CSA A23.1/2-19 Update WebinarAugust 15, 2019

Facilitator

Alen Keri, P.Eng.Director of Technical ServicesConcrete Ontario

Housekeeping 35-40 minute webinar with

15 minutes Q & A All participants are muted Questions? Use the

GoToWebinar ‘Questions’ Pane

Webinar will be recorded and posted on the Concrete Ontario YouTube channel. www.ConcreteOntario.org

PDF version of the presentations and the link to the YouTube video will be emailed to all participants

882 pages Available at: https://store.csagro

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Presenter

Dr. Doug HootonProfessor and NSERC/CAC Chair in Concrete Durability & SustainabilityUniversity of Toronto

Presenter Dr. R. Douglas Hooton is a professor and NSERC/Cement

Association of Canada, Senior Industrial Research Chair in Concrete Durability and Sustainability in the Department of Civil Engineering at the University of Toronto where he has taught for more than 30 years.

His research has focused on the fundamentals of durability performance of cementitious materials in concrete as well as on performance tests and specifications for concrete. He has been actively involved with developing and calibrating tests for AAR, chloride ingress, sulfate attack, freeze/thaw and de-icer salt scaling to long-term exposure site and field performance. He has also worked on development of performance standards for concrete as well as for novel cementing materials.

He is a fellow of the Canadian Academy of Engineering, the Engineering Institute of Canada, and the Institute of Concrete Technology in the UK.

Presenter He is a fellow of RILEM, Chairs their Educational

Activities Committee and is a member of several RILEM technical committees. He is an honorary member of the American

Concrete Institute, serves on the ACI Board of Directors, Chairs ACI committee C233 on Slag Cement, ACI C130A on Sustainability of Materials, and is Secretary of ACI C201 on Durability. In Canada, he is the past chair of the CSA A3000

Committee on Cementitious Materials and is currently the chair of CSA A23.1.

Major Changes in the 2019 edition of CSA A23.1 & A23.2

Doug Hooton

UNIVERSITY OF TORONTO

DEPT. CIVIL ENGINEERING Concrete Ontario August 15, 2019

Background

• The new revision of CSA A23.1/A23.2: Concrete Materials and Methods of Test for Concrete was published in late June, 2019.

• The French version should be available in Sept. 2019.

• It references the recent revisions in CSA A3000-18 on Cementitious Materials

• It will likely then be referenced in the National and Ontario Building codes in 2020.

But first,now this

• The new CSA A3000-18 Cementitious Materials Standard

• The new item of possible interest

– Ground glass as an SCM (but it isn’t covered yet in A23.1-19)

– With increased recycling of container and plate glass, manufacturing of ground glass as a pozzolan is occurring in the USA and Canada.

A3000 2018:Ground Glass

Ground glass — a finely divided product that results from the processes of separating, cleaning, grinding, and milling manufactured glass products to produce a material with pozzolanic properties. Notes:

(1) Ground glass is classified as a type GH or GL supplementary cementing material based on alkali content.

(2) Manufactured glass includes:

a– Container Glass is post-consumer material obtained from municipal waste facilities (MRF’s) or deposit-based redemption recovery programs,

b– Plate Glass is material obtained from producers or recyclers of, glass products, primarily windows for automobiles or housing, and

c– E-Glass is post-industrial glass material obtained from producers of fiberglass reinforcements at the glass factory that typically has a total equivalent alkali content of ≤ 4.0%.

Issues with Ground Glass

• Works well as an SCM when finely ground.

• The main concern: Container and plate glass have high alkali contents (up to 13%) and can make alkali-silica reaction (ASR) worse, unless fly ash or slag is also added.

Likely not a problem in the GTA, but much of Canada has alkali-silica reactive aggregates

The A23.1/A23.2 Committee

• The 2019 standards were revised by a balanced volunteer committee of 38 voting and 31 associate members representing Producer, Raw Material Supplier, Service Professional, User, General, and Regulatory-Interest members,

chaired by Chris Rogers.

• I will chair the next edition (2024) with an executive committee of Bart Kanters, Phil Trunk, Mike Thomas, & Gordon Leaman.

Organization of A23.11. Scope

2. Reference Publications

3. Definitions

4. Materials and Concrete Properties

5. Production and Delivery

6. Formwork, Reinforcement, and Prestressing

7. Placing, Finishing, and Curing Concrete

8. Concrete with Special Performance or Materials Requirements

9. Concrete for housing and small buildings (R-class)

Section 8: Concretes with Special Performance or Material Requirements

8.2 High-Performance & Ultra-High Performance (Annexes I, U)

8.3 Architectural

8.4 Pervious (replaced No-Fines)

(and Annex N)

8.5 High Strength

8.6 Self-Consolidating (SCC)

8.7 High-Volume SCM (HVSCM)

(and Annex K)

8.8 Low-Shrinkage

8.9 No-slump

8.10 Roller-Compacted (RCC)

8.11 Controlled Low-Strength Materials

8.12 Mixes for Interior Concrete Floors

8.13 Concrete with Alternative SCMs

8.14 Shotcrete

Major Changes -1

• Requirements and guidance for qualification and acceptance, previously included in Clause 4 of A23.1, were reorganized into three new standard practices:

– A23.2-30A, Standard Practice for sampling, testing, and inspection of aggregate products for use in concrete for qualification and acceptance purposes;

– A23.2-24C, Standard Practice for sampling, testing, and inspection of concrete for qualification purposes; and

– A23.2-25C, Standard Practice for sampling, testing, and inspection of concrete for acceptance purposes.

The reason for this change was to remove contractual clauses out of the body of the standard

Major Changes 2

• Additional provisions have been added for mass concrete including the submission of a thermal control plan for controlling and monitoring temperature.

• New requirement for the slump of concrete for interior concrete floors, partly for reasons of health and safety.

• Updated Annex P on the potentially deleterious impact of sulphide minerals in concrete aggregate, including a new performance evaluation protocol, revised criteria on maximum sulphur content of aggregates, and three new test methods for the determination of the sulphide content of aggregate and for assessing the potential for deleterious oxidation of sulphide-bearing aggregates.

Major Changes 3

• New Annex T on mass concrete on the effect of materials on temperature rise, measures to control and monitor temperature, maximum temperature limits, and maximum temperature difference for concrete in mass placements, and best practices to protect and cure mass concrete.

• New Annex U to provide information for materials and methods of construction for the use of ultra-high performance concrete (UHPC) with min. strengths of 120 and 150 MPa.

• New test method in CSA A23.2: A23.2-26C, Bulk electrical resistivity of concrete. This test provides an indication of resistance of concrete to the penetration of fluids and aggressive ions.

Table 2 Requirements for C, F, N, A, and S exposureAir content category per Table 4

Curing type (See Table 19) Chloride ion penetrability

Class of exposure

Maximumw/cm

Minimum specified strength (MPa) and

age (d)

Exposed to F/T

Not exposed to

F/T

Normal concrete

HVSCM-1 HVSCM-2

coulombs

C-XL or A-XL

0.40 50 within 56 d 1 n/a 3 3 3 < 1000 within 91 d

C-1 or A-1 0.40 35 within 56 d 1 n/a 2 3 2 < 1500 within 91 d

C-2 0.45 32 at 28 d 1 n/a 2 2 2 —

C-3 0.50 30 at 28 d n/a n/a 1 2 2 —

C-4 0.55 25 at 28 d n/a n/a 1 2 2 —

A-2 0.45 32 at 28 d 1 n/a 2 2 2 —

A-3 0.50 30 at 28 d 2 n/a 1 2 2 —

A-4 0.55 25 at 28 d 2 n/a 1 2 2 —

F-1 0.50 30 at 28 d 1 n/a 2 3 2 —

F-2 or R-1 or R-2

0.55 25 at 28 d 2 n/a 1 2 2 —

N As per mix design

For structural design

n/a n/a 1 2 2 —

N-CF or R-3 0.55 25 at 28 d n/a n/a 1 2 2 —

S-1 0.40 35 within 56 d 1 n/a 2 3 2 —

S-2 0.45 32 within 56 d 1 n/a 2 3 2 —

S-3 0.50 30 within 56 d 1 n/a 1 2 2 —

Only change to Table 2 was to clarify that concrete not exposed to freezing and thawing does not require air entrainment.

Recent Change(was already allowed in 2018 amendment to A23.1-14)

Portland-Limestone Cements (GUL) are now allowed in sulphate exposure together with SCMs or in blended cements the same as Portland Cements without additional testing or minimum limits on SCMs or w/cm.

(based on 8 years of research that also resulted in changes to CSA A3000)

Table 3: Tested HSLb, GUL-SCM (HSe) combinations now allowed in sulphate exposure

the same as GU-SCM combinations

So in all sulphate exposures, blended Portland-limestone cements must pass the same expansion limits used for evaluating Portland cement –SCM mixtures.

MSLb, HSLb. HSe

5oC test limits were deleted

S-3

S-1S-2

Table 3: Tested HSLb, GUL-SCM (HSe) combinations now allowed in sulphate exposure

the same as GU-SCM combinations

So in all sulphate exposures, blended Portland-limestone cements must pass the same expansion limits used for evaluating Portland cement –SCM mixtures.

MSLb, HSLb. HSe

S-3

S-1S-2

Where are Sulphate Exposures in Canada?

These include:

• Alberta, Saskatchewan, Manitoba prairie soils (S-1)

• In gypsum-bearing shale layers near Niagara escarpment and along Lake Erie (S-3 to S-2)

• Along Toronto waterfront (typ. moderate S-3 exposure)

• Sewer pipes (although really a sulfuric acid problem)

• Sewage treatment plants and some industrial effluents

• Seawater is also considered S-3 “moderate” exposure

Up to 14,600 ppm SO4 found in Alberta soils

Map: W. M. Last and F. M. Ginn, U. Manitoba

Sulfate soils in Western Canada

11,000 ppm at Gardiner Dam

Sulphates in SW Ontario wells in bedrock

• Biggest circles are S-2 severe exposure (max. w/cm = 0.45, 32 MPa)

• Medium size circles are S-3 (max. w/cm = 0.50, 30 MPa) S-3

S-2

Deleterious Aggregate Sulphide Reactions

Prior to 2014, this issue was only mentioned in a note

Updated Annex P: Impact of sulphides in aggregate on concrete behaviour and global approach to determine

potential deleterious reactivity of sulphide-bearing aggregates

• In Trois Rivieres, Quebec there have been serious durability problems due to expansion and cracking of concrete foundations due to an unstable sulfide impurity called Pyrrhotite in a quarried aggregate.

• More recently, this same problem has occurred in Connecticut.

• CSA has added new test methods for evaluating aggregates to prevent future problems.

Annex P explains the severity of the pyrrhotiteproblem in recent years

(0.23—2.92% S in aggregate source used)European limit if pyrrhotite is present is only 0.1% max. S

Replacement of Concrete Foundation Walls

$$$$$Homeowners demand $25M from Ottawa for structural damage. Victims of pyrrhotite seek funds to cover damagesCBC News Apr 06, 2013

Quebec pledges $17M more for pyrrhotite-damaged homesGovernment also lowers amount of problematic mineral in foundation concrete required to access fundsBy Stephen Smith, CBC News, Jan 06, 2017

One house being lifted.Estimated cost $125,000

House Foundation in Connecticut

Photos: M. Thomas

News HeadlineWith Connecticut Foundations Crumbling, ‘Your Home Is Now Worthless’By KRISTIN HUSSEY and Lisa W. Foderaro JUNE 7, 2016

Three new Tests in Annex PTest 1. Aggregate Sulfur Limits

Determination of sulphide sulphur content of concrete aggregates

1) If total sulfur content > 1%:

Reject the aggregate for use in concrete;

2) If 0.15% ≥ total sulfur content < 1%:

Additional testing is required;

3) If total sulfur content < 0.15%:

Accept the aggregate for use in all concrete.

Test 2: Oxygen Consumption Test

• Test method for detection of the oxidation potential of sulphide-bearing aggregates by an oxygen consumption test

• In the test, a compacted layer of aggregate material is exposed to oxygen (O2) in a sealed cell, and the O2 consumption is monitored with a probe. (S- consumes O2 to form sulphate, SO3)

• O2 consumption values greater than 4% shall trigger further testing though the accelerated mortar bar test

Test 3. Test method for detection of potential reactivity of sulfide-bearing aggregates by

accelerated expansion of mortar bars

• Mortar bar expansion of < 0.10% within 90 days.

• From expansion of concrete aggregates due to the oxidation of sulfide minerals.

• 90 days of storage at 80°C/80% RH, with two 3-h wetting cycles in a 6% sodium hypochlorite solution.

• Note: Sodium hypochlorite will oxidize the sulfides to sulfates.

Reminder: Option exists to use Optimized Combined Aggregate

Gradations

• This option was added in the 2014 edition.

• The purpose is to make better use of aggregate resources while potentially making better quality concrete by reducing the paste fraction.

• Lower cement paste fraction for a given w/cm means less shrinkage, lower permeability concrete.

• Also can reduce cementitious materials contents by up to 15%.

Option for Use of Combined Aggregate Gradations

Only allowed if a minimum of 3 individual aggregate materials are used.

& Annex Q

Optimizing Concrete Mixtures

Typical MixGap-graded

• Gap-graded; lack of intermediate particles

• No microfine fillers; lack of <75μm particles

• ↑ void content• ↑ paste frac�on

required

→

Optimal MixWell-graded

• Well-graded; plenty of intermediate particles

• Microfine fillers; plenty of <75μm particles

• ↓ void content• ↓ paste frac�on

required

}Cause Effect

Reduced paste fraction by:

Optimizing particle packing degree of combined total aggregate gradation (and addition of microfine fillers)

Performance:Higher Strength

Durability Improved:Lower PermeabilityLower Shrinkage

Sustainability and Cost:Lower Cement (paste)

content

Concrete made with Optimized, Combined Aggregate Gradations

Combined Aggregate Gradations: Dealing with Testing

The -5 mm fraction of the combined gradation must meet the fine aggregate limits in Table 12 and ASR limits in A23.1-27A

The +5 mm fraction of the combined gradation must meet the coarse aggregate limits in Table 12 and ASR limits in A23.1-27A

Combined aggregate Gradations: Uniformity Requirements

Revisions to Section 4.4 on Quality Control

In the 2019 edition, a major re-write of 4.4 has moved the qualification and acceptance procedures into the new Standard Practices in A23.2.

4.4.1.3 Procedures for qualification and acceptance of concrete shall be carried out in accordance with CSA A23.2-24C and CSA A23.2-25C, respectively.

A23.2-A24C and 25C

Most of what is contained in the new 24C and 25C Standard Practices has been taken from Section 4.4 of A23.1-14

The purpose was to remove contractual requirements from the body of the standard

New Standard Practices

• Requirements and guidance for materials qualification and for quality assessment, previously included in Clause 4 of A23.1, were reorganized into new standard practices:

– A23.2-24C, Standard Practice for sampling, testing, and inspection of concrete for qualification purposes; and

– A23.2-25C, Standard Practice for sampling, testing, and inspection of concrete for acceptance purposes.

The reason for the change was to remove contractual clauses out of the body of the standard

Submittals (in 4.4)

• 4.4.1.2 Submittals shall be prepared and submitted in accordance with the requirements of Table 5 and CSA A23.2-24C.

• A23.2-24C Standard Practice for Sampling, Testing and Inspection of Concrete for Qualification Purposes.

Submittals (in A23.2-24C)

6.1 Submittal requirements shall be appropriate to the scope, size and nature of the project.

6.3 The concrete supplier shall submit documentation to the satisfaction of the owner, demonstrating that the proposed mix design will achieve the required strength, durability, and performance requirements.

A23.2-24C Qualification

7.1.1 Unless otherwise specified by the Owner, qualification of concrete shall include review of test data demonstrating the potential performance of a proposed mix design.

If required by the contract documents, sampling and testing of one or more trial batches of a proposed mix design shall be performed in order to obtain test data on which a prequalification assessment can be made.

7.1.3 of A23.2-24C(for performance Alternative 1, a repeat of Table 5 in A23.1)

a) certify that the plant, equipment, and all materials to be used in the concrete comply with the requirements of this Standard;

b) certify that the mix design satisfies the requirements of this Standard;

c) certify that production and delivery of concrete will meet the requirements of this Standard;

d) certify that the concrete complies with the performance criteria specified;

e) prepare and implement a quality control plan for concrete as delivered to ensure that the owner’s and contractor’s performance requirements will be met, if required; and

f) provide documentation verifying that the concrete supplier meets industry certification requirements, if specified.

For concrete supplied under Alternative 1, Table 5 of CSA A23.1, the concrete supplier shall:

Back to 4.44.4.1.6 Testing laboratory responsibilities

The testing laboratory shall be responsible for the following:

• a) Laboratory and field personnel shall meet the requirements of CSA A283 to the appropriate category, or CAN/CSA-ISO 9001 with equivalent scope to CSA A283, or other equivalent certification approved by the owner.

• b) All testing to the applicable test methods and standard practices of CSA A23.2, reports distributed (see CSA A23.2-25C, Clause 6), and all related records available for audit by the certification agency.

4.4.2 Concrete acceptance

4.4.2.1 Sampling and testing of concrete and constituent materials for acceptance purposes shall be carried out in accordance with A23.2-25C Standard Practice for Sampling, Testing and Inspection of Concrete for Acceptance Purposes.

Subject to project specifications, the Owner may accept or reject proposed materials and mix designs on the basis of information provided in the prequalification submittal.

A23.2-25C, Clause 6

6 Reporting• Unless otherwise agreed, test results shall be

provided to the owner, contractor, and concrete supplier within five working days of completion of the test. Both field and laboratory test reports shall include all information required by the applicable test methods of CSA A23.2.

• Note: Annex B of CSA A23.2 contains a sample report form for strength test results.

A23.2-25C(regarding strength test disputes)

7.1.1 Where there is more than one set of test results representing the same concrete sample available from multiple independent testing laboratories certified in accordance with the requirements of Clause 4.4.1.6 of CSA A23.1, all test results shall be considered by the owner unless there is a defined referee testing program in place.Notes:

1) The owner may implement a referee testing process to provide formalized means for challenge of concrete acceptance test results.

2) See ACI 214R for information regarding statistical evaluation of test results.

4.4.1.7 Contractor responsibilities(regarding test specimens)

• To facilitate testing, the contractor shall provide and maintain, for the sole use of the testing agency, adequate facilities for safe storage and proper curing of concrete test specimens on the project site for the initial curing period.

Adequate facilities shall include a protected and temperature-controlled designated area to comply with CSA A23.2-3C.

Expanded Requirements forMass Concrete & New Annex T

T.4.1 Fresh concrete placing temperature

T.4.2 Maximum temperature

T.4.3 Maximum temperature difference (from centre to near-surface)

T.5 Thermal control planning including Insulation and Curing

Prescriptive Specifications or Poor Thermal Practices Leads to Cracking

Restrained Thermal Shrinkage Cracks on underside of Bridge Deck

Thermal Cracks in New Tunnel

“Mass Concrete” does not just mean thick elements

>1m thick

450 kg/m3

Temperature Monitoring in Mass Concrete

New 7.6.3.4 Thermal Control Plan Requirements

The contractor shall submit to the owner for approval a thermal control plan to demonstrate that the requirements for controlling and monitoring temperature will be achieved during the thermal control period, including the following information unless otherwise specified or approved by the owner:

• dimensions of mass placements;

• specified temperature limits;

• concrete mix design submittal;

• methodology used for thermal analysis and/or modelling;

• properties of the concrete;

• predicted adiabatic temperature rise of the concrete;

• concrete placing temperature considerations;

• calculated maximum concrete temperature;

• calculated maximum concrete temperature difference;

• ambient temperature and weather considerations;

• insulation and curing recommendations;

• temperature monitoring devices and locations;

• requirements to avoid thermal shock (24 h concrete surface temperature drop);

• criteria to terminate thermal control;

• recommendations to meet temperature limits;

• results from thermal analysis and/or modelling;

• possible corrective measures;

• relevant technical guidelines or references

Annex T (T4.3.4)re: Insulation & Insulated Forms

• Insulation should be implemented when necessary during construction to mitigate heat loss from the exterior surfaces to thereby reduce and control temperature differentials within the concrete.

• 20 mm thick plywood forms protect the concrete given their insulating capacity, but steel forms have negligible insulating capacity.

• Additional insulation and thermal protection might be required to protect concrete in cold weather to minimize rapid heat loss from concrete surfaces.

New Annex U on Ultra-High Performance Concrete (UHPC)

• This Annex was developed to provide guidance to suppliers, specifiers and users of UHPC technology.

• The Annex establishes boundaries on the properties of UHPC, how to characterize the material within given categories and how to batch, transport, place and cure the material.

• The Annex is intended to provide limits on what materials may be classified and how to use UHPC, without restricting innovation in the development of new uses or material formulations.

Annex U: UHPC

• Two Minimum Compressive Strength Categories: 120 and 150 MPa

• 75 x 150 mm cylinder strengths

• A minimum of 100 MPa compressive strength before demoulding

• May contain fibres

• Also, requirements for tensile strength and ductility

Annex U UHPC Durability Limits

The DL numbers relate to potential service lives of 50, 100 or 200 years.

DesignLife

Abrasion Loss(g)

Salt-Scaling( kg/m2)

Absorption(%)

Chloride Ion Penetration(coulombs passed)*

Sulphate Resistance(% Expansion Maximum at 12 Months)

DL50 <5.0 < 0.4 <3.0 < 500 <0.05

DL100 <1.0 < 0.2 <3.0 < 300 <0.05

DL200 <0.5 <0.1 <3.0 <100 <0.05

UHPC is different than HPC

• Maximizes particle packing of all cement, filler and aggregate materials.

• Max aggregate size is typically masonry sand. (but sometimes up to 8mm agg. Is used)

• Requires high-shear mixing and high superplasticizer dosages.

• Typically UHPC mixes start out looking very dry, but with continued mixing, it becomes a self-levelling fluid.

• Needs to be carefully controlled at all stages to get reproducible results.

An Example of UHPC Strengths

2005

7days Steam Cured

28days Water Cured

Fines includes cement, silica fume, & microfillers

Hodder Avenue Underpass, Thunder Bay, 2013

200 MPa prestressed UHPC T-beam pier cap

Fibre UHPC stay-in-place column forms

UHPC Filler Pours between precast box girder units

8.3m high column shells filled with reinforced concrete

Revisions to A23.2 Test Methods

• A number of existing tests were updated for form & style.

• There is also a new test method for Bulk Resistivity of concrete, A23.2-26C

– It is much faster and cheaper than the RCPT (A23.2-23C) and can be performed on whole cylinders, that can then be used for strength testing.

– However, at this point, no test limits have been provided until labs get a chance to become familiar with it and make comparisons to A23.2-23C results.

Rapid Index Tests for Permeability

• ASTM C1202,

CSA A23.2-23C (coulombs)

Used in CSA A23.1– 1500 Coulombs for C-1, A-1

– 1000 Coulombs for C-XL, A-XL

• Bulk Resistivity, ρ:

• New CSA A23.2-26C

NaOHsolution

NaClsolution

60VA

R

ρ = R (A/L)

2 days to complete

One minute to complete

Germann Instruments,Merlin

At least three different commercial bulk resistivity devices

Giatec, RCON

Prosec, Resipod

Resistivity, ρ = R (A/L) (ohm-m)

R = electrical resistance (ohm)

A, L = area and length of concrete (m)

Resistivity can be Related to Coulomb Values

(the table below was not adopted in CSA A23.1)

Chloride Ion

Penetrability

ASTM C1202 Charge Passed

(coulombs)

Bulk Electrical Resistivity (ohm-m)

High > 4000 < 50

Moderate 2000 - 4000 50 - 100

Low 1000 - 2000 >100– 200

Very Low 100 - 1000 >200 - 2000

Negligible < 100 > 2000

Note: ASTM C1202 = CSA A23.2-23C

This table is only provided to give a rough idea of equivalence.

Bulk Resistivity in A23.1-19

• There are no requirements for testing, nor test limits for resistivity.

• Coulomb limits remain unchanged in CSA A23.1, Table 2.

• The bulk resistivity test method was added so producers and testing labs can use it and get used to it.

Note: It is a very simple and rapid test, that can be performed on whole 100 x200 mm cylinders but the concrete has to be completely saturated to get reliable measurements

Summary

• CSA standards are “living documents” that are revised approximately every 5 years.

• After the 2019 edition, the next one will be in 2024.

• The changes result from new ideas, industry developments and practices as well as from new research and development of improved test methods.

CSA A23.1/A23.2

CSA A23.1New business for the

2024 edition will be raised at the May AGM.

Because there are always things to improve.

Questions?

Questions?

Publication Updates 2019

CSA Exposure Classes Residential Concrete

Requirements Curing Concrete Hot Weather

Concreting Cold Weather

Concreting Proper Field Testing of

Ready Mixed Concrete Field Testing

• Slump• Air• Cylinders