CN113155086A - Device and method for monitoring settlement of cross section of filling roadbed in highway reconstruction and extension - Google Patents
Device and method for monitoring settlement of cross section of filling roadbed in highway reconstruction and extension Download PDFInfo
- Publication number
- CN113155086A CN113155086A CN202110219312.1A CN202110219312A CN113155086A CN 113155086 A CN113155086 A CN 113155086A CN 202110219312 A CN202110219312 A CN 202110219312A CN 113155086 A CN113155086 A CN 113155086A
- Authority
- CN
- China
- Prior art keywords
- settlement
- monitoring
- flexible pipe
- differential pressure
- pressure type
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000012544 monitoring process Methods 0.000 title claims abstract description 171
- 238000000034 method Methods 0.000 title claims abstract description 18
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 68
- 239000010959 steel Substances 0.000 claims abstract description 68
- 239000007788 liquid Substances 0.000 claims abstract description 53
- 238000003860 storage Methods 0.000 claims abstract description 21
- 238000012423 maintenance Methods 0.000 claims abstract description 14
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 10
- 238000010276 construction Methods 0.000 claims abstract description 8
- 239000000463 material Substances 0.000 claims abstract description 8
- 238000012806 monitoring device Methods 0.000 claims abstract description 8
- 238000004062 sedimentation Methods 0.000 claims description 21
- 238000005259 measurement Methods 0.000 claims description 18
- 230000001186 cumulative effect Effects 0.000 claims description 9
- 239000004020 conductor Substances 0.000 claims description 7
- 238000011084 recovery Methods 0.000 claims description 7
- 239000011449 brick Substances 0.000 claims description 4
- 230000001681 protective effect Effects 0.000 claims description 4
- 238000012937 correction Methods 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 3
- 239000002131 composite material Substances 0.000 claims description 2
- 210000003437 trachea Anatomy 0.000 description 5
- 230000009286 beneficial effect Effects 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000004064 recycling Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000010187 selection method Methods 0.000 description 1
- 230000009897 systematic effect Effects 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01C—MEASURING DISTANCES, LEVELS OR BEARINGS; SURVEYING; NAVIGATION; GYROSCOPIC INSTRUMENTS; PHOTOGRAMMETRY OR VIDEOGRAMMETRY
- G01C5/00—Measuring height; Measuring distances transverse to line of sight; Levelling between separated points; Surveyors' levels
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
Landscapes
- Physics & Mathematics (AREA)
- Engineering & Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Radar, Positioning & Navigation (AREA)
- Remote Sensing (AREA)
- Road Repair (AREA)
- Measurement Of Levels Of Liquids Or Fluent Solid Materials (AREA)
Abstract
The invention discloses a section settlement monitoring device and a method for a road reconstruction and extension fill subgrade, which comprises a flexible pipe, a steel wire rope, a differential pressure type section settlement meter, a base point combination device, a liquid storage tank and a wireless receiving device, wherein the flexible pipe is arranged on the base point combination device; the base point combination device comprises a plurality of screw-thread steels and cylindrical reinforcing steel bars; the bottom of the deformed steel bar is inserted into a newly-built roadbed at the bottom of the pit slot; the cylindrical steel bars are sleeved on the peripheries of the plurality of deformed steels and are connected with each deformed steel bar; four flexible pipes are provided, namely a first flexible pipe, a second flexible pipe, a third flexible pipe and a fourth flexible pipe; the liquid storage tank and the wireless receiving device are both arranged at the top end of the concrete material in the first flexible pipe; a plurality of differential pressure type profile settlement instruments are arranged in the fourth flexible pipe, and the adjacent two flexible pipes are connected through an air pipe, a liquid pipe and a cable. According to the method, the base point is selected at the top of the slope on one side of the filling roadbed, the embedding line is short, and the construction is convenient; meanwhile, a circuit is led out from each monitoring section independently, so that later-period maintenance is facilitated.
Description
Technical Field
The invention relates to a roadbed settlement measuring device and a roadbed settlement measuring method, in particular to a roadbed section settlement monitoring device and a roadbed section settlement monitoring method for highway reconstruction and extension.
Background
For a small-range differential pressure type section settlement meter, a base point and a measuring point need to be kept in a certain height difference range (the base point needs to keep the height unchanged).
For a newly-built roadbed which is not reconstructed, namely, the roadbed is not high in filling or an excavation roadbed or a newly-built roadbed, the layout method of the existing section settlement measuring device generally comprises the following steps:
the method comprises the steps of embedding a PVC pipe in a monitoring profile of a newly-built roadbed, placing a small-range differential pressure profile settlement meter in the embedded PVC pipe, connecting a plurality of small-range differential pressure profile settlement meters through air pipes, liquid pipes and cables, and connecting leading-out ends of the air pipes and the liquid pipes with a liquid storage tank. In addition, in order to facilitate the retraction of the small-range differential pressure profile settlement gauge in the PVC pipe, a steel wire rope is generally used to connect all the small-range differential pressure profile settlement gauges, and two ends of the steel wire rope respectively extend out from two ends of the PVC pipe.
In a newly-built roadbed without reconstruction and extension, the conventional selection method of a base point comprises the following steps: the base point, namely the differential pressure type settlement gauge, is buried at a position with unchanged elevation outside a newly-built roadbed, and meanwhile, a liquid storage tank is required to be ensured to have certain liquid level elevation difference. Therefore, the length of the air pipe, the liquid pipe, the cable and the steel wire rope which need to be led out is long, and the air pipe, the liquid pipe, the cable and the steel wire rope are not economical and are not beneficial to later maintenance and repair. Often, to reduce costs, several monitoring profiles will typically share a common reservoir.
For the roadbed filling of the splicing section of highway reconstruction and extension is higher or the roadbed with high filling, the actual operation of the burying method is difficult, and the method mainly comprises the following steps: the base point is difficult to select, and if the base point is selected at a position (a nearby hill) close to the height of the measuring point, the line is buried for a long time, so that the method is not economical and is not beneficial to later maintenance and repair; in the splicing section for reconstruction and extension of the highway, the outgoing line of the instrument can only be led out from one end, and the other end of the instrument is an old roadbed and cannot be led out.
Disclosure of Invention
The invention aims at solving the technical problem of the prior art and provides a section settlement monitoring device and a section settlement monitoring method for a filling roadbed for highway reconstruction and extension, wherein a base point can be selected at the top of a slope on one side of the filling roadbed, the burying line is short, and the construction and maintenance operation are convenient; meanwhile, a circuit is led out from each monitoring section independently, so that later-period maintenance is facilitated.
In order to solve the technical problems, the invention adopts the technical scheme that:
a section settlement monitoring device for a road reconstruction and extension fill subgrade comprises a flexible pipe, a steel wire rope, a differential pressure type section settlement meter, a base point combination device, a liquid storage tank and a wireless receiving device.
The newly-built roadbed is provided with a plurality of monitoring sections, and each monitoring section is provided with a groove along the transverse direction of the roadbed.
And a pit communicated with the groove is excavated at the slope top of the side slope of the newly-built roadbed, and the depth of the pit is greater than that of the groove.
And a rope releasing roller and a rope collecting roller are arranged at the top of the slope or on the outer side of the slope of the newly-built roadbed.
The basic point combination device comprises a plurality of screw-thread steels and cylindrical reinforcing steel bars. The deformed steel bar bottom is inserted into a newly-built roadbed at the bottom of the pit slot. The cylindrical reinforcing steel bars are sleeved on the peripheries of the plurality of deformed steels and are connected with each deformed steel bar.
The number of the flexible pipes is four, and the four flexible pipes are a first flexible pipe, a second flexible pipe, a third flexible pipe and a fourth flexible pipe respectively.
The first flexible pipe is vertically inserted into the pit groove, and the bottom end of the first flexible pipe is coaxially sleeved on the periphery of the cylindrical reinforcing steel bar.
No. three flexible tubes and No. four flexible tubes are all buried in the slot, and all stretch into in the flexible tube.
The second flexible pipe is vertically inserted into the first flexible pipe above the groove,
the second flexible pipe, the third flexible pipe and the fourth flexible pipe which are positioned in the first flexible pipe are connected through a tee joint.
Concrete materials are filled in the first flexible pipe positioned on the outer sides of the second flexible pipe, the third flexible pipe and the fourth flexible pipe.
The liquid storage tank and the wireless receiving device are both arranged on the top end of the concrete material.
A plurality of differential pressure type section settlement instruments are arranged in the fourth flexible pipe along the length direction, and at least one differential pressure type section settlement instrument is arranged in the first flexible pipe.
Two adjacent differential pressure type section settlement instruments are connected through trachea, liquid pipe and cable conductor. Trachea, liquid pipe and cable conductor all stretch out from No. two flexible intraductals, and the output of trachea, liquid pipe is connected with the liquid reserve tank, and the output of cable conductor is connected with wireless receiving device.
A fixed pulley is arranged in the fourth flexible pipe which is deviated from one side of the pit slot.
The two steel wire ropes are respectively a recycling steel wire rope and a placing steel wire rope.
And the other end of the put-in steel wire rope is sleeved on the rope putting roller after extending out of the tail end of the third flexible pipe.
One end of the recovery steel wire rope is connected with a differential pressure type profile settlement meter adjacent to the slope top of the newly-built roadbed slope, and the other end of the recovery steel wire rope is sleeved on the rope collecting roller after extending out of the tail end of the third flexible pipe.
The base point composite set still includes the protection casing, and the protection casing is installed on the newly-built road bed of a flexible pipe periphery.
The protective cover is of a brick structure.
The depth of the pit groove is 0.8-1.0 m, and the depth of the groove is 0.4-0.5 m.
The cylindrical steel bar is a steel bar mesh, and the height of the steel bar mesh is 0.08-0.1 m.
The differential pressure type section settlement instrument is distributed on the fourth flexible pipe and is called as a monitoring point differential pressure type section settlement instrument. The differential pressure type section settlement instrument arranged in the first flexible pipe is called as a base point differential pressure type section settlement instrument. The base point differential pressure type section settlement meter comprises a first flexible pipe, a second flexible pipe, a third flexible pipe, a fourth flexible pipe or a tee joint.
The peripheries of the air pipe, the liquid pipe and the cable conductor extending out of the second flexible pipe are provided with binding belts.
A method for monitoring the settlement of a section of a filling roadbed in the reconstruction and extension of a highway comprises the following steps.
Step 1, adjusting the liquid level of a liquid storage tank: according to the measuring range P of the differential pressure type section settlement meter, the liquid level height of the liquid storage tank is adjusted to be 1/2P-2/3P.
Step 2, initial settlement monitoring: three differential pressure type section settlement instruments are arranged in the fourth flexible pipe along the length direction and are called as monitoring point differential pressure type section settlement instruments. A differential pressure type section settlement meter, which is called as a base point differential pressure type section settlement meter, is arranged in the first flexible pipe.
Filling in newly-built roadbedAfter finishing the next layer of soil and finishing rolling for 12h, reading the initial readings of the differential pressure type section settlement meter with the three measuring points by using a wireless receiving device, wherein the initial readings are a0、b0、c0. Reading initial reading x of base point differential pressure type section settlement meter0。
Step 3, primary settlement monitoring: according to the monitoring frequency and the actual situation of site construction, a is respectively obtained by reading the primary monitoring readings of the differential pressure type section settlement meter with the three measuring points by using the wireless receiving device1、b1、c1. Reading one-time base point reading x of base point differential pressure type section settlement meter1。
Step 4, calculating a primary sedimentation value: respectively calculating a primary settlement value A for three monitoring points where the three measuring point differential pressure type profile settlement instruments are positioned1、B1And C1The specific calculation formula is as follows:
A1 =（a1-a0）-（x1-x0）。
B1 =（b1-b0）-（x1-x0）。
C1 =（c1-c0）-（x1-x0）。
step 5, calculating the primary section gradient: according to the difference of the primary settlement values of all the monitoring points, the primary section gradient Q between two adjacent monitoring points A and B is calculated1The specific calculation formula is as follows:
Q1 = {（a1-a0）-（b1-b0）}/ L1×100%
wherein L is1Is the horizontal distance between the two monitoring points a and B.
Step 6, secondary settlement monitoring: the secondary monitoring readings of the differential pressure type section settlement meter with three measuring points read by a wireless receiving device are respectively a2、b2、c2. Reading one-time base point reading x of base point differential pressure type section settlement meter2。
Step 7, calculating a secondary sedimentation value: the secondary sedimentation value includes a secondary cumulative sedimentation value and a secondary relative sedimentation value.
Step 7A, calculating a secondary accumulated settlement value: respectively calculating the secondary accumulated settlement value A of three monitoring points where the three measuring point differential pressure type profile settlement meters are positioned2、B2And C2The specific calculation formula is as follows:
A2 =（a2-a0）-（x2-x0）。
B2 =（b2-b0）-（x2-x0）。
C2 =（c2-c0）-（x2-x0）。
and step 7B, calculating a secondary relative sedimentation value: respectively calculating the secondary relative settlement value M of three monitoring points where the three measuring point differential pressure type section settlement meters are positioned1、N1And O1The specific calculation formula is as follows:
M1 =（a2-a1）-（x2-x1）。
N1 =（b2-b1）-（x2-x1）。
O1 =（c2-c1）-（x2-x1）。
step 8, calculating the secondary section gradient: calculating the secondary section gradient Q between two adjacent monitoring points A and B according to the difference of the secondary settlement values of the monitoring points2The specific calculation formula is as follows:
Q2 = {（a2-a0）-（b2-b0）}/ L1×100%
wherein L is1Is the horizontal distance between the two monitoring points a and B.
Step 9, calculating the secondary accumulated settling rate: calculating the secondary accumulated settling rate V according to the secondary accumulated settling value of the corresponding monitoring point2The specific calculation formula is as follows:
V2 = {（a2-a0）-（x2-x0）}/t1
wherein,t1is the time interval between the second measurement and the first measurement.
And 10, repeating the step 6, and calculating the accumulated settlement value and the relative settlement value of the corresponding time for each monitoring. When the monitoring frequency is y times, the y times of accumulated settlement value A of the monitoring point AyY relative sedimentation value My-1Y-order section gradient Q between monitor points A and ByAnd the cumulative settlement rate V of the monitoring point A for y timesyThe calculation formulas of (A) and (B) are respectively as follows:
Ay =（ay-a0）-（xy-x0）。
My-1 =（ay-ay-1）-（xy-xy-1）。
Qy= {（ay-a0）-（by-b0）}/ L1×100%
Vy= {（ay-a0）-（xy-x0）}/ t2
wherein x isy、ayAnd byAnd respectively representing settlement monitoring data read by the base point differential pressure type section settlement meter, the monitoring point A and the monitoring point B in the y-th monitoring. a isy-1And xy-1And respectively representing settlement monitoring data read by the measuring point differential pressure type profile settlement meter of the monitoring point A and the base point differential pressure type profile settlement meter in the y-1 th monitoring. t is t2The time interval between the y-th measurement and the first measurement.
Further comprising step 11, monitoring after instrument correction: after y times of monitoring, when any one of the differential pressure type section settlement meters is maintained, repeating the steps 1 to 10, and during the z-th time of monitoring, the z-times accumulated settlement value A of the monitoring point AzZ relative sedimentation value Mz-1Z-th order section gradient Q between monitor points A and BzAnd z times cumulative settling rate V of monitoring point AzThe calculation formulas are respectively as follows:
Az= Ay +（az-a00）-（xz-x00）。
Mz-1 =（az-az-1）-（xz-xz-1）。
Qy= {{ Ay +（az-a00）}-{B y +（bz-b00）}}/ L1×100%
Vz = { Ay +{（az-a00）-（xz-x00）}}/ t3
wherein x is00、a00And b00And initial settlement monitoring data read by the pressure differential type section settlement meter at the measuring points of the base point pressure differential type section settlement meter, the monitoring point A and the monitoring point B after maintenance are respectively represented. a isz-1And xz-1Respectively representing settlement monitoring data read by a measuring point differential pressure type profile settlement of the monitoring point A and a base point differential pressure type profile settlement meter during the z-1 th monitoring. x is the number ofz、azAnd bzAnd respectively representing settlement monitoring data read by the base point differential pressure type profile settlement meter, the monitoring point A and the monitoring point B differential pressure type profile settlement meter in the Z-th monitoring, wherein Z is more than y + 1. B isyAnd (4) representing the y accumulated settlement values of the differential pressure type section settlement meter of the measuring point at the monitoring point B. t is t3The time interval between the z-th measurement and the first measurement.
The invention has the following beneficial effects:
(1) for filling roadbeds, particularly high-filling roadbeds, in order to avoid overlong line routes, instruments such as water tanks and the like can be directly erected at the top of slopes of the roadbeds, the time for penetrating PVC pipes through lines in the later period is shortened, the efficiency for burying the instruments underground is improved, and the labor intensity is reduced. The base point can be selected at the side slope top of the filling roadbed, the embedding line is short, and the construction and maintenance operation are convenient. Meanwhile, monitoring data can be read remotely in the later period, and real-time monitoring is achieved.
(2) And a line is led out from each monitoring section independently, so that later-stage maintenance is facilitated.
(3) The PVC pipe is cheap, economical and highly operable.
(4) For the road reconstruction and extension roadbed splicing section, the line can be led out only from one end, so that the instrument is convenient to overhaul, and the operability is high.
Drawings
Fig. 1 shows a schematic structural diagram of a section settlement monitoring device for a filling subgrade in the reconstruction and extension of a highway.
Figure 2 shows an enlarged cross-sectional view of a flexible pipe according to the invention.
Figure 3 shows an enlarged schematic view from above of the flexible pipe.
Among them are:
11. existing roadbed; 12. newly building a roadbed; 121. a trench; 122. a pit;
20. side slope;
30. a flexible tube; 31. a first flexible tube; 32. a second flexible tube; 33. a third flexible tube; 34. a fourth flexible tube; 35. a tee joint;
40. a wire rope; 41. a fixed pulley; 42. a rope releasing roller; 43. a rope reeling roller;
50. differential pressure type profile settlement gauge; 51. an air tube; 52. a liquid pipe; 53. a cable wire;
60. a base point combining device; 61. deformed steel bar; 62. a cylindrical reinforcing bar; 63. a protective cover;
70. a liquid storage tank;
80. a wireless receiving device.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and specific preferred embodiments.
In the description of the present invention, it is to be understood that the terms "left side", "right side", "upper part", "lower part", etc., indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and that "first", "second", etc., do not represent an important degree of the component parts, and thus are not to be construed as limiting the present invention. The specific dimensions used in the present example are only for illustrating the technical solution and do not limit the scope of protection of the present invention.
As shown in fig. 1, the monitoring device for section settlement of filling subgrade in highway reconstruction and extension comprises a flexible pipe 30, a steel wire rope 40, a differential pressure type section settlement gauge 50, a base point combination device 60, a liquid storage tank 70 and a wireless receiving device 80.
The new subgrade can be a completely new subgrade or an extension subgrade on an existing subgrade 11, and the new subgrade is provided with a plurality of monitoring profiles, and each monitoring profile is provided with a groove 121 along the transverse direction of the subgrade.
And a pit 122 communicated with the groove is excavated at the top of the slope of the newly-built roadbed, and the depth of the pit is greater than that of the groove. In the embodiment, the depth of the pit is preferably 0.8-1.0 m, the depth of the groove is preferably 0.4-0.5 m, and the width of the groove is about 15-20 cm.
And a rope releasing roller 42 and a rope collecting roller 43 are arranged at the top of the slope or on the outer side of the slope of the newly-built roadbed.
The basic point combination device comprises a plurality of screw-thread steels 61, cylindrical reinforcing steel bars 62 and a protective cover 63.
The deformed steel bars are preferably three, and the bottoms of the deformed steel bars are inserted into the newly-built roadbed at the bottom of the pit slot. The diameter of each deformed steel bar is preferably 14 mm.
The cylindrical reinforcing steel bars are sleeved on the peripheries of the plurality of deformed steels and are connected with each deformed steel bar.
The protection casing is installed on the newly-built road bed of a flexible pipe periphery, and preferably the brick structure.
As shown in fig. 2 and 3, the flexible tubes include four flexible tubes, i.e., a first flexible tube 31, a second flexible tube 32, a third flexible tube 33, and a fourth flexible tube 34. The flexible pipes in the present invention are preferably PVC pipes having a certain rigidity.
The first flexible pipe is vertically inserted into the pit groove, and the bottom end of the first flexible pipe is coaxially sleeved on the periphery of the cylindrical reinforcing steel bar and serves as a fixed base point. The cylindrical steel bar is preferably a steel bar mesh, but can also be a steel pipe, and the height of the steel bar mesh is preferably 0.08-0.1 m.
No. three flexible tubes and No. four flexible tubes are all buried in the slot, and all stretch into in the flexible tube. In addition, the outside end of the third flexible pipe preferably stretches out from the slope of the newly-built roadbed to form a suspended section, so that later maintenance is facilitated.
The second flexible pipe is vertically inserted into the first flexible pipe above the groove.
The second flexible pipe, the third flexible pipe and the fourth flexible pipe which are positioned in the first flexible pipe are connected through a tee 35. The tee joint is preferably placed at the top of the deformed steel bar, and a whole is formed by a concrete material cast in situ in the first flexible pipe to serve as a fixed base point.
Concrete materials are filled in the first flexible pipe positioned on the outer sides of the second flexible pipe, the third flexible pipe and the fourth flexible pipe.
The reservoir 70 and the wireless receiving device 80 are both mounted on top of the concrete material.
A plurality of monitoring points are distributed in the fourth flexible pipe along the length direction, and each monitoring point is provided with a differential pressure type section settlement meter 50, also called as a monitoring point differential pressure type section settlement meter.
At least one differential pressure type section settlement meter is arranged in the first flexible pipe and is called as a base point differential pressure type section settlement meter. The number of the base point differential pressure type section settlers is preferably one, and the base point differential pressure type section settlers are preferably arranged in a third flexible pipe, a fourth flexible pipe or a tee joint which is positioned in the first flexible pipe. In this embodiment, it is preferably arranged in a tee.
Two adjacent differential pressure type section settlers are connected through an air pipe 51, a liquid pipe 52 and a cable 53. Trachea, liquid pipe and cable conductor all stretch out from No. two flexible intraductals, and the output of trachea, liquid pipe is connected with the liquid reserve tank, and the output of cable conductor is connected with wireless receiving device. The peripheries of the air pipe, the liquid pipe and the cable wire extending out of the second flexible pipe are preferably provided with binding belts 54 which bind the air pipe, the liquid pipe and the cable wire together.
A fixed pulley is arranged in the fourth flexible pipe which is deviated from one side of the pit slot.
The two steel wire ropes are respectively a recycling steel wire rope and a placing steel wire rope.
And the other end of the put-in steel wire rope is sleeved on the rope putting roller after extending out of the tail end of the third flexible pipe.
One end of the recovery steel wire rope is connected with a differential pressure type profile settlement meter adjacent to the slope top of the newly-built roadbed slope, and the other end of the recovery steel wire rope is sleeved on the rope collecting roller after extending out of the tail end of the third flexible pipe.
A construction method of a section settlement monitoring device for a filling subgrade in highway reconstruction and extension comprises the following steps.
1) Digging grooves and pit slots according to design requirements, clearing the grooves, wherein the size of each pit slot is slightly larger than that of a first PVC pipe, the excavation depth of each pit slot is preferably 0.8-1.0 m, 3 deformed steels with the diameter of 14mm are preferably inserted into the bottom surface of each pit slot, and the bottom of each deformed steel extends into roadbed filling. Then, the reinforcing mesh with the same shape as the pit slot is bound or welded with 3 pieces of thread steel, and the reinforcing mesh is about 10cm away from the bottom of the pit. The trench is typically 40-50 cm deep and 15-20 cm wide.
(2) And connecting all the differential pressure type section settlers (the line distance of the adjacent differential pressure type section settlers is determined according to the design position), injecting anti-freezing solution and discharging air bubbles.
(3) And respectively pulling all the differential pressure type section settlement instruments into the designed positions by using the steel wire rope.
(4) Two steel wire ropes are led out (the leading-out end of one steel wire rope is wound on a recovery roller and is used for pulling out an instrument when in later maintenance, the leading-out end of the other steel wire rope is wound on a rope placing roller and is used for pulling the overhauled instrument to a designed position again), a gas pipe, a water pipe and a cable are led out through a third PVC pipe, the gas pipe, the water pipe and the cable are led out through a second PVC pipe, the second PVC pipe is placed in a groove, and the first PVC pipe is buried in a pit groove and is erected on a reinforcing steel bar net.
(5) And pouring concrete into the first PVC pipe, fixing the liquid storage tank and injecting liquid.
(6) Connecting the air pipe and the liquid pipe to the liquid storage tank, and connecting the cable to the wireless receiving device; adjusting the liquid level in the liquid storage tank, and debugging the initial reading a of the monitoring point instrument by using the liquid level pressure difference0、b0、c0Etc. and initial reading x of the instrument at the cardinal point position0。
(7) The three pipelines to be led out are simply fixed by binding belts, and the pipelines are pulled out and pulled back conveniently during later maintenance.
(8) And plugging each end, and finally making a circle of brick protection device for protecting the liquid storage tank and the circuit. Wherein the second, third and fourth PVC pipes are connected in the first PVC pipe through a tee joint.
A method for monitoring the settlement of a section of a filling roadbed in the reconstruction and extension of a highway comprises the following steps.
Step 1, adjusting the liquid level of a liquid storage tank: according to the measuring range P of the differential pressure type section settlement meter, the liquid level height of the liquid storage tank is adjusted to be 1/2P-2/3P.
Step 2, initial settlement monitoring: three differential pressure type section settlement instruments are arranged in the fourth flexible pipe along the length direction and are called as monitoring point differential pressure type section settlement instruments. A differential pressure type section settlement meter, which is called as a base point differential pressure type section settlement meter, is arranged in the first flexible pipe.
After the newly-built roadbed is filled with the next layer of soil and is rolled for 12 hours, the wireless receiving device is utilized to read the initial readings of the differential pressure type section settlement meters of the three measuring points, wherein the initial readings are a0、b0、c0. Reading initial reading x of base point differential pressure type section settlement meter0。
Step 3, primary settlement monitoring: according to the monitoring frequency and the actual situation of site construction, a is respectively obtained by reading the primary monitoring readings of the differential pressure type section settlement meter with the three measuring points by using the wireless receiving device1、b1、c1. Reading one-time base point reading x of base point differential pressure type section settlement meter1。
Step 4, calculating a primary sedimentation value: respectively calculating a primary settlement value A for three monitoring points where the three measuring point differential pressure type profile settlement instruments are positioned1、B1And C1The specific calculation formula is as follows:
A1 =（a1-a0）-（x1-x0）。
B1 =（b1-b0）-（x1-x0）。
C1 =（c1-c0）-（x1-x0）。
step 5, calculating the primary section gradient: according to the difference of the primary settlement value of each monitoring point, calculating the primary settlement value between two adjacent monitoring points A and BSection slope Q1The specific calculation formula is as follows:
Q1 = {（a1-a0）-（b1-b0）}/ L1×100%
wherein L is1Is the horizontal distance between the two monitoring points a and B.
Step 6, secondary settlement monitoring: the secondary monitoring readings of the differential pressure type section settlement meter with three measuring points read by a wireless receiving device are respectively a2、b2、c2. Reading one-time base point reading x of base point differential pressure type section settlement meter2。
Step 7, calculating a secondary sedimentation value: the secondary sedimentation value includes a secondary cumulative sedimentation value and a secondary relative sedimentation value.
Step 7A, calculating a secondary accumulated settlement value: respectively calculating the secondary accumulated settlement value A of three monitoring points where the three measuring point differential pressure type profile settlement meters are positioned2、B2And C2The specific calculation formula is as follows:
A2 =（a2-a0）-（x2-x0）。
B2 =（b2-b0）-（x2-x0）。
C2 =（c2-c0）-（x2-x0）。
and step 7B, calculating a secondary relative sedimentation value: respectively calculating the secondary relative settlement value M of three monitoring points where the three measuring point differential pressure type section settlement meters are positioned1、N1And O1The specific calculation formula is as follows:
M1 =（a2-a1）-（x2-x1）。
N1 =（b2-b1）-（x2-x1）。
O1 =（c2-c1）-（x2-x1）。
step 8, calculating the secondary section gradient: according to the difference of the secondary settlement values of all monitoring points,calculating the secondary section gradient Q between two adjacent monitoring points A and B2The specific calculation formula is as follows:
Q2 = {（a2-a0）-（b2-b0）}/ L1×100%
wherein L is1Is the horizontal distance between the two monitoring points a and B.
Step 9, calculating the secondary accumulated settling rate: calculating the secondary accumulated settling rate V according to the secondary accumulated settling value of the corresponding monitoring point2The specific calculation formula is as follows:
V2 = {（a2-a0）-（x2-x0）}/t1
wherein, t1Is the time interval between the second measurement and the first measurement.
And 10, repeating the step 6, and calculating the accumulated settlement value and the relative settlement value of the corresponding time for each monitoring. When the monitoring frequency is y times, the y times of accumulated settlement value A of the monitoring point AyY relative sedimentation value My-1Y-order section gradient Q between monitor points A and ByAnd the cumulative settlement rate V of the monitoring point A for y timesyThe calculation formulas of (A) and (B) are respectively as follows:
Ay =（ay-a0）-（xy-x0）。
My-1 =（ay-ay-1）-（xy-xy-1）。
Qy= {（ay-a0）-（by-b0）}/ L1×100%
Vy= {（ay-a0）-（xy-x0）}/ t2
wherein x isy、ayAnd byAnd respectively representing settlement monitoring data read by the base point differential pressure type section settlement meter, the monitoring point A and the monitoring point B in the y-th monitoring. a isy-1And xy-1Settlement monitoring read by measuring point differential pressure type profile settlement meter and base point differential pressure type profile settlement meter respectively representing monitoring point A in y-1 th monitoringAnd (4) data. t is t2The time interval between the y-th measurement and the first measurement.
(1) before the instrument is maintained, the instrument normally reads, and the monitored data of the y-th monitoring is as follows: the accumulated settlement value of the monitoring point is A y，B y，C yAnd the like.
(2) After the instrument is maintained, the initial readings a of all the monitoring point positions are read again00、b00、c00Equal and base point initial reading x00。
(3) Reading the data a of the monitoring point for the second time according to the monitoring frequency and the actual situation of the site constructiony+2、by+2、cy+2Equal and base point data x y+2Then A, B, C after maintenance have settlement values of (a) for the three monitoring points y+2-a00）-（x y+2-x00）、（b y+2-b00）-（xy+2-x00）、（cy+2-c00）-（xy+2-x00) Etc., where the station data is all subtracted by (x) y+2-x00) Numerical values are to eliminate systematic errors.
(4) A, B, C actual accumulative settlement value of three monitoring points is A y +{（a y+2-a00）-（x y+2-x00）}、B y +{（b y+2-b00）-（xy+2-x00）}、C y +{（cy+2-c00）-（xy+2-x00) And so on.
(5) At the time of the z-th monitoring, the z-th cumulative settlement value A of the monitoring point AzZ relative sedimentation value Mz-1Z-th order section gradient Q between monitor points A and BzAnd z times cumulative settling rate V of monitoring point AzThe calculation formulas are respectively as follows:
Az= Ay +（az-a00）-（xz-x00）。
Mz-1 =（az-az-1）-（xz-xz-1）。
Qy= {{ Ay +（az-a00）}-{B y +（bz-b00）}}/ L1×100%
Vz = { Ay +{（az-a00）-（xz-x00）}}/ t3
wherein x is00、a00And b00And initial settlement monitoring data read by the pressure differential type section settlement meter at the measuring points of the base point pressure differential type section settlement meter, the monitoring point A and the monitoring point B after maintenance are respectively represented. a isz-1And xz-1Respectively representing settlement monitoring data read by a measuring point differential pressure type profile settlement of the monitoring point A and a base point differential pressure type profile settlement meter during the z-1 th monitoring. x is the number ofz、azAnd bzAnd respectively representing settlement monitoring data read by the base point differential pressure type profile settlement meter, the monitoring point A and the monitoring point B differential pressure type profile settlement meter in the Z-th monitoring, wherein Z is more than y + 1. B isyAnd (4) representing the y accumulated settlement values of the differential pressure type section settlement meter of the measuring point at the monitoring point B. t is t3The time interval between the z-th measurement and the first measurement.
Although the preferred embodiments of the present invention have been described in detail, the present invention is not limited to the details of the embodiments, and various equivalent modifications can be made within the technical spirit of the present invention, and the scope of the present invention is also within the scope of the present invention.
Claims (9)
1. The utility model provides a highway is reformed transform and is expanded fill road bed section settlement monitoring device for the settlement monitoring of newly-built road bed, its characterized in that: the differential pressure type section settlement meter comprises a flexible pipe, a steel wire rope, a differential pressure type section settlement meter, a base point combination device, a liquid storage tank and a wireless receiving device;
the newly built roadbed is provided with a plurality of monitoring sections, and each monitoring section is provided with a groove along the transverse direction of the roadbed;
a pit communicated with the groove is excavated at the slope top of the side slope of the newly-built roadbed, and the depth of the pit is greater than that of the groove;
a rope releasing roller and a rope collecting roller are arranged at the top of a side slope or on the outer side of the side slope of the newly built roadbed;
the base point combination device comprises a plurality of screw-thread steels and cylindrical reinforcing steel bars; the bottom of the deformed steel bar is inserted into a newly-built roadbed at the bottom of the pit slot; the cylindrical steel bars are sleeved on the peripheries of the plurality of deformed steels and are connected with each deformed steel bar;
the number of the flexible pipes is four, namely a first flexible pipe, a second flexible pipe, a third flexible pipe and a fourth flexible pipe;
the first flexible pipe is vertically inserted into the pit slot, and the bottom end of the first flexible pipe is coaxially sleeved on the periphery of the cylindrical reinforcing steel bar;
the third flexible pipe and the fourth flexible pipe are both embedded in the groove and both extend into the first flexible pipe;
the second flexible pipe is vertically inserted into the first flexible pipe above the groove,
a second flexible pipe, a third flexible pipe and a fourth flexible pipe which are positioned in the first flexible pipe are connected through a tee joint;
concrete materials are filled in the first flexible pipe positioned at the outer sides of the second flexible pipe, the third flexible pipe and the fourth flexible pipe;
the liquid storage tank and the wireless receiving device are both arranged at the top end of the concrete material;
a plurality of differential pressure type profile settlement instruments are arranged in the fourth flexible pipe along the length direction, and at least one differential pressure type profile settlement instrument is arranged in the first flexible pipe;
two adjacent differential pressure type profile settlement instruments are connected with a cable through an air pipe and a liquid pipe; the gas pipe, the liquid pipe and the cable extend out of the second flexible pipe, the output ends of the gas pipe and the liquid pipe are connected with the liquid storage tank, and the output end of the cable is connected with the wireless receiving device;
a fixed pulley is arranged in the fourth flexible pipe at one side departing from the pit slot;
the two steel wire ropes are respectively a recycled steel wire rope and a placed steel wire rope;
putting a steel wire rope into the steel wire rope sleeve, wherein one end of the putting steel wire rope is connected with a differential pressure type section settlement meter adjacent to the fixed pulley, and the other end of the putting steel wire rope extends out of the tail end of the third flexible pipe and then is sleeved on a rope putting roller;
one end of the recovery steel wire rope is connected with a differential pressure type profile settlement meter adjacent to the slope top of the newly-built roadbed slope, and the other end of the recovery steel wire rope is sleeved on the rope collecting roller after extending out of the tail end of the third flexible pipe.
2. The device for monitoring the settlement of the cross section of the filling subgrade in the reconstruction and extension of the highway according to claim 1, which is characterized in that: the base point composite set still includes the protection casing, and the protection casing is installed on the newly-built road bed of a flexible pipe periphery.
3. The device for monitoring the settlement of the cross section of the filling subgrade in the reconstruction and extension of the highway according to claim 2, wherein: the protective cover is of a brick structure.
4. The device for monitoring the settlement of the cross section of the filling subgrade in the reconstruction and extension of the highway according to claim 1, which is characterized in that: the depth of the pit groove is 0.8-1.0 m, and the depth of the groove is 0.4-0.5 m.
5. The device for monitoring the settlement of the cross section of the filling subgrade in the reconstruction and extension of the highway according to claim 1, which is characterized in that: the cylindrical steel bar is a steel bar mesh, and the height of the steel bar mesh is 0.08-0.1 m.
6. The device for monitoring the settlement of the cross section of the filling subgrade in the reconstruction and extension of the highway according to claim 1, which is characterized in that: the differential pressure type section settlement meter is distributed on the fourth flexible pipe and is called as a monitoring point differential pressure type section settlement meter; the differential pressure type profile settlement instrument distributed in the first flexible pipe is called as a base point differential pressure type profile settlement instrument; the base point differential pressure type section settlement meter comprises a first flexible pipe, a second flexible pipe, a third flexible pipe, a fourth flexible pipe or a tee joint.
7. The device for monitoring the settlement of the cross section of the filling subgrade in the reconstruction and extension of the highway according to claim 1, which is characterized in that: the peripheries of the air pipe, the liquid pipe and the cable conductor extending out of the second flexible pipe are provided with binding belts.
8. A method for monitoring the settlement of a section of a filling roadbed in the reconstruction and extension of a highway is characterized by comprising the following steps: the method comprises the following steps:
step 1, adjusting the liquid level of a liquid storage tank: according to the measuring range P of the differential pressure type section settlement meter, the liquid level height of the liquid storage tank is adjusted to be 1/2P-2/3P;
step 2, initial settlement monitoring: three differential pressure type profile settlement instruments are arranged in the fourth flexible pipe along the length direction and are called as monitoring point differential pressure type profile settlement instruments; a differential pressure type profile settlement instrument called as a base point differential pressure type profile settlement instrument is arranged in the first flexible pipe;
after the newly-built roadbed is filled with the next layer of soil and is rolled for 12 hours, the wireless receiving device is utilized to read the initial readings of the differential pressure type section settlement meters of the three measuring points, wherein the initial readings are a0、b0、c0(ii) a Reading initial reading x of base point differential pressure type section settlement meter0；
Step 3, primary settlement monitoring: according to the monitoring frequency and the actual situation of site construction, a is respectively obtained by reading the primary monitoring readings of the differential pressure type section settlement meter with the three measuring points by using the wireless receiving device1、b1、c1(ii) a Reading one-time base point reading x of base point differential pressure type section settlement meter1；
Step 4, calculating a primary sedimentation value: respectively calculating a primary settlement value A for three monitoring points where the three measuring point differential pressure type profile settlement instruments are positioned1、B1And C1The specific calculation formula is as follows:
A1 =（a1-a0）-（x1-x0）；
B1 =（b1-b0）-（x1-x0）；
C1 =（c1-c0）-（x1-x0）；
step 5, calculating the primary section gradient: according to the difference of the primary settlement values of all the monitoring points, the primary section gradient Q between two adjacent monitoring points A and B is calculated1The specific calculation formula is as follows:
Q1 = {（a1-a0）-（b1-b0）}/ L1×100%
wherein L is1The horizontal distance between the monitoring points A and B is obtained;
step 6, secondary settlement monitoring: the secondary monitoring readings of the differential pressure type section settlement meter with three measuring points read by a wireless receiving device are respectively a2、b2、c2(ii) a Reading one-time base point reading x of base point differential pressure type section settlement meter2；
Step 7, calculating a secondary sedimentation value: the secondary settlement value comprises a secondary accumulated settlement value and a secondary relative settlement value;
step 7A, calculating a secondary accumulated settlement value: respectively calculating the secondary accumulated settlement value A of three monitoring points where the three measuring point differential pressure type profile settlement meters are positioned2、B2And C2The specific calculation formula is as follows:
A2 =（a2-a0）-（x2-x0）；
B2 =（b2-b0）-（x2-x0）；
C2 =（c2-c0）-（x2-x0）；
and step 7B, calculating a secondary relative sedimentation value: respectively calculating the secondary relative settlement value M of three monitoring points where the three measuring point differential pressure type section settlement meters are positioned1、N1And O1The specific calculation formula is as follows:
M1 =（a2-a1）-（x2-x1）；
N1 =（b2-b1）-（x2-x1）；
O1 =（c2-c1）-（x2-x1）；
step 8, calculating the secondary section gradient: calculating the secondary section gradient Q between two adjacent monitoring points A and B according to the difference of the secondary settlement values of the monitoring points2The specific calculation formula is as follows:
Q2 = {（a2-a0）-（b2-b0）}/ L1×100%
wherein L is1The horizontal distance between the monitoring points A and B is obtained;
step 9, calculating the secondary accumulated settling rate: calculating the secondary accumulated settling rate V according to the secondary accumulated settling value of the corresponding monitoring point2The specific calculation formula is as follows:
V2 = {（a2-a0）-（x2-x0）}/t1
wherein, t1Is the time interval between the second measurement and the first measurement;
step 10, repeating the step 6, and calculating the accumulated settlement value and the relative settlement value of the corresponding times for each monitoring; when the monitoring frequency is y times, the y times of accumulated settlement value A of the monitoring point AyY relative sedimentation value My-1Y-order section gradient Q between monitor points A and ByAnd the cumulative settlement rate V of the monitoring point A for y timesyThe calculation formulas of (A) and (B) are respectively as follows:
Ay =（ay-a0）-（xy-x0）；
My-1 =（ay-ay-1）-（xy-xy-1）；
Qy= {（ay-a0）-（by-b0）}/ L1×100%
Vy= {（ay-a0）-（xy-x0）}/ t2
wherein x isy、ayAnd byRespectively representing the settlement monitoring read by the base point differential pressure type section settlement meter, the monitoring point A and the monitoring point B in the y-th monitoringData; a isy-1And xy-1Respectively representing settlement monitoring data read by a measuring point differential pressure type profile settlement meter of the monitoring point A and a base point differential pressure type profile settlement meter in the y-1 th monitoring; t is t2The time interval between the y-th measurement and the first measurement.
9. The method for monitoring the settlement of the cross section of the filling subgrade in the reconstruction and extension of the highway according to claim 8, which is characterized in that: further comprising step 11, monitoring after instrument correction: after y times of monitoring, when any one of the differential pressure type section settlement meters is maintained, repeating the steps 1 to 10, and during the z-th time of monitoring, the z-times accumulated settlement value A of the monitoring point AzZ relative sedimentation value Mz-1Z-th order section gradient Q between monitor points A and BzAnd z times cumulative settling rate V of monitoring point AzThe calculation formulas are respectively as follows:
Az= Ay +（az-a00）-（xz-x00）；
Mz-1 =（az-az-1）-（xz-xz-1）；
Qy= {{ Ay +（az-a00）}-{B y +（bz-b00）}}/ L1×100%
Vz= { Ay +{（az-a00）-（xz-x00）}}/ t3
wherein x is00、a00And b00Respectively representing initial settlement monitoring data read by the pressure differential type section settlement meter at the measuring points of the base point pressure differential type section settlement meter, the monitoring point A and the monitoring point B after maintenance; a isz-1And xz-1Respectively representing settlement monitoring data read by a measuring point differential pressure type profile settlement of a monitoring point A and a base point differential pressure type profile settlement meter during the z-1 th monitoring; x is the number ofz、azAnd bzRespectively representing settlement monitoring data read by the base point differential pressure type profile settlement meter, the monitoring point A and the monitoring point B differential pressure type profile settlement meter in the Z-th monitoring, wherein Z is more than y + 1; b isyRepresenting the y accumulated settlement value of the differential pressure type profile settlement meter of the measuring point at the monitoring point B; t is t3The time interval between the z-th measurement and the first measurement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110219312.1A CN113155086B (en) | 2021-02-26 | 2021-02-26 | Device and method for monitoring section settlement of filling subgrade in highway reconstruction and extension |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110219312.1A CN113155086B (en) | 2021-02-26 | 2021-02-26 | Device and method for monitoring section settlement of filling subgrade in highway reconstruction and extension |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113155086A true CN113155086A (en) | 2021-07-23 |
| CN113155086B CN113155086B (en) | 2022-11-25 |
Family
ID=76883701
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110219312.1A Active CN113155086B (en) | 2021-02-26 | 2021-02-26 | Device and method for monitoring section settlement of filling subgrade in highway reconstruction and extension |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113155086B (en) |
Citations (22)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102288157A (en) * | 2011-08-02 | 2011-12-21 | 上海同禾土木工程科技有限公司 | Method for monitoring deep settlement of foundation |
| WO2012145884A1 (en) * | 2011-04-25 | 2012-11-01 | 中国人民解放军国防科学技术大学 | Monitoring method and monitoring system of settlement of engineering buildings |
| CN103076001A (en) * | 2012-12-25 | 2013-05-01 | 江西日月明铁道设备开发有限公司 | Method and device for automatically monitoring subgrade settlement |
| CN104316026A (en) * | 2014-10-27 | 2015-01-28 | 长沙理工大学 | Cross-section instrument sensor traction method in road widening roadbed |
| CN104697496A (en) * | 2015-04-03 | 2015-06-10 | 朱平 | Split type static hydraulic pressure difference settlement monitoring system and installation method thereof |
| CN204479060U (en) * | 2015-01-07 | 2015-07-15 | 天津二十冶建设有限公司 | A kind of subgrade stability recording geometry |
| CN105667541A (en) * | 2016-01-21 | 2016-06-15 | 中铁第四勘察设计院集团有限公司 | Monitoring device for settlement cavity value of medium-low-speed magnetic suspension low track bearing-rail beam and roadbed |
| CN205785189U (en) * | 2016-07-13 | 2016-12-07 | 大连海事大学 | Subgrade settlement automatic monitoring device |
| CN108332712A (en) * | 2018-02-05 | 2018-07-27 | 长沙金码测控科技股份有限公司 | Differential Settlement Profiler meter and Settlement Profiler monitoring method |
| CN208060177U (en) * | 2018-04-21 | 2018-11-06 | 华北理工大学 | Buried infusion pipe net leakage rate experimental rig under the deformation effect of place |
| WO2019056410A1 (en) * | 2017-09-22 | 2019-03-28 | 山东大学 | Structure for monitoring stability of existing roadbed and slope, and construction method therefor |
| CN109631838A (en) * | 2019-01-22 | 2019-04-16 | 中铁隧道勘察设计研究院有限公司 | A kind of railway tunnel distortion monitoring points and method for embedding |
| CN109631840A (en) * | 2018-12-18 | 2019-04-16 | 广州库克测控科技有限公司 | A kind of tolerance formula settlement monitoring device, system and method |
| CN109798931A (en) * | 2017-11-17 | 2019-05-24 | 中国石油天然气股份有限公司 | Soil shape change monitoring device |
| CN209055103U (en) * | 2018-12-11 | 2019-07-02 | 北京大成国测科技有限公司 | A kind of subgrade settlement monitoring device being convenient for changing level meter |
| CN110440748A (en) * | 2019-07-18 | 2019-11-12 | 嘉兴同禾传感技术有限公司 | The subgrade settlement monitoring device and its application method that can be safeguarded and be multiplexed |
| CN110487243A (en) * | 2019-08-15 | 2019-11-22 | 中交天津港湾工程研究院有限公司 | A kind of airfield runway sedimentation monitoring system and its laying and application method |
| CN110656640A (en) * | 2019-10-09 | 2020-01-07 | 河海大学 | Automatic monitoring system and method for post-construction settlement of expressway |
| CN211527376U (en) * | 2020-03-04 | 2020-09-18 | 中电建路桥集团有限公司 | Settlement monitoring structure for slope roadbed |
| US20210010809A1 (en) * | 2019-07-11 | 2021-01-14 | Zhejiang University | Method for monitoring ground settlement based on computer vision |
| CN212432125U (en) * | 2020-06-01 | 2021-01-29 | 中国建筑第二工程局有限公司 | Device for observing stratum lifting displacement by static level in horizontal drilling |
| CN214583185U (en) * | 2021-02-26 | 2021-11-02 | 广西北投交通养护科技集团有限公司 | Highway is reformed transform and is expanded fill road bed section and subsides monitoring devices |
-
2021
- 2021-02-26 CN CN202110219312.1A patent/CN113155086B/en active Active
Patent Citations (22)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2012145884A1 (en) * | 2011-04-25 | 2012-11-01 | 中国人民解放军国防科学技术大学 | Monitoring method and monitoring system of settlement of engineering buildings |
| CN102288157A (en) * | 2011-08-02 | 2011-12-21 | 上海同禾土木工程科技有限公司 | Method for monitoring deep settlement of foundation |
| CN103076001A (en) * | 2012-12-25 | 2013-05-01 | 江西日月明铁道设备开发有限公司 | Method and device for automatically monitoring subgrade settlement |
| CN104316026A (en) * | 2014-10-27 | 2015-01-28 | 长沙理工大学 | Cross-section instrument sensor traction method in road widening roadbed |
| CN204479060U (en) * | 2015-01-07 | 2015-07-15 | 天津二十冶建设有限公司 | A kind of subgrade stability recording geometry |
| CN104697496A (en) * | 2015-04-03 | 2015-06-10 | 朱平 | Split type static hydraulic pressure difference settlement monitoring system and installation method thereof |
| CN105667541A (en) * | 2016-01-21 | 2016-06-15 | 中铁第四勘察设计院集团有限公司 | Monitoring device for settlement cavity value of medium-low-speed magnetic suspension low track bearing-rail beam and roadbed |
| CN205785189U (en) * | 2016-07-13 | 2016-12-07 | 大连海事大学 | Subgrade settlement automatic monitoring device |
| WO2019056410A1 (en) * | 2017-09-22 | 2019-03-28 | 山东大学 | Structure for monitoring stability of existing roadbed and slope, and construction method therefor |
| CN109798931A (en) * | 2017-11-17 | 2019-05-24 | 中国石油天然气股份有限公司 | Soil shape change monitoring device |
| CN108332712A (en) * | 2018-02-05 | 2018-07-27 | 长沙金码测控科技股份有限公司 | Differential Settlement Profiler meter and Settlement Profiler monitoring method |
| CN208060177U (en) * | 2018-04-21 | 2018-11-06 | 华北理工大学 | Buried infusion pipe net leakage rate experimental rig under the deformation effect of place |
| CN209055103U (en) * | 2018-12-11 | 2019-07-02 | 北京大成国测科技有限公司 | A kind of subgrade settlement monitoring device being convenient for changing level meter |
| CN109631840A (en) * | 2018-12-18 | 2019-04-16 | 广州库克测控科技有限公司 | A kind of tolerance formula settlement monitoring device, system and method |
| CN109631838A (en) * | 2019-01-22 | 2019-04-16 | 中铁隧道勘察设计研究院有限公司 | A kind of railway tunnel distortion monitoring points and method for embedding |
| US20210010809A1 (en) * | 2019-07-11 | 2021-01-14 | Zhejiang University | Method for monitoring ground settlement based on computer vision |
| CN110440748A (en) * | 2019-07-18 | 2019-11-12 | 嘉兴同禾传感技术有限公司 | The subgrade settlement monitoring device and its application method that can be safeguarded and be multiplexed |
| CN110487243A (en) * | 2019-08-15 | 2019-11-22 | 中交天津港湾工程研究院有限公司 | A kind of airfield runway sedimentation monitoring system and its laying and application method |
| CN110656640A (en) * | 2019-10-09 | 2020-01-07 | 河海大学 | Automatic monitoring system and method for post-construction settlement of expressway |
| CN211527376U (en) * | 2020-03-04 | 2020-09-18 | 中电建路桥集团有限公司 | Settlement monitoring structure for slope roadbed |
| CN212432125U (en) * | 2020-06-01 | 2021-01-29 | 中国建筑第二工程局有限公司 | Device for observing stratum lifting displacement by static level in horizontal drilling |
| CN214583185U (en) * | 2021-02-26 | 2021-11-02 | 广西北投交通养护科技集团有限公司 | Highway is reformed transform and is expanded fill road bed section and subsides monitoring devices |
Non-Patent Citations (1)
| Title |
|---|
| 杨婧: "《路基沉降全方位检测方法与技术的研究》", 《中国博士学位论文全文数据库（电子期刊）》 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113155086B (en) | 2022-11-25 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN114929969B (en) | Modularized intelligent wall-protecting cast-in-place pile and construction process thereof | |
| CN106641440B (en) | A kind of transverse crossing railway line underground piping jacking construction method | |
| CN101684669B (en) | Submersed type inspection well construction method | |
| CN108842819B (en) | Urban rail transit cable line tunnel construction method | |
| CN102322064A (en) | Construction method for underground diaphragm wall of deep foundation pit for subway station in collapsible loess areas | |
| CN111576481A (en) | Tunnel portal open cut tunnel reinforcing construction method | |
| CN111395322A (en) | Construction method for rotary digging cast-in-place pile under karst landform | |
| CN111560958A (en) | Construction method of water-rich deep foundation pit in silty clay stratum | |
| CN214583185U (en) | Highway is reformed transform and is expanded fill road bed section and subsides monitoring devices | |
| CN105133581A (en) | Three-in-one construction method for uplift pile, lattice column and precipitation well in supporting structure | |
| CN117626947A (en) | Construction method of rotary drilling bored concrete pile | |
| CN112392049A (en) | Excavation construction method for deep foundation pit in weak stratum | |
| CN101381991A (en) | Geothermal heat pump buried pipe in pile and construction method | |
| CN115262730A (en) | Construction method of rain sewage pipeline | |
| CN113155086B (en) | Device and method for monitoring section settlement of filling subgrade in highway reconstruction and extension | |
| CN116220027A (en) | BIM auxiliary reinforced pile and non-reinforced pile engaged pile construction method | |
| CN113775819B (en) | Construction method for in-situ protection large-diameter oil and gas pipeline concrete structure | |
| CN201250401Y (en) | Embedded pipe in a pile of a geothermal heat pump | |
| CN111379273A (en) | Construction method of corrugated steel comprehensive pipe gallery | |
| CN115450267A (en) | Earth and rock dam settling pipe relay installation and embedding structure and method thereof | |
| CN114855822A (en) | Construction method for deep foundation pit of rain sewage pipeline on highway | |
| CN113718560A (en) | Intelligent monitoring-based construction method for coordinative settlement control of adjacent existing line retaining wall type high-speed railway foundation | |
| CN113931697A (en) | Tunnel water seepage early warning device and tunnel water seepage monitoring and processing method | |
| CN111042049A (en) | Rainwater pipe construction process | |
| CN205822234U (en) | Mountain highway tunnel cap excavation method soil arch loose tool plate Tiebar structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB03 | Change of inventor or designer information |
Inventor after: Zhang Dufeng Inventor after: Zhang Junhui Inventor after: Liu Yongsheng Inventor after: He Xi Inventor after: He Pan Inventor after: Mo Peng Inventor after: Chen Yuanpeng Inventor after: Wu Chunwei Inventor after: Wu Yong Inventor after: Huang Haifeng Inventor after: Luo Junhui Inventor after: Lu Yuanxiang Inventor after: Wu Wenxin Inventor after: Lei Dequan Inventor after: Chang Zhen Chao Inventor before: Zhang Dufeng Inventor before: Zhang Junhui Inventor before: Liu Yongsheng Inventor before: He Xi Inventor before: He Pan Inventor before: Mo Peng Inventor before: Chen Yuanpeng Inventor before: Wu Chunwei Inventor before: Wu Yong Inventor before: Huang Haifeng Inventor before: Luo Junhui Inventor before: Lu Yuanxiang Inventor before: Wu Wenxin Inventor before: Lei Dequan Inventor before: Chang Zhen Chao |
|
| CB03 | Change of inventor or designer information | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |