CN111677516B - Underground excavation construction method for double-line tunnel of underpass thermal pipeline - Google Patents
Underground excavation construction method for double-line tunnel of underpass thermal pipeline Download PDFInfo
- Publication number
- CN111677516B CN111677516B CN202010509535.7A CN202010509535A CN111677516B CN 111677516 B CN111677516 B CN 111677516B CN 202010509535 A CN202010509535 A CN 202010509535A CN 111677516 B CN111677516 B CN 111677516B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- pipeline
- construction
- steel
- construction method
- 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.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 68
- 238000009412 basement excavation Methods 0.000 title claims abstract description 48
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 76
- 239000010959 steel Substances 0.000 claims abstract description 76
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 19
- 238000001556 precipitation Methods 0.000 claims abstract description 11
- 238000011835 investigation Methods 0.000 claims abstract description 7
- 241001669679 Eleotris Species 0.000 claims description 12
- 238000012544 monitoring process Methods 0.000 claims description 12
- 230000003203 everyday effect Effects 0.000 claims description 9
- 238000005259 measurement Methods 0.000 claims description 8
- 239000004567 concrete Substances 0.000 claims description 6
- 239000002689 soil Substances 0.000 claims description 6
- 238000000034 method Methods 0.000 claims description 5
- 239000004576 sand Substances 0.000 claims description 5
- 238000010438 heat treatment Methods 0.000 claims description 4
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 239000000725 suspension Substances 0.000 claims 2
- 230000008901 benefit Effects 0.000 abstract description 5
- 239000011435 rock Substances 0.000 abstract description 5
- 230000003993 interaction Effects 0.000 abstract description 3
- 230000000694 effects Effects 0.000 abstract description 2
- 238000005516 engineering process Methods 0.000 abstract description 2
- 230000000149 penetrating effect Effects 0.000 abstract description 2
- 238000012545 processing Methods 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 239000010410 layer Substances 0.000 description 3
- 238000007789 sealing Methods 0.000 description 3
- 238000009413 insulation Methods 0.000 description 2
- 239000012774 insulation material Substances 0.000 description 2
- 239000011229 interlayer Substances 0.000 description 2
- 229920000642 polymer Polymers 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000010865 sewage Substances 0.000 description 1
- 238000004381 surface treatment Methods 0.000 description 1
Images
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/08—Restraining of underground water by employing open ditches arranged below the level of the water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- 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
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/024—Laying or reclaiming pipes on land, e.g. above the ground
- F16L1/028—Laying or reclaiming pipes on land, e.g. above the ground in the ground
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Paleontology (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Mechanical Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a construction method of an underground excavation tunnel, in particular to an underground excavation construction method of a double-line tunnel with a downward-penetrating heat distribution pipeline. The construction method mainly adopts a H-shaped steel and hydraulic jack combined top support. Firstly, performing field investigation to determine the relative position relationship between a thermal power pipeline and an underground tunnel; secondly, carrying out concentrated precipitation in the construction range, and draining water on the ground surface in a cofferdam and water collecting tank mode; and then tamping the foundation at the bottom of the pipeline, and reasonably jacking by a jack according to the settlement value. The tunnel is constructed by adopting the ultra-close arrangement small guide pipes and the temporary cross braces. The invention is suitable for the construction of the heat supply pipeline penetrating under the weak surrounding rock tunnel, and has obvious effect and advanced technology in the aspect of processing the interaction of tunnel construction and a heat pipeline, thereby obtaining obvious social benefit and economic benefit.
Description
Technical Field
The invention relates to a construction method of an underground excavation tunnel, in particular to an underground excavation construction method of a double-line tunnel with a downward-penetrating heat distribution pipeline.
Background
With the rapid development of the traffic network in China, underground engineering is increasingly prosperous, wherein the problems of traffic transportation are solved by construction of underground excavated tunnels and subways. However, the construction of the underground tunnel is accompanied by various problems, and how to safely and rapidly pass through the heat distribution pipeline is one of the problems encountered in the construction of the underground tunnel. How to ensure the construction progress and the safety of constructors under the condition of not influencing the structure safety and the earth surface environment is the important point of construction.
Disclosure of Invention
The invention combines similar construction cases and technical summary of the pipeline top bracing construction to form the underground excavation construction method of the underpass heating pipeline double-line tunnel.
The invention is realized by adopting the following technical scheme: the underground excavation construction method of the double-line tunnel of the underpass heating pipeline comprises the following steps: the method comprises the following steps:
(1) field investigation and precipitation of a precipitation well: according to the investigation condition of a construction site, the relative position relation between the thermal pipeline and the underground excavated tunnel is determined, and before a thermal pipeline foundation pit is excavated, a dewatering well is constructed to drain accumulated water at the excavated part of the tunnel;
(2) excavation of a foundation pit: firstly, mileage lofting is carried out on site, a tunnel excavation contour line is marked by paying off, after mileage and the excavation contour line are defined, two exploratory ditches are excavated on the ground above an underground tunnel, the two exploratory ditches are positioned at the front side and the rear side of a thermal pipeline above the tunnel, and the trend of the two sides of the pipeline and the actual elevation of the site are determined; excavating from the ditch positions at two sides to the middle along the pipeline direction until the excavation of a heat distribution pipeline foundation pit above the tunnel is finished;
(3) erecting a beam: excavating a transverse foundation trench at the bottom of the pipeline at certain intervals, pouring a concrete cushion at the bottom of the foundation trench, wherein a jack is arranged in the transverse foundation trench and props the pipeline by utilizing an I-shaped steel beam;
(4) and (3) tunnel construction: performing tunnel construction while excavating the foundation pit;
(5) and (3) beam top bracing: setting observation points at equal intervals above the pipeline to monitor surface settlement, and jacking the thermal pipeline by using a jack and an I-shaped steel cross beam according to monitoring data;
(6) filling soil in the foundation pit: and after the second lining construction of the tunnel is finished and no settlement is generated on the ground surface, backfilling and tamping the foundation pit.
The underground excavation construction method for the double-track tunnel of the underpass heat distribution pipeline comprises the following steps of monitoring the ground surface settlement for 1 time every day when the distance between the ground surface and the tunnel face is 20-10m, monitoring for 2 times every day when the distance between the ground surface and the tunnel face is 10-0m, monitoring for 2 times every day from the tunnel face to the primary support sealing stage, increasing the measurement frequency when the settlement data is more than 40mm, measuring for 1 time every day after the inverted arch sealing is finished, and stopping the measurement after the secondary lining is finished.
According to the underground excavation construction method for the double-line tunnel of the underpass thermal pipeline, the settlement amount can be gradually increased due to the accumulated amount of field construction, the part between jacking points of the thermal pipeline is in a suspended state, and sand is tamped in backfill between the suspended bottom of the pipeline and a foundation pit to ensure the stability of the pipeline.
According to the underground excavation construction method for the double-line tunnel with the downward-penetrating thermal pipeline, the arc-shaped steel plate jacking is adopted below the pipeline to jack the thermal pipeline, and the jacking force of the jacks at the lower part is dispersed and jacked through the arc-shaped steel plate jacking. As the outer part of the heat distribution pipeline is made of a high polymer anticorrosive material, the middle interlayer is made of a heat insulation material, and the inner part of the heat distribution pipeline is a steel pipe with the thickness of 9 mm. The jack is used for directly jacking the pipeline, so that the external anticorrosive material of the pipeline can be burst, the bearing capacity of the heat insulation layer is small, and the requirement of directly jacking the jack cannot be met.
In the underground excavation construction method for the double-line tunnel with the downward-penetrating thermal pipeline, the sleeper buttress is arranged below the I-shaped steel beam, and the sleeper buttress is heightened by the spare steel plate and the square timber at any time. The sleeper buttress, the steel plate and the square timber are used as auxiliary jacking equipment, and the jack can release pressure after the sleeper buttress, the steel plate or the sleeper buttress and the square timber jack the heat pipeline.
According to the underground excavation construction method for the double-line tunnel of the underpass heat distribution pipeline, the soil cofferdams are arranged on two sides of the foundation pit to prevent rainwater on the ground surface from being poured into the foundation pit, the drainage grooves and the water collection wells are arranged in the foundation pit, and accumulated water in the foundation pit is pumped to the ground surface dewatering wells in time.
In the underground excavation construction method for the double-line tunnel with the downward thermal pipeline, the tunnel construction can be carried out only when the water level of the dewatering well is below 1.5m of the inverted arch.
According to the underground excavation construction method for the double-line tunnel with the downward-penetrating heat distribution pipeline, the tunnel is constructed by adopting the ultra-densely arranged small guide pipes and the temporary steel frame cross braces, and the method specifically comprises the following steps:
A. the tunnel face adopts ultra-close arranged small ducts, the circumferential distance is 3/meter, three rings are arranged longitudinally, the construction external insertion angle is 10-15 degrees, hot rolled seamless steel pipes with the diameter of 42mm and the wall thickness of 3.5mm are adopted, the length of a single pipe is 3.5m, the front end of the steel pipe is made into a taper shape with the length of 10cm, a reinforcing hoop with the diameter of 6mm is welded at the tail end, no hole is formed in the position 100cm away from the rear end, and slurry overflow holes with the diameter of 6mm are distributed in the remaining part in a quincunx shape with the distance of 20-30 cm;
B. the temporary steel frame cross brace adopts H175 steel, one part is arranged at every 2 longitudinal trusses and is connected with the hole body steel frame through bolts, pre-buried steel plates are welded at corresponding positions after the hole body steel frame is erected, bolts are preset so that the temporary steel frame is connected, and the height of a welding seam at the joint of the connecting steel plates is not less than 10 mm; the adjacent steel frames are connected by adopting HRB phi 22mm steel bars, and the circumferential distance is 1m, and the steel frames are welded at the inner flange of the steel frame; 6 seamless steel pipes with the diameter of 42mm are adopted as arch foot locking anchor pipes at each position of each step, the wall thickness is 5mm, and L =4 m; c30 is adopted to spray concrete, and the space between a steel frame and the primary sprayed concrete needs to be sprayed densely.
The construction method has the following technical advantages:
1. under the conditions of poor surrounding rock structure, shallow upper surface covering soil and high underground water level of the underground excavated tunnel, the underground excavated tunnel can stably and quickly cross the thermal pipeline, and the construction safety is guaranteed.
2. The high-molecular brittle thermal pipeline is prevented from being broken due to the settlement of the tunnel and the interaction of the jack and the support, and normal heating in winter is guaranteed.
3. The crossbeam shore is the important safety factor who crosses the pipeline, adopts fluid pressure type jack for shore device this construction, convenient operation, and stability is strong, and factor of safety is high, fine solution the safety problem, crossbeam shore in-process does not take place the incident.
The invention is suitable for the construction of the heat supply pipeline penetrating under the weak surrounding rock tunnel, and has obvious effect and advanced technology in the aspect of processing the interaction of tunnel construction and a heat pipeline, thereby obtaining obvious social benefit and economic benefit.
Drawings
FIG. 1 is a flow chart of the method of the present invention.
Fig. 2 is a diagram of tunnel and thermal conduit location.
Fig. 3 is a cross-sectional view of excavation of a foundation pit.
Fig. 4 is a schematic diagram of foundation trench excavation.
FIG. 5 is a cross beam mounting diagram.
Fig. 6 is a schematic diagram of jacking.
FIG. 7 is a schematic illustration of sand in the backfill.
In the figure: 1-earth surface line, 2-thermal pipeline, 3-tunnel, 4-foundation pit, 5-foundation pit, 6-arc steel plate jacking, 7-I-steel beam, 8-jack, 9-sleeper buttress, 10-steel plate, 11-square timber and 12-backfilled medium sand.
Detailed Description
The construction method mainly adopts a H-shaped steel and hydraulic jack combined top support. Firstly, performing field investigation to determine the relative position relationship between a thermal power pipeline and an underground tunnel; secondly, carrying out concentrated precipitation in the construction range, and draining water on the ground surface in a cofferdam and water collecting tank mode; and then tamping the foundation at the bottom of the pipeline, and reasonably jacking by a jack according to the settlement value. The tunnel is constructed by adopting the ultra-close arrangement small guide pipes and the temporary cross braces.
On-site survey
According to the investigation condition of a construction site, two phi 600mm thermal power pipelines 2 exist in the tunnel underground excavation section and cross the top of the tunnel 3. The pipe is located 2m below the surface and 10.5m above the top of the tunnel. Each section of the pipeline is 12m, and water is injected into the pipeline at present. As shown in fig. 2.
Precipitation well precipitation
Before a heat pipeline foundation pit is excavated, the water pumping work of a dewatering well is well done. The water level of the dewatering well within the range of 20m in front of the heat distribution pipeline is required to be below 1.5m of an inverted arch for tunnel construction.
Surface treatment
The first step is as follows: firstly, mileage lofting is carried out on site, and a tunnel excavation contour line is marked by paying off. After the mileage and the excavation contour line are determined, the trench is excavated manually at the position corresponding to 5m on two sides of the tunnel contour line on the ground, and the trend of two sides of the pipeline and the actual elevation of the site are determined. And excavating towards the middle from the ditch probing positions on two sides along the pipeline direction by using machinery, wherein the excavation range is the range between 5m on two sides of the tunnel contour line, and the side slope is excavated by adopting 1:1 slope releasing. And when the excavation is 0.5m above the pipeline elevation, adopting manual excavation, manually excavating to the bottom of the heat distribution pipeline, and finishing excavation of a heat distribution pipeline foundation pit above the tunnel. As shown in fig. 3.
The second step is that: after excavation of the foundation pit is completed, earth cofferdams are arranged on two sides of the foundation pit to prevent rainwater on the ground surface from being poured into the foundation pit. The height of the cofferdam is 0.4m, the width of the upper part of the cofferdam is 0.5m, and the cofferdam is arranged by water-proof loess. And drainage grooves with the width of 0.2m and the depth of 0.2m are arranged on two sides in the foundation pit, a water collecting well is arranged on one side, the depth of the water collecting well is 0.8m, and accumulated water in the foundation pit is pumped to a drainage pipeline of a ground surface dewatering well in time. And 1.5m of the outer side of the excavation line on the foundation pit is provided with a steel pipe enclosure, the height of the enclosure is 1.2m, and a striking mark is arranged.
Cross beam frame
The first step is as follows: the weight of each linear meter of the heat distribution pipeline is 0.136t, the weight of each linear meter of the injected water is 0.283t, and the total weight of each linear meter is 0.419 t. In order to meet the requirement of the on-site jacking force, each jack is 3t, and the jacking distance is 10 cm.
The second step is that: and according to the positions of the nodes of the thermal power pipeline, steel cross beams are arranged at the bottom of the pipeline every 3m to support the thermal power pipeline. And manually excavating a transverse foundation trench 5 at intervals of 3m below the pipeline on site. The excavation width is 50cm, and the excavation depth is 50cm below the pipeline, guarantees that the pipeline does not influence the bottom atress condition because of the foundation trench excavation. C25 concrete cushion layer pouring is carried out on the bottom after excavation is finished, and the pouring thickness is 10 cm. As shown in fig. 4.
The third step: as the outer part of the heat distribution pipeline is made of a high polymer anticorrosive material, the middle interlayer is made of a heat insulation material, and the inner part of the heat distribution pipeline is a steel pipe with the thickness of 9 mm. The jack is used for directly jacking the pipeline, so that the external anticorrosive material of the pipeline can be burst, the bearing capacity of the heat insulation layer is small, and the requirement of directly jacking the jack cannot be met. An arc-shaped steel plate jacking 6 is adopted below the pipeline to jack the thermal pipeline, and a lower jack 8 is dispersedly jacked through the arc-shaped steel plate jacking. The on-site pipelines are 2 pipelines with the diameter of 60cm, and the distance between the pipelines is 30 cm. An I14I-shaped steel beam 7 is arranged below the arc-shaped steel plate jacking support 6, and the two pipelines are integrally supported. As shown in fig. 5.
Beam top support
The first step is as follows: because the construction causes the earth's surface to subside wholly in the tunnel cave, the pipeline need carry out the jacking according to subsiding data, guarantees that the whole height of pipeline does not change to guarantee its stability. And arranging a monitoring and measuring observation point above the pipeline every 3m, and monitoring for 1 time every day when the distance is 20-10m from the tunnel face. Monitoring for 2 times a day when the distance is 10-0m from the tunnel face. Monitoring the tunnel face to the primary branch sealing stage for 2 times every day, and increasing the measurement frequency when the settlement data is more than 40 mm. The measurement is carried out 1 time a day after the inverted arch is closed, and the measurement can be stopped after the second lining is finished. (the allowable deformation value of the pipeline needs to be determined, and the maximum jacking is determined once).
The second step is that: a sleeper buttress 9 is arranged below a cross beam at the bottom of the pipeline, two jacks 8 are arranged on two sides of the sleeper buttress 9 to adjust the height, and a spare part, namely a 16mm thick steel plate 10 and a 8cm square timber 11, is heightened to the sleeper buttress 9 at any time. According to the measured data, such as that the pipeline is settled within 20mm, the jack jacks up and adds the steel plate 10 above the sleeper buttress. When the accumulated settlement reaches 10cm, the steel plate 10 is replaced by the square lumber 11. When the accumulated settlement reaches 15cm, the square timber is drawn and replaced, and the sleeper buttress is added. And after the jacking distance of the jack reaches 10cm, 8cm of square timber 11 or crosstie is added at the bottom of the jack. As shown in fig. 6.
The third step: the settlement amount is gradually increased due to the accumulated amount of the site construction, and the middle part of the beam is suspended. In order to ensure the stability of the pipeline, the suspended bottom is backfilled in time, and the sand is tamped. After the second lining construction is finished and the pipeline is not settled, the foundation pit is backfilled with loess in time, and manual layering tamping is adopted during backfilling. As shown in fig. 7.
Tunnel construction
The tunnel adopts three step interim inverted arches to add the construction of the wrong step excavation about the core soil, and special section carries out the parameter adjustment of strutting, sets up the control and measures the point measurement, and the aassessment tunnel country rock is out of shape, specifically is:
A. the tunnel face adopts ultra-close arrangement small conduits, the circumferential spacing is 3/meter, the longitudinal distance is three and two rings, and the external insertion angle of construction is 10-15 degrees. A hot-rolled seamless steel pipe with the diameter of 42mm and the wall thickness of 3.5mm is adopted, and the length of a single pipe is 3.5 m. In order to facilitate the leading small conduit to be inserted into the surrounding rock, the front end of the steel pipe is made into a taper shape with the length of about 10cm, and a reinforcing steel bar hoop with the diameter of 6mm is welded at the tail end. No hole is formed within 100cm from the rear end, and slurry overflow holes with the diameter of 6mm are distributed in the remaining part according to a quincunx shape of 20-30 cm.
B. The temporary steel frame is made of H175 section steel, one part is arranged at each 2 vertical trusses and is connected with the hole body steel frame through bolts, pre-buried steel plates are welded at corresponding positions after the hole body steel frame is erected, bolts are preset so that the temporary steel frame can be connected, and the height of a welding seam at the joint of the connecting steel plates is not less than 10 mm; the adjacent steel frames are connected by adopting HRB phi 22 steel bars, and the circumferential distance is 1m, and the steel frames are welded at the inner flange of the steel frame; 6 seamless steel pipes with the diameter of 42mm are adopted as arch foot locking anchor pipes at each position of each step, the wall thickness is 5mm, and L =4 m; c30 is adopted to spray concrete, and the space between a steel frame and the primary sprayed concrete needs to be sprayed densely.
Flood season prevention
The construction area needs to be rolled and compacted besides the field leveling; covering with rain-proof tarpaulin; drainage ditches are manufactured on the periphery; the problem that the ground surface is soft when raining, so that the ground surface settlement is too large and the tunnel construction safety is influenced is solved. According to the ponding condition, dig on-the-spot and establish precipitation well, be equipped with the sewage pump and carry out incessant precipitation. When dangerous situations occur, the site construction safety cannot be guaranteed, site managers are informed in time, the telephone timely reflects the dangerous situations to superior departments, all constructions in the hole are stopped, and all constructors are organized to evacuate.
Claims (8)
1. An underground excavation construction method for a double-line tunnel of a lower-penetrating thermal pipeline is characterized by comprising the following steps: the method comprises the following steps:
(1) field investigation and precipitation of a precipitation well: according to the investigation condition of a construction site, the relative position relation between the thermal pipeline (2) and the underground excavated tunnel (3) is determined, and before a thermal pipeline foundation pit is excavated, a dewatering well is constructed to drain accumulated water at the excavation part of the tunnel;
(2) excavation of a foundation pit: firstly, mileage lofting is carried out on site, a tunnel excavation contour line is marked by paying off, after mileage and the excavation contour line are defined, two exploratory ditches are excavated on the ground above an underground tunnel, the two exploratory ditches are positioned at the front side and the rear side of a thermal pipeline (2) above the tunnel, and the trend of the two sides of the pipeline and the actual elevation of the site are determined; excavating from the ditch positions at two sides to the middle along the pipeline direction until the excavation of a heat distribution pipeline foundation pit (4) above the tunnel is finished;
(3) erecting a beam: excavating a transverse base groove (5) at the bottom of the thermal pipeline at certain intervals, pouring a concrete cushion at the bottom of the base groove (5), arranging a jack (8) in the transverse base groove, and propping the pipeline by the jack (8) through an I-shaped steel beam (7);
(4) and (3) tunnel construction: performing tunnel construction while excavating the foundation pit;
(5) and (3) beam top bracing: observation points are arranged above the pipeline at equal intervals to monitor surface settlement, and the heating power pipeline (2) is jacked up by using a jack (8) and an I-shaped steel cross beam (7) according to monitoring data;
(6) filling soil in the foundation pit: and after the second lining construction of the tunnel is finished and no settlement is generated on the ground surface, backfilling and tamping the foundation pit.
2. The underground excavation construction method for the double-track tunnel of the underpass heat distribution pipeline as claimed in claim 1, wherein: monitoring the ground surface settlement according to the following steps that when the ground surface settlement is monitored by 20-10m from the tunnel face, the monitoring is carried out for 1 time every day, when the ground surface settlement is monitored by 10-0m from the tunnel face, the monitoring is carried out for 2 times every day from the tunnel face to the primary support closing stage, when the settlement data is more than 40mm, the measuring frequency needs to be increased, the measurement is carried out for 1 time every day after the inverted arch closing is finished, and the measurement can be stopped after the secondary lining is finished.
3. The underground excavation construction method for the double-track tunnel of the underpass heat distribution pipeline as claimed in claim 2, wherein: the settlement amount can be gradually increased due to the accumulated amount of the site construction, the part between jacking points of the thermal pipeline (2) is in a suspension state, and sand is tamped in backfill between the suspension bottom of the pipeline and a foundation pit for ensuring the stability of the pipeline.
4. The underground excavation construction method for the double-track tunnel of the underpass heat distribution pipeline as claimed in claim 3, wherein: an arc-shaped steel plate jacking (6) is adopted below the pipeline to jack the thermal pipeline, and the jacking force of a lower jack is dispersed and jacked through the arc-shaped steel plate jacking (6).
5. The underground excavation construction method for the double-line tunnel of the underpass heat distribution pipeline as claimed in claim 4, wherein: a sleeper buttress (9) is arranged below the I-shaped steel beam (7), and a spare steel plate and a square timber are heightened to the sleeper buttress at any time.
6. The underground excavation construction method for the double-track tunnel of the underpass heat distribution pipeline as claimed in claims 1 to 5, wherein: set up the soil cofferdam to foundation ditch (4) both sides, prevent that the earth's surface rainwater from pouring into, set up water drainage tank and collector well in the foundation ditch, in time take out to earth's surface precipitation well to the inside ponding of foundation ditch.
7. The underground excavation construction method for the double-track tunnel of the underpass heat distribution pipeline as claimed in claims 1 to 5, wherein: the tunnel construction can be carried out only when the water level of the dewatering well is below 1.5m of the inverted arch.
8. The underground excavation construction method for the double-track tunnel of the underpass heat distribution pipeline as claimed in claims 1 to 5, wherein: the tunnel adopts little pipe of super close-packed + interim steelframe stull to be under construction, specifically is:
A. the tunnel face adopts ultra-close arranged small ducts, the circumferential distance is 3/meter, three rings are arranged longitudinally, the construction external insertion angle is 10-15 degrees, hot rolled seamless steel pipes with the diameter of 42mm and the wall thickness of 3.5mm are adopted, the length of a single pipe is 3.5m, the front end of the steel pipe is made into a taper shape with the length of 10cm, a reinforcing hoop with the diameter of 6mm is welded at the tail end, no hole is formed in the position 100cm away from the rear end, and slurry overflow holes with the diameter of 6mm are distributed in the remaining part in a quincunx shape with the distance of 20-30 cm;
B. the temporary steel frame cross brace adopts H175 steel, one part is arranged at every 2 longitudinal trusses and is connected with the hole body steel frame through bolts, pre-buried steel plates are welded at corresponding positions after the hole body steel frame is erected, bolts are preset so that the temporary steel frame is connected, and the height of a welding seam at the joint of the connecting steel plates is not less than 10 mm; the adjacent steel frames are connected by adopting HRB phi 22mm steel bars, and the circumferential distance is 1m, and the steel frames are welded at the inner flange of the steel frame; 6 seamless steel pipes with the diameter of 42mm are adopted as arch foot locking anchor pipes at each position of each step, the wall thickness is 5mm, and L =4 m; c30 is adopted to spray concrete, and the space between a steel frame and the primary sprayed concrete needs to be sprayed densely.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010509535.7A CN111677516B (en) | 2020-06-08 | 2020-06-08 | Underground excavation construction method for double-line tunnel of underpass thermal pipeline |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010509535.7A CN111677516B (en) | 2020-06-08 | 2020-06-08 | Underground excavation construction method for double-line tunnel of underpass thermal pipeline |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111677516A CN111677516A (en) | 2020-09-18 |
| CN111677516B true CN111677516B (en) | 2022-02-08 |
Family
ID=72454922
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010509535.7A Active CN111677516B (en) | 2020-06-08 | 2020-06-08 | Underground excavation construction method for double-line tunnel of underpass thermal pipeline |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111677516B (en) |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101936167A (en) * | 2009-06-29 | 2011-01-05 | 上海市基础工程公司 | Construction method for crossing bridge pile foundation by combining bridge underpinning with shield construction |
| CN103670448A (en) * | 2014-01-02 | 2014-03-26 | 中铁三局集团有限公司 | Underground pipeline protection device and support method applying underground pipeline protection device |
| CN104389613A (en) * | 2014-09-26 | 2015-03-04 | 上海隧道工程有限公司 | Construction method of slurry balance shield crossing dangerous underground pipeline |
| CN205975592U (en) * | 2016-08-26 | 2017-02-22 | 沈阳市市政工程设计研究院 | Subway goes out to wear a waterline support structure under lambda line shield method |
| CN206989932U (en) * | 2016-12-16 | 2018-02-09 | 中铁十六局集团北京轨道交通工程建设有限公司 | The construction auxiliary mould of existing pipeline is worn under shield |
| CN108412501A (en) * | 2018-02-11 | 2018-08-17 | 中铁十二局集团有限公司 | Under wear oil pipeline shallow depth loess tunnels construction method |
| CN208717950U (en) * | 2018-06-11 | 2019-04-09 | 中铁开发投资集团有限公司 | A kind of subway enters and leaves and wears waterline supportive structure under line shield method |
| CN111156006A (en) * | 2019-12-17 | 2020-05-15 | 中铁二十二局集团轨道工程有限公司 | Construction method for shield underpass of dangerous pipeline |
-
2020
- 2020-06-08 CN CN202010509535.7A patent/CN111677516B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101936167A (en) * | 2009-06-29 | 2011-01-05 | 上海市基础工程公司 | Construction method for crossing bridge pile foundation by combining bridge underpinning with shield construction |
| CN103670448A (en) * | 2014-01-02 | 2014-03-26 | 中铁三局集团有限公司 | Underground pipeline protection device and support method applying underground pipeline protection device |
| CN104389613A (en) * | 2014-09-26 | 2015-03-04 | 上海隧道工程有限公司 | Construction method of slurry balance shield crossing dangerous underground pipeline |
| CN205975592U (en) * | 2016-08-26 | 2017-02-22 | 沈阳市市政工程设计研究院 | Subway goes out to wear a waterline support structure under lambda line shield method |
| CN206989932U (en) * | 2016-12-16 | 2018-02-09 | 中铁十六局集团北京轨道交通工程建设有限公司 | The construction auxiliary mould of existing pipeline is worn under shield |
| CN108412501A (en) * | 2018-02-11 | 2018-08-17 | 中铁十二局集团有限公司 | Under wear oil pipeline shallow depth loess tunnels construction method |
| CN208717950U (en) * | 2018-06-11 | 2019-04-09 | 中铁开发投资集团有限公司 | A kind of subway enters and leaves and wears waterline supportive structure under line shield method |
| CN111156006A (en) * | 2019-12-17 | 2020-05-15 | 中铁二十二局集团轨道工程有限公司 | Construction method for shield underpass of dangerous pipeline |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111677516A (en) | 2020-09-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106369223B (en) | A kind of silt stratum pipe jacking construction method | |
| CN103993603B (en) | A kind of anchor pole churning back cover deep foundation ditch reversed construction method without dewatering operation | |
| CN108842819B (en) | Urban rail transit cable line tunnel construction method | |
| CN207512745U (en) | A kind of caisson device and its foundation pit structure | |
| CN115539048A (en) | Construction method for shallow-buried bias tunnel portal | |
| CN111287794A (en) | Karst tunnel underground water open type drainage structure and method | |
| CN114575355A (en) | Soil protection and descent construction method | |
| CN110565686A (en) | Construction method for penetrating river channel under pipe gallery | |
| CN111677516B (en) | Underground excavation construction method for double-line tunnel of underpass thermal pipeline | |
| CN110792085A (en) | Pipe-jacking working pit supporting method | |
| CN112177634B (en) | Treatment method for reinforcing primary support of tunnel | |
| CN111379273A (en) | Construction method of corrugated steel comprehensive pipe gallery | |
| CN113266019B (en) | Construction method of foundation pit steel pipe support system | |
| CN212247676U (en) | Structure is rebuild to existing railway roadbed underground drainage system | |
| CN111778995B (en) | Foundation pit protection structure and construction method thereof | |
| CN111237540A (en) | Drainage pipeline installation process | |
| CN112502746A (en) | Shallow-buried underground excavation tunnel excavation supporting system and construction method | |
| CN215057359U (en) | Tunnel geological collapse backfill concrete pump pipe installation and quick plugging pouring structure | |
| CN105040728B (en) | Three-layer basement supporting structure | |
| CN114086969B (en) | Tunnel entering construction method | |
| CN220487583U (en) | High-water-head water-rich stratum freezing method shield receiving well | |
| CN217460445U (en) | Novel refute bank suitable for soft soil foundation | |
| CN215165645U (en) | Close on deep soft soil area underground structure of high-voltage power transmission tower | |
| CN211472579U (en) | Pipe gallery protection prestressed beam | |
| CN114382157B (en) | Construction method of concrete gas permeable well |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |