Dimensional Stability of Grout-Type

Materials Used as Connections for 

Prefabricated Bridge Elements

PUBLICATION NO. FHWA-HRT-16-008 MAY 2016

Research, Development, and Technology

Turner-Fairbank Highway Research Center

6300 Georgetown Pike

McLean, VA 22101-2296
FOREWORD

The increasing use of accelerated bridge construction methodologies has led to widespread use 

of prefabricated bridge elements. These elements are commonly constructed offsite and 

assembled in the field through the use of field-cast grout connections. The materials used in these 

connections must provide superior performance to guarantee the proper functioning of the 

structure; however, it is not uncommon for these grouted connections to exhibit cracking and 

subsequently leakage either through the grout or at the interfaces with the prefabricated 

components. This cracking is recognized as being linked to the shrinkage that these grouts 

exhibit during the first days and weeks after casting. As part of the Federal Highway 

Administration’s efforts to facilitate the use of accelerated construction technologies, the 

Structural Concrete Research Program has assessed grout shrinkage performance and developed

recommendations for appropriate use of grouted connections. This report presents the 

dimensional stability results (with special focus on shrinkage) of a wide range of grout-type 

materials, providing the basis for a broader understanding of the shrinkage performance that an 

owner could anticipate experiencing with these materials. This report will be of interest to 

engineers, academics, researchers, and industry partners who are involved with the specification 

and use of field-deployed grouts.

Jonathan Porter

Acting Director, Office of 

Infrastructure Research and 

Development

Notice

This document is disseminated under the sponsorship of the U.S. Department of Transportation 

in the interest of information exchange. The U.S. Government assumes no liability for the use of 

the information contained in this document.

The U.S. Government does not endorse products or manufacturers. Trademarks or 

manufacturers’ names appear in this report only because they are considered essential to the 

objective of the document.

Quality Assurance Statement

The Federal Highway Administration (FHWA) provides high-quality information to serve 

Government, industry, and the public in a manner that promotes public understanding. Standards 

and policies are used to ensure and maximize the quality, objectivity, utility, and integrity of its 

information. FHWA periodically reviews quality issues and adjusts its programs and processes to 

ensure continuous quality improvement.
TECHNICAL REPORT DOCUMENTATION PAGE

1. Report No.

FHWA-HRT-16-008

2. Government Accession No. 3. Recipient’s Catalog No.

4. Title and Subtitle

Dimensional Stability of Grout-Type Materials Used as

Connections for Prefabricated Bridge Elements

5. Report Date

May 2016

6. Performing Organization Code:

7. Author(s)

Igor De la Varga and Benjamin A. Graybeal

8. Performing Organization Report No.

9. Performing Organization Name and Address

Office of Infrastructure Research & Development

Federal Highway Administration

6300 Georgetown Pike

McLean, VA 22101-2296

10. Work Unit No.

11. Contract or Grant No.

12. Sponsoring Agency Name and Address

Office of Infrastructure Research & Development

Federal Highway Administration

6300 Georgetown Pike

McLean, VA 22101-2296

13. Type of Report and Period Covered

2013–2015

14. Sponsoring Agency Code

15. Supplementary Notes

The research discussed herein was completed at the Turner-Fairbank Highway Research Center. Portions of the

work were completed by SES Group & Associates, LLC, under contract DTFH61-13-D-00007.

16. Abstract

The research presented in this report focuses on addressing performance concerns related to dimensional stability

(primarily early age shrinkage) of 11 commercially available grout-type materials. Some of these grouts, especially

those classified as “non-shrink grouts,” have been observed to display significant dimensional instability when

deployed in connection details during bridge construction projects. The test methods used to evaluate dimensional

stability are those described in the ASTM C1107 test method. After an initial evaluation, it was observed that the test

methods used for evaluating dimensional stability described in this standard specification consider several parameters

simultaneously (e.g., chemical expansion and shrinkage, autogenous and plastic shrinkage, etc.), thus providing a

qualitative approach that is only useful for comparative purposes. To more completely assess this variety of parameters,

volume changes were assessed from a fundamental point of view, measuring pure expansion/shrinkage deformations

via test methods such as ASTM C157 and ASTM C1698. The results show that most of the grouts evaluated in this

research seemed to perform well in terms of dimensional stability when tested in accordance with ASTM C1107.

However, separate testing to specifically assess autogenous and drying deformations (shrinkage and expansion)

demonstrated that ASTM C1107 is not necessarily an appropriate means to capture the full range of critical

dimensional stability behaviors. Given the fact that most of the cement-based grouts commonly exhibit shrinkage, this

research also included additional tests focused on the partial shrinkage mitigation by including internal curing through

the use of prewetted lightweight aggregates. In summary, this research demonstrates the types of shrinkage

performance that can be expected from these types of grouts, the shortcomings of the commonly used test methods,

alternative test methods that may better demonstrate real world performance, and an innovative way of reducing part of

the shrinkage observed in some of the grouts.

17. Key Words

Accelerated bridge construction, prefabricated

bridge element, grout-type materials, dimensional

stability, shrinkage, internal curing

18. Distribution Statement

No restrictions. This document is available through the

National Technical Information Service, Springfield, VA

22161.

http://www.ntis.gov

19. Security Classif. (of this report)

Unclassified

20. Security Classif. (of this page)

Unclassified

21. No. of Pages

70

22. Price

N/A

Form DOT F 1700.7 (8-72) Reproduction of completed page authorized.
ii

SI* (MODERN METRIC) CONVERSION FACTORS 

APPROXIMATE CONVERSIONS TO SI UNITS

Symbol When You Know Multiply By To Find Symbol 

LENGTH

in inches 25.4 millimeters mm 

ft feet 0.305 meters m 

yd yards 0.914 meters m 

mi miles 1.61 kilometers km 

AREA 

in2 square inches 645.2 square millimeters mm2

ft2 square feet 0.093 square meters m2

yd2 square yard 0.836 square meters m2

ac acres 0.405 hectares ha

mi2 square miles 2.59 square kilometers km2

VOLUME 

fl oz fluid ounces 29.57 milliliters mL 

gal gallons 3.785 liters L 

ft3 cubic feet 0.028 cubic meters m3 

yd3 cubic yards 0.765 cubic meters m3 

NOTE: volumes greater than 1000 L shall be shown in m3

MASS oz ounces 28.35 grams g

lb pounds 0.454 kilograms kg

T short tons (2000 lb) 0.907 megagrams (or "metric ton") Mg (or "t") 

TEMPERATURE (exact degrees) o

F Fahrenheit 5 (F-32)/9 Celsius o

C 

or (F-32)/1.8 

ILLUMINATION 

fc foot-candles 10.76 lux lx

fl foot-Lamberts 3.426 candela/m2 cd/m2

FORCE and PRESSURE or STRESS 

lbf poundforce 4.45 newtons N 

lbf/in2 poundforce per square inch 6.89 kilopascals kPa 

APPROXIMATE CONVERSIONS FROM SI UNITS 

Symbol When You Know Multiply By To Find Symbol 

LENGTH mm millimeters 0.039 inches in 

m meters 3.28 feet ft 

m meters 1.09 yards yd 

km kilometers 0.621 miles mi 

AREA mm2 square millimeters 0.0016 square inches in2 

m2 square meters 10.764 square feet ft2 

m2 square meters 1.195 square yards yd2 

ha hectares 2.47 acres ac

km2 square kilometers 0.386 square miles mi2 

VOLUME 

mL milliliters 0.034 fluid ounces fl oz 

L liters 0.264 gallons gal 

m3 cubic meters 35.314 cubic feet ft3 

m3 cubic meters 1.307 cubic yards yd3 

MASS 

g grams 0.035 ounces oz

kg kilograms 2.202 pounds lb

Mg (or "t") megagrams (or "metric ton") 1.103 short tons (2000 lb) T 

TEMPERATURE (exact degrees) o

C Celsius 1.8C+32 Fahrenheit oF 

ILLUMINATION 

lx lux 0.0929 foot-candles fc 

cd/m2 candela/m2 0.2919 foot-Lamberts fl

FORCE and PRESSURE or STRESS 

N newtons 0.225 poundforce lbf 

kPa kilopascals 0.145 poundforce per square inch lbf/in2

*SI is the symbol for the International System of Units. Appropriate rounding should be made to comply with Section 4 of ASTM E380. 

(Revised March 2003)
iii

TABLE OF CONTENTS

CHAPTER 1. INTRODUCTION, OBJECTIVES, AND APPROACH .................................. 1

INTRODUCTION .................................................................................................................... 1

RESEARCH OBJECTIVES.................................................................................................... 1

RESEARCH APPROACH....................................................................................................... 2

RESEARCH SIGNIFICANCE................................................................................................ 2

OUTLINE OF REPORT.......................................................................................................... 3

CHAPTER 2. LITERATURE REVIEW.................................................................................... 5

INTRODUCTION .................................................................................................................... 5

PBES .......................................................................................................................................... 5

GROUT-TYPE MATERIALS................................................................................................. 6

PREVIOUS RESEARCH ON GROUT PERFORMANCE ................................................. 7

IC TECHNOLOGY.................................................................................................................. 7

CHAPTER 3. EXPERIMENTAL PROGRAM ....................................................................... 11

INTRODUCTION .................................................................................................................. 11

MATERIALS AND MIXING PROCEDURES ................................................................... 11

FRESH PROPERTIES........................................................................................................... 14

Initial Workability................................................................................................................. 14

Air Content and Unit Weight................................................................................................ 15

Set Time ................................................................................................................................ 16

HARDENED PROPERTIES................................................................................................. 17

Compressive Strength ........................................................................................................... 17

CHEMICAL PROPERTIES ................................................................................................. 18

Heat of Hydration ................................................................................................................. 18

Chemical Shrinkage .............................................................................................................. 19

SHRINKAGE PERFORMANCE ......................................................................................... 20

Shrinkage Performance Requirements According to ASTM C1107.................................... 20

Autogenous and Drying Deformations................................................................................. 22

IC APPROACH ...................................................................................................................... 23

Introduction........................................................................................................................... 23

Mixture Proportioning with IC ............................................................................................. 24

CHAPTER 4. RESULTS AND DISCUSSION......................................................................... 27

INTRODUCTION .................................................................................................................. 27

WORKABILITY AND COMPRESSIVE STRENGTH ..................................................... 27

Discussion of the Results...................................................................................................... 29

DIMENSIONAL STABILITY............................................................................................... 30

Grouts Reactivity .................................................................................................................. 30

Dimensional Stability According to ASTM C1107.............................................................. 32

Autogenous and Drying Deformations................................................................................. 34

Long-Term Sealed and Drying Deformations (ASTM C157).............................................. 37

Preliminary Dimensional Stability Conclusions................................................................... 41

Appropriateness of ASTM C1107 Tests Methods to Evaluate Dimensional Stability......... 41

IC TECHNOLOGY................................................................................................................ 42
iv

Chemical Shrinkage for IC Design ....................................................................................... 42

Autogenous and Drying Deformations with IC.................................................................... 43

Compressive Strength with IC.............................................................................................. 46

Additional Cost to Include IC............................................................................................... 46

CHAPTER 5. CONCLUSIONS AND RECOMMENDATIONS ........................................... 47

CONCLUSIONS AND RECOMMENDATIONS................................................................ 47

ONGOING AND FUTURE RESEARCH ............................................................................ 49

APPENDIX A. MANUFACTURER REPORTED GROUT PERFORMANCE 

INFORMATION................................................................................................................... 51

ACKNOWLEDGMENTS.......................................................................................................... 57

REFERENCES............................................................................................................................ 58
v

LIST OF FIGURES

Figure 1. Photo. Casting of a grout-type material in the connections between PBEs .................... 6

Figure 2. Illustration. The differences between external curing and IC ......................................... 8

Figure 3. Equation. Amount of IC water needed based on the chemical shrinkage occurring 

in the sample ............................................................................................................................. 8

Figure 4. Photo. Mixing M2 grout using a drill and a paddle....................................................... 14

Figure 5. Photo. Flow table test as per ASTM C1437, including accessories to run the test 

(left) and grout spread (right).................................................................................................. 15

Figure 6. Photo. Air content and unit weight................................................................................ 16

Figure 7. Photo. Loading apparatus and penetration needles ....................................................... 17

Figure 8. Graph. Typical setting time data plot indicating initial and final set times................... 17

Figure 9. Photo. Compressive strength cube specimens (left) and cube specimen after test 

via ASTM C109 (right)........................................................................................................... 18

Figure 10. Photo. Isothermal calorimeter and sample specimens via ASTM C1679................... 19

Figure 11. Photo. Chemical shrinkage testing via ASTM C1608................................................. 20

Figure 12. Photo. Modified ASTM C827 setup (left) and change length in a hardened 

specimen with ASTM C1090 (right) ...................................................................................... 21

Figure 13. Illustration. The apparatus for early change in height adapted from ASTM C827..... 22

Figure 14. Photo. ASTM C1698 tubes setup (top) and sealed and drying ASTM C157 

specimens (bottom)................................................................................................................. 23

Figure 15. Photo. Images taken in G4 dry samples: cross-polarized light thin section 

micrograph with yellow arrows showing non-reactive sand particles (top left); planepolarized light of the same thin section micrograph with red and green arrows showing 

cement and fly-ash particles, respectively (top right); SEM image with orange arrow 

showing a silica fume particle (bottom left); and energy-dispersive X-ray spectroscopic 

analysis confirming the siliceous nature of the silica fume particle (bottom right)................ 25

Figure 16. Graph. Heat flow during the first hours of reaction: no repair materials (low 

heat) (top) and repair materials (high heat) (bottom).............................................................. 31

Figure 17. Graph. Change in height at early ages according to a modified version of 

ASTM C827............................................................................................................................ 33

Figure 18. Graph. Autogenous (sealed) shrinkage as a function of time via ASTM C1698........ 35

Figure 19. Photo. Representative SEM images of the G3 grout: predominant ettringite 

(needle-shape) phase formation in the matrix at 2 d of hydration .......................................... 37

Figure 20. Graph. Comparison of autogenous shrinkage results obtained using the 

ASTM C1698 corrugated tubes and the ASTM C157 sealed specimens............................... 38

Figure 21. Graph. Long-term autogenous (sealed) shrinkage as a function of time..................... 39

Figure 22. Graph. Long-term drying shrinkage as a function of time .......................................... 40

Figure 23. Graph. Chemical shrinkage as a function of time of two of the cement-based 

grouts....................................................................................................................................... 43

Figure 24. Graph. Effect of IC on the autogenous shrinkage ....................................................... 44

Figure 25. Graph. Effect of IC on the long-term autogenous (sealed) shrinkage (top) and 

long-term drying shrinkage (bottom) as a function of time.................................................... 45
vi

LIST OF TABLES

Table 1. Grout-type materials used in the present study............................................................... 12

Table 2. Mixing information of each of the grout-type materials................................................. 13

Table 3. Mixture proportions of the internally cured cement-based grouts.................................. 26

Table 4. Flow measurements using ASTM C1437 methods, set time, fresh air content, and 

unit weight .............................................................................................................................. 28

Table 5. Compressive strength results for grout cubes................................................................. 29

Table 6. Minimum compressive strength for 2-inch (51-mm) cubes according to 

ASTM C1107.......................................................................................................................... 29

Table 7. Height change requirements according to ASTM C1107............................................... 32

Table 8. Height change of hardened grouts via ASTM C1090 test.............................................. 34

Table 9. Effect of IC on the compressive strength........................................................................ 46

Table 10. Cement-based grouts..................................................................................................... 52

Table 11. Repair materials............................................................................................................ 53

Table 12. Epoxy-based grouts....................................................................................................... 54

Table 13. Ultra-high performance concrete .................................................................................. 55
vii

LIST OF ABBREVIATIONS

ABC accelerated bridge construction

IC internal curing

LWA lightweight aggregate

PBE prefabricated bridge element

PBES prefabricated bridge elements and systems

RH relative humidity

SAP superabsorbent polymer

SEM scanning electron microscope

UHPC ultra-high performance concrete

w/b water-to-binder ratio

w/c water-to-cement ratio

w/s water-to-solids ratio

1

CHAPTER 1. INTRODUCTION, OBJECTIVES, AND APPROACH

INTRODUCTION

Accelerated bridge construction (ABC) consists of innovative bridge construction methods that 

are used in a safe and cost-effective manner to minimize the inconveniences to the travelling 

public while delivering a superior finished product. This technology has become common over 

the last two decades in the United States, and many States are considering ABC on more typical 

projects.

The use of prefabricated bridge elements (PBEs) facilitates ABC. These elements are typically 

produced in a controlled environment that facilitates high production quality. The most critical 

field construction process for prefabricated subassemblies is the completion of the connections 

between elements. In general, connections must be robust, durable, and efficient. One common 

connection method involves the use of field-cast concretes or grouts in the interstitial spaces 

between the prefabricated components. As would be expected, some PBE connection details 

have been linked to constructability and serviceability problems within the deployed systems. 

Many times these issues have been attributed to less-than-desirable performance of the field-cast 

grouts that can be used in the connections.

Grout-type materials, especially cement-based grouts, can provide ease of placement as well as 

rapid strength development when used to connect PBEs. However, they have also shown 

dimensional instability due to the rapid rate of (inherent) shrinkage and the presence of 

expansive agents to try to counteract most of that shrinkage. While the ASTM C1107 Standard 

Specification for Non-Shrink Packaged Dry, Hydraulic-Cement Grout test method describes how 

cement-based grouts are to be tested, this specification focuses on ensuring that the materials 

achieve a minimum strength and that the expansion achieved is below a maximum limit.(1)

However, the specification lacks a clear presentation of shrinkage limits and does not speak to 

potential incompatibilities with the surrounding materials (i.e., prefabricated concrete substrate) 

that can have negative effects on the performance of the material. This research investigated the 

dimensional stability performance of a variety of different grout-type material categories that 

may be used in concrete infrastructure connections.

RESEARCH OBJECTIVES

Grout-type materials have been extensively used in the construction industry. Their performance 

in terms of high workability and rapid strength development is well known and accepted by the 

end-users. Different types are currently available (e.g., cement-based, epoxy-based, etc.). 

However, rapid strength gain typically leads to rapid volume changes (e.g., expansion and/or 

contraction), especially in cement-based grouts, which are the most commonly used type of 

grout. In fact, there have been concerns about the lack of dimensional stability for this type of 

material. The main objective of the research effort reported herein was to better understand how 

these materials perform in terms of dimensional stability, especially at early ages, for their use in 

connections between prefabricated concrete elements. Once the dimensional stability was 

evaluated, means to partially mitigate most of the volume changes (especially shrinkage) were

investigated. While one strategy consisted of providing internal curing (IC) through the use of 
2

prewetted lightweight aggregates (LWAs), other non-traditional grouts, such as an ultra-high 

performance concrete (UHPC), were also investigated as potential strategies to enhance the 

dimensional stability of grout-type materials.

In summary, the goals of the overall report are as follows:

1. Assess the dimensional stability of common grout-type materials using 

standardized tests.

2. Discuss the appropriateness of existing dimensional stability test methods.

3. Introduce cost-effective shrinkage mitigation strategies. This is done by: (1) laying the 

groundwork for including IC in cement-based grouts and (2) investigating the 

dimensional stability performance of a UHPC.

RESEARCH APPROACH

The research described in this report mainly focuses on the evaluation of the dimensional 

stability of commercially used grout-type materials that can potentially be used for connecting 

prefabricated concrete bridge elements. A selection of 11 different materials was made, including 

cementitious-based, epoxy-based, and magnesium phosphate-based grouts. A UHPC was also 

included in the research. Following the guidelines described in the ASTM C1107 test method, 

the grout performance in terms of initial fresh workability, compressive strength, and 

dimensional stability was assessed.(1) However, the test methods used for evaluating dimensional 

stability described in this standard specification have the inconvenience of considering several

parameters simultaneously (e.g., thermal expansion, chemical expansion, chemical shrinkage, 

autogenous shrinkage, plastic shrinkage, settlement, etc.), thus providing a qualitative approach 

that is only useful for comparative purposes. To more completely assess this variety of 

parameters, volume changes must be assessed from a fundamental point of view by measuring 

pure expansion/shrinkage deformations. As such, additional tests to evaluate the dimensional 

stability of the grouts were carried out. These are described in ASTM C157, Standard Test 

Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete, and 

ASTM C1698, Standard Test Method for Autogenous Strain of Cement Paste and Mortar, test 

methods.(2,3) Other standardized tests were used in order to further characterize these materials. 

Finally, and given the fact that these grouts commonly exhibit shrinkage, this research also 

included additional tests focused on partial shrinkage mitigation by including IC in some of the 

cement-based grouts.

RESEARCH SIGNIFICANCE

While the use of grout-type materials as connections between prefabricated concrete elements in 

bridges has been shown as a promising technique to facilitate ABC, the fact that they are 

designed with a low water-to-solids ratio (w/s) makes them prone to early-age shrinkage. 

Shrinkage under restraint can cause the development of tensile stresses within the grout, leading 

to premature cracking when the tensile strength of the material is still low, or can cause stresses 

at the interface leading to loss of bond between the grout and the concrete substrate. In this 

report, several types of commonly used prepackaged grouts were selected for assessment of their 

dimensional stability at both early and later ages. In some of the cementitious grouts, the 
3

inclusion of IC through the addition of prewetted fine LWAs was evaluated. The IC technology 

in concrete has been broadly studied within the last decade, and its implementation in the 

concrete mixture design procedure is well defined at this point. In this study, IC is included in

cement-based grouts, and the challenges encountered to do so are discussed. This method is 

proposed to improve curing conditions, since most of the grouts are poured in either sealed

locations or points of difficult access for providing external (or conventional) curing. The results 

and conclusions are expected to provide guidance to designers and end-users in selecting the 

right grout-type material for use in connections between prefabricated concrete elements in 

bridges and other concrete structures.

OUTLINE OF REPORT

The report is divided into five chapters and an appendix. Chapters 1 and 2 provide an 

introduction and literature review. Chapter 3 presents a detailed description of the experimental 

program followed in the study. Chapter 4 presents the results and an in-depth discussion of the 

results. Finally, chapter 5 provides the main conclusions and recommendations taken from the 

study. An appendix is also included that contains some of the main material properties taken 

from the manufacturers’ product data sheets.

5

CHAPTER 2. LITERATURE REVIEW

INTRODUCTION

ABC is becoming more popular in the United States due to the advantages obtained in terms of 

safety, cost-effective construction, and congestion mitigation. The use of prefabricated concrete 

elements is a key part of ABC; however, the field-casting of the connections between these 

elements tends to be a critical and challenging part of making the overall system work 

successfully. The connections are typically made with grout-type materials, frequently cementbased grouts. The performance of these materials is crucial for the serviceability of the whole 

structure. Consequently, considerable research on how these materials behave has been done 

during the last decades. However, recent research shows the wide range of performance that can 

be obtained from grouts, as well as the propensity of the materials to undergo volumetric

deformations (i.e., expansion and/or contraction). The main objective of this chapter is to provide 

an overview of the concepts of: (1) prefabricated bridge elements and systems (PBES), (2) grouttype materials and their general properties, (3) previous research performed on grout-type 

materials, and (4) the emerging use of IC technology in concrete materials.

PBES

ABC has become common for both new and replacement bridge construction. ABC was 

developed due to the need to provide a fast and efficient manner to construct bridges without 

causing too much disruption to the facility. ABC uses innovative planning, materials, design, and 

methods that provide a faster and safer way to construct a bridge. ABC commonly uses PBEs

that are built offsite and includes features that reduce the onsite construction time and mobility 

impact time that occur from conventional construction methods. Because these structural 

components are built off the critical path and produced under controlled environmental 

conditions, there are improvements in the product quality and the component long-term 

durability. ABC has been growing in prevalence around in the United States for about 20 years. 

Early projects focused on specific prefabricated elements such as bridge decks. More recently, 

ABC projects that use PBES have spread to all bridge elements.

(4–6) The use of PBES in ABC 

has shown many benefits, including improved safety and working conditions for workers, 

reduced impact to users, improved quality of delivered product, and reduced cost to society in 

general. A photographic example of one type of PBE connection being completed through the 

casting of the grout is shown in figure 1.
6

Figure 1. Photo. Casting of a grout-type material in the connections between PBEs.

GROUT-TYPE MATERIALS

Grout-type materials are widely used in the construction industry for different applications such 

as joint sealing, flooring, and structural repair, among others. (See references 7 through 13.) The 

most common grout type is based on cement or cementitious materials. It is generally a mixture 

of cement, sand, water, and powder chemical admixtures, and it is commonly referred to as nonshrink cementitious grout. Other types are also available, such as epoxy-based, fly-ash-based, 

and magnesium phosphate-based grouts, to name just a few. Grout-type materials are normally 

proprietary materials that are prepackaged and ready to mix on site.

As previously mentioned, one common use for grouts is in ABC within connections between 

prefabricated bridge structural elements.

(6) These prefabricated structural components are 

produced under controlled environmental conditions, thus improving the quality of the product. 

Non-shrink cementitious grouts are most often used to easily and efficiently provide a 

connection between these precast concrete elements. Other types of grout may be acceptable for 

precast connections, but they are typically more expensive than cementitious grouts and may 

introduce the need for non-standard considerations on the part of the designer. Typically, the 

field casting of the connections is a labor-intensive, critical part of the overall long-term 

performance of the system. This is the reason why grout-type materials need to meet several 

high-level performance criteria, including high fluidity, low permeability, high early strength, 

corrosion protection, sulfate resistance, and, in some cases, frost durability.

One of the main aspects that cementitious grout manufacturers focus on when designing grouts is 

making them dimensionally stable. Ideally, non-shrink cementitious grouts would not exhibit 

dimensional changes in the plastic or hardened stages. Manufacturers try to eliminate the 
7

inherent shrinking behavior of any cement-based material by adding expansive agents such as 

gas generation or ettringite.

(6) However, comparatively little independent research has been done 

on this topic.

PREVIOUS RESEARCH ON GROUT PERFORMANCE

Several research studies on the general mechanical performance of grout-type materials have 

been carried out in the last decades. (See references 6 and 14 through 16.) However, the fieldcast grout-type materials specified for use in bridge connections have undergone limited research 

as to their relevance within this application. Graybeal conducted extensive research in which the 

performance of different grout-type materials intended to be used as bridge connections was 

evaluated.(17) One of the outcomes of that research was the wide range of grout performance that 

can be obtained, as well as the propensity of the materials to undergo volumetric deformations 

(e.g., expansion and/or contraction).

IC TECHNOLOGY

IC has become more popular during the last years within the concrete community.

(18–20) It is a 

technology that has shown multiple benefits in terms of concrete durability, especially in 

reducing shrinkage cracking. (See references 21 through 25.) While IC has been fortuitously 

included in concrete (particularly lightweight concrete) for many years, it is only within recent

years that this technology has been intentionally incorporated into the system through the use of 

a variety of materials, including prewetted LWAs, superabsorbent polymers (SAPs), and 

prewetted wood fibers.

The concept supporting IC is the supply of highly porous particles in the concrete that can act as 

internal water reservoirs. These reservoirs will release the water from the inside of the concrete 

when negative pressure occurs in the cement matrix due to the formation of voids associated 

with chemical shrinkage. This process will provide a more homogeneous curing of the concrete, 

particularly for lower permeability (i.e., low water-to-cement ratio (w/c) concretes), which are 

more difficult to externally cure. A conceptual illustration of IC is provided in figure 2.
8

Figure 2. Illustration. The differences between external curing and IC.

The amount of IC water needed in a cementitious system is based on the chemical shrinkage 

occurring in the sample, as described by Bentz et al.(26) They formulated an equation that permits 

the calculation of the amount of LWA needed (see figure 3).

Figure 3. Equation. Amount of IC water needed based on the chemical shrinkage occurring 

in the sample.

Where MLWA lb/ft3 (kg/m3

) is the mass of LWA (in a dry state) that needs to be prewetted to 

provide water to fill in the voids created by chemical shrinkage, Cf lb/ft3 (kg/m3) is the binder 

content of the mixture, CS (oz (mL) of water per lb (g) of binder) is the measured infinite 

chemical shrinkage of the binder as per ASTM C1608, max (unitless) is the expected maximum 

degree of hydration, S (unitless) is the expected degree of saturation of the LWA and is typically

taken as 1 when the dry LWA are water-soaked for 24 h (if absorption capacity is also measured 

at 24 h), and LWA (lb (kg) of water/lb (kg) of dry LWA) is the absorption capacity of the LWA 

(typically taken as the 24-h absorption measured value as per ASTM C1761).(27,28)

The implementation of this approach in grout-type materials has some difficulties, one being that

the amount of reactive material in the solid fraction of a grout is typically unknown to the endNormal Aggregate Water Filled Intrusion Cured Zone Internal Curing External Curing Water Penetration

External Water

LWA

f

LWA S

C CS

M

φ

α

×

× × = max

α

Φ
9

user. This is important in order to estimate the binder content (Cf), chemical shrinkage (CS), and 

maximum expected degree of hydration ( max) in figure 3. The approach followed in this study 

will be further discussed later in the report.

α

11

CHAPTER 3. EXPERIMENTAL PROGRAM

INTRODUCTION

A broad-scope research project on the performance of field-cast grout-type materials and their 

use in PBE connections is being conducted at the Federal Highway Administration (FHWA)

Turner-Fairbank Highway Research Center. Graybeal et al. reported on an extensive grout-type 

materials characterization study.

(17) One of the outcomes of that research was the wide range of 

grout performance that can be obtained as well as the propensity of the materials to undergo 

volumetric deformations. The purpose of the current report is to expand upon this work and 

present one of the focus points of the aforementioned research study: evaluation of dimensional 

stability of grout-type materials that may be used in PBE connections. This chapter describes the 

grout-type materials selected and testing procedures used for material and dimensional stability 

characterization. The approach followed in this research to provide IC in cement-based grouts is 

also discussed.

MATERIALS AND MIXING PROCEDURES

A total of 11 grout-type materials of different nature and manufacturer were used in this study. 

Among them there were conventional grouts, repair materials, and a UHPC that could potentially 

be used as a grout in connections between prefabricated concrete elements. UHPC is a class of 

cementitious material designed to exhibit exceptional mechanical and durability properties.

(29–31)

All these materials provide two of the main properties required for grout-type materials: high 

flowability and high early-age strengths. The grout category, nomenclature used, and cost range

are listed in table 1. Material categories were chosen based on past performance, applicability to 

onsite construction processes, and suitable published properties.1 The grout is normally supplied 

in a bag containing the solid fraction (e.g., cementitious materials, additives, and fine aggregates) 

that is mixed with a certain amount of water following the recommendations of each of the 

grout’s manufacturer, with the exception of the epoxy-based grouts, which are mixed with a resin 

and a hardener in the amounts also recommended by the manufacturer. The mixing details are 

summarized in table 2.

 

 1These grouts are a representative sample of the types of grouts available on the open market. They cover much of 

the spectrum of available types of grouts. As such, other available grouts could have been selected for this study. 

FHWA does not endorse any product, service, or enterprise.
12

Table 1. Grout-type materials used in the present study.

Grout Category Nomenclature Cost Rangea

Non-metallic 

cement-based

G1 $1,000 to 

$2,000/yd3

Metallic cement-based G2 $1,000 to 

$2,000/yd3

Non-metallic 

cement-based

G3 $500 to 

$1,000/yd3

Non-metallic 

cement-based

G4 $1,000 to 

$2,000/yd3

High-performance 

repair mortar

G5 $1,000 to 

$2,000/yd3

Epoxy-based E1 $4,000 to 

$6,000/yd3

Epoxy-based E2 $4,000 to 

$6,000/yd3

Fly ash-based rapid 

repair concrete

F1 $1,000 to 

$2,000/yd3

Magnesium-phosphatebased repair mortarM1 $1,000 to 

$2,000/yd3

Magnesium-phosphatebased repair mortarM2 $4,000 to 

$6,000/yd3

Ultra-high 

performance concrete

U3 $2,000 to 

$4,000/yd3

a

Cost range estimated from cost purchasing values corresponding to the 

year 2013.

1 yd3 = 0.765 m3
13

Table 2. Mixing information of each of the grout-type materials.

Grout

Solid,

lb (kg)

Water,

lb (kg) w/s

Solid 

Specific 

Gravitya

Mix 

Time,

min Mixer Type

G1 50 (22.7) 9.0 (4.1) 0.18 2.93 5 Concrete/mortar

G2 55 (25.0) 9.4 (4.3) 0.17 3.16 5 Concrete/mortar

G3 50 (22.7) 8.0 (3.6) 0.16 2.93 5 Concrete/mortar

G4 55 (25.0) 9.4 (4.3) 0.17 2.68 5 Concrete/mortar

G5 55 (25.0) 10.5 (4.8) 0.19 2.78 2 Concrete/mortar

E1 50 (22.7) b High flow 2.68 5 Concrete/mortar

E2 50 (22.7) c High flow 2.62 5 Concrete/mortar

F1 51 (23.2) 4.2 (1.9) 0.08 2.84 3 Bucket + paddle

M1 50 (22.7) 4.0 (1.8) 0.08 2.59 2 Concrete/mortar

M2 45 (20.4) 8.4 (3.8) 0.18 2.80 d Bucket + paddle

U3 50 (22.7) 3.0 (1.6) 0.18e 2.78 ≈ 15 Concrete/mortar a

Specific gravity of the solids fraction measured using a gas (He) pycnometer. b

Resin component = 6 lb (2.7 kg); hardener component = 1.1 lb (0.5 kg). c

Resin component = 5.2 lb (2.4 kg); hardener component = 1.6 lb (0.7 kg). d

Mixing time based on time needed for the materials to achieve a temperature of 90 °F (32 °C). Time ranges from 10 

to 15 min. e

Refers to water-to-binder ratio (w/b) as formulation is known.

The mixing amounts are based on the amount of solid that is contained in one bag (or bucket, 

when applicable). When evaluating grout-type materials, it is difficult to talk in terms of w/c or 

w/b because the reactive fraction of the solid is unknown. Instead, w/s is typically used. As 

observed, most of the grout-type materials had similar low w/s for high early-age strength 

development (0.16 to 0.19), with the exception of two of them (F1 and M1), which had an even 

lower w/s (0.08). U3 had a reported formulation, thus the value of 0.18 refers to the actual w/b. 

U3 also included the addition of chemical admixtures and steel fibers. The supplier of E1 and E2

recommends two formulations: standard and high flow. In this study, the high flow formulation 

was used. The specific gravity values of all the materials ranged from 2.59 to 3.16, inferring that 

the solid fraction is a mix of cementitious materials and fine aggregates. The high specific

gravity value of the G2 grout was due to the presence of metallic particles in the solid fraction. 

Mixing times were typically 5 min (based on ASTM C1107), except for rapid set materials (G5, 

F1, M1), for which the mixing times were reduced according to the manufacturers’ 

recommendations.(1) M2 and U3 had longer mixing times (about 10 to 15 min) also based on 

their manufacturers’ recommendations. All grouts were prepared in either a mortar or concrete 

mixer (depending on batch size) except for F1 and M2, which were mixed in buckets with a drill 

and paddle (see figure 4). For more information about these materials, refer to

appendix A.
14

Figure 4. Photo. Mixing M2 grout using a drill and a paddle.

FRESH PROPERTIES

Initial Workability

Since the materials selected in this study were intended to be used in the same type of application 

(i.e., as connections between prefabricated concrete elements), the comparative criterion chosen 

was to have similar fresh properties in terms of initial workability. This was done using the 

consistency definitions described in ASTM C1107, where the consistency is classified in 

three categories (plastic, flowable, and fluid) based on the flow measured in accordance with 

ASTM C1437.(1,32) In this study, plastic consistency was chosen, which corresponds to a flow 

increase between 100 and 125 percent of the original base diameter of the mold used in the flow 

test. (Although earlier in the report it was stated that grouts need to have high flowability, the 

plastic consistency described in ASTM C1107 is considered to be sufficient for placing and 

pumping purposes.) The flow of the grout was measured on the standard flow table after 

five drops in 3 s, as shown in figure 5. Then, the diameter was measured along the four lines 

marked on the table, and the average was recorded. This measurement was taken 7 and 15 min

after mixing.
15

Figure 5. Photo. Flow table test as per ASTM C1437, including accessories to run the test

(left) and grout spread (right).

(32)

Air Content and Unit Weight

The air content and unit weight of the mixtures were measured in the fresh state using the 

method described in ASTM C231 and ASTM C138, respectively.(33,34) The fresh material was 

poured in the measuring bowl of the air meter apparatus in one single layer (due to the high 

flowability of the material) and flushed with the top edge. In some cases (e.g., epoxy grouts),

external vibration was needed to further consolidate the material in the bowl. Immediately after 

this process, the mass of the bowl and material was taken, and the previously measured mass of 

the bowl was subtracted. The result was divided by the known volume of the bowl, resulting in 

the unit weight of the material. Then, the air meter apparatus was assembled, and the air content 

was measured according to ASTM C231. The testing apparatus is shown in figure 6.
16

.

Figure 6. Photo. Air content and unit weight.

Set Time

The set time of the mixtures was measured according to ASTM C403.

(35) The test was based on 

measuring the pressure force needed to force a set of standard flat-headed needles to penetrate 

1 inch (25.4 mm) into the material being tested, as shown in figure 7. The material was placed in 

a 6-inch (152-mm)-diameter by 6-inch (152-mm)-height cylinder and stored in a controlled 

environmental room at 73.4 ±1.8 °F (23 ±1 °C) and a relative humidity (RH) of 50 

±5 percent. Readings were taken periodically after placing the material until a pressure of 

4,000 psi (27.6 MPa) was reached, which indicates the time of final set, whereas a pressure of 

500 psi (3.45 MPa) indicated the initial setting time. Two samples were used for this test. The 

data are plotted as pressure versus time after mix initiation. An example is shown in figure 8.

.
17

Figure 7. Photo. Loading apparatus and penetration needles.

1 psi = 0.007 MPa.

Figure 8. Graph. Typical setting time data plot indicating initial and final set times.

HARDENED PROPERTIES

Compressive Strength

For the evaluation of compressive strength, three 2-inch (51-mm) cube specimens (like those 

described in ASTM C109, see figure 9) were prepared according to ASTM C1107.(36,1) The 

cubes were tested at several ages: 4 and 8 h and 1, 3, 7, and 28 d. The cube specimens were kept 

0

500

1000

1500

2000

2500

3000

3500

4000

4500

0 200 400 600

Pressure (psi)

Time (min)
18

in their molds for 24 h, at which time they were demolded and sealed within plastic bags until 

the age of testing, unless the testing age was within the first 24 h, in which case, the specimens 

were tested immediately after being demolded.

Figure 9. Photo. Compressive strength cube specimens (left) and cube specimen after test

via ASTM C109 (right).

(36)

CHEMICAL PROPERTIES

Heat of Hydration

Numerous properties of cementitious materials are controlled by their initial hydration rate, 

volume change being one of them. One convenient way to measure the hydration reaction (rate 

and degree of hydration) is using isothermal calorimetry. An isothermal calorimeter was used in 

accordance with ASTM C1679, pictured in figure 10.

(37) Approximately 0.25 oz (7 g) of an 

externally mixed material was weighed and placed in a glass ampoule, which was then capped 

and placed into the isothermal calorimeter about 10 min after mix initiation. The cumulative heat 

of hydration was measured during the first 7 d after mixing. It is important to mention that for 

some of the fast-setting grouts (typically the repair materials), it is difficult to detect the first heat 

release because it happens a few minutes after the solid-water contact.
19

Figure 10. Photo. Isothermal calorimeter and sample specimens via ASTM C1679.(37)

Chemical Shrinkage

This test was performed in this study for IC design purposes. (Further details on IC mix design 

are provided later in the report.) The primary objective of any chemical shrinkage test is to 

quantify the change in volume that occurs as a result of hydration reactions. According to 

Le Chatelier, the volume of the hydration products in cementitious systems is lower than that of 

the initial reactants.(38) The chemical shrinkage is generally quantified by measuring the amount 

of water that is absorbed by a saturated sample, as described in ASTM C1608.

(27) A thin layer of 

a fresh sample was placed in a glass vial, and the vial was filled with water. A rubber stopper 

with an inserted capillary tube was tightly placed in the vial. As the rubber stopper was inserted, 

the water level in the capillary tube rose. The test setup is shown in figure 11. This sample setup 

was placed on a horizontal surface in a controlled environmental room at 73.4 ±1.8 °F (23 ±1 °C)

and an RH of 50 ±5 percent. Three replicate samples were prepared. As hydration occurred, the 

water level in the capillary tube decreased. The volume decrease corresponds to the volume of 

chemical shrinkage and, thus, to the extent and rate of reaction. This is similar to the way that the 

extent and rate of reaction is captured using an isothermal calorimeter by measuring the heat 

release instead of the volume change.
20

Figure 11. Photo. Chemical shrinkage testing via ASTM C1608.(27)

SHRINKAGE PERFORMANCE

Shrinkage Performance Requirements According to ASTM C1107

As previously mentioned, the ASTM C1107 standard specification covers packaged dry 

hydraulic cement non-shrink grouts.(1) One of the performance requirements stated in this 

specification is the allowed volume change that the grouts can undergo. Volume changes are 

measured in terms of height change of a cylindrical specimen through two other ASTM test 

methods, ASTM C827 Standard Test Method for Change in Height at Early Ages of Cylindrical 

Specimens of Cementitious Mixtures and ASTM C1090 Standard Test Method for Measuring 

Changes in Height of Cylindrical Specimens of Hydraulic-Cement Grout, for early-age (fresh) 

and hardened height changes, respectively.(39,40) The following sections describe these two test 

methods.

ASTM C827

The height change of a 3-inch (76-mm)-diameter by 6-inch (152-mm)-tall cylindrical specimen 

was measured in accordance with ASTM C827.(39) However, a modification of the ASTM C827 

test method was made where a non-contact laser was placed above the specimen and used to 

measure the vertical distance from the laser to the indicator ball placed on the top surface of the 

specimen (see figure 12). This approach provided more simplicity in the execution of the test, 

rather than using a projector lamp, magnifying lens, and indicator charts as described in ASTM 

C827 (see figure 13). The laser approach has been compared with the original setup, and similar 

results were obtained.

(41) The measured vertical distance corresponds to the increase or decrease 
21

in height (expansion or shrinkage) of the material laterally confined in the cylindrical mold from 

the time of molding to when the mixture becomes hard (i.e., final set).

Figure 12. Photo. Modified ASTM C827 setup (left) and change length in a hardened 

specimen with ASTM C1090 (right).

(39,40)

ASTM C1090

Two cylindrical specimens with the same dimensions as those used for the ASTM C827 test 

method were prepared in which the change in height was measured at four points on the top 

surface of the specimens using a micrometer in accordance with ASTM C1090 at 1, 3, 7, 14, and 

28 d (see figure 12).(40) An initial four-reading measurement was taken right after placing a glass 

plate on top of the fresh sample surface. The glass plate was removed from the top of the test 

specimen after 24 h. After removal, the thickness of the glass plate was measured with a caliper 

at the points of contact between the glass plate and the micrometer. This thickness was then 

added to the four-reading initial measurement.
22

Figure 13. Illustration. The apparatus for early change in height adapted from

ASTM C827.(39)

In both test methods, there is always a certain degree of friction between the specimen’s sides 

and the inner surface of the metallic mold. The degree of restraint varies with the mixture 

viscosity and degree of hardening. Though not recommended by the ASTM standards, and in 

order to provide the lowest friction possible, an acetate sheet was used in between the test 

specimen and the mold. The height change results in both test methods are expressed in terms of 

percentage increase or decrease of the original specimen height.

Autogenous and Drying Deformations

Autogenous deformation was assessed using an automated version of the sealed corrugated tubes 

test, as described in ASTM C1698.(3) Three replicate specimens were evaluated concurrently. 

The tubes were placed over supports provided with spring-loaded linear variable differential 

transformers at each end that were connected to a data acquisition system. The displacement 

(converted to strain) was measured every 5 min for 7 d (see figure 14). The autogenous 

deformations were zeroed at the final time of set measured as described in ASTM C403.(35) To 

guarantee isothermal conditions, the specimens were kept in an environmental room at 73.4 ±1.8

°F (23 °C ±1 °C) and an RH of 50 percent ±5 percent. The mass of the samples was taken at the 

beginning and after 7 d of testing to confirm that the specimens were properly sealed. For later 

age measurements, four 1 by 1 by 12 inch (25 by 25 by 305 mm) prismatic specimens were 

prepared in accordance with ASTM C157, in which all four faces were sealed with two layers of 

aluminum tape after removal from the molds at 24 h.(2) Similar samples were prepared without 

aluminum tape for shrinkage assessment in drying conditions (see figure 14). The specimens 

were kept in the same environmental room as the corrugated tubes. Length change 

measurements, as well as mass measurements, were taken every week for the first month and 

once a month for the next 6 mo.

Indicating Chart

Magnifying Lens 

System

Test Specimen with 

Indicator Ball

Projected Light 

System
23

Figure 14. Photo. ASTM C1698 tubes setup (top) and sealed and drying ASTM C157 

specimens (bottom).

(3,2)

IC APPROACH

Introduction

Given the fact that cement-based grouts commonly exhibit shrinkage, this research also included 

additional tests focused on IC, which has become more popular during the last several years

within the concrete community.

(18–20) As previously mentioned, there are several materials 

available for providing IC, including prewetted LWAs, SAPs, and prewetted wood fibers. In this 

study, prewetted LWAs were used.

Non-shrink cementitious grouts are often pre-packaged and can be extended using small 

aggregate for volumetrically large pours. IC can be thought of as an extension of the grouts using 

LWA rather than normal weight aggregate. The primary reason for using IC is to reduce

shrinkage, especially during the first days when the tensile strength of the material is still low. In 
24

addition, this technology might be helpful in improving curing conditions in some locations 

where conventional (i.e., external) curing is difficult or impossible to implement, as well as in 

providing some robustness to the surface preparation (in terms of moisture content) of the precast 

(or existing) concrete elements since prewetted LWA also may serve as additional reservoirs if 

water is drawn from the grout into the substrate.

Mixture Proportioning with IC

The fine LWA used in this study consisted of rotary kiln expanded shale with a specific (dry) 

gravity of 1.56 and a 24-h water absorption of 16.95 percent by dry mass. The initial idea was to 

use the equation that Bentz et al. formulated based on the chemical shrinkage occurring in the 

sample (see figure 3).(26) However, as previously mentioned, Cf, CS, and max (as shown in figure 

3) cannot be estimated unless the reactive content of the solid is known. Petrography was used to 

facilitate estimation of the reactive content. This technique uses a polarized light microscope to 

differentiate between crystalline and amorphous materials. In addition, cementitious materials 

have sufficient differences in their raw feeds, burning temperatures, mineral phases, and 

microstructure that it is possible to differentiate them, thus identifying particles such as cement, 

fly ash, and slag.

Two of the cementitious grouts were engaged within the IC portion of the study, namely G2 and 

G4. The petrographic analysis demonstrated that the cementitious contents were approximately 

35 and 30 percent by mass, respectively. With this information and the known water contents, 

the theoretical w/b for each of the grouts could be calculated, resulting in w/b equaling 0.56 and 

0.49 for G2 and G4, respectively. Consequently, max in figure 3 could be considered to be 1 

because the w/b in both cases was above 0.42.

(42)

Likewise, chemical shrinkage of the two grouts was measured according to ASTM C1608, and 

the results were normalized by the amount of reactive material of each of the grouts.(27) The 

infinite chemical shrinkage could be then evaluated by plotting the chemical shrinkage over the 

inverse of the time, resulting in values of 1.99 and 2.15 fl oz/lb (0.13 and 0.14 mL water/g)

binder for G2 and G4, respectively. (See chapter 4 of this report.) These values are high 

compared with plain cement (0.98 fl oz/lb (0.064 mL water/g), which is an indication of the 

presence of other cementitious materials that typically have higher values of chemical 

shrinkage.(38) Note that while petrographic images showed fly ash and slag particles, scanning 

electron microscope (SEM) images confirmed the presence of silica fume in both grouts. Figure 

15 provides petrographic and SEM images that show fly ash, slag, and silica fume particles.

α

α
25

Figure 15. Photo. Images taken in G4 dry samples: cross-polarized light thin section 

micrograph with yellow arrows showing non-reactive sand particles (top left); planepolarized light of the same thin section micrograph with red and green arrows showing 

cement and fly-ash particles, respectively (top right); SEM image with orange arrow 

showing a silica fume particle (bottom left); and energy-dispersive X-ray spectroscopic

analysis confirming the siliceous nature of the silica fume particle (bottom right).

An appropriate IC design is crucial from the viewpoint of durability. In an overdosed system, if 

some LWAs remain filled with water, it may have detrimental effects from a freeze/thaw 

perspective. In this study, prewetted LWA were added to the base grout formulation at a mass 

calculated using figure 3 for each of the grouts. It is recognized that this addition of LWA will 

change the paste content of the formulation with respect to the total volume, thus having an 

influence on the shrinkage performance. However, it is determined to be a reasonable path given 

the lack of knowledge of the proprietary grout constituents. Table 3 shows the mixture 

proportions of G2 and G4 including IC.
26

Table 3. Mixture proportions of the internally cured cement-based grouts.

Component

Mixture Proportions, kg

G2 - 0.17 - IC G4 - 0.17 - IC

Solid 25.0 24.9

LWA 5.8 7.2

Mixing watera 5.2 5.5

Note: Mass of the solids corresponds to the mass of one bag.

a

Total water including w/s mixing water and water that is absorbed by LWA.

1 lb = 0.45 kg.
27

CHAPTER 4. RESULTS AND DISCUSSION

INTRODUCTION

This chapter presents all the results obtained during the execution of the research project. The 

results are presented in three sections: (1) workability and strength, (2) dimensional stability, and 

(3) IC. The first section shows that all the grout-type materials selected for this study had similar 

initial flow along with sufficient early strength, as required for grout-type materials. (As 

previously mentioned, the grouts were intended to be used in the same type of application:

connections between prefabricated concrete elements. Thus, the comparative criterion chosen 

was to have similar initial workability.) The second section is the main focus of this research and 

includes results on dimensional stability. While some of these results were collected using tests 

required by the specification for grouts (i.e., ASTM C1107), other results were obtained from 

additional standardized tests in order to more fully characterize dimensional stability.(1) The 

appropriateness of using these different tests is also discussed in this section. Finally, the third 

section presents the strength and dimensional stability results obtained for the internally cured 

cement-based grouts.

Note that all test methods used in this study are intended for use with cementitious materials. 

Therefore, some of the materials are not necessarily suitable for these test methods. This 

limitation will be further discussed in this chapter. Also, note that the exact formulation or 

composition of grout-type materials is typically unknown to the end-user because they are 

proprietary materials. As such, it can be challenging to develop causal relationships between the 

materials and their performance in terms of workability, reactivity, strength, and volume change.

WORKABILITY AND COMPRESSIVE STRENGTH

The initial grouts’ consistency (or workability), final set time, air content, and unit weight are

summarized in table 4. The flow measurements were taken 7 and 15 min after the solid-water 

first contact except for G5 and M1, in which cases the flow was taken at 3 and 7 min due to final 

setting time limitations, and U3, which was only measured at 15 min. In all cases, except for the 

G5 grout, the material consistency at 7 min was within the plastic consistency range described in 

ASTM C1107, which is between 100 and 125 percent of the original base diameter of the mold 

used in the flow table test.(1) The flow of the epoxy grouts could not be measured due to the 

“sticky” nature of the material, which made it difficult to lift the mold without disturbing the 

material. The fact that all grouts had similar initial consistency is indicative of the possibility of 

using these materials in the same type of application (i.e., connections between prefabricated 

concrete elements). However, the consistency was not within the above mentioned range for 

some of the grouts at 15 min. The degree of workability loss is normally related to the type of 

chemical admixtures used in the material. Since the formulation in most of the materials is 

unknown, it is difficult to make conclusions in this regard. The 7-min flow for the U3 material 

could not be measured due to mixing time requirements; in any case, it exceeded the upper 

threshold of 125 percent at 15 min.
28

Table 4. Flow measurements using ASTM C1437 methods, set time, fresh air content, and 

unit weight.(32)

Grout

Number 

of 

Drops

Flow at

7 min,

Percenta

Flow at 

15 min,

Percent

Final

Time of Set, 

h(35)

Air Content,

Percent(33)

Unit Weight,

lb/ft3(34)

G1 - 0.18 5 117 84 6.8 5.1 0.129

G2 - 0.17 5 110 91 6.8 3.6 0.153

G3 - 0.16 5 112 106 7.7 3.4 0.139

G4 - 0.17 5 111 100 10.3 12.0 0.122

G5 - 0.19b 5 80 70 0.3 3.1 0.134

E1 - high flow c c c 1.4 4.4 0.135

E2 - high flow c c c 3.5 8.5 0.130

F1 - 0.08 5 101 109 0.7 4.6 0.146

M1 - 0.08b 5 115 75 0.4 6.9 0.135

M2 - 0.18 5 > 125 d 0.3 d d

U3 - 0.18 5 e >125 6.9 3.2 0.160

1 lb/ft3 = 16.02 kg/m3

a

Flow slightly changes depending on mixer used. b

Flow was measured at 3 and 7 min due to final setting time limitations. c

Material sticks in mold. Test cannot be performed. d

Not measured due to final setting time limitations. e

Flow was measured only at 15 min due to mixing time requirements.

It is interesting to note how the workability of the F1 grout increased from 7 to 15 min when

considering the fast-setting behavior that developed. (Final set was achieved at 45 min.) 

Although not reported by flow values, E2 was slightly more flowable than E1. Both grouts also 

showed short setting times, similar to G5, F1, M1, and M2 (less than 4 h). All of these grouts 

were designed to be fast-setting repair materials. The kinetics of the chemical reactions of these 

(repair) materials may have been different from that of the cement-based grouts. For instance, G5 

may have been a calcium sulfoaluminate cement-based grout, F1 appeared to be a high-calcium 

fly-ash-based material, M1 and M2 were polymer-modified cementitious material (i.e., 

magnesium phosphate), and E1 and E2 were epoxy-resinous materials. The other grouts showed

final set times in the range of 6 to 10 h, as typically observed in fast-setting cement-based 

materials. Air content ranged from low values (3.1 percent) up to high values (12.0 percent). 

Unit weight values correlated to the measured air content in that high air content corresponded to 

low unit weight.

The strength obtained for the grouts included in this research study are presented in table 5. In 

addition, the compressive strength required by ASTM C1107 is shown in table 6.

(1) Despite the 

fact that the other materials used in this research are not grouts per se (they are either repair 

materials or UHPC), they were tested according to the abovementioned ASTM specification due 

to their similar performance. As shown in table 5, all the grouts complied with the minimum 

strength requirements at all ages, except for the M2 grout that did not achieve the strength 

required at 28 d. Particular attention is given to U3, depicting strength values that considerably 

exceeded the minimum requirements. This is normal because this type of material is designed to 

exhibit exceptional mechanical and durability properties. While G5, E1, E2, F1, M1, and M2

developed strength within the first 8 h (which is consistent with the rapid setting times 
29

previously reported), a slower strength development was observed in the other cement-based 

grouts (G1 through G4), but still it was enough to exceed the minimum strength required at each 

age.

Table 5. Compressive strength results for grout cubes.

Grout Average Compressive Strength, psi

4 h 8 h 1 d 3 d 7 d 28 d

G1 - 0.18 a a 3,713 (62)b 5961 (128) 6,541 (141) 7,281 (335)

G2 - 0.17 a a 5,018 (109) 7,150 (222) 8,833 (15) 9,805 (219)

G3 - 0.16 a a 4,424 (120) 7,092 (321) 7,600 (170) 9,805 (290) 

G4 - 0.17 a a 2,408 (75) 3,800 (110) 5,149 (25) 6,338 (60)

G5 - 0.19 6,991 (238) 7,556 (255) 8,224 (409) 10,153 (205) 11,008 (203) 10,428 (94)

E1 - high 

flow

696 (71) 5,424 (215) 10,283 (67) 10,051 (157) 11,095 (231) 11,168 (486)

E2 - high 

flow a 1,224 (20) 8,137 (210) 10,660 (46) 11,197 (55) 13,547 (474)

F1 - 0.08 4,496 (30) 5,018 (197) 5,062 (152) 6,382 (128) 8,006 (149) 8,137 (55)

M1 - 0.08 4,641 (297) 4,525 (59) 6,237 (307) 6,512 (277) 6,411 (180) 7,817 (341)

M2 - 0.18 3,960 (86) 4,322 (126) 4,670 (197) 4,946 (97) 4,485 (43) 4,767 (207)

U3 - 0.18 93 (17) 734 (23) 13,510 (41) 18,811 (500) 19,159 (231) 24,714 (131)

1 psi = 0.007 MPa

a

Material had not set yet or it was still too weak to be tested. b

Numbers in parentheses indicate one standard deviation in psi as determined for three replicate specimens tested at 

each age.

Table 6. Minimum compressive strength for 2-inch (51-mm) cubes according to

ASTM C1107.(1)

Testing Age (d) Compressive Strength, psi

1 1,000

3 2,500

7 3,500

28 5,000

1 psi = 0.007 MPa

Discussion of the Results

A detailed material characterization is needed to better understand the workability and strength 

development results. As previously mentioned, the degree of workability loss is normally related 

to the type of chemical admixtures used in the material. On the other hand, strength gain, at least 

for the cement-based grouts and the UHPC (G1, G2, G3, G4, and U3), directly depends on the 

raw material composition, reactivity, fineness, capillary porosity (i.e., initial water content), and 

the degree of hydration achieved (0 to 1). The degree of hydration was expected to be close to 1, 

at least for the cement-based grouts, since the w/b is likely high when considering the binder 

content of each grout (as already explained in the Mixture Proportioning with IC section in 

chapter 3). G5 was also a cement-based grout; however, a fast-set cement type (e.g., calcium 

sulfoaluminate) is suspected to have been included due to the high strength development after a 

few hours of hydration. Therefore, the strength development in G5 is mainly driven by the 
30

reactivity of the material. Similar reasons might be given to explain the early strength achieved 

in the other type of materials (E1, E2, F1, M1, and M2). The kinetics of the chemical reactions in 

these materials is different from that of cement-based grouts. E1 and E2 are two-component,

epoxy-based materials in which a chemical reaction occurs when the resin (component A) is 

mixed with the hardener (component B) to form polymers; thus, the reactivity depends on the 

type of polymerization. M1 and M2 are magnesium phosphate-based materials where magnesia 

and phosphate react with water to form magnesium phosphate to provide strength. Finally, F1 

appears to be a high-calcium fly-ash-based material with some kind of polymerization (i.e., 

activation), which also depends on the type of polymers that form in the system.

DIMENSIONAL STABILITY

Grouts Reactivity

Typically, chemical reactions occurring in grout-type construction materials result in volume 

changes of the materials. This means that the evaluation of the extent and rate of reaction would 

be indicative of the amount of volume change occurring in the system. Since most of these 

reactions are exothermic, this can be done by measuring the heat that is released when the solids

react with the mixing water. However, heat being released is only indicative of the reaction 

occurring in the system. In order to evaluate whether this reaction implies expansion or 

contraction of the material, it would be necessary to use other (chemical) tests. This was not done 

in this research. Thus, the reactivity results included in this report only provide important 

contextual information of the timing of key reactions taking place.

The heat release was measured using an isothermal calorimeter. The results are shown in 

figure 16 (note different scale in the X-Y axis of both plots). The results were normalized by the 

initial porosity of the mixes (i.e., ounces (milliliters) of mixing water), which is common practice 

when comparing different materials with different water contents, as in this case. As observed in

figure 16, the cementitious grouts G1, G2, G3, and G4 as well as the U3 depicted calorimetry 

curves typical from cementitious materials (i.e., with two differentiable peaks, one that is 

indicative of silicates reaction, and the other one that is indicative of aluminates reaction). The 

main (first) peak times in these materials ranged from 8 to 12 h. M1 and M2 also showed

two differentiable peaks, but they occurred much faster than in the cementitious grouts (within 

the first hour). In addition, the magnitude of these peaks was much larger than that of the 

cementitious grouts. The fast reaction seemed to be common in magnesium phosphate-based 

materials, typically used as repair materials. Both E1 and E2 only showed one main peak at 

about 2 h after mixing. Similarly, the other two repair materials (F1 and M2) only showed one 

main peak, but this occurred faster and in a larger magnitude compared with that of E1 and E2. 

The appropriateness of using isothermal calorimetry to measure the heat release in repair 

materials is questionable due to the very fast reaction as well as the very large heat values 

observed. A different approach to measure the reactivity of some of the repair materials may be 

more appropriate.
31

1 oz = 29.6 mL

Figure 16. Graph. Heat flow during the first hours of reaction: no repair materials (low 

heat) (top) and repair materials (high heat) (bottom).

0

2

4

6

8

10

12

14

16

18

20

22

24

0 4 8 12 16 20 24

Heat Flow 

(mW/mL liquid)

Time (hours)

G1-0.18

G2-0.17

G3-0.16

G4-0.17

U3-0.18

E1-Fluid

E2-Fluid

0

50

100

150

200

250

300

350

400

450

500

0 1 2 3 4

Heat Flow 

(mW/mL liquid)

Time (hours)

G5-0.19

F1-0.08

M1-0.08

M2-0.18
32

Dimensional Stability According to ASTM C1107

ASTM C1107 evaluates the dimensional stability of grouts in terms of the change in height of 

cylindrical specimens.(1) The specification establishes maximum and minimum height change 

values that can be measured using two ASTM standard specifications: (1) ASTM C827 for freshstage height changes and (2) ASTM C1090 for hardened-stage height changes.(39,40) The height 

change requirements are shown in table 7.

Table 7. Height change requirements according to ASTM C1107.(1)

Early Age Height Change Maximum 

Percent at Final Set (ASTM C827)(39)

Hardened Height Change

Maximum and Minimum Percent at 1, 3, 

14, and 28 d (ASTM C1090)(40)

+ 4.0 + 0.3

 0.0

ASTM C827

The height change results obtained at early ages (i.e., fresh stage) are presented in figure 17. The 

measurements were collected following a modified version of the ASTM C827 specification 

(figure 12 (left)).(39) The results show that none of the mixtures exceeded the 4 percent maximum 

expansion allowed by ASTM C827 (indicated by a dashed line). However, some of the grouts 

exhibited a height reduction. These include two of the cement-based grouts (G3, G5), the UHPC 

(U3), and the non-cement-based grouts (F1, E1, E2, and M1). M2 could not be tested due to 

setting time limitations. The reduction in height was less than 1 percent for all cases, except for 

G3 and E1, which exceeded this value. ASTM C1107 does not specify any height reduction 

limitation during the fresh stage (table 7).

(1) However, if it is assumed that the specification does 

not allow any reduction in height, then these grouts exhibiting height reduction would not 

comply with the standard. On the other hand, if ASTM C1107 is read to only limit the height 

increase, then all of the grouts comply with the standard. In all cases, a relatively rapid increase 

or decrease in height is observed from the beginning of the test until each of the grouts reaches 

final set (see table 4 for setting times), after which the curves transition to a plateau.
33

Note: Only one specimen was tested for each grout.

Figure 17. Graph. Change in height at early ages according to a modified version of 

ASTM C827.(39)

This test provides information about volume changes occurring between the time immediately

after mixing and that of final set. The volume changes measured include: expansion (e.g., 

expansive agents and thermal), chemical and autogenous shrinkage (which before set have 

similar values), surface settlement, plastic shrinkage due to drying of the specimen from the top 

surface, and some error given by the settlement of the ball on the top surface of the sample.(44)

Due to the presence of all these parameters, the measurements are primarily useful for 

comparative purposes.

ASTM C1090

Table 8 shows the height change results obtained during the hardened stage, according to 

ASTM C1090.(40) In a general sense, it is not possible to quantitatively compare the results 

obtained during the first 24 h with those in figure 17 (fresh stage) since the curing conditions are 

different. In the C1090 case, the specimens were sealed in a plastic bag throughout the test 

duration; therefore, the parameters that can be considered in this test are chemical and 

autogenous shrinkage and surface settlement. In other words, the change in height does not 

include the effects of drying. As with the early height change test, the results are merely 

comparative.

-3

-2

-1

0

1

2

3

4

5

0 6 12 18 24

Height Change (%)

Time (hours)

G1 - 0.18 G2 - 0.17

G3 - 0.16 G4 - 0.17

G5 - 0.19 E1 - Fluid

E2 - Fluid F1 - 0.08

M1 - 0.08 U3 - 0.18
34

Table 8. Height change of hardened grouts via ASTM C1090 test.

(40)

Grout

Average Height Change of Hardened Grout at a 

Given Age (Percent)a

1 d 3 d 7 d 14 d 28 d

G1 - 0.18 0.0 0.0 0.0 0.0 0.0

G2 - 0.17 0.0 0.0 0.0 0.0 0.0

G3 - 0.16 -1.2 -1.2 -1.2 -1.2 -1.2

G4 - 0.17 0.0 0.0 0.0 0.0 -0.1

G5 - 0.19 -0.7 -0.7 -0.7 -0.7 -0.7

E1 - high flow -0.2 -0.2 -0.2 -0.2 -0.2

E2 - high flow -0.2 -0.2 -0.2 -0.2 -0.2

F1 - 0.08 -0.2 -0.2 -0.2 -0.2 -0.2

M1 - 0.08 -0.1 -0.1 -0.1 -0.1 -0.1

M2 - 0.18 b b b b b

U3 - 0.18 -0.4 -0.4 -0.4 -0.4 -0.4 a

Maximum and minimum expansion allowed by ASTM C1090 is 0.3 and 0.0 percent, respectively.

(40)

b

M2 could not be tested due to setting time limitations.

The results show that three of the cement-based grouts (G1, G2, and G4) did not exhibit any 

contraction or expansion throughout the test duration. It is interesting to note that these are the 

same grouts that exhibited expansion in the ASTM C827 test (see figure 17).(39) One aspect to 

point out about the ASTM C1090 test procedure is that the glass plate used to cover the top 

surface of the specimen during the first 24 h prevented the specimen from expanding.(40) The 

glass plate was held down with a plunger that was attached to a bridge. This is the reason why 

none of the grouts expanded within the first day, when expansive agents (if present) would act to 

counteract the possible shrinkage. The rest of the grouts showed a decrease in the specimen 

height, with the greatest decrease exhibited by G3. These are the same grouts that showed a 

height reduction in figure 17. M2 could not be tested due to setting time limitations. As already 

mentioned, the curing conditions of ASTM C827 and ASTM C1090 test methods are different 

(sealed versus drying); however, the same trends were observed in regards to the height increase 

or reduction.(39,40) Therefore, due to the fact that ASTM C1090 does not permit any height 

reduction, all grouts exhibiting a cumulative height reduction (i.e., G3, G5, E1, E2, F1, M1, M2,

and U3) are considered to have not met the requirements of ASTM C1107.(1)

Autogenous and Drying Deformations

As mentioned before, many of the grouts tested do not appear to comply with ASTM C1107 in 

terms of height reduction.(1) On the other hand, some of the cementitious grouts, including G1, 

G2, and G4, show either expansion or an absence of both expansion and contraction (depending 

on the test method used). Hence, a user might infer from the test method that these three 

materials do not shrink. This is very important because shrinkage may result in shrinkage 

cracking (causing the degradation of the material) and could, in the type of application studied in 

this research, also imply loss of bond to the concrete substrate. This section is focused on pure 

shrinkage deformations in both sealed (i.e., autogenous) and drying conditions, these being cases 

not considered by the ASTM C1107 standard.

(1) These curing conditions are important from the 
35

viewpoint of the materials’ application because some of the precast connections will be largely

enclosed (sealed), while others will be partially exposed to the environment (drying).

ASTM C1698

The autogenous shrinkage results measured in accordance with ASTM C1698 are presented in

figure 18.

(3) The results are expressed as a function of time, from the time of final set to 7 d of 

reaction. Some of the grouts solely exhibited shrinkage (G2, G3, and U3), others showed an 

initial expansion followed by shrinkage (G1 and G4), and others exhibited a fairly constant 

expansion at all times (F1 and M1). While E1 and E2 could not be tested due to the difficulty of 

properly consolidating the material in the corrugated tubes, G5 and M2 were not tested due to 

setting time limitations. As mentioned before, this test is designed for cementitious materials, 

typically more fluid and with longer setting times than these non-cementitious and repair 

materials type. Finally, U3 was prepared without steel fibers due to the difficulty encountered 

when attempting to insert the fiber reinforced material into the corrugated tubes. If fibers were 

added, less shrinkage deformation would be expected due to the internal restraint provided by the 

fibers.

Note: Error bars indicate one standard deviation as determined for three replicate specimens.

Figure 18. Graph. Autogenous (sealed) shrinkage as a function of time via ASTM C1698.(3)

Discussion of Results

As seen in figure 18, all of the cement-based grouts used in the study, including UHPC, show 

autogenous shrinkage at some point, which is common in cement-based materials. It is worth 

mentioning that the cement-based G1 grout also shrinks, despite showing a net positive 

-400

-200

0

200

400

0 1 2 3 4 5 6 7

Strain (μ

ε)

Time (days)

G1-0.18 G2-0.17

G3-0.16 G4-0.17

F1-0.08 M1-0.08

U3-0.18

+ = Tube Expansion 

- = Tube Shrinkage
36

deformation of about 70 after 7 d. When evaluating the risk of shrinkage cracking, the net 

difference between the maximum and minimum deformations achieved during the test should be 

considered.

(45) Typically in cement-based grouts, low w/s decreases particle spacing (and pore 

sizes), contributing to an increase of the autogenous shrinkage. However, “non-shrink” grouttype materials are usually designed to undergo autogenous expansion during the first hours of the 

hydration reaction by means of additives such as ettringite and/or gas generation.

(6) Therefore, a 

competition between autogenous shrinkage and autogenous expansion occurs. In this regard, it is 

interesting to note that some of the curves were basically flat during the first few hours after 

initial set, as in the cases of the G2 and G3 grouts, which suggests a balance between expansion 

and contraction, not an absence of both. This is a desirable attribute for these grouts, but as 

evidenced by the illusory nature of this attribute for these and other grouts, it is clear that 

maintaining dimensional stability during setting and curing is a challenge. In the case of noncementitious grouts (F1 and M1), the autogenous deformation was practically constant 

throughout the test. This might be attributed to the different type of chemical reaction taking 

place in these systems. Their chemical reaction might not involve any volume reduction

(chemical shrinkage) at all. In the case of F1, the expansion observed might be attributed to some 

thermal effects associated to the reactions.

Special interest is given to the reason why some of the cement-based grouts expanded. As 

mentioned before, the first expansion and subsequent shrinkage might be due to expansive 

reactions such as the formation of ettringite (and, in lesser degree, to small thermal effects). 

Then, when the ettringite is later converted to monosulfate or monocarbonate phases, the stress 

producing the expansion might be released, and the specimen would shrink back toward its 

former state. This has been confirmed with SEM images as shown in figure 19. Additional 

autogenous shrinkage tests were being performed during the preparation of this report where 

some (inert) limestone particles were added to try to stabilize the ettringite formed at early ages 

and eliminate some of the later age autogenous shrinkage. Preliminary results show a reduction 

of the subsequent autogenous shrinkage. It is then conjectured that this shrinkage was due not to 

self-desiccation but rather to the loss of restraint as ettringite needles dissolved and were 

converted into monosulfate. While the main scope of the current research is to simply evaluate 

volume stability in grout-type materials, other research efforts are currently underway to 

facilitate a better characterization of the grouts so that the shrinkage results can be further 

explained from a fundamental basis. For instance, quantitative x-ray diffraction over time as well 

as isothermal calorimetry is being used to give some indication of what is happening chemically.

με
37

Note: conversion involved chemical shrinkage.

Figure 19. Photo. Representative SEM images of the G3 grout: predominant ettringite 

(needle-shape) phase formation in the matrix at 2 d of hydration.

Long-Term Sealed and Drying Deformations (ASTM C157)

Long-term autogenous shrinkage (up to 6 mo) has been measured by means of the ASTM C157 

test method.(2) The four sides of 1- by 1- by 12-inch (25- by 25- by 305-mm) prismatic 

specimens were sealed, and the length change was monitored. The results are presented in figure 

21. Autogenous shrinkage obtained using the corrugated tubes and the (sealed) ASTM C157 test 

procedure was compared during the first 7 d, resulting in similar deformations in all cases, as 

shown in figure 20 for the G3 grout. This was also previously demonstrated by Sant et al.(44)

Therefore, sealed specimens can be used with ASTM C157 to determine long-term autogenous 

shrinkage. All the curves in figure 21 start at 1 d and have been plotted so as to initiate at the 

corresponding strain values measured with the ASTM C1698 corrugated tubes test at 1 d for 

each of the grouts.(3) The largest values of sealed shrinkage after 184 d of reaction (about 500 to 

700 ) were observed for the cementitious grouts (G2, G3, and G4). The large initial expansion 

observed in G1 helped in reducing the final shrinkage value to about 200 . The other two 

cementitious materials (G5 and U3) showed reduced shrinkage values (in the order of 300 ), 

although those were still large values considering that the materials are maintained in sealed 

conditions. These values are similar to those obtained for the epoxy-based grouts (E1 and E2). 

On the other hand, M1 showed very low values of shrinkage (about 50 ), and F1 depicted a net 

expansion (positive deformation) of about 50 throughout the test duration. M2 could not be 

tested due to setting time limitations.

με

με

με

με

με
38

Figure 20. Graph. Comparison of autogenous shrinkage results obtained using the 

ASTM C1698 corrugated tubes and the ASTM C157 sealed specimens.(3,2)

-400

-200

0

200

400

0 1 2 3 4 5 6 7

Strain (μ

ε)

Time (days)

G3-0.16 (ASTM C1698 Corrugated Tubes)

G3-0.16 (ASTM C157 specimens)

+ = Tube Expansion 

- = Tube Shrinkage
39

Note: error bars indicate one standard deviation as determined for four replicate 

specimens.

Figure 21. Graph. Long-term autogenous (sealed) shrinkage as a function of time.

Other specimens were also maintained in drying conditions at 50 ±5 percent RH to evaluate 

drying shrinkage (figure 22). Again, the curves start at 1 d and have been plotted so as to initiate 

at the corresponding strain values measured with the ASTM C1698 corrugated tubes test at 1 d 

for each of the grouts.(3) It is evident that the drying effect increased shrinkage in the 

cementitious materials (G1 through G4) by at least 1,000 . Note that y-axis scale is different 

from that in figure 21. The increase in shrinkage is also evident in the G5 grout by about 400 . 

Similarly, there was an increase in the shrinkage measured for the F1 and M1 materials with 

respect to sealed conditions. In this case, shrinkage values of about 50 and 300 were 

observed, respectively. Finally, it is interesting to note that E1, E2, and U3 showed

approximately the same amount of shrinkage as was observed in sealed conditions. M2 could not 

be tested due to setting time limitations.

-1000

-800

-600

-400

-200

0

200

0 28 56 84 112 140 168 196

Strain (μ

ε)

Time (days)

G1-0.18 G2-0.17

G3-0.16 G4-0.17

G5-0.19 E1-Fluid

E2-Fluid F1-0.08

M1-0.08 U3-0.18

με

με

με
40

Note: error bars indicate one standard deviation as determined for four replicate 

specimens.

Figure 22. Graph. Long-term drying shrinkage as a function of time.

Discussion of Results

When focusing on the cement-based grouts (G1–G4), it is interesting to note that three of them 

(G2, G3, and G4) showed a considerable amount of shrinkage (approximately 500 to 700 ) 

considering that they were cured in sealed conditions (see figure 21). The large initial expansion 

observed in G1 (see figure 18) helped in reducing most of its final shrinkage (about 

200 ). However, prior research has demonstrated that the rate of shrinkage (i.e., the slope of 

the autogenous shrinkage response) and the differential shrinkage are more critical parameters 

than the final shrinkage value when considering whether a material is prone to shrinkage 

cracking.

(46) The drying results for these cementitious grouts show that drying shrinkage was at 

least 1,000 larger than sealed shrinkage due to the additional drying effect contributing to 

shrinkage. Drying shrinkage is typically dependent on the water content (i.e., w/c or w/b). The 

higher the w/b, the larger the capillary pores, the faster they will dry out. This might be the case 

in these cement-based grouts, as the drying shrinkage values are high.

The two epoxy grouts used in this research show lower shrinkage values (100 to 400 ) 

regardless of the curing condition. The reaction that occurs in this type of grout might undergo 

very small volume changes. Similarly, the UHPC used (U3) showed considerably lower 

shrinkage in both sealed and drying conditions (about 200 ) compared with the cement-based 

grouts, despite being a cementitious material. It is interesting to note that U3 depicted larger 

autogenous shrinkage in the corrugated tube test during the first 7 d compared with the other 

cement-based grouts (see figure 18). As a reminder, the corrugated tube test was performed 

-2500

-2000

-1500

-1000

-500

0

500

0 28 56 84 112 140 168 196

Strain (μ

ε)

Time (days)

G1-0.18 G2-0.17

G3-0.16 G4-0.17

G5-0.19 E1-Fluid

E2-Fluid F1-0.08

M1-0.08 U3-0.18

με

με

με

με

με
41

without steel fibers. This is a good indication that the steel fibers typically included in the U3

mixture design contribute to eliminating some of the shrinkage taking place in the system.

As for the repair materials used (G5, F1, and M1), they showed lower shrinkage values than 

cement-based grouts and similar values to the epoxy grouts and the UHPC. Among them, G5 

seemed to have larger values of shrinkage (about 800 in drying conditions) due presumably to 

its cementitious nature. However these values are still much lower than the cement-based grouts. 

Finally, F1 and M1 did not depict any autogenous shrinkage after 6 mo, and their drying 

shrinkage values were very low (in the order of 300 ), possibly due to similar reasons as in the 

case of epoxy grouts wherein the reaction that occurs in these materials might be associated with 

very small volume changes.

Preliminary Dimensional Stability Conclusions

Based on the dimensional stability results obtained with the ASTM test methods recommended 

by ASTM C1107, the grouts selected in this study comply with this standard in terms of 

expansion.(1) However, some of the grouts showed a certain degree of height reduction that could 

presumably be referred to as shrinkage; however, the presence of other parameters 

(e.g., settlement) might lead to a misinterpretation of these results. A more fundamental approach 

must then be taken in order to understand whether this height reduction is due mainly to 

shrinkage deformations or not, and this was done by measuring pure expansion/shrinkage 

deformations as described by ASTM C1698 and by ASTM C157 in both sealed and drying 

conditions.(3,2) The results obtained in these tests show, contrary to what was previously 

mentioned, that all of the tested cementitious grouts undergo shrinkage at some point (in some 

cases, preceded by a small expansion), especially in drying conditions. This is an important 

finding because there appears to be a widely held misunderstanding of the performance of these 

“non-shrink” cementitious grouts. This misinterpretation of performance could lead to 

inappropriate expectations for the performance of these materials, particularly when used in

connections for PBEs.

On the other hand, the two epoxy grouts, along with the repair materials and UHPC used in this 

research, underwent low shrinkage in both sealed and drying conditions. The relative 

dimensional stability of these materials could provide a significant advantage when deployed in 

connections between prefabricated concrete elements.

Appropriateness of ASTM C1107 Tests Methods to Evaluate Dimensional Stability

As already mentioned, ASTM C1107 references two other ASTM test methods to evaluate 

dimensional stability in grouts.(1) These are ASTM C827 (for fresh-stage height changes) 

and ASTM C1090 (for hardened-stage height changes).(39,40) Each of these tests was observed 

to deliver results that do not provide a complete picture of the dimensional stability of the 

tested materials.

A modified version of the ASTM C827 was previously proposed and used in this research for

several reasons.(41) The original setup of this test (i.e., projector lamp, magnifying lens, and 

indicator charts) is time-consuming because of the need to manually record the increase/decrease 

in specimen height. The test also shows a clear propensity toward human error as it is difficult to 

με

με
42

clearly define the edge of the ball on the indicator charts since the shadow loses focus as the ball 

moves up or down. Another issue of using the original setup described in ASTM C827 is that the 

cylindrical specimen is not completely unrestrained.(39) As previously mentioned, there is always 

a certain degree of friction between the specimen’s sides and the inner surface of the metallic 

mold. This is why, in order to provide the lowest friction possible, an acetate sheet was used 

between the test specimen and the mold. Although not shown in this report, specimens were also 

prepared without the acetate sheet, with results showing slightly smaller height changes (increase 

or decrease), due to a slight increase in the degree of restraint. Thermal effects (normally 

expansion) could also be assessed by measuring the temperature of the test specimen throughout 

the test. 

As for ASTM C1090, this test method has the previously mentioned shortcoming of not allowing 

the specimens to expand during the first hours of the material’s properties development due to 

the presence of the glass plate.(40) Another issue is that it is sometimes difficult to remove the 

glass plate from the top surface of the specimen, especially when using grout-type materials as 

opposed to cement-based materials (e.g., epoxy-resinous). This problem can be resolved by using 

a piece of acetate sheet in between the glass plate and the top surface of the specimen. It is also 

recommended to use acetate sheet to reduce most of the friction (i.e., restraint) between the 

specimen and the mold.

Common shortcomings for both of these test methods include the consideration of the

simultaneous occurrence of several parameters (expansion, chemical and autogenous shrinkage, 

surface settlement, plastic shrinkage, etc.). Due to the presence of all these parameters, the 

measurements are more useful for comparative purposes but are less useful for quantitative 

assessment of shrinkage or expansion propensity. In addition, none of these test methods assess 

drying shrinkage, which has been shown to be a major component of the overall shrinkage. 

While ASTM C1090 is executed in sealed conditions, ASTM C827 only allows for a small 

exposed surface area and thus a reduced drying shrinkage component.(40,39) Finally, both 

standards could benefit from increased clarity in their definition of shrinkage and expansion 

limits within particular timeframes. For instance, in the case of using the ASTM C827 test 

method, a mixture could expand more than 4 percent during its fresh stage and return to a value 

below 4 percent before reaching final set, thus apparently still meeting the standard.

(39)

IC TECHNOLOGY

Chemical Shrinkage for IC Design

Because all cementitious grouts used in this research showed shrinkage, it was decided that 

two of them could be modified so that IC was included. This was done using prewetted LWAs at 

a dosage calculated using the equation in figure 3. As already mentioned, grouts are sometimes

extended with normal weight aggregates, commonly for castings with dimensions of 6 inches

(152.4 mm) or more. IC can be thought of as an extension of the grouts using prewetted LWA

rather than normal weight aggregate. The idea behind using IC is to improve dimensional 

stability by reducing shrinkage, especially during the first days when the tensile strength of the 

material is still low. One of the terms needed for using figure 3 is the chemical shrinkage of the 

reactive fraction of the solid of each grout. Therefore, chemical shrinkage measurements for two 

of the cement-based grouts are presented in figure 23. The chemical shrinkage results are 
43

typically normalized by grams of binder (reactive material). As observed, both grouts provided

the same amount of chemical shrinkage after 28 d of measurements. However, it is evident that 

G4 showed a higher rate of chemical shrinkage during the latter half of the timeframe, as

indicated by the slope of the curve. This might be due to the estimated larger amount of reactive 

material in this grout as compared with that of G2 (see Mixture Proportioning with IC section in 

chapter 3). This is in agreement with the petrographic analysis in which the amount of measured 

reactive material of G2 and G4 was approximately 30 and 35 percent, respectively. By plotting 

the chemical shrinkage results as a function of the inverse of the time, it is possible to estimate 

the infinite chemical shrinkage needed for figure 3. This was done, and values of 1.99 and 

2.15 fl oz/lb (0.13 and 0.14 mL/g) binder were obtained for G2 and G4, respectively, which 

again is in agreement with the larger amount of reactive material present in G4 based on the 

petrographic analysis. In other words, the G4 grout needs more prewetted LWA due to the larger 

infinite chemical shrinkage compared with G2 (see table 3).

1 fl oz/lb = 0.065 mL/g

Note: error bars indicate one standard deviation of three replicate specimens.

Figure 23. Graph. Chemical shrinkage as a function of time of two of the 

cement-based grouts.

Autogenous and Drying Deformations with IC

Both autogenous and drying shrinkage were measured in the two cement-based grouts where IC 

was included. The results are shown in figure 24 (autogenous shrinkage via corrugated tubes 

test) and figure 25 (long-term autogenous and drying shrinkage).

0

0.02

0.04

0.06

0.08

0.1

0.12

0.14

0.16

0 7 14 21 28 35

Chemical Shrinkage (mL/g binder)

Time (days)

G2-0.17

G4-0.17
44

When IC was added, the autogenous shrinkage component was removed, and the “true” 

expansive nature of the binder was revealed, as shown in figure 24. Long-term results are 

presented in figure 25. Again, the curves start at 1 d and have been zeroed to the corresponding 

strain measured with the corrugated tubes test at 1 d for each of the grouts. As can be observed, 

IC totally eliminates autogenous shrinkage during the first days of hydration reaction, resulting 

instead in a small autogenous expansion, perhaps due to ettringite formation and/or swelling of 

the cement hydration products due to water absorption. Less drying shrinkage is also observed 

despite their higher overall water content and greater mass loss during drying. The partial 

reduction would presumably correspond to two different reasons: (1) mitigation of autogenous 

(or internal) drying, and (2) extension in the time it takes to reach equilibrium with the local 

drying environment, because it may take longer to empty out the same-sized pores in the system 

with IC versus the system without IC.

Note: error bars indicate one standard deviation as determined for three replicate 

specimens.

Figure 24. Graph. Effect of IC on the autogenous shrinkage.

-400

-200

0

200

400

0 1 2 3 4 5 6 7

Strain (μ

ε)

Time (days)

G2-0.17 G4-0.17

G2-0.17-IC G4-0.17-IC

+ = Tube Expansion 

- = Tube Shrinkage
45

Note: error bars indicate one standard deviation as determined for four replicate 

specimens.

Figure 25. Graph. Effect of IC on the long-term autogenous (sealed) shrinkage (top) and 

long-term drying shrinkage (bottom) as a function of time.

-2500

-2000

-1500

-1000

-500

0

500

0 28 56 84 112 140 168 196

Strain (μ

ε)

Time (days)

G2-0.17 G4-0.17

G2-0.17-IC G4-0.17-IC

-2500

-2000

-1500

-1000

-500

0

500

0 28 56 84 112 140 168 196

Strain (μ

ε)

Time (days)

G2-0.17 G4-0.17

G2-0.17-IC G4-0.17-IC
46

Compressive Strength with IC

The inclusion of prewetted LWA to provide IC was not expected to reduce the strength 

development of the grouts. In fact, other research has reported increases in the strength 

development at later ages, presumably due to an increase in the degree of hydration as well as the 

formation of a finer microstructure.

(23) The effect that IC has on the strength development of the 

grouts used in this study is presented in table 9. IC clearly increases the strength in the G2 grout 

and maintains it in the case of G4. The reason for the different strength development of the 

two internally cured grouts is not clear because they are proprietary materials with unknown 

formulations. Normally, IC would increase the degree of hydration of the system; however, this 

parameter was not measured. Nevertheless, these two grouts have shown enough early strength 

with or without IC so that the strength requirements in ASTM C1107 are fulfilled.(1)

Table 9. Effect of IC on the compressive strength.

Grout Average Compressive Strength, psi

1 d 3 d 7 d 28 d

G2 - 0.17 5,018 (110)a 7,150 (220) 8,833 (10) 9,805 (220)

G2 - 0.17 - IC 4,540 (51) 7,469 (41) 10,182 (141) 13,010 (511)

G4 - 0.17 2,408 (51) 3,800 (110) 5,149 (30) 6,338 (59)

G4 - 0.17 - IC 2,016 (20) 3,989 (30) 4,902 (351) 5,961 (231)

1 psi = 0.007 MPa

a

Numbers in parentheses indicate one standard deviation in psi as determined for three replicate specimens 

tested at each age.

Additional Cost to Include IC

Besides reducing the autogenous and drying shrinkage, IC can also bring cost benefits because 

the cost per yielded volume of LWA is less than the cost per yielded volume of grout (solid 

fraction).2 The mix designs for the IC grouts are provided in table 3. As shown in the table, these 

two grouts yield approximately 20 percent more volume when extended with the prewetted 

lightweight fine aggregate to promote IC. In other words, when extending a grout with LWA to 

yield 1 yd3 (0.76 m3) of material, the amount of solid grout needed is reduced, thus decreasing 

the overall material unit cost. Reduction in the cost per (internally cured) grout yielded volume 

has been estimated at about 20 to 25 percent for the grouts used in this research study. This cost 

reduction does not consider deployment costs.

 

 2Bulk unit cost of the LWA used in this study is approximately $60/T.
47

CHAPTER 5. CONCLUSIONS AND RECOMMENDATIONS

SUMMARY

The research presented in this report focuses on addressing performance concerns related to 

dimensional stability (primarily early age shrinkage) of commonly used grouts. Some grouts, 

many of which are classified as “non-shrink grouts,” have been observed to display significant 

dimensional instability when deployed in connection details during bridge construction projects. 

ASTM C1107, the test method commonly used to assess the dimensional stability of these 

grouts, has been observed to deliver an incomplete picture of the overall performance.

(1) This 

research demonstrates the types of performance that can be expected from these types of grouts, 

the shortcomings of the commonly used test methods, and alternative test methods that may 

better demonstrate real-world performance.

The general approach followed in this research was to first evaluate the dimensional stability of 

11 commercially available grout-type materials following the guidelines described in the 

ASTM C1107 test method.(1) After an initial evaluation, it was observed that the tests methods 

used for evaluating dimensional stability described in this standard specification consider several

parameters simultaneously (e.g., thermal expansion, chemical expansion, chemical shrinkage, 

autogenous shrinkage, plastic shrinkage, settlement, etc.), thus providing a qualitative approach 

that is only useful for comparative purposes. To more completely assess this variety of 

parameters, volume changes must be assessed from a fundamental point of view, measuring pure 

expansion/shrinkage deformations over time. As such, additional tests to evaluate the 

dimensional stability of the grouts were used (e.g., ASTM C157 and ASTM C1698).(2,3) Finally, 

given the fact that these grouts commonly exhibit shrinkage, this research also included 

additional tests focused on the partial shrinkage mitigation by including IC in some of the 

cement-based grouts.

CONCLUSIONS AND RECOMMENDATIONS

Based on the results obtained, the following conclusions can be drawn:

• Most of the cement-based grouts evaluated in this research (G1–G4) seemed to perform 

well in terms of dimensional stability when tested in accordance with ASTM C1107.(1)

However, separate testing to assess autogenous and drying deformations (shrinkage and 

expansion) show that behaviors not captured by the test method can result in a lack of 

dimensional stability. These grouts tended to undergo expansion during the first day or 

two, followed by shrinkage, especially in drying conditions. It has been demonstrated that 

this expansion is typically dominated by the formation of ettringite phases. The 

subsequent shrinkage is due mainly to the conversion of the ettringite phase into 

monosulfate or monocarbonate phases, a reaction that involves chemical shrinkage. Part 

of the expansive behavior of some of these grouts is also attributed to the formation of 

gas within the matrix. Given that ASTM C1107 is a standard for defining nonshrink 

grouts, it is relevant to raise awareness of the specific types of shrinkage and expansion 

that are captured by the standard.

(1)
48

• In general terms, the other types of tested materials, including epoxy, magnesium 

phosphate, and fly-ash-based, showed improved performance compared with the 

cementitious grouts based on the lower autogenous and drying deformations obtained. 

These are G5, E1, E2, F1, M1, and M2. Although commonly marketed as repair 

materials, these materials can be used as grouts, according to the materials’ suppliers, due 

to their high initial flowability and early-age strength development. These materials 

barely showed shrinkage or dimensional instability, which makes them proper materials 

for applications where dimensional stability is a strong requirement. Note that limited 

results were obtained for M2 due to the very short setting times (about 5 min). Also, the 

ASTM test methods used in this research for assessing volume changes in cementitious 

grouts can present some difficulties when testing some non-cement-based grouts such as 

the ones used in this research.

• IC (through the use of prewetted LWAs) seemed to mitigate most of the autogenous 

shrinkage and reduced the drying shrinkage in the two cement-based grouts tested by 

half. This might be a good option for cementitious grouts, considering that other benefits 

might be provided (increased strength and durability, reduced transport, more compliant 

material with a lower cracking propensity, etc.). The implementation of the IC 

technology as a grout extension can be helpful not only in reducing shrinkage but also in 

improving curing conditions in some locations where conventional (external) curing is 

difficult or impossible to implement. This technology would also provide some 

robustness to the surface preparation (in terms of moisture content) of the precast (or 

existing) concrete elements because prewetted LWA may also serve as additional 

reservoirs if water is drawn from the grout into the substrate.

• Both ASTM C827 and ASTM C1090 test methods present a series of shortcomings that 

should be further considered when evaluating dimensional stability of grout-type 

materials, the main one being that both methods consider the simultaneous occurrence of 

several parameters that affect dimensional stability (e.g., surface settlement).(39,40) This 

allows for a qualitative performance comparison, rather than for a quantitative assessment 

of shrinkage and expansion propensity. The experimental details in the test also present 

shortcomings. For instance, the current version of the ASTM C827 test method is timeconsuming and prone to human error. As an alternative, a different setup was used in the 

presented research study. Other method limitations were previously described in 

the report.

• Material cost should be considered in the evaluation. While non-cement-based grouts are 

typically more expensive than cement-based grouts (up to four times more expensive, in 

some cases), they show higher strength development and fewer volume changes. Cementbased grouts are widely used due to their lower cost. If cement-based grouts are extended 

with prewetted LWA to include IC, then their initial cost could decrease while their 

performance could benefit.

The authors of the study recommend the use of modified and alternative ASTM test methods to 

better characterize the dimensional stability performance of grout-type materials. As shown in 

the study, some grout materials may seem to fulfill the volume stability requirements defined by 

the ASTM C1107 test method.(1) However, further evaluation shows a considerable amount of 
49

shrinkage in most of the grouts tested. The misinterpretation of performance could lead to an

improper use of these materials, which would have an impact in the general performance of these 

materials when used as connections for PBEs.

In addition, IC is recommended as a convenient strategy to reduce shrinkage deformations and, 

consequently, shrinkage cracking. The inclusion of IC in pre-bagged grout materials could easily 

be implemented in the field as a grout extension or even as part of the premix material. This 

would also facilitate curing operations, especially in difficult-to-access locations.

ONGOING AND FUTURE RESEARCH

The assessment of the dimensional stability is an early step in evaluating the propensity for 

shrinkage and thermal cracking of these materials. Other tests need to be performed where a 

certain degree of restraint is provided so that the material would indeed crack, thus evaluating the 

cracking resistance of the material. In this regard, the commonly known dual ring test would be a 

good candidate for evaluating the autogenous and thermal cracking capacity of these materials

because some of them (especially the repair materials) release a high amount of heat during their 

reaction that might cause not only shrinkage stresses but also thermal stresses.(47) In addition, 

other material properties that have influence on the cracking resistance should also be assessed, 

including tensile strength, elastic modulus, and tensile creep.

It is also important to mention that dimensional instability will theoretically have an influence on 

the bond performance of these materials. This is of special importance in the type of applications 

where these materials are expected to be used (i.e., connections for prefabricated concrete 

elements). Research is currently underway to investigate the correlation between dimensional

stability and bonding of grouts to precast concrete.

Finally, research is also needed to further optimize the IC design in grout-type materials. For 

instance, an overdose of prewetted LWA in the system could be detrimental from the durability 

point of view. The addition of LWA has also been observed to potentially reduce the fresh 

flowability of cement-based grouts. As an alternative, SAP might be an option worthy 

of evaluation.
50
51

APPENDIX A. MANUFACTURER REPORTED GROUT PERFORMANCE 

INFORMATION

Table 10 through table 13 summarize some of the material properties specified by the 

corresponding manufacturers. The properties shown were selected based on the relevance to this 

research study (e.g., dimensional stability, compressive strength, etc.).
52

Table 10. Cement-based grouts.

Grout Nomenclature G1 G2 G3 G4

Grout Description

Non-shrink, air 

entrained, nonmetallicNon-shrink, metallic

Non-shrink, air 

entrained, nonmetallic

Non-shrink, air 

entrained, nonmetallic

Dimensional 

Stability in 

Terms of Height 

Change 

(Percent)

Early Height 

Change(39) 0.0 to 4.0 a 0.68 0.0 to 4.0

Hardened 

Height 

Change(40)

0.0 to 0.3 0.0 to 0.08 0.0 to 0.06 0.0 to 0.3

Dimensional 

Stability in 

Terms of Length

Change 

(Percent)(2)

28 d a a a a

Compressive 

Strength, psi 

(MPa)(36)

Consistencyb Min

water

Max 

water Plasticc Flowablec Fluidc Plasticd Flowabled Min water

Max 

water

1 d 4,000 

(27.6)

2,500 

(17.3)

5,000 

(34.5)

5,000 

(34.5)

4,000 

(27.6)

4,400

(30.3)

2,400

(16.5)

5,800 

(27.6)

3,500 

(24.2)

3 d 5,500 

(38.0)

3,500 

(24.1)

7,000 

(48.3)

6,000 

(41.4)

5,000 

(34.5) a a 7,500 (51.7)

6,000 

(41.4)

7 d 6,500 

(44.8)

5,000 

(34.5)

9,000 

(62.1)

8,000 

(55.2)

7,000 

(48.3)

7,800 

(53.8)

6,400 

(44.1)

8,000 

(55.2)

6,500 

(44.8)

28 d 8,000 

(55.2)

6,500 

(44.8)

11,000 

(75.8)

10,000 

(68.9)

9,000 

(62.1)

9,000 

(62.1)

7,600 

(52.4)

10,000 

(68.9)

8,000 

(55.2) a

Not reported.

b

Strength will vary based on amount of water used to mix the pre-blended dry components (i.e., consistency). c

Consistency nomenclature based on ASTM C1107.

(1)

d

Consistency nomenclature based on New York State Department of Transportation 701-05 and 701-06.

(48,49)
53

Table 11. Repair materials.

Grout Nomenclature G5 F1a M1b M2

Grout Description Cementbased Fly ash-based Magnesium 

phosphate-based

Magnesium phosphatebased

Dimensional Stability 

in Terms of Height 

Change (Percent)

Early Height 

Change(39) c c c c

Hardened 

Height 

Change(40)

c c c c

Dimensional Stability 

in Terms of Length 

Change (Percent)(2)

28 d c < 0.020 (dry) c -0.0085 (soak)

-0.0595 (dry)

Compressive Strength, 

psi (MPa)(36)

1 h 3,300 (22.8) c c c

2 h c > 2,500 (> 17.2) c > 2,500 (> 17.2)

3 h 4,800 (33.1) c 3,000 (20.7) > 3,500 (> 24.1)

6 h c c 5,000 (34.5) c

1 d 6,500 (44.8) > 5,000 (> 34.5) 6,000 (41.4) > 4,000 (> 27.6)

3 d c c 7,000 (48.3) c

7 d c > 6,000 (> 41.4) c > 5,000 (> 34.5)

28 d 9,500 (65.5) > 7,000 (> 48.3) 8,500 (58.6) > 6,000 (> 41.4) a

Strength measured using 4-inch (101.6-mm)-diameter by 8-inch (203.2-mm)-height cylinders.(50)

b

Strength measured at a temperature of 95 oF (35 oC). c

Not reported.
54

Table 12. Epoxy-based grouts.

Grout Nomenclature E1 E2

Grout Description

Three-component, 

expansive,

non-shrink

Three-component,

expansive,

non-shrink

Dimensional 

Stability in 

Terms of Height 

Change 

(Percent)

Early Height 

Change(39) Positive expansion Positive expansion

Hardened 

Height 

Change(40)

a a

Dimensional 

Stability in 

Terms of Length 

Change 

(Percent)(2)

28 d a a

Compressive 

Strength, psi 

(MPa)(51)

Consistency Standard High flow Standard High flow

16 h 11,000 

(75.8)

10,000 

(68.9) a a

1 d 15,000 

(103.4)

14,000 

(96.5)

11,000 

(75.8)

9,000 

(62.1)

7 d 16,500 

(113.8)

16,000 

(110.3)

14,000 

(96.5)

13,000 

(89.6)

Post-cured at 

140 oF (60 oC)

17,500 

(120.7)

17,000 

(117.2)

15,500 

(106.9)

14,500 

(100.0) a

Not reported.
55

Table 13. Ultra-high performance concrete.

Grout Nomenclature U3

Grout Description Cementitious-based,

steel fiber-reinforced

Dimensional 

Stability in 

Terms of Height 

Change 

(Percent)

Early Height 

Change(39) a

Hardened Height 

Change(40) a

Dimensional 

Stability in 

Terms of Length 

Change 

(Percent)(2)

28 d a

Compressive 

Strength, ksi 

(MPa)(50)b

Temperature, 

oF (oC)

50 

(10)

73 

(23)

105 

(41)

12 h 0.5 2.0 13.0

1 d 2.5 13.0 18.5

3 d 13.0 17.0 20.5

7 d 16.5 18.0 22.0

14 d 18.0 21.5 23.0 a

Not reported.

b

Strength measured using 3-inch (76-mm)-diameter by 6-inch (152-mm)-height 

cylinders at a loading rate of 150 psi/s (1.0 MPa/s).(50)

57

ACKNOWLEDGMENTS

The authors would like to thank Daniel Balcha for his technical assistance, Dr. José Muñoz for 

collecting SEM images, and Dr. Mengesha Beyene for his assistance in the petrographic 

analysis. Special thanks go to Dale Bentz for all his valuable comments. The research that is the 

subject of this document was funded by FHWA. This support is gratefully acknowledged.
58
59

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