell of each pipe, which shall be carefully laid true to line and grade. All adjustments to line and grade must be made by scraping away or filling in under the barrel of the pipe and not be wedging or blocking up any portion of the pipe. The spigot end of each pipe shall abut against the base of unevenness of any kind along the bottom halves of the pipes. Just before jointing the pipes, the mating ends shall be thoroughly cleaned of all dirt, debris, and foreign material. The pipe shall be j ointed in accordance with the recommendations of the manufacturers of the pipe and gasket. In all jointing operations the trench must be dewatered when joints are made, unless otherwise approved in writing by the Engineer, and kept dewatered until sufficient time has elapsed to assure efficient hardening of the jointing material, or as may be required. The pipe shall not be driven down to grade by striking it with a shovel handle, timber, rammer, or other unyielding object. The Contractor shall take all necessary precautions to prevent flotation of the pipe from flooding of the trench.

3.1.3 Stoppers: Openings such as stubs, tees or other services along the lines shall be securely closed by means of an approved gasketed, leak-proof stopper that fits into the bell of the pipe and is recommended by the pipe manufacturer. This stopper shall be jointed in such a manner that it may be removed at some future time without injury to the pipe itself. At the close of each day’s work, and at other times when pipe is not being laid, the end of the pipe shall be temporarily closed with a close- fitting stopper approved by the Engineer.

3.1.4 Cleaning: All necessary precautions shall be taken to prevent the entrance of mud, sand or other obstructing materials into the pipelines. As the work progresses, the interior of the sewer shall be cleaned of all dirt, jointing material, and superfluous materials of every description. The Contractor shall flush all sewer lines constructed under this Contract with clean water prior to final inspection to assure complete removal of all debris and foreign material, and to the satisfaction of the Engineer.

3.1.5 Redding and Backfill: Immediately after the pipe has been j ointed and inspected, sufficient backfill shall be performed to protect the pipe adequately from injury and movement. Where so indicated on the drawings, or directed by the Engineer, the pipe shall be supported by compacted granular fill or concrete cradle or encasement according to the applicable detail shown on the plans. Pipe bedded in compacted granular backfill shall not be supported on blocking, wedges, bricks or anything except the bedding material. Where concrete cradle or encasement is required, the pipe shall be supported on solid concrete blocks or precast concrete saddles that shall be come part of the completed cradle or encasement. Where no other bedding is indicated, pipe shall be placed on a shaped bed of undisturbed material.

3.2 MANHOLE INSTALLATION


3.2.1 Installing Sections: Precast concrete sections shall be set so the manhole will be vertical and with sections in true alignment. Joint surfaces of the base or previously set section shall have an O-ring installed in the recess or shall be sealed with approved premolded plastic joint sealer. Joints shall be pre-primed.

3.2.2 Non-Shrinking Mortar: All hole sin sections used for their handling, and the annular space between the wall and entering pipes shall be thoroughly plugged with an approved non-shrinking mortar, applied and cured in strict conformance with the manufacturer's recommendations so that there will be zero leakage through openings and around pipes. The mortar shall be finished smooth and flush with the adjoining interior and exterior manhole wall surfaces as soon as mortar is hydrated to the point where it will not be marred by such application, and within two hours after installing mortar, the Contractor shall apply an approved membrane curing compound, conforming to ASTM C309, latest, to the finished mortar surfaces both inside and outside the manhole.

3.2.3 Grade Adjustment: For grade adjustment in setting the manhole frame, brick masonry or precast concrete adjustment rings shall be on top of manhole slabs and precast concrete manhole cones in accordance with the drawings. Mortar shall be one part cement and two parts sand; lime shall not be used.

3.2.4 Setting Manhole Frames: Manhole frames and covers shall be set to conform accurately to the finished ground or pavement surfaces as established by the Contract Drawings, unless otherwise directed by the Engineer. Frames on manhole cones shall be set concentric with the masonry and in a full hed of mortar so that the space between the top of the manhole masonry and the bottom flanges of the frame shall be completely filled and made watertight. A ring of mortar at least one inch thick and pitched to shed water away from the frame shall be placed around the outside of the bottom flange. Mortar shall extend to the outer edge of the masonry and shall be finished smooth and flush with the top of the flange.

3.2.5 Flow channels in manhole base shall be formed of Class C concrete and/or brick rubble and mortar while the manholes are under construction. Cut off pipes at inside face of the manhole and construct the invert to the shape and sizes of pipe indicated. All inverts shall follow the grades of the pipe entering the manholes. Changes in direction of the sewer and entering branch or branches shall be laid out in smooth curves of the longest possible radius that is tangent to the centerlines of adjoining pipelines.

3.2.6 Drop Inlets: Where shown on the drawings, drop inlets to the manholes shall be constructed as shown on the drawing sand specified herein.

3.3 SERVICE CONNECTION


3.3.1 Type of connections shall be as shown on the drawings. Although the general location of connections may be shown on the drawings, the actual location shall be determined by the Contractor, subject to approval by the Engineer. Each service connection shall be accurately recorded by stationing on the as-built drawings furnished by the Contractor to the Engineer. Unless authorized by the Engineer in writing, or shown on the drawings, service connections shall not be tied into new or existing manholes. All service connections shall be terminated at the property line unless indicated otherwise on the drawings or directed otherwise by the Engineer.

3.3.2 Stoppers: If the service connection is not completed at the time of construction, the opening at the property line shall be securely closed with an approved stopper that

. fits into the bell end of the pipe and is approved by the pipe manufacturer.

3.4 STUB-OUTS

3.4.1 Where shown on the drawings, stub-outs shall be provided for the connection of future sewer lines to manholes. The end of each stub-out shall be provided with a bell end that shall be closed by an approved stopper as specified hereinbefore. Each stub-out shall be accurately referenced to the center of the manhole, and the actual invert elevation of each end of the stub-out shall be accurately recorded on the as- built drawings.

3.5 CLEANOUTS

3.5.1 Construct as detailed using pipe and fittings as specified herein. Applicable portions of these specifications shall apply to the construction of this item.

3.6 TESTS

3.6.1 General: All work constructed shall be subjected to visual and internal television inspections for faults or defects and any such deviation or omission shall be corrected at once. All tests shall be made by the Contractor who shall provide necessary equipment for testing and televising the system as directed by the Owner. All costs for testing defined below shall be borne by the Contractor. Television inspection shall be observed first hand by the Engineer. Upon completion, each section of sewer lines shall show a straight run, free of structural defects and joint misalignment between manholes.

3.6.2 Air Testing: After completion, the sewers or sections thereof shall be air tested where the sewer is installed above the groundwater table.

3.6.3 The pressurized air test shall be according to the following procedure:

3.6.3.1 Determine the test time for the section of line to be tested using the table below:


t

MINIMUM TEST TIME FOR VARIOUS PIPE SIZES

NOMINAL PIPE T (TIME) NOMINAL PIPE T (TIME)STZE- INCHES MIN/100 FT. SIZE. INCHES MIN/100 FT.

3 0.2 21 3.04 0.3 24 3.66 0.7 27 4.28 1.2 30 4.810 1.5 33 5.412 1.8 36 6.015 2.1 39 6.618 2.4 42 7.3

3.6.3.2 Plug all openings in test section.

3.6.3.3 Add air until internal pressure of line is raised to approximately 4.0 pounds/square inch (psi) greater than average pressure of any ground water. After this pressure is reached, allow pressure to stabilize. Pressure will normally drop as air temperature stabilizes. This usually takes 2 to 5 minutes depending on pipe size. Pressure may be reduced to 3.5 psi before starting the test.

3.6.3.4 When pressure has stabilized and is at or above starting test pressure of 3.5 psi above pipe, start the test. If pressure drops more than 1,0 psi during the test time, the line is presumed to have failed the test. If 1.0 psi drop does not occur within the test time, the line has passed the test.

3.6.4 Infiltration Testing: After completion, the sewers or sections thereof installed belowthe groundwater table, shall be tested and gauged for infiltration.

3.6.4.1 To check the amount of infiltration, the Contractor, at no added compensation over the contract price for the sewers, shall furnish, and install and maintain a V-notch sharp crested weir in a wood frame tightly secured at the low end of each sewer lateral and at locations on the main sewers as directed by the Engineer.

3.6.4.2 Maximum allowable infiltration shall be 200 gallons per mile per inch of diameter of sewer per 24-hour day at any time.

3.6.4.3 The joints shall be tight and visible leakage in the joints or leakage in excess of that specified above shall be repaired at the Contractor's expense by any


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means found to be necessary and approved by the Engineer. When infiltration is demonstrated to be within the allowable limits, the Contractor shall remove such weirs.

3.6.5 Alignment Testing

3.6.5.1 Lines shall show full circle of light when lamped between manholes for line sections with complete pipe replacement.

3.6.5.2 A nine-point mandrel shall be passed through each new flexible pipe section installed after full backfill has been placed. The maximum pipe diameter deflection shall not exceed 5 percent.

3.6.6 Warranty Test

3.6.6.1 To insure the adequacy of the above described pipe and manhole installation procedures, the Contractor shall remobilize to the work site ten (10) months following final approval-acceptance of the complete project, such time being within the one (1) year warranty period, as stated in the General Conditions. The date for such remobilization will be stated in the Final Approval issued by the Engineer.

3.6.6.2 The Contractor, together with representatives of the Engineer and the Owner, shall visually inspect every manhole and new line sections installed within the project area for cracks, damaged lining, leaks or abnormal conditions. The line sections will be chosen by the Engineer/Owner at random, subsequent to the manhole inspections.

3.6.63 Any deficiencies which are found by such visual inspection shall have appropriate corrections made by the Contractor, as approved by the Engineer. To adequately locate certain deficiencies, the Contractor may he required to

use other testing methods, including flow isolation closed circuit television inspection, and others.

3.6.6.4 All costs involved in remobilizing, inspection or correction of deficiencies will be considered incidental to the project and shall be the responsibility of the Contractor at no additional cost to the Owner.

3.7 COMPLETION OF WORK

3.7.1 Following the tests, the sewer line and manholes shall be thoroughly cleaned. TheEngineer shall determine if the lines have been cleaned satisfactorily.



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SECTION 02612 - STABILIZED ROADWAY

PART 1 - GENERAL

1.1 WORK INCLUDED:

1.1.1 The work specified in this section consists of the construction of a stabilized roadway where indicated on the drawings. Construction shall be to the uniformity, density and bearing ration specified hereinafter. Roadways shall be stabilized to the depths and dimensions indicated on the drawings.

1.1.2 Definitions: The stabilizing shall be ALDOT Section 231 as described hereinafter. The required bearing ratio value shall be obtained by stabilizing the roadway material by the addition and mixing in of suitable stabilizing material. Such work shall be done in accordance with these specifications, lines, grades, thicknesses and notes shown on the drawings.


1.2.1 Except as otherwise provided herein, materials and methods of operations required to install new and replacement pavements shall be in accordance with the applicable requirements of the "Standard Specifications for Highway Construction.

1.3 QUALITY ASSURANCE: The work shall conform to the latest revisions to the applicable provisions of the following standards, except as modified herein:

1.3.1 Alabama Department of Transportation Standard Specifications for Highway Construction. (ALDOD:

ALDOT Section 231 Stabilizing.

ALDOT Section 232 Limerock Material for Base and StabilizedBase.

1.4 SUBMITTALS: The Contractor shall provide copies of certificates from an independent testing laboratory that the job mix formula meets the requirements of Section 232 of ALDOT Specifications.

PART 2 - MATERIALS

2.1 COMMERCIAL MATERIALS:

2.1.1 General: Materials which are designated as commercial materials which are to be used for this stabilizing may be commercial limerock, limerock overburden or crushed shell.

Stabilized Roadway 02612-1

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2.1.2 Limerock: For limerock and limerock overburden, the percentage of carbonates of calcium and magnesium shall be at least 70, and the plasticity index shall not exceed 10. The gradation of both commercial limerock and limerock overburden shall be such that 97 percent of these materials will pass a 1-1/2 inch sieve. Limerock material shall otherwise conform to the requirements of ALDOT Specifications.

2.1.3 Crushed Shell: Crushed shell for this use shall be mollusk shell (i.e., oysters, mussels, clams, cemented coquina, etc.). Steamed shell will not be permitted. Shell material shall meet the following requirements:

2.1.3.1 At least 97 percent by weight of the total material shall pass a 1-inch screen and at least 50 percent by weight of the total material shall be retained on the No. 4 sieve.

2.1.3.2 Not more than 7.5 percent by weight of the total material shall pass the No. 200 sieve. The determination of the percentage passing the No. 200 sieve shall be made by washing the material over the sieve.

2.1.3.3 In the event that the shell meets the above requirements without crushing, crushing will not be required.

2.1.3.4 Shell material shall otherwise conform to the requirements of ALDOT.

2.2 LOCAL MATERIAL:

2.2.1 General: Local materials used for this stabilizing may be high-bearing-value soils or sand-clay material. The material passing the 40-mesh sieve shall have a liquid limit not greater than 30 and a plasticity index not greater than 10.

2.2.2 Blending: No blending of materials to meet these requirements will be permitted unless authorized by the Engineer. When blending is permitted, the blended material shall be tested and approved before being spread on the roadway.

2.3 TYPE B STABILIZATION

2.3.1 The type of materials, commercial or local, shall be at the Contractor's option.

2.3.2 No separate payment for stabilizing materials will be made.

2.3.3 Bearing value determinations will be made by the Limerock Bearing Ratio Method.

2.3.4 Under this method, it shall be the Contractor's responsibility that the finished roadbed section meets the bearing value requirements, regardless of the quantity of stabilizing materials necessary to be added. Also under this method, full payment will be made


for any areas where the existing sub-grade materials meet the design bearing value requirements without the addition of stabilizing additives, as well as areas where the Contractor may elect to place select high-bearing materials from other sources, within the limits of the stabilizing.

2.3.5 After the roadbed grading operations have been substantially completed, the Contractor shall make his own determination as to the quantity (if any) of stabilizing material, of the type selected by him, necessary for compliance with the bearing value requirements. The Contractor shall notify the Engineer of the approximate quantity to be added, and the spreading and mixing in of such quantity of materials shall meet the approval of the Engineer as to uniformity and effectiveness.

PART 3 - EXECUTION

3.1 GENERAL:

3.1.1 Prior to the beginning of stabilizing operations, the area to be stabilized shall have been constructed to an elevation such that upon completion of stabilizing operations the completed stabilized roadway will conform to the lines, grades and cross section shown in the plans. Prior to the spreading of any additive stabilizing material, the surface of the roadbed shall be brought to a plane approximately parallel to the plane of the proposed finished surface.

3.1.2 The roadway to be stabilized may be processed in one course, unless the equipment and methods being used to not provide the required uniformity, particle size limitation, compaction and other desired results, in which case, the Engineer will direct that the processing be done in more than one course.

3.2 APPLICATION

3.2.1 When additive stabilizing materials are required, the designated quantity shall be spread uniformly over the area to be stabilized.

3.2.2 When materials from an existing base are to be utilized in the stabilizing at a particular location, all of such materials shall be placed and spread prior to the addition of other stabilizing additives.

3.2.3 Commercial stabilizing material shall be spread by the use of mechanical material spreaders except that where use of such equipment is not practicable other means of spreading may be used, but only upon written approval of the proposed alternate method.


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3.3 MIXING:

3.3.1 The mixing shall be done with rotary tillers, or other equipment meeting the approval of the Engineer. The area to be stabilized shall be thoroughly mixed throughout the entire depth and width of the stabilizing limits.

3.3.2 The mixing operations, as specified, will be required regardless of whether the existing soil, or any select soils placed within the limits of the stabilized sections, have the required bearing value without the addition of stabilizing materials.

3.4 MAXIMUM PARTICLE SIZE OF MIXED MATERIALS: At the completion of mixing, all particles of material within the limits of the area to be stabilized shall pass a 3-1/2 inch ring. Any particles not meeting this requirement shall be removed from the stabilized area or shall be broken down so as to meet this requirement.

3.5 COMPACTION : After the mixing operations have been completed and requirements for bearing value, uniformity and particle size have been satisfied, the stabilized area shall be compacted, in accordance with Paragraph 3.10.1 hereinafter. The materials shall be compacted at a moisture content permitting the specified compaction. If the moisture content of the material is improper for attaining the specified density, either water shall be added or the material shall be permitted to dry until the proper moisture content for the specified compaction is reached.

3.6 FINISH GRADING: The completed stabilized roadway shall be shaped to conform with the cross-section indicated in the drawings. The roadway shall be checked by the use of elevation stakes, or other means approved by the Engineer.

3.7 REQUIREMENTS FOR CONDITION OF COMPLETED ROADWAY

3.7.1 After the stabilizing and compacting operations have been completed, the roadway shall be firm and substantially unyielding, to the extent that it will support construction equipment and will have the bearing value required by the drawings.

3.7.2 All soft and yielding material, and any other portions of the roadway which will not compact readily, shall be removed and replaced with suitable material and the whole roadway brought to grade, with proper allowance for subsequent compaction.

3.8 MAINTENANCE OF COMPLETED ROADWAY : After the roadway has been completed as specified above, the Contractor shall maintain free from ruts, depressions and any damage resulting from the hauling or handling of materials, equipment, tools, etc. It shall be the Contractor's responsibility to maintain the required density until the entire force main is in place. Such responsibility shall include any repairs, replacement which might become necessary in order to re-compact the roadway in the event of underwash or other damage occurring to the previously compacted roadway. Any such work required for re-compaction shall be at the Contractor's expense.


3.9 FIELD QUALITY CONTROL

3.9.1 Bearing Value Requirements:

3.9.1.1 General: Bearing value samples will be obtained and tested by the Engineer at completion of satisfactory mixing of the stabilized area. For any area where the bearing value obtained is deficient from the value indicated in the drawings, in excess of the tolerances established herein, additional stabilizing material shall be spread and mixed in accordance with Paragraphs 3.2 and 3.3. This reprocessing shall he done for the full width of the roadway being stabilized and longitudinally for a distance of 50 feet beyond the limits of the area in which the bearing value is deficient.

3.9.1.2 Tolerances in Bearing Value Requirements: The following undertolerances from the specified bearing value will be allowed as based on tests performed on samples obtained after mixing operations have been completed:

Specified Bearing Value UndertolerancesLBR 5.0

3.10 DENSITY REQUIREMENTS:

3.10.1 General: With the entire limits of the width and depth of the areas to be stabilized, the minimum density acceptable at any location will be 98 percent of the maximum density as determined by AASHTO T180, Test Method D.



i

SECTION 02830 - CHAIN LINK FENCING AND GATES

PART 1 - GENERAL

1.1 RELATED DOCUMENTS:

Drawings and general provisions of Contract, including General and Supplementary Conditions and Division-1 Specification sections, apply to work of this section.

1.2 DESCRIPTION OF WORK:

A. Extent of chain link fences and gates is indicated on drawings.

1.3 QUALITY ASSURANCE:

A. Provide chain link fences and gates as complete units controlled by a single source includingnecessary erection accessories, fittings, and fastenings.

1.4 SUBMITTALS:

A. Product Data: Submit manufacturer's technical data, and installation instructions for metalfencing, fabric, gates and accessories.

PART 2 - PRODUCTS

2.1 GENERAL:

A. Dimensions indicated for pipe, roll-formed, and H-sections are outside dimensions, exclusive of coatings.

B. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products which may be incorporated in the work include, but are not limited to, the following:

C. Manufacturer: Subject to compliance with requirements, provide products of one of the following:

1. Galvanized Steel Fencing and Fabric:

Allied Tube and Conduit Corp.American Fence Corp.Anchor Fence, Inc.

2. PVC Coated Galvanized Steel Fencing and Fabric:

American Fence Corp.Anchor Fence, Inc.United States Steel.

3. Aluminized Steel Fencing and Fabric:

Page Fence Div./Page-Wilson Corp.Cyclone Fence/United States Steel Corp.

4. Aluminum Fencing and Fabric:

PCI Utilities Building MM No. 367820

Chain Link Fencing & Gates 02830 - 1

Chain Link Fence Company of Pennsylvania. Security Fabricators, inc.

5. Barbed Type:

American Fence Corp.Man Barrier Corp.

2.2 STEEL FABRIC:

A. Fabric: No. 9 ga. (0.148" + 0.005") size steel wires, 2" mesh, with top selvages knuckled forfabric 60” high and under, and both top and bottom selvages twisted and barbed for fabric over 60" high.

1. Furnish one-piece fabric widths for fencing up to 12' high.

2. Fabric Finish: Minimum 7 mil polyvinyl chloride (PVC) plastic resin finish overgalvanized steel wire. Coloras selected by Engineer from manufacturer’s standard color selection, unless specified elsewhere in the Contract Documents.

3. Comply with ASTM F668, Class 2.Comply with ASTM F668, Class 2, except provide fabric with diameter (gage) of core wire equivalent to fabric diameter specified when measured prior to application of non-metallic coating.

4. Comply with ASTM F668, Class 1.

2.3 FRAMING AND ACCESSORIES:

A. Steel Framework Finish: Provide framework, fittings and accessories in accordance with manufacturer’s standard thermally bonded polyvinyl chloride (PVC) plastic resin finish over galvanizing, not less than 10 mils (0.010") thick. Color to match chain link fabric.

B. End, Corner and Pull Posts: Minimum sizes and weights as follows:

1. Over 6' fabric height, 2.875" OD steel pipe, 5.79 lbs. per lin. ft., or 3.5" x 3.5"roll-formed sections, 4.85 lbs. per lin. ft.

2. Either 2.875" OD aluminum pipe 2.0 lbs. per lin. ft. or 2.50" square tubing, 2.9 lbs.per lin. ft.

C. Line Posts: Space 10' o.c. maximum, unless otherwise indicated, of following minimum sizesand weights.

D. 8' fabric height, 2.875” OD steel pipe, 5.79 lbs. per lin. ft. or 2.25" x 1.875" H-sections, 3.26lbs. per lin. ft.

E. Gate Posts: Furnish posts for supporting single gate leaf, or one leaf of a double gateinstallation, for nominal gate widths as follows:

Leaf Width Gate Post lbs./lin. ft.

Up to 6' 3.5" x 3.5" roll-formed 4.85section or 2.875" OD pipe 5.79

Over 6' to 13' 4.000" OD pipe 9.11



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Over 13' to 18' 6.625" OD pipe 18.97Over 18' 8.625" OD pipe 28.55

Leaf Width Gate Post lbs./lin. ft.

Up to 6'Over 6’ to 13' Over 13' to 18' Over 18'

2.875" OD 4.000" OD 6.625" OD 8.625" OD

2.0043.1516.5649.878

F. Top Rail: Manufacturer's longest lengths, with expansion type couplings, approximately 6" long, for each joint. Provide means for attaching top rail securely to each gate corner, pull and end post.

1. 1.66" OD pipe, 2.27 lbs. per ft. or 1.625" x 1.25" roll-formed sections, 1.35 lbs. per ft.

2. 1.66" OD pipe, .86 lbs. per ft.

G. Tension Wire: 7-gage, coated coil spring wire, metal and finish to match fabric.

1. Locate at bottom of fabric.

H. Wire Ties: 9 ga. galvanized steel or 9 ga. aluminum wire, to match fabric core material.

I. Post Brace Assembly: Manufacturer's standard adjustable brace at end and gate posts and at both sides of corner and pull posts, with horizontal brace located at mid-height of fabric. Use same material as top rail for brace, and truss to line posts with 0.375" diameter rod and adjustable tightener.

J. Post Tops: Provide weathertight closure cap with loop to receive tension wire or toprail; onecap for each post.

\K. Stretcher Bars: One-piece lengths equal to full height of fabric, with minimum cross-section

of 3/16" x 3/4". Provide one stretcher bar for each gate and end post, and 2 for each comer and pull post, except where fabric is integrally woven into post.

L. Stretcher Bars Bands: Space not over 15" o.c., to secure stretcher bars to end, comer, pull,and gate posts.

M. Barbed Wire Supporting Arms: Manufacturer's standard barbed wire supporting arms, metaland finish to match fence framework, with provision for anchorage to posts and attaching 3 rows of barbed wire to each arm. Supporting arms may be either attached to posts or integral with post top weather cap and must be capable of withstanding 250 lbs. downward pull at outermost end. Provide following type:

1. Single 45 deg. arm; for 3 strands barbed wire, one for each post.

N. Barbed Wire: 3 strand, 12-1/2 ga. wire with 14 ga. 4-point barbs spaced not more than 5"o.c., metal and finish to match fabric.

2.4 GATES:

A. Fabrication: Fabricate perimeter frames of gates from metal and finish to match fence framework. Assemble gate frames by welding or with special fittings and rivets, for rigid connections, providing security against removal or breakage connections. Provide horizontal and vertical members to ensure proper gate operation and attachment of fabric, hardware



and accessories. Space frame members maximum of 8' apart unless otherwise indicated.

B. Provide same fabric as for fence, unless otherwise indicated. Install fabric with stretcher bars at vertical edges and at top and bottom edges. Attach stretchers bars to gate frame at not more than 15" o.c.

C. Install diagonal cross-bracing consisting of 3/8" diameter adjustable length truss rods on gates to ensure frame rigidity without sag or twist.

D. Where barbed wire is indicated above gates, extend end members of gate frames 1'-0” above to member and prepare to receive 3 strands of wire. Provide necessary clips for securing wire to extensions.

E. Swing Gates: Fabricate perimeter frames of minimum 1.90" OD pipe.

F. Gate Hardware: Provide hardware and accessories for each gate, galvanized per ASTM A153, and in accordance with the following:

1. Hinges: Size and material to suit gate size, non-lift-off type, offset to permit 180 deg. gate opening. Provide 1 -1/2 pair of hinges for each leaf over 6' nominal height.

2. Latch: Forked type or plunger-bar type to permit operation from either side of gate, with padlock eye as integral part of latch.

3. Keeper: Provide keeper for vehicle gates, which automatically engages gate leaf and holds it in open position until manually released.

4. Double Gates: Provide gate stops for double gates, consisting of mushroom type flush plate with anchors, set in concrete, and designed to engage center drop rod or plunger bar. Include locking device and padlock eyes as integral part of latch, permitting both gate leaves to be locked with single padlock.

G. Concrete: Provide concrete consisting of Portland cement, ASTM C150, aggregates ASTM C33, and clean water. Mix materials to obtain concrete with a minimum 28-day compressive strength of 2500 psi using at least 4 sacks of cement per cu. yd., 1" maximum size aggregate, maximum 3" slump, and 2% to 4% entrained air.

PART 3 - EXECUTION

3.1 INSTALLATION:

A. Do not begin installation and erection before final grading is completed, unless otherwise permitted.

B. Excavation: Drill or hand excavate (using post hole digger) holes for posts to diameters and spacings indicated, in firm, undistributed or compacted soil.

C. If not indicated on drawings, excavate holes for each post to minimum diameters as recommended by fence manufacturer, but not less than 4 times largest cross-section of post.

D. Unless otherwise indicated, excavate hole depths approximately 3" lower than post bottom, with bottom of posts set not less than 36" below finish grade surface.

E. Setting Posts: Center and align posts in holes 3" above bottom of excavation.



F. Place concrete around posts and vibrate or tamp for consolidation. Check each post for vertical and top alignment, and hold in position during placement and finishing operations. Unless otherwise indicated, extend concrete footings 2" above grade and trowel to a crown to shed water.

G. Top Rails: Run rail continuously throggh post caps, bending to radius for curved runs. Provide expansion couplings as recommended by fencing manufacturer.

H. Center Rails: Provide center rails where indicated. Install in one piece between posts and flush with post on fabric side, using special offset fittings where necessary.

I. Brace Assemblies: Install braces so posts are plumb when diagonal rod is under proper tension.

J. Tension Wire: Install tension wires through post cap loops before stretching fabric and tie toeach post cap with not less than 6 ga. galvanized wire. Fasten fabric to tension wire using 11 ga. galvanized steel hog rings spaced 24" o.c.

K. Fabric: Leave approximately 2" between finish grade and bottom selvage, unless otherwiseindicated. Pull fabric taut and tie to posts, rails, and tension wires. Install fabric on security side of fence, and anchor to framework so that fabric remains in tension after pulling force is released.

L. Stretcher Bars: Thread through or clamp to fabric 4" o.c., and secure to posts with metalbands spaced 15" o.c.

M. Barbed Wire: Pull wire taut and install securely to extension arms and secure to end post orterminal arms in accordance with manufacturer's instructions.

N. Gates: Install gates plumb, level, and secure for full opening without interference. Installground-set items in concrete for anchorage. Adjust hardware for smooth operation and lubricate where necessary.

O. Tie Wires: Use U-shaped wire, conforming to diameter of pipe to which attached, claspingpipe and fabric firmly with ends twisted at least 2 full turns. Bend ends of wire to minimize hazard to persons or clothing. Tie fabric to line posts, with wire ties spaced 12" o.c. Tie fabric to rails and braces, with wire ties spaced 24" o.c. Tie fabric to tension wires, with hog rings spaced 24" o.c.

P. Fasteners: Install nuts for tension bands and hardware bolts on side of fence opposite fabricside. Peen ends of bolts or score threads to prevent removal of nuts.




SECTION 02900 - EROSION CONTROL

PART 1 - SCOPE

This section designates the requirements for erosion control of the project site.

PART 2 - PRODUCTS

All materials used for erosion control shall conform with the requirements of ALDOT SpecificationSection 665.

PART 3 - EXECUTION

3.1 The Contractor shall take steps and make suitable provisions to prevent or minimize siltation and erosion which may result from, or he as a result of, his operations during the course of construction of this project.

3.2 The Contractor is cautioned that during the execution and/or maintenance of the subject project, creation of turbidity in excess of fifty (50) Jackson Units (measured in accordance with the State of Alabama's Department of Environmental Management standards) above the background level and/or directly or indirectly affecting the water quality in any waterway in such a manner as to exceed the limitation on the concentration of various constituents for such waters as prescribed in Alabama Administrative Code, is a violation of the Water Quality Standards of the State of Alabama.

3.3 Turbidity shall not exceed fifty (50) Jackson Units as related to standard candle turbidimeter above background within 100' of the construction activity, measured both upstream and downstream.

3.4 The Contractor is hereby advised that silt barriers are to be used at all waterway infringements and jurisdictional areas proposed retention ponds and drainage ditches as well as all inlets at all times during construction that siltation and erosion may occur.

3.5 The Contractor shall submit to the engineer, for written approval prior to construction, the method to be used to control siltation and erosion. The Engineer's approval of the method to be used in no way relieves the Contractor of liability in case of a citation by any federal, state, or local regulatory agency having jurisdiction thereof.


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SECTION 02920 - LAWNS AND GRASSES

GENERAL

RELATED DOCUMENTS


SUMMARY

This Section includes the following:

1. Seeding..2. Sodding.3. Plugging.4. Sprigging.

Related Sections include the following:

1. Division 2 Section "Site Clearing" for topsoil stripping and stockpiling.2. Division 2 Section "Earthwork" for excavation, filling and backfilling, and rough grading.

DEFINITIONS

Finish Grade: Elevation of finished surface of planting soil.

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

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

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

SUBMITTALS

Product Data: For each type of product indicated.

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 turfgrass sod and plugs, identifying source, including name and telephone number of supplier.

Product Certificates: For fertilizers, signed by product manufacturer.


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Qualification Data: For landscape Installer.

Maintenance Instructions: Recommended procedures to be established by Owner for maintenance of lawns and meadows during a calendar year. Submit before expiration of required maintenance periods.

QUALITY ASSURANCE

Installer Qualifications: A qualified landscape installer whose work has resulted in successful lawn and meadow establishment.

1. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when planting is in progress.

Soil-Testing Laboratory Qualifications: An independent laboratory, recognized by the State Department of Agriculture, with the experience and capability to conduct the testing indicated and that specializes in types of tests to be performed.

Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 1 Section "Project Management and Coordination."

DELIVERY, STORAGE, AND HANDLING

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

Sod: Harvest, deliver, store, and handle sod according to requirements in TPI's

SCHEDULING

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

LAWN MAINTENANCE

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: 120 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: 120 days from date of Substantial Completion.3. Plugged Lawns: 120 days from date of Substantial Completion.4. Sprigged Lawns:. 120 days from date of Substantial Completion.

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.


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Watering: Provide and maintain temporary piping, hoses, and lawn-watering equipment to convey water from 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. Lay out temporary watering system to avoid walking over muddy or newly planted areas.

2. Water lawn at a minimum rate of 1 inch per week.

Mow lawn as soon as top growth is tall enough to cut. Repeat mowing to maintain specified height without cutting more than 40 percent of grass height. Remove no more than 40 percent of grass-leaf growth in initial or subsequent mowings. Do not delay mowing until grass blades bend over and become matted. Do not mow when grass is wet. Schedule initial and subsequent mowings to maintain the following grass height:

1. Mow grass 1-1/2 to 2 inches high.

Lawn Postfertilization: Apply fertilizer after initial mowing and when grass is dry.

1. Use fertilizer that will provide actual nitrogen of at least 1 lb/1000 sq. ft to lawn area.

MEADOW MAINTENANCE

Begin maintenance immediately after each area is planted and continue until acceptable meadow is established, but for not less than 120 days from date of Substantial Completion.

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

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

1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch. Lay out temporaiy watering system to avoid walking over muddy or newly planted areas.

PRODUCTS

SEED

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.

Seed Species: State-certified seed of grass species, as follows:

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. Bermudagrass (Cynodon dactylon).

TURFGRASS SOD


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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.

Turfgrass Species: Centipedegrass (Eremochloa ophiuroides).

PLUGS

Plugs are derived from warm-season, southern grass species of turfgrass sod.

Plugs: 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, cut into square or round plugs, strongly rooted, and capable of vigorous growth and development when planted; of the following turfgrass species and plug size:

1. Turfgrass Species: Centipedegrass (Eremochloa ophiuroides).2. Plug Size: 3 inches.

SPRIGS

Sod Sprigs: Healthy living stems, rhizomes, or stolons with a minimum of two nodes and any attached roots free of soil, of the following turfgrass species:

1. Turfgrass Species: Centipedegrass (Eremochloa ophiuroides).

TOPSOIL

Topsoil: ASTM D 5268, pH range of 5.5 to 7, a minimum of 4 percent organic material content; free of stones 1/4 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 (100 mm) deep; do not obtain from bogs or marshes.

INORGANIC SOIL AMENDMENTS

Lime: ASTM C 602, agricultural limestone containing a minimum 80 percent calcium carbonate equivalent and as follows:

1. Class: Class T, with a minimum 99 percent passing through No. 8 (2.36-mm) sieve and a minimum 75 percent passing through No. 60 (0.25-mm) sieve.

2. Class: Class O, with a minimum 95 percent passing through No. 8 (2.36-mm) sieve and a minimum 55 percent passing through No. 60 (0.25-mm) sieve.


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3. Provide lime in form of dolomitic limestone.

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

ORGANIC SOIL AMENDMENTS

Compost: 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 1/2-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.

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

PLANTING ACCESSORIES

Selective Herbicides: EPA registered and approved, o f type recommended by manufacturer for application.

FERTILIZER

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: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified soil-testing agency.

MULCHES

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

EROSION-CONTROL MATERIALS

Erosion-Control Blankets: Biodegradable wood excelsior, straw, or coconut-fiber mat enclosed in à photodegradable plastic mesh. Include manufacturer's recommended steel wire staples, 6 inches (150 mm) long.

EXECUTION

EXAMINATION

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.

PREPARATION


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Protect structures, utilities, sidewalks, pavements, and other facilities, trees, shrubs, and plantings from damage caused by planting operations.

1. Protect adjacent and adjoining areas from hydroseeding overspray.

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.

LAWN PREPARATION

Limit lawn subgrade preparation to areas to be planted.

Newly Graded Subgrades: Loosen subgrade to a minimum depth of 4 inches. Remove stones larger than 1/4 inch in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property.

1. Apply fertilizer directly to subgrade before loosening.2. Thoroughly blend planting soil mix off-site before spreading or spreadtopsoil, apply soil amendments and fertilizer on surface, and thoroughly blend planting soil mix.

a. Delay mixing fertilizer with planting soil if planting will not proceed within a few days.

b. Mix lime with dry soil before mixing fertilizer.

3. Spread planting soil mix to a depth of 4 inches but not less than required to meet finish grades after light rolling and natural settlement. Do not spread if planting soil or subgrade is frozen, muddy, or excessively wet.

a. Spread approximately one-half the thickness of planting soil mix over loosened subgrade. Mix thoroughly into top 2 inches of subgrade. Spread remainder of planting soil mix.

b. Reduce elevation of planting soil to allow for soil thickness of sod.

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 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 waste material, including grass, vegetation, and turf, off Owner's property.

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 (13 mm) 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.

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


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

SEEDING

Sow seed with spreader or seeding machine. Do not broadcast or drop seed when wind velocity exceeds 5 mph (8 km/h). 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.

Sow seed at the rate of 3 to 4 lb/1000 sq. ft.

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

Protect seeded areas with slopes exceeding 1:6 with erosion-control fiber mesh and 1:4 with erosion-control blankets installed and stapled according to manufacturer's written instructions.

Protect seeded areas with slopes not exceeding 1:6 by spreading straw mulch. Spread uniformly at a minimum rate of 2 tons/acre (42 kg/92.9 sq. m) 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.

HYDROSEEDING

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 nonasphaltic tackifier.

2. Apply slurry uniformly to all areas to be seeded in a two-step process. Apply first slurry application at a minimum rate of 500-Ib/acre (5.1-kg/92.9 sq. m) dry weight but not less than the rate required to obtain specified seed-sowing rate. Apply slurry cover coat of fiber mulch at a rate of 1000 lb/acre (10.2 kg/92.9 sq. m).

SODDING

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

Lay sod to form a solid mass with tightly fitted joints. Butt 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 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 sod 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.

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 1-1/2 inches (38 mm) below sod.


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PLUGGING

Plant plugs in holes or furrows, spaced 12 inches apart in both directions. On slopes, contour furrows to near level.

SPRIGGING

Plant freshly shredded sod sprigs in furrows 1 to 1-1/2 inches deep. Place individual sprigs with roots and portions of stem in moistened soil, 6 inches apart in rows 10 inches apart, and fill furrows without covering growing tips. Lightly roll and firm soil around sprigs after planting.

1. W ater sprigs immediately after planting and keep moist by frequent watering until well rooted.

SATISFACTORY LAWNS

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. (0.92 sq. m) and bare spots not exceeding 5 by 5 inches (125 by 125 mm.

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.

Satisfactory Plugged Lawn: At end of maintenance period, the required number of plugs has been established as well- rooted, viable patches of grass; and areas between plugs are free of weeds and other undesirable vegetation.

Satisfactory Sprigged Lawn: At end of maintenance period, the required number of sprigs has been established as well-rooted, viable plants; and areas between sprigs are free of weeds and other undesirable vegetation.

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

CLEANUP AND PROTECTION

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.

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.

Remove erosion-control measures after grass establishment period.



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SECTION 02110 - SITE CLEARING j RELATED DOCUMENTS …

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