Sample_Task_Order__1_-_Specs.pdf

USDA FOREST SERVICE PROJECT SPECIFICATIONS

IDIQ FOR FACILITY MAINTENANCE AND CONSTRUCTION SECTION 00 01 50 - 1

SPECIFICATIONS

FOR

SAMPLE TASK ORDER #1

(LAKE SINCLAIR WATERLINE REPLACEMENT)

FACILITIES IDIQ

PREPARED BY: SUPERVISORS OFFICE

CHATTAHOOCHEE-OCONEE NATIONAL FORESTS

1755 CLEVELAND HIGHWAY

GAINESVILLE, GA 30501

IDIQ FOR FACILITY MAINTENANCE AND CONSTRUCTION SECTION 00 01 50 - 2

SECTION 00 01 50

SPECIFICATIONS INDEX

DIVISION 00 CONTRACTING REQUIREMENTS

00 01 50 Specifications Index

DIVISION 01 GENERAL REQUIREMENTS

01 11 00 Summary of Work

DIVISION 02 EXISTING CONDITIONS

02 41 13 Selective Site Demolition

DIVISION 03 CONCRETE

03 10 00 Concrete Formwork 03 30 00 Cast-in-Place Concrete

DIVISION 22 PLUMBING

22 11 00 Water Distribution Systems

DIVISION 31 EARTHWORK

31 11 00 Clearing and Grubbing 31 23 16 Excavation and Backfill for Utilities 31 25 00 Erosion and Sediment Control Measures

DIVISION 32 SITE IMPROVEMENTS

32 12 16 Asphalt Pavement Patching 32 15 40 Gravel Road Patching 32 92 19 Seeding

DIVISION 33 – UTILITIES

33 14 19 Valves

END OF SECTION

USDA FOREST SERVICE PROJECT SPECIFCATIONS

SUMMARY OF WORK 01 11 00 - 1

SECTION 01 11 00

SUMMARY OF WORK

PART 1 – GENERAL

1.01 SUMMARY

A. Work covered by Contract Documents

1. In accordance with the contract provisions, the contractor is to provide the replacement of the existing water distribution system from the reservoir throughout the campground. Work includes the installation of pipes, fittings, valves, hydrants and appurtenances in accordance with the drawings, specifications, and other provisions of the contract.

1.02 LOCATION

A. This project is located at Lake Sinclair

B. Directions: From I-20 Exit 114 in Madison Ga Take US 441/129 south 23 miles to the intersection of

US 129 south., also known as the Gray Rd. Turn right at the light and travel 8 miles to the intersection of GA- 212, turn left onto GA 212 and travel 1 mile. Turn left onto Twin Bridges Rd. and travel 1.1 miles. Turn left into the campground.

1.03 GENERAL

A. Site Visit: Contractor shall visit site and verify all dimensions and site conditions prior to submitting a bid.

B. Whenever the words "Contracting Officer" or "COR" appear in these specifications they shall be interpreted to mean the Contracting Officer, a duly appointed successor, or a duly appointed representative.

C. This contract is subject to the "Buy-American" Act. Only domestic materials will be used.

D. Deviations -Any deviation required by the State shall also be required by this contract. Any deviation permitted by the State shall need approval from the COR before being implemented.

1.04 FIELD ENGINEERING

A. The locations of all proposed new work relative to existing features are indicated on the construction drawings.

1.05 SUBMITTALS

A. The contractor shall be required to furnish submittals on items intended for use other than the brand names listed in the specifications. Submittals shall be made within 15 days prior to commencing any work that relates to a respective submittal.

B. The contractor shall submit ONE set of the manufacturer's description of all "or equals" proposed in lieu of name brands specified. This description shall include the following:

1. Product name and model number

2. Manufacturer

3. Product description

4. Technical data

5. Warranty

C. In accordance with the cited references of the Federal Acquisition Regulation (FAR) Clause 52.236-21, the contractor shall be required to furnish the following to the COR prior to commencing any work that relates to a respective submittal (1 copy of all submittals required):

1. Pipe (PVC)

2. All valves (Gate, Ball, and Pressure Reducing)

SUMMARY OF WORK 01 11 00 - 2

3. Valve boxes

4. Pipe Detector tape

D. Other submittals (in quantities indicated) are required as identified in these specifications.

E. As-Built Drawings. The contractor shall maintain a set of the contract drawings depicting as-built conditions resulting from Government authorized changes. The drawings shall be maintained in a current condition. Changes from the original contract drawings shall be indicated in red on the drawings. At the completion of the contract work, as-built drawings shall be submitted to the Engineer.

1.06 USE OF PREMISES

A. General: Contractor shall have full use of premises for construction operations, including use of Project site, during construction period. Contractor's use of premises is limited only by the Government's right to perform work or to retain other contractors on portions of Project.

B. Toilet facilities are available inside the Lake Sinclair recreation area.

C. Contractor at all times shall conduct his operations to ensure the least inconvenience to the public and employees. Road closures will be permitted, when required, upon written approval of the Contracting Officer (CO).

D. Confine storage of materials to areas as approved by the CO.

E. Contractor shall provide adequate signing and barricades and take necessary safety measures to protect the public during all construction operations. Contractor shall minimize disturbance of all undisturbed areas.

F. Existing Utilities: Notify CO and utility companies of proposed locations and times for excavation.

1. Contractor shall be responsible for locating and preventing damage to known utilities. If damage occurs, repair utility at no additional expense to the Government.

2. Interruption of Existing Utility Service: Notify CO 48 hours in advance of any interruption of existing utilities.

1.07 CONSTRUCTION SEQUENCE AND SCHEDULE

A. Contractor shall coordinate campground construction with COR.

B. The Contractor shall keep available and furnish the Forest Service with daily records of progress. If the Contractor falls behind the approved schedule, the Contractor shall take steps necessary to improve its progress without any additional cost to the government.

1.08 PROTECTION OF PROPERTY

A. THIS IS A VISUALLY SENSITIVE AREA. Except as directed otherwise by the COR the Contractor shall protect all shrubbery and trees during the progress of work.

B. The Contractor shall take care to prevent deep rutting or excessive soil movement while working at the site. Upon completion of the project, the contractor shall restore the site as nearly as practicable to the original condition found upon commencement of work.

1.09 CLEAN-UP

A. The Contractor shall keep the construction area, including storage areas, free from accumulations of waste material, and rubbish. Upon completion of the construction, the Contractor shall leave the premises in a clean, neat condition.

SUMMARY OF WORK 01 11 00 - 3

1.10 PERMITS

A. The USFS shall secure approval from GA EPD regarding this project.

B. No work shall commence before EPD approval.

PART 2 – PRODUCTS (not used)

PART 3 – PRODUCTS (not used)

SELECTIVE DEMOLITION 02 41 13 - 1

SECTION 02 41 13

SELECTIVE DEMOLITION

A. This Section includes the demolition of portions of the water distribution system which are being replaced. Demolition debris shall be removed and properly disposed of by the contractor, off government property.

1.02 MEASUREMENT AND PAYMENT

A. There will be no separate measurement or payment for work in this Section. Selective demolition is considered incidental to other items of work shown in the Schedule of Items.

PART 2 – PRODUCTS

2.01 MATERIALS

A. The material to be removed consists of concrete structures, existing vitrified clay, galvanized steel and plastic piping; and appurtenances which must be removed to install new pipe and appurtenances.

Existing buried lines and valves may be abandoned in place unless otherwise specified. Existing lines exposed at creek crossings and no longer operational shall be removed.

PART 3 – EXECUTION

3.01 SELECTIVE DEMOLITION

A. Remove specified piping and components carefully without damaging existing components of the water distribution system which will remain in use. The drawings provided show the locations of existing water lines, and road structures. Unnecessary damage to existing utilities and structures will be repaired at the contractor's expense.

3.02 WASTE MATERIAL TO BE HAULED TO A LANDFILL

A. All demolition materials, garbage, and other refuse generated shall be removed from the project site and legally disposed off of Government property in an approved landfill.

B. All stumps, slash and other clearing and grubbing debris shall be hauled to a landfill.

C. The contractor is responsible for all costs and permits associated with landfill disposal.

D. The Government is not responsible for waste material upon its departure from the project site.

CONCRETE FORMWORK 03 10 00 - 1

SECTION 03 10 00

CONCRETE FORMWORK

A. This section specifies construction of concrete forms.

PART 2 - PRODUCTS

A. Plywood: B-B Plyform.

B. Steel:

1. Prefabricated.

C. Lumber.

1. Standard grade, (concealed surfaces only).

D. Form Ties and Spreaders:

1. Form Ties: Snap off type, galvanized metal, fixed length, cone type, with waterproofing washer and leaving no metal within 1 inch of the concrete face.

E. Form Release Agent.

1. Colorless mineral oil which will not stain concrete, or absorb moisture, or impair natural bonding or color characteristics of coating intended for use on concrete.

2. Diesel or oil based release agents shall not be used.

PART 3 – EXECUTION

3.01 INSTALLATION

A. Forms shall be built tightly, in proper alignment, and strong enough to resist the stresses of concrete placement without deformation.

B. Wet forms to allow removal without damaging the concrete per manufacturer’s instructions.

C. Joints.

1. Arrange joints vertically or horizontally.

3.02 INSPECTION

A. Obtain COR inspection and approval of forms at least 4 hours prior to placing concrete. Notify COR at least 24 hours in advance of concrete pour that forms will be ready for inspection.

3.03 CLEANING

A. Remove all sawdust, shavings, and other debris from within the forms.

B. Form removal:

1. Do not disturb forms until concrete has gained enough strength to carry its own weight and such construction loads as may occur.

2. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete sur-faces scheduled for exposure to view.

CAST-IN-PLACE CONCRETE 03 30 00 - 1

SECTION 03 30 00

CAST –IN-PLACE CONCRETE

A. This section covers cast-in-place concrete, including curing and finishing.

1.02 REQUIREMENTS

A. The latest editions of the following specifications and recommended practices shall govern:

1. ACI 301 Specifications for Structural Concrete for Buildings.

2. ACI 306 Recommended Practice for Winter Concrete.

3. ACI 305 Recommended Practice for Hot Weather Concrete.

PART 2 - PRODUCTS

2.01 REQUIREMENTS

A. Aggregate shall conform to the requirements of Federal Specification SS-A-281, Classes 1 and 2, and shall be well graded from fine to coarse within designated limits.

B. Portland cement shall comply with ASTM C 150, Type 1. The supplier shall provide mill certification of compliance with specification.

C. Water shall be clean, fresh, and free from injurious amounts of minerals or foreign substances.

D. Additives and air-entrainment agents shall comply with ASTM C 260.

E. Liquid curing membrane shall be Type 1-D or Type 2.

F. Concrete Mix Design:

1. Proportion normal-weight concrete mixes to provide the following properties:

a. Compressive Strength: 3,500 psi minimum (34.5 MPa) at 28 days.

b. Water-Cementitious Materials Ratio: 0.45 maximum.

c. Air Content: 5.5 to 7.5 percent for concrete exposed to freezing and thawing, 2.5 to 4.5 percent elsewhere.

d. Slump: 3 to 5 inches.

2. The design of the concrete mixture shall be the responsibility of the contractor.

A. Ready-mixed concrete may be employed if the time interval between mixing at the plant and discharge into the form does not exceed 1½ hours.

B. All concrete shall be placed within 1½ hours from the time of mixing.

1. No concrete shall be placed after it has started its initial set.

2. No concrete with a temperature above 90 °F shall be placed.

C. Concrete shall be placed in such a manner as to avoid segregation of the mixture.

1. Concrete shall be spread in horizontal layers when practicable.

2. No concrete shall be freely dropped more than 5 feet.

3. Depositing a large quantity of concrete and flowing or working it along the forms will not be per mitted.

CAST-IN-PLACE CONCRETE 03 30 00 - 2

D. Mechanical vibrators shall be used to consolidate the concrete.

1. Concrete shall be consolidated within 15 minutes after placement.

2. If consolidating concrete with mechanical vibrators is impractical, hand tamping, rodding, and spading will be permitted.

3. A minimum of two vibrators, in working order, shall be on the job during concrete placement.

E. Concrete shall be placed and protected as specified for temperature conditions.

F. Concrete plant standards and truck mixer and agitator standards shall be as recommended by the National

Ready Mix Association.

G. Finishing

1. All finishes shall be made without using cement or other dusting materials.

2. Concrete shall be struck to proper grade and surface finished with float trowels.

3. At all exposed formed surfaces, remove all ties, fill all form tie holes and imperfections that is, honeycombing, with dry cement mortar, remove all lines, and then sack or finish the surface to match adjacent surfaces.

4. All finishes shall be as shown on the drawings.

WATER DISTRIBUTION SYSTEMS 22 11 00 - 1

SECTION 22 11 00

WATER DISTRIBUTION SYSTEMS

A. This Section shall consist of furnishing and installing the following:

1. Potable water distribution pipe and fittings.

2. Drains.

B. This Section shall also include the flushing, testing and disinfection of waterlines.

C. Related Sections include the following:

1. Section 33 14 19 “Valves.”

1.02 DEFINITIONS

A. PVC: Polyvinyl chloride plastic.

1.03 SUBMITTALS

A. Product Data: For the following:

1. Pipe and fittings.

2. Drain and vent screens.

B. Plan for disposal of water used for testing and disinfection of waterlines.

1.04 QUALITY ASSURANCE

A. All work is to be completed according to applicable Federal, State and Local codes. This work includes, but is not limited to, materials, installation, testing and disinfection.

B. Piping materials shall bear label, stamp, or other markings of specified testing agency.

C. NSF Compliance:

1. Comply with NSF 14 for plastic potable-water-service piping. Include marking "NSF-pw" on piping.

D. Unless otherwise noted, the minimum working pressure for piping and specialties shall be 160 psig.

1.05 DELIVERY, STORAGE AND HANDLING

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

B. Protect stored piping from moisture and dirt. Elevate above grade.

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

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

1.06 PROJECT CONDITIONS

A. Existing Utilities: Do not interrupt utilities serving facilities occupied by the Government or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

1. Notify the Contracting Officer not less than two days in advance of proposed utility interruptions.

WATER DISTRIBUTION SYSTEMS 22 11 00 - 2

1.07 MEASUREMENT AND PAYMENT

A. Measurement will be of the linear feet of actual length of pipe installed, including all fittings, and appurtenances measured along centerline of trench. No deduction will be made for length taken up by valves, meters and fittings. Measurement will stop at the building limits of water system structures and other structures and at points of service connection.

2.01 GENERAL

A. All waterlines, pipes, and fittings shall be new and unused, of the type, pressure rating or class, and size specified.

2.02 PIPES AND FITTINGS

A. PVC: ASTM D2241, SDR 26, 160 psig, elastomeric gasket joints.

1. Solvent Cement: ASTM D 2564.

2. Gaskets: ASTM F 477, elastomeric seal.

3. Socket Fittings: PVC, made to match dimension ratio and pressure rating of PVC pipe.

B. PVC, AWWA Pipe: AWWA C900, Class 150 with bell end with gasket, and with spigot end.

1. Comply with UL 1285 for fire-service mains if indicated.

2. PVC Fabricated Fittings: AWWA C900, Class 150 with bell-and-spigot or double-bell ends.

Include elastomeric gasket in each bell.

3. PVC Molded Fittings: AWWA C907, Class 150, with bell-and-spigot or double-bell ends.

Include elastomeric gasket in each bell.

4. Push-on-Joint, Ductile-Iron Fittings: AWWA C110, ductile- or gray-iron standard pattern or

AWWA C153, ductile-iron compact pattern.

a. Gaskets: AWWA C111, rubber.

5. Mechanical-Joint, Ductile-Iron Fittings: AWWA C110, ductile- or gray-iron standard pattern or AWWA C153, ductile-iron compact pattern.

a. Glands, Gaskets, and Bolts: AWWA C111, ductile- or gray-iron glands, rubber gaskets, and steel bolts.

3.01 EARTHWORK

A. Refer to Section 31 23 16 “Excavation and Backfill for Utilities” for excavating, trenching, bedding, and backfilling.

3.02 PIPING INSTALLATION

A. Construct the water system to the lines and grades as established in the field.

B. All waterline shall be graded to drain.

C. All pipe, fittings, and appurtenances shall be handled and installed in strict conformance to the manufacturer’s recommendations.

D. Drains, valves, and other regulating and controlling devices shall be installed in the line where called for on the drawings.

E. The interior of all pipe, fittings, and other accessories shall be kept as free as possible from dirt and foreign matter at all times. Each piece of line as it is laid shall be cleaned of all debris. When the pipeline has become dirty on the inside during shipment or storage, it shall be swabbed out by drawing a damp swab through the line before placing in trench. Care shall be exercised to keep all joining

WATER DISTRIBUTION SYSTEMS 22 11 00 - 3

surfaces clean. Any pipe with contaminated or damaged joining surfaces, which cannot be satisfactorily cleaned or repaired, shall be discarded. Under no circumstances shall pipe be installed in water, and no pipe shall be installed when trench conditions or the weather is unsuitable for such work.

At all times when work is not in progress, all open ends of the pipe and fittings shall be securely closed to the satisfaction of the Contracting Officer so that no trench water, rodents, earth, or other substance will enter the pipe or fittings.

F. Any section of pipe already installed and found to be defective shall be removed and replaced with new pipe at the Contractor’s expense.

G. Bury piping with depth of cover over top at least 24 inches, unless otherwise approved by the Contracting Officer.

H. Cutting and Handling of Pipe

1. Cutting of pipe for closure pieces or for other reasons shall be done in a neat manner by methods, which will not damage the pipe. The pipe and fittings shall be handled in such a manner as to insure delivery and final placement in good, undamaged condition. Particular care shall be exercised not to injure the pipe surfaces or coatings. Damaged pipe shall not be used in the work.

I. Laying Pipe

1. No pipe shall be placed in the trench until the Contracting Officer has approved the trench and bedding.

2. Do not drop pipe into trench.

3. Each section of the pipe shall rest upon the pipe bed for the full length of its barrel.

4. Backfill the pipe within 24 hours after installing the pipe in the trench, leaving the joints and one foot of pipe on each side of each joint exposed until testing is complete.

5. When work is not in progress, securely close open ends of pipe and fittings.

6. Use proper fittings in order to follow the required line and grades and to avoid excessive curvature. Deflections from a straight line or grade, as required by vertical curves, horizontal curves, or offsets, shall not exceed the manufacturer's recommended maximum joint deflection or curvature for their pipe.

7. Bends that result in joint tension or permanent pipe deformation are prohibited.

8. Pipelines may be relocated slightly, if necessary, to avoid existing obstacles. However, the required slopes must be maintained.

J. Pipe Joints

1. Joints shall be made, using jointing materials and applied with the proper accessories, in accordance with the manufacturer's instructions. Completed joints shall be watertight, and capable of passing the required hydrostatic testing. If pipe and fittings are assembled with a lubricant, it must be nontoxic.

2. Plastic Piping Solvent-Cemented Joints: Clean and dry joining surfaces. Join pipe and fittings according to the following:

a. PVC Pressure Piping: Join schedule number ASTM D 1785, PVC pipe and PVC socket fittings according to ASTM D 2672. Join other-than-schedule-number PVC pipe and socket fittings according to ASTM D 2855.

3.03 IDENTIFICATION

A. Wrap all buried, non-metallic piping with tracer wire.

3.04 LEAKAGE TESTING

A. General

1. The Contractor shall conduct leakage tests on all newly installed pipelines.

2. No paints, asphalts, tars, enamels, or other types of pipe compounds shall be used to eliminate leaks. Examination: All exposed pipe, fittings, valves, and joints shall be carefully examined.

Any cracked or defective pipe, fitting, or valve discovered shall be repaired or replaced by the

WATER DISTRIBUTION SYSTEMS 22 11 00 - 4

Contractor at his own expense with new material and the test repeated until satisfactory to the Contracting Officer.

3. All pressure testing must be witnessed by the COR or designee.

B. Water distribution piping shall be tested in accordance with the pipe manufacturer’s recommended testing procedure. Unless expressed otherwise by the pipe manufacturer, the contractor shall adhere to the following testing procedures taken from PPI Technical Report TR-31 by the Plastic Pipe Institute:

1. Pressure Testing Outside the Trench: After the pipe has been joined, fill it with water; carefully bleed off any trapped air. Subject the pipe to a hydrostatic test pressure that is 1.5 times the system design pressure for a maximum of 3 hours. During this time, add water periodically to maintain the test pressure; this compensates for the initial stretching of the pipe. The line pressure tightness is determined by visual observation; therefore, it is not necessary to measure the make-up water.

Examine every fused joint, any leakage must be repaired and then retested. NOTE: It shall be the responsibility of the contractor to ensure that appropriate safety precautions are observed during hydrostatic testing above ground.

2. Testing in the Trench: Fill the pipeline with water after it has been laid; bleed off any trapped air.

Subject the lowest element in the system to a test pressure that is 1.5 times the design pressure, and check for any leakage. When, in the opinion of the COR, local conditions require that the trenches be backfilled immediately after the pipe has been laid, apply the pressure test after backfilling has been completed but not sooner than a time which will allow sufficient curing of any concrete that may have been used. All joints, however, must remain open until a successful test has been approved by the COR. Typical minimum concrete curing times are 36 hours for early strengths and 7 days for normal strengths. The test procedures consist of two steps; the initial expansion and the test phase. When test pressure is applied to a water filled pipe, the pipe expands. During the initial expansion of the pipe under test, sufficient make-up water must be added to the system at hourly intervals for 3 hours to maintain the test pressure. After about 4 hours, initial expansion should be complete and the actual test can start. When the test is to begin, the pipe is full of water and is subjected to a constant test pressure of 1.5 times the system design pressure. The test phase should not exceed 3 hours, after which time any water deficiency must be replaced and measured. Add and measure the amount of make-up water required to return to the test pressure and compare this to the maximum allowance in the table below.

ALLOWANCE FOR EXPANSION UNDER PRESSURE TESTING

NOMINAL GALLONS PER 100 LF OF PIPE

PIPE SIZE 1 HOUR 2 HOURS 3 HOURS

2” 0.08 0.12 0.15 3” 0.10 0.15 0.25 4” 0.13 0.25 0.40 5” 0.21 0.41 0.63 6” 0.30 0.60 0.90

An alternate leakage test consists of maintaining the test pressure (described above) over a period of 4 hours and then dropping the pressure by 10 psi. If the pressure then remains within 5% of the target value for 1 hour, this indicates there is no leakage in the system.

C. Under no circumstances shall the total time under test exceed 8 hours at 1.5 times the system pressure rating. If the test is not complete within this time limit (due to leak age, equipment failure, etc.), the test section shall be permitted to “relax” for 8 hours prior to the next test sequence. Air testing is not recommended. Additional safety precautions may be required.

3.05 CLEANING AND DISINFECTION

A. Clean and disinfect water-distribution piping as follows:

1. Purge new water-distribution piping systems and parts of existing systems that have been altered, extended, or repaired before use.

WATER DISTRIBUTION SYSTEMS 22 11 00 - 5

2. Use purging and disinfecting procedure prescribed by authorities having jurisdiction or, if method is not prescribed by authorities having jurisdiction, use procedure described in AWWA C651 or as described below:

a. Flushing Pipelines

1. After the leakage testing has been completed, all water pipes shall be thoroughly flushed.

2. Flushing shall remove all debris from the pipeline, including gravel and any other material that may have accidentally entered the pipeline during construction.

3. Minimum velocities must be obtained in all mainlines, laterals and drain lines.

4. Ensure flushing outlets have adequate drainage and no damage or erosion will occur from the flushing process. Install hoses and/or pipe extensions if necessary.

TABLE 1

Required Flow in Gallons per Minute (GPM) to provide 2.5 feet per second

Flushing Velocity

Type of Pipe

Nominal Pipe Size (inches)

HDPE

(SDR 11)

PVC

(160 psi)

Galv. Steel (Schedule 40)

1 7 9 7 1 ¼ 11 15 12 1 ½ 14 19 16 2 22 30 27

2 ½ - 44 38 3 49 64 58

3 ½ - 84 77 4 81 106 100 5 - 162 156 6 175 229 225 8 274 388 390 10 461 603 615 12 648 848 872

b. Requirement of Chlorination

1. Pipelines: After flushing, all new waterlines and repaired portions of, or extensions to, existing waterlines shall be disinfected by chlorination. Chlorination shall provide a minimum of 25 mg/l residual after 24 hours contact in the system. This may be expected with an application of 50 mg/l, although some conditions may require more. The entire system including the storage tank or spring box shall be filled with the disinfecting solution. All taps, hydrants, and other outlets shall be opened and left open until chlorine is noticeable by odor or testing in the water coming from each. Immediately close taps, hydrants, and other outlets. The chlorinated water shall be retained in the waterlines for at least 24 hours. An alternative of introducing a chlorine solution of 300 mg/l for a period of 3 hours is also approved.

2. Reservoirs Only: For large reservoirs where water is not going to be reused to disinfect connecting distribution lines, or where it is not economical to treat the entire contents with 50 mg/l of chlorine, disinfection can be accomplished by swabbing or spraying the walls, floor, and ceiling with a chlorine solution containing 300 mg/l of available chlorine. A minimum of 3 hours shall elapse before the structure is flushed and returned to service.

c. Preparation of Disinfecting Mixture: Chlorine-bearing compounds used for disinfection shall comply with ANSI/NSF 60.

WATER DISTRIBUTION SYSTEMS 22 11 00 - 6

1. Calcium hypochlorite must be prepared as a water mixture for introduction into the waterlines. The powder should first be made into a paste and then thinned to either a 1 percent or 5.25 percent chlorine solution.

2. Sodium hypochlorite is already a water mixture.

3. Table 2 gives the amount of chlorine-bearing compound to mix to obtain either a 1 percent or 5.25 percent solution.

4. Table 3 gives the amount of a 1 percent or 5.25 percent solution required to obtain a 50 mg/l solution for various volumes.

5. Table 4 gives the volume of water contained in each 100 feet of pipe of various sizes.

TABLE 2

Amount of Chlorine-bearing Compound to Mix to Obtain a 1% or 5.25% Solution

Product 1% Solution 5.25% Solution Amount of Compound

Gallons of Water

Amount of Com-pound

Gallons of Water

Calcium Hypochlorite (65% Cl)

1 pound 7.67 1 pound 1.36

Sodium Hypochlorite (5.25% Cl)

1 gallon 4.25 1 gallon 0

TABLE 3

Amount of Chlorine-Water Solution Required to make 50 mg/l

Chlorine Solution for Various Volumes Volume

(Gallons) 5.25%

Solution 1.00%

Solution 100 1.52 cup 0.50 gal.

500 0.48 gal. 2.50 gal.

1,000 0.95 gal. 5.00 gal.

5,000 4.76 gal. 25.0 gal.

10,000 9.52 gal. 50.0 gal.

50,000 47.6 gal. 250 gal.

100,000 95.2 gal. 500 gal.

TABLE 4

Volume in Gallons per 100 feet of Pipe

Type of Pipe Nominal Pipe Size

(inches)

HDPE

(SDR 11)

PVC

(160 psi) Galv. Steel

(Schedule 40) 1 4.6 5.8 4.5

1 1/4 7.3 9.6 7.8 1 1/2 9.6 12.6 10.6

2 15.0 19.6 17.4 2 1/2 - 28.8 24.9

3 32.6 42.6 38.4 3 1/2 - 55.6 51.4

4 53.8 70.4 66.1 5 - 107.5 103.9 6 116.7 152.6 150.1 8 182.8 258.6 259.9

10 307.2 401.8 409.6 12 432.2 565.2 581.4

d. Method of Chlorine Application: The preferred method is to fill the storage tank (for a distribution system) or the spring head box (for a supply system) with chlorinated water of the

WATER DISTRIBUTION SYSTEMS 22 11 00 - 7

proper strength. The water shall then be released through the outlet lines to the remainder of the system and retained there for the required period of time. If either of these points of application is unavailable, chlorinated water of the proper strength may be added to the beginning of the pipeline extension, or to any valved section of the extension, through a corporation stop installed by the Contractor in the top of the pipe. Other methods may be approved by the Contracting Officer.

e. Testing of Chlorine Residual: To ascertain the concentration, the chlorine residual shall be measured by the Contracting Officer in accordance with the procedures described in the current edition of “Standard Methods for the Examination of Water and Wastewater,” or AWWA M12, or by using an appropriate high-range chlorine test kit

f. Final Flushing and Testing: Following the retention period, as specified in this Section, all heavily chlorinated water shall be thoroughly flushed from the pipeline until the chlorine concentration in the water leaving any part of the line is no higher than 1 mg/1.

g, Disposal:

1. Heavily chlorinated water shall not be drained directly into streams, rivers, lakes or drainage ditches which lead to surface water.

2. When emptying the lines or tank after the 24-hour period, whether the system has passed or failed, the chlorine solution shall be neutralized before being discharged. Neutralize system by adding sodium thiosulfate to the storage tank in accordance with Table 5 below. Let the sodium thiosulfate sit in the storage tank for 24-hours and then release the water from the tank and flush the system. Residual chlorine at the outlets shall be minimal.

TABLE 5

Amounts of Chemical Required to Neutralize Various Residual Chlorine Concentrations in

1,000 gallons of Water Residual Chlorine Con-centration mg/L

Pounds of Sodium Thi-osulfate (Na2 S2 O3 –5H2O)

1 0.012 2 0.024 10 0.12 50 0.60

h. Bacteriological Examination: After the system has been disinfected as specified, but before the new water piping is put to use or connected to existing piping, the Contractor shall test the water for bacteriological contamination from representative points in the system as approved by the Contracting Officer. The coliform organisms shall be tested for presence/absence in accordance with State drinking water regulations. If coliform bacteria are present, testing shall be repeated in accordance with State drinking water regulations. If the report of this examination is unsatisfactory, the system shall be flushed and the disinfection procedure repeated until the results of bacteriological examinations are satisfactory.

CLEARING AND GRUBBING 31 11 00 - 1

SECTION 31 11 00

CLEARING AND GRUBBING

1.

2. PART 1 – GENERAL

A. Work included in this section covers clearing, grubbing, and removal of all vegetation as required to construct waterline trenches for the replacement of portions of the existing water collection system.

Work also includes preserving objects designated to remain. (Clearing includes snags and unstable trees outside the clearing limits.)

B. Clearing Limits:

1. Clearing limits are staked on the ground.

1.02 DEFINITIONS

A. Excavation.

1. All logs and poles, at least 1/3 sound, having a minimum diameter of 6 inches under the bark, a minimum length of 8 feet, and a minimum of 10 board feet sound wood shall be considered merchantable timber.

3. PART 2 – PRODUCTS (NOT USED)

4. PART 3 – EXECUTION

3.01 SURFACE PREPARATION

A. Clearing

1. Clear all trees, brush and other objects not designated to remain.

2. Clear trees designated for removal. Clear trees, brush, and shrubs within clearing limits subject to irreparable damage by construction operations. Cut stumps to within 12 inches of the ground surface.

B. Grubbing

1. Grub all stumps, brush, and roots (to a minimum 3” diameter) within the clearing limits.

2. Grub stumps, shrubs, brush, and roots (to a minimum 3” diameter) within the excavation limits.

3.02 TREE REMOVAL AND PRESERVATION

A. Falling of Trees.

1. Fall trees toward the center of the area to be cleared

2. Use controlled falling to prevent injury or defacement to structures, other trees, or property.

B. Treatment of Trees and Shrubs Damaged by Contractor.

1. Trim branches flush with tree.

2. Within 3 days of the damage, treat all cut or scarred surfaces of trees or shrubs designated to remain. Use a product prepared especially for tree surgery.

3.03 DEBRIS DISPOSAL

A. All vegetative debris shall be disposed by scattering. Scattering is the primary method except where vegetation to be disposed becomes excessive, in which case piling will be directed by the government.

EXCAVATION AND BACKFILL FOR UTILITIES 31 23 16 - 1

SECTION 31 23 16

EXCAVATION AND BACKFILL FOR UTILITIES

1. PART 1 – GENERAL

A. This section specifies excavation and backfill for utilities, including excavation; furnishing, hauling and placing of backfill material; disposal of excess or unsuitable backfill material; and grading.

B. There is no disposal site identified for waste materials. Contractor is responsible for disposal of unsuitable material from National Forest Land.

1.02 SUBMITTALS

A. Excavation.

1. Notify COR when excavation is completed. Do not place pipe, cable or bedding backfill until the excavation is approved by the COR.

B. The Contractor shall provide submittals in accordance to the contract and shall include:

1. Certification, test results, source and samples for all imported material (if required).

2. Required permits.

1.03 PROJECT CONDITIONS

A. The materials investigation data shown on the Drawings is from Government conducted investigations, and is provided as information only. This information is subject to interpretation and should be considered as representative of the material only at the specific materials investigation test sites.

B. Contractor shall be responsible to call for utility locate services, if available in area.

2. PART 2 – PRODUCTS

A. Plastic identification tape shall be "Detectotape" as manufactured by: Reef Industries, Incorporated

P. O. Box 750250 Houston, Texas 77275-0250 or approved equal and shall read the equivalent of "buried water line". The tape shall be of 3" minimum width and have the capability of being detected by a metal detector installed over non-metallic pipe.

3. PART 3 – EXECUTION

3.01 CONSTRUCTION

A. Follow OSHA 1926 Subpart P – Excavations, for all trench work.

1. Excavation shall not begin until all clearing and grubbing work is completed except for final debris disposal.

2. Slope banks of excavations deeper than 48” to an angle of repose or less until shored.

B. Trenches shall be excavated through any or all materials regardless of natural substances.

1. A firm, full length support shall be formed for all underground pipes.

2. Where the excavated material is rock or other unsatisfactory bedding material, the trench shall be excavated below the final grade of the pipe invert a distance of 6". The trench shall then be backfilled to the grade of the pipe with select backfill.

3. Notify COR of unexpected subsoil conditions and discontinue affected work in area until notified to resume work.

EXCAVATION AND BACKFILL FOR UTILITIES 31 23 16 - 2

4. Pipe curving shall be installed according to manufacturer's recommendations.

5. If the bottom of any excavation is taken out beyond the limits shown on the plans, it shall be refilled at the contractor's expense with an acceptable material compacted to the density of adjacent undisturbed material.

C. The contractor shall take all precautions to assure that water does not accumulate in trenches while utility lines are being constructed.

D. All backfill material shall be loose earth and shall be free from clods, roots, and stones over 2" in size. Select backfill material shall be sand, or inorganic soils free from clods, roots, and stones over 1/2" in size.

1. Backfilling shall not be performed on any section of pipeline without prior approval by the

COR.

E. Any pipe damaged by backfill operations shall be replaced by new pipe, at the Contractor’s expense.

F. Identification tape shall be buried 12" to 18" below grade and run continuously above all non-metallic pipe.

G. Trenches shall be bedded to the proper elevation for installing the pipe with select backfill.

H. After the pipe is installed, select backfill shall be placed beside and on top of the pipe in layers not exceeding 6" and compacted.

I. Additional backfill shall be deposited and compacted to a density to or greater than that of the existing soil.

J. All trenches shall be mounded the amount shown on the drawings to complete the backfilling operation.

3.02 COMPLETION

A. After the utility installation and backfill has been completed, finish all disturbed areas, except trench area required to be mounded, to a smooth, uniform grade and texture, well blended to the original contours, showing minimum evidence of construction activity.

EROSION AND SEDIMENT CONTROL MEASURES 31 25 00 - 1

SECTION 31 25 00

EROSION AND SEDIMENT CONTROL MEASURES

A. The work under this section consists of furnishing all necessary labor, equipment, materials, and per-forming all operations in connection with construction sediment and control measures.

B. General

1. All erosion and sediment control measures are to be placed prior to any disturbance caused by grading and or excavation and shall conform to the requirements of the appropriate regulatory agency for the State.

2. The Contractor shall be solely responsible for ensuring that erosion and sediment control measures are implemented and maintained at the site.

3. Soil disturbing activities include but are not limited to: Clearing and grubbing, excavation for utilities and foundations, roadway and parking lot construction, construction or modification of site drainage, grading, and preparation for final seeding.

1.02 REFERENCE

A. State Of Georgia, Erosion And Sedimentation Control Manual, latest version.

2. 2.01 MATERIALS

3. A. Synthetic filter fabric for silt fences.

4. 1. Pervious sheet of polypropylene, nylon, or polyethylene fabric conforming to the following physical and hydraulic characteristics:

Physical Properties (Min.) Requirement Test Method

Grab Tensile, lbs. W120/F100 ASTM-D-4632 Grab Elongation, % 15 ASTM-D-4632 Mullen Burst, psi 275 ASTM-D-3786 Puncture, lbs. 65 ASTM-D-4833 Trapezoidal Tear, lbs. 50 ASTM-D-4533 UV Resistance, % 80 ASTM-D-4355 AOS, US Sieve # 30/40 ASTM-D-4751 Permittivity gal/min-sq. ft. 90 ASTM-D-4491

2. Filter fabric should contain ultraviolet ray inhibitors and stabilizers to provide a minimum of 6 months of expected usable construction life at a temperature range of 0 to 120 F.

3. Support Posts: 4 foot - 2 x 2 wood.

B. Straw Bales.

1. Oat or wheat straw, free from weeds, viable weed seeds, foreign matter detrimental to plant life, and dry.

a. Grass hay bales are not acceptable.

b. In order to prevent deterioration of the bindings, all bales shall be either wire-bound or string tied so that bindings are oriented around the sides rather than along the tops and bottoms of the bales.

EROSION AND SEDIMENT CONTROL MEASURES 31 25 00 - 2

5. PART 3 – EXECUTION

6. 3.01 CONSTRUCTION

A. Install straw bales at local drainage ways to prevent silt intrusion upon adjacent drainage courses.

Remove straw bales following establishment of vegetation cover and utilize as mulch at swales or on steep slopes.

B. Prior to construction, install silt fence along the downhill construction limits in accordance with the erosion control standard detail to prevent silt intrusion upon adjacent land.

C. Install sediment and erosion control measures on the down slope toe of all top soil stock piles.

D. Maintain and remove all erosion controls as specified.

E. Temporary seeding shall be placed on exposed surfaces that will not be brought to final grading or permanent cover treatment within 30 days of the exposure to reduce erosion and sedimentation by stabilizing exposed soils. Seeded areas shall be checked regularly for bare spots, washouts, and healthy growth to assure that a good stand of grass is being maintained. Reseed areas that fail to establish vegetation cover as soon as such areas are identified.

3.02 DUST CONTROL

A. In areas subject to surface and air movement of dust, where on-site or off-site damage is likely to occur, one or more of the following preventive measures shall be taken for dust control:

1. Minimize the period of soil exposure through the use of temporary ground cover and other temporary stabilization practices.

2. Sprinkle the site with water until surface is wet. Repeat as needed.

3.03 SILT FENCE

A. Silt fences are appropriate for the following general locations:

1. Immediately upstream of the point(s) of runoff discharge from a site before flow becomes concentrated. Below disturbed areas where runoff may occur in the form of overland flow.

2. Along the down slope toe of all top soil stock piles.

B. Materials

1. Utilize standard strength synthetic filter fabric for sediment barriers. The filter fabric shall be purchased in a continuous roll cut to the length of the barrier to avoid the use of joints. When joints are necessary, filter cloth shall be spliced together only at a support post, with a minimum 6 inch overlap, and securely sealed.

2. The standard strength filter fabric shall be stapled or wired to the fence and 6 inches of the fabric shall be extended into the ground. Filter fabric shall not be stapled to existing trees.

3. Support posts shall be spaced at a maximum 6 feet and driven securely into the ground a minimum of 24 inches.

4. The height of a silt fence shall not exceed 36 inches. Higher fences may impound volumes of water sufficient to cause failure of the structure.

C. Maintenance

1. Silt fences and filter barriers shall be inspected immediately after each rainfall and at least daily during prolonged rainfall.

2. Silt fences shall be inspected for depth of sediment, tears, and to see if the fabric is securely attached to the fence posts, and to see that the fence posts are firmly in the ground. Any deficiencies shall be repaired immediately.

3. Should the fabric on a silt fence of filter barrier decompose or become ineffective prior to the end of the expected usable life and the barrier still be necessary, the fabric shall be replaced promptly.

4. Sediment deposits should be removed after each storm event and/or when deposits reach approxi-mately 1/3 the height of the barrier or when the sediments limit or prevent the flow of water through the fabric hydraulic.

EROSION AND SEDIMENT CONTROL MEASURES 31 25 00 - 3

5. Any sediment deposits remaining in place after the silt fence or filter barrier is no longer required shall be dressed to conform with the existing grade, prepared, and seeded.

3.03 STRAW BALE EROSION CONTROL FENCE

A. Straw bale erosion control fences are appropriate for the following general locations:

1. Sheet flow applications: Straw bales shall be placed in a single row, lengthwise on the contour with ends of adjacent bales tightly abutting one another.

2. Channel flow applications: Straw bales shall be placed in a single row, lengthwise and oriented perpendicular to the direction of flow with ends of adjacent bales tightly abutting one another. The barrier shall be extended to such a length that the bottoms of the end bales are higher in elevation than the top of the lowest middle bale to assure that sediment laden runoff will flow either through or over the barrier but not around it.

B. The barrier shall be entrenched and backfilled. A trench shall be excavated the width of a bale and the length of the proposed barrier to a minimum depth of 4 inches. After the bales are staked and chinked, the excavated soil shall be backfilled against the barrier. Backfill shall conform to the ground level of the downhill side and shall be built up to 4 inches against the uphill side of the barrier.

C. Each bale shall be securely anchored by at least 2 stakes or rebar driven through the bale. The first stake in each bale shall be driven toward the previously laid bale to force the bales together. Stakes or rebar shall be driven a minimum of 12 inches into the ground or deep enough into the ground to securely anchor the bales, whichever is greater.

D. The gaps between bales shall be chinked (filled by wedging with straw to prevent water from escaping between the bales). Loose straw scattered over the area immediately uphill from a straw bale barrier tends to increase barrier efficiency.

3.04 MAINTENANCE

A. Inspection shall be frequent and repair or replacement shall be made promptly as needed.

B. Straw bale carriers shall be removed when they have served their usefulness, but not before the upslope areas have been permanently stabilized.

ASPHALT PAVEMENT PATCHING 32 12 16 - 1

SECTION 32 12 16

ASPHALT PAVEMENT PATCHING

A. This work consists of patching existing paved road and driveway crossings. The work includes preparing the area to be patched, furnishing and placing all necessary materials and work.

1.02 REQUIREMENTS

A. The latest edition of the following specifications and recommended practices shall govern:

1. FP-03: “Standard Specifications for Construction of Roads and Bridges on Federal Highway

Projects,” U.S. Department of Transportation, Federal Highway Administration.

PART 2 - PRODUCTS

2.01 REQUIREMENTS

A. The Type E asphalt mix shall be placed at temperature range between 175 and 250 degrees Fahrenheit.

No asphalt shall be used if its temperature is less than 180 degrees Fahrenheit. No patching may be done if the road surface temperature is less than 45 degrees Fahrenheit. Each layer shall be compacted thoroughly with hand tampers, mechanical tampers, or rollers. Bituminous mixture shall be distributed uniformly in three layers. Each layer is not to exceed two (2) inches compacted depth. Total asphalt thickness, 6”.

A. Ready-mixed Existing materials shall be removed to a depth of approximately 34 inches. Prior to Contractor placing any backfill materials, the Government will determine if removed materials are suitable for use as backfill. Backfill will be compacted in 6 inch lifts using a mechanical compactor.

B. Prepared roadway crossings shall be patched or barricaded immediately. The edges of the prepared hole shall be saw-cut to form a vertical face in unfractured asphalt surfacing.

C. The prepared hole shall generally be rectangular in shape and cleaned of all loose material. The bottom and sides shall be sprayed with emulsified asphalt at a temperature of 325-375 degrees Fahrenheit at the rate ordered by the Government. No bituminous mixture shall be placed until the prepared surface is approved by the Government.

D. The final layer shall be compacted with an eight (8) to ten (10) ton steel roller or comparable vibratory roller. Upon completion, the compacted patch shall be one quarter (1/4) inch above the level of the adjacent pavement.

GRAVEL ROAD PATCHING 32 15 40 - 1

SECTION 32 15 40

GRAVEL ROAD PATCHING

A. This work consists of patching roadway crossings. The work includes preparing the area to be patched, furnishing and placing all necessary materials and work.

1.02 REQUIREMENTS

A. The latest edition of the following specifications and recommended practices shall govern:

1. FP-03: “Standard Specifications for Construction of Roads and Bridges on Federal Highway

Projects,” U.S. Department of Transportation, Federal Highway Administration.

PART 2 – PRODUCTS (NOT USED)

A. Roadway crossings shall be patched or barricaded immediately..

B. Existing materials shall be removed to a depth of approximately 34 inches. Prior to Contractor placing any backfill materials, the Government will determine if removed materials are suitable for use as backfill. Backfill will be compacted in 6 inch lifts using a mechanical compactor.

C. The carrier pipe shall be sleeved with sufficient diameter galvanized steel pipe. Bushings shall be inserted at ends of galvanized steel pipe to protect HDPE pipe.

D. Gravel roadbed shall be replaced with material similar to existing road. Gravel shall be placed in compacted 6 inch layers.

3.02 DISPOSAL

A. All materials removed from roadway patching operations shall be removed to a disposal site approved by the COR.

SEEDING 32 92 19 - 1

SECTION 32 92 19

SEEDING

A. This section covers the requirements for the seeding of all disturbed areas of the construction site.

1.02 REQUIREMENTS

A. The latest edition of the following specifications and recommended practices shall govern:

1. State Of Georgia, Erosion and Sedimentation Control Manual.

2. Federal Specifications JJJ-S-181.

1.03 RELATED SECTIONS

A. Section 31 25 00, “Erosion and Sediment Control Measures”.

2.01 SEED

A. Grass seed shall be mixed and guaranteed by the dealer to be as follows:

Common Name % by Weight %Purity %Germination Rate (lbs/acre)

Annual Rye…