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ASTM D4525-08

(Test Method)

Standard Test Method for Permeability of Rocks by Flowing Air

Standard Test Method for Permeability of Rocks by Flowing Air

SIGNIFICANCE AND USE
This test method is designed to measure the permeability to air of a small sample of rock. By extrapolation, this test method also determines an equivalent of the liquid permeability. This parameter is used to calculate the flow through rock of fluids subjected to a pressure differential.
Note 1—Notwithstanding the statements on precision and bias contained in this test method, the measures of precision of this test method is dependent on the competence of the personnel performing them, and on the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D 3740 are generally considered capable of competent and objective testing. Users of this test method are cautioned that compliance with Practice D 3740 does not in itself assure reliable testing. Reliable testing depends on many factors; Practice D 3740 provides a means for evaluating some of those factors.
SCOPE
1.1 This test method covers the determination of the coefficient of specific permeability for the flow of air through rocks. The procedure establishes representative values of the coefficient of permeability of rocks or well-indurated soils.
1.2 This test method is limited to permeability values greater than 0.9869 pm2 (1.0 picodarcy), and is limited to rocks free of oil or unctuous matter.
1.3 The values stated in SI units are to be regarded as the standard. The values given in parentheses are mathematical conversions to inch-pound units that are provided for information only and are not considered standard.
1.4 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.

General Information

Status
Historical
Publication Date
30-Jun-2008
ICS
93.020 - Earthworks. Excavations. Foundation construction. Underground works
Technical Committee
D18 - Soil and Rock
Drafting Committee
D18.12 - Rock Mechanics
Current Stage
Ref Project

Relations

Replaces
ASTM D4525-04 - Standard Test Method for Permeability of Rocks by Flowing Air
Effective Date
01-Jul-2008
Replaced By
ASTM D4525-13 - Standard Test Method for Permeability of Rocks by Flowing Air
Effective Date
01-Nov-2013

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Standards Content (Sample)

NOTICE: This standard has either been superseded and replaced by a new version or withdrawn.
Contact ASTM International (www.astm.org) for the latest information
Designation: D4525 − 08
StandardTest Method for
1
Permeability of Rocks by Flowing Air
This standard is issued under the fixed designation D4525; 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* 4. Summary of Test Method
1.1 This test method covers the determination of the coef- 4.1 The permeability of a rock sample is measured by
ficient of specific permeability for the flow of air through flowing dry air through the specimen and measuring the
rocks. The procedure establishes representative values of the absolute pressure, the flow rate, and absolute pressure differ-
coefficient of permeability of rocks or well-indurated soils. ential of the air. Three or more tests are performed on a sample
at different mean air pressure values. The permeability values
1.2 This test method is limited to permeability values
2 are plotted as a function of the reciprocal mean absolute
greater than 0.9869 pm (1.0 picodarcy), and is limited to rocks
pressure; those points lying on a straight line are extrapolated
free of oil or unctuous matter.
to a value corresponding to an infinite mean air pressure to
1.3 The values stated in SI units are to be regarded as the
obtain an equivalent permeability value for liquids.
standard. The values given in parentheses are mathematical
5. Significance and Use
conversions to inch-pound units that are provided for informa-
tion only and are not considered standard.
5.1 This test method is designed to measure the permeabil-
1.4 This standard does not purport to address all of the ity to air of a small sample of rock. By extrapolation, this test
safety concerns, if any, associated with its use. It is the
method also determines an equivalent of the liquid permeabil-
responsibility of the user of this standard to establish appro- ity.This parameter is used to calculate the flow through rock of
priate safety and health practices and determine the applica-
fluids subjected to a pressure differential.
bility of regulatory limitations prior to use.
NOTE 1—Notwithstanding the statements on precision and bias con-
tained in this test method, the measures of precision of this test method is
2. Referenced Documents
dependent on the competence of the personnel performing them, and on
2 the suitability of the equipment and facilities used.Agencies that meet the
2.1 ASTM Standards:
criteria of Practice D3740 are generally considered capable of competent
D653 Terminology Relating to Soil, Rock, and Contained
and objective testing. Users of this test method are cautioned that
Fluids
compliance with Practice D3740 does not in itself assure reliable testing.
D3740 Practice for Minimum Requirements for Agencies Reliable testing depends on many factors; Practice D3740 provides a
means for evaluating some of those factors.
Engaged in Testing and/or Inspection of Soil and Rock as
Used in Engineering Design and Construction
6. Apparatus
3
2.2 American Petroleum Institute Standard:
6.1 Permeameter—The permeameter shall have a specimen
RP-40 Recommended Practice for Core Analysis Procedure
holder; a pressure transducer or gauge, or manometers, for
measuring the air pressure differential across the ends of the
3. Terminology
specimen; a means for measuring the flow rate of the air; and
3.1 For terminology used in this test method, refer to
a means for providing dry air to the flow stream (see Fig. 1).
Terminology D653.
6.1.1 Specimen Holder—The specimen holder shall have a
diameterofatleasttentimesthediameterofthelargestparticle
of the specimen. Where suitable, the preferred diameter is 2.54
1 cm. The entrance and exit flow ports shall be sufficiently large
This test method is under the jurisdiction ofASTM Committee D18 on Soil and
Rock and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics.
to prevent pressure loss at maximum flow rate.The length shall
Current edition approved July 1, 2008. Published July 2008. Originally approved
be 1.3 to 1.7 times the diameter.
in 1985. Last previous edition approved in 2004 as D4525 – 04. DOI: 10.1520/
6.1.2 PreferredApparatus—Inthepreferredform,thespeci-
D4525-08.
2
men holder shall be an elastomer sleeve and have means for
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
confining the sleeve and compressing it against the specimen
Standards volume information, refer to the standard’s Document Summary page on
so as to prevent bypassing of air under pressure between the
the ASTM website.
3
sleeve and the specimen. The holder shall also have a means
Available fr
...

This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Because
it may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current version
of the standard as published by ASTM is to be considered the official document.
ϵ1
Designation:D 4525–90(Reapproved 1995) Designation: D4525 – 08
Standard Test Method for
1
Permeability of Rocks by Flowing Air
This standard is issued under the fixed designation D4525; 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
1
superscript epsilon (ϵ) indicates an editorial change since the last revision or reapproval. ϵ NOTE—Section 12 was changed editorially
in December 1991.
1. Scope*
1.1 This test method covers the determination of the coefficient of specific permeability for the flow of air through rocks. The
procedure is to establish establishes representative values of the coefficient of permeability of rocks or well-indurated soils.
2
1.2 This test method is limited to permeability values greater than 0.9869 nmpm (1.0 microdarcy), and is limited to rocks free
of oil or unctuous matter.
1.3The values stated in SI units are to be regarded as the standard. (1.0 picodarcy), and is limited to rocks free of oil or unctuous
matter.
1.3 The values stated in SI units are to be regarded as the standard. The values given in parentheses are mathematical
conversions to inch-pound units that are provided for information only and are not considered standard.
1.4 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.
2. Referenced Documents
2.1 ASTM Standards:
D2434Test Method for Permeability of Granular Soils (Constant Head)
2 2
D3877Test Methods for One-Dimensional Expansion, Shrinkage, and Uplift Pressure of Soil-Lime Mixtures
D653 Terminology Relating to Soil, Rock, and Contained Fluids
D3740 Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in
Engineering Design and Construction
2.2 American Petroleum Institute Standards:
3
RP-27Recommended Practice for Determining Permeability of Porous MediaAmerican Petroleum Institute Standard:
RP-40 Recommended Practice for Core Analysis Procedure
3. Summary of Test Method
3.1The permeability of a rock sample is measured by flowing dry air through the specimen and measuring the pressure, the flow
rate, and pressure differential of the air. Three or more tests are performed on a sample at different mean air pressure values. The
permeability values are plotted as a function of the reciprocal mean pressure; those points lying on a straight line are extrapolated
to a value corresponding to an infinite mean air pressure to obtain an equivalent permeability value for liquids. Terminology
3.1 For terminology used in this test method, refer to Terminology D653.
4. Significance and Use
4.1This test method is designed to measure the permeability to air of a small sample of rock. By extrapolation, this test method
also determines an equivalent of the liquid permeability. This parameter is used to calculate the flow through rock of fluids
subjected to a pressure differential. Summary of Test Method
4.1 Thepermeabilityofarocksampleismeasuredbyflowingdryairthroughthespecimenandmeasuringtheabsolutepressure,
the flow rate, and absolute pressure differential of the air. Three or more tests are performed on a sample at different mean air
1
This test method is under the jurisdiction ofASTM Committee D-18D18 on Soil and Rock and is the direct responsibility of Subcommittee D18.12 on Rock Mechanics.
Current edition approved May 25, 1990. Published July 1990. Originally published as D 4525–85. Last previous edition D 4525–85.
Current edition approved July 1, 2008. Published July 2008. Originally approved in 1985. Last previous edition approved in 2004 as D4525 – 04. DOI: 10.1520/D4525-08.
2
Annual Book of ASTM Standards, Vol 04.08.
2
ForreferencedASTMstandards,visittheASTMwebsite,www.astm.org,orcontactASTMCustomerServiceatservice@astm.org.ForAnnualBookofASTMStandards
volume information, refer to the standard’s Document Summary page on the ASTM website.
3
Available from American Petroleum Institute, 2101 L St., NW, Washington, DC 20037.
3
Available from American Petroleum Institute (API), 1220 L. St., NW, Washington, DC 20005-4070, http://www.api.org.
*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, Unit
...

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Note 1: The quality of the result produced by this standard depends on the competence of the personnel performing it and the suitability of the equipment and facilities being used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing, sampling, inspection, etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself ensure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
SCOPE
1.1 This test method covers the determination of the sand content of bentonitic slurries used in slurry construction techniques. This test method has been modified from API Recommended Practice 13B.  
1.2 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026.  
1.3 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard. Except, the sieve designation is identified using the “alternative” system in accordance with Practice E11 instead of the “standard system,” such that the sieve used is referred to as a No. 200 sieve, instead of a 75 µm sieve.  
1.4 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.  
1.5 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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ASTM D4219-22(Test Method)
Standard Test Method for Short-Term Unconfined Compressive Strength Index of Chemically Grouted Soils

SIGNIFICANCE AND USE
5.1 The purpose of this test method is to obtain values for comparison with other test values to verify uniformity of materials or the effects of controllable variables, in grout-soil compositions.  
5.2 This test method is similar, in principle, to Test Method D2166/D2166M, but is not intended for determination of strength parameters to be used in design. Such values are more properly obtained from long-term triaxial tests.
Note 1: The quality of the result produced by this standard 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 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of this standard are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
SCOPE
1.1 This test method covers the determination of the short-term unconfined compressive strength index of chemically grouted soils, using displacement-controlled application of test load.  
1.2 Units—The values stated in SI units are to be regarded as standard. The values given in parentheses are provided for information only and are not considered standard. Reporting of test results in units other than SI shall not be regarded as nonconformance with this standard.  
1.2.1 It is common practice in the engineering/construction profession to concurrently use pounds to represent both a unit of mass (lbm) and of force (lbf). This practice implicitly combines two separate systems of units; the absolute and the gravitational systems. It is scientifically undesirable to combine the use of two separate sets of inch-pound units within a single standard. As stated, this standard includes the gravitational system of inch-pound units and does not use/present the slug unit of mass. However, the use of balances and scales recording pounds of mass (lbm) or recording density in lbm/ft3 shall not be regarded as nonconformance with this standard.  
1.3 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026, unless superseded by this test method.  
1.3.1 For purposes of comparing a measured or calculated value(s) with specified limits, the measured or calculated value(s) shall be rounded to the nearest decimal of significant digits in the specified limit.  
1.3.2 The procedures used to specify how data are collected/recorded or calculated in the standard are regarded as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations. It is beyond the scope of this standard to consider significant digits used in analysis methods for engineering design.  
1.4 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.  
1.5 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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ASTM D5102/D5102M-22(Test Method)
Standard Test Methods for Unconfined Compressive Strength of Compacted Soil-Lime Mixtures

SIGNIFICANCE AND USE
5.1 Compression testing of soil-lime specimens is performed to determine unconfined compressive strength of the cured soil-lime-water mixture to determine the suitability of the mixture for uses such as in pavement bases and subbases, stabilized subgrades, and structural fills.  
5.2 Compressive strength data are used in soil-lime mix design procedures: (a) to determine if a soil will achieve a significant strength increase with the addition of lime; (b) to group soil-lime mixtures into strength classes; (c) to study the effects of variables such as lime percentage, unit weight, water content, curing time, curing temperature, etc.; and (d) to estimate other engineering properties of soil-lime mixtures.  
5.3 Lime is generally classified as calcitic or dolomitic. Usually in soil stabilization, high-calcium lime [CaO] or dolomitic lime [CaO + MgO] are used. The lime is transformed from oxide to hydroxide form [[Ca(OH)2 or [Ca(OH)2 + Mg(OH)2]] by the addition of water in the soil, a slurry tank, or at a manufacturing facility. Lime may increase the strength of cohesive soil. The type of lime in combination with soil type influences the resulting compressive strength.
Note 2: The agency performing this test method can be evaluated in accordance with Practice D3740. Notwithstanding statements on precision and bias contained in this method: The precision of this test method is dependent on the competence of the personnel performing it and the suitability of the equipment and facility used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing. Users of this test method are cautioned that compliance with Practice D3740 does not, in itself, ensure reliable testing. Reliable testing depends on many factors; Practice D3740 provides a means of evaluating some of these factors.
SCOPE
1.1 This test method covers procedures for preparing, curing, and testing laboratory-compacted specimens of soil-lime and other lime-treated materials (Note 1) for determining unconfined compressive strength. Depending on the diameter to height ratio, two procedures for determining the unconfined compressive strength of compacted soil-lime mixtures have been developed for specimens prepared at the maximum unit weight and optimum water content, or for specimens prepared at other target unit weight and water content levels. Other applications are given in Section 5 on Significance and Use.
Note 1: Lime-based products other than commercial quicklime and hydrated lime are also used in the lime treatment of fine-grained cohesive soils. Lime kiln dust (LKD) is collected from the kiln exhaust gases by cyclone, electrostatic, or baghouse-type collection systems. Some lime producers hydrate various blends of LKD plus quicklime to produce a lime-based product.  
1.2 Cored specimens of soil-lime should be tested in accordance with Test Methods D2166/D2166M.  
1.3 Two alternative procedures are provided:  
1.3.1 Procedure A describes procedures for preparing and testing compacted soil-lime specimens having height-to-diameter ratios between 2.00 and 2.50. This test method provides the standard measure of compressive strength.  
1.3.2 Procedure B describes procedures for preparing and testing compacted soil-lime specimens using Test Methods D698 compaction equipment and molds commonly available in most soil testing laboratories. Procedure B is considered to provide relative measures of individual specimens in a suite of test specimens rather than standard compressive strength values. Because of the lesser height-to-diameter ratio (1.15) of the cylinders, compressive strength determined by Procedure B will normally be greater than that by Procedure A.  
1.3.3 Results of unconfined compressive strength tests using Procedure B should not be directly compared to those obtained using Procedure A.  
1.4 All observed and calculated values shall conform to the guideline...

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ASTM D4452/D4452M-22(Practice)
Standard Practice for X-Ray Radiography of Soil Samples

SIGNIFICANCE AND USE
5.1 Many geotechnical tests require the utilization of intact, representative samples of soil. The quality of these samples depends on many factors. Many of the samples obtained by intact sampling methods have inherent anomalies. Sampling procedures cause disturbances of varying types and intensities. These anomalies and disturbances, however, are not always readily detectable by visual inspection of the intact samples before or after testing. Often test results would be enhanced if the presence and the extent of these anomalies and disturbances are known before testing or before destruction of the sample by testing. Such determinations assist the user in detecting flaws in sampling methods, the presence of natural or induced shear planes, and the presence of natural intrusions, such as gravels or shells at critical regions in the samples, the presence of sand and silt seams, and the intensity of disturbances caused by sampling.  
5.2 X-ray radiography provides the user with a picture of the internal massive structure of the soil sample, regardless of whether the soil is X-rayed within or without the sampling tube. X-ray radiography assists the user in identifying the following:  
5.2.1 Appropriateness of sampling methods used.  
5.2.2 Effects of sampling in terms of the disturbances caused by the turning of the edges of various thin layers in varved soils, large disturbances caused in soft soils, shear planes induced by sampling, or extrusion, or both, effects of overdriving of samplers, the presence of cuttings in sampling tubes, or the effects of using bent, corroded, or nonstandard tubes for sampling.  
5.2.3 Naturally occurring fissures, shear planes, etc.  
5.2.4 The presence of intrusions within the sample, such as calcareous nodules, gravel, or shells.  
5.2.5 Sand and silt seams, organic matter, large voids, and channels developed by natural or artificial leaching of soil components.
Note 1: The quality of the results produced by this standard is de...
SCOPE
1.1 This practice covers the determination of the quality of soil samples in thin wall tubes or of extruded soil cores by X-ray radiography.  
1.2 This practice enables the user to determine the effects of sampling and natural variations within samples as identified by the extent of the relative penetration of X-rays through soil samples.  
1.3 This practice can be used to X-ray soil cores (or observe their features on a fluoroscope) in thin wall tubes or liners ranging from approximately 50 to 150 mm [2 to 6 in.] in diameter. X-rays of samples in the larger diameter tubes provide a radiograph of major features of soils and disturbances, such as large scale bending of edges of varved clays, shear planes, the presence of large concretions, silt and sand seams thicker than 6 mm [1/4 in.], large lumps of organic matter, and voids or other types of intrusions. X-rays of the smaller diameter cores provide higher resolution of soil features and disturbances, such as small concretions (3 mm [1/8 in.] diameter or larger), solution channels, slight bending of edges of varved clays, thin silt or sand seams, narrow solution channels, plant root structures, and organic matter. The X-raying of samples in thin wall tubes or liners requires minimal preparation.  
1.4 Greater detail and resolution of various features of the soil can be obtained by X-raying extruded soil cores, as compared to samples in metal tubes. The method used for X-raying soil cores is the same as that for tubes and liners, except that extruded cores have to be handled with extreme care and have to be placed in sample troughs (similar to Fig. 2) before X-raying. This practice should be used only when natural water content or other intact soil characteristics are irrelevant to the end use of the sample.  
1.4.1 Often it is necessary to obtain greater resolution of features to determine the propriety of sampling methods, the representative nature of soil samples,...

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ASTM D2434-22(Test Method)
Standard Test Methods for Measurement of Hydraulic Conductivity of Coarse-Grained Soils

ABSTRACT
This test method covers the determination of the coefficient of permeability by a constant-head method for the laminar flow of water through granular soils. The procedure is to establish representative values of the coefficient of permeability of granular soils that may occur in natural deposits as placed in embankments, or when used as base courses under pavements. The different apparatus used in determining the granular soil permeability are presented. The methods in preparing the test specimen are presented in details. The testing and calculation procedure for granular soil permeability determination are presented.
SIGNIFICANCE AND USE
5.1 These test methods are used to measure one-dimensional vertical flow of water through initially saturated coarse-grained, pervious (that is, free-draining) soils under an applied hydraulic gradient. Hydraulic conductivity of coarse-grained soils is used in various civil engineering applications. These test methods are suitable for determination of hydraulic conductivity for soils with k > 10–7 m/s.
Note 2: Clean coarse-grained soils that are classified using Practice D2487-17 as GP, GW, SP, and SW can be tested using these test methods. Depending on fraction and characteristics of fine-grained particles present in soils, these test methods may be suitable for testing other soil types with fines content greater than 5 % (for example, GP-GC, SP-SM).  
5.2 Coarse-grained soils are to be tested at a void ratio representative of field conditions. For engineered fills, compaction specification can be used to provide target test conditions, whereas for natural soils, field testing of in-situ density can be used to provide target test conditions.  
5.3 Use of a dual-ring permeameter is included in these test methods in addition to a single-ring permeameter for the rigid wall test apparatus. The dual-ring permeameter allows for reducing potential adverse effects of sidewall leakage on measured hydraulic conductivity of the test specimens. The use of a plate at the outflow end of the specimen that contains a ring with a diameter smaller than the diameter of the permeameter and the presence of two outflow ports (one from the inner ring, one from the annular space between the inner ring and the permeameter wall) allows for separating the flow from the central region of the test specimen from the flow near the sidewall of the permeameter.
Note 3: Sidewall leakage has been reported to have significant influence on flow conditions for coarse-grained soils due to presence of larger voids at the boundary and higher void ratio in this region of the specimen. Three modificat...
SCOPE
1.1 These test methods cover laboratory measurement of the hydraulic conductivity (also referred to as coefficient of permeability) of water-saturated coarse-grained soils (for example, sands and gravels) with k > 10–7 m/s. The test methods utilize low hydraulic gradient conditions.  
1.2 This standard describes two methods (A and B) for determining hydraulic conductivity of coarse-grained soils. Method A incorporates use of a rigid wall permeameter and Method B incorporates the use of a flexible wall permeameter. A single- or dual-ring rigid wall permeameter may be used in Method A. A dual-ring permeameter may be preferred over a single-ring permeameter when adverse effects from short-circuiting of permeant water along the sidewalls of the permeameter (that is, prevent sidewall leakage) are suspected by the user of this standard.  
1.3 The test methods are used under constant head conditions.  
1.4 The test methods are used under saturated soil conditions.  
1.5 Water is used to permeate the test specimen with these test methods.  
1.6 Units—The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard.
Note 1: Hydraulic conductivity has traditionally been reported in cm/s in the US, even though the official SI unit for hydraul...

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