CN108867662B - Large-span foundation pit supporting construction method of strip steel anchor cable - Google Patents
Large-span foundation pit supporting construction method of strip steel anchor cable Download PDFInfo
- Publication number
- CN108867662B CN108867662B CN201810951769.XA CN201810951769A CN108867662B CN 108867662 B CN108867662 B CN 108867662B CN 201810951769 A CN201810951769 A CN 201810951769A CN 108867662 B CN108867662 B CN 108867662B
- Authority
- CN
- China
- Prior art keywords
- layer
- annular
- steel
- earthwork
- excavating
- 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
Images
Classifications
-
- 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
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses a large-span foundation pit supporting construction method of a steel anchor cable, which is characterized in that a steel bearing column is arranged at the center of a foundation pit supporting structure, the foundation pit supporting structure adopts a two-layer structure, a layer of supporting beam is arranged between a layer of annular beam and the steel bearing column, a steel lattice column is arranged at the joint part of the layer of annular beam and the layer of supporting beam, a capping beam is arranged at the top of a foundation pit slope, an inclined supporting beam is arranged between the capping beam and the layer of annular beam, two layers of supporting beams are arranged between the two layers of annular beams and the steel bearing column, a waist beam is arranged in the middle of the foundation pit slope, and two layers of supporting beams are arranged between the; the steel bearing column is 1.5-1.8 m higher than the top surface of the annular beam, a steel anchor cable is arranged between the steel bearing column and the annular beam, three-stage tensioning is adopted for tensioning the steel anchor cable, and the steel bearing column extends into a soil layer below the basement bottom plate.
Description
The application is a divisional application with application number 201710829676.5, the invention name of a master case is 'large-span foundation pit supporting structure', and the application date of the master case is 2017, 9 and 15.
Technical Field
The invention relates to a large-span foundation pit supporting construction method of a strip steel anchor cable, which is suitable for the field of buildings.
Background
When the large-span foundation pit support is constructed, because the span of the supporting beam is large, the supporting beam can bear large pressure, if the section of the supporting beam is enlarged, the supporting beam is not economical, and if a common supporting beam is adopted, the supporting beam can be damaged under the action of huge axial force. In order to reduce the axial force and the bending moment of the supporting beam, a steel lattice column is often arranged below the supporting beam as a supporting point, and because the soft soil is easy to generate plastic flow under the action of external force, the steel lattice column is difficult to accurately position the soft soil, and the construction difficulty is very high. And the steel lattice column still need anchor into the soil layer, and steel lattice column length can be longer, and the cost is higher relatively. In addition, the presence of steel lattice columns also has an impact on earth excavation. How to solve the problem that engineering personnel face when the foundation pit is constructed, the safety can be ensured, and the operation is convenient.
Disclosure of Invention
The invention provides a large-span foundation pit supporting construction method of a strip steel anchor cable, and solves the problems of poor safety performance and inconvenient operation of the traditional foundation pit supporting.
The invention utilizes the characteristic that the stress of the annular beam is more reasonable, the annular beam is adopted as a force transmission structure in the foundation pit supporting structure, and the consumption of the steel lattice column is reduced as much as possible in the foundation pit supporting structure, on one hand, partial vertical force is transferred to the steel bearing column through the space truss structure, and in addition, the vertical force is transferred to the steel bearing column through the steel anchor cable.
The invention arranges a steel bearing column at the center of a foundation pit supporting structure, the foundation pit supporting structure adopts a two-layer structure, the diameter of a layer of annular beam is 14-24 m, the height of a layer of annular beam is 600-650 mm, the width of the layer of annular beam is 300mm, a layer of supporting beam is arranged between the layer of annular beam and the steel bearing column, the height of a layer of supporting beam is 600-650 mm, the width of the layer of supporting beam is 300mm, a steel lattice column is arranged at the joint part of the layer of annular beam and the layer of supporting beam, a capping beam is arranged at the top of a foundation pit slope, the height of the capping beam is 600-650 mm, the width of the capping beam is 300mm, a layer of supporting beam is arranged between the capping beam and the layer of annular beam, an inclined supporting beam is arranged between the capping beam and the layer of annular beam, one end of the inclined supporting beam is arranged at 1/3 or 2/3 of the layer of annular beam 1/4 along, the width is 300 mm; the diameter of the two layers of annular beams is 24-36 m, the height of the two layers of annular beams is 500-550 mm, the width of the two layers of annular beams is 300mm, and the two layers of annular beams are higher than the one layer of annular beams because the bearing capacity of the one layer of annular beams is larger than that of the one layer of annular beams after the two layers of soil layers are excavated. Set up two layers of supporting beam between two layers of annular beam and the steel bearing post, two layers of supporting beam height is 500 ~ 550mm, the width is 300mm, two layers of annular beam and two layers of supporting beam handing-over positions do not set up steel lattice column and both can make things convenient for the construction of digging earth and can practice thrift the cost, foundation ditch side slope middle part sets up the waist rail, waist rail top elevation is unanimous with waist rail top elevation, waist rail height is 500 ~ 550mm, the width is 300mm, set up two layers of supporting beam between two layers of annular beam and the waist rail. The steel bearing column is 1.5-1.8 m higher than the top surface of the annular beam layer, a steel anchor rope is arranged between the steel bearing column and the annular beam layer, and the pulling points of the steel anchor rope and the annular beam layer are uniformly distributed along the arc of the annular beam layer. The steel bearing column stretches into the soil layer below the basement bottom plate to keep the anchoring length, and the distance between the bottom end of the steel bearing column and the basement bottom plate is 1.5-1.7 times of the distance between the top end of the steel bearing column and the basement bottom plate.
The steel bearing column is made of steel pipes with the thickness of 15-18 mm, steel plates are arranged in the steel pipes at intervals of 0.5-0.7 m for reinforcement, square reserved holes are reserved at the joint of the steel bearing column and the first layer of supporting beam or the second layer of supporting beam, the depth of each square reserved hole is 100-120 mm, the width and the length of each square reserved hole are the same as those of the first layer of supporting beam or the second layer of supporting beam, steel partition plates are arranged at the bottom and the top of each square reserved hole, and temporary steel cladding plates are arranged outside the square reserved holes of the steel bearing column; in the foundation pit construction process, reinforcing steel bars of the first-layer supporting beam or the second-layer supporting beam extend into the square preformed hole and then are welded with the steel partition plate, and concrete is arranged in the square preformed hole.
The diameter of the steel bearing column is taken according to the maximum span of the foundation pit and the excavation depth of the foundation pit, and the maximum span of the foundation pit refers to the maximum distance between the inner surface of the capping beam and the inner surface of the capping beam on the opposite side. According to the result of computer simulation analysis, the diameter of the steel bearing column is taken according to the table 1, and when the maximum span of the foundation pit or the excavation depth of the foundation pit is different from the numerical value in the table 1, the diameter of the steel bearing column is determined by adopting an interpolation method. When the longitudinal span and the transverse span are greater than 2, the stress of the steel bearing column can be reduced, the diameter of the steel bearing column can be reduced by adopting a reduction coefficient, when the longitudinal span and the transverse span are greater than 1 and less than or equal to 2, the reduction coefficient is 0.98, when the longitudinal span and the transverse span are greater than 2 and less than or equal to 2.3, the reduction coefficient is 0.96, when the longitudinal span and the transverse span are greater than 2.3 and less than or equal to 2.6, the reduction coefficient is 0.94, when the longitudinal span and the transverse span are greater than 2.6 and less than or equal to 3, the reduction coefficient is 0.92, and when the longitudinal span and the transverse span are greater than 3, the reduction coefficient is 0.9. Here, transverse span refers to a relatively large directional span and longitudinal span refers to a relatively small directional span.
TABLE 1 diameter parameters of steel bearing column
The construction steps comprise:
(1) constructing a steel bearing column; pressing the steel bearing column into a soil layer through a hydraulic static pile;
(2) installing a layer of reinforcing steel bars of an annular beam, a capping beam, a layer of supporting beam and a diagonal bracing beam, erecting a template of the annular beam, the capping beam, the supporting beam and the diagonal bracing beam, removing a temporary steel sheathing plate outside a square preformed hole of a steel bearing column, welding the reinforcing steel bars of the supporting beam with a steel partition plate of the steel bearing column after the reinforcing steel bars of the supporting beam extend into the square preformed hole, pouring concrete in the square preformed hole, and then pouring a layer of concrete of the annular beam, the capping beam, the supporting beam and the diagonal bracing beam;
(3) tensioning the steel anchor cable; three levels of tensioning are used, each level being 30% control stress, 60% control stress and 100% control stress.
A tensioning platform is erected near a steel bearing column, intelligent tensioning equipment is adopted to simultaneously tension each steel anchor cable, the intelligent tensioning equipment comprises a jack, a tensioning oil pump, a tensioning oil cylinder, an electronic computer control system and a sensor, the tensioning oil pump controls the tensioning elongation, the tensioning oil cylinder is provided with a two-position two-way electromagnetic valve with a hydraulic bridge, the hydraulic bridge controls the flow direction and the flow of oil pressure, and meanwhile, a check valve is arranged in each group of tensioning oil cylinders. The electronic computer control system takes the tension elongation change signal of the steel anchor cable as a controlled parameter, reflects the pressure change signal of the steel anchor cable in the stress cavity of the tension oil cylinder, collects the signals through a sensor and transmits the signals to the electronic computer controller. The electronic computer control center compares and calculates the signals immediately after receiving the signals, and when the possibility of out-of-tolerance of a certain controlled point is found, the controller immediately sends out an instruction signal to enable the two-position two-way electromagnetic valve at the point to act and close hydraulic oil flow, so that the tensioning oil cylinder at the point is prompted to ascend or descend.
(4) Excavating earthwork outside the layer of annular beam after the concrete strength of the layer of annular beam, the capping beam, the layer of supporting beam and the diagonal bracing beam reaches 100% of the designed strength; excavating the earthwork outside the annular beam layer by blocks and layers, excavating the earthwork outside the annular beam layer by four pieces in a symmetrical mode to reduce additional stress generated during excavation, and excavating the earthwork at the opposite angle after the first piece is excavated; the thickness of the layered excavation is 500-600 mm; excavating the earthwork outside the annular beam to half depth, excavating the earthwork inside the annular beam in a partitioning and layering mode, excavating the earthwork inside the annular beam in four modes, excavating in a symmetrical mode, and excavating the earthwork at the opposite angle after the first excavation; the thickness of the layered excavation is 500-600 mm; excavating the remaining earthwork outside the layer of annular beam when the earthwork inside the layer of annular beam is excavated to half depth, and finally excavating the remaining earthwork inside the layer of annular beam;
(5) installing reinforcing steel bars of a second-layer annular beam, a waist beam and a second-layer supporting beam, erecting a template of the second-layer annular beam, the waist beam and the second-layer supporting beam, removing a temporary steel covering plate outside a square preformed hole of a steel bearing column, welding the reinforcing steel bars of the second-layer supporting beam with a steel partition plate of the steel bearing column after the reinforcing steel bars of the second-layer supporting beam extend into the square preformed hole, pouring concrete in the square preformed hole, and then pouring concrete of the second-layer annular beam, the waist beam and the second-layer supporting beam;
(6) excavating earthwork outside the second-layer annular beam after the concrete strength of the second-layer annular beam, the waist beam and the second-layer supporting beam reaches 100% of the design strength; excavating earthwork outside the second layer of annular beam in a partitioning and layering manner, excavating the earthwork outside the second layer of annular beam in four pieces, excavating in a symmetrical manner, and excavating the earthwork at the opposite angle after the first piece is excavated; the thickness of the layered excavation is 500-600 mm; excavating the earthwork inside the second-layer annular beam when the earthwork outside the second-layer annular beam is excavated to half depth, excavating the earthwork inside the second-layer annular beam in a partitioning and layering manner, excavating the earthwork inside the second-layer annular beam in four pieces, excavating in a symmetrical manner, and excavating the earthwork at the opposite angle after the first piece is excavated; the thickness of the layered excavation is 500-600 mm; excavating the remaining earthwork outside the second layer of annular beam when the earthwork inside the second layer of annular beam is excavated to half depth; the basement bottom plates in the outer range of the second-layer annular beam are divided into four blocks for pouring, the pouring sequence is consistent with the earthwork excavation sequence, namely the first basement bottom plate is poured after the first earthwork excavation is finished, and the rest basement bottom plates are analogized in sequence; a steel plate water stop is arranged between the adjacent concrete blocks;
(7) excavating the residual earthwork in the second-layer annular beam after the basement bottom plate in the outer range of the second-layer annular beam is poured; the basement bottom plates in the inner range of the second-layer annular beam are poured in four blocks, the pouring sequence is consistent with the earthwork excavation sequence, namely the first basement bottom plate is poured after the first earthwork is excavated, and other basement bottom plates are analogized in sequence; a steel plate water stop is arranged between the adjacent concrete blocks;
(8) erecting reinforcing steel bars and templates on the side wall of the underground chamber and pouring concrete;
(9) dismantling a supporting structure by adopting smooth surface cutting blasting; firstly, removing the two-layer ring beam, the waist beam and the two-layer supporting beam; removing a layer of annular beam, a capping beam, a layer of supporting beam and a diagonal bracing beam; the support structure blasting can adopt a vertical hole or an inclined hole. The blasting parameters were selected empirically as follows: the hole depth is 0.7-0.8 beam height, the hole pitch is 0.56-0.8 beam height, and when quincunx hole distribution is adopted, the hole pitch is 0.5-0.7 beam height;
(10) dismantling the steel anchor cable;
(11) cutting off the connection between the reinforcing steel bars of the first layer of supporting beam or the second layer of supporting beam and the steel bearing column, and removing the steel bearing column. The steel bearing column can be recycled, so that the cost is saved.
The invention has good safety performance and convenient construction operation.
Drawings
Fig. 1 is a schematic view of a one-story supporting structure, fig. 2 is a schematic view of a two-story supporting structure, fig. 3 is a schematic view of an elevation of a supporting structure, fig. 4 is a schematic view of excavation of a one-story supporting structure, and fig. 5 is a schematic view of excavation of a two-story supporting structure.
1. The steel bearing column comprises a steel bearing column body, 2 steel anchor cables, 3 a layer of annular beam, 4 a steel lattice column body, 5 a layer of supporting beam, 6 a capping beam, 7 a diagonal supporting beam, 8 a layer of annular beam, 9 a layer of supporting beam, 10 a waist beam.
Detailed Description
The present embodiment is described in detail below with reference to the accompanying drawings.
The method is characterized in that a steel bearing column 1 is arranged at the center of a foundation pit supporting structure, the foundation pit supporting structure adopts a two-layer structure, the diameter of a layer of annular beam 3 is 14-24 m, the height of a layer of annular beam 3 is 600mm, the width of the layer of annular beam is 300mm, a layer of supporting beam 5 is arranged between the layer of annular beam 3 and the steel bearing column 1, the height of the layer of supporting beam 5 is 600mm, the width of the layer of supporting beam 5 is 300mm, a steel lattice column 4 is arranged at the joint part of the layer of annular beam 3 and the layer of supporting beam 5, a capping beam 6 is arranged at the top of the foundation pit, the height of the capping beam 6 is 600mm, the width of the capping beam is 300mm, a layer of supporting beam 5 is arranged between the capping beam 6 and the layer of annular beam 3, an inclined supporting beam 7 is arranged between the capping beam 6 and the layer of annular beam 3, one end of the inclined supporting beam, the height of the diagonal bracing beam 7 is 600mm, and the width of the diagonal bracing beam is 300 mm; the diameter of the two-layer ring beam 8 is 24m, the height of the two-layer ring beam 8 is 500mm, and the width is 300 mm. Set up two layers of supporting beam 9 between two layers of ring-shaped beam 8 and the steel bearing post 1, two layers of supporting beam 9 highly is 500mm, and the width is 300mm, and two layers of ring-shaped beam 8 do not set up steel lattice column 4 with two layers of supporting beam 9 handing-over positions, and foundation ditch side slope middle part sets up waist rail 10, and waist rail 10 highly is 500mm, and the width is 300mm, sets up two layers of supporting beam 9 between two layers of ring-shaped beam 8 and the waist rail 10. The steel bearing column 1 is higher than the top surface of the annular beam 3 by 1.6m, the steel anchor rope 2 is arranged between the steel bearing column 1 and the annular beam 3, and the pulling points of the steel anchor rope 2 and the annular beam 3 are uniformly distributed along the arc of the annular beam 3. The steel bearing column 1 extends into a soil layer below a basement bottom plate, and the distance from the bottom end of the steel bearing column 1 to the basement bottom plate is 1.6 times that from the top end of the steel bearing column 1 to the basement bottom plate.
The diameter of a steel bearing column 1 is 0.95m, the steel bearing column 1 is a steel pipe with the thickness of 16mm, steel plates are arranged in the steel pipe at intervals of 0.5-0.7 m for reinforcement, a square reserved hole is reserved at the joint of the steel bearing column 1 and a first-layer supporting beam 5 or a second-layer supporting beam 9, the depth of the square reserved hole is 100mm, the width and the length of the square reserved hole are the same as those of the first-layer supporting beam 5 or the second-layer supporting beam 9, steel partition plates are arranged at the bottom and the top of the square reserved hole, and a temporary steel clad plate is arranged outside the square reserved hole of the steel bearing column 1; in the process of foundation pit construction, reinforcing steel bars of the first-layer supporting beam 5 or the second-layer supporting beam 9 extend into the square preformed hole and then are welded with the steel partition plate, and concrete is arranged in the square preformed hole.
The construction steps comprise:
(1) constructing a steel bearing column 1; pressing the steel bearing column 1 into a soil layer through a hydraulic static pile;
(2) installing a layer of reinforcing steel bars of an annular beam 3, a capping beam 6, a layer of supporting beam 5 and a diagonal bracing beam 7, erecting a template of the annular beam 3, the capping beam 6, the supporting beam 5 and the diagonal bracing beam 7, removing a temporary steel covering plate outside a square preformed hole of a steel bearing column 1, welding the reinforcing steel bars of the supporting beam 5 with a steel partition plate of the steel bearing column 1 after extending into the square preformed hole, pouring concrete in the square preformed hole, and then pouring a layer of concrete of the annular beam 3, the capping beam 6, the supporting beam 5 and the diagonal bracing beam 7;
(3) tensioning the steel anchor cable 2; three levels of tensioning are used, each level being 30% control stress, 60% control stress and 100% control stress.
A tensioning platform is erected near a steel bearing column 1, intelligent tensioning equipment is adopted to simultaneously tension each steel anchor cable 2, the intelligent tensioning equipment comprises a jack, a tensioning oil pump, a tensioning oil cylinder, an electronic computer control system and a sensor, the tensioning oil pump controls tensioning elongation, the tensioning oil cylinder is provided with a two-position two-way electromagnetic valve with a hydraulic bridge, the hydraulic bridge controls the flow direction and the flow of oil pressure, and meanwhile, a check valve is arranged in each group of tensioning oil cylinders. The electronic computer control system takes the tension elongation change signals of the steel anchor cable 2 as controlled parameters, reflects the pressure change signals of the steel anchor cable 2 in a stress cavity of the tension oil cylinder, collects the signals through a sensor and transmits the signals to the electronic computer controller. The electronic computer control center compares and calculates the signals immediately after receiving the signals, and when the possibility of out-of-tolerance of a certain controlled point is found, the controller immediately sends out an instruction signal to enable the two-position two-way electromagnetic valve at the point to act and close hydraulic oil flow, so that the tensioning oil cylinder at the point is prompted to ascend or descend.
(4) Excavating earthwork outside the layer of annular beam 3 after the concrete strength of the layer of annular beam 3, the capping beam 6, the layer of supporting beam 5 and the inclined supporting beam 7 reaches 100% of the design strength; excavating the earthwork outside the first layer of annular beam 3 in a partitioning and layering manner, excavating the earthwork outside the first layer of annular beam 3 in four pieces, wherein the excavation adopts a symmetrical manner to reduce additional stress generated during excavation, and excavating the earthwork at the opposite angle after the first piece is excavated; the thickness of the layered excavation is 500-600 mm; excavating the earthwork outside the annular beam 3 to half depth, excavating the earthwork inside the annular beam 3 in a partitioning and layering manner, excavating the earthwork inside the annular beam 3 in four pieces, excavating in a symmetrical manner, and excavating the earthwork at the opposite angle after the first piece is excavated; the thickness of the layered excavation is 500-600 mm; excavating the remaining earthwork outside the layer of annular beam 3 when the earthwork inside the layer of annular beam 3 is excavated to half depth, and finally excavating the remaining earthwork inside the layer of annular beam 3;
(5) installing reinforcing steel bars of a second layer of annular beam 8, a waist beam 10 and a second layer of supporting beam 9, erecting a template of the second layer of annular beam 8, the waist beam 10 and the second layer of supporting beam 9, removing a temporary steel covering plate outside a square preformed hole of the steel bearing column 1, welding the reinforcing steel bars of the second layer of supporting beam 9 with a steel partition plate of the steel bearing column 1 after extending into the square preformed hole, pouring concrete in the square preformed hole, and then pouring concrete of the second layer of annular beam 8, the waist beam 10 and the second layer of supporting beam 9;
(6) excavating earthwork outside the second-layer annular beam 8 after the concrete strength of the second-layer annular beam 8, the waist beam 10 and the second-layer supporting beam 9 reaches 100% of the design strength; excavating earthwork outside the second-layer annular beam 8 in a partitioning and layering manner, excavating earthwork outside the second-layer annular beam 8 in four pieces, excavating in a symmetrical manner, and excavating earthwork at opposite angles after the first piece is excavated; the thickness of the layered excavation is 500-600 mm; excavating the earthwork inside the second-layer annular beam 8 when the earthwork outside the second-layer annular beam 8 is excavated to half depth, excavating the earthwork inside the second-layer annular beam 8 in a partitioning and layering manner, excavating the earthwork inside the second-layer annular beam 8 in four pieces, excavating in a symmetrical manner, and excavating the earthwork at the opposite angle after the first piece is excavated; the thickness of the layered excavation is 500-600 mm; excavating the remaining earthwork outside the second-layer annular beam 8 when the earthwork inside the second-layer annular beam 8 is excavated to half depth; the basement bottom plates in the outer range of the second-layer annular beam 8 are poured in four blocks, the pouring sequence is consistent with the earthwork excavation sequence, namely the first basement bottom plate is poured after the first earthwork is excavated, and other basement bottom plates are analogized in sequence; a steel plate water stop is arranged between the adjacent concrete blocks;
(7) after the basement bottom plate in the outer range of the second-layer annular beam 8 is poured, excavating the residual earthwork in the second-layer annular beam 8; the basement bottom plates in the inner range of the second-layer annular beam 8 are poured in four blocks, the pouring sequence is consistent with the earthwork excavation sequence, namely the first basement bottom plate is poured after the first earthwork is excavated, and other basement bottom plates are analogized in sequence; a steel plate water stop is arranged between the adjacent concrete blocks;
(8) erecting reinforcing steel bars and templates on the side wall of the underground chamber and pouring concrete;
(9) dismantling a supporting structure by adopting smooth surface cutting blasting; firstly, removing a second-layer ring beam 8, a waist beam 10 and a second-layer support beam 9; then removing a layer of annular beam 3, a capping beam 6, a layer of support beam 5 and a diagonal support beam 7; the support structure blasting can adopt a vertical hole or an inclined hole. The blasting parameters were selected empirically as follows: the hole depth is 0.75 beam height, the hole pitch is 0.6 beam height, and when quincunx hole distribution is adopted, the hole pitch is 0.6 beam height;
(10) dismantling the steel anchor cable 2;
(11) and cutting off the connection between the reinforcing steel bars of the first layer of supporting beam 5 or the second layer of supporting beam 9 and the steel bearing column 1, and pulling out the steel bearing column 1.
Claims (1)
1. A large-span foundation pit supporting construction method with steel anchor cables is characterized in that a steel bearing column is arranged in the center of a foundation pit supporting structure, the foundation pit supporting structure adopts a two-layer structure, the diameter of a layer of annular beam is 14-24 m, the height of a layer of annular beam is 600-650 mm, the width of the layer of annular beam is 300mm, a layer of supporting beam is arranged between the layer of annular beam and the steel bearing column, the height of a layer of supporting beam is 600-650 mm, the width of the layer of supporting beam is 300mm, a steel lattice column is arranged at the joint of the layer of annular beam and the layer of supporting beam, a capping beam is arranged at the top of a foundation pit slope, the height of the capping beam is 600-650 mm, the width of the capping beam is 300mm, a layer of supporting beam is arranged between the capping beam and the layer of annular beam, an inclined supporting beam is arranged between the capping beam and the layer of annular beam, one end of the inclined supporting beam is arranged at, the height of the inclined strut beam is 600-650 mm, and the width of the inclined strut beam is 300 mm; the diameter of the second-layer annular beam is 24-36 m, the height of the second-layer annular beam is 500-550 mm, and the width of the second-layer annular beam is 300 mm; a second-layer supporting beam is arranged between the second-layer annular beam and the steel bearing column, the height of the second-layer supporting beam is 500-550 mm, the width of the second-layer supporting beam is 300mm, no steel lattice column is arranged at the joint part of the second-layer annular beam and the second-layer supporting beam, a waist beam is arranged in the middle of the foundation pit side slope, the height of the waist beam is 500-550 mm, the width of the waist beam is 300mm, and the second-layer supporting beam is arranged between the second-layer annular beam and the waist beam; the steel bearing column is 1.5-1.8 m higher than the top surface of the layer of annular beam, a steel anchor cable is arranged between the steel bearing column and the layer of annular beam, and the pulling points of the steel anchor cable and the layer of annular beam are uniformly distributed along the arc of the layer of annular beam; the steel bearing column extends into a soil layer below the basement bottom plate, and the distance from the bottom end of the steel bearing column to the basement bottom plate is 1.5-1.7 times that from the top end of the steel bearing column to the basement bottom plate;
the construction steps comprise:
(1) constructing a steel bearing column; pressing the steel bearing column into a soil layer through a hydraulic static pile;
(2) installing a layer of reinforcing steel bars of an annular beam, a capping beam, a layer of supporting beam and a diagonal bracing beam, erecting a template of the annular beam, the capping beam, the supporting beam and the diagonal bracing beam, removing a temporary steel covering plate outside a square preformed hole of a steel bearing column, arranging steel partition plates at the bottom and the top of the square preformed hole, welding the reinforcing steel bars of the supporting beam with the steel partition plates of the steel bearing column after the reinforcing steel bars of the supporting beam extend into the square preformed hole, pouring concrete in the square preformed hole, and then pouring a layer of concrete of the annular beam, the capping beam, the supporting beam and the diagonal bracing beam;
(3) tensioning the steel anchor cable;
(4) excavating earthwork outside the layer of annular beam after the concrete strength of the layer of annular beam, the capping beam, the layer of supporting beam and the diagonal bracing beam reaches 100% of the designed strength; excavating the earthwork outside the annular beam layer by blocks and layers, excavating the earthwork outside the annular beam layer by four pieces in a symmetrical mode to reduce additional stress generated during excavation, and excavating the earthwork at the opposite angle after the first piece is excavated; the thickness of the layered excavation is 500-600 mm; excavating the earthwork outside the annular beam to half depth, excavating the earthwork inside the annular beam in a partitioning and layering mode, excavating the earthwork inside the annular beam in four modes, excavating in a symmetrical mode, and excavating the earthwork at the opposite angle after the first excavation; the thickness of the layered excavation is 500-600 mm; excavating the remaining earthwork outside the layer of annular beam when the earthwork inside the layer of annular beam is excavated to half depth, and finally excavating the remaining earthwork inside the layer of annular beam;
(5) installing reinforcing steel bars of a second-layer annular beam, a waist beam and a second-layer supporting beam, erecting a template of the second-layer annular beam, the waist beam and the second-layer supporting beam, removing a temporary steel covering plate outside a square preformed hole of a steel bearing column, welding the reinforcing steel bars of the second-layer supporting beam with a steel partition plate of the steel bearing column after the reinforcing steel bars of the second-layer supporting beam extend into the square preformed hole, pouring concrete in the square preformed hole, and then pouring concrete of the second-layer annular beam, the waist beam and the second-layer supporting beam;
(6) excavating earthwork outside the second-layer annular beam after the concrete strength of the second-layer annular beam, the waist beam and the second-layer supporting beam reaches 100% of the design strength; excavating earthwork outside the second layer of annular beam in a partitioning and layering manner, excavating the earthwork outside the second layer of annular beam in four pieces, excavating in a symmetrical manner, and excavating the earthwork at the opposite angle after the first piece is excavated; the thickness of the layered excavation is 500-600 mm; excavating the earthwork inside the second-layer annular beam when the earthwork outside the second-layer annular beam is excavated to half depth, excavating the earthwork inside the second-layer annular beam in a partitioning and layering manner, excavating the earthwork inside the second-layer annular beam in four pieces, excavating in a symmetrical manner, and excavating the earthwork at the opposite angle after the first piece is excavated; the thickness of the layered excavation is 500-600 mm; excavating the remaining earthwork outside the second layer of annular beam when the earthwork inside the second layer of annular beam is excavated to half depth; the basement bottom plates in the outer range of the second-layer annular beam are divided into four blocks for pouring, the pouring sequence is consistent with the earthwork excavation sequence, namely the first basement bottom plate is poured after the first earthwork excavation is finished, and the rest basement bottom plates are analogized in sequence; a steel plate water stop is arranged between the adjacent concrete blocks;
(7) excavating the residual earthwork in the second-layer annular beam after the basement bottom plate in the outer range of the second-layer annular beam is poured; the basement bottom plates in the inner range of the second-layer annular beam are poured in four blocks, the pouring sequence is consistent with the earthwork excavation sequence, namely the first basement bottom plate is poured after the first earthwork is excavated, and other basement bottom plates are analogized in sequence; a steel plate water stop is arranged between the adjacent concrete blocks;
(8) erecting reinforcing steel bars and templates on the side wall of the underground chamber and pouring concrete;
(9) dismantling a supporting structure by adopting smooth surface cutting blasting; firstly, removing the two-layer ring beam, the waist beam and the two-layer supporting beam; removing a layer of annular beam, a capping beam, a layer of supporting beam and a diagonal bracing beam;
(10) dismantling the steel anchor cable;
(11) cutting off the connection between the reinforcing steel bars of the first layer of support beam or the second layer of support beam and the steel bearing column, and removing the steel bearing column;
and the steel anchor cable is tensioned in three stages, wherein each stage is respectively 30% of control stress, 60% of control stress and 100% of control stress.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810951769.XA CN108867662B (en) | 2017-09-15 | 2017-09-15 | Large-span foundation pit supporting construction method of strip steel anchor cable |
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710829676.5A CN107338799B (en) | 2017-09-15 | 2017-09-15 | Large span foundation pit supporting construction |
| CN201810951769.XA CN108867662B (en) | 2017-09-15 | 2017-09-15 | Large-span foundation pit supporting construction method of strip steel anchor cable |
Related Parent Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710829676.5A Division CN107338799B (en) | 2017-09-15 | 2017-09-15 | Large span foundation pit supporting construction |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108867662A CN108867662A (en) | 2018-11-23 |
| CN108867662B true CN108867662B (en) | 2020-09-15 |
Family
ID=60215756
Family Applications (6)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810938479.1A Active CN108867661B (en) | 2017-09-15 | 2017-09-15 | Foundation pit supporting construction method |
| CN201810951769.XA Active CN108867662B (en) | 2017-09-15 | 2017-09-15 | Large-span foundation pit supporting construction method of strip steel anchor cable |
| CN201810951726.1A Active CN109024612B (en) | 2017-09-15 | 2017-09-15 | Large-span foundation pit supporting structure |
| CN201810938460.7A Active CN108867660B (en) | 2017-09-15 | 2017-09-15 | Foundation pit supporting structure |
| CN201710829676.5A Active CN107338799B (en) | 2017-09-15 | 2017-09-15 | Large span foundation pit supporting construction |
| CN201810951757.7A Active CN109024613B (en) | 2017-09-15 | 2017-09-15 | Large-span foundation pit supporting construction method |
Family Applications Before (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810938479.1A Active CN108867661B (en) | 2017-09-15 | 2017-09-15 | Foundation pit supporting construction method |
Family Applications After (4)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810951726.1A Active CN109024612B (en) | 2017-09-15 | 2017-09-15 | Large-span foundation pit supporting structure |
| CN201810938460.7A Active CN108867660B (en) | 2017-09-15 | 2017-09-15 | Foundation pit supporting structure |
| CN201710829676.5A Active CN107338799B (en) | 2017-09-15 | 2017-09-15 | Large span foundation pit supporting construction |
| CN201810951757.7A Active CN109024613B (en) | 2017-09-15 | 2017-09-15 | Large-span foundation pit supporting construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (6) | CN108867661B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108487261A (en) * | 2018-04-10 | 2018-09-04 | 江西科技学院 | A kind of arch steel structure support |
| CN113502828B (en) * | 2021-07-23 | 2022-11-08 | 上海宝冶集团有限公司 | Processing method for early warning of deep foundation pit |
| CN114319380A (en) * | 2021-12-30 | 2022-04-12 | 珠海华发人居生活研究院有限公司 | Construction method for deformation of inner support column of deep foundation pit |
Family Cites Families (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0813494A (en) * | 1994-06-29 | 1996-01-16 | Maeda Corp | Fixing method of earth retaining wall and timbering |
| CN201125459Y (en) * | 2007-11-16 | 2008-10-01 | 中国京冶工程技术有限公司 | Slanting guy cable and suspended cable combined cable hinge structure |
| CN101615212B (en) * | 2009-07-28 | 2011-10-26 | 武汉理工大学 | Simplified design calculation method of piling-inner supporting system |
| KR20110024554A (en) * | 2009-09-02 | 2011-03-09 | (주)이랜드건설 | Support structures for retaining wall and construction method thereof |
| CN101666095B (en) * | 2009-09-11 | 2011-11-23 | 温州市金誉建设监理有限公司 | Irregular foundation pit support and construction method |
| CN102660955B (en) * | 2012-05-17 | 2015-05-13 | 上海强劲地基工程股份有限公司 | Quick construction method for foundation pit slope support |
| KR101468101B1 (en) * | 2012-11-30 | 2014-12-02 | 쌍용건설 주식회사 | Retaining wall using diagonal reinforcement member |
| KR101307821B1 (en) * | 2013-05-08 | 2013-09-23 | 주식회사 시티기술단 | Underground soil retaining wall structure for activity space securement |
| CN104099934B (en) * | 2014-04-01 | 2016-01-20 | 浙江省建筑设计研究院 | A kind of supporting and protection structure of Large Foundation Pit |
| CN203834487U (en) * | 2014-04-10 | 2014-09-17 | 中国十五冶金建设集团有限公司 | Section steel inner brace and Lassen pile support for excavation of dumbbell-shaped deep and large foundation pit |
| CN104695447B (en) * | 2015-03-13 | 2017-01-25 | 朱奎 | deep basement support |
| CN204676940U (en) * | 2015-03-25 | 2015-09-30 | 马鞍山职业技术学院 | Single column is outstanding draws Double Tops pin-connected panel reinforcing bar protection canopy |
| CN106958247B (en) * | 2015-05-22 | 2018-11-09 | 朱奎 | Basement annular brace support system |
| CN105040728B (en) * | 2015-06-05 | 2017-01-25 | 朱奎 | Three-layer basement supporting structure |
| CN205475249U (en) * | 2016-01-13 | 2016-08-17 | 中国建筑第八工程局有限公司 | Landing stage structure that fetches earth under deep basal pit annular supports |
| CN105862878B (en) * | 2016-05-30 | 2018-01-09 | 建研地基基础工程有限责任公司 | A kind of support system of deep basal pit |
| CN106013446A (en) * | 2016-06-12 | 2016-10-12 | 叶长青 | Roof structure of large-span building |
| CN106049505B (en) * | 2016-07-06 | 2019-07-26 | 江苏江中集团有限公司 | A kind of construction method of deep pit support supporting system |
-
2017
- 2017-09-15 CN CN201810938479.1A patent/CN108867661B/en active Active
- 2017-09-15 CN CN201810951769.XA patent/CN108867662B/en active Active
- 2017-09-15 CN CN201810951726.1A patent/CN109024612B/en active Active
- 2017-09-15 CN CN201810938460.7A patent/CN108867660B/en active Active
- 2017-09-15 CN CN201710829676.5A patent/CN107338799B/en active Active
- 2017-09-15 CN CN201810951757.7A patent/CN109024613B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN108867661A (en) | 2018-11-23 |
| CN109024613B (en) | 2020-09-15 |
| CN108867661B (en) | 2020-10-09 |
| CN108867662A (en) | 2018-11-23 |
| CN108867660A (en) | 2018-11-23 |
| CN109024612B (en) | 2020-10-09 |
| CN107338799A (en) | 2017-11-10 |
| CN108867660B (en) | 2020-10-23 |
| CN107338799B (en) | 2018-12-14 |
| CN109024612A (en) | 2018-12-18 |
| CN109024613A (en) | 2018-12-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108867662B (en) | Large-span foundation pit supporting construction method of strip steel anchor cable | |
| CN103938634B (en) | A kind of deep foundation pit supporting structure and construction method | |
| CN109958445B (en) | Scaffold construction method for ultra-shallow large underground space | |
| CN106065668B (en) | A kind of construction techniques | |
| CN109183831B (en) | Become the multistage load stake of stake diameter string hole and its construction method | |
| CN112065467B (en) | Underground engineering supporting structure and construction method thereof | |
| CN111764578B (en) | Reverse construction pile column structure and construction method thereof | |
| CN211340800U (en) | Super dark foundation ditch earthwork excavation platform structure | |
| CN107313454B (en) | Construction method of underground garage | |
| CN115387378A (en) | Semi-pillarless assembly type station based on simply supported superposed side walls and floorslabs and method thereof | |
| CN112575771B (en) | Environment-friendly construction method for vertical support system of reverse-acting underground engineering steel concrete with piles and columns | |
| CN109653193B (en) | Reverse construction method for underground continuous wall | |
| CN212671008U (en) | Pile column structure for reverse construction method construction | |
| CN116025005B (en) | Subway station main body structure construction method influenced by double rows of lattice columns | |
| CN114855819B (en) | Municipal road deep foundation pit supporting structure and construction process | |
| TWI835099B (en) | The deep guide trench auxiliary horizontal compartment system and its construction method for the preparatory work of the new diaphragm wall project on the old foundation of the building structure | |
| CN114809014B (en) | Construction method of pile-anchor combined supporting structure with unloading pipe shed | |
| CN114934518B (en) | Deep foundation pit reinforcement method combining reverse pile, decompression and grouting | |
| CN212896374U (en) | Foundation pit support structure located in underground space of existing building | |
| CN211648187U (en) | Underground passage small-section multi-pipe parallel jacking system | |
| CN219137701U (en) | Two unification structures of support system in cable-stay frame roof beam and foundation ditch | |
| CN214883806U (en) | Composite pile with long pile and short pile integrated | |
| CN201896321U (en) | Construction device for underground substation by topdown construction method | |
| CN116607829A (en) | Reverse construction method for junction of underground garage | |
| CN113832987A (en) | Reinforcing process of steel lattice stand column in reverse construction method |
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 | ||
| CB02 | Change of applicant information | ||
| CB02 | Change of applicant information |
Address after: 325000, No. 48, Jingshan Hill Road, Ouhai District, Wenzhou, Zhejiang Applicant after: Ye Changqing Address before: 325000 No. 4, Jinchuan Road, Tianhe street, Wenzhou economic and Technological Development Zone, Zhejiang, China Applicant before: Ye Changqing |
|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20230414 Address after: No. 2003, Building 12, North, Phase 1, Qingjiang New City, Wuyangba Street, Enshi Tujia and Miao Autonomous Prefecture, Hubei Province, 445000 Patentee after: Hubei Mingang Construction Co.,Ltd. Address before: 325000 No. 48 Xinghai Road, Jingshan Street, Ouhai District, Wenzhou City, Zhejiang Province Patentee before: Ye Changqing |
|
| CP02 | Change in the address of a patent holder | ||
| CP02 | Change in the address of a patent holder |
Address after: Room 205, Floor 2, Enterprise Service Center (Enshi Technology Incubator), Middle Section of Jinlong Avenue, Wuyang Street, Enshi Tujia and Miao Autonomous Prefecture, Hubei Province, 445000 Patentee after: Hubei Mingang Construction Co.,Ltd. Address before: No. 2003, Building 12, North, Phase 1, Qingjiang New City, Wuyangba Street, Enshi Tujia and Miao Autonomous Prefecture, Hubei Province, 445000 Patentee before: Hubei Mingang Construction Co.,Ltd. |