软土地基桩基受力性状和沉降特性试验与理论研究
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摘要
桩基础是一种常见的基础型式,已被广泛应用于高层建筑、高速铁路、高速公路、桥梁、港口码头、大型构筑物等工程中。已有研究表明,钻孔灌注桩使用过程中存在着桩端沉渣、桩端持力层扰动、桩身质量、桩侧泥皮及钻孔应力松弛等而导致同一场地钻孔灌注桩承载力离散的问题。钻孔灌注桩的受力性状有待深入研究。本文通过现场试验和理论分析对软土地基竖向荷载作用下单桩和群桩的受力性状展开研究。本文主要工作及创新成果如下：
1.对温州鹿城广场钻孔施工时穿越约40m巨厚卵石层的超长嵌岩桩的施工方法和软土地基大吨位静载试验方案的设计展开了研究,并对超长桩的荷载-沉降性状、桩身压缩规律、桩侧阻力和桩端阻力的发挥特性、桩端沉渣对端阻的影响等进行了深入研究。研究表明,在最大加载条件下,超长桩表现为端承摩擦桩性状。在使用荷载下,桩顶沉降的90%以上来自桩身压缩,在进行超长桩设计时,要充分考虑桩身质量对试桩沉降的影响。同时,桩底沉渣清除的干净与否,也直接影响超长桩的沉降。超长桩桩侧上部土层摩阻力具有不同程度的软化现象,而中下部土层侧摩阻力具有微弱的强化效应。
2.利用破坏和非破坏试桩的现场对比试验揭示了试桩未加载至破坏和试桩破坏时受力性状的异同。研究发现,最大试验荷载下非破坏性试桩浅层土侧阻完全发挥并出现侧阻软化趋势,而破坏性试桩全桩长范围侧阻均表现为软化性状。非破坏性试桩实测得到的桩端位移-桩端力曲线表现为硬化特性,而试桩破坏性试验中实测得到的桩端位移-桩端力曲线表现为软化特性。
3.通过现场试验研究了桩端下沉渣厚度不同以及桩端持力层不同时超长桩实测侧阻,阐述了桩端强度提高对侧阻的强化作用。研究发现,端阻和侧阻不是相互独立的,桩端土强度的提高对侧阻有强化作用,尤其是桩端附近的侧阻。桩端土成拱作用和桩端附近桩身压缩的侧胀作用引起的桩侧附近法向应力和桩端附近桩侧土黏聚力及桩-土界面摩擦角的增加是造成桩端土强度提高对侧阻强化作用的主要原因。
4.通过采用桩土共同作用设计方法的某工程实测数据,分析了基础底板下不同位置处桩顶反力、基础底板中钢筋内力及桩、土荷载分担比等。现场实测结果表明,大楼竣工时桩顶反力超过单桩极限承载力的50%,这和传统设计方法是不同的。随建筑层数的增加,土分担荷载的比例逐渐减少,装修完成时土承担了上部荷载的20%。大楼结顶时基础底板内钢筋实测应力很小,远低于钢筋所能承受的最大抗压值或抗拉值。
5.提出了三种单桩沉降简化计算方法。单桩沉降简化计算方法一中单桩桩顶沉降由桩端力引起的沉降,桩身压缩和桩侧阻力引起的沉降组成。单桩沉降简化计算方法二中采用双曲线模型模拟桩侧阻力与桩土相对位移间的关系,采用双折线模型模拟桩端位移与桩端阻力间的关系,运用迭代的方法得到了单桩受力性状。单桩沉降简化计算方法三采用侧阻软化荷载传递模型,同时假定桩端位移-荷载关系曲线符合双折线模型,运用二分法得到了单桩沉降。本文提出的单桩沉降简化计算方法可考虑地基土的成层性和非线性特性。
6.在单桩沉降简化计算方法的基础上,提出了3种群桩沉降计算方法。第一种群桩沉降计算等代墩法的关键是获得合理的单桩沉降值,并选择恰当的群桩与单桩沉降关系系数值ω。笔者根据粉土和软土中单桩和群桩模型桩的试验结果反算得到单桩与群桩沉降关系系数ω值约为0.25～0.45。第二种群桩沉降计算方法在桩-桩之间的相互作用假定为弹性的基础上,考虑群桩中的“加筋和遮帘效应”对两桩相互作用系数的影响,并区分桩身位移和桩端位移的相互影响,得到了一种两桩相互作用系数的计算方法,并将其应用到群桩沉降简化计算方法中。第三种群桩沉降计算方法中利用双曲线模型模拟桩侧阻力和桩土相对位移间的关系以及桩端位移-荷载关系。考虑群桩中各基桩的相互作用,得到了群桩中基桩侧阻和端阻双曲线荷载传递函数中各参数的确定方法,并将荷载传递法扩展到群桩受力性状的分析中,提出了一种可快速估算群桩中任一基桩受力性状的简化算法。
7.利用荷载传递法并结合剪切位移法分析了成层土中锚桩法静载试验时锚桩对试桩桩顶刚度的影响,并考虑了“加筋和遮帘效应”对试桩桩顶刚度的影响。算例分析表明,实际工程中需对锚桩法静载试验数据进行修正,否则会在一定程度上高估试桩的安全度,从而使得锚桩法静载试验中的试桩极限承载力偏于危险。
8.假定桩与桩相互作用为弹性,利用荷载传递法并结合剪切位移法分析了层状土中不同桩间的相互作用,并考虑了“加筋和遮帘效应”对群桩受力性状的影响。参数分析结果表明,两桩相互作用系数随桩间距和非受荷桩与受荷桩桩长的比值以及短桩直径的增大而减小,随桩土弹性模量比的增大而增加。
Piles have been worldwidely used as the foundations of high-rise building, high-speed railway, highway, bridge, dock, harbor and other heavy-load structures. However, the construction effects especially thickness of residues at the pile base, disturbance of pile tip soil, mudcake around pile shaft, stress relaxation of borehole, and integrity of pile were primarily responsible for the discrepancy in pile capacity for a given soil profile. The responses of a single pile and pile groups need further study using field test and numerical analysis. The observations have provided some key findings summarized as below.
1. The construction technology of the over100-meter-long rock-socketed bored piles crossing about40-meter-deep huge thick gravel layer and the test scheme for large tonnage static load test in Wenzhou Lucheng Square were presented. Static load tests were conducted on the piles instrumented with strain gauges to capture the pile load-settlement response, the behavior of pile shaft compression, the mobilization of skin friction and end resistance, and the influence of the residues at the pile base on the end resistance. The measured results show that the super-long pile works as end-bearing friction pile at the maximum loading level. Under the working load, the percentage of the settlement at the super-long pile head due to the compression of pile shaft is over90%. Therefore, for practical purposes, the influence of pile quality on the settlement of pile top must be taken into account. Moreover, the settlement of super-long piles is observed to be closely associated with the compressibility of the sediment at pile end. It also can be concluded that the shaft resistance of piles has slight weakened and enhanced effect in the upper and lower soils, respectively.
2. The differences in the destructive and non-destructive pile responses were analyzed using a series of field tests. It is observed that at shallow depth the skin friction of the non-destructive pile decreases from the ultimate skin resistance with increasing load as the test pile is loaded to the maximum value, whereas for the destructive pile the shaft resistance along the pile depth approaches to the limiting state and decreases from a peak value with further increase of the pile head load. In addition, the load transmission curve of the soils around the pile base corresponds to a softening model in the field tests on the destructive pile, whereas the relationship between displacement and mobilized base load developed at the pile tip can be described using a hardening model.
3. Based on static load tests of super-long piles in conditions of different thicknesses of residues and different soil strengths at the pile end, the enhancement effect of the soil strength at the pile tip on the shaft resistance was analyzed. The observations have provided some key findings that the skin friction and the base resistance are not respectively independent, and the total skin friction will be increased by improving the soil or rock strength at the pile base, especially for the skin friction near the pile end. It can be concluded that for the pile with a stiff soil layer at the pile base, the arching effect of the stiff bearing stratum, the enlarged pile shaft area near the pile tip, and the density of the compacted soil near the pile tip can be enhanced by improving the soil or rock strength at the pile tip. These are the causes of the strengthening effect of the soil strength at the pile tip on the shaft resistance.
4. This paper reported a well-instrumented case study on the field performance of pile-soil interaction in the design of pile groups. The reaction force of the pile at different locations of pile groups, the steel stress of base plate, and the percentage of the total load shared by the piles and the soils were analyzed. The measured data indicate that during decoration period, the measured average reaction force at pile top is more than50%of the ultimate bearing capacity of a single pile, differing from a single pile in the traditional design situation. Moreover, the percentage of the total load shared by the soils gradually decreases with increasing load and reaches about20%at the completion of decoration period. The measured average steel stress is observed to be small and far lower than the ultimate stress of the steel bar.
5. Three simplified approaches for the analysis of a single pile response were presented in this paper. In the first method, the pile settlement was assumed to consist of three aspects:(i) the pile tip settlement induced by the mobilized base load;(ii) the pile shaft compression; and (iii) the settlement due to the skin friction. Assuming that the load-displacement relationship developed along the pile-soil interface and at the pile base followed a hyperbolic model and a bilinear model, respectively, a highly effective iterative computer program was developed for the nonlinear analysis of the load-settlement behavior of a single pile in the second method. Two models were adopted in the third approach. One model used a softening nonlinear relationship to simulate the degradation behavior between unit skin friction and displacement developed along the pile-soil interface, and the other model adopted a bilinear model to capture the pile end response. Based on the proposed two models and a bisection method, a computer program was proposed to analyze a single pile response. The proposed three simplified approaches can be commonly used to analyze the nonlinear response of a single pile embedded into layered soils.
6. Based on the proposed simple analytical approaches for the analysis of a single pile response and the Equivalent Pier Method, the first simplified calculation approach for predicting an average settlement of pile group was proposed. The key of the first method was the adoption of a fair value of ω related to the relationship between a single pile settlement and pile groups displacement. The back-analysis of field tests on single pile and pile groups shows that the values of ω are found to be in the range0.25to0.45in silt and soft soils. In the second method, a new and simple approach was presented to analyze the interaction between piles including pile shaft and base interaction in layered soils. In this method, the interaction between piles was assumed to be in a linear elastic state, and the sheltering effect on the interaction factor between two piles was taken into account. Furthermore, in the third method, a hyperbolic model was used to capture the relationship between unit skin friction and pile-soil relative displacement developed along the pile-soil interface and the load-displacement relationship developed at the pile end. Determinations of the parameters presented in the hyperbolic model of skin friction and end resistance of an individual pile in pile groups were obtained considering interactions between piles. Based on the determinations of the parameters presented in the hyperbolic model of an individual pile in pile groups and the proposed iterative computer program developed for the analysis of a single pile response, the load-settlement response of an arbitrary pile in pile groups could be obtained.
7. For static load tests with the use of reaction piles, the load transfer method and the shear displacement approach were adopted to analyze the influence of the reaction piles on the test pile behavior. The analysis shows that the settlement of an influenced test pile is smaller than that of an individual pile at the same loading level. In practical applications, the measured results of static load test conducted using reaction piles should be modified, and the safety degree of an influenced test pile will be overestimated in some degree without modification of test results.
8. This paper, under the assumption that the pile-pile interaction showed elasticity, analyzed the pile-pile interaction between two dissimilar piles in layered soils using the load transfer method and the shear displacement approach, and taking the sheltering effect into account to modify the conventional interaction factor between two dissimilar piles. Parametric study shows that the interaction factor between two dissimilar piles decreases with increasing of distance between longer pile and shorter pile, ratio of length of load-free pile to loaded pile length, and shorter pile diameter, and increases with an increase in elasticity modulus ratio of pile to soil.
1.对温州鹿城广场钻孔施工时穿越约40m巨厚卵石层的超长嵌岩桩的施工方法和软土地基大吨位静载试验方案的设计展开了研究,并对超长桩的荷载-沉降性状、桩身压缩规律、桩侧阻力和桩端阻力的发挥特性、桩端沉渣对端阻的影响等进行了深入研究。研究表明,在最大加载条件下,超长桩表现为端承摩擦桩性状。在使用荷载下,桩顶沉降的90%以上来自桩身压缩,在进行超长桩设计时,要充分考虑桩身质量对试桩沉降的影响。同时,桩底沉渣清除的干净与否,也直接影响超长桩的沉降。超长桩桩侧上部土层摩阻力具有不同程度的软化现象,而中下部土层侧摩阻力具有微弱的强化效应。
2.利用破坏和非破坏试桩的现场对比试验揭示了试桩未加载至破坏和试桩破坏时受力性状的异同。研究发现,最大试验荷载下非破坏性试桩浅层土侧阻完全发挥并出现侧阻软化趋势,而破坏性试桩全桩长范围侧阻均表现为软化性状。非破坏性试桩实测得到的桩端位移-桩端力曲线表现为硬化特性,而试桩破坏性试验中实测得到的桩端位移-桩端力曲线表现为软化特性。
3.通过现场试验研究了桩端下沉渣厚度不同以及桩端持力层不同时超长桩实测侧阻,阐述了桩端强度提高对侧阻的强化作用。研究发现,端阻和侧阻不是相互独立的,桩端土强度的提高对侧阻有强化作用,尤其是桩端附近的侧阻。桩端土成拱作用和桩端附近桩身压缩的侧胀作用引起的桩侧附近法向应力和桩端附近桩侧土黏聚力及桩-土界面摩擦角的增加是造成桩端土强度提高对侧阻强化作用的主要原因。
4.通过采用桩土共同作用设计方法的某工程实测数据,分析了基础底板下不同位置处桩顶反力、基础底板中钢筋内力及桩、土荷载分担比等。现场实测结果表明,大楼竣工时桩顶反力超过单桩极限承载力的50%,这和传统设计方法是不同的。随建筑层数的增加,土分担荷载的比例逐渐减少,装修完成时土承担了上部荷载的20%。大楼结顶时基础底板内钢筋实测应力很小,远低于钢筋所能承受的最大抗压值或抗拉值。
5.提出了三种单桩沉降简化计算方法。单桩沉降简化计算方法一中单桩桩顶沉降由桩端力引起的沉降,桩身压缩和桩侧阻力引起的沉降组成。单桩沉降简化计算方法二中采用双曲线模型模拟桩侧阻力与桩土相对位移间的关系,采用双折线模型模拟桩端位移与桩端阻力间的关系,运用迭代的方法得到了单桩受力性状。单桩沉降简化计算方法三采用侧阻软化荷载传递模型,同时假定桩端位移-荷载关系曲线符合双折线模型,运用二分法得到了单桩沉降。本文提出的单桩沉降简化计算方法可考虑地基土的成层性和非线性特性。
6.在单桩沉降简化计算方法的基础上,提出了3种群桩沉降计算方法。第一种群桩沉降计算等代墩法的关键是获得合理的单桩沉降值,并选择恰当的群桩与单桩沉降关系系数值ω。笔者根据粉土和软土中单桩和群桩模型桩的试验结果反算得到单桩与群桩沉降关系系数ω值约为0.25～0.45。第二种群桩沉降计算方法在桩-桩之间的相互作用假定为弹性的基础上,考虑群桩中的“加筋和遮帘效应”对两桩相互作用系数的影响,并区分桩身位移和桩端位移的相互影响,得到了一种两桩相互作用系数的计算方法,并将其应用到群桩沉降简化计算方法中。第三种群桩沉降计算方法中利用双曲线模型模拟桩侧阻力和桩土相对位移间的关系以及桩端位移-荷载关系。考虑群桩中各基桩的相互作用,得到了群桩中基桩侧阻和端阻双曲线荷载传递函数中各参数的确定方法,并将荷载传递法扩展到群桩受力性状的分析中,提出了一种可快速估算群桩中任一基桩受力性状的简化算法。
7.利用荷载传递法并结合剪切位移法分析了成层土中锚桩法静载试验时锚桩对试桩桩顶刚度的影响,并考虑了“加筋和遮帘效应”对试桩桩顶刚度的影响。算例分析表明,实际工程中需对锚桩法静载试验数据进行修正,否则会在一定程度上高估试桩的安全度,从而使得锚桩法静载试验中的试桩极限承载力偏于危险。
8.假定桩与桩相互作用为弹性,利用荷载传递法并结合剪切位移法分析了层状土中不同桩间的相互作用,并考虑了“加筋和遮帘效应”对群桩受力性状的影响。参数分析结果表明,两桩相互作用系数随桩间距和非受荷桩与受荷桩桩长的比值以及短桩直径的增大而减小,随桩土弹性模量比的增大而增加。
Piles have been worldwidely used as the foundations of high-rise building, high-speed railway, highway, bridge, dock, harbor and other heavy-load structures. However, the construction effects especially thickness of residues at the pile base, disturbance of pile tip soil, mudcake around pile shaft, stress relaxation of borehole, and integrity of pile were primarily responsible for the discrepancy in pile capacity for a given soil profile. The responses of a single pile and pile groups need further study using field test and numerical analysis. The observations have provided some key findings summarized as below.
1. The construction technology of the over100-meter-long rock-socketed bored piles crossing about40-meter-deep huge thick gravel layer and the test scheme for large tonnage static load test in Wenzhou Lucheng Square were presented. Static load tests were conducted on the piles instrumented with strain gauges to capture the pile load-settlement response, the behavior of pile shaft compression, the mobilization of skin friction and end resistance, and the influence of the residues at the pile base on the end resistance. The measured results show that the super-long pile works as end-bearing friction pile at the maximum loading level. Under the working load, the percentage of the settlement at the super-long pile head due to the compression of pile shaft is over90%. Therefore, for practical purposes, the influence of pile quality on the settlement of pile top must be taken into account. Moreover, the settlement of super-long piles is observed to be closely associated with the compressibility of the sediment at pile end. It also can be concluded that the shaft resistance of piles has slight weakened and enhanced effect in the upper and lower soils, respectively.
2. The differences in the destructive and non-destructive pile responses were analyzed using a series of field tests. It is observed that at shallow depth the skin friction of the non-destructive pile decreases from the ultimate skin resistance with increasing load as the test pile is loaded to the maximum value, whereas for the destructive pile the shaft resistance along the pile depth approaches to the limiting state and decreases from a peak value with further increase of the pile head load. In addition, the load transmission curve of the soils around the pile base corresponds to a softening model in the field tests on the destructive pile, whereas the relationship between displacement and mobilized base load developed at the pile tip can be described using a hardening model.
3. Based on static load tests of super-long piles in conditions of different thicknesses of residues and different soil strengths at the pile end, the enhancement effect of the soil strength at the pile tip on the shaft resistance was analyzed. The observations have provided some key findings that the skin friction and the base resistance are not respectively independent, and the total skin friction will be increased by improving the soil or rock strength at the pile base, especially for the skin friction near the pile end. It can be concluded that for the pile with a stiff soil layer at the pile base, the arching effect of the stiff bearing stratum, the enlarged pile shaft area near the pile tip, and the density of the compacted soil near the pile tip can be enhanced by improving the soil or rock strength at the pile tip. These are the causes of the strengthening effect of the soil strength at the pile tip on the shaft resistance.
4. This paper reported a well-instrumented case study on the field performance of pile-soil interaction in the design of pile groups. The reaction force of the pile at different locations of pile groups, the steel stress of base plate, and the percentage of the total load shared by the piles and the soils were analyzed. The measured data indicate that during decoration period, the measured average reaction force at pile top is more than50%of the ultimate bearing capacity of a single pile, differing from a single pile in the traditional design situation. Moreover, the percentage of the total load shared by the soils gradually decreases with increasing load and reaches about20%at the completion of decoration period. The measured average steel stress is observed to be small and far lower than the ultimate stress of the steel bar.
5. Three simplified approaches for the analysis of a single pile response were presented in this paper. In the first method, the pile settlement was assumed to consist of three aspects:(i) the pile tip settlement induced by the mobilized base load;(ii) the pile shaft compression; and (iii) the settlement due to the skin friction. Assuming that the load-displacement relationship developed along the pile-soil interface and at the pile base followed a hyperbolic model and a bilinear model, respectively, a highly effective iterative computer program was developed for the nonlinear analysis of the load-settlement behavior of a single pile in the second method. Two models were adopted in the third approach. One model used a softening nonlinear relationship to simulate the degradation behavior between unit skin friction and displacement developed along the pile-soil interface, and the other model adopted a bilinear model to capture the pile end response. Based on the proposed two models and a bisection method, a computer program was proposed to analyze a single pile response. The proposed three simplified approaches can be commonly used to analyze the nonlinear response of a single pile embedded into layered soils.
6. Based on the proposed simple analytical approaches for the analysis of a single pile response and the Equivalent Pier Method, the first simplified calculation approach for predicting an average settlement of pile group was proposed. The key of the first method was the adoption of a fair value of ω related to the relationship between a single pile settlement and pile groups displacement. The back-analysis of field tests on single pile and pile groups shows that the values of ω are found to be in the range0.25to0.45in silt and soft soils. In the second method, a new and simple approach was presented to analyze the interaction between piles including pile shaft and base interaction in layered soils. In this method, the interaction between piles was assumed to be in a linear elastic state, and the sheltering effect on the interaction factor between two piles was taken into account. Furthermore, in the third method, a hyperbolic model was used to capture the relationship between unit skin friction and pile-soil relative displacement developed along the pile-soil interface and the load-displacement relationship developed at the pile end. Determinations of the parameters presented in the hyperbolic model of skin friction and end resistance of an individual pile in pile groups were obtained considering interactions between piles. Based on the determinations of the parameters presented in the hyperbolic model of an individual pile in pile groups and the proposed iterative computer program developed for the analysis of a single pile response, the load-settlement response of an arbitrary pile in pile groups could be obtained.
7. For static load tests with the use of reaction piles, the load transfer method and the shear displacement approach were adopted to analyze the influence of the reaction piles on the test pile behavior. The analysis shows that the settlement of an influenced test pile is smaller than that of an individual pile at the same loading level. In practical applications, the measured results of static load test conducted using reaction piles should be modified, and the safety degree of an influenced test pile will be overestimated in some degree without modification of test results.
8. This paper, under the assumption that the pile-pile interaction showed elasticity, analyzed the pile-pile interaction between two dissimilar piles in layered soils using the load transfer method and the shear displacement approach, and taking the sheltering effect into account to modify the conventional interaction factor between two dissimilar piles. Parametric study shows that the interaction factor between two dissimilar piles decreases with increasing of distance between longer pile and shorter pile, ratio of length of load-free pile to loaded pile length, and shorter pile diameter, and increases with an increase in elasticity modulus ratio of pile to soil.
引文
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