Journal of Jilin University(Engineering and Technology Edition) ›› 2024, Vol. 54 ›› Issue (7): 1944-1957.doi: 10.13229/j.cnki.jdxbgxb.20221118

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Restoring force model of fiber lithium slag concrete column in saline soil environment

Guang-tai ZHANG1,2(),Cheng-xiao ZHOU1,Shi-tuo LIU3   

  1. 1.School of Engineering，Xinjiang University，Urumqi 830017，China
    2.Key Laboratory of Building Structure and Earthquake Resistance，Xinjiang University，Urumqi 830017，China
    3.Chongqing Wanzhou District Municipal Facilities Maintenance Management Center，Chongqing 404100，China
  • Received:2022-08-30 Online:2024-07-01 Published:2024-08-05

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Abstract:

In order to study the seismic behavior of polypropylene fiber lithium slag concrete （PLiC） columns in saline soil environment， low-period cyclic load tests of six columns were conducted. On account of the test results， the four-polyline skeleton curve was obtained. Based on the research of many scholars， considering the role of additives， obtaining the calculation formula of correction coefficient of each characteristic point by regression analysis. Introducing stiffness degradation index μ and damage factor D to combine the effects of erosion time， using the hysteretic rule applicable to the attenuation of bearing capacity and stiffness degradation of PLiC column to establish the force-displacement restoring force model of PLiC column under saline soil environment. The results showed that polypropylene fiber and lithium slag could improve durability and the mechanical properties such as ultimate bearing capacity， ductility of concrete columns. The skeleton curve and hysteresis curve obtained from the established restoring force model are in good agreement with the test results， which can provide a reference for the nonlinear analysis of seismic performance of polypropylene fiber lithium slag concrete columns in saline soil environment.

Key words: structural engineering, saline soil environment, polypropylene fiber lithium slag concrete, hysteresis rules, restoring force model

CLC Number: 

  • TU375.3

Table 1

Specimen parameters"

试件编号

高度/

mm

聚丙烯纤维掺量/（kg?m-3）

锂碴

替代率/%

浸泡

天数/d

RC-01200000
RC-012001.2200
RC-9012000090
PLiC-9012001.22090
RC-180120000180
PLiC-18012001.220180

Fig.1

Plan of test specimen"

Table 2

Physical properties of polypropylene fiber"

纤维类型

直径/

μm

密度/

（g·cm-3）

长度/

mm

弹性模量/

GPa

抗拉强度/

MPa

聚丙烯纤维330.9119>3.5530

Table 3

Chemical composition of lithium slag"

SiO2Al2O3SO3CaOFe2O3
54.3919.838.307.981.40
Li2ONa2OMgOK2O
0.770.260.240.14

Table 4

Mechanical properties of reinforcement"

钢筋级别

直径/

mm

面积/

mm2

屈服强度/

MPa

抗拉强度/

MPa

HPB300628.26390.99591.34
HRB40016201.06431.22632.16

Table 5

proportions of concrete mix"

试块种类纤维掺量锂渣水泥石子砂水减水剂
PC00313.21360657118.12.6
PLiC1.262.7250.81360657118.12.6

Fig.2

Basic mechanical properties of concrete"

Fig.3

Loading device diagram"

Fig.4

Loading system"

Fig.5

Sample diagram after loading"

Fig.6

Hysteretic curve of specimen"

Fig.7

Specimen skeleton curve"

Fig.8

Stress distribution of column section under limit state"

Fig.9

Four broken-line skeleton curve"

Table 6

Load characteristic value is compared with calculated value"

试件编号试验值/kN计算值/kN（试验值-计算值）/试验值
PcrPyPmPuPcr′Py′Pm′Pu′开裂屈服峰值极限
RC-035.182.2994.280.328.6883.792.1678.340.18-0.0170.0220.024
PLiC-038.977.4288.775.432.572.4589.36760.160.0640.0070.008

Table 7

Displacement characteristic value is compared with calculated value"

试件编号试验值/mm计算值/mm（试验值-计算值）/试验值
?cr?y?m?u?cr′?y′?m′?u′开裂屈服峰值极限
RC-02.758.8519.330.337.831528-0.090.120.220.076
PLiC-05.57.011130.64.27.8314.3330.24-0.120.30.078

Fig.10

Comparison between skeleton curve model andexperimental results without erosion"

Fig.11

Characteristic value of displacement changes with time"

Fig.12

Change of load characteristic value with time"

Table 8

Calculation formula of load characteristic value damage factor"

Dp （RC柱）Dp （PLiC柱）
Pcr1+4×10-3t-1.83×10-5t21+8.51×10-3t-4.52×10-5t2
Py1-3.73×10-3t+2.14×10-5t21+1.01×10-3t-3.86×10-6t2
Pm1-4.11×10-3t-1.83×10-5t21+1.14×10-3t-4.7×10-6t2
Pu1+4×10-3t-1.83×10-5t21+1.04×10-3t-3.01×10-6t2

Table 9

Calculation formula of displacement eigenvalue damage factor"

D? （RC柱）D? （PLiC柱）
?cr11
?y1+9.85×10-3t-5.7×10-5t21+1.36×10-2t-6.37×10-5t2
?m1+2.92×10-3t+9.3×10-6t21+1.49×10-2t+7.13×10-5t2
?u1+4.11×10-3t-1.83×10-5t21+1.17×10-3t-1.74×10-6t2

Fig.13

Comparison between skeleton curve model and experimental results under erosion condition"

Fig.14

Hysteresis rules"

Fig.15

Comparison of testing and calculating hysteretic curves"

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