CN104020096A - Device and method for detecting pore pressure by U-shaped pipe hydraulic differential rope method - Google Patents
Device and method for detecting pore pressure by U-shaped pipe hydraulic differential rope method Download PDFInfo
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- CN104020096A CN104020096A CN201410281001.8A CN201410281001A CN104020096A CN 104020096 A CN104020096 A CN 104020096A CN 201410281001 A CN201410281001 A CN 201410281001A CN 104020096 A CN104020096 A CN 104020096A
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- 239000011148 porous material Substances 0.000 title claims abstract description 58
- 238000000034 method Methods 0.000 title claims abstract description 42
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 72
- 239000007788 liquid Substances 0.000 claims abstract description 50
- 239000002689 soil Substances 0.000 claims abstract description 38
- 238000001514 detection method Methods 0.000 claims abstract description 6
- 238000005259 measurement Methods 0.000 claims description 9
- 238000004364 calculation method Methods 0.000 claims description 8
- 239000000463 material Substances 0.000 claims description 8
- 229920006395 saturated elastomer Polymers 0.000 claims description 8
- 238000003780 insertion Methods 0.000 claims description 6
- 230000037431 insertion Effects 0.000 claims description 6
- 230000001360 synchronised effect Effects 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 4
- 230000000977 initiatory effect Effects 0.000 claims description 3
- 238000003032 molecular docking Methods 0.000 claims description 3
- 230000008602 contraction Effects 0.000 abstract 2
- 238000009434 installation Methods 0.000 abstract 1
- 239000002245 particle Substances 0.000 description 3
- 241000669069 Chrysomphalus aonidum Species 0.000 description 2
- 230000007797 corrosion Effects 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 239000012530 fluid Substances 0.000 description 2
- 239000007791 liquid phase Substances 0.000 description 2
- 239000004745 nonwoven fabric Substances 0.000 description 2
- 238000012856 packing Methods 0.000 description 2
- 239000012071 phase Substances 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 238000003556 assay Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 239000007799 cork Substances 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000000151 deposition Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000004047 hole gas Substances 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000007790 solid phase Substances 0.000 description 1
- 230000001502 supplementing effect Effects 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
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- Excavating Of Shafts Or Tunnels (AREA)
- Measuring Fluid Pressure (AREA)
Abstract
The invention relates to the field of pore pressure detection, in particular to a device and a method for detecting pore pressure by a U-shaped pipe hydraulic differential rope method. The invention uses the U-shaped conduit with liquid, the liquid level pressure of the pore end conduit and the atmosphere end conduit is equal to the respective air pressure, namely, one end is equal to the pressure of the air chamber, and the other end is equal to the atmospheric pressure. The pore pressure of the air chamber soil can be obtained by adding or subtracting the liquid level difference from the atmospheric pressure. The buoyancy of the pore end floater and the measuring rope contraction device, the atmospheric end floater weight, the floater and the measuring rope contraction device form a balance tension pair, the measuring rope is ensured to be tightened under the same tension, and the offset length of the measuring rope measured by the reader is the lifting height of the liquid level of the floater. The detection device can measure the pore pressure below the underground water level and the pore pressure of unsaturated soil above the underground water level, and has the advantages of convenient installation, simple operation and high detection accuracy.
Description
Technical field
The present invention relates to pressure detection field, soil aperture, particularly a kind of U-shaped pipe hydraulic pressure difference rope method detects the devices and methods therefor of pore pressure.
Background technology
Soil is made up of solid phase (soil particle), liquid phase (holard) and gas phase (the contained gas of soil) three-phase, is filled by liquid phase completely in soil particle space, and the ratio that water accounts for interstices of soil this soil for absolutely time is referred to as saturated soil.Otherwise soil aperture is filled by water and air, saturation degree is greater than 0 but be less than at 100 o'clock, and this soil is unsaturated soil.It is generally acknowledged that underground water table is unsaturated soil below, underground water table is saturated soil above, and wherein, the boundary of unsaturated soil and saturated soil constantly changes due to the variation of underground water table.
Pore pressure comprises pore water pressure and hole air pressure.The pressure that pore pressure is transmitted by the pore water in soil or rock, claims pore water pressure.Pore pressure, by the pressure of the hole gas transfer in soil or rock, claims hole air pressure.With regard to foundation works, pore pressure is important test index, and the instrument in engineering can be measured the pore pressure of the following saturated soil of underground water table at present, and widely used type vibration wire pore water pressure instrument also exists certain defect, the problem that often generation does not survive.In the time that the soil body pore pressure of vacuum preloading detects, can measure by vacuum meter connecting continuously the pore pressure vacuumizing under operating mode, but without the effective assay method at present of unsaturated soil pore pressure more than underground water table under pressure compensation condition.
Summary of the invention
The present invention is directed to defect and the deficiency of prior art, provide a kind of U-shaped pipe hydraulic pressure difference rope method to detect the devices and methods therefor of pore pressure, can measure saturated soil pore water pressure and unsaturated soil hole air pressure.
Technical scheme of the present invention is:
U-shaped pipe hydraulic pressure difference rope method detects a device for pore pressure, mainly formed by U-shaped conduit, horizontal duct, lining rope, reader and lining rope constriction device,
Described U-shaped conduit is divided into hole end conduit and atmosphere end conduit, upwards horizontal-extending horizontal duct of described atmosphere end conduit top; The top of described hole end conduit arranges the air chamber docking with soil;
Described lining rope comprises hole end liquid level lining rope and atmosphere end liquid level lining rope, and described hole end liquid level lining rope one end is placed in hole end catheter interior, and the other end, through atmosphere end conduit, horizontal duct, hole end reader, is connected on lining rope constriction device;
Described atmosphere end liquid level lining rope one end is placed in atmosphere end catheter interior, and the other end, through horizontal duct, atmosphere end reader, is connected on atmosphere end lining rope constriction device.
Preferably, described hole end liquid level lining rope is placed in one end connection float of hole end catheter interior; One end that described atmosphere end liquid level lining rope is placed in hole end catheter interior connects float and float pendant.
Preferably, also comprise water supply tank, described water supply tank connects described horizontal duct by conduit; Described described horizontal duct tail end removable seal connects H type conduit.
Preferably, described hole end conduit, atmosphere end conduit, horizontal duct is detachable, is tightly connected.
Preferably, the below of described hole end conduit and the interconnecting part of atmosphere end conduit extends to form insertion section downward vertically, and described insertion section tail end is back taper.
Preferably, described hole end conduit and the opposite side bottom of atmosphere end conduit, arrange stop near interconnecting part.
Preferably, in described air chamber, by top, filter screen is set, described filter screen below arranges flexible ventilating filling material.
Preferably, on the initiating terminal of described horizontal duct, scalable conduit is set.
Preferably, also comprise the lining rope limiting plate of the elbow that is placed in each conduit, on described lining rope stop plate, several through holes are set.
Another object of the present invention is openly to utilize above-mentioned U-shaped pipe hydraulic pressure difference rope method to detect the method for the pick-up unit pore pressure of pore pressure, comprises following steps:
(1), unsaturated soil pore pressure determination step and computing method:
Step 1: lay, checkout equipment hole end is placed in predetermined depth by the method that is pressed into or is directly pressed into by boring, synchronous spreading atmosphere end conduit in process of press in;
Step 2: reach predetermined absolute altitude horizontal duct, water supply tank, reader and lining rope constriction device are installed;
Step 3: slowly water filling, to stable level in atmosphere end conduit, to hole end conduit top backfill clay, fill and tamping, record the initial reading of hole end reader and atmosphere end reader;
Step 4: the reading that reads hole end reader and atmosphere end reader in each observation period;
Hole end pore pressure equals atmosphere end pressure and the atmosphere end liquid level pressure sum poor with respect to hole end liquid level fluid column, and computation process is as follows:
1) hole end lining rope departs from initial position length:
ΔL
1=L
1－L
10
In formula, Δ L
1for hole end lining rope departs from initial position length, L
1for hole end lining rope reading, liquid level just rises to, drop to negative, L
10for the initial reading of hole end reader;
2) atmosphere end lining rope departs from initial position length:
ΔL
2=L
2－L
20
In formula, L
2for atmosphere end lining rope reading, liquid level just rises to, drop to negative, L
20for initial reading, Δ L
2for departing from initial position length;
3) U-shaped pipe two ends water-head:
ΔH=ΔL
2－ΔL
1
4) hole end pore pressure
P=P
0+ΔH*γ
Wherein, Δ H is that U-shaped pipe two ends liquid level is poor, P
0for atmospheric pressure, γ is the proportion of U-shaped liquid in pipe, P hole end pressure;
(2), saturated soil pore pressure determination step and computing method:
Step 1: lay, by after boring to send pipe to be pressed into or directly with sending the method that pipe is pressed into that checkout equipment hole end is placed in to predetermined depth, synchronous spreading atmosphere end conduit in process of press in, inserts equipment after predetermined depth and measures and send pipe end face absolute altitude, extract send pipe after record send length of tube; The described pipe that send pipe to make for the hard material of hollow, its internal diameter is greater than the external diameter of atmosphere end conduit, atmosphere end conduit can be placed in and send pipe, utilizes the connectivity part of sending tube wall to press down U-shaped pipe, and U-shaped pipe is pressed to predetermined depth.
Step 2: reach predetermined absolute altitude horizontal duct, water supply tank, reader and lining rope constriction device are installed;
Step 3: if hole end end face below underground water table time, does not need water filling, if hole end end face is in the time that underground water table is above, slowly water filling, to stable level in atmosphere end conduit, to hole end conduit top backfill clay, fill and tamping, record the initial reading of hole end and atmosphere end reader;
Step 4: lay level measurement device building, outside structures margin line without additional load and uptake ventilator covering part, earth's surface, record initial reading, and measure, record initial water level;
Step 5: read the reading of hole end and atmosphere end reader in each observation period, measure underground water table simultaneously;
Hole end pore pressure equals atmosphere end pressure and the atmosphere end liquid level pressure sum poor with respect to the noiseless free surface fluid column of coordination underground water, and computation process is as follows:
1) WATER LEVEL CHANGES amplitude:
ΔH
3=H
3－H
30
In formula, Δ H
3for underground water is amplitude of variation (m), H
30for equipment is installed the water level (m) that level measurement device is measured when initial, H
3for the water level (m) of level measurement device and atmosphere end conduit Simultaneous Determination;
2) atmosphere end lining rope departs from initial position length:
ΔL
2=L
2－L
20
In formula, L
2for atmosphere end lining rope reading, liquid level just rises to, drop to negative, L
20for initial reading, Δ L
2for departing from initial position length;
3) U-shaped pipe two ends water-head:
ΔH=ΔL
2－ΔH
3
4) hole end pore pressure
P=P
0+ΔH*γ
Wherein, Δ H is that U-shaped pipe two ends liquid level is poor, P
0for atmospheric pressure, γ is the proportion of U-shaped liquid in pipe, P hole end pressure;
Principle of work:
Air chamber containing flexible ventilating filling material docks with soil aperture, and pressure is identical or close.The U-shaped conduit of liquid is housed, and its hole end conduit and atmosphere end conduit liquid level pressure equates with air pressure separately, and one end equals air chamber pressure, and one end equals atmospheric pressure.Add and subtract by atmospheric pressure that liquid level is poor can obtain air chamber soil aperture pressure.The buoyancy of hole end float and lining rope constriction device, atmosphere end float pendant and float, lining rope constriction device form balance pulling force pair, ensure that two lining ropes tighten under identical pulling force, reader obtains the adjustable height of float liquid level by the deflected length of metering lining rope.Lining rope constriction device is received and dispatched lining rope according to equilibrant.
Reader can be mechanical reader, and runner is set to circular scale dish, is moved and is driven runner outer rim pivot offset initial position by lining rope, rotates all numbers and deviation angle and pulley radius by total indicator reading, calculates lining rope movable length; Also can be figure reading electronic device, by runner read dish and pointer be made as electronic reading out device, self-timing reading and storage, reach receiving terminal by remote data transmission system by real time data.
Be arranged on the lining rope limiting plate at each duct bend place, lining rope, through the medium pore of lining rope limiting plate, does not hinder in guarantee under the prerequisite of airflow and the slip of lining rope line, and lining rope is moved along pipe near axis fixation locus in conduit.
Described hole end filter screen can adopt sponge, nonwoven fabrics or corrosion resistance fabric screen, wherein nonwoven fabrics have that packing is high, good permeability, resistance to bubble, corrosion resistant advantage, can ensure that this pick-up unit communicates with air-flow in ground, not interrupted, can prevent that again the silt in ground from flowing into obstruction in pick-up unit.
Described flexible ventilating filling material can be the compressible materials such as sponge.While adopting flexible packing material that hole end water level is declined on a small quantity, can keep hole end air chamber pressure situation and to dock soil suitable.
Water tank is for supplementing the liquid of U-shaped pipe, and in the time that hole end water level declines, it is large that air chamber volume becomes, and the measuring accuracy of hole air pressure declines, and needs amount of liquid in timely replenishment system, ensures measuring accuracy, can make Δ L in time under supplying water condition
1value is 0, in the time that measuring position is all the time below underground water table, does not need water tank.
Horizontal tube at atmosphere end conduit turning is established retractor device, the conduit stretching causing to adapt to settlement of foundation.
Connect propulsion tube at U-shaped pipe afterbody with threeway, propulsion tube bottom sealing, tip solid cone shaped, propulsion tube can arrive target depth more like a cork sending under pipe pressure, and in pipe, space can be used for depositing the hole end silt particle that sinks.
Beneficial effect of the present invention:
Pick-up unit of the present invention not only can be measured the pore pressure under underground water table, also can measure unsaturated soil pore pressure more than underground water table, and it is convenient to install, and convenient disassembly is simple to operate, detects degree of accuracy high.
Brief description of the drawings
Accompanying drawing 1 is pore pressure structure of the detecting device schematic diagram of the present invention.
Embodiment
In order further to understand structure of the present invention, feature and other object, be now described in detail as follows in conjunction with appended preferred embodiment, illustrated preferred embodiment is only for technical scheme of the present invention is described, and non-limiting the present invention.
The specific embodiment of the present invention is as follows:
Embodiment 1: detect unsaturated soil pore pressure
A kind of U-shaped pipe hydraulic pressure difference rope method detects the device of pore pressure, as shown in Figure 1, mainly formed by U-shaped conduit, horizontal duct 1, water supply tank 2, lining rope, reader and lining rope constriction device, described U-shaped conduit is divided into hole end conduit 3 and atmosphere end conduit 4, upwards horizontal-extending horizontal duct 1 of described atmosphere end conduit 4 tops; Described water supply tank 2 connects described horizontal duct 1 by conduit; Described horizontal duct 1 tail end connects H type conduit 11; The top of described hole end conduit 3 arranges the air chamber 31 docking with soil; Described lining rope comprises hole end liquid level lining rope 32 and atmosphere end liquid level lining rope 41, described hole end liquid level lining rope 32 one end connect float 33 and are placed in hole end conduit 3 inside, the other end, through atmosphere end conduit 4, horizontal duct 1,11 1 outlets of H type conduit, hole end reader 51, is connected on lining rope constriction device 61; Described atmosphere end liquid level lining rope 41 one end connect float 42 and float pendant 43, are placed in atmosphere end conduit 4 inside, and the other end, through horizontal duct 1,11 another outlets of H type conduit, atmosphere end reader 52, is connected on atmosphere end lining rope constriction device 62.Described hole end conduit 3, atmosphere end conduit 4, horizontal duct 1 and H type conduit 11 is detachable, is tightly connected.The below of described hole end conduit 3 and the interconnecting part 7 of atmosphere end conduit 4 extends to form insertion section 8 downward vertically, and described insertion section 8 tail ends are back taper.Described hole end conduit 3 and the opposite side bottom of atmosphere end conduit 4, arrange stop 9 near interconnecting part 7.In described air chamber 31, set gradually filter screen 311, flexible ventilating filling material 312 downwards by top.
Described reader can be mechanical reader, and runner is set to circular scale dish, is moved and is driven runner outer rim pivot offset initial position by lining rope, rotates all numbers and deviation angle and pulley radius by total indicator reading, calculates lining rope movable length;
Scalable conduit 13 is set on the initiating terminal of described horizontal duct 1.
Also comprise the lining rope limiting plate 10 of the elbow that is placed in each conduit, on described lining rope stop plate 10, several through holes are set.
Unsaturated soil pore pressure detection method, comprises following steps:
Step 1: lay, checkout equipment hole end is placed in predetermined depth by the method that is pressed into or is directly pressed into by boring, synchronous spreading atmosphere end conduit 4 in process of press in;
Step 2: reach predetermined absolute altitude horizontal duct 1, water supply tank 2, reader and lining rope constriction device are installed;
Step 3: slowly water filling, to the interior stable level of atmosphere end conduit 4, to hole end conduit 3 top backfill clays, fill and tamping, record the initial reading of hole end reader 51 and atmosphere end reader 52;
Step 4: the reading that reads hole end reader 51 and atmosphere end reader 52 in each observation period;
Hole stomidium gap calculation of pressure process is as follows:
1) hole end lining rope departs from initial position length:
ΔL
1=L
1－L
10
In formula, Δ L
1for hole end lining rope departs from initial position length, L
1for hole end lining rope reading, liquid level just rises to, drop to negative, L
10for the initial reading of hole end reader;
2) atmosphere end lining rope departs from initial position length:
ΔL
2=L
2－L
20
In formula, L
2for atmosphere end lining rope reading, liquid level just rises to, drop to negative, L
20for initial reading, Δ L
2for departing from initial position length;
3) U-shaped pipe two ends water-head:
ΔH=ΔL
2－ΔL
1
4) hole end pore pressure
P=P
0+ΔH*γ
Wherein, Δ H is that U-shaped pipe two ends liquid level is poor, P
0for atmospheric pressure, γ is the proportion of U-shaped liquid in pipe, P hole end pressure;
embodiment 2:detect the pore pressure of saturated soil
Pick-up unit as described in example 1 above, wherein can not comprise replenishing water tank of water.
Step 1: lay, by after boring to send pipe to be pressed into or directly with sending the method that pipe is pressed into that checkout equipment hole end is placed in to predetermined depth, synchronous spreading atmosphere end conduit 4 in process of press in, inserts equipment after predetermined depth and measures and send pipe end face absolute altitude, extract send pipe after record send length of tube;
Step 2: reach predetermined absolute altitude horizontal duct 1, water supply tank 2, reader and lining rope constriction device are installed;
Step 3: if hole end end face is below underground water table time, do not need water filling, if hole end end face is in the time that underground water table is above, slowly water filling, to the interior stable level of atmosphere end conduit 4, to hole end conduit 3 top backfill clays, fill and tamping, record the initial reading of hole end reader 51 and atmosphere end reader 52;
Step 4: lay level measurement device building, outside structures margin line without additional load and uptake ventilator covering part, earth's surface, record initial reading, and measure, record initial water level;
Step 5: read the reading of hole end reader 51 and atmosphere end reader 52 in each observation period, measure underground water table simultaneously;
Hole stomidium gap calculation of pressure process is as follows:
1) WATER LEVEL CHANGES amplitude:
ΔH
3=H
3－H
30
In formula, Δ H
3for underground water is amplitude of variation (m), H
30for equipment is installed the water level (m) that level measurement device is measured when initial, H
3for the water level (m) of level measurement device and atmosphere end conduit Simultaneous Determination;
2) atmosphere end lining rope departs from initial position length:
ΔL
2=L
2－L
20
In formula, L
2for atmosphere end lining rope reading, liquid level just rises to, drop to negative, L
20for initial reading, Δ L
2for departing from initial position length;
3) U-shaped pipe two ends water-head:
ΔH=ΔL
2－ΔH
3
4) hole end pore pressure
P=P
0+ΔH*γ
Wherein, Δ H is that U-shaped pipe two ends liquid level is poor, P
0for atmospheric pressure, γ is the proportion of U-shaped liquid in pipe, P hole end pressure.
Claims (10)
1. U-shaped pipe hydraulic pressure difference rope method detects a device for pore pressure, it is characterized in that, mainly formed by U-shaped conduit, horizontal duct, lining rope, reader and lining rope constriction device,
Described U-shaped conduit is divided into hole end conduit and atmosphere end conduit, upwards horizontal-extending horizontal duct of described atmosphere end conduit top; The top of described hole end conduit arranges the air chamber docking with soil;
Described lining rope comprises hole end liquid level lining rope and atmosphere end liquid level lining rope, and described hole end liquid level lining rope one end is placed in hole end catheter interior, and the other end, through atmosphere end conduit, horizontal duct, hole end reader, is connected on hole end lining rope constriction device;
Described atmosphere end liquid level lining rope one end is placed in atmosphere end catheter interior, and the other end, through horizontal duct, atmosphere end reader, is connected on atmosphere end lining rope constriction device.
2. U-shaped pipe hydraulic pressure difference rope method according to claim 1 detects the device of pore pressure, it is characterized in that described hole end liquid level lining rope is placed in one end connection float of hole end catheter interior; One end that described atmosphere end liquid level lining rope is placed in hole end catheter interior connects float and float pendant.
3. U-shaped pipe hydraulic pressure difference rope method according to claim 1 detects the device of pore pressure, characterized by further comprising water supply tank, and described water supply tank connects described horizontal duct by conduit; Described described horizontal duct tail end removable seal connects H type conduit.
4. U-shaped pipe hydraulic pressure difference rope method according to claim 1 detects the device of pore pressure, it is characterized in that described hole end conduit, atmosphere end conduit, horizontal duct are detachable, is tightly connected.
5. U-shaped pipe hydraulic pressure difference rope method according to claim 1 detects the device of pore pressure, it is characterized in that the below of the interconnecting part of described hole end conduit and atmosphere end conduit extends to form insertion section downward vertically, and described insertion section tail end is back taper.
6. U-shaped pipe hydraulic pressure difference rope method according to claim 1 detects the device of pore pressure, it is characterized in that described hole end conduit and the opposite side bottom of atmosphere end conduit, near the interconnecting part of described hole end conduit and atmosphere end conduit, stop is set.
7. U-shaped pipe hydraulic pressure difference rope method according to claim 1 detects the device of pore pressure, it is characterized in that by top, filter screen being set in described air chamber, and described filter screen below arranges flexible ventilating filling material.
8. U-shaped pipe hydraulic pressure difference rope method according to claim 1 detects the device of pore pressure, on the initiating terminal of the horizontal duct described in it is characterized in that, scalable conduit is set.
9. U-shaped pipe hydraulic pressure difference rope method according to claim 1 detects the device of pore pressure, it is characterized in that, also comprises the lining rope limiting plate of the elbow that is placed in each conduit, on described lining rope stop plate, several through holes is set.
10. a pore pressure detection method, is characterized in that utilizing U-shaped pipe hydraulic pressure difference rope method described in claim 1-9 to detect the device of pore pressure, comprises following steps:
(1), unsaturated soil pore pressure determination step and computing method:
Step 1: lay, checkout equipment hole end is placed in predetermined depth by the method that is pressed into or is directly pressed into by boring, synchronous spreading atmosphere end conduit in process of press in;
Step 2: reach predetermined absolute altitude horizontal duct, replenishing water tank of water, reader and lining rope constriction device are installed;
Step 3: slowly water filling, to stable level in atmosphere end conduit, to hole end conduit top backfill clay, fill and tamping, record the initial reading of hole end reader and atmosphere end reader;
Step 4: the reading that reads hole end reader and atmosphere end reader in each observation period;
Hole stomidium gap calculation of pressure process is as follows:
1) hole end lining rope departs from initial position length:
ΔL
1=L
1－L
10
In formula, Δ L
1for hole end lining rope departs from initial position length, L
1for hole end lining rope reading, liquid level just rises to, drop to negative, L
10for the initial reading of hole end reader;
2) atmosphere end lining rope departs from initial position length:
ΔL
2=L
2－L
20
In formula, L
2for atmosphere end lining rope reading, liquid level just rises to, drop to negative, L
20for initial reading, Δ L
2for departing from initial position length;
3) U-shaped pipe two ends water-head:
ΔH=ΔL
2－ΔL
1
4) hole end pore pressure
P=P
0+ΔH*γ
Wherein, Δ H is that U-shaped pipe two ends liquid level is poor, P
0for atmospheric pressure, γ is the proportion of U-shaped liquid in pipe, P hole end pressure;
(2), saturated soil pore pressure determination step and computing method:
Step 1: lay, by after boring to send pipe to be pressed into or directly with sending the method that pipe is pressed into that checkout equipment hole end is placed in to predetermined depth, synchronous spreading atmosphere end conduit in process of press in, inserts equipment after predetermined depth and measures and send pipe end face absolute altitude, extract send pipe after record send length of tube;
Step 2: reach predetermined absolute altitude horizontal duct, replenishing water tank of water, reader and lining rope constriction device are installed;
Step 3: if hole end end face below underground water table time, does not need water filling, if hole end end face is in the time that underground water table is above, slowly water filling, to stable level in atmosphere end conduit, to hole end conduit top backfill clay, fill and tamping, record the initial reading of hole end and atmosphere end reader;
Step 4: lay level measurement device building, outside structures margin line without additional load and uptake ventilator covering part, earth's surface, record initial reading, and measure, record initial water level;
Step 5: read the reading of hole end and atmosphere end reader in each observation period, measure underground water table simultaneously;
Hole stomidium gap calculation of pressure process is as follows:
1) WATER LEVEL CHANGES amplitude:
ΔH
3=H
3－H
30
In formula, Δ H
3for underground water is amplitude of variation (m), H
30for equipment is installed the water level (m) that level measurement device is measured when initial, H
3for the water level (m) of level measurement device and atmosphere end conduit Simultaneous Determination;
2) atmosphere end lining rope departs from initial position length:
ΔL
2=L
2－L
20
In formula, L
2for atmosphere end lining rope reading, liquid level just rises to, drop to negative, L
20for initial reading, Δ L
2for departing from initial position length;
3) U-shaped pipe two ends water-head:
ΔH=ΔL
2－ΔH
3
4) hole end pore pressure
P=P
0+ΔH*γ
Wherein, Δ H is that U-shaped pipe two ends liquid level is poor, P
0for atmospheric pressure, γ is the proportion of U-shaped liquid in pipe, P hole end pressure.
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|---|---|---|---|
| CN201410281001.8A CN104020096B (en) | 2014-06-20 | 2014-06-20 | Device and method for detecting pore pressure by U-shaped pipe hydraulic differential rope method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410281001.8A CN104020096B (en) | 2014-06-20 | 2014-06-20 | Device and method for detecting pore pressure by U-shaped pipe hydraulic differential rope method |
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| CN104020096A true CN104020096A (en) | 2014-09-03 |
| CN104020096B CN104020096B (en) | 2016-04-27 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106769777A (en) * | 2017-01-19 | 2017-05-31 | 智能（厦门）传感器有限公司 | The ventilative amount detecting device and detection method of a kind of ventilated membrane |
| CN107255547A (en) * | 2017-08-10 | 2017-10-17 | 中国地震局工程力学研究所 | A kind of dynamic pore hydraulic gage calibrating pressure chamber device and calibration method |
| CN107389532A (en) * | 2017-09-05 | 2017-11-24 | 贵州省交通规划勘察设计研究院股份有限公司 | A kind of experimental rig and method for being used to test porous engineering material space distribution characteristics |
| CN108444636A (en) * | 2018-06-15 | 2018-08-24 | 中国地质科学院水文地质环境地质研究所 | A kind of soil air pressure monitoring device and its monitoring method |
| CN115096487A (en) * | 2022-06-17 | 2022-09-23 | 青岛理工大学 | Pressure measuring device and method for soil |
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| CN106769777A (en) * | 2017-01-19 | 2017-05-31 | 智能（厦门）传感器有限公司 | The ventilative amount detecting device and detection method of a kind of ventilated membrane |
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| CN108444636A (en) * | 2018-06-15 | 2018-08-24 | 中国地质科学院水文地质环境地质研究所 | A kind of soil air pressure monitoring device and its monitoring method |
| CN115096487A (en) * | 2022-06-17 | 2022-09-23 | 青岛理工大学 | Pressure measuring device and method for soil |
| CN115096487B (en) * | 2022-06-17 | 2024-02-20 | 青岛理工大学 | Pressure measuring device and method for soil |
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