CN114892735A - In-situ processing method for quality defects of pile foundation of power transmission tower - Google Patents
In-situ processing method for quality defects of pile foundation of power transmission tower Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 claims description 54
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- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 239000011248 coating agent Substances 0.000 claims description 2
- 238000000576 coating method Methods 0.000 claims description 2
- 238000000465 moulding Methods 0.000 claims description 2
- 238000012876 topography Methods 0.000 claims description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims 2
- 238000005452 bending Methods 0.000 claims 1
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- 238000010586 diagram Methods 0.000 description 6
- 238000011900 installation process Methods 0.000 description 6
- 238000000926 separation method Methods 0.000 description 2
- 241001669679 Eleotris Species 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/48—Foundations inserted underneath existing buildings or constructions
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
- E04G23/0229—Increasing or restoring the load-bearing capacity of building construction elements of foundations or foundation walls
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/06—Separating, lifting, removing of buildings; Making a new sub-structure
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
- E04H12/34—Arrangements for erecting or lowering towers, masts, poles, chimney stacks, or the like
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
- E04H12/34—Arrangements for erecting or lowering towers, masts, poles, chimney stacks, or the like
- E04H12/344—Arrangements for lifting tower sections for placing additional sections under them
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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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
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- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
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Abstract
The invention discloses an in-situ processing method for quality defects of a pile foundation of a power transmission tower, and relates to the technical field of power construction. The method aims at the iron tower foundation legs with quality problems, and designs a pile group bearing platform foundation distributed around the original foundation and a construction method of the pile group bearing platform foundation. Pile group cushion cap basis include the cushion cap and be used for supporting two at least new pile foundations of cushion cap, the cushion cap on be provided with the through-hole that is used for holding former pile foundation, lie in on the side of going up of cushion cap the outside cover of former pile foundation is equipped with and is the annular stand of circle, the stand in pre-buried have rag bolt. By adopting the method, the qualified foundation legs can be fully utilized no matter the tower is a corner tower or a tangent tower, only the foundation legs with quality problems are processed, and the rework workload is reduced.
Description
Technical Field
The invention relates to the technical field of power construction, in particular to an in-situ processing method for quality defects of a pile foundation of a power transmission tower.
Background
The construction of the iron tower foundation belongs to hidden engineering, and the tower position is basically positioned on the mountain and the green, so that the construction quality of the iron tower foundation is greatly influenced by geological landforms, and the construction quality of individual iron tower foundation legs can not meet the requirements of design and acceptance standards easily. And the internal quality defects are not easy to find in the engineering acceptance or detection process, and after the subsequent iron tower assembly, the ground wire erection or the operation for many years, the iron tower foundation with unqualified quality can deform and settle under the conditions of line self-load, wind load, ice coating and the like, thereby seriously threatening the safe and stable operation of the line.
Currently, there are three main treatment methods:
first, the foundation leg with the quality problem is removed in situ and poured again. The method needs to clean single leg original pouring concrete with unqualified quality, and if an iron tower is assembled or a line is put into operation, the concrete cleaning construction difficulty and the safety risk are huge.
Secondly, after scrapping the foundation with the quality not meeting the requirement, the position of the 2# tower is moved within a small range allowed by the design, and correspondingly, the four legs of the 2# tower also need to be poured again. The method is to shift the whole foundation, four foundation legs are required to be poured again, the foundation legs with good quality are scrapped, and the rework engineering quantity is large.
Thirdly, the position of the tower footing is reselected, and the foundation and the iron tower are redesigned. The method reselects the position of the tower footing, is limited by site terrain, changes important technical parameters such as span and altitude difference of the original design, needs to redesign the foundation and the iron tower, and has higher rework cost. If the tower position is a corner tower, the position of a tower footing cannot be changed at all, otherwise, the whole strain section is influenced, and the live-line operation line needs to be powered off for a long time to eliminate defects, so that the normal operation of the line is influenced.
Disclosure of Invention
Aiming at the problems, the invention provides an in-situ processing method for the quality defects of the pile foundation of the power transmission tower, which can fully utilize the foundation legs with qualified quality no matter the tower is a corner tower or a tangent tower, only process the foundation legs with the quality problems and reduce the rework workload.
The technical scheme adopted by the invention for solving the technical problems is as follows:
an in-situ processing method for quality defects of a pile foundation of a power transmission tower comprises the following steps of firstly, determining specific parameters of a pile group bearing platform foundation according to stress conditions and on-site topographic geology;
the pile group bearing platform foundation comprises a bearing platform and at least two new pile foundations for supporting the bearing platform, wherein a through hole for accommodating an original pile foundation is formed in the bearing platform, a circular upright post is sleeved on the upper side surface of the bearing platform and positioned on the outer side of the original pile foundation, and foundation bolts are embedded in the upright post;
secondly, excavating a foundation pit of the new pile foundation according to the number and the position of the new pile foundation determined in the first step, and placing a reinforcement cage and pouring concrete to complete the construction of the new pile foundation;
thirdly, constructing a bearing platform and an upright post;
3.1 excavating a bearing platform foundation pit;
3.2 breaking pile head concrete of the new pile foundation to expose main ribs in the new pile foundation;
3.3 binding a reinforcement cage;
the steel bar mesh cage comprises a bearing platform steel bar mesh positioned in a bearing platform and an upright post steel bar mesh positioned in an upright post, and the upright post steel bar mesh extends downwards into the bearing platform steel bar mesh and is fixedly connected with the bearing platform steel bar mesh;
3.4 supporting the template and installing a foundation bolt group;
3.4.1 supporting the template;
3.4.2 installing anchor bolt group;
the foundation bolt group comprises an upper positioning ring and a lower positioning ring which are coaxially arranged with the original pile foundation, a plurality of foundation bolts are uniformly arranged between the upper positioning ring and the lower positioning ring along the circumferential direction, and the upper end and the lower end of each foundation bolt are respectively fixedly connected with the upper positioning ring and the lower positioning ring;
3.5, pouring concrete to finish the one-step molding of the bearing platform and the upright post;
3.6 dismantling the upper positioning ring of the foundation bolt group;
fourthly, dismantling the old tower base;
fifthly, installing a new tower base.
Further, the step 4 of dismantling the old tower base comprises the following steps,
4.1 adopting 4 first steel wire ropes arranged along the diagonal direction of the iron tower to perform stability reinforcement on the iron tower, wherein the upper ends of the first steel wire ropes are connected with the iron tower, and the lower ends of the first steel wire ropes are connected with a first ground anchor through a first chain block;
4.2 lifting the tower leg;
4.2.1 sets of jacking devices are respectively arranged at the outer sides of four tower legs of the iron tower;
the jacking device comprises a cross beam, two ends of the cross beam are respectively provided with a hydraulic jack for supporting the cross beam, and the middle part of the cross beam is connected with a lifting eye of an old tower base through a traction piece;
4.2.2 starting a hydraulic jack in the jacking device to lift the whole iron tower, and simultaneously loosening the first chain block to keep the first steel wire rope in a tensioned state;
4.3 removing the jacking device at the tower leg needing replacing the tower base, then removing the old tower base at the lower end of the tower leg, and cutting off the original foot bolt on the original pile foundation.
Furthermore, a second steel wire rope is arranged at the root of each tower leg of the iron tower, and the second steel wire ropes of the two tower legs positioned on the diagonal positions are connected through a second chain block.
Further, in step 4.2.1, three sets of holding poles are arranged around each tower leg, the three sets of holding poles are supported in a tripod manner, the upper ends of the holding poles are connected with nodes of the transverse partition surfaces of the tower legs in a binding manner of third steel wire ropes, the upper ends of the holding poles are higher than the distance N of the transverse partition surface of the iron tower, and the distance N is greater than the lifting height of the iron tower;
every upper end of embracing the pole all is provided with the third chain block, the upper end of third chain block with the pole of embracing be connected, the lower extreme of third chain block with the lifting eye of old tower seat is connected, in the lifting iron tower, tightens up the third chain block, makes the third chain block be in taut state.
Furthermore, the lower end bases of the three holding poles positioned around the same tower leg are connected through fourth steel wire ropes, and the three fourth steel wire ropes jointly form a triangular structure.
Furthermore, the depth of the new pile foundation is larger than that of the original pile foundation.
And further, before the steel bar net cage is bound and the foundation bolt group is installed in the step 3.3, a concrete release agent is coated on the outer side cylindrical surface of the original pile foundation.
Further, in step 3.2, the exposed main ribs are bent into a bell mouth shape.
Furthermore, the pile cap reinforcing mesh comprises an upper layer reinforcing mesh and a lower layer reinforcing mesh which are of grid structures, avoidance openings for accommodating the original pile foundation are formed in the upper layer reinforcing mesh and the lower layer reinforcing mesh, and first vertical ribs for connecting the upper layer reinforcing mesh and the lower layer reinforcing mesh into a whole are arranged between the upper layer reinforcing mesh and the lower layer reinforcing mesh;
the stand reinforcing bar net include coaxial stand inlayer reinforcing bar net and the outer reinforcing bar net of stand that arranges, just the inboard reinforcing bar net of stand and the lower extreme of the outer reinforcing bar net of stand equally divide do not with the upper reinforcing bar net and the lower floor reinforcing bar net fixed connection of cushion cap reinforcing bar net.
Furthermore, the foundation bolt group is positioned between the reinforcing mesh on the inner layer of the upright post and the reinforcing mesh on the outer layer of the upright post.
The invention has the beneficial effects that:
1. only aiming at one leg with quality problem (4 legs are arranged on each foundation), other foundation legs with quality meeting requirements are fully utilized, and the rework workload is reduced. Particularly, when the quality problems of the assembled iron tower, the erected ground wire and even the live-line running line foundation occur, the iron tower and the ground wire do not need to be dismantled and the iron tower does not need to be remachined when the method is adopted for treatment, the iron tower can be treated in situ, and the occupied area does not need to be remade.
2. The foundation can be constructed firstly, and after the concrete strength meets the requirement, the power is cut off and the tower base is replaced, so that the power-off time is greatly reduced. The new and old tower bases are short in replacement process, safe and reliable.
3. In the construction process, the method considers the foundation load according to the scrapping of the original foundation, completely isolates the original foundation, is not influenced by the quality defect of the original foundation, and permanently eliminates the hidden quality trouble after the treatment is finished.
Drawings
FIG. 1 is a first schematic plan view of pile position arrangement;
FIG. 2 is a second schematic plan view of pile position layout;
FIG. 3 is a third schematic plan view of pile position arrangement;
FIG. 4 is a schematic structural diagram of a new pile foundation pit after excavation;
FIG. 5 is a schematic structural diagram of a new pile foundation after construction is completed;
FIG. 6 is a schematic structural diagram of an excavated bearing platform foundation pit;
FIG. 7 is a schematic structural view after a new pile head is broken;
FIG. 8 is a first diagram of a process for installing a reinforcement cage;
FIG. 9 is a second drawing of the installation process of the reinforcement cage;
FIG. 10 is a third diagram of the installation process of the reinforcement cage;
FIG. 11 is a fourth drawing of the installation process of the reinforcement cage;
FIG. 12 is a fifth drawing of the installation process of the reinforcement cage;
FIG. 13 is a sixth diagram of the installation process of the reinforcement cage;
FIG. 14 is a schematic structural view after the platform and the columns are poured;
FIG. 15 is a schematic structural view after the upper locating plate of the set of foundation bolts is removed;
FIG. 16 is a schematic perspective view of a reinforcement cage of the platform;
FIG. 17 is a top view of the bolster reinforcement cage;
FIG. 18 is a schematic perspective view of an inner reinforcement cage of the column;
FIG. 19 is a schematic perspective view of a set of anchor bolts;
FIG. 20 is an enlarged view of portion A of FIG. 19;
fig. 21 is a schematic view showing the positional relationship among the reinforcing mats on the inner and outer layers of the columns and anchor bolts;
fig. 22 is a schematic structural view of a pile cap foundation;
fig. 23 is a schematic view of the arrangement of the first steel cord in the step 4.1 of the wire-pulling fixation;
FIG. 24 is a schematic view of the jacking device in an operating state;
FIG. 25 is a schematic view of a pole mounting arrangement;
FIG. 26 is a schematic view of the position of three poles surrounding the same tower leg;
fig. 27 is a schematic view of the arrangement structure of the fifth wire rope.
In the figure: 11-bearing platform, 1111-upper reinforcing mesh, 1112-lower reinforcing mesh, 1113-first vertical bar, 12-new pile foundation, 121-main bar, 13-column, 131-column inner reinforcing mesh, 1311-second vertical bar, 1312-first inner hoop, 1313-first outer hoop, 132-column outer reinforcing mesh, 14-anchor bolt group, 141-lower retaining ring, 142-anchor bolt, 1421-first retaining nut, 1422-second retaining nut, 143-upper retaining ring, 144-connecting plate, 145-second hoop,
21-old tower base, 22-original pile foundation,
31-a first ground anchor, 32-a first wire rope,
41-beam, 42-hydraulic jack, 43-type hanging ring, 44-connecting shaft,
51-holding pole, 52-fourth steel wire rope,
61-a second ground anchor, 62-a fifth wire rope,
71-a new pile foundation pit, 72-a bearing platform foundation pit,
8-tower leg main material.
Detailed Description
An in-situ processing method for quality defects of a pile foundation of a power transmission tower comprises the following steps:
first, construction preparation. Specific parameters of the foundation of the pile group bearing platform 11 are determined according to the stress condition and the field topography and geology aiming at the iron tower foundation leg with the quality problem.
As shown in fig. 22, the pile cap 11 foundation includes a cap 11 and new pile foundations 12 for supporting the cap 11, the new pile foundations 12 are distributed around the original pile foundations 22, and the number of the new pile foundations 12 is at least two. The bearing platform 11 is provided with a through hole for accommodating the original pile foundation 22. The upper side surface of the bearing platform 11 is provided with a circular column 13 outside the original pile foundation 22, and the column 13 is wrapped outside the original pile foundation 22 and is coaxially arranged with the original pile foundation 22. An anchor bolt 142 is embedded in the upright column 13, and the height of the upright column 13 is greater than the length of the anchor bolt 142.
As shown in fig. 1, 2 and 3, the number of the new pile foundations 12 may be 2, 3 or 4. When the number of the new pile foundations 12 is 2, two new pile foundations 12 are uniformly arranged on two sides of the original pile foundation 22 at equal intervals, and the connecting line of the two new pile foundations 12 is perpendicular to the connecting line of the original pile foundation 22 and the tower center; when the number of the new pile foundations 12 is 3, the 3 new pile foundations 12 are uniformly arranged along the circumferential direction with the center of the original foundation as the center of circle, and one of the new pile foundations 12 is located on the connecting line of the original pile foundation 22 and the tower center, that is, the 3 new pile foundations 12 are respectively located in the directions of 0 °, 120 ° and 240 ° with the tower center direction as the reference, and are arranged in a regular triangle; when the number of the new pile foundations 12 is 4, the 4 new pile foundations 12 are uniformly arranged along the circumferential direction by taking the center of the original foundation as the center of a circle, and one of the new pile foundations 12 is positioned on the connecting line of the original pile foundation 22 and the tower center, namely, the 4 new pile foundations 12 are respectively positioned in the directions of 0 degree, 90 degrees, 180 degrees and 270 degrees by taking the tower center direction as the reference, and are arranged in a square shape.
Further, when the number of new pile foundations is determined, the new pile foundations are calculated and determined according to the condition that the original pile foundations 22 are completely scrapped.
As a specific implementation manner, the number of the new bases in this embodiment is 2, and the process of the construction method will be described by taking this as an example.
Second, a new pile foundation 12 is constructed. As shown in fig. 4 and 5, a new pile foundation pit 71 is excavated according to the number and position of the new pile foundations 12 determined in the first step, and a reinforcement cage and concrete are placed to complete the construction of the new pile foundations 12.
Further, the depth of the new pile foundation 12 is greater than that of the original pile foundation 22.
Thirdly, the bearing platform 11 and the upright column 13 are constructed.
3.1 as shown in fig. 6, a bearing platform foundation pit 72 is excavated, and the distance between the bottom surface of the bearing platform foundation pit 72 and the top surface of the original pile foundation 22 is equal to the sum of the heights of the bearing platforms 11 and the upright columns 13 in the foundation of the pile group bearing platform 11.
3.2 the pile head concrete of the new pile foundation 12 is broken to expose the main reinforcement 121 in the new pile foundation 12, and the exposed main reinforcement 121 is bent into a bell mouth shape as shown in fig. 7.
Further, when the pile head concrete of the new pile foundation 12 is broken, the pile head concrete starts to be broken at the position higher than the elevation M of the bottom surface of the bearing platform foundation pit 72, so that the top surface of the new pile foundation 12 with the broken pile head concrete has a certain distance M from the bottom surface of the bearing platform foundation pit 72. Preferably, the value of M is 100 mm.
3.3 binding a reinforcement cage.
As shown in fig. 12, the steel mesh cage includes a cap steel mesh in the cap 11 and a column steel mesh in the column 13, and the column steel mesh extends downward into the cap steel mesh and is fixedly connected with the cap steel mesh by means of banding.
As shown in fig. 16 and 17, the cap mat reinforcement includes an upper mat reinforcement 1111 and a lower mat reinforcement 1112 in a lattice structure, and the upper mat reinforcement 1111 and the lower mat reinforcement 1112 are provided with an escape opening for receiving the pile foundation 22. Be provided with between upper strata reinforcing bar net 1111 and lower floor reinforcing bar net 1112 and be used for connecting upper strata reinforcing bar net 1111 and lower floor reinforcing bar net 1112 as an holistic first vertical bar 1113, just the upper and lower both ends of first vertical bar 1113 respectively through the mode of ligature with upper strata reinforcing bar net 1111 and lower floor reinforcing bar net fixed connection. Preferably, the first vertical rib 1113 is arranged at the edge of the upper layer mesh reinforcement 1111 and the lower layer mesh reinforcement 1112, and the upper layer mesh reinforcement 1111, the lower layer mesh reinforcement 1112 and the first vertical rib 1113 together form a hollow rectangular parallelepiped structure.
The column reinforcing mesh comprises a column inner layer reinforcing mesh 131, as shown in fig. 18, the column inner layer reinforcing mesh 131 comprises a plurality of second vertical bars 1311 arranged along the circumferential direction, and the second vertical bars 1311 form a cylindrical structure and are provided with a plurality of first hoop bars in a circular ring shape along the up-down direction.
Further, the first stirrup includes a first inner stirrup 1312 located inside the cylindrical structure formed by the second vertical rib 1311 and a first outer stirrup 1313 located outside the cylindrical structure formed by the second vertical rib 1311, and the first inner stirrup 1312 and the first outer stirrup 1313 are arranged at intervals.
Further, the outer part of the inner reinforcing mesh 131 of the column is sleeved with the outer reinforcing mesh 132 of the column, and the structure of the outer reinforcing mesh 132 of the column is the same as that of the inner reinforcing mesh 131 of the column, which is not described herein again.
The lower ends of the inside reinforcing mesh and the outside reinforcing mesh 132 of the upright post 13 are fixedly connected with the upper reinforcing mesh 1111 and the lower reinforcing mesh 1112 of the platform reinforcing mesh in a binding mode respectively.
The concrete installation process of the steel reinforcement cylinder mould is as follows:
3.3.1 as shown in fig. 8, the lower layer of mesh reinforcement 1112 for banding the cap mesh is erected and the lower layer of mesh reinforcement 1112 is fixedly connected to the exposed cage bars 121 of the new pile foundation 12 by banding.
3.3.2 as shown in fig. 9, the column inner mesh reinforcement 131 for binding the column mesh reinforcement is erected outside the pile foundation 22, and the lower end of the column inner mesh reinforcement 131 is fixedly connected to the lower mesh reinforcement 1112 in step 3.3.1 by binding.
3.3.3 as shown in fig. 10, the outer reinforcing meshes 132 of the columns for binding the reinforcing meshes of the columns are erected outside the inner reinforcing meshes 131 of the columns in step 3.3.2, and the lower ends of the outer reinforcing meshes 132 of the columns are fixedly connected with the lower reinforcing meshes 1112 in step 3.3.1 by binding.
3.3.4 as shown in fig. 11, first vertical bars 1113 are tied to the edges of the lower layer mesh reinforcement 1112 in step 3.3.1.
3.3.5 as shown in fig. 12, the upper layer mesh reinforcement 1111 for binding the platform mesh reinforcement is erected, the outer edge of the upper layer mesh reinforcement 1111 is fixedly connected with the upper end of the first vertical bar 1113 by binding, and the inner edge of the upper layer mesh reinforcement 1111 is fixedly connected with the outer layer mesh reinforcement 132 of the upright post and the inner layer mesh reinforcement 131 of the upright post in sequence from the outside to the inside by binding.
3.4 supporting the formwork (not shown) and installing the anchor bolt sets 14, as shown in figure 3.
3.4.1 supporting the template;
3.4.2 installing anchor bolt sets 14;
as shown in fig. 19, the anchor bolt assembly 14 includes a lower positioning ring 141 coaxially disposed with the original pile foundation 22. A plurality of anchor bolts 142 extending upward perpendicular to the lower positioning ring 141 are uniformly arranged on the lower positioning ring 141 along the circumferential direction. The lower end of the anchor bolt 142 is provided with first locking nuts 1421 on the upper and lower sides of the lower positioning ring 141, and the anchor bolt 142 is fixedly connected to the lower positioning ring 141 through the first locking nuts 1421.
Further, an upper positioning ring 143 is disposed above the lower positioning ring 141 and coaxially disposed with the lower positioning ring 141, and an upper end of the anchor bolt 142 is fixedly connected to the upper positioning ring 143. The upper end of the anchor bolt 142 is provided with second locking nuts 1422 on the upper and lower sides of the upper positioning ring 143, and the anchor bolt 142 is fixedly connected to the upper positioning ring 143 through the second locking nuts 1422.
As shown in fig. 19 and 20, the upper positioning ring 143 and the lower positioning ring 141 are both composed of two arc plates in a semicircular shape, and the two arc plates are fixedly connected through a connecting plate 144 and screws to form a complete annular structure, and both ends of the connecting plate 144 are respectively fixedly connected with the ends of the arc plates through screws. Preferably, the end of the arc plate is provided with a recess for accommodating the connecting plate 144, and the depth of the recess is equal to the thickness of the connecting plate 144. When the two arc plates are connected by the connecting plate 144 to form a complete ring structure, the upper side surface of the connecting plate 144 is coplanar with the upper side surface of the arc plates.
Further, as shown in fig. 19, a plurality of second stirrups 145 having a circular ring shape are provided in the vertical direction on the cylindrical structure formed by the anchor bolts 142. Preferably, the second stirrup 145 is located outside the cylindrical structure formed by the anchor bolt 142.
Further, as shown in fig. 21, the anchor bolt groups 14 having an overall cylindrical tubular structure are located between the column inner-layer reinforcing mesh 131 and the column outer-layer reinforcing mesh 132.
When the anchor bolt group is installed, firstly, an arc-shaped plate of the upper positioning ring 143 is connected with an arc-shaped plate of the lower positioning ring 141 through the anchor bolt 142 to form a cylinder body in a semicircular arc-shaped structure; then, the other arc-shaped plate of the upper positioning ring 143 is connected with the other arc-shaped plate of the lower positioning ring 141 through the anchor bolt 142 to form another cylinder body in a semicircular arc-shaped structure; the two cylinders are then connected together by tie plates and screws and suspended vertically between the inner and outer column tendons 131, 132 of the column 13.
3.5 pouring concrete to finish the one-step forming of the bearing platform 11 and the upright post 13, namely the state shown in figure 14.
3.6 As shown in FIG. 15, the upper retaining ring 143 of the anchor bolt assembly 14 is removed. Fig. 15 is a schematic structural view of the platform 11 and the column 13 after completion of construction.
Further, to prevent the sinking of the original foundation from affecting the new foundation, a concrete release agent is coated on the outer cylindrical surface of the original pile foundation 22 before the reinforcement cages are bound and the anchor bolt sets 14 are installed in step 3.3.
Fourth, the old tower 21 is removed.
4.1 fixing the stay wire. As shown in fig. 23, 4 first steel wire ropes 32 are used for carrying out stability reinforcement on the iron tower, wherein the first steel wire ropes 32 are arranged along the diagonal direction of the iron tower, and the included angle to the ground is not more than 45 degrees. The upper end of the first steel wire rope 32 is connected to the joint of the iron tower wire cross arm and the iron tower body, and the lower end of the first steel wire rope 32 is fixedly connected with a first ground anchor 31 fixed on the ground through a first chain block. In the process of jacking the iron tower, the first steel wire rope 32 is used for controlling the stability of the iron tower.
Furthermore, in order to prevent the iron tower root from deforming, second steel wire ropes are arranged at the root parts of the tower legs of the iron tower, and the second steel wire ropes of the two tower legs positioned on the diagonal positions are connected through second chain blocks and tightened through the second chain blocks.
4.2 lifting the tower leg.
4.2.1 as shown in fig. 24, a set of jacking devices is respectively arranged at the outer sides of four tower legs of the iron tower. The jacking device comprises a cross beam 41, and the cross beam 41 is vertical to a connecting line of the tower leg and the tower center. Two ends of the cross beam 41 are respectively provided with a hydraulic jack 42 for supporting the cross beam 41. The middle part of the cross beam 41 is connected with the lifting eye of the old tower base 21 through a traction piece. As a specific embodiment, the pulling member in this embodiment includes two U-shaped hanging rings 43 hooked to each other, an open end of the U-shaped hanging ring 43 located at the upper side is fixedly connected to the cross beam 41 by a screw, and a through hole for receiving the open end of the U-shaped hanging ring 43 is disposed on the cross beam 41. A connecting shaft 44 is arranged in the lifting eye of the old tower base 21, and the open ends of the U-shaped lifting rings 43 at the lower side are respectively connected with two ends of the connecting shaft 44. Hinge holes for accommodating the connecting shafts 44 are respectively formed in the wing bars at both sides of the open end of the lower U-shaped hanging ring 43.
Further, when the iron tower is heavy in weight, a set of jacking device can be arranged on the inner side of each tower leg, namely, each of the inner side and the outer side of each tower leg is provided with a set of jacking device, and the cross beam 41 of the jacking device positioned on the inner side is parallel to the cross beam 41 of the jacking device positioned on the outer side.
Further, as shown in fig. 25 and 26, three sets of clasping rods 51 are arranged around each tower leg, the three sets of clasping rods 51 are uniformly arranged around the tower legs along the circumferential direction, and one set of clasping rods 51 is located on a connecting line between the tower legs and the tower center. Three sets of the holding poles 51 are supported in a tripod manner. The upper end of the holding pole 51 is connected with the node of the transverse partition surface of the tower leg in a third steel wire rope binding mode, the upper end of the holding pole 51 is higher than the distance N of the transverse partition surface of the iron tower, and preferably, the value of N is 50 mm. The lower end base of the holding pole 51 is supported on the ground. Here, the lower end base of the holding pole 51 may be placed on the bearing platform 11 or on the ground using a combination of a sleeper and a steel plate.
The upper end of each holding pole 51 is provided with a third chain block, the upper end of the third chain block is connected with the holding pole 51, and the lower end of the third chain block is connected with the lifting eye of the old tower base 21.
Further, in order to avoid the relative sliding of the lower end bases of the poles 51, as shown in fig. 26, the lower end bases of three poles 51 located around the same tower leg are connected by fourth steel cables 52, and the three fourth steel cables 52 form a triangular structure together.
4.2.2 starting the hydraulic jack 42 in the jacking device to lift the whole iron tower. At the same time, the third chain block is tightened, the first chain block is loosened, and the third chain block and the first steel wire rope 32 are always in a tensioned state.
Here, the function of the holding pole 51 and the third chain block is to cooperate with a jacking device for lifting the iron tower. In the process that the iron tower rises, the iron tower and the holding pole 51 move relatively, namely, the upper end of the holding pole 51 moves downwards relative to the iron tower, which is the reason that the upper end of the holding pole 51 is 50mm higher than the transverse separation surface of the iron tower, the distance that the upper end of the holding pole 51 is higher than the transverse separation surface of the iron tower is larger than the height of the iron tower required to be lifted integrally, and the upper end of the holding pole 51 is prevented from slipping from the third steel wire rope.
Because the lifting height of the iron tower is only 30mm, and the holding pole 51 has more than 10 meters, the inclination angle of the holding pole 51 can only slightly change under the slenderness ratio, and in addition, the holding pole 51 and the iron tower are bound and connected through a third steel wire rope, and a movable allowance for movement exists, so that the inclination angle of the holding pole 51 is allowed to slightly change.
4.3 removing the jacking device at the position of the tower leg needing replacing the tower base, then removing the old tower base 21 at the lower end of the tower leg, and cutting off the original foundation bolt 142 on the original pile foundation 22, wherein the top surface of the original foundation bolt 142 after cutting off cannot be higher than the top surface of the upright post 13.
Fifthly, installing a new tower base. The new tower base is mounted to the anchor bolts 142 of the columns 13 and then the tower legs are fixedly connected to the new tower base.
Further, in order to ensure that the tower leg main material 8 and the new tower base can be smoothly installed and carried, three second ground anchors 61 are arranged on the outer side of the tower leg main material 8 needing to be installed with the new tower base, and the second ground anchors 61 are connected with the tower leg main material 8 needing to be installed with the new tower base through fifth steel wire ropes 62 and fourth inverted chains. Preferably, as shown in fig. 27, the three second ground anchors 61 are respectively located on two front side surfaces of the tower leg main member 8 where the new tower base needs to be installed and opposite to a diagonal line of the iron tower, that is, a projection of one of the fifth wire ropes 62 in a horizontal plane is collinear with a connecting line of a tower leg and a tower center where the new tower base needs to be installed, projections of the other two fifth wire ropes 62 in the horizontal plane are symmetrical with respect to the connecting line of the tower leg and the tower center where the new tower base needs to be installed, and an included angle of the projections of the other two fifth wire ropes 62 in the horizontal plane is 90 °. Therefore, when the position of the main tower leg material 8 needing to be provided with the new tower seat is required to be adjusted, the position of the main tower leg material can be adjusted only by tightening or loosening the fourth chain block according to the requirement, so that the main tower leg material is smoothly butted with the mounting hole of the new tower seat.
Claims (10)
1. An in-situ processing method for quality defects of a pile foundation of a power transmission tower is characterized by comprising the following steps: comprises the following steps of (a) carrying out,
firstly, determining specific parameters of a pile group bearing platform foundation according to the stress condition and the field topography and geology;
the pile group bearing platform foundation comprises a bearing platform and at least two new pile foundations for supporting the bearing platform, wherein a through hole for accommodating an original pile foundation is formed in the bearing platform, a circular upright post is sleeved on the upper side surface of the bearing platform and positioned on the outer side of the original pile foundation, and foundation bolts are embedded in the upright post;
secondly, excavating a foundation pit of the new pile foundation according to the number and the position of the new pile foundation determined in the first step, and placing a reinforcement cage and pouring concrete to complete the construction of the new pile foundation;
thirdly, constructing a bearing platform and an upright post;
3.1 excavating a bearing platform foundation pit;
3.2 breaking pile head concrete of the new pile foundation to expose main ribs in the new pile foundation;
3.3 binding a reinforcement cage;
the steel bar mesh cage comprises a bearing platform steel bar mesh positioned in a bearing platform and an upright post steel bar mesh positioned in an upright post, and the upright post steel bar mesh extends downwards into the bearing platform steel bar mesh and is fixedly connected with the bearing platform steel bar mesh;
3.4 supporting the template and installing a foundation bolt group;
3.4.1 supporting the template;
3.4.2 installing anchor bolt group;
the foundation bolt group comprises an upper positioning ring and a lower positioning ring which are coaxially arranged with the original pile foundation, a plurality of foundation bolts are uniformly arranged between the upper positioning ring and the lower positioning ring along the circumferential direction, and the upper end and the lower end of each foundation bolt are respectively fixedly connected with the upper positioning ring and the lower positioning ring;
3.5, pouring concrete to finish the one-step molding of the bearing platform and the upright post;
3.6 dismantling the upper positioning ring of the foundation bolt group;
fourthly, dismantling the old tower base;
fifthly, installing a new tower base.
2. The in-situ processing method for the quality defect of the pile foundation of the power transmission tower as claimed in claim 1, wherein the in-situ processing method comprises the following steps: the step 4 of dismantling the old tower base comprises the following steps,
4.1 adopting 4 first steel wire ropes arranged along the diagonal direction of the iron tower to perform stability reinforcement on the iron tower, wherein the upper ends of the first steel wire ropes are connected with the iron tower, and the lower ends of the first steel wire ropes are connected with a first ground anchor through a first chain block;
4.2 lifting the tower leg;
4.2.1 sets of jacking devices are respectively arranged at the outer sides of four tower legs of the iron tower;
the jacking device comprises a cross beam, two ends of the cross beam are respectively provided with a hydraulic jack for supporting the cross beam, and the middle part of the cross beam is connected with a lifting eye of an old tower base through a traction piece;
4.2.2 starting a hydraulic jack in the jacking device to lift the whole iron tower, and simultaneously loosening the first chain block to keep the first steel wire rope in a tensioned state;
4.3 removing the jacking device at the tower leg needing replacing the tower base, then removing the old tower base at the lower end of the tower leg, and cutting off the original foot bolt on the original pile foundation.
3. The in-situ processing method for the quality defect of the pile foundation of the power transmission tower as claimed in claim 2, wherein the in-situ processing method comprises the following steps: and the second steel wire ropes of the two tower legs positioned on the diagonal positions are connected through a second chain block.
4. The in-situ processing method for the quality defect of the pile foundation of the power transmission tower as claimed in claim 2, wherein the in-situ processing method comprises the following steps: in the step 4.2.1, three sets of holding poles are arranged around each tower leg, the three sets of holding poles are supported in a tripod mode, the upper ends of the holding poles are connected with the nodes of the transverse partition surfaces of the tower legs in a third steel wire rope binding mode, the upper ends of the holding poles are higher than the distance N of the transverse partition surface of the iron tower, and the distance N is larger than the lifting height of the iron tower;
every upper end of embracing the pole all is provided with the third chain block, the upper end of third chain block with the pole of embracing be connected, the lower extreme of third chain block with the lifting eye of old tower seat is connected, in the lifting iron tower, tightens up the third chain block, makes the third chain block be in taut state.
5. The in-situ treatment method for the quality defect of the transmission tower pile foundation according to claim 4, characterized by comprising the following steps: the lower end bases of the three holding poles positioned around the same tower leg are connected through fourth steel wire ropes, and the third steel wire ropes form a triangular structure together.
6. The in-situ processing method for the quality defect of the pile foundation of the power transmission tower as claimed in claim 1, wherein the in-situ processing method comprises the following steps: the depth of the new pile foundation is larger than that of the original pile foundation.
7. The in-situ processing method for the quality defect of the pile foundation of the power transmission tower as claimed in claim 1, wherein the in-situ processing method comprises the following steps: and (3) before binding the reinforcement cage and installing the foundation bolt group in the step (3.3), coating a concrete release agent on the outer side cylindrical surface of the original pile foundation.
8. The in-situ processing method for the quality defect of the pile foundation of the power transmission tower as claimed in claim 1, wherein the in-situ processing method comprises the following steps: and 3.2, bending the exposed main ribs into a horn mouth shape.
9. The in-situ processing method for the quality defect of the pile foundation of the power transmission tower as claimed in claim 1, wherein the in-situ processing method comprises the following steps: the pile foundation pile comprises a pile foundation, a pile foundation and a pile foundation, wherein the pile foundation is provided with a pile foundation, and the pile foundation is provided with a pile foundation;
the stand reinforcing bar net include coaxial stand inlayer reinforcing bar net and the outer reinforcing bar net of stand that arranges, just the inboard reinforcing bar net of stand and the lower extreme of the outer reinforcing bar net of stand equally divide do not with the upper reinforcing bar net and the lower floor reinforcing bar net fixed connection of cushion cap reinforcing bar net.
10. The in-situ processing method for the quality defect of the pile foundation of the power transmission tower as claimed in claim 9, wherein the in-situ processing method comprises the following steps: the foundation bolt group is positioned between the reinforcing steel bar mesh on the inner layer of the upright post and the reinforcing steel bar mesh on the outer layer of the upright post.
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| KR102197107B1 (en) * | 2020-04-06 | 2020-12-30 | 조정래 | Slab unit implanted with means for pressing pile and the method for carrying out the construction of the reinforced concrete column using it |
| CN213062136U (en) * | 2020-07-02 | 2021-04-27 | 武汉市市政建设集团有限公司 | Independent foundation underpinning system for storey-adding building |
| CN216239904U (en) * | 2021-09-14 | 2022-04-08 | 建研地基基础工程有限责任公司 | Existing building underpins and consolidates connection structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104790423A (en) * | 2015-03-12 | 2015-07-22 | 中国能源建设集团浙江省电力设计院有限公司 | Large-scale transmission tower composite top expansion cast-in-place pile foundation |
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| KR102197107B1 (en) * | 2020-04-06 | 2020-12-30 | 조정래 | Slab unit implanted with means for pressing pile and the method for carrying out the construction of the reinforced concrete column using it |
| CN213062136U (en) * | 2020-07-02 | 2021-04-27 | 武汉市市政建设集团有限公司 | Independent foundation underpinning system for storey-adding building |
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