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Effect of sea sand and recycled aggregate replacement on fly ash/slag-based geopolymer concrete

Weiwen Li
Weiwen Li
, 
Xinlin Huang
Xinlin Huang
, 
Jiali Zhao
Jiali Zhao
, 
Yujie Huang
Yujie Huang
, 
Eskinder Desta Shumuye
Eskinder Desta Shumuye
 et 
Xu Yang
Xu Yang
   | 20 avr. 2022
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Publié en ligne: 20 avr. 2022
Pages: 580 - 598
Reçu: 23 janv. 2022
Accepté: 20 févr. 2022
DOI: https://doi.org/10.2478/msp-2021-0049
Mots clés
© 2022 Weiwen Li et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Fig. 1

Aggregate used in this research. (A) Coarse aggregate. (B) Fine aggregate
Aggregate used in this research. (A) Coarse aggregate. (B) Fine aggregate

Fig. 2

Factors affecting slump
Factors affecting slump

Fig. 3

Factors affecting compressive strength
Factors affecting compressive strength

Fig. 4

Factors affecting splitting tensile strength
Factors affecting splitting tensile strength

Fig. 5

Factors affecting elastic modulus
Factors affecting elastic modulus

Fig. 6

Factors affecting Poisson’s ratio
Factors affecting Poisson’s ratio

Fig. 7

Compressive strength of paste and mortar
Compressive strength of paste and mortar

Fig. 8

Failure mode of the SS group. (A) SG-0, (B) SG-25, (C) SG-50, (D) SG-75, (E) SG-100, (F) SPC-100. SS, sea sand
Failure mode of the SS group. (A) SG-0, (B) SG-25, (C) SG-50, (D) SG-75, (E) SG-100, (F) SPC-100. SS, sea sand

Fig. 9

Fracture surface of specimens. (A) Fracture surface of NA, (B) Fracture surface of RA. NA, natural aggregate; RA, recycled aggregate
Fracture surface of specimens. (A) Fracture surface of NA, (B) Fracture surface of RA. NA, natural aggregate; RA, recycled aggregate

Fig. 10

Failure mode of RS group. (A) RG-0, (B) RG-50, (C) RG-100, (D) RPC-100. RS, river sand
Failure mode of RS group. (A) RG-0, (B) RG-50, (C) RG-100, (D) RPC-100. RS, river sand

Fig. 11

Influence of RA replacement ratio and sand types on compressive strength. RA, recycled aggregate
Influence of RA replacement ratio and sand types on compressive strength. RA, recycled aggregate

Fig. 12

SEM photos of SS group at 7 days. (A) SG-0, (B) SG-50, (C) SG-100. SEM, scanning electron microscopy. SS, sea sand
SEM photos of SS group at 7 days. (A) SG-0, (B) SG-50, (C) SG-100. SEM, scanning electron microscopy. SS, sea sand

Fig. 13

SEM photos of SS group at 28 days. (A) SG-0, (B) SG-25, (C) SG-50, (D) SG-75, (E) SG-100. FA, fly ash; ITZ, interface transportation zone; SEM, scanning electron microscopy; SS, sea sand
SEM photos of SS group at 28 days. (A) SG-0, (B) SG-25, (C) SG-50, (D) SG-75, (E) SG-100. FA, fly ash; ITZ, interface transportation zone; SEM, scanning electron microscopy; SS, sea sand

Fig. 14

SEM photos of RS group at 7 days. (A) RG-0, (B) RG-50, (C) RG-100. RS, river sand. ITZ, interface transportation zone; SEM, scanning electron microscopy
SEM photos of RS group at 7 days. (A) RG-0, (B) RG-50, (C) RG-100. RS, river sand. ITZ, interface transportation zone; SEM, scanning electron microscopy

Fig. 15

Influence of RA replacement ratio and sand types on elastic modulus. RA, recycled aggregate
Influence of RA replacement ratio and sand types on elastic modulus. RA, recycled aggregate

Fig. 16

Stress–strain curves at 7 days. (A) SS–GPC, (B) RS–GPC. RS–GPC, river sand geopolymer concrete; SS–GPC, sea sand geopolymer concrete
Stress–strain curves at 7 days. (A) SS–GPC, (B) RS–GPC. RS–GPC, river sand geopolymer concrete; SS–GPC, sea sand geopolymer concrete

Fig. 17

Stress–strain curves at 28 days. (A) SS–GPC, (B) RS–GPC. RS, river sand geopolymer concrete; SS–GPC, sea sand geopolymer concrete
Stress–strain curves at 28 days. (A) SS–GPC, (B) RS–GPC. RS, river sand geopolymer concrete; SS–GPC, sea sand geopolymer concrete

Fig. 18

Comparison of GPC and ordinary silicate concrete. (A) 7 days, (B) 28 days. GPC, geopolymer concrete
Comparison of GPC and ordinary silicate concrete. (A) 7 days, (B) 28 days. GPC, geopolymer concrete

Fig. 19

Influence of RA replacement ratio and sand types on splitting tensile strength. RA, recycled aggregate
Influence of RA replacement ratio and sand types on splitting tensile strength. RA, recycled aggregate

Fig. 20

Influence of RA replacement ratio and sand types on flexural strength. RA, recycled aggregate
Influence of RA replacement ratio and sand types on flexural strength. RA, recycled aggregate

Mixture proportions of two-factor test (kg/m3)

NO. FA Slag Sand NA RA NaOH solution Na2SiO3 solution RA replacement rate Type of sand Combined components
SG-0 375.7 161.1 454.4 1,058.7 0 70 175 0 SS Geopolymer
SG-25 375.7 161.1 454.4 794.1 264.7 70 175 25% SS Geopolymer
SG-50 375.7 161.1 454.4 529.4 529.4 70 175 50% SS Geopolymer
SG-75 375.7 161.1 454.4 264.7 794.1 70 175 75% SS Geopolymer
SG-100 375.7 161.1 454.4 0 1,058.7 70 175 100% SS Geopolymer
RG-0 375.7 161.1 454.4 1,058.8 0 70 175 0 RS Geopolymer
RG-50 375.7 161.1 454.4 529.4 529.4 70 175 50% RS Geopolymer
RG-100 375.7 161.1 454.4 0 1,058.8 70 175 100% RS Geopolymer
Portland Cement Distilled water
SPC-100 536.8 454.4 0 1,058.8 161.1 100% SS Portland cement
RPC-100 536.8 454.4 0 1,058.8 161.1 100% RS Portland cement

Mixture proportion of orthogonal test (kg/m3)

Test number FA Slag SS NA NaOH solution Na2SiO3 solution Slag content (%) Water-binder ratio NaOH solution concentration
1 499 55 449 1,047 70 175 10 0.3 8 mol/L
2 322 81 495 1,153 70 175 20 0.4 12 mol/L
3 219 94 522 1,215 70 175 30 0.5 16 mol/L
4 266 66 516 1,202 70 175 20 0.5 8 mol/L
5 376 161 454 1,058 70 175 30 0.3 12 mol/L
6 352 39 498 1,160 70 175 10 0.4 16 mol/L
7 291 125 491 1,144 70 175 30 0.4 8 mol/L
8 290 32 519 1,209 70 175 10 0.5 12 mol/L
9 417 104 459 1,070 70 175 20 0.3 16 mol/L

Basic performance index of aggregate

Aggregate type Particle size (mm) Apparent density (kg/m3) Bulk density (kg/m3) Water absorption (%) Crushing index (%)
Natural coarse aggregate 5–20 2,780 1,420 0.15 9.22
Recycled coarse aggregate 5–20 2,250 1,380 6.07 15.97

Main chemical composition of FA and slag

Combined components Loss on ignition (%) CaO (%) SiO2 (%) Al2O3 (%) MgO (%) Fe2O3 (%) SO3 (%)
FA 3.79 6.66 42.34 25.84 1.17 5.46 0.95
Slag 0.34 34.45 27.46 16.24 8.46 0.42 0.81

Mixture proportions of paste and mortar (kg/m3)

No. FA Slag SS RS NaOH solution Na2SiO3 solution
Seawater paste 840 360 0 0 156* 391
DWP 840 360 0 0 156 391
SSM 840 360 600 0 156 391
RSM 840 360 0 600 156 391

Chemical properties of sodium silicate solution

Modulus Baume degree (Be) Na2O (wt.%) SiO2 (wt.%) H2O (wt.%)
3.12 40 8.5 26.5 65

NaOH solution formulation

Molarity Proportion of NaOH solids (wt.%) Proportion of distilled water (wt.%)
8 mol/L 25.1 74.9
12 mol/L 32.43 67.57
16 mol/L 39.02 60.98

Average values of various factors in orthogonal test

Variables and grades 3 days compressive strength/MPa 28 days compressive strength/MPa 28 days splitting tensile strength/MPa Cylinder compressive strength/MPa Elastic modulus/GPa Slump/mm Poisson’s ratio
A1 10.28 21.05 1.21 17.55 9.20 235 0.21
A2 15.38 29.03 1.36 27.07 11.20 237 0.23
A3 15.41 29.89 1.53 22.53 9.50 230 0.18
B1 8.29 19.09 1.21 17.12 9.03 231 0.22
B2 14.25 27.75 1.39 21.65 10.30 236 0.18
B3 18.54 33.14 1.50 28.38 10.57 235 0.22
C1 19.32 35.92 1.67 29.34 13.57 208 0.15
C2 12.29 24.40 1.37 22.90 9.50 239 0.24
C3 9.47 19.65 1.06 14.91 6.83 256 0.24

Test results of two-factor test

NO. Compressive strength/MPa Flexural strength/MPa Splitting tensile strength/MPa Elastic modulus/GPa Poisson’s ratio Slump
7 days 28 days 7 days 28 days 7 days 28 days 7 days 28 days 7 days 28 days
SG-0 44.92 61.67 2.98 4.13 1.24 1.73 12.6 20.3 0.25 0.21 240
SG-25 43.24 60.10 3.07 3.92 1.26 1.65 12.8 20.5 0.19 0.23 250
SG-50 43.92 61.97 3.13 3.95 1.33 1.58 14.0 20.7 0.16 0.17 254
SG-75 42.67 60.43 3.11 3.81 1.30 1.52 12.5 18.8 0.19 0.21 255
SG-100 42.64 54.80 3.08 3.70 1.31 1.44 13.9 18.1 0.13 0.30 260
RG-0 55.79 66.60 3.60 4.47 1.63 1.73 15.6 23.8 0.19 0.30 235
RG-50 49.89 57.83 2.65 2.95 1.35 1.50 8.8 17.4 0.20 0.30 245
RG-100 44.94 49.50 2.34 2.53 1.10 1.18 6.6 11.1 0.25 0.22 250
SPC-100 38.88 44.23 3.87 4.24 1.33 1.50 24.1 25.9 0.24 0.13 115
RPC-100 30.74 35.93 3.02 3.53 1.33 1.28 23.9 25.1 0.09 0.19 110
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