Changes to the 2014 version of Part V of the Construction Manual

Table of Contents

Section Change

Reinstated KT-61: Raveling Test on Recycled Asphalt Specimens

Reinstated KT-69: Relative Density

Added KT-81: Sampling Cold Plastic Pavement Marking, Patterned Cold Plastic Pavement Marking Tape and High

Durability Pavement Marking Tape

Added KT-82: Determination of Excessive Moisture in Concrete Surfaces

Added KT-83 Strand Bond in Prestressed Concrete Memebers

Added KT-84: Sampling Nuts, Bolts and Washers

Section Change

Table 2

Gyratory Compactor KT-58 6 12 (6 for large Pine Models AFGC125X)

Section Change

Table 1 Test Thermometers – KT-17, KT-22 & AASHTO T 231 KT-73

Compression Testing Machine – KT-22, KT-23 & AASHTO T 22 , KT-49 & KT-76

Capping Material – AASHTO T 231 KT-77

This document is intended as a guide to the changes that occurred between the 2014 to the 2015 versions of Part V of the Kansas Department of Transportation

Construction Manual. Use this guide in conjunction with the published manual for context. This document may not reflect all changes that occurred. Refer to the official

published version.

5.2.7.1. HMA: CONTRACTOR’S QUALITY CONTROL PLAN

5.2.7.4 CONCRETE: CONTRACTOR’S QUALITY CONTROL PLAN

Section Change

TABLE OF

CALIBRATION/VERIFICATION DATES

Test Thermometers – KT-17, KT-22 & AASHTO T 231 KT-73

Compression Testing Machine – KT-22, KT-23 & AASHTO T 22 , KT-49 & KT-76

Capping Material – AASHTO T 231 KT-77

Section Change

Table 1 Capping Material – AASHTO T 231 KT-77

Section Change

TABLE OF

CALIBRATION/VERIFICATION DATES

Capping Material – AASHTO T 231 KT-77

5.3.1. CONCRETE MIX DESIGN

Section Change

1.

the various components of the mix, i.e.: the absolute volumes of cementitious (plain, blended or fly ash modified),

aggregate, water and air in one cubic yard of concrete.

2.1.3.

Note Since the quantities of cementitious, water and air are limited by specifications,

3.1.

3.1. Secure one or more copies of KDOT Form No. 694, WORK SHEET ‑ CONCRETE MIX DESIGN. (See

Example.)

3.2. Complete Part I of the form. This includes the class of concrete, the aggregate designation, the water‑cement ratio,

5.2.7.5 EXAMPLE OF A LABORATORY QUALITY MANUAL FOR CONCRETE

5.2.7.8. CEMENT TREATED BASE: CONTRACTOR’S QUALITY CONTROL PLAN

5.2.7.8.1. EXAMPLE OF A LABORATORY QUALITY MANUAL FOR CEMENT TREATED BASE

When designing concrete mixes composed of sweetened mixed aggregate, the percentage of each aggregate may be

determined by specification requirements, or the contractor may elect to use certain aggregate combinations to produce

the required gradation.

When designing a "coarse‑fine" mix, equal parts of coarse aggregate and fine aggregate are normally used. This portion

has proven to be satisfactory and should be changed only to improve the characteristics of the mix and not as a

convenience to the producer or contractor. Deviation from these proportions shall not be made without prior approval

from the District Materials Engineer.

3.3.

Complete Part II of the form by calculating the volume, in cubic feet, occupied by the cementitious materials, water and

air in a cubic yard of the mixture.

NOTE: If the specific gravity of Type II cement is not known, a value of 3.20 will be assumed. For Type I cement use a

value of 3.15.

At the option of the contractor, fly ash from an approved source and meeting the specified requirements may be used as a

partial replacement for Portland Cement. Calculations for fly ash substitution are to be made on the back of KDOT

Form No. 694.

Complete the last page to determine the combined aggregate gradation. Include the percent retained for each sieve and

the cumulative percent retained as determined in accordance with KT-2.

Calculate the gradation parameters of the mixture.

Pg 3-5 New mix design form

Pg 6 New CMS screenshot

5.3.4. MIX DESIGN PROCEDURES FOR CIR (COLD-IN-PLACE RECYCLING) MATERIAL

Section Change

1.9. KTMR-37 to KT-60

1.10. KTMR-38 to KT-61

Table A1 KTMR-37 to KT-60

KTMR-38 to KT-61

5.5 REQUIRED SAMPLE SIZES

Section Change

2.9.2. Durable One 36” (915 mm) piece (all widths). One 36” (900 mm) for materials less than 12” (300 mm) in width. One 24” (600

mm) piece for materials of 12” (300 mm) and greater in width.

2.9.2. Cold Plastic One 36” (900 mm) piece (4” [100 mm], 6” [150 mm], 8” [200 mm] widths).for materials less than 12” (300 mm) in

width. One 24” (600 mm) piece for materials of 12” (300 mm) and greater in width.

2.9.2. Delete entry for Durable and Temporary Pavement Marking Tape

Add Patterned Cold Plastic and High Durability

2.13.2.

Note

Note: For the fasteners of Section 32.13.2 (above), the number of specimens listed are per each individual lot as and

identified by the individual bolt length, diameter, and head marking (strength and type); or nut marking.

5.9.02 SIEVE ANALYSIS OF AGGREGATE (Kansas Test Method KT-2)

Section Change

5.2.

NOTE: For lightweight aggregate cover material: Dry-screen lightweight aggregate cover material according to

KT-4 instead of washing. Remove and discard all deleterious material from the sample including clay lumps

retained on the No.4 (4.75 mm) sieve before the mass of the sample after dry-screening is determined.

6.6 determined by that method to the mass passing the No. 200 (75 μm) sieve by dry sieving of the same sample in this

method.

7.3.x Renumber Sect. 7.3 to 7.2.xx

5.9.06 SPECIFIC GRAVITY AND ABSORPTION OF AGGREGATES (Kansas Test Method KT-6)

Section Change

Footnote 4

Pg. 4 AASHTO T 84 Section 6 7.2.1 uses the cone test

4.2.1.The portion selected should be of sufficient size to yield a sample weighing approximately 1,000 g all of

which passes the No. 4 (4.75 mm) sieve and retained on the No. 100 (150 µm) sieve.

New Scet.

4.2.2.2.54.2.2.2.5. Determine the mass of the empty flask. Record the value as “F”.

4.2.2.3.

Immediately split out and weigh a sample of the saturated surface-dry material weighing not less than 500 g.

Record this value as “B”. Place the sample in the flask.

4.2.2.8. Weigh the flask and its contents to the nearest 0.1 g. Record the value as “K”.

4.2.2.10. Cool the sample to room temperature and weigh. Record the value as “A”.

4.2.2.11 Cool the sample to room temperature and weigh. Record the value as “A”.

5.9.13 FIELD DENSITY TESTS OF SOILS, TREATED BASE COURSES AND WATER BOUND BASE COURSES (Kansas Test Method KT-13)

Section Change

2.7 AASHTO T 191; Density of Soil In-Place by the Sand-Cone Method (DELETED)

5.9.14 (5.16.14) MARSHALL TESTS OF BITUMINOUS MIXES (Kansas Test Method KT-14)

Section Change

Pg. 6

Foot note

[1] The aging process reflects information found in the proposed AASHTO PP2, Short and Long Term Aging of

Bituminous Mixes R30-02 Standard Practice for Mixture Conditioning of Hot-Mix Asphalt (HMA).

5.9.18 AIR CONTENT OF FRESHLY MIXED CONCRETE BY THE PRESSURE METHOD(Kansas Test Method KT-18)

Section Change

8. Remove Section 8, Yield Cement Factor

9. Renumber Section to 8.

5.9.23 FLEXURAL STRENGTH OF CONCRETE (THIRD-POINT LOADING METHOD) (Kansas Test Method KT-23)

Section Change

New 4.2.

4.2. Draw lines on the beam at 6” intervals equally spaced from the end of the beam representing the support and load

applying block locations. Use these marks when installing the beam in the test fixture.

5.4.2. 5.4.2. If the fracture occurs at a capped section, include the cap thickness in the measurement

5.9.25 SAMPLING AND SPLITTING PLANT MIXED ASPHALT MIXTURES (Kansas Test Method KT-25)

Section Change

2.1. AASHTO T 168; Sampling Asphalt Paving Mixtures Standard Method of Test for Sampling Bituminous Paving

Mixtures

6.1.1. The beams specimens shall be cast

1.1.3. The beams specimens shall be cast

Section Change

6.2.3.

With cores from pavements placed over open-graded aggregate bases the foregoing provisions frequently cannot be met

because of the great number of projections or voids on the bottom surface.

8.2.

8.2. Measurement - Prior to testing, measure the length of the capped specimen to the nearest 0.01 inch (0.25 mm) and

use this length to compute the length-diameter ratio. Take three caliper measurements at 120 degree intervals along the

circumference of the circle to determine the average length.Prior to testing, measure the length of the capped specimen to

the nearest 0.01 inch (0.25 mm) and use this length to compute the length-diameter ratio. Determine the average

diameter

11.1.5. Compressive strength (corrected) calculated to the nearest 10 psi (0.01 MPa).

5.9.51 FIELD DENSITY AND MOISTURE TESTS OF SOILS BY NUCLEAR GAUGE (Kansas Test Method KT-51)

Section Change

4.2. A Determination* by the nuclear method is to be compared with moisture quantities described under KT-11, Section 4.1.

0., CONSTANT WEIGHT MASS METHOD

5.1. KT-11, Section 6 9. GAS PRESSURE “SPEEDY” METHOD TEST PROCEDURE FOR SPEEDY METHOD can

be used if the Speedy was calibrated

Section Change

5.9.49 METHOD FOR OBTAINING AND TESTING DRILLED CORES FROM PCCP AND PRECAST GIRDERS (Kansas Test Method KT-49)

5.9.55 PLASTIC FINES IN COMBINED AGGREGATES BY USE OF THE SAND EQUIVALENT TEST (Kansas Test Method KT-55)

5.9.44 METHOD OF TESTING THE STRENGTH OF PORTLAND CEMENT CONCRETE USING THE MATURITY METHOD (Kansas Test Method KT-

44)

3.1 described in AASHTO T 176, Section 2.1 4.1.

3.5 A mechanical shaker as described in AASHTO T 176, Section 2.5 4.6.

Pg. 3 Note 1 AASHTO T 176 Section 58.4.2. and 58.4.3 provides alternative means of the sample; the Manual and Hand Method.

Pg. 3 Note 1 In removing the Manual and Hand Method, AASHTO T 176, 8. OPERATOR QUALIFICATIONS is not necessary

and not included within KT-55.

3.7. Working calcium chloride solution: Prepare the working calcium chloride by diluting 3 + 0.2oz (85 + 5 mL) one

measuring tin full of the stock calcium chloride solution to 1 gal (3.78 L) with water.

5.3. Prepare the desired number of two test samples using the following method.

6.1. For each test sample: Siphon 4 + 0.1 in

7.3.

If it is desired to average a series of sand equivalent values, Average the whole number values determined as described

above.

8.1. Record and report to the nearest whole number.

5.9.56 RESISTANCE OF COMPACTED ASPHALT MIXTURE TO MOISTURE INDUCED DAMAGE (Kansas Test Method KT-56)

Section Change

3.7. Freezer maintained at 0 + 10°F (-18 + 5°C).

7.3.5. place the plastic bag containing the specimens in a freezer at 0 + 10°F (-18 + 5°C)

Pg. 2 Note 1 AASHTO T 283 Section 6.34 requires the material to be cured in an oven at 60°C for 16 hours prior to curing

Section Change

7. Title 7. MIXING AND COMPACTION PROCEDURE

7. Added language describing incorporation of recycled materials

5.9.59 FLAT AND ELONGATED PARTICLES IN COARSE MATERIAL TEST (Kansas Test Method KT-59)

Section Change

Table pp 4 Added identifiers for variables "e" and "f"

Section Change

Reinstated KT-60

5.9.61 RAVELING TEST ON RECYCLED ASPHALT SPECIMENS (Kansas Test Method KT-61)

Section Change

Reinstated KT-61

Section Change

2.2 Typo correction: tape

5.9.69 Relative Density (Kansas Test Method KT-69)

5.9.60 INDIRECT TENSILE TEST (Kansas Test Method KT-60)

5.9.66 SAMPLING EPOXY PAVEMENT MARKING (Kansas Test Method KT-66)

5.9.58 METHOD FOR PREPARING AND DETERMINING THE DENSITY OF HOT MIX ASPHALT (HMA) SPECIMENS BY MEANS OF THE

SUPERPAVE GYRATORY COMPACTOR (Kansas Test Method KT-58)

Section Change

New Reinstated KT-69

5.9.73 DENSITY, ABSORPTION AND VOIDS IN HARDENED CONCRETE(Kansas Test Method KT-73)

Section Change

5.

Testing is usually scheduled so that the boiling of the samples takes place when the samples are between 27 and 29 days

of age. Other timeframes may be required in the contract documents.

6.1. = Density of water

New Section 7. 7. REPORT

7.1. Record absorptions to the nearest 0.01 %.

7.2. Record densities to the nearest 0.01 g/cm3.

7.3. Record the volume of permeable pore space (voids) to the nearest 0.01 % and report to the nearest 0.1%.

5.9.79 Surface Resistivity Indication of Concrete’s Ability to Resist Chloride Ion Penetration (Kansas Test Method KT-79)

Section Change

6.

Note:

Testing is scheduled at 28 days. However, as this is a nondestructive test and is likely to be run on samples cast for

other testing purposes, resistivity testing shall occur as close to 28 days as possible before the sample is altered in any

way for a different test; i.e., resistivity testing will occur on day 27 or 28 before the samples are tested for strength, KT-

76. The samples are to be tested no earlier than 27 days, or no later than 32 days of age. Therefore, samples tested for

KT-73 cannot be used for surface resistivity testing. Samples used for KT-73 cannot be used for KT-79 due to timing of

the tests.

5.1.

Note provided that the samples are still processed according to 5.1.

6.4.

. Randomly assign one of the marks as 0°, then rotate either clockwise or counterclockwise the sample and

assign the next mark 90°, and so on.

7.3. If specimens were cured in a moist room, multiply set average by 1.0.

Section Change

New Section

5.9.82 Determination of Excessive Moisture in Concrete Surfaces (Kansas Test Method KT-82)

Section Change

New Section

5.9.83 STRAND BOND IN PRESTRESSED CONCRETE MEMBERS (Kansas Test Method KT-83)

Section Change

New Section

5.9.84 SAMPLING NUTS, BOLTS AND WASHERS (Kansas Test Method KT-84)

Section Change

New Section

5.9.81 Sampling Cold Plastic Pavement Marking, Patterned Cold Plastic Pavement Marking Tape and High Durability Pavement Marking Tape (Kansas Test

Appendix A

Section Change

Division 200

SPECIAL FILL

Sec. 209

Field Density Tests (0.1 lb/ft3 [1 kg/m3] or

0.1% of optimum density)

KT-13 or KT-51 ACI

1 per lift per 300 feet (100 meters) of wall or once daily

MECHANICALLY STABILIZED EARTH

FILL

Sec. 214

Field Density Tests (0.1 lb/ft3 [1 kg/m3] or

0.1% of optimum density)

KT-13 or KT-51 ACI

1 per lift per 300 feet (100 meters) of wall or once daily

DIVISION 300

LIME TREATED SUBGRADE

Sec. 302, 2000 & 2400

Percent Solids of Lime Slurry

(WPG 0.01 g, Slurry Solids 0.1%) See Appendix B.1 per day or batch, whichever is greater.

Field Density Tests

(0.1 lb/ft3 [1 kg/m3] or 0.1% of optimum

density)

KT-13 or KT-51 ACI

1 per 500 feet (150 meters)

CEMENT OR FLY ASH TREATED

SUBGRADE

Sec. 303, 2000, & 2400

Field Density Tests

(0.1 lb/ft3 [1 kg/m3] or 0.1% of optimum

density)

KT-13 or KT-51 ACI

1 per 500 feet (150 meters)

Div. 400 PORTLAND CEMENT CONCRETE STRUCTURES AND MISCELLANEOUS CONSTRUCTION (continued)

Sec. 401, 703 and 717

DIV. 400

PORTLAND CEMENT CONCRETE

STRUCTURES AND MISCELLANEOUS

CONSTRUCTION

Sec. 401 and 717

Permeability Permeability

(0.01%, KT-73 or 10 coulomb, AASHTO T 277 or nearest 0.1 kΩ-cm, KT-79)

KT-73 or

AASHTO T 277 or KT-79

Code: l

Cylinders Cylinders

(1 lbf [1 N], 0.1 in [1 mm], 1 psi [0.01 MPa])

Resistivity to the nearest 0.1 kΩ-cm.

KT-22 and

KT-76 and

KT-79

Divison 400 Remove Low Cracking High Performance Concrete Structures

Permeability

Code: l

Removed line for KT-3

VERIFICATION SAMPLES & TESTS

(Note f)

Vibrator Frequency

Per Standard Specifiction 154.2e

Daily by KDOT

Div. 500

PORTLAND CEMENT CONCRETE

PAVEMENT

Sec. 502 and 503

Divison 600

605

Field density Tests Removed coring and nuclear denstiy as options. Removed note on thickness.

Sec. 603, 611, 614, & 1103

Completed Road Work

Field Density Tests Note: If specified [plan] lift thickness is less than 1.5” (40 mm) or less, none required.

Divison 700

POST-TENSIONING

(Haunched Slab Bridges)

Sec. 716, 1732

Divison 700

Sec. 729 and 1705 1730

Polymer Binder Resins

Prepared Bridge Deck Surface ASTM D 4263 KT-82

MULTI-LAYER POLYMER CONCRETE OVERLAY

SLURRY POLYMER CONCRETE OVERLAY

REPAIR OF EXISTIN POLMER CONCRETE BRIDGE DECK OVERLAY

Sec. 729, 739, 740 and 1730

(New )

Division 1700

ABUTMENT STRIP DRAIN

Sec. 1706

2 per source, per District per year

Infrared Spectroscopy

1 per project, per manufacturer, per District

DIVISION 2200

Thermoplastic 2 for each type of bead.

Sprayed Thermoplastic 2 for each type of bead.

Epoxy 2 for each type of bead.

Traffic Line Paint Traffic Line Paint Pavement Marking Paint

2 for each type of bead.

DIVISION 2200

2207, 2208 and 2209 Except for symbols, 1 on each per lot per color.

New

Multi-component VER

ACC

Sec. 2216 1/2 pint per each component lot per color per project.

Pg. 24 Code a Written justification shall be made to the Chief of the Bureau of Construction & Materials & Research

Pg. 24

Code

l. Verification method must be the same test method as used for mix design approval.

MULTI-LAYER POLYMER CONCRETE

OVERLAY

ANTI-GRAFFITI COATING

Sect. 1730

Appendix B

Section Change

Pg. 9

Code

Code o: Verification method must be the same test method as used for mix design approval.

PORTLAND CEMENT CONCRETE

PAVEMENT

Sec. 501 & 503 (continued)

Concrete (continued)

Permeability

Code:

o

Pg. 9

Code l

Uncompacted Void Content of Coarse Aggregate (UVA) value of 45 when tested in accordance with AASHTO T 326,

Method A KT-80.

Division 500

PORTLAND CEMENT CONCRETE

PAVEMENT

Concrete

(New) Vibrator Frequency Vibrator Frequency

Per Standard Specifiction 154.2e

Quality Control by Contractor Every 4 hours

Verification by KDOT Daily

Code j. Provide access to Contractor owned forced air ignition furnace, ovens, and Superpave Gyratory compactor, as required,

for the Sate Inspector to perform verification tests.

Division 600

ULTRATHIN BONDED ASPHALT SURFACE

(UBAS)

Sec. 613 & 1103

Individual Aggregates

Cores

(1 lbf [1 N], 0.01 in [1 mm], 1 psi [0.01 MPa])