ASTM Attachment A709-24.pdf

Designation: A709/A709M − 24

Standard Specification for

Structural Steel for Bridges1

This standard is issued under the fixed designation A709/A709M; 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.

1. Scope*

1.1 This specification covers carbon and high-strength low-

alloy steel structural shapes, plates, and bars, quenched and tempered alloy steel, and stainless steel for structural plates intended for use in bridges. Twelve grades are available in five yield strength levels as follows:

Grade U.S. [SI] Yield Strength, ksi [MPa]

36 [250] 36 [250]

50 [345] 50 [345]

50S [345S] 50 [345]

QST 50 [QST 345] 50 [345]

QST 50S [QST 345S] 50 [345]

50W [345W] 50 [345]

HPS 50W [HPS 345W] 50 [345]

50CR [345CR] 50 [345]

QST 65 [QST450] 65 [450]

QST 70 [QST485] 70 [485]

HPS 70W [HPS 485W] 70 [485]

HPS 100W [HPS 690W] 100 [690]

1.1.1 Grades 36 [250], 50 [345], 50S [345S], 50W [345W], 50CR [345CR], QST 50 [QST 345], QST 50S [QST 345S], QST 65 [QST 450], and QST 70 [QST 485] are also included in Specifications A36/A36M, A572/A572M, A992/A992M, A588/A588M, A1010/A1010M (UNS S41003), and A913/

A913M respectively. When the requirements of Table 11 or

Table 12 or the supplementary requirements of this specifica-tion are specified, they exceed the requirements of Specifica-tions A36/A36M, A572/A572M, A992/A992M, A588/

A588M, A1010/A1010M (UNS S41003), and A913/A913M.

Product availability is shown in Table 1.

1.1.2 Grades 50W [345W], 50CR [345CR], HPS 50W [HPS

345W], HPS 70W [HPS 485W], and HPS 100W [HPS 690W] have enhanced atmospheric corrosion resistance (see 13.1.2).

Product availability is shown in Table 1.

1.2 Grade HPS 70W [HPS 485W] or HPS 100W [HPS

690W] shall not be substituted for Grades 36 [250], 50 [345], 50S [345S], 50W [345W], or HPS 50W [HPS 345W]. Grade

50W [345W], or HPS 50W [HPS 345W] shall not be substi-tuted for Grades 36 [250], 50 [345] or 50S [345S] without agreement between the purchaser and the supplier.

1.3 When the steel is to be welded, it is presupposed that a

welding procedure suitable for the grade of steel and intended use or service will be utilized. See Appendix X3 of Specifica-tion A6/A6M for information on weldability.

1.4 For structural products to be used as tension components

requiring notch toughness testing, standardized requirements are provided in this standard, and they are based upon

American Association of State Highway and Transportation

Officials (AASHTO) requirements.

1.5 Supplementary requirements are available but shall

apply only if specified in the purchase order.

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

are to be regarded separately as standard. The values stated in each system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the two systems may result in non-conformance with the standard.

1.7 For structural products produced from coil and fur-

nished without heat treatment or with stress relieving only, the additional requirements, including additional testing require-ments and the reporting of additional test results, of Specifi-cation A6/A6M apply.

1.8 This international standard was developed in accor-

dance with internationally recognized principles on standard-ization established in the Decision on Principles for the

Development of International Standards, Guides and Recom-mendations issued by the World Trade Organization Technical

Barriers to Trade (TBT) Committee.

2. Referenced Documents

2.1 ASTM Standards:2

A6/A6M Specification for General Requirements for Rolled

Structural Steel Bars, Plates, Shapes, and Sheet Piling

A36/A36M Specification for Carbon Structural Steel

A370 Test Methods and Definitions for Mechanical Testing of Steel Products 1 This specification is under the jurisdiction of ASTM Committee A01 on Steel, Stainless Steel and Related Alloys and is the direct responsibility of Subcommittee

A01.02 on Structural Steel for Bridges, Buildings, Rolling Stock and Ships.

Current edition approved Oct. 15, 2024. Published November 2024. Originally approved in 1974. Last previous edition approved in 2021 as A709/A709M – 21.

DOI: 10.1520/A0709_A0709M-24.

2 For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at www.astm.org/contact. For Annual Book of

ASTM Standards volume information, refer to the standard’s Document Summary page on the ASTM website.

*A Summary of Changes section appears at the end of this standard

Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States

This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.

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A572/A572M Specification for High-Strength Low-Alloy

Columbium-Vanadium Structural Steel

A588/A588M Specification for High-Strength Low-Alloy

Structural Steel, up to 50 ksi [345 MPa] Minimum Yield

Point, with Atmospheric Corrosion Resistance

A673/A673M Specification for Sampling Procedure for Im-pact Testing of Structural Steel

A913/A913M Specification for High-Strength Low-Alloy

Steel Shapes of Structural Quality, Produced by Quench-ing and Self-Tempering Process (QST)

A992/A992M Specification for Structural Steel Shapes

A1010/A1010M Specification for Higher-Strength Marten-sitic Stainless Steel Plate, Sheet, and Strip

G101 Guide for Estimating the Atmospheric Corrosion Re-sistance of Low-Alloy Steels

TABLE 1 Tensile and Hardness RequirementsA

NOTE 1—Where “. . .” appears in this table, there is no requirement.

Grade Plate Thickness, in.

[mm]

Structural Shape

Flange or Leg

Thickness, in. [mm]

Yield Point or

Yield

Strength,B ksi [MPa]

Tensile Strength, ksi [MPa]

Minimum Elongation, %

Reduction of

AreaC,D min, %

Plates and BarsC, E ShapesE

8 in. or

200 mm

2 in. or

50 mm

8 in. or

200 mm

2 in. or

50 mm

36 [250] to 4 [100], incl to 3 in. [75 mm], incl

36 [250] min 58–80 [400–550] 20 23 20 21 ...

over 3 in. [75 mm] 36 [250] min 58 [400] min ... ... 20 19 ...

50 [345] to 4 [100], incl all 50 [345] min 65 [450] min 18 21 18 21F ...

QST 50 [QST 345] G all 50 [345] min 65 [450] min ... ... 18 21F ...

50S [345S] G all 50–65

[345–450]H,I

65 [450]H min ... ... 18 21 ...

QST 50S [QST

345S

G all 50–65

[345–450]

65 [450] min ... ... 18 21 ...

50W [345W] and

HPS 50W

[HPS 345W]

to 4 [100], incl all 50 [345] min 70 [485] min 18 21 18 21J ...

50CR [345CR] to 2 [50], incl G 50 [345] min 70 [485] min 18 21

QST 65 [QST 450] G all 65 [450] min 80 [550] min ... ... 15 17 ...

QST 70 [QST 485] G all 70 [485] min 90 [620] min ... ... 14 16 ...

HPS 70W

[HPS 485 W]

to 4 [100], incl G 70 [485] minB 85–110 [585–760] ... 19K

HPS 100W

[HPS 690W]

to 21⁄2 [65], incl G 100 [690] minB 110–130

[760–895]

... 18K ... ... L over 21⁄2 to 4

[65 to 100], inclM

G 90 [620] minB 100–130

[690–895]

... 16K ... ... L

A See specimen orientation and preparation subsection in the Tension Tests section of Specification A6/A6M.

B Measured at 0.2 % offset or 0.5 % extension under load as described in Section 13 of Test Methods and Definitions A370.

C Elongation and reduction of area not required to be determined for floor plates.

D For plates wider than 24 in. [600 mm], the reduction of area requirement, where applicable, is reduced by five percentage points.

E For plates wider than 24 in. [600 mm], the elongation requirement is reduced by two percentage points. See elongation requirement adjustments in the Tension Tests section of Specification A6/A6M.

F Elongation in 2 in. or 50 mm: 19 % for shapes with flange thickness over 3 in. [75 mm].

G Not applicable.

H The yield to tensile ratio shall be 0.87 or less for shapes that are tested from the web location; for all other shapes, the requirement is 0.85.

I A maximum yield strength of 70 ksi [480 MPa] is permitted for structural shapes that are required to be tested from the web location.

J For wide flange shapes with flange thickness over 3 in. [75 mm], elongation in 2 in. or 50 mm of 18 % minimum applies.

K If measured on the Fig. 3 (Test Methods and Definitions A370) 11⁄2 in. [40 mm] wide specimen, the elongation is determined in a 2 in. or 50 mm gauge length that includes the fracture and shows the greatest elongation.

L 40 % minimum applies if measured on the Fig 3 (Test Methods and Definitions A370) 11⁄2 in. [40 mm] wide specimen; 50 % minimum applies if measured on the Fig.

4 (Test Methods and Definitions A370) 1⁄2 in. [12.5 mm] round specimen.

M Not applicable to components requiring fracture control practice (see Table 12).

A709/A709M − 24

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3. Terminology

3.1 Definitions of Terms Specific to This Standard:

3.1.1 main load-carrying member, n—a steel member de-signed to carry primary design loads, including dead, live, impact, and other loads.

3.1.2 non-tension component, n—a steel member that is not in tension under any design loading.

3.1.3 secondary member, n—a steel member used for align-ing and bracing of main load-carrying members, or for attach-ing utilities, signs, or other items to them, but not to directly support primary design loads

3.1.4 tension component, n—a part or element of a member that is in tension under various design loadings.

TABLE 2 Grade 36 [250] Chemical Requirements (Heat Analysis)

NOTE 1—Where “. . .” appears in this table there is no requirement. The heat analysis for manganese shall be determined and reported as described in the Heat Analysis section of Specification A6/A6M.

Product Thickness,

in. [mm] ShapesA All

Plates >15 in. [380 mm] WidthB Bars, Plates #15 in. [380 mm] WidthB

To 3⁄4 [20], incl

Over 3⁄4 to 11⁄2

[20 to 40], incl

Over 11⁄2 to 21⁄2

[40 to 65], incl

Over 21⁄2 to 4

[65 to 100], incl To 3⁄4 [20], incl

Over 3⁄4 to 11⁄2

[20 to 40], incl

Over 11⁄2 to 4

[40 to 100], incl

Carbon, max, % 0.26 0.25 0.25 0.26 0.27 0.26 0.27 0.28

Manganese, % ... ... 0.80–1.20 0.80–1.20 0.85–1.20 ... 0.60–0.90 0.60–0.90

Phosphorus, max, % 0.04 0.030 0.030 0.030 0.030 0.04 0.04 0.04

Sulfur, max, % 0.05 0.030 0.030 0.030 0.030 0.05 0.05 0.05

Silicon, % 0.40 max 0.40 max 0.40 max 0.15–0.40 0.15–0.40 0.40 max 0.40 max 0.40 max

Copper, min, % when copper steel is speci-fied

0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20

A Manganese content of 0.85 % to 1.35 % and silicon content of 0.15 % to 0.40 % is required for shapes with flange thickness over 3 in. [75 mm].

B For each reduction of 0.01 % below the specified carbon maximum, an increase of 0.06 % manganese above the specified maximum will be permitted up to a maximum of 1.35 %.

TABLE 3 Grade 50 [345] Chemical RequirementsA (Heat Analysis)

Maximum Diameter, Thickness, or Distance

Between Parallel Faces,

in. [mm]

Carbon, max, % Manganese,B max, % Phosphorus,C max, % Sulfur,C max, %

SiliconD

Columbium

(Niobium),E

Vanadium, and Nitrogen

Plates to 11⁄2 in.

[40 mm] Thick, Shapes with flange or leg thickness to

3 in. [75 mm] inclusive, Sheet

Piling, Bars, Zees, and Rolled Tees, max, %

Plates Over 11⁄2 in.

[40 mm] Thick and

Shapes with flange thickness over 3 in. [75 mm], 4 [100] 0.23 1.35 0.030 0.030 0.40 0.15–0.40 See Table 4

A Copper when specified shall have a minimum content of 0.20 % by heat analysis (0.18 % by product analysis).

B Manganese, minimum by heat analysis of 0.80 % (0.75 % by product analysis) shall be required for all plates over 3⁄8 in. [10 mm] in thickness; a minimum of 0.50 %

(0.45 % by product analysis) shall be required for plates 3⁄8 in. [10 mm] and less in thickness, and for all other products. For each reduction of 0.01 percentage point below the specified carbon maximum, an increase of 0.06 percentage point manganese above the specified maximum is permitted, up to a maximum of 1.60 %.

C A maximum phosphorus content of 0.04 % and a maximum sulfur content of 0.05 % are permitted for the following materials:

· Structural shapes

· Bars

· Plates with widths up to and including 15 in. [380 mm] D Silicon content in excess of 0.40 % by heat analysis must be negotiated.

E Columbium and niobium are interchangeable names for the same element.

TABLE 4 Grade 50 [345] Alloy Content

TypeA Elements Heat Analysis, %

1 Columbium (niobium)B 0.005–0.05C

2 Vanadium 0.01–0.15D

3 Columbium (niobium)B 0.005–0.05C

Vanadium 0.01–0.15D

Columbium (niobium)B plus vanadium 0.02–0.15E

A Alloy content shall be in accordance with Type 1, 2, or 3 and the contents of the applicable elements shall be reported on the test report.

B Columbium and niobium are interchangeable names for the same element.

C Product analysis limits = 0.004 % to 0.06 %.

D Product analysis limits = 0.005 % to 0.17 %.

E Product analysis limits = 0.01 % to 0.16 %.

TABLE 5 Grade 50CR [345CR] Chemical Requirements (Heat Analysis)

NOTE 1—Where “. . .” appears in this table there is no requirement.

Element Composition, %

Carbon 0.030 max

Manganese 1.50 max

Phosphorus 0.040 max

Sulfur 0.010 max

Silicon 1.00 max

Nickel 1.50 max

Chromium 10.5–12.5

Molybdenum . . .

Nitrogen 0.030 max

A709/A709M − 24

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3.2 Terms Used in This Standard Defined in AASHTO LRFD

Bridge Design Specifications: 3

3.2.1 fracture control (FC) practice, n—practice required for materials and fabrication of nonredundant steel tension members (NSTMs), system redundant members (SRMs), plates in newly designed internally redundant members

(IRMs), or designated tension zones of flexural members where these classifications apply.

NOTE 1—“NSTM,” “SRM,” and “IRM” are further defined in the

AASHTO LRFD Bridge Design Specifications.

4. Ordering Requirements

4.1 In addition to the items listed in the ordering informa-

tion section of Specification A6/A6M, the following items should be considered if applicable:

4.1.1 Impact testing required, if applicable (T, F) (see

Section 10).

4.2 Impact testing temperature zone (see Table 10).

5. General Requirements for Delivery

5.1 Structural products furnished under this specification

shall conform to the requirements of the current edition of3 AASHTO LRFD Bridge Design Specifications, 9th Edition, AASHTO, 2020.

TABLE 6 Grade 50W [345 W] Chemical Requirements (Heat Analysis)

NOTE 1—Types A and B are equivalent to Specification A588/A588M, Grades A and B, respectively.

Element Composition, %A

Type A Type B

CarbonB 0.19 max 0.20 max

ManganeseB 0.80–1.25 0.75–1.35

PhosphorusC 0.030 max 0.030 max

SulfurC 0.030 max 0.030 max

Silicon 0.30–0.65 0.15–0.50

Nickel 0.40 max 0.50 max

Chromium 0.40–0.65 0.40–0.70

Copper 0.25–0.40 0.20–0.40

Vanadium 0.02–0.10 0.01–0.10

A Weldability data for these types have been qualified by FHWA for use in bridge construction.

B For each reduction of 0.01 percentage point below the specified maximum for carbon, an increase of 0.06 percentage point above the specified maximum for manganese is permitted, up to a maximum of 1.50 %.

C A maximum phosphorus content of 0.04 % and a maximum sulfur content of

0.05 % are permitted for the following materials:

· Structural shapes

· Bars

· Plates with widths up to and including 15 in. [380 mm]

TABLE 7 Grades HPS 50W [HPS 345W] and HPS 70W [HPS 485 W], and HPS 100W [HPS 690W] Chemical Requirements

(Heat Analysis)

NOTE 1—Where “. . .” appears in this table, there is no requirement.

Element

Composition, %

Grades

HPS 50W

[HPS 345W],

HPS 70W

[HPS 485W]

Grade

HPS 100W

[HPS 690W]

Carbon 0.11 max 0.08 max

Manganese

2.5 in. [65 mm] and under 1.10–1.35 0.95–1.50

Over 2.5 in. [65 mm] 1.10–1.50 0.95–1.50

Phosphorus 0.020 max 0.015 max

SulfurA 0.006 max 0.006 max

Silicon 0.30–0.50 0.15–0.35

Copper 0.25–0.40 0.90–1.20

Nickel 0.25–0.40 0.65–0.90

Chromium 0.45–0.70 0.40–0.65

Molybdenum 0.02–0.08 0.40–0.65

Vanadium 0.04–0.08 0.04–0.08

Columbium (niobium)B . . . 0.01–0.03

Aluminum 0.010–0.040 0.020–0.050

Nitrogen 0.015 max 0.015 max

A The steel shall be calcium treated for sulfide shape control.

B Columbium and niobium are interchangeable names for the same element.

TABLE 8 Grade 50S [345S] Chemical Requirements (Heat Analysis)

Element Composition, %

Carbon, max 0.23

Manganese 0.50 to 1.60A

Silicon, max 0.40

Vanadium, max 0.15B

Columbium (niobium),C max 0.05B

Phosphorus, max 0.035

Sulfur, max 0.045

Copper, max 0.60

Nickel, max 0.45

Chromium, max 0.35

Molybdenum, max 0.15

A Provided that the ratio of manganese to sulfur is not less than 20 to 1, the minimum limit for manganese for shapes with flange or leg thickness not exceeding 1 in. [25 mm] shall be 0.30 %.

B The sum of columbium (niobium) and vanadium shall not exceed 0.15 %.

C Columbium and niobium are interchangeable names for the same element.

TABLE 9 Grades QST 50 [QST 345], QST 50S [QST 345S], QST 65 [QST 450], and QST 70 [QST 485] Chemical Requirements

(Heat Analysis)

NOTE 1—Boron shall not be intentionally added. See Specification A6/A6M, Section 7.1.2, for additional guidance regarding boron.

Maximum Content in %

Element

Grade QST 50 and

QST 50S

[QST 345] and

[QST 345S]

Grade QST 65

[QST 450]

Grade QST 70Q

[QST 485]

Carbon 0.12 0.12 0.12

Manganese 1.60 1.60 1.60

Phosphorus 0.030 0.030 0.030

Sulfur 0.030 0.030 0.030

Silicon 0.40 0.40 0.40

Copper 0.45 0.35 0.45

Nickel 0.25 0.25 0.25

Chromium 0.25 0.25 0.25

Molybdenum 0.07 0.07 0.07

Columbium

(niobium)A

0.05 0.05 0.05

Vanadium 0.06 0.08 0.09

A Columbium and niobium are interchangeable names for the same element.

TABLE 10 Relationship Between Impact Testing Temperature Zones and Minimum Service Temperature

Zone Minimum Service Temperature, °F [°C]

1 0 [−18]

2 below 0 to −30 [−18 to −34]

3 below −30 to −60 [−34 to −51]

A709/A709M − 24

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Specification A6/A6M, for the specific structural product ordered, unless a conflict exists in which case this specification shall prevail.

5.2 Coils are excluded from qualification to this specifica-

tion until they are processed into a finished structural product.

Structural products produced from coil means structural prod-ucts that have been cut to individual lengths from a coil. The processor directly controls, or is responsible for, the operations involved in the processing of a coil into a finished structural product. Such operations include decoiling, leveling or straightening, hot-forming or cold-forming (if applicable), cutting to length, testing, inspection, conditioning, heat treat-ment (if applicable), packaging, marking, loading for shipment, and certification.

NOTE 2—For structural products produced from coil and furnished without heat treatment or with stress relieving only, two test results are to be reported for each qualifying coil. Additional requirements regarding structural products produced from coil are described in Specification A6/A6M.

6. Materials and Manufacture

6.1 For all Grades, the steel shall be killed.

6.2 For Grades 50W [345W], QST 65 [QST 450], QST 70

[QST 485], HPS 50W [HPS 345W], and HPS 70W [HPS

485W], the steel shall be made to fine grain practice.

6.3 For Grade 50S [345S], the steelmaking practice used

shall be one that produces steel having a nitrogen content not greater than 0.015 % and includes the addition of one or more nitrogen-binding elements, or one that produces steel having a nitrogen content of not greater than 0.012 % (with or without the addition of nitrogen-binding elements). The nitrogen con-tent need not be reported, regardless of which steelmaking practice was used.

6.4 For Grades HPS 50W [HPS 345W], HPS 70W [HPS

485W], and HPS 100W [HPS 690W], the steel shall be made using a low-hydrogen practice, such as vacuum degassing during steel making; controlled soaking of the ingots, slabs;

controlled slow cooling of the ingots, slabs, or plates, or a combination thereof.

6.5 For Grade HPS 100W [HPS 690W], the requirements

for fine austenitic grain size in Specification A6/A6M shall be met.

6.6 Grades HPS 50W [HPS 345W] and HPS 70W [HPS

485W] shall be furnished in one of the following conditions:

as-rolled, control-rolled, thermo-mechanical control processed

(TMCP) with or without accelerated cooling, or quenched and tempered.

6.7 Grade 50CR [345CR] shall be furnished normalized and

tempered or quenched and tempered.

TABLE 11 Tension Component Impact Test Requirements for Members Not Requiring Fracture Control Practice, Suffix “T”

Minimum Average Energy, ft·lbf [J]

Grade Thickness, in. [mm] Zone 1 Zone 2 Zone 3

36T [250T]A to 4 [100] incl 15 [20] at 70 °F [21 °C] 15 [20] at 40 °F [4 °C] 15 [20] at 10 °F [−12 °C]

50T [345T]A, B

50ST [345ST]A, B

50WT [345WT]A, B

to 2 [50] incl over 2 to 4 [50 to 100] incl

15 [20] at 70 °F [21 °C]

20 [27] at 70 °F [21 °C]

15 [20] at 40 °F [4 °C]

20 [27] at 40 °F [4 °C]

15 [20] at 10 °F [−12 °C]

20 [27] at 10 °F [−12 °C]

QST 50T [QST 345T]B, D

QST 50ST [QST 345ST]D

to 2 [50] incl over 2 to 4 [50 to 100] incl

15 [20] at 70 °F [21 °C]

20 [27] at 70 °F [21 °C]

15 [20] at 40 °F [4 °C]

20 [27] at 40 °F [4 °C]

15 [20] at 10 °F [–12 °C]

20 [27] at 10 °F [–12 °C]

50CRT [345CRT]A, B to 2 [50] incl 15 [20] at 70 °F [21 °C] 15 [20] at 40 °F [4 °C] 15 [20] at 10 °F [–12 °C]

HPS 50WT

[HPS 345WT]A, B

to 4 [100] incl 20 [27] at 10 °F [–12 °C] 20 [27] at 10 °F [–12 °C] 20 [27] at 10 °F [–12 °C]

QST 65T [QST 450T]B, D to 2 [50] incl over 2 to 4 [50 to 100] incl

20 [27] at 50 °F [10 °C]

25 [34] at 50 °F [10 °C]

20 [27] at 20 °F [–7 °C]

25 [34] at 20 °F [–7 °C]

20 [27] at –10 °F [–23 °C]

25 [34] at –10 °F [–23 °C]

QST 70T [QST 485T]B, D to 2 [50] incl over 2 to 4 [50 to 100] incl

20 [27] at 50 °F [10 °C]

25 [34] at 50 °F [10 °C]

20 [27] at 20 °F [–7 °C]

25 [34] at 20 °F [–7 °C]

20 [27] at –10 °F [–23 °C]

25 [34] at –10 °F [–23 °C]

HPS 70WT

[HPS 485WT]B, D

to 4 [100] incl 25 [34] at –10 °F [–23 °C] 25 [34] at –10 °F [–23 °C] 25 [34] at –10 °F [–23 °C]

HPS 100WT to 21⁄2 [65] incl 25 [34] at –30 °F [−34 °C] 25 [34] at –30 °F [−34 °C] 25 [34] at –30 °F [−34 °C]

[HPS 690WT]D over 21⁄2 to 4 [65 to 100] incl 35 [48] at –30 °F [–34 °C] 35 [48] at –30 °F [–34 °C] 35 [48] at –30 °F [–34 °C]

A The CVN-impact testing shall be at “H” frequency in accordance with Specification A673/A673M.

B If the yield point of the structural product exceeds the specified minimum value by 15 ksi [105 MPa] or more, the testing temperature for the minimum average energy required shall be reduced by 15 °F [8 °C] for each increment or fraction of 10 ksi [70 MPa] above the 15 ksi [105 MPa] exceedance of the specified minimum value]. The yield point is the value given in the test report. See examples in Table Footnote C.C C If the yield point or yield strength for a 50 ksi [345 MPa] minimum yield strength steel is more than 65 ksi [450 MPa] but not more than 75 ksi [520 MPa], the test temperature reduction is 15 °F [8 °C]. If the yield point is more than 75 ksi [520 MPa] but not more than 85 ksi [585 MPa], the test temperature reduction is 30 °F [17 °C].

If the yield point or yield strength for a 65 ksi [450 MPa] minimum yield strength steel is more than 80 ksi [550 MPa] but not more than 90 ksi [620 MPa], the test temperature reduction is 15 °F [8 °C]. If the yield point is more than 90 ksi [620 MPa] but not more than 100 ksi [690 MPa], the test temperature reduction is 30 °F [17 °C].

If the yield point or yield strength for a 70 ksi [485 MPa] minimum yield strength steel is more than 85 ksi [585 MPa] but not more than 95 ksi [655 MPa], the test temperature reduction is 15 °F [8 °C]. If the yield point is more than 95 ksi [655 MPa] but not more than 105 ksi [725 MPa], the test temperature reduction is 30 °F [17 °C].

D The CVN-impact testing shall be at “P” frequency in accordance with Specification A673/A673M.

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6.8 For material ordered with suffix “F” (see Section 10), weld repair of the base metal by the material manufacturer or supplier is not permitted.

6.9 For grades QST 50 [QST 345], QST 50S [QST 345S], QST 65 [QST 450], and QST 70 [QST 485], the shapes are produced by the quenching and self-tempering process (QST).

Following rapid quenching to achieve a surface temperature below the martensite start temperature, Ms, the shapes shall be allowed to auto-temper to a self-tempering temperature (STT) that shall be 1100 °F [595 °C] minimum and 1300 °F [705 °C] maximum. The STT shall be reported on the mill test report.

Due to the inherent characteristics of the QST process, the shapes shall not be formed nor post weld heat treated at temperatures exceeding 1100 °F [600 °C].

7. Heat Treatment

7.1 For quenched and tempered Grades HPS 50W [HPS

345W] and HPS 70W [HPS 485W], the heat treatment shall be performed by the manufacturer and shall consist of heating the steel to not less than 1650 °F [900 °C], quenching it in water or oil, and tempering it at not less than 1100 °F [590 °C]. The heat-treating temperatures shall be reported on the test certifi-cates.

7.2 For Grade HPS 100W [HPS 690W], the heat treatment

shall be performed by the manufacturer and shall consist of heating the steel to a temperature in the range from 1600 °F to

1700 °F [870 °C to 925 °C], quenching it in water, and tempering it at not less than 1050 °F [565 °C] for a time to be determined by the manufacturer. The heat-treating tempera-tures shall be reported on the test certificates.

7.3 For Grade 50CR [345CR], the heat treatment shall be

performed by the manufacturer and shall consist of heating the steel to a temperature in the range of 1600 °F to 1700 °F

[870 °C to 925 °C], cooling in air or quenching in water, and tempering between 1200 °F to 1400 °F [650 °C to 760 °C] for a time to be determined by the manufacturer. The heat-treating temperatures shall be reported on the test certificates.

8. Chemical Requirements

8.1 The heat analysis shall conform to the requirements for

the specified grade, as given in Tables 2-9.

8.2 For Grade 50S [345S], in addition to the elements listed

in Table 8, test reports shall include, for information, the chemical analysis for tin. Where the amount of tin is less than

0.02 %, it shall be permissible for the analysis to be reported as

<0.02 %.

TABLE 12 Tension Component Impact Test Requirements for Members Requiring Fracture Control Practice, Suffix “F”

Grade Thickness,

in. [mm]

Minimum Test

Value Energy,A ft-lbf [J]

Minimum Average Energy,A ft·lbf [J]

Zone 1 Zone 2 Zone 3

36F [250F] to 4 [100], incl 20 [27] 25 [34] at 70 °F [21 °C] 25 [34] at 40 °F [4 °C] 25 [34] at 10 °F [−12 °C]

50F [345F]B

50SF [345SF]B

50WF [345WF]B

to 2 [50], incl over 2 to 4 [50 to 100], incl

20 [27]

24 [33]

25 [34] at 70 °F [21 °C]

30 [41] at 70 °F [21 °C]

25 [34] at 40 °F [4 °C]

30 [41] at 40 °F [4 °C]

25 [34] at 10 °F [−12 °C]

30 [41] at 10 °F [−12 °C]

QST 50F [QST 345F]B

QST 50SF [QST 345SF]

to 2 [50] incl over 2 to 4 [50 to 100] incl

20 [27]

24 [33]

25 [34] at 70 °F [21 °C]

30 [41] at 70 °F [21 °C]

25 [34] at 40 °F [4 °C]

30 [41] at 40 °F [4 °C]

25 [34] at 10 °F [–12 °C]

30 [41] at 10 °F [–12 °C]

50CRF [345CRF]B to 2 [50], incl 20 [27] 25 [34] at 70 °F [21 °C] 25 [34] at 40 °F [4 °C] 25 [34] at 10 °F [–12 °C]

HPS 50WF

[HPS 345WF]B

to 4 [100], incl 24 [33] 30 [41] at 10 °F [–12 °C] 30 [41] at 10 °F [–12 °C] 30 [41] at 10 °F [−12 °C]

QST 65F [QST 450F]B to 2 [50] incl over 2 to 4 [50 to 100] incl

24 [33]

28 [38]

30 [41] at 50 °F [10 °C]

35 [48] at 50 °F [10 °C]

30 [41] at 20 °F [–7 °C]

35 [48] at 20 °F [–7 °C]

30 [41] at –10 °F [–23 °C]

35 [48] at –10 °F [–23 °C]

QST 70F [QST 485F]B to 2 [50] incl over 2 to 3 [50 to 76] incl

24 [33]

28 [38]

30 [41] at 50 °F [10 °C]

35 [48] at 50 °F [10 °C]

30 [41] at 20 °F [–7 °C]

35 [48] at 20 °F [–7 °C]

30 [41] at –10 °F [–23 °C]

35 [48] at –10 °F [–23 °C]

HPS 70WF

[HPS 485WF]B

to 4 [100], incl 28 [38] 35 [48] at –10 °F [–23 °C] 35 [48] at –10 °F

[−23 °C]

35 [48] at −10 °F [−23 °C]

HPS 100WF to 21⁄2 [65], incl 28 [38] 35 [48] at –30 °F [−34 °C] 35 [48] at –30 °F

[−34 °C]

35 [48] at –30 °F [–34 °C]

[HPS 690WF] over 21⁄2 to 4 [65 to 100], incl D Not permitted Not permitted Not permitted

A The CVN-impact testing shall be at “P” frequency in accordance with Specification A673/A673M except for plates, for which the sampling shall be as follows:

(1) As-rolled (including control-rolled and TMCP) plates shall be sampled at each end of each plate-as-rolled.

(2) Normalized plates shall be sampled at one end of each plate, as heat treated.

(3) Quenched and tempered plates shall be sampled at each end of each plate, as heat treated.

B If the yield point of the structural product exceeds the specified minimum value by 15 ksi [105 MPa] or more, the testing temperature for the minimum average energy required shall be reduced by 15 °F [8 °C] for each increment or fraction of 10 ksi [70 MPa] above the 15 ksi [105 Mpa] exceedance of the specified minimum value]. The yield point is the value given in the test report. See examples in Table Footnote C.C C If the yield point or yield strength for a 50 ksi [345 MPa] minimum yield strength steel is more than 65 ksi [450 MPa] but not more than 75 ksi [520 MPa], the test temperature reduction is 15 °F [8 °C]. If the yield point is more than 75 ksi [520 MPa] but not more than 85 ksi [585 MPa], the test temperature reduction is 30 °F [17 °C].

If the yield point or yield strength for a 65 ksi [450 MPa] minimum yield strength steel is more than 80 ksi [550 MPa] but not more than 90 ksi [620 MPa], the test temperature reduction is 15 °F [8 °C]. If the yield point is more than 90 ksi [620 MPa] but not more than 100 ksi [690 MPa], the test temperature reduction is 30 °F [17 °C].

If the yield point or yield strength for a 70 ksi [485 MPa] minimum yield strength steel is more than 85 ksi [585 MPa] but not more than 95 ksi [655 MPa], the test temperature reduction is 15 °F [8 °C]. If the yield point is more than 95 ksi [655 MPa] but not more than 105 ksi [725 MPa], the test temperature reduction is 30 °F [17 °C].

D Not applicable.

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8.3 For Grade 50S [345S], the maximum permissible car-

bon equivalent value shall be 0.47 % for structural shapes with flange thickness over 2 in. [50 mm], and 0.45 % for other structural shapes. The carbon equivalent shall be based on heat analysis. The required chemical analysis as well as the carbon equivalent shall be reported. The carbon equivalent shall be calculated using the following formula:

CE 5 C1

Mn

~Cr1Mo1V!

~Ni1Cu!

(1)

8.4 For Grades QST 50 [QST 345], QST 50S [QST 345S], QST 65 [QST 450], and QST 70 [QST 485], the following

Carbon Equivalent Limits apply (calculated using the CE formula in 8.3):

Maximum Carbon Equivalent Limits

Grade QST 50 [QST 345]: 0.38 %

Grade QST 50S [QST 345S]: 0.38 %

Grade QST 65 [QST 450]: 0.43 %

Grade QST 70 [QST 485]: 0.45 %

9. Tensile Requirements

9.1 The material as represented by test specimens, except as

specified in 9.2, shall conform to the requirements for tensile properties given in Table 1.

9.2 For Grade 36 [250], shapes less than 1 in.2 [645 mm2] in

cross section and bars, other than flats, less than 1⁄2 in.

[12.5 mm] in thickness or diameter need not be subjected to tension tests by the manufacturer.

10. Impact Testing Requirements

10.1 Tension Components Not Requiring Fracture Control

Practice (T)—Structural products ordered for use as tension components of members that do not require fracture control practice shall be impact tested in accordance with Specification

A673/A673M and Table 11. The test results shall meet the requirements of Table 11.

10.2 Tension Components Requiring Fracture Control

Practice (F)—Structural products ordered for use as tension components of members requiring fracture control practice shall be impact tested in accordance with Specification A673/

A673M and Table 12. The test results shall meet the require-ments of Table 12.

10.3 Steel grades ordered for use without suffix T or F as

listed in 10.1 and 10.2 do not require impact testing and shall be used as non-tension components or secondary members only.

11. Test Specimens and Number of Tension Tests

11.1 For Grades 36 [250], 50 [345], 50W [345W], QST 50

[QST 345], QST 50S [QST 345S], QST 65 [QST 450], and

QST 70 [QST 485] and non-quenched and tempered Grades

50CR [345CR], HPS 50W [HPS 345W], and HPS 70W [HPS

485W]; location and condition, number of tests, and prepara-tion of test specimens shall meet the requirements of Specifi-cation A6/A6M.

11.2 The following requirements, which are in addition to

those of Specification A6/A6M, shall apply only to Grade HPS

100W [HPS 690W] and quenched and tempered Grades 50CR

[345CR], HPS 50W [HPS 345W], and HPS 70W [HPS 485W].

11.2.1 When possible, all test specimens shall be cut from

the plate in its heat-treated condition. If it is necessary to prepare test specimens from separate pieces, all of these pieces shall be full thickness, and shall be similarly and simultane-ously heat treated with the material. All such separate pieces shall be of such size that the prepared test specimens are free of any variation in properties due to edge effects.

11.2.2 After final heat treatment of the plates, one tension

test specimen shall be taken from a corner of each plate as heat treated.

NOTE 3—The term “plate” identifies the “plate as heat treated.”

12. Retests

12.1 Grades 36 [250], 50 [345], 50S [345S], 50W [345W], QST 50 [QST 345], QST 50S [QST 345S], QST 65 [QST 450], and QST 70 [QST 485] and non-quenched and tempered 50CR

[345CR], HPS 50W [HPS 345W] and HPS 70W [HPS 485W] shall be retested in accordance with Specification A6/A6M.

12.2 The manufacturer may reheat treat quenched and

tempered plates that fail to meet the mechanical property requirements of this specification. All mechanical property tests shall be repeated when the material is resubmitted for inspection.

13. Atmospheric Corrosion Resistance

13.1 Steels meeting this specification provide three levels of atmospheric corrosion resistance:

13.1.1 Steel grades without suffix provide a level of atmo-

spheric corrosion resistance typical of carbon or alloy steel without copper.

13.1.2 The steel for Grades 50W [345W], HPS 50W [HPS

345W], and HPS 70W [HPS 485W] shall have an atmospheric corrosion resistance index of 6.0 or higher, calculated from the heat analysis in accordance with Guide G101, Predictive

Method Based on the Data of Larabee and Coburn (see Note

4). When properly exposed to the atmosphere, these steels can be used bare (unpainted) for many applications. The steel for

Grade HPS 100W [HPS 690W] provides an improved level of atmospheric corrosion resistance over alloy steel without copper.

13.1.3 The steel for Grade 50CR [345CR] may be used bare

(unpainted) in some applications where traditional weathering steel does not perform successfully.

NOTE 4—For methods of estimating the atmospheric corrosion resis-tance of low-alloy steels, see Guide G101. The user is cautioned that the Guide G101 predictive equation (Predictive Method Based on the Data of Larabee and Coburn) for calculation of an atmospheric corrosion resis-tance index has only been verified for the composition limits stated in that guide.

14. Marking

14.1 In addition to the marking requirements of Specifica-

tion A6/A6M, the structural product shall be marked as follows:

14.1.1 For Grade 50W [345W], the composition type shall

be included.

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14.1.2 For structural products that conform to the require-

ments of 10.1, the letter T and the applicable zone number (1, 2, or 3) shall follow the grade designation.

14.1.3 For structural products that conform to the require-

ments of 10.2, the letter F and the applicable zone number (1, 2, or 3) shall follow the grade designation.

15. Keywords

15.1 alloy; atmospheric corrosion resistance; bars; bridges;

carbon; fracture control practice; high-strength; low-alloy;

plates; quenched; shapes; steel; structural steel; tempered

SUPPLEMENTARY REQUIREMENTS

Supplementary requirements shall not apply unless specified in the purchase order or contract.

Standardized supplementary requirements for use at the option of the purchaser are listed in

Specification A6/A6M. Those that are considered suitable for use with this specification are listed by title:

S8. Ultrasonic Examination

S5.1 Refer to S8 of Specification A6/A6M.

S32. Single Heat Bundles

S32.1 Bundles containing shapes or bars shall be from a single heat of steel.

S60. Frequency of Tension Tests

S60.1 Tension testing that is additional to the tension testing required by Specification A6/A6M shall be made, as follows:

S60.1.1 Plate—One tension test shall be made using a test specimen taken from each as-rolled or as-heat treated plate.

S60.1.2 Structural Shapes—One tension test shall be made using a test specimen taken from each 5 tons [5 Mg] of material produced on the same mill of the same nominal size, excluding length, from each heat of steel. For single pieces that weigh more than 5 tons [5 Mg] individually, each piece shall be tested. If shapes are heat treated, one test shall be made on specimens taken from each heat of the same nominal size, excluding length, in each furnace lot.

S60.1.3 Bars—One tension test shall be made using a test specimen taken from each 5 tons [5 Mg] of the same heat and same diameter or thickness if the material is furnished as-rolled or is heat treated in a continuous-type furnace. For material heat treated in other than a continuous-type furnace, one test shall be taken from each heat of the same bar diameter or thickness for each furnace charge.

S92. Atmospheric Corrosion Resistance

S92.1 When specified, the material manufacturer shall sup-ply to the purchaser evidence of atmospheric corrosion resis-tance satisfactory to the purchaser.

S92.2 Refer to S23 of Specification A6/A6M (applicable only to Grades 36 [250] and 50 [345]).

ADDITIONAL SUPPLEMENTARY REQUIREMENTS

Standardized supplementary requirements for use at the option of the purchaser are listed in

Specification A6/A6M as follows:

S18. Maximum Tensile Strength (Grades 50 [345], 50S

[345S], 50W [345W], and HPS 50W [HPS 345W]).

SUMMARY OF CHANGES

Committee A01 has identified the location of selected changes to this standard since the last issue

(A709/A709M – 21) that may impact the use of this standard. (Approved Oct. 15, 2024.)

(1) Deleted reference to fracture critical and non-fracture critical members in 1.4.

(2) Deleted the terms fracture critical member and non-fracture critical member in 3.1.

(3) Added terms used in this standard defined in AASHTO

LRFD Bridge design specifications in 3.2.

(4) Corrected terminology in 4.1.1, 6.8, Section 10, and Table

1 Footnote M.

(5) Corrected titles of Tables 11 and 12.

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