Marble_Bluff_Spillway_Repair-Q A_w.attach.pdf

Solicitation Number R15PS00337 Marble Bluff Spillway Repair

Questions and Answers – Amendment 001

Q1: What is the maximum weight that the bridge can handle - I want to make sure something like a crane, and concrete truck can pass over that area to gain access.

A1: The Bridge is rated for HS 20 loading

Q2: Are there rest room facilities at the site that the crew can use?

A2: No. The only rest room facilities on-site are the public restrooms. The Contractor should provide restroom facilities for their crew.

Q3: Can contractors use power from the site? If so, how much?

A3: Fish and Wildlife pays the power bill at Marble Bluff. BOR does not available power at Marble Bluff. the contractors need to provide their own power.

Q4: It was brought up at the prebid meeting that the paved areas will be receiving a seal coat and striping this summer. Because we will be required to preserve this new coating that could remain tender for many months after application, please provide the type of seal coat and areas that it will be applied so we can budget repairs if necessary.

A4: A single layer chip seal will be placed along both North and South Marble Bluff Dam access roads and a slurry seal within all Reclamation parking and existing asphalt areas within the facility. All work shall be in accordance with NDOT specifications section 703, 704 and 705. See attached specification section and drawing from the resurfacing project.

Q5: Does the Government have any load ratings or restrictions for the structures and bridges on the dam? This will include but not limited to the area on the top of the right abutment near the fish handling facility and the Pyramid Lake fishway bridge.

A5: There are no current load ratings for the “area on the top of the right abutment”. The Contractor can perform load calculations for temporary construction. All load ratings performed by Contractor shall be submitted to Government for review prior to onsite work.

The Bridge is rated for HS 20 loading.

Q6: At the prebid meeting, it was stated that our work area was limited to the dam structure and we could not work in the river bed. Since some of the dam structure extends under the existing river bed and appears to have river sediment upstream on the dam structure, please define the limits of the allowable work area both upstream and downstream. We realize the water level may be low, but are there any restrictions for launching and using floating boats? An example would be a crew safety boat that might need to be dragged over the gravel bar by hand to strategically place in the active water channel.

A6: Per plan sheet 949-D-163, the dam structure extends the entire 206’-115/8 “ which is from the beginning of the apron of the Ogee Crest on the upstream side to the end of the wall on the downstream side. There are no restrictions to using floating boats.

Q7: Please provide any restrictions that exist to relocating or removing sediment on the dam structure.

A7: All sediment removed from the dam structure needs to be taken offsite.

Q8: Will any sediment monitoring or sampling be required?

A8: Contractor shall be responsible to comply with all monitoring and sampling requirements per specifications section 01 57 30.

By restricting the work and coffer dam to the dam structure, BOR is excluded from the requirement of a 404 permit and the 401 certification, so there is no requirement for monitoring or sampling. The contractor is still required to provide BMP’s to minimize/eliminate sediment/concrete/etc. from entering the Truckee River.

Q9: Please provide the limits of access and work area and restrictions on the left abutment.

A9: Access and work area is limited to the paved access road on the left abutment.

Q10: Please provide load rating and dimensions of “Pyramid Lake Fishway Bridge”?

A10: See answer to question 1.

Q11: Will the Spillway gate and/or fish passage be opened to the limit flow of water over the crest of the spillway?

A11: We are working with the U.S. Fish and Wildlife to determine if we can use the fish passage to reduce the flow of water over the dam. It will depend on the flow at the time of construction. Currently, the contractor should assume the fish passage cannot be used to lower the flow. However, the radial gate/spillway gate can be used to force water down the sluiceway.

Q12: Can a crane be set up on the SE side of the spillway in the level spot where the words “Marble Bluff Dam Crest” are printed on sheet 320-D-307?

A12: No. The area in question was not included in the NEPA document and is not accessible without additional work.

Q13: Can the refuse material that is hung up on the spillway be cut up and sent down river, or does that need to be disposed of offsite?

A13: The refuse material must to be disposed of off-site.

Q14: Will the government allow sheet pile used as a cofferdam anchored and or in contact to the back side of the dam.

A14: Currently, the NEPA documentation does not include a sheet pile wall anchored or in contact with the upstream face of the dam as an alternative. We will investigate adding this method to the NEPA document and respond with an amendment if deemed allowable prior to bid. If the use of sheet piles is deemed acceptable, the Government will need to evaluate details of Contractors proposed plans to divert water under RSN 31 03 10-1 Spillway Water Control Plan prior to commencement of work.

Q15: What is the current sediment depth on the upstream side of the dam?

A15: The current sediment depth on the upstream side of the dam is unknown

Q16: Please provided specifications of the type of cofferdam the at the government is expecting in order to divert the flow of water?

A16: Per the NEPA documentation the coffer dam was specified as any of the following: sand bags, plywood, plastic bladders, or concrete K-rails, depending upon contractor preference and coffer dam effectiveness. The coffer dams may require anchoring into the concrete dam but will not be anchored into the embankment adjacent to the dam.

Q17: What is the Tribal tax rate for materials brought off site and will the government honor any increases to this tax rate during the construction period as a change order.

A17: Tribal tax information and contacts are provided in section J, attachment 4.

Contact the Tribal Office Administrator for all tax rate questions. This is a Firm Fixed Price Contract.

Q18: Please provide all handouts provided at site visit as well sign in roster.

A18: Site visit agenda and sign in sheet are included with Amendment 1

Q19: Specification section 01 35 30-3. The specification indicates both a “Contractor’s Onsite Safety Representative” and a “Certified Safety Professional (CSP)” will be required onsite based on the duties listed under 1.05. Please confirm both positions are required full time during onsite work.

A19: Both positions are NOT required full time during onsite work. Specification section 01 35 30.1.05.A.2 states that “The Safety Representative shall be at the worksite at all times during work activities and at the actual point where the work is taking place. Work cannot occur in the absence of the Safety Representative.”

Please review Specifications section 01 35 30.1.05.B.6 and 7, for detailed information regarding requirements for Certified Safety Professional.

Q20: Specification Section 01 57 30-5 Par. 1.05 Wastewater Discharge Permit-Indicates BOR has “made application” for the 402 permit. Please provide status and conditions of this permit so contractor can determine what the Terms and Conditions of the permit including monitoring requirements.

A20: The area of construction is less than 1 acre in size and does not require a Stormwater Discharge Permit General Construction Permit (CWA 402); however, the contractor is still required to provide BMP’s to minimize/eliminate sediment/concrete/etc. from entering the Truckee River.

Q21: Specification Section 31 03 10 par 1.02 B. 2. Please clarify scope of “Sand and Gravel Filter Drain” work.

A21: There is not any work to be performed on the sand and gravel filter itself.

However, if water is encountered in the drain of Dentate E-12 that will affect concrete removal and/or replacement operations, then the water must be diverted to facilitate repair operations (see specifications section 31 03 10 par 1.03.C).

Conditions for concrete placement must be met according to specifications section 03 30 00 par 3.01 E.

Q22: How will concrete removal under CLIN 6 be quantified? Weight or volume calculation? We recognize that dentate D-12 will account for 3 yards of the 9 yard delta between the removal and replacement; however we would like to know how the BOR determined the scoured areas account for the other 6 yards.

A22: CLIN 6 will be quantified as stated in specifications section 03 81 10 Part 1.01.B.1; “Measurement: Volume of concrete removed.” Please review the measurement and payment section for details of how concrete removal will be quantified, section 03 81 10 Part 1.01.

Q23: Specification Section 31 03 10 par 3.02 A 2 a. Please confirm this note applies only to areas between the ogee crest and dentate row D where the current stilling pond water level is and that no remove of sediment, rock and debris is required below the stilling pond water surface level.

A23: No removal of sediment, rock and debris is required below the stilling pond water surface level (or level to which concrete repair/replacement activities are conducted).

Q24: Please provide allowable loading for the concrete bridge indicated on the site use plan as “Pyramid Lake Fishway Bridge” or provide as-built drawings.

A24: See answer to question 1.

Q25: Please provide allowable ground loading in PSF for all areas along the north spillway wall (lower gravel area and top paved area over fishway flume) and south spillway wall at the Ogee crest so contractor can determine crane size and outrigger loading.

A25: Rated for HS 20 loading, however, we are in the process of analyzing the area for more information.

Q26: As built drawing sheet 949-D-165 section M-M show a 4’ x 3’ Fish bypass in the north wall of the sluiceway. If water can be bypassed thru the fishway is there a gate to close this fish bypass off or does it need to be closed off the prevent flow into the sluiceway?

A26: There is NO gate at the Fish bypass. It will need to be closed off if the contractor wants to prevent water from passing between the sluiceway and the main dam.

Q27: Will BOR personnel operate the sluiceway gate to accommodate construction activities?

A27: Yes, Reclamation personnel will operate the radial gate for the sluiceway.

Contractor should give 24 hr. notice to allow BOR personnel time to schedule on-site visit.

Q28: Please provide all handouts provided at site visit as well sign in roster.

A28: Included with Amendment 001

Q29: During the site visit the existing sluiceway gate had a substantial leak on the north wall. Is this the typical condition for this gate or is there debris currently trapped in the seat that is causing this leak?

A29: The leaking of the existing gate is the typical condition.

Q30: Will water that enters the immediate work areas from leaks in the dam and gates be allowed to flow back into the downstream side of the river?

A30: Yes, however, if contractor intends to pump water to downstream side of dam BMP’s need to be in effect to eliminate potential of pumping sediment into river.

Q31: Plan Sheet 320-D-311 Note 9 requires reinforcing to be replaced if more than 20% of cross section has been lost. Plan Sheet 320-D-313 note 4 references grouted anchor bars for replacement within the apron. If bars are to be replaced due to 20% loss or more will this be paid for under CLIN 3?

A31: Yes, it would be paid for under CLIN 3. If replacement occurs near the middle of the repair area such that sufficient length is available for lap splicing or couplers, then no grouted anchor bars are needed. However, if bar replacement is to occur at the edge of the repair area, then grouted anchor bars may be necessary or they may need to remove additional concrete to expose enough of a bar to splice or couple to it. It depends on the situation and we don't have that information at this time.

Q32: If bars are required to be replaced will any welding be required? Since no line item has been provided in the Price Schedule does the BOR have an estimated amount of bar that will need to be replaced?

A32: Welding is not required nor permitted. Specifications section 03 08 10 Part 3.05.A.H.3 states “Remove additional concrete along bar to accommodate couplers or lap splices for replacement reinforcement.” Additionally, specifications section 03 20 00 par 3.01.E states “Do not weld or tack weld reinforcing bars.”

Q33: Specification Section 01 56 32. Will temporary fencing indicated in this specification section be required in areas not generally accessible to the public such as the spillway work area?

A33: As per the specifications “Erect fence around the perimeter of the excavation and work areas at location approved by the COR.” The spillway work area depending on exact location to be verified in field during construction may require being temporarily fenced.

Q34: Specification Section 03 11 10 par. 3.2. Due to the relatively simple formwork required for this project do the drawings need to be stamped by a PE as required under paragraph B?

A34: Yes, this is required.

Q35: Specification Section 03 81 10 par 3.05 C.1 b. This indicates do not use jackhammers in excess of 30 foot-pounds impact energy. Also, in the same section, part J. 15-foot-pound impact energy or smaller chipping hammers. Industry standard usually classify’ s size of hammer by weight class which is generally fall in two classes for concrete repair work, 30# rivet busters and 15# chipping hammers. The information on foot-pounds of energy these two types of pneumatic hammers generate is not readily available. The information we were able to get from limited manufactures is that 30 foot-pounds of impact energy would generally be from a hammer less than 30# weight class. This information leads us to the question if the specification is in error to the sizing of the allowable hammers to be used. Since going to a smaller than 30# class hammer would significantly slow the demolition process, please clarify if the specification should be 30 pound class or 30 foot-pounds impact energy.

A35: Hammers in the 30# class may be used for general concrete removal. For concrete removal around reinforcing steel to remain in place, hammers no larger than the 15# class may be used.

Q36: Specification Section 31 03 10- Please confirm that all of the debris including sand and rock are to be removed within the spillway structure. During the site walk we noted a significant buildup of sand and rock between the dentates and ogee crest. Based on the as-built drawings we have estimated the sand and rock to be 3’ deep (or more) on the flat section of the spillway. As this quantity is currently unknown and could vary substantially based on actual depth, would the BOR consider providing a set quantity for bidding purposes?

A36: Sand and gravel between the Ogee Crest and the dentates does NOT need to be removed, however, any large rocks (>12” in Diameter) that are encountered need to be removed.

Q37: Currently dentate C-12 is almost completely submerged. Is there any means to lower the stilling pond water level to provide access for the repair work or will the contractor have to determine methods to perform the repair in the water?

A37: Currently, there is no way to lower the water in the stilling basin. It is up to the contractor to determine the means and methods of water control to complete the work. Per specifications section 31 03 10 par 3.01.D the Contractor shall be responsible for methods to divert water and provide protection for surfaces to receive concrete.

Marble Bluff Asphalt Pavement Resurfacing Specifications No. 20-C0823

Slurry Seal

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SECTION 32 01 13.61

SLURRY SEAL

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Slurry Seal:

1. Measurement: Area for slurry seal to the outlines shown on the drawings and verified by the Contractor.

2. Payment: Square yard price offered in the schedule.

1.02 REFERENCES

A. ASTM International (ASTM)

1. ASTM D 3910-06 Design, Testing, and Construction of Slurry Seals

B. International Slurry Sealing Association (ISSA)

1. A105-2010 Recommended Performance Guideline for Emulsified Asphalt Slurry Seal

C. Nevada Department of Transportation (NDOT)

1. Standard Specifications for Road and Bridge Construction, 2001

1.03 SUBMITTALS

A. Submit the following in accordance with Section 01 33 00 - Submittals.

B. RSN 32 01 13.61-1, Mix Design Data:

1. Preform a mix design with material representative of those to be used on Contractor’s mix design including the aggregate type, asphalt emulsion, temperature of application, and application rate. This design shall be performed by a laboratory which has experience in designing bituminous seals.

2. The mix design shall specify target application rates for both the aggregate and binder as well as permissible operating tolerances so that adjustments can be made due to varying field conditions.

C. RSN 32 01 13.61-2, Certification:

1. Certification from supplier for proposed materials certifying conformance with these specifications.

D. RSN 32 01 13.61-3, Equipment Calibration:

1. Mixing unit calibration procedures.

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2. Date completed.

PART 2 PRODUCTS

2.01 EMULSIFIED ASPHALT

A. Cationic emulsified asphalt, CQS-1h in accordance with NDOT section 703.

2.02 AGGREGATES, MINERAL FILLER, ADDITIVES, WATER

A. In accordance with ISSA A105.

B. Aggregate shall meet Type II gradation requirements ISSA A105.

PART 3 EXECUTION

3.01 SLURRY SEAL MIX DESIGN

A. In accordance with ASTM D 3910 or ISSA A105.

3.02 MIX TOLERANCES , EQUIPMENT, CALIBRATION, WEATHER

LIMITATIONS, SURFACE PREPARATION, APPLICATION

A. In accordance with ISSA A105.

B. A pre tack coat is not required and if done will be done at the discretion of the Contractor in accordance with the approved mix design.

C. Rolling of the slurry seal application is not required and if done will be at the discretion of the Contractor.

3.03 PREAPPLICATION TEST STRIP

A. Construct a short test strip 100-feet long to ensure the bituminous application rate is adequate. Make adjustments to the rate of application as needed to achieve the desired consistency and to prevent streaking. Correct consistency will visually have a creamy texture that will flow smoothly in a rolling wave ahead of the strike off squeegee. The slurry should be a semi-fluid, homogenous mass with no liquid runoff.

3.04 TRAFFIC CONTROL

A. Roads with newly placed slurry should not be opened to traffic until the slurry has cured.

B. Traffic can generally be allowed on the slurry as soon as clear water can be pressed out of the slurry mixture with a piece of paper without discoloring the paper.

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END OF SECTION

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Chip Seal

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SECTION 32 01 13.62

CHIP SEAL

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Chip Seal:

1. Measurement: Area for chip seal to the outlines shown on the drawings and verified by the Contractor.

2. Payment: Square yard price offered in the schedule.

1.02 REFERENCES

A. American Association of State Highway and Transportation Officials (AASHTO)

1. AASHTO T-40 Sampling Bituminous Materials

B. ASTM International (ASTM)

1. ASTM D 2995-99(2009) Estimating Application Rate of Bituminous Distributors

2. ASTM D 5624-02(2007) Determining the Transverse-Aggregate Spread Rate for Surface Treatment Applications

C. International Slurry Sealing Association (ISSA)

1. A165-2012 Recommended Performance Guideline for Emulsified Asphalt Slurry Seal 2012

D. Nevada Department of Transportation (NDOT)

1. Standard Specifications for Road and Bridge Construction, 2001

E. State of California Department of Transportation (Caltrans) 2010 Materials Engineering and Testing Services California Test Methods (CTM)

1. CTM 227 Evaluating Cleanness of Coarse Aggregate

1.03 SUBMITTALS

A. Submit the following in accordance with Section 01 33 00 - Submittals.

B. RSN 32 01 13.62-1, Mix Design Data:

1. Preform a mix design with material representative of those to be used on Contractor’s mix design including the aggregate type, asphalt emulsion, 32 01 13.62 - 2 temperature of application, and application rate. This design shall be performed by a laboratory which has experience in designing bituminous seals.

2. The mix design shall specify target application rates for both the aggregate and binder as well as permissible operating tolerances so that adjustments can be made due to varying field conditions.

C. RSN 32 01 13.62-2, Certification:

1. Certification from supplier for proposed materials certifying conformance with these specifications.

D. RSN 32 01 13.62-3, Equipment Calibration:

1. Spreading equipment calibration procedures.

2. Date completed.

PART 2 PRODUCTS

2.01 ASPHALTIC EMULSIONS

A. Emulsion for chip seal

1. Latex modified rapid setting emulsified asphalt LMCRS-2h in accordance with NDOT Section 703.

B. Emulsion for fog seal

1. Cationic Quick-Setting Asphaltic Emulsion, CQS-1NV in accordance with NDOT Section 703..

2.02 AGGREGATES

A. Type II cover coat aggregates as specified by ISSA A 165.

PART 3 EXECUTION

3.01 MIX DESIGN

A. Preform a mix design with material representative of those to be used on Contractor’s mix design including the aggregate type, asphalt emulsion, temperature of application, and application rate. This design shall be performed by a laboratory which has experience in designing bituminous seals.

3.02 ROAD PREPARATION

A. Clear road surface to be chip sealed of all loose material, silt spots, vegetation, and other objectionable material. If water is used allow pavement to dry thoroughly before

32 01 13.62 - 3 applying the chip seal. Manholes, valve boxes, drop inlets, and other service entrances shall be protected from the chip seal by a suitable method.

B. Seal cracks wider than ¼” in in the pavement surface in accordance with Section 32 01 17 – Crack Seal. Allow adequate curing time for crack sealant.

C. Clean the surface with a vacuum sweeper or rotary broom or by another method approved by the COR. Cleaning shall be done within 24 hours of the chip seal application.

3.03 APPLICATION

A. In accordance with ISSA A165.

B. At the time of application, the temperature of the asphaltic emulsion must be from 130 to 180 degrees F.

C. Construct a short test strip 100-feet long to ensure the bituminous application rate is getting adequate chip embedment. Make necessary adjustments to application rate.

Obtain OGR approval for test strip prior to placement of chip seal.

D. Immediately (within one minute) place cover aggregate at the design application rate.

1. Provide uniformly moisten aggregates which are damp at the time of placement.

2. Achievement of the design application rate will generally mean that the aggregate uniformly covers the binder without excess aggregate.

3. The aggregate needs to be spread thick enough so the tires of the dump trucks, aggregate spreader, and rollers are not picking up the binder.

4. The speed of the spreader shall be such that the aggregates are not rolling over.

Minimize the starting and stopping of the spreader.

5. Correct minor deficiencies such as corrugations or missed areas with the use of a drag broom or hand rake if the aggregate is uneven and/or nonuniform.

6. The edges of the aggregate applications shall be sharply defined.

E. Complete the initial rolling within 2 minutes after applying the aggregate. Rollers shall work in tandem and complete a minimum of three passes with sufficient overlap. The maximum speed of the rolling operation shall be 5 mph. Pneumatic-tired rollers should have total coverage width of not less than 60 in. while providing a minimum contact pressure of 35 psi. Each tire should be inflated so there is no more than 5psi variation within all tires.

1. Because the roller is the slowest member of the chip seal train, it is critical to ensure that a sufficient number of rollers are both furnished and maintained, so that the aggregate is embedded before the emulsion has broken as indicated with a color change from brown to black.

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F. Within 24 hours of curing, excess aggregate shall be swept or picked up from the roadway and adjacent areas. Exercise care not to not disturb aggregate that has set.

1. Re-sweep areas the day after the initial sweeping. The Contractor shall dispose of surplus cover aggregate in a matter as approved by the OGR.

2. Sweeping should be started in the center of the pavement and progress to the edges.

3.04 FOG SEAL

A. Application rate as specified in ISSA A165.

3.05 EQUIPMENT

A. Equipment requirements as specified in ISSA A165.

3.06 CALIBRATION

A. The emulsion distributor shall be calibrated to assure a proper and consistent application rate. The calibration shall consist of assuring mechanical and electrical components which are set correctly and in good operation order. Distributors should be checked for proper nozzle size.

B. If the equipment manufacturers cannot be obtained ASTM D 2995 procedure is acceptable.

C. Calibrate the aggregate spreader in accordance with equipment manufacturer’s guidelines or per ASTM D 5624.

D. Spray bars:

1. Select the correct size nozzles for the type and grade of emulsion and the application rate. Check nozzles for damage and proper setting.

2. Adjust the angle of the nozzle openings per manufacturers guidelines. The angle is typically between 15 and 30 degrees. All nozzles shall be set at proper angle within close tolerances. Visually inspect each shot to ensure that all nozzles are spraying correctly.

3. Adjust the height of the spray bar nozzles above the pavement surface to ensure uniformity of the emulsion spread. Maintain the correct height throughout the application. The height of the spray bar above the road surface should not vary by more than ½” during the application.

4. Attaching a deflector shields or setting the end nozzles at a different angle (60 to 90 degrees with respect to the spray bar) shall not be permitted. Use special half-spray end nozzles if needed.

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3.07 TRANSVERSE JOINTS

A. Avoid rough and unsightly transverse joints by starting and stopping the emulsion and aggregate spread on building paper.

1. At start up, place the paper across the lane to be treated so that the forward edge is at the desired joint location.

2. Spray the emulsion on the paper so that the spray bar makes a full, uniform application when reaching the exposed surface.

3. Place a second piece of building paper across the road at a predetermined cut off point. After the aggregate spreader has passed over it, the paper should be removed and disposed in accordance with Section 01 74 00 – Cleaning and Waste Management.

3.08 LONGITUDINAL JOINTS

A. When possible, apply the aggregate and emulsion for the full width of the pavement to eliminate longitudinal joints.

B. Coincide the edge of the aggregate spread with the edge of the full thickness of the applied emulsion.

C. When needed, place the longitudinal joint along the road centerline. Avoid placing longitudinal joint in wheel paths. Make the longitudinal overlap between 2 and 4 inches to ensure that the texture of the finished surface is uniform.

3.09 TRAFFIC CONTROL

A. No traffic is permitted on the bituminous seal coated road surface until after the specified rolling has been completed and the bituminous material has set and will not pick up on vehicle tires.

3.10 WEATHER LIMITATIONS

A. Apply asphaltic emulsion when the ambient air temperature and pavement temperature is at least 60oF and rising.

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Crack Seal 32 01 17 - 1

SECTION 32 01 17

CRACK SEAL

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Crack Seal:

1. Measurement: Length of crack seal measured by the Contractor.

2. Payment: Price per lineal foot offered in the schedule.

1.02 REFERENCES

A. ASTM International (ASTM)

1. ASTM D 6690-07 Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements

B. State of California Department of Transportation (Caltrans)

1. Maintenance Technical Advisory Guide (MTAG), Volume I – Flexible Pavement Preservation, Second Edition, 2008

1.03 SUBMITTALS

A. Submit the following in accordance with Section 01 33 00 - Submittals:

B. RSN 32 01 17-1, Certification:

1. Certification from supplier for proposed materials certifying conformance with these specifications.

1.04 DESCRIPTION OF WORK

A. The function of the crack seal is to prevent moisture intrusion beneath the existing pavement. With the Marble Bluff facility, there are numerous cracks that are over ¼” wide. These cracks are required to be sealed using the approved crack sealant prior to the application of slurry seal. Very fine cracks smaller than ¼” of an inch wide are not required to be sealed.

PART 2 PRODUCTS

2.01 RUBBERIZED ASPHALT CRACK SEALANT

A. ASTM D 6690, Type 1 rubberized asphalt.

Crack Seal 32 01 17 - 2

PART 3 EXECUTION

3.01 SITE INVESTIGATION

A. Mark length of cracks wider than ¼” to be sealed using approved method. Obtain OGR approval for cracks marked to be sealed.

3.02 CLEANING

A. Thoroughly sweep and clean existing pavement surface and cracks to remove vegetation, dirt, water, oil, and foreign materials.

B. Clean existing cracks, ¼-inch wide and wider, in pavement surface using a compressed air jet to remove any loose material in cracks.

3.03 CRACK SEALING

A. Seal cracks using the Flush Fill Method as described in MTAG and as described herein.

1. Hot applied rubberized sealants need to be agitated, heated, and maintained at the correct temperature throughout their application.

2. Preheating the material before use is advisable.

B. Fill the crack with the sealant material form the bottom to the top of the crack to prevent air bubbles from forming.

C. If necessary to prevent tracking, blot the sealant with a blotting agent such as sand.

D. Sealant application should not exceed 1 inch in depth. For full depth wide cracks, backer rods or clean sand can be used to limit sealant depth.

E. Apply the crack sealer over along the crack faces so that the surface of the sealant is cupped slightly below the adjacent pavement surface.

3.04 FINISHING

A. Immediately following placement of the sealant, wipe the sealant with a squeegee such that the sealant is flush with the surrounding pavement.

B. Conclude cleaning with a general brooming of the entire crack area.

Asphalt Concrete Pavement Repair

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SECTION 32 12 22

ASPHALT CONCRETE PAVEMENT REPAIR

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Asphalt Concrete Pavement Repair:

1. Measurement: Area of asphalt concrete pavement repair measured by the Contractor.

2. Payment: Price per square yard offered in the schedule.

1.02 REFERENCE STANDARDS

A. Nevada Department of Transportation (NDOT)

1. Standard Specifications for Road and Bridge Construction, 2001

a. Maintain a copy of NDOT Specifications at jobsite during paving work.

1.03 SUBMITTALS

A. Submit the following in accordance with Section 01 33 00 - Submittals.

B. RSN 32 12 22-1, Mix Design Data:

1. Preform a mix design with material representative of those to be used on Contractor’s mix design.

C. RSN 32 12 22-2, Certification:

1. Certification from supplier for proposed materials certifying conformance with these specifications.

1.04 ENVIRONMENTAL REQUIREMENTS

A. Comply with NDOT Specifications weather limitations for asphaltic concrete placement.

PART 2 PRODUCTS

2.01 AGGREGATES FOR ASPHALT CONCRETE

A. NDOT Specifications Section 705, Type 3.

2.02 AGGREGATE BASE

A. NDOT Specifications Section 704, Type 2.

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2.03 ASPHALT

A. NDOT Specifications Section 703, Grade PG 64-28NV

2.04 TACK COAT

A. NDOT Specifications Section 703, SS-1h slow setting asphalt emulsion.

PART 3 EXECUTION

3.01 SITE INVESTIGATION

A. Investigate extents of asphalt pavement repairs needed. Mark areas identified.

1. Areas should be rectangular in shape and extend at least 1-foot in better surrounding pavement.

2. Obtain OGR approval for areas identified as needed to be replaced as best determined by the Contractor.

3.02 EXCAVATION

A. Saw cut perimeter of patch area producing vertical edge faces.

B. Excavate to subgrade. Dispose of removed asphalt and base material. Subgrade material may be reused for backfill on site. Disposal shall be in accordance with Section 01 74 00.

3.03 SUBGRADE PREPARATION

A. Scarify, moisture condition, and recompact subgrade in accordance with NDOT section 704.

3.04 AGGREGATE BASE

A. Compact base material in two lifts each 4-inches in thickness as minimum. Minimum aggregate base compacted thickness shall be 8 inches.

B. Placement and compaction as specified by NDOT Section 302.

3.05 TACK COAT

A. Apply tack coat on areas where new asphalt will touch existing asphalt. Tack coat shall be in accordance with NDOT Section 405.

3.06 ASPHALT CONCRETE

A. Place and compact asphalt concrete in accordance with NDOT Section 402.

B. Level asphalt patch to the level of the existing pavement.

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JQuinones Text Box

JQuinones Text Box

Pages from Awarded Contract No. R14PC00083 (1)