A Comparative Study of Penetration Resistance Apparatus on Concrete

International Community for Composites Engineering and

College of Engineering,

University of New Orleans

Sponsored and Organized by

July 6-12,1997

Big Island of Hawaii

Edited by

David Hui

FOURTH INTERNATIONAL

CONFERENCE ON

A37

"Flexural Toughness of High-Performance Steel Fiber Reinforced Concretes (SFRC):

Influence ofPozzolans" Ashish DUBEY, N.Banthia(U.Br.Colum.,Canada) 291 "Interfacial Transition Zone and the Packing of Particles in Computer-Crete

and Lab-Crete" MartijnStroeven, PietSTROEVEN (Delft UT,Netherlands),

WeiSun,Dongtong Cheng (Nanjing,China) 947

"Economical Application ofFRP in Reinforcing Concrete Structures"

GeorgeABDEL-SAYED(U.Windsor,Canada), Nabil Grace(LawrenceTechU.,Ml),

AtefHanna (U.Windsor,Canada) 71

"Local Buckling ofTal! and Thin-Walled High Strength Concrete Box Piers"

Sankar DAS, San H. Aung (Tulane U.,LA) 261

"Pull-Out Depth ofComposite Reinforcing Bars in Concrete" RalphBennett ill,

Harvey ABRAMOWITZ, Joel Wright,David Boynak(Purdue U. CaJument,1N) 176 "Damage Modeling of Refractory Castable/Steel Composites under Thermal Shocks"

C.Andrieux-Marndy,Philippe BOISSE,Y.Dutheillet,V. Gabis,A. Gasser

(U.Paris Vl.France) 165

"A Comparative Study of Penetration Resistance Apparatus on Concrete"

INFRASTRUCTURE COMPOSITES

co-chairs: Vi-Lung MO(Nat. ChengKung U.,Taiwan), JulioDAVALOS (W.Virginia U.) "Impact Response of Metals and Hybrid Composites to LowlMedium Velocity Projectiles"

AyoABATAN, HurangHu(Clark Atlanta U.,GA) 647 "Nondestructive Characterization and Low Velocity Impact Damage Evaluation of

Composite Integral Armor" Uday Vaidya,Jaya KRlSHNAGOPALAN

A.Haque, H. Mahfuz, S. Jeelani(Tuskegee U.,AL), C.R.L.Murthy (India) 1009 "Characterization oflmpact Response in Composite Plates"

Andreas CHRlSTOFOROU, Ahmet Yigit (Kuwait U.) 243

"Three-Dimensional Thermal Stresses in Multi-Layered Electronic Packaging

Structures" C.C. CHAO, C.F. Huang, K.H. Lai (N.Tsing Hua U.,Taiwan) 211 "Finite Element Modeling Agricultural Commodities Impact"

Jiajun YAN, Gary M.Hyde (Washington St.U.) 1079

"Impact Testing and Damage Growth Evaluation in Composite Plates with Boles"

Rob K.LUO, E.R. Green, Colin MORRISON (U.Leicester, UK) 693 "Modeling and Simulation ofEnergetic Particulate Composite Materials"

Keith HABERMAN,Joel Bennett(LosAlamos N.L., NM) 397 "Impact Dynamics ofCellular Composite Materials: Corrugated Fiberboard and

Bubble Wrap" MichaelSEK,David Ip,Jimin He (Victoria U.,Australia),

J.Kirkpatrick (AMCOR,Australia) 867

"Correlation oflmpact Damages inComposite Materials using a Rapid Moire Interferometric Technique for Aerospace Applications"

EddieW. O'BRIEN (British Aero.Airbus, UK) 743 "Viscoelastic Strain Wave Propagation inCaliber 50 Taylor Anvil Tests"

Eric N. HARSTAD (Los Alamos N.L., NM),J.C. FosterJr., L.L.Wilson

Wright Lab,FL),.J.Maudlin (Los Alamos),H.L.Schreyer (U.New Mexico) .411 "Flexural Properties ofNatural Composite Materials under Dynamic and

hermal Conditions"

Sergio LOPES (Ll.Coimbra.Portugal), Miguel Nepomuceno (U'Beira Interior, Portugal) 61 5 "Stiffened FRP Tubes for Hybrid Construction"

Mohsen Shahawy (Florida Dept.Transportation), Amir MJRMIRAN (U.Cen Florida) 667 "Effect of Compression Reinforcement on Flexural Behavior of Beams Reinforced by FRP Bars"

Tarek

H

.

ALMUSALLAM,YouselfA. Al-Salloum, Mouhammed A. Amjad

(Kind Saud U.,S.Arabia) 91

"A Model for Predicting Deflections inConcrete BeamsReinforced by FRP Bars"

YousefA. AL-SALLOUM, SalehH.Alsayed (King Saud U.,S.Arabia) 93

"An Experimental Study on the Behavior of Girder Ledge of Precast Girder-Beam

Connection" Sung-MooPARK,Jun-Woo Bae, Kee-Beom Kim(Yeung Nam U.,Korea)...773

"Formation ofCracks in Composite Slab Structures"

J.Y.Richard YEN (Nat.Chung-Hsing U.,Taiwan) 1091

"Detection ofConcrete Cracking and Rebar Corrosion using Acoustic Emission Technique"

ZongjinLl, QingshiYang (Hong King U.Sci.Tech.) .597

"Behavior ofEpoxy-Repaired concrete in the Arabian Gulf Environment"

Moetaz El-Hawary, Sami FEREIG,Husain Al-Khaiat (KuwaitU.) .323 "Infrared Tbermograpby ofFatigne Damage inConcrete under Compression"

Minh-Phong LUONG(EcolePolytechnic, France) 619

"Re-examining tbe Biaxial Properties of Reinforced Concrete"

Thomas HSU (U.Houston,TX) 447

"Spatially Averaged 3DConstitutive Law for Reinforced Concrete with Multi-directional

Cracks" Naoyuki FUKUURA(TaiseiCorp,Japan), Koichi Maekawa (U.Tokyo, Japan) ...341

"Three-Dimensional FEM Analysis of Beam-Column Joints with RC Columns and

Steel Beams" Hiroshi NOGUCHJ(Chiba U.,Japan),Kwangyen Kim

(Nishimatsu Constr.Co.,Japan) 733

"Hysteretic Model of Prestressed Concrete Beam-Column Connections"

Yi-Lung MO, S.P.Tsai(NatCheng Kung U., Taiwan) 677

"Finite Element Analysis ofShort Pultruded GFRP UniveraJ Columns"

Zouheir HASHEM(U. Nevada-LasVegas), RobertL.Yuan(U.Texas-Arlington) .415

"Torsion of Thin-Walled FRP Composite Sections"

HaniSALIM(Ll.Missouri-Columbia),JulioDavalos (W.Virginia U.) 847 "Shear Capacity of Beams Reinforced by FRP Bars"

Saleh H.ALSAYEO, Tarek Almusallam (King SaudU.,S.Arabia), Mohammed Amjad

(Riyadh, S.Arabia) 97

"Lateral Buckling ofFRP Composite Wide-Flange Beams"

Pizhong QIAO,Julio F.Davalos (W.Virginia U.) 809

"Feasibility Study ofCellular FRP Highway Bridge Decks"

HaniSalim(U.Missouri-Columbia), Julio F.Davalos,Pizhong Qiao,Brian BROWN

(W.Virginia U.) 187

"Shear Design Models ofCFRP Sbeets inReinforced Concrete Bridge Girders"

Roger ClIENG (U'Alberta.Canada) 223

"Simple Method of Vibration Analysis of Three Span Continuous Reinforced Concrete

Bridge Panels with Elastic Intermediate Supports"

Duk-Hyun KIM(Korea Composites, Seoul) 529 "Lignin and its Derivatives as Components ofComposite Materials"

Elena BOBU(SonocoProducts, SC),Valentin Popa,Mariana Popa (U.Iasi,Romania) 161

"On the Process of Random and Defined Structures in Wood Composites"

Azzeddine OUDJEHANE, F. Lam, S.Avramidis (U.Br.Columbia,Canada) 761

"Performance Enhancement of Wood Railroad Crossties by Filament Winding"

615

Procedure

Five different mixproportions were produced in order to

obtain five setsof specimens with five different classes of

compressionstrength. The specimens werecured together

at approximately 12°C and relativehumidity of65%. The

mix proportions were established in order to fix the

maximum number of parameters. Therefore, the Faury

modules of fineness remain exactly the same and the

workability of fresh concrete, measured by slump test,

was fixed between 80 mm and 120 mm. Also the

operations of mixing and compacting (type and

frequency) werekeptconstant in all the east specimens. The coarse aggregates were crushed rock brittle from granite with the maximum dimension of25 nun and the fineaggregatewasnaturalsand from theriver.

The Alternative Firing Apparatus enables the control of the level of energydeliveredto the probebythe driver, as well as different dimensions and geometries for the probe. Therefore, a preliminary study was carried out in different concrete strengths in order to define the parameters, which, of course,shouldremain fixed during thepresent investigation.

Theprobe was madeof steel alloywith ~.5rnmdiameter

and52

mm

length,

a

conical end and a plastic guide.The exposed length was directly measured, by using a depth

gauge,relativelyto the original surface of the concrete.

The wayof deliver the energy to the probe by Alternative

Firing Apparatus has little difference from the WPT

System previouslymentioned.Both systems use a powder cartridge and probes, but while in the first apparatus (WPT System) detonation resultant energy of the powder

cartridge is transmitted directly to the probe, which is accelerated and projected into the concrete surface,in the Alternative Firing Apparatus this energy is transmitted to a piston. which isprojected in high velocity against the probe. likea hammer. thrust in the probebythe impact.

In both systems. all the operation instructions,

concerning to the use of the apparatus. follow the

technical manualsupplied with the instruments.

Thetest specimenconsists insets.eachone comprising a 750x550x170 mm slab and "' cubs of 150 mm. all obtained byusing metallic moulds. Each slab should be

able to support 6tests of WPT System and at least, 12

tests by the Alternative Firing Apparatus. The

dimensions were determined in order to obtain, for

standard power, the recommended edge distances,

member thickness and minimum distances between tests, foUowing theASTM standards. to prevent splitting of the memberunder test. structuraJ cracking and also to avoid overlapping of zones of influence. However, in the previews studies made for Alternative Firing Apparatus,

it was found that the surface damage was minor in

companson with the WPT System. which means that

probably thedistances between testscould be reduced.

(**) UniversityofCoimbra. U.B.!.- Portugal

(*)UniversityofBerra Interior (U.B.l.) - Portugal

Introduction

The existence ofa relationship between the compression

strength of a given concrete and its resistence to penetrationby

a

steel probe firedintothe concreteis well

known; the depth of penetration will be inversely

proportional to the compressive strength. Since the theoretical description of this phenomenon was not

explained up to the present. the relationship between penetration resistance and concrete strength has to be

established experimentally. The knowledge of this empirical relationship allows,for a given concrete and a given test apparatus. theassessment of in-place concrete

strength, bymeasuring of theexposed lengths of probes

which have been driven into the concrete. A test

apparatus. designed for this purpose. using a special probeand standardised powder charge. was developed in

the USA during the 1960s' and is known as Windsor

Probe Test andcovered by theASTM Standards

(ASTM-C803-90). In Europe, similar standards are the British

Standards (BS 1881. Part 207: 1992). The technique of firing steel nails or bolts into a concrete surface is also used in the construction industry in order to provide

fixings and, ofcourse, theabovementioned relationship and its reliability can be investigated for different firing

apparatus.

The 31mofthis work is to perform studies concerning to anewapparatus application incomparisonwith the WPT

System.

The standardised tests were performed by using the

Windsor ProbeTestSystem machine.This system allows

theusc of two kindof probes:the silver coloured probe,

(oruse IIIconcrete with natural aggregate; and the gold coloured probe. for use with lightweight concrete. Two different power levelsare also possible, using the same

power load, by an adjustment in the instrument: the standard power and low power.For the purpose of this

study,it was decided to usethe silver coloured probe (of hardened steel alloy with 6.35 mm diameter. 79.5 mm length, a bluntconical end andaplasticguide) associated

with the standard power.Probes werefired into concrete

using thedriver unit andthetriangular device.Inspiteof a triangular devicehas been used,theexposed lengthwas

measured individually by using a rectangular plate.

placed over probe and pressured against the concreteby a

knurledspring-nut, and a measuring cap threadedon top ofprobe. The distance wasmeasured from top ofcap to

plate with themicrometer depthgauge.

sergio M.R Lopes** and MiguelC.S. Nepomuceno*

A COMPARATIVE STUDY OF PENETRATION

616

References

[I] - ASTM C803-90, Standard Test Method for Penetration Resistcnce of Hardned Concrete, American

Society forTesting and Materials,

[2]-BS1881: Part 207: 1992 -Recommendations for the assessment of concrete strength by near-to-surface tests.

British Standards Institution. London,

[3]-Windsor Probe Test System, Technical Data Manual. NOT James. Windsor Systems Inc .. 3727 North Kedzic Avenue. Chicago. lllinois. USA.

[4]- Bungey. J. H,- Testing by Penetration Resistance -Concrete. Vol IS. W 1. Jan, 1981. pp30-32,

[5]-Bungey, J. H.: Millard. S. G.- Testing ofConcrete in

Structures, 3 ed., Chapman & Hall. London - UK.. 1996.

Acknowledgments

The authors wish to thanks the University of Bcira

Interior for providing the laboratory conditions and to Mr Armando M, C. Trindade for his precious collaboration in the laboratory works, lhat made possible

this study. ConcJusions

It is clear and mentioned by different authors that, as

most other non-destructive tests. aggregate characteristics

and other factors may have a considerable influence on the results and, therefore. the validity ofcalibration tables

has to be carefully analysed for each Situation, So. [he

results presented on figures 1 and 2 are valid for the established conditions ofthis investigation,

The obtained results show that the Alternative Firing Apparatus could be a suitable mean for the assessment of in-place strength,

The main physical limitation of penetration resistance

tests is the surface damage and the danger of splitting of

members. which limits (he zones of testing. However, It

was found that the Alternative Firing Apparatus causes less damages than WPT System, Consequently. minor

distances between probes arc possible.

Other aspect that cannot be ignored is the higher cost of WPT System equipment and probes in Europe when compared with the Alternative Firing Apparatus.

The correlations, linear orcurve, were drawn through the

points plotted from the mean near-to-surface test results (exposure length), and the mean strength of each corresponding set of identical specimens. Those

equations were determined by using the best linear and

exponential fitting procedure.

Figure 2 - Results obtained from the Alternative Firing

Apparatus 26 26 Elmm) , -20 , 1S -22r---4----r-- ~---3\,· I 20; 10~ ~ • 16

-z&<;:

c'7 E(mml

Figure 1- Results obtained from the Windsor Probe Test

'.(1. , I

~m I

Table 1 - Results obtained (between parenthesis It is shown the number of executed measurements),

E [rom] isthe mean val ue of the exposure length. A U C 0 Ii ('II~'of15em _r".IMPaJ 17.70 23.80 37,43 42,33 S3,18 euredII12'C. (4) (3) (4) (4) (4) ItlI,650'.,tested _61Ml'.' 0..17 2,62 0,87 1.74 1.94 dry. .t28 d~ys 1),°,.1 2.66 11.0 2.32 4,11 3,(15 PenetrationT".I _Illonml 39.14 43,W 5132 ~2.97 34,70 R,,~isl.lloeby (M (Ii) (6) (6) (S) WPTSystcm f\lnunJ 3,34 l.S4 1.65 1,("4 2,34 s1·,1 U3 3,S3 3.20 3,10 4,27

Penetration r0.1 _£Imml 1(i,4() 19,82 24,S3 2$,08 26,9].

Resistance by (17) (13) (12) (13) (17)

theAltomaliv. 6.[111m] 1.40 0,85 1.(;5 0,80 1.13

FiringAppar31US s

r~.

1

S,S,i 4,29 6,73 3,19 4.20 Results analysis

The obtained results (table 1)were analysed and plotted us shown in the figures ) and 2 and are valid for these particular aggregates andconditions of test.

Asanadditional information, the aggregate hardness was

determined on the basis of the Mobs' hardness scale. For the coarse aggregates used to produce mix concrete, a Mohs' scale level7was found,

All the tests were performed at 28 days age for each group of specimens and, at the time of testing, the specimens presented dry,