200ROCK BASE

200-1Description

Construct a base composed of base rock. Do not use recycled concrete aggregate (RCA) base on interstate roadways .

200-2Materials

200-2.1General: Meet the requirements of Section 911for the particular type of base to

be constructed. The Contractor may use more than one source of base rock on a single Contract provided that a single source is used throughout the entire width and depth of a section of base. Obtain approval from the Engineer before placing material from more than one source. Place material to ensure total thickness single source integrity at any station location of the base. Intermittent placement or “blending” of sources is not permitted. Base rock may be referred to hereinafter as “rock”. The reuse of existing base may be considered provided it meets the requirements of this Section. Submit as a Cost Savings Initiative Proposal in accordance with Section 4.

200-2.2Existing Rock: Meet the following requirements for use of existing rock on the

same project:

any existing rock from the roadway.

following:

rock will be kept separate from other approved stockpiles. Excavation methods that may result in damage to the rock rendering it unfit to be used as base will not be approved.

sampling and testing.

Materials Office.

exceed 1,000 cubic yards.

Once the stockpile has been sampled, do not add any additional material to the stockpile. Determine compliance with 200 -2.1, with the exception of carbonate contents. Reject any stockpile if the Limerock Bearing Ratio (LBR) is less than 100. Engineer will sample and test the preliminary stockpile to verify compliance with this Section.

the Contractor in writing of the approved status of the preliminary stockpile based on the analysis of test data performed by the District Materials Office. 219 FY 2023-24 Return to Table of Contents

stockpiles not exceeding 1,000 cubic yards. Ensure the rock meets the requirements of this Section by sampling and testing each new stockpile at a minimum frequency of one sample per 400 cubic yards. On ce a stockpile has been sampled, do not add additional material to that stockpile. The District Materials Office may also perform sampling and testing. Materials will be accepted if test results meet the requirements of this Section.

requirements of the Section and no individual LBR test is less than 120, the sampling and testing frequency may be reduced to a minimum frequency of one sample per 800 cubic yards for each stockpile. Notif y the Engineer in writing prior to reducing testing frequency. If any QC LBR test result falls below 120 or a stockpile is rejected, revert to original sampling frequency of one sample per 400 cubic yards.

conditions not addressed in the “Plan” are encountered, or if production varies from the approved “Plan”.

200-3Equipment

Use mechanical rock spreaders, equipped with a device that strikes off the rock uniformly to laying thickness, capable of producing even distribution. For crossovers, intersections and ramp areas; roadway widths of 20 feet or less; the main roadway area when forms are used and any other areas where the use of a mechanical spreader is not practicable; the Cont ractor may spread the rock using bulldozers or blade graders.

200-4Transporting Rock

Transport the rock to its point of use, over rock previously placed, if practicable, and dump it on the end of the preceding spread. Hauling and dumping on the subgrade will be permitted only when, in the Engineer’s opinion, these operations will not be detrimental to the subgrade.

200-5Spreading Rock

200-5.1Method of Spreading: Spread the rock uniformly. Remove all segregated areas

of fine or coarse rock and replace them with properly graded rock.

200-5.2Number of Courses: When the specified compacted thickness of the base is

greater than 6 inches, construct the base in multiple courses of equal thickness. Individual courses shall not be less than 3 inches. The thi ckness of the first course may be increased to bear the weight of the construction equipment without disturbing the subgrade. If, through field tests, the Contractor can demonstrate that the compaction equipment can achieve density for the full depth of a thicker lift, and if approved by the Engineer, the base may be constructed in successive courses of not more than 8 inches compacted thickness. The Engineer will base approval on results of a test section constructed using the Contractor’s specified compaction effort. Notify the Engineer prior to beginning construction of a test section. Construct a test section of the length of one LOT. Perform f ive QC density tests at random locations within the test section. At each test site, test the bottom 6 inches in addition to the entire course thickness. All QC tests and a Department Verification test must meet the density required by 200 -7.2.1. Identify the test section with the compaction effort and thickness in the Earthwork Records System (ERS) portion of the Department’s database. Remove the 220 FY 2023-24 Return to Table of Contents

materials above the bottom 6 inches, at no expense to the Department. The minimum density required on the thicker lift will be the average of the five results obtained on the thick lift in the passing test section. Maintain the exposed surface as close to “undisturbed” as possible; no further compaction will be permitted during the test preparation. If unable to ac hieve the required density, remove and replace or repair the test section to comply with the specifications at no additional expense to the Department. The Contractor may elect to place material in 6 inches compacted thickness at any time. Once approved, a change in the source of base material will require the construction of a new test section. Do not change the compaction effort once the test section is approved. The Engineer will periodically verify the density of the bottom 6 inches during thick lift operations. The Engineer may terminate the use of thick lift construction and instruct the Contractor to revert to the 6 inches maximum lift thickness if the Contractor fails to achieve satisfactory results or meet applicable specifications.

200-5.3Rock Base for Shoulder Pavement: Unless otherwise permitted, complete all

rock base shoulder construction at any particular location before placing the final course of pavement on the traveled roadway. When dumping material for the construction of a rock base on the shoulders, do not allow material capable of scarring or contaminating the pavement surface on the adjacent pavement. Immediately sweep off any rock material that is deposited on the surface course.

200-6Compacting and Finishing Base

200-6.1General: Construct mainline pavement lanes, turn lanes, ramps, parking lots,

concrete box culverts and retaining wall systems meeting the requirements of 120 -8.1, except replace “embankment” with “ base”. Construct shoulder -only areas, shared use paths, and s idewalks. Meet the requirements of 120 -8.1 except replace “ embankment” with “ base” meeting the acceptance criteria of 200 -7.2. Shoulders compacted separately shall be considered separate LOTs. 200-6.1.1 Single Course Base: After spreading, scarify the en tire surface, then shape the base to produce the required grade and cross slope, free of scabs and laminations, after compaction. 200-6.1.2 Multiple Course Base: Clean the first course of foreign material, then blade and bring it to a surface cross slope approximately parallel to the finished base. Before spreading any material for the upper courses, allow the Engineer to make density tests for the lower courses t o determine that the required compaction has been obtained. After spreading the material for the top course, scarify finish and shape its surface to produce the required grade and cross slope, free of scabs and laminations, after compaction.

200-6.2Moisture Content: When the material does not have the proper moisture content

to ensure the required density, wet or dry it as required. When adding water, uniformly mix it in to the full depth of the course that is being compacted. During wetting or drying operations, manipulate, as a unit, the entire width and depth of the course that is being compacted.

200-6.3Thickness Requirements: Within the entire limits of the length and width of the

finished base, meet the specified plan thickness in acco rdance with the requirements of 200 - 7.3.1.2.

200-6.4Correction of Defects :

200-6.4.1 Contamination of Base Material: If, at any time, the subgrade material becomes mixed with the base course material, dig out and remove the mixture, and 221 FY 2023-24 Return to Table of Contents

reshape and com pact the subgrade. Then replace the materials removed with clean base material, and shape and compact as specified above. Perform this work at no expense to the Department. 200-6.4.2 Cracks and Checks: If cracks or checks appear in the base, either before or after priming, which, in the opinion of the Engineer, would impair the structural efficiency of the base, remove the cracks or checks by rescarifying, reshaping, adding base material where necessary, and recompacting.

200-6.5Compaction of WideningS trips: Where base construction consists of widening

strips and the trench width is not sufficient to permit use of standard base compaction equipment, compact the base using vibratory compactors, trench rollers or other special equipment which will achieve the density requirements specified herein. When multiple course base construction is required, compact each course prior to spreading material for the overlaying course.

200-7Acceptance Program

200-7.1General Requirements: Meet the requirements of 1 20-10, except exclude the

requirements of 120 -10.1.4.3, 120-10.3.1, 120-10.4.3, and 120 -10.4.4. Use 200-7.3.1.1 instead of 120-10.1.4.1, 200 -7.2 instead of 120 -10.2, and 200-7.4.1 instead of 120 -10.4.1.

200-7.2Acceptance Criteria:

200-7.2.1 Density: Within the entire limits of the width and depth of the base, obtain a minimum density in any LOT of 98% of modified Proctor maximum density as determined by FM 1-T180 or the Pit Proctor when using the Pit Proctor option. For shoulder only areas and shared use paths, obtain a minimum density of 95% of the modified Proctor maximum density as determined by FM 1-T180 or the Pit Proctor when using the Pit Proctor option. 200-7.2.2 Frequency: Conduct QC sampling and testing at a minimum frequency listed in the table below. The Engineer will perform Verification sampling and tests at a minimum frequency listed in the table below.

Table 200-1

Mainline Pavement Lanes, Turn Lanes, Ramps, Parking Lots, Concrete Box Culverts and

Retaining Wall Systems

Test Name Quality Control Verification

Modified Proctor

Maximum Density

One per eight consecutive

LOTs One per 16 consecutive LOTs

Density One per LOT One per four LOTs

Roadway Surface and Cross

Slope One per LOT One per two LOTs

Roadway Thickness Three per LOT Witness 222FY 2023-24Return to Table of Contents

Table 200-2

Shoulder-Only, Shared Use Path and Sidewalk Construction

Test Name Quality Control Verification

Modified Proctor

Maximum Density One per two LOTs One per four LOTs

Density One per LOT One per two LOTs

Surface and Cross Slope One per LOT One per two LOTs

Thickness Three per 1000 consecutive feet Witness

200-7.2.3 Pit Proctor: In lieu of Modified Proctor Maximum Density testing at

the roadway, notify the Engineer in writing that the Contractor option to use the Pit Proctor

supplied by the Department will be used. The Modified Proctor maximum density frequency

requirements of 200-7.2.2 shall not apply. The Department will determine the Pit Proctor from

statistical analysis of the base rock Modified Proctor maximum density at Department approved

mines. For posting of Mines and Pit Proctors for each calendar quarter refer to the Pit Proctor

Quarterly report located at the following URL:

https://www.fdot.gov/materials/laboratory/geotechnical/aggregates/pitproctor/index.shtm. Use

the current posted Pit Proctor value in lieu of the Modified Proctor maximum density required by

200-7.2.1. Use the current posted Pit Proctor value for density acceptance during the quarter

corresponding to the posting. Notify the Engineer in writing if returning to the provisions of 200-

7.2 and 200-7.2.2 but do not re-elect to use the Pit Proctor until the start of the next calendar

quarter.

200-7.3Additional Requirements:

200-7.3.1 Quality Control Testing:

200-7.3.1.1 Modified Proctor Maximum Density Requirement: Collect

enough material to split and create three separate samples and retain two for the Engineer’s

Verification and Resolution testing until the Engineer accepts the 16 LOTs represented by the

samples.

200-7.3.1.2 Depth and Surface Testing Requirements: Notify the

Engineer a minimum of 24 hours before checking base depths and surface checking. Determine

test locations including Stations and Offsets, using the Random Number generator approved by

the Department. Do not perform depth and surface checks until the Engineer is present to

witness. Enter test results into the Department’s database. Perform thickness check on the

finished base or granular subbase component of a composite base. Provide traffic control,

coring/boring equipment, and an operator for the coring/boring equipment. Traffic control is to

be provided in accordance with the standard maintenance of traffic requirements of the Contract.

The thickness is considered deficient, if the measured depth is over

1/2 inch less than the specified thickness. Correct all deficient areas of the completed base by

scarifying and adding additional base material. As an exception, if authorized by the Department,

such areas may be left in place without correction and with no payment.

200-7.3.1.3 Surface & Thickness Reduced Testing Frequency: When

no Resolution testing is required for 12 consecutive verified LOTs, or if required, the QC test

data was upheld, reduce the QC surface and/or thickness checks to one half the minimum

requirements as stated in 200-7.2.2 (e.g., reduce frequency from ten per LOT to ten per two

LOTs) by identifying the substantiating tests and notifying the Engineer in writing prior to 223FY 2023-24Return to Table of Contents

starting reduced frequency of testing. If the Verification test fails, and QC test data is not upheld

by Resolution testing the QC testing will revert to the original frequency of 200-7.2.2. The

results of the Independent Verification testing will not affect the frequency of the QC testing. Do

not apply reduced testing frequency in construction of shoulder-only areas, shared use paths, and

sidewalks.

200-7.3.2 Department Verification Tests:

200-7.3.2.1 Maximum Density: The Engineer will randomly select one of

the remaining two split samples and test in accordance with FM 1-T180.

200-7.3.2.2 Thickness and Surface Testing Requirements: The

Department will witness the base depth and surface checks to ensure compliance with 200-

7.3.1.2. If the QC test results are not deficient as defined in 200-7.3.1.2, the LOT or 500-foot

section will be accepted. If the QC test results are deficient, resolve deficiencies in accordance

with 200-7.3.1.2. Repeat acceptance testing. Provide traffic control, coring/boring equipment,

and an operator for the coring/boring equipment.

200-7.4Verification Comparison Criteria and Resolution Procedures:

200-7.4.1 Modified Proctor Maximum Density: The Engineer will compare the

Verification test results of 200-7.3.2.1 to the corresponding QC test results. If the test result is

within 4.5 lb/ft of the QC test result, the LOTs will be verified. Otherwise, the Engineer will

collect the Resolution split sample corresponding to the Verification sample tested. The State

Materials Office or an AASHTO accredited laboratory designated by the State Materials Office

will perform Resolution testing. The material will be sampled and tested in accordance with

FM 1-T180.

The Engineer will compare the Resolution Test results with the QC test

results. If the Resolution Test result is within 4.5 lb/ft of the corresponding QC test result, the

Engineer will use the QC test results for material acceptance purposes for each corresponding set

of LOTs. If the Resolution test result is not within 4.5 lb/ft of the corresponding QC test, the

Engineer will collect the remaining Verification split sample for testing. Verification Test results

will be used for material acceptance purposes for the LOTs in question.

200-7.4.2 Pit Proctor: When using the Pit Proctor option, the Engineer will select

a random location to sample and test at the minimum frequency in the table below, to obtain an

Independent Verification (IV) maximum density as determined by FM 1-T180. The Engineer

will collect enough material to split and hold a sample for Resolution testing.

Table 120-3

Test Name

Mainline Pavement Lanes, Turn

Lanes, Ramps, Parking Lots,

Concrete Box Culverts and

Retaining Wall Systems

Shoulder-Only, Shared Use Path

and Sidewalk Construction

IV Modified Proctor

Maximum Density One per 16 consecutive LOTs One per 4 consecutive LOTs

The Engineer will compare the IV results with the Pit Proctor. If the IV

result is lower than or equal to the Pit Proctor plus 4.5 pcf, keep the option to use the Pit Proctor.

If the IV result is more than 4.5 pcf higher than the Pit Proctor the Engineer will test the

Resolution sample and compare the Resolution result with the Pit Proctor. If the Resolution 224FY 2023-24Return to Table of Contents

result is lower than or equal to the Pit Proctor plus 4.5 pcf, keep the option to use the Pit Proctor.

Otherwise return to the provisions of 200-7.2.2, 200-7.3.1.1, 200-7.3.2.1, and 200-7.4.1.

200-7.4.3 Density: When a Verification or Independent Verification density test

does not meet the requirements of 200-7.2.1 (Acceptance Criteria), retest at a site within a 5 feet

radius of the Verification test location and observe the following:

with the Verification or Independent Verification test, the Engineer will accept the LOTs in

question.

favorably with the Verification or Independent Verification test, rework and retest the material in

that LOT. The Engineer will re-verify the LOTs in question.

not compare favorably, complete a new equipment-comparison analysis as defined in 120-10.1.1.

Once acceptable comparison is achieved, retest the LOTs. The Engineer will perform new

verification testing. Acceptance testing will not begin on a new LOT until the Contractor has a

gauge that meets the comparison requirements.

200-7.4.4 Surface Testing Requirements: Resolve deficiencies in accordance

with 200-7.3.1.2.

200-7.5Cross Slope: Construct base surface with cross slopes in compliance with the

requirements of the Contract Documents. Furnish a level with a minimum length of 4 feet with a

digital slope measuring device approved by the Engineer for the control of cross slope. Make this

level or measuring device available at the jobsite at all times during base construction operations.

200-7.5.1 Quality Control Requirements: Measure the cross slope of the base

surface by placing the measuring device perpendicular to the roadway centerline. Report the

cross slope to the nearest 0.1%. Record all the measurements and submit to the Engineer for

documentation. Measure the cross slope at a minimum frequency of one measurement per lot to

ensure the cross slope is uniform and in compliance with the design cross slope. When the

difference between the measured cross slope and the design cross slope exceeds ±0.2% for travel

lanes (including turn lanes) or ±0.5% for shoulders, make all corrections in accordance with 200-

7.5.3 to bring the cross slope into the acceptable range.

200-7.5.2 Verification: The Engineer will verify the Contractor’s cross slope

measurements by randomly taking one measurement every two lots. If the average cross slope of

the ten random measurements varies more than the allowable tolerance from the design cross

slope (±0.2% for travel lanes (including turn lanes) and ±0.5% for shoulders), make corrections

in accordance with 200-7.5.3 to bring the cross slope into the acceptable range. A recheck of the

cross slope will be made following any corrections or additional work performed on the base

surface. This process will be repeated until the base cross slope meets the requirements of this

specification.

The Engineer may waive the corrections specified above (at no reduction in

payment) if:

ride quality, traffic safety and surface drainage characteristics of the pavement and;

is low at no additional cost to the Department greater than the 10% allowed in Sections 234, 334,

337, and 339. 225FY 2023-24Return to Table of Contents

For intersections, tapers, crossovers, transitions at beginning and end of project

and similar areas, adjust the cross slope to match the actual site conditions or as directed by the

Engineer.

200-7.5.3 Cross Slope Corrections: Correct all cross slopes out of tolerance per

200-7.5.1 and 200-7.5.2 in accordance with 200-7.3.1.2.

200-7.5.4 Elevation Data Collection: Within curb and gutter areas and in

widening areas, measure and record elevation of finished surface of base course every 500 feet

by measuring elevation of base adjacent to curb and gutter, as well as at each lane edge location.

Provide the elevation measurements to the Engineer.

200-8Priming and Maintaining

200-8.1Priming: Apply the prime coat only when the base meets the specified density

requirements and when the moisture content in the top half of the base does not exceed the

optimum moisture of the base material. At the time of priming, ensure that the base is firm,

unyielding and in such condition that no undue distortion will occur. Ensure the prime coat

adheres to the base course.

200-8.2Maintaining: Maintain the true crown and template, with no rutting or other

distortion, while applying the surface course.

200-9Calculations for Average Thickness of Base

For bases that are not mixed in place, the Engineer will determine the average thickness

from the measurements specified in 200-10.1, calculated as follows:

thickness shown on the typical section in the Plans, it will be considered as the design thickness

plus 1/2 inch.

unit.

calculations.

the underlying materials, the thickness of the base used in the measurement will be the design

thickness.

200-10Method of Measurement

200-10.1General: The quantity to be paid for will be the plan quantity, adjusted as

specified below.

200-10.2Authorized Normal Thickness Base: The surface area of authorized normal

thickness base to be adjusted will be the plan quantity as specified above, omitting any areas not

allowed for payment under the provisions of 200-6.3 and omitting areas which are to be included

for payment under 200-10.3. The adjustment shall be made by adding or deducting, as

appropriate, the area of base represented by the difference between the calculated average

thickness, determined as provided in 200-9, and the specified normal thickness, converted to

equivalent square yards of normal thickness base.

200-10.3Authorized Variable Thickness Base: Where the base is constructed to a

compacted thickness other than the normal thickness as shown on the typical section in the Plans,

as specified in the Plans or ordered by the Engineer for providing additional depths at culverts or

bridges, or for providing transitions to connecting pavements, the volume of such authorized 226FY 2023-24Return to Table of Contents

variable thickness compacted base will be calculated from authorized lines and grades, or by

other methods selected by the Engineer, converted to equivalent square yards of normal

thickness base for payment.

200-11Basis of Payment

Price and payment will be full compensation for all the work specified in this Section,

including dust abatement, correcting all defective surface and deficient thickness, removing

cracks and checks as provided in 200-6.4.2, the prime coat application as directed in 300-8, and

the additional rock required for crack elimination.

Payment shall be made under:

Item No. 285- 7- Optional Base - per square yard. 227FY 2023-24Return to Table of Contents GRADED AGGREGATE BASE

204-1Description

Construct a base course composed of graded aggregate.

204-2Materials

Use graded aggregate material, produced from Department approved sources, which yields a satisfactory mixture meeting all the requirements of these Specifications after it has been crushed and processed as a part of the mining operations. The Contractor may furnish the material in two sizes of such gradation that, when combined in a central mix plant pugmill, the resultant mixtu re meets the required specifications. Use graded aggregate base material of uniform quality throughout, substantially free from vegetable matter, shale, lumps and clay balls, and having a Limerock Bearing Ratio value of not less than 100. Use material ret ained on the No. 10 sieve composed of aggregate meeting the following requirements: Soundness Loss, Sodium, Sulfate: AASHTO T104 ...... 15% Percent Wear: AASHTO T 96 (Grading A) Group 1 Aggregates ................................ ....................... 45% Group 2 Aggregates ................................ ....................... 65% Group 1: This group of aggregates is composed of limestone, marble, or dolomite. Group 2: This group of aggregates is composed of granite, gneiss, or quartzite. Use graded aggregate base material meeting the following gradation:

Table 204-1 Sieve Size Percent by Weight Passing 2 inch 100 1-1/2 inch 95 to 100 3/4 inch 65 to 90 3/8 inch 45 to 75 No. 4 35 to 60 No. 10 25 to 45 No. 50 5 to 25 No. 200 0 to 10

For Group 1 aggregates, ensure that the fraction passing the No. 40 sieve has a Plasticity Index (AASHTO T 90) of not more than 4.0 and a Liquid Limit (AASHTO T 89) of not more than 25, and contains not more than 67% of the weight passing the No. 200 sieve. For Group 2 aggregates, ensure that the material passing the No. 10 sieve has a sand equivalen t (AASHTO T 176) value of not less than 28. The Contractor may use graded aggregate of either Group 1 or Group 2, but only use one group on any Contract. (Graded aggregate may be referred to hereinafter as “aggregate”.) 228 FY 2023-24 Return to Table of Contents