CN113123793A - Weak stratum vertical shaft derrick structure and construction method thereof - Google Patents
Weak stratum vertical shaft derrick structure and construction method thereof Download PDFInfo
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- 230000009286 beneficial effect Effects 0.000 abstract description 10
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0006—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by the bolt material
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/11—Lining shafts; Linings therefor with combinations of different materials, e.g. wood, metal, concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D7/00—Shaft equipment, e.g. timbering within the shaft
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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Abstract
The invention relates to the technical field of mine engineering equipment, in particular to a shaft derrick structure for a weak stratum and a construction method thereof. The invention has the beneficial effects that: the rigidity and the integral stability of the derrick foundation are increased, the bearing capacity of the derrick foundation is improved, and the risk of uneven settlement of the derrick foundation is reduced; meanwhile, the outer well wall is suspended through the steel wire rope, and the falling risk of the outer well wall is further reduced.
Description
Technical Field
The invention relates to the technical field of mine engineering equipment, in particular to a shaft derrick structure of a weak stratum and a construction method thereof.
Background
In the development process of underground deep mineral resources, the shaft engineering is the throat engineering of a mine, and the shaft brings many economic and safety problems to the engineering due to uneven settlement of a derrick foundation and falling of a well wall in the construction process. When the stratum of the surface soil section of the shaft is soft, the bearing capacity is low, the construction difficulty is high, the safety risk is high, and accidents that the derrick foundation is not uniformly settled and the whole shaft wall falls are often caused by carelessness; in order to avoid uneven settlement of a foundation, the traditional method is to perform grouting reinforcement on a foundation pit soil layer or construct a pile foundation so as to improve the self bearing capacity of the stratum, but has the defects of long construction period, high cost and the like; when the outer wall of the well neck section is constructed, the stratum is soft, the self-bearing capacity is poor, the traditional method adopts a well ring back plate, upward pillars on the well wall, a freezing method and the like, but because the surrounding holding force of the well wall is poor and the supporting force is small, the well wall falls under the action of self weight, the phenomenon of 'trousers falling' occurs, and serious safety accidents are caused.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a shaft derrick structure of a weak stratum and a construction method thereof, so as to solve the problems in the prior art.
The technical scheme for solving the technical problems is as follows: the utility model provides a weak stratum shaft derrick structure, is including setting up the outer wall of a well on the inner wall of a well, the fixed inlayer wall of a well that is provided with on the inner wall of the outer wall of a well, the outside of the outer wall of a well evenly is equipped with a plurality of derrick foundations, the derrick foundation with the interval sets up between the outer wall of a well, the outer wall of a well with be equipped with between the derrick foundation and prevent weighing down the beam structure, prevent weighing down the beam structure respectively with the derrick foundation and outer wall of a well fixed connection, the fixed wire rope that is equipped with on the outer wall of a well, wire rope respectively with the outer wall of a.
The invention has the beneficial effects that: by arranging the derrick foundation and connecting the derrick foundation and the outer well wall through the anti-falling beam structure, the derrick foundation and the outer well wall form a whole, the rigidity and the integral stability of the derrick foundation are increased, the bottom area of the derrick foundation is properly increased aiming at a weak stratum, the bearing capacity of the derrick foundation is improved, and the risk of uneven settlement of the derrick foundation is reduced; meanwhile, the derrick foundation and the outer well wall are fixedly connected through the steel wire rope, the outer well wall is suspended, and the falling risk of the outer well wall is further reduced.
On the basis of the technical scheme, the invention can be further improved as follows.
Further, the derrick foundation comprises a gravel cushion layer laid on soil on the outer side of the outer well wall, a concrete layer is arranged on the gravel cushion layer, a derrick raft structure is fixedly arranged on the upper surface of the concrete layer, and the steel wire rope is fixedly connected with the derrick raft structure.
The beneficial effect of adopting the further scheme is that: through set gradually rubble bed course and concrete layer by supreme down in derrick raft structure bottom, improve the holding power in weak stratum, ensure the condition that derrick raft structure itself can not appear falling.
Furthermore, be fixed with the connecting reinforcement in the concrete layer, derrick raft structure with reinforcing bar fixed connection.
The beneficial effect of adopting the further scheme is that: the reinforcing steel bars are laid in the concrete layer, so that the strength of the concrete layer can be improved, and the firm connection with the derrick raft structure can be ensured.
Further, prevent weighing down beam structure is including setting up the collar tie beam in the outer wall of a well outside, the collar tie beam is with a plurality of the equal fixed connection of derrick basis, the collar tie beam pass through the girder with outer wall of a well fixed connection, the girder is kept away from the one end of the outer wall of a well with derrick basis fixed connection.
The beneficial effect of adopting the further scheme is that: through setting up collar tie beam and girder, can ensure the fastness of being connected of derrick basis and outer wall of a well on the one hand, on the other hand because the support of collar tie beam and girder, can further improve the support and the effect of hanging in midair to the outer wall of a well.
Further, be equipped with the auxiliary beam between the circle roof beam with the outer wall of a well, the one end of auxiliary beam with circle roof beam fixed connection, the other end of auxiliary beam with outer wall of a well fixed connection.
The beneficial effect of adopting the further scheme is that: the auxiliary beam is arranged between the ring beam and the outer well wall, so that the suspension effect on the outer well wall can be further improved, and the integral supporting force can be improved.
Furthermore, a cylindrical temporary locking notch is poured at the top of the outer well wall, and a backfill soil layer is buried outside the temporary locking notch.
The beneficial effect of adopting the further scheme is that: the setting of interim fore shaft can avoid the peripheral soil of well head to drop to in the well.
The technical scheme for solving the technical problems is as follows: a construction method of a shaft derrick structure of a weak stratum comprises the following steps:
firstly, measuring and paying off, namely, using a total station to make a near well point according to a coordinate point and an elevation point, measuring and paying off on the earth surface according to a construction drawing, marking with lime powder, and performing the next construction after self-checking is correct;
excavating and leveling a foundation pit, excavating by adopting an excavator, excavating the pit shaft to the upper opening depth of the anti-falling beam structure at one time, then compacting the foundation pit by adopting a loader, and manually leveling;
constructing a derrick foundation and an anti-falling beam structure, and pouring a plurality of derrick foundations and anti-falling beam structures around the foundation pit;
step four, constructing a temporary locking opening, namely tunneling a certain depth on the foundation of the foundation pit in a layering manner, pouring the temporary locking opening at a wellhead, embedding steel wire ropes with the same number as that of the derrick foundation before pouring, and fixedly connecting one end of each steel wire rope with the derrick foundation;
step five, constructing the outer wall, namely excavating the foundation pit to the position of a wall seat downwards in sequence on the basis of the temporary locking notch, building a wall by adopting a metal assembly type template, pouring concrete, and fixedly connecting the other end of the steel wire rope with a steel bar in the concrete;
and sixthly, constructing an inner wall, constructing a wall seat, sleeving an inner wall metal template from bottom to top after the wall seat is constructed, and then pouring concrete to finish the inner wall construction.
The beneficial effect who adopts above-mentioned scheme is: the derrick foundation is a special project, the weight and integrity of the foundation are fully utilized, the measure engineering quantity is small, the safety and reliability are high, and the construction method is simple; in the process of downward digging of the outer wall of the well neck section, the suspension guarantee of a derrick foundation is provided, the height of a digging section can reach more than 2m, the construction efficiency is improved, and the construction period is shortened; the base area of the derrick foundation is properly increased aiming at the weak stratum, the bearing capacity of the derrick foundation is improved, and the risk of uneven settlement of the derrick foundation is reduced; a steel bar connecting beam is added between the derrick foundations, and an anti-falling beam structure is added between the derrick foundations and the outer well wall, so that the derrick foundations and the outer well wall form a whole, and the rigidity and the integral stability of the derrick foundations are improved; the derrick foundation is connected with the outer well wall steel bars through steel wire ropes, the outer well wall is suspended, and the falling risk of the outer well wall is further reduced.
And further, in the third step, the construction step of the anti-falling beam structure comprises the steps of adopting building steel templates, connecting each building steel template by using a buckle, limiting and fixing the periphery of each building steel template by using a steel bar column, piling soil on the periphery, and then pouring concrete into the building steel templates, wherein the concrete needs to symmetrically enter a mold.
The beneficial effect of adopting the further scheme is that: the construction is carried out by adopting the construction steel template, the construction stability can be ensured, and the assembly and disassembly of the template are convenient; the concrete is poured by adopting a mode of symmetrical mold entering, so that the deviation of the template can be avoided.
Further, in the fifth step, in the process of outer wall construction, under the condition of easy rib caving, a steel bar anchor rod and a mesh sheet are adopted for temporary support, or a well ring back plate mesh sheet is adopted for temporary support.
The beneficial effect of adopting the further scheme is that: the rib caving can be avoided in the outer wall construction process by adopting the steel bar anchor rod and mesh temporary support or the well ring back plate mesh temporary support.
Drawings
FIG. 1 is a schematic structural view of the present invention;
FIG. 2 is a cross-sectional view taken along line A-A of FIG. 1 in accordance with the present invention;
figure 3 is a top view of a derrick foundation according to the invention;
fig. 4 is a front view of a derrick foundation according to the invention;
figure 5 is a side view of a derrick foundation according to the invention;
in the drawings, the components represented by the respective reference numerals are listed below:
1. the derrick comprises an outer well wall, 2 an inner well wall, 3 a derrick foundation, 31 a gravel cushion layer, 32 a concrete layer, 33 a derrick raft structure, 4 an anti-falling beam structure, 41 a ring beam, 42 a main beam, 43 a secondary beam, 5 a steel wire rope, 6 a temporary locking notch, 7 and a backfill soil layer.
Detailed Description
The principles and features of this invention are described below in conjunction with the following drawings, which are set forth by way of illustration only and are not intended to limit the scope of the invention.
Example one
As shown in fig. 1 and 2, this embodiment includes a weak stratum shaft derrick structure, specifically including setting up the outer wall of a well 1 on the well inner wall, the fixed inlayer wall of a well 2 that is provided with on the inner wall of the outer wall of a well 1, the outside of the outer wall of a well 1 evenly is equipped with a plurality of derrick foundations 3, derrick foundations 3 with the interval sets up between the outer wall of a well 1, the outer wall of a well 1 with it prevents weighing down beam structure 4 to be equipped with between the derrick foundations 3, prevent weighing down beam structure 4 respectively with derrick foundations 3 and 1 fixed connection of the outer wall of a well, the fixed wire rope 5 that is equipped with on the outer wall of a well 1, wire rope 5 respectively with the outer wall of a well 1 and 3 fixed connection of. By arranging the derrick foundation 3 and connecting the derrick foundation 3 and the outer well wall 1 through the anti-falling beam structure 4, the derrick foundation 3 and the outer well wall 1 form a whole, the rigidity and the integral stability of the derrick foundation 3 are increased, the bottom area of the derrick foundation 3 is properly increased aiming at a weak stratum, the bearing capacity of the derrick foundation 3 is improved, and the uneven settlement risk of the derrick foundation 3 is reduced; simultaneously, carry out fixed connection with derrick basis 3 and outer wall of a well 1 through wire rope 5, suspend outer wall of a well 1 in midair, further reduce the risk of falling of outer wall of a well 1.
As shown in fig. 3, 4, and 5, preferably, the derrick foundation 3 includes a gravel cushion 31 laid on the soil outside the outer well wall 1, a concrete layer 32 is provided on the gravel cushion 31, a derrick raft structure 33 is fixedly provided on the upper surface of the concrete layer 32, the steel wire rope 5 is fixedly connected to the derrick raft structure 33, and the gravel cushion 31 and the concrete layer 32 are sequentially provided at the bottom of the derrick raft structure 33 from bottom to top, so that the supporting force of the weak stratum is improved, and the derrick raft structure 33 itself is ensured not to fall.
In this embodiment, the concrete layer 32 is fixed with connecting steel bars, the derrick raft structure 33 is fixedly connected with the steel bars, and the steel bars are laid in the concrete layer 32, so that the strength of the concrete layer 32 can be improved, and the firm connection with the derrick raft structure 33 can be ensured.
It should be noted that, as shown in fig. 1, the anti-falling beam structure 4 includes the ring beam 41 that sets up the outer side of the outer well wall 1, the ring beam 41 is with a plurality of the equal fixed connection of derrick foundation 3, the ring beam 41 pass through the girder 42 with the outer well wall 1 fixed connection, the girder 42 is kept away from the one end of the outer well wall 1 with derrick foundation 3 fixed connection, the ring beam 41 with be equipped with the auxiliary beam 43 between the outer well wall 1, the one end of the auxiliary beam 43 with the ring beam 41 fixed connection, the other end of the auxiliary beam 43 with the outer well wall 1 fixed connection. By arranging the ring beam 41 and the main beam 42, on one hand, the firmness of connection between the derrick foundation 3 and the outer well wall 1 can be ensured, and on the other hand, the supporting and hanging effects on the outer well wall 1 can be further improved due to the support of the ring beam 41 and the main beam 42; by arranging the secondary beam 43 between the ring beam 41 and the outer wall of the borehole 1, the suspension effect on the outer wall of the borehole 1 can be further improved, and the overall supporting force can be improved.
In this embodiment, the top of the outer wall of a well 1 is poured and is the interim fore shaft 6 of tube-shape, the backfill soil layer 7 has been buried in the outside of interim fore shaft 6, and the peripheral soil of well head drops to in the well can be avoided in the setting of interim fore shaft 6.
Reinforcing steel bars are distributed on a cushion layer of a temporary sinking derrick foundation 3, the derrick foundations 3 are fixedly connected through a ring beam 41, an anti-falling beam is designed between the ring beam 41 and an outer well wall 1, so that the weight of the outer well wall 1 at a well neck section is transmitted to the derrick foundation 3, the suspension capacity is ensured, the derrick foundation 3 and the reinforcing steel bars of the outer well wall 1 are connected through a steel wire rope 5, and the outer well wall 1 is suspended, so that the construction safety of the outer well wall 1 is ensured; optimize the wall of a well structure, change the wall of a well into double-deck wall of a well from the single-deck wall of a well, reduced outer wall of a well 1 and hung weight in midair, reduced the wall of a well risk of falling.
Example two
The embodiment discloses a construction method of a shaft derrick structure in a weak stratum, which comprises the following steps:
firstly, measuring and paying off, namely, using a total station to make a near well point according to a coordinate point and an elevation point, measuring and paying off on the earth surface according to a construction drawing, marking with lime powder, and performing the next construction after self-checking is correct;
excavating and leveling a foundation pit, excavating by adopting an excavator, excavating the pit shaft to the depth of an upper opening of the anti-falling beam structure 4 at one time, compacting the foundation pit by adopting a loader, and manually leveling;
constructing a derrick foundation 3 and an anti-falling beam structure 4, and pouring a plurality of derrick foundations 3 and anti-falling beam structures 4 around a foundation pit;
constructing a temporary locking notch 6, tunneling a certain depth on the foundation of a foundation pit in a layering manner, pouring the temporary locking notch 6 at a wellhead, pre-burying steel wire ropes 5 with the same number as that of the derrick foundation 3 before pouring, and fixedly connecting one end of each steel wire rope 5 with the derrick foundation 3;
constructing the outer well wall 1, excavating foundation pits downwards to the positions of wall seats in sequence on the basis of the temporary locking notches 6, building walls by adopting metal assembled templates, pouring concrete, and fixedly connecting the other ends of the steel wire ropes 5 with steel bars in the concrete;
and sixthly, constructing an inner wall, constructing a wall seat, sleeving an inner wall metal template from bottom to top after the wall seat is constructed, and then pouring concrete to finish the inner wall construction.
Preferably, in the third step, the construction step of the anti-falling beam structure 4 comprises the steps of adopting building steel templates, connecting each building steel template by a buckle, limiting and fixing the periphery of each building steel template by using a steel bar column, piling soil on the periphery, pouring concrete into the building steel templates, symmetrically pouring the concrete into the building steel templates, and constructing by adopting the building steel templates, so that the construction stability can be ensured, and the assembly and disassembly of the templates are convenient; the concrete is poured by adopting a mode of symmetrical mold entering, so that the deviation of the template can be avoided.
Preferably, in the fifth step, in the construction process of the outer well wall 1, under the condition that rib spalling is easy, a steel bar anchor rod and a mesh sheet are adopted for temporary support, or a well ring back plate mesh sheet is adopted for temporary support, and the steel bar anchor rod and the mesh sheet or the well ring back plate mesh sheet are adopted for temporary support, so that rib spalling in the construction process of the outer well wall 1 can be avoided.
The specific construction method comprises the following steps:
and (3) measuring and paying off, namely, according to a coordinate point and an elevation point provided by a construction unit, making a near well point by using a total station, measuring and paying off on the earth surface according to a construction drawing, marking by using lime powder, and performing self-checking to obtain a correct result, so that the next construction can be performed.
Excavation and leveling of a foundation pit are carried out, wherein silt is mainly used at the upper part of the position of the well mouth, an MWY-6/0.3 excavator is adopted for excavation, the pit shaft is excavated to the depth of the upper opening of the anti-falling beam structure 4 at one time, part of excavated earthwork is piled outside the well mouth for backfilling, the rest earthwork is transported to a low-lying area backfilled outside the well mouth by a loader, the loader is used for compacting the foundation pit, manual leveling is carried out, elevation of the pit bottom is checked after excavation of the foundation pit, and the depth of the foundation pit is ensured to meet design requirements of a construction drawing.
Constructing a derrick foundation 3 and an anti-falling beam structure 4, paving a gravel cushion layer 31 at the bottom of a derrick foundation 3, then paving a double-layer reinforced concrete cushion layer with the thickness of 500mm on the gravel cushion layer 31, paving a lower layer of concrete layer 32 on the gravel cushion layer 31, taking the upper layer of concrete layer 32 as a base of a derrick raft structure 33, simultaneously manufacturing the derrick raft structure 33 and the derrick raft structure 33 in a pouring mode, and connecting the double-layer reinforced concrete cushion layer with a ring beam 41; prevent weighing down roof beam structure 4 adopts the building steel form, connects with the buckle between every, and the periphery utilizes the spacing fixed of reinforcing bar post to pile soil at the periphery, prevent to run the mould. Aligning the template according to the design size; the concrete of the anti-falling beam structure 4 needs to be poured into the mold symmetrically, so that the deviation of the template is prevented. The well neck surface soil section is firstly constructed and reinforced with the anti-falling beam structure 4, and the concrete curing time is not less than 7 days. After the construction of a 500mm thick reinforced concrete cushion layer of the derrick foundation 3 is finished, installing a derrick raft structure 33 template on the cushion layer, wherein the template is a wood template, the outside of the template is limited and fixed by a DN40 steel pipe, derrick anchor bolts are embedded in the template and are firmly fixed, after the template is qualified, concrete can be poured, and when concrete is poured, the concrete is symmetrically inserted into the template to prevent the template from deviating. The concrete curing time is not less than 7 days.
Constructing the temporary locking notch 6, firstly tunneling to-5 m in layers (taking the relative elevation of the earth surface as 0), pouring from bottom to top in sequence until the pouring of the temporary locking notch 6 is finished, and pre-burying 4 temporary locking notches before pouring
The two ends of the steel wire rope 5 respectively take roots on the well wall and the derrick raft structure 33, and the steel wire rope 5 plays a role in hanging the well wall; digging and building the wall to the position of the wall seat according to the sequence of small sections with height below-5 m.
Constructing an outer well wall 1, excavating by adopting an MWY-6/0.3 excavator in the excavating process, assisting the brushing of the upper by a manual pneumatic pick, and loading 5m by matching with the excavator3Lifting the bucket and two 25t stabilized vehicles, transferring soil and stones to the gangue dumping pedestal to turn over slag in a hook type manner, and transferring the loader. The height of the excavation section is determined according to the soil layer stability condition of the well wall, the empty wall distance of the silt section is 2m during excavation, and the empty wall distance of the coarse sand section is 1.0 m. Under the conditions of unstable local soil layer and easy rib caving, a steel bar anchor rod and a mesh sheet are adopted for temporary support, and the specification of the steel bar anchor rod is
The row spacing is not more than 800 multiplied by 800mm, and the specification of the mesh sheet
And color strip cloth is laid behind the back of the net piece to prevent sand from falling into the concrete of the well wall. Under the conditions that a soil layer is extremely unstable and the risk of rib caving exists, temporary support is carried out by adopting a well ring back plate mesh, a well ring is processed by adopting [20a channel steel, and the well ring erection interval is not more than 1 mm; the back plate is made of wood plate, and a reinforcing mesh is arranged outside the back plate and is of the specification
The meshes are externally coated with color strip cloth to prevent sand from falling into concrete of the well wall; binding reinforcing steel bars, wherein the processing of the reinforcing steel bars needs to finish arc according to the designed curvature radius; the length of the vertical ribs is 1-2m, the vertical ribs are connected by straight threads, and the annular ribs are connected by binding. After the section of the shaft meets the design requirement, firstly binding outer ring vertical ribs and then binding outer ring ribs; the template is erected, the outer well wall 1 is built by adopting a metal assembly type template, the height of each section is 1m, the sections are checked and numbered on the ground before use, and a window type pouring opening is formed. Firstly, the stubble-combining templates are disassembled one by one in sequence, a rope is reserved by the bucket hook to prevent the templates from wholly falling, the disassembling bolts are operated on a steel ladder, when the templates are pried by steel drill rods, the templates are placed downwards and swing in the direction to forbid people from standing, and the digging machine is forbidden to strike the templates. Before erecting the template, firstly leveling and aligning the working face, assembling and checking according to the number and the design size, leveling by using a water guide pipe, aligning the center line of a shaft, tightly supporting and fixing the template by using 50 multiplied by 50mm small square wood, driving short steel bars into the inner side of the template to prevent the template from moving in order to prevent the template at the lower part from running. Pouring concrete; when pouring, the concrete is unloaded into the well mouth ash receiving groove and enters the mold through the ash sliding pipe. When concrete is poured, the concrete is symmetrically fed into the mould to prevent the template from deviating, the concrete is vibrated in layers, the vibrating thickness is 300mm, the vibrating rod is quickly inserted into the lower layer of concrete for 50-100mm, and the concrete is moved for 350mm each time until mortar appears on the surface and no air bubbles are generated.
And (3) inner wall construction, namely constructing the outer well wall 1 to a wall seat position, installing a hanging scaffold and lifting the hanging scaffold to a position 8m above a working surface, assembling an integral metal template, then installing an auxiliary plate, starting to construct the wall seat after the completion of the above work, and constructing the inner wall of the inner wall from bottom to top after the completion of the wall seat construction. Binding reinforcing steel bars, wherein the reinforcing steel bar connecting ring ribs are bound and connected, the vertical ribs are connected by straight threads, the reinforcing steel bars are bound on an auxiliary plate, and the distance between the auxiliary plate and the upper opening of the template is about 1 m; erecting the mold, installing the integral metal template, connecting a hydraulic pipeline of the demolding machine with a template joint, and leveling and aligning the template by utilizing a suspended stable vehicle. When in normal section construction, the template is contracted and lifted to the upper section, and the lower opening is overlapped with the existing well wall by 300 mm; and pouring concrete, lowering the ground concrete to the hanging scaffold ash receiving hopper through the ash sliding pipe, and then entering a die through a steel wire armored rubber pipe of the ash receiving hopper.
The working steps of the embodiment comprise optimization of the derrick foundation 3, and the characteristic value of the bearing capacity of the foundation of the soil is smaller than the bearing capacity of the derrick foundation 3 due to poor field geological conditions, so that the foundation is prone to uneven settlement, and therefore, basic theories such as structural mechanics, soil mechanics and the like are fully applied to optimize the derrick foundation 3, and the theoretical calculation is guaranteed to meet the safe construction requirement. The well wall structure is optimized, and because the surface soil section stratum is soft, the surface soil layer of the quaternary period above the bedrock weathering zone is thicker, the upper part contains sand and permeates water, and the engineering geological condition is poor. The single-layer well wall is large in thickness and heavy in weight, the surrounding force between the well wall and the well wall is small, accidents such as trousers falling off from the well wall, water leakage, water inrush and well mouth collapse easily occur, and the weight of the well wall at the surface soil section of the well neck needs to be reduced as much as possible. In actual construction, the well wall structure is changed from a single-layer well wall to a double-layer well wall, the thickness of the outer-layer well wall 1 is small, the supporting quality of each meter of well wall is greatly reduced, and after the well wall is hung by a suspension method and constructed to bedrock, the inner wall is constructed from bottom to top.
Compared with an independent foundation, the raft foundation is fully applied, the raft foundation has the advantages of being good in stability and high in bearing capacity, ring beams 41, main beams 42 and auxiliary beams 43 are added between the derrick foundations 3 and the outer well wall 1, the four foundations of the derrick are connected into a whole, the derrick foundations 3 and the well neck section are connected into a whole, the derrick foundations 3 can be prevented from being unevenly settled in the early period of sinking, the outer well wall 1 of the shaft can also be used as a hanging point of the outer well wall 1 during construction, and the shaft can be used as a part of the derrick foundations 3 after the well wall construction wall seats are arranged on the foundation rock in the later period, so that stability of the derrick is guaranteed.
In the description of the present invention, it is to be understood that the terms "center", "length", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "inner", "outer", "peripheral side", "circumferential", and the like, indicate orientations or positional relationships based on those shown in the drawings, and are used merely for convenience of description and simplicity of description, and do not indicate or imply that the system or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, are not to be construed as limiting the present invention.
In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an example," "a specific example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above are not necessarily intended to refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (9)
1. The utility model provides a weak stratum shaft derrick structure, a serial communication port, including setting up outer wall of a well (1) on the well inner wall, the fixed inlayer wall of a well (2) that is provided with on the inner wall of the outer wall of a well (1), the outside of the outer wall of a well (1) evenly is equipped with a plurality of derrick foundations (3), derrick foundation (3) with interval setting between the outer wall of a well (1), outer wall of a well (1) with be equipped with between derrick foundation (3) and prevent weighing down beam structure (4), prevent weighing down beam structure (4) respectively with derrick foundation (3) and outer wall of a well (1) fixed connection, the fixed wire rope (5) that is equipped with on the outer wall of a well (1), wire rope (5) respectively with outer wall of a well (1) and derrick foundation (3) fixed connection.
2. The shaft derrick structure for the weak stratum according to claim 1, characterized in that the derrick foundation (3) comprises a gravel cushion layer (31) laid on the soil outside the outer well wall (1), a concrete layer (32) is arranged on the gravel cushion layer (31), a derrick raft structure (33) is fixedly arranged on the upper surface of the concrete layer (32), and the steel wire rope (5) is fixedly connected with the derrick raft structure (33).
3. The weak stratum shaft derrick structure as claimed in claim 2, characterized in that the concrete layer (32) is fixed with connecting steel bars, and the derrick raft structure (33) is fixedly connected with the steel bars.
4. The weak stratum vertical shaft derrick structure as claimed in any one of claims 1 to 3, characterized in that the anti-falling beam structure (4) comprises a ring beam (41) arranged outside the outer well wall (1), the ring beam (41) is fixedly connected with a plurality of the derrick foundations (3), the ring beam (41) is fixedly connected with the outer well wall (1) through a main beam (42), and one end of the main beam (42) far away from the outer well wall (1) is fixedly connected with the derrick foundations (3).
5. The weak stratum vertical shaft derrick structure as claimed in claim 4, characterized in that a secondary beam (43) is arranged between the ring beam (41) and the outer well wall (1), one end of the secondary beam (43) is fixedly connected with the ring beam (41), and the other end of the secondary beam (43) is fixedly connected with the outer well wall (1).
6. A shaft derrick structure for weak ground according to any of claims 1 to 3, characterized in that the top of the outer well wall (1) is cast with a cylindrical temporary locking notch (6), and the outside of the temporary locking notch (6) is filled with backfill soil (7).
7. A construction method of a shaft derrick structure of a weak stratum is characterized by comprising the following steps:
firstly, measuring and paying off, namely, using a total station to make a near well point according to a coordinate point and an elevation point, measuring and paying off on the earth surface according to a construction drawing, marking with lime powder, and performing the next construction after self-checking is correct;
excavating and leveling a foundation pit, excavating by adopting an excavator, excavating the pit shaft to the upper opening depth of the anti-falling beam structure (4) at one time, then compacting the foundation pit by adopting a loader, and manually leveling;
constructing a derrick foundation (3) and an anti-falling beam structure (4), and pouring a plurality of derrick foundations (3) and anti-falling beam structures (4) around a foundation pit;
constructing a temporary locking opening (6), tunneling a certain depth on the foundation of a foundation pit in a layering manner, pouring the temporary locking opening (6) at a wellhead, pre-burying steel wire ropes (5) with the same number as that of the derrick foundation (3) before pouring, and fixedly connecting one end of each steel wire rope (5) with the derrick foundation (3);
step five, constructing the outer wall, namely excavating the foundation pit to the position of a wall seat downwards on the basis of the temporary locking notch (6), building a wall by adopting a metal assembly type template, pouring concrete, and fixedly connecting the other end of the steel wire rope (5) with a steel bar in the concrete;
and sixthly, constructing an inner wall, constructing a wall seat, sleeving an inner wall metal template from bottom to top after the wall seat is constructed, and then pouring concrete to finish the inner wall construction.
8. The construction method of the shaft derrick structure for the weak ground in the third step is characterized in that the construction steps of the anti-falling beam structure (4) comprise the steps of adopting building steel templates, connecting each building steel template by using a buckle, limiting and fixing the periphery of the building steel templates by using a steel bar column, piling soil on the periphery, and then pouring concrete into the building steel templates, wherein the concrete needs to be symmetrically poured into a mold.
9. The construction method of the shaft derrick structure for the weak ground according to claim 7, wherein in the fifth step, in the process of constructing the outer wall, under the condition of easy rib caving, a steel bar anchor rod and a mesh sheet are adopted for temporary support, or a walling crib back plate mesh sheet is adopted for temporary support.
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