Penetration

Resistance

of Concrete - A Review

Law Enforcement

Equipment

Technology

U.S. DEPARTMENT OF

COMMERCE

National Bureau of

Standards
ACKNOWLEDGMENTS

This report was prepared by the Law Enforcement Standards Laboratory (LESL) of the National Bureau of Standards under the direction of Dr. Daniel E. Frank, Manager, Security Systems Program, and Mr. Lawrence K. Eliason, Chief of LESL. The work reported herein was sponsored by the Defense Nuclear Agency (DNA) under Subtask B99QAXRB202,

Work Unit Code 05 for 1979 and 10 for 1980. The DNA Subtask Manager was ETC J. C. Drauszewski. The author wishes

to express his gratitude to Dr. Robert Sierakowski. University of Florida, for providing information valuable to this report.
NBS Special

Publication

480-45

Penetration

Resistance

of Concrete - A Review

NatJonal Byreau of Standards

Library, £«I Admin. BIdg.

MAR 1

c c

by

James R. Clifton

Center for Building Technology

National Engineering Laboratory

National Bureau of Standards

and the

Law Enforcement Standards Laboratory

National Engineering Laboratory

National Bureau of Standards

Washington, DC 20234

198?

0-0(00

Prepared for the

Physical Security and Stockpile Directorate

Defense Nuclear Agency

Washington, DC 20305

This work sponsored by the Defense Nuclear Agency under

Subtask Code B99QAXRB202

Deterrent Systems Assessment

and Work Unit Code 05 (1979) and 10 (1980), Penetration Resistance

Issued January 1 982 U.S. DEPARTMENT OF COMMERCE

Malcolm Baldrige, Secretary

NATIONAL BUREAU OF STANDARDS

Ernest Ambler, Director
:4 \^ !tfP«^S l§n*iffev^i

Library of Congress Catalog Card Number: 81-600191

National Bureau of Standards

Special Publication 480-45

Nat. Bur. Stand (U.S.), Spec. Publ. 480-45, 21 pages CODEN; XNBSAV

U.S. GOVERNMENT PRINTING OFFICE WASHINGTON 1982

Available from the National Technical Information

Service, Springfield, VA 22161.
FOREWORD

The Defense Nuclear Agency (DNA) is engaged in a continuing effort to enhance the security of nuclear weapons storage. In this effort, it is receiving technical support from the National Bureau of Standards' Law Enforcement Standards Laboratory (LESL), whose overall program

involves the application of science and technology to the problems of crime prevention, law enforcement, and criminal justice.

LESL is assisting DNA's physical security [)rograni with support in the chemical science and

the ballistic materials areas, among others. Among the tasks being performed by LESL for DNA are the preparation and publication of

several series of technical reports on the results of its researches. This document is one such

report.Technical comments and suggestions are invited from all interested parties. They may be addressed to the author, or the Law Enforcement Standards Laboratory, National Bureau of Standards, Washington, DC 20234.

Lawrence K. Eliason. Chief

Law Enforcement Standards Laboratory

111

CONTENTS

Foreword iii

1. Introduction I 2. Constituents and Types of Concrete 2

3. Classification of Loads 3

4. Mechanisms of Impact or Impulse Damage to Concrete 3

5. Dynamic Properties of Concrete 7

6. Compositional Effects on the Dynamic Properties of Concrete 9

6.1 Portland Cement Concrete ^

6.2 Polymer-Modified Concretes 10 6.3 Reinforced Concrete 10

6.3.1 Rebar and Prestressed Reinforced Concrete 10 6.3.2 Fiber-Reinforced Concrete 11

7. Summary and Conclusions 12 Appendix A—References

Appendix B—Stress Distribution Relationships 1^

V

PENETRATION RESISTANCE OF CONCRETE—A REVIEW

James R. Clifton*

National Bureau of Standards. Washington, DC 20234

The mechanisms accounting for the failure of concrete under impact and impulsive loads, and the factors controlling the resistance of concrete to such loads, have been reviewed. It was found that little is known

concerning the damage mechanism within concrete in response to dynamic loads. .Apparently, the dynamic

tensile strength of concrete has an important effect on its impact and impulsive resistances. A model based on

the propagation of stress waves, which appears to give some insight to important material variables is described. Types of concrete which may merit evaluation for constructing structures subjected to dynamic loads are

identified and discussed.

Key words: concrete; dynamic properties; fiber-reinforcement: impact; impulsive loading; penetration resistance; reinforcing bars; stress waves.

1. INTRODUCTION

The design of security barriers, the materials used therein, and other protective structures have not changed significantly over the past 30 years. Many of the present practices are based on

the Corps of Engineering Manual "Fundamentals of Protective Design" published in 1946 [1].' While this manual remains as the authoritative source in the open literature, remarkable

improvements and changes in the types and properties of structural materials have been achieved

since 1946. The need to improve the penetration resistance of security barriers was clearly

demonstrated by Moore [2], He showed that human-passable openings could be developed in security barriers in surprisingly short times using readily obtainable portable tools and explosives. In many instances, these openings could be produced so quickly that a reappraisal of the use of these barriers for physical security applications was required. Of the materials tested, only

concrete materials gave any worthwhile resistances, but even some of them could be breached in an unacceptably short time. Penetration resistances of some concretes are given in table 1. Note

that the listed penetration tools and materials would pose no difficulty in transportation or use by

a small group of would-be intruders. The National Bureau of Standards is carrying out a study for the Defense Nuclear Agency to identify structural materials that could be used in constructing barriers with improved penetration

resistances. In the first part of this study, the response of concrete to dynamic loading and its resistance to impact and impulse has been reviewed and analyzed. The results are presented in this report. In addition, a preliminary analysis of the mechanisms controlling the response of concrete to impact and impulsive loading is given.

*Center for Building Technology, National Engineering Laboratory.

' Numbers in brackets refer to references in appendix A.

1
Tahi.K, 1. Penetration resistance of concrete walls [3]

Wall construction Materials Penetration technique Penetration time'

8'in-thick reinforced concrete wall3000 psi concrete, one layer of No. 5

rebar on 6 in centers

6 lb of explosive and hydraulic boltcutter0.6 min

12-in-thick reinforced concrete wall

5000 psi concrete, 5/16 in expanded metal on 2.5 in centers

cutting torch, sledgehammer, and 6 lb of explosive

2.3 + 0.5 min

20 lb of explosive and 36 lb temper plate2.0 + 0.4 min

12-in-thick reinforced concrete wall

3000 psi concrete, one layer of No. 4

rebar on 6 in centers

25 lb of explosive 2.2 + 0.5 min

18-in-thick reinforced concrete wall

3000 psi concrete, two layers of No. 4

rebars on 6 in centers

20 lb of explosive and boltcutter

3.9 + 0.8 min

° Time required to produce a human-size hole.

2. CONSTITUENTS AND TYPES OF CONCRETE

Constituents and types of common concrete are briefly described to assist readers not knowledgeable in concrete technology.

The constituents of normal weight unreinforced concrete are hydraulic cement, water, fine aggregate (e.g., sand), and coarse aggregate (e.g., crushed stone) [4,5], Portland cement is at present the most widely used hydraulic cement for mass construction. Blended cements, which are mixtures of Portland cement and fly ash or blast furnace slag, are gradually replacing simple

Portland cement in many applications. Often chemical admixtures are added during mixing of the

constituents of concrete to improve certain of the characteristics of the concrete. The function of admixtures commonly used are to adjust the set, water reduction, and air entrainment.

The performance characteristics of concrete can be modified by the incorporation of polymeric systems (usually organic, although sulfur has been used). Three main types of concrete- polymer systems have been developed [6]: polymer-impregnated concrete (PIC), polymer concrete

(PC), and polymer-Portland cement concrete (PPCC). PIC is a hydrated Portland cement concrete

that has been impregnated with a monomer which is subsequently polmerized in situ; PC is a composite material formed by mixing aggregate with a monomer which is then polymerized; and

PPCC is produced by adding either a monomer or polymer to a fresh concrete mixture, and

subsequently curing the concrete and polymerizing any monomer in place. Because concrete has a low tensile strength, it is reinforced with steel when used for structural purposes, i.e., tensile stresses are transferred to the reinforcing steel. Types of reinforcement include discrete small steel fibers (glass and polymeric fibers may also be used),

steel reinforcing bars, and pre- and poststressed steel tendons.

2
3. CLASSIFICATION OF LOADS

The loads on a structure may be classified according to their duration and variation in time

characteristics [7] as follows:

(1) static: loads are independent of time;

(2) dynamic: loads are dependent of time;

(3) gradually applied: rate of loading change is small compared to the natural period of the system;

(4) harmonic: loading changes in a periodic manner with time;

(5) transient: loads are applied or changed in a nonharmonic fashion.

Load classifications (3), (4), and (5) are subclassifications of the dynamic load category.

Transient loads themselves may be further divided depending on their duration, pulse shape, and

time of rise to maximum value. The ratio of load duration to characteristic response time of a material can also be used to subdivide transient loads (table 2). Short pulses are usually

characteristic of impact or impulsive loads. Impact loads involve solid bodies while impulsive loads are essentially massless. A shock load is an intense impulsive load of extremely short pulse duration.

Tahi.K 2. Load classification [8]

Load classification T/T' Type of load

Quasi-Static >4 Mechanical testing of concrete

Quasi-[mpact ~1 Earthquake loading on

a building

Impulsive and Impact <0.25 Falling weight impact,

projective, explosives

Shock Loads <io-" High energy explosives

' t/T is, the ratio of load duration (t) to characteristic response time (7).

4. MECHANISMS OF IMPACT OR IMPULSE DAMAGE TO CONCRETE

Concrete security barriers may be attacked with a variety of penetration devices ranging in

energy from sledgehammers to explosives and ballistic weapons. When concrete is subjected to

intense dynamic loads three major fracture regions are usually formed (fig. 1). They are a crater

region, region of crushed aggregate, and a region in which the concrete has undergone extensive

cracking [9]. In addition, scabbing can occur. Scabbing is the violent separation of a mass of

material from the opposite face of a plate or slab subjected to an impact or impulsive loading [10]. The mechanisms through which concrete is damaged by impact or impulsive loading are

considered to be somewhat similar, and therefore they are discussed together. These mechanisms

are only qualitatively understood but their analysis provides a conceptual model of the processes

taking place. A crater is produced at areas where concrete is subjected to impact or to contact- or

near-contact explosions. The crater is produced as the result of concentrated forces at the surface

of the concrete. The forces are transmitted inward, thereby crushing the concrete in the crater

region. The shape and size of the crater depends on the dynamic loading process as well as the

strength of the concrete. The crater volume appears to vary approximately inversely with the

square root of the concrete's compressive strength. Increasing the compressive strength by 50
IMPACT OR

IMPULSE

Fli.nu. 1. hmrture regions in concrete .subjected to an impact or impulsi^'e load (9/.

percent may, therefore, decrease the crater volume by about 25 percent. For concrete with a compressive strength of around 4X10'* psi, the following empirical equation relates the crater volume (V) caused by an explosion to the total impulse (/) of the explosion [8]: V (in') = 1.5 / (Ib-s). (1)

Other than this and similar empirical relationships, little information is available on the material behavior of concrete in the crater region.

The processes taking place in the crushed aggregate region are even less well understood. This region probably can be regarded as a transition region in which concrete has both plastic and

elastic response to impact or impulsive loading. The concrete in this region is fractured by the

original compressive wave and, possibly, further fractured by reflected tensile waves. The volume of the cracking region is considerably larger than the volume of the first two

regions combined [11,12], and the processes taking place in this region are considered to be better understood. The cracking mechanism is thought to involve the propagation of elastic stress waves

at a finite velocity with little dispersion and attenuation from the area first experiencing the impact

4
or impulsive loading. A compressive or longitudinal wave generated at the im[)af t area [)ro[)agates

spherically into the concrete with an elastic wave velocity (6) approximated by 1 10]:

C = I - ] (2)

where E is the dynamic modulus and p is the mass density.

The compressive wave propagates to the opposite free surface of the concrete and is reflected

at normal incidence as a tensile wave [12,14]. This tensile wave interferes with the wave train of

the original compressive wave. The resulting wave is the algebraic sum of the waves, first decreasing compressive and then increasingly tensile (fig. 2). If the stress amplitude of the tensile wave exceeds the dynamic tensile strength of the concrete, fracture occurs. This fracturing

primarily takes place in the cracking region. The tensile wave upon meeting a free surface will be

reflected as a compressive wave and the process will be repeated with the possibilities of further damage occurring until the resulting stress amplitudes of the waves are dampened to below the dynamic tensile strength of the concrete. Scabbing occurs when the resultant amplitude of the incident compressive and reflected tensile waves builds up near the surface to cause tensile stresses which greatly exceed the dynamic tensile strength of the concrete [10,15].

This simplified analysis treats structural concrete as a homogeneous material free from

characteristic or specific impedance^ mismatches. Because impedance mismatches do exist in concrete, internal stress wave reflections can occur. For example the ratio of reflected stress (o"/,) to the transmitted stress (CTj) at the interface between concrete and steel can be estimated using

the following impedance mismatch equations (derivation outlined in app. B).

2p,C

(3) P2C2 + P1C1

pX.-p.C,

cr,= • (4)

Thus

^ (o)

<Tj 2p.^C,

where cr, is the incident stress and where P2C2 and p^C^ are the impedance for steel and concrete, which have the values of 250,965 Ib-s/ft^ and 52,750 lb-s/ft\ respectively [16]. Then

a-ff 250,965-52,750 -= = 0.39

(Tr 501,930

Since (Tf^l (Tj = 0.39, the incident wave is being partiallv transmitted and reflected at the

concrete-steel interface. Furthermore, because pX^ >> P\C^ the resulting sign is positive and

both the reflected and transmitted waves have the same stress form as the incident wave (i.e.. if the wave is compressive the reflected wave is also compressive). Also, from eq (3). the stress of the

^ Characteristic impedance is a material property equal to the product of density and longitudinal wave velocity, i.e.. pC.
INCIDENT

COMPRESSIVE WAVE

COMPRESSION [C]

TENSION (Tl

FREE FACE

vT o

1

REFLECTED TENSILE

WAVE

' c \ / NET STRESS

FRACTURE OCCURS IF - (DYNAMIC)

Fl(;URK 2. Propagation of stress waves andfracture of concrete.
wave being transmitted through the steel is about 1.7 times the stress of the incident wave. When

this wave propagates to the interface between steel and concrete, the following results are obtained:

= -2.9 (7)

a- J = 0.42 cr, (8)

cr, = -1.9 cr, (9)

These results indicate that once the stress wave enters the steel, it is largely trapped there, with a change in stress form occurring at each reflection at the steel-concrete interface. Of course, these reflected waves will diminish in intensity due to inelastic losses and to interaction with other waves.

In contrast to steel, voids and cracks in concrete have very low impedances that are

negligible if they are filled with air. Thus, at an interface between concrete and a large air void or

crack, or at the free surface of concrete, eqs (4) and (5) predict that the wave will be almost totally reflected with a change in stress form and with the same stress intensity as the incident wave (this presumes that the air gap is sufficiently large that vibrating particles cannot transcend the space).

Impedance mismatches also occur between the cement matrix and aggregates, with the impedance of the aggregate being higher than that of the cement paste [17]. Similar to the case of

steel, a portion of the original compressive wave propagates into aggregate, stressing it in compression, in addition, the reflected wave stresses the cement paste matrix in compression.

Close to the impact area, the interaction between the original compressive wave train and the

reflected wave can cause further damage to the cement paste matrix. Concrete has an elastic response to the initial compressive and tensile stress waves, and these waves are only slightly dispersed and attenuated [9,18,19]. Concrete, therefore, behaves as an

elastic solid, free of discontinuities. Appreciable wave attenuation appears to occur only when

cracked regions are formed. This suggests that, by artificially creating some type of a microcrack

system in concrete, its wave damping capability could be improved and damage by dynamic loads reduced.

5. DYNAMIC PROPERTIES OF CONCRETE

The majority of tests on the mechanical properties of concrete have been performed under

quasi-static loading conditions, and relatively little is known about the dynamic properties of

concrete. Some of the important response features of concrete to quasi-static loads include [20] :

(1) Nonlinear stress-strain (constitutive) behavior.

(2) Volume increase (dilatancy) due to action of shear stresses.

(3) At low hydrostatic compression, concrete has an elastic response (no permanent set), while at high pressures permanent deformations occur.

(4) Response of concrete is rate-dependent.

The dynamic mechanical properties of concrete are considered to be more important than the

static properties in controlling the resistance of concrete to impact or impulsive loading. The

dynamic mechanical properties of concrete are known to be strain rate dependent, increasing with

the strain rate. For example, the tensile strength of unreinforced and reinforced concrete was

7
reported [16] to increase by between four to five times when the loading rate was raised from 4

psi/s to around 4X 10^ psi/s. The dynamic compressive strength of concrete has been reported to be 1.3 to two times the static value [16,21], the dynamic modulus to be about 1.5 times the static value, and the impact resistance of concrete was observed to increase with the loading rate [21]. It

is therefore apparent that an increase in the loading rate can significantly increase the ultimate

strength of concrete [21]. Factors responsible for these loading rate dependencies are thought to be associated with the formation and growth of microcracks and with creep. These are time-dependent processes and as the loading rate increases, the time available for their manifestation is decreased. At high loading

rates, the response of concrete appears to be largely controlled by pre-existing cracks. Because concrete subjected to an impact or impulsive load largely undergoes tensile failures,

its tensile strength should be one of the important considerations when selecting a concrete to be

used in security barriers. The dynamic tensile strength of concrete can be directly determined

using a testing machine capable of high loading rates, or indirectly evaluated in terms of the

critical fractures strain energy (U^). f/^ is obtained by impacting the end of a long cylindrical concrete bar with a projectile which sets up a compressive wave in the bar [22]. The compressive wave propagates to the opposite end of the bar and is reflected as a tensile wave. The intensity of the reflected tensile wave is measured using strain gages and the value of strain which causes

fracture is called the critical fracture strain 6^,. The relationship between e^^ and f/.^ is given by:

.„= (10,

\EAC I

where E is the modulus of elasticity, A is the cross-sectional area of the concrete bar, C is the wave

velocity in the concrete, and e is the straining rate. Associated with is the specific time (RT), the time from when the fractured area begins to be strained to when fracture occurs. The following equation gives the relationship between e^, and RT:

^'^ \EAC) \Rt)

Birkimer and Lindeman have suggested [22] that a strain energy fracture criterion could be

developed for concrete subjected to dynamic loading. Sierakowski et al. [23] have proposed that cumulative tensile strain energy is better criterion (cumulative tensile strain energy is the area under the strain energy-specific time curve). The resistance of concrete to dynamic loading has also been determined by impact strength measurements based on falling mass and ballistic pendulum test methods. Green [24] proposed

that the impact strength determined by pendulum tests should be related to the ability of concrete

to withstand repeated blows and to absorb energy. He found that the impact strength of Portland cement concrete increased with the static compressive strength of the concrete, while little correlation between modulus of rupture and impact strength was observed. Results from other impact tests have indicated that concretes with intermediate compressive strengths appear to have

the greatest impact resistance, and that impact strength is more closely related to tensile strength than to the compressive strength of concrete [25]. Moore and McNeill [17] observed a lack of

correlation between the quasi-static compressive strength and the resistance of several types of concrete to projectile impact. It appears that relationships between the impact and impulsive

resistance of concrete and its dynamic properties are not well developed. However, the dynamic

8
tensile strength of concrete does appear to be an im|)ortant property in controlling the resistance of concrete to scabbing and to internal fracture by stress wave propagation.

6. COMPOSITIONAL EFFECTS ON THE DYNAMIC

PROPERTIES OF CONCRETE

6.1 Portland Cement Concrete

The dependence of the quasi-static mechanical properties of Portland cement concrete on

compositional variables is probably the most often studied aspect of concrete. In contrast, little is known of the relationships between composition and the dynamic properties of concrete. In this section, relationships for the quasi-static properties are examined first, and then relationships for dynamic properties. Compositional variables that have the most significant effects on the quasistatic strength of Portland cement concrete are [25,26]:

(a) water-to-cement ratio,

(b) cement-to-aggregate ratio,

(c) grading, surface texture, shape, strength, and modulus of elasticity of aggregate

particles, and

(d) maximum size of the aggregate.

With a given cement, the water-to-cement ratio is regarded as the most important variable in controlling both the strength and durability of concrete [25]. For example, for a given concrete, the compressive strength was SXlO'^ psi at a water-to-cement ratio of 0.5 and only 1.5X10'' psi

when the ratio was increased to 1.0. The water-to-cement ratio has such a severe effect because it largely determines the porosity of the hardened cement paste. Likewise, deliberately introducing

porosity by using air entraining admixtures decreases the strength of concrete. An approximate

relationship between compressive strength and void volume has the general form [20,27]:

V

wherey^ is the compressive strength, y8 is an empirical constant depending on material, curing age, and testing conditions, F is the volume fraction of cement paste, V^^. is the volume fraction of water, and F, is the volume fraction of air. The static modulus and, probably, the dynamic modulus of elasticity of concrete can increase or decrease with the volume fraction of the aggregate depending upon '.vhether the aggregate has a higher or lower modulus than the cement paste [28,29]. However, in the range of normal concrete proportions and aggregate quality, changes in composition variables (b), (c), and (d) do not usually

change the strength by more than 10 percent.

Few studies on relationships between the impact strength of concrete and compositional

variables have been reported. Green [24] studied the effects of repeated impacts using a ballistic pendulum. He found that concretes containing coarse aggregates that are angular in shape with rough surface give higher resistances to accumulated impact damage than concretes with smooth

rounded aggregates. Other observations were that: concretes that absorbed less energy per impact

could withstand a greater number of blows and that impact strength increased with the compressive strength of concrete. Hughes and Gregory [30] obtained similar results using the

ballistic pendulum developed by Green. They showed that the main compositional variables

affecting the compressive strength of concrete, i.e., variables (a) to (d), had a similar attect on the resistance of concrete to accumulated impact damage. Goldsmith et al. [19] impacted concrete bars
with high velocity steel spheres and observed that the incorporation of lightweight aggregate did

not increase the impact energy absorptive capacity of concrete as anticipated, even though the

strain energy transmitted to concrete is largely controlled by the aggregate. It appears that further work is required to unequivocally determine the relationship between energy absorption and

impact resistance of concrete. Entraining air in concrete has been found to increase the spallation resistance of concrete

subjected to impulsive loading by explosives [31]. Possibly, air voids increased the capability of concrete to dampen compressive and tensile stress waves.

6.2 Polymer-Modified Concretes

Modifying concrete with the incorporation of polymeric systems can dramatically improve the

static mechanical properties and durabilities of concrete [32]. For example, typical improvements

in strength for polymer impregnated concretes with poly(methyl methacrylate) are approximately

fourfold increases in compressive, shear, and tensile strengths, threefold increases in the modulus

of rupture, and twofold increases in the modulus of elasticity [33]. Large improvements in strength

properties have also been observed for epoxy-impregnated [34] and sulfur-impregnated concretes

[35]. Although many studies have been performed on the static mechanical properties of polymermodified concretes, little attention has been given to their response to dynamic loading.

Steinberg et al. reported [33] that concrete impregnated with methyl methacrylate (MMA) had

improved resistance to 30-06 armor piercing ammunition when compared to untreated concrete. For example, holes and craters produced by the armor-piercing projectiles were also smaller for the impregnated concrete. Moore and McNeill [17] studied the response of a series of polymermodified concretes to 30-06 armor piercing ammunition. Concretes with the most improved impact

properties were styrene-polyester polymer concretes, polymer-impregnated concretes with MMA

and butyl acrylate, and latex-modified concretes. The latex-modified concrete was found to be by

far the most promising material. By the inclusion of 7 to 10 percent of a latex emulsion (based on

weight of Portland cement) the amount of cratering was reduced almost to nil. This was

significantly less cratering than observed for the polymer concretes and polymer impregnated

concretes, even though the latex-modified concrete had much lower compressive strengths than the polymer concretes and polymer impregnated concretes. Crater reduction in the latex-modified concrete was attributed to the formation of a continuous film of tough flexible polymer throughout

the concrete. This film apparently behaves as an attenuator for shock waves and also bonds the aggregate and cement particles together, and is thought to increase its dynamic tensile strength.

In contrast to latex-modified concrete and normal concrete, the dynamic mechanical

properties of polymer-impregnated concretes do not appear to be significantly higher than their

static values [36]. This behavior is probably the result of filling the pores and air voids in the cement matrix with a polymer and the formation of polymer bridges at the cement-aggregate

interfaces. Thus the opportunities for the development of microcracks under dynamic loading are thereby decreased and the strength properties under both static and dynamic loadings are primarily controlled by the pre-existing micro- and macrostructural features.

6.3 Reinforced Concrete

Structural concrete is usually reinforced by the incorporation of steel reinforcing bars

(rebars). Other forms of reinforcement include prestressed and poststressed tendons, discrete

fibers, and wire fabric. In the past security barriers have been almost exclusively reinforced with

rebars.

6.3.1 Rebar and Prestressed Reinforced Concrete

Steel rebars have been found to be relatively ineffective in reducing the depth of penetration

of projectiles and bombs into concrete [1]. However, they have been found to prevent the mass

10
separation of concrete subjected to impact or explosives, whereas, with unreinf'orcecJ concrete large

fragments are separated. Studies on reinforced concrete beams have qualitatively shown that both

longitudinal and shear reinforcement are required for the concrete to develop resistance to impact

[1]. Burgess and Allen [37] observed that reinforced concrete slabs can undergo both flexural and

shear failures, with the highest impact resistance being obtained when both failure modes occurred

simultaneously. The impact resistance of prestressed concrete has been compared to that of rebar- reinforced concrete by Bates [38]. He found that prestressed concrete beams have a much lower impact strength measured by single-blow impact testing than rebar-reinforced beams. However,

prestressed concrete suffers less permanent deformation than rebar-reinforced concrete when

subjected to a number of impacts below its impact strength. Nevertheless, under repeated im|jacts, the ultimate impact resistance of prestressed concrete and rebar-reinforced concrete beams

designed for the same static working loads may be similar. The mechanical properties of both prestressed concrete and rebar-reinforced concrete are

strain dependent. For example, at high loading rates the required strain energy to produce a given

deflection may, in beams and slabs, be as much as 40 percent above that required under static loading conditions [39]. The ratios of static strain energy to impact energy required to achieve a given deflection have been found to vary between 0.3 to 0.6, depending on the geometry of the

test specimens [38,40]. Modes of failure of reinforced beams and slabs can change as loading rates are increased. In a number of impact tests, shear failures have occurred, while similar specimens

failed in flexure under quasi-static loading. The probability of shear failure appears to increase with loading rate and impact energy. This is consistent with the observation that under rapid

impact loading concrete responds as an elastic material. It also suggests that the resulting stress waves remain concentrated in the region of impact rather than being dissipated throughout the concrete mass. Over-reinforcement does not appear to be effective in increasing the impact resistance of

concrete. For prestressed concrete beams, there is a certain proportion of steel which gives the

greatest resistance to impact [37,38]. Bates [38] recommended that sufficient steel should be in a section so that failure is due to fracture of stressing tendons while still permitting the maximum

possible damage to the concrete in compression. Over-reinforcement with rebars also should be

avoided, because a severe impedance mismatch exists between steel and concrete [17]. The most important factors which appear to control the impact resistance of reinforced concrete are, therefore, proportions of reinforcement, arrangement of reinforcement, and rate and

intensity of loading. In addition, strength of concrete [37], type of impact (single blow or repeated

blows) [38], and impact angle [37] have been found to influence the impact resistance of reinforced concrete. The tensile strength of the reinforcement as well as the bond developed

between the reinforcement and concrete also probably have some effect on the impact failure resistance of concrete.

6.3.2 Fiber-Reinforced Concrete

A promising approach to increasing the impact resistance of concrete is the incorporation of

discrete steel fibers. Steel fibers are presently commercially available in lengths of 0.25 to 2.50 in (6.3 to 63 mm) with aspect ratios^ of 30 to 150, and in rod, rectangular, and deformed shapes.

Usually between 1 percent and 5 percent fibers, on a volume basis, are randomly distributed in concrete [41]. Other types of fibers have been studied, including glass, polypropylene, and nylon.

In some cases, these fibers appeared to be more effective than steel fibers in increasing the impact resistance of concrete [42,43]. However, based on considerations of overall improvement in mechanical properties, their durability in concrete, availability and cost, steel fibers are at present

the most widely used fiber reinforcement for concrete.

' Aspect ratio is the fiber length divided by the equivalent diameter (diameter of a circle with an area equal to the crosssectional area of the fiber).

11
Ferrocement is similar to fiber-reinforced concrete except that wire mesh is used as the reinforcement rather than discrete fibers. Because ferrocement appears to have the same response

to impact as fiber-reinforced concrete [13], no distinction is made between them in this report. Among the most pertinent work on the impact resistance of fiber-reinforced concrete was that performed by Williamson [44-46]. He subjected fiber-reinforced concrete slabs containing steel rebars to explosives and compared the results obtained with plain rebar-reinforced concrete. The

fibers considerably increased the shatter resistance of the concrete with an 80 percent reduction in fragmentation and 20 percent decrease in velocities of the fragments. Recently, Naus and

Williamson [47] qualitatively demonstrated that fiber-reinforced concrete was more resistant to penetration and to repeated impacts by small arms projectiles than unreinforced concrete. Fiber-reinforced concrete has also been demonstrated to be more resistant to falling mass

impact than unreinforced concrete. Ramakrishnan et al. [48] subjected fiber-reinforced shotcrete^

to repeated impacts from a 10 lb (4.5 kg) hammer falling 18 in (0.46 m). This impact force is probably less than that from the average impact of a sledgehammer. Four types of steel fibers of

different shapes and tensile strengths were used. One fiber with hooked ends gave particularly

good results, with increases of over 500 percent in impact resistance compared to unreinforced

shotcrete. An increase in impact resistance of around 200 percent was obtained using the hookedend fibers compared to straight fibers. This improvement was attributed to the increased bond

between the hooked-end fibers and matrix. In addition, the ability of fiber-reinforced concrete to absorb impact forces was found to increase as the fiber concentration increased. Structures can be

readily produced or repaired using fiber-reinforced shotcrete, so this appears to be a feasible method for upgrading old security barriers as well as for constructing multi-layer security walls. Improvements in the impact strength of concrete when reinforced with fibers have been

thought to be largely attributable to the substantial energy required to cause fiber slip and

progressive debonding of fibers or fiber fracture as cracks develop [48,50]. As the fibers slip and

are being pulled out of a concrete matrix, they appear to be absorbing energy, even though the matrix has cracked. However, under shock loading conditions these energy-absorbing processes may not be able to cause a redistribution of stresses. Williamson found that at a loading rate of 4X10' psi/s, the dynamic tensile strength of fiber-reinforced concrete was similar to that of unreinforced concrete [16]. Further, the presence of fibers did not cause any apparent attentuation or dispersion of shock-induced stress waves. Possibly, the main beneficial effect of fibers at high

rates and intense loadings is to bridge cracks, thereby reducing fragmentation and absorbing

increased energy. According to the stress wave theory, the impedance mismatch between cement and steel fibers may be detrimental to the dynamic properties of fiber-reinforced concrete. It appears that the effect of the impedance mismatch is either more than compensated by the large absorbing

capability of fiber-reinforced concrete, or it is small. It is likely that if the wavelength of the stress wave and the strain cross section area are much larger than the dimensions of the fiber, no

interaction occurs, i.e., no change in wave form or intensity occurs at the interface between the concrete and steel fiber. For example, the wavelength of a shock wave generated in concrete by a blasting cap has been found to be around 17 in [16], compared to typical fiber diameters of 0.01

to 0.02 in and lengths of 0.25 to 2.50 in.

7. SUMMARY AND CONCLUSIONS

The response of concrete to dynamic loading and the accompanying failure processes are, at

best, only qualitatively understood. Accordingly, improvements in the resistance of concrete to impact and impulsive loading have been largely based on empirical considerations and

experiments. This approach has provided little information on material variables that may control

' Ferrocement is a thin-shell concrete reinforced with wire mesh.

^ Shotcrete is mortar or concrete conveyed through a hose and projected at high velocity onto a surface.

12
the resistance of concrete to impact forces or impulsive energies. Application of stress wave

concepts to concrete appears to give a useful conceptual model and some insight to important

material variables. At present, however, relationships have not been developed to predict the magnitudes of the effects of material variables on the impact and impulsive resistance of concrete. The dynamic tensile strength appears to be the most important mechanical property

controlling the impact and impulsive resistance of concrete. Incorporation of polymers, es[)ecially

lattices, in concrete seems to significantly increase the dynamic tensile strength of concrete. Other

factors that may somewhat affect the dynamic tensile strength of mature concrete include the shapes and elastic moduli of aggregates, mix proportions of the concrete, and entrainment of air. Entrained air possibly could increase the capability of concrete to dampen stress waves, which

suggests that microstructural modifications in concrete can improve its dynamic properties.

Obviously, structural concrete for security barriers must be reinforced with steel rebars or

stressed tendons. The incorporation of steel fibers has been demonstrated to remarkably increase the impact and impulsive resistance of concrete. Fibers appear to lessen the extension of cracks and to reduce fragmentation of concrete by increasing the ability of concrete to absorb energy and

by bridging cracked regions.

Thus, the types of reinforced concrete that appear to merit evaluation as materials for constructing security barriers include latex-modified concrete, fiber-reinforced concrete, a combination of latex-modified and fiber-reinforced concrete, air-entrained concrete, and polymer

concrete. In addition, relationships between the impact and impulsive resistance, and between the mechanical properties, compositions and microstructures of normal concretes need to be developed.

IS
APPENDIX A—REFERENCES

[1] Fundamentals of protective design. Engineer manual for war department construction. U.S. Corps of Engineers; 1946.

[2] Moore, R. T. Barrier penetration tests. Nat. Bur. Stand. (U.S.) Tech. Note 837; 1974.

[3] Fainberg, A.; Bieber, A. M. Barrier penetration datebase. Report No. NUREG/CR-01 81 . Brookhaven National Laboratory; 1978.

[4] Orchard, D. F. Concrete technology. Vol. 1: Properties of materials, 3d ed. New York: Halstead; 1973.

[5) Lea, F. M. The chemistry of cement and concrete. 3d ed. New York: Chemical Publishing Company, Inc.; 1971.

[6] American Concrete Institute Committee 548. Polymers in concrete. See preface to Polymers in concrete, American

Concrete Institute SP-58; 1978.

[7] Sahlin, S; Nilsson, L. Theoretical analysis of stress and strain propagation during impact. Materials and structures (RILEM). 8(44): 88-101; 1974.

[8] Sierakowski, R. L. Seminar on dynamic properties of concrete at National Bureau of Standards; 1979.

[9] Griner, G. R.; Sierakowski, R. L.; Ross, C. A. Dynamic properties of concrete under impact loading. The Shock and

Vibration Bulletin, Bulletin 45 (Part 45): 131-142; 1975.

[10] Kolsky, H. Stress waves in solids. New York: Dover Publications; 1968.

[11] Krammen, A.; Pichumani, R. Pavement cratering studies. Technical Report AFWL-TR-72-61. New Mexico: Air Force Weapons Laboratory, Kirkland Air Force Base; 1972. Available from NTIS. Springfield, VA; AD905219.

[12] Cassino, V.; Chavez, D. J. Effect of pavement design on cratering damage from penetrating weapons. Report AFWLTR-74-1971. New Mexico: Air Force Weapons Laboratory, Kirkland Air Force Base; 1975. Available from NTIS,

Springfield, VA; ADA-018457.

[13] Snyder, P. G.; Mandell, J. F.; McGarry, F. J. The impact resistance of modified ferro-cement panels. Report No. MITSG 74-18, Massachusetts Institute of Technology; 1974.

[14] Brillouin, L. U'ave propagation in periodic structures. New York: McGraw-Hill Book Company, Inc.; 1946.

[15] Achenbach, J. D. Wave propagation in elastic solids. New York: American Elsevier Publishing Company; 1973.

[16] Williamson, G. R. Some static and dynamic characteristics of fiber reinforced concrete. Ph.D. Disertation, Carnegie- Mellon University; 1969. Available from University Microfilms, Inc.; No. 69-19,115.

[17] Moore, K. L.; McNeill, R. A. Terminal ballistics of concrete polymer systems. Report No. AFWL-TR-75-167. New

Mexico: Air Force Weapons Laboratory, Kirkland Air Force Base; 1975. Available from NTIS. Springfield, VA; ADAO 14842.

[18] Goldsmith, W.; Polivka, M.; Yang, T. Dynamic behavior of concrete. Experimental Mechanics. Vol. 6, AP65-79;

1966.

[19] Goldsmith, W.; Kenner, V. H.; Ricketts, T. E. Dynamic loading of several concrete-like mixtures. Journal of the Structural Division (ASCE). 94: 1803-1827; 1968.

[20] Read, H. E.; Maiden, C. J. The dynamic behavior of concrete. La Jolla, CA: Systems Science and Software; 1971.

Available from NTIS, Springfield, VA; ADA894-2110.

[21[ Watstein, D. Effect of straining rate on the compressive strength and elastic properties of concrete. Journal of the American Concrete Institute. 24(8): 729-744; 1953.

[22] Birkimer, D. L.; Lindeman, R. Dynamic tensile strength of concrete materials. Journal of the American Concrete

Institute. 68(1): 48-50; 1971.

[23] Sierakowski, R. L.; Malvern, L. E.; Collins, J. A.; Milton, J. E.; Ross, C. A. Penetrator impact studies of soil/concrete. Dept. of Engineering Sciences, University of Florida; 1977. Available from NTIS, Springfield, VA; ADA050603.

[24] Green, H. Impact strength of concrete. Proceeding of Institution of Civil Engineers. 28: 383-396. London; 1964.

[25] Neville. A. M. Hardened concrete: Physical and mechanical aspects. Monograph No. 6. Detroit: American Concrete

Institute; 1971.

[26] Gilbey, H. J. Discussion of water-cement ratio versus strength: Another look. Journal of American Concrete Institute. 58(12), Part 2: 1851-1879; 1961.

[27] Lynon, F. D. Concrete mix design. London: Applied Science Publishers Ltd.; 1972.

[28] Hirsch, T. Modulus of elasticity of concrete affected by elastic moduli of cement paste matrix and aggregate. Journal

of the American Concrete Institute. 52(3): 427-447; 1962.

[29] Ishai, 0. Discussion of reference 4, Journal of the American Conrete Institute. 59(9): 1365-1368; 1962.

[30] Hughes, B. P.; Gregory, R. The impact strength of concrete using Green's ballistic pendulum. Proceeding of

Institution of Civil Engineers, London. 41: 731-751; 1968.

[31] Wasser, E. L. High explosive test program for HRSD. Report GACD-10104. General Atomic; 1970 April 1. [32] Clifton, J.; Frohnsdorff, G. Polymer impregnated concretes. Cement Research Progress 1975: 174-196.

[33] Steinberg, M. et al. Concrete polymer materials. Topical Reports 1 to 5, Brookhaven National Laboratory; 1968 to 1973.

[34] Whiting. D. A.; Blankenhorn, P. R.; Kline, D. E. Mechanical properties of epoxy impregnated concretes. Journal of Testing and Evaluation. 2(1): 44-49; 1974.

[35] Thaulow, N. Surphur-impregnated concrete, SIC. Cement and Concrete Research. 4(2): 269-277; 1974.

[36] Bhargava, G. J.; Rehnstrom, A. High-speed photography for fracture studies of concrete. Cement and Concrete

Reseafch. 5: 239-248; 1975. 14
[37] Burgess, W. M.; Allen. D. Imparl resistaiKe ti) reinforied concrete as a problem of conlainment. Research Keporl R25. Australia: School of Civil Kngineering, University of Sydney; 1974. .Available from N'l'IS. SpringfieicJ, VA;

PB-237-180.

|38] Bates, Q. The effect of impact loading on prestressed and ordinary reinforced concrete beams. Kesear< h I'aper .3.'>. London: Her Majesty's Stationery Office: 1961.

[39] Skov, K.; Olesen, S. 0. Impact resistance of reinforced prestressed concrete members. Materials and Struitures (RILEM). 8(C44): 116-125; 1975.

[40] Sinims, L. G. .Actual and estimated impact resistance of some reinforced concrete units failing in bending. Journal of

Institute of Civil Engineers, No. 4; 1945.

[41] (Hifton. J.; Frohnsdorff, G. Fiber-reinforced cementitious materials, (dement Reseanh Progress 1974: 201-2.34. American Ceramic Society; 1975.

[42] Goldfein, S. Fibrous reinforcement for Portland cement. Modern Plastics. 42: 156-160; 1965.

[43] Goldfein, S. Plastic fibrous reinforcement for Portland cement. Rubber and Plastics .Age. 46: 51-53; 1965.

[44] Williamson, G. R. Use of fibrous concrete in structures exposed to explosive hazards. Cincinnati: U.S. Corps of Engineers, Ohio River Division Laboratories: 1965.

[45] illiamson, G. R. Response of fibrous-reinforced concrete to explosive loading. Cincinnati: U.S. Corps of Engineers; 1966. Available from NTIS. Springfield, VA; AD 627,889.

[46] Williamson, G. R. Fibrous reinforcement for Portland cement concrete. Cincinnati: U.S. Corps of Engineers; 1965.

Available from NTIS, Springfield, VA; AD 465,999.

[47] Naus. D. J.; Williamson, G. R. Ballistic tests of fibrous concrete dome and plate specimens. Technical Report M-179. Champaign, IL: U.S. Corps Construction Engineering Research Laboratory: 1976. Available from NTIS.

Springfield, VA: A025.209.

[48] Ramakrishnan, V.; Coyle, W. V.; Fowler, L. J.: Schrader. E. K. \ comparative evaluation of fiber shotcretes. Report SDSM&T-CBS 7902. Civil Engineering Department. South Dakota School of Mines and Technology; 1979.

[49] SvNamv. R. N.; Fattuhi. N. I.; Mangat. P. S. Mechanics of Fiber-Reinforced Concrete. Proceedings of International Conference on Fiber Reinforced Concrete. ACI Publication SP-44: 68-175. Detroit: .American Concrete Institute; 1974.

[50] Hannant, D. J. Fiber cements andfiber concretes. New York: John Wiley & Sons; 1978.

[51] Johnson. W. Impact strength of materials. London: Edward Arnold Ltd.; 1972.

[52] Kinslow. R. Stress waves in sandwich plates. Report No. TTU-ES-70-S. Cookeville: Tennessee Technological

Universitv: 1970.

15
APPENDIX B—STRESS DISTRIBUTION RELATIONSHIPS

Derivation of stress distribution-interfacial relationships in composite materials is started by

considering an elastic wave propagating in a composite which encounters an interface between two

materials, normal to the direction of propagation. The following conditions of continuity of stress and particle velocity must be satisfied at the interface [3].

O-/ + O-/^ = CT; (Bl)

V,= Vj (B2)

where O" and V denote stress and particle velocity, and the subscripts /, R, and T refer to the

incident, reflected, and transmitted wave, respectively.

The relationship between the intensity of stress and particle velocity in a material is:

o- = pCV (B3)

thus V= — (B4)

pC

where p is density and C is wave velocity. Let the material in which the incident wave is propagating be denoted by the subscript 1 and

the subscript 2 denote the second material. Then:

^1

(B5)

and

V,= —— (B6)

The negative sign in eq (B6) arises because the reflected wave is traveling in an opposite

direction to the incident wave. The transmitted wave is propagating in the second material, therefore:

16
Substituting eqs (B5), (B6), and (B7) into (82), yields:

_ = (B8)

p|C,

Solving eqs (Bl) and (B2) for o", , and cr^, in terms of o"/ yields the following "im|)edance

mismatch" equations:

2p.,C,

cr, = CT, (B9)

and

P2C2-P1C,

Or = '^I (BIO)

P2C2+P1C,

Eqs (B9) and (BIO) can be used to predict the distribution of stress at the interface between

two materials. The product pC is a material property [48] called the impedance or specific acoustic

resistance. The impedance of a material is given by the relationship [49,8]:

pE{l-v)

pC

(l + v)(l-2y) / (Bll)

where E is the dynamic modulus and v is Poisson's ratio. For concrete, v is around 0.2 so neglecting it and setting:

pC = (pE)^ (B12)

only results in a small error. Thus the longitudinal wave velocity in concrete is approximated by

C =

(B13)

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