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The effect of materials and curing system on the behavior of self-compacting geopolymer concrete

  • Maan A. Al-Bayati EMAIL logo , Mazin B. Abdulrahman , Radhwan Alzeebaree and Mohamed M. Arbili
Published/Copyright: September 6, 2022
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Journal of the Mechanical Behavior of Materials
From the journal Journal of the Mechanical Behavior of Materials Volume 31 Issue 1

Abstract

The aim of the present work was to investigate and achieve the optimum compressive strength of self-compacting geopolymer concrete (SCGC). Fly ash (FA) and ground granulated blast furnace slag (GGBFS) are used at different ratios as binder materials to produce the SCGC mixes. Alkaline solution was a mix of sodium silicate and sodium hydroxide. Three different ratios of binder materials were used to produce SCGC (0FA-100GGBFS; 50FA-50GGBFS; and 100FA-0GGBFS). The total binder weight was 500 kg/m3 within a constant alkali–binder proportion (0.5). Two curing conditions were used, at ambient environment and heat curing at 110°C for 24 h. The compressive strength and fresh properties of SCGC are evaluated. The compressive strength is utilized to demonstrate the mechanical properties of SCGC. The compressive strength is investigated at two ages (7 and 28 days). The results showed that the use of GGBFS had a negative effect on the fresh properties of SCGC. However, it has a significant impact on the mechanical behavior of the SCGC. SCGC’s early strength is heavily involved in heat curing. The compressive strength of 100% GGBFS in the ambient environment after 28 days was more than that of GGBFS cured at 110°C. The optimum eco-friendly mix is 50FA-50GGBFS.

Keywords: self-compacting geopolymer concrete; curing condition; binder materials

1 Introduction

Concrete is the most often used construction material due to the availability of raw materials and the ease of its form. However, due to the use of fossil fuels and the decarbonization of limestone, the cement industry emits significant amounts of carbon dioxide (CO2) into the environment. Furthermore, besides aluminum and steel, ordinary Portland cement (OPC) is one of the more energy-intensive materials [1,2]. As a result, the negative environmental effect of carbon dioxide, as well as the large amount of energy required, are major concerns for cement manufacturing and for the future of civilization. To solve environmental challenges, new environmentally structural resources are used as an alternative for traditional concrete [3,4]. In recent years, geopolymer has developed as an environmentally friendly alternative to traditional OPC concrete [5,6]. The significant reduction in carbon dioxide emissions, as well as the increased demand for natural resources, have increased attention in geopolymer concretes. Unlike OPC, raw material production does not require calcination, hence energy usage is minimized. The amount of CO2 emitted by geopolymer concrete (GPC) is 5–6 times less than that of OPC concrete [7,8,9].

Moreover, the use of GPC not only reduces carbon dioxide emissions significantly, but also allows by-product wastes from aluminosilicate synthesis to be utilized in the development of new construction materials [10]. Self-compacting concrete (SCC) is commonly employed in civil engineering projects, especially in prefabricated industries, high-rise structures, and buildings that reinforce congestion. The main properties of SCC except segregation and/or bleeding are passing ability, filling ability, and flowability. Self-compacting geopolymer concrete (SCGC) is a unique innovation in the concrete industry. It is a new form of concrete with geopolymer and SCC characteristics [11,12,13,14]. There has not been much research done on SCGC. As with standard SCC, further study is needed to evaluate the fresh and hardened performance of SCGC for future application.

Supplemental cementitious materials (SCM) and mineral fillers are examples of such materials. They are utilized in concrete to reduce costs while simultaneously improving the workability and the hardened state properties and are more eco-friendly materials [15,16,17,18]. Many research papers have investigated the use of fly ash (FA) and ground granulated blast furnace slag (GGBFS) as SCMs because they improved the mechanical performance of concrete, economical, and the environment-friendly green concrete [16,19]. Geopolymer, also known as alkaline concrete, is an environmentally friendly product that performs well in hardened conditions. Furthermore, it consumes less energy and emits less carbon dioxide during the manufacturing process than OPC concrete [20]. A geopolymer is a non-organic binding material that can replace OPC [21]. Instead of conventional concrete, GPC based on FA may be used, and dangerous and radioactive elements can also be absorbed and immobilized. Mechanical and long-term performance of FA-based GPC is a significant issue in the concrete industry [22]. Geopolymer raw materials such as FA, waste glass powder, phosphate sludge, and red mud have also been studied [23,24]. According to the literature [25,26], other waste materials such as granulated furnace slag and silica fumes might be utilized to replace FA in the production of GPC. FA-GPC is a common type of GPC; however, FA may be replaced by slag in the production of GPC. As a result, it is possible to conclude that more study on GPC is required. However, there is only limited research in the literature regarding the mechanical and fresh characteristics of FA/GGBFS- based SCGC. GPCs are not included in the structural design standards and applications due to a lack of understanding of the properties of their material. To develop the fresh and mechanical characteristics of SCGC, more research is required. Therefore, the aim of this study is to investigate the influence of FA/GGBFS ratios and the curing process on the performance of SCGC.

2 Methodology

2.1 Materials

FA, Type-F-based ASTM C618 [27], and GGBFS were used as binder materials. The total binder amount was 500 kg/m3 and a constant ratio of alkali/binder (0.5) were proportioned. Three different binder ratios were used in the production of SCGC (0FA-100GGBFS; 50FA-50GGBFS; and 100FA-0GGBFS). FA and GGBFS were obtained from a local supplier in Erbil, Iraq. The properties of FA and GGBFS are shown in Table 1. The fine and coarse aggregate was local sand brought from the Qara Salem area near Kirkuk City, Iraq. The maximum size of fine aggregate and coarse aggregate was 4.0 and 12 mm, respectively. Tables 2 and 3 illustrate the properties of the aggregates according to the ASTM C33 [28].

Table 1

The properties of FA and GGBFS

Components CaO SiO2 Al2O3 Fe2O3 MgO SO3 K2O Na2O LOI SG BF (m2/kg)
FA (%) 1.58 63.21 22.13 7.15 2.39 0.11 2.39 0.38 1.56 2.31 378
GGBFS (%) 33.93 35.42 12.38 1.68 9.29 0.48 3.64 0.36 1.63 2.78 580

LOI: loss on ignition; SG: specific gravity (kg/m3); BF: Blaine fineness (m2/kg).

Table 2

The sieve analysis and physical properties of fine aggregates

Sieve number (mm) No. 4 No. 8 No. 16 No. 30 No. 50 No. 200 Specific gravity Absorption
Fine aggregate 99 87 67 53 26 1 2.62 0.17%
Percent passing according to ASTM C33 95–100 80–100 50–85 25–60 5–30 0–3
Table 3

The sieve analysis and physical properties of coarse aggregates

Sieve number (mm) ½ 3/8 No. 4 No. 8 Specific gravity Absorption
Coarse aggregate 95 62 3 0 2.68 0.6%
Percent passing according to ASTM C33 90–100 40–70 0–15 0–5

The sodium silicate (Na2SiO3) and sodium hydroxide (NaOH) solutions are used as alkali activators. A local provider in Erbil, Iraq, provided the Na2SiO3 (Na2O: 13.7%, SiO2: 33%, and water: 53.3% by mass) [26]. The NaOH with 97–98% purity with a 12 molar concentration was used, which was the optimum concentration for SCGC mechanical efficiency [29]. For economic considerations, the optimal Na2SiO3/NaOH ratio was determined to be in the range of 1.5–2.5, as previously examined [29]. A polycarboxylate 3rd generation with a density of 1.096 g/cm3 was utilized as a superplasticizer to achieve high-flowability without segregation and/or bleeding [30]. Figure 1 shows the materials used in the production of SCGC mixes.

Figure 1 Materials used in the production of SCGC specimens: (a) sodium hydroxide, (b) alkaline solution, (c) superplasticizer, (d) FA, (e) GGBFS, (f) fine aggregate, and (g) coarse aggregate.
Figure 1

Materials used in the production of SCGC specimens: (a) sodium hydroxide, (b) alkaline solution, (c) superplasticizer, (d) FA, (e) GGBFS, (f) fine aggregate, and (g) coarse aggregate.

2.2 Mix design

FA and GGBFS are used as binder materials in the production of SCGC mixtures. The total binder amount was 500 kg/m3 and a constant ratio of alkali/binder (0.5) were proportioned. Three different binder ratios were used in the production of SCGC (0FA-100GGBFS; 50FA-50GGBFS; and 100FA-0GGBFS). The ingredients (weight per 1 m3 concrete) for the mix are shown in Table 4.

Table 4

The SCGC mixture proportions

Mixture Binder Na2SO3 + NaOH GGBFS FA Curing Fine agg. Coarse agg. SH concentration SP Extra water
kg/m³ kg/m³ kg/m³ kg/m³ °C kg/m³ kg/m³ % %
S50FA50 500 250 250 250 Ambient 865.61 742.88 12 6 5
S100FA0 500 250 500 0 Ambient 862.65 740.34 12 6 5
S0FA100 500 250 0 500 Ambient 859.69 737.80 12 6 5
S50FA50 500 250 250 250 110 865.61 742.88 12 6 5
S100FA0 500 250 500 0 110 862.65 740.34 12 6 5
S0FA100 500 250 0 500 110 859.69 737.80 12 6 5

FA: fly ash, GGBFS (S): ground granulated blast furnace slag, SH: sodium hydroxide, SP: superplasticizer, both SP and extra water are a ratio percent of the binder weight materials.

Mechanical behavior and fresh properties of SCGC are affected by alkaline ratio, maximum grain size, and binder type. For economic purposes, the Na2SiO3/NaOH ratio is produced from 1.5 to 2.5 [29]; and the ratio of 2.5 was used in the current study.

Aggregates, FA, and GGBFS were first mixed for 2.5 min. The alkali activator was added gradually for 1 min, and then a superplasticizer was mixed with extra water and added for 2 min. For adequate homogeneity and uniformity, the mix was mixed for additional 3 min.

2.3 Fresh properties tests

All fresh characteristics testing is conducted in accordance with the European specification for SCC development established by the EFNARC committee [31]. The slump flow value is used to determine the free flowability of a mixture. The SCC is used in several building parts. Therefore, EFNARC standard classify the slump flow into three classes. Figure 2 shows the slump test for the SCGC mix. Furthermore, the V-shaped funnel time, which is the elapsed time of mixture’s flow through the V-funnel opening, was utilized to evaluate the V-funnel flow test. The L-box test determines the ability of fresh concrete to flow through narrow gaps and restricted locations, such as areas with congested reinforcement, without losing homogeneity or regularity.

Figure 2 Slump flow diameter of SCGC.
Figure 2

Slump flow diameter of SCGC.

2.4 Curing method for the SCGC specimens

The specimens were covered with plastic sheets for 24 h after the concrete was cast to prevent the alkaline solution from evaporation. On the other hand, the samples are divided into two groups depending on the curing type. The first group was stored at room temperature (ambient curing) in the lab until the test day, and the other group was left in an electric oven for 24 h at 110°C and then left in the lab till the day of the test. For each test, three identical specimens were used for each experiment, and the mean value was taken.

2.5 Compressive strength of SCGC

The hardened tests were carried out to investigate the combined effects of using GGBFS and FA at various ratios, and curing methods on the behavior of SCGC specimens. Compressive strength testing on cubic specimens (100 mm × 100 mm × 100 mm) was carried out in accordance with the ASTM C39 standard [32].

3 Experimental results

3.1 Fresh properties of SCGC

The flow ability and passing ability of SCGC mixes are within the EFNARC specifications [31]. In addition, the slump flow diameters fulfilled the EN 12350-8 standard [33], which specifies a minimum slump flow diameter of 600 mm. The fresh properties showed that there is no segregation and bleeding for SCGC mixes. One of the research goals is to investigate the effect of GGBFS/FA ratio on the fresh properties of SCGC. The effects of these variables on the flowability and passing-ability properties of SCGC were investigated in detail.

3.2 Effect of GGBFS on the fresh performance of SCGC

Table 5 represents the effect of GGBFS on the fresh state of SCGC. The mixture of 0% GGBFS and 100% FA achieved the maximum slump flow diameter (720 mm). The slump flow diameter was reduced from 720 mm (0% GGBFS) to 685 and 665 mm after adding 50 and 100% GGBFS, respectively. All slump flow values were in the SF2 interval, which is appropriate for a wide range of reinforced members (slab, beam, and column) according to the EFNARC specification [31]. It was also shown that GGBFS content improved both bleeding and segregation resistance, and that greater GGBFS mixes were more cohesive than lower GGBFS mixes.

Table 5

The test result of fresh properties of SCGC

Mixture GGBFS FA Slump flow (mm) V-Funnel (s) T50 (s) L-Box (%)
S0FA100 0 100 720 13.26 2.33 1
S50FA50 50 50 685 13.8 3.5 0.99
S100FA0 100 0 665 23.1 4.8 0.95

The composition and fineness of the binder compounds, the structure and concentration of alkaline activators, and the curing condition all have an effect on the SCGC setting time [34,35]. GGBFS particles are smaller than FA particles. According to studies, GGBFS has a specific surface area of 580 m2/kg. SCGC’s rheological activity and flowability are influenced by its high specific surface area. GGBFS absorbed a significant amount of water on the surface due to its high specific surface area, resulting in lower flowability of SCGC due to the reduced amount of water required for lubrication [36,37,38].

The better T50 time and V-funnel flow time were detected using 100% FA-0% GGBFS based SCGC and increased with the addition of GGBFS, similar to slump flow results. However, according to EFNARC requirements, all V-funnel and T50 values in the current study were deemed acceptable [29]. Furthermore, the T50 duration findings indicated that the quantity of GGBFS ratios had a negative impact on the flowability of SCGC; mixes containing 100% GGBFS had the longest T50 duration and V-funnel flow time.

The incorporation of GGBFS in the mix causes an increase in plastic viscosity, while reducing the L-Box ratio and slump test value. Moreover, when the ratio of GGBFS in the mixture increases, the viscosity and cohesiveness of the mixtures increase, while the flowability and fluidity decrease. Since the specific surface area of FA is lower than GGBFS, more free water is available for lubrication, and therefore superior workability was achieved. Mixes containing (100% GGBFS-0% FA) exhibited superior workability properties. However, all SCGC mixes, according to EFNARC, satisfied the SCGC characteristics.

3.3 Compressive strength of SCGC

The influence of GGBFS and FA on the compressive strength of SCGC specimens exposed to ambient temperature and/or 110°C oven curing is shown in Table 5 and Figures 3–7. The specimens containing 100% FA had lower compressive strength than the specimens containing 50 and 100% GGBFS. This may be because unreacted FA particles cause severe self-dehydration, resulting in cracks and decreased the compressive strength [39]. Furthermore, increasing the GGBFS ratios improved the compressive strength of SCGC. Previous studies investigated that specimens including GGBFS0-FA100 had the lowest compressive strength due to lower FA activity [40] and low calcium [41,42]. Different types of binder are investigated by the researchers and they indicated that the compressive strength was improved by the use of FA, GGBFS, and FA/GGBFS as a binder in the production of GPC [41–44]. The researchers studied in detail the XRD patterns of FA-based GPC (100% FA) to investigate how low calcium FA affected the results. Less calcium-silicate-hydrate was produced as a result of less reactive calcium (Ca) (C–S–H). The reduced volume of Ca in the FA did not contribute to the formation of calcium-silicate-hydrate, explaining why FA-based GPC specimens had lower compressive strength. They also investigated that the calcium aluminum oxide hydroxide hydrate (Ca6Al2O6(OH)632H2O) is the primary hydration agent for FA-based GPC specimens [36,40].

Figure 3 The effect of binder ratio and curing condition on the compressive strength at 7 days.
Figure 3

The effect of binder ratio and curing condition on the compressive strength at 7 days.

Figure 4 The effect of binder ratio and curing condition on the compressive strength at 28 days.
Figure 4

The effect of binder ratio and curing condition on the compressive strength at 28 days.

Figure 5 Compressive strength of (0GGBFS-100FA) specimens.
Figure 5

Compressive strength of (0GGBFS-100FA) specimens.

Figure 6 Compressive strength of (50GGBFS-50FA) specimens.
Figure 6

Compressive strength of (50GGBFS-50FA) specimens.

Figure 7 Compressive strength of (100GGBFS-0FA) specimens.
Figure 7

Compressive strength of (100GGBFS-0FA) specimens.

It was illustrated from Table 6 that the heat curing also improved the compressive strength of SCGC at an early age. Each mix improved when it was exposed to heat curing; the improvement ratio was 66, 73, and 28% for the specimens including 0% GGBFS, 50% GGBFS, and 100% GGBFS, respectively, at age of 7 days. Whereas the improvement ratios at the age of 28 days were 81, 72, and 27% for the same mixes. It was noted that the compressive strength for the specimens exposed to heat curing at the age of 7 days were the highest values. This may be due to the geopolymerization process (activation process), which was almost completed at the age of 7 days. However, the specimens including 100% FA had 9% improvement at the age of 28 days compared to the age of 7 days. Hence, it is possible to use the GGBFS to improve the mechanical properties of SCGC at ambient conditions, since the maximum compressive strength was observed at ambient environment for the mix including 100% GGBFS.

Table 6

The compressive strength of SCGC specimens

Mix designation 7-day compressive strength 28-day compressive strength
Ambient curing Heat curing at 110 °C Ambient curing Heat curing at 110 °C
S0FA100 18.9 31.4 21.55 34.3
S50FA50 27.2 47 36.2 46.38
S100FA0 39.1 50 53.4 49.44

The highest compressive strength was found when 100% of GGBFS was used, and the minimum compressive strength was found when 100% FA was used. In addition, SCGC mixtures cured at ambient environment have a compressive strength on the scale of normal to high, which can be noted with average values between 21.5 and 53 MPa.

Moreover, the compressive strength values showed that it continued to increase up to 28 days at ambient curing. On comparing the 7 days’ compressive strength test values to 28 days’ compressive strength test results for 0, 50, and 100% GGBFS, the average increase was around 14, 33, and 37%, respectively.

On the other hand, it was noted that the optimum ratio of the binder materials for SCGC at ambient environments was 50% FA-50% GGBFS according to the use of FA (eco-friendly purposes) and the values of compressive strength achieved in the current study compared to other mixes. It is worth to mention that the use of GGBFS exhibits high amounts of shrinkage and long-term durability performance as stated in previous studies.

4 Conclusion

In this study, the influence of materials and curing method on the behavior of SCGC was investigated, and the following conclusions were reached:

  • The use of GGBFS substantially reduced the flowability and passing ability of fresh state tests. The mixes with the highest 0FA-100GGBFS had the maximum reduction in fresh results.

  • Flowability and passing-ability requirements for all SCGC mixes have met the specifications of EFNARC standard requirements.

  • The use of GGBFS increased the plastic viscosity, and decreased the L-box ratio and slump flow values.

  • Mixtures with high amounts of GGBFS become more cohesive and viscous. The resistance to bleeding and segregation was improved. However, the flowability and fluidity are decreased when the ratio of GGBFS increased. All the tested mixes fell into the VS2/VF2 category according to the EFNARC standard.

  • Compressive strength is affected by the replacement ratio of the GGBFS, where the compressive strength increased as the GGBFS ratio increased up to 100%. When cured at 110°C, SCGC achieves the highest compressive strength at an early age (7 days). On the other hand, ambient curing has a progressive impact on compressive strength.

  • The compressive strength of the specimens exposed to ambient environment was shown to grow with time up to 28 days, in comparison to compressive strength after 7 days of ambient curing.

  • The highest compressive strength was found when 100% of GGBFS was used, and the minimum compressive strength was found when 100% FA was used. In addition, SCGC mixtures cured at ambient environment having a compressive strength on the scale of normal to high with average values between 21.5 and 53 MPa can be noted.

  • It was noted that the optimum ratio of the binder materials for SCGC at ambient environments was 50% FA-50% GGBFS according to the use of FA (eco-friendly purposes) and the values of compressive strength achieved in the current study compared to other mixes. It is worth to mention that the use of GGBFS exhibits high amounts of shrinkage and long-term durability performance as stated in previous studies.

  1. Funding information: The authors state no funding involved.

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

  3. Conflict of interest: The authors state no conflict of interest.

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Received: 2022-02-21
Revised: 2022-04-21
Accepted: 2022-04-30
Published Online: 2022-09-06

© 2022 Maan A. Al-Bayati et al., 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-2022-0206
Keywords for this article
self-compacting geopolymer concrete; curing condition; binder materials
Creative Commons
BY 4.0

Articles in the same Issue

  1. Research Articles
  2. Calcium carbonate nanoparticles of quail’s egg shells: Synthesis and characterizations
  3. Effect of welding consumables on shielded metal arc welded ultra high hard armour steel joints
  4. Stress-strain characteristics and service life of conventional and asphaltic underlayment track under heavy load Babaranjang trains traffic
  5. Corrigendum to: Statistical mechanics of cell decision-making: the cell migration force distribution
  6. Prediction of bearing capacity of driven piles for Basrah governatore using SPT and MATLAB
  7. Investigation on microstructural features and tensile shear fracture properties of resistance spot welded advanced high strength dual phase steel sheets in lap joint configuration for automotive frame applications
  8. Experimental and numerical investigation of drop weight impact of aramid and UHMWPE reinforced epoxy
  9. An experimental study and finite element analysis of the parametric of circular honeycomb core
  10. The study of the particle size effect on the physical properties of TiO2/cellulose acetate composite films
  11. Hybrid material performance assessment for rocket propulsion
  12. Design of ER damper for recoil length minimization: A case study on gun recoil system
  13. Forecasting technical performance and cost estimation of designed rim wheels based on variations of geometrical parameters
  14. Enhancing the machinability of SKD61 die steel in power-mixed EDM process with TGRA-based multi criteria decision making
  15. Effect of boron carbide reinforcement on properties of stainless-steel metal matrix composite for nuclear applications
  16. Energy absorption behaviors of designed metallic square tubes under axial loading: Experiment-based benchmarking and finite element calculation
  17. Synthesis and study of magnesium complexes derived from polyacrylate and polyvinyl alcohol and their applications as superabsorbent polymers
  18. Artificial neural network for predicting the mechanical performance of additive manufacturing thermoset carbon fiber composite materials
  19. Shock and impact reliability of electronic assemblies with perimeter vs full array layouts: A numerical comparative study
  20. Influences of pre-bending load and corrosion degree of reinforcement on the loading capacity of concrete beams
  21. Assessment of ballistic impact damage on aluminum and magnesium alloys against high velocity bullets by dynamic FE simulations
  22. On the applicability of Cu–17Zn–7Al–0.3Ni shape memory alloy particles as reinforcement in aluminium-based composites: Structural and mechanical behaviour considerations
  23. Mechanical properties of laminated bamboo composite as a sustainable green material for fishing vessel: Correlation of layer configuration in various mechanical tests
  24. Singularities at interface corners of piezoelectric-brass unimorphs
  25. Evaluation of the wettability of prepared anti-wetting nanocoating on different construction surfaces
  26. Review Article
  27. An overview of cold spray coating in additive manufacturing, component repairing and other engineering applications
  28. Special Issue: Sustainability and Development in Civil Engineering - Part I
  29. Risk assessment process for the Iraqi petroleum sector
  30. Evaluation of a fire safety risk prediction model for an existing building
  31. The slenderness ratio effect on the response of closed-end pipe piles in liquefied and non-liquefied soil layers under coupled static-seismic loading
  32. Experimental and numerical study of the bulb's location effect on the behavior of under-reamed pile in expansive soil
  33. Procurement challenges analysis of Iraqi construction projects
  34. Deformability of non-prismatic prestressed concrete beams with multiple openings of different configurations
  35. Response of composite steel-concrete cellular beams of different concrete deck types under harmonic loads
  36. The effect of using different fibres on the impact-resistance of slurry infiltrated fibrous concrete (SIFCON)
  37. Effect of microbial-induced calcite precipitation (MICP) on the strength of soil contaminated with lead nitrate
  38. The effect of using polyolefin fiber on some properties of slurry-infiltrated fibrous concrete
  39. Typical strength of asphalt mixtures compacted by gyratory compactor
  40. Modeling and simulation sedimentation process using finite difference method
  41. Residual strength and strengthening capacity of reinforced concrete columns subjected to fire exposure by numerical analysis
  42. Effect of magnetization of saline irrigation water of Almasab Alam on some physical properties of soil
  43. Behavior of reactive powder concrete containing recycled glass powder reinforced by steel fiber
  44. Reducing settlement of soft clay using different grouting materials
  45. Sustainability in the design of liquefied petroleum gas systems used in buildings
  46. Utilization of serial tendering to reduce the value project
  47. Time and finance optimization model for multiple construction projects using genetic algorithm
  48. Identification of the main causes of risks in engineering procurement construction projects
  49. Identifying the selection criteria of design consultant for Iraqi construction projects
  50. Calibration and analysis of the potable water network in the Al-Yarmouk region employing WaterGEMS and GIS
  51. Enhancing gypseous soil behavior using casein from milk wastes
  52. Structural behavior of tree-like steel columns subjected to combined axial and lateral loads
  53. Prospect of using geotextile reinforcement within flexible pavement layers to reduce the effects of rutting in the middle and southern parts of Iraq
  54. Ultimate bearing capacity of eccentrically loaded square footing over geogrid-reinforced cohesive soil
  55. Influence of water-absorbent polymer balls on the structural performance of reinforced concrete beam: An experimental investigation
  56. A spherical fuzzy AHP model for contractor assessment during project life cycle
  57. Performance of reinforced concrete non-prismatic beams having multiple openings configurations
  58. Finite element analysis of the soil and foundations of the Al-Kufa Mosque
  59. Flexural behavior of concrete beams with horizontal and vertical openings reinforced by glass-fiber-reinforced polymer (GFRP) bars
  60. Studying the effect of shear stud distribution on the behavior of steel–reactive powder concrete composite beams using ABAQUS software
  61. The behavior of piled rafts in soft clay: Numerical investigation
  62. The impact of evaluation and qualification criteria on Iraqi electromechanical power plants in construction contracts
  63. Performance of concrete thrust block at several burial conditions under the influence of thrust forces generated in the water distribution networks
  64. Geotechnical characterization of sustainable geopolymer improved soil
  65. Effect of the covariance matrix type on the CPT based soil stratification utilizing the Gaussian mixture model
  66. Impact of eccentricity and depth-to-breadth ratio on the behavior of skirt foundation rested on dry gypseous soil
  67. Concrete strength development by using magnetized water in normal and self-compacted concrete
  68. The effect of dosage nanosilica and the particle size of porcelanite aggregate concrete on mechanical and microstructure properties
  69. Comparison of time extension provisions between the Joint Contracts Tribunal and Iraqi Standard Bidding Document
  70. Numerical modeling of single closed and open-ended pipe pile embedded in dry soil layers under coupled static and dynamic loadings
  71. Mechanical properties of sustainable reactive powder concrete made with low cement content and high amount of fly ash and silica fume
  72. Deformation of unsaturated collapsible soils under suction control
  73. Mitigation of collapse characteristics of gypseous soils by activated carbon, sodium metasilicate, and cement dust: An experimental study
  74. Behavior of group piles under combined loadings after improvement of liquefiable soil with nanomaterials
  75. Using papyrus fiber ash as a sustainable filler modifier in preparing low moisture sensitivity HMA mixtures
  76. Study of some properties of colored geopolymer concrete consisting of slag
  77. GIS implementation and statistical analysis for significant characteristics of Kirkuk soil
  78. Improving the flexural behavior of RC beams strengthening by near-surface mounting
  79. The effect of materials and curing system on the behavior of self-compacting geopolymer concrete
  80. The temporal rhythm of scenes and the safety in educational space
  81. Numerical simulation to the effect of applying rationing system on the stability of the Earth canal: Birmana canal in Iraq as a case study
  82. Assessing the vibration response of foundation embedment in gypseous soil
  83. Analysis of concrete beams reinforced by GFRP bars with varying parameters
  84. One dimensional normal consolidation line equation
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