1-COA Construction Material Specifications - 700.pdf

701.01

576 576

700 MATERIAL DETAILS

Materials shall conform to the stated requirements and/or the requirements of the referenced specifications, including modifications as noted.

701 HYDRAULIC CEMENT

Acceptance. Cements meeting the requirements of 701.01, 701.04, 701.05 and

701.08 may be accepted for shipment to and immediate use in construction projects by cement manufacturer's certification, at the option of the City in lieu of sampling by inspectors at manufacturing plants, when requested by a cement manufacturer and agreed to by both the requesting cement manufacturer and the City.

701.01 Air-entraining Portland Cement. ASTM C 150, Type 1A. The Gillmore time of set and the air-permeability (fineness) test shall govern.

701.04 Portland Cement. ASTM C 150, Type 1. The Gillmore time of set and the air-permeability (fineness) tests shall govern. This cement may be used provided

705.10 admixture is added at the mixer.

701.05 High-early-strength Portland Cement. ASTM C 150, Type III. The Gillmore time of set shall govern. This cement may be used provided 705.10 admixture is added at the mixer.

701.07 Masonry Cement. ASTM C 91.

701.08 Expansive Hydraulic Cement. ASTM C 845, Type K.

701.11 Non-shrink Grout. ASTM C 827.

702 ASPHALT MATERIAL

Acceptance. Asphalt binders , 702.01 and liquid asphalts 702.02, 702.03, and

702.04 may be acceptable for shipment to and immediate use in construction projects. The Contractor has the option of using the manufacturer’s certification, when requested by an asphalt manufacturer and agreed to by both the requesting asphalt manufacturer and the City. Acceptance procedure is according to ODOT Supplement 1032.

702.00 Application Temperatures. Apply asphalt materials, according to the temperature ranges specified in Table 702.00-1.

702.01

Table 702.00-1 Type and Grade of Material Application Temperature Range °F (C)

Spray Mix RC-70 75 to 150 (24 to 66) --- RC-250 100 to 175 (38 to 79) 80 to 150 (27 to 66) RC-800 66 to 107 (150 to 225) 66 to 93 (150 to 200) RC-3000 200 to 275 (93 to 135) 175 to 225 (79 to 107) MC-30 50 to 120 (10 to 49) --- MC-70 75 to 150 (24 to 66) --- MC-250 100 to 225 (38 to 107) 100 to 225 (38 to 107) MC-800 150 to 250 (66 to 121) 150 to 225 (66 to 107) MC-3000 225 to 275 (107 to 135) 200 to 250 (93 to 121) All Emulsions 50 to 160 (10 to 71) 50 to 140 (10 to 60) Asphalt Primer for Waterproofing 50 to 80 (10 to 27) ---

Asphalt for Waterproofing 300 to 350 (149 to 177) --- CBAE 350, CBAE 350 Special 100 to 150 (38 to 66) 100 to 150 (38 to 66) CBAE 800, CBAE 800 Special 125 to 175 (52 to 79) 125 to 175 (52 to 79) Primer 20 60 to 120 (16 to 49) --- Primer 100 75 to 125 (24 to 52) --- Asphalt Binders 350 (177) Max. 325 (163) Max.

Asphalt Binders-Polymer modified with SB, SBR, or SBS --- 350 (170) Max.

702.01 Asphalt Binders.

General. According to AASHTO M 320-03 except as follows.

PG Binders with the suffix “M” (e.g., PG 70-22M, PG 76-22M) will meet the requirements of Table 702.01-1. When a PG 64-28 is made thru modification ensure it meets the requirements of Table 702.01-1.

An independent laboratory will not be owned or operated, in whole or part, by the binder supplier, Contractor, or affiliates of either.

Materials and Manufacture. Replace the requirements of AASHTO M 320-03 Section 5 “Materials and Manufacture” Section with the following:

5.1 Supply PG Binder from the refining of crude petroleum, or combination of asphalt binders from the refining of crude petroleum, or asphalt binders and suitable liquid from the refining of crude petroleum, and possible organic modifiers for performance enhancement. Material from the crude refining stream is considered neat. Liquid from crude refining may be used for adjustments, but do not used liquid from crude refining for the purpose of substitution of crude refined asphalt binder in a PG Binder. In the event of a failure investigation where asphalt binders exhibit unusual properties a supplier may be requested by the Laboratory to supply information about the makeup of a PG Binder. Failure to cooperate will mean removal from Supplement 1032 certification.

578 578

5.2 A modifier may be any organic material of suitable manufacture that is proven compatible with asphalt binder (does not separate appreciably in routine storage), and that is dissolved, dispersed or reacted in asphalt binder to improve its performance. Performance enhancement is defined as a decrease in the temperature susceptibility of the asphalt binder while maintaining or improving desirable properties in a neat asphalt binder such as coatability, adhesiveness and cohesiveness. Limit modifiers to no more than 6.0 percent by PG Binder weight.

5.3 The use of previously used materials in a PG Binder must be approved by the Department. Since no standard test procedures exist for reprocessed materials (and original tests were not developed with the use of such materials in mind), appropriate test methods may be chosen by the Department for review. Department approval does not relieve the binder supplier from full responsibility for content and use of any previously used material in a PG Binder nor guarantee suitable performance enhancement as defined above. The detected presence in a PG Binder sample of any unapproved previously used material will mean immediate removal from Supplement 1032 certification. Limit approved reprocessed materials to 6.0 percent by PG Binder weight.

5.4 Ensure the PG Binder is homogeneous, free from water and deleterious materials, and does not foam when heated to 350° F (175° C). Prove the asphalt binder (before modification or after modification if liquid modifier used) is fully compatible with a negative result by means of the Spot Test per AASHTO T 102 using standard naphtha solvent. If standard naphtha shows a positive result, a retest using reagent grade 35 percent Xylene/ 65 percent Heptane (volume) may be used.

5.5 Ensure the PG Binder is at least 99.0 percent soluble as determined by ASTM D 5546 or D 2042. Ensure any insoluble component is substantially free of fibers and have discrete particles less than 75 µm.

5.6 Ensure flash point is 500º F (260º C) minimum. Ensure mass loss on RTFO of the final PG Binder grade is 0.5 percent maximum.

5.7 Ensure that PG 58-28 has a minimum Viscosity (ASTM D2171 @ 60º C) of 800 poise and that PG 64-22 has a Penetration (ASTM D5) between 55 and 75.

5.8 Direct Tension testing is not required, unless otherwise required in this specification.

Requirements for PG Modified Binder. Furnish PG Modified Binder according to the requirements of Table 702.01-1 by modifying a non-oxidized, non-air blown, neat asphalt binder by using a styrene butadiene latex rubber compound (SBR polymer) or a styrene butadiene styrene polymer block copolymer (SBS polymer).

The polymer supplier will certify to the refiner and Contractor that the polymer used meets a minimum 68 percent by weight butadiene content. Perform SBS polymer modification prior to shipment to the asphalt concrete mixing plant (preblend).

Perform SBR polymer modification at the asphalt concrete mixing plant (postblend) or prior to shipment to the asphalt concrete mixing plant (preblend).

For each project, the PG Modified Binder supplier will give the Contractor a handling guide specifying temperature, circulation, shelf life, and other requirements for assuring the PG Modified Binder will perform as desired. Give this handling guide to the Testing Lab and place a copy in the plant control room and plant laboratory.

If PG Modified Binder is retained at the asphalt concrete mixing plant for more than two weeks before use or beyond the supplier recommended shelf life, whichever is less, a top and bottom sample test (material property difference between samples taken from the top and bottom of the storage tank) will be performed by the Laboratory on samples retrieved by the Contractor at the City’s direction. Do not use material on hand until approved.

Table 702.01-1Material Requirements for PG Modified Binder Test / Requirement SBR Polymer SBS Polymer Notes Final PG Binder Grade 70-22M (a, b) 64-28 (a,b) 70-22M (a) 76-22M (a) c Final PG Binder Grade 64-28 (a) Actual Pass Temperatures Report Report i RTFO Mass Loss, percent max

0.5 0.5 0.5 d

Phase Angle, max 76 80 76 d Elastic Recovery, min 65 75 e Toughness, in lb 118 105 f, d Tenacity, in lb 70 80 f, d Elongation, in, min 20 20 f, d Ductility, in, min 28 28 j, d

Separation, F max 10 10 g Homogeneity None Visible h, d

a. Preblended Binder with a base binder of at least -22 grade or stiffer for 70-22M.

b. Post blended Binder made from ODOT Supplement 1032 certified or preapproved standard PG Binder grade and rubber solids amount equal to or above

3.5 percent by weight of total binder to achieve the PG Binder grade.

c. Without Direct Tension, graded with actual pass temperatures

d. PG Modified Binder

e. ASTM D 6084, 10cm @ 25º C, hold 5 min. before cutting, on RTFO material

f. ASTM D 5801, 50cm/min @ 25º C

702.02

580 580

g. Softening point difference of top and bottom of tube sample conditioned at 340º F for 48 hours. Compatibility of polymer and neat binder is sole responsibility of supplier. Formulate PG Modified Binder to retain dispersion for 3 days minimum.

h. Heat a minimum 400 gram sample at 177º C for2.5-3 hours. Pour entire sample over a hot No 50 (300 µm) sieve at 340º F. Look for retained polymer lumps.

i. Actual high and low temperature achieved by PG Modified Binder beyond required grade, but will not grade out to the next standard PG Binder grade for low temperature.

j. ASTM D 113, @ 4º C, 1 cm/min

702.02 Cut-Back Asphalt. Provide rapid curing cut-back asphalt according to AASHTO M 81 and medium curing cut-back asphalt according to AASHTO M 82.

Instead of viscosity on the residue, the penetration in note 3 (AASHTO M 81) or note 4 (AASHTO M 82) shall govern.

702.03 Cut-Back Asphalt Emulsions. Prepare emulsions by compounding a suitable volatile solvent and water with 702.01 asphalt to produce emulsions according to Table 702.03-1.

Table 702.03-1

CBAE-

CBAE-

Special

CBAE-

CBAE-

Special

Primer

Primer

Kinematic Viscosity at 60 C, Centistokes

350-700 350-700 800-1600 800-1600 20-40 100-200

Water Content[1], % 4-12 4-12 4-12 4-12 3-8 3-8

Volatile Solvent[1], % 12-25 12-25 10-20 10-20

Asphalt Content[1], % 67+ 67+ 72+ 72- 45+ 60-

Adhesion Test[1] [2] [2] [2] [2]

Wet Stone Coating Test[1] [2] [2] [2] [2]

Stripping Test[1] [2] [2]

Tests on Residue From Distillation Penetration at 25 C 80-150 80-150 80-150 80-150 100-200 100-200 Ductility at 25 C, in cm 100+ 100+ 100+ 100+ 100+ 100+ Total Binder (Sol. in CSx), % 99+ 99+ 99+ 99+ 99+ 99+ [1] Perform tests according to Supplement 1014.

[2] Meets.

702.04 Emulsified Asphalts. Provide emulsified asphalts according to AASHTO M 140 or AASHTO M 208.

702.05 Asphalt Primer for Waterproofing. Provide asphalt primer for waterproofing according to ASTM D 41.

702.06 Asphalt for Waterproofing. Provide asphalt for waterproofing according to ASTM D 312, Type III.

702.07

702.07 Asphalt Emulsion MWS. Prepare asphalt emulsion MWS from a base material according to 702.01, except vary the penetration to meet the float test and penetration specified below. Ensure that the emulsion coats the aggregate readily, thoroughly, and uniformly. Ensure that the specified characteristics do not change during transportation or normal storage and that the emulsion is according to the following when tested according to AASHTO T 59:

Saybolt furol viscosity at 77° F (25° C), seconds 50+ [1] Asphalt residue, percent 68+ Settlement, 7 days, percent 5- Sieve test 0.1- Coating test [2] Oil distillate, percent 7- Withstand freezing to -10º F (-23° C) [3] Particle charge Negative Penetration, 77 °F (25 °C) [6] [4]

Float test at 140 °F (60 °C), seconds [6] 1200+ [5]

Total bitumen soluble CS2 [6] 97.5+

Ash content, percent [6] 2.0- [1] Pumpable.

[2] Use aggregates to test the emulsion that are from sources standardized by the Laboratory. Use aggregates consisting of 100 percent passing a 3/8 inch (9.5 mm) sieve and 0 percent passing a 1/4 inch (6.3 mm) sieve. Wash the standard reference aggregates with distilled water until free of dust, and dry them.

Weigh 3.280 ounces (93 grams) of the dry graded reference aggregate into a suitable container. Weigh 0.247 ounces (7 grams) of the emulsion onto the aggregate in the container, and vigorously mix the contents for 5 minutes. After mixing, thoroughly coat the stone. Completely immerse the mixture in tap water, and immediately pour off the tap water. Ensure that the aggregate surface area is at least 90 percent coated.

[3] When shipped after October 1 and before April 15, except if the emulsion is stored and mixed at temperatures of emulsion, aggregate, and atmosphere above 40° F (5° C).

[4] Select the penetration within the following ranges of the designation specified:

Designation Penetration at 77° F (25° C)

MWS 300 300+

MWS 150 150 to 300 MWS 90 90 to 150 MWS 60 60 to 90 [5] AASHTO T 50, except immediately pour residue from distillation into the float collar at 500° F (260° C); or if the residue has been allowed to cool, heat it again to 500° F (260° C) and pour it into the float collar.

[6] Test on residue from distillation.

702.13

582 582

702.13 Rubberized Asphalt Emulsion. Provide material consisting of asphalt emulsion SS-1 or SS-1h, according to 702.04, blended with rubber compound, according to 702.14, to produce a residual mixture of asphalt and rubber solids having a composition of 95 0.3 percent asphalt and 5 0.3 percent rubber solids by weight.

Furnish a certification to the Laboratory showing the following:

A. The weight of rubber compound blended with the emulsion.

B. The weight of SS-1 or SS-1h emulsion blended with the rubber compound.

C. The Laboratory Report Number and/or the approved Notice of Shipment Number of the SS-1 or SS-1h emulsion.

D. The certified lot or batch number of the rubber compound.

E. The percent of asphalt in the emulsion residue by distillation.

F.The percent of rubber solids in rubber compound.

G. The percent of rubber solids in the mixture of asphalt residue by distillation and rubber solids.

Determine the weight of the rubber compound to be added to a designated weight of SS-1 or SS-1h emulsion to provide the percent of rubber solids in the mixture of asphalt residue by distillation and rubber solids specified herein using the following formula:

X = 0.0526 B x W A where:

X = pounds (kilograms) of rubber compound A = percent of rubber solids in the rubber compound B = percent of asphalt residue by distillation of SS-1 or SS-1h emulsion W = pounds (kilograms) of SS-1 or SS-1h emulsion

702.14 Rubber Compound. Provide a dispersible rubber compound.. consisting of unvulcanized virgin synthetic rubber in the liquid latex form. The manufacturer of the rubber compound will furnish a written certification of the total rubber solids content of the rubber compound and provide written certification containing actual test results showing compliance with the requirements of these Specifications.

Provide a rubber compound according to the following:

A. Rubber compound:

702.14

Total rubber solids, % by weight (Certification) .......................49+ Ash, % of total rubber solids (ASTM D 297)............................3.5-

B. Combination of rubber compound with reference asphalt, mixed according to Supplement 1012.02:

Flow, cm 5- Softening point, °C raise from reference asphalt, ASTM D 36 12+

Penetration @ 25 °C., 100 g, 5 sec., mm/10 drop from reference asphalt, ASTM D 5 10+

Viscosity, Brookfield units, Model RVF, spindle No. 7 @ 10 RPM @ 94 °C * 175,000+

Toughness inch-pounds (Nm) 150+ (17+) Tenacity, inch-pounds (Nm) 90+ (10+) Peak load, pounds (N) 65+ (289+) Elongation, inches (mm) 20+ (500+) Ductility @ 4 °C, 1 cm/min, ASTM D 113 150+

* Take the reading 60 seconds after spindle is actuated.

C. Mixture of the rubber compound with the reference asphalt and reference aggregate:

Dispersion of rubber, number of remaining black rubbery particles visible to the naked eye....................................... None Resistance to flexure fatigue, number of flexural units ...................................................1500+

Perform the testing according to Supplement 1012

702.16 Polymer Emulsified Binder

Emulsion (ASTM D 244) Type A Type B (j) Saybolt Furol Viscosity 75-400 (50° C) 20-100 (25° C) Storage stability, 24 hrs., % difference, max (a)

1 1

Demulsibility, 35 ml of 0.8% Dioctyl Sodium Sulf., min

40 (b) 60

Demulsibility, 35 ml of 0.02N, CaCl2, %, min

(c)

Sieve test, (distilled water), %, max 0.1 0.05 Distillation to 190 ºC or (h), residue % solids

(d) symbol

68 63

Oil distillate, %, max 2 2

Distillation Residue Penetration, 100g, 5 sec @25ºC ASTM D 5 75-115 90-150

702.17

584 584

Float Test, sec, min ASTM D 139 1200 (g) Softening point, º C, min ASTM D 36 60 Solubility in TCE, %, min ASTM D 2042 or D 5546

97.5 97.5

Elastic Recovery, 10º C, %, min ASTM D 113, (e),(j)

70 58

Force Ductility, 4º C, 40 cm, lb/ sq in ASTM D 113, (j) report report

Toughness/Tenacity, 25º C, 50 cm/min, Nm ASTM D 5801 (f), (j)

25ºC, 50 cm/min, Nm ASTM D 5801 (i) report 16.0/ 9.0

Ductility, 4 º C,1cm/min, min ASTM D 113, (i)

Notes:

(a) After standing undisturbed for 24 hours, the surface will show no white, milky colored substance, but will be a smooth homogeneous color throughout.

(b) CRS-2P, test within 20 days of shipment.

(c) HFRS-2P, test within 20 days of shipment.

(d) Maximum of 190 ºC held for 15 minutes. (e) Straight molds. Hold at test temperature for 90 minutes. Place in ductilometer and elongate 10 cm at 5 cm/min.

Hold for 5 minutes and cut. After 1 hour retract the broken ends to touch and note elongation in cm (X). Percent Recovery = ((10-X)/10) x 100.

(f) Report on JMF. Not part of normal QC testing. Run when requested for investigation.

(g) HFRS-2P

(h) California Test 331, Residue by Evaporation

(i) SBR

(j) SBS, SB

702.17 Crack Sealant

A. Type I Crack Sealant. Conform to 705.04

B. Type II Crack Sealant. Provide a mixture of PG 64-22 certified binder (Supplement 1032) and polyester fibers (recycled fibers not permitted) according to the following requirements:

Denier; ASTM D 1577*...........................................................3.0 to 6.0 Length ...................................................0.25 0.02 inch (6.35" 0.51mm) Crimps; ASTM D 3937.................................................................. None Tensile str, min. ASTM D2256* .......................... 70,000 psi (483 Mpa) Specific gravity ....................................................................1.32 to 1.40 Minimum melting temperature....................................... 475º F (256º C) Ignition temperature .............................................1000º F (538º C) min.

702.17

* This data must be obtained prior to cutting the fibers.

Combine materials so the fibers are a minimum of 5.0 percent by total weight of the asphalt binder. Ensure combined materials are according to the following properties:

Strength (at break) at 72º F (22º C) ............................................. 350 psi (2.4 MPa) min.

at 0º F (-18º C).............................................. 500 psi (3.5 MPa) min.

Elongation (at break) at 72º F (22º C) ......................................................... 50 percent min.

at 0º F (-18º C) ........................................................ 20 percent min.

The option for using premixed and prepackaged Type II crack sealant is permitted provided (1) the fibers and the fiber binder are according to the requirements as shown and, (2) the fiber binder is according to the manufacturer’s specifications.

Furnish certified test data from the fiber binder manufacturer annually to the Laboratory, and when requested of by the Laboratory. Furnish a A letter of certification with each shipment stating that the material complies with specification requirements.

C. Type III Crack Sealant. Provide a mixture of PG 64-22 certified binder (Supplement 1032) and polypropylene fibers (recycled fibers not permitted) according to the following requirements:

Denier; ASTM D 1577*................................................................ 15 " 3 Length, .....................................................0.390.08 inch (9.91" 2.0 mm) Crimps; ASTM D 3937.................................................................. None Tensile strength, min, ASTM D 2256* ................ 40,000 psi (276 MPa) Specific gravity .........................................................................0.910.04 Minimum melting point ................................................ 320° F (160° C)

* This data must be obtained prior to cutting the fibers.

Combine materials so the fibers are a minimum of 7.0 percent by total weight of the asphalt binder. Ensure combined materials are according to the following properties:

Strength (at break) at 72º F (22º C) ............................................. 350 psi (2.4 MPa) min.

at 0º F (-18º C)............................................. 500 psi (3.5 MPa) min.

Elongation (at break) at 72º F (22º C) ........................................................ 50 percent min.

at 0º F (-18º C) .......................................................... 20 percent min.

D. Type IV Crack Sealant. Provide a prepackaged, preapproved mixture of modified binder according to the following properties and minimum 2.0 percent

703.01

586 586 polyester fibers (recycled fibers not permitted) according to the following properties.

Place sealant with a manufacturer’s representative for the fiber binder on site to ensure proper application and conditions.

Modified binder:

Cone penetration, 77° F(25° C)..................................................... 50-90 Flow, 140° F (60° C)............................................................ 1.0 cm max Resilience, 77° F (25° C) ..................................................25-60 percent Ductility, 77° F (25° C)..........................................................40 cm min Bond, 0° F (-18° C), 100 percent ext.Pass .................................5 cycles Impact, 0° F (-18° C)........................................................................Pass Compression recovery...............................................................0.40 min Recommended pour temperature................................... 380° F (193° C) Safe heating temperature............................................... 410° F (210° C)

Polyester fiber properties and fiber approval: Same as for Type II crack sealant.

Fiber binder properties:

Safe heating temperature............................................... 400° F (204° C) Softening point................................................................ 190° F (88° C) Viscosity, 400° F(225° C) ...................................................3000 cp min Cone penetration, 77° F(25° C)..................................................... 25-45 WorkabilityCapable of being melted and applied through a pressure feed, indirect heated and agitated melter Flexibility*.......................................................................................Pass

* 1 inch (25mm) sample at -20° F(-30° C), 90 degree bend, 10 sec

Crack sealant approval: Submit 10 pounds (4.5 kg) of base modified binder and 10 pounds (4.5 kg) of fiber binder from the same batch to the Laboratory. Submit samples for approval annually. Before shipment to the project the fiber binder must be approved by the Laboratory. Additional testing or submission of samples may be required by the Laboratory.

703 AGGREGATE

703.01 General. Soundness. When the major portion of the unsound material in a coarse aggregate acquires a mud-like condition when tested for soundness, the maximum loss shall be five percent for all uses.

Stock Piles. Stockpiling and loading methods shall be such as to permit ready identification of the aggregates and to minimize segregation. Sites for stock piles shall be clean prior to storing materials. No material which has become mixed with foreign matter or other sizes or grades of aggregates shall be used.

Aggregates shall be handled in such a manner that the moisture content will be reasonably uniform for each day's run. If necessary, in order to secure uniformity of moisture content of the aggregate, stockpiling will be required.

Open-hearth and Basic-oxygen Furnace Slags. All open-hearth and basic-oxygen furnace slags shall be furnished to a size meeting the specified grading requirements of the use item to which it will be incorporated, and stockpiled for a period of not less than 6 months prior to use. New material shall not be added to the stockpile during the 6 month aging period, or prior to or during delivery from the stockpile to the project. Any addition of new material to a stockpile will require initiation of a new aging period before any material from that stockpile may be used. Prior or during the stockpiling operation, these materials shall have water added to provide a uniform moisture content not less than their absorbed moisture and the stockpile shall be maintained in a moist condition during the required stockpiling period.

The Contractor shall furnish the Engineer with a certificate stating that the slag material stockpiling requirements have been complied with for all such material furnished to the work. This certification shall include the estimated yardage, the detailed location, and the beginning and ending dates of the aging periods, of each stockpile. The certification shall be submitted with sufficient lead time, prior to intended use, to allow for inspection, sampling, and testing.

Air Cooled Blast Furnace Slag. In addition to meeting the same requirements stated above for open-hearth and basic oxygen furnace slags, all air cooled blast furnace slag shall be subject to the acceptance requirements set forth in ODOT Supplemental 1027 (Sulphur Leachate Test).

Size. Aggregate shall conform to the size specified in the material specifications, the construction item or as shown in AASHTO M 43.

APPLICABLE DOCUMENTS

ASTM C142 Amount finer than No. 200 Sieve - AASHTO T11 or ASTM C117

Clay Lumps and Friable Particles.

ASTM D75 Sampling Aggregate.

ASTM C29 Test for unit weight and voids in aggregate.

ASTM C39 Test for compressive strength of cylindrical concrete specimens.

ASTM C40 Test for organic impurities in sands for concrete.

ASTM C78 Test for Flexural strength of concrete (using simple beam with third-point loading).

588 588

ASTM C87 Test of effect or organic impurities in fine aggregate on strength of mortar.

ASTM C88 Test for soundness of aggregates by use of Sodium Sulfate or

Magnesium Sulfate.

ASTM C117 Test for materials finer than No. 200 (75-mm) sieve in mineral aggregates by washing.

ASTM C123 Test for lightweight pieces in aggregate.

ASTM C125 Definitions of terms relating to concrete and concrete aggregates.

ASTM C131 Test for resistance to abrasion of small size coarse aggregate by use of

Los Angeles machine.

ASTM C136 Test for sieve or screen analysis of fine and coarse aggregates.

ASTM C142 Test for clay lumps and friable particles in aggregates.

ASTM C227 Test for potential alkali reactivity of cement-aggregate combinations

(mortar-bar method).

ASTM C289 Test for potential reactivity of aggregates (chemical method).

ASTM C295 Recommended practice for petrographic examination of aggregates for concrete.

ASTM C342 Test for potential volume change of cement- aggregate combinations.

ASTM C535 Test for resistance to abrasion of large size coarse aggregate by use of the Los Angeles machine.

ASTM C586 Test for potential alkali reactivity of carbonate rocks for concrete aggregates (rock cylinder method).

ASTM C666 Test for resistance of concrete to rapid freezing and thawing.

ASTM D75 Sampling Aggregates.

ASTM E11 Specifications for wire-cloth sieves for testing purposes.

Method of Test. Aggregate shall be tested by the following methods:

Amount finer than No. 200 sieve ......................... S1004* Clay lumps ........................................................... S1017* Coal and lignite ........................................ AASHTO T113

Crushed pieces ..................................................... S1021* Deleterious materials............................................ S1029* Effect of organic impurities on strength of mortar.................................. AASHTO T71 Liquid limit ............................................... AASHTO T89 Percentage of wear, Los Angeles abrasion test. AASHTO T96 or ASTM C535 Plasticity index........................................... AASHTO T90 Sieve analysis......................................... .S1004*, S1005* Sieve analysis of mineral filler................... AASHTO T37 Sodium sulfate soundness test, 5 cycles ... AASHTO T104 Specific gravity and percent absorption for fine and coarse aggregate ............................... S1031* Unit weight................................................. AASHTO T19

* Supplement on file in the Office of the Engineer.

590 590

TABLE 703-1

SIZES OF COARSE AGGREGATE

(AASHTO M 43)

SIEVE

SIZE 1 2 24 3 357 4 467 5 56 57

4" 100

3-1/2" 90-100

3" 100 100

2-1/2" 25-60 90-100 90-100 100 100

2" 35-70 90-100 95-100 100 100

1-1/2" 0-15 0-15 25-60 35-70 90-100 95-100 100 100 100

1" 0-15 35-70 20-55 90-100 95-100

3/4" 0-5 0-5 0-10 0-15 35-70 20-55 40-75

1/2" 0-5 0-5 10-30 0-10 15-35 25-60

3/8" 0-5 10-30 0-5 0-15

No. 4 0-5 0-5 0-5 0-10

No. 8 0-5

No. 16

No. 50

No. 100

703.02

(1) Numbered sieves are those of the United States Standard Sieve Sizes.

(2) Amounts given are the percentages by weight passing each sieve size (square openings).

(3) Screenings. Where sizes of coarse aggregate designated by two or three digit numbers are specified, the specified gradation may be obtained by combining the appropriate single digit standard size aggregates by a suitable proportioning device which has a separate compartment for each coarse aggregate combined. The blending shall be done as directed by the laboratory.

703.02 Aggregate for Portland Cement Concrete.

Fine Aggregate.

1. The fine aggregate shall be natural sand.

2. Sieve Analysis:

Total Percent Passing Sieve Size Natural Sand 3/8 Inch 100 No. 4 95-100

SIEVE

SIZE 6 67 68 7 78 8 89 9 10

4"

3-1/2"

3"

2-1/2"

2"

1-1/2"

1" 100 100 100

3/4" 90-100 90-100 90-100 100 100

1/2" 20-55 90-100 90-100 100 100

3/8" 0-15 20-55 30-65 40-70 40-75 85-100 90-100 100 100

No. 4 0-5 0-10 5-25 0-15 5-25 10-30 20-55 85-100 85-100

No. 8 0-5 0-10 0-5 0-10 0-10 0-10 5-30 10-40

No. 16 0-5 0-5 0-5 0-10 0-10

No. 50 0-5 0-5

No.

100 10-30

703.02

592 592

No. 8 70-95 No. 16 45-80 No. 30 5-60 No. 50 10-30 No. 100 1-10 No. 200 0-4

Fine aggregate failing to meet the minimum requirement for amount passing either the No. 50 or No. 100 Sieve, or both, may be used provided an approved fine material is added to correct the deficiency. The amount added shall be determined by the laboratory.

Should the fineness modulus of a job control sample of sand from any source vary by more than 0.20 from that of a representative sample from that source, the sand may be rejected.

3. Soundness, Sulfur, etc.:

Maximum Percent Loss, Sodium Sulfate Soundness test

Section 305

Sec. 451, 452, 511, 515, 519, 603, 604, 453, 454, 455, 456 457, 458, 704 and 706

When the sand has more than 0.3 percent by weight of sulfur compounds, the service record of the sand when exposed to weathering in concrete will be examined before classifying the material as satisfactory or unsatisfactory for use.

When tested for the effect of organic impurities on strength of mortar, the compressive strength at three and seven days of mortar made with untreated sand shall be not less than 95 percent of the compressive strength of mortar made with treated sand.

Aggregations of soil, silt, etc., maximum percent, by weight, 0.5.

Coarse Aggregate.

1. The coarse aggregate shall be washed gravel, crushed carbonate stone, or crushed air-cooled blast furnace slag. Gravel for coarse aggregate in concrete may be used only where specifically noted on the plans or with written permission of the Engineer.

2. Physical Properties:

Percent of wear, Los Angeles test, maximum (stone or gravel)

Unit weight, compacted, minimum pounds (slag)

703.03

Loss, Sodium Sulfate Soundness Test, percent, maximum:

451, 452, 511, 519, 551, 562, 563, 613, 622, 704 and 706

Deleterious substances shall not exceed the following:

Percent by Weight Super-Structure All Other

Concrete Soft Pieces 2.0 3.0 Coal and Lignite 0.25 1.0 Clay Lumps 0.25 0.25 Pieces having a length greater than 5 times the average thickness

Shale and Shaly Material 0.5 1.0 Other Deleterious substances, such as limonitic concretions, alkali, metallic particles and chert which disintegrates in 5 cycles of soundness test

0.5

1.0

3. Amount finer than No. 200 sieve. The percentage of material finer than the No. 200 sieve in the aggregate portion of the concrete mix shall not exceed the following:

Super-Structure All Other

Concrete Where the finer than No. 200 sieve material from the coarse aggregate consists of the dust of fracture essentially free from clay and shale

3.4

3.8

Where the finer than No. 200 sieve material from the coarse aggregate may consist of or include material other than dust of fracture

2.0

2.2

703.03 Fine Aggregate for Mortar or Grout.

1. The fine aggregate shall be natural sand.

703.04

594 594

Sieve Size

Total Percent Passing

No. 4 100 No. 8 95-100 No. 50 10-40 No. 100 0-10 No. 200 0-5

3. Soundness Sulfur, Etc.:

Loss, Sodium Sulfate Soundness test, percent, max

When the sand has more than 0.3 percent by weight of sulfur compounds, the service record of the sand when exposed to weathering in mortar or grout will be examined before classifying the material as satisfactory or unsatisfactory for use.

When tested for the effect of organic impurities on strength of mortar, the compressive strength of mortar made with untreated sand shall be not less than 95 percent of the compressive strength of mortar made with treated sand.

Aggregations of soil, silt, etc., max. percent, by weight, 0.5.

703.04 Aggregate for:

Bituminous Aggregate Base, 301 Aggregate Base, 304 Slope and Channel Protection, 601

1. The coarse aggregate for bituminous aggregate base used in flexible pavements shall be crushed carbonate stone or crushed gravel. The fine aggregate for bituminous aggregate base shall be natural sand.

2. Physical Properties 301 304 601

Percentage of wear, Los Angeles Test, maximum 50 50 50

Unit weight, compacted, pounds minimum (slag) 65 --- 65

Loss, Sodium Sulfate Soundness test, percent maximum 15 15 15

Percentage of fractured pieces, minimum 40 90 90

703.05

Item 301

Soft Pieces..................................................................................3.0 Coal and Lignite.........................................................................1.0 Clay Lumps..............................................................................0.25 Pieces having a length greater than 5 times the average thickness ...................................................15.0 Shale, shaly material, and chert which disintegrates in 5 cycles of the soundness test............................2.5

703.05 Aggregate for:

(1) Asphalt Concrete, 302, Asphalt Concrete (Intermediate and Surface Courses), 412, and 413

(2) Prime Coat (408).

(3) Seal Coat, 409

(4) Bituminous Road Mix, 406

A. Fine Aggregate.

1. Provide fine aggregate consisting of natural sand or sand manufactured from stone, gravel or air-cooled slag.

2. Sieve analysis.

Sieve Size Total Percent Passing 3/8 inch (9.5 mm) 100 No. 4 (4.75 mm) 90 to 100 No. 8 (2.36 mm) 65 to 100 No. 16 (1.18 mm) 40 to 85 No. 30 (600 mm) 20 to 60 No. 50 (300 mm) 7 to 40 No. 100 (150 mm) 0 to 20 No. 200 (75 mm) 0 to 10

3. Soundness, etc.

Maximum Percent

Loss, sodium sulfate soundness test, % 15 Aggregations of soil, silt, etc., by weight 0.5

B. Coarse Aggregate.

1. Provide coarse aggregate consisting of CCS, crushed air-cooled slag, or washed gravel.

2. Physical properties.

703.06

596 596

Percent of wear, Los Angeles test, maximum (stone or gravel)

Unit weight, compacted, lb/ft3 (kg/m3), minimum (slag):

Asphalt Concrete, 406,408,409 and 412 ........................ .70 (1120)

Loss, sodium sulfate soundness test, %, maximum:

Asphalt Concrete, and 412

Loss, sodium sulfate soundness test, %, maximum: 405 and 409

Percent by weight of fractured pieces, minimum

Material Type

Percent by Weight

Soft pieces 3.0 Coal and lignite 1.0 Lightweight pieces 1.0 Clay lumps 0.25 Amount finer than No. 200 (75 m) sieve 3.0 Pieces having a length greater than 5 times the average thickness 15 Shale and shaly material 2.5 Limonitic concretions 2.5 Alkali 2.5 Chert, that disintegrates in 5 cycles of the soundness test 2.5

C. General Requirements for Coarse and Fine Aggregate.

1. Calculate each individual sieve fraction soundness loss and ensure that the fractional size does not exceed the following:

a. 13.0 percent for all surface courses and any asphalt concrete course directly below an open graded friction course.

b. 13.0 percent for No. 8 aggregate fractions used in intermediate courses that will be exposed to traffic over the winter months.

c. 15.0 percent for all other coarse aggregate used in intermediate courses that will be exposed to traffic over the winter months.

Statistical evaluation of data will be per Group List procedures.

703.06 Sand Cover (407 and 408). 1. For 407 and 408 the sand shall be natural sand.

703.07

Sieve Size Total Percent Passing No. 4 90-100 No. 50 7-40 No. 200 0-10

703.07 Mineral Filler.

1. The mineral filler shall be limestone dust, portland cement, or other inert mineral matter. It shall be thoroughly dry and free from lumps.

Sieve Size Total Percent Passing No. 30 100 No. 50 95-100 No. 200 5-100

703.08 Granulated Slag.

1. The granulated slag shall be the glassy, granular materials formed when molten blast-furnace slag or electric-furnace slag is rapidly chilled, as by immersion in water. Material containing mill waste, cinders, large pieces of ungranulated slag, or other matter foreign to the production of slag in the normal operation of the blast-furnace or electric furnace may be rejected.

The material shall be of such nature that it will compact to the satisfaction of the engineer.

2 Inch 100 1 Inch 5-100 No. 100 0-15

703.09 Slacker Aggregate.

1. The slacker aggregate shall be the by-product of lime slackers and shall consist of unburned and underburned limestone, or silica, or both. Material containing calcium oxide, coke, or other foreign matter may be rejected.

The material shall be of such nature that it will compact to the satisfaction of the Engineer.

703.10

598 598

2 Inch 100 3/4 Inch 75-100 No. 4 35-75 No. 200 0-15

703.10 Screenings.

1. The screenings shall be No. 10 size gravel, stone, or air-cooled slag.

Where crushed material is specified, it shall be crushed from material larger than the 1/2 inch sieve.

2. Loss, sodium sulfate soundness, percent, maximum

704 MASONRY UNITS

704.01 Clay or Shale Brick. ASTM C 32, Grade SM, with the following exception:

4.1 Size. The units shall be 8-1/4" x 3-5/8" x 2-3/4".

7.1 Sampling and Testing. Inspection shall be done at the project site.

Random samples shall be obtained from material delivered to the project site or at other locations designated by the Engineer.

704.02 Concrete Brick. ASTM C 55, Type II, Grades N 11 or S 11 with the following exceptions and additions:

3. Materials. 3.1.1 and 3.1.2, Cement shall conform to 701 Portland Cement. 3.2 Aggregate shall conform to the quality requirements of 703.02.

7. Methods of Sampling and Testing. 7.1. Inspection shall be done at the project site. Random samples shall be obtained from material delivered to the project site or at other locations designated by the Engineer. 7.2. Brick shall be sampled and tested in accordance with ASTM C 140 except that each sample shall consist of 12 full sized brick.

Size and Shape. The units shall be of such size and shape as to permit their incorporation in the structure in conformance with the specified dimensions of the structure. They shall be of a rectangular cross section with square corners. The ends, edges and one face shall have plain surfaces.

704.03

704.03 Concrete Masonry Blocks. ASTM C 139, with the following exceptions and additions:

4. Dimensions and Permissible Variations. In addition, the units shall be of such size and shape as to permit their incorporation in the structure in conformance with the specified dimensions of the structure.

5. Sampling and Testing. 5.1 Inspection shall be done at the project site.

Random samples shall be obtained from material delivered to the project site or at other locations designated by the Engineer.

705 CONCRETE PAVEMENT INCIDENTALS

705.01 Hot Applied Joint and Crack Sealer. ASTM D 3405.

705.02 Cold Applied Joint Sealer. ASTM D 1850.

705.03 Preformed Fillers. AASHTO M 153 or AASHTO M 213, with the following exceptions and additions:

3.7 Asphalt Content. The producer shall certify to the Engineer that the asphalt cement content is at least 35 percent by weight of the filler.

Inspection shall be done at the project site. Random samples shall be obtained from material delivered to the project site or at other locations designated by the Engineer.

705.04 Hot Applied Joint Sealer. Furnish hot applied joint sealer conforming to ASTM D 6690, Type II Use this material as the primer for Type 3 membrane.

705.05 Burlap Cloth. AASHTO M 182, Class 2.

705.06 Sheet Materials for Concrete Curing. AASHTO M 171, moisture loss and reflectance only.

705.07 Liquid Membrane-forming Compounds for Curing Concrete.

ASTM C 309 Type 1, Type 1-D or Type 2, Class B, with the following additions:

8.1 Packing and Marking. The containers for Type 2 white pigmented liquid membrane forming compounds shall be equipped with mechanical agitators.

Drums containing resin base compound shall be marked "Resin Base." Each drum in any batch or lot shall have a number assigned as the drum is being filled.

705.08 Waterproofing Polyethylene Film.

705.10 Air-Entraining Admixtures. AASHTO M 154.

705.11

600 600

705.11 Preformed Elastomeric Compression Joint Seal for Concrete.

AASHTO M 220 with the following exceptions and additions:

5.1 Size and design shall be as shown on the plans.

7.2 Inspection shall be done at the project site. Random samples shall be obtained from material delivered to the project site, or at other locations designated by the Engineer.

7.3 A minimum of 6 linear feet shall constitute one sample.

8.3 Specimens for the low temperature recovery tests shall be lightly dusted with talc on the outside surfaces only.

11.1 In addition, one-foot length markings shall be not less than 11-15/16 nor more than 12-1/8 inches from center to center.

The lubricants for installation of preformed compression seals shall be as recommended by the seal manufacturer.

Qualification. Each design, shape, width, depth, web and shell thickness shall be approved by the Engineer prior to use. Drawings of the seals showing all dimensions and dimension tolerances and weight per foot shall be submitted with the request for design approval. A copy of Certified Test Data covering the specified properties of preformed elastomeric joint seals shall accompany the request for approval. A 6-foot length of elastomeric joint sealer shall be submitted concurrently with the request for qualification.

705.12 Chemical Admixture for Concrete. ASTM C 494. The minimum relative durability factor shall be 90.

705.13 Fly Ash for Use in Portland Cement Concrete. ASTM C 618, Class C or F, except the maximum loss on ignition shall be 3 percent.

705.15 High Molecular Weight Methacrylate (HMWM) Resin. Provide low viscosity, non-fuming high molecular weight methacrylate (HMWM) resin conforming to the following:

Viscosity Less than 25 cps (Brookfield viscometer, Model RVT with UL adaptor or

Model LVF, # spindle and UL adaptor C @ 77 ºF (25 ºC) (ASTM D 2849) Density Greater than 8.4 lb/gal Ca 77 ºF (25 ºC) (ASTM D 2849) Flash Point Greater than 200 ºF (93 ºC) (PenskyMartens CC)

(ASTM D 93)

Vapor Pressure Less than 1.0 mm Hg C @ 77 ºF (25 ºC) (ASTM D 323) TG (DSC) Greater than 135 ºF (58 ºC) (ASTM D3418) Shelf Life Must be 1 year minimum at manufacturers recommended environmental considerations Gel Time Greater than 40 min, 100 g mass (ASTM D 2471)

(thin film) Percent Solids Greater than 90% by weight

705.23

Bond Strength Greater than 1500 psi (10.5 MPa) (ASTM C 882)

Use a No. 6 (20M) deformed reinforcing bar 30 inches (760 mm) long, cleaned and degreased. After thoroughly cleaning the hole, grout the bar into the test block or cylinder as recommended by the resin manufacturer. Hold and center the bar perpendicular to the concrete surface in the grout-filled hole during the curing period.

Cure the resulting specimen at 77+5° F (25+ 3° C) for 24 hours. Apply an axial pull out load to the bar at a rate of 1/2 inch (13 mm) per minute until the bar pulls out of the specimen, or the concrete block or cylinder cracks or spalls. Record the failure mode and applied load.

Supply the polyester, vinylester, and epoxy resins in non-reactive containers and with their MSDS. Label containers with the name of the mixture, the manufacturer, the shelf life expiration date, the batch number, quantity, and instructions.

Maintain storage areas between 40° and 100° F (5° and 38° C).

705.23A Epoxy-Urethane Sealers. Provide an Epoxy-Urethane sealer conforming to the following requirements:Absorption - ASTM C642 (non-air entrained concrete). Proportion and mix concrete according to ASTM C672. Sealed concrete, under total immersion, will not exceed 1.0% after 48 hours or 2.0% after 50 days

Scaling Resistance - ASTM C672 A rating of “No scaling” after 100 cycles on the sealed concrete (non-air entrained concrete) as compared to "Severe Scaling' on untreated concrete.

NCHRP 244, Series 11 - Cube Test

3.1 Weight gain - not to exceed 25% of untreated cube

3.2 Absorbed chloride - not to exceed 25% of untreated cube

NCHRP 244, Series IV - Southern Exposure

4.1 Absorbed chloride - not to exceed 10% of untreated concrete Record and report the application rate (square footage/gallon) of sealer during the tests.

Provide test data from an approved independent testing facility. The sealer manufacturer funds the testing costs.

Furnish the test data, a one quart sample, and the MSDS to the City of Akron Materials Testing Lab for approval.

705.23

602 602

705.23B Non-Epoxy Sealer. Provide an Non-Epoxy sealer conforming to the following requirements:

Absorption - ASTM C642 (non-air entrained concrete). Proportion and mix concrete according to ASTM C672. Sealed concrete, under total immersion, will not exceed 1.0% after 48 hours or 2.0% after 50 days

Scaling Resistance - ASTM C672 A rating of “No scaling” after 100 cycles on the sealed concrete (non-air entrained concrete) as compared to "Severe Scaling” on untreated concrete.

NCHRP 244, Series 11 - Cube Test

3.1 Weight gain - not to exceed 25% of untreated cube

3.2 Absorbed chloride - not to exceed 25% of untreated cube

NCHRP 244, Series IV - Southern Exposure

4.1 Absorbed chloride - not to exceed 10% of untreated concrete

Record and report the application rate (square footage/gallon) of sealer during the tests.

Provide test data from an approved independent testing facility. The sealer manufacturer funds the testing costs.

Furnish the test data, a one quart sample, and the MSDS to the City of Akron Materials Testing Lab, who will determine material acceptance.

705.24 Soluble Reactive Silicate. Provide a soluble reactive silicate (SRS) that is a blend of Na/K/FlxSiOx (sodium, potassium, fluoro or other silicate), surfactants, polymers, and stabilizers capable of thoroughly saturating and sealing concrete. The treatment system will meet the following performance requirements:

A. Scaling Resistance - Treated concrete will pass ASTM C 672, Scaling Resistance test with a rating of 'No Scaling' after 100 cycles (non-air entrained concrete) as compared to "Severe Scaling' on untreated concrete

B. Absorption - The absorption of treated concrete under total immersion will not exceed 1.0 percent after 48 hours or 2.0 percent after 50 days (ASTM C 642, non-air entrained concrete). Concrete should be proportioned and mixed in accordance with ASTM C 672.

705.25

C. Skid resistance - The skid resistance of treated concrete pavement will not be reduced by more than 10 percent as compared to the same untreated pavement.

ASTM E 274 using ASTM E 501 ribbed tire at 40 mph (64 kph), five test average.

D. AASHTO T 259 as modified. The standard T 259 Resistance of Concrete to Chloride Ion Penetration will be modified as follows:

In addition to section 3.1, intentionally break the specimens so they have a full depth crack through the middle of the slab. Install section 3.2 dams around the perimeter of the re-assembled, cracked, concrete specimens. Caulk around the perimeter of the dam to assure that only the crack and the concrete will allow water to pass through or be absorbed. After assembly, measure the crack width at three locations and report the crack width.

Perform the ponding of 3.4 until the 3% solution comes through the specimen’s crack. Record and report he time required for the solution to appear through the specimen’s crack. Remove the solution from the specimens and re-dry according to

3.3 (T 259).

After drying apply the SRS to the specimen ’s top surface at the manufacturer’s recommended rate of application. Record and report the rate of application. Air dry the SRS coated dammed sample specimens for 7 days. After 7 days, re perform the ponding with 3% chloride solution until solution comes through the specimen’s crack or 14 days. Record the time the till the ponded solution comes through the crack.

Acceptable SRS materials will have a value of 2 or more when the ponding time before SRS application is divided into the ponding time after SRS application.

Sections 3.5, 3,6, 4.1,4.2 and 5.1 (of T 259) will not apply.

Have tests performed by an approved independent testing facility acceptable to the Engineer.

Submit test data and a one quart (one liter) a technical data sheet and the MSDS to the City of Akron Materials Testing Lab for approval

705.25 Gravity-Fed Resin. Provide non shrink, non metallic resin conforming to ASTM C 881, Type 1, Grade 1, Class B or C and the following:

The maximum viscosity at the lowest allowable…