902 PORTLAND CEMENT CONCRETE AND RELATED PRODUCTS

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902.01 STORAGE
Storage of materials shall conform to the Contract Documents and as directed by the Engineer.
902.02 CERTIFICATION OF PORTLAND CEMENT AND BLENDED HYDRAULIC CEMENT
The manufacturer shall furnish certification as specified in TC-1.03. The certification shall also include:
(a) The mill shall report its quality control procedures, and submit a new report whenever there is a procedural change.
(b) The mill's control laboratory shall be inspected by the Cement and Concrete Reference Laboratory of the National Institute of Standards and Technology on their regularly scheduled visits. The Engineer shall be provided with copies of the reports of these inspections along with an account of the action taken to correct cited deficiencies.
(c) Records of data accumulated by the quality control procedures shall be produced upon request.
(d) A certified document shall accompany each shipment stating that the contents conform to all applicable requirements. Additionally, the document shall show the producer's name, mill location, carrier number, date loaded, weight contained in carrier, silo number, consignee, destination, Contract number, and type of cement. The signature and title of the signer shall be shown on the document.
(e) The mill shall, upon request, supply certified chemical and physical test values that can be associated with any sample representing cement drawn from a particular silo on a given date.
(f) Acceptance of cement by certification will be terminated if test results differ from mill results by more than the precision limits given in the test method. The acceptance procedure will then revert to storage testing and approval prior to shipment.
902.03 HYDRAULIC CEMENT
902.03.01 Portland Cement. M 85, with the fineness and the time of setting determined using T 153 and T 131, respectively.
902.03.02 Slag Cement. M 302, Grade 100 or 120. The Contractor may request to substitute up to a maximum of 50 percent of the weight of cement with slag cement. When slag cement is used, the minimum cement factor and water/cement ratio will be determined on the basis of the combined weight of the Portland cement and slag cement.
902.04 BLENDED HYDRAULIC CEMENT
M 240 Type IP containing 15 to 25 percent Fly Ash by weight of cement or Type 1S containing 25 to 50 percent slag cement by weight of cement. Maximum loss on ignition is 3.0 percent. The requirement for a manufacturer’s written statement of the chemical composition is waived.
902.05 MASONRY CEMENT
C91, except the water retention and staining tests are waived.
902.06 CONCRETE ADMIXTURES
Do not use concrete admixtures that contribute more than 200 ppm of chlorides based on the cement content when tested according to MSMT 610. Use only prequalified admixtures.
902.06.01 Air Entraining Admixtures. M 154.
902.06.02 Chemical Admixtures. M 194, Type A, D, or nonchloride C.
902.06.03 High Range Water Reducing Admixtures. M 194, except that it shall be a liquid, the water content shall be a maximum of 85 percent of that of the control, and the durability factor shall be a minimum of 90. Use Type F for early strength, which shall produce a minimum compressive strength in 12 hours of 180 percent of that of the control. Use Type G when early strength is not specified. The manufacturer shall furnish certification as specified in TC-1.03. The certification shall include curves indicating the fluid ounces of admixture per 100 lb of cement as related to water reduction and strength gain for 12 hours when used with a minimum cement factor of 700 lb.
902.06.04 Pozzolans. When a pozzolan is used, determine the minimum cement factor and water/cement ratio on the basis of the combined weight cement and pozzolan. Do not use pozzolan and Blended Hydraulic Cement in the same mix.
(a) Fly Ash. M 295, pozzolan Class C or F, except that the maximum permissible moisture content shall be 1.0 percent, and when used in concrete Mix Nos. 3 and 6 the maximum loss on ignition 3.0 percent. Fly Ash may be substituted up to a maximum of 25 percent of the weight of cement.
(b) Microsilica. C1240, except that the oversize requirement is waived. Microsilica may be substituted up to a maximum of 7 percent of the weight of cement.
902.06.05 Corrosion Inhibitors. Corrosion inhibitors shall be calcium nitrite based and contain a minimum of 30 percent active ingredients by mass. The gallonage of corrosion inhibitor used in the concrete mixture shall be included as water when determining the water/cementitious materials ratio.
902.07 PORTLAND CEMENT CONCRETE CURING MATERIALS
Use burlap cloth, sheet materials, liquid membrane forming compounds, or cotton mats.
902.07.01 Burlap. M 182, Class 1, 2, or 3.
902.07.02 Sheet Materials. C171 with the following exceptions:
(a) White Opaque Burlap Polyethylene Sheeting. Tensile strength and elongation requirements are waived. Use sheeting having a finished product weight of not less than 10 oz/yd2.
(b) White Opaque Polyethylene Backed Nonwoven Fabric. 902.07.02(a), with the thickness requirement waived. Use material having a finished product weight of not less than 5 oz/yd2.
(c) White Opaque Polyethylene Film. Tensile strength and elongation requirements are waived.
902.07.03 Liquid Membrane. C309. Field control testing of the white pigmented curing compounds is on the basis of weight per gallon. The samples shall not deviate more than ± 0.3 lb/gal from the original source sample.
902.07.04 Cotton Mats. Cotton mats consist of a filling material of cotton bats or bats covered with unsized cloth and tufted or stitched to maintain the shape and stability of the unit under job conditions of handling.
Use coverings of either cotton cloth, burlap or jute having the following properties:
(a) Cotton cloth covering shall weigh not less than 6.0 oz/yd2 and have an average of not less than 32 threads/in. of warp and not less than 28 threads/in. of filling. Use raw cotton, cotton comber waste, cotton card strip waste, or combinations thereof as the raw material used in the manufacture of the cotton cloth.
(b) Burlap or jute covering for cotton mats shall weigh not less than 6.4 oz/yd2 and shall have not less than of 8 threads/in. of warp and not less than 8 threads/in. of filling. Use the grade known commercially as "firsts" and they shall be free from avoidable imperfections in manufacture and from defects or blemishes affecting the serviceability.
Use a cotton bat, or bats made of raw cotton, cotton waste, cotton linters, or combinations thereof, as the filling material for the mats. Mats shall weigh not less than 12 oz/yd2.
902.08 FORM RELEASE COMPOUNDS
Use form release compounds that effectively prevent the bond of the concrete to the forms. Form release compounds shall not cause discoloration of the concrete or adversely affect the quality or rate of hardening at the interface of the forms.
The flash point of the form release compound shall not be less than 100 F when tested according to D93.
902.09 PARAFFIN WAX.
Use clear paraffin wax for use as a bond breaker for concrete. The flash point shall not be less than 380 F when tested under D92.
902.10 PORTLAND CEMENT CONCRETE
Section 915 and as specified.
902.10.01 Proportioning. Prior to the start of construction, submit to the Area Materials Engineer (AME) the source and proportions of materials to be used for each concrete mix. The mixture shall meet 902.10.03.
The concrete, with the exception of water and chemical admixtures, shall be proportioned by weight. Water and chemical admixtures may be proportioned by volume or weight. The mix shall be uniform and workable.
902.10.02 Materials.
Coarse Aggregate       901.01
Fine Aggregate       901.01
Hydraulic and Blended Hydraulic Cement       902.03 and 902.04
Concrete Admixtures       902.06
Synthetic Fibers       902.15
Water       921.01
902.10.03 Portland Cement Concrete Mixtures.
The concrete mixes shall conform to the following:
TABLE 902 A
PORTLAND CEMENT CONCRETE MIXTURES
MIX NO. SPECIFIED ACCEPTANCE COMPRESSIVE STRENGTH

psi

COMPREHENSIVE STRENGTH ACCEPTANCE TEST AGE

days

STD. DEV.

psi

CRITICAL VALUE

psi

MIN CEMENT FACTOR

lb/yd2

COARSE AGGREGATE SIZE

M 43 / M 195

MAX WATER/CEMENT RATIO

by wt

SLUMP RANGE

in.

TOTAL AIR CONTENT

%

CONCRETE TEMP.

°F.

1 2500 28 375 2430 455 57, 67 0.55 2 - 5 5 - 8 50 - 95
2 3000 28 450 3010 530 57, 67 0.50 2 - 5 5 - 8 50 - 95
3 3500 28 525 3600 580 57, 67 0.50 2 - 5 5 - 8 50 - 95
4 3500 28 525 3600 615 57, 67 0.55 4 - 8 N/A 50 - 95
5 3500 28 525 3600 580 7 0.50 2 - 5 5 - 8 50 - 95
6 4500 28 675 4770 615 57, 67 0.45 2 - 5 5 - 8 50 - 80
7 4200 28 630 4420 580 57 0.50 1½ - 3 5 - 8 50 - 95
8 4000 28 600 4180 750 7 0.42 2 - 5 5 - 8 50 - 80
9 3000 (a) N/A N/A 800 57, 67 0.45 4 - 8 5 - 8 60 - 100
10 4500 28 675 4770 700 ¾" - No. 4 0.45 2 - 5 6 - 9 50 - 80
11 4200 28 630 4420 57, 67 0.45 2 - 5 5 - 8 50 - 80
12 4200 28 630 4420 ¾" - No. 4 0.45 2 - 5 6 - 9 50 - 80
HE 3000 (b) N/A N/A N/A N/A N/A 3 - 9 5 - 8 60 - 100
PC

(c)

N/A N/A N/A N/A 450 7, 8 0.45 N/A 15 - 25 N/A
WT 2500 (d) N/A N/A 650 57 0.45 5 max 5 - 8 50 - 95
Note 1: When concrete is exposed to water exceeding 15,000 ppm sodium chloride content, Type II cement shall be used. In lieu of Type II cement, a Type I cement may be used in combined form with an amount of up to 50 percent replacement with slag cement, or an amount of up to 25 percent replacement with Class F fly ash. The Contractor shall submit to the Engineer the proposed mix proportions and satisfactory test results according to C1012 showing a sulfate resistance expansion not exceeding 0.10 percent at 180 days
Note 2: The temperature of Mix No. 6 when used for other than superstructure work as defined in TC-1.03 shall be 50 - 95 F.
Note 3: Type A or D admixture shall be added to bridge, box culvert, and retaining wall concrete.
Note 4: Nonchloride Type C admixtures may be used when approved by the Engineer.
Note 5: Other Slump Requirements:
When a high range water reducing admixture Type F or Type G is specified, the slump shall be 4 to 8 in.
When synthetic fibers are specified, the slump shall be 5 in. maximum.
When concrete is to be placed by the slip form method, the slump shall be 2-1/2 in. maximum.
When the absorption of the coarse aggregate is greater than 10 percent, the slump shall be 3 in. maximum.
Note 6: Mix No. 9 shall contain a Type F high range water reducing admixture.
Note 7: Mix Nos. 10 and 12 shall be proportioned as specified in 211.2 of the ACI’s Recommended Practices for Selection Proportions for Structural Lightweight Concrete. The maximum average Density of Cured Concrete shall be 118 lb/ft3. Control testing for Density of Cured Concrete shall be two companion cylinders for each 100 yd3, or fraction thereof, as specified in M 195.
Note 8: Mix Nos. 11 and 12 shall also conform to all requirements as specified in Table 902 C.
Note 9: Add Polyolefin Macro Fibers to Mix No. 8, Mix No. 9 and High Early Strength Patch Mix (HE). The dosage rate shall be according to the manufacturer’s recommendations.
(a) Mix No. 9 is for concrete pavement repair only. Match cure of the samples is permissible in accordance with AASHTO PP 54. Strength tests shall be scheduled accordingly on weekdays and acceptance will be based on a minimum compressive strength of 3000 psi in 24 hours or 3600 psi in 3 days. Acceptance testing shall conform to 902.10.08 except that cylinders shall be field cured and remain in the molds until tests are conducted. Mix No. 9 when specified for incidental work and not requiring traffic control in conformance with 522.03.15 will not require the addition of fibers.
(b) Match cure the samples in accordance with AASHTO PP 54. Design approval will be given based on trial batch obtaining a minimum compressive strength of 2500 psi in 6 hours. Strength tests shall be scheduled accordingly on weekdays and acceptance will be based on a minimum compressive strength of 3000 psi in 24 hours or 3600 psi in 3 days. Acceptance testing shall conform to 902.10.08 except that cylinders shall be field cured and remain in the molds until tests are conducted.
(c) Pervious Concrete (PC) shall be proportioned as specified in 522R of the ACI’s Recommended Practices for Pervious Concrete Mixture Proportions. Acceptance of freshly mixed Pervious Concrete shall be made based on Density and Total Void Content. Density and Total Air Voids of Freshly Mixed Pervious Concrete shall be performed according to C 1688
(d) Whitetopping (WT) mix shall contain a high range water reducing admixture, macro-fibers at 3 lbs/yd3 Max, and acceptance will be on a minimum compressive strength of 2500 psi in 24 hours.
Preventive Measures for Aggregate Alkali-Silica Reactivity (ASR). All aggregate, both coarse and fine, intended for use in concrete shall be tested for ASR in accordance with C1260. Testing shall be performed by an accredited laboratory. Coarse and fine aggregate from the same source shall be tested separately. Testing shall be performed once every 3 years.
The following limitations apply for C1260 results:

*See Table 902 B for the minimum Supplementary Cementitious Material (SCM) replacement levels for ASR mitigation

EXPANSION @ 14 DAYS CLASS AND REACTIVITY STATUS MITIGATION NOTE
≤0.10% R0- Innocuous No mitigation required
>0.10 but ≤0.20% R1- Potentially Reactive Mitigation Required*
>0.20 but ≤0.30% R2- Reactive Mitigation Required*
>0.30% Highly Reactive Shall not be used in PCC
Optional C1293 Concrete Prism Testing. Testing in accordance with C1293 is non-mandatory but recommended. The test may be used to verify the ASR class status of aggregate having C1260 result greater than 0.10 percent expansion. If C1293 testing is not performed, then compliance is assessed based entirely on the C1260 result.
The requirements for compliance when using C1293 are as follows;
(a) Test frequency is once every 3 years.
(b) The Administration will not perform this test. Testing must be performed by an accredited laboratory.
(c) Coarse and Fine aggregate from the same source shall be tested separately.
(d) Each sample shall be split and tested in accordance with both C1260 and C1293. This is required to provide comparable data for future reference. Scheduling of the testing is at the producer’s discretion, but both results must be submitted together for approval review.
(e) The C1293 result will supersede the C1260 result for compliance status.
The following limitations apply for C1293 results:

*See Table 902 B for the minimum Supplementary Cementitious Material (SCM) replacement levels for ASR mitigation;

EXPANSION AT 1 YEAR CLASS AND REACTIVITY STATUS MITIGATION NOTE
≤0.04% R0- Innocuous No mitigation required
>0.04 but ≤0.12% R1- Potentially Reactive Mitigation Required*
>0.12 but ≤0.24% R2- Reactive Mitigation Required*. No structural uses allowed.
>0.24% Highly Reactive May not be used in PCC
TABLE 902 B Ternary blends using two SCM’s will require C1567 testing by an accredited laboratory. The expansion test results shall not be greater than 0.10 percent to be considered acceptable. Changes to the SCM blend percentages will require retesting.
MINIMUM MITIGATION REQUIREMENTS
SCM Type Low Alkali Cement (≤0.7% Na2O equiv.) R1 Normal Alkali Cement (≤1.0% Na2O equiv.) R1 Low Alkali Cement (≤0.7% Na2O equiv.) R2 Normal Alkali Cement (≤1.0% Na2O equiv.) R2
Class F Fly Ash 20% 25% 25% 25%
Slag (GGBFS) 35% 50% 50% 50%
Ternary Blends Approval Required Approval Required Approval Required Approval Required
TABLE 902 C Note 1: Only Type I or II Portland cement shall be used.
Note 2: Mixes shall contain slag cement, fly ash or microsilica.
Note 3: The water to cement ratio shall be based upon the total water to cementitious materials ratio. The gallonage of the corrosion inhibitor shall be included in the water/cementitious materials ratio.
Note 4: The permeability test value of field concrete shall be the average of two test specimens representing production concrete. Test specimens shall be molded on the project site in 4 x 8 in. molds conforming to M 205. Test specimens shall be handled in accordance with T 277 - Accelerated Moist Curing. Test for the geometry of test specimens will be waived.
Note 5: Shrinkage tests will be performed on trial mixes only.
Note 6: High range water reducing admixture may be used except the water reducing requirements will be waived.
Note 7: A sealer conforming to 902.12 shall be used on the finished surface.
MIX PHYSICAL PROPERTIES
TEST PROPERTY TEST METHOD SPECIFICATION LIMITS
Minimum Cementitious Materials Factor, lb/yd3 580
Maximum Content of Portland Cement, lb/yd3 550
Water/Cementitious Materials Ratio by Wt. 0.45
Corrosion Inhibitor, gal/yd3 902.06.05 2.0
Synthetic Fibers, lb/yd3 902.15 1.5
Permeability of Field Concrete, moving average of three tests, coulombs max T 277 2500
Permeability of Field Concrete, individual test, coulombs max T 277 3000
Shrinkage at 28 days, microstrains C157 400
902.10.04 Trial Batch. A trial batch shall be prepared to certify that each mix meets 902.10.05 and 902.10.06 except for Mix No. 9. Approval will be given when the test results meets the minimum required average strength. Mix No. 9 design approval will be given based on trial batch obtaining a minimum compressive strength of 2500 psi in 12 hours.
Make arrangements with the AME at least two weeks in advance, to have an authorized representative present during the batching and testing. Each trial batch shall consist of at least 3 yd3 of concrete. Laboratory testing in lieu of plant trial batches may be conducted when approved by the AME. Supply all equipment, and labor required to produce the trial batches and conduct the required tests at no additional cost to the Administration.
The AME may waive the requirement for a trial batch when past performance records show that the required average strength requirement has been met.
902.10.05 Design Required Average Strength.
Specified compressive strength,

f, psi

Required average compressive strength, fcr´, psi
f ≤ 5000 Use the larger value computed

from Eq. (A-1) and (A-2)

fcr´ = f + 1.34s (A-1)

fcr´ = f + 2.33s – 500 (A-2)

Over 5000 Use the larger value computed

from Eq. (A-1) and (A-3)

fcr´ = f + 1.34s (A-1)

fcr´ = 0.90 f + 2.33s (A-3)

where:
f = the 28 day specified compressive strength.
s = the standard deviation as specified in 902.10.06.
A test is defined as the average strength of two companion cylinders.
902.10.06 Standard Deviation.
(a) When past performance records are available, a standard deviation will be established from documented performance records of the producer consisting of a minimum of 15 consecutive 28 day compressive strength tests obtained within the last 12 months.
The standard deviation will be established as the product of the calculated standard deviation and multiplier.
Interpolate for intermediate number of tests.
NUMBER OF TESTS MULTIPLIER FOR STANDARD DEVIATION
15 1.16
20 1.08
25 1.03
30 or more 1.00
(b) When past performance records are not available, the required average strength shall meet to the following:
Specified compressive strength,

f, psi

Required average compressive

strength, fcr´, psi

f < 3000 fcr´ = f + 1000
3000 ≤ f ≤ 5000 fcr´ = f + 1200
f > 5000 fcr´ = 1.10 f + 700
902.10.07 Standard of Control. The average of all sets of three consecutive strength tests shall equal or exceed the critical value as specified in 902.10.03 which shall be computed using the following formula:
Critical Value = f + (1.14 X S) – 500
Failure to conform to this criterion shall be cause for immediate investigation and remedial action up to and including suspension of production. A design standard deviation equal to 15 percent of the specified strength shall be used for calculation until a minimum of 15 test results are obtained.
The actual average strength and standard deviation shall be computed upon the availability of 28 day strength data comprising a minimum of 15 tests. Should this determination indicate an excessive margin of safety, the concrete mix may be modified to produce lower average strength as approved by the Engineer. If these calculations indicate a coefficient of variation greater than 15, the quality of the concrete and testing will be evaluated.
902.10.08 Testing. Sampling according to R 60. Testing as follows:
(a) A second test will be made when the first slump or air content test fails. Acceptance or rejection will be based on the results of the second test.
(b) Compressive strength tests are defined as the average of two companion cylinders.
(c) The Contractor shall be responsible for the making of all early break cylinders and furnishing the molds, stripping, curing/delivery of all cylinders, including 28 day cylinders, to the testing laboratory.
(d) The Project Engineer will be responsible for making, numbering and signing the 28 day cylinders.
(e) When constructing plain and reinforced concrete pavements, the testing frequency for slump, air content, and temperature shall be 1 per 100 yd3 o
TEST METHOD MINIMUM TEST FREQUENCY RESPONSIBILITY
Temperature (e) T 309 1 per 50 yd3

(or fraction thereof)

Project Engineer
Slump (a)(e) T 119 1 per 50 yd3

(or fraction thereof)

Project Engineer
Air Content (a)(e) T 152

T 196

1 per 50 yd3

(or fraction thereof)

Project Engineer
Compression (b)(c)(d) T 23 1 per 50 yd3

(or fraction thereof)

Project Engineer
Compression (b)(c)(d)

Mix No. 7 Only

T 23 3 per Day Project Engineer
902.10.09 Acceptance. Concrete will be acceptable if both of the following requirements are met:
(a) The average of all sets of three consecutive strength tests equal or exceed the specified design strength.
(b) No individual strength test (average of two companion cylinders) falls below the specified design strength by more than 500 psi.
902.10.10 Price Adjustment. A price adjustment will be based on the Contract unit price per cubic yard of concrete. If the unit is a lump sum item, the price per cubic yard for the concrete will be determined by dividing the cubic yards into the Contract lump sum price.
(a) Test Results More Than 500 psi Below the Specified Design Strength. Failing strength tests will be considered individually with a price adjustment being applied on the percentage basis as shown below.
(Price per yd3) X (quantity of yd3 represented by the failing concrete strength) X (percent of failure).
Example:
$400.00 per yd3 X 50 yd3 X [1-(3600/ 4500 psi)] = $4000.00
No payment will be allowed when the test results fall below 50 percent of the specified design strength for structural concrete or 40 percent for incidental concrete.
The Engineer will determine when the strength of the concrete represented by the failing tests is sufficient to remain in place or whether it must be removed and replaced with Specification concrete.
(b) Test Results 500 psi or Less than the Specified Design Strength. Strength failures 500 psi or less than the specified design strength will be averaged with the next two consecutive tests. If those two tests include a failure greater than 500 psi, those tests will be evaluated as in 902.10.10(a) and replaced with the next consecutive test. If the resulting average falls below the specified design strength, a price adjustment will be applied as specified in the table below. Any failure will only be included in one grouping.
STRENGTH BELOW THE SPECIFIED

(avg of 3 tests) DESIGN LEVEL, psi

ADJUSTMENT FACTOR
MIX NO. 1 THRU MIX NO. 12 EXCLUDING MIX NO. 9
1 – 100 0.005
101 – 200 0.01
201 – 300 0.02
301 – 400 0.04
401 – 500 0.08
Adjustment price equals (price per yd3) X (quantity of yd3 represented by the failing cylinders) X (the adjustment factor).
Example
$400.00 per yd3 X 50 yd3 X 0.01 = $200.00
902.11 MORTAR FOR GROUT
Mortar used for grouting anchor bolts, pipe, handrail posts, and miscellaneous items shall be composed in accordance with one of the following:
(a) One part Portland cement or blended hydraulic cement and one part mortar sand by dry loose volume.
(b) Prepared bag mixes consisting of Portland cement or blended hydraulic cement and mortar sand. The prepared mixes shall produce a mortar meeting the strength requirements specified in the Contract Documents.
(c) Use nonshrink grout when specified. The grout shall have a minimum compressive strength of 5000 psi in seven days when tested according to T 106, except that the cube molds shall remain intact with a top firmly attached throughout the curing period. The nonshrink grout shall have a minimum expansion of 0.0 percent after seven days when tested according to T 160.
(d) Epoxy grout shall consist of sand and epoxy mixed by volume according to the manufacturer's recommendations. The grout shall be capable of developing a minimum compressive strength of 6500 psi in 72 hours when tested according to MSMT 501. Sand for epoxy grout as specified in 901.01.
(e) An epoxy or polyester anchoring system may be used when approved by the Engineer in accordance with the manufacturer's recommendations. Strength values shall be as specified in the Contract Documents.
902.12 LINSEED OIL
Shall consist of a 50-50 mixture (by volume) of boiled linseed oil meeting Federal Specification TT-L-190 and kerosene according to D3699.
902.13 LATEX MODIFIED CONCRETE
Portland cement concrete containing prequalified Laboratory approved styrene butadiene latex emulsion is defined as Latex Modified Concrete (LMC).
Latex emulsion shall have a minimum of 90 percent of the nonvolatiles as styrene butadiene polymers. The latex emulsion as specified in Table 902.13 A. The material shall be stored in suitable containers and be protected from freezing and exposure to temperatures in excess of 85 F.
LMC shall be proportioned using volumetric mixing and designed as follows:
LATEX MODIFIED CONCRETE
MATERIAL SPECIFICATION LIMITS
Portland Cement, CWT/yd3, min 6.6
Latex Emulsion/Cement Ratio 0.31–0.34
Water/Cement Ratio, max 0.22
Entrained Air, % 6.0±3
Slump, in. 5±1
The physical properties of LMC shall conform to Table 902.13 B. The Contractor shall furnish the necessary 3 X 6 in. molds according to M 205 to be used for the fabrication of compressive strength cylinders.
Control and Acceptance Sampling.
(a) Submit a two quart minimum sample, of the styrene butadiene latex emulsion to the AME daily for each lot of material used in a day's production.
(b) A batch for LMC is defined as the capacity of the equipment being used on the project. Slump and air samples will be taken and tested before the placement of a batch is permitted. The slump shall be measured four to five minutes after discharge from the mixer. The test material shall be deposited off the deck and not be disturbed during this waiting period. One additional sample for slump and air will be taken randomly during the placement of each batch. For seven day compressive strength, two tests each per batch are required. A test is defined as consisting of two companion cylinders. The samples for these tests will be taken at random while the placement is in progress.
TABLE 902.13 A Note 1: Quality assurance tests shall be conducted as specified in MSMT 612 except those denoted by an * shall be conducted as specified in FHWA RD – 78-35.
Note 2: The original or prequalification sample shall be accompanied by the producer's certification on all of the tests and properties noted above and as specified in TC-1.03. The certification shall contain actual test values of the product and the infrared spectrograph.
Note 3: A separate certification is required for each lot of material. The certification shall note the date of manufacture, lot size, and whether or not the material is identical to the formulation of the original sample.
REQUIREMENTS FOR CHEMICAL PROPERTIES OF

LATEX EMULSION MATERIALS

PROPERTY SPECIFICATIONS QUALITY ASSURANCE TESTS
LIMITS TOLERANCE PREQUALIFICATION TESTS CONTROL AND ACCEPTANCE
Color White X X
pH 9.0-11.0 X X
Weight, lb/gal 8.40 – 8.47 X X
Solids Content, % 46 – 53 X X
*Butadiene Content,

% of polymer

30 – 40
Viscosity

@ 10 rpm-cps

Match

Original

±20 X X
*Surface Tension,

dynes/cm max

50
*Mean Particle Size, polymer – Å 1400 – 2500
Coagulum, % max 0.10 X X
*Freeze-Thaw Stability, coagulum, % max 0.10 X X
Infrared Spectra of

Latex Film

Match

Original

X X
Infrared of Alcohol,

Soluble Portion of Latex

Match

Original

X X
Shelf Life, min 1 yr X
TABLE 902.13 B Note 1: Quality assurance tests shall be conducted as specified in MSMT 721.
Note 2: Seven Day Compressive Strength Test will be used for Control & Acceptance of the material. The minimum specified design strength is 3000 psi at seven days. The mix design approval and acceptance will be based on a coefficient of variation of 10 percent with a probability of 1 in 10 tests falling below the specified strength. Only test values 80 percent or greater than the specified strength will be accepted.
LATEX MODIFIED CONCRETE

PHYSICAL PROPERTIES

TEST PROPERTY TEST VALUES QUALITY ASSURANCE TESTS
PREQUALIFIED TESTS CONTROL AND ACCEPTANCE
7 Day Compressive Strength,

psi min

3000 X X
28 Day Compressive Strength,

psi min

3500 X
42 Day Compressive Strength,

psi min

3500 X
7 Day Flexural Strength,

psi min

550 X
28 Day Flexural Strength,

psi min

650 X
42 Day Shear Bond Strength,

psi min

2000 X
Durability Factor,

300 cycles, % min

85 X
Chloride Permeability,

Ppm max

510 X
Scaling Resistance,

50 cycles, max

3 X
902.14 RAPID HARDENING CEMENTITIOUS MATERIALS FOR CONCRETE PAVEMENT REPAIRS
Materials shall be a dry, packaged cementitious mortar having less than 5 percent by weight of aggregate retained on the 3/8 in. sieve and meet the following requirements:
Classification.
Class I — For use at ambient temperatures below 50 F.
Class II — For use at ambient temperatures of 50 to 90 F.
Class III — For use at ambient temperatures above 90 F.
Chemical Requirements. C928 except that no organic compounds such as epoxy resins or polyesters as the principal binder.
Physical Requirements. Meet the following when tested according to MSMT 725:
COMPRESSIVE STRENGTH, psi min
CLASSIFICATION < 2 hr 2-6 hr 6 hr 28 days
Type I — Slow 2000 4500
Type II — Rapid 2000 4500
Type III — Very Rapid 2500 4500
TEST RESULTS
TEST PROPERTY LIMITS
Bond Strength, 7 days, psi min 2000
Length Change, increase after 28 days in water, based on length at 3 hr, % max (+)0.15
Length Change, decrease after 28 days, % max (-)0.15
Freeze Thaw, loss after 25 cycles in

10% CaCl2 solution, % max

8
Initial Setting Time, minutes min 10
Marking. All packages delivered to the project shall be marked with the following information:
(a) Date material was packaged.
(b) Approximate setting time.
(c) Recommended dosage of water or liquid component.
(d) Mixing instructions.
(e) Class or temperature range.
Certification. The manufacturer shall furnish certification as specified in TC-1.03 showing the actual test results for each class and type of material submitted to the Laboratory.
902.15 SYNTHETIC FIBERS
When synthetic fibers are specified in the Contract Documents, the fibers shall be 1/2 to 1-1/2 in. long and conform to C1116, Type III. The manufacturer shall furnish certification as specified in TC-1.03. The quantity of fibers used and their point of introduction into the mix shall conform to the fiber manufacturer's recommendations.
902.15.01 Macro Polyolefin Fibers. D7508 with a minimum length of 1-1/2 in.
902.16 CONTROLLED LOW STRENGTH MATERIAL
902.16.01 Usage. Controlled Low Strength Material (CLSM) shall consist of the types described below:
TYPE A – Used where future excavation of the CLSM may be necessary (e.g. utility trenches, pipe trenches, bridge abutments, and around box culverts).
TYPE B – Used where future excavation of the CLSM is not anticipated (e.g. filling abandoned conduits, pipes, tunnels, mines, etc. and replacing unsuitable soils below roadway and structure foundations where extra strength is required).
902.16.02 Materials.
Coarse Aggregate       901.01*
Fine Aggregate       901.01
Hydraulic and Blended Hydraulic Cement       902.03 and 902.04
Concrete Admixtures       902.06
Fly Ash       902.06.04
Water       921.01
*maximum size of 3/4 in.
Produce CLSM in conformance with the applicable portions of Section 915 and the following:
902.16.03 Proportioning. Submit the sources and proportions of materials, and certified test data as specified in TC-1.03 for each CLSM mixture prior to construction. CLSM shall be proportioned, on the basis of field experience and/or laboratory trial mixtures, to produce a flowable and self-compacting mixture meeting the requirements of 902.16.04.
CLSM shall be proportioned by weight; with the exception of water and chemical admixtures. Water and chemical admixtures may be proportioned by volume or weight.
902.16.04 CLSM Mixtures. Proportion CLSM with sufficient amounts of Portland cement, fly ash, or slag cement; individually or in combination, to produce a cohesive, non-segregating mixture that conforms to the physical properties in the following table:
CLSM

Mix

28 Day Compressive Strength, (psi)

D4832

Flow Consistency, (in.)

D6103

Type A 50 - 200 8 min.
Type B 500 min. 8 min.
902.17 SELF CONSOLIDATING CONCRETE (SCC)
The SCC mixture must meet the following requirements.
Note 1: Column Segregation (C1610), Rapid Chloride Permeability (T 277), Freeze Thaw (C666), and Shrinkage at 28 Days (C157) are required only at time of trial batch for mix approval or any time there is a change in materials.
Note 2: Report water/cement ratio, aggregate moistures and cement temperature on each batch ticket.
Note 3: Mold a minimum of one set of Compressive Strength Test Cylinders for each trial batch and for each day’s production or each 50 yd3 lot. Take the temperature of the mix once for each day’s production or each 50 yd3 lot. Slump Flow, T 20 and VSI testing shall be performed at trial batch and at the beginning of each day’s production or each 50 yd3 lot. Conduct J-Ring testing during each trial batch or on the next batch following a failure of either the spread or VSI test.
Note 4: For ASR Mitigation see 902.10.03 - Preventive Measures for Aggregate Alkali-Silica Reactivity.
Note 5: High Range Water Reducing admixtures must be Type F or Type G and meet M 194.
Note 6: Viscosity modifying admixtures may be used only with prior approval by the Administration.
SELF-CONSOLIDATING CONCRETE PROPERTIES
PRESTRESS BEAMS PRECAST
Compressive Strength

C1758/T 23

As per Contract Documents As per Contract Documents
Min Cement Factor lbs./yd3 700 615
W/C ratio .32 - .45 .32 - .50
Total Air Content 5.5 +/- 1.5 6.5 +/- 1.5
Concrete Temperature F 65 +/- 15 70 +/- 20
Slump Flow C1611 22 - 28 in. 22 - 28 in.
Visual Stability Index (VSI) 0 to 1 0 to 1
T20(T50) 2 - 10 sec. 2 - 10 sec.
J-Ring C1621 +/- 2 in. design slump flow +/- 2 in. design slump flow
Column Segregation C1610 12 % maximum
Rapid Chloride Permeability Coulombs maximum

2500

Freeze Thaw C666 Minimum durability factor 80
Shrinkage at 28 Days C157 400
902.18 CONCRETE STAIN
The material shall conform to the following requirements:
TEST PROPERTY TEST METHOD SPECIFICATION LIMITS
Accelerated Weathering G7 Passing results
Mildew Resistance/fungus growth Fed. Test Method STD.141, Method 6271 Resistance
Weatherometer, 1000 hours minimum ASTM G26 No crazing, cracking, chipping, or flaking. Light chalk and color change. No other deterioration
Total Non Volatile Vehicle, % D2369 Mfr. Stated Value +/- 2%
Viscosity, Krebs Units, 77 deg. F D562 Mfr. Stated value +/- 10 KU
Drying time (to touch) D1640 1 hour minimum
Recoat dry time D1640 Able to recoat within 24 hours
Infrared Spectrogram D2621 n/a
Color AMS-STD-595A As specified in contract documents
Weight/gallon, lb. gal D1475 Mfr. State value +/- 0.3 lb/gal
Shelf life 6 months minimum
Material more than six months old shall be retested. Material must be VOC compliant for Maryland.