Amendment A003 .pdf

CA PRA YOSE 17(4) & 941(1)

Tioga Road & Tuolumne Meadows Parking

PMIS No. 174171 & 235881

Section 307. — RESERVED Delete the section and replace with the following:

Section 307. — CEMENT TREATED AGGREGATE COURSE

Description

307.01 This work consists of furnishing and placing cement treated aggregate course on a prepared surface to the lines, grades and cross sections shown on the project plans. This work also includes:

Scarifying the existing pavement

Removing protruding rocks larger than 3 inches in diameter

After pulverizing (measured and paid for under Section 305), removing the existing pulverized material

Removing the existing subgrade to a depth of 6” and incorporating the subgrade material into the work

Replacing the pulverized material

Provide a mixture attaining a minimum compressive strength of 750 pounds per square inch at seven days, plus an additional two percent cement for erosion resistance. Furnish at least 275 pounds of hydraulic cement per cubic yard, however, the amount of cement in the mix may be reduced when fly ash is added as hereinafter specified.

Material

307.02 Conform to the following Section and Subsections

Cement 701.01 Aggregate 703.18 Flyash 725.04(a)

Construction

307.03 Mix Design: Determine the mix proportions of the aggregate, cement, flyash and moisture. Submit the job mix design with the supporting test results to the CO for approval, prior to incorporating any of the material into the work. Determine the "base" amount of cement by laboratory testing and continue to monitor throughout the duration of the project with modifications as required to meet existing field conditions.

Calculate the percent of cement in the mix by the weight of cement divided by the total weight of the dry compacted cement treated aggregate course.

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08/24/2020

PMIS No. 174171 & 235881

Include in the job mix design data the grade of cement, brand of flyash, and the source of aggregate. Submit a new mix design for approval any time a change in materials, or proportioning of the materials, from that given in the approved mix designs are submitted.

307.04 Production Start-Up Procedures. Conduct a preparatory phase meeting at least seven days prior to the start of placement according to Subsection 153.04(a). In addition, be prepared to discuss the following:

(a) Hauling logistics

(b) Placement operations

(c) Control of lift alignment, thickness and compaction processes

(d) Moistening of lifts prior to subsequent lift placement

(e) Curing operations

(f) Cold weather curing procedures, if necessary

307.05 Preparation: Prepare the subgrade and shape the foundation area to lines and grades as shown on the project plans or as directed by the CO in accordance with Section 204.

Immediately prior to placement of the cement treated aggregate course mixture, moisten the subgrade if necessary.

307.06 Mixing: Proportion and mix aggregate, cement and flyash for the mixture in a central mixing plant. Use a plant that either incorporates a batch mixing type using revolving blade, rotary drum mixers, or of the continuous mixing type. Proportion the aggregate, cement and flyash by weight.

Fly ash may be used at the option of the contractor. A maximum of 20 percent of the total weight of cement may be replaced with fly ash.

Proportion the water by weight or volume and by a means where the CO may readily verify the amount of water required per batch or the rate of water flow required for continuous mixing.

Obtain CO approval for modifying the time of adding water, or the points at which it is introduced into the mixer from the approved mix design.

Produce a moisture content of the completed mixture that is uniform and within two percentage points of optimum at the point of delivery to the placement site. Determine the optimum moisture content in accordance with the requirements of AASHTO T134. Add the cement and flyash in such a manner that it is uniformly distributed throughout the aggregate during the mixing operation.

Provide safe, convenient facilities for sampling the cement and flyash in the supply line to the weight hopper or pugmill. Do not exceed the charge in the batch mixer or the rate of feed to the continuous mixer that will permit complete mixing of all of the mix material.

307.07 Batch Mixing: Provide a mixer equipped with a sufficient number of paddles of a type and arrangement to produce a uniformly mixed batch. Provide a mixer equipped with a timing

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PMIS No. 174171 & 235881 device which will indicate, by a definite audible or visual signal, the expiration of the mixing period, accurate to within two seconds.

Begin the time of mixing a batch after all ingredients are in the mixer and end the mixing when the mixer is half emptied. Continue mixing until a homogeneous mixture of unchanging appearance is produced, which should not be less than 30 seconds.

Provide batch mixing sampling facilities at the plant which are satisfactory to the CO and which will allow representative samples of the soil cement mixture to be obtained easily and safely.

307.08 Continuous Mixing: Draw aggregate from the storage facility by a feeder or feeders which will continuously supply the correct amount of aggregate in proportion to the cement.

Provide a control system that will automatically close down the plant when the material in any storage facility approaches the strike off capacity of the feed gate. The plant will not be permitted to operate unless this automatic control system is in good working condition.

Provide a feeder for the aggregate that is mechanically or electrically driven.

Provide sampling facilities for continuous mix plants which are satisfactory to the CO, and which will allow representative samples of the aggregate and the soil cement mixture to be obtained easily and safely.

Equip the cement feeder and the aggregate feeders with devices by which the rate of feed can be accurately determined while the plant is in full operation.

307.09 Spreading: Transport mixed materials from the plant to the placement site in approved vehicles and spread the material on a the moistened foundation, or previously completed cement treated aggregate course lift with spreading equipment that will produce layers of the widths and thicknesses that are necessary for compaction to the required dimensions of the completed soil cement lifts. Accomplish spreading by the use of approved spreader boxes or finishing machines. Place each successive lift as soon as practicable after the preceding lift is completed.

Keep all cement treated aggregate course surfaces that will be in contact with succeeding layers of soil cement continuously moist by fog spraying until placement of the subsequent lift. Do not mix and place cement treated aggregate course when the area on which the cement treated aggregate course is to be placed is frozen. Do not mix or place frozen cement treated aggregate course mixture. Mix or place the cement treated aggregate course only when the air temperature is at least 40 degrees F and rising, and not when the temperature is expected to drop below 40 degrees F in the next 24 hours.

307.10 Compaction: Uniformly compact cement treated aggregate course to a minimum of 95 percent of the maximum density. Wheel rolling with only hauling equipment is not an acceptable method of compaction.

At the start of compaction, provide a mixture that is uniform and in loose condition throughout its full depth and has a moisture content as previously specified herein. Do not leave any section

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PMIS No. 174171 & 235881 undisturbed for longer than 30 minutes during compaction operations. Accomplish compaction of each layer in such a manner as to produce a dense surface free of compaction planes.

Complete compaction within two hours from the time water is added to the mixture. Whenever the contractor's operation is interrupted for more than two hours, scarify the top surface of the completed layer to a depth of at least one inch with a spike tooth instrument prior to placement of the next lift. Sweep the surface, after scarifying using a power broom or other method approved by the CO, to completely free the surface of all loose material prior to actual placement of the soil cement mixture for the next lift.

307.11 Finishing: After compaction, shape the cement treated aggregate course, if necessary, to the required lines, grades, and cross sections and rolled to a reasonably smooth surface.

307.12 Curing: Keep permanently exposed surfaces in a continuously moist condition for seven days.

When necessary, protect the cement treated aggregate course from freezing for seven days after its construction.

307.13 Maintenance: Maintain the cement treated aggregate course in good condition until all work is completed and accepted. Maintenance includes immediate repairs of any defects that may occur. Repeat maintenance work as often as necessary. Replace faulty work full depth at no expense to the Government.

307.14 Acceptance: See Table 307-1 for sampling, testing, and acceptance requirements.

Material for cement treated aggregate course will be evaluated under Subsections 106.03 and

106.04. Submit a production certification with each shipment of hydraulic cement. Placement operations will be evaluated under 106.02 and 106.04.

Compressive strength will be evaluated on the following scale. See Table 307-1 for strength requirements. Remove and replace all rejected materials.

Compressive Strength Compressive Strength Pay Factor

750 psi + 1.00

700 psi to 750 psi 0.85

600 psi to 700 psi 0.75

500 psi to 600 psi 0.50

Less than 500 psi Reject / Replace

Measurement

307.15 Measure the Section 307 pay items listed in the bid schedule according to Subsection

109.02. Measure cement treated aggregate course by the square yard of the neat line quantity in the plans.

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PMIS No. 174171 & 235881

Payment

307.16 The accepted quantities will be paid at the contract price per unit of measurement for the Section 307 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

Removal and replacement of the pulverized material and earthwork is subsidiary to the Section 307 pay items.

Performance of the work required to pulverize the existing asphalt, and shape and compact the pulverized material will be performed, accepted, measured and paid for under Section 305.

Payment for cement treated aggregate course will be made at a price determined by multiplying the contract price by the compressive strength pay factor.

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Table 307-1, Sampling, Testing and Acceptance Requirements Material or product

Type of Acceptance

Characteristic Category Test Method Specification

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Remarks

Source Aggregate

Measured and tested for conformance

Process control

Aggregate quality

Gradation

Subsection 703.03

AASHTO

T-27 & T-11

1 per mix design or change in material

2 per day during production

Stockpile

Production stream or stockpile

Yes

Before

24 hours

Mix Design Mixture composition

Measured and tested for conformance

All Subsection 307.03

1 per mix design

Stockpile Yes Before of aggregates

Measured and tested for

Gradation

Liquid Limit

Plant scale batching & documentation

AASHTO T-

27 & T-11

AASHTO

R58 & T-89 Method A

Subsections 307.06,

307.07 & 307.08

1 per day or change in material

Every Load

Flowing aggregate stream at batching

Yes During batching

Complete batch ticket for every load

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Table 307-1, Sampling, Testing and Acceptance Requirements product

Type of Acceptance

Characteristic Category Test Method Specification

Sampling Frequency

Point of Sampling

Split Sample

Reporting Time

Remarks

Cement Treated Aggregate

Measured

Process control

Moisture content

Density of compacted soil cement

Compressive Strength

Moisture Content Gradation

AASHTO

T-134

AASHTO T-

ASTM

D1633, Method A

AASHTO T-

AASHTO T-

27 & T-11

1 per load, reduce to every 3rd load after 3 successive passing tests

1 per 500 square yards, but not less than min. 1 per lift

1 per 30 CY but not less than 1 per day and not less than 4 total

2 per day

Point of delivery

In place material after compaction

Discharge stream at point of delivery Production belt or stockpile

No

No

Upon completion of test

7 days

Measured conformance

Surface tolerance and grade

Directed by the CO

Section 307 Directed by the CO

In place material after compaction

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Section 401. — ASPHALT CONCRETE PAVEMENT

BY GYRATORY MIX DESIGN METHOD

Description

401.01 Delete the second paragraph and substitute the following:

Asphalt concrete pavement nominal maximum size aggregate is designated according to Tables

401-1 and 703-4. Equivalent single axle loads (ESAL) or number of gyrations at design (NDesign) is designated according to Table 401-1.

Delete the fifth paragraph and substitute the following:

Antistrip additive type is designated according to Subsection 702.05. A minimum of one percent

Type 3 (lime) is required in the asphalt concrete mixture.

Add the following:

Pavement roughness is Type III-B, and IV as shown in Subsection 401.16.

Asphalt binder grade is CA PG 64-28M. The Pressure Aging Vessel test temperature shall be

212°F (100°C).

Construction Requirements

401.03 Composition of Mix (Job-Mix Formula). Add the following after the first paragraph:

Compact specimens with the gyratory effort corresponding to the design ESAL level of 0.3 to <3 million. Use a gyratory compactor which meets the internal angle requirement according to

AASHTO T 312.

If more than 1.0 percent hydrated lime is proposed in the JMF, provide AASHTO T 283 test results showing the additional lime is necessary to meet the minimum tensile strength ratio requirements in Table 401-1.

(c) Submission

(1) Aggregate and mineral filler.

(a) Target values: Delete line (2) and substitute the following:

(2) Designate target values within the gradation band specified for the nominal maximum size aggregate grading shown in Table 703-4. Allowable deviations are shown in Table 703-5:

(2) Asphalt binder. Add the following:

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(e) Laboratory mixing and compaction temperatures and maximum plant mixing temperature

(3) Antistrip additives. Add the following:

(e) Dosage rate.

(4) RAP. Add the following:

(f) Optional sheet for RAP on Form FHWA 1641.

(d) Verification. Delete the first paragraph and substitute the following:

The verification process starts when all required job mix formula documentation and materials are received. The CO will review the job mix formula and may perform job mix formula verification testing. If verification testing is performed, the information supplied in the

Contractor’s job mix formula must agree with the verification test results within the tolerances shown below. Do not begin asphalt concrete mix production for the control strip until the JMF has been approved.

Delete lines (3) and (4) and substitute the following:

(3) Bulk specific gravity of aggregate (Gsb). The Contractor’s coarse and fine Gsb is verified if the CO’s results are within 0.038 for AASHTO T 85 and 0.066 for AASHTO

T 84.

(4) Voids in the mineral aggregate (VMA). The Contractor’s VMA is verified if the

CO’s result is within the specification limit in Table 401-1.

Add the following:

(8) Hveem stabilometer value. The Contractor’s Hveem stabilometer value is verified if the CO’s result is above the minimum specification of 30.

Table 401-1 Gyratory Asphalt Concrete Mix Design Requirements, AASHTO R 35. Add the following note:

(4) For AASHTO T 283, use 4-inch (100-millimeter) diameter specimens. Note that AASHTO

T 283 requires a freeze-thaw cycle.

401.05 Equipment.

(b) Materials Transfer Vehicle (MTV). Delete this Subsection and substitute the following:

(b) Materials Transfer Vehicle (MTV). Furnish an MTV with the following:

(1) Independently operated with its own driver/operator;

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(2) Independent from the paver;

(3) A loading system with the ability to receive mixtures from hauling equipment;

(4) A minimum storage capacity of 15 tons (13.6 metric tons) with a remixing system in the material storage bin;

(5) Remixing capability within the storage bin;

(6) A discharge conveyor to deliver the mixture to the paver hopper; and

(7) A mass not exceeding the maximum legal loadings on structures.

Pick-up machines, hopper inserts, and material transfer devices are not considered MTVs.

In the event the MTV malfunctions during paving operations, the Contractor must suspend paving, however mix in transit and stored in the silo at the time of breakdown may be placed without the use of an MTV. Do not resume mix placement until the MTV is operational.

401.14 Compacting. Add the following:

Do not cause cracking, shoving, or undue displacement. Continue rolling until all roller marks are eliminated, all cracks are sealed, and the required density is obtained. For HMA, do not roll the mix after the surface cools below 175 °F (80°C).

401.15 Joints, Trimming Edges, and Cleanup. Add the following:

Make the longitudinal joint in the top layer at the centerline of the pavement on two-lane roadways or at the lane lines of roadways with more than two lanes. Establish the centerline of the pavement from recorded data defined in Subsection 152.05(b) or construction staking data if provided by the government. Offset the longitudinal joint in the layer immediately below at least

6-inches (150-millimeters) from the joint.

For curve widening see the plans for locations and details. For two-lane roadways make the longitudinal joint at the centerline of the pavement. Do not vary the shoulder width where curve widening exists.

At connections to existing pavements and previously placed lifts, make the transverse joints vertical to the depth of the new pavement. Form transverse joints by cutting back the previous run to expose the full-depth of the course.

Delete Subsection 401.16 and substitute the following:

401.16 Pavement Roughness. Measure the profile of the pavement surface according to the designated pavement roughness type. In addition, construct pavement surfaces to meet the requirements of Subsection 401.16(e).

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(a) Profile measurement. The CO will use profile measurements to determine the Mean

Roughness Index (MRI) values for the traveled way using the current version of Profile

Viewer and Analysis (ProVAL) software. The CO will also determine areas of localized roughness. The MRI and areas of localized roughness will be used to determine payment for the designated pavement roughness type and pavement areas requiring surface corrections.

Conform to the following:

(1) Equipment. Provide an ASTM E950, Class 1 inertial profiling system conforming to

AASHTO M 328 and certified according to AASHTO R 56. Provide copies of the system certifications at least 21 days before profiling begins. Display a current decal on the equipment indicating the expiration date of the certifications.

The CO may perform verification testing, equipment validation, or both as follows:

(a) Verification testing. Verification testing will consist of the CO profiling a section of pavement and comparing the results against the Contractor’s results for the same section of pavement. Comparison runs will be made within 21 days of each other. The

Contractor’s results will be considered verified if the CO’s International Ride Index

(IRI) for each wheel path differs from the Contractor’s IRI for the same wheel path by no more than 10 percent of their mean. Do not use equipment that fails verification.

(b) Equipment validation. Equipment validation will consist of determining a cross correlation value on at least one section of pavement having a minimum length of 528 feet (161 meters). The Contractor’s profiler and the CO’s profiler will be cross correlated on the same day. Coordinate and schedule the equipment validation date at least 14 days before the validation date. The CO will determine the location of the cross correlation segments. The Contractor’s equipment will be considered validated if the cross correlation value is greater than or equal to 0.90. Do not use equipment that fails validation.

(2) Personnel. Provide the following:

(a) A profile system operator certified according to AASHTO R 56. Submit copies of the operator’s certifications at least 21 days before profiling begins.

(b) Flaggers, pilot car operations, or other temporary traffic control according to

Section 635 as required.

(3) Measuring. The CO will identify the beginning and ending points of the profile measurements. Measure the pavement profile in both wheel paths using a sensor path spacing of 65 - 71 inches (1650 - 1800 millimeters) and centered in the traveled way of the lane. Operate the inertial profiler according to AASHTO R 57 and the manufacturer’s recommendations. Do not apply filters when collecting profile data. Filtering will be applied during profile analysis in ProVAL. Collect profile data (elevation and distance) at a maximum interval of 2 inches (50 millimeters). Provide a lead-in distance of at least

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150 feet (45 meters) after reaching the testing speed. Use the profiler’s automatic start/stop activation when collecting data.

The CO will identify excluded areas. Cattle guards, bridges not being overlaid, and turning lanes, passing lanes, side roads less than 500 feet (150 meters), and ramps less than 1,000 feet (300 meters) in length will be excluded from profile measurement, the calculation of MRI, and the determination of localized roughness. Use event markers to mark the beginning and ending location of areas to be excluded from profile measurement. Measure excluded areas with a straightedge according to Subsection

401.16(e).

Coordinate profiling operations with the CO. Export each profile (elevation, distance data, header, and marker information) in pavement profile format (ppf) and format specific to the profiler manufacturer to a CD or DVD and submit after profiling. Do not submit non-continuous data files.

Use the following naming convention for electronic file submissions:

(a) For Type I and Type II pavement roughness:

[Project Name (or abbreviation)] _ [beginning station_to_ending station] _ [Initial or Final], Beaver_Cr_Rd_25+50_to_387+35_Initial.ppf.

(b) For Type III pavement roughness:

[Project Name (or abbreviation)] _ [beginning station_to_ending station], Beaver_Cr_Rd_25+50_to_387+35.ppf.

(4) Evaluation. The CO will review and analyze profile measurements. The MRI will be calculated from profile measurements using ProVAL.

Using ProVAL, a high pass filter length of 300 feet (90 meters) and a low pass filter of

10 inches (250 millimeters) will be applied to the profiles. Individual MRI values are determined by averaging the IRI value from each wheel path. Fixed interval MRI values are reported as an average of the individual MRI values over the fixed interval length. An overall MRI value will be determined by averaging the individual MRI values, excluding segments less than 25 feet (7.62 meters) for Type I and Type II pavement roughness or

528 feet (161 meters) for Type III pavement roughness.

Areas of localized roughness will be identified by using ProVAL’s continuous MRI function with a segment length of 25 feet (7.62 meters). This will yield an average MRI value and a length for each area of localized roughness which exceeds the localized roughness threshold value of every possible 25-foot (7.62-meter) segment. Areas for which the continuous report exceeds the threshold MRI value for the specified roughness type area defective areas. When corrections are not allowed, a reduction in payment will be applied according to Subsection 401.16(f). No deduction will be made for areas of

E-77 localized roughness identified within 12.5 feet (3.81 meters) of the beginning or end of a profile section or within 12.5 feet (3.81 meters) of excluded areas. Measure these areas with a straightedge according to Subsection 401.16(e).

(b) Type I pavement roughness. Measure the profile of the initial pavement surface before construction activities disturb the existing pavement surface. The initial pavement surface is defined as the existing pavement surface before construction actives begin. The localized roughness threshold computed to the nearest whole number for Type I pavement roughness is equal to the following:

Localized Roughness Threshold = Initial Overall MRI + 1.881(S25) where:

Initial Overall MRI = MRI obtained before construction activities begin.

S25 = sample standard deviation of the 25 foot (7.62 meters) fixed interval MRI values.

Do not proceed with work that will disturb the initial pavement surface until the CO’s analysis is complete.

Measure the profile of the final pavement surface before placing a surface treatment and within 14 days of completing roadway paving. The original overall surface MRI will be used in conjunction with the final overall MRI to determine an overall percent improvement for the entire traveled way.

The overall percent improvement in MRI will be determined to one decimal place for the traveled way according to the following formula:

% Improvement = [(Initial Overall MRI – Final Overall MRI) / Initial Overall MRI] × 100

Table 401-3 will be used to determine the final pay factor (PFrough) for the traveled way to two decimal places.

No defective area corrections are allowed on the final pavement surface except at locations that do not meet Subsection 401.16(e). Correct locations that do not meet Subsection

401.16(e) according to Subsection 401.16(g).

Correct areas of localized roughness according to Subsection 401.16(g). If a pavement has an overall negative percent improvement, place a minimum 1-inch (25-millimeter) overlay over the entire paved surface.

If a pavement has less than an overall negative percent improvement, place a minimum 1-inch (25-millimeter) overlay over the entire paved surface.

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Table 401-3

Type I Pavement Roughness Pay Factors

Type I-A Type I-B

Percent Improvement

Percent Improvement

Pay Factor

(PFrough)

Greater than 50.0 Greater than 45.0 PF = 1.05

47.6 – 50.0 44.0 – 45.0 PF = 1.04

45.1 – 47.5 43.0 – 43.9 PF = 1.03

43.6 – 45.0 41.6 – 42.9 PF = 1.02

42.1 – 43.5 40.1 – 41.5 PF = 1.01

25.0 – 42.0 20.0 – 40.0 PF = 1.00

24.0 – 24.9 19.0 – 19.9 PF = 0.99

23.0 – 23.9 18.0 – 18.9 PF = 0.98

22.0 – 22.9 17.0 – 17.9 PF = 0.97

21.0 – 21.9 16.0 – 16.9 PF = 0.96

20.0 – 20.9 15.0 – 15.9 PF = 0.95

19.0 – 19.9 14.0 – 14.9 PF = 0.94

18.0 – 18.9 13.0 – 13.9 PF = 0.93

17.0 – 17.9 12.0 – 12.9 PF = 0.92

16.0 – 16.9 11.0 – 11.9 PF = 0.91

15.0 – 15.9 10.0 – 10.9 PF = 0.90

14.0 – 14.9 9.0 – 9.9 PF = 0.89

13.0 – 13.9 8.0 – 8.9 PF = 0.88

12.0 – 12.9 7.0 – 7.9 PF = 0.87

11.0 – 11.9 6.0 – 6.9 PF = 0.86

10.0 – 10.9 5.0 – 5.9 PF = 0.85

5.0 – 9.9 4.0 – 4.9 PF = 0.80

0.0 – 4.9 0.0 – 3.9 PF = 0.70

Negative % Improvement Negative % Improvement Correct & overlay

(c) Type II pavement roughness. Measure the profile of the initial pavement surface before construction activities disturb the pavement surface. The initial pavement surface is defined as the original existing pavement surface before construction actives begin. The localized roughness threshold computed to the nearest whole number for Type II pavement roughness is equal to the following:

Localized Roughness Threshold = Initial Overall MRI + 1.282(S25) where:

Initial Overall MRI = MRI obtained before construction activities begin.

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(S25) = sample standard deviation of the 25-foot (7.62-meter) fixed interval MRI values.

Do not proceed with work that will disturb the initial pavement surface until the CO’s analysis is complete.

Measure the profile of the final pavement surface before placing a surface treatment and within 14 days of completing roadway paving. The original overall surface MRI will be used in conjunction with the final overall MRI to determine an overall percent improvement for the entire traveled way.

The overall percent improvement in MRI will be determined to one decimal place for the traveled way according to the following formula:

% Improvement = [(Initial Overall MRI – Final Overall MRI) / Initial Overall MRI] × 100

Table 401-4 will be used to determine the final PFrough for the traveled way to two decimal places.

No defective area corrections are allowed on the final pavement surface except at locations that do not meet Subsection 401.16(e). Correct locations that do not meet Subsection

401.16(e) according to Subsection 401.16(g).

Lower paving lifts can be profiled to locate areas of localized roughness and estimate the final profile pay factor. Defective areas can be corrected on lower paving lifts according to

401.16(g).

If a pavement has less than a 20.0 percent improvement, place a minimum 1-inch (25-millimeter) overlay over the entire paved surface.

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Table 401-4

Type II Pavement Roughness Pay Factors

Type II-A Type II-B

Percent Improvement

Percent Improvement

Pay Factor

(PFrough)

Greater than 65.0 Greater than 55.0 PF = 1.05

64.0 – 64.9 54.0 – 54.9 PF = 1.04

63.0 – 63.9 53.0 – 53.9 PF = 1.03

62.0 – 62.9 52.0 – 52.9 PF = 1.02

61.0 – 61.9 51.0 – 51.9 PF = 1.01

60.0 – 60.9 50.0 – 50.9 PF = 1.00

59.0 – 59.9 49.0 – 49.9 PF = 0.99

58.0 – 58.9 48.0 – 48.9 PF = 0.98

57.0 – 57.9 47.0 – 47.9 PF = 0.97

56.0 – 56.9 48.0 – 46.9 PF = 0.96

55.0 – 55.9 45.0 – 45.9 PF = 0.95

54.0 – 54.9 44.0 – 44.9 PF = 0.94

53.0 – 53.9 43.0 – 43.9 PF = 0.93

52.0 – 52.9 42.0 – 42.9 PF = 0.92

51.0 – 51.9 41.0 – 41.9 PF = 0.91

50.0 – 50.9 40.0 – 40.9 PF = 0.90

48.0 – 49.9 38.0 – 39.9 PF = 0.89

46.0 – 47.9 36.0 – 37.9 PF = 0.88

44.0 – 45.9 34.0 – 35.9 PF = 0.87

42.0 – 43.9 32.0 – 33.9 PF = 0.86

40.0 – 41.9 30.0 – 31.9 PF = 0.85

35.0 – 39.9 25.0 – 29.9 PF = 0.80

30.0 – 34.9 20.0 – 24.9 PF = 0.70

Less than 30.0 Less than 20.0 Correct & overlay

(d) Type III pavement roughness. Measure the profile of the final pavement surface for payment. Measure the profile before placing a surface treatment and within 14 days of completing roadway paving. No defective area corrections are allowed on the final pavement surface except at locations that do not meet Subsection 401.16(e). Submit electronic files and the analysis to the CO for analysis. Correct locations that do not meet Subsection 401.16(e) according to Subsection 401.16(g).

Pay factors from Table 401-5 will be used in conjunction with the long continuous histogram printout from ProVAL’s Smoothness Assurance Analysis function utilizing a long continuous 528-foot (161-meter) segment length for analysis. The final PFrough is equal to the sum of the products of the individual pay factors indicated in Table 401-5 multiplied by the

E-81 ratio of individual lane miles (lane kilometers) to the overall project lane miles (lane kilometers) and by ProVAL’s corresponding histogram percentages, divided by 100. The final PFrough will be determined to three decimal places.

Lower paving lifts can be profiled to locate areas of localized roughness and estimate the final profile pay factor. Defective areas can be corrected on lower paving lifts according to

401.16(g).

If the final roadway MRI for the entire traveled way is greater than the value shown in Table

401-5, place a minimum 1-inch (25-millimeter) overlay over the entire paved surface.

Table 401-5

Type III Pavement Roughness Pay Factors Mean Roughness Index

(MRI)

Type III-A in/mi (m/km)

Mean Roughness Index

(MRI)

Type III-B in/mi (m/km)

Pay Factor

(PFrough)

Localized roughness threshold

170 in/mi (2.681 m/km)

Localized roughness threshold

190 in/mi (2.996 m/km)

If MRI of entire roadway is greater than

125 in/mi (1.973 m/km)

If MRI of entire roadway is greater than

140 in/mi (2.210 m/km)

Correct with

Overlay

Greater than 95.0 (1.50) Greater than 110.0 (1.74) 0.700

95.0 – 90.0 (1.50 – 1.42) 110.0 – 105.0 (1.74 – 1.66) 0.750

90.0 – 85.0 (1.42 – 1.34) 105.0 – 100.0 (1.66 – 1.58) 0.800

85.0 – 80.0 (1.34 – 1.26) 100.0 – 95.0 (1.58 – 1.50) 0.850

80.0 – 75.0 (1.26 – 1.18) 95.0 – 90.0 (1.50 – 1.42) 0.900

75.0 – 70.0 (1.18 – 1.10) 90.0 – 85.0 (1.42 – 1.34) 0.950

70.0 – 65.0 (1.10 – 1.02) 85.0 – 80.0 (1.34 – 1.26) 0.970

65.0 – 60.0 (1.02 – 0.94) 80.0 – 75.0 (1.26 – 1.18) 1.000

60.0 – 55.0 (0.94 – 0.86) 75.0 – 70.0 (1.18 – 1.10) 1.010

55.0 – 50.0 (0.86 – 0.78) 70.0 – 65.0 (1.10 – 1.02) 1.020

50.0 – 45.0 (0.78 – 0.70) 65.0 – 60.0 (1.02 – 0.94) 1.030

45.0 – 40.0 (0.70 – 0.62) 60.0 – 55.0 (0.94 – 0.86) 1.040

40.0 – 35.0 (0.62 – 0.54) 55.0 – 50.0 (0.86 – 0.78) 1.050

(e) Type IV straightedge measurement. Use a 10 foot (3.0 meters) metal straightedge to measure at right angles and parallel to the centerline. Defective areas are deviations between the surface and the bottom of the straightedge in excess of ¼ inches (6 millimeters) measured between two contacts of the straightedge or deviations in excess of ¼ inches (6 millimeters) measured at the end of the straightedge. Correct defective areas according to Subsection

401.16(g).

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(f) Localized roughness area pay reduction. Each area of localized roughness exceeding the threshold MRI specified for the designated pavement roughness type will receive a reduction in payment according to Table 401-6.

Table 401-6

Localized Roughness Area Pay Reductions

Type I Type II Localized

Roughness Limit

MRI

Localized

Roughness

Limit

MRI, in/mi

(m/km)

Type III-A Type III-B

Deduction per

Occurrence

Deduction per

Occurrence

Deduction per

Occurrence

Deduction per

Occurrence

$200 $300 Computed MRI value per Subsection

401.16(b) for Type I

401.16(c) for Type II

401.16(d) for Type III

170.0 – 179.9

(2.681 – 2.838) $200 -

180.0 – 189.9

(2.839 – 2.995) $400 -

190.0 – 199.9

(2.996 – 3.154) $600 $300

200.0 – 209.9

(3.155 – 3.311) $800 $400

210.0 – 219.9

(3.312 – 3.469) $1,000 $500

220.0 – 229.9

(3.470 – 3.626) $1,500 $750

230.0 – 239.9

(3.627 – 3.784) $2,000 $1,000

> 240.0 (3.785) $4,000 $1,500

(g) Defective area correction. Obtain approval before starting corrective work. Allow 7 days for review and approval of correction method proposal. Correct defective areas by one of the following methods:

(1) Milling. Replace the defective area by milling at least one-half the pavement depth and repaving with the approved asphalt concrete mix. Mill the defective area according to

Section 413.

(2) Grinding. Use a diamond blade machine to grind off the defective surface area.

Provide the manufacturer and model of the equipment to be used. Identify the beginning and ending station of each grind location, the grinding depth, and lateral extent of grinding. Seal the surface after grinding. Submit the type of seal to be applied after grinding is completed to the CO for approval. Place seal according to Section 409 or 410.

Limit the grinding depth to 12.5 percent of the design pavement thickness. If grinding in excess of this depth, provide a minimum 1-inch (25-millimeter) overlay.

(3) Other. Submit a proposal for approval for other correction methods not listed above.

After corrections are made, re-measure the pavement profile according to Subsection

401.16(a). Data from the re-measurement will be analyzed to determine the MRI or percent improvement, areas of localized roughness, and the final PFrough.

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401.17 Acceptance. Delete (b) and substitute the following:

(b) VMA. The specification limit shown in Table 401-1. After the JMF has been verified according to Subsection 401.03 and 401.12, use the Contractor’s combined coarse and fine bulk specific gravity of aggregate Gsb values to calculate VMA on field produced asphalt concrete mix samples;

Payment

401.19 Amend as follows:

Add the following:

A price adjustment will be made for fluctuations in the cost of asphalt binder used in the performance of applicable construction work according to Subsection 109.06 Pricing

Adjustments Asphalt Binder Price Adjustment Provision.

Delete the equation for Roughness Factor (RF) and substitute the following:

RF = Roughness factor: 80,000 U.S. Customary (49,600 Metric).

Delete the last row of Table 401-8 and substitute the following:

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Table 401-8 (continued)

Sampling, Testing, and Acceptance Requirements

Product

(Subsection)

Type of

Acceptance

(Subsection)

Characteristic Test Methods

Specifications

Sampling

Frequency

Point of

Sampling

Split

Sample

Reporting

Time

Remarks

Finished Product

Asphalt concrete pavement

Measured and tested for conformance

(106.04)

Type I roughness, before construction

(Initial MRI)

AASHTO

R 56 & R 57

See

Subsection

401.16

Left and right wheel paths

No Within

14 days of

Notice to

Proceed

Original surface before construction

Type I roughness, after construction

(Final MRI)

" " " " Within

21 days after completing paving

Surface after construction

Type II roughness, before construction

(Initial MRI)

" " " " Within

14 days of

Notice to

Proceed

Original surface before construction

Type II roughness, after construction

(Final MRI)

" " " " Within

21 days after completing paving

Surface after construction

Type III roughness

(Final MRI)

" " " " Within 21 days after completing paving

Surface after construction

Process control

(153.03)

Surface tolerance

Straightedge measurements

Subsection

401.16(e)

Contractor determined

See

Subsection

401.16(e)

" 24 hours

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Section 501. – CONCRETE PAVEMENT

Description

501.01 Add the following: This work also consists of constructing new 6-inch reinforced concrete pavement for accessible parking areas and garbage dumpster pads, and new 8-inch reinforced concrete pavement for shuttle/tour bus parking platforms, each on a prepared surface.

Material

501.02 Add the following: Color the 6-inch concrete per Section 601.

Do not color the 8-inch reinforced concrete for the bus parking.

Construction Requirements

501.03 Composition of Mix (Concrete Mix Design). Delete and substitute the following:

See Subsection 601.03

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Section 552. - STRUCTURAL CONCRETE

552.01 Add the following:

This work also consists of removal of all unsound concrete on the existing bridge curb, sidewalk, and barrier parapet; cleaning of the repair areas; and patching the damaged areas with rapid setting concrete on the Tuolumne River bridge structure.

Work includes removing all debris from the existing bridge expansion joints, removing the top

1” of the existing asphaltic joint filler and sandblast, and sealing the joints. This work will be performed at both deck joints at the bridge piers.

Work also includes providing and installing neoprene pads between each aluminum rail post and the concrete parapet.

552.02 Add the following:

Polychloroprene elastomeric joint seals 712.01(g)

Reinforcing fibers 725.17

Add the following Subsection:

552.19A Repairing Existing Bridge Deck Surface and Expansion Joints. Construct surface repairs to all spalls and voids on the existing curb, barrier and sidewalk. Finish the repaired surface similar in appearance to the existing adjacent surface.

(a) Patch material. Use an epoxy grout or polymer concrete patch material for patches less than or equal to 1½ inches deep. Use rapid setting hydraulic cement concrete for patches greater than

1½ inches deep. See Subsection 502.02 for material specifications.

(b) Patch area preparation. Prepare the surface of the concrete curb, sidewalk and barrier by first repairing the feature and then removing all debris, dirt, or any other contaminants that could interfere with the proper adhesion of the patch in accordance with the manufacturer’s recommendations.

Prepare the surface, apply the patching materials, and use finishing and curing methods in accordance with the manufacturer’s recommendations.

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(c) Install Expansion Joint Filler and Seal. Upon completion of the bridge deck and expansion joint repairs, install a new backer rod expansion joint filler and joint sealant in accordance with the project plans and Subsection 712.01(f).

Section 601. — MINOR CONCRETE STRUCTURES

601.02 Add the following:

Precast reinforced concrete box sections 706.07

For exposed aggregate concrete all course aggregate material to be crushed Sierra White granite to match the color and texture of adjacent onsite granite and meeting the requirements of Subsection

703.02. Sources must be approved for color and texture by the CO prior to delivery to the project site. For source approval, provide three samples from each proposed source showing the full color and texture range of the crushed granite from the source.

601.03 Composition (Concrete Mix Design).

(i) Add the following:

Integrally color the concrete by adding a coloring agent.

Coloring agents are to be black iron oxide pigments, light fast, lime proof, stable and inert when used in concrete or mortar. Coloring agents containing carbon black are not acceptable.

Add coloring agents mixed with water at the time the cement is added to the mix during batching. Coloring agents containing carbon black are not acceptable. Determine coloring agent batch amounts by weight, not volume. Use additional mixing time required as recommended by the manufacturer. The amount of coloring agent will be determined by the

CO based on test section results and shall not exceed 5.3 percent of the weight of cement.

601.03 Composition (Concrete Mix Design). Add the following:

(j) Include reinforcing fibers in all concrete mix designs

601.04 General. Add the following:

The following concrete items: curb, curb and gutter, drainage inlet structures (inlets, downdrain basins, trench drains, drainage chases, and drainage scuppers), and sidewalks (including exposed

E-88 aggregate surfaces) are to be integrally colored by adding a coloring agent. Do not color concrete when repairing sections of concrete and the surrounding existing concrete is not colored. Color concrete per 601.3(i) above.

Add coloring agents mixed with water at the time the cement is added to the mix during batching. Determine coloring agent batch amounts by weight, not volume. Use additional mixing time required as recommended by the manufacturer. The amount of coloring agent to be used will be determined by the CO based on test section results and shall not exceed 5.3 percent of the weight of cement.

At least five weeks prior to placing concrete, cast and cure three test sections. Provide three separate concrete pads as test sections, with each pad requiring 1 cubic yard of sample material.

Construct the test sections at a location as determined by the CO. In the event that the Park does not want the test panels to remain in place, remove and dispose of the test panels at no additional cost to the Government. Make each test section, and demonstrate concrete color and surface finish. Provide test sections with 3 lb, 4 lbs, and 5 lbs of color admixture per 94 lbs of cement, in accordance with the requirements of the color specifications.

Submit colored expansion joint fillers for approval, for expansion joints or prime joints. Ensure the CO approves the color of joint fillers in test sections prior to use in the Park. After the test sections have cured for at least seven days, fourteen days for evaluation and approval. Use the same amount of cement per cubic yard and the same proportions of aggregates and admixtures in the test sections as will be used in the final mixes. Contractor is responsible for stripping the forms and backfilling around the concrete test pads to make the area useable. The joint sealant shade selected will be used for all the concrete items listed above.

The shade selected will be used for all the concrete items listed above.

601.07 Acceptance. Add the following:

The concrete mixture’s density, air content, slump, temperature, and compressive strength will be evaluated under Subsections 106.02 and 106.04.

Measurement

601.08 Add the following:

Do not measure test sections /or color samples for payment.

Table 601-2

Sampling, Testing, and Acceptance Requirements

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Product

(Subsection)

Type of

Acceptance

(Subsection)

C h a ra ct er is ti c

Test Methods

Specifications

Sampling

Frequency

Point of

Sampling

Split

Sample

R ep o rt in g

T im e

R em a rk s

Source

Aggregate

(703.01

& 703.02)

Measured and tested for conformance

(106.04 & 105)

Quality Subsection

703.01 &

703.02

1 per material type

Source of material

Yes Before producing

Mix Design

Concrete

Composition

(601.03)

" All Subsection

601.03

1 per mix design

" If requested

Concrete(1)

Measured and tested for conformance

(106.04)

Density AASHTO

T 121

1 set per

30 yd3

(25 m3), but not less than 1 per day

Discharge stream at point of placing

No Upon completing tests

Air content AASHTO

T 152 or

AASHTO

T 196

" " No " −

Slump AASHTO

T 119

" " No " −

Temperature ASTM

C1064

" " No " −

Compressive strength(2)(3)

(28-day)

AASHTO

T 23 & T 22

1 set per

30 yd3

(25 m3), but not less than 1 per day

Discharge stream at point of placing

No 28 days

Deliver cylinders to the CO or designated laboratory for scheduled testing

(1) Sample according to AASHTO R 60, except composite samples are not required.

(2) Cast at least four compressive strength test cylinders for 6- by 12-inch (150- by 300-millimeter) specimens or six compressive strength cylinders for 4- by 8-inch (100- by 200-millimeter) and carefully transport the cylinders to the job site curing facility.

(3) A single compressive strength test result is the average result from two 6- by 12-inch (150- by 300-millimeter) or three 4- by 8-inch (100- by 200-millimeter) cylinders cast from the same load.

(4) If the point of placement is different from the point of discharge, correlate the discharge tests with the placement tests to document the changes.

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Section 602. — CULVERTS AND DRAINS

602.03 General. Add the following:

Do not leave the culvert trench areas of roadway, from which the existing asphalt surface has been removed, unpaved for more than 14 days. Place a temporary 2 inch lift of Cold Asphalt

Mix within 14 days unless the CO approves a longer period. Remove temporary Cold Asphalt

Mix immediately prior to placing the Hot Asphalt Concrete Pavement.

Place bedding material between culverts and existing utilities where the clearance between the utility and the culvert is 6 inches or less.

Remove abandoned utilities where they are in conflict with culvert installation and lining operations. Confirm that the utility is abandoned prior to cutting and removal by contacting the

Parks water utility representatives identified in Subsection 107.02. Cap the exposed ends of all abandoned utilities that are cut out and removed.

Use polymer coated (polymeric coated) pipe for all new pipe culverts, pipe extensions, replaced pipe sections, and new pipe end sections. Apply bituminous coating on all new metal grate surfaces. If an existing pipe is not requiring any repair or removal, but exterior of the pipe is exposed galvanized material, then cover the outside of the exposed culvert sections and the inside of the culverts with bituminous coatings for a distance of 6 feet.

Remove the top 6 inches of native soil from the surface of areas to be prepared for new end sections and placed riprap. Stockpile the native material within the limits of construction and protect from erosion. Place the stockpiled material over the riprap once placed.

602.09 Add the following:

Do not measure Cold Asphalt Mix, or cutting and capping abandoned utilities for payment.

Do not measure the bituminous coating of existing exposed metal pipes and pipe end section surfaces for payment.

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Section 604. — MANHOLES, INLETS, AND CATCH BASINS

604.01 Add the following:

Most of the items under this section may be precast or cast in place at the contractor’s option.

604.03 General. Add the following:

Color all concrete for inlets, scuppers, and trench drains according to Section 601.

Bituminous coat grates and all exposed metal surfaces on the inside and outside of the inlet structures.

604.10 Add the following:

Do not measure coping stone used around inlets for payment.

Measure all items as single items, complete, including all labor, materials, and equipment to locate the structure and complete the installation as shown on the project plans. These items include but not be limited to all necessary survey, excavation, backfill, concrete, reinforcing steel, structural steel, dowels, epoxy, grout, grates, rings, covers, and disposal of debris or materials to complete the installation.

Items incidental to the inlet structures include the concrete approach aprons adjacent to the inlet grates.

Section 605. — UNDERDRAINS, SHEET DRAINS, AND PAVEMENT

EDGE DRAINS

605.01 Add the following:

This work also consists of furnishing and installing drainage chases within curbed sidewalk sections.

Material

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605.02 Add the following:

Steel structural plate structures 707.05

Structural steel 717.01

Add the following:

605.06A Placing Steel Plated Drainage Chase.

Construct drainage chases through concrete and stone curbed sidewalk sections in accordance with Sections 601, 603, and the project plans.

Add reinforcing fibers and coloring agent to the concrete in accordance with Section 601.

605.08 Add the following:

Measure drainage chase by the linear foot along the centerline of the channel, perpendicular to the finished curb of the sidewalk/roadway. Include all concrete and steel elements shown on the project plans.

Section 607. — CLEANING, RELAYING, AND REPAIRING EXISTING

DRAINAGE STRUCTURES

607.01 Delete the first sentence and substitute the following:

This work consists of cleaning and repairing existing pipe culverts and appurtenant structures, and regrading of existing inlet and outlet swales or channels at culverts.

Add the following Subsection:

607.01A Conform to the following Subsections:

Stone Masonry 620.00

Concrete Mortar / Patch 502.05

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607.02 Cleaning Culverts in Place. Add the following:

Remove and dispose of all vegetation and earthen/rock material blocking or impeding the ends of the culverts to provide unobstructed flow as identified on the Project plans. This includes removal of trees and shrubs within 10-ft of the inlet or outlet. Obtain approval from the CO prior to removing any trees outside the clearing limits that are larger than 10-inches BHD. Remove any trees that have fallen within 10-ft of the inlet or outlet, regardless of size.

Regrade inlet and outlet channels at culverts to provide positive drainage and make the culvert functional. Reshape inlet grading to direct flow into the culvert entrance. Remove all rock, leaves, and other debris. Regrade outlet channels for 10 feet past the end of the culvert, then transition the grading to match the existing channel. Spread excess soil evenly adjacent to the channel.

607.04 Repairing Drainage Structures. Add the following:

(a) Repairing Stone Masonry Head and Wing Walls. Repair stone masonry head and wing walls as per Section 620. Limits of repair are as directed by CO. Follow Section 620 for stone masonry repair.

(b) Regrading Inlet and Outlet Channels. Re-grade inlet and outlet channels at culverts…