CN103911983A - Tire-gravel drainage pile composite foundation treatment method - Google Patents
Tire-gravel drainage pile composite foundation treatment method Download PDFInfo
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- 239000002131 composite material Substances 0.000 title claims abstract description 46
- 238000000034 method Methods 0.000 title claims abstract description 43
- 238000010276 construction Methods 0.000 claims abstract description 48
- 239000002689 soil Substances 0.000 claims abstract description 33
- 230000002787 reinforcement Effects 0.000 claims abstract description 30
- 239000004575 stone Substances 0.000 claims abstract description 21
- 239000000945 filler Substances 0.000 claims abstract description 18
- 239000004576 sand Substances 0.000 claims abstract description 15
- 238000013461 design Methods 0.000 claims abstract description 14
- 238000012360 testing method Methods 0.000 claims description 30
- 230000035515 penetration Effects 0.000 claims description 12
- 238000009933 burial Methods 0.000 claims description 10
- 150000001875 compounds Chemical class 0.000 claims description 4
- 238000001125 extrusion Methods 0.000 claims description 4
- 238000007689 inspection Methods 0.000 claims description 4
- 239000002245 particle Substances 0.000 claims description 4
- 238000011065 in-situ storage Methods 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 3
- 229920006395 saturated elastomer Polymers 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims 1
- 230000009286 beneficial effect Effects 0.000 abstract description 3
- 238000007596 consolidation process Methods 0.000 abstract description 3
- 239000010920 waste tyre Substances 0.000 description 9
- 238000010586 diagram Methods 0.000 description 3
- 239000013590 bulk material Substances 0.000 description 2
- 239000004927 clay Substances 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 230000033228 biological regulation Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- -1 silt Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
本发明公开了一种轮胎-碎石排水桩复合地基处理方法，包括以下步骤：步骤1确定相关参数，包括地基的加固范围、桩体布置方式、轮胎碎石桩的间距、地基的加固深度、桩径、桩孔内的填料量、砂碎石桩顶部碎石垫层的厚度；步骤2根据步骤1得到的参数，进行施工；在设置桩体的位置，将套管固定；将套管打入土中，将套管打入到预定的设计深度；在套管内安置轮胎，然后在轮胎内侧投入碎石，然后将套管拔到设定高度，套管内的碎石即被压缩空气排碎石于土中；边振动边拔管，拔出套管到地面而成桩。本发明结合碎石桩在复合地基处理中的优势，例如碎石桩施工速度快，有利于加速地基土的排水固结，造价低等。
The invention discloses a tire-gravel drainage pile composite foundation treatment method, which comprises the following steps: Step 1 determines relevant parameters, including the reinforcement range of the foundation, the arrangement of piles, the distance between the tire gravel piles, the reinforcement depth of the foundation, Pile diameter, amount of filler in the pile hole, thickness of gravel cushion at the top of the sand and gravel pile; step 2, according to the parameters obtained in step 1, carry out construction; fix the casing at the position where the pile body is set; Insert the casing into the soil, drive the casing to the predetermined design depth; place the tire in the casing, then put gravel inside the tire, and then pull the casing to the set height, and the crushed stone in the casing will be crushed by compressed air The stone is in the soil; the pipe is pulled out while vibrating, and the casing is pulled out to the ground to form a pile. The invention combines the advantages of crushed stone piles in composite foundation treatment, for example, the construction speed of crushed stone piles is fast, it is beneficial to accelerate the drainage and consolidation of foundation soil, and the cost is low.
Description
技术领域technical field
本发明属于土木工程领域，涉及一种轮胎-碎石排水桩复合地基处理方法。The invention belongs to the field of civil engineering and relates to a tire-gravel drainage pile composite foundation treatment method.
背景技术Background technique
碎石桩和砂桩复合地基是软土地基常用的一种处理方法，可用来加固砂土，粉土地基，增加地基的承载力，减小沉降量，防止地震液化的发生，同时亦可以增大软弱土的整体稳定性。但碎石桩和砂桩单桩承载力和复合地基承载力较低，并且碎石桩和砂桩复合地基破坏时，多数是桩体先破坏，之后才是复合地基的全面破坏。桩体的破坏大多是膨胀破坏，这是因为碎石桩或砂桩粒料间无粘聚力的存在，仅仅依靠桩周围压保持其承担荷载的能力，在荷载的作用下，位于地表浅层的桩周土体提供的围压过小，不足以约束桩体抵抗竖向荷载并且保持几何形状不变，此时桩体就有可能突破侧向压力不足的薄弱点而引起桩体膨胀破坏。因此，散体桩无论上部基础刚度大小，当围压不足时，散体材料桩都可能发生桩体膨胀破坏。The composite foundation of crushed stone piles and sand piles is a common treatment method for soft soil foundations. It can be used to strengthen sandy soil and silt foundations, increase the bearing capacity of the foundation, reduce settlement, prevent earthquake liquefaction, and increase Overall stability in large soft soils. However, the single pile bearing capacity of gravel piles and sand piles and the bearing capacity of composite foundations are low, and when the composite foundations of gravel piles and sand piles are damaged, most of the piles are destroyed first, and then the composite foundation is completely destroyed. The damage of the pile body is mostly expansion failure. This is because there is no cohesion between the aggregates of the gravel pile or sand pile, and it only depends on the pressure around the pile to maintain its ability to bear the load. The confining pressure provided by the soil around the pile is too small to constrain the pile to resist the vertical load and keep the geometric shape unchanged. At this time, the pile may break through the weak point of insufficient lateral pressure and cause the pile to expand and fail. Therefore, regardless of the stiffness of the upper foundation of the bulk pile, when the confining pressure is insufficient, the pile of bulk material may expand and fail.
变形量大也是散体桩的一个缺陷，在散体材料桩复合地基中，因为桩体本身抵抗侧向变形的能力很小，所以这类复合地基在竖向受到荷载作用后会产生径向变形，桩周土体能够提供一定的径向约束，可为碎石桩提供一定的径向约束，但桩周土体本身抵抗水平位移能力有限，施工时对桩周土体的扰动会进一步减弱土体的径向约束作用，导致碎石桩或砂桩等散体材料桩变形要比刚性桩大。The large amount of deformation is also a defect of the bulk pile. In the bulk material pile composite foundation, because the ability of the pile itself to resist lateral deformation is very small, this type of composite foundation will produce radial deformation after being loaded vertically. , the soil around the pile can provide a certain radial constraint, which can provide a certain radial constraint for the gravel pile, but the soil around the pile itself has limited resistance to horizontal displacement, and the disturbance of the soil around the pile during construction will further weaken the soil Due to the radial restraint effect of the body, the deformation of loose material piles such as gravel piles or sand piles is larger than that of rigid piles.
另外随着汽车工业及交通运输业的飞速发展，废旧轮胎越来越多，形成黑色垃圾，造成黑色污染。对废旧轮胎进行综合利用，并将其产品应用于交通和建筑等领域成为我国可持续发展的重要课题。废旧轮胎应用于地基处理具有抗侵蚀能力强，耐久性好等优势。In addition, with the rapid development of the automobile industry and the transportation industry, there are more and more waste tires, forming black garbage and causing black pollution. The comprehensive utilization of waste tires and the application of their products in the fields of transportation and construction have become an important topic of sustainable development in our country. The application of waste tires in foundation treatment has the advantages of strong erosion resistance and good durability.
如果在散体桩的桩周施加一个径向的约束，则无论是散体桩抵抗变形的能力还是单桩承载力都会有较大的改善，而废旧轮胎的固有形态和受力特点恰好可以为散体桩提供径向约束。If a radial constraint is imposed around the bulk pile, both the ability of the bulk pile to resist deformation and the bearing capacity of a single pile will be greatly improved, and the inherent shape and mechanical characteristics of waste tires can be just for Bulk piles provide radial restraint.
发明内容Contents of the invention
为了解决上述问题，本发明提出了一种轮胎-碎石桩复合地基及地基处理方法。轮胎可以为内部碎石提供很高的径向约束，提高碎石桩荷载，限制内部碎石桩体尤其是上部桩体的变形，从而使复合地基既有高的承载能力，又具有强的透水性能，可以在在力学和变形协调性上提高碎石桩的性能。本发明既利用了废旧轮胎，又为复合地基的施工带来了便利。In order to solve the above problems, the present invention proposes a tire-gravel pile composite foundation and a foundation treatment method. The tires can provide high radial restraint for the internal gravel, increase the load of the gravel pile, and limit the deformation of the internal gravel pile, especially the upper pile, so that the composite foundation has both high bearing capacity and strong water permeability Performance can improve the performance of gravel piles in terms of mechanics and deformation coordination. The invention not only utilizes waste tires, but also brings convenience to the construction of composite ground.
为实现上述目的，本发明采用如下技术方案：To achieve the above object, the present invention adopts the following technical solutions:
轮胎-碎石排水桩复合地基处理方法，包括以下步骤：The tire-gravel drainage pile composite foundation treatment method includes the following steps:
步骤1确定相关参数，包括地基的加固范围、桩体布置方式、轮胎碎石桩的间距、轮胎碎石桩复合地基加固深度、桩径、桩孔内的填料量、砂碎石桩顶部碎石垫层的厚度。Step 1 Determine the relevant parameters, including the reinforcement range of the foundation, the layout of the piles, the distance between the tire gravel piles, the reinforcement depth of the composite foundation of the tire gravel piles, the diameter of the piles, the amount of filler in the pile holes, and the gravel at the top of the sand gravel piles The thickness of the underlayment.
步骤2根据步骤1得到的参数，进行施工：Step 2 Carry out construction according to the parameters obtained in step 1:
在设置桩体的位置，将套管用导向架固定；将套管打入土中，套管长度为桩体设计长度的1.15倍；将套管打入到预定的设计深度；轮胎外侧预制排水孔，排水孔为直径为10mm，所述的排水孔之间的间距为100mm；在套管内安置轮胎，然后在轮胎内投入碎石，然后边振动边拔管，拔管速度为1.0～1.5m/min;拔出套管到地面而成桩；At the position where the pile body is set, fix the casing with a guide frame; drive the casing into the soil, and the length of the casing is 1.15 times the design length of the pile; drive the casing to the predetermined design depth; prefabricate drainage holes on the outside of the tire , the drain hole is 10mm in diameter, and the distance between the drain holes is 100mm; tires are placed in the casing, then gravel is dropped in the tire, and then the tube is pulled out while vibrating, and the tube pulling speed is 1.0～1.5m/ min; pull out the casing to the ground to form a pile;
步骤1所述的地基的加固范围的确定方法如下：加固范围大于基础底面面积并且在基础外缘增加不少于1～3排桩。The method for determining the reinforcement range of the foundation described in step 1 is as follows: the reinforcement range is larger than the area of the bottom surface of the foundation and no less than 1 to 3 rows of piles are added to the outer edge of the foundation.
步骤1所述的桩体布置方法如下：需进行大面积（﹥1000m2）满堂处理时，桩体采用等边三角形布置；对于独立基础或者条形基础，桩位采用正方形，矩形，或等腰三角形布置；对于圆形基础或者环形基础，采用放射性布置。The pile arrangement method described in step 1 is as follows: when a large area (>1000m 2 ) is required to be fully treated, the piles shall be arranged in equilateral triangles; for independent foundations or strip foundations, the piles shall be arranged in squares, rectangles, or isosceles Triangular arrangement; for circular foundations or circular foundations, radial arrangement is adopted.
步骤1所述的轮胎碎石桩的间距确定方法如下：桩间距不大于轮胎碎石桩直径的4.5倍。The method for determining the spacing of the tire gravel piles described in step 1 is as follows: the spacing between the piles is not greater than 4.5 times the diameter of the tire gravel piles.
步骤1所述的地基加固深度的确定方法如下：The method for determining the depth of foundation reinforcement described in step 1 is as follows:
①、当地基持力层的埋藏深度不大（﹤10m）时，应按持力层的埋藏深度确定。①. When the burial depth of the bearing layer of the subgrade is not large (﹤10m), it should be determined according to the burial depth of the bearing layer.
②、当地基持力层埋藏深度较大（≥10m）时，对于变形控制的工程，加固深度应满足轮胎碎石桩复合地基变形不超过建筑物地基容许变形的要求；对于按稳定性控制的工程，加固深度应大于最危险滑动面的深度。②. When the burial depth of the ground bearing layer is relatively large (≥10m), for deformation-controlled projects, the reinforcement depth should meet the requirement that the deformation of the compound foundation of tire gravel piles does not exceed the allowable deformation of the building foundation; for projects controlled by stability For engineering, the reinforcement depth should be greater than the depth of the most dangerous sliding surface.
③、在可液化地基中，加固深度应按现行国家标准《建筑抗震设计规范》GB50011-2010的有关规定采用。③. In liquefiable foundations, the reinforcement depth shall be adopted in accordance with the relevant provisions of the current national standard "Code for Seismic Design of Buildings" GB50011-2010.
④、桩长不能小于4m，且不超过30m。④, pile length can not be less than 4m, and not more than 30m.
步骤1所述的桩径确定方法如下：采用沉管法成桩时，直径为0.3～0.8m，饱和粘性土地基应的直径为0.5～0.8m。The method for determining the diameter of the pile in step 1 is as follows: when the pile is formed by the immersed pipe method, the diameter is 0.3-0.8m, and the diameter of the saturated cohesive soil foundation should be 0.5-0.8m.
步骤1所述的桩孔内的填料量的确定方法：The method for determining the amount of filler in the pile hole described in step 1:
桩孔内的填料量等于桩孔体积乘以充盈系数，充盈系数取1.2～1.4；The amount of filler in the pile hole is equal to the volume of the pile hole multiplied by the filling coefficient, and the filling coefficient is 1.2 to 1.4;
轮胎碎石桩填料用碎石、卵石、角砾、圆砾、石屑或其混合物，其中含泥量不得大于5%；碎石最大粒径不大于50mm。Crushed stones, pebbles, breccias, round gravels, stone chips or their mixtures are used as fillers for tire gravel piles, and the mud content in them shall not exceed 5%; the maximum particle size of the crushed stones shall not exceed 50mm.
步骤1所述的砂碎石桩顶部碎石垫层的厚度为300～500mm。The thickness of the gravel cushion on the top of the sand and gravel pile described in step 1 is 300-500mm.
步骤2所述的施工顺序为：对砂土地基宜从外围或两侧向中间进行，对粘性土地基宜从中间向外围或隔排施工。The construction sequence described in step 2 is: for the sandy soil foundation, it should be carried out from the periphery or both sides to the middle, and for the cohesive soil foundation, it should be constructed from the middle to the periphery or every row.
步骤2所述成桩位置与设计位置偏差不大于50mm，桩径偏差控制在20mm以内，桩长偏差不大于100mm。The pile-forming position mentioned in step 2 is not greater than 50 mm from the design position, the pile diameter deviation is controlled within 20 mm, and the pile length deviation is not greater than 100 mm.
在步骤2完成后，对施工质量进行检测，包括以下内容：After step 2 is completed, inspect the construction quality, including the following:
1、在施工期间和施工结束后，检查桩的施工记录；检查套管升降幅度与速度。1. During construction and after construction, check the construction records of the pile; check the casing lifting range and speed.
2、桩体的施工质量检测采用单桩荷载试验，对桩体采用动力触探试验检测，对桩间土采用标准贯入，静力触探，动力触探或其他原位测试方法进行检测。2. The construction quality inspection of the pile body adopts the single pile load test, the pile body is tested by the dynamic penetration test, and the soil between the piles is tested by standard penetration, static penetration, dynamic penetration or other in-situ testing methods.
3、地基竣工验收时，承载力检验采用复合地基荷载试验；3. When the foundation is completed and accepted, the bearing capacity test adopts the composite foundation load test;
4、复合地基荷载试验不少于总桩数的0.5%，且每个单体建筑的复合地基承载力试验点不少于3点。4. The load test of the composite foundation shall not be less than 0.5% of the total number of piles, and the test points of the composite foundation bearing capacity of each single building shall not be less than 3 points.
施工过程除遵守相关规程规定外还应注意以下几点：During the construction process, in addition to complying with relevant regulations, the following points should also be paid attention to:
①正式施工前应进行成桩试验，以验证试验参数的合理性，当发现不能满足设计要求时，有关参数需重新试验或改变设计① Piling test should be carried out before the official construction to verify the rationality of the test parameters. When it is found that the design requirements cannot be met, the relevant parameters need to be re-tested or the design should be changed
②正式施工时，要严格按照设计提出的桩长，桩距，桩径，填料量以及试验确定的桩管拔管速度和高度，留振时间、电动机的工作电流等施工参数进行施工，以确保挤压均匀和桩身的连续性。② During formal construction, the construction shall be carried out in strict accordance with the construction parameters such as the pile length, pile distance, pile diameter, filler amount proposed in the design, and the pile pipe pulling speed and height determined by the test, vibration retention time, and the working current of the motor, so as to ensure Uniform extrusion and continuity of pile body.
③应保证起重设备平稳，导向架与地面垂直，且垂直偏差不应大于1.5%，成孔中心与设计桩中心偏差不大于50mm，桩径偏差控制在20mm以内，桩长偏差不大于100mm。③ It should be ensured that the lifting equipment is stable, the guide frame is perpendicular to the ground, and the vertical deviation should not exceed 1.5%, the deviation between the hole center and the designed pile center should not exceed 50mm, the pile diameter deviation should be controlled within 20mm, and the pile length deviation should not exceed 100mm.
④施工顺序：由两侧向中心的施工顺序进行，隔排隔桩跳打。④ Construction sequence: The construction sequence is carried out from both sides to the center, and the piles are jumped every row.
本发明的有益效果如下：The beneficial effects of the present invention are as follows:
本发明结合碎石桩在复合地基处理中的优势，例如碎石桩施工速度快，有利于加速地基土的排水固结，造价低等，利用废旧轮胎改善碎石桩力学和变形协调性，增强了桩体的承载力和复合地基的承载力，轮胎约束碎石的径向变形，减小了竖向变形。同时为桩体的施工带来便利条件，拔管速度比碎石桩块。不会产生缩颈和断桩的病害。废旧轮胎包裹碎石桩形成碎石排水桩具有环保，废物利用，施工速度快，造价低，排水固结效果好，桩身沉降量小，单桩和复合地基承载力高等优点。The invention combines the advantages of crushed stone piles in composite foundation treatment, such as fast construction speed of crushed stone piles, which is beneficial to accelerate the drainage and consolidation of foundation soil, and low cost, and uses waste tires to improve the mechanics and deformation coordination of crushed stone piles, and enhance The bearing capacity of the pile body and the composite foundation are improved, and the radial deformation of the crushed stone is restrained by tires, which reduces the vertical deformation. At the same time, it brings convenient conditions for the construction of the pile body, and the speed of pulling out the pipe is faster than that of the crushed stone pile. There will be no diseases such as necking and broken piles. The waste tire wrapped gravel pile to form a gravel drainage pile has the advantages of environmental protection, waste utilization, fast construction speed, low cost, good drainage consolidation effect, small pile settlement, and high bearing capacity of single pile and composite foundation.
附图说明Description of drawings
图1是轮胎-碎石/砂排水桩示意图。Figure 1 is a schematic diagram of a tire-gravel/sand drainage pile.
图2是轮胎-碎石砂/排水桩体布置示意图。Figure 2 is a schematic diagram of tire-gravel sand/drainage pile arrangement.
图3是轮胎-碎石砂/排水桩体布置形式图。Fig. 3 is a layout diagram of tire-gravel sand/drainage pile body.
具体实施方式Detailed ways
下面结合附图与实例1对本发明作进一步说明：Below in conjunction with accompanying drawing and example 1, the present invention will be further described:
轮胎-碎石排水桩复合地基处理方法，包括以下步骤：The tire-gravel drainage pile composite foundation treatment method includes the following steps:
步骤1确定相关参数，包括地基的加固范围、桩体布置方式、轮胎碎石桩的间距、轮胎碎石桩复合地基加固深度、桩径、桩孔内的填料量、砂碎石桩顶部碎石垫层的厚度。Step 1 Determine the relevant parameters, including the reinforcement range of the foundation, the layout of the piles, the distance between the tire gravel piles, the reinforcement depth of the composite foundation of the tire gravel piles, the diameter of the piles, the amount of filler in the pile holes, and the gravel at the top of the sand gravel piles The thickness of the underlayment.
步骤2根据步骤1得到的参数，进行施工：Step 2 Carry out construction according to the parameters obtained in step 1:
在设置桩体的位置，将套管用导向架固定；套管长度为桩体设计深度的1.15倍，将套管打入土中到预定的设计深度；轮胎外侧预制排水孔，排水孔为直径为10mm，所述的排水孔之间的间距为100mm；在套管内安置轮胎，然后在轮胎内投入碎石，然后将套管边振动边拔管，拔管速度为1.0～1.5m/min；拔出套管到地面而成桩；At the position where the pile body is set, the casing is fixed with a guide frame; the length of the casing is 1.15 times the design depth of the pile body, and the casing is driven into the soil to the predetermined design depth; the drainage hole is prefabricated on the outside of the tire, and the diameter of the drainage hole is 10mm, and the distance between the drainage holes is 100mm; place tires in the casing, then put gravel in the tires, and then pull out the casing while vibrating at a speed of 1.0 to 1.5m/min; Out of the casing to the ground to form a pile;
步骤3检测桩体的施工质量。Step 3 detects the construction quality of the pile body.
步骤1所述的地基的加固范围的确定方法如下：加固范围大于基础底面面积并且在基础外缘增加不少于1～3排桩。The method for determining the reinforcement range of the foundation described in step 1 is as follows: the reinforcement range is larger than the area of the bottom surface of the foundation and no less than 1 to 3 rows of piles are added to the outer edge of the foundation.
步骤1所述的桩体布置方法如下：需进行大面积（﹥1000m2）满堂处理时，桩体采用等边三角形布置；对于独立基础或者条形基础，桩位采用正方形，矩形，或等腰三角形布置；对于圆形基础或者环形基础，采用放射性布置。The pile arrangement method described in step 1 is as follows: when a large area (>1000m 2 ) is required to be fully treated, the piles shall be arranged in equilateral triangles; for independent foundations or strip foundations, the piles shall be arranged in squares, rectangles, or isosceles Triangular arrangement; for circular foundations or circular foundations, radial arrangement is adopted.
步骤1所述的轮胎碎石桩的间距确定方法如下：桩间距不大于轮胎碎石桩直径的4.5倍。The method for determining the spacing of the tire gravel piles described in step 1 is as follows: the spacing between the piles is not greater than 4.5 times the diameter of the tire gravel piles.
步骤1所述的地基加固深度的确定方法如下：The method for determining the depth of foundation reinforcement described in step 1 is as follows:
①、当地基持力层的埋藏深度不大（﹤10m）时，应按持力层的埋藏深度确定。①. When the burial depth of the bearing layer of the subgrade is not large (﹤10m), it should be determined according to the burial depth of the bearing layer.
②、当地基持力层埋藏深度较大（≥10m）时，对于变形控制的工程，加固深度应满足轮胎碎石桩复合地基变形不超过建筑物地基容许变形的要求；对于按稳定性控制的工程，加固深度应大于最危险滑动面的深度。②. When the burial depth of the ground bearing layer is relatively large (≥10m), for deformation-controlled projects, the reinforcement depth should meet the requirement that the deformation of the compound foundation of tire gravel piles does not exceed the allowable deformation of the building foundation; for projects controlled by stability For engineering, the reinforcement depth should be greater than the depth of the most dangerous sliding surface.
③、在可液化地基中，加固深度应按现行国家标准《建筑抗震设计规范》GB50011-2010的有关规定采用。③. In liquefiable foundations, the reinforcement depth shall be adopted in accordance with the relevant provisions of the current national standard "Code for Seismic Design of Buildings" GB50011-2010.
④、桩长不能小于4m，且不超过30m。④, pile length can not be less than 4m, and not more than 30m.
步骤1所述的桩径确定方法如下：采用沉管法成桩时，直径为0.3～0.8m，饱和粘性土地基应的直径为0.5～0.8m。The method for determining the diameter of the pile in step 1 is as follows: when the pile is formed by the immersed pipe method, the diameter is 0.3-0.8m, and the diameter of the saturated cohesive soil foundation should be 0.5-0.8m.
步骤1所述的桩孔内的填料量的确定方法：The method for determining the amount of filler in the pile hole described in step 1:
桩孔内的填料量等于桩孔体积乘以充盈系数，充盈系数取1.2～1.4；The amount of filler in the pile hole is equal to the volume of the pile hole multiplied by the filling coefficient, and the filling coefficient is 1.2 to 1.4;
轮胎碎石桩填料用碎石、卵石、角砾、圆砾、石屑或其混合物，其中含泥量不得大于5%；碎石最大粒径不大于50mm。Crushed stones, pebbles, breccias, round gravels, stone chips or their mixtures are used as fillers for tire gravel piles, and the mud content in them shall not exceed 5%; the maximum particle size of the crushed stones shall not exceed 50mm.
步骤1所述的砂碎石桩顶部碎石垫层的厚度为300～500mm。The thickness of the gravel cushion on the top of the sand and gravel pile described in step 1 is 300-500mm.
步骤2所述的施工顺序为：对砂土地基宜从外围或两侧向中间进行，对粘性土地基宜从中间向外围或隔排施工。The construction sequence described in step 2 is: for the sandy soil foundation, it should be carried out from the periphery or both sides to the middle, and for the cohesive soil foundation, it should be constructed from the middle to the periphery or every row.
步骤2所述成桩位置与设计位置偏差不大于50mm，桩径偏差控制在20mm以内，桩长偏差不大于100mm。The pile-forming position mentioned in step 2 is not greater than 50 mm from the design position, the pile diameter deviation is controlled within 20 mm, and the pile length deviation is not greater than 100 mm.
步骤3所述的施工质量包括以下内容：The quality of construction described in step 3 includes the following:
（1）在施工期间和施工结束后，检查桩的施工记录；检查套管往复挤压振动次数与时间，套管升降幅度与速度，每次填料量。(1) During construction and after construction, check the construction records of the pile; check the number and time of reciprocating extrusion vibration of the casing, the lifting range and speed of the casing, and the amount of filler each time.
（2）桩体的施工质量检测采用单桩荷载试验，对桩体采用动力触探试验检测，对桩间土采用标准贯入，静力触探，动力触探或其他原位测试方法进行检测。(2) The construction quality inspection of the pile body adopts the single pile load test, the pile body is tested by the dynamic penetration test, and the soil between the piles is tested by standard penetration, static penetration, dynamic penetration or other in-situ testing methods .
（3）地基竣工验收时，承载力检验采用复合地基荷载试验；(3) When the foundation is completed and accepted, the bearing capacity test adopts the composite foundation load test;
（4）复合地基荷载试验不少于总桩数的0.5%，且每个单体建筑的复合地基承载力试验点不少于3点。(4) Composite foundation load test shall not be less than 0.5% of the total number of piles, and the composite foundation bearing capacity test points for each single building shall not be less than 3 points.
下面以位于黄河冲击平原的一个项目为例，进行说明：The following is an example of a project located in the flood plain of the Yellow River:
某项目位于黄河冲击平原，属于黄泛区，地质情况自上而下有粉土、粘土、粉土、粘土。地下水位在2m左右，地下水位丰富。为了减少工后沉降量，保证建筑物的稳定，设计采用轮胎–碎石排水桩复合地基对软土地基进行处理。A certain project is located in the alluvial plain of the Yellow River, which belongs to the yellow flood zone. The geological conditions from top to bottom include silt, clay, silt, and clay. The groundwater table is about 2m, and the groundwater table is abundant. In order to reduce the post-construction settlement and ensure the stability of the building, the design adopts tire-gravel drainage pile composite foundation to treat the soft soil foundation.
如图1所示，一种轮胎-碎石排水桩复合地基，包括桩体，所述桩体外部为废旧轮胎，外部轮胎为碎石提供径向约束。同时，外部轮胎上预制了排水孔，可以向碎石部分排水。施加了外部约束的碎石桩由散体桩改性为半刚半柔性桩。As shown in Fig. 1 , a tire-gravel drainage pile composite foundation includes a pile body, and waste tires are used on the outside of the pile body, and the outer tire provides radial constraints for the gravel. At the same time, drainage holes are prefabricated on the outer tires to allow drainage to the gravel section. The gravel piles with external constraints are modified from bulk piles to semi-rigid and semi-flexible piles.
桩体采用正方形布置如图3所示，该地基处为粉土地基桩距采用4.5倍的桩径。根据机械施工条件，桩径为0.5m，根据地质条件桩长为8.5m，经过试验，该布置方式符合地基承载力和变形满足要求。处理方法为：根据场地条件确定，桥涵地基加固为满堂加固，加固面积大于基础底面面积并且在基础外缘增加1排桩。桩体宜采用正方形布置，如图3所示。轮胎碎石桩的间距应根据上部结构和场地情况通过现场试验确定，桩间距为轮胎碎石桩直径的4倍，即2m。根据地基土层条件，持力层埋藏深度大于15m，为了保证工程的变形控制，加固深度满足轮胎碎石桩复合地基变形不超过建筑物地基容许变形的要求，根据试验得出加固深度为8.5m；由成桩设备和土层情况。根据地基土情况和成桩设备等因素确定直径为0.5m。通过现场试验确定，桩孔体积的充盈系数g取1.2。轮胎碎石桩填料为碎石，含泥量小于5%。碎石最大粒径不大于50mm。桩顶部宜铺设一层厚度为300mm的碎石垫层。The pile body adopts a square layout as shown in Figure 3, and the foundation is a powder soil foundation, and the pile distance is 4.5 times the pile diameter. According to the mechanical construction conditions, the pile diameter is 0.5m, and the pile length is 8.5m according to the geological conditions. After testing, this arrangement meets the requirements of the bearing capacity and deformation of the foundation. The treatment method is: determined according to the site conditions, the reinforcement of the bridge and culvert foundation is full reinforcement, the reinforcement area is larger than the bottom surface of the foundation and a row of piles is added on the outer edge of the foundation. The pile body should be arranged in a square, as shown in Figure 3. The distance between the tire gravel piles should be determined through field tests according to the superstructure and site conditions, and the pile spacing is 4 times the diameter of the tire gravel piles, that is, 2m. According to the conditions of the foundation soil layer, the burial depth of the bearing layer is greater than 15m. In order to ensure the deformation control of the project, the reinforcement depth meets the requirement that the deformation of the compound foundation of tire gravel piles does not exceed the allowable deformation of the building foundation. According to the test, the reinforcement depth is 8.5m ; By pile-forming equipment and soil conditions. The diameter is determined to be 0.5m according to factors such as foundation soil conditions and pile-forming equipment. It is determined through field tests that the filling factor g of the pile hole volume is taken as 1.2. The tire gravel pile filler is crushed stone with a mud content of less than 5%. The maximum particle size of gravel shall not exceed 50mm. A layer of gravel cushion with a thickness of 300mm should be laid on the top of the pile.
具体施工工艺为：在地面上将套管的位置固定好，启动振动机，将套管打入土中，将套管打入到8.5m深度，轮胎外侧预制排水孔，排水孔为直径为10mm，所述的排水孔之间的间距为100mm；在套管内安置轮胎然后在轮胎内投入碎石，边振动边拔管，拔管速度为1.0～1.5m/min；拔出桩管到地面而成桩。The specific construction process is as follows: fix the position of the casing on the ground, start the vibrator, drive the casing into the soil, drive the casing to a depth of 8.5m, and prefabricate drainage holes on the outside of the tire with a diameter of 10mm. , the distance between the drainage holes is 100mm; place tires in the casing and then put gravel in the tires, pull out the tube while vibrating, the speed of pulling out the tube is 1.0-1.5m/min; pull out the pile tube to the ground and into piles.
施工过程中，起重设备平稳，导向架与地面垂直，且垂直偏差不大于1.5%，成孔中心与设计桩中心偏差为40mm，桩径偏差控制在20mm以内，桩长偏差为80mm。施工顺序：由两侧向中心的施工顺序进行，隔排隔桩跳打。During the construction process, the lifting equipment is stable, the guide frame is perpendicular to the ground, and the vertical deviation is not more than 1.5%, the deviation between the hole center and the designed pile center is 40mm, the pile diameter deviation is controlled within 20mm, and the pile length deviation is 80mm. Construction sequence: The construction sequence is carried out from both sides to the center, and the piles are jumped every row.
在施工期间和施工结束后，检查桩的施工记录，检查套管往复挤压振动次数与时间，套管升降幅度与速度，每次填料量等施工记录。During construction and after construction, check the construction records of the pile, check the number and time of reciprocating extrusion vibration of the casing, the lifting range and speed of the casing, and the amount of filler each time.
桩体的施工质量检测通过对复合地基承载力测试，测试结果为235.0KPa，轮胎碎石桩复合地基承载力明显高于碎石桩复合地基承载力。The construction quality inspection of the pile body has passed the test of the bearing capacity of the composite foundation, and the test result is 235.0KPa. The bearing capacity of the composite foundation of the tire gravel pile is significantly higher than that of the composite foundation of the gravel pile.
本发明实现了碎石桩力学和变形协调性能的改善，废旧轮胎在土木工程中的综合利用，轮胎-碎石桩复合地基桩体布置，轮胎碎石桩复合地基施工方法。The invention realizes the improvement of the mechanical and deformation coordination performance of gravel piles, the comprehensive utilization of waste tires in civil engineering, the layout of tire-gravel pile composite foundation piles, and the construction method of tire-crushed stone pile composite foundation.
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