CN111335904A - Shield downward-penetrating building construction monitoring method - Google Patents
Shield downward-penetrating building construction monitoring method Download PDFInfo
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- CN111335904A CN111335904A CN202010013405.4A CN202010013405A CN111335904A CN 111335904 A CN111335904 A CN 111335904A CN 202010013405 A CN202010013405 A CN 202010013405A CN 111335904 A CN111335904 A CN 111335904A
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- 238000012544 monitoring process Methods 0.000 title claims abstract description 114
- 238000000034 method Methods 0.000 title claims abstract description 38
- 238000009435 building construction Methods 0.000 title claims abstract description 7
- 238000010276 construction Methods 0.000 claims abstract description 40
- 239000002689 soil Substances 0.000 claims abstract description 33
- 238000006073 displacement reaction Methods 0.000 claims abstract description 15
- 238000005553 drilling Methods 0.000 claims description 15
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 15
- 238000004062 sedimentation Methods 0.000 claims description 14
- 230000001681 protective effect Effects 0.000 claims description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 9
- 239000010959 steel Substances 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 8
- 239000004576 sand Substances 0.000 claims description 8
- 230000005641 tunneling Effects 0.000 claims description 8
- 238000005259 measurement Methods 0.000 claims description 7
- 238000004873 anchoring Methods 0.000 claims description 6
- 239000003795 chemical substances by application Substances 0.000 claims description 6
- 238000005336 cracking Methods 0.000 claims description 6
- 230000001186 cumulative effect Effects 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 6
- 230000002159 abnormal effect Effects 0.000 claims description 5
- 238000012360 testing method Methods 0.000 claims description 5
- 239000000945 filler Substances 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 238000004891 communication Methods 0.000 claims description 2
- 230000002787 reinforcement Effects 0.000 claims description 2
- 230000008961 swelling Effects 0.000 claims description 2
- 238000009933 burial Methods 0.000 claims 1
- 230000035515 penetration Effects 0.000 abstract description 4
- 238000007689 inspection Methods 0.000 abstract description 3
- 238000004364 calculation method Methods 0.000 description 3
- 239000011148 porous material Substances 0.000 description 3
- 239000010865 sewage Substances 0.000 description 3
- PCHJSUWPFVWCPO-UHFFFAOYSA-N gold Chemical compound [Au] PCHJSUWPFVWCPO-UHFFFAOYSA-N 0.000 description 2
- 239000010931 gold Substances 0.000 description 2
- 229910052737 gold Inorganic materials 0.000 description 2
- 238000006386 neutralization reaction Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 239000005442 atmospheric precipitation Substances 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000001746 injection moulding Methods 0.000 description 1
- 239000000696 magnetic material Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 230000003472 neutralizing effect Effects 0.000 description 1
- 229910001220 stainless steel Inorganic materials 0.000 description 1
- 239000010935 stainless steel Substances 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
- 208000024891 symptom Diseases 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
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Abstract
The invention discloses a shield under-penetration building construction monitoring method, which comprises the following steps: step 1: carrying out on-site inspection; step 2: monitoring surface subsidence and uplift; and step 3: monitoring the deformation of a building; and 4, step 4: and monitoring soil body layering and vertical displacement. The invention improves each step, and realizes the purpose of safe downward penetration of the shield zone through the construction of complex buildings.
Description
Technical Field
The invention relates to the field of tunnel construction, in particular to a shield under-penetration building construction monitoring method.
Background
In the underground tunnel construction of a complex building which is penetrated downwards in the urban underground, an innovative construction method of a special construction section is needed, and the tunneling construction of the existing tunnel construction method is improved so as to achieve the aim of safely monitoring construction units.
Disclosure of Invention
The invention aims to solve the technical problem of providing a construction method for a tunnel under a shield region of a tunnel to penetrate around a city, and provides a new construction method.
The technical problem to be solved by the invention is realized by the following technical scheme:
a shield under-penetration building construction monitoring method comprises the following steps:
step 1: and (3) field patrol: taking a landform in an influence range and the interior of a tunnel as objects;
step 2: monitoring surface subsidence and uplift, taking the surface in an influence range as an object, and reasonably arranging section measuring points according to the buried depth and the line spacing; the measuring point layout comprises the following steps:
1) in the shield starting and arrival section, the section interval of the communication channel position is 5m, and 9-11 measuring points are transversely arranged on the section;
2) setting a monitoring section in the length of 10m, wherein the monitoring section is 50 m before the shield starts, except for a shield starting section, and 9-11 measuring points are transversely arranged on the section;
3) the shield launching is carried out for 50-100 meters, a monitoring section is arranged for 20 meters, and 9-11 measuring points are transversely arranged on the section;
4) 1 central line point is arranged every 5m along the tunnel axis on the left and right lines of the shield;
and step 3: monitoring the deformation of a building, taking a building (structure) in an influence range as an object, and including a distance range of about 1-2 times of the buried depth of the influenced finger in the tunnel, wherein the distance range comprises the following steps:
1) vertical displacement monitoring points are arranged along the outer wall of the building, and monitoring points are arranged at four corners and corners; when the building is located in a range of 1 time, 1 measuring point is arranged along every 10m or every 2 bearing columns of the outer wall, and 1 measuring point is arranged every 10 m-15 m or every 2-3 bearing columns of the rest of the outer wall;
2) the inclination monitoring points are preferably distributed on bearing columns or outer walls of buildings, and the maximum inclination of the tunnel line perpendicular to the shield zone of the influence source should be monitored in principle;
3) the crack monitoring points are distributed on the cracks at representative parts with larger stress or stress change or the like or the cracks with larger width.
And 4, step 4: monitoring soil body layering, vertical displacement to tunnel axis top stratum is the object, includes:
1) 2 monitoring points are respectively distributed on the left line and the right line within the range of 5-15 meters of the starting section and the arrival section of the shield;
2) 1 monitoring point is arranged at the tool changing position in the shield construction;
3) 1 monitoring point is arranged at the abnormal position of shield tunneling;
4) the shield penetrates through the front and back of the building by about 15 meters, 3 layered settlement points are respectively arranged on the left line and the right line, and the settlement points are spaced by 5 meters.
Preferably, the method further comprises the following steps: the monitoring frequency is increased when one of the following conditions is encountered:
1) monitoring data reaching an alarm value;
2) the monitoring data has larger variation or higher speed;
3) the existence of unfavorable geological conditions not found in the survey;
4) a shield and a large amount of accumulated water around the shield, long-time continuous rainfall and leakage of municipal pipelines occur;
5) the ground load near the shield suddenly increases or exceeds the design limit value;
6) sudden large settlement or severe cracking of the surrounding ground;
7) adjacent buildings exhibit sudden large settlement, uneven settlement or severe cracking.
Preferably, the method further comprises the following steps: the early warning parameters of the monitoring project are as follows:
surface sedimentation: cumulative control (mm): the ridge is +10 mm; settling to-30 mm; rate control (mm/d): the daily swelling variable is 3 mm; the daily variable of sedimentation is 3 mm; early warning standard (mm): the ridge is +6mm in total, and the daily variable is 3 mm; the settlement is accumulated to-15 mm, and the daily variable is 3 mm;
building settlement: cumulative control (mm): 10 mm; rate control (mm/d): the daily variable is 2 mm; early warning standard (mm): and (3) settling: accumulating to-15 mm, and daily variation to 3 mm;
vertical displacement of the deep layer of the soil body: cumulative control (mm): settling to-30 mm; rate control (mm/d): the daily variable of sedimentation is-5 mm; early warning standard (mm): the sedimentation is cumulative-18 mm, and the daily variable is 5 mm.
Preferably, the method further comprises the following steps: the measuring points are distributed as follows: the ground surface settlement monitoring points are buried in an excavation or drilling tool hole forming mode and penetrate through a pavement structure layer; and a protective cover is added at the measuring point, and the aperture is larger than 80 mm.
Preferably, the method further comprises the following steps: the measuring point of surface settlement monitoring is buried underground by adopting excavation or drilling tool pore-forming mode, and the burying steps are as follows:
a. excavating holes with the diameter of about 130mm and the depth of about 1m on the hard earth surface by using a Luoyang shovel, and tamping the bottoms of the holes;
b. removing residue soil, and injecting a proper amount of clear water into the hole for curing;
c. placing a steel bar mark with the length of more than 100cm in the center of the hole, exposing the filler surface by about 1-2 cm, and enabling the height of a measuring point to be lower than the height of a road surface so as to avoid the influence of a travelling crane on the measuring point, and backfilling and tamping with coarse sand;
d. a steel protective cover with the diameter larger than 110mm is additionally arranged at the upper part;
e. and maintaining for more than 15 days, and enabling the measuring points to directly reflect the soil layer change in an end-bearing mode.
Preferably, the method further comprises the following steps: the survey point of building settlement monitoring is laid and is included: drilling:
a. drilling a hole with the diameter of 18mm and the depth of about 120mm at the selected position by using an electric drilling tool;
b. removing slag in the holes, and injecting a proper amount of clear water for curing;
c. injecting a proper amount of anchoring agent which is uniformly stirred into the hole;
d. and (5) placing an observation point mark, backfilling a gap between the mark and the hole by using an anchoring agent, and maintaining for more than 15 days.
Preferably, the method further comprises the following steps: building (structure) is buried underground for direct-burried monitoring point, and the measurement station is laid and is included: the shield passes through the front and back of the building by about 15 meters, and 3 layered settlement points (5 meters intervals) are respectively arranged on the left line and the right line. When laying layered settlement points, the hole depth is 3-5 m above the top of the tunnel, then the settling tube is placed in the hole, and the installation of the magnetic ring and the positioning ring and the splicing of the settling tube are carried out; after the settling tube is placed to the required depth, the top cover is covered to carry out fine sand backfilling, and protective measures are added around the top of the tube to prevent the test data from being influenced.
Preferably, reinforcement must be simultaneously applied to complex buildings and drainage underground construction.
Compared with the prior art, the invention has the following advantages:
the shield under-penetration building construction monitoring method comprises the following steps: step 1: carrying out on-site inspection; step 2: monitoring surface subsidence and uplift; and step 3: monitoring the deformation of a building; and 4, step 4: and monitoring soil body layering and vertical displacement. The invention improves each step, and realizes the purpose of safe downward penetration of the shield zone through the construction of complex buildings.
Drawings
FIG. 1 is a shield reinforcing measure and geological profile
FIG. 2 is a reinforcing measure and geological profile of a newly opened flood drainage channel passing through the bottom of a shield tunnel
FIG. 3 is a schematic view of the buried structure of the surface subsidence monitoring point
FIG. 4 is a schematic view of a buried monitoring point of a building
FIG. 5 is a schematic view of a settling tube mounting structure
1-drilling, 2-guiding pipe, 3-positioning ring, 4-external connecting sleeve, 5-settlement magnetic ring, 6-spring piece on settlement magnetic ring, 7-bottom cover, 8-soil layer.
Detailed Description
The monitoring method for the construction of the shield under-shield penetration structure shown in fig. 1, fig. 2, fig. 3, fig. 4 and fig. 5 is carried out in the following tunnel construction:
as shown in fig. 1 and fig. 2, the shield interval from the gold stone road station to the three-color road station is as follows: the buildings around the line are dense, mainly office buildings and sewage treatment plants, the population is dense, and the road traffic above the section is busy. The interval is constructed by a shield method. Shield intervals of three-color road stations to a neutralization station: the current situation around the line is that the building heaped soil area, the villager residential house and the city winding are high in speed, and the sewage treatment plants and newly-built sewage treatment plants are located in the ground blocks along the interval, so that large-diameter pipelines are more. And (5) constructing by adopting a shield method. Firstly, curves are connected with straight lines, then the curves with the radius of 600m, 500m and 500m are respectively connected with the straight lines, and finally the curves enter the neutralizing station in the straight lines.
According to the hydrogeological data of the region and the occurrence conditions of the underground water, the underground water mainly submerges in the pores of the fourth series sand and pebble soil layers. The pebble soil layer of the field is thick and distributed in a layered manner, a thin layer of sand is partially sandwiched, a large amount of pores are formed among the pebble soil layer, the pebble soil layer is submerged, the water quantity is large, the water level is high, and atmospheric precipitation and regional surface water are main supply sources. Pore water in the pebble soil layer forms a through free water surface. The stratum penetrated by the shield of the section of the standard is mainly mudstone, and the intervals from the gold stone road station to the three-color road station to the neutralization station are mainly mudstone.
Under-penetrating factory building and civil house construction monitoring measure
1. Purpose of monitoring
The geological conditions and environment of the engineering passing region are very complex, and the construction difficulty is high. During construction, monitoring of important pipelines, structures and the like around a structural project and a construction line provides timely and reliable information for participating parties, so that the safety of the project during construction and the influence of construction on the surrounding environment are evaluated, and potential hazards or accidents which may endanger the safety of the construction and the surrounding environment are timely and accurately forecasted, so that effective measures are timely taken to eliminate the potential hazards, and the accidents are avoided.
(1) In the detection process, the protection of the site measuring points is enhanced, the problems are found to be timely connected with relevant units, and if the measuring points are damaged carelessly due to construction, the measuring points should be remedied with the best effort. For the measuring points which are damaged and can not be remedied, the standby monitoring points distributed nearby are utilized in time to ensure that the monitoring points are not lost, and the table 1 monitoring content and the distribution principle that the monitoring data can be accurate are ensured
2. Monitoring frequency, control reference and alarm value
The engineering monitoring frequency is determined to meet the requirement of reflecting the important change process of the project measured by the monitored object without omitting the change moment. The monitoring frequency of the shield project needs to be determined by comprehensively considering the shield type, different construction stages of the shield and the underground project, the change of the surrounding environment and natural conditions and local experience. Under the condition of no data abnormity and accident symptoms, the field monitoring frequency after excavation can be determined according to the construction process.
When one of the following conditions is met, the monitoring should be enhanced, and the monitoring frequency or the field inspection frequency should be properly increased:
(1) monitoring data reaching an alarm value;
(2) the monitoring data has larger variation or higher speed;
(3) the existence of unfavorable geological conditions not found in the survey;
(4) a shield and a large amount of accumulated water around the shield, long-time continuous rainfall and leakage of municipal pipelines occur;
(5) the ground load near the shield suddenly increases or exceeds the design limit value;
(6) sudden large settlement or severe cracking of the surrounding ground;
(7) sudden large settlement, uneven settlement or severe cracking of adjacent buildings (structures);
(8) and other abnormal conditions affecting the safety of the tunnel and the surrounding environment occur.
3. Control reference and alarm value
The monitoring and early warning are one of the purposes of monitoring work and are important measures for preventing engineering accidents and ensuring the safety of engineering structures and surrounding environments. The monitoring control value and the early warning value are the precondition for implementing the monitoring work and are important bases for judging whether the engineering structure and the surrounding environment are in normal, abnormal and dangerous states during the monitoring period, so that the monitoring control value and the warning value are determined necessarily. The monitoring control value and the alarm value are commonly controlled by two indexes of a monitoring variable accumulated value and a change rate.
The monitoring control values and alarm values adopted in the project are as follows:
TABLE 2 monitoring project control and early warning standards
4. Surface subsidence monitoring, as shown in fig. 3:
the project monitoring aims to monitor the displacement of the soil around shield construction, know the stability of the soil and indirectly judge the safety condition of the enclosure structure.
Measuring form and working principle
For monitoring the surface subsidence, a vertical displacement monitoring network is established by taking an engineering elevation system as a reference through a closed and attached leveling route. The control point is composed of a reference point and a working base point. In general, the reference point may utilize a measurement control point provided by a design unit. If the measurement control point provided by the design unit can not be used, the self-manufacturing can select a more stable position.
Measuring point layout principle and method
The settlement monitoring points are arranged on the ground surface within the construction influence range according to the requirements in the design drawing, and the principle is as follows: the ground surface settlement monitoring points are buried in a mode of manual excavation or drilling tool hole forming, and are required to penetrate through a pavement structure layer. And a protective cover is added at the measuring point, and the aperture is not less than 80 mm. The road and ground surface settlement monitoring measuring points are buried flatly, so that the influence on the passing of personnel and vehicles due to the unevenness is prevented, and meanwhile, the measuring points are buried stably, clear marks are made, and the protection is facilitated.
The surface subsidence measuring point is buried underground by adopting a mode of manual excavation or drilling tool pore-forming, and the burying steps are as follows:
a. excavating holes with the diameter of about 130mm and the depth of about 1m on the hard earth surface by using a Luoyang shovel, and tamping the bottoms of the holes;
b. removing residue soil, and injecting a proper amount of clear water into the hole for curing;
c. placing a steel bar mark with the length not less than 100cm in the center of the hole, exposing the filler surface by about 1-2 cm, and enabling the height of a measuring point to be lower than the height of a road surface so as to avoid the influence of a travelling crane on the measuring point, and backfilling and compacting by using coarse sand;
d. a steel protective cover is additionally arranged at the upper part, and the diameter of the steel protective cover is not less than 110 mm;
e. and maintaining for more than 15 days, and enabling the measuring points to directly reflect the soil layer change in an end-bearing mode by the method.
Observation, calculation methods and requirements
The observation of the level monitoring network adopts a geometric leveling method, uses a precise level gauge to carry out observation,
the calculation method comprises the following steps: A. height difference between two points B: elevation HB of undetermined point B for hab (differential elevation-forward reading) is: HB-HA-hAB.
5. Building settlement monitoring, as shown in fig. 4:
purpose of monitoring
In order to comprehensively know the influence condition of the construction on surrounding buildings, measuring points are arranged on a bearing structure of a corner of the building during the construction period, the sinking and the inclination of the building in the shield construction process are observed, and the safety of the building and the reliability of adopted engineering protection measures are judged according to the measuring points.
Measuring point layout principle and method
The building settlement observation base point and the ground surface vertical displacement monitoring net base point are shared, and the building settlement monitoring point is incorporated into the base point to form a closed circuit, an attached circuit and the like. Settlement monitoring points distributed on a building adopt the following modes:
drilling:
a. drilling a hole with the diameter of 18mm and the depth of about 120mm at the selected position by using an electric drilling tool;
b. removing slag in the holes, and injecting a proper amount of clear water for curing;
c. injecting a proper amount of anchoring agent which is uniformly stirred into the hole;
d. and (5) placing an observation point mark, backfilling a gap between the mark and the hole by using an anchoring agent, and maintaining for more than 15 days.
6. Monitoring the layered settlement vertical displacement of the soil body, as shown in figure 5:
purpose of monitoring
The soil layers above different depth positions generate vertical displacement of different degrees. And (5) knowing the settlement conditions of the surrounding soil at different depths in the shield tunneling process. In the tunneling process, along with the removal of a large amount of soil in the tunnel, the tunnel structure deforms under the action of outside soil pressure; meanwhile, the soil around the tunnel is affected by the disturbance of tunneling and excavation, so that the tunnel is directly used, the underground displacement of a representative section needs to be monitored and measured in the tunneling process, and timely feedback is carried out to take targeted measures so as to ensure the construction safety of shield tunneling.
Test form and working principle
The displacement in the ground is monitored by a method of embedding a sedimentation pipe in the soil body and observing the soil body sedimentation at each depth through a sedimentation instrument. The known test device comprises two parts: a settlement gauge, a settlement guide pipe and a settlement magnetic ring 5.
The sedimentation magnetic ring is made of injection molding, magnetic materials are placed in the sedimentation magnetic ring to form a magnetic ring, and the spring piece 6 is installed outside the sedimentation magnetic ring. The magnetic ring is sleeved outside the external connecting pipe 4, and the spring leaf 6 is contacted with the soil layer 8 and moves along with the movement of the soil layer 8.
The measuring head of the settlement gauge is made of stainless steel, a magnetic field sensor is arranged in the settlement gauge, when the external magnetic field acts, the receiving system is connected, and when the external magnetic field does not act, the receiving system is automatically closed.
According to the measuring point layout principle and method, a shield penetrates through the front and back of a building structure by about 15 meters, and 3 layered settlement points (5-meter intervals) are respectively arranged on the left line and the right line. When laying layered settlement points, the depth of the hole 1 is 3-5 m above the top of the tunnel, then the settling tube 2 is placed in the hole 1, and the installation of the magnetic ring and the positioning ring and the splicing of the settling tube are carried out; after the settling tube is placed to the desired depth, the top cover is closed to allow for fine sand backfill and protective measures are applied around the top of the tube 2 to prevent impact on the test data.
Observation, calculation methods and requirements
During measurement, a fastening screw behind a wire spool is unscrewed, the wire spool rotates freely, a power supply button (a power supply indicator lamp is on) is pressed, a measuring head is placed in a guide pipe, a steel ruler cable is held by hand, the measuring head moves downwards slowly, when the measuring head contacts a magnetic ring in a soil layer, a sounder of a receiving system can give out continuous buzzing sound, the depth size of the steel ruler cable at the pipe opening is read and written at the moment, the hole bottom is measured little by little, process measurement and reading are called as Ji, when the measuring cable is retracted in the guide pipe, the sounder of the receiving system can also give out sound through the magnetic ring in the soil layer, the depth size of the measuring cable at the pipe opening is read and written at the moment, the hole opening is measured as return measurement and reading are called as Hi.
7. Control reference and alarm value
The monitoring and early warning are one of the purposes of monitoring work and are important measures for preventing engineering accidents and ensuring the safety of engineering structures and surrounding environments. The monitoring control value and the early warning value are the precondition for implementing the monitoring work and are important bases for judging whether the engineering structure and the surrounding environment are in normal, abnormal and dangerous states during the monitoring period, so that the monitoring control value and the warning value are determined necessarily. The monitoring control value and the alarm value are commonly controlled by two indexes of a monitoring variable accumulated value and a change rate.
The monitoring control values and alarm values adopted in the project are as follows:
the invention improves each step, and realizes the purpose of safer downward penetration of the shield zone through the construction of complex buildings.
Claims (8)
1. A shield under-penetration building construction monitoring method comprises the following steps:
step 1: and (3) field patrol: taking a landform in an influence range and the interior of a tunnel as objects;
step 2: monitoring surface subsidence and uplift, taking the surface in an influence range as an object, and reasonably arranging section measuring points according to the buried depth and the line spacing; the measuring point layout comprises the following steps:
1) in the shield starting and arrival section, the section interval of the communication channel position is 5m, and 9-11 measuring points are transversely arranged on the section;
2) setting a monitoring section 50 meters and 10 meters before the shield starts, and transversely arranging 9-11 measuring points on the section;
3) the shield launching is carried out for 50-100 meters, a monitoring section is arranged for 20 meters, and 9-11 measuring points are transversely arranged on the section;
4) 1 central line point is arranged every 5m along the tunnel axis on the left and right lines of the shield;
and step 3: monitoring the deformation of a building, taking a building (structure) in an influence range as an object, and including a distance range of about 1-2 times of the buried depth of the influenced finger in the tunnel, wherein the distance range comprises the following steps:
1) vertical displacement monitoring points are arranged along the outer wall of the building, and monitoring points are arranged at four corners and corners; when the building is located in a range of 1 time, 1 measuring point is arranged along every 10m or every 2 bearing columns of the outer wall, and 1 measuring point is arranged every 10 m-15 m or every 2-3 bearing columns of the rest of the outer wall;
2) the inclination monitoring points are preferably distributed on bearing columns or outer walls of buildings, and the maximum inclination of the tunnel line perpendicular to the shield zone of the influence source should be monitored in principle;
3) the crack monitoring points are distributed on the cracks at representative parts with larger stress or stress change or the like or the cracks with larger width.
And 4, step 4: monitoring soil body layering, vertical displacement to tunnel axis top stratum is the object, includes:
1) 2 monitoring points are respectively distributed on the left line and the right line within the range of 5-15 meters of the starting section and the arrival section of the shield;
2) 1 monitoring point is arranged at the tool changing position in the shield construction;
3) 1 monitoring point is arranged at the abnormal position of shield tunneling;
4) the shield penetrates through the front and back of the building by about 15 meters, 3 layered settlement points are respectively arranged on the left line and the right line, and the settlement points are spaced by 5 meters.
2. The shield under-penetration construction monitoring method according to claim 1, comprising the steps of:
the monitoring frequency is increased when one of the following conditions is encountered:
1) monitoring data reaching an alarm value;
2) the monitoring data has larger variation or higher speed;
3) the existence of unfavorable geological conditions not found in the survey;
4) a shield and a large amount of accumulated water around the shield, long-time continuous rainfall and leakage of municipal pipelines occur;
5) the ground load near the shield suddenly increases or exceeds the design limit value;
6) sudden large settlement or severe cracking of the surrounding ground;
7) adjacent buildings exhibit sudden large settlement, uneven settlement or severe cracking.
3. The shield under-penetration construction monitoring method according to claim 1, further comprising the steps of: the early warning parameters of the monitoring project are as follows:
surface sedimentation: cumulative control (mm): the ridge is +10 mm; settling to-30 mm; rate control (mm/d): the daily swelling variable is 3 mm; the daily variable of sedimentation is 3 mm; early warning standard (mm): the ridge is +6mm in total, and the daily variable is 3 mm; the settlement is accumulated to-15 mm, and the daily variable is 3 mm;
building settlement: cumulative control (mm): 10 mm; rate control (mm/d): the daily variable is 2 mm; early warning standard (mm): and (3) settling: accumulating to-15 mm, and daily variation to 3 mm;
vertical displacement of the deep layer of the soil body: cumulative control (mm): settling to-30 mm; rate control (mm/d): the daily variable of sedimentation is-5 mm; early warning standard (mm): the sedimentation is cumulative-18 mm, and the daily variable is 5 mm.
4. The shield under-penetration construction monitoring method according to claim 1 or 3, further comprising the steps of: the measuring points are distributed as follows: the ground surface settlement monitoring points are buried in an excavation or drilling tool hole forming mode and penetrate through a pavement structure layer; and a protective cover is added at the measuring point, and the aperture is larger than 80 mm.
5. The shield under-penetration construction monitoring method according to claim 4, further comprising the steps of: the measuring point of surface settlement monitoring is buried underground by adopting excavation or drilling tool pore-forming mode, and the burying steps are as follows:
a. excavating holes with the diameter of about 130mm and the depth of about 1m on the hard earth surface by using a Luoyang shovel, and tamping the bottoms of the holes;
b. removing residue soil, and injecting a proper amount of clear water into the hole for curing;
c. placing a steel bar mark with the length of more than 100cm in the center of the hole, exposing the filler surface by about 1-2 cm, and enabling the height of a measuring point to be lower than the height of a road surface so as to avoid the influence of a travelling crane on the measuring point, and backfilling and tamping with coarse sand;
d. a steel protective cover with the diameter larger than 110mm is additionally arranged at the upper part;
e. and maintaining for more than 15 days, and enabling the measuring points to directly reflect the soil layer change in an end-bearing mode.
6. The shield under-penetration construction monitoring method according to claim 1 or 3, further comprising the steps of: the measuring point layout for monitoring the settlement of the building comprises the following steps:
a. drilling a hole with the diameter of 18mm and the depth of about 120mm at the selected position by using an electric drilling tool;
b. removing slag in the holes, and injecting a proper amount of clear water for curing;
c. injecting a proper amount of anchoring agent which is uniformly stirred into the hole;
d. and (5) placing an observation point mark, backfilling a gap between the mark and the hole by using an anchoring agent, and maintaining for more than 15 days.
7. The shield under-penetration construction monitoring method according to claim 6, further comprising the steps of: the building is buried for the direct burial formula monitoring point, and the measurement station is laid and is included: the shield penetrates through the front and back of the building by about 15 meters, and the left line and the right line are respectively provided with 3 layered settlement points; when laying layered settlement points, the hole depth is 3-5 m above the top of the tunnel, then the settling tube is placed in the hole, and the installation of the magnetic ring and the positioning ring and the splicing of the settling tube are carried out; after the settling tube is placed to the required depth, the top cover is covered to carry out fine sand backfilling, and protective measures are added around the top of the tube to prevent the test data from being influenced.
8. The shield under-penetration construction monitoring method according to claim 1, further comprising the steps of: and the method also comprises the reinforcement of a newly opened flood drainage channel passing through the lower part of the shield tunnel and a building.
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| CN202010013405.4A CN111335904A (en) | 2020-01-07 | 2020-01-07 | Shield downward-penetrating building construction monitoring method |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113236260A (en) * | 2021-06-24 | 2021-08-10 | 中铁一局集团第二工程有限公司 | Construction monitoring method for all-dimensional shield underpass of existing subway station |
| CN114198093A (en) * | 2021-10-29 | 2022-03-18 | 中铁十九局集团第五工程有限公司 | Measuring method of subway shield tunnel |
| CN115478567A (en) * | 2022-08-05 | 2022-12-16 | 中建七局安装工程有限公司 | Tunnel open excavation construction monitoring method with underground track penetrating upwards and adjacent to peripheral buildings |
-
2020
- 2020-01-07 CN CN202010013405.4A patent/CN111335904A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113236260A (en) * | 2021-06-24 | 2021-08-10 | 中铁一局集团第二工程有限公司 | Construction monitoring method for all-dimensional shield underpass of existing subway station |
| CN114198093A (en) * | 2021-10-29 | 2022-03-18 | 中铁十九局集团第五工程有限公司 | Measuring method of subway shield tunnel |
| CN114198093B (en) * | 2021-10-29 | 2023-11-24 | 中铁十九局集团第五工程有限公司 | Measuring method for subway shield tunnel |
| CN115478567A (en) * | 2022-08-05 | 2022-12-16 | 中建七局安装工程有限公司 | Tunnel open excavation construction monitoring method with underground track penetrating upwards and adjacent to peripheral buildings |
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