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Publication Number: FHWA-HRT-12-064
Date: September 2012


Compression Response of a Rapid-Strengthening Ultra-High Performance Concrete Formulation

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FHWA Publication No.: FHWA-HRT-12-064

NTIS Accession No. of the report covered in this TechBrief: PB2012-112545

FHWA Contact: Ben Graybeal, HRDI-40, (202) 493-3122,

This document is a technical summary of the unpublished Federal Highway Administration (FHWA) report, Compression Response of a Rapid-Strengthening Ultra-High Performance Concrete Formulation, available through the National Technical Information Service at


Ultra-high performance concrete (UHPC) has garnered interest from the highway infrastructure community for its ability to create strong, robust, field-cast connections between prefabricated structural components. The objective of this research was to evaluate the compressive mechanical response of a rapid-strengthening UHPC formulation exposed to a range of curing conditions. The results of the research effort are provided herein.


There is a growing need for durable and resilient highway bridge construction/reconstruction systems that facilitate rapid completion of onsite activities, thus minimizing the intrusion forced on the traveling public. Modular components can provide high-quality, accelerated, and safe construction; however, offsite prefabrication of bridge components necessitates an increased reliance on the performance of field-installed connections between these components. The mechanical and durability responses of the grouts used in these connections are critical to the overall performance of the infrastructure system.

UHPC is an advanced construction material that provides new opportunities for the future of highway infrastructures. Since 2001, the Federal Highway Administration has been researching the optimal uses of UHPC in highway bridge infrastructures through its Bridge of the Future initiative. Recently, the highway sector has focused on UHPC’s use as a field-cast grout that can simultaneously afford simplified construction practices and enhanced long-term performance. One concern with UHPC-class materials has been their tendency to exhibit a dormant period after mixing and prior to the initiation of mechanical property development. The accelerated achievement of particular mechanical response benchmarks is of particular interest, as it could enable the broader use of UHPC-class materials in accelerated bridge construction projects.


Advances in concrete materials have led to the development of a new generation of cementitious materials, namely UHPC. As a class, these concretes tend to contain high cementitious materials contents, low water-cementitious materials ratios, compressive strengths above 22 ksi (150 MPa), and sustained tensile strength resulting from internal fiber reinforcement. Table 1 presents a set of material properties for a UHPC formulation similar to that investigated in this study. Further details on the mechanical and durability properties of this UHPC can be found in Material Property Characterization of Ultra-High Performance Concrete.(1) An introduction to UHPC can be found in Ultra-High Performance Concrete, and assistance with the construction of field-cast UHPC connections is provided in Construction of Field-Cast Ultra-High Performance Concrete Connections.(2, 3)

Table 1. Field-cast UHPC material properties.
Property Value
Unit weight 158 lb/ft3
(2,535 kg/m3)
Modulus of elasticity 7,500–8,500 ksi
(52–59 GPa)
Compressive strength 25–32 ksi
(170–220 MPa)
tensile strength
1.0–1.5 ksi
(7.0–10.3 MPa)
Chloride ion penetrability (ASTM C1202-12)(4) Very low
to negligible


The exceptional durability of UHPC has been well documented. Of particular importance, UHPC does not exhibit early-age microcracking that commonly occurs with conventional concrete. This feature, combined with the discontinuous pore structure in the homogeneous cementitious matrix, results in concrete with an extremely low permeability.

The tensile mechanical response of UHPC also surpasses that of conventional concrete. The discrete steel fiber reinforcement included in UHPC components allows the concrete to maintain tensile capacity beyond cracking of the cementitious matrix. The inelastic straining of the component is resisted by fiber reinforcement that bridges the tight, closely spaced cracks.

The durability and sustained tensile capacity of UHPC present opportunities to rethink common concepts in reinforced concrete structural design. For example, the tensile capacity of UHPC could eliminate the need for discrete mild steel reinforcement in some structural members, and the durability could reduce the cover required for any remaining reinforcement. Of particular interest, UHPC can significantly shorten the development length of embedded discrete steel reinforcement, can exhibit exceptional bond when cast against previously cast concrete, and can display both high and sustained levels of tensile resistance. These properties facilitate the redesign of the modular component connection, leading to simplified construction and enhanced long-term system performance.


This research project focused on the assessment of compressive mechanical response of rapid-strengthening UHPC. Eight batches of this UHPC formulation were mixed and used to cast sets of cylinders that were 3 inches (76.2 mm) in diameter and 6 inches (152.4 mm) in nominal length. The mix design included the manufacturer-supplied premix, superplasticizer, and steel fiber reinforcement, along with potable water. The steel fiber reinforcement was 0.5 inches (12.7 mm) long and 0.008 inches (0.2 mm) in diameter and was composed of straight fibers included at 2 percent by volume. The primary mix design was used for six of the batches, while the remaining two batches also included a chemical accelerator to assess its ability to accelerate the attainment of compressive mechanical response benchmarks.

Approximately 33 cylinders were cast from each batch and then cured using 1 of 3 curing regimes until testing. The curing regimes included an ambient room temperature cure, an elevated temperature cure, and a reduced temperature cure. The associated temperatures were 73, 105, and 50 °F (23, 41, and 10 °C), respectively. The test specimens were subjected to the curing condition continuously from casting until approximately 1 h before compression testing.

The tests were completed through a modified version of ASTM C39-11, “Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens,” and ASTM C469-10, “Standard Test Method for Static Modulus of Elasticity and Poisson’s Ratio of Concrete in Compression.” (5, 6) According to the ASTM C39-11 test method, the two modifications were that the load rate increased and that the axial strain was captured during the test. The specified loading rate of 35 psi/s (0.24 MPa/s) was changed to 150 psi/s (1.0 MPa/s) due to the high compressive strength of UHPC and the duration of the test, which resulted from the slower load rate. The axial strain was measured through the use of a parallel ring compressometer. This device is similar to the traditional compressometer described in ASTM C469-10, except that it holds three measurement transducers and does not use a hinge to multiply the deformations. Aside from the increased load rate, the tests completed in this study followed the alternative given in section 6.5 of ASTM C469-10, which allows for the simultaneous collection of both compressive strength and modulus of elasticity.(6)

The variables considered within this study included the effect of using a chemical accelerator and the effect of curing temperature on the compressive mechanical response. Additionally, specimens were cast from two different premix deliveries, thus allowing for assessment of the effect of premix age after blending. Batches were mixed with premix ages ranging from 2.5 to 6 months.

Performance indicators focused on the axial compressive stress and strain response of the UHPC. Compressive strength, modulus of elasticity, strain at compressive strength, and overall stress-strain response were captured and analyzed.


This study provided a clear indication of the compressive mechanical response of this UHPC formulation as influenced by a range of curing temperatures. The compressive strength gain as a function of time and curing temperature is of greatest practical interest to the everyday use of this UHPC. Figure 1 shows the compressive strength gain from 0 to 56 days after casting for the three curing conditions. Two independent batches were tested for each curing condition. An approximate response curve is shown for each curing condition. Note the clear impact that the curing temperature had on the time to strength gain initiation and on the rate of strength gain. In all cases, the strength surpassed 21.7 ksi (150 MPa) by 56 days after mixing.

This graph shows the compressive strength gain results as a function of the time after mix initiation. Days after mix initiation are on the x-axis from 0 to 56 days, and compressive strength is on the y-axis from 0 to 25 ksi (0 to 172.4 MPa). The data points obtained from the six batches are plotted, along with three curves that approximate the results from the three curing regimes at 105, 73, and 50 °F (41, 23, and 10 °C). The data are plotted continuously from day 0 through day 8, followed by the results for days 14, 28, and 56. Each curve shows a dormant stage with very little strength prior to the initiation of rapid strength gain between 0.3 and 0.8 days. The higher curing temperatures are shown to result in earlier strength gain initiation, and then the strength gain increases. For each curve, the strength rapidly increases until a compressive strength is attained between 10 and 15 ksi (69 and 103 MPa), after which, the strength gain slows. In all cases, the strength surpassed 21.7 ksi (150 MPa) 56 days after mixing.

Figure 1. Graph. Compressive strength gain results.

A relationship between the constant curing temperature and the time to start of rapid strength gain was developed. This simple relationship is provided in figure 2.

t subscript start equals 2.8

Figure 2. Equation. Relationship between curing temperature and initiation of rapid
compressive strength gain from 50 to 105 °F (10 to 41 °C).


tstart = Time of initiation of rapid strength gain in days.
T = Curing temperature in degrees Celsius.

A curve fitting analysis was conducted on the strength gain results. The result of this analysis is shown in figure 3. The strength of the UHPC can be determined based on the 28-day strength and the time after the start of mixing. Table 2 provides the appropriate curve-fitting parameters for the three curing regimes.

f prime subscript c,t equals f prime subscript c,28d times open parenthesis 1 minus e raised to the power of negative open parenthesis t minus t subscript start divided by a closed parenthesis raised to the power of b closed parenthesis.
Figure 3. Equation. Relationship between time after mix initiation and compressive
strength as a function of curing temperature.


f'c,28d = Compressive strength at 28 days (ksi).
f'c,t = Compressive strength at time t in days after mix initiation (ksi).
a = Fitting parameter in days.
b = Dimensionless fitting parameter.

Table 2. Parameters relevant to function presented in figure 3.
Curing Regime T (°C) f'c,28d (ksi) a (days) b
105 °F (41 °C) 41 24.5 0.25 0.25
73 °F (23 °C) 23 24 1.0 0.30
50 °F (10 °C) 10 22.5 4.0 0.50


The relationship between the compressive strength and the modulus of elasticity was also evaluated. Figure 4 provides the results from the six batches of UHPC at three curing temperatures. A best-fit analysis of the compressive strength results between 14 and 26 ksi (97 and 179 MPa) indicates that the equation in figure 5 provides an appropriate fit over this strength range.

This graph plots the modulus of elasticity responses from each of the test specimens in relation to the compressive strength. The x-axis shows compressive strength from 0 to 30 ksi (0 to 206.8 MPa), and the y-axis shows elastic modulus from 0 to 10,000 ksi (0 to 68.9 GPa). The six sets of data, including two from each curing condition, are presented. The best-fit curve, which was developed for the compressive strength results between 14 and 26 ksi (97 and 179 MPa) is also plotted. The data points in this range tend to cluster around the best-fit curve, while the data collected from early-age tests at compressive strengths less than 5 ksi (34 MPa) tend to fall below the curve.
Figure 4. Graph. Modulus of elasticity as a function of compressive strength.


E subscript c equals 49,000 times the square root of f prime subscript c.

Figure 5. Equation. Modulus of elasticity as a function of compressive strength between
14 and 26 ksi (97 and 179 MPa).


Ec = Modulus of elasticity in psi.
f'c = Compressive strength in psi.

The overall stress-strain response of this UHPC was also captured through this test program. Both qualitative and quantitative assessments of the development of overall compressive mechanical response were completed. Figure 6 shows two stress-strain responses obtained at each of the three curing temperature. The development of the response between 2 and 28 days after mixing is clearly displayed.

This graph illustrates the stress-strain response observed from the three different curing regimes at two different ages. Axial strain is shown on the x-axis from 0 to 0.006, and axial stress is shown on the y-axis from 0 to 30 ksi (0 to 206.9 MPa). The ages displayed are 2 and 28 days after mix initiation. For each of the curing regimes, the 28-day curve is slightly stiffer, remains closer to linear-elastic behavior longer, and achieves a higher compressive strength. The 2- and 28-day responses for the 105 °F (41 °C) curing regime reached approximately 21 and 25 ksi (145 and 172 MPa), respectively. The 2- and 28-day responses for the 73 °F (23 °C) curing regime reached approximately 16 and 24 ksi (110 and 165 MPa), respectively. The 2- and 28-day responses for the 50 °F (10 °C) curing regime reached approximately 11 and 20 ksi (76 and 138 MPa), respectively.
Figure 6. Graph. Example compressive stress-strain results.


This research project captured the compressive mechanical response of a rapid-strengthening UHPC. The conclusions of this research project are as follows:


  1. Graybeal, B. (2006). Material Property Characterization of Ultra-High Performance Concrete, Report No. FHWA-HRT-06-103, Federal Highway Administration, Washington, DC.

  2. Graybeal, B. (2011). Ultra-High Performance Concrete, Report No. FHWA-HRT-11-038, Federal Highway Administration, Washington, DC.

  3. Graybeal, B. (2012). Construction of Field-Cast Ultra-High Performance Concrete Connections, Report No. FHWA-HRT-12-038, Federal Highway Administration, Washington, DC.>

  4. ASTM C1202-12. (2010). “Standard Test Method for Electrical Indication of Concrete’s Ability to Resist Chloride Ion Penetration,” ASTM Book of Standards Volume 04.02, ASTM International, West Conshohocken, PA.

  5. ASTM C39-11. (2011). “Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens,” ASTM Book of Standards Volume 04.02, ASTM International, West Conshohocken, PA.

  6. ASTM C469-10. (2010). “Standard Test Method for Static Modulus of Elasticity and Poisson’s Ratio of Concrete in Compression,” ASTM Book of Standards Volume 04.02, ASTM International, West Conshohocken, PA.

Researchers—This study was led by Ben Graybeal at FHWA’s Turner-Fairbank Highway Research Center. For additional information, contact him at (202) 493-3122 or in the FHWA Office of Infrastructure Research and Development located at 6300 Georgetown Pike, McLean, VA, 22101-2296.

Distribution—The unpublished report covered in this TechBrief is being distributed through the National Technical Information Service at

Availability—This TechBrief may be obtained from the FHWA Product Distribution Center by email to, fax to (814) 239-2156, phone to (814) 239-1160, or online at

Key Words—Ultra-high performance concrete, UHPC, Fiber-reinforced concrete, Bridges, Accelerated construction, Durable infrastructure systems, Stress-strain, Compressive mechanical response.

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 TechBrief only because they are considered essential to the objective of the document.

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