CN103759702B - A kind of immersed tube tunnel basal layer deformation model test system and method for operating thereof - Google Patents
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Abstract
本发明公开了一种沉管隧道基础层沉降模型试验系统及其操作方法，其中该试验系统包括：模型水箱、管节模型、龙门吊、测量架、百分表、注砂机、止水阀、注砂管、垫块和千斤顶，其中垫块分布在模型水箱底部，千斤顶设置在垫块上，管节模型放置在千斤顶上，龙门吊和测量架设置在模型水箱的上方，百分表固定在测量架上，百分表的测量头顶在管节模型上，管节模型上开设有注砂孔，注砂孔连接止水阀，注砂管上设置有阀门，注砂机通过注砂管连接止水阀。本发明与现有技术相比，具有以下优点和效果：结构简单，可完成沉管隧道的基础层沉降的模型试验；通过注入不同砂水，可以试验砂水对沉降影响；通过洒上不同浓度回淤溶液，可以试验回淤层对沉降的影响。
The invention discloses a subsidence model test system and an operation method thereof for an immersed tube tunnel foundation layer, wherein the test system includes: a model water tank, a pipe joint model, a gantry crane, a measuring frame, a dial indicator, a sand injection machine, a water stop valve, Sand injection pipes, pads and jacks, the pads are distributed at the bottom of the model water tank, the jack is set on the pads, the pipe joint model is placed on the jack, the gantry crane and the measuring frame are set above the model water tank, and the dial indicator is fixed on the measurement On the shelf, the measuring head of the dial indicator is placed on the pipe joint model. There is a sand injection hole on the pipe joint model. The sand injection hole is connected to the water stop valve. There is a valve on the sand injection pipe. water valve. Compared with the prior art, the present invention has the following advantages and effects: the structure is simple, and the model test of the settlement of the base layer of the immersed tube tunnel can be completed; by injecting different sand and water, the influence of sand and water on the settlement can be tested; Back to the sedimentation solution, you can test the influence of the backsilting layer on the settlement.
Description
技术领域 technical field
本发明涉及一种结构模型试验系统，特别涉及一种沉管隧道基础层沉降模型试验系统及其操作方法。 The invention relates to a structural model test system, in particular to a subsidence model test system of an immersed tube tunnel base layer and an operation method thereof.
背景技术 Background technique
在水下铺设隧道的过程中，通常采用的方法为首先让主体沉管段箱体准确沉放于预先开挖的基槽内,再利用灌砂法对沉管段的基础加固，这种方法适用于底宽不大的船台型管段。由于技术的发展，关于灌砂法的模型试验研究也取得了很大的进步，其中关于砂盘扩展规律及灌砂相关参数的研究以及关于砂料配比对灌砂的影响研究都非常成熟，相关模型试验中也考虑了不同的工况的影响，并且得出了相关的结论，诸多的研究基本肯定了灌砂法的有效可行，这些给实际工程的设计以及施工应用都提供了有价值的参考和依据。但是，现有的有关灌砂法的模型试验中，并没有对涉及对沉管隧道沉降的研究。由于沉管隧道的沉降因素缺乏科学的实验参考和支持，造成目前对沉管隧道的设计中不能很准确的确定其沉降大小，施工中常常需要通过一个预估的范围对管节进行一定的预抬高，无法满足日益进步的沉管隧道的应用要求。 In the process of laying underwater tunnels, the usual method is to first let the box body of the main immersed tube section be accurately placed in the pre-excavated foundation groove, and then use the sand filling method to reinforce the foundation of the immersed tube section. This method is suitable for Slipway type pipe section with small bottom width. Due to the development of technology, the model test research on the sand filling method has also made great progress. Among them, the research on the expansion law of the sand tray and the related parameters of the sand filling and the research on the influence of the sand material ratio on the sand filling are very mature. The influence of different working conditions has also been considered in the relevant model tests, and related conclusions have been drawn. Many studies have basically affirmed the effectiveness and feasibility of the sand filling method, which provides valuable information for the actual engineering design and construction application. Reference and basis. However, in the existing model tests related to the sand filling method, there is no research on the settlement of the immersed tube tunnel. Due to the lack of scientific experimental reference and support for the settlement factors of immersed tunnels, the settlement size cannot be accurately determined in the current design of immersed tunnels. During construction, it is often necessary to predict the pipe joints within an estimated range. It cannot meet the application requirements of the increasingly advanced immersed tube tunnel.
发明内容 Contents of the invention
本发明的目的在于克服现有技术中存在的上述不足，而提供一种结构设计合理，可以试验环境参数和施工参数对沉降影响的沉管隧道基础层沉降模型试验系统及其操作方法。 The purpose of the present invention is to overcome the above-mentioned deficiencies in the prior art, and to provide a subsidence model test system and its operation method for the subsidence of the base layer of the immersed tube tunnel, which has a reasonable structure design and can test the influence of environmental parameters and construction parameters on the subsidence.
本发明解决上述问题所采用的技术方案是：该沉管隧道基础层沉降模型试验系统，其特征在于，包括：模型水箱、管节模型、龙门吊、测量架、百分表、注砂机、止水阀、注砂管、垫块和千斤顶，其中垫块分布在模型水箱底部，千斤顶设置在垫块上，管节模型放置在千斤顶上，龙门吊和测量架设置在模型水箱的上方，百分表固定在测量架上，百分表的测量头顶在管节模型上，管节模型上开设有注砂孔，注砂孔连接止水阀，注砂管上设置有阀门，注砂机通过注砂管连接止水阀。 The technical scheme adopted by the present invention to solve the above-mentioned problems is: the subsidence model test system of the immersed tunnel tunnel, which is characterized in that it includes: a model water tank, a pipe joint model, a gantry crane, a measuring frame, a dial indicator, a sand injection machine, a stop Water valves, sand injection pipes, pads and jacks, where the pads are distributed at the bottom of the model water tank, the jack is set on the pads, the pipe joint model is placed on the jack, the gantry crane and the measuring frame are set above the model water tank, and the dial indicator Fixed on the measuring frame, the measuring head of the dial indicator is placed on the pipe joint model, and there is a sand injection hole on the pipe joint model. pipe to the water stop valve.
本发明所述模型水箱连接有循环水箱，循环水箱连接有水泵，水泵和注砂机连接。模型水箱的水会流向循环水箱，利用水泵从循环水箱内抽出多余的水放回注砂机； The model water tank of the present invention is connected with a circulating water tank, the circulating water tank is connected with a water pump, and the water pump is connected with a sand injection machine. The water in the model water tank will flow to the circulating water tank, and the excess water will be pumped out from the circulating water tank by the water pump and put back into the sand injection machine;
本发明沉管隧道基础层沉降模型试验系统的操作方法，其特征在于，包括以下步骤： The operating method of the base layer settlement model test system of the immersed tube tunnel of the present invention is characterized in that it comprises the following steps:
1)在模型水箱底部铺上碎石层，清理模型水箱底部上四个角落的碎石，并放置垫块； 1) Lay a gravel layer on the bottom of the model water tank, clean up the gravel at the four corners on the bottom of the model water tank, and place pads;
2)在碎石层表面均匀洒上回淤溶液，使碎石层表面上形成一个回淤层； 2) Evenly sprinkle the back-silting solution on the surface of the gravel layer to form a back-silting layer on the surface of the gravel layer;
3)在垫块上面放置千斤顶； 3) Place a jack on the block;
4)用龙门吊将管节模型吊放在至千斤顶上； 4) Hang the pipe joint model on the jack with a gantry crane;
5)用千斤顶顶起管节模型，关闭全部止水阀； 5) Jack up the pipe joint model with a jack, and close all the water stop valves;
6)在管节模型周围用碎石覆盖，使管节模型底部形成一个近似封闭的空间； 6) Cover the pipe joint model with gravel to form an approximately closed space at the bottom of the pipe joint model;
7)向模型水箱内灌水，至水位超过管节模型底部时停止灌水； 7) Fill water into the model water tank until the water level exceeds the bottom of the pipe joint model and stop watering;
8)注砂管连接其中一个止水阀，打开注砂管的阀门以及止水阀； 8) The sand injection pipe is connected to one of the water stop valves, and the valve of the sand injection pipe and the water stop valve are opened;
9)打开注砂机自循环的阀门，先进行自循环，并在这期间向注砂机内倒入一定比例的水和砂； 9) Open the self-circulation valve of the sand injection machine, perform self-circulation first, and pour a certain proportion of water and sand into the sand injection machine during this period;
10)关闭注砂机自循环的阀门，进行注砂； 10) Close the self-circulation valve of the sand injection machine to inject sand;
11)待注砂一段时间后，在管节模型周围且靠近止水阀的位置挖开碎石形成观察孔； 11) After sand injection for a period of time, excavate gravel around the pipe joint model and near the water stop valve to form an observation hole;
12)待砂溢出观察孔，先打开注砂机自循环的阀门，然后关闭注砂管的阀门和止水阀，注砂机开始自循环； 12) When the sand overflows the observation hole, first open the self-circulation valve of the sand injection machine, then close the valve and water stop valve of the sand injection pipe, and the sand injection machine starts self-circulation;
13)将注砂管从止水阀上卸下，与下一个注砂孔的止水阀连接； 13) Remove the sand injection pipe from the water stop valve and connect it to the water stop valve of the next sand injection hole;
14)重复以上所述的步骤9-13直至全部注砂孔注砂完毕； 14) Repeat steps 9-13 described above until all sand injection holes are filled;
15)注砂完毕后，清洗注砂管，关闭注砂机的电源； 15) After the sand injection is completed, clean the sand injection pipe and turn off the power of the sand injection machine;
16)调整百分表至垂直，检查各个百分表是否正常，记录下此时百分表的初读数； 16) Adjust the dial indicator to vertical, check whether each dial indicator is normal, and record the initial reading of the dial indicator at this time;
17)利用龙门吊将管节模型吊起，取出千斤顶； 17) Use the gantry crane to lift the pipe joint model and take out the jack;
18)龙门吊将管节模型放在灌注砂垫层上并卸力； 18) The gantry crane places the pipe joint model on the perfusion sand cushion and unloads the force;
19)根据应加的荷载和放入水量的关系，放水到管节模型，使得灌注砂垫层加载至一定荷载； 19) According to the relationship between the load to be added and the amount of water put in, water is released to the pipe joint model, so that the perfusion sand cushion is loaded to a certain load;
20)采集百分表读数； 20) Collect dial gauge readings;
21)重复以上步骤19、20直至加载至最终的荷载。 21) Repeat steps 19 and 20 above until the final load is loaded.
作为优选，步骤19所述的采集百分表读数数据采用以下步骤：前15分钟，每隔5分钟读数，15分钟后隔15分钟读数，直到百分表读数不变。 Preferably, the following steps are used for collecting the dial indicator reading data described in step 19: reading every 5 minutes for the first 15 minutes, and reading every 15 minutes after 15 minutes until the reading of the dial indicator remains unchanged.
作为优选，所述最终的荷载为2.5kPa-4kPa。 Preferably, the final load is 2.5kPa-4kPa.
本发明与现有技术相比，具有以下优点和效果： Compared with the prior art, the present invention has the following advantages and effects:
1)结构简单，可完成沉管隧道的基础层沉降的模型试验； 1) The structure is simple, and the model test of the settlement of the base layer of the immersed tunnel can be completed;
2)通过注入不同砂水，可以试验砂水对沉降影响； 2) By injecting different sand water, the effect of sand water on settlement can be tested;
3)通过洒上不同浓度回淤溶液，可以试验回淤层对沉降的影响。 3) By spraying back-silting solutions with different concentrations, the influence of the back-silting layer on settlement can be tested.
附图说明 Description of drawings
图1为本发明实施例的结构示意图； Fig. 1 is the structural representation of the embodiment of the present invention;
图2为本发明实施例的局部结构示意图； Fig. 2 is the partial structure schematic diagram of the embodiment of the present invention;
图3为本发明实施例的百分表测量点位置示意图。 Fig. 3 is a schematic diagram of the position of the measuring point of the dial gauge according to the embodiment of the present invention.
具体实施方式 detailed description
下面结合附图并通过实施例对本发明作进一步的详细说明，以下实施例是对本发明的解释而本发明并不局限于以下实施例。 The present invention will be further described in detail below in conjunction with the accompanying drawings and examples. The following examples are explanations of the present invention and the present invention is not limited to the following examples.
参见图1-图2，本实施例该沉管隧道基础层沉降模型试验系统，包括：模型水箱1、管节模型2、龙门吊、测量架4、百分表5、注砂机6、止水阀7、注砂管8、垫块9和千斤顶3，其中垫块9分布在模型水箱1底部，千斤顶3设置在垫块9上，管节模型2放置在千斤顶3上，龙门吊和测量架4设置在模型水箱1的上方，百分表5固定在测量架4上，百分表5的测量头顶在管节模型2上，管节模型2上开设有注砂孔，注砂孔连接止水阀7，注砂管8上设置有阀门，注砂机6通过注砂管8连接止水阀7。模型水箱1连接有循环水箱10，循环水箱10连接有水泵11，水泵11和注砂机6连接。 Referring to Fig. 1-Fig. 2, the subsidence model test system of the immersed tube tunnel base layer in this embodiment includes: model water tank 1, pipe joint model 2, gantry crane, measuring frame 4, dial indicator 5, sand injection machine 6, water stop Valve 7, sand injection pipe 8, cushion block 9 and jack 3, wherein cushion block 9 is distributed at the bottom of model water tank 1, jack 3 is set on cushion block 9, pipe joint model 2 is placed on jack 3, gantry crane and measuring frame 4 Set above the model water tank 1, the dial gauge 5 is fixed on the measuring frame 4, the measuring head of the dial gauge 5 is placed on the pipe joint model 2, and a sand injection hole is opened on the pipe joint model 2, and the sand injection hole is connected to the water stop The valve 7 and the sand injection pipe 8 are provided with valves, and the sand injection machine 6 is connected to the water stop valve 7 through the sand injection pipe 8 . The model water tank 1 is connected with a circulating water tank 10, and the circulating water tank 10 is connected with a water pump 11, and the water pump 11 is connected with the sand injection machine 6.
本实施例沉管隧道基础层沉降模型试验系统的操作方法，包括以下步骤 The operation method of the subsidence model test system for the base layer of the immersed tunnel in this embodiment includes the following steps
1）在模型水箱1底部铺上碎石层12，清理模型水箱1底部上四个角落的碎石，并放置垫块9； 1) Lay the gravel layer 12 on the bottom of the model water tank 1, clean up the gravel at the four corners on the bottom of the model water tank 1, and place cushion blocks 9;
2）在碎石层12表面均匀洒上回淤溶液，使碎石层12表面上形成一个回淤层； 2) Evenly sprinkle the back-silting solution on the surface of the gravel layer 12 to form a back-silting layer on the surface of the gravel layer 12;
3）在垫块9上面放置千斤顶3； 3) Place the jack 3 on the block 9;
4）用龙门吊将管节模型2吊放在至千斤顶3上； 4) Hang the pipe joint model 2 on the jack 3 with a gantry crane;
5）用千斤顶3顶起管节模型2，关闭全部止水阀7； 5) Use the jack 3 to jack up the pipe joint model 2, and close all the water stop valves 7;
6）在管节模型2周围用碎石覆盖，使管节模型2底部形成一个近似封闭的空间； 6) Cover the pipe joint model 2 with gravel to form an approximately closed space at the bottom of the pipe joint model 2;
7）向模型水箱1内灌水，至水位超过管节模型2底部时停止灌水； 7) Fill water into the model water tank 1, and stop watering when the water level exceeds the bottom of the pipe joint model 2;
8）注砂管8连接其中一个止水阀7，打开注砂管8的阀门以及止水阀7； 8) The sand injection pipe 8 is connected to one of the water stop valves 7, and the valve of the sand injection pipe 8 and the water stop valve 7 are opened;
9）打开注砂机6自循环的阀门，先进行自循环，并在这期间向注砂机6内倒入一定比例的水和砂； 9) Open the self-circulation valve of the sand injection machine 6, perform self-circulation first, and pour a certain proportion of water and sand into the sand injection machine 6 during this period;
10）关闭注砂机6自循环的阀门，进行注砂； 10) Close the self-circulation valve of sand injection machine 6 to inject sand;
11）待注砂一段时间后，在管节模型2周围且靠近止水阀7的位置挖开碎石形成观察孔； 11) After sand injection for a period of time, excavate gravel around the pipe joint model 2 and near the water stop valve 7 to form an observation hole;
12）待砂溢出观察孔，先打开注砂机6自循环的阀门，然后关闭注砂管8的阀门和止水阀7，注砂机6开始自循环； 12) When the sand overflows the observation hole, first open the self-circulation valve of the sand injection machine 6, then close the valve of the sand injection pipe 8 and the water stop valve 7, and the sand injection machine 6 starts self-circulation;
13）将注砂管8从止水阀7上卸下，与下一个注砂孔的止水阀7连接； 13) Remove the sand injection pipe 8 from the water stop valve 7 and connect it to the water stop valve 7 of the next sand injection hole;
14）重复以上所述的步骤9-13直至全部注砂孔注砂完毕； 14) Repeat steps 9-13 above until all sand injection holes are filled with sand;
15）注砂完毕后，清洗注砂管8，关闭注砂机6的电源； 15) After the sand injection is completed, clean the sand injection pipe 8 and turn off the power of the sand injection machine 6;
16）调整百分表5至垂直，检查各个百分表5是否正常，记录下此时百分表5的初读数； 16) Adjust dial indicator 5 to vertical, check whether each dial indicator 5 is normal, and record the initial reading of dial indicator 5 at this time;
17）利用龙门吊将管节模型2吊起，取出千斤顶3； 17) Use the gantry crane to lift the pipe joint model 2, and take out the jack 3;
18）龙门吊将管节模型2放在灌注砂垫层13上并卸力； 18) The gantry crane places the pipe joint model 2 on the perfusion sand cushion 13 and unloads the force;
19）根据应加的荷载和放入水量的关系，放水到管节模型2，使得灌注砂垫层13加载至一定荷载，记录此时的百分表5读数； 19) According to the relationship between the load to be added and the amount of water put in, water is released to the pipe joint model 2, so that the poured sand cushion layer 13 is loaded to a certain load, and the reading of the dial indicator 5 at this time is recorded;
20）前15分钟，每隔5分钟读数，15分钟后隔15分钟读数，直到百分表5读数不变；百分表5的位置如图3中圆圈位置所示，本实施例中共设置有11个百分表5测量点。 20) For the first 15 minutes, read every 5 minutes, and then read every 15 minutes after 15 minutes, until the reading of dial indicator 5 remains unchanged; the position of dial indicator 5 is shown in the circle position in Figure 3. In this embodiment, there are a total of 11 dial gauges with 5 measuring points.
21）重复以上步骤19、20直至加载至最终的荷载。最终的荷载设置在2.5kPa-4kPa之间。 21) Repeat steps 19 and 20 above until the final load is loaded. The final load is set between 2.5kPa-4kPa.
本说明书中所描述的以上内容仅仅是对本发明所作的举例说明。本发明所属技术领域的技术人员可以对所描述的具体实施例做各种各样的修改或补充或采用类似的方式替代，只要不偏离本发明说明书的内容或者超越本权利要求书所定义的范围，均应属于本发明的保护范围。 The above content described in this specification is only an illustration of the present invention. Those skilled in the technical field to which the present invention belongs can make various modifications or supplements to the described specific embodiments or adopt similar methods to replace them, as long as they do not deviate from the content of the description of the present invention or exceed the scope defined in the claims , should belong to the protection scope of the present invention.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009167595A (en) * | 2008-01-10 | 2009-07-30 | Kajima Corp | Box propulsion method with roof protection |
| CN202087381U (en) * | 2011-05-15 | 2011-12-28 | 韶关市韶瑞重工有限公司 | Simple lifting mechanism for sand making machine |
| CN202577341U (en) * | 2012-04-07 | 2012-12-05 | 中铁十八局集团有限公司 | Pipe section foundation of large-scale immersed pipe tunnel |
| CN103061329A (en) * | 2012-08-28 | 2013-04-24 | 中铁十八局集团有限公司 | Underwater grouting grout based on soft-base large immersed tunnel foundation and grouting process thereof |
| CN203629566U (en) * | 2013-12-30 | 2014-06-04 | 浙江大学城市学院 | Model test system for base layer sedimentation of immersed tube tunnel |
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| JP2004092141A (en) * | 2002-08-30 | 2004-03-25 | Mitsubishi Heavy Ind Ltd | Tunnel excavator |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009167595A (en) * | 2008-01-10 | 2009-07-30 | Kajima Corp | Box propulsion method with roof protection |
| CN202087381U (en) * | 2011-05-15 | 2011-12-28 | 韶关市韶瑞重工有限公司 | Simple lifting mechanism for sand making machine |
| CN202577341U (en) * | 2012-04-07 | 2012-12-05 | 中铁十八局集团有限公司 | Pipe section foundation of large-scale immersed pipe tunnel |
| CN103061329A (en) * | 2012-08-28 | 2013-04-24 | 中铁十八局集团有限公司 | Underwater grouting grout based on soft-base large immersed tunnel foundation and grouting process thereof |
| CN203629566U (en) * | 2013-12-30 | 2014-06-04 | 浙江大学城市学院 | Model test system for base layer sedimentation of immersed tube tunnel |
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