Tech Section 3b

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SUBCOMMITTEE ON MATERIALS 2016 Annual Meeting – Greenville, SC

Monday August 1, 2016 10:15 – 11:15 PM EST

TECHNICAL SECTION 3b

Concrete Materials and Fresh Concrete Properties

I. Call to Order and Opening Remarks

II. Roll Call (Appendix A)

III. Approval of Technical Section Minutes (Appendix B)

A. Motion to accept minutes: UT; RI second. Motion carries.

IV. Old Business A. Review of Spring Ballots

R 064 Sampling and Fabrication of 50-mm (2-in.) Cube Specimens Using Grout (Non-Shrink) or Mortar – Passed with no negatives (Appendix C)

2. Motion passed to bring to full ballot: OK; second UT

The following methods were addressed together because of their similarities in comments. The notes that follow apply to both T 121 and T 152

1. Comments made detailed reference to specifications (both AASHTO and ASTM). Since both are not used directly for the tests, should they then be removed from the standards?

It was proposed that it’s nice to have a quick reference within the method so they would like to maintain the references within the standard. Is there more discussion?

AL asked if making a reference to the documents rather than including the specifications themselves would be more appropriate.

T 121m-t121 Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete – Negatives

Addressed (Appendix D) 2. Motion to take to full ballot: UT; second MI

T 152 Air Content of Freshly Mixed Concrete by the Pressure Method – Negatives Addressed (Appendix E)

3. Motion passed to take to full ballot; AZ; second DC

V. New Business A. AMRL/CCRL - Observations from Assessments?

1. CCRL finished their 36th

inspection tour. Jan reminded to check the CCRL website for a summary of findings.

2. No updates from AMRL B. Presentation by Industry/Academia

1. Tyler Ley

Update on SAM (Appendix F)

Tech Section 3b

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a. Presentation was given with updates.

Update to tp 118 - Characterization of the Air-Void System of Freshly Mixed Concrete by the Sequential Pressure Method (Appendix G)

a. A proposal was made to include test result parameters within TP 118. This would help the user identify a problem with their testing and be able to troubleshoot more timely and effectively.

i. Motion passed by OK; MI second. RI: discussion asked about whether to make this a concurrent or separate ballot.

ii. This is a TP so won’t be taken to ballot yet. b. Dr. Ley would like to do an AASHTO webinar about SAM to spread the

word and help answer questions. i. Is it typical to hold a webinar for just one test method or

would it be more appropriate to have a webinar on freeze/thaw in general, and include SAM as part of that?

ii. AL thinks it would be a great idea. 2b has done something similar with a very focused webinar topic.

iii. PA said something about an offer made to them regarding a free update to the lid for the device from the concrete consortium.

2. Lawrence Sutter (Appendix H)

Update on NCHRP Research presentation (Directions for M 295 and C618)

This presentation will be made available for detailed review for those not present or wishing to review

The two standards for fly ash are very similar, some differences

The specifications don’t list total alkali, only available alkali… How do we get this information into the standards?

Current standards do not provide enough assurance of consistent performance with respect to air entrainment, reactivity/strength development & ptcl size distribution, ASR mitigation

Moving forward wants to harmonize M 295 and C618

Considerations for changes to C 618 were discussed

Moving forward ASTM may develop a stand-alone standard for Natural Pozzolan

The Foam Index Test was discussed

Adsorption based tests were discussed along with the importance of the Freundlich Isotherm equation as well as other key aspects that go into adsorption isotherms

Discussed Fly Ash Iodine test, Keil Hydraulic Index, other strength tests

Using CCRL standard cement was briefly discussed as a tool for consistent evaluations moving into further research

Reiterated the need to harmonize the specifications, how to classify recovered ash, how to propose new research and identify research needs

3. Discussion

Discussion from RI: the existing TF has a different objective than what Larry is proposing. Do we want to set up a new TF to harmonize/begin to work on new standards moving forward? NE, TX, ID, NY

C. Standards Requiring Reconfirmation (AMRL)

M 157‐13 Ready‐Mixed Concrete

M 182‐05 (2012) Burlap Cloth Made from Jute or Kenaf and Cotton Mats

M 194M/M 194‐13 Chemical Admixtures for Concrete

M 241M/M 241‐13 Concrete Made by Volumetric Batching and Continous Mixing

M 307‐13 Silica Fume Used in Cementitious Mixtures

M 321‐04 (2012) High‐Reactivity Pozzolans for Use in Hydraulic‐Cement, Motar, and Grout

Tech Section 3b

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T 119M/T 119‐13 Slump of Hydraulic Cement Concrete

T 155‐13 Water Retention by Liquid Membrane‐Forming Curing Compound for Concrete

T 188‐05 (2012) Evaluation by Freezing and Thawing of Air‐Entraining Additions to Hydraulic Cement

T 347‐13 Slump Flow of Self‐Consolidating Concrete (SCC)T 347

T 348‐13 Air‐Void Characteristics of Freshly Mixed Concrete by Buoyancy Change

T 349‐13 Filling Capacity of Self‐Consolidating Concrete Using the Caisson Test D. Research Proposals

20-7 RPS

Full NCHRP RPS 1. No new research proprosed

E. NCHRP Issues 1. Amir reminded the group to look for more research areas

VI. Open Discussion

A. Colin Lobo updates C 94 parallels M 157 – we need to harmonize these standards. 1. Colin Lobo is generally referenced in building codes and private construction as

opposed to M 157 is written from a State POV 2. There is a big difference as to where the sampling comes from. C 94 is at the

chute, M 157 is at the point of placement. B. John Melander updates with Slag – M 302 and C 989 going to ASTM C9 committee to

the SAI to clarify some items 1. A revision to the language of Section 10.1.3 on flow range for the slag activity

index (SAI) test. The ballot item does not change the existing specified flow range 105% to 115%, but slightly modifies language to avoid possible interpretation of the existing provision as defining a flow range of 104.5% to 115.5%

2. A revision to Appendix X3 on Alkali Silica Reaction to replace existing references and discussion of specific test methods for use in mitigating ASR with a reference to ASTM C1778, the parallel standard to AASHTO PP 65. The intent is to avoid conflicting information.

3. A revision to Section 10.1.7 to update the precision and bias statement for the slag activity index (SAI) test to reflect information from the recent interlaboratory study conducted using a NIST common reference cement.

C. Moe is looking for more people for the existing TF. The purpose of this TF is to address the shortage of fly ash and how to mitigate that shortage moving forward. Contact Moe (NE) directly to pursue this opportunity.

VII. Adjourn 11:18

Action Items

Concurrent ballot R064, T 121m-t121 and T 152

Reconfirmation of Standards (See Paragraph V. C.)

Schedule an AASHTO webinar about the SAM to spread the word and help answer

questions to be hosted by Dr. Tyler Ley.

Task force created to write a new Standard for flyash. Volunteers where NE, TX, ID, NY

Appendix A

Present First Name Last Name Title Email Phone

1 Dick Reaves Troxler Electronic Laboratories, Inc. dreaves@troxlerlabs.com 919-819-4551

0 Ryan Fragapane AASHTO rfragapane@aashto.org 202-624-3632

0 Alan Rorrer Interplastic Corporation arorrer@interplastic.com 651-481-6860

1 Peter Wu GA DOT pwu@dot.ga.gov 404-608-4840

1 Craig Wallace Headwaters Resources cwallace@headwaters.com 239-565-2338

1 Gina Ahlstrom FHWA gina.ahlstrom@dot.gov 202-366-4612

1 John Staton MI DOT statonj@michigan.gov 517-322-5701

0 Robert Horan Asphalt Institute bhoran@asphaltinstitute.org 804-539-3036

0 Chris Gaudette ORAFOL Americas Inc. chris.gaudette@orafol.com 860-676-7100

1 Ivan Diaz Loya Research manager idiaz@headwaters.com

0 Jason Davis LADOTD jason.davis@la.gov 225-248-4106

0 Jason Weiss Oregon State University jason.weiss@oregonstate.edu 541-737-1885

0 Tommy Harreld Henry Company tharreld@henry.com 713-671-9564

0 Greg Halsted Concrete Reinforcing Steel Institute ghalsted@crsi.org 360-920-5119

0 Kieran McGrane IPC Global kmcgrane@ipcglobal.com.au +61 (03) 980 02200

0 Victoria Woods Ingevity victoria.woods@ingevity.com 573-619-2903

0 Donald Lepley Forterra Building Products donald.lepley@forterrabp.com 330-467-7890

1 Amir Hanna TRB ahanna@nas.edu 202-334-1432

0 Bill Vanhoose Advanced Drainage Systems, Inc. bill.vanhoose@ads-pipe.com 419-358-5014

1 Maria Knake AASHTO mknake@amrl.net 240-436-4804

0 Brad Neitzke FHWA brad.neitzke@dot.gov 360-619-7725

1 Jan Prowell CCRL jprowell@astm.org 240-436-4800

0 James Johnson AASHTO jjohnson@aashto.org 850-570-4935

0 Jason Schiro Interplastic jschiro@interplastic.com 651-481-6860

0 Paul Burch AZ DOT pburch@azdot.gov 602-712-8085

1 Jack Youtcheff FHWA jack.youtcheff@dot.gov 202-493-3090

0 Mark Axelman ASTM International maxelman@astm.org 215-917-0699

1 Paul Tennis Portland Cement Association ptennis@cement.org 803-493-5441

0 George Hand II Oldcastle Precast, Inc. george.handii@oldcastle.com 609-561-3400

0 Robert Lutz AASHTO rlutz@amrl.net 240-436-4801

0 Darren Hazlett TX DOT darren.hazlett@txdot.gov 512-506-5816

0 Todd Steagall SC DOT steagallrt@scdot.org 803-315-2493

1 George Chang Transtec Group gkchang@transtecgroup.com 512-659-1231

0 Ed Page Concrete Pipe & Precast epage@concretepandp.com 540-444-5745

1 Matthew Bluman AASHTO (AMRL) mbluman@amrl.net 240-436-4849

0 David Entrekin Future Labs, LLC david@futurelabsllc.com 601-842-3004

0 Evan Rothblatt AASHTO erothblatt@aashto.org 202-624-3648

1 Jennifer Pinkerton DE DOT jennifer.pinkerton@state.de.us 302-760-2071

1 Jeff Speck Trinity Lightweight jeffery.speck@trin.net 678-777-6278

0 Lee Veldboom EJ lee.veldboom@ejco.com 231-536-4448

1 Andy Naranjo TX DOT andy.naranjo@txdot.gov 512-576-9005

0 Michael McGough National Corrugated Steel Pipe Association mmcgough@ncspa.org 703-812-4701

1 Changlin Pan NV DOT cpan@dot.state.nv.us 775-888-7789

0 Matthew Beeson IN DOT mbeeson@indot.in.gov 317-610-7251

1 Rick Barezinsky KS DOT rickba@ksdot.org 785-368-6521

0 Anne Holt Ontario Ministry Of Transportation anne.holt@ontario.ca 416-235-3724

1 Thomas Adams American Coal Ash Association thadams@acaa-usa.org 720-870-7897

1 Reid Castrodale ESCSI rcastrodale@escsi.org 801-272-7070

0 John Malusky AMRL jmalusky@amrl.net 240-436-4825

0 Russell Tripp American Concrete Pipe Association russell@concretepipe.org 949-215-2283

1 Merrill Zwanka SC DOT zwankame@scdot.org 803-737-6682

0 Jayson Jordan SC Asphalt Pavement Association jjordan@scasphalt.org 803-252-2522

0 Richard Baker DBI Services, LLC rbaker@dbiservices.com 804-539-5582

0 Temple Short SC DOT shorttk@scdot.org 803-737-6648

0 Scott Deaton Dataforensics sdeaton@dataforensics.net 678-406-0106

0 Shane Buchanan Oldcastle Materials Company sbuchanan@oldcastlematerials.com 205-873-3316

0 Sejal Barot MD SHWA sbarot@sha.state.md.us 443-572-5269

0 Cecil Jones Diversified Engineering Services Inc. cecil.jones@nc.rr.com 919-616-5139

0 Jim Goddard Jim Goddard, LLC jimgoddard3@gmail.com 740-972-0012

0 Mladen Gagulic VTAOT mladen.gagulic@vermont.gov 802-828-6405

1 Michael Sullivan MS DOT msullivan@mdot.ms.gov 601-359-1666

0 Steve Schaef BASF Corporation steve.schaef@basf.com 216-906-9493

1 Jim Bibler Gilson Company, Inc. jbibler@gilsonco. 800-444-1508

1 Rezene Medhani DC DOT rezene.medhani@dc.gov 202-654-6030

1 Mark Felag RI DOT mark.felag@dot.ri.gov 401-641-8279

1 Ahmad Ardani FHWA ahmad.ardani@dot.gov 202-493-3422

1 Richard Hill Rinker Materials richarda.hill@cemex.com 724-968-6941

1 Brian Egan TN DOT brian.egan@tn.gov 615-350-4101

Appendix A

0 Jack Springer FHWA jack.springer@dot.gov 202-493-3144

0 Greg Stellmach OR DOT greg.f.stellmach@odot.state.or.us 503-986-3061

0 Marc Finlayson Carolinas Concrete Pipe And Products Association finlayson@ccppa.org 252-636-1445

0 Gene Arnold Ergon Asphalt & Emulsion Inc. gene.arnold@ergon.com 901-277-1700

0 John Kurdziel Advanced Drainage Systems, Inc. john.kurdziel@ads-pipe.com 614-658-0211

0 John Dutschmann Forterra Pipe & Precast john.dutschmann@forterrabp.com 254-715-3637

0 Bob Scarpitto Interplastic bscarpitto@interplastic.com 651-481-6860

1 Larry Sutter Michigan Technological University llsutter@mtu.edu 906-487-2268

0 Tim Toliver Advanced Pipe Services tim@4pipe.com 419-306-1129

1 David Miller MMFX Steel Corporation david.miller@mmfx.com 949-476-7600

0 Stan Williams Ergon Asphalt & Emulsions Inc. stan.williams@ergon.com 662-322-8707

0 Michael Johnson Southeast Culvert, Inc. michael@southeastculvert.com 770-963-5041

0 Matt Jeffers Ergon Asphalt & Emulsions Inc. matt.jeffers@ergon.com 615-504-1312

0 Jonathan Curry Geosynthetic Materials Association jicurry@ifai.com 651-225-6956

0 Gerald Reinke MTE Services, Inc. gerald.reinke@mteservices.com 608-779-6304

0 David Savage CMEC davesavage@cmec.org 407-628-3682

0 Danny Gierhart Asphalt Institute dgierhart@asphaltinstitute.org 405-210-7421

0 Deb Kim AASHTO dkim@aashto.org 202-624-5883

0 Mike Voth Federal Lands Highway - FHWA michael.voth@dot.gov 720-963-3505

0 Michael Pluimer Crossroads Engineering Services, LLC michael.pluimer@gmail.com 612-236-8169

0 James Sattler Association Of Modified Asphalt Producers jimsattler@modifiedasphalt.org 440-714-4117

0 Mike Praul FHWA - Maine Division michael.praul@dot.gov 207-512-4917

0 Matthew Corrigan FHWA matthew.corrigan@dot.gov 202-366-1549

0 Jeffery Hite Rinker Materials Concrete Pipe Division - CEMEX jefferya.hite@cemex.com 813-220-4076

1 John Melander John M Melander, Consultant jmmelander@gmail.com 847-942-2332

0 Dan Dawood The Transtec Group, Inc. dawood@thetranstecgroup.com 717-829-9816

0 Ross Oak"" Metcalfe MT DOT rmetcalfe@mt.gov 406-444-9201

0 Derek Nener-Plante ME DOT derek.nener-plante@maine.gov 207-215-0849

1 Mick Syslo NE DOR mick.syslo@nebraska.gov 402-479-4750

0 Randy West National Center for Asphalt Technology westran@auburn.edu 334-844-6244

0 Brett Trautman MO DOT brett.trautman@modot.mo.gov 573-751-1036

0 Michael Benson AR State Highway And Transportation Department michael.benson@arkansashighways.com 501-569-2185

0 Tom Flowers Ergon Asphalt & Emulsions Inc. tom.flowers@ergon.com 903-258-6186

0 John Bukowski FHWA john.bukowski@dot.gov 202-366-1287

0 Ashley Wilson Forterra Pipe And Precast ashley.wilson@forterrabp.com 469-203-0436

0 Isaac Howard Mississippi State University ilhoward@cee.msstate.edu 662-325-7193

0 Thomas Wood Sherwin Williams tmwood@sherwin.com 443-253-9036

1 Robert Horwhat PENNDOT rhorwhat@pa.gov 717-705-3841

0 Ronald Stanevich WV DOH ron.l.stanevich@wv.gov 304-558-9874

0 Darren Wise Forterra Pipe & Precast darren.wise@forterrabp.com 443-956-4219

0 Barry Bauer Forterra Pipe and Precast barry.bauer@forterrabp.com 678-209-9287

1 Steve Smith MS DOT ssmith1714@mdot.ms.gov 601-249-5202

0 Enrico Stradiotto Ontario Concrete Pipe Association enrico.stradiotto@ocpa.com 519-994-0117

0 Jason Hewatt Forterra Jason.hewatt@forterrabp.com 706-286-5080

1 Casey Soneira AMRL csoneira@amrl.net 240-436-4863

1 John Bilderback ID DOT john.bilderback@itd.idaho.gov 208-334-8426

1 John Leckie IN DOT jleckie@indot.in.gov 260-519-0133

0 Ron Horner ND DOT rhorner@nd.gov 701-328-6904

0 Joe Ridley Ergon Asphalt & Emulsions Inc. joe.ridley@ergon.com 580-695-0118

0 Mike Beavin Asphalt Institute mtbeavin@asphaltinstitute.org 859-608-1947

0 Ryan Proctor Ergon Asphalt & Emulsions, Inc. ryan.proctor@ergon.com 303-243-4607

0 Zack McKay Asphalt Institute zmckay@asphaltinstitute.org 859-977-5923

1 Lyndi Blackburn ALDOT blackburnl@dot.state.al.us 334-206-2203

0 Martin Gagne International Zinc Association mgagne@zinc.org 647-228-1927

1 Brian Pfeifer IL DOT brian.pfeifer@illinois.gov 217-782-6585

1 Mostafa Jamshidi NE DOR moe.jamshidi@nebraska.gov 402-479-4671

1 Ben Franklin Headwater Resources bfranklin@headwaters.com 314-974-5095

0 Delmar Salomon Pavement Preservation Systems LLC delmar@technopave.com 208-672-1977

0 Matthew Jackson Forterra Pipe & Precast matthew.jackson@forterrabp.com 214-663-2224

0 Jason Mayer Forterra Pipe & Precast Jason.mayer@forterrabp.com 612-860-0654

0 Danielle Kleinhans Epoxy Interest Group Of CRSI dkleinhans@epoxy.crsi.org 847-517-1200

0 Woodrow Rigdon American Concrete Pipe Association wrigdon@concretepipe.org 501-551-1355

0 Dennis Dvorak FHWA dennis.dvorak@dot.gov 708-283-3542

0 Jeff Seiders Raba Kistner Infrastructure jseiders@rkci.com 512-904-9177

0 Bill Hartt Hartt Engineering whhsmsh@gmail.com 561-542-6216

0 Derrick Castle The Sherwin Williams Company derrick.castle@sherwin.com 913-481-0612

0 John D'Angelo D'Angelo Consulting, LLC johndangelo@dangeloconsultingllc.com 571-218-9733

0 Curt Turgeon MN DOT curt.turgeon@state.mn.us

0 Gerry Huber Heritage Research Group gerald.huber@hrglab.com 317-439-4680

Appendix A

1 Allen Myers KY Transportation Cabinet allen.myers@ky.gov 502-564-3160

0 Kim Spahn American Concrete Pipe Association kspahn@concretr-pipe.org 214-507-6767

0 Bill Evans Ergon Asphalt & Emulsions Inc. bill.evans@ergon.com 706-975-9339

0 David Matocha Forterra Pipe & Precast david.matocha@forterrabp.com 512-914-0674

0 Richard Bradbury MEDOT richard.bradbury@maine.gov 207-624-3482

0 Jerome Silagyi Lane Enterprises, Inc. jsilyagi@lane-enterprises.com 717-761-8175

0 LaDonna Rowden IL DOT ladonna.rowden@illinois.gov 217-782-4423

0 Matt Childs ACPA matt@concretepipe.org 972-506-7682

0 Todd Arnold Pine Test Equipment, LLC tarnold@pineinst.com 814-404-0477

0 Daniel Currence The Plastics Pipe Institute dcurrence@plasticpipe.org 816-916-3470

0 Hugh Martin Forterra Building Products hugh.martin@forterrabp.com 972-263-2181

0 Corey Haeder Fronterra Pipe and Precast corey.haeder@fronterrabp.com 763-694-3271

0 Heather Christensen Prinsco heatherc@prinsco.com 320-222-6845

0 Brian Barngrover Eriksson Technologies, Inc. barngrover@lrfd.com 813-989-3317

0 Maurice Arbelaez InstroTek, Inc. marbelaez@instrotek.com 919-875-8371

0 Michael Kusch Forterra Pipe & Precast michael.kusch@forterrabp.com 615-386-4407

0 Matthias Breidsprecher Troxler Electronic Laborstories, Inc. mbreidsprecher@troxlerlabs.com 9194852205

0 Robert Lauzon CT DOT robert.lauzon@ct.gov 860-258-0312

0 Jon Belkowitz Intelligent Concrete jon@intelligent-concrete.com 719-367-8092

0 Audrey Copeland National Asphalt Pavement Association (NAPA) acopeland@asphaltpavement.org 301-731-4748

0 Bill Adams Hancock Concrete Products bill.adams@hancockconcrete.com 712-212-3344

1 Michael Black KY Transportation Cabinet michael.black@ky.gov 502-564-3160

0 Larry Gill IPEX USA LLC larry.gill@ipexna.com 289-881-0120

1 Barry Paye WI DOT barry.paye@dot.wi.gov 608-246-7945

0 Dan Figola Advanced Drainage Systems, Inc. daniel.figola@ads-pipe.com 630-768-2988

1 Charles Babish VADOT andy.babish@vdot.virginia.gov 804-328-3102

1 Jesus Sandoval-Gil AZ DOT jsandoval-gil@azdot.gov 928-200-4260

1 Don Streeter NYSDOT donald.streeter@dot.ny.gov 518-457-5956

0 Daniel Selander Thrace-LINQ dselander@thracelinq.com 843-276-7677

1 James Caleb Hammons MS DOT jchammons@mdot.ms.gov 601-359-9770

1 Eric Carleton National Precast Concrete Association ecarleton@precast.org 317-571-9500

0 John Lamond Controls Group USA jlamond@controls-usa.com 874-551-5775

0 Monica Flournoy GA DOT mflournoy@dot.ga.gov 404-631-1147

0 Mark Ishee Ergon Asphalt & Emulsions Inc. mark.ishee@ergon.com 601-933-3000

0 Greg Baryluk Advanced Drainage Systems Inc. greg.baryluk@ads-pipe.com 614-658-0126

0 Casey Elkins FlackTek, Inc. casey@flacktek.net 864-895-7441

1 Finch Troxler Troxler Electronic Laboratories, Inc. ftroxler@troxlerlabs.com 919-485-2207

0 Christopher Leibrock KS DOT cleibrock@ksdot.org 785-296-6959

1 Desna Bergold WAQTC dbconsulting.desna@gmail.com 801-721-7146

0 Darin Tedford NV DOT dtedford@odot.state.nv.us 775-888-7784

1 Shannon Pole Consultant spole@zinc.org 2894401886

1 Greg Mulder IA DOT greg.mulder@dot.iowa.gov 515-239-1843

0 Tim Aschenbrener FHWA, OTS, Resource Center time.aschenbrener@dot.gov 720-963-3247

0 Michael Doran TNDOT michael.doran@tn.gov 615-350-4105

1 Kenny Seward OK DOT kseward@odot.org 405-522-4999

0 Carolyn Fisher FHWA - South Carolina carolyn.fisher@dot.gov 803-765-5412

0 Timothy Ramirez PENNDOT tramirez@pa.gov 717-783-6602

0 Todd Ballen 3M taballen@mmm.com 651-575-0851

0 Lori Fields Cannon Instrument Company lfields@cannoninstrument.com 814-308-5487

0 Scott Hofer Hancock Concrete Products scott.hofer@hancockconcrete.com 605-335-7807

0 Samuel Allen TRI/Environmental, Inc. sallen@tri-env.com 512-263-2101

1 Steven Lenker AMRL slenker@amrl.net 240-436-4770

1 Greg Milburn WY DOT greg.milburn@wyo.gov 307-777-4070

0 Georgene Geary GGfGA Engineering, LLC ggeary@ggfga.com 770-337-5817

0 David Kuniega PENNDOT dkuniega@pa.gov 717-787-3966

1 Katheryn Malusky AASHTO kmalusky@aashto.org 202-624-3695

0 Kevin Kennedy MI DOT kennedyk@michigan.gov 517-322-6043

0 Joel Hahm Big R Bridge jhahm@bigrbridge.com 970-347-2208

0 Pat Liston Forterra Pipe & Precast pat.liston@forterrabp.com 956-367-7170

0 Jason Bausano Ingevity jason.bausano@ingevity.com 843-566-5940

0 Al Innis LafargeHolcim al.innis@lafargeholcim.com 734-529-4183

0 Brian Walter Hancock Cncrete Products brian.walter@hancockconcrete.com 952-835-4646

0 Greg Uherek AMRL guherek@amrl.net 240-436-4840

1 Colin Lobo NRMCA clobo@nrmca.org 240-485-1160

0 Larry Tomkins Ergon Asphalt & Emulsions Inc. larry.tomkins@ergon.com 601-933-3000

0 Denis Boisvert NH DOT dboisvert@dot.state.nh.us 603-271-1545

0 Frank Fee Frank Fee, LLC frank.fee@verizon.net 610-608-9703

0 Will Rogers Georgia Asphalt Pavement Association wrogers@gahotmix.com 770-622-7798

0 Scott Metcalf Ergon Asphalt & Emulsions Inc. scott.metcalf@ergon.com 909-228-2159

Appendix A

0 Neoma Cole GA DOT ncole@dot.ga.gov 404-608-4817

1 Scott Andrus UTDOT scottandrus@utah.gov 801-965-4859

0 Jon Sickels Advanced Drainage Systems, Inc. jon.sickels@ads-pipe.com 904-347-3311

0 Oliver Delery Forterra Building Products oliver.delery@forterrabp.com 504-254-1596

0 Bill Schiebel CO DOT bill.schiebel@state.co.us 303-398-6501

1 Steve Tritsch National Concrete Pavement Technology Center stritsch@iastate.edu 515-294-3230

0 William Washabaugh Northern Concrete Pipe Inc. wew@ncp-inc.com 989-892-3545

0 Sonya Puterbaugh AASHTO sputerbaugh@amrl.net 240-772-2735

0 Danny Lane TN DOT danny.lane@tn.gov 615-350-4175

0 David Newcomb Texas A&M Transportation Institute d-newcomb@tamu.edu 979-676-0471

0 Mike Clements Huesker, Inc. mfclements@hueskerinc.com 704-877-2714

0 Lisa Zigmund OH DOT lisa.zigmund@dot.ohio.gov 614-275-1351

1 Sean Parker WAQTC sean.p.parker@odot.state.or.us 503-986-6631

0 Henry Lacinak AASHTO hlacinak@aashto.org 225-752-2877

0 Thien Dao Cannon Instrument Company tdao@cannoninstrument.com 814-933-0525

0 John Grieco MA DOT john.grieco@dot.state.ma.us 617-951-0590

0 William Bailey VADOT bill.bailey@vdot.virginia.gov 804-328-3106

0 Scott Seiter OK DOT sseiter@odot.org 405-521-2186

0 James Williams MS DOT jwilliams@mdot.ms.gov 601-359-7007

0 Andy Mergenmeier FHWA andy.mergenmeier@dot.gov 804-317-9445

0 Darrell Sanders Contech dsanders@conteches.com 513-645-7511

1 Brian Johnson AASHTO bjohnson@amrl.net 240-436-4820

1 Brian Owens LA DOTD brian.owens@la.gov 225-248-4131

0 Brian Korschgen AASHTO bkorschgen@aashto.org 202-624-8556

0 Colin Franco RI DOT colin.franco@dot.ri.gov 401-222-3030

0 Keith Harris Hanes Geo Components keith.harris@hanescompanies.com 336-747-1600

0 Rick Thomas TRI/Environmental, Inc. rthomas@tri-env.com 512-263-2101

0 Joel Sprague TRI Environmental jsprague@tri-env.com 864-346-3107

0 Mark Swanlund FHWA mark.swanlund@dot.gov 202-493-3070

0 Jerome Daleiden Fugro jdaleiden@fugro.com 512-977-1800

1 Bob Orthmeyer FHWA, OTS, Resource Center bob.orthmeyer@dot.gov 708-283-3533

1 Garth Newman ITD garth.newman@itd.idaho.gov 208-334-8039

1 Brent Klaiber Forterra Pipe & Precast brent.klaiber@forterrabp.com 515-249-2298

0 Scott George AL DOT georges@dot.state.al.us 334-206-2201

1 Brandi Mitchell KY TC brandi.mitchell@ky.gov 502-564-3160

0 Tracy Barnhart AASHTO tbarnhart@amrl.net 240-436-4802

0 Lui Wong Con Con Cast Pipe lswong@concastpipe.com 519-763-8655

1 Hany Fekry DE DOT hany.fekry@state.de.us 302-760-2551

0 Chris Peoples NC DOT cpeoples@ncdot.gov 919-329-4000

0 Crista McNish Advanced Drainage Systems, Inc. crista.mcnish@ads-pipe.com 419-422-1305

0 Kaye Chancellor Davis AL DOT chancellork@dot.state.al.us 334-206-2277

0 Brian Chestnut Lane Enterprises, Inc. bchestnut@lane-enterprises.com 717-532-5959

0 Greg Bohn Advanced Drainage Systems Inc. greg.bohn@ads-pipe.com 614-588-6830

1 Wallace Heyen NE DOR walley.heyen@nebraska.gov 402-479-4677

0 Timothy Ruelke FL DOT timothy.ruelke@dot.state.fl.us 352-955-6620

0 Hal Panabaker DuPont Elvaloy hal.j.panabaker@dupont.com 919-329-4062

0 Dana Hartman IHS Global, Inc. dana.hartman@ihs.com 380-447-2273

0 Anol Mukhopadhyay Texas A&M Transportation Institute anol@tamu.edu 979-458-4618

1 Steven Ingram AL DOT ingrams@dot.state.al.us 334-206-2335

APPENDIX BSUBCOMMITTEE ON MATERIALS

Mid-Year Meeting Tuesday November 10th, 2015

10:00 – 12:00 PM CST TECHNICAL SECTION 3b

CONCRETE MATERIALS AND FRESH CONCRETE PROPERTIES

I. Call to Order and Opening Remarks

II. Roll CallPresent: NE, FHWA, MD, NV, NH, NY, OK, OR, RI, TN, UT, VA, IDAbsent: DC, CT, FL, GA, HI, KY, MI, MN, SD, TX, WA, WISee attached excel sheet for more detail.

III. Approval of Technical Section MinutesMotion to approve RI, second NY. Approved

IV. Old BusinessA. R 064 (TP-83) Spring Ballot - Sampling and Fabrication of 50-mm (2-in.) Cube Specimens Using Grout (Non-

Shrink) or Mortar (Mike Santi & Garth Newman)Garth: Outlined field curing when controlled curing conditions aren’t available for cubes. We need the option of a field cure then transportation back to lab. This is what Idaho does. Mick: Had received comments on 24±4 timeframe for field cure. No concerns expressed by group. Garth: WA, ID, OR…all 7 western states do this field cure without the tight temperature control. Don’t mind the minimum time, but having only 4 hour tolerance would hinder transport times. There are location where the DOT would have a hard time meeting the time requirements in very rural areas. The drive time being up to 6 or 7 hours. Mick: 4 hours would be issue for NE as well. Felag: What was result of spring ballot on this? Mick: This is new draft. Mick would like to have a committee ballot.

Some additional questions and comments on the transportation and field cure time of samples. After further discussion, the committee agreed to ballot the current draft of R 064. Then respond to the comments or negatives of after the ballot.

Motion to send R 064 (TP-83) to ballot as is currently: Motion, RI. Second ? Approved.

Put together TS ballot after first of year.

V. New BusinessA. Fall Ballots

i. Results

T121m/T121-15 – Comments have been addressed from Fall Ballot. Section 7.5 should have requirements to tap container for consistency. Mick would like to take to ballot.

There was much discussion on whether there is a need to add the language in Paragraph 7.5 for tapping the side of the measure after the placement of concrete in the measure after it is over filled. As a whole, the group decided to not add any language for tapping the edges of the vessel for SCC at this time.

Motion to send T121m to TS ballot as is currently: Motion ID, Second RI. Approved.

T152-13 – Similar to T121.

New York discussed the calculation of air by the formula in T 152. The formula could show a negative air. Mick would like time to review the formula before editing it.

Motion to send T 152 to TS ballot as is currently: Motion ?, Second ID. Approved.

ii. Reconfirmation 1. M154M/M154-12 (Standard Specification for Air-Entraining Admixtures for Concrete)

2. R60-12 (Standard Practice for Sampling Freshly Mixed Concrete)

3. T157-12 (Standard Method of Test for Air-Entraining Admixtures for Concrete)

4. T325-04 (2011) (Standard Method of Test for Estimating the Strength of Concrete in Transportation Construction by Maturity Tests)

5. T345-12 (Standard Method of Test for Passing Ability of Self-Consolidating Concrete (SCC) by J-Ring)

B. Presentation i. Update of Dr. Ley’s Research on Improving Specifications to Resist Frost Damage in Modern Concrete

Mixture (SAM) & proposed Box Test. C. Meeting Length at the 2016 Annual Meeting

AASHTO wants to shorten length from 2 hours. Mick wanted to see what other TS are doing.

Evan indicated that based on input from some tech section chairs, AASHTO was looking to get some feedback on duration of TS sessions at the annual meeting. The intent is both to maximize the time for all involved as well as shorten the duration of the annual meeting overall. AASHTO will still ensure adequate time is provided for each tech section and, if needed, will cut time elsewhere to try to shorten the meeting.

D. Research Proposals Mark Felag stated that the research problem statement submitted by TS3a – Durability and Service Life of Cracked Concrete – was endorsed by TS3b and the Subcommittee on Construction. Will be voted on at the Spring AASHTO Meeting. Asked that states contact their chief engineers or if they have any members involved with RAC or SCOR to encourage them to vote for this research project.

i. Research Liaison

E. AMRL/CCRL Comments

None

F. NCHRP Updates

Amir: listed a few projects coming up.

G. Proposed Standards to be Modified Putting ballot together for spring. H. Proposed New Task Forces None.

VI. Open Discussion Bob Horwhat T26- Quality of water – appears this standard was sunset. Mick stated that there may be a potential replacement (potentially T240?). Will follow up with Bob to provide a reference to utilize if available. VII. Adjourn

Action Items

TS Ballot for R 064

TS Ballot for T121m/T121-15

TS Ballot for T 152

Appendix C

Committee Members: During the Spring meeting, there was discussion on Paragraph 7.6.1 of R 64 from the fall ballot. There were a lot of comments on how confusing Paragraph 7.6.1 read. The chair and co-chair, modified Paragraph 7.6.1 into Paragraph 7.6 found below prior to the Spring meeting. At the Spring meeting, none of the committee members had much time to review the changes in the paragraphs. It was decided, the new Paragraph 7.6 would go out for comments at the Spring ballot, please review Paragraph 7.6

Sampling and Fabrication of 50-mm (2-in.) Cube Specimens Using

Grout (Non-Shrink) or Mortar

AASHTO Designation: R 64-151

2014 Fall Ballot

7.6.1. Field Curing—Place the molds in a secure location away from vibration and as close as possible to

the structure for initial curing. Cover with wet burlap, towels, or rags; seal it in a plastic sack in a

level location out of direct sunlight; and record the time. These samples shall remain undisturbed

for a period of 24 ± 4 h. Provide the same temperature protection as provided for the structure

Note 3—A satisfactory moisture environment can be created during the initial curing of the

specimens by one or more of the following procedures: (1) store in properly constructed wood

boxes or structures, (2) place in damp sand pits, (3) cover with removable lids, (4) place inside

plastic bags, or (5) cover with plastic sheets or nonabsorbent plates if provisions are made to avoid

drying and damp burlap is used inside the enclosure, but the burlap is prevented from contacting

the concrete surfaces. A satisfactory temperature environment can be controlled during the initial

curing of the specimens by one or more of the following procedures: (1) use of ventilation, (2) use

of ice, (3) use of thermostatically controlled heating or cooling devices, or (4) use of heating

methods such as stoves or light bulbs. Other suitable methods may be used if the requirements

limiting specimen storage temperature and moisture loss are met.

Modifications made after the passing of the 2014 Fall Ballot

7.6 Initial Curing—Immediately after molding and finishing, the specimens shall be stored in a secure

location away from vibration, for a period of 24 to 28 hours, in a temperature range from 16 to

27°C (60 to 80°F) in an environment preventing moisture loss from the specimens unless

stipulated otherwise by the specifier of tests. Various procedures are capable of being used during

the initial curing period to maintain the specified moisture and temperature conditions. An

appropriate procedure or combination of procedures shall be used (Notes 3 and 4). Shield all

specimens from direct sunlight and, if used, radiant heating devices. Record the temperature using

a maximum-minimum thermometer.

Note 1—A satisfactory moisture environment can be created during the initial curing of the

specimens by the following procedures: (1) cover the specimens with removable lids, plastic

sheets, or nonabsorbent plates and (2) maintain proper moisture with an air-tight sealed container,

damp sand pit, or sealed plastic bags.

Note 2—A satisfactory temperature environment can be controlled during the initial curing of the

specimens by one or more of the following procedures: (1) use of ventilation, (2) use of ice,

(3) use of thermostatically controlled heating or cooling devices, or (4) use of heating methods

such as stoves or light bulbs.

Standard Method of Test for

Density (Unit Weight),

Yield, and Air Content

(Gravimetric) of Concrete

AASHTO Designation: T 121M/T 121-15

ASTM Designation: C138/C138M-10a

American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001

APPENDIX D

TS-3b T 121M/T 121-1 AASHTO

Standard Method of Test for

Density (Unit Weight), Yield, and Air

Content (Gravimetric) of Concrete

AASHTO Designation: T 121M/T 121-15

ASTM Designation: C138/C138M-10a

1. SCOPE

1.1. This method covers determination of the density (see Note 1) of freshly mixed concrete and gives

formulas for calculating the yield, cement content, and the air content of the concrete. Yield is

defined as the volume of concrete produced from a mixture of known quantities of the component

materials.

1.2. Nonplastic concrete, such as is commonly used in the manufacture of pipe and unit masonry, is

not covered by this test method.

1.3. The values stated in either SI or inch-pound units shall be regarded separately as standard. The

inch-pound units are shown in brackets. The values stated might not be exact equivalents;

therefore, each system must be used independently of the other.

Note 11—Unit weight was the previous terminology used to describe the property determined by

this test method, which is mass per unit volume.

1.4. The text of this test method references notes and footnotes that provide explanatory information.

These notes and footnotes (excluding those in tables) shall not be considered as requirements of

this test method.

1.5. This standard may involve hazardous materials, operations, and equipment. This standard does

not purport to address all of the safety concerns 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. Warning—Fresh hydraulic cementitious

mixtures are caustic and may cause chemical burns to skin and tissue upon prolonged exposure.

2. REFERENCED DOCUMENTS

2.1. AASHTO Standards:

M 85, Portland Cement

R 18, Establishing and Implementing a Quality Management System for Construction

Materials Testing Laboratories

R 60, Sampling Freshly Mixed Concrete

R 61, Establishing Requirements for Equipment Calibrations, Standardizations, and Checks

T 19M/T 19, Bulk Density (“Unit Weight”) and Voids in Aggregate

T 23, Making and Curing Concrete Test Specimens in the Field

T 119M/T 119, Slump of Hydraulic Cement Concrete

T 133, Density of Hydraulic Cement

Formatted: Strong Arial Bold, Do not checkspelling or grammar

TS-3b T 121M/T 121-2 AASHTO

T 152, Air Content of Freshly Mixed Concrete by the Pressure Method

T 196M/T 196, Air Content of Freshly Mixed Concrete by the Volumetric Method

2.2. ASTM Standards:

C670, Standard Practice for Preparing Precision and Bias Statements for Test Methods for

Construction Materials

C1064/C1064M, Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement

Concrete

3. TERMINOLOGY

3.1. Definitions:

3.1.1. Symbols:

A = air content (percentage of voids) in the concrete;

C = actual cement content, kg/m3 [lb/yd

3];

Cb = mass of cement in the batch, kg [lb];

D = density (unit weight) of concrete, kg/m3 [lb/ft

3];

M = total mass of all materials batched, kg [lb] (see Section 3.4);

Mc = mass of the measure filled with concrete, kg [lb];

Mm = mass of the measure, kg [lb];

Ry = relative yield;

T = theoretical density of the concrete computed on an airfree basis, kg/m3 [lb/ft3] (see

Section 3.1.2);

V = total absolute volume of the component ingredients in the batch, m3 [ft

3] (see

Section 3.1.3);

Vm = volume of the measure;

Y = yield, volume of concrete produced per batch, m3 or [yd3].

Yd = yield, volume of concrete that the batch was designed to produce, m3 [yd

3]; and

Yf = yield, volume of concrete produced per batch, ft3

3.1.2. theoretical density (T)—The theoretical density is, customarily, a laboratory determination. The

value for the theoretical density is assumed to remain constant for all batches made using identical

component ingredients and proportions. It is calculated from the equation:

=T M V (1)

3.1.3. absolute volume (V)—The absolute volume of each ingredient in cubic meters yards is equal to the

quotient of the mass of the ingredient divided by the product of its specific gravity times 62.4. The

absolute volume of each ingredient in cubic meters is equal to the mass of the ingredient in

kilograms divided by 1000 times its specific gravity.

3.1.4. bulk specific gravity and mass—For the aggregate components, the bulk specific gravity and mass

should be based on the saturated surface-dry condition. For cement, the actual specific gravity

should be determined by T 133. A value of 3.15 may be used for cements manufactured to meet

the requirements of M 85.

3.1.5. total mass (M)—The total mass of all materials batched is the sum of the masses of the cement,

the fine aggregate in the condition used, the coarse aggregate in the condition used, the mixing

water added to the batch, and any other solid or liquid materials used.

Comment [WJH1]: [WAQTC1]: Not referenced in the method, if it were it should be AASHTO T

309.

TS-3b T 121M/T 121-3 AASHTO

4. APPARATUS

4.1. Balance—A balance or scale accurate to within 45 g [0.1 lb] or 0.3 percent of the test load,

whichever is greater, at any point within the range of use. The range of use shall be considered to

extend from the mass of the measure empty to the mass of the measure plus its contents at

2600 kg/m3 [160 lb/ft

3].

4.2. Tamping Rod—A round, straight steel rod, with a 16 ± 2-mm [5⁄8 ±

1⁄16-in.] diameter. The length

of the tamping rod shall be at least 100 mm [4 in.] greater than the depth of the measure in which

rodding is being performed but not greater than 600 mm [24 in.] in overall length (see Note 2).

The length tolerance for the tamping rod shall be ±4 mm [±1⁄8 in.]. The rod shall have the tamping

end or both ends rounded to a hemispherical tip of the same diameter as the rod.

Note 22—A rod length of 400 mm [16 in.] to 600 mm [24 in.] meets the requirements of the

following AASHTO Test Methods: T 23, T 119M/T 119, T 121M/T 121, T 152, and

T 196M/T 196.

4.3. Internal Vibrator—Internal vibrators may have rigid or flexible shafts, preferably powered by

electric motors. The frequency of vibration shall be 117 Hz [7000 vibrations per min] or greater

while in use. The outside diameter or the side dimension of the vibrating element shall be at least

19 mm [0.75 in.] and not greater than 38 mm [1.50 in.]. The length of the shaft shall be at least

610 mm [24 in.].

4.4. Measure—A cylindrical container made of steel or other suitable metal (Note 3). The minimum

capacity of the measure shall conform to the requirements of Table 1 based on the nominal size of

aggregate in the concrete to be tested. All measures, except for measuring bowls of air meters,

which are also used for T 121M/T 121 tests, shall conform to the requirements of T 19M/T 19.

When measuring bowls of air meters are used, they shall conform to the requirements of T 152

and shall be standardized for volume as described in T 19M/T 19. The top rim of the air meter

bowls shall be smooth and plane within 0.25 mm [0.01 in.].

Note 33—The metal should not be readily subject to attack by cement paste. However, reactive

materials such as aluminum alloys may be used in instances where, as a consequence of an initial

reaction, a surface film is rapidly formed that protects the metal against further corrosion.

Note 4—The top rim is satisfactorily plane if a 0.25-mm [0.01-in.] feeler gauge cannot be

inserted between the rim and a piece of 6 mm [0.25 in.] or thicker plate glass laid over the top of

the measure.

Note 5—Standardization is a critical step to ensure accurate test results when using this

apparatus. Failure to perform the standardization procedures as described herein will produce

inaccurate or unreliable test results.

4.5. Strike-Off Plate—A flat rectangular metal plate at least 6 mm [1/4 in.] thick or a glass or acrylic

plate at least 13 mm [1/2 in.] thick with a length and width at least 50 mm [2 in.] greater than the

diameter of the measure with which it is to be used. The edges of the plate shall be straight and

smooth within a tolerance of 1.6 mm [1/16 in.].

4.6. Mallet—A mallet (with a rubber or rawhide head) having a mass of 600 ± 200 g [1.25 ± 0.50 lb]

for use with measures 14 L [0.5 ft3] or smaller and a mallet having a mass of 1000 ± 200 g

[2.25 ± 0.50 lb] for use with measures larger than 0.014 m3 [0.5 ft

3].

Formatted: Strong Arial Bold, Do not checkspelling or grammar

Formatted: Strong Arial Bold, Do not checkspelling or grammar

TS-3b T 121M/T 121-4 AASHTO

Table 1—Capacity of Measures

Nominal

Maximum

Size of Coarse

Aggregatea

Capacity of

Measurea

mm in. L ft3

25.0 1 6 0.2

37.5 1.5 11 0.4

50 2 14 0.5

75 3 28 1.0

112 4.5 70 2.5

150 6 100 3.5

a The indicated size of measure shall be used to test concrete containing aggregates of

a nominal maximum size equal to or smaller than that listed. The actual volume of

the measure shall be at least 95 percent of the nominal volume listed.

4.7. Scoop—A scoop of a size large enough so each amount of concrete obtained from the sampling

receptacle is representative and small enough so it is not spilled during placement in the measure.

5. CALIBRATION, STANDARDIZATION, AND CHECK

5.1. Unless otherwise specified, follow the requirements and intervals for equipment calibrations,

standardizations, and checks in R 18.

5.2. Follow the procedures for performing equipment calibration, standardizations, and checks found

in R 61.

6. SAMPLE

6.1. Obtain the sample of freshly mixed concrete in accordance with R 60.

7. PROCEDURE

7.1. Dampen the interior of the measuring bowl and place it on a flat, level, firm surface. Using the

scoop described in 4.7, place a representative sample of the concrete in the measuring bowl in

equal layers. Consolidate each layer by the rodding procedure (Section 7.27.3) or by vibration

(Section 7.37.4). Self-Consolidating Concrete (SCC) prohibits rodding and internal vibration

(Section 7.5).

7.2. Rod concretes with a slump greater than 75 mm [3 in.]. Rod or vibrate concrete with a slump of 25

to 75 mm [1 to 3 in.]. Consolidate concretes with a slump less than 25 mm [1 in.] by vibration.

7.3. Rodding—Place the concrete in the measure in three layers of approximately equal volume using

the scoop described in Section 4.7. During concrete placement, move the scoop around the

perimeter of the measure opening to ensure an even distribution of the concrete with minimal

segregation. Rod each layer with 25 strokes of the tamping rod when the 0.014 m3 [0.5 ft

3] or

smaller measures are used and 50 strokes when the 0.028 m3 [1 ft

3] measure is used. Rod the

bottom layer throughout its depth but the rod shall not forcibly strike the bottom of the measure.

Distribute the strokes uniformly over the cross section of the measure and for the top two layers;

penetrate about 25 mm [1 in.] into the underlying layer. After each layer is rodded, tap the sides

around the perimeter of the measure smartly 10 to 15 times with the appropriate mallet (Section

TS-3b T 121M/T 121-5 AASHTO

4.6) using such force so as to close any voids left by the tamping rod and to release any large

bubbles of air that may have been trapped. Add the final layer so as to avoid overfilling.

7.4. Internal Vibration—Place the concrete in the measure in two layers of approximately equal

volume using the scoop described in Section 4.7. Place all of the concrete for each layer in the

measure before starting vibration of that layer. During concrete placement, move the scoop around

the perimeter of the measure opening to ensure an even distribution of the concrete with minimal

segregation. Insert the vibrator at three different points of each layer. In compacting the bottom

layer, do not allow the vibrator to rest on or touch the bottom or sides of the measure. In

compacting the final layer, allow the vibrator to penetrate into the underlying layer approximately

25 mm [1 in.]. Ensure that the vibrator is withdrawn in such a manner so that no air pockets are

left in the specimen. The duration of vibration required will depend upon the workability of the

concrete and the effectiveness of the vibrator (Note 6). Continue vibration only long enough to

achieve proper consolidation of the concrete (Note 7). Observe a constant duration of vibration for

the particular kind of concrete, vibrator, and measure involved. After each layer is vibrated, tap

the sides of the measure smartly 10 to 15 times with the appropriate mallet (Section 4.6) using

such force so as to close any voids left by the vibrator and to release any large bubbles of air that

may have been trapped.

Note 6—Usually, sufficient vibration has been applied as soon as the surface of the concrete

becomes relatively smooth.

Note 7—Overvibration may cause segregation and loss of appreciable quantities of intentionally

entrained air.

7.5. Self-consolidating concrete - Place Slightly overfill the measure and fill in one continuous lift. the

concrete in the measure volume using the scoop described in Section 4.7. During concrete

placement, move the scoop around the perimeter of the measure opening to ensure an even

distribution of the concrete; slightly overfill the measure.

NOTE: Rodding or using a vibrator shall not be used for SCC.Do not rod or vibrate self-

consolidating concrete (SCC).

7.5.7.6. The filled measure must not contain a substantial excess or deficiency of concrete. An excess of

concrete protruding approximately 3 mm [

1/8 in.] above the top of the mold is optimum. A small

quantity of concrete may be added to correct a deficiency. If the measure contains a great excess

of concrete at completion of consolidation, remove a representative portion of the excess concrete

with a trowel or scoop immediately following completion of consolidation and before the measure

is struck off.

7.6.7.7. Strike-Off—Strike off the top surface of the concrete and finish it smoothly with the flat strike-off

plate so that the measure is level full. Strike off the concrete by pressing the strike-off plate on the

top surface of the measure to cover about two-thirds of the surface and withdraw the plate with a

sawing motion to finish only the area originally covered. Then place the plate on the top of the

measure to cover the original two thirds of the surface and advance it with a vertical pressure and a

sawing motion to cover the whole surface of the measure. Hold the plate at an incline and apply

the final strokes to produce a smooth finished surface.

7.7.7.8. Mass Determination—Clean all excess concrete from the exterior of the measure and determine

the net mass of the concrete in the measure with a balance that meets the requirements of Section

4.1.

8. CALCULATIONS

8.1. Density (Unit Mass)—Calculate the net mass of the concrete in kilograms (pounds) by subtracting

the mass of the measure from the gross mass. Calculate the unit mass, Mm, from the mass of the

TS-3b T 121M/T 121-6 AASHTO

measure filled with concrete Mc. Calculate the density, D, by dividing the net mass of the concrete

by the volume of the measure Vm as follows:

D = (Mc – Mm)/Vm (2)

8.2. Yield—Calculate the yield as follows:

3(yd ) = / ( × 27)Y M D (3)

or

Y(m3 or ft

3) = M/D (4)

TS-3b T 121M/T 121-7 AASHTO

8.3. Relative Yield—Relative yield is the ratio of the actual volume of concrete obtained to the volume

as designed for the batch (see Note 8) calculated as follows:

y dR Y Y= (5)

Note 8—A value for Ry greater than 1.00 indicates an excess of concrete being produced, whereas

a value less than this indicates the batch to be “short” of its designed volume. In practice, a ratio of

yield in cubic feet per cubic yard of design concrete mixture is frequently used, for example,

27.3 ft3/yd

3.

8.4. Cement Content—Calculate the actual cement content as follows:

=b

C C Y (6)

8.5. Air Content—Calculate the air content as follows:

= × 100A T – D T (7)

or,

= – × 100 SI unitsA Y V Y (8)

or,

/ 100 (inch-pound units)f fA Y V Y (9)

9. REPORT

9.1. Report on the following information:

9.1.1. Identification of concrete represented by the sample.

9.1.2. Date of Test.

9.1.3. Volume of Density measure to the nearest 0.01 L [0.001 ft3].

9.1.4. Density (Unit Weight) to the nearest 1.0 kg/m3 [0.1 lb/ft

3].

9.1.5. Yield, when requested, to the nearest 0.1 yd3 (0.1m

3).

9.1.6. Relative Yield, when requested, to the nearest 0.01.

9.1.7. Cement Content, when requested, to the nearest kg/m3 [lb/yd

3].

9.1.8. Air Content, when requested, to the nearest 0.1 percent.

10. PRECISION AND BIAS

10.1. The following estimates of precision for this test method are based on a collection of data from

various locations by the National Ready Mixed Concrete Association. The data represent concrete

mixtures with slump ranging from 75 to 150 mm [3 to 6 in.] and density ranging from 1842 to

2483 kg/m3 [115 to 155 lb/ft3] and included air-entrained and non-air-entrained concrete. The

study was conducted using 7-L [0.25-ft3] and 14-L [0.5-ft

3] measures.

10.1.1. Single-Operator Precision—The single-operator standard deviation of density of freshly mixed

concrete has been found to be 10.4 kg/m3 [0.65 lb/ft

3] (1s). Therefore, results of two properly

TS-3b T 121M/T 121-8 AASHTO

conducted tests by the same operator on the same sample of concrete should not differ by more

than 29.6 kg/m3 [1.85 lb/ft3] (d2s).

10.1.2. Multioperator Precision—The multioperator standard deviation of density of freshly mixed

concrete has been found to be 13.1 kg/m3 [0.82 lb/ft

3] (1s). Therefore, results of two properly

conducted tests by two operators on the same sample of concrete should not differ by more than

37.0 kg/m3 [2.31 lb/ft

3] (d2s).

10.2. Bias—This test method has no bias because the density is defined only in terms of this test

method.

11. KEYWORDS

11.1. Air content; cement content; concrete; relative yield; unit weight; yield.

Standard Method of Test for

Air Content of Freshly Mixed

Concrete by the Pressure Method

AASHTO Designation: T 152-13

ASTM Designation: C 231/C 231M-10

American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001

APPENDIX E

TS-3b T 152-1 AASHTO

Standard Method of Test for

Air Content of Freshly Mixed Concrete

by the Pressure Method

AASHTO Designation: T 152-13

ASTM Designation: C 231/C 231M-10

1. SCOPE

1.1. This method covers determination of the air content of freshly mixed concrete from observation of

the change in volume of concrete with a change in pressure.

1.2. This method is intended for use with concretes and mortars made with relatively dense aggregates

for which the aggregate correction factor can be satisfactorily determined by the technique

described in Section 7. It is not applicable to concretes made with light-weight aggregates, air-

cooled blast-furnace slag, or aggregates of high porosity. In these cases, T 196M/T 196 should be

used. This test method is also not applicable to nonplastic concrete such as is commonly used in

the manufacture of pipe and concrete masonry units.

1.3. The text of this standard references notes and footnotes that provide explanatory information.

These notes and footnotes (excluding those in tables and figures) shall not be considered as

requirements for this standard.

1.4. The values stated in inch-pound units are to be regarded as the standard.

1.5. 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.

Warning—Fresh hydraulic cementitious mixtures are caustic and may cause chemical burns to

skin and tissue upon prolonged exposure.

2. REFERENCED DOCUMENTS

2.1. AASHTO Standards:

R 18, Establishing and Implementing a Quality Management System for Construction

Materials Testing Laboratories

R 39, Making and Curing Concrete Test Specimens in the Laboratory

R 60, Sampling Freshly Mixed Concrete

R 61, Establishing Requirements for Equipment Calibrations, Standardizations, and Checks

T 23, Making and Curing Concrete Test Specimens in the Field

T 119M/T 119, Slump of Hydraulic Cement Concrete

T 121M/T 121, Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

T 196M/T 196, Air Content of Freshly Mixed Concrete by the Volumetric Method

TS-3b T 152-2 AASHTO

2.2. ASTM Standards:

C 138/C 138M, Standard Test Method for Density (Unit Weight), Yield, and Air Content

(Gravimetric) of Concrete

C 172/C 172M, Standard Practice for Sampling Freshly Mixed Concrete

C 173/C 173M, Standard Test Method for Air Content of Freshly Mixed Concrete by the

Volumetric Method

C 192/C 192M, Standard Practice for Making and Curing Concrete Test Specimens in the

Laboratory

C 231/C 231M, Standard Test Method for Air Content of Freshly Mixed Concrete by the

Pressure Method

C 670, Standard Practice for Preparing Precision and Bias Statements for Test Methods for

Construction Materials

E 177, Standard Practice for Use of the Terms Precision and Bias in ASTM Test Methods 1

3. SIGNIFICANCE AND USE

3.1. This test method covers the determination of the air content of freshly mixed concrete. The

test determines the air content of freshly mixed concrete exclusive of any air that exists inside

voids within aggregate particles. For this reason, it is applicable to concrete made with relatively

dense aggregate particles and requires determination of the aggregate correction factor. (See

Sections 7.1 and 10.1.)

3.2. This test method and T 121M/T 121 and T 196M/T 196 provide pressure, gravimetric, and

volumetric procedures, respectively, for determining the air content of freshly mixed concrete. The

pressure procedure of this test method gives substantially the same air content as the other two test

methods for concrete made with dense aggregates.

3.3. The air content of hardened concrete may be either higher or lower than that determined by this

test method. This depends upon the methods and amount of consolidation effort applied to the

concrete from which the hardened concrete specimen is taken; uniformity and stability of the air

bubbles in the fresh and hardened concrete; accuracy of the microscopic examination, if used; time

of comparison; environmental exposure; stage in the delivery, placement, and consolidation

processes at which the air is determined, that is, before or after the concrete goes through a pump;

and other factors.

4. APPARATUS

4.1. Air Meters—There are available satisfactory apparatus of two basic operational designs employing

the principle of Boyle’s Law. For purposes of reference herein these are designated Meter Type A

and Meter Type B.

4.1.1. Meter Type A—An air meter consisting of a measuring bowl and cover assembly (Figure 1)

conforming to the requirements of Sections 4.2 and 4.3. The operational principle of this meter

consists of introducing water to a predetermined height above a sample of concrete of known

volume and the application of a predetermined air pressure over the water. The determination

consists of the reduction in volume of the air in the concrete sample by observing the amount the

water level is lowered under the applied pressure, the latter amount being standardized in terms of

percent of air in the concrete sample.

Note 11—Standardization is a critical step to ensure accurate test results when using this

apparatus. Failure to perform the standardization procedures as described herein will produce

inaccurate or unreliable test results.

Comment [WJH1]: [WAQTC1]: Not used in the body.

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TS-3b T 152-3 AASHTO

4.1.2. Meter Type B—An air meter consisting of a measuring bowl and cover assembly (Figure 2)

conforming to the requirements of Sections 4.2 and 4.3. The operational principle of this meter

consists of equalizing a known volume of air at a known pressure in a sealed air chamber with the

unknown volume of air in the concrete sample, the dial on the pressure gauge being standardized

in terms of percent air for the observed pressure at which equalization takes place. Working

pressures of 7.5 to 30.0 psi (51 to 207 kPa) have been used satisfactorily.

4.2. Measuring Bowl—The measuring bowl shall be essentially cylindrical in shape, made of

steel, hard metal, or other hard material not readily attacked by the cement paste, having a

minimum diameter equal to 0.75 to 1.25 times the height, and a capacity of at least 0.20 ft3 (5.7 L).

It shall be flanged or otherwise constructed to provide for a pressure-tight fit between the

measuring bowl and cover assembly. The interior surfaces of the bowlmeasuring bowl and

surfaces of rims, flanges, and other component fitted parts shall be machined smooth. The

measuring bowl and cover assembly shall be sufficiently rigid to limit the expansion factor, D, of

the apparatus assembly (Annex A1.5) to not more than 0.1 percent of air content on the indicator

scale when under normal operating pressure

.

Note: A1 = h1 – h2 when bowlmeasuring bowl contains concrete as shown in this figure; when bowlmeasuring bowl contains only aggregate and water, h1 – h2 =

G (aggregate correction factor).

A1 – G = A (entrained air content of concrete).

Figure 1—Illustration of the Pressure Method for Air Content: Type A Meter

Zero

Pressure

Mark

Air Pump

Pressure Gauge

(Indicating Operating

Pressure P)

Water

Clamp

h1 (Reading at

Pressure P)

Pressure Lowers

Level of Concrete

and Water in Tube

Concrete

Zero

Pressure

h2 (Reading at

Zero Pressure

after Release

of Pressure P)

A B C

0

0

0

0

1

2

3

4

5

6

7

0

0

A1 –

h1 –

h2

TS-3b T 152-4 AASHTO

Figure 2—Schematic Diagram: Type B Meter

4.3. Cover Assembly:

4.3.1. The cover assembly shall be made of steel, hard metal, or other hard material not readily

attacked by the cement paste. It shall be flanged or otherwise constructed to provide for a

pressure-tight fit between bowlmeasuring bowl and cover assembly and shall have machined-

smooth interior surfaces contoured to provide an air space above the level of the top of the

measuring bowl. The cover shall be sufficiently rigid to limit the expansion factor of the apparatus

assembly as prescribed in Section 4.2.

4.3.2. The cover assembly shall be fitted with a means of direct reading of the air content. The cover for

the Type A meter shall be fitted with a standpipe, which may be a transparent graduated tube or

may be a metal tube of uniform bore with a glass water gauge attached. In the Type B meter, the

dial of the pressure gauge shall be standardized to indicate the percent of air. Graduations shall be

provided for a range in air content of at least 8 percent, easily readable to 0.1 percent, as

determined by the proper air pressure standardization test.

4.3.3. The cover assembly shall be fitted with air valves, air bleeder valves, and petcocks for bleeding off

or through which water may be introduced as necessary for the particular meter design. Suitable

means for clamping the cover to the bowl shall be provided to make a pressure-tight seal without

entrapping air at the joint between the flanges of the cover and bowlmeasuring bowl. A suitable

hand pump shall be provided with the cover, either as an attachment or as an accessory.

4.4. Standardization Vessel—A measure having an internal volume equal to a percent of the volume of

the measuring bowl corresponding to the approximate percent of air in the concrete to be tested;

or, if smaller, it shall be possible to check standardization of the meter indicator at the approximate

percent of air in the concrete to be tested by repeated filling of the measure. When the design of

the meter requires placing the standardization vessel within the measuring bowl to check

standardization, the measure shall be cylindrical in shape and of an inside depth 1/2 in. (13 mm)

less than that of the bowlmeasuring bowl.

TS-3b T 152-5 AASHTO

Note 22—A satisfactory standardization vessel to place within the measure bowl may be

machined for No. 16 gauge brass tubing, of a diameter to provide the volume desired, to which a

brass disk 1/2 in. thick is soldered to form an end. When design of the meter requires withdrawing

of water from the water-filled bowlmeasuring bowl and cover assembly to check standardization,

the measure may be an integral part of the cover assembly or may be a separate cylindrical

measure similar to the above described cylinder.

4.5. The designs of various available types of air meters are such that they differ in operating

techniques and, therefore, all of the items described in Sections 4.6 through 4.16 may not be

required. The items required shall be those necessary for use with the particular design of

apparatus used to satisfactorily determine air content in accordance with the procedures

prescribed herein.

4.6. Coil Spring or Other Device for Holding Standardization Cylinder in Place:

4.7. Spray Tube—A brass tube of appropriate diameter, which may be an integral part of the cover

assembly or which may be provided separately. It shall be so constructed that when water is added

to the container, it is sprayed to the walls of the cover in such a manner as to flow down the sides

causing a minimum of disturbance to the concrete.

4.8. Trowel—A standard brick mason’s trowel.

4.9. Tamping Rod—A round, straight steel rod, with a 5⁄8 in. ±

1⁄16-in. (16 mm ± 2-mm) diameter. The

length of the tamping rod shall be at least 4 in. (100 mm) greater than the depth of the measure in

which rodding is being performed, but not greater than 24 in. (600 mm) in overall length (see

Note 3). The length tolerance for the tamping rod shall be ±1⁄8 in. (±4 mm). The rod shall have the

tamping end or both ends rounded to a hemispherical tip of the same diameter as the rod.

Note 33—A rod length of 16 in. (400 mm) to 24 in. (600 mm) meets the requirements of the

following AASHTO Test Methods: T 23, T 119M/T 119, T 121M/T 121, T 152, and

T 196M/T 196.

4.10. Mallet—A mallet (with a rubber or rawhide head) weighing approximately 1.25 ± 0.50 lb (0.57 ±

0.23 kg) for use with measures of 0.5 ft3 (14

L) or smaller, and a mallet weighing approximately

2.25 ± 0.50 lb (1.02 ± 0.23 kg) for use with measures larger than 0.5 ft3 (14 L).

4.11. Strike-Off Bar—A flat straight bar of steel or other suitable metal at least 1/8 in. (3 mm) thick and

3/4 in. (20 mm) wide by 12 in. (300 mm) long.

4.12. Strike-Off Plate—A flat rectangular metal plate at least 1/4 in. (6 mm) thick or a glass or acrylic

plate at least 1/2 in. (12 mm) thick with a length and width at least 2 in. (50 mm) greater than the

diameter of the measure with which it is to be used. The edges of the plate shall be straight and

smooth within a tolerance of 1/16 in. (1.5 mm).

4.13. Funnel—with the spout fitting into a spray tube.

4.14. Measure for Water—having the necessary capacity to fill the indicator with water from the top of

the concrete to the zero mark.

4.15. Vibrator—as described in R 39.

4.16. Sieves—11/2 in. (37.5 mm) with not less than 2 ft

2 (0.19 m

2) of sieving area.

4.17. Scoop—of a size large enough so each amount of concrete obtained from the sampling receptacle

is representative and small enough so it is not spilled during placement in the measuring bowl.

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TS-3b T 152-6 AASHTO

5. CALIBRATIONS, STANDARDIZATIONS, AND CHECKS

5.1. Unless otherwise specified, follow the requirements and intervals for equipment calibrations,

standardizations, and checks in R 18.

5.2. Follow the procedures for performing equipment calibrations, standardizations, and checks found

in R 61.

6. STANDARDIZATION OF APPARATUS

6.1. Make standardization tests in accordance with procedures prescribed in the annex. Rough handling

will affect the standardization of both Type A and Type B meters. Changes in barometric pressure

will affect the standardizations of the Type A meter but not the Type B meter. The steps described

in Sections A1.2 to A1.6, as applicable to the meter type under consideration, are prerequisites for

the final standardization test to determine the operating pressure, P, on the pressure gauge of the

Type A meter as described in Section A1.7, or to determine the accuracy of the graduations

indicating air content on the dial face of the pressure gauge of the Type B meter. Normally, the

steps in Sections A1.2 to A1.6 need be made only once (at the time of initial standardization), or

only occasionally to check volume constancy of the standardization cylinder and measuring bowl.

On the other hand, the standardization test described in Sections A1.7 and A1.9, as applicable to

the meter type being standardized, must be made as frequently as necessary to ensure that the

proper gauge pressure, P, is being used for the Type A meter or that the correct air contents are

being indicated on the pressure gauge air content scale for the Type B meter. A change in

elevation of more than 600 ft (180 m) from the location at which a Type A meter was last

standardized will require restandardization in accordance with Section A1.7.

6.2. Standardization Records—Information to be maintained in the records shall include determination

of expansion factor, size of the standardization vessel used, and the reading of the meter at the

standardization test point(s).

7. DETERMINATION OF AGGREGATE CORRECTION FACTOR

7.1. Procedure—Determine the aggregate correction factor on a combined sample of fine and coarse

aggregate as directed in Sections 7.2 to 7.4. It is determined independently by applying the

standardized pressure to a sample of inundated fine and coarse aggregate in approximately the

same moisture condition, amount, and proportions occurring in the concrete sample under test.

7.2. Aggregate Sample Size—Calculate the weights of fine and coarse aggregate present in the sample

of fresh concrete whose air content is to be determined, as follows:

s bF S B F (1)

s bC S B C (2)

where:

Fs = weight of fine aggregate in concrete sample under test, lb (kg);

S = volume of concrete sample (same as volume of measuring bowl), ft3 (m

3);

B = volume of concrete produced per batch (Note 4), ft3 (m3);

Fb = total weight of fine aggregate in the moisture condition used in batch, lb (kg);

Cs = weight of coarse aggregate in concrete sample under test, lb (kg); and

Cb = total weight of coarse aggregate in the moisture condition used in batch, lb (kg).

Note 44—The volume of concrete produced per batch can be determined in accordance with

applicable provisions of T 121M/T 121. Formatted: Strong Arial Bold, Do not checkspelling or grammar

TS-3b T 152-7 AASHTO

Note 55—The term “weight” is temporarily used in this standard because of established trade

usage. The word is used to mean both “force” and “mass” and care should be taken to determine

which is meant in each case (SI unit for force = newton and for mass = kilogram).

7.3. Placement of Aggregate in Measuring Bowl—Mix representative samples of fine aggregate Fs,

and coarse aggregate Cs, and place in the measuring bowl filled one-third full with water. Place

the mixed aggregate, a small amount at a time, into the measuring bowl; if necessary, add

additional water so as to inundate all of the aggregate. Add each scoopful in a manner that will

entrap as little air as possible and remove accumulations of foam promptly. Tap the sidesaround

the perimeter of the bowlmeasuring bowl and lightly rod the upper 1 in. (25 mm) of the aggregate

about 8–12 times. Stir after each addition of aggregate to eliminate entrapped air.

7.4. Aggregate Correction Factor Determination:

7.4.1. Initial Procedure for Type A and Type B Meters—When all of the aggregate has been placed in

the measuring bowl, remove excess foam and keep the aggregate inundated for a period of time

approximately equal to the time between introduction of the water into the mixer and the time of

performing the test for air content before proceeding with the determination as directed in

Section 7.4.2 or 7.4.3.

7.4.2. Type A Meter—Complete the test as described in Sections 8.2.1 through 9.2.3. The aggregate

correction factor, G, is equal to h1 – h2. (See Figure 1, Note 6.)

7.4.3. Type B Meter—Perform the procedures as described in Section 9.3.1. Remove a volume of water

from the assembled and filled apparatus approximately equivalent to the volume of air that would

be contained in a typical concrete sample of a size equal to the volume of the bowlmeasuring

bowl. Remove the water in the manner described in Section A1.9 of the Annex for the

standardization tests. Complete the test as described in Section 9.3.2. The aggregate correction

factor, G, is equal to the reading on the air-content scale minus the volume of water removed from

the bowlmeasuring bowl expressed as a percent of the volume of the bowlmeasuring bowl. (See

Figure 1.)

Note 66—The aggregate correction factor will vary with different aggregates. It can be

determined only by test, because apparently it is not directly related to absorption of the particles.

The test can be easily made and should not be ignored. Ordinarily the factor will remain

reasonably constant for given aggregates, but an occasional check test is recommended.

8. PREPARATION OF CONCRETE TEST SAMPLE

8.1. Obtain the sample of freshly mixed concrete in accordance with applicable procedures of R 60. If

the concrete contains coarse aggregate particles that would be retained on a 2-in. (50-mm) sieve,

wet-sieve a sufficient amount of the representative sample over a 11/2-in. (37.5-mm) sieve, as

described in R 60, to yield somewhat more than enough material to fill the measuring bowl of the

size selected for use. Carry out the wet-sieving operation with the minimum practical disturbance

of the mortar. Make no attempt to wipe adhering mortar from coarse aggregate particles retained

on the sieve.

9. PROCEDURE FOR DETERMINING AIR CONTENT OF CONCRETE

9.1. Placement and Consolidation of Sample:

9.1.1. Prepare the concrete as described in Section 8.1. Dampen the interior of the measuring bowl and

place it on a flat, level, firm surface. Using the scoop described in 4.17, place a representative

sample of the concrete, prepared as described in Section 8, in the measuring bowl in equal layers.

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TS-3b T 152-8 AASHTO

Consolidate each layer by the rodding procedure (Section 9.1.2) or by vibration (Section 9.1.3).

Self-Consolidating Concrete (SCC) prohibits rodding and internal vibration (Section 9.1.4). Strike

off the finally consolidated layer (Section 9.1.49.1.5). Rod concretes with a slump greater than

3 in. (75 mm). Rod or vibrate concrete with a slump of 1 to 3 in. (25 to 75 mm). Consolidate

concretes with a slump of less than 1 in. (25 mm) by vibration.

9.1.2. Rodding—Place the concrete in the measuring bowl in three layers of approximately equal

volume. Consolidate each layer of concrete by 25 strokes of the tamping rod evenly distributed

over the cross section. After each layer is rodded, tap the sidesaround the perimeter of the measure

smartly 10 to 15 times with the mallet to close any voids left by the tamping rod and to release any

large bubbles of air that may have been trapped. Rod the bottom layer throughout its depth, but the

rod shall not forcibly strike the bottom of the measure. In rodding the second and final layers, use

only enough force to cause the rod to penetrate the surface of the previous layer about 1 in. (25

mm). Add the final layer of concrete in a manner to avoid excessive overfilling (Section

9.1.49.1.5).

9.1.2. Vibration—Place the concrete in the measuring bowl in two layers of approximately equal

volume. Place all of the concrete for each layer before starting vibration of that layer. Consolidate

each layer by three insertions of the vibrator evenly distributed over the cross section. Add the

final layer in a manner to avoid excessive overfilling (Section 9.1.49.1.5). In consolidating each

layer, do not allow the vibrator to rest on or touch the measuring bowl. Take care in withdrawing

the vibrator to ensure that no air pockets are left in the specimen. Observe a standard duration of

vibration for the particular kind of concrete, vibrator, and measuring bowl involved. The duration

of vibration required will depend upon the workability of the concrete and the effectiveness of the

vibrator. Continue vibration only long enough to achieve proper consolidation of the concrete.

Overvibration may cause segregation and loss of intentionally entrained air. Usually, sufficient

vibration has been applied as soon as the surface of the concrete becomes relatively smooth and

has a glazed appearance. Never continue vibration long enough to cause escape of froth from

the sample. After each layer is vibrated, tap the sides of the measure smartly 10 to 15 times with

the mallet using such force so as to close any voids left by the vibrator and to release any large

bubbles of air that may have been trapped.

9.1.3.

Note 77—Overvibration may cause segregation and loss of intentionally entrained air. Usually,

sufficient vibration has been applied as soon as the surface of the concrete becomes relatively

smooth and has a glazed appearance.

9.1.4. Self-Consolidating Concrete - Slightly overfill the measure and fill in one continuous lift.

NOTE: Rodding or using a vibrator shall not be used for SCC.

9.1.3.9.1.5. Strike Off—After consolidation of the concrete, strike off the top surface by sliding the strike-off

bar across the top flange or rim of the measuring bowl with a sawing motion until the

bowlmeasuring bowl is just level full. On completion of consolidation, the bowlmeasuring bowl

must not contain an excess or deficiency of concrete. Removal of approximately 1/8 in. (3 mm)

during strike off is optimum. A small quantity of representative concrete may be added to correct a

deficiency. If the measure contains a great excess, remove a representative portion of concrete

with a trowel or scoop before the measure is struck off. When a strike-off plate is used, strike off

concrete as prescribed in T 121M/T 121.

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TS-3b T 152-9 AASHTO

Note 88—A small quantity of representative concrete may be added to correct a deficiency. If the

measure contains great excess, remove a representative portion of the concrete with a trowel or

scoop before the measure is struck off.

Note 99—The use of the strike-off plate on cast aluminum or other relatively soft metal air meter

bases may cause rapid wear of the rim and require frequent maintenance, standardization, and

ultimately, replacement.

9.2. Placement of Self-Consolidating Concrete Sample (SCC)

9.2.1. Prepare the concrete as described in Section 8.1. Dampen the interior of the measuring bowl and

place it on a flat, level, firm surface. Using the scoop described in 4.17, place a representative

sample of the concrete in the measuring bowl.

NOTE: Rodding or using a vibrator shall not be used for SCC.

9.2.2. Strike Off—Strike off the top surface by sliding the strike-off bar across the top flange or rim of

the measuring bowl with a sawing motion until the bowl is just level full. On completion of

consolidation, the bowl must not contain an excess or deficiency of concrete. Removal of

approximately 1/8 in. (3 mm) during strike off is optimum. A small quantity of representative

concrete may be added to correct a deficiency. If the measure contains a great excess, remove a

representative portion of concrete with a trowel or scoop before the measure is struck off. When a

strike-off plate is used, strike off concrete as prescribed in T 121M/T 121.

Note 8—A small quantity of representative concrete may be added to correct a deficiency. If the

measure contains great excess, remove a representative portion of the concrete with a trowel or

scoop before the measure is struck off.

Note 9—The use of the strike-off plate on cast aluminum or other relatively soft metal air meter

bases may cause rapid wear of the rim and require frequent maintenance, standardization, and

ultimately, replacement.

9.3.9.2. Application of Test Method—Any portion of the test method not specifically designated as

pertaining to a Type A or Type B meter shall apply to both types.

9.4.9.3. Procedure—Type A Meter:

9.4.1.9.3.1. Preparation for Test—Thoroughly clean the flanges or rims of the bowlmeasuring bowl and of the

cover assembly so that when the cover is clamped in place a pressure-tight seal will be obtained.

Assemble the apparatus and add water over the concrete by means of the tube until it rises to about

the halfway mark in the standpipe. Incline the apparatus assembly about 30 degrees from vertical

and, using the bottom of the bowlmeasuring bowl as a pivot, describe several complete circles

with the upper end of the column, simultaneously tapping the cover lightly to remove any

entrapped air bubbles above the concrete sample. Return the apparatus assembly to a vertical

position and fill the water column slightly above the zero mark, while lightly tapping the sides of

the bowlmeasuring bowl. Bring the water level to the zero mark of the graduated tube before

closing the vent at the top of the water column. (See Figure 1A.)

Note 1010—Some Type A meters have a standardized starting fill mark above the zero mark.

Generally, this starting mark should not be used because, as noted in Section 9.2.3, the apparent

air content is the difference between the water level reading H, at pressure P and the water level h2

at zero pressure after release of pressure P.

9.4.2.9.3.2. The internal surface of the cover assembly shall be kept clean and free from oil or grease; the

surface shall be wet to prevent adherence of air bubbles that might be difficult to dislodge after

assembly of the apparatus.

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TS-3b T 152-10 AASHTO

9.4.3.9.3.3. Test Procedure—Apply slightly more than the desired test pressure, P, (about 0.2 psi (1.38 kPa)

more) to the concrete by means of the small hand pump. To relieve local restraints, tap the sides of

the measure sharply and, when the pressure gauge indicates the exact test pressure, P, as

determined in accordance with Section A1.7, read the water level, h1, and record to the nearest

division or half-division on the graduated precision-bore tube or gauge glass of the standpipe. (See

Figure 1B.) For extremely harsh mixes, it may be necessary to tap the bowl vigorously until

further tapping produces no change in the indicated air content. Gradually release the air pressure

through the vent at the top of the water column and tap the sides of the bowl lightly for about 1

min. Record the water level, h2, to the nearest division or half-division. (See Figure 1C.) Calculate

the apparent air content as follows:

1 1 2A h h (3)

where:

A1 = apparent air content;

h1 = water level reading at pressure, P (Note 11); and

h2 = water level reading at zero pressure after release of pressure, P.

9.4.4.9.3.4. Check Test—Repeat the steps described in Section 9.2.3 without adding water to reestablish the

water level at the zero mark. The two consecutive determinations of apparent air content should

check within 0.2 percent of air and shall be averaged to give the value A1 to be used in calculating

the air content, As, in accordance with Section 10.

9.4.5.9.3.5. In the event the air content exceeds the range of the meter when it is operated at the normal test

pressure P, reduce the test pressure to the alternative test pressure P1 and repeat the steps outlined

in Sections 8.2.2 and 8.2.3.

Note 1111—See Section A1.7 for exact standardization procedures. An approximate value of the

alternative pressure, P1, such that the apparent air content will equal twice the meter reading can

be computed from the following relationship:

1 2a aP P P P P (4)

where:

P1 = alternative test pressure, psi (kPa);

Pa = atmospheric pressure, psi (kPa) (approximately 14.7 psi (101 kPa) but will vary with

altitude and weather conditions); and

P = normal test or operating gauge pressure, psi (kPa).

9.5.9.4. Procedure—Type B Meter.

9.5.1.9.4.1. Preparation for Test—Thoroughly clean the flanges or rims of the bowl and the cover assembly so

that when the cover is clamped in place a pressure-tight seal will be obtained. Assemble the

apparatus. Close the air valve between the air chamber and the measuring bowl and open both

petcocks on the holes through the cover. Using a rubber syringe, inject water through one petcock

until water emerges from the opposite petcock. Jar the meter gently until all air is expelled from

this same petcock.

9.5.2.9.4.2. Test Procedure—Close the airbleeder valve on the air chamber and pump air into the air chamber

until the gauge hand is on the initial pressure line. Allow a few seconds for the compressed air to

cool to normal temperature. Stabilize the gauge hand at the initial pressure line by pumping or

bleeding off air as necessary, tapping the gauge lightly by hand. Close both petcocks on the holes

through the cover. Open the air valve between the air chamber and the measuring bowl. Tap the

sides of the measuring bowl smartly with the mallet to relieve local restraints. Lightly tap the

pressure gauge by hand to stabilize the gauge hand and read the percentage of air on the dial of the

pressure gauge. Failure to close the main air valve before releasing the pressure from either the

container or the air chamber will result in water being drawn into the air chamber, thus introducing

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TS-3b T 152-11 AASHTO

error in subsequent measurements. In the event water enters the air chamber, it must be bled from

the air chamber through the bleeder valve followed by several strokes of the pump to blow out the

last traces of water. Release the pressure by opening both petcocks (Figure 2) before removing

the cover.

10. CALCULATION

10.1. Air Content of Sample Tested—Calculate the air content of the concrete in the measuring bowl as

follows:

1sA A G (5)

where:

As = air content of sample tested, percent;

A1 = apparent air content of the sample tested, percent (Sections 9.2.3 and 9.3.2); and

G = aggregate correction factor, percent (Section 7).

10.2. Air Content of Full Mixture—When the sample tested represents that portion of the mixture that is

obtained by wet-sieving to remove aggregate particles larger than a 11/2-in. (37.5-mm) sieve, the

air content of the full mixture may be calculated as follows:

100 (100 )t s c t s aA A V V A V (6)

where (see Note 12):

At = air content of the full mixture, percent;

Vc = absolute volume of the ingredients of the mixture passing a 11/2-in. (37.5-mm) sieve,

airfree, as determined from the original batch weights, ft3 (m

3);

Vt = absolute volume of all ingredients of the mixture, airfree, ft3 (m

3); and

Va = absolute volume of the aggregate in the mixture coarser than a 11/2-in. (37.5-mm) sieve,

as determined from original batch weights, ft3 (m

3).

10.3. Air Content of the Mortar Fraction—When it is desired to know the air content of the mortar

fraction of the mixture, calculate it as follows:

100 100m s c m s c mA A V V A V V (7)

where (see Note 12):

Am = air content of the mortar fraction, percent; and

Vm = absolute volume of the ingredients of the mortar fraction of the mixture, airfree, ft3 (m

3).

Note 1212—The values for use in Equations 6 and 7 are most conveniently obtained from data

on the concrete mixture tabulated as follows for a batch of any size:

Absolute

Volume, ft3 (m3)

Cement ______

Water _____

Vm Vc

Fine aggregate _____

Coarse aggregate No. 4

(4.75 mm) to 11/2 in.

(37.5 mm)

______

Coarse aggregate 11/2 in.

(37.5 mm) ______

Va

Total ______ Vt

Formatted: Strong Arial Bold, Do not checkspelling or grammar

TS-3b T 152-12 AASHTO

11. REPORT

11.1. Report the following information:

11.1.1. The air content of the concrete sample to the nearest 0.1 percent after subtracting the aggregate

correction factor, unless the gauge reading of the meter exceeds 8 percent, in which case the

corrected reading shall be reported to the nearest 1⁄2 scale division on the dial.

11.1.2. The date and time of the test.

11.1.3. When requested, and when the absolute volume of the ingredients of the mortar fraction of the

mixture can be determined, the air content of the mortar fraction of the mixture to the nearest

0.25 percent.

12. PRECISION AND BIAS

12.1. Precision:

12.1.1. Single-Operator Precision—The single operator standard deviation cannot be established because

the sample requirements for this test, as established in R 60, do not allow a single operator time to

conduct more than one test on a sample.

12.1.2. Multilaboratory Precision—The multilaboratory standard deviation has not been established.

12.1.3. Multi-Operator Precision—The multi-operator standard deviation of a single test has been found

to be 0.28 percent air by volume of concrete for the Type A air meter as long as the air content

does not exceed 7 percent. Therefore, results of the two tests properly conducted by different

operators but on the same materials should not differ by more than 0.8 percent air by volume of

concrete. (See ASTM E 177, Notes 13 and 14.)

Note 1313—These numbers represent, respectively, the (1s) and (d2s) limits as described in

ASTM C 670. The precision statements are based on the variation in tests on three different

concretes, each tested by eleven different operators.

Note 1414—The precision of this test method using Type B air meters has not been determined.

12.2. Bias—This test method has no bias because the air content of freshly mixed concrete can only be

defined in terms of the test methods.

13. KEYWORDS

13.1. Air content; concrete; correction factor; measuring bowl; meter; pressure; pump; standardization;

unit weight.

ANNEX

(Mandatory Information)

A1. STANDARDIZATION OF APPARATUS

A1.1. Standardization tests shall be performed in accordance with the following procedures as applicable

to the meter type being employed.

Formatted: Strong Arial Bold, Do not checkspelling or grammar

Formatted: Strong Arial Bold, Do not checkspelling or grammar

TS-3b T 152-13 AASHTO

A1.2. Standardization of the Standardization Vessel—Determine accurately the weight of water required

to fill the standardization vessel, w, using a scale accurate to 0.1 percent of the weight of the vessel

filled with water. This step shall be performed for Type A and Type B meters.

A1.3. Standardization of the Measuring Bowl—Determine the weight of water required to fill the

measuring bowl, W, using a scale accurate to 0.1 percent of the weight of the bowlmeasuring bowl

filled with water. Slide a glass plate carefully over the flange of the bowlmeasuring bowl in a

manner to ensure that the bowlmeasuring bowl is completely filled with water. A thin film of cup

grease smeared on the flange of the bowlmeasuring bowl will make a watertight joint between the

glass plate and the top of the bowlmeasuring bowl. This step shall be performed for Type A and

Type B meters.

A1.4. Effective Volume of the Standardization Vessel, R—The constant R represents the effective

volume of the standardization vessel expressed as a percentage of the volume of the measuring

bowl.

For Type A meters, calculate R as follows (Note A1): A1.4.1.

0.98R w W (A1.1)

where:

w = weight of water required to fill the standardization vessel, and

W = weight of water required to fill the measuring bowl.

Note A1—The factor 0.98 is used to correct for the reduction in the volume of air in the

standardization vessel when it is compressed by a depth of water equal to the depth of the

measuring bowl. This factor is approximately 0.98 for an 8-in. (203-mm) deep measuring bowl at

sea level. Its value decreases to approximately 0.975 at 5000 ft (1524 m) above sea level and 0.970

at 13,000 ft (3962 m) above sea level. The value of this constant will decrease by about 0.01 for

each 4 in. (102 mm) increase in bowlmeasuring bowl depth. The depth of the measuring bowl and

atmospheric pressure do not affect the effective volume of the standardization vessel for Type B

meters.

For Type B meters, calculate R as follows (Note A1): A1.4.2.

R w W (A1.2)

A1.5. Determination of, or Check of, Allowance for Expansion Factor, D:

For meter assemblies of Type A, determine the expansion factor, D (Note A2) by filling the A1.5.1.apparatus with water only (making certain that all entrapped air has been removed and the water

level is exactly on the zero mark (Note A3) and applying an air pressure approximately equal to

the operating pressure, P, determined by the standardization test described in Section A1.7. The

amount the water column lowers will be the equivalent expansion factor, D, for that particular

apparatus and pressure (Note A5).

Note A2—Although the bowlmeasuring bowl, cover, and clamping mechanism of the apparatus

must of necessity be sturdily constructed so that it will be pressure-tight, the application of internal

pressure will result in a small increase in volume. This expansion will not affect the test results

because, with the procedure described in Sections 6 and 8, the amount of expansion is the same for

the test for air in concrete as for the test for aggregate correction factor on combined fine and

coarse aggregates, and is thereby automatically cancelled. However, it does enter into the

standardization test to determine the air pressure to be used in testing fresh concrete.

Note A3—The water columns on some meters of Type A design are marked with an initial water

level and a zero mark, the difference between the two marks being the allowance for the expansion

factor. This allowance should be checked in the same manner as for meters not so marked and in

such a case, the expansion factor should be omitted in computing the standardization readings in

Section A1.7.

TS-3b T 152-14 AASHTO

Note A4—It will be sufficiently accurate for this purpose to use an approximate value for P

determined by making a preliminary standardization test as described in Section A1.7 except that

an approximate value for the standardization factor, K, should be used. For this test K = 0.98R

which is the same as Equation A1.2 except that the expansion reading, D, as yet unknown, is

assumed to be zero.

For meters of Type B design, the allowance for the expansion factor, D, is included in the A1.5.2.difference between the initial pressure indicated on the pressure gauge and the zero percent mark

on the air-content scale on the pressure gauge. This allowance shall be checked by filling the

apparatus with water (making certain that all entrapped air has been removed), pumping air into

the air chamber until the gauge hand is stabilized at the indicated initial pressure line, and then

releasing the air to the measuring bowl (Note A5). If the initial pressure line is correctly

positioned, the gauge should read zero percent. The initial pressure line shall be adjusted if two or

more determinations show the same variation from zero percent and the test repeated to check the

adjusted initial pressure line.

Note A5—This procedure may be accomplished in connection with the standardization test

described in Section A1.9.

A1.6. Standardization Reading, K—The standardization reading, K, is the final meter reading to be

obtained when the meter is operated at the correct standardization pressure.

For Type A meters, the standardization reading, K, is as follows: A1.6.1.

K R D (A1.3)

where:

R = effective volume of the standardization vessel (Section A1.4.1), and

D = expansion factor (Section A1.5.1, Note A6).

For Type B meters, the standardization reading, K, equals the effective volume of the A1.6.2.standardization vessel (Section A1.4.2) as follows:

K R (A1.4)

Note A6—If the water column indicator is graduated to include an initial water level and a zero

mark, the difference between the two marks being equivalent to the expansion factor, the term D

shall be omitted from Equation A1.4.

Standardization Test to Determine Operating Pressure, P, on Pressure Gauge, Type A Meter—If A1.6.3.the rim of the standardization cylinder contains no recesses or projections, fit it with three or more

spacers equally spaced around the circumference. Invert the cylinder and place it at the center of

the dry bottom of the measuring bowl. The spacers will provide an opening for flow of water into

the standardization cylinder when pressure is applied.

Secure the inverted cylinder against displacement and carefully lower the cover assembly. After A1.6.4.the cover is clamped in place, carefully adjust the apparatus assembly to a vertical position and

add water at air temperature, by means of the tube and funnel, until it rises above the zero mark

on the standpipe. Close the vent and pump air into the apparatus to the approximate operating

pressure.

Incline the assembly about 30 degrees from vertical and, using the bottom of the bowlmeasuring A1.6.5.bowl as a pivot, describe several complete circles with the upper end of the standpipe,

simultaneously tapping the cover and sides of the bowlmeasuring bowl lightly to remove any

entrapped air adhering to the inner surfaces of the apparatus. Return the apparatus to a vertical

position, gradually release the pressure (to avoid loss of air from the standardization vessel) and

open the vent.

TS-3b T 152-15 AASHTO

Bring the water level exactly to the zero mark by bleeding water through the petcock in the top of A1.6.6.the conical cover. After closing the vent, apply pressure until the water level has dropped an

amount equivalent to about 0.1 to 0.2 percent of air more than the value of the standardization

reading, K, determined as described in Section A1.6. To relieve local restraints, lightly tap the

sides of the bowlmeasuring bowl and when the water level is exactly at the value of the

standardization reading, K, read the pressure, P, indicated by the gauge and record to the nearest

0.1 psi (0.69 kPa).

Gradually release the pressure and open the vent to determine whether the water level returns to A1.6.7.the zero mark when the sides of the bowlmeasuring bowl are is tapped lightly (failure to do so

indicates loss of air from the standardization vessel or loss of water due to a leak in the assembly).

If the water level fails to return to within 0.05 percent air of the zero mark and no leakage beyond

a few drops of water is found, some air probably was lost from the standardization cylinder. In this

case, repeat the standardization procedure step-by-step from the beginning of this paragraph. If the

leakage is more than a few drops of water, tighten the leaking joint before repeating the

standardization procedure.

A1.7. Check the indicated pressure reading promptly by bringing the water level exactly to the zero

mark, closing the vent, and applying pressure, P, just determined. Tap the gauge lightly with a

finger. When the gauge indicates the exact pressure, P, the water column should read the value

of the standardization factor, K, used in the first pressure application, within about 0.05 percent

of air.

Note A7—Caution: The apparatus assembly should not be moved from the vertical position until

pressure has been applied that will force water about one third of the way up into the

standardization cylinder. Any loss of air from this cylinder will nullify the standardization.

A1.8. Standardization Test to Determine Alternative Operating Pressure P1—Type A Meter—The range

of air contents that can be measured with a given meter can be doubled by determining an

alternative operating pressure P1 such that the meter reads half of the standardization reading, K,

(Equation A1.3). Exact standardization will require determination of the expansion factor at the

reduced pressure in Section A1.5. For most purposes, the change in expansion factor can be

disregarded and the alternative operating pressure determined during the determination of the

regular operating pressure in Section A1.7.

Standardization Test to Check the Air Content Graduations on the Pressure Gauge, Type B A1.8.1.Meter—Fill the measuring bowl with water as described in Section A1.3. Screw the short piece of

tubing or pipe furnished with the apparatus into the threaded petcock hole on the underside of the

cover assembly. Assemble the apparatus. Close the air valve between the air chamber and the

measuring bowl and open the two petcocks on holes through the cover assembly. Add water

through the petcock on the cover assembly, leaving the short piece of tubing or pipe extension in

place until all air is expelled from the second petcock.

Pump air into the air chamber until the pressure reaches the indicated initial pressure line. Allow a A1.8.2.few seconds for the compressed air to cool to normal temperature. Stabilize the gauge hand at the

initial pressure line by pumping or bleeding off air as necessary, tapping the gauge lightly. Close

the petcock not provided with the tube or pipe extension on the underside of the cover. Remove

water from the assembly to the calibrating vessel controlling the flow, depending on the particular

meter design, by opening the petcock provided with the tube or pipe extension and cracking the air

valve between the air chamber and the measuring bowl or by opening the air valve and using the

petcock to control flow.

Perform the standardization at an air content that is within the normal range of use. If the A1.8.3.standardization vessel (Section A1.2) has a capacity within the normal range of use, remove

exactly that amount of water. With some meters, the calibrating vessel is quite small and it will be

necessary to remove several times that volume to obtain an air content within the normal range of

TS-3b T 152-16 AASHTO

use. In this instance, carefully collect the water in an auxiliary container and determine the amount

removed by weighing to the nearest 0.1 percent.

Calculate the correct air content, R, by using Equation A1.2. Release the air from the apparatus at A1.8.4.the petcock not used for filling the standardization vessel and if the apparatus employs an auxiliary

tube for filling the standardization container, open the petcock to which the tube is connected to

drain the tube back into the measuring bowl (Note A7). At this point of the procedure, the

measuring bowl contains the percentage of air determined by the standardization test of the

calibrating vessel.

A1.9. Pump air into the air chamber until the pressure reaches the initial pressure line marked on the

pressure gauge, close both petcocks in the cover assembly, and then open the valve between the air

chamber and the measuring bowl. The indicated air content on the pressure gauge dial should

correspond to the percentage of air determined to be in the measuring bowl. If two or more

determinations show the same variation from the correct air content, the dial hand shall be reset to

the correct air content and the test repeated until the gauge reading corresponds to the standardized

air content within 0.1 percent. If the dial hand was reset to obtain the correct air content, recheck

the initial pressure mark as in Section A1.5.2. If a new initial pressure reading is required, repeat

the standardization to check the accuracy of the graduation on the pressure gauge described earlier

in this section. If difficulty is encountered in obtaining consistent readings, check for leaks, for the

presence of water inside the air chamber (Figure 2), or the presence of air bubbles clinging to the

inside surfaces of the meter from the use of cool, aerated water. In this latter instance, use

deaerated water, which can be obtained by cooling hot water to room temperature.

Note A8—If the calibrating vessel is an integral part of the cover assembly, the petcock used in

filling the vessel should be closed immediately after filling the standardization vessel and not

opened until the test is complete.

1 Annual Book of ASTM Standards, Vol. 14.02.

Update on AASHTO TP 118

(Super Air Meter)

APPENDIX F

Outline

• Data updates

• Workshops

• Round robin testing

• Updates to the Test Method

• Request for AASHTO webinar

0

0.002

0.004

0.006

0.008

0.01

0.012

0.014

0.016

0.018

0.02

0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8

Spac

ing

Fact

or

(in

)

SAM Number (psi)

Lab Data OSUField DataLAB Data FHWA

ACI 201.2R

92% Agreement

Yes!

No

This test takes 7 – 14 days

This test takes

5-10 minutes

80% agreement w/ 0.20 limit

89% agreement w/ 0.25 limit

No

Yes!

This test takes 3.5 months

This test takes 5 -10 minutes

OSU data

0.0000

0.0020

0.0040

0.0060

0.0080

0.0100

0.0120

0.0140

0.0160

0.0180

0.0200

0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8

Spac

ing

Fact

or

(in

)

SAM Number (psi)

LAB Data FHWA

ACI 201.2R

Turner Fairbanks

87% agreement

FHWA Turner Fairbanks ~ 50 lab mixes

83% agreement

PennDOT ~ 50 field mixes

0.0000

0.0100

0.0200

0.0300

0.0400

0.00 0.20 0.40 0.60

Spac

ing

Fact

or

(AV

A),

in

Super Air Meter (SAM) Number

Idaho

New Mexico

Ohio

North Dakota

Florida

Michigan

FHWA Mobile concrete lab

86% agreement

SAM Workshops

• Workshops have been held in Chicago, Toronto, and Albany for the SAM

• The workshop had a lecture and hands on learning

• Feedback from the workshops were great and the attendees found them to be helpful

• Representatives from the following states attended: • Michigan, Illinois, Illinois Tollway, New York, Wisconsin,

Minnesota, Indiana, Iowa, South Dakota

Round Robin Update

• A round robin was held at the Chicago workshop using up to 6 SAMs at once.

• Testing in Oklahoma with 4 SAMs has also been completed.

• Twenty mixtures have been investigated so far.

• More work is ongoing.

Round Robin Update

Test methods Parameter COV

Agreement

with durability

factor of 70 in

ASTM C 666

Time to

complete

the test

SAM number (OSU) 17.1

SAM number (workshop**) 18.1

ASTM C 457 spacing factor 20.1 69% 7 days

ASTM C 666 durability factor* 22.7 - 3.5 months

* assuming a durability factor of 75 and method B

** includes all participants

80% 10 minAASHTO TP 118

Discussion

• The variability of SAM, hardened air void analysis and rapid freeze thaw test are similar

• This is probably not a coincidence that the variability is so similar between the three methods.

• Each test is designed to investigate the air void distribution. Air void distribution may be more variable than other concrete properties such as compressive strength.

Requested changes for AASHTO TP 118

1. Sam number should be between 0.02 and 0.82 • Based on over 600 concrete mixtures this is the range of

reasonable SAM numbers. If numbers are outside of this range then the user has made an error or there is a leak. By putting this in the test method it helps the user to know that they have made a mistake if a value is found outside of this limit.

Requested changes for AASHTO TP 118

2. The SAM test should be completed within 12 minutes.

• This is a reasonable time to complete the test, even for inexperienced users. One user was starting the test and after getting the air content they were making other samples and then coming back to complete the test.

• This will impact the results. If we say that the test should be completed within 12 minutes this should force them to finish the test promptly.

Request for AASHTO webinar

While states in the Midwest seem to know about the new test method; however, there are many that still do not. Dr. Ley would like to do an AASHTO webinar over the SAM to help spread the word and answer any outstanding questions that exist.

Questions?

Standard Method of Test for

Characterization of the Air-Void

System of Freshly Mixed Concrete

by the Sequential Pressure Method

AASHTO Designation: TP 118-151

American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.C. 20001

APPENDIX G

TS-3b TP 118-1 AASHTO

Standard Method of Test for

Characterization of the Air-Void

System of Freshly Mixed Concrete

by the Sequential Pressure Method

AASHTO Designation: TP 118-151

1. SCOPE

1.1. This method covers determination of the air content and system air metric (SAM) number of

freshly mixed concrete from observation of the change in volume of concrete with a sequential

change in test pressure.

1.2. This method is intended for use with concretes and mortars made with aggregates for which

the aggregate correction factor can be satisfactorily determined by the technique described in

Section 7. It is not applicable to concretes made with light-weight aggregates, air-cooled blast-

furnace slag, or other aggregates with high porosity. This test method is also not applicable to

nonplastic fresh concrete such as is commonly used in the manufacture of pipe and concrete

masonry units.

1.3. The text of this standard references notes and footnotes that provide explanatory information.

These notes and footnotes (excluding those in tables and figures) shall not be considered as

requirements for this standard.

1.4. The values stated in inch-pound units are to be regarded as the standard.

1.5. 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.

Warning—Fresh hydraulic cementitious mixtures are caustic and may cause chemical burns to

skin and tissue upon prolonged exposure.

2. REFERENCED DOCUMENTS

2.1. AASHTO Standards:

R 18, Establishing and Implementing a Quality Management System for Construction

Materials Testing Laboratories

R 39, Making and Curing Concrete Test Specimens in the Laboratory

R 60, Sampling Freshly Mixed Concrete

R 61, Establishing Requirements for Equipment Calibrations, Standardizations, and Checks

T 23, Making and Curing Concrete Test Specimens in the Field

T 119M/T 119, Slump of Hydraulic Cement Concrete

T 121M/T 121, Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

T 152, Air Content of Freshly Mixed Concrete by the Pressure Method

T 196M/T 196, Air Content of Freshly Mixed Concrete by the Volumetric Method

TS-3b TP 118-2 AASHTO

2.2. ASTM Standards:

C192/C192M, Standard Practice for Making and Curing Concrete Test Specimens in the

Laboratory

C457/C457M, Standard Test Method for Microscopical Determination of Parameters of the

Air-Void System in Hardened Concrete

C666/C666M, Standard Test Method for Resistance of Concrete to Rapid Freezing and

Thawing

C670, Standard Practice for Preparing Precision and Bias Statements for Test Methods for

Construction Materials

D5720, Standard Practice for Static Calibration of Electronic Transducer-Based Pressure

Measurement Systems for Geotechnical Purposes

E177, Standard Practice for Use of the Terms Precision and Bias in ASTM Test Methods2

2.3. American Concrete Institute:

ACI 201.2R, Guide to Durable Concrete

2.4. Other Reference:

Powers, T. C., “Void Spacing as a Basis for Producing Air-Entrained Concrete,” ACI Journal,

Part 2, Proc. Vol. 50, 1954.

3. SIGNIFICANCE AND USE

3.1. This test method covers the determination of the air content and the system air metric (SAM)

number of freshly mixed concrete. The test determines the air content of freshly mixed concrete

exclusive of any air that exists inside voids within aggregate particles. For this reason, it is

applicable only to concrete made for which the aggregate correction factor can be determined.

(See Sections 7.1 and 10.1.)

3.2. This test method and T 152, T 121M/T 121, and T 196M/T 196 provide sequential pressure, static

pressure, gravimetric, and volumetric procedures, respectively, for determining the air content of

freshly mixed concrete. The sequential pressure procedure of this test method gives substantially

the same air content as the other test methods for concrete made with dense aggregates. The

sequential pressure procedure of this test method also gives the SAM number, which can be used

to estimate the freeze-thaw durability of the paste in a hardened concrete mixture.

3.3. The air content of the same hardened concrete mixture may be either higher or lower than

determined by this test method. This depends upon the methods and amount of consolidation

effort applied to the concrete from which the hardened concrete specimen is taken; uniformity and

stability of the air voids in the fresh and hardened concrete; accuracy of the microscopic

examination to measure the hardened air content, if used; time of comparison; environmental

exposure; stage in the delivery, placement, and consolidation processes at which the air content is

determined, that is, before or after the concrete goes through a pump; and other factors.

3.4. In cases where the air content did not vary between the fresh and hardened concrete, this test

method has shown to predict freeze-thaw durability as well as the spacing factor as measured by

ASTM C457/C457M.

4. APPARATUS

4.1. Air Meter—A device consisting of a measuring bowl and cover assembly as shown in Figure 1

conforming to the requirements of Sections 4.2 and 4.3. The operational principle of this meter

consists of sequentially equalizing known volumes of air in a sealed air chamber, at a series of

TS-3b TP 118-3 AASHTO

known pressures, with the unknown volume of air in the concrete sample placed in the measuring

bowl. A digital pressure gauge with 0.01 psi (0.07 kPa) accuracy shall be used. Digital gauges

with maximum pressures of 50.0 psi (344.7 kPa) have been used satisfactorily. The digital gauge

shall be able to compute and report the air content within 0.1 percent and the SAM number to 0.01

psi (0.07 kPa). The cover assembly shall be fixed to the measuring bowl with the same uniform

pressure that was used during the calibration of the meter.

Figure 1—Schematic of the Assembled Meter

4.2. Measuring Bowl—The measuring bowl shall be essentially cylindrical in shape, made of steel,

hard metal, or other hard material not readily attacked by the cement paste, having a minimum

diameter equal to 0.75 to 1.25 times the height, and a capacity of at least 0.20 ft3 (5.7 L). It shall

be flanged or otherwise constructed to provide for a pressure-tight fit between the bowl and cover

assembly. The interior surfaces of the bowl and surfaces of rims, flanges, and other component

fitted parts shall be machined smooth. The measuring bowl and cover assembly shall be

sufficiently rigid to limit the expansion of the apparatus assembly to not more than 0.1 percent of

air content on the indicator scale as described in Section A1.1.1 through A1.1.5.

4.3. Cover Assembly:

4.3.1. The cover assembly shall be made of steel, hard metal, or other hard material not readily attacked

by the cement paste. It shall be flanged or otherwise constructed to provide for a pressure-tight fit

between bowl and cover assembly and shall have machined-smooth interior surfaces contoured to

provide an air space above the level of the top of the measuring bowl. The cover shall be

sufficiently rigid to limit the expansion as prescribed in Section 4.2.

4.3.2. The cover assembly shall be fitted with air valves, air bleeder valves, and petcocks for bleeding off

or through which water may be introduced as necessary for the particular meter design. Suitable

means for clamping the cover to the bowl shall be provided to make a pressure-tight seal without

entrapping air at the joint between the flanges of the cover and bowl. The clamping method should

provide a uniform pressure along the seal that can be verified by the user. A suitable hand pump

shall be provided with the cover, either as an attachment or as an accessory.

TS-3b TP 118-4 AASHTO

4.4. Standardization Vessel—A measure having an internal volume equal to a percent of the volume of

the measuring bowl corresponding to the approximate percent of air in the concrete to be tested;

or, if smaller, it shall be possible to check standardization of the meter indicator at the approximate

percent of air in the concrete to be tested by repeated filling of the measure. When the design of

the meter requires placing the standardization vessel within the measuring bowl to check

standardization, the measure shall be cylindrical in shape and of an inside depth 1/2 in. (13 mm)

less than that of the bowl.

Note 1—A satisfactory standardization vessel to place within the measure bowl may be machined

from No. 16 gauge brass tubing, of a diameter to provide the volume desired, to which a brass disk 1/2 in. thick is soldered to form an end. When design of the meter requires withdrawing of water

from the water-filled bowl and cover assembly to check standardization, the measure may be an

integral part of the cover assembly or may be a separate cylindrical measure similar to the above

described cylinder.

4.5. Trowel—A standard brick mason’s trowel.

4.6. Tamping Rod—A round, straight steel rod, with a 5⁄8 ±

1⁄16 in. (16 ± 2 mm) diameter. The length of

the tamping rod shall be at least 4 in. (100 mm) greater than the depth of the measure in which

rodding is being performed but not greater than 24 in. (600 mm) in overall length (Note 2). The

length tolerance for the tamping rod shall be ±1⁄8 in. (±4 mm). The rod shall have the tamping end

or both ends rounded to a hemispherical tip of the same diameter as the rod.

Note 2—A rod length of 16 in. (400 mm) to 24 in. (600 mm) meets the requirements of the

following AASHTO Test Methods: T 23, T 119M/T 119, T 121M/T 121, T 152, and

T 196M/T 196.

4.7. Mallet—A mallet (with a rubber or rawhide head) weighing approximately 1.25 ± 0.50 lb

(0.57 ± 0.23 kg) for use with measures of 0.25 ft3 (14 L) or smaller.

4.8. Strike-Off Plate—A flat, rectangular metal plate at least 1/4 in. (6 mm) thick or a glass or acrylic

plate at least 1/2 in. (12 mm) thick with a length and width at least 2 in. (50 mm) greater than the

diameter of the measure with which it is to be used. The edges of the plate shall be straight and

smooth within a tolerance of 1/16 in. (1.5 mm).

4.9. Funnel—With the spout fitting into a spray tube.

4.10. Vibrator—As described in R 39.

4.11. Scoop—Of a size large enough so that each amount of concrete obtained from the sampling

receptacle is representative and small enough that it is not spilled during placement in the

measuring bowl.

5. CALIBRATION, STANDARDIZATION, AND CHECK

5.1. Unless otherwise specified, follow the requirements and intervals for equipment calibration,

standardizations, and checks in R 18.

5.2. Follow the procedures for performing equipment calibration, standardizations, and checks found

in R 61.

6. STANDARDIZATION OF APPARATUS

6.1. Make standardization tests in accordance with procedures prescribed in the Annex. Rough

handling, change in volume, or adjustment of the clamp arms will affect the standardization of the

TS-3b TP 118-5 AASHTO

meter. The steps described in Sections A1.1.1 to A1.1.5, as applicable to the meter type under

consideration, are prerequisites for the final standardization test to ensure the meter is reading

accurately. Standardization shall be made as frequently as necessary to ensure the correct air

content is being indicated on the air content scale. The pressure gauge shall be calibrated annually

in accordance with ASTM D5720 to ensure that it is reading correctly.

6.2. Standardization Records—Information to be maintained in the records shall include size of the

standardization vessel used and the reading of the meter at the standardization test point(s).

7. DETERMINATION OF AGGREGATE CORRECTION FACTOR

7.1. Procedure—Determine the aggregate correction factor on a combined sample of fine and coarse

aggregate as directed in Sections 7.2 to 7.4. It is determined by applying 14.5 ± 0.05 psi (100 ±

0.3 kPa) to a sample of inundated fine and coarse aggregate in approximately the same moisture

condition, amount, and proportions occurring in the concrete sample under test.

7.2. Aggregate Sample Size—Calculate the weights of fine and coarse aggregate present in the sample

of fresh concrete whose air content is to be determined, as follows:

Fs = S/B × Fb (1)

Cs = S/B × Cb (2)

where:

Fs = weight of fine aggregate in concrete sample under test, lb (kg);

S = volume of concrete sample (same as volume of measuring bowl), ft3 (m

3);

B = volume of concrete produced per batch (Note 3), ft3 (m

3);

Fb = total weight of fine aggregate in the moisture condition used in batch, lb (kg);

Cs = weight of coarse aggregate in concrete sample under test, lb (kg); and

Cb = total weight of coarse aggregate in the moisture condition used in batch, lb (kg).

Note 3—The volume of concrete produced per batch can be determined in accordance with

applicable provisions of T 121M/T 121.

Note 4—The term “weight” is temporarily used in this standard because of established trade

usage. The word is used to mean both “force” and “mass” and care should be taken to determine

which is meant in each case (SI unit for force = newton and for mass = kilogram).

7.3. Placement of Aggregate in Measuring Bowl—Mix representative samples of fine aggregate, Fs,

and coarse aggregate, Cs. Place a standardization vessel approximately equivalent to the volume of

air that would be contained in a typical concrete sample in the measuring bowl. Fill the measuring

bowl one-third full with water. Place the mixed aggregate, a small amount at a time, into the

measuring bowl; if necessary, add additional water so as to inundate all of the aggregate. Add each

scoopful in a manner that will entrap as little air as possible, remove accumulations of foam

promptly, and lightly rod the upper 1 in. (25 mm) of the aggregate about 8–12 times and tap the

sides of the measuring bowl. Stir after each addition of aggregate to eliminate entrapped air. Do

not allow water in the standardization vessel.

7.4. Aggregate Correction Factor Determination:

7.4.1. Initial Procedure—When all of the aggregate has been placed in the measuring bowl, remove

foam at the surface and keep the aggregate inundated for a period of time approximately equal to

the time between introduction of the water into the mixer and the time of performing the test for

air content before proceeding with the determination as directed in Section 7.4.2.

TS-3b TP 118-6 AASHTO

7.4.2. Perform the procedures as described in Sections 9.2.1 and 9.2.1.1. Complete the test as described

in Section 9.2.2.1 and 9.2.2.1.3. The aggregate correction factor, G, is equal to the air-content

reading minus the volume provided by the standardization vessel, R.

Note 5—The aggregate correction factor will vary with different aggregates. It can be determined

only by test. The factor has been shown to change with the moisture content of the aggregates.

8. PREPARATION OF CONCRETE TEST SAMPLE

8.1. Obtain the sample of freshly mixed concrete in accordance with applicable procedures of R 60. If

the concrete contains coarse aggregate particles that would be retained on a 2-in. (50-mm) sieve,

wet-sieve a sufficient amount of the representative sample over a 11/2-in. (37.5-mm) sieve, as

described in R 60, to yield somewhat more than enough material to fill the measuring bowl of the

size selected for use. Carry out the wet-sieving operation with the minimum practical disturbance

of the mortar. Make no attempt to wipe adhering mortar from coarse aggregate particles retained

on the sieve.

9. PROCEDURE FOR DETERMINING AIR VOID PARAMETERS OF CONCRETE

9.1. Placement and Consolidation of Sample:

9.1.1. Prepare the concrete sample as described in Section 8.1. Dampen the interior of the measuring

bowl and place it on a flat, level, firm surface. Using the scoop, place the concrete in the

measuring bowl in equal layers. Consolidate each layer by the rodding procedure (Section 9.1.2)

or by vibration (Section 9.1.3). Consolidate concretes with a slump of less than 1 in. (25 mm) by

vibration. Consolidate concretes with a slump of greater than 1 in. (25 mm) by rodding.

After consolidation of the final layer, strike off the excess concrete (Section 9.1.4).

9.1.2. Rodding—Place the concrete in the measuring bowl in three layers of approximately equal

volume. Consolidate each layer of concrete by 25 strokes of the tamping rod evenly distributed

over the cross section. After each layer is rodded, tap the sides of the measure smartly 10 to 15

times with the mallet to close any voids left by the tamping rod and to release any large bubbles of

air that may have been trapped. Rod the bottom layer throughout its depth, but the rod shall not

forcibly strike the bottom of the measure. In rodding the second and final layers, use only enough

force to cause the rod to penetrate the surface of the previous layer about 1 in. (25 mm). Add the

final layer of concrete in a manner to avoid excessive overfilling (Section 9.1.4).

9.1.3. Vibration—Place the concrete in the measuring bowl in two layers of approximately equal

volume. Place all of the concrete for each layer before starting vibration of that layer. Consolidate

each layer by three insertions of the vibrator evenly distributed over the cross section. Add the

final layer in a manner to avoid excessive overfilling (Section 9.1.4). In consolidating each layer,

do not allow the vibrator to rest on or touch the measuring bowl. Take care in withdrawing the

vibrator to ensure that no air pockets are left in the specimen. Observe a standard duration of

vibration for the particular kind of concrete, vibrator, and measuring bowl involved. The duration

of vibration required will depend upon the workability of the concrete and the effectiveness of the

vibrator. Continue vibration only long enough to achieve proper consolidation of the concrete.

Overvibration may cause segregation and loss of intentionally entrained air. Usually, sufficient

vibration has been applied as soon as the surface of the concrete becomes relatively smooth and

has a glazed appearance. Never continue vibration long enough to cause escape of froth from the

sample.

9.1.4. Strike Off—After consolidation of the concrete, strike off the top surface by sliding the strike-off

plate across the top flange or rim of the measuring bowl with a sawing motion until the bowl is

TS-3b TP 118-7 AASHTO

just full. On completion of consolidation, the bowl must not contain an excess or deficiency of

concrete. Removal of approximately 1/8 in. (3 mm) during strike off is optimum. A small quantity

of representative concrete may be added to correct a deficiency. If the measure contains a great

excess, remove a representative portion of concrete with a trowel or scoop before the measure is

struck off. When a strike-off plate is used, strike off concrete as prescribed in T 121M/T 121.

9.2. Procedure:

Timing—The entire test shall be completed within 12 minutes. Once the test has started it shall be completed

without stopping.

9.2.1. Preparation for Test—Thoroughly clean the flanges or rims of the bowl and the cover assembly so

that when the cover is clamped in place a pressure-tight seal will be obtained. Assemble the

apparatus.

9.2.1.1. Close the air valve between the air chamber and the measuring bowl and open both petcocks on

the holes through the cover. Using a rubber syringe, inject water through one petcock until water

emerges from the opposite petcock. Incline the apparatus and rock back and forth while continuing

to add water to remove any air bubbles above the concrete sample. Continue adding water with the

rubber syringe until water emerges air-free from the opposite petcock.

9.2.2. Test Procedure:

9.2.2.1. First Sequential Pressure—Close the air bleeder valve on the air chamber and pump air into the

air chamber until the gauge reads 14.5 ± 0.05 psi (100 ± 0.3 kPa). For all pressure readings these

values can be reached by pumping or bleeding off air as necessary. Allow a few seconds for the

compressed air to cool to normal temperature. Close both petcocks on the holes through the cover.

Open the air valve between the air chamber and the measuring bowl. Continue to hold this air

valve open for ten seconds while tapping the sides of the measuring bowl smartly with the mallet.

9.2.2.1.1. Without releasing the petcocks, pump air into the air chamber until the gauge reads 30 ± 0.05 psi

(207 ± 0.3 kPa). Open the air valve between the air chamber and the measuring bowl. Continue to

hold this air valve open for ten seconds while tapping the sides of the measuring bowl smartly

with the mallet.

9.2.2.1.2. Repeat the step in Section 9.2.2.1.1 with an air chamber pressure of 45 ± 0.05 psi (310 ± 0.3 kPa).

9.2.2.1.3. Release the pressure by opening both petcocks and releasing air from the air chamber (Figure 1).

Failure to close the main air valve before releasing the pressure from either the container or the air

chamber will result in water being drawn into the air chamber, thus introducing error in

subsequent measurements. In the event water enters the air chamber, it must be removed and

cleaned.

9.2.2.2. Second Sequential Pressure—Repeat the steps in Section 9.2.1.1 to refill the water in the bottom

chamber while still leaving the cover clamped to the bottom chamber.

9.2.2.2.1. Repeat the steps in Sections 9.2.2.1 through 9.2.2.1.3.

9.2.2.2.2. The meter will then display the apparent air content (Aa) and the SAM number.

10. CALCULATION

10.1. Air Content of Sample Tested—Calculate the air content of the concrete in the measuring bowl as

follows:

TS-3b TP 118-8 AASHTO

As = Aa – G (3)

where:

As = air content of sample tested, percent;

Aa = apparent air content of the sample tested, percent (Section 9.2.2.1); and

G = aggregate correction factor, percent (Section 7).

10.2. Air Content of Full Mixture and Mortar Fraction—To calculate the air content in a concrete

mixture if aggregate were removed by sieving or if the mortar air content is desired refer to T 152.

11. REPORT

11.1. Report the following information:

11.1.1. The air content of the concrete sample to the nearest 0.1 percent after subtracting the aggregate

correction factor.

11.1.2. The SAM number to 0.01 psi and the value shall be within 0.03 to 0.82 psi.

11.1.3. The date and time of the test.

12. PRECISION AND BIAS

12.1. Precision:

12.1.1. Single-Operator Precision—The single operator standard deviation cannot be established because

the sample requirements for this test, as established in R 60, do not allow a single operator time to

conduct more than one test on a sample.

12.1.2. Multilaboratory Precision—The multilaboratory standard deviation has not been established.

12.1.3. Multioperator Precision—The multioperator standard deviation of a single test has been found to

be 0.06 percent air by volume of concrete and SAM number of 0.05 psi (0.3 kPa) for SAM

numbers less than 0.30 psi (2.1 kPa).

Note 6—The precision statement is based on the variation in tests on 95 different concretes.

Note 7—When the tests were used to investigate standardization vessels in water for 40 different

tests the standard deviation for the air content was similar to the measurement in concrete, but the

SAM number was 0.02 psi (0.14 kPa). This suggests that the variability of the SAM number

measurement has a strong dependence on the concrete sample being measured.

12.2. Bias—This test method has no bias because the air content and void size distribution of freshly

mixed concrete can only be defined in terms of the test methods.

13. KEYWORDS

13.1. Air content; concrete; correction factor; measuring bowl; meter; pressure; pump; SAM number;

standardization; unit weight; void size distribution.

TS-3b TP 118-9 AASHTO

ANNEX

(Mandatory Information)

A1. STANDARDIZATION OF APPARATUS

A1.1. Standardization tests shall be performed in accordance with the following procedures:

Standardization of the Standardization Vessel—Determine accurately the weight of water required A1.1.1.to fill the standardization vessel, w, using a scale accurate to 0.1 percent of the weight of the vessel

filled with water.

Standardization of the Assembled Apparatus—Determine the weight of water required to fill the A1.1.2.assembled Apparatus, A, using a scale accurate to 0.1 percent of the weight of the apparatus filled

with water. This is done by nearly filling the measuring bowl with water, assembling the lid while

ensuring a tight seal to the measuring bowl, and then adding water through the petcocks to fill the

chamber. This should be done while making certain that all entrapped air has been removed.

Effective Volume of the Standardization Vessel, R—The constant R represents the effective A1.1.3.volume of the standardization vessel expressed as a percentage of the volume of the assembled

apparatus.

A1.1.3.1. Calculate R as follows:

R = w/A (A1.1)

where:

w = weight of water required to fill the standardization vessel, and

A = weight of water required to fill the apparatus.

Standardization Test to Check the Air Content Measured by the Pressure Gauge—Place the A1.1.4.standardization vessel within the bottom chamber. Fill the assembled apparatus as described in

Section A1.1.2. Be sure to not allow water inside the standardization vessel during the filling or

the removal of the entrapped air from the assembly.

Pressurize the air chamber until it reaches 14.5 ± 0.05 psi (100 ± 0.3 kPa), close both petcocks in

the cover assembly, and then open the valve between the air chamber and the measuring bowl. The

indicated air content on the pressure gauge should correspond to R as defined in Section A1.1.3.1.

If two or more determinations show the same variation from the correct air content, the gauge

should be adjusted to provide the correct air content and the test repeated until the gauge reading

corresponds to R.

If difficulty is encountered in obtaining consistent readings, check for leaks; for the presence of

water inside the air chamber or the standardization vessel; or for the presence of air bubbles

clinging to the inside surfaces of the meter from the use of cool, aerated water. In this latter

instance, use deaerated water, which can be obtained by cooling hot water to room temperature.

Standardization Test to Determine Consistent Chamber Volume—Fill the assembled apparatus A1.1.5.with water as outlined in Section A1.1.2. Follow the procedure as outlined in Section 9.2.2 but do

not tap the container with a mallet. Record the values at the three points of pressure equalization.

Compare these values to those provided by the manufacturer. If the difference between the

measured values and those provided are greater than 0.25 psi (1.7 kPa), then the air chamber,

measuring bowl, and underside of the lid should be checked for material build up and obstructions.

The meter should also be checked for leaks. The meter should not be used until the manufacturer-

provided values can be obtained.

TS-3b TP 118-10 AASHTO

A2. PARAMETER CALCULATIONS

A2.1. Apparent Air Content—Determination of the apparent air content, Aa, varies with the manufacturer

of the air pressure meter. The general procedure for determining the apparent air content and the

method of calculating is described by Hover.3

A2.2. SAM Number—Calculate the SAM number as follows:

SAM number = P45-2 – P45-1 (A2.1)

where:

SAM number = A parameter that corresponds to the air-void size distribution in the fresh

concrete,

P45-2 = Equilibrium pressure between the air chamber and bottom chamber from

the second 45 psi (310 kPa) pressure step, and

P45-1 = Equilibrium pressure between the air chamber and bottom chamber from

the first 45 psi (310 kPa) pressure step.

A3. RELEVANCE OF THE SAM NUMBER

A3.1. Although air volume has been used for many years as an indication of freeze-thaw durability, it is

widely realized that the size distribution of air-entrained voids in the paste of hardened concrete is

more useful to determine the freeze-thaw durability of the material. Powers showed that it was

possible to calculate a parameter that described the air void size distribution in a single parameter

called the spacing factor. The spacing factor can be determined by ASTM C457/C457M from

hardened concrete samples. The SAM number has been shown empirically to correlate to the

spacing factor and is able to be measured in fresh concrete. The ability to measure this parameter

in fresh concrete is helpful because it can allow the concrete to be modified before it is placed. A

SAM number of 0.20 psi (1.4 kPa) shows agreement with a spacing factor of 0.008 in. (0.20 mm).

A spacing factor of 0.008 in. (0.20 mm) has been suggested by ACI 201.2R to be recommended

for freeze-thaw durability of concrete. As the SAM number decreases, then so does the spacing

factor. Based on a comparison between 95 laboratory mixtures, a SAM number limit of 0.20 psi

(1.4 kPa) was able to accurately determine 92 percent of the time whether a mixture had a spacing

factor above or below 0.008 in. (0.20 mm). These results are shown in Figure A3-1. In addition, a

SAM number limit of 0.20 psi (1.4 kPa) has accurately determined 82% of the time whether a

mixture had a durability factor above or below 80% in ASTM C for 57 different concrete

mixtures. These results are shown in Fig. A2. Furthermore, it has been found that correctly run

tests have a SAM number between 0.03 and 0.82. If values are found outside of this range then

the test was not run correctly. In addition, a SAM number limit of 0.20 psi has shown good

agreement with performance in the ASTM C666/C666M test with limited data. These results are

shown in Figure A3-2.

TS-3b TP 118-11 AASHTO

Figure A3-1—Comparison of the ASTM C 457 Spacing Factor and SAM Number for 205 Different Concrete

Mixtures.

0

0.002

0.004

0.006

0.008

0.01

0.012

0.014

0.016

0.018

0.02

0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8

Spac

ing

Fact

or

(in

)

SAM Number (psi)

Lab Data OSUField DataLAB Data FHWA

ACI 201.2R

TS-3b TP 118-12 AASHTO

Figure A3-2—Comparison of the ASTM C 666 Durability Factor and SAM Number for 57 Different Concrete

Mixtures.

1 This provisional standard was first published in 2015.

2 Annual Book of ASTM Standards, Vol. 14.02.

3 Hover, K. C. “Analytical Investigation of the Influence of Air Bubble Size on the Determination of the Air

Content of Freshly Mixed Concrete.” Cement, Concrete, and Aggregates, CCA10028J, Vol. 10, No. 1, July 1988,

pp. 29–34.

Directions for M 295 and C618

Larry Sutter

Department of Materials Science & Engineering

Michigan Technological University

Houghton, Michigan USA

Materials Science & Engineering

APPENDIX H

Overview

• New Needs & Directions

• Recommendations from NCHRP 18-13

– Specifications

– Tests

Materials Science & Engineering

Background

• Fly ash for use in concrete is specified

under AASHTO M 295 or ASTM C618

• The two standards are very nearly the

same, some differences

– Definition & Note 3 in Classification

– LOI

– Available Alkali

– Reporting

Materials Science & Engineering

Background

• Current standards do not provide adequate

assurance of consistent performance

• In spite of their short comings, existing

standards have remained relatively static

• Trends in fly ash supplies require attention to

standards to ensure quality

– Reduced supply – Potential lower quality

– Recovered ash – land fills

Materials Science & Engineering

Issues

• Consistency of All Properties

• Effect on Air Entrainment

• Strength Development (Reactivity)

– Particle Size Distribution

• ASR Mitigation

Materials Science & Engineering

Considerations

• Moving forward, harmonize M 295 & C618

• Actions under consideration for ASTM C618

– Modify Scope to reflect application to recovered ash

– Cap Class C at 70%

– Convert Class C & Class F to CaO basis (18 % wt.)

– Eliminate the Effectiveness in Controlling Alkali-Silica Reaction

specification (uses ASTM C441) Replace with reference to

ASTM C1778 (AASHTO PP-65)

– Develop stand-alone Natural Pozzolan standard

Materials Science & Engineering

NCHRP 18-13

• Completed in 2013 – Report 749

• Objective

Recommend potential improvements

to specifications and test protocols

to determine the acceptability of fly ash

for use in highway concrete

Materials Science & Engineering

NCHRP 18-13

• Completed in 2013 – Report 749

• Approach

– Characterization of 30 fly ash sources (12 Class C,

18 Class F)

– Review of existing classification, testing, specification

environment including evaluation/development of:

• ASTM C311 tests

• Tests for characterizing strength activity

• Tests for characterizing the effects of carbon on air

entrainment

• Tests for assessing ASR mitigation

Materials Science & Engineering

Summary of 30 Sources

• Sum of SiO2, Al2O3, and Fe2O3: 51.8 to 92.7%

• Calcium oxide (CaO): 0.9 to 30.6%

• Na2Oe: 0.3 to 7.9%.

• LOI: 0.1 to 5.6%

• Fineness: 10 to 24.0%

• Strength Index (7-day test value): 75 to 112%

• Strength Index (28-day test value): 80 to 120%

• Water requirement: 93 to 100%

• Density: 2.1 to 2.8g per cubic-centimeter

Materials Science & Engineering

Chemical Classification

Materials Science & Engineering

Chemical Classification

Materials Science & Engineering

• Based on NCHRP 18-13

– Sum of Oxides vs. CaO – Same trend

– Consider discrete limits

• Class C SUM > 50, < 70 % wt. ✔

• For Further Consideration

– Report CaO ✔

– Use CaO ✔

• Consistent with PP-65 (18 % wt. CaO)

– Forget classification – report chemistry

Materials Science & Engineering

Chemical Classification

Carbon Effects on Air

Entrainment Study

• Three tests evaluated:

– Foam Index

– Direct Adsorption Isotherm

– Coal Fly Ash Iodine Number

Materials Science & Engineering

Foam Index Test

• Evaluated 16 published versions

• Recommended the methodology of Harris

with some modifications

Harris, N. J., K. C. Hover, K. J. Folliard, and M. T. Ley. The Use of the Foam Index Test to Predict

AEA Dosage in Concrete Containing Fly Ash: Part I-Evaluation of the State of Practice. Journal of

ASTM International, Vol. 5, No. 7, 2008.

Harris, N. J., K. C. Hover, K. J. Folliard, and M. T. Ley. The Use of the Foam Index Test to Predict

AEA Dosage in Concrete Containing Fly Ash: Part II-Development of a Standard Test Method:

Apparatus and Procedure. Journal of ASTM International, Vol. 5, No. 7, 2008.

Harris, N. J., K. C. Hover, K. J. Folliard, and M. T. Ley. The Use of the Foam Index Test to Predict

AEA Dosage in Concrete Containing Fly Ash: Part III-Development of a Standard Test Method:

Proportions of Materials. Journal of ASTM International, Vol. 5, No. 7, 2008.

Materials Science & Engineering

• Vary Solution Strength

– 2, 6, 10, 15 %vol. AEA

• Achieve uniform contact

time

– 12 to 18 minutes

• Mechanical agitation to

improve consistency

Foam Index Test

Materials Science & Engineering

Adsorption Based Tests

• Adsorption characterized by an adsorption

isotherm

• Multiple adsorption models and isotherms

• Freundlich Isotherm

– q = mass of adsorbate adsorbed per unit mass of adsorbent, mg/g

– K = Freundlich isotherm capacity parameter, (mg/g) (L/mg)1/n

– C = Solution concentration, mg/L

– 1/n = Freundlich isotherm intensity parameter, dimensionless

q = K ´ C1/n

Materials Science & Engineering

Freundlich Isotherm

Slope = 1/n Intercept = log K

Materials Science & Engineering

Direct Adsorption Isotherm

• Based on existing ASTM test method with

modifications:

– Modified procedure for determining solution

concentration

• COD test versus spectroscopic methods

– Needed to account for the contribution of cement

Materials Science & Engineering

Adsorption Isotherm Cement Effect

Materials Science & Engineering

Direct Adsorption Isotherm determines AEA adsorption “capacity”

Materials Science & Engineering

Direct Adsorption Isotherm

• Measures the adsorption capacity as a

function of the ash and the AEA

• Can be used to estimate AEA dosage

• Simple execution

– Scales

– Beakers & Stir Plate & Filtration

– COD Kits & Colorimeter

Materials Science & Engineering

Fly Ash Iodine Number

• Based on existing ASTM test method with

modifications:

– HCl treatment to acidify the ash and remove SO3

– Initial solution strengths modified (0.025 N vs 0.1 N)

– Target concentration for determining capacity differs

from published test method (0.01 N vs 0.02)

Materials Science & Engineering

Fly Ash Iodine Number

Materials Science & Engineering

Fly Ash Iodine Number

Materials Science & Engineering

Iodine Number vs. LOI

Materials Science & Engineering

Iodine Number vs. Capacity

Materials Science & Engineering

Iodine Number vs. Capacity

Materials Science & Engineering

Fly Ash Iodine Number

• Measures the adsorption capacity of

only the ash

• Does not account for the effect of

adsorption capacity by the AEA

• Simple execution

– Scales

– Beakers & Stir Plate & Filtration

– Titration

Materials Science & Engineering

CHANGES SINCE REPORT

• Issues with filtration after acidification

– Switched to nitric acid rather than hydrochloric

• Vacated NCHRP version

– Adopted single point isotherm based on

ASTM D1510

CHANGES SINCE REPORT

• Issues with filtration after acidification

– Switched to nitric acid rather than hydrochloric

• Seeking faster version

– Adopted single point isotherm based on

ASTM D1510

• New method published in Wisconsin Highway

Research Program Report WHRP 0092-12-04

– Further modifications since the WHRP Report

Materials Science & Engineering

Strength Activity Index

Materials Science & Engineering

75%

• Strength Activity Index is questioned as it allows inert

materials to pass

• Experiments performed with non-pozzolanic quartz filler

Strength Test Study

Materials Science & Engineering

• Strength Activity Index is questioned as it allows inert

materials to pass

• Experiments performed with non-pozzolanic quartz filler

Strength Test Study

Materials Science & Engineering

• Strength Activity Index is questioned as it allows inert

materials to pass

• Experiments performed with non-pozzolanic quartz filler

Strength Test Study

Materials Science & Engineering

Strength Test Study

• Evaluated the Keil Hydraulic Index

• Replace an equal percentage of the control sample

cement with an inert filler

• Evaluated different fillers, replacement levels, and

cements

Keil Hydraulic Index = x 100

a = strength of cement/fly ash mixture, replacement level X, time t

b = strength of cement only mixture, time t

c = strength of cement/inert filler mixture, replacement level X, time t

a - c

b - c

100% = FA = Cement

0% = FA = Inert Material

>100% = FA > Cement

<100%, > 0% = FA > Inert Material < Cement

<0% = FA < Inert Material

Materials Science & Engineering

Keil Hydraulic Index 100% = FA = Cement

0% = FA = Inert Material

>100% = FA > Cement

<100%, > 0% = FA > Inert Material < Cement

<0% = FA < Inert Material

Materials Science & Engineering

Keil Hydraulic Index 100% = FA = Cement

0% = FA = Inert Material

>100% = FA > Cement

<100%, > 0% = FA > Inert Material < Cement

<0% = FA < Inert Material

Materials Science & Engineering

Keil Hydraulic Index 100% = FA = Cement

0% = FA = Inert Material

>100% = FA > Cement

<100%, > 0% = FA > Inert Material < Cement

<0% = FA < Inert Material

Materials Science & Engineering

Keil Hydraulic Index 100% = FA = Cement

0% = FA = Inert Material

>100% = FA > Cement

<100%, > 0% = FA > Inert Material < Cement

<0% = FA < Inert Material

Materials Science & Engineering

Keil Hydraulic Index 100% = FA = Cement

0% = FA = Inert Material

>100% = FA > Cement

<100%, > 0% = FA > Inert Material < Cement

<0% = FA < Inert Material

Materials Science & Engineering

Keil Hydraulic Index

Materials Science & Engineering

Strength Activity Index

Materials Science & Engineering

Strength Test Study

• Take Aways

– The Keil Hydraulic Index provided a test that identified strength

contribution separate from “filler” effects

– The test was sensitive to the cement used

– Other evaluations of the existing strength activity index showed

increasing the specification limit to 85% eliminated inert

materials

– Need to change the time required for testing to accommodate

some Class F ash

Materials Science & Engineering

Available Alkali vs. Total Alkali

Materials Science & Engineering

Issues

• Consistency of All Properties

• Effect on Air Entrainment

• Strength Development (Reactivity)

– Particle Size Distribution

• ASR Mitigation

Materials Science & Engineering

Action Items

• Form Task Group to address M 295

– Harmonize existing M 295 and C618

– Maintain harmonization moving forward

– Recovered ash – does it matter?

• Blue-Sky pozzolan specification(s) & tests

– New materials – glass, colloidal silica

– What to measure/specify

– Identify available and future tests

Materials Science & Engineering

Starting Point

• What matters? How to Measure?

– Composition

• Glass content and glass composition

• Alkali

– Particle Size

– Uniformity

– Performance

• Strength

• Air

• ASR

Materials Science & Engineering

Questions?

Larry Sutter

llsutter@mtu.edu