S45_Part 6, 9 Review of Concrete Pavement Specification Changes_LTC2013

7/29/2019 S45_Part 6, 9 Review of Concrete Pavement Specification Changes_LTC2013

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901 & 601

Specifications

Major Changes


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901 Specifications


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Average

Compressive

Strength, psi

(MPa)

at 28 days

Grade of

Coarse

Aggregate1

Surface

Resistivity2

(k-cm)

Maximum

Water/Cementitious

ratio, lb/lb

(kg/kg)

Air Content

(Percent by

volume)3

Slump Range 4, inches (mm)

Non-

Vibrated5Vibrated

Slip Form

Paving 6

Structural Class 7

AP1

P2

P3

S

MASS

4,500 (31.0)6,000 (41.4)8

8,500 (58.6) 8

10,000 (68.9)8

4,500 (27.6)

4,500 (31.0)

57, 67, 899

, B,D57, 67, 899, B,D

57, 67, 899, B,D

57, 67, 899, B,D

B, D

B, D

2727

27

27

27

27

0.450.44

0.40

0.40

0.53

0.53

2 - 72 - 7

2 - 7

2 - 7

2 - 7

2 - 7

2-5 (50-125)N/A

N/A

N/A

6-8 (150-200)

N/A

2-4 (50-100)5

2-6(50-150)10

2-6(50-150)10

2-6(50-150)10

N/A

2-4 (50-100)5

N/AN/A

N/A

N/A

N/A

N/A

Minor Structure Class 7

MR

3,000 (20.7)1,800 (12.4)

57, 67, 899

, B,D57, 67, B, D

N/A

N/A

0.560.70

2 - 72 - 7

2-5 (50-125)2-5 (50-125)

2-4 (50-100)5

2-4 (50-100)5

1-2.5 (25-65)N/A

Pavement Type 7

B

D

E

4,000 (27.6)4

4,000 (27.6)4

4,000 (27.6)4

B, D

B, D

57, 67, 899, B,D

N/A

N/A

N/A

0.53

0.53

0.40

27

27

2 - 7

N/A

N/A

N/A

2-4 (50-100)

2-4 (50-100)

2-4 (50-100)

1-2.5 (25-65)

1-2.5 (25-65)

1-2.5 (25-65)

Table 901-3: Master Proportion Table


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Percent Passing

US SieveMetric

Sieve

Size 57M Size 89M Size 67

2 1/2 inch

2 inch

1 1/2 inch

1 inch

3/4 inch

1/2 inch

3/8 inch

No.4

No.8

No. 16

No. 200

63 mm

50 mm

37.5 mm

25.0 mm

19.0 mm

12.5 mm

9.5 mm

4.75 mm

2.36 mm

1.18 mm

75 m

---

---

100

90-1001

---

25-60

---

0-10

0-5

---

0-1

---

---

---

---

100

90-100

---

15-60

0-302

0-5

0-1

---

---

---

100

90-100

---

20-55

0-10

0-5

---

0-1

Table 1003-18

Gradation for Portland Cement Concrete, Uncrushed Aggregates


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New Definitions & Requirements

Fresh concrete is defined as concrete in

a plastic state that has not achieved initial

set.

Fine aggregate must have fineness

Moduli (FM) between 2.20 and 3.00


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Cementitious Material

Substitution The maximum substitution rate for binary mixtures

is 30 percent fly ash or 50 percent GGBFS.

The maximum substitution rate for ternary mixturescontaining Type I, II or III portland cement is 70

percent of cement. When using Type IP or ISportland cement, the maximum substitution rate forternary mixtures is 40 percent. Ternarycombinations using both class C and F fly ash areallowable. When using fly ash ternary mixtures,replace portland cement with class C and class F flyash in equal amounts. When using combinations ofGGBFS and fly ash, the amount of GGBFS must beequal to or greater than the amount of fly ash.


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Cementitious Material

Substitution

For pavement types of concrete (Types Band D), the maximum substitution rate forternary mixtures is limited to 50 percent of

cement and for binary mixtures is 30percent fly ash or 50 percent GGBFS.

The use of Type III portland cement outsideof the specified allowances for precast,

prestress, and specified HES pavementsrequires the approval of the ChiefConstruction Engineer.


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Cold Weather Limitations

Do not place concrete when the internal

temperature of the concrete is below

45F (7C) nor on frozen subgrade or into

forms that are below 32F (0C).


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PC Mixes: Discontinue concreting operationswhen a descending air temperature at thejobsite, in the shade, and away from artificialheat, reaches 35F (2C) or NOAA forecasts the

temperature to be less than 32F (0C) within the24-hour period following placement. Do notresume PC concreting operations until anascending air temperature at the jobsite, in theshade, and away from artificial heat, reaches

32F (0C); provided the high temperatureforecasted by NOAA is above 35F (2C) andremains above 32F (0C) for a minimum of 24hours.


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Binary Mixes: Discontinue concretingoperations when a descending air temperatureat the jobsite, in the shade, and away fromartificial heat, reaches 40F (4C) or NOAA

forecasts the temperature to be less than 35F(2C) within the 36-hour period followingplacement. Do not resume concreting operationsuntil an ascending air temperature at the jobsite,in the shade, and away from artificial heat,

reaches 40F (4C); provided the hightemperature forecasted by NOAA is above 45F(7C) and remains above 40F (4C) for aminimum of 36 hours.


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Ternary Mixes: Discontinue concretingoperations when a descending air temperatureat the jobsite, in the shade, and away fromartificial heat, reaches 45F (7C) or NOAA

forecasts the temperature to be less than 40F(4C) within the 48-hour period followingplacement. Do not resume concreting operationsuntil an ascending air temperature at the jobsite,in the shade, and away from artificial heat,

reaches 45F (7C); provided the hightemperature forecasted by NOAA is above 50F(10C) and remains above 45F (7C) for aminimum of 48 hours.


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Hot Weather Limitations

Hot weather limitations commence whenthe internal temperature of the concreteduring placement, exceeds 85 F (29C).

Regardless of any hot weatherprecautions taken, reject all concreteattaining an internal temperature inexcess of 99 F (37C) during placement.

Concrete placements within these hotweather limitations shall meet thefollowing requirements:


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1. Maintain a minimum internal concretetemperature of 94F (34C) throughout the trialbatching process.

2. After initial mixing, hold the trial batch in the

mixer for 90 minutes. During this period, turn thedrum intermittently for 30 seconds every fiveminutes. In between the intermittent turning ofthe drum, cover the drum opening with animpermeable cover to prevent moisture loss and

to maintain heat. At the end of the 90-minuteperiod, remix the trial batch a minimum of oneminute and then test for slump and air content.


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3. After completion of 90-minute mixing period,ensure that the trial batch has the desiredworkability, with slump, and air content withinthe specified range as shown in Table 901-3.

Allow the addition of water if the slump is belowthe target range but do not exceed the maximumwater-to-cementitious material ratio. Remix aminimum of two minutes after addition of second

water. Furthermore, ensure that concretetemperature is not less than 94F (34C) at anytime during the trial batch testing.


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MASS CONCRETE

Mass concrete is defined as a structural

concrete placement having a least

dimension of 48 inches or greater, or if

designated on the plans or in the project

specifications as being mass concrete.

Drilled shafts are exempt from mass

concrete requirements.


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MASS CONCRETE

Use Type II portland cement. Replace portlandcement with fly ash at 20 percent to 50 percentby weight or replace with slag cement at 50percent to 70 percent by weight or a ternary mix

meeting specification requirements. Certify thatthe cementitious combination generates a heatof hydration of not more than 70 calories/gram(290 kJ/kg) at 7 days as determined by ASTMC186.

Use Type B or D aggregate gradation for massconcrete. See 1003.08.3

Do not use accelerating admixtures in massconcrete.


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MASS CONCRETE

Produce a structure free from thermal

cracks. Place mass concrete continuously

to eliminate cold joints.

Control differential temperatures by

appropriate use of insulated forms,

curing blankets, or other acceptable

methods.


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MASS CONCRETE

A maximum temperature during curing of160 F (70 C) and a maximum differentialtemperature of 35 F (20 C) is allowed.

Provide temperature-monitoring devices torecord temperature development betweenthe interior and the exterior of the elementat points acceptable to the engineer.

Monitor a minimum of two independent setsof interior and exterior points for eachelement to provide redundancy.


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601 Specifications


20/28

601 Changes: CONCRETE PAVING

Mechanical roller or truss-type screeds are

allowed, if approved by the engineer, for

projects with: concrete pavement lane

lengths of 1500 feet (450 m) or less,continuous paving lengths less than 600 feet

(180 m), pavement gaps, intersections, or

when side clearance is restricted.

Do not operate vibrators longer than 5

seconds in one location.


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601 Changes: SURFACE

TOLERANCE (IRI)

Equipment (TR 644)

Quality Control (ProVal 25 Sliding

Baseline)

Correction of Deficient Areas (1/4 in 10)

Acceptance

Exclusions Required Corrective Action (Must Grinds)


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Percent of Contract Unit Price102%2 100% 98%

50% or Remove

and Replace3

Category I:

Design Speed 60

mph

IRI in/mi

(mm/km)

65

(1026)

75

(1200)

76-84

(1201-1340)

85

(1341)

Category II:

Design Speed 45

mph and < 60 mph

IRI in/mi

(mm/km)

75

(1184)

85

(1356)86-94

(1357-1499)

95

(1500)

Category III:

Design Speed < 45

mph

IRI in/mi

(mm/km) N/A

115

(1829)

116-129

(1830-2049)

130

(2050)

1Applies to each travel lane for the entire projects length2 Incentive Pay Requirements:

Must equal or be less than the average IRI indicated for bonus payment

Grinding is not allowed to achieve incentive payment but requirements for 601.03.11.3.2

must be met3At the option of the Chief Engineer


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Any 25-foot Sliding Baseline PCCP: Longitudinal Direction

Category IIRI in/mi

(mm/km)

170

(2685)

Category IIIRI in/mi

(mm/km)

190

(3000)

Category IIIIRI in/mi

(mm/km)

210

(3315)


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CP-01 Revisions


25/28

CP-01 Revisions


26/28

CP-01 Revisions


27/28

CP-01 Revisions


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Documents

S45_Part 6, 9 Review of Concrete Pavement Specification Changes_LTC2013