ASTM A616 - A 616M - 96a

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Designation: A 616/A 616M – 96a American Association State

Highway and Transportation Officials Standard

AASHTO No.: M 42

Standard Speciﬁcation for

Rail-Steel Deformed and Plain Bars for Concrete

Reinforcement

This standard is issued under the ﬁxed designation A 616/A 616M; the number immediately following the designation indicates the year

of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval.

A superscript epsilon (´) indicates an editorial change since the last revision or reapproval.

This standard has been approved for use by agencies of the Department of Defense.

1. Scope

1.1 This speciﬁcation covers deformed and plain rail-steel

bars concrete-reinforcement. The standard sizes and dimen-

sions of deformed bars and their number designations shall be

those listed in Table 1.

1.1.1 A supplementary requirement (S1) of an optional

nature is provided. It shall apply only when speciﬁed by the

purchaser.

1.1.2 The text of this speciﬁcation references notes and

footnotes that provide explanatory material. These notes and

footnotes, excluding those in tables and ﬁgures, shall not be

considered as requirements of the speciﬁcation.

1.2 Bars are of two minimum yield levels: namely, 50 000

psi [350 MPa] and 60 000 psi [420 MPa], designated as Grade

50 [350] and Grade 60 [420], respectively.

1.3 Plain rounds, in sizes up to and including 2 in. [50.8

mm] in diameter, in coils or cut lengths, when speciﬁed for

dowels, spirals and structural ties or supports shall be furnished

under this speciﬁcation in Grade 50 [350] and Grade 60 [420].

For ductility properties (elongation and bending) test provi-

sions of the nearest smaller nominal diameter deformed bar

size shall apply. Requirements providing for deformations and

marking shall not be applicable.

1.4 The weldability of the steel is not a requirement of this

speciﬁcation.

1.5 This speciﬁcation is applicable for orders in either

inch-pound units (as Speciﬁcation A 616) or in SI units [as

Speciﬁcation A 616M].

1.6 The values stated in either inch-pound units or SI units

are to be regarded as standard. Within the text, the SI units are

shown in brackets. The values stated in each system are not

exact equivalents; therefore, each system must be used inde-

pendently of the other. Combining values from the two systems

may result in nonconformance with the speciﬁcation.

2. Referenced Documents

2.1 ASTM Standards:

A 370 Test Methods and Deﬁnitions for Mechanical Testing

of Steel Products

A 700 Practices for Packaging, Marking, and Loading

Methods for Steel Products for Domestic Shipment

E29 Practice for Using Signiﬁcant Digits in Test Data to

Determine Conformance with Speciﬁcations

2.2 Military Standards:

MIL-STD-129 Marking for Shipment and Storage

MIL-STD-163 Steel Mill Products Preparation for Ship-

ment and Storage

2.3 Federal Standard:

Fed. Std. No. 123 Marking for Shipment (Civil Agencies)

3. Terminology

3.1 Deﬁnitions of Terms Speciﬁc to This Standard:

3.1.1 deformed bar, ,n—steel bar with protrusions; a bar

that is intended for use as reinforcement in reinforced concrete

construction.

3.1.2 Discussion—The surface of the bar is provided with

lugs or protrusions that inhibit longitudinal movement of the

bar relative to the concrete surrounding the bar in such

construction. The lugs or protrusions conform to the provisions

of this speciﬁcation.

3.1.3 deformations, ,n—protrusions on a deformed bar.

3.1.4 plain bar, ,n—steel bar without protrusions.

3.1.5 rib, ,n—longitudinal protrusion on a deformed bar.

4. Ordering Information

4.1 It shall be the responsibility of the purchaser to specify

all requirements that are necessary for material ordered to this

speciﬁcation. Such requirements shall include, but are not

limited to, the following:

This speciﬁcation is under the jurisdiction of ASTM Committee A-1 on Steel,

Stainless Steel, and Related Alloys and is the direct responsibility of Subcommittee

A01.05 on Steel Reinforcement.

Current edition approved July 10, 1996. Published September 1996. Originally

published as A 616 – 68. Last previous edition A 616/A 616M – 96.

Annual Book of ASTM Standards, Vol 01.03.

Annual Book of ASTM Standards, Vol 01.05.

Annual Book of ASTM Standards, Vol 14.02.

Available from Standardization Documents Order Desk, Bldg. 4 Section D, 700

Robbins Ave., Philadelphia, PA 19111-5094, Attn: NPODS.

4.1.1 Quantity (weight) [mass],

4.1.2 Name of material (rail-steel deformed and plain bars

for concrete reinforcement),

4.1.3 Size and length,

4.1.4 Deformed or plain,

4.1.5 Grade,

4.1.6 Packaging (see Section 19),

4.1.7 Supplementary requirements (if desired),

4.1.8 ASTM designation and year of issue, and

4.1.9 Certiﬁed mill test reports (if desired). (See Section

17.)

NOTE 1—A typical ordering description is as follows: 20 tons rail-steel

deformed and plain bars for concrete reinforcement, No. 8, 30 ft 0 in. long,

deformed, Grade 60, in secured lifts, including Supplementary Require-

ment S 1, to ASTM A 616 – . Certiﬁed mill test reports are required.

[19 tonnes, rail-steel deformed and plain bars for concrete reinforce-

ment, No. 25, 18.3 m long, deformed, Grade 420, in secured lifts,

including Supplementary Requirement S 1, to ASTM A 616M – . Certi-

ﬁed mill test reports are required.]

5. Material and Manufacture

5.1 The bars shall be rolled from standard section Tee rails.

No other materials such as those known by the terms rerolled,

rail-steel equivalent, and rail-steel quality shall be substituted.

6. Requirements for Deformations Requirements for

Deformations

6.1 Deformations shall be spaced along the bar at substan-

tially uniform distances. The deformations on opposite sides of

the bar shall be similar in size, shape, and pattern.

6.2 The deformations shall be placed with respect to the axis

of the bar so that the included angle is not less than 45°. Where

the line of deformations forms an included angle with the axis

of the bar of from 45 to 70° inclusive, the deformations shall

reverse alternately in direction on each side, or those on one

side shall be reversed in direction from those on the opposite

side. Where the line of deformations is over 70°, a reversal in

direction shall not be required.

6.3 The average spacing or distance between deformations

on each side of the bar shall not exceed seven tenths of the

nominal diameter of the bar.

6.4 The overall length of deformations shall be such that the

gap between the ends of the deformations on opposite sides of

the bar shall not exceed 12.5 % of the nominal perimeter of the

bar. Where the ends terminate in a longitudinal rib, the width of

longitudinal rib shall be considered the gap. Where more than

two longitudinal ribs are involved, the total width of all

longitudinal ribs shall not exceed 25 % of the nominal perim-

eter of the bar; furthermore, the summation of gaps shall not

exceed 25 % of the nominal perimeter of the bar. The nominal

perimeter of the bar shall be 3.14 times the nominal diameter.

6.5 The spacing, height, and gap of deformations shall

conform to the requirements prescribed in Table 1.

7. Measurements of Deformations

7.1 The average spacing of deformations shall be deter-

mined by dividing a measured length of the bar specimen by

the number of individual deformations and fractional parts of

deformations on any one side of the bar specimen. A measured

length of the bar specimen shall be considered the distance

from a point on a deformation to a corresponding point on any

other deformation on the same side of the bar. Spacing

measurements shall not be made over a bar area containing bar

marking symbols involving letters or numbers.

7.2 The average height of deformations shall be determined

from measurements made on not less than two typical defor-

mations. Determinations shall be based on three measurements

per deformation, one at the center of the overall length and the

other two at the quarter points of the overall length.

7.3 Insufficient height, insufficient circumferential cover-

age, or excessive spacing of deformations shall not constitute

cause for rejection unless it has been clearly established by

determinations on each lot (Note 2) tested that typical defor-

mation height, gap or spacing do not conform to the minimum

requirements prescribed in Section 6. No rejection shall be

made on the basis of measurements if fewer than ten adjacent

deformations on each side of the bar are measured.

NOTE 2—A lot is deﬁned as all the bars of one bar number and pattern

of deformation contained in an individual shipping release or shipping

order.

8. Tensile Requirements

8.1 Grade 50 [350] and Grade 60 [420]—The material as

represented by the test specimens shall conform to the require-

ments for tensile properties prescribed in Table 2.

TABLE 1 Deformed Bar Designation Numbers, Nominal Weights [Masses], Nominal Dimensions, and Deformation Requirements

Bar

Designation

No.

Nominal Weight, lb/ft

[Nominal Mass,

kg/m]

Nominal Dimensions

Deformation Requirements, in. [mm]

Diameter,

in. [mm]

Cross-Sectional Area

in.

[mm

]

Perimeter,

in. [mm]

Maximum Average

Spacing

Minimum Average

Height

Maximum Gap

(Chord of 12.5 % of

Nominal Perimeter)

3 [10] 0.376 [ 0.560] 0.375 [ 9.5] 0.11 [ 71] 1.178 [ 29.9] 0.262 [ 6.7] 0.015 [0.38] 0.143 [ 3.6]

4 [13] 0.668 [ 0.994] 0.500 [12.7] 0.20 [ 129] 1.571 [ 39.9] 0.350 [ 8.9] 0.020 [0.51] 0.191 [ 4.9]

5 [16] 1.043 [ 1.552] 0.625 [15.9] 0.31 [ 199] 1.963 [ 49.9] 0.437 [11.1] 0.028 [0.71] 0.239 [ 6.1]

6 [19] 1.502 [ 2.235] 0.750 [19.1] 0.44 [ 284] 2.356 [ 59.8] 0.525 [13.3] 0.038 [0.97] 0.286 [ 7.3]

7 [22] 2.044 [ 3.042] 0.875 [22.2] 0.60 [ 387] 2.749 [ 69.8] 0.612 [15.5] 0.044 [1.12] 0.334 [ 8.5]

8 [25] 2.670 [ 3.973] 1.000 [25.4] 0.79 [ 510] 3.142 [ 79.8] 0.700 [17.8] 0.050 [1.27] 0.383 [ 9.7]

9 [29] 3.400 [ 5.060] 1.128 [28.7] 1.00 [ 645] 3.544 [ 90.0] 0.790 [20.1] 0.056 [1.42] 0.431 [10.9]

10 [32] 4.303 [ 6.404] 1.270 [32.3] 1.27 [ 819] 3.990 [101.3] 0.889 [22.6] 0.064 [1.63] 0.487 [12.4]

11 [36] 5.313 [ 7.907] 1.410 [35.8] 1.56 [1006] 4.430 [112.5] 0.987 [25.1] 0.071 [1.80] 0.540 [13.7]

Bar numbers are based on the number of eighths of an inch included in the nominal diameter of the bars [bar numbers approximate the number of millimetres of the

nominal diameter of the bar].

The nominal dimensions of a deformed bar are equivalent to those of a plain round bar having the same weight [mass] per foot [metre] as the deformed bar.

A 616/A 616M – 96a

8.2 The yield point or yield strength shall be determined by

one of the following methods:

8.2.1 The yield point shall be determined by drop of the

beam or halt in the gage of the testing machine.

8.2.2 Where the steel tested does not have a well-deﬁned

yield point, the yield strength shall be determined at extension

under load using an autographic diagram method or an

extensometer as described in 14.1.2 and 14.1.3 of Test Methods

and Deﬁnitions A 370. The extension under load shall be 0.005

in./in. [0.005 mm/mm] of gage length (0.5 %).

8.3 The percentage of elongation shall be as prescribed in

Table 2.

9. Bending Requirements

9.1 The bend test specimen shall withstand being bent

around a pin without cracking on the outside radius of the bent

portion. The requirements for degree of bending and sizes of

pins are prescribed in Table 3.

9.2 The bend test shall be made on specimens of sufficient

length to ensure free bending and with apparatus which

provides:

9.2.1 Continuous and uniform application of force through-

out the duration of the bending operation.

9.2.2 Unrestricted movement of the specimen at points of

contact with the apparatus and bending around a pin free to

rotate.

9.2.3 Close wrapping of the specimen around the pin during

the bending operation.

10. Permissible Variation in Weight [Mass]

10.1 Deformed reinforcing bars shall be evaluated on the

basis of nominal weight (mass). The permissible variation shall

not exceed 6 % under nominal weight (mass). In no case shall

overweight (excess mass) of any deformed bar be the cause for

rejection. Weight (mass) variation for plain rounds shall be

computed on the basis of permissible variation in diameter.

10.2 The speciﬁed limit of variation shall be evaluated in

accordance with Practice E29(rounding method).

11. Finish

11.1 The bars shall be free of detrimental surface imperfec-

tions.

11.2 Rust, seams, surface irregularities, or mill scale shall

not be cause for rejection provided the weight, dimensions,

cross-sectional area and tensile properties of a hand wire

brushed test specimen are not less than the requirements of this

speciﬁcation.

11.3 Surface imperfections other than those speciﬁed in 11.2

shall be considered detrimental when specimens containing

such imperfections fail to conform to either tensile or bending

requirements.

12. Test Specimens

12.1 All mechanical tests shall be conducted in accordance

with Test Methods and Deﬁnitions A 370 including Annex A 9.

12.2 Tension test specimens shall be full section of the bar

as rolled.

12.3 The unit stress determinations on full-size specimens

shall be based on the nominal bar area.

12.4 The bend test specimens shall be the full section of the

bar as rolled.

12.4.1 Bend tests are not required on bars fabricated by the

producer.

13. Number of Tests

13.1 For bar sizes No. 3 to No. 11 [No. 10 to No. 36]

inclusive, one tension test and one bend test shall be made of

each bar size rolled from each lot of 10 tons [9 Mg] or fraction

thereof rolled from rails varying not more than 10 lb/yd [5

kg/m] of nominal weight [mass].

14. Retests

14.1 If any tensile property of the test specimen is less than

that speciﬁed in Section 8and any part of the fracture is outside

the middle third of the gage length, as indicated by scribe

scratches marked on the specimen before testing, a retest shall

be allowed.

14.2 If the results of an original tension specimen fail to

meet the speciﬁed minimum requirements and are within 2000

psi [14 MPa] of the required tensile strength, within 1000 psi

[7 MPa] of the required yield point, or within two percentage

units of the required elongation, a retest shall be permitted on

two random specimens for each original tension specimen

failure from the lot. Both retest specimens shall meet the

requirements of this speciﬁcation.

14.3 If a bend test fails for reasons other than mechanical

reasons or ﬂaws in the specimen as described in 14.5, a retest

shall be permitted on two random specimens from the same lot.

Both retest specimens shall meet the requirements of this

speciﬁcation. The retest shall be performed on test specimens

that are at air temperature but not less than 60°F [16°C].

14.4 If a weight [mass] test fails for reasons other than ﬂaws

in the specimen as described in 14.5, a retest shall be permitted

on two random specimens from the same lot. Both retest

specimens shall meet the requirements of this speciﬁcation.

14.5 If any test specimen fails because of mechanical

reasons such as failure of testing equipment, it shall be

discarded and another specimen taken.

TABLE 2 Tensile Requirements

Grade 50 [350] Grade 60 [420]

Tensile strength, min, psi [MPa] 80 000 [550] 90 000 [620]

Yield strength, min, psi [MPa] 50 000 [350] 60 000 [420]

Elongation in 8 in. [203.2 mm], min, %

Bar No.

3, [10] 6 6

4, 5, 6 [13, 16, 19] 7 6

7 [22] 6 5

8, 9, 10, 11 [25, 29, 32, 36] 5 4.5

TABLE 3 Bend Test Requirements

Bar Designation No. Pin Diameter for Bend Tests

Grade 50 [350] Grade 60 [420]

3, 4, 5, 6, 7, 8 [10, 13, 16, 19,

22, 25]

9, 10 [29, 32] 8d8d

11 [36] 8d(90°) 8d(90°)

Test bends 180° unless noted otherwise.

d= nominal diameter of specimen.

A 616/A 616M – 96a

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摘要：

ASTM A616 - A 616M - 96a 是用于铁路钢轨的标准化规范，涵盖碳钢与低合金钢轨的化学成分、力学性能、尺寸公差及热处理要求。该标准适用于重载铁路、矿山铁路及工业运输轨道的制造与质量控制，旨在确保钢轨在严苛运行条件下的耐久性与安全性。A616 与公制版本 A616M 共同为全球工程与建设领域提供统一的材料选用依据，尤其适用于需要高抗磨损与抗疲劳性能的轨道系统。该规范已由 ASTM 国际标准组织发布，历史版本包括 96a 修订版，用于指导钢轨生产与检验流程。

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