# A New Pull-Out Technique for In-Place Estimation of Concrete Compressive Strength

Authors: F. Latte Bovio; G. Latte Bovio; A. Brencich; G. Cassini; D. Pera; G. Riotto
Journal: Advances in Materials Science and Engineering
 (2014)

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## Abstract

A new type of postinstalled wedge anchor (B15G) is presented. A refined geometry of the anchor bolt and a careful choice of all the technical details allow the insert to work also in tensile stress states and to avoid much of the practical uncertainties that affect the commonly used procedures.
The calibration of the procedure has been performed on 3 classes of concrete and for 5 stress distributions (medium and low compression, vanishing stress states, inhomogeneous compressive stresses, and inhomogeneous tensile stresses). It has been found that the correlation curves, pull-out force versus compressive strength, are not linear and depend on the stress state; besides, the statistical scattering of the calibration tests never exceeds 7-8% of the average values.


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## Body

## 1. Introduction

The pull-out of pre- or postinstalled inserts (preferred, due to practical reasons) is, among the MDT tests, perhaps the most widely used technique to estimate the in situ compressive strength of concrete. It measures the force needed to pull out a metal insert (with enlarged head) embedded into concrete, deducing the material strength by means of experimental calibration curves related to the specific geometry of the insert.The pulling force is applied to the insert by a hydraulic jack counterbalanced by a reaction ring, Figure1, so that the insert extracts a concrete cone whose dimensions depend on the geometry of the experimental setup. In this way, an Ultimate Limit State condition, with a mixed compressive-shear stress state, is obtained which makes this test be highly reliable [1, 2]. Even though the original idea dates back to the end of the 30’s–mid 40’s [3, 4], the modern pull-out test is due to the Danish works (Lok-strength test) in the ‘60s and ‘70s [5] and to the subsequent research in the USA [1, 6, 7].Failure mechanism of the pull-out test [1].
(a)
(b)
(c)For preinstalled inserts, the collapse mechanism is represented in Figure1. In the first stages of the load test, a tensile crack is initiated at the base of the insert (Figure 1(a)) but its propagation is stopped due to the activation of a compressed cone-shaped strut connecting the base of the insert to the reaction ring (Figure 1(b)). The collapse condition is activated close to the peak load in a mixed compressive-shear stress state that is responsible for a convex lateral surface of the cone (Figure 1(c)), that is, half of an hour glass [5].Cast-in-place inserts, as represented in Figure1, need to be placed in the formwork prior to concrete pouring, which asks for a rational design of the tests and specific attention to be paid when pouring concrete.In the case of existing structures the insert is postinstalled and the technology is substantially that of a wedge anchor. Two technologies have been developed for postinstalled inserts: (i) split-sleeves coupled to a tapered bolt [8–11]; (ii) undercut drilling with expandable rings [12]. The first type tried either to reproduce the collapse mechanism of preinstalled inserts and to test some modification to the basic setup. The latter test, the CAPO-test, aims at reproducing an experimental setup as close as possible to the that of Figure 1. The recent research on postinstalled inserts showed a much higher error if compared to preinstalled inserts.The technique used in western Europe, Figure2, is a simplification of the CAPO-test that reproduces the setup and the collapse mechanism of Figure 1. The drilled hole is widened by means of a special drill bit, Figure 2(a), in order to obtain a kind of cone-type drill. The split sleeve is widened by means of a tapered bolts and manual hammering, Figure 2(b). The concrete compressive strength is deduced from the pull-out force by means of a unique linear correlation curve of uncertain origins, Figure 3.Standard European pull-out technology; (a) cone-shaped drill done by a swinging bit; (b) anchor bolt inserted and activated by manual hammering.
(a)
(b)Figure 3
Standard correlation curve for the European pull-out test.R
c = cubic compressive strength.In spite of its wide use, several issues still need a deeper insight: (i) postinstalled pull-out fails in tensile stress states; (ii) available correlation curves do not depend neither on the stress state nor on the value of the peak stresses; (iii) correlation curves are of uncertain origin and their reliability is unknown; (iv) technical procedures are affected by some uncontrolled technological issues.In this paper a new split-sleeve and a new installing procedure are presented. The tests performed on a large number of samples, different either for concrete class and for stress state, show that the collapse mechanism is that of Figure1, underline the rather good performance of the new system, and, last but not least, show that calibration of pull-out tests not taking into account the stress state might lead to severe errors in the estimation of the concrete strength that may be as large as more than 50%.


## 2. The B15G Postinstalled Anchor

The main drawbacks of the standard European technology are (i) the cone-shaped drill asks high manual skill for conic and symmetrical cones to be drilled; (ii) under tensile stress states the insert slips out; (iii) the calibration curve is of unknown origin, does not take into account different stress states, and its precision is not known.Figure4 shows the main geometrical data of the new split-sleeve that has been arranged so as to respect the geometric limits of ASTM-C900-06, BS-1881-207:1992, UNI EN 10157_1992, and UNI EN 12554_03_2005 [13–16]. The drilling and expansion procedure is represented in Figure 5. The drill is cylindrical, 52 mm long; the forced split of the sleeve is obtained by applying a 20 Nm torque. In this way the effects of manskill are reduced, since the vertical drilling is obtained by means of a specific frame driving the drill and no cone-shaped holes are needed. Besides, the expansion of the sleeve is controlled and not random as for the manual hammering of Figure 2.Figure 4
The new B15G split-sleeve.(a) Insertion of the split-sleeve by hammering the nut; (b) expansion by torque-controlled wrench.
(a)
(b)Due to the geometry of the sleeve and of the tapered bolt the expansion of the bolt is large enough to fix the system not only in tensile stess states but also in highly fractured concrete.Figures6 and 7 show the cone extracted by the sleeve. The yellow line of Figure 6(a) shows the tensile crack developed during the sleeve expansion phase, similar to what is represented in Figure 1(a). The red line represents the fracture surface of the cone, also represented in Figure 6(b); the width of the concrete cone is 78–82° on the average.Concrete cone extracted by the B15G sleeve; (a) initial tensile crack of Figure1(a) and fracture surface of Figure 1(c); (b) opposite side of the cracked specimen.
(a)
(b)Figure 7
Extracted cone by the B15G sleeve.


## 3. Testing Campaign

The calibration campaign used 3 different concrete classes (Bolomey curve), Table1, and 5 different stress fields: 10 MPa and 5 MPa uniform compres-sion, Figure 8, unloaded concrete, Figure 9, compression and traction with strong gradients, Figures 10, 11, and 12. For each calibration case (Table 2) 12 pull-out tests have been performed for a global number of 240 tests (further tests are being carried on).Table 1
Main data of the concrete classes.
Class
C8/R10
C25/R30
C30/R37
R
c-cubic
17.6
41.1
48.1
R
c-std. dev.
0.3
1.5
3.0
R
c-CoV%
1.6
3.5
6.3
Density [kN/m3]
2133
2172
2180
f
c-cylindrical
15.5
34.7
40.0
f
c-std. dev.
1.3
1.9
2.4
f
c-CoV%
8.7
5.6
6.0
Density [kN/m3]
2150
2179
2171
f
c/R
c
0.88
0.85
0.84
Legenda.
R
c: cubic compr. strength.
f
c: cylindrical compressive strength.
CoV: coefficient of variation = std. dev./average value* 100.Table 2
Stress states considered in the testing campaign.
Stress field
1
InhomogeneousTensile
2
InhomogeneousCompr.
3
Vanishing
4
HomogeneousCompr. 5 MPa
5
HomogeneousCompr. 10 MPaTesting setup for compressed prisms; (a) confining frame; (b) specimen in the press; (c) loaded specimen, extracting jack, anchor bolts ready for the test (up), and holes of the already performed tests (below).
(a)
(b)
(c)Figure 9
Pull-out of unloaded concrete.Figure 10
Solid r.c. slabs for testing stress fields with strong gradients.Pull-out in tensile stress states (intrados of the slab of Figure10); (a) general view of the intrados; (b) detailed view of the extracted cone.
(a)
(b)Figure 12
Calibration curve for 10 MPa uniform compression stress.Main data on the specimen are as follows:(i)
compressed prisms:25
×
25
×
55 cm,
(ii)
unloaded concrete:40
×
80
×
120 cm,
(iii)
slabs:120
×
600
×
15 cm, M
s
=
0.90  M
r; at midspan the intrados show clear cracking. Neutral axis is 3 cm from the extrados.Further details are as follows:(i)
since the expansion of the sleeve induces transversal traction in concrete, the compressed prisms had to be confined by means of devices (not prestressed) reproducing the effect of stirrups in r.c. columns, Figure8;
(ii)
the compression levels (5 and 10 MPa) are representative of average r.c. columns of ordinary structures.Main data of pull out tests are as follows:(i)
pull-out tests duration: 55 sec (av.);
(ii)
fastening: 20 Nm torque⇒ 1.15–2 rotations;
(iii)
loading rate: 1.4 kN/sec;
(iv)
displacement of the jack at pullout: 12 mm (av.);
(v)
pressure gauge: class 0.1.


## 4. Calibration of the Procedure and Discussion

Figures12, 13, 14, 15, and 16 show the calibration curves and the experimental points. Figure 17 shows the comparison between the different curves along with the standard curve of Figure 3 (black line).Figure 13
Calibration curve for 5 MPa uniform compression stress.Figure 14
Calibration curve for vanishing stress.Figure 15
Calibration curve for nonuniform tensile stress.Figure 16
Calibration curve for nonuniform compression stress.Figure 17
Comparison of the calibration curves.Some circumstances arise the following:(i)
the scattering of the data is rather low in the range ±8% of the average value;
(ii)
all the calibration curves, according to a best fitting procedure, are of a power-law type and not straight as commonly used. This can be explained considering that the ratio tensile strength/compressive strength of concrete increases as the concrete class increases;
(iii)
the stress state that is usually neglected in calibration curves [1] is not a secondary issue and, if neglected, enlarges the error from 2 to 5 times;
(iv)
the standard curve is generally above the calibration curves obtained in this work, overestimating the concrete strength that may be as large as 150% for low strength concretes.This latter outcome is not unexpected: since the stress state on the fracture surface is a mixed traction-shear distribution, transversal compressive stresses activate frictional mechanisms that increase the pull-out force. On the contrary, tensile stresses reduce frictional mechanisms and the interlocking across the fracture surface due to the aggregates and, at the same time, increase the tensile component of the tensile stress field.


## 5. Conclusion

The new geometry of the splitting-sleeve for postinstalled inserts allows a relevant improvement of the standard commercial technique because of the following:(i)
it allows pull out tests to be used also in tensile stress states (not a failure in the whole testing campaign);
(ii)
the data scattering is unexpectedly low, showing a reduced error of the new technology;
(iii)
the improved precision is due to a high-level production technology of the sleeve and to a drilling phase that is almost independent on the man skill;
(iv)
calibration curves for different stress states allow a good precision also when specific calibration on the specific concrete is not possible.The test data on concrete suggest that the cylindrical/cubic strength of concrete is not constant, decreasing as concrete class increases.Further work is being carried on both the calibration of the B15G sleeve, working on high strength concrete (till 75 MPa), and the cylindrical/cubic strength ratio.



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*Source: 984341-2014-02-06.xml*