Seismic performance of glass fiber reinforced polymer tube confined prefabricated concrete pier
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摘要: 为提高装配式混凝土桥墩在地震作用下的结构性能,设计并制作了2个不同厚度的玻璃纤维增强复合材料(GFRP)管约束桥墩(SPCG1, SPCG2)和1个无约束对比桥墩(SPC),柱与承台采用灌浆套筒进行预制拼装连接。拟静力试验结果表明,GFRP管约束有效改善了墩柱塑性铰区的破坏,提升了装配式混凝土桥墩的抗震性能。相比SPC,SPCG1和SPCG2的极限位移分别提高了23.2%和30.9%,延性系数分别提高了16.7%和54.6%,在7%漂移率下的剩余承载力分别提高了103.3%和90.4%,残余位移分别降低了21.4%和32.0%。建议的该类预制拼装桥墩的损伤量化区间和定性描述可为相关实际工程应用提供参考。Abstract: To improve the structural performance of prefabricated concrete piers under earthquake, two different thicknesses glass fiber reinforced polymer (GFRP) tube confined piers (SPCG1, SPCG2) and one unconfined contrast pier (SPC) were designed and manufactured. The column and cap were prefabricated and assembled by grouting sleeve. The pseudo-static test results show that GFRP tube confinement effectively improves the failure of plastic hinge zone and the seismic performance of the prefabricated concrete piers. Compared with SPC, the ultimate displacements of SPCG1 and SPCG2 are increased by 23.2% and 30.9%, the ductility coefficients are increased by 16.7% and 54.6%, the residual bearing capacities at 7% drift ratio are increased by 103.3% and 90.4%, and the residual displacements are decreased by 21.4% and 32.0%. The proposed damage quantization interval and qualitative description of this type of precast pier can provide reference for relevant engineering applications.
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Key words:
- prefabricated /
- concrete pier /
- GFRP tube /
- Pseudo-static test /
- seismic performance
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图 9 双曲率柱的加载变形
Figure 9. Loading deformation of double curvature column
$ F $—Horizontal force; $ N $—Axial force; $ \Delta $—Displacement; $ \alpha $—The angle between the axial force and the vertical direction; $ \text{e} $—Eccentricity; $ H $—Column height; $ {L}_{1} $—Bent cap height; $ {L}_{2} $—Cap height
表 1 混凝土和灌浆料立方体试块的抗压强度
Table 1. Compressive strength of concrete and grout cubes
Number $ P $/kN $ {f}_{\mathrm{c}\mathrm{c}} $/MPa $ {f}_{\mathrm{c}\mathrm{c},\mathrm{a}} $/MPa $ {f}_{\mathrm{g}\mathrm{c}} $/MPa $ {f}_{\mathrm{g}\mathrm{c},\mathrm{a}} $/MPa C1 1004 44.6 41.6 — — C2 914 40.6 C3 893 39.7 G1 1006 — — 100.6 104.5 G2 1012 101.2 G3 1014 101.4 G4 1074 107.4 G5 1036 103.6 G6 1128 112.8 Notes: $ P $is the failure load; $ {f}_{\mathrm{c}\mathrm{c}} $ is the compressive strength of concrete cube specimen; $ {f}_{\mathrm{c}\mathrm{c},\mathrm{a}} $ is the average compressive strength of this group of concrete specimens; $ {f}_{\mathrm{g}\mathrm{c}} $ is the compressive strength of grout cube specimen; $ {f}_{\mathrm{g}\mathrm{c},\mathrm{a}} $ is the average compressive strength of this group of grout specimens. 表 2 混凝土配合比
Table 2. Concrete mix proportion
Cement
[PO42.5]Flyash[F-Ⅲ] Mineral
powder [S95]Sand Water Rubble
[10-25 mm]Rubble
[5-10 mm]Water
reducerUnit weight Proportioning
dosage/(kg·m−3)241 134 66 748 163 826 207 4.2 2389.2 Mix proportion 1 1.696 0.370 1.873 0.469 0.010 - 表 3 GFRP管约束装配式桥墩的变形和承载性能
Table 3. Deformation and load-bearing performance of GFRP tubes confined prefabricated piers
Specimen Direction $ {F}_{\mathrm{y}} $/kN $ {\Delta }_{\mathrm{y}} $/mm $ {F}_{\mathrm{p}} $/kN $ {\Delta }_{\mathrm{p}} $/mm $ {F}_{\mathrm{u}} $/kN $ {\Delta }_{\mathrm{u}} $/mm $ {\mu }_{\mathrm{m}} $ SPC Positive 185.4 34.6 205.5 71.5 174.7 92.2 2.67 Negative 177.8 30.8 198.9 59.5 169.1 91.8 2.98 Mean value 181.6 32.7 202.2 65.5 171.9 92.0 2.82 SPCG1 Positive 134.2 25.5 168.9 40.0 143.6 95.7 3.75 Negative 224.0 46.3 269.3 99.6 228.9 130.9 2.82 Mean value 179.1 35.9 219.1 69.8 186.3 113.3 3.29 SPCG2 Positive 145.2 22.4 196.8 49.9 167.3 118.7 5.29 Negative 172.9 35.7 220.1 79.4 187.1 122.1 3.42 Mean value 159.0 29.0 186.3 64.7 177.2 120.4 4.36 Notes:$ {F}_{\mathrm{y}} $—Yield force; $ {F}_{\mathrm{p}} $—Peak force; $ {\Delta }_{\mathrm{p}} $—Peak displacement; $ {F}_{\mathrm{u}} $—Ultimate force. 表 4 本文装配式桥墩的损伤指数区间和状态描述
Table 4. Damage index interval and state description of prefabricated piers in this paper
Quantization interval Description of damage phenomena of prefabricated pier Unconfined prefabricated pier Prefabricated pier confined by GFRP tube $ 0\leqslant D\leqslant 0.1 $ The structure is basically intact; drift ration is less than 0.75% $ 0.1 < D\leqslant 0.25 $ Concrete cracking; joint opening visible; drift rate is less than 1.5%~2% GFRP tube basically no damage; joint opening degree is small; drift ration is less than 2% $ 0.25 < D\leqslant 0.5 $ Concrete develops cross oblique cracks; joint opening degree increases slowly; longitudinal bars yield; drift ration is less than 2.75% The bottom of GFRP tube begins to turn white; joint opening degree increases; longitudinal bars may yield; drift ration is less than 3.5% $ 0.5 < D\leqslant 1 $ Concrete spalling in plastic hinge area; joint opening speed is faster; longitudinal bars are buckling; drift ration is less than 4.5% The bottom of GFRP tube is cracked; internal concrete is compressed and expanded; longitudinal bars are buckling; drift ration is less than 5.5%~5.75% $ D > 1 $ Longitudinal and stirrup exposed; the structure is at risk of collapse GFRP tube near the joint may suffer local brittle failure; the structure is at risk of collapse -
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