CN111024367A - Underground structure buoyancy measuring and calculating test device - Google Patents
Underground structure buoyancy measuring and calculating test device Download PDFInfo
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- CN111024367A CN111024367A CN201911403527.8A CN201911403527A CN111024367A CN 111024367 A CN111024367 A CN 111024367A CN 201911403527 A CN201911403527 A CN 201911403527A CN 111024367 A CN111024367 A CN 111024367A
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- 238000012360 testing method Methods 0.000 title claims abstract description 66
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 94
- 239000002689 soil Substances 0.000 claims abstract description 68
- 238000005259 measurement Methods 0.000 claims abstract description 12
- 239000004576 sand Substances 0.000 claims abstract description 10
- 239000002245 particle Substances 0.000 claims description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 239000007787 solid Substances 0.000 claims description 9
- 239000003673 groundwater Substances 0.000 claims description 8
- 239000005341 toughened glass Substances 0.000 claims description 7
- 230000003068 static effect Effects 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 3
- 230000006835 compression Effects 0.000 claims description 2
- 238000007906 compression Methods 0.000 claims description 2
- 230000007306 turnover Effects 0.000 description 7
- 230000009467 reduction Effects 0.000 description 5
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- 238000000034 method Methods 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 101100136092 Drosophila melanogaster peng gene Proteins 0.000 description 1
- 229920005372 Plexiglas® Polymers 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 239000003562 lightweight material Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
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- 239000004926 polymethyl methacrylate Substances 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M10/00—Hydrodynamic testing; Arrangements in or on ship-testing tanks or water tunnels
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Abstract
The invention belongs to the technical field of geotechnical engineering, and particularly relates to a test device for measuring and calculating buoyancy of an underground structure, which comprises a test box body, an underground structure unit, a measurement unit, a reaction beam, a water inlet pipe and a water outlet pipe, wherein the top of the test box body is open, a foundation soil layer is arranged inside the test box body, the underground structure unit is arranged inside the foundation soil layer, the top of the underground structure unit and the top of the foundation soil layer are positioned on the same horizontal line, the foundation soil layer is sequentially provided with a cohesive soil layer and a coarse sand layer from the horizontal line at the top of the underground structure unit to the bottom surface inside the test box body, the underground structure unit is a circular truncated cone structure, the circular truncated cone structure comprises a top surface, a bottom surface and side surfaces, the area of the top surface is larger than that of the bottom surface, the included angle between the side surfaces and the horizontal plane is α, the included angle α is smaller than or equal to the inverse tangent function of the slope rate, one end of.
Description
Technical Field
The invention belongs to the technical field of geotechnical engineering, and particularly relates to a measuring and calculating test device for buoyancy of an underground structure.
Background
The measurement and calculation of the buoyancy of underground water borne by an underground structure in saturated cohesive soil are always hot problems of research in the engineering field, and although a great deal of results are obtained, no consensus is achieved on the reduction of the pore water pressure in a weak permeable layer mainly based on the cohesive soil.
Experimental studies of Zhang Dixuan et al show that even cohesive soil has a small reduction coefficient of bound water to pore water pressure, and the engineering application is almost not considered. However, the test of the Zhang Dixuan et al is completed under the condition of still water, the structure is pressed on the surface of the cohesive soil layer, the test result shows that the water pressure in the saturated cohesive soil is not reduced, and the test device has the problem that the concept of buoyancy action depth is neglected.
Research of scholars such as Song Lin Zi and Zhou Peng Fei considers that even under the condition of no seepage, the pore water pressure needs to be reduced due to poor connectivity of a weakly permeable layer caused by bound water, and the like, provides a relevant test method for determining the reduction coefficient, and determines the specific reduction coefficient value, so that the test result is obvious and can even reach about 65%. However, the tests of Song Lin Hui and the like are completed under the condition of still water, the structural model is deeply inserted into the cohesive soil for a certain depth, and the test result shows that the water pressure in the saturated cohesive soil is reduced, but the lateral friction force is not considered and eliminated. The test of all the peng flies etc. is accomplished under the still water condition, and the structural model deepens certain degree of depth in cohesive soil, and the test result shows that there is the reduction in the water pressure in the saturated cohesive soil, and the side direction frictional force is difficult to calculate the accuracy, can't eliminate again.
In view of the above experimental research, due to the limitations of the underground structure buoyancy measurement and calculation test device, each researcher has a great diversity in the measurement and calculation results of all buoyancy effects of the underground structure in cohesive soil, and therefore, it is necessary to invent a more detailed test device and develop more intensive experimental research work on the basis of considering the advantages and disadvantages of the test device.
Disclosure of Invention
Technical problem to be solved
Aiming at the existing technical problems, the invention provides a test device for measuring and calculating the buoyancy of an underground structure, which can measure and calculate the buoyancy of the underground structure more accurately under the condition of eliminating lateral friction.
(II) technical scheme
The invention provides a measuring and calculating test device for buoyancy of an underground structure, which comprises a test box body, an underground structure unit, a measuring unit, a reaction beam, a water inlet pipe and a water outlet pipe, wherein the test box body is provided with a water inlet pipe and a water outlet pipe;
the top of the test box body is open, and a foundation soil layer is arranged inside the test box body;
the underground structure unit is arranged inside the foundation soil layer, and the top of the underground structure unit and the top of the foundation soil layer are positioned on the same horizontal line;
the foundation soil layer is sequentially provided with a cohesive soil layer and a coarse sand layer from the top horizontal line of the underground structural unit to the bottom surface in the test box body;
the underground structure unit is a circular truncated cone structure, the circular truncated cone structure comprises a top surface, a bottom surface and side surfaces, the area of the top surface is larger than that of the bottom surface, the included angle between the side surfaces and the horizontal plane is α, and the included angle α is smaller than or equal to the arctangent function of the slope rate;
one end of the measuring unit is fixed at the lower end of the counter-force beam, and the other end of the measuring unit is connected with the underground structure unit and used for monitoring the counter-force of the counter-force beam;
when buoyancy is calculated, water sequentially enters a foundation soil layer through a water inlet pipe and a water outlet pipe, and the underground structural unit is subjected to stress analysis according to the static balance principle:
the underground structure unit can receive the self weight G of the structure and the counter force F of vertical soil particles in the foundation soil layer1Buoyancy of groundwater F2Lateral soil particle reaction force F3Lateral water pressure F4Reaction force F of reaction beam5And structural sidewall frictional resistance f;
lateral soil particle counter force F3And lateral water pressure F4The components in the horizontal direction cancel each other;
in the vertical direction, the static equilibrium equation is calculated as follows:
(F3+F4)cosα+F1+F2＝fsinα+G+F5(1)
in the formula, α is the included angle between the side surface of the circular truncated cone structure and the horizontal plane;
vertical soil particle reaction force F when underground structural unit is in critical floating state1Lateral soil particle reaction force F3And structural side wall frictional resistance f → 0, the groundwater uplift force acting on the underground structural unit bottom plate at this time is:
F4cosα+F2＝G+F5(2)
drawing a vertical seepage curve and calculating the lateral water pressure F4To obtain the groundwater buoyancy F2。
Further, the thickness of the cohesive soil layer is 90-95cm, and the thickness of the coarse sand layer is 10-15 cm.
Further, the water inlet and outlet pipes are vertically arranged along the side face of the test box body.
Further, the water inlet and outlet pipe comprises a water inlet and outlet pipe solid pipe and a water inlet and outlet pipe filter, the bottom of the water inlet and outlet pipe solid pipe is connected with the water inlet and outlet pipe filter, and the bottom of the water inlet and outlet pipe solid pipe and the bottom of the cohesive soil layer are located on the same horizontal line.
Further, still include a plurality of water level observation holes, the vertical setting of side along experimental box of water level observation hole, and a plurality of water level observation holes are located the different degree of depth of experimental box.
Furthermore, the test box body is enclosed by a box body frame and toughened glass arranged in the box body frame.
Furthermore, the box frame is composed of a plurality of angle steels, the edge width of each angle steel is 5cm, and the edge thickness is 1 cm.
Further, the thickness of the toughened glass is 1-3 cm.
Further, the measuring unit is a tensile and compressive stress sensor.
Further, the test box body is 100cm long, 100cm wide and 110cm high.
(III) advantageous effects
In the underground structure buoyancy measurement and calculation test device provided by the invention, the included angle α between the side surface in the circular truncated cone structure and the horizontal plane must be smaller than or equal to the arc tangent function of the slope rate, so that the lateral friction generated when the structure is in the upward floating trend can be eliminated, and the test result is more accurate.
Drawings
FIG. 1 is a front sectional view of the underground structure buoyancy measuring and calculating test device in the invention;
FIG. 2 is a top view of the underground structure buoyancy estimation test device of the present invention;
FIG. 3 is a force analysis diagram of a subsurface structural unit of the present invention.
[ description of reference ]
1: a test box body; 2: an underground structural unit; 3: a counter-force beam; 4: a tensile and compressive stress sensor; 5: a water inlet and outlet pipe solid pipe; 6: a water inlet and outlet pipe filter; 7: a water level observation hole; 8: a water level observation hole filter; 9: a cohesive soil layer; 10: a coarse sand layer; 11: a box frame; 21: and (5) supporting steel.
Detailed Description
For the purpose of better explaining the present invention and to facilitate understanding, the present invention will be described in detail by way of specific embodiments with reference to the accompanying drawings.
Example 1
The utility model provides a test device is calculated to underground structure buoyancy that this embodiment provided, includes open-topped test box 1, underground structure unit 2, measuring unit, reaction beam 3, foundation soil layer, business turn over water pipe real pipe 5, business turn over water pipe filter 6, water level observation hole 7 and water level observation hole filter 8, and the measuring unit is for drawing and pressing stress sensor 4 in this embodiment.
In this embodiment, the length, width and height of the test box 1 are 100cm, 100cm and 110cm, and the test box is surrounded by the box frame 11 and the toughened glass arranged in the box frame. The box body frame 11 is composed of angle steel with the side width of 5cm and the side thickness of 1cm, and the angle steel can play a role in reinforcing the test box body and ensure the stability of the test device; the toughened glass is spliced in the angle steel, has the thickness of 2cm, is a component material of the bottom surface and four side surfaces of the test box body 1, and can play a role in visually observing the water and soil changes in the test box body 1. Preferably, the toughened glass is internally and externally adhered by glass cement to ensure the tightness of the test box body 1.
The inside of experimental box 1 is provided with the foundation soil layer, and the foundation soil layer includes from supreme setting gradually down and has laid 15cm thick coarse sand layer 10 and 90cm thick stickness soil layer 9. The method comprises the steps of paving and spraying a small amount of water during the filling process of the foundation soil layer, tamping the foundation soil layer for multiple times by adopting a manual tamping method, wherein the thickness of single filling is less than 20cm, taking four soil samples by using a cutting ring after tamping, and measuring the density, the saturation, the void ratio and the permeability coefficient to be used as the foundation soil layer parameter basis value.
Two counter-force beams 3 are arranged on the top of the test box body 1 in a crossed mode, and the counter-force beams 3 are fixedly connected with angle steel.
Be provided with secret constitutional unit 2 in cohesive soil layer 9 is inside, secret constitutional unit 2 is the round platform structure, and the top is located same water flat line with the top of cohesive soil layer 9. The inside design of underground structure unit 2 has five just supports 21, and every steel shotcrete 21 and the equal fixed connection of reaction roof beam 3 are provided with compressive stress sensor 4 between steel shotcrete 21 and reaction roof beam 3, and compressive stress sensor 4 is used for monitoring the reaction of reaction roof beam 3. Preferably, the underground structural units 2 are composed of a rigid lightweight material, such as plexiglas or plastic.
Further, the truncated cone structure comprises a top surface, a bottom surface and side surfaces, wherein the area of the top surface is larger than that of the bottom surface, the included angle between the side surfaces and the horizontal plane is α, wherein the ratio of the area of the top surface to the area of the bottom surface is determined by an included angle α, an included angle α is required to be smaller than or equal to the arctangent function of the slope rate, and the upper surface, the bottom surface and the side surfaces areThe slope rate is determined by the liquidity index I of cohesive soil in the cohesive soil layer 9LAnd (4) determining. The details are shown in table 1 below:
TABLE 1 slope ratio values
It is conceivable that an isosceles inverted trapezoid structure may be used instead of the circular truncated cone structure, wherein the isosceles inverted trapezoid structure includes a top surface, a bottom surface and a side surface, the area of the top surface is larger than that of the bottom surface, and the included angle between the side surface and the horizontal plane is α.
The whole experiment water supply adopts the bottom water supply and drainage mode, realizes water supply and drainage by the solid pipe 5 of business turn over water pipe and business turn over water pipe filter 6, and is simple swift to the experimental box of small scale. The real pipe 5 of business turn over water pipe is along the vertical setting in side/angle of experimental box 1, and the bottom of the real pipe 5 of business turn over water pipe and the bottom of stickness soil layer 9 are located same water flat line. Preferably, the bottom of the water inlet and outlet pipe solid pipe 5 is connected with a water inlet and outlet pipe filter 6, the length of the water inlet and outlet pipe filter 6 is the same as the thickness of the coarse sand layer 10, and the water inlet and outlet pipe filter 6 can prevent a foundation soil layer from entering the water inlet and outlet pipe and affecting the test result.
Seven water level observation holes 7 are vertically arranged along the side surface/corner of the test box body 1, the seven water level observation holes 7 are positioned at different depths of the foundation soil layer, the depths are respectively 20cm, 30cm, 40cm, 50cm, 60cm, 70cm and 80cm, the numbers are respectively G1, G2, G3, G4, G5, G6 and G7, and the water level observation holes 7 are used for observing the water pressure in the vertical direction. Preferably, a water level observation hole filter 8 is arranged at the bottom of the water level observation hole 7, the length of the water level observation hole filter 8 is 2cm, and the water level observation hole filter 8 is used for preventing a foundation soil layer from entering the water level observation hole and influencing a test result.
Principle of operation
Water passes through business turn over water pipe real pipe and gets into coarse sand layer, upwards supplies cohesive soil layer to saturation by coarse sand layer again, according to the static balance principle, carries out the atress analysis to secret constitutional unit:
the underground structural unit can receive the dead weight G of the structure in the cohesive soil layerVertical soil particle reaction force F1Buoyancy of groundwater F2Lateral soil particle reaction force F3Lateral water pressure F4Reaction force F of reaction beam5And structural sidewall frictional resistance f.
In the horizontal direction, the lateral soil particle reaction force F3And lateral water pressure F4The components of (a) cancel each other, and in the vertical direction, the static equilibrium equation is calculated as follows:
(F3+F4)cosα+F1+F2＝fsinα+G+F5(1)
wherein α is the included angle between the side of round platform structure and the horizontal plane.
When the underground structural unit is in a critical floating state (precondition groundwater buoyancy F)2Greater than the structural dead weight G), vertical soil particle reaction force F1Lateral soil particle reaction force F3And structural sidewall frictional resistance f → 0, at which time the groundwater uplift force acting on the floor of the underground structural unit is similar to:
F4cosα+F2＝G+F5(2)
according to the water level observation holes, the water level changes at different depths can be monitored, a vertical seepage curve is drawn, and the lateral water pressure F is calculated4The value of (A) is known, the underground structure module self weight G (including the internal steel support weight), the reaction beam reaction force F5Can be read by the tension and compression stress sensor 4, so that the underground structure unit of the circular truncated cone structure can eliminate the lateral friction force generated when the structure is in the upward floating trend, and the buoyancy F of underground water is obtained2。
The technical principles of the present invention have been described above in connection with specific embodiments, which are intended to explain the principles of the present invention and should not be construed as limiting the scope of the present invention in any way. Based on the explanations herein, those skilled in the art will be able to conceive of other embodiments of the present invention without inventive efforts, which shall fall within the scope of the present invention.
Claims (10)
1. The underground structure buoyancy measuring and calculating test device is characterized by comprising a test box body, an underground structure unit, a measuring unit, a reaction beam, a water inlet pipe and a water outlet pipe;
the top of the test box body is open, and a foundation soil layer is arranged inside the test box body;
the underground structure unit is arranged inside the foundation soil layer, and the top of the underground structure unit and the top of the foundation soil layer are positioned on the same horizontal line;
the foundation soil layer is sequentially provided with a cohesive soil layer and a coarse sand layer from the top horizontal line of the underground structural unit to the bottom surface in the test box body;
the underground structure unit is a circular truncated cone structure, the circular truncated cone structure comprises a top surface, a bottom surface and side surfaces, the area of the top surface is larger than that of the bottom surface, the included angle between the side surfaces and the horizontal plane is α, and the included angle α is smaller than or equal to the arctangent function of the slope rate;
one end of the measuring unit is fixed at the lower end of the counter-force beam, and the other end of the measuring unit is connected with the underground structure unit and used for monitoring the counter-force of the counter-force beam;
when buoyancy is calculated, water sequentially enters a foundation soil layer through a water inlet pipe and a water outlet pipe, and the underground structural unit is subjected to stress analysis according to the static balance principle:
the underground structure unit can receive the self weight G of the structure and the counter force F of vertical soil particles in the foundation soil layer1Buoyancy of groundwater F2Lateral soil particle reaction force F3Lateral water pressure F4Reaction force F of reaction beam5And structural sidewall frictional resistance f;
lateral soil particle counter force F3And lateral water pressure F4The components in the horizontal direction cancel each other;
in the vertical direction, the static equilibrium equation is calculated as follows:
(F3+F4)cosα+F1+F2＝f sinα+G+F5(1)
in the formula, α is the included angle between the side surface of the circular truncated cone structure and the horizontal plane;
vertical soil particle reaction force F when underground structural unit is in critical floating state1Lateral soil particle reaction force F3And structural sidewall frictional resistance f → 0, acting on the underground structural unitThe underground water floating force of the bottom plate is as follows:
F4cosα+F2＝G+F5(2)
drawing a vertical seepage curve and calculating the lateral water pressure F4To obtain the groundwater buoyancy F2。
2. The underground structure buoyancy measurement and test device according to claim 1, wherein the thickness of the cohesive soil layer is 90-95cm, and the thickness of the coarse sand layer is 10-15 cm.
3. The underground structure buoyancy measurement and test device according to claim 2, wherein the water inlet and outlet pipes are vertically arranged along the side surface of the test box body.
4. The underground structure buoyancy measurement and test device according to claim 3, wherein the water inlet and outlet pipe comprises a water inlet and outlet pipe solid pipe and a water inlet and outlet pipe filter, the bottom of the water inlet and outlet pipe solid pipe is connected with the water inlet and outlet pipe filter, and the bottom of the water inlet and outlet pipe solid pipe and the bottom of the cohesive soil layer are located on the same horizontal line.
5. The underground structure buoyancy measurement and test device according to claim 1, further comprising a plurality of water level observation holes, wherein the water level observation holes are vertically arranged along the side surface of the test box body, and the plurality of water level observation holes are located at different depths of the test box body.
6. The underground structure buoyancy measurement and test device according to claim 1, wherein the test box body is enclosed by a box body frame and toughened glass arranged in the box body frame.
7. The underground structure buoyancy estimation and test device according to claim 6, wherein the box frame is composed of a plurality of angle steels, the width of each angle steel is 5cm, and the thickness of each angle steel is 1 cm.
8. The underground structure buoyancy measurement and test device according to claim 6, wherein the thickness of the tempered glass is 1-3 cm.
9. The underground structure buoyancy estimation test device according to claim 1, wherein the measuring unit is a tension and compression stress sensor.
10. The underground structure buoyancy measurement and test device according to claim 1, wherein the test box body is 100cm long, 100cm wide and 110cm high.
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| KR200413487Y1 (en) * | 2006-01-09 | 2006-04-07 | 임철호 | A water leakage measurement device for a heat exchanging system of underground energy |
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| KR200413487Y1 (en) * | 2006-01-09 | 2006-04-07 | 임철호 | A water leakage measurement device for a heat exchanging system of underground energy |
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