This specification covers normalized high-strength low-alloy structural steel plates for welded, riveted, or bolted construction. This material is suited for low ambient temperatures where the desired notch toughness is better than that expected in as-rolled materials of comparable strength level. The material shall have fine austenitic grain size and shall be normalized by heat treatment. Its chemical composition shall be determined by heat analysis. Tension tests shall also be done.1.1 This specification covers normalized high-strength low-alloy structural steel plates for welded, riveted, or bolted construction.1.2 This material is particularly suited for service at low ambient temperatures of −50°F [−45°C] and higher where notch toughness better than that expected in as-rolled material of a comparable strength level is desired.1.3 Four grades, designated Grades A, C, D, and E are covered by this specification. Grade A provides a minimum yield point of 42 ksi [290 MPa]. Grades C and D provide a minimum yield point of 50 ksi [345 MPa] in thicknesses up to 2.50 in. [65 mm], inclusive and 46 ksi [315 MPa] in thicknesses over 2.50 in. [65 mm]. Grade E provides a minimum yield point of 60 ksi [415 MPa] in thicknesses up to 4.0 in. [100 mm], inclusive and 55 ksi [380 MPa] in thicknesses over 4 in. [100 mm].1.4 Current practice normally limits plates furnished under this specification to maximum thickness of 4 in. [100 mm] for Grades A, C, and D, and to a maximum thickness of 6 in. [150 mm] for Grade E. However, the maximum thickness of the plates is limited only by the capacity of the composition to meet the specified mechanical property requirements.1.5 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 Specification A6/A6M for information on weldability.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 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 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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This guide covers standard specification for nickel steel plates, double-normalized and tempered, intended particularly for welded pressure vessels for cryogenic service. The steel shall be killed and shall conform to the fine austenitic grain size requirement. All plates shall undergo heat and product analysis and shall conform to the required chemical composition for carbon, manganese, phosphorus, sulfur, silicon, and nickel. Tensile properties of the steel plate shall meet the specified values for tensile strength, yield strength, and elongation. The material shall undergo mechanical tests such as tension test and impact test.1.1 This specification2 covers double-normalized and tempered 9 % nickel steel plates intended particularly for welded pressure vessels for cryogenic service.1.2 Plates produced under this specification are subject to impact testing at −320 °F [−195 °C] or at such other temperatures as are agreed upon.1.3 The maximum thickness of plates is limited only by the capacity of the material to meet the specific mechanical property requirements.1.4 This material is susceptible to magnetization. Use of magnets in handling after heat treatment should be avoided if residual magnetism would be detrimental to subsequent fabrication or service.1.5 The values stated in either inch-pound units or SI units are to be regarded separately 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 independently of the other. Combining values from the two systems may result in nonconformance with the specification.1.6 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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Normalization of penetration resistance data is a frequently used method to evaluate the liquefaction susceptibility of sands. A large case history database from many countries has been accumulated to estimate instability of saturated sands during earthquakes (1,2,3,4). This test is used extensively for a great variety of geotechnical exploration programs where earthquake induced instability of soil needs to be evaluated. Many widely published correlations and local correlations are available, which relate penetration resistance to the engineering properties of soils and the behavior of earthworks and foundations. The data from different countries with differing drilling techniques have been interpreted to develop a preferred normalization approach. This approach has been termed the N1 method proposed by H. Bolton Seed and his colleagues (2,3). Evaluation of liquefaction potential is beyond the scope of this practice. Interpretation of normalized penetration resistance values should be performed by qualified personnel familiar with the multitude of factors influencing interpretation of the data. One purpose of this practice is to attempt to develop a more accurate data base of penetration resistance data from future liquefaction case histories. The normalized penetration resistance determined in this practice may be useful for determination of other engineering properties of sands.This practice is based on field studies of limited depth and chamber testing of limited stress conditions (1,2,5,6). The existing data bases also are limited in soil types examined. Drilling equipment and methods vary widely from country to country. The majority of data is obtained using the fluid rotary method of drilling with small drill rods and donut or safety type hammers. Some studies have shown that other drilling methods, such as hollow stem augers can be used to successfully collect penetration resistance data (7,8). When using alternate drilling methods, however, it is easier to cause disturbance, and potential disturbance must be evaluated carefully. If there is any question regarding disturbance from alternative drilling methods, use of fluid rotary drilling is recommended.A majority of case history liquefaction data has been collected at shallow depths of less than 50 ft. Stress correction information is limited to 3 to 6 ton/ft2 (3000 to 6000 kPa) range. Knowledge is limited for energy transmission effects with drill rod lengths exceeding 100 to 150 ft (30 to 45 m).This practice is limited to evaluation of level ground sites. For soils subjected to non-level ground conditions, other correction factors may be required (3).Note 2—The reliability of data and interpretations generated by this practice is dependent on the competence of the personnel performing it and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 generally are considered capable of competent testing. Users of this practice are cautioned that compliance with Practice D3740 does not assure reliable testing. Reliable testing depends on several factors and Practice D3740 provides a means of evaluating some of these factors.This practice is dependent on existing data and the currently accepted practice for measurement of drill rod energy ratio, ERi, Test Method D4633 and of the penetration resistance test, Test Method D1586. The current practice consists of adjusting raw N values to a drill rod energy ratio of 60 % (2). Recommended practice stresses measurement of the drill rod energy ratio because there often are losses in the impact anvil. This measurement is performed by instrumenting drill rods at the surface. Energy should be obtained by using both force and acceleration measurements for integration of the product of force and velocity.For many automatic hammer systems, once the drill rod energy ratio is known for the particular design, periodic monitoring of hammer terminal impact velocity (kinetic energy), or drop height (potential energy), may be required to assure proper hammer operation. Most manufacturers can supply energy transmission data for automatic hammers. Kinetic energy or potential energy checks do not provide drill rod energy, ERi, because of losses through the anvil, but they can provide a useful check that the hammer is operating correctly. Velocity checks or drop height checks can be performed using radar or tape extensometers, respectively.Method A—Depends on assumed drill rod energies for hammer systems such as the safety and automatic hammer systems commonly used in North America and other countries (2,10,11). Assumed energy ratios for other hammer systems should be based on previously published measurements. The assumed values should be documented and source data referenced. The hammer system should be operated in the same method as when the documented energy data was collected.Method B—Depends on performance of energy measurements for the system during testing. These measurements may be performed using Test Method D4633 or other methods, such as force-acceleration measurements. The measurement methods, configurations, calibrations, and computations should be documented or reported. It is possible to adjust hammer weight and drop height of the hammer system in place of performing the energy correction. If these adjustments are made, the developed methodology and supporting energy measurements should be reported.The correction of N60 to a reference stress level is based on a stress correction factor, CN. A typical stress exponent, n, used in practice, ranges from 0.45 to 0.6 (6,16). The stress adjustment factor was developed using chamber testing of clean sands. The adjustments depend on particle size, density, over consolidation and aging (5,17). Frequently, the soils of concern are young alluvial sand deposits of low density. These factors may not be applicable to sands with fines (SM, SC) or sands with more compressible minerals (mica or calcareous). With the lack of controlled data for these soils, however, current practice is to apply these factors to these soils for preliminary evaluations of soil stability. Other methods for normalizing soil values can be used and are acceptable if the method and reasoning are documented (5,17).Soil liquefaction is most often associated with saturated sands. Most investigations will be performed below the water table. The normalization of penetration resistance also may be applicable to dry sands. In some cases, where future soil saturation is anticipated, testing can be performed in dry sands. If the testing is performed in dry sands, the user should be aware of possible changes in the soil upon saturation. This is especially true with dirty dry sands that may undergo collapse upon saturation. Dry sands are more stable during drilling such that a wider variety of drilling methods are acceptable and many of the drilling precautions in Section 11 may be waived.Use of this practice provides a disturbed soil sample for identification and for laboratory testing. The classification information commonly is used to develop site stratigraphy and to identify zones where further, more detailed investigations may be required.1.1 This practice outlines a procedure to obtain a record of normalized resistance of sands to the penetration of a standard sampler driven by a standard energy for estimating soil liquefaction potential during earthquakes. The normalized penetration resistance determined in this practice may be useful for determination of other engineering properties of sands.1.2 This practice uses Test Method D1586 with additions and modifications to minimize disturbance of saturated loose cohesionless sands during drilling. This practice combines results of Test Method D1586 and interprets the data for normalization purposes.1.3 Due to inherent variability of the SPT, guidance is given on test configuration and energy adjustments. Penetration resistance is adjusted for energy delivered in the penetration test. Energy adjustments can be estimated or measured and reported.1.4 Standard practice for normalizing penetration resistance values is given. Penetration resistance data are normalized to a standard overburden stress level.1.5 The normalized penetration resistance data may be used to estimate liquefaction resistance of saturated sands from earthquake shaking. Evaluation of liquefaction resistance may be applied to natural ground conditions or foundations for either planned or existing structures.1.6 Using this practice representative disturbed samples of the soil can be collected for identification purposes.1.7 This practice is limited to use in cohesionless soils (see Test Method D2487 and classifications of SM, SW, SP, SP-SM, and SW-SM Practice D2488). In most cases, testing is performed in saturated deposits below the water table. In some cases, dry sands may be tested (see 5.4). This practice is not applicable to lithified materials or fine grained soils. Gravel can interfere with the test and result in elevated penetration resistance values. Normalization of penetration resistance values for gravelly soils is beyond the scope of this practice.1.8 Penetration resistance measurements often will involve safety planning, administration, and documentation. This practice does not purport to address all aspects of exploration and site safety. This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use. Performance of the test usually involves use of a drill rig; therefore, safety requirements as outlined in applicable safety standards. For example, OSHA regulations, DCDMA safety manual, drilling safety manuals, and other applicable state and local regulations must be observed.1.9 The values stated in inch-pound units are to be regarded as standard. Within the text, the SI units, are shown in parentheses. The values stated in each system are not equivalents, therefore, each system must be used independently of the other.1.9.1 In pressure correction calculations, common units are ton/ft2, kg/cm2, atm, and bars. Since these units are approximately equal (within a factor of 1.1), many engineers prefer the use of these units in stress correction calculations. For those using kPa or kN/m2, 100 kPa is approximately equal to one ton/ft2. The stress exponent, n, (see 3.3.1) is approximately equal for these units.1.10 This practice may not be applicable in some countries, states, or localities, where rules or standards may differ for applying penetration resistance to liquefaction estimates. Other practices exist for estimating soil instability from penetration resistance data. Procedures may change with advances in geotechnical engineering. It is dependent on the user in consultation with experienced engineers to select appropriate methods and correction to data. In earthquake engineering studies, many phenomena can affect soil instability. The practice reflects only one current exploration technique and method for normalizing penetration resistance data to a common level for comparisons to case history information.1.11 This practice offers a set of instructions for performing one or more specific operations. This document cannot replace education or experience and should be used in conjunction with professional judgment. Not all aspects of this practice may be applicable in all circumstances. This ASTM standard is not intended to represent or replace the standard of care by which the adequacy of a given professional service must be judged, nor should this document be applied without consideration of a project's many unique aspects. The word “Standard” in the title of this document means only that the document has been approved through the ASTM consensus process.

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5.1 This standard provides a method for testing the apparent sound insulating properties of doors in the field originally proposed by Morin (1).6 This allows doors to be evaluated with a result that has been found to be similar to the transmission loss.5.2 The results of this measurement are the normalized door insertion loss, NDIL, at individual frequencies, and the single-number rating door transmission class, DTC. The insertion loss is normalized by the small change in sound level which occurs on the source side when the door is opened and closed. The results are in theory the same when measured in each direction through the door, but differences have been observed in practice.5.3 Comparative measurements using this method and the method of Test Method E90 on the same door installations in a laboratory indicate good agreement between the transmission loss and normalized door insertion loss when the door is in a wall between two rooms and flanking is not significant. No similar verification has been done for corridors. See Appendix X1 and Ref (2).5.4 The fixed-microphone and scanning methods have been compared in the field. See Appendix X2.1.1 The sound insulation properties of a door are measured in a laboratory as the sound transmission loss in accordance with Test Method E90. Using those data, the single-number rating sound transmission class (STC) is assigned. In the field, the rooms on one or both sides of a partition containing a door are often either too small or too large and absorptive to allow the apparent transmission loss (ATL) of the partition-door assembly to be measured. Even if that is not the case, the result measured is the composite ATL of the partition including the door, and not that of the door itself. Test Method E336 states that it is impossible to measure the ATL of a portion of a partition such as a door according to the procedures of that standard. This test method provides a method of evaluating doors in the field using a normalized insertion loss with a resulting single-number rating door transmission class, DTC. This method is intended primarily for hinged personnel doors with latching mechanisms and is limited to door openings of area less than 6 m2. The flanking effects of surrounding structure are reduced compared to Test Method E336 but not completely eliminated. In a laboratory environment, the DTC is close to or equal to the STC of the door, but in the field results less than the laboratory STC are to be expected due to flanking.1.2 The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.1.3 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use.1.4 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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