_2489_B Attachment 3 Technical Specifications.pdf

SITE ONLY

TECHNICAL SPECIFICATIONS FOR

Fayette County Fire and EMS Training Facility

Fayette County, Georgia

September 2, 2022

Table of Contents

SECTION TITLE PAGES

31 00 00 EARTHWORK 8

31 10 00 SITE CLEARING 2

31 23 00 EXCAVATION AND FILL 9

31 25 00 EROSION AND SEDIMENTATION CONTROL 12

32 11 23 AGGREGATE BASE COURSE 2

32 13 13 CONCRETE PAVING 9

32 16 00 CURBS AND GUTTERS 2

32 17 23 PAVEMENT MARKINGS 2

32 92 00 TURF AND GRASSES 3

33 10 00 WATER UTILITIES 9

33 30 00 SANITARY SEWERAGE 16

33 40 00 STORM DRAIN UTILITIES 4

Fayette County Fire and EMS Training Facility September 2, 2022

1866.031 Earthwork

31 00 00 - 1

SECTION 31 00 00

EARTHWORK

PART 1 – GENERAL

1.01 SCOPE OF WORK

A. Work specified in this Section includes, providing total labor, materials, equipment, and incidentals necessary to perform entire excavation, backfill, fill, grading, and finish grading in preparation for building construction, utilities, landscaping and grassing, required to complete the work shown and specified. The work must include, but not be limited to excavation for structures, footings, total backfilling and fill embankment and grading, disposal of waste and surplus materials, and total related work such as sheeting, bracing, and pumping.

1.02 RELATED WORK SPECIFIED ELSEWHERE

A. Section 31 10 00: Site Clearing

B. Section 31 23 00: Excavation and Fill

C. Section 31 25 00: Erosion and Sediment Controls

1.03 REFERENCE DOCUMENTS

A. ASTM D 698-91 – Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3)); 2012.

B. ASTM D1556/D1556M-15e1, Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method; 2015.

C. ASTM D2167-15, Standard Test Method for Density and Unit Weight of Soil in Place by the Balloon Method; 2015.

D. ASTM D2487-17, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System); 2017.

E. ASTM D 3017-88, Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth); 2017

F. ASTM D6938-17a, Standard Test Methods for In-Place Density and Water Content of Soil and Soil- Aggregate by Nuclear Methods (Shallow Depth); 2017.

1.04 SUBMITTALS

A. Test Reports: Testing laboratory will submit the following reports directly to the Owner, Architect, Civil Engineer, and Contractor.

1. Analysis of soil materials, whether procured on or off site, including fill, backfill, and borrow materials

2. Verification of each footing subgrade

3. In-place density test reports

4. Moisture-density relationship test reports

5. Compressive strength or bearing test reports

1.05 QUALITY ASSURANCE

A. Testing Laboratory Services: The Owner will secure and pay for the services of an independent testing laboratory service to classify existing soil materials, recommend and classify proposed borrow materials (when necessary), verify compliance of materials with specified requirements, and perform required field and laboratory testing.

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B. Coordinate and schedule in a timely manner with the Testing Agency the following quality control items:

1. Obtain samples of the structure fill from borrow site.

2. Determine particle size, liquid limit, plastic limit, plasticity index, and maximum density of each type of soil.

3. Observe proof rolling

4. Perform a sufficient number of field density tests to verify compaction and structural fill.

5. Verify foundation-bearing capacity.

6. Verify quantities of material removed and quantities of material placed where Unit Prices are involved.

C. Establish and maintain benchmarks on the site for reference. All vertical dimensions must be checked from these benchmarks.

D. Soils having a standard Proctor maximum dry density of less than 90 pcf is unsuitable, unless laboratory evaluations of their stress-strain characteristics indicate they will perform acceptably as determined by the Geotechnical Engineer.

E. The moisture content of suitable soils should not be more than 2 percentage points above or more than 2 percentage points below optimum at the time of compaction. Tighter moisture limits may be necessary with certain soils.

1.06 SITE CONDITIONS

A. Consider the limits of work to make determinations of the amount of grading. Limit grading to the work as shown and do not disturb the existing terrain or trees outside this work.

B. Traffic: Do not interfere with or close public ways without permission of governing authorities. Do not interfere with adjacent private facilities.

C. Ground water may be encountered during foundation excavation. Use a system for controlling ground water to a level at least 3’-0” below the lowest point of the excavation.

D. Site Utilities:

1. Advise utility companies of excavation activities before starting excavations. Secure and pay for the services of a locating company to locate and identify all underground utilities passing through work area before starting work.

2. Should uncharted or incorrectly charted piping or other utilities be encountered during excavation, consult the Civil Engineer immediately for directions. Cooperate the Civil Engineer or other utility companies in keeping respective services and facilities in operation.

3. Protect existing utilities indicated to remain.

4. Do not interrupt existing utilities without advance notice to and written approval.

E. Items of historic or archaeological value discovered during earthwork operations must remain property of the Owner.

1.07 DEFINITIONS

A. Earth Excavation: Removal, reuse, and disposal of earth and other naturally occurring or manmade materials encountered other than materials classified as rock or unnecessary excavation.

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B. Rock Excavation: Rock Excavation shall consist of all material that cannot be excavated except by drilling, blasting, or wedging. It shall consist of un-decomposed stone that is hard enough to ring under a hammer. The amount of solid stone shall not be less than one (1) cubic yard in volume.

1. Blast Rock (Mass): Any material occupying an original volume of more than one (1) cubic yard, that cannot be excavated with a single tooth ripper mounted on a crawler tractor having a minimum draw bar pull rated at no less than 56,000 pounds (Caterpillar D-8K or equivalent) or by a Caterpillar 977 front-end loader or equivalent, and occupying an original volume of at least one (1) cubic yard.

2. Trench Rock Excavation: Any material occupying an original volume of more than one cubic yard, that cannot be excavated with a hydraulic excavator having a minimum flywheel power rating of 123 kW (165 hp); such as caterpillar 322C L, John Deere 230LC, or a Komatsu PC 220LC-7; equipped with a short tip radius bucket, no wider than forty-two (42) inches.

C. Partially Weathered Rock (PWR): A residual soil with standard penetration resistance of at least 50 blows per six (6”) inches.

1. Partially Weathered Rock (PWR) with N-valves of 50/3 inches, or greater penetration, can generally be removed by first loosening the material with a single tooth ripper attached to a suitably sized dozer (Caterpillar D8 or larger).

D. Auger Refusal: Auger refusal generally indicates the depth to sound bedrock; however, auger refusal may indicate floating boulders or pinnacled bedrock areas.

PART 2 – PRODUCTS

2.01 MATERIALS

A. Where sufficient approved materials are not available from required excavations on site, provide materials from approved sources off site without charge to the Owner.

B. For each soil material proposed for use as fill or backfill, whether obtained on or off site, Testing Laboratory must classify soil material, develop Proctor curve, and perform any other tests required.

C. Obtain approval for each soil material.

D. Topsoil: Friable clay loam surface soil.

E. Satisfactory Topsoil: Fertile agricultural soil, typical for locality, capable of sustaining vigorous plant growth; free of subsoil, rocks larger than 2 inches in diameter, clay, toxic matter, plants, weeds, and roots.

F. Fill Materials: Total material used as fill must be evaluated, tested, and approved by the geotechnical engineer. On-site residual soils are general suitable for use as structural fill, provided, they are moisture conditioned for proper compaction. Off-site borrow materials must be used as fill provided they have a liquid limit (LL) not exceeding 50; a plasticity index (PI) of less than 30; and a standard proctor maximum dry density (ASTMD698) greater than 90 pounds per cubic foot (pcf). Soils classified as CL, ML, SM, or SC are considered suitable for fill material.

G. Unsatisfactory Soil Material (ASTM D 2487):

1. OL (Organic Clay)

2. OL (Organic Silt)

3. CH (Fat Clay)

4. MH (Elastic Silt)

5. OH (Organic Clay)

6. OH (Organic Silt)

7. PT (Peat)

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PART 3 – EXECUTION

3.01 PREPARATION

A. Stripping Topsoil:

1. Strip areas are to be occupied by buildings, pavements, areas to be filled, and areas to be impacted by construction activities. Strip topsoil to subsoil depth. Strip only materials that conform to the topsoil specification above.

2. Stockpile topsoil on site, located where it will not interfere with the work.

B. Protection: Temporary construction fencing is required to indicate limits of work and clear identification of items and areas requiring protection.

C. Barricades, warning signs, and warning lights around open excavations are required to prevent injury to persons.

D. Onsite Contractor is solely responsible for determining the potential for injury to persons and damage to property.

1. Where such potential is present, take appropriate protective measures.

2. Protect persons from injury and protect existing and new improvements from damage caused directly or indirectly by construction operations.

E. Do not allow excavation subgrades and soil at foundations to be subjected to freezing temperatures or frost. Should prepared and compacted subgrades be damaged by freezing, remove soil materials to the depth required by the on-site Geotechnical Engineer and replace recompact in conformance with specified requirements.

3.02 DEWATERING

A. Do not allow surface or groundwater to flow into or accumulate in excavations.

B. Do not allow water to flow in uncontrolled fashion across the project site or to erode slopes or undermine foundations. Do not allow water to be diverted onto adjacent properties. Arrange excavation operations to allow for continual and effective drainage of excavations.

C. Maintain temporary diversion ditches, dikes, and grading as necessary. Do not use trench excavations for this purpose. When required by surface or subsurface water conditions, install sumps, wellpoints, French Drains, pumps, and other control measures necessary to keep excavations free of water. When existence of ground water near or above final excavation level is indicated or suspected, install control measures prior to excavating to water level and maintain water level continuously below working level.

3.03 EXCAVATION

A. General: Excavation includes the removal of any materials necessary to achieve the required subgrade elevations and includes reuse or disposal of such materials.

B. Approval of Subgrade: Notify the Testing Agency when required elevations have been reached.

1. When required by Testing Agency due to presence of unsatisfactory materials or other factors, perform additional excavation and replace with approved compacted fill material in accordance with the Testing Agency’s instructions.

2. No payment will be made for correction of subgrades improperly protected against damage from freeze-thaw or accumulation of water or for correction of otherwise defective subgrades.

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C. Excavation Stabilization: Wherever it is possible to slope faces of excavations to achieve stabilization, do so in compliance with requirements of governing authorities. Otherwise, install shoring and bracing.

D. Excavation for Structures:

1. Excavate beyond footings and foundations to allow proper construction and inspection of concrete formwork and other materials. Excavate to the required elevation.

a. Tolerance – plus or minus .10 foot

E. Excavation for Footings and Foundations:

1. Delay excavation to final grade and final compaction until immediately before concrete will be placed.

2. Remove any loose or sloughed material and adjust excavations to conform to required lines, grades, and tolerances to form a suitable bearing surface. Do not disturb bottom of completed excavations.

3. For pile-supported footings, halt excavations 6 to 12 inches above the bottom of the footing before driving piles. After driving piles, continue excavating to required elevations.

F. Excavation for Pavements: Excavate, shape and compact to the lines, subgrade elevations and cross-sections indicated.

1. Store soil materials without intermixing. Protect from contamination with other soils or debris.

3.04 BACKFILLING

A. Preparation: Backfill excavations as soon as practicable. Complete the following operations before backfilling:

1. Inspection and acceptance of below-grade construction

2. Inspection, testing, and approval of underground utilities

3. Surveying of underground utilities for record documents

4. Concrete formwork removal

5. Removal of loose material, muck, debris, and trash from excavation

6. Installation of temporary or permanent horizontal bracing for structures to receive backfill

B. Remove temporary shoring and bracing as the work progresses and when use is no longer necessary.

C. Place approved soil materials in layers to required subgrade elevations.

1. Do not place material on muddy or frozen surfaces or on surfaces containing frost.

D. Place satisfactory soil materials in layers to required subgrade elevations.

3.05 FILLING

A. Preparation: Verify that area has been stripped of vegetation, including roots below grade. Remove and dispose of unsatisfactory soils.

1. When filling slopes steeper than 4 to 1: plow, step, or break up surfaces to promote bond of new to existing material.

2. Break up existing pavement in areas indicated before filling over.

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3. Should density of subgrade receiving fill be less than specified for fill, break up, and pulverize subgrade to a depth of at least 6 inches, moisture condition if necessary, and recompact to required density at optimum moisture content.

B. Place fill materials to required elevations in lifts of required depth. Place fill materials beneath each areas as indicated.

1. Planted Areas: satisfactory soil materials

2. Paved Areas: subbase material

3. Exterior Steps/Ramps: subbase material

4. Fill placed on slopes should be adequately benched into the existing soils to prevent the formation of a weak sloping interface between the existing soils and newly placed fill.

3.06 PAVEMENT SUBBASE COURSE PLACEMENT

A. Place lifts so that compaction true to grade and level is accomplished with a minimum of surface disturbance and segregation or degradation of materials. Maintain grade control and cross section by means of line and grade stakes. Maintain moisture content within prescribed limits during placing and compacting.

B. When the total thickness of subbase is less than the maximum lift thickness permitted, place material in a single lift. When the total thickness of the subbase is greater than the maximum lift thickness permitted, place materials in two or more lifts of uniform thickness with lift no less than 3 inches in thickness.

C. Place material along the edges of the subbase course to maintain compaction of the subbase course.

Construct at least a 1-foot width of shoulder simultaneously with each lift of the subbase course.

D. Cut any overbuild to grade. Should top elevation be lower than allowable tolerances, scarify to a depth of 3 inches, add new material, and recompact to bring to grade within required tolerances.

3.07 FILL PLACEMENT

A. Place fill or backfill lifts in order for compaction true to grade and level is accomplished with a minimum of surface disturbance and segregation or degradation of materials. Maintain grade control and cross section by means of line and grade stakes. Maintain moisture content within prescribed limits during placing and compacting.

B. Do not place structural fill or backfill on subgrade that contains frost, mud, or is frozen.

C. Place materials used in backfilling and filling in layers not exceeding loose depths as follows, unless noted otherwise:

1. Heavy equipment compaction - 8 inches

2. Hand-operated tampers - 4 inches

3.08 COMPACTION

A. In-Place Density Requirements: Compact soil will be no less than the values given below, expressed as percentage of maximum dry density, as determined by ASTM D698 at optimum moisture content.

1. Unpaved Areas: Top 6-inches of subgrade and subsequent lifts at 90 percent.

2. Paved Areas: Compact the upper 12-inches of subgrade in fill areas to 98 percent of the soil’s maximum Standard Proctor Density Value (ASTM-D698) prior to placement of the base course material and 95 percent of the soil’s maximum standard proctor density value below this level.

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3. Building Slabs, Footings, and Structures: Compact to 95 percent of the soil’s maximum Standard Density Value (ASTM D-698) to within 12 inches of finished grades and 98 percent of the soil’s maximum Standard Proctor Density Value above that elevation.

Structural fill is to be extended horizontally beyond the outer edge of the building foundations, at least 10-feet or a distance equal to the height of the fill to be place;

whichever is of greater value.

B. Compact structural fill behind walls to 95 percent standard proctor.

C. Moisture Control: During compaction, control moisture of subgrades and subsequent lifts to within tolerances from optimum moisture content as recommended by testing laboratory. Wet surface with water when additional moisture is required. Aerate soil to aid in drying or replace soil when excessive moisture is present.

3.09 GRADING

A. General: Smooth grade to a uniform surface that complies with compaction requirements and required lines, grades, and cross sections and is free from irregular surface changes.

B. Smooth transition between existing adjacent grades and changed grades. Cut out soft spots, fill low spots, and cut down high spots to conform to required surface tolerances.

C. Slope grades to direct water away from structures and prevent ponding. Finish subgrade to required elevations within the following tolerances:

1. Unpaved Areas: plus or minus 0.10 feet

2. Paved Areas: Plus or minus 0.05 feet

3. Inside Building Lines: ¼ inch as measured with a 10-foot straightedge

3.10 PROOFROLLING

A. After excavation and before any fill placement, fill areas must be proofrolled and approved by the Onsite Geotechnical Engineer.

B. After completion of required compaction and immediately prior to proceeding with subsequent construction, proofroll in the presence of testing laboratory representative.

C. Proofroll using a heavy pneumatic-tired vehicle having four tires abreast, each tire loaded to 20,000 pounds and inflated to manufacturer’s recommended pressure. Maintain optimum moisture content during proofrolling. In areas that show pumping, or are otherwise unsatisfactory, undercut fill material and replace with compacted fill, or stabilize in place, as required by the Onsite Geotechnical Engineer.

D. Proofroll Areas to Receive:

1. Pavement

2. Building slabs on grade

3. Existing soils before filling

3.11 FIELD QUALITY CONTROL

A. Testing Laboratory Services: Do not proceed with construction until testing of each subgrade and lift of fill or backfill has been performed and required inspections and approvals have been obtained.

B. In-Place Density Tests: ASTM D-1556 (Sand Cone Method); ASTM D-2167 (Rubber Balloon Method); or ASTM D-6983-17 (Nuclear Method), as applicable.

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C. Foundation Bearing Subgrade: Verify foundation subgrade to determine bearing capacity of each material encountered. The Geotechnical Engineer, retained by the Owner, must verify a bearing pressure of 3,000 pounds per square feet (psf).

D. Areas under Slabs and Pavements: Conduct at least one in-place density test of subgrade and one in-place density test of each compacted fill or backfill layer for every 5,000 square feet of fill for each 2-foot thickness of compacted soil.

E. Foundation Wall Backfill: Conduct no less than 2-in place density tests per lift.

F. Trench Backfill: Conduct no less than 2 in-place density tests per lift per trench.

G. If testing service reports indicate that subgrade or fills are below specified density, scarify or remove and replace to the required depth, recompact, and retest at no cost to the Owner.

3.07 MAINTENANCE

A. Completed Areas: Protect from damage by pedestrian or vehicular traffic, freezing, erosion, and contamination with foreign materials.

1. Repair and re-establish grades to specified tolerances in settled, eroded, or rutted areas.

B. Damage Areas: Where completed or partially completed surfaces become eroded, rutted, settled, or lose compaction due to subsequent construction operations or weather conditions; materials must be restored to required conditions. Scarify or remove and replace the required depth; return to optimum moisture content; and compact materials to the required density before continuing construction.

C. Correction: Should settling occur within project correction period, remove finished surfacing, add additional approved material, compact material, and reconstruct surfacing. Construct surfacing to match and blend in with adjacent surfacing nearly as practicable.

3.08 DISPOSAL OF EXCESS AND WASTE MATERIALS

A. Properly dispose of excess or unsatisfactory topsoil offsite.

B. Remove material not required for use on the project (including unsatisfactory soil, excess satisfactory soil, trash, and debris) and legally dispose of it off of the Owner’s property.

END OF SECTION

Fayette County Fire and EMS Training Facility September 2, 2022

1866.031 Site Clearing

31 10 00 - 1

SECTION 31 10 00

SITE CLEARING

PART 1 - GENERAL

1.01 SCOPE OF WORK

A. This section covers clearing, grubbing, and stripping of the construction site, complete as specified.

B. Clear and Grub the area within the limits of construction or as required.

C. Attention is directed to the Manual for Erosion and Sediment Control in Georgia, 2016

Edition.

A. Section 31 10 00: Earthwork

B. Section 31 23 00: Excavation and Fill

C. Section 31 25 00: Erosion and Sediment Controls

1.03 PROTECTION

A. Seventy-two (72) hours prior to excavation, call U.P.C. (Underground Protection Center) 1-800-282-7411 to locate and protect existing utilities. Any damage to these utilities are to be repaired at no additional cost to Owner. Contractor is responsible for locating all utilities, either private or public.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION

3.01 SILTATION CONTROL

A. Before any clearing and grubbing operations, total sedimentation and erosion control items must be installed.

3.02 CLEARING

A. Clearing shall consist of the removal of exposed objectionable matter such as trees, brush, stumps, logs, grass, weeds, roots, organic matter, poles, stubs, rubbish, refuse dumps, sawdust piles, loose boulders of one cubic yard or less and other debris resting on or protruding through the ground surface. No damage is done to property, trees, or shrubbery to be retained in, or outside the Limits of Construction.

3.03 GRUBBING

A. Grubbing consists of the complete removal of objectionable matter defined under Clearing, which is embedded in the underlying soil. Objectionable roots are defined as matted tree and brush roots, regardless of the size of the roots, and individual roots more than 3/4" in diameter. Remove grubbed items to a minimum depth of 24" below subgrade.

3.04 STRIPPING

A. Stockpile total topsoil. The topsoil is to be protected until it is placed as specified. Topsoil remaining after work is complete will be used on-site in areas designated.

3.05 DISPOSAL OF CLEARED AND GRUBBED MATERIAL

A. The cost of disposal (including hauling, if necessary) of cleared and grubbed material and debris is considered a subsidiary obligation, the cost of which is included in the contract prices. Dispose of complete clearing and grubbing in a proper legal manner offsite. Insure that no damage to adjacent trees, Owners’ property, or buildings will occur.

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1866.031 Site Clearing

31 10 00 - 2

3.06 PRESERVATION OF TREES:

A. Trees to be saved are as designated on the drawings. The Owner reserves the right to change the trees to be saved. Erect such barricades, guards, and enclosures as required for the protection of the trees during total construction operations.

3.07 PRESERVATION OF DEVELOPED PRIVATE PROPERTY

A. Exercise extreme care to avoid causing any unnecessary disturbance to developed private property bordering construction.

B. All soil preservation procedures and replanting operations must be completed under the supervision of a nursery representative experienced in such operations.

3.08 ACTIVE UTILITIES

A. Preserve in operating condition all active utilities traversing the site. Repair damage to total utilities due to work under this Contract, as required by the authority having jurisdiction over the utility.

3.09 EXISTING SERVICE

A. Disconnect or arrange for the disconnection of utility service in accordance with regulations governing the utility concerned and as shown on the drawings or which interfere with the work.

3.10 BENCH MARKS

A. Maintain total benchmarks, monuments, and other reference points.

Fayette County Fire and EMS Training Facility September 2, 2022

1866.031 Excavation & Fill

31 23 00 - 1

SECTION 31 23 00

EXCAVATION AND FILL

PART 1 - GENERAL

1.01 SCOPE OF WORK

A. This section includes complete excavation for piping and associated appurtenances including;

filling, backfilling, grading, disposal of surplus material and restoration of trench surfaces and easements.

B. Place total sheeting, bracing, and supports and remove from the excavation total materials which the testing agency may deem unsuitable for backfilling.

The bottom of the excavation must be firm, dry and in all respects acceptable. Deposit pipe bedding, or refill for excavation below grade, directly on the bottom of the trench immediately after excavation has reached the proper depth and before the bottom of the trench has become softened or disturbed by any cause whatever. The length of open trench must be related closely to the rate of pipe laying.

A. Section 31 10 00: Site Clearing

B. Section 31 00 00: Earthwork

C. Section 31 25 00: Erosion and Sediment Control

A. Fayette County Development Regulations, Current Edition.

B. ASTM D1557-12e1, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3 ); 2012.

C. Utility Accomodation Policy Standards, Georgia Department of Transportation.

1.04 DEFINITIONS

A. Earth Excavation: Removal, reuse, and disposal of earth and other naturally occurring or manmade materials encountered other than materials classified as rock or unnecessary excavation.

B. Rock Excavation: Rock Excavation shall consist of all material that cannot be excavated except by drilling, blasting, or wedging. It shall consist of un-decomposed stone that is hard enough to ring under a hammer. The amount of solid stone shall not be less than one (1) cubic yard in volume.

1. Blast Rock (Mass): Any material occupying an original volume of more than one (1) cubic yard, that cannot be excavated with a single tooth ripper mounted on a crawler tractor having a minimum draw bar pull rated at no less than 56,000 pounds (Caterpillar D-8K or equivalent) or by a Caterpillar 977 front-end loader or equivalent, and occupying an orginal volume of at least one (1) cubic yard.

2. Trench Rock Excavation: Any material occupying an original volume of more than one cubic yard, which cannot be excavated with a hydraulic excavator having a minimum flywheel power rating of 123 kW (165 hp); such as caterpillar 322C L, John Deere 230LC, or a Komatsu PC 220LC-7; equipped with a short tip radius bucket, no wider than forty-two (42) inches.

C. Partially Weathered Rock (PWR): A residual soil with standard penetration resistance of at least 50 blows per six (6”) inches.

1. Partially Weathered Rock (PWR) with N-valves of 50/3 inches, or greater penetration, can generally be removed by first loosening the material with a single tooth ripper attached to a suitably sized dozer (Caterpillar D8 or larger).

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D. Auger Refusal: Auger refusal generally indicates the depth to sound bedrock; however, auger refusal may also indicate or floating boulders or pinnacled bedrock areas.

PART 2 – MATERIALS

2.01 MATERIALS

A. General

1. Materials for use as fill are described below. For each material, notify the testing agency of the source of the material and furnish, for approval, a representative sample weighing approximately 50 pounds, at least ten calendar days prior to the date of anticipated use of such material.

B. Common Fill

1. Common fill consists of mineral soil free of organic material, loam, wood, trash, snow, ice, frozen soil and other objectionable material which may be compressible or which cannot be compacted properly. Common fill will not contain stones larger than 10" in any dimension, broken concrete, masonry, rubble, or other similar materials. It must have physical properties in order for it to be readily spread and compacted during filling.

2. Material falling within the above specification, encountered during the excavation, may be stored in segregated stockpiles for reuse. Complete material not suitable for reuse will be spoiled, as specified, for disposal of unsuitable materials.

C. Crushed Stone

1. Crushed stone is to be used for pipe bedding, manhole bases, as a drainage layer below structures with underdrains and at other locations indicated on the drawings.

D. Sheeting and Shoring Materials

1. Construction wood sheeting may be new or used lumber of a species or grade suitable for the proposed use.

2. If steel sheet piling is used, it shall conform to ASTM A328 and consist of rolled sections of the continuous interlocking type. Minimum thickness of the web and flange metal shall be 3/8 inch, unless otherwise approved or specified. Rivet steel and structural material as fabricated connections and accessories shall conform to requirements of ASTM A502 and ASTM A36. All steel sheet piles shall be furnished with standard pulling holes located approximately 4-inches below top of the pile.

3. The Contractor shall retain full responsibility for the structural integrity and adequacy of the sheeting.

PART 3 - EXECUTION

3.01 DISPOSAL OF MATERIALS

A. Excavated material is to be stacked without excessive surcharge on the trench bank.

Inconvenience to traffic and abutters shall be avoided as much as possible. Excavated material must be segregated for use in backfilling as specified below.

B. Surplus excavated material, suitable for use in backfilling or for replacing rock and boulders, must be stockpiled. Dispose of unsatisfactory surplus material including paving, rock, boulders, and other material.

C. It is expressly understood that no excavated material will be removed from the site of the work or disposed of except as directed by the testing agency. Should conditions make it

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31 23 00 - 3 impracticable or unsafe to stack material adjacent to the trench, the material is to be hauled and stored. No extra compensation will be made for re-handling material.

3.02 SHEETING AND SHORING ACTIVITIES

A. All excavations shall be properly shored, sheeted and braced or cut back at the proper slope to furnish safe working conditions; to prevent shifting of material; to prevent damage to structures or other work; and to avoid delay to the work. Work shall be performed in all compliance with the most recent U.S. Department of Labor Occupational Safety and Health Administration 29CFR part 1926 Occupational Safety and Health Standards-Excavations, Final Rule. Bracing shall be so arranged as not to place any strain on portions of completed work until the general construction has proceeded far enough to provide ample strength.

B. Timber sheet piles shall be sharpened in a manner which will assist in holding them in true alignment during driving and the tops shall be protected with caps or other means to prevent damage by the driving equipment. Any pieces damaged or split below the point of cutoff shall be removed and replaced with undamaged pieces.

C. Sheet piles shall be carefully located and driven straight and true to desired elevation with secure interlocking for the entire length. Damaged piling or one with faulty alignment shall be withdrawn and new piling driven properly in its place. Jetting will not be permitted.

Excavation shall not be carried in advance of sheet piling.

D. Sheeting and bracing shall be removed as the excavation is refilled in such a manner as to avoid caving in of areas or structures. Voids left by withdrawal of the sheeting shall be carefully filled by ramming.

3.03 DENISTY TESTS

1. All trenches 12-inches or wider, as measured at the top, that are within roadways, roadway rights-of-way, parking areas, and areas to be paved shall be tested for conformance to specified compaction requirements:

a. These trenches shall be backfilled and compacted to their full length.

b. Tests shall be made within 400 square feet of trench areas for each one foot of lift above top of conduit. Tests taken in one foot lifts shall be staggered.

c. Compaction shall not be less than that of the surrounding areas or 95% of the maximum dry density as determined by the Standard Proctor Test. The top 12” shall be compacted to a minimum of 98% of the maximum dry density.

3.03 TEST PITS

A. As an aid in establishing the precise location of new work, contact and coordinate with local utilities before excavating test pits for the purpose of locating underground utilities of structures.

B. Excavation of test pits will be considered work incidental to laying sewer pipe.

C. If for any reason a test pit is left open for any period of time, it must be barricaded and lighted.

3.04 DRAINAGE

A. Total material and equipment and perform all incidental work required to maintain the drainage system proposed for handling groundwater or surface water.

B. Pumping equipment and devices must be capable of proper removal and disposal of all water entering trench and excavation for structures. The grade is to be maintained acceptably dry until structures to be built are completed.

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C. Pipe and masonry must not be laid in water or submerged within 24 hours after being placed. Water must not flow over new masonry within four days after placement.

D. Prevent water from rising to cause unbalanced pressure on structures until the concrete or mortar has set at least 24 hours. Prevent flotation of the pipe by promptly placing backfill.

E. Pipe, crushed stone graded from coarse to fine, pumps, and equipment necessary to maintain the water level continuously at the required elevation are required if underdrains are used for handling water. Pipe underdrains must be laid with open joints and bedded in crushed stone for the full width of trench, to a depth of 6" below the invert of underdrain.

The invert of underdrain is to be 12" below the normal subgrade. Pipe underdrains have no permanent outlet and are to be sealed at the completion of the work. An impervious bulkhead of clay or concrete shall be constructed in the trench bottom between 100 ft.

lengths of the underdrainage system to obstruct the free flow of groundwater after construction is completed. For all excavation below normal grade for the purpose underdrains, the crushed stone and underdrain pipe must be considered a part of the drainage work to be done under the pipe items. Continuously guard against the loss of earth through subbase or the underdrain.

3.05 EXCAVATION

A. The Contractor shall perform all excavation in accordance with the most recent OSHA standards and to the depths required or as shown on Standard Details. During excavation, materials suitable for backfilling shall be piled a minimum distance of 2 feet from the banks of the excavation to avoid overloading and to prevent slides and cave-ins.

B. Excavated materials not required for fill or back-fill shall be removed from the Site.

Ubless otherwise indicated or specified, all excavation shall be made open by open cut.

No tunneling shall be done.

C. Excavation shall not be carried below the designated level except where special bedding required due to unforeseen conditions, or is specified or shown on the Standard Details.

Excess excavation below the designated level shall be backfilled with crushed stone and tamped.

D. Excess excavation for manholes and other structures shall be filled with crushed stone or concrete to the required elevation.

E. Trenches shall be only of sufficient width to provide a free working space on each side of the pipe. To prevent excess pressure on the pipe, maximum width of pipe trench at the top of the pipe shall not be greater than two feet more than the pipe diameter. If this maximum width is exceeded for water or sewer pipelines, the Contractor shall provide Class A bedding as presented in Article 7 of these Regulations. The top portion of the trench above 4 feet shall be excavated with sloping sides in accordance with OSHA standards to any width which will not damage adjoining structures, roadways, pavements, utilities or private property. If it is deemed necessary to excavate trench with vertical sides, then OSHA approved shoring and sheeting methods shall be used.

F. All water mains shall have a minimum of 48-inches of cover above the top of the pipe or 48-inches below edge of pavement, whichever is greater. All water mains 12-inches and larger shall have a minimum of 60-inches of cover above the top of the pipe or 60-inches below edge of pavement, whichever is greater unless otherwise indicated.

G. The trench bottom shall be made to conform as near as possible to the shape of the lower third of the pipe. Excavation shall be made for joints of all pipes, and shall be of sufficient depth to permit access to the joint for construction and inspection. In no case

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31 23 00 - 5 shall the joints be used to support the body of the pipe. Bell holes shall be excavated in the trenches so as to relieve the pipe bells of all load, but small enough to insure that support is provided throughout the length of the pipe barrel.

H. Unstable soil or soil unable to achieve 95% compaction as per Standard Proctor shall be removed and replaced with crushed stone, which shall be tamped.

I. Ground adjacent to all excavations shall be graded to prevent inflow water.

J. The excavation of the trench shall not advance more than 100 feet ahead of the completed pipe work.

K. The Contractor shall remove any water accumulated during excavation, whether from ground or surface sources.

L. The Inspector shall be notified immediately upon encountering site conditions at variance to those indicated and any active or inactive utility encountered not indicated on the Standard Detais.

M. No work shall be done to correct or incorporate unforeseen conditions until written instructuins are issued.

N. No trenches will be permitted to be left open overnight, on weekends, or on holidays.

3.06 ROCK EXCAVATION

A. All rock encountered shall be removed 6-inches below the bottom grade of the trench where pipe is being laid, and the trench built back to the correct grade with suitable select material thoroughly tamped into place, unless Contractor is specifically directed to place stabilization material.

B. Blasting permits for each development shall be required. Blasting shall be done with the precautions specified by the State Fire Marshall and the Paulding County Fire Chief.

C. The Contractor shall notify County Fire Departments prior to blasting operations.

D. All blasting operations and all handling, storage and use of blasting materials shall be in strict accordance with State, Federal, and Local ordinances and regulations and shall be approved by the State Fire Marshall. Blasts shall be restricted to the extent that no appreciable shock will be transmitted to existing structures, pipe lines, sewers, cables, or other public or private facilities. The Contractor shall be wholly responsible for any and all personal injury or property damage resulting from blasting.

3.07 PIPE BEDDING

A. Bedding is required as shown on the drawings. Regardless of the type of bedding used, holes in the trench shall be provided to receive the pipe bell.

3.08 BACKFILLING

A. No backfilling shall be done over pipelines until all pipes have been inspected and approval received from the Inspector, unless otherwise directed.

B. Trenches shall be backfilled with earth backfill materials (Minimum Class D; see Standard Details) placed evenly around and on both sides of the pipe in 6-inches maximum layers, and tamped until pipe has cover of no less than 12-inches above the top of the pipe. The remaining backfill shall be placed evenly in 12-inches layers compacting each layer thoroughly to the specified compaction. Water settling shall not be permitted.

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Any trenches where settlement occurs shall be reopened, refilled, and compacted, with the surface restored to the specified grade and compaction, and leveled for grassing.

C. Prior to backfilling manholes, structures, and other accessories, all forms, trash, and debris shall be removed. Backfill material shall be symmetrical on all sides in 8-inch maximum layers. Each layer shall be moistened and compacted with tamps.

D. Where pipes are in a fill section or are projecting into fill sections, ductile iron pipe shall be provided. Where pipe is not structurally supported, unstable material shall be removed and trench stabilization provided. A pipe bed shall be constructed of No. 57 crushed stone and be compacted to at least 90 percent of the maximum dry density, unless otherwise specified.

E. The material shall be placed evenly in 6-inch maximum layer to the proper subgrade unless otherwise directed by the Department. After the trench has been specialized, normal backfill and compaction operations shall resume as speciedied herein.

F. Prior to final acceptance of the pipeline installations, the Contractor shal refill all sunken trenches and excavations to final grade.

G. Earth backfill shall be free of stone and boulders. Acceptable backfill material may be from excavation or borrowed.

H. No rock will be allowed in the backfill within a distance of 6-inches from the pipe or the ground surface, and rock larger than 6-inches in the greatest dimension will not be permitted in any part of the trench.

3.09 SUBSURFACE OBSTRUCTIONS

A. The Standard Details indicated underground utilities or obstructions that are known to exist according to the best information available to Local Jursidiction. The Contractor, as required by Georgia Law, shall call the Utilities Protection Center (UPC) and those utilites, agencies, or departments that own and/or operate utilities in the vicinity of the construction work site to verify the location of, and possible interference with, the existing utilities, arrange for necessary suspension of service and make arrangements to locate and to avoid interference with said utilities. Where these or unforeseen underground utilities are encountered, the location and alignment of the new facilities may be changed to avoid interference, upon written approval from Local Jurisdiction.

B. The Contractor shall furnish and have available at all times an electronic pipe detector, in good working order, to locate existing pipe lines or other obstructions.

C. While excavating, backfilling and laying pipe, care must be taken not to remove, disturb or injure any existing water, sewer, or gas pipes, or other conduits or structures. If necessary, the Contractor shall sling, shore up, and maintain such structures in operation, and within a reasonable time shall repair any damage done to them. Before final acceptance of work, he shall return all such structures to original condition.

D. The Contractor shall give sufficient notice to the interested utility of his intention of removing or disturbing any pipes, conduits, etc., and shall abide by their regulations governing such work. In the event that any subsurface structure becomes broken or damaged in the course of the work, the Contractor shall immediately notify the proper authorities, and shall be responsible for all damage to persons or property caused by such damage.

E. When pipe or conduits providing services to adjoining buildings are broken during the progress of the work, the Contractor shall repair them at once, or if repaired by the utility involved, shall pay the utility any charges for having such repairs made by the utility.

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F. The Department will not be liable for any claim made by the Contractor based on the underground obstructions being different to that indicated in these Regulations or on the plans.

3.10 RESTORING TRENCH SURFACE

A. Where the trench occurs adjacent to paved street, in shoulders, sidewalks, or in cross-country areas, thoroughly consolidate the backfill and maintain the surface as the work progresses. If settlement takes place, immediately deposit additional fill to restore the level of the ground.

B. The surface of any driveway or any other area which is disturbed by the trench excavation and which is not a part of the paved highway is to be restored to a condition at least equal to that existing before work began.

3.11 FILL PLACEMENT

A. General:

1. Material placed in fill areas under and around structures is to be deposited within the lines and to the grades shown on the drawings, making due allowance for settlement of the material. Fill is to be placed only on properly prepared surfaces which have been inspected. No fill is to be placed on a frozen surface, nor shall snow, ice, or frozen material of any sort be placed in fill.

2. Fill is to be brought up to substantial level lifts throughout the site, starting in the deepest portion of the fill. The entire surface of the work is to be maintained free from ruts, and in such condition that construction equipment can readily travel over any section. Fill shall not be placed against concrete structures until they have attained sufficient strength.

3. Fill is to be dumped and spread in layers by a bulldozer or other approved method.

During the process of dumping and spreading, all roots are to be removed from the fill areas.

4. If the compacted surface of any layer of material is determined to be too smooth to bond properly with the succeeding layer, loosen the surface by harrowing or by another approved method before the succeeding layer is placed.

a. All fill materials must be placed and compacted in a dry condition. Dewater excavated areas as required to perform the work and to preserve the undisturbed state of the natural inorganic soils.

3.12 COMPACTION

A. Gravel, sand, and backfill in trenches must be placed in layers not exceeding eight (8) inches in depth, as measured before compaction. Each layer must be compacted by a minimum of four (4) coverages with the equipment described below, to at least 95% of maximum dry density as determined by ASTM D1557, Method D. Incidental compaction due to traffic by construction equipment will not be credited toward the required minimum four (4) coverages.

B. Common fill not within trenches must be placed and compacted in a manner similar to that described above, with the following exceptions:

1. Layer thickness prior to compaction may be increased to 10" in open areas.

2. Common fill (except dike fill) required below water level in peat excavation areas may be placed as one lift, in-the-wet, to an elevation one (1) foot above the water level at the time of filling.

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C. Compaction equipment in open areas consist of fully loaded ten-wheel dump trucks;

tractor dozers weighing at least 30,000 pounds and operated at top speed; or by vibratory roller.

D. Areas adjacent to structures and other confined areas inaccessible to the roller or truck is to be compacted with approved hand guided mechanical compaction equipment.

Compaction of the fill by such means is to be to the same degree of compaction as obtained by the rubber-tired equipment. Fill compacted by mechanical compactors is to be placed in 6" layers and thoroughly tamped over the entire surface.

E. It is the intention that the fill materials, with respect to moisture, be used in the condition they are excavated insofar as this is practicable. Material that is too wet shall be spread on the fill area and permitted to dry, assisted by harrowing if necessary, until the moisture content is reduced to allowable limits.

F. If the testing agency determines that added moisture is required, water is to be applied by sprinkler tanks or other sprinkler systems, which will ensure uniform distribution of the water over the area to be treated, and give complete and accurate control of the amount of water to be used. If too much water is added, the area is to be permitted to dry before compaction is continued.

3.13 GRADING

A. Grading must be performed at such places as indicated on the drawings; to the lines, grades, and elevations shown, and must be made in such a manner that the requirements…