Attachment_C_Specs_6-11-18.pdf

SECTION 101500 – MOBILIZATION

Attachment C

ATTACHMENT C

USDA FOREST SERVICE SAVANNAH RIVER SITE (SRS), R-8

MULTI-USE PRE-ENGINEERED BUILDING CONSTRUCTION PROJECT

SECTION 101500 – MOBILIZATION

PART 1 - GENERAL

1.1 SUMMARY

A. This item is intended to compensate the Contractor for operations including, but not limited to, those necessary for the movement of personnel, equipment, supplies, and incidentals to the project site; for payment of premiums for bonds and insurance for the project; and for any other work and operations which must be performed or costs that must be incurred incident to the initiation of meaningful work at the site and for which payment is not otherwise provided for under the contract.

1.2 MEASUREMENT AND PAYMENT

A. The accepted quantity, measured as provided above, will be paid at the contract price per unit of measurement for the pay item listed below that is designated in the SCHEDULE

OF ITEMS.

B. The mobilization lump sum will be paid as follows:

1. If applicable, bond premiums will be reimbursed according to FAR clause 52.232-

5, Payment under Fixed-Price Construction Contracts, after receipt of evidence of payment.

2. When 5 percent of the original contract amount is earned from other bid items, 50 percent of the mobilization item, or 5 percent of the original contract amount, whichever is less, will be paid.

3. When 10 percent of the original contract amount is earned from other bid items, 100 percent of the mobilization item, or 10 percent of the original contract amount, whichever is less, will be paid.

4. Any portion of the mobilization item in excess of 10 percent of the original contract amount will be paid after final acceptance.

BASIS OF PAYMENT

PAY ITEM

SECTION 101500 – MOBILIZATION

10150 – Mobilization/Demobilization……………………..Lump Sum

PART 2 - PRODUCTS (NOT USED)

PART 3 - EXECUTION (NOT USED)

END OF SECTION 011900

June 2018

CONSTRUCTION SURVEY AND STAKING SECTION 15201 Page 1 of 7

SECTION 15201 – CONSTRUCTION SURVEY AND STAKING

PART 1 - GENERAL

1.1 SUMMARY

A. This work consists of performing surveying, staking, calculating, and recording data for the control of work. See FAR Clause 52.236-17 Layout of Work.

1.2 QUALIFICATIONS

A. Provide technically qualified survey crews experienced in construction survey and staking. Provide personnel capable of performing in a timely and accurate manner.

1.3 SUBMITTALS

A. Include the following when Automated Machine Guidance (AMG) methods are used:

(a) Technology statement. A written statement that includes:

1. The manufacturer, model, and software version of the AMG equipment; and

2. Certification that the final 3D data is compatible with the AMG equipment.

(b) Personnel qualifications.

1. The name, authority, relevant experience, and qualifications of the person with overall responsibility for the AMG system.

2. The names, authority, and relevant experience of personnel directly responsible for operating the AMG equipment.

(c) Contractor quality control plan. Describe procedures for checking, mechanical calibration, and maintenance of both survey and construction equipment. Include the frequency and types of checks performed.

B. Include a price breakdown by individual tasks when construction survey and staking is paid by the lump sum for use in making progress payments and price adjustments.

CONSTRUCTION SURVEY AND STAKING SECTION 15201 Page 2 of 7

1.4 GENERAL

A. Personnel: Provide a crew supervisor on the project whenever surveying and staking is in progress.

B. Equipment. Furnish survey instruments and supporting equipment capable of achieving the specified tolerances.

Construction equipment controlled with a Global Positioning System (GPS) and Robotic

Total Station (RTS) machine guidance system may be used in the construction of subgrade, subbase, and base aggregate courses, or other construction operations when approved.

C. Material. Furnish acceptable tools and supplies of the type and quality suitable for survey work. Furnish stakes and hubs of sufficient length to provide a solid set in the ground with sufficient surface area above ground for necessary legible and durable markings.

Include staking activities in the construction schedule required. Include the dates and sequence of each staking activity.

The Government will set horizontal control points, vertical control points, and will provide data for use in establishing control for completion of the work.

Data relating to horizontal and vertical alignment, theoretical slope stake catch points, and other design data will be furnished. Reformatting and additional calculations may be required for the convenient use of the Government-furnished data. Provide immediate notification of apparent errors in the initial staking or in the Government-furnished data.

Record survey and measurement field data in an approved format. Submit as-staked data and corrections made to the Government-furnished survey data.

Submit survey and measurement data at least weekly. Field data and supporting documentation become the property of the Government upon completion of the work.

Use required stake dimensions and materials. Pre-paint the top 2 inches of all stakes and lath, or mark them with plastic flagging. Use designated colors for paint or flagging. Mark all stakes with a stake pencil that leaves a legible imprint, or with waterproof ink. Do not use aerosol spray paints. Use moisture-resistant paper for survey notes. Keep notes in books with covers that will protect the contents and retain the pages in numerical sequence.

Discuss and coordinate the following with the CO before surveying or staking:

1. Surveying and staking methods;

2. Stake marking;

3. Grade control for courses of material;

CONSTRUCTION SURVEY AND STAKING SECTION 15201 Page 3 of 7

4. Referencing;

5. Structure control;

6. Field staking data;

7. Localization of the GPS systems to the Government-established control points; and

8. Other procedures and controls necessary for the work.

Do not start work until staking or three-dimensional (3D) verification data for the affected work has been approved.

Preserve initial reference and control points. Notify the CO of missing control points or stakes at least 10 days before beginning construction. The Government will reestablish control points missing before the beginning of construction.

Acceptance of the construction staking does not relieve the Contractor of responsibility for correcting errors discovered during the work and for bearing additional costs associated with the error.

Maintain legibility of stake markings for the duration of the project or until notified in writing the stakes are no longer needed. Replace stakes if necessary to ensure markings are maintained.

Remove and dispose of flagging, paint, lath, stakes, and other staking material after the project is complete.

1.5 SURVEY AND STAKING REQUIREMENTS

A. Certified construction and staking personnel shall locate and stake sidewalks centerline and cross sections, subgrade and finish grade, tubing pipes, sanitary waste line, and domestic waterline, building 4-corners, building foundation, building subgrade and finished grade elevations and all electrical exterior.

B. Reestablish the centerline when construction survey and staking work does not meet the tolerances.

C. Original ground topographic verification. Use an approved method to regenerate cross-section data in areas where theoretical and actual ground elevations do not meet a tolerance of plus or minus 0.5 feet (150 millimeters). Retake cross-section to verify existing ground topography to mapping. Submit cross-section or 3D data in electronic and printed format for approval. Reduce cross-sections to horizontal and vertical distances from centerline.

D. Retake cross-section 10 feet (3 meters) beyond catch points to verify existing ground topography

E. Slope and references stakes. Perform the following:

CONSTRUCTION SURVEY AND STAKING SECTION 15201 Page 4 of 7

AMG method. After clearing operations are completed, set centerline reference stakes and hubs on both sides of centerline at 100-foot (30-meter) intervals at the clearing limit locations.

Provide as-built cross-sections at random locations specified by the CO not to exceed

500-foot (150-meter) intervals. If as-built cross-sections do not meet the tolerances;

rework the section until the specified tolerances are achieved and provide additional cross-sections as directed by the CO at no cost to the Government.

Conventional survey methods. When required, locate slope stakes on designated portions of the specified item or material. Locate the slope stake catch points and use them to establish clearing limits and slope stake references.

Mark slope stakes with the station, the amount of cut or fill, the horizontal distance to centerline, and the slope ratios.

Place slope reference stakes at least 10 feet outside the clearing limit and mark with the offset distance to the slope stake. Place sight stakes when required.

Prior to clearing and grubbing operations, move the slope stake outside the clearing limit to the slope reference stake. After clearing and grubbing and before excavation, reset the slope stakes in their original position.

Use the designated method to establish the slope stake catchpoint.

Method I—Computed Method. Use the template information shown in the plans or other Government-provided data to calculate the actual location of the catchpoint.

The slope stake “catchpoint distance” provided may be used as a trial location to initiate slope staking. Recatch slope stakes on any section that does not match the staking report within the tolerances established in Table 152-2.

Method II—Catchpoint Measurement Method. Determine the location of slope stake catchpoints by measuring the catchpoint distances shown in the plans or other

Government-provided data.

F. Grade-finishing stakes.

AMG method. Verify the grade elevation and horizontal alignment of grade-finishing operations. Use conventional survey methods at random locations specified by the CO, not to exceed 500-foot (150-meter) intervals.

1.6 DEFINITIONS

A. LS.: Lump Sum

CONSTRUCTION SURVEY AND STAKING SECTION 15201 Page 5 of 7

Table 152-1 Construction Survey and Staking Tolerances

Table 152-1

Construction Survey and Staking Tolerances (1)

Staking Phase Horizontal Vertical

Control points set from existing

Government control points- Tolerance

Class A

±0.03 feet

(±10 millimeters)

±0.01 feet × N

(±3 millimeters × N )(2)

Mapping, topography, and cross-section

Points- Tolerance Class A

±0.16 feet

(±50 millimeters)

±0.16 feet

(±50 millimeters)

Centerline points (3) including (PC), (PT), (POT),(POC), and references- Tolerance

Class A

±0.06 feet

(±20 millimeters)

±0.06 feet

(±20 millimeters)

Slope-stake and slope-stake references-

Tolerance Class A (4)

±0.16 feet

(±50 millimeters)

±0.16 feet

±50 millimeters)

Waterline, waste service line, tubing pipe, culverts, ditches, and minor drainage structures stakes- Tolerance Class A

±0.16 feet

(±50 millimeters)

±0.06 feet

(±20 millimeters)

Retaining walls stakes ±0.06 feet

(±20 millimeters)

±0.03 feet

(±10 millimeters)

Curb and gutter stakes ±0.06 feet

(±20 millimeters)

±0.03 feet

(±10 millimeters)

Bridge substructures stakes ±0.03 feet

(±10 millimeters)(5)

±0.03 feet

(±10 millimeters)

Bridge superstructures stakes ±0.03 feet

(±10 millimeters)(5)

±0.03 feet

(±10 millimeters)

Clearing and grubbing limit stakes-

Tolerance Class A

±1.00 feet

(±300 millimeters)

Roadway/Sidewalk subgrade finish stakes- Tolerance Class A (6)

±0.16 feet

(±50 millimeters)

±0.03 feet

(±10 millimeters)

Building subgrade finish stakes-

Tolerance Class A

±0.16 feet

(±50 millimeters)

±0.03 feet

(±10 millimeters)

Building finish grade stakes - Tolerance

Class A

±0.16 feet

(±50 millimeters)

±0.03 feet

CONSTRUCTION SURVEY AND STAKING SECTION 15201 Page 6 of 7

Roadway/Sidewalk finish grade stakes (6) ±0.16 feet

(±50 millimeters)

±0.03 feet

Table 152-1

Construction Survey and Staking Tolerances (continued) (1)

Staking Phase Horizontal Vertical

Control points set from existing

Government control points –Tolerance

Class B (7)

±0.16 feet

(±20 millimeters) ±0.16 feet ×

(±20 millimeters ×

)(2)

Mapping, topography, and cross-section points–Tolerance Class B (7)

±1.00 feet

(±300 millimeters)

±0.50 feet

(±150 millimeters)

Centerline points including (PC), (PT), (POT),(POC), and references–Tolerance

Class B (7)

±0.16 feet

(±20 millimeters)

±0.16 feet

(±20 millimeters)

Slope-stake and slope-stake references–

Tolerance Class B (7)

±0.50 feet

(±50 millimeters)

±0.16 feet

±50 millimeters)

Culverts, ditches, and minor drainage structures stakes–Tolerance Class B (7)

±0.50 feet

(±150 millimeters)

±0.16 feet

(±20 millimeters)

Clearing and grubbing limit stakes–

Tolerance Class B (7)

±2.00 feet

(±600 millimeters)

Roadway subgrade finish stakes–

Tolerance Class B (7)

±0.50 feet

(±50 millimeters)

±0.16 feet

(±10 millimeters)

Roadway finish grade stakes–Tolerance

Class B (7)

±0.50 feet

(±50 millimeters)

±0.16 feet

N

N

CONSTRUCTION SURVEY AND STAKING SECTION 15201 Page 7 of 7

(1) At statistical 95 percent confidence level. Tolerances are relative to existing Government control points.

(2) N is the number of instrument setups.

(3) Centerline points: PC - point of curve, PT - point of tangent, POT - point on tangent, POC

- point on curve.

(4) Take the cross-sections normal to the centerline ±1 degree.

(5) Bridge control is established as a local network and the tolerances are relative to that network.

(6) Includes paved ditches.

(7) Tolerance Class B for Very Low Volume Roads with an aggregate or native finished surface.

1.7 ACCEPTANCE

A. Construction survey and staking will be evaluated under Inspection and approval by the government for compliance with the contract and prevailing industry standards. This does not relieve the contractor of their own field quality control.

1.8 PAYMENT

A. The accepted quantities will be paid at the contract price per unit of measurement as shown in Schedule of Items. Payment will be full compensation for the work prescribed in this Section. Payment for lump sum pay items will be prorated based on the progress of the work under this Section

SECTION 221100 – EXTERIOR WATER DISTRIBUTION SYSTEM

SECTION 221100 – EXTERIOR WATER DISTRIBUTION SYSTEM

PART 1 - GENERAL

1.1 SUMMARY

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

1. Exterior Potable water distribution pipe and fittings.

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

C. Related Sections include the following:

1. Section 024100 “Waste Material Disposal.”

2. Section 033000 “Cast-In-Place Concrete.”

3. Section 033053 “Miscellaneous Cast-In-Place Concrete.”

4. Section 221102 “Curb Valves and Boxes.”

5. Section 312000 “Earth Moving.”

1.2 DEFINITIONS

A. GSP: Galvanized Steel Pipe.

B. HDPE: High Density Polyethylene plastic.

C. NPWL: Non-potable waterline (includes sewerline).

D. PVC: Polyvinyl chloride plastic.

1.3 SUBMITTALS

A. Product Data: For the following:

1. Pipe and fittings.

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

C. Water System Operations and Maintenance Manual.

1.4 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.

2. Comply with NSF 61 for materials for water-service piping and specialties for domestic water.

1.5 MINIMUM SYSTEM REQUIREMENTS

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

1.6 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.

E. Handle Meters to avoid damage to exposed parts.

1.7 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.

2. Do not proceed with utility interruptions without the Contracting Officer’s written permission.

1.8 COORDINATION

A. Coordinate connection to existing waterlines with Contracting Officer.

B. Verify piping materials, sizes, entry locations and pressure requirements are compatible with connection point.

C. Coordinate other utility impacts.

Attachment C

1.9 MEASUREMENT AND PAYMENT

A. Payment will be as listed for the following items:

1. Pipeline: Linear Feet (LF) of pipe of each type and size designated, including fittings, trench, drains, tracer wire and test stations, non-potable and sewerline crossings, and connections to existing waterlines.

2. Pipe Sleeves: Linear Feet of pipe sleeve, of the type and size indicated.

3. Water System Operations and Maintenance Manual: This item is considered incidental to this section and will not be paid for separately.

PART 2 - PRODUCTS

2.1 GENERAL

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

2.2 PIPES AND FITTINGS

A. HDPE:

1. Pipe, AWWA C901:

a. Material Designation: PE 3408 resin

b. Material Classification: ASTM D1248

c. Minimum Cell Classification: ASTM D 3350, 345434C

d. Dimension Ratio and Minimum Pressure Rating: DR11, 160 psig.

2. Fittings:

a. Molded HDPE Fittings: ASTM D 3350, PE 3408 resin, butt-fusion type, made to match HDPE pipe dimensions and class.

b. Insert Fittings: Not allowed.

c. Transition Fittings to non-HDPE Pipe: Approved by HDPE pipe manufacturer. Compression-type fittings are not allowed.

3. Pipe Larger than 2-inch Diameter: Provide in 40-foot lengths rather than in rolls.

B. Galvanized Steel: ASTM A53, Schedule 40, threaded ends meeting ASME B1.20.1.

1. Fittings: Threaded, ASTM A 338.

C. Copper Tube and Fittings

1. Hard Copper Tube: ASTN B88, Type K water tube, drawn temper.

2. Copper Fittings: ASME B16.18, cast-copper-alloy or ASME B16.22, wrought-copper, solder-joint pressure type. Furnish only wrought-copper fittings if indicated.

3. Copper Unions: MSS SP-123, cast-copper-alloy, hexagonal-stock body with ball-and-socket, metal-to-metal seating surfaces, and solder-joint or threaded ends.

2.3 PIPING SPECIALTIES

A. Dielectric Fittings: Combination of copper alloy and ferrous; threaded, solder, or plain end types; and matching piping system materials.

1. Dielectric Unions: Factory-fabricated union assembly, designed for 250-psig minimum working pressure at 180 deg F. Include insulating material that isolates dissimilar metals and ends with inside threads according to ASME B1.20.1.

2. Dielectric Flanges: Factory-fabricated companion-flange assembly, for 160- or

300-psig minimum working pressure to suit system pressures.

3. Dielectric-Flange Insulation Kits: Field-assembled companion-flange assembly, full-face or ring type. Components include neoprene or phenolic gasket, phenolic or polyethylene bolt sleeves, phenolic washers, and steel backing washers.

a. Provide separate companion flanges and steel bolts and nuts for 150- or 300-psig minimum working pressure to suit system pressures.

4. Dielectric Couplings: Galvanized-steel couplings with inert and noncorrosive thermoplastic lining, with threaded ends and 300-psig minimum working pressure at 225 deg F).

5. Dielectric Nipples: Electroplated steel nipples with inert and noncorrosive thermoplastic lining, with combination of plain, threaded, or grooved end types and

300-psig minimum working pressure at 225 deg F.

2.4 OPERATION AND MAINTENANCE MANUAL

A. The Contractor shall furnish three sets of instructions for operating and maintaining the complete water system, including start-up and shut-down procedures, instructions for draining the system, etc. Coordinate water system manual with COR.

2.5 END SEALS FOR SLEEVES

A. Design: With ASTM C443 compliant gaskets.

B. Model: Link-Seal, as manufactured by Pipeline Seal & Insulator, Inc. or an approved equal.

PART 3 - EXECUTION

3.1 EARTHWORK

A. Refer to Section Section 312000 “Earth Moving” for excavating, trenching, bedding, and backfilling.

Attachment C

3.2 PIPING INSTALLATION

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

B. Stake locations of waterlines as shown on the Drawings. Waterline location shall be approved by the Contracting Officer before installation.

C. All waterline shall be graded to drain.

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

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

F. 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 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.

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

H. Water and Non-Potable/Sewer Line Crossings

1. Potable and NPWL lines shall never be installed in the same trench.

2. If a new line crosses below an existing line, the existing line shall be supported to prevent settling.

3. Where waterlines intersect NPWLs or are within 10 horizontal feet of NPWLs, the following applies:

a. At least one of the pipes (either the waterline or NPWL) shall be constructed or reconstructed with 200 psi pipe or encased in a continuous sleeve with same rating. Pipe material shall conform to the planset drawings and Section

603.2 and Table 702.3 of the International Plumbing Code. At crossing, extend 200 psi pipe or sleeve for a distance of 10 feet perpendicular distance from each side of the waterline with pipe materials listed in the IPC Table

702.3. Submit to CO for approval. The waterline and NPWL pipes or sleeves shall be centered at the crossing so that the joints will be an equal distance and as far as possible from the crossing.

1) Sleeves: Nominal sleeve diameter to be at least 3 inches larger than nominal diameter of pipe to be encased. Install end seals in annular space at each end of sleeves.

Attachment C

2) In lieu of constructing or reconstructing the NPWL with pipe conforming to waterline requirements, the NPWL may be encased in concrete at least 6 inches thick around the pipe measured at the bell, for

10 feet each side of the waterline.

b. Construct according to applicable federal, state and local regulations, including Nevada State Health Division, “Public Water Systems: Design, Construction, Operation and Maintenance, 445A.65505-6731.” The

Contractor is responsible for obtaining and following these regulations.

c. Where applicable, state and local regulations supersede the above requirements.

I. A minimum of one-foot separation shall be maintained between electric and waterlines in the same trench. Unless the electric conductors are in conduit the waterline shall be a minimum of one foot below the electric conductors.

J. Bury piping with depth of cover over top at least as shown on the drawings, with top at least 12 inches below level of maximum frost penetration.

K. 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.

L. Laying Pipe

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

2. Pipes shall be placed true to the lines and grades shown on the Drawings and as specified. Complete water system shall be constructed to drain. Waterlines shall be constructed to drain at a minimum grade of 2%, unless otherwise specified on the plans.

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

4. Notify the CO prior to backfilling to record any as-built data. 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. When high density polyethylene or solvent weld joint pipe is used, it shall be weaved in the trench to provide horizontal slack in the line for expansion and contraction.

7. High density polyethylene pipe shall be allowed to cool to within 20ºF of the shaded trench bottom temperature before backfilling.

8. When pipes are installed in a structure or utility box, they shall be adequately supported.

9. 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

Attachment C vertical curves, horizontal curves, or offsets, shall not exceed the manufacturer's recommended maximum joint deflection or curvature for their pipe.

10. When more than one pipeline is in the same trench, the pipes shall be separated by at least eight horizontal inches, or as shown on the Drawings.

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

12. Pipelines may be relocated slightly, if necessary, to avoid existing obstacles.

However, the required slopes must be maintained.

M. Branch Connections

1. Branch connections to the main shall be made with tees.

2. Horizontal tees for waterline laterals shall not be permitted. The branch side of tees shall be up when drainage is toward the tee, and down when drainage is away from the tee.

3. Waterline tees shall be the same diameter as the largest pipe connected to the tee.

N. 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. Dissimilar Joints: Connections between two dissimilar pipes or fittings shall be installed in manner recommended by the pipe manufacturer and approved by the

Contracting Officer. Use adapters compatible with both piping materials, outer diameters and system working pressure.

a. For HDPE pipelines:

1) Use HDPE/GSP transition fittings for connections to galvanized steel pipe.

2) Use HDPE/PVC transition fittings for connections to PVC pipe.

b. For other situations, use fittings to suit the actual conditions.

c. Compression-type fittings are not allowed.

3. Threaded Metal Joints:

a. Thread pipes with tapered pipe threads according to ASME B1.20.1, apply tape or joint compound, and apply wrench to fitting and valve ends into which pipes are being threaded.

b. Exposed threaded pipe joints on galvanized steel pipe shall be painted with mastic following the manufacturer’s application procedures.

c. Field cut ends shall be squared off by grinding or filing; ends shall be reamed with all chips and flakes removed.

d. Field cut threads or machined joints shall be made with sharp tools to sharp finished ends.

4. HDPE Heat-Fusion Joints

a. According to ASTM D 2657 and piping manufacturer's written instructions.

Attachment C

b. The joining method shall be butt fusion method and shall be performed in accordance with the pipe manufacturer's recommendations. Butt fusion equipment used in the joining procedures shall be capable of meeting all conditions recommended by the pipe manufacturer, including but not limited to, temperature requirements, alignment, and fusion pressures.

c. Personnel trained in butt fusion techniques by the manufacturer of the pipe, shall supervise or perform butt fusion operations.

d. Butt fusion shall be performed between pipe ends or pipe ends and fitting and valve outlets, of like outside diameter and wall thickness, SDR. Butt fusion joining between same diameters but unlike wall thickness shall not be permitted. Transitions between unlike wall thickness shall be made with a transition nipple (a short length of the heavier wall pipe with one end machined to the lighter wall) or by mechanical means.

e. Branch connections to the main shall be made with polyethylene fittings, and butt fused.

f. Bent Strap Test: On each day that butt fusions are to be made, perform a

“Bent Strap Test.” The first fusion of the day shall be a trial fusion. The trial fusion shall be allowed to cool completely, and then fusion test straps shall be cut out. The test strap shall be 12" (min) or 30 times the wall thickness in length with the fusion in the center, and 1" (min) or 1.5 times the wall thickness in width. Bend the test strap until the ends of the strap touch. If the fusion fails at the joint, a new trial fusion shall be made, cooled completely and tested. Butt fusion of pipe to be installed shall not commence until a trial fusion has passed the bent strap test.

5. 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.

O. Install piping by directional boring, tunneling, jacking, or combination, under streets and other obstructions that cannot be disturbed.

3.3 IDENTIFICATION

A. According to Section 312000 “Earth Moving.”

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

C. Use detectable warning tape over piping and at outside edges of underground structures.

3.4 PIPE SLEEVE INSTALLATION

A. Where waterline crosses road paving install waterline in pipe sleeve. Extend pipe sleeve a minimum of three feet beyond edge of pavement.

B. End Seals

Attachment C

1. The annular space between the sleeve or casing and the installed pipe shall be plugged with an end seal to provide a positive seal against a hydrostatic head and prevent soil from entering the space.

3.5 HYDROSTATIC TESTING

A. General

1. The Contractor shall conduct pressure and leakage tests on all newly constructed portions of the water system, including water mains, service lines, fittings, valves, and hydrants. New waterlines that are extensions or modifications of an existing water system shall be tested at the test pressure specified here unless the

Contracting Officer specifies another pressure. Pneumatic testing will not be allowed.

2. The contractor shall ensure that any appurtenance attached to the pipeline at the time of testing is rated to withstand the pressures that will exist during testing.

3. Conduct piping tests before joints are covered and after thrust blocks, if required, have hardened sufficiently. Joints shall remain uncovered until testing is completed satisfactorily.

4. The Contractor shall furnish the pump, pipe, gauge, measuring device, connections, and all other necessary equipment, and shall furnish the necessary personnel to conduct the tests. All equipment, gauges, and attachments shall be subject to approval by the Contracting Officer.

5. The Contracting Officer shall be present during the testing period.

6. Waterlines shall be tested in sections not to exceed 2,000 ft in length or a maximum pressure differential of 30 psi in the test section.

7. No paints, asphalts, tars, enamels, or other types of pipe compounds shall be used to eliminate leaks.

B. Pressure and Leakage Test

1. The test pressure shall:

a. Equal at least 125% of the normal working pressure at the highest elevation of the test but not exceed 200 psi at any point being tested.

b. Not exceed the thrust restraint design pressures.

c. Not vary by more than +/- 5 psi from the established test pressure.

d. Not exceed twice the rated pressure of valves when the test section includes closed valves.

2. Pressure Test Procedure

a. Equipment: The test pressure shall be applied by means of a pump connected to the pipe in a manner satisfactory to the Contracting Officer.

b. Preparation: Fill pipeline 24 hours before testing. Use only potable water.

Each valved section of pipeline shall be slowly filled with water and all air shall be expelled from the pipeline. Apply test pressure to stabilize system.

c. Pressurization:

Attachment C

1) Increase pressure in 50-psig increments and inspect each joint between increments.

2) Hold at test pressure for 1 hour.

3) Decrease to 0 psig.

4) Slowly increase again to test pressure and hold for 1 more hour. If the test pressure cannot be sustained within +/- 5 psi during this time, then the system will be determined to have leakage.

5) Leakage shall be verified by the Contractor and the Contracting

Officer.

6) Locate and repair leaking joints with new materials and repeat test until leakage is within allowed limits. All visible leaks are to be repaired regardless of the amount of leakage.

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

3. Results

a. The Contractor shall furnish a written report to the Contracting Officer describing the results of each test. The report must identify the specific portions of the pipeline tested, the pressure, the duration of the tests, and the amount of leakage.

3.6 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.

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 pressure and leakage testing has been completed, all water pipes shall be thoroughly flushed.

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

3) Remove all self-closing faucets and drinking fountains from hydrants before flushing lines. Failure to do so will likely clog the internal parts of the faucet.

4) If no hydrants or other outlets are installed at the end of the waterline, an outlet at the end of each lateral shall be provided. Outlets shall be large enough to develop a velocity in the waterlines of at least 2.5 feet

Attachment C per second (see Table l for necessary flows). If necessary, use a booster pump or other method to obtain the necessary flows.

5) Minimum velocities must be obtained in all mainlines, laterals and drainlines.

6) 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

Attachment C 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.

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

Compound

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.

Attachment C

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 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

Attachment C 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

Concentration mg/L

Pounds of Sodium

Thiosulfate

(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.

END OF SECTION 221100

June 2018

SECTION 63404 - PAVEMENT MARKING

PART 1 - GENERAL

1.1 SUMMARY

A. This item shall consist of furnishing and applying the paint markings for parking stalls, the control of traffic, at location as shown on the drawings.

B. All work to be performed Mondays through Fridays, between the hours of 0800 and 1700.

Contractor may coordinate with the C.O.R. to complete proposed work due to parking of

Forest Service personnel/employees.

C. All requirements shall comply with the direction in the Manual of Uniform Traffic

Control Devices (MUTCD).

D. Contractor shall perform their own inspections and record the results in their Quality

Control Plan. COR will review Contractor quality records.

1.2 DEFINITIONS

A. S.F.: Square Feet

1.3 SUBMITTALS

A. Product Data: For each type of product indicated. Include technical data and tested physical and performance properties.

B. Ship marking material in appropriate containers plainly marked with the following information, as appropriate, for the material being furnished:

i) Manufacturer's name and address;

ii) Name of product;

iii) Lot/batch numbers;

iv) Color;

v) Net mass and volume of contents;

vi) Date of manufacture;

vii) Date of expiration;

viii) Statement of contents (if mixing of components is required);

ix) Mixing proportions and instructions; and

x) Safety information.

1.4 DELIVERY, STORAGE, AND HANDLING

A. Deliver pavement-marking materials to Project site in original packages with seals unbroken and bearing manufacturer's labels containing brand name and type of material, date of manufacture, and directions for storage.

B. Store pavement-marking materials in a clean, dry, protected location within temperature range required by manufacturer. Protect stored materials from direct sunlight.

1.5 PROJECT CONDITIONS

A. Proceed with pavement marking only on clean, dry surfaces and at a minimum ambient or surface temperature of 50 deg F (10 deg C) for water-based materials, and not exceeding 95 deg F (35 deg C).

1.6 MEASUREMENT AND PAYMENT

A. The quantity of 4" – 6” wide striping (Type C reflectorized and color as shown on the

Schedule of Items), to be paid for shall be the number of linear feet (LF) of stripes measured along the center line of the painted strips completed and accepted with no deduction for the unpainted area caused by broken stripe.

B. The accepted quantities will be paid for at the contract unit price for each pay item shown in the Schedule of Items.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Waterborne Traffic Paint (Type C): Apply paint when the pavement and air temperatures are above 50 ºF. Spray paint at 15 mil minimum wet film thickness before glass beads or at a rate of 107 square feet per gallon.

1) Type C. Immediately apply type 3 glass beads on the paint at a minimum rate of 12 pounds per gallon of paint.

2) On new asphalt pavements or new asphalt surface treatments, apply two coats. Apply each coat at 210 square feet per gallon.

B. Waterborne Traffic Paint: Furnish an acrylic water-based, ready-mixed paint for use on asphalt and rigid pavements conforming to the following:

(a) Composition. Furnish a paint composed of resin solids of 100 percent acrylic polymer with the exact formulation determined by the manufacturer. Conform to the following:

(1) Pigment, % by mass, ASTM D 3723 45% to 55%

(2) Lead, chromium, cadmium, or barium 0%

ASTM D 3335 & D3718

(3) Volatile organic compounds, 20.0 ounces per gallon max.

ASTM D 2369

(4) Mass of paint, 12.0 pounds per gallon min.

ASTM D 1475

(b) Viscosity. ASTM D 562 75-90 Krebs units

(c) Drying time.

(1) Dry to no pickup, ASTM D 711 10 minutes max.

(2) Drying to no track, 6 pounds per gallon, 90 seconds max.

type 1 waterproofed glass beads, 15±1 mil wet film thickness at 130 ºF

(d) Flexibility. ASTM D 522, using the 1/4-inch No cracking or flaking cylindrical mandrel

(e) Dry opacity. ASTM D 2805, contrast ratio at 0.96 min. 319 square feet per gallon spreading rate

(f) Color.

(1) White, ASTM D 1729 Match FHWA standard highway white

(2) Yellow, ASTM D 1729 Match FHWA standard highway yellow

(3) Blue, ASTM D 1729 Match FHWA standard highway blue

(g) Daylight reflectance. (Without glass beads)

(1) White, FTMS 141 method 6121

84% relative to ASTM E 1347 magnesium oxide standard

(2) Yellow, FTMS 141 method 6121 ASTM E 1347

55% relative to magnesium oxide standard

(h) Bleeding ratio. ASTM 969. 0.96 min. Determine reflectance according to

ASTM D 1347 immediately after drying. Divide the average of 3 reflectance readings of the paint over the bleeding surface by the

Attachment C average of 3 readings over the non-bleeding surface to determine the bleeding ratio.

(i) Scrub resistance. ASTM D 2486 300 cycles min.

(j) Freeze-thaw stability. ASTM D 2243

1) Change in viscosity ±5 Krebs units max.

2) Decrease in scrub resistance -10% max.

(k) Storage stability. During a 12-month storage period, conform to the following:

1) No excessive setting, caking, or increase in viscosity; and

2) Readily stirred to a consistency for use in the striping equipment.

C. Glass Beads: Conform to AASHTO M 247 for the type specified. Table 1, Gradation of

Glass Beads in AASHTO M 247 is supplemented by Table 718-2. Treat glass beads with an adherence coating as recommended by manufacturer.

Table 718-2

Gradation of Glass Beads

For type 3 glass beads, also conform to the following:

a) Treat beads with a reactive adherence coating as recommended by the manufacturer.

b) Roundness, FLH T 520 70% min. per sieve size

Sieve Size

Percent by Mass Passing Designated

Sieve (ASTM D 1214)

Grading Designation

Type 3

No. 8

No. 10

No. 12 100

No. 14 95 - 100

No. 16 80 - 95

No. 18 10 - 40

No. 20 0 - 5

No. 25 0 - 2

c) Refractive index, AASHTO M 247 1.50 - 1.55

2.2 COLORS

A. Colors for commonly used lines, marking, and symbols are as follows:

1. Parking stall lines - yellow.

2. Directional Arrows - yellow.

3. International symbol of accessibility - white on blue background.

PART 3 - EXECUTION

3.1 GENERAL

A. The Contractor shall be responsible for preliminary spotting of the lines to be painted and approval by the Contracting Officer must be obtained before applying pavement-marking paint.

B. At least 7 days before applying pavement markings, furnish a written copy of the marking

Manufacturer’s recommendations for use. A field demonstration may be required to verify the adequacy of recommendations.

C. Sweep and clean surface to eliminate all loose material including: pine needles, pine straws, moss, pollen, grass, loose soils, dust etc. The area to be painted shall be dry, clean, and free of loose particles. Remove loose particles, dirt, tar, grease, and other deleterious material from the surface to be marked. Remove temporary pavement markings the same day permanent pavement markings are applied. Apply markings to a clean, dry surface according to the MUTCD.

D. Apply paint with mechanical equipment to produce pavement markings, of required dimensions, with uniform, straight edges. Apply at manufacturer's recommended rates to provide a minimum wet film thickness of 15 mils (0.4 mm). The equipment shall include a mechanical bead dispenser that will distribute the glass beads uniformly into the wet pavement markings at a rate of 6 lb/gal. (0.72 kg/L).

E. Stripes shall be 4 inches wide. Broken line segments (dashed or skip traffic strip) shall be 10 feet in length with 30-foot gaps, or 2 feet in length with 4-foot gaps.

Attachment C

F. Arrows and letters shall be of the dimensions as shown on the drawings or existing pavement markings.

G. The painted area shall be protected from traffic until the paint is thoroughly dry. Protect marked areas from traffic until the markings are dried to no-tracking condition. Remove all tracking marks, spilled marking material, markings in unauthorized areas, and defective markings.

H.