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Mechanical properties and durability of ultra-high-performance concrete with calcined diatomaceous earth as cement replacement

  • Muttaqin Hasan EMAIL logo , Muhammad Jamil and Taufiq Saidi
Published/Copyright: February 17, 2023
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Journal of the Mechanical Behavior of Materials
From the journal Journal of the Mechanical Behavior of Materials Volume 32 Issue 1

Abstract

Calcined diatomaceous earth (CDE) with a maximum grain size of 143 μm was used to partially replace 5 and 10% of cement in ultra-high-performance concrete (UHPC) mixtures. The other materials used in producing the concrete include Ordinary Portland Cement, iron ore powder, and river sand with maximum grain sizes 112.5, 231, and 766.2 μm, respectively. Moreover, the UHPC specimens designed with a water–cement ratio of 0.2 and a superplasticizer of 1.5% from the cement weight were tested for flow, compressive strength, flexural strength, splitting tensile strength, durability against NaCl and Na2SO4 attack, and resistance to 400, 500, and 600°C temperatures. The results showed that the use of 5 and 10% CDE to replace cement was able to increase the compressive strength, flexural strength, splitting tensile strength, the durability of UHPC against NaCl, and Na2SO4, as well as its resistance to high temperatures but reduced the mixture flow.

Keywords: ultra-high-performance concrete; calcined diatomaceous earth; strength

1 Introduction

Ultra-high-performance concrete (UHPC) is a relatively new construction material with very high strength developed in the 1990s in France [1,2,3,4]. It is possible to increase its compressive strength up to 800 MPa when steel aggregates smaller than 800 μm are used with the addition of steel fiber under pressure and heat treatment curing [1]. UHPC also has excellent durability due to the reduced pore size and number [5,6,7,8] and has also been reported to have a very low absorption capacity and permeability [9,10,11,12], which makes it more resistant to freeze–thaw cycles [12,13,14,15,16,17,18,19] and chloride penetration [11,12,20]. This concrete is denser and has relatively homogeneous particle packing, which leads to a better fatigue performance and subsequently an increase in sustainable construction [21,22]. However, its reduced porosity makes it more susceptible to fire or elevated temperatures [23,24,25,26].

The production of UHPC requires a very large quantity of cement, which exceeds 1,000 kg/m3 [27–29] or a combination of cement and silica fume with the silica fume quantity generally higher than 175 kg/m3 [27–43]. The large amount of cement consumed in UHPC production makes this concrete not an environmentally friendly construction material since cement has been reported to be one of the major contributors to the production of greenhouse gas emissions, especially CO2 [44]. A total of 5–7% of global CO2 emissions is caused by cement plants with each ton produced reported to be emitting 900 kg into the atmosphere [45]. The CO2 emissions further lead to global warming and more disastrous consequences if not controlled and reduced [46,47]. To reduce using cement quantity in UHPC, many studies have been conducted to replace partially cement with mineral additives. Some of the additives usually added include fly ash [48,49], nano-silica [32,33], silica powder or silica flour [38,39], limestone powder [50,51,52,53,54], ground granulated blast furnace slag [43,54,55,56,57], quartz powder [51,57,58], rice husk ash [59], and glass powder [60,61]. Moreover, the production process requires using a special type of sand such as quartz [28,56] or silica sands [35,36,37,38,39,40,43]. It is also important to note that the curing process is also special as indicated by steam [2,34,38,58], moist [49,56], or heat treatment [5,13,18,28,29,35,36,37,38,39,55,35,36,37,38,39,40,62] curing. This means that it has a very high production cost and its application is limited [63,64].

Diatomaceous earth is classified as a natural class N pozzolanic material [65] and also as one of the supplementary cementing materials with relatively high silica content [66,67,68]. It is also possible to increase its silicate content through the calcination process. Several studies have been conducted to replace cement with this diatomaceous earth in high-strength concrete mixtures (concrete with a compressive strength between 45 and 90 MPa) [69,70,71] but none has focused on its use in UHPC mixtures (concrete with compressive strength above 90 MPa).

This study was used to design a mixture of UHPC using local materials such as river sand (RS), iron ore powder (IOP), Ordinary Portland Cement (OPC), and calcined diatomaceous earth (CDE). The quantity of cement used was not too high and partially replaced by CDE while the production was made through normal curing to ensure that the process is simpler and cost-friendly toward achieving wider application. In addition, the replacement of partial cement with CDE reduces negative environmental impact since CO2 emitted is reduced by 78.48 tons for every 1,000 m3 of brick masonry work by using CDE as a 40% cement replacement in cement mortar production [72]. The aim of this study was, therefore, to determine the effect of partial replacement of OPC with CDE on flow, compressive strength, flexural strength, splitting tensile strength, durability against NaCl and Na2SO4 attack, and the resistance to high temperatures of UHPC.

2 Materials and methods

2.1 Materials

The materials used include OPC, calcined diatomite earth (CDE), IOP, and RS. The OPC was used as a binder while CDE was used for partial replacement of cement. The IOP was used as filler while RS was used as aggregate. Meanwhile, the OPC used is a product of PT Solusi Bangun Andalas, which has a maximum grain size of 112.5 μm, while the CDE was produced from chunks of diatomaceous earth from Aceh Besar Regency by mashing and sieving to ensure that it passes through a #200 sieve, baked at 100°C for 24 h, and calcined in a laboratory furnace at 650°C for 5 h. The maximum diameter of the CDE particles used was 143 μm. Moreover, the IOP was produced from an iron ore mine located in Aceh Besar District through mashing and sieving to have a maximum diameter of 231 μm while the RS was also sieved to have a maximum diameter of 766.2 μm. The particle size distribution of OPC, CDE, IOP, and RS was analyzed through a particle size analyzer (PSA) test using a MicroBrook 2000 L PSA test device and the results are presented in Figure 1. Meanwhile, the specific surface and specific gravity of the four materials are shown in Table 1 while the chemical composition of OPC and CDE determined using the X-ray fluorescence test is indicated in Table 2. The clean water supplied by PDAM (Local Water Company) was used for mixing while a polycarboxylate-based superplasticizer with a specific gravity of 1.06 was applied to adjust the concrete workability.

Figure 1 Particle size distribution of materials, target curve (MAAM), and grading curve of UHPC mixtures.
Figure 1

Particle size distribution of materials, target curve (MAAM), and grading curve of UHPC mixtures.

Table 1

Specific surface and specific gravity of materials

Materials Specific surface (m2/kg) Specific gravity
OPC 539.80 3.16
CDE 675.60 2.18
IOP 574.20 3.57
RS 370.00 2.65
Table 2

Chemical composition of OPC and CDE

Chemical analysis OPC (%) CDE (%)
CaO 70.34 16.34
SiO2 17.25 78.73
Al2O3 2.32 0.39
Fe2O3 4.67 2.89
MgO 2.13 1.11
SO3 2.56 0.39
K2O 0.73 0.15

2.2 Mix proportion

The mix proportion of the solid materials in the UHPC was determined using the Modified Andreasen and Andersen Model (MAAM), which involved producing a target curve for the volume of the solid material distributed in the concrete using the following equation [73,74,75,76,77,78]:

(1) P ( D ) = D q − D min q D max q − D min q ,

where P(D) is the volume fraction of solid materials with sizes smaller than D, D is the solid material particle size, D min is the minimum particle size, D max is the maximum particle size, and q is the modulus distribution. A software known as EMMA from Elkem was used to simplify the mix design process and speed up the packing density calculation process. Moreover, a q value, which is less than 0.36, is required for optimal packing density while a value of higher than 0.25 is needed for a good flow [79]. Therefore, this study set the q value at 0.35.

The proportion of each solid material in the mixture was adjusted to ensure an optimal match between the prepared mixture and the target curve. The reduction in the deviation between the target curve and the mixture made it possible to use the concrete composition. An optimum comparison was achieved by minimizing the sum of the residual squares as follows [74,75]:

(2) RSS = ∑ i = 1 n ( P mix ( D i i + 1 ) − P tar ( D i i + 1 ) ) 2 ,

where RSS is the sum of the residual squares, P mix is the mixture gradation, and P tar is the target grading according to MAAM.

The proportion of mixtures without CDE was first determined and this includes the solid materials consisting of the OPC, IOP, and RS. This was followed by the replacement of 5 and 10% of the OPC with CDE in other mixtures. This means that three UHPC mixes were used in this study and their grading curves presented in Figure 1 are observed to be very close to the target curve. Moreover, the quantity of water used was determined based on the water–cement ratio (w/c) of 0.2 while the superplasticizer was set at 1.5% of the cement weight. The mix proportions of the three UHPC mixtures is presented in Table 3.

Table 3

Mix proportion for 1 m3 concrete volume

Materials Weight (kg)
Replacement level (%) 0 5 10
OPC 872.00 828.40 784.80
CDE 0.00 43.60 87.20
IOP 87.20 87.20 87.20
RS 1220.80 1220.80 1220.80
Water 174.40 174.40 174.40
Superplasticizer 13.08 13.08 13.08

2.3 Preparation of specimens

The UHPC specimens were produced by mixing all the materials in a mixer using the procedure suggested by Yu et al. [74]. This involved placing all the solid materials including OPC, CDE, IOP, and RS in a mixer and stirred at low speed for 30 s as indicated in Figure 2. The process was followed by the addition of 80% of the mixing water to the mixer and stirred at low speed for 90 s after which it was stopped for 30 s. Finally, the remaining mixing water and superplasticizer were added and stirred at low speed for 180 s and later at high speed for 120 s.

Figure 2 Mixing of UHPC mixture.
Figure 2

Mixing of UHPC mixture.

The UHPC mixtures were cast into steel molds and each mixture has 85 cube specimens with 75 mm size, 10 beam specimens with 75 m × 75 mm × 350 mm dimension, and 10 cylinder specimens with 50 mm diameter and 100 mm height. The cube specimens were used for the compression test, exposure to NaCl and Na2SO4, and exposure to high temperatures. The beam specimens were used for four points bending test while the cylinder specimens were for the split tensile test. The specimen’ shape and size used in this study were based on previous studies [48,80,81]. It is important to note that five specimens were used for each test. Moreover, the molds were removed after 24 h of casting and cured in fresh water for 28 days.

2.4 Flow test

The flow tests were conducted based on the procedure in ASTM C 1437-07 [82] using the apparatus described in ASTM C 230/C 230M-08 [83]. This involved placing steel cones designed with a bottom and top diameter of 4, 2.75, and 2 in. height at the middle of the flow table. The freshly mixed concrete was then placed into the steel cone in two layers. Each layer was tamped 20 times. Moreover, the surface of the concrete mixture at the top of the cone was leveled after which the cone was lifted for the concrete mixture to flow around and the flow table was immediately vibrated 25 times in 15 s. The flow diameter of the concrete mixture was measured four times at different positions and the average value was recorded as indicated in Figure 3. The flow value was, therefore, calculated in percentage using the following equation:

(3) F v = D avg − D o D o × 100 % ,

where F v is the flow value, D avg is the average flow diameter, and D o is the inner diameter on the bottom of the steel cone.

Figure 3 Flow test.
Figure 3

Flow test.

2.5 Mechanical properties test

The mechanical properties of the UHPC were tested when the specimens were 7 and 28 days old. The process involved removing the specimens from the bath and wiped with a cloth to dry a day before the test. The compressive strength was determined by placing the specimen between two plates of the compression test machine and a compressive load was applied up to the moment the specimen was failed as shown in Figure 4. The flexural strength was evaluated using the four-point bending test and this involved subjecting a beam placed on two supports at a span of 300 mm to two equal loads, which are at 75 mm from each support up to the period the specimen was crushed as shown in Figure 5. Meanwhile, the splitting tensile strength test was conducted by laying down the cylinder specimens on the plate of the testing machine and a load was applied from the top up to the moment the specimen was crushed as shown in Figure 6.

Figure 4 Compression test.
Figure 4

Compression test.

Figure 5 Four-point bending test.
Figure 5

Four-point bending test.

Figure 6 Splitting tensile test.
Figure 6

Splitting tensile test.

2.6 Exposure to NaCl and Na2SO4 solutions

The UHPC specimens were exposed to NaCl and Na2SO4 to determine their durability against the attack of these chemicals. The test was conducted separately on 28-day-old cube specimens. The specimens used were removed from the water curing the day before the test, wiped till they dry, and left at room temperature for 24 h. Moreover, the specimens were weighed before exposure to determine their mass using a digital scale and also tested for compressive strength. The process involved immersing the specimens separately in 10% NaCl and 10% Na2SO4 solutions, respectively, as shown in Figure 7 with the vessel being in a closed state during the process. It is important to note that a total of 30 cube specimens were used for each mixture with five specimens removed after 1, 2, 5, 7, 9, and 12 months of immersion for visual observation, mass weighing, and compressive strength test.

Figure 7 The specimens exposed to NaCl and Na2SO4 solution.
Figure 7

The specimens exposed to NaCl and Na2SO4 solution.

2.7 Exposure to high temperatures

The specimens were also exposed to high temperatures to determine the resistance of UHPC to heat. The test was also conducted after the specimens were 28 days old. The specimens used were removed from the water curing the day before the test, wiped till they dry, and left at room temperature for 24 h. Their mass and compressive strength were also determined after which they were inserted into a laboratory furnace as shown in Figure 8 and exposed to temperatures of 400, 500, and 600°C for 5 h, respectively. This was followed by the removal of each of the specimens from the furnace and allowed to room temperature for visual observation, mass weighing, and compressive strength test.

Figure 8 The exposure of the specimens in the laboratory furnace: (a) temperature set up and (b) specimens in the furnace.
Figure 8

The exposure of the specimens in the laboratory furnace: (a) temperature set up and (b) specimens in the furnace.

3 Results and discussion

3.1 Flow of UHPC

Figure 9 shows that the UHPC flow value decreased as the CDE increased but all the UHPC mixtures flow easily and compact when cast in the molds. The decrease in the flow value was associated with the water-absorbing characteristics of the CDE used to replace cement as well as the fact that the more quantity of finer particles of CDE needed a higher quantity of water to become wet when compared to the cement surface. This result was found to be in line with the findings of several previous studies [68,84].

Figure 9 Flow of UHPC.
Figure 9

Flow of UHPC.

3.2 Mechanical properties of UHPC

The mechanical properties of the UHPC including compressive, flexural, and splitting tensile strengths were tested at the age of 7 and 28 days and the results are presented in Figures 10–12. It was discovered that the use of CDE as a cement replacement at 5 and 10% levels was able to increase the strength of UHPC with the highest recorded at 10%. This was associated with the more quantity of finer particles in CDE compared to the OPC, which produced more cavities to be filled, thereby making the UHPC denser with higher strength. It was also related to the occurrence of a second reaction between silica in CDE and calcium hydroxide from the cement hydration to form calcium silicate hydrate, which also makes UHPC denser [76], thereby increasing its strength. However, this second reaction occurred at a longer age; therefore, the compressive strength of the mixture at 7 days of age was observed to be lower than the UHPC without CDE as shown in Figure 10.

Figure 10 Compressive strength of UHPC.
Figure 10

Compressive strength of UHPC.

Figure 11 Flexural strength of UHPC.
Figure 11

Flexural strength of UHPC.

Figure 12 Splitting tensile strength of UHPC.
Figure 12

Splitting tensile strength of UHPC.

3.3 The resistance of UHPC to NaCl and Na2SO4

The chemical attack of sulfates on concrete structures has the ability to degrade the quality of concrete exposed to sulfate-rich environments. Moreover, the damage of concrete caused by sulfate is due to the combination of physical and chemical attacks [85,86]. The physical attack mainly induces surface scaling of the aboveground concrete while the chemical attack generally involves chemical interactions between sulfate ions and cement paste components, thereby leading to the loss of adhesion for the cement hydration products and the formation of ettringite, gypsum, and/or softening due to thaumasite formation [86]. In contrast to the complex chemistry of the sulfate attack process, chloride ion penetration is more physical through ionic bonding and reduction, which has the ability to reach the reinforcing steel if not eliminated [87]. It is important to note that the attacks caused by sulfate and chloride reduce the compressive strength of concrete. This study, therefore, examined the durability of the UHPC produced by partially replacing cement with CDE through the measurement of the mass loss and changes in compressive strength after the specimens were immersed in 10% NaCl and 10% Na2SO4 solutions.

The result for the mass loss after 12 months of immersion is presented in Figure 13a and b and it was discovered that the specimen under NaCl attack only showed mass loss after 2 months of immersion while the Na2SO4 attack caused an immediate mass loss after 1 month of immersion. The mechanism of chloride attack on concrete started with the penetration of chloride ions into concrete pore structures in the first month of immersion. During this process, the surface scaling was not induced therefore the concrete mass remained constant. No mass loss could be observed during this period as presented in Figure 13a. After the chloride ion penetrated the pore structures of concrete, the chemical reaction between chloride ion and cement-based materials is happened to produce calcium oxychloride [88]. The presence of calcium oxychloride makes concrete damage in the form of surface scaling and more internal cracking. The surface scaling reduces the mass of concrete as shown in Figure 13a after the immersion time of 2 months and more. The figures also showed that the mass lost by the UHPC with CDE is smaller than the value recorded by UHPC without CDE and the specimen with 10% replacement had the least loss. The lower mass loss of UHPC with 5% CDE compared to that of UHPC with 10% CDE at 1 month immersion time shown in Figure 13b was due to the variation in the mass loss data of UHPC with 5% CDE where two of the data have a very small mass loss, which results in the lower average value.

Figure 13 Loss of mass of UHPC after being immersed in: (a) NaCl and (b) Na2SO4 solutions.
Figure 13

Loss of mass of UHPC after being immersed in: (a) NaCl and (b) Na2SO4 solutions.

The compressive strength of the UHPC before and after 1, 2, 5, 7, 9, and 12 months of being exposed to NaCl and Na2SO4 solutions are presented in Figure 14a and b. The compressive strength ratio after exposure (f′ ci) and before exposure (f′ co) was plotted as a function of the immersion time in Figure 15 to determine the compressive strength degradation due to the impact of the exposures. The results showed that the compressive strength degradation of the UHPC with CDE was lower than the value for the UHPC without CDE and this means that the presence of CDE in UHPC was able to increase the resistance of the concrete to NaCl and Na2SO4 attacks. The effectiveness of pozzolan materials in increasing the durability of concrete against chloride and sulfate attacks has also been reported in several previous studies [89,90].

Figure 14 Compressive strength of UHPC after being immersed in: (a) NaCl and (b) Na2SO4 solutions.
Figure 14

Compressive strength of UHPC after being immersed in: (a) NaCl and (b) Na2SO4 solutions.

Figure 15 Degradation of compressive strength due to (a) NaCl and (b) Na2SO4 exposures.
Figure 15

Degradation of compressive strength due to (a) NaCl and (b) Na2SO4 exposures.

Figure 16 compares the mass loss and compressive strength degradation of UHPC with different CDE replacement levels due to NaCl and Na2SO4 attacks and the mass loss of all the UHPC mixture due to Na2SO4 attacks that was found to be greater than those for NaCl attacks starting from the beginning to the 12 months of soaking. Meanwhile, the compressive strength degradation due to NaCl attacks and Na2SO4 attacks was observed to be almost the same up to 9 months while NaCl was discovered to have a greater impact after 12 months of exposure. This shows that the reduction in concrete compressive strength due to chloride and sulfate salt attacks has no direct relationship with the loss of its mass. It was, however, discovered that the mass loss was due to the occurrence of surface scaling with the Na2SO4 attack observed to be higher than NaCl attack while compressive strength degradation was due to internal cracking.

Figure 16 Comparison of mass loss and compressive strength degradation of UHPC with CDE at (a) 0%; (b) 5%; and (c) 10% after exposure to NaCl and Na2SO4 solutions.
Figure 16

Comparison of mass loss and compressive strength degradation of UHPC with CDE at (a) 0%; (b) 5%; and (c) 10% after exposure to NaCl and Na2SO4 solutions.

The mass loss of concrete under sulfate and chloride attack is associated with the surface scaling of concrete. In real concrete structures, surface scaling reduces the section area of the structures, which results in the degradation of load-carrying capacity. Furthermore, the internal cracking of concrete in the sulfate- and chloride-rich environment causes the degradation of the compressive strength and tensile strength of concrete. The lower compressive and tensile strength and the propagation of cracks may cause the structures to collapse in their service life. The use of 10% CDE as cement replacement in the UHPC mixture tested in this study showed lower mass loss and compressive strength degradation. These results indicated that the replacement of 10% cement weight with CDE in a UHPC mixture improves the resistance of UHPC to the sulfate- and chloride-rich environments with less surface scaling and internal cracking. Therefore, concrete structures containing CDE as cement replacement at a 10% replacement level have better long-life performance and service life in an environment with rich sulfate and chloride ions.

3.4 The resistance of UHPC to high temperatures

Figure 17 shows the mass loss for the UHPC after exposure to 400, 500, and 600°C temperature, and the mass loss was found to be increasing as the temperature increased. This was associated with the vaporization of the evaporable water and a part of the bound water in the concrete by the high temperature [25]. Figure 17 also indicates that the mass loss by the UHPC with CDE was lower than for UHPC without CDE with the lowest value recorded in the specimen with 5% replacement. It is important to note that the UHPC with CDE has a denser mass with fewer cavities, thereby making its water content to be smaller, and this led to the loss of a lesser quantity of mass after exposure to high temperatures.

Figure 17 Mass loss of UHPC after being exposed to high temperatures.
Figure 17

Mass loss of UHPC after being exposed to high temperatures.

Figure 18 shows the compressive strength of UHPC before and after being exposed to 400, 500, and 600°C temperature, and the compressive strength was observed to be decreasing with the high temperatures. Moreover, the degradation graph of the compressive strength after being exposed (f′ CT) and before being exposed (f′ co) to high temperatures was plotted as a function of the temperature in Figure 19 to determine the resilience of all the mixes tested. The results showed that the use of CDE for the partial replacement of cement was able to increase the resistance of UHPC to high temperatures with the best resilience obtained at 5% replacement. Meanwhile, the compressive strength degradation recorded in this study is smaller than that recorded in some of the previous studies [25,91].

Figure 18 Compressive strength of UHPC after being exposed to high temperatures.
Figure 18

Compressive strength of UHPC after being exposed to high temperatures.

Figure 19 Degradation of compressive strength due to high-temperature exposures.
Figure 19

Degradation of compressive strength due to high-temperature exposures.

4 Conclusions

UHPC specimens were produced by replacing 5 and 10% of cement with CDE after which the flow, strengths, and durability of the specimens against NaCl and Na2SO4 attacks and high temperatures were tested. The results showed that the use of CDE as a replacement of 5 and 10% cement in the UHPC mixture was able to increase strength, durability against NaCl and Na2SO4 attacks, and high-temperature resistance of the concrete. This is further explained as follows:

  1. The use of CDE to partially replace 5 and 10% cement in the UHPC mixture increased the compressive, flexural, and splitting tensile strengths of the UHPC and the highest strength was achieved in the mixture with a 10% replacement.

  2. The flow from the UHPC was reduced due to the increasing use of CDE as a replacement for cement but the specimen with 10% replacement was observed to flow easily during casting.

  3. The use of CDE to partially replace 5 and 10% cement in the UHPC mixture was also able to increase UHPC durability against NaCl and Na2SO4 attacks. The mass loss and compressive strength degradation were discovered to be increasing as the exposure time increased. The UHPC mass loss under the Na2SO4 attack was also found to be higher than NaCl, but the strength degradation was the same except after 12 months when NaCl had higher degradation. The best durability was, however, obtained with 10% replacement.

  4. The use of CDE to partially replace 5 and 10% cement in the UHPC mixture also increased the UHPC resistance to 400, 500, and 600°C temperature. The mass loss and compressive strength degradation were observed to increase as the exposure to temperature increased but the best resilience was recorded with the 5% replacement.

Acknowledgments

This research was supported by a grant provided by the Directorate of Research and Community Service, Ministry of Research and Technology/National Research and Innovation Agency, Republic of Indonesia (contract number: 154/SP2H/LT/DPRM/2021) and Research and Community Service Center of Syiah Kuala University (contract number: 28/UN/11.2.1/PT.01.03/DPRM/2021). The authors are grateful to Mr. Azzaki Mubarak, Mr. Mahlil, and Mr. Razali for their assistance with the experimental work.

  1. Funding information: This research was funded by the Directorate of Research and Community Service, Ministry of Research and Technology/National Research and Innovation Agency, Republic of Indonesia (contract number: 154/SP2H/LT/DPRM/2021)

  2. Author contributions: All authors have accepted responsibility for the entire content of this manuscript and approved its submission.

  3. Conflict of interest: Authors state no conflict of interest.

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Received: 2022-08-22
Revised: 2022-10-19
Accepted: 2022-12-04
Published Online: 2023-02-17

© 2023 the author(s), published by De Gruyter

This work is licensed under the Creative Commons Attribution 4.0 International License.

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https://doi.org/10.1515/jmbm-2022-0272
Keywords for this article
ultra-high-performance concrete; calcined diatomaceous earth; strength
Creative Commons
BY 4.0

Articles in the same Issue

  1. Research Articles
  2. The mechanical properties of lightweight (volcanic pumice) concrete containing fibers with exposure to high temperatures
  3. Experimental investigation on the influence of partially stabilised nano-ZrO2 on the properties of prepared clay-based refractory mortar
  4. Investigation of cycloaliphatic amine-cured bisphenol-A epoxy resin under quenching treatment and the effect on its carbon fiber composite lamination strength
  5. Influence on compressive and tensile strength properties of fiber-reinforced concrete using polypropylene, jute, and coir fiber
  6. Estimation of uniaxial compressive and indirect tensile strengths of intact rock from Schmidt hammer rebound number
  7. Effect of calcined diatomaceous earth, polypropylene fiber, and glass fiber on the mechanical properties of ultra-high-performance fiber-reinforced concrete
  8. Analysis of the tensile and bending strengths of the joints of “Gigantochloa apus” bamboo composite laminated boards with epoxy resin matrix
  9. Performance analysis of subgrade in asphaltic rail track design and Indonesia’s existing ballasted track
  10. Utilization of hybrid fibers in different types of concrete and their activity
  11. Validated three-dimensional finite element modeling for static behavior of RC tapered columns
  12. Mechanical properties and durability of ultra-high-performance concrete with calcined diatomaceous earth as cement replacement
  13. Characterization of rutting resistance of warm-modified asphalt mixtures tested in a dynamic shear rheometer
  14. Microstructural characteristics and mechanical properties of rotary friction-welded dissimilar AISI 431 steel/AISI 1018 steel joints
  15. Wear performance analysis of B4C and graphene particles reinforced Al–Cu alloy based composites using Taguchi method
  16. Connective and magnetic effects in a curved wavy channel with nanoparticles under different waveforms
  17. Development of AHP-embedded Deng’s hybrid MCDM model in micro-EDM using carbon-coated electrode
  18. Characterization of wear and fatigue behavior of aluminum piston alloy using alumina nanoparticles
  19. Evaluation of mechanical properties of fiber-reinforced syntactic foam thermoset composites: A robust artificial intelligence modeling approach for improved accuracy with little datasets
  20. Assessment of the beam configuration effects on designed beam–column connection structures using FE methodology based on experimental benchmarking
  21. Influence of graphene coating in electrical discharge machining with an aluminum electrode
  22. A novel fiberglass-reinforced polyurethane elastomer as the core sandwich material of the ship–plate system
  23. Seismic monitoring of strength in stabilized foundations by P-wave reflection and downhole geophysical logging for drill borehole core
  24. Blood flow analysis in narrow channel with activation energy and nonlinear thermal radiation
  25. Investigation of machining characterization of solar material on WEDM process through response surface methodology
  26. High-temperature oxidation and hot corrosion behavior of the Inconel 738LC coating with and without Al2O3-CNTs
  27. Influence of flexoelectric effect on the bending rigidity of a Timoshenko graphene-reinforced nanorod
  28. An analysis of longitudinal residual stresses in EN AW-5083 alloy strips as a function of cold-rolling process parameters
  29. Assessment of the OTEC cold water pipe design under bending loading: A benchmarking and parametric study using finite element approach
  30. A theoretical study of mechanical source in a hygrothermoelastic medium with an overlying non-viscous fluid
  31. An atomistic study on the strain rate and temperature dependences of the plastic deformation Cu–Au core–shell nanowires: On the role of dislocations
  32. Effect of lightweight expanded clay aggregate as partial replacement of coarse aggregate on the mechanical properties of fire-exposed concrete
  33. Utilization of nanoparticles and waste materials in cement mortars
  34. Investigation of the ability of steel plate shear walls against designed cyclic loadings: Benchmarking and parametric study
  35. Effect of truck and train loading on permanent deformation and fatigue cracking behavior of asphalt concrete in flexible pavement highway and asphaltic overlayment track
  36. The impact of zirconia nanoparticles on the mechanical characteristics of 7075 aluminum alloy
  37. Investigation of the performance of integrated intelligent models to predict the roughness of Ti6Al4V end-milled surface with uncoated cutting tool
  38. Low-temperature relaxation of various samarium phosphate glasses
  39. Disposal of demolished waste as partial fine aggregate replacement in roller-compacted concrete
  40. Review Articles
  41. Assessment of eggshell-based material as a green-composite filler: Project milestones and future potential as an engineering material
  42. Effect of post-processing treatments on mechanical performance of cold spray coating – an overview
  43. Internal curing of ultra-high-performance concrete: A comprehensive overview
  44. Special Issue: Sustainability and Development in Civil Engineering - Part II
  45. Behavior of circular skirted footing on gypseous soil subjected to water infiltration
  46. Numerical analysis of slopes treated by nano-materials
  47. Soil–water characteristic curve of unsaturated collapsible soils
  48. A new sand raining technique to reconstitute large sand specimens
  49. Groundwater flow modeling and hydraulic assessment of Al-Ruhbah region, Iraq
  50. Proposing an inflatable rubber dam on the Tidal Shatt Al-Arab River, Southern Iraq
  51. Sustainable high-strength lightweight concrete with pumice stone and sugar molasses
  52. Transient response and performance of prestressed concrete deep T-beams with large web openings under impact loading
  53. Shear transfer strength estimation of concrete elements using generalized artificial neural network models
  54. Simulation and assessment of water supply network for specified districts at Najaf Governorate
  55. Comparison between cement and chemically improved sandy soil by column models using low-pressure injection laboratory setup
  56. Alteration of physicochemical properties of tap water passing through different intensities of magnetic field
  57. Numerical analysis of reinforced concrete beams subjected to impact loads
  58. The peristaltic flow for Carreau fluid through an elastic channel
  59. Efficiency of CFRP torsional strengthening technique for L-shaped spandrel reinforced concrete beams
  60. Numerical modeling of connected piled raft foundation under seismic loading in layered soils
  61. Predicting the performance of retaining structure under seismic loads by PLAXIS software
  62. Effect of surcharge load location on the behavior of cantilever retaining wall
  63. Shear strength behavior of organic soils treated with fly ash and fly ash-based geopolymer
  64. Dynamic response of a two-story steel structure subjected to earthquake excitation by using deterministic and nondeterministic approaches
  65. Nonlinear-finite-element analysis of reactive powder concrete columns subjected to eccentric compressive load
  66. An experimental study of the effect of lateral static load on cyclic response of pile group in sandy soil
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