CN112627030A - Gravity type anchorage structure of cable saddle buttress foundation and approach bridge foundation and construction method - Google Patents
Gravity type anchorage structure of cable saddle buttress foundation and approach bridge foundation and construction method Download PDFInfo
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- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
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- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
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Abstract
The invention relates to the field of construction of suspension bridge anchoring systems, in particular to a gravity type anchorage structure of a loose cable saddle buttress foundation and an approach bridge foundation and a construction method. The gravity type anchorage structure comprises an anchor block; the cable saddle buttress is arranged on the anchor block, and an approach bridge pier is arranged on the cable saddle buttress; and the side wall is arranged on the anchor block. The construction method comprises the following steps: step 1: a substrate treatment drainage system; step 2: pouring a cushion layer; and step 3: layering and blocking to pour anchor blocks, cable saddle buttress blocks and foundations thereof; and 4, step 4: pouring the post-cast strip; and 5: and constructing the cable saddle buttress and the side wall. According to the invention, the composite structure is formed by the dispersed cable saddle buttress foundation and the approach bridge pier, and the composite structure simultaneously bears the forces from the approach bridge and the dispersed cable saddle, so that the bearing capacity of the dispersed cable saddle buttress can be improved, the safety of the anchorage foundation can be ensured, the construction period can be shortened, and the construction cost can be reduced.
Description
Technical Field
The invention relates to the field of construction of suspension bridge anchoring systems, in particular to a gravity type anchorage structure of a loose cable saddle buttress foundation and an approach bridge foundation and a construction method.
Background
The gravity type anchorage is of a huge concrete structure, realizes the anchoring of the tension of the main cable by means of the dead weight of the gravity type anchorage, safely transmits the tension of the main cable to the foundation, and ensures the safe operation of a full bridge. From the stress perspective, the size of the anchorage needs to ensure the stress safety, namely, the requirements of slippage resistance and overturn resistance are met.
The anchor block is used for safely transmitting the tension of a main cable to a foundation and mainly comprises an anchor block, a loose cable saddle buttress, a saddle part, a post-cast section, a front anchor chamber, a rear anchor chamber and the like. The cable saddle buttress mainly bears the main cable pressure transmitted by the cable saddle, forms a frame with the front anchor chamber, and transmits the main cable tension together with the anchor block, thereby enhancing the structural integrity of the anchor body.
In the prior art, the approach bridge and the cable saddle are arranged separately. However, the method occupies a large area, and is difficult to implement in some land areas with area limitation.
Disclosure of Invention
In view of the above, the present invention provides a gravity type anchorage structure using a cable saddle buttress foundation as an access bridge foundation and a construction method thereof.
In order to achieve the purpose, the invention mainly provides the following technical scheme:
on the one hand, the embodiment of the invention provides a gravity type anchorage structure taking a dispersed cable saddle buttress foundation as an approach bridge foundation, which comprises the following components:
an anchor block;
the cable saddle buttress is arranged on the anchor block, and an approach bridge pier is arranged on the cable saddle buttress;
and the side wall is arranged on the anchor block.
The object of the present invention and the technical problems solved thereby can be further achieved by the following technical measures.
In the gravity type anchor structure, the cable saddle buttress comprises a buttress foundation and a buttress, wherein the buttress is arranged above the buttress foundation, and the approach bridge pier is arranged above the buttress foundation.
In the gravity type anchorage structure, the gravity type anchorage structure comprises a left amplitude anchorage and a right amplitude anchorage, the buttress foundation of the left amplitude anchorage is one layer, the buttress foundation of the right amplitude anchorage is three layers,
in the gravity type anchorage structure, the buttress of the left-side anchorage is six layers, and the buttress of the right-side anchorage is three layers;
in the gravity type anchor structure, the side wall of the left anchor is five layers, and the side wall of the right anchor is six layers.
In the gravity type anchorage structure, the upstream side of the cable saddle buttress is of a thin-wall hollow structure, and the downstream side of the cable saddle buttress is of a solid structure;
in the gravity type anchorage structure, the anchorage block is 11 layers.
On the other hand, the embodiment of the invention provides a construction method of a gravity type anchorage structure taking a scattered cable saddle buttress foundation as an approach bridge foundation, which comprises the following steps:
step 1: a substrate treatment drainage system;
step 2: pouring a cushion layer;
and step 3: layering and blocking to pour anchor blocks, cable saddle buttress blocks and foundations thereof;
and 4, step 4: pouring the post-cast strip;
and 5: and constructing the cable saddle buttress and the side wall.
The object of the present invention and the technical problems solved thereby can be further achieved by the following technical measures.
In the construction method, in the step 2, 30cm of super-excavation is carried out in the range of the contact surface of the substrate, and a concrete cushion is immediately poured to protect the foundation of the bearing surface of the substrate and adjust the flatness of the substrate.
In the construction method, in the step 3, in the processes of layering and block pouring of the anchor blocks, the cable saddle buttress and the foundation concrete, water is introduced in time for cooling so as to control the temperature difference between the interior and the surface of the concrete, the temperature difference between the surface and the surrounding and the highest temperature of the concrete, so as to prevent the development of temperature cracks, and temperature monitoring is implemented in the process of pouring the concrete.
In the construction method, the anchor block, the cable saddle buttress and the foundation concrete are cooled for the second time so as to reach the final temperature required by the design.
In the construction method, the waterproof layer is constructed around the gravity type anchorage structure.
In the construction method, before the dispersed cable saddle buttress body is constructed, the contact surface of the foundation is chiseled, the chiseling time of concrete and the strength of the concrete during chiseling are controlled as follows: if manual chiseling is adopted, the strength of the concrete cannot be reduced by 2.5Mpa during chiseling, and the chiseling operation is carried out two days after the concrete is finally set; if mechanical equipment is adopted for chiseling, chiseling operation needs to be carried out four days after the final setting of concrete, the strength of the concrete is not lower than 10Mpa, and a high-pressure air gun is used for removing the chiseled loose concrete after chiseling;
in the construction method, the concrete coarse aggregate should be uniformly exposed on the surface of the concrete after the roughening is finished, and the area without the coarse aggregate and only the mortar should not exist.
By the technical scheme, the invention at least has the following advantages:
the suspension bridge main bridge needs to be connected with an approach bridge, the approach bridge structure is usually a girder bridge, and a girder bridge lower structure mainly comprises bridge piers, bridge abutments and foundations, wherein the foundations are mainly pile foundations. According to the invention, the cable saddle buttress foundation and the approach bridge pier form a composite structure, the composite structure simultaneously bears the forces from the approach bridge and the cable saddle, and the pile foundation is arranged at the bottom of the cable saddle buttress foundation, so that the bearing capacity of the cable saddle buttress foundation can be improved, the safety of the anchor foundation is ensured, the construction period can be shortened, and the construction cost is reduced.
The foregoing description is only an overview of the technical solutions of the present invention, and in order to make the technical solutions of the present invention more clearly understood and to implement them in accordance with the contents of the description, the following detailed description is given with reference to the preferred embodiments of the present invention and the accompanying drawings.
Drawings
Fig. 1 is an upstream view of a gravity type anchor structure in which a loose cable saddle buttress foundation provided by an embodiment of the present invention doubles as an approach bridge foundation;
fig. 2 is a downstream view of a gravity type anchor structure in which a loose cable saddle buttress foundation provided by an embodiment of the present invention doubles as an approach bridge foundation;
fig. 3 is a top view of a gravity type anchor structure in which a cable saddle buttress foundation provided by an embodiment of the present invention doubles as an access bridge foundation;
FIG. 4 is a left-hand overall hierarchy of tiebacks;
FIG. 5 is a left-hand overall hierarchy of tiebacks;
FIG. 6 is an anchor block construction process flow;
FIG. 7 is a flow chart of a loose cable saddle buttress and foundation construction process.
Detailed Description
To further explain the technical means and effects of the present invention adopted to achieve the predetermined object, the following detailed description of the embodiments, structures, features and effects according to the present invention will be made with reference to the accompanying drawings and preferred embodiments. In the following description, different "one embodiment" or "an embodiment" refers to not necessarily the same embodiment. Furthermore, the particular features, structures, or characteristics may be combined in any suitable manner in one or more embodiments.
Gravity type anchor structure embodiment
As shown in fig. 1 to 5, a gravity type anchor structure of a loose cable saddle buttress 2 foundation and approach bridge foundation includes: the cable saddle support pier comprises an anchor block 1 and a cable saddle support pier 2, wherein the cable saddle support pier 2 is arranged on the anchor block 1, and an approach bridge pier is arranged on the cable saddle support pier 2; the side wall 3 is arranged on the anchor block 1.
The cable saddle buttress 2 comprises a buttress foundation and a buttress, wherein the buttress is arranged above the buttress foundation, and the approach bridge pier 4 is arranged on the buttress foundation.
The gravity type anchor structure comprises a left anchor and a right anchor, wherein the buttress foundation of the left anchor is 511, the buttress foundation of the right anchor is three layers (namely a first foundation layer 611, a second foundation layer 612 and a third foundation layer 613), the buttress foundation of the left anchor is six layers (namely a first buttress layer 521, a second buttress layer 522, a third buttress layer 523, a fourth buttress layer 524, a fifth buttress layer 525 and a sixth buttress layer 526), and the buttress foundation of the right anchor is three layers (namely a first buttress layer 621, a second buttress layer 622 and a third buttress layer 623); the side wall 3 of the left anchor is five layers (a first side wall layer 31, a second side wall layer 32, a third side wall layer 33, a fourth side wall layer 34 and a fifth side wall layer 35), and the side wall 3 of the right anchor is six layers (a first side wall layer 31, a second side wall layer 32, a third side wall layer 33, a fourth side wall layer 34, a fifth side wall layer 35 and a sixth side wall layer 36). The upstream side of the cable saddle buttress 2 is of a thin-wall hollow structure, and the downstream side of the cable saddle buttress 2 is of a solid structure; the anchor block 1 is 11 layers (respectively, an anchor block first layer 11, an anchor block second layer 12, an anchor block third layer 13, an anchor block fourth layer 14, an anchor block fifth layer 15, an anchor block sixth layer 16, an anchor block seventh layer 17, an anchor block eighth layer 18, an anchor block ninth layer 19, an anchor block tenth layer 110 and an anchor block eleventh layer 111).
The suspension bridge main bridge needs to be connected with an approach bridge, the approach bridge structure is usually a girder bridge, and a girder bridge lower structure mainly comprises bridge piers, bridge abutments and foundations, wherein the foundations are mainly pile foundations. According to the invention, the composite structure is formed by the foundation of the cable saddle buttress 2 and the bridge approach pier 4, the composite structure simultaneously bears the forces from the approach bridge and the cable saddle, and the pile foundation is arranged at the bottom of the foundation of the cable saddle buttress 2, so that the bearing capacity of the cable saddle buttress 2 can be improved, the safety of an anchorage foundation is ensured, the construction period can be shortened, and the construction cost is reduced.
Embodiment of construction method
The construction method comprises the following steps: step 1: a substrate treatment drainage system; step 2: pouring a cushion layer; and step 3: layering and blocking to pour anchor blocks and scattered cable saddle buttress foundations; and 4, step 4: pouring the post-cast strip; and 5: and constructing the cable saddle buttress and the side wall.
The concrete construction required time of the anchor block and the cable saddle buttress foundation is poured in layers and blocks:
1) anchor block: 4 m/layer, 11 layers in total, 1-6 layers for 18 days/layer, and 7-11 layers for 15 days/layer.
2) Buttress foundation: 3 m/layer, 15 days/layer.
3) Buttress: 4 m/layer; 15 days per layer.
4) Front side wall: 4 m/layer; 15 days per layer.
5) Front wall of front anchor chamber: 4 m/layer; 15 days per layer.
6) Front anchor chamber roof: and 15 days.
And 2, digging 30cm over the contact surface of the substrate, and immediately pouring a concrete cushion to protect the foundation of the bearing surface of the substrate and adjust the flatness of the substrate.
In the process of layering and blocking the casting of the anchor block, the cable saddle buttress and the foundation concrete, water is introduced for cooling in time to control the temperature difference between the interior and the surface of the concrete, the temperature difference between the surface and the surrounding and the highest temperature of the concrete so as to prevent the development of temperature cracks, and temperature monitoring is implemented in the process of casting the concrete.
And carrying out secondary cooling on the anchor block, the cable saddle buttress and the foundation concrete thereof so as to reach the final temperature required by the design.
And constructing a waterproof layer around the gravity type anchorage structure.
Chiseling the contact surface of the foundation before the construction of the pier body of the cable saddle buttress, and controlling the chiseling time of concrete and the strength of the concrete during chiseling: if manual chiseling is adopted, the strength of the concrete cannot be reduced by 2.5Mpa during chiseling, and the chiseling operation is carried out two days after the concrete is finally set; if mechanical equipment is adopted for chiseling, chiseling operation needs to be carried out four days after the final setting of concrete, the strength of the concrete is not lower than 10Mpa, and a high-pressure air gun is used for removing the chiseled loose concrete after chiseling; the concrete surface after the chiseling is finished should uniformly expose the concrete coarse aggregate, and there should be no area without coarse aggregate and only mortar.
The anchor block substrate is arranged on the medium-stroke argillite layer and the medium-stroke argillite layer, the length of the anchor block substrate along the bridge direction is 43.36m, the width of the anchor block substrate along the bridge direction is 57.13m, the height of the anchor block substrate is 41.88m, and the elevation of the anchor block substrate is +198.0 m. And the outer contour structures of the front toe, the rear toe and the downstream side surface of the anchor block are formed by utilizing foundation pit excavation slopes under the elevation +222 m. In order to reduce the excavation scale of the foundation pit, chamfers are arranged on the two transverse sides of the anchor block at the rear toe position of the part below the elevation +222 m. In order to enable the whole anchor to have a light and concise visual effect, the parts of the upstream side surface and the downstream side surface of the anchor block above the elevation +222m are in a space trend, and the anchor block is integrally of a structure with a small top and a large bottom, a narrow front and a wide back. The top surface of the anchor block is also used as a roadbed section of 30m and is also used as an abutment foundation of a front approach bridge and a rear approach bridge. Considering the balance anchor body transverse balance weight, the section 12m of the top surface of the upstream side anchor block is of an empty bin partition structure, and a top plate with the thickness of 1m is arranged on the empty bin partition structure. The anchor block is internally provided with a rear anchor chamber and a front and rear anchor chamber connecting channel, and a post-cast section with the width of 2.2m is arranged between the left anchor block and the right anchor block.
The cable saddle buttress is suitable for topographic conditions and adopts a structure with unequal heights in left and right. The upstream side is a thin-walled hollow structure with a thickness of 1m, and the downstream side is a solid structure. The buttress is wholly small in upper portion and big in lower portion, and the structure of preceding narrow back is wide. The distance between the theoretical I.P. point of the main cable and the top surface of the buttress is 4.17 m. The front side of each buttress is 8m in equal width from bottom to top, the height of the upstream side buttress is 22.1m, and the height of the downstream side buttress is 9.1 m.
The scattered cable saddle buttress foundation adopts a trapezoidal cushion cap structure, and the thickness of the rest foundations is 3m except that the inner side of the downstream is locally thickened to 6 m. The outer surface of the upstream side of the plane is provided with a 2m clear edge relative to the section of the bottom surface of the buttress, the outer surface of the upstream side is provided with a clear edge about 5m relative to the section of the bottom surface of the buttress, and the rest edges are formed by utilizing the foundation pit excavation slope. The upstream side substrate level +206.0m and the downstream side substrate level +219.0 m. The approach bridge pier is arranged on the buttress foundation. A post-cast section with the width of 2.2m is arranged between the buttress and the anchor block.
The front anchor chamber is a closed space formed by a side wall, a top plate and a front wall. The wall thickness of the side wall and the front wall is 0.8m, and for the convenience of construction, the top plate adopts a 2cm Q355C steel plate as a bottom die, and 28cm top plate concrete is cast on the bottom die in a cast-in-place mode. The side wall is provided with a door opening with the width of 1.5m and the height of 2.0m for inspection and maintenance. In order to avoid shrinkage and temperature cracks at the joint position of the side wall and the anchor block and the scattered cable saddle buttress during the side wall pouring construction, a post-pouring section of 2.2m is arranged along the height direction of the side wall.
The anchoring system consists of a strand anchoring connection structure and a steel strand inhaul cable system. The steel strand inhaul cable system comprises steel strands, an anchorage device, a protective cap and the like, wherein the strand anchoring connection structure comprises a pull rod, a component of the pull rod and a connector of the pull rod, the upper end of the pull rod is connected with a strand anchor head, and the other end of the pull rod is connected with the connector of a front anchor surface anchored by the steel strand inhaul cable.
The cable strand anchoring connection structure comprises two types of single cable strand anchoring units and double cable strand anchoring units. The single-strand anchoring unit is composed of 2 pull rods and single-strand connectors, and the double-strand anchoring unit is composed of 4 pull rods and double-strand connectors. Each anchor on the peak side of each main cable is provided with 23 single-strand anchoring units and 35 double-strand anchoring units.
And 15-19 standard anchoring steel strand inhaul cables are adopted corresponding to the single-strand anchoring units, and 15-37 standard anchoring steel strand inhaul cables are adopted corresponding to the double-strand anchoring units.
To further understand the detailed construction, the following is a further description of the construction method by the anchor block, the anchor room and the saddle pier.
One) anchor block construction
1) Anchor block layering and blocking
And after the construction of the anchorage foundation pit is finished, the construction of the reinforcing steel bars and the concrete of the anchor blocks can be carried out. The anchor blocks divide the construction area into 2 blocks for operation by the post-cast strip, and the anchor blocks are layered according to 4m in the height direction and have 11 layers. The construction sequence is based on the principle of block as main principle, the construction is carried out layer by layer, 2 working faces of anchor blocks are parallel and in line production, the anchor blocks adopt cantilever templates for construction
And a cooling pipe is arranged on each layer of the anchor block for temperature control, and the temperature difference between the interior of the concrete and the surface, the temperature difference between the surface of the concrete and the surrounding of the concrete and the highest temperature of the concrete are controlled so as to prevent the development of temperature cracks.
The anchor block is not provided with a template at the part below the elevation 222.0m, a soil mould is adopted, and the excavation size of the anchor block foundation pit is the size of the anchor block, so that the excavation size needs to be strictly controlled in the excavation process of the foundation pit.
Constructing the anchor block by adopting cantilever formworks at the part above the elevation 222.0m, wherein the height of the formworks is 4.65m, the pouring height is 4m, and the panel is a domestic plate with the thickness of 21 mm; the vertical back ridges adopt woodwork H-beams with the cross section size of 80x200, and the average distance does not exceed 280 mm; the horizontal back edge adopts a double No. 14 channel steel back edge, and the longitudinal maximum distance is 1200 mm.
2) Post-cast strip construction
And the post-cast strip is 2.2m in width, after the shrinkage and creep of the anchor block concrete which is cast first reach the design requirement, the post-cast strip steel bars are bound, the template is installed, and then the post-cast strip concrete is cast and maintained.
When the anchor blocks are poured, the side template of the post-cast strip adopts a quick and easy closing net, and when the post-cast strip is poured, the template adopts all wood templates of the anchor block external mold. The panel is a domestic plate with the thickness of 21 mm; the vertical back ridges adopt woodwork H-beams with the cross section size of 80x200, and the average distance does not exceed 280 mm; the horizontal back arris adopts two 14 channel-section steel back arriss, and the direction of height is 1200mm to the biggest interval, and the stupefied horizontal direction of single track back sets up 3C 20's interior pull rods, adopts the form of interior drawing external stay to fix. The post-cast section of the anchor block is cast twice, a template does not need to be erected below +222.0 elevation, the anchor block is directly cast, the template is erected above +222.0 elevation and is cast and formed at one time, and a certain amount of 75 angle steel or C32 steel bars are pre-embedded when the bottom layer is cast and are used for diagonal pulling reinforcement in the upper-layer template.
In order to facilitate the construction of the post-cast strip, two steel plate embedded parts are embedded at the positions which are 0.5m away from the edges of the two sides of the post-cast strip, one side of each steel plate embedded part is embedded, the levels are arranged at intervals of 2m, triangular brackets are installed on the embedded parts at the later stage, a section steel platform is erected, and a scaffold is erected on the platform and used as an operation platform during the construction of the post-cast strip. The triangular bracket is made of double 10 channel steel, and the section steel distribution beam is made of 20I-steel.
3) Rear anchor chamber and anchor chamber channel
Rear anchor chamber: the rear anchor chamber is used as a space for cable force monitoring in the main cable strand tensioning construction and the use process of a suspension bridge, a full-hall disc buckling type steel pipe support is adopted in the rear anchor face construction, the support interval is 60 multiplied by 90cm, a fastener type steel pipe support and a disc buckling support are additionally arranged on the disc buckling support to jointly support a formwork system, and a rear anchor face working step formwork is fixed by adopting braces, so that the formwork is prevented from deforming and shifting under the impact of concrete and the construction quality is prevented from being influenced.
An anchor chamber channel: the channel of the anchor chamber after bridging is the only channel from the front anchor chamber to the rear anchor chamber, the width of the channel is 1.5m, and the height of the channel is 1.6 m. The left anchor chamber and the right anchor chamber are respectively provided with a side wall channel. The side wall channel is constructed by adopting a disc buckling support, the support main body adopts a disc buckling support with the diameter of 60 multiplied by 3.2mm, the transverse spacing is 0.6m, the longitudinal spacing is 0.9m, and the support inclined rod adopts a steel pipe with the diameter of 48 multiplied by 2.5mm and is connected and fixed with the support upright rod through a fastener. The bracket comprises a bamboo plywood with the thickness of 15mm, a square wood with the thickness of 10 multiplied by 10cm, I10I-steel and a disc buckle bracket from top to bottom in sequence. And integrally pouring the side wall channel pedestrian steps and the anchor blocks. In order to facilitate steel pipe support, the sidewalk steps of the side wall channel can be built in layers according to the on-site pouring height, large steps are firstly built, and small steps are built at the later stage. The template is fixed by adopting a brace and a steel pipe top support, and the handrail embedded part is embedded and fixed according to the design structure and the position before concrete pouring.
4) Construction of anchor block cavity
The left anchor block is provided with four cavities, a full hall disc buckling type steel pipe support is adopted in construction, the support interval is 60 multiplied by 90cm, and a fastener type steel pipe support and a disc buckling support are additionally arranged on the disc buckling type support to jointly support a template system.
5) Anchoring system construction
The anchoring system consists of a strand anchoring connection structure and a steel strand inhaul cable system. The steel strand inhaul cable system comprises steel strands, an anchorage device, a protective cap and the like, the cable strand anchoring connection structure comprises a pull rod, a cable strand anchor head and a connector, the upper end of the pull rod is connected with the cable strand anchor head, and the other end of the pull rod is connected with the connector anchored on the front anchor face by the steel strand inhaul cable.
The cable strand anchoring connection structure comprises two types of single cable strand anchoring units and double cable strand anchoring units. The single-strand anchoring unit is composed of 2 pull rods and single-strand connectors, and the double-strand anchoring unit is composed of 4 pull rods and double-strand connectors. Each anchor on the peak side of each main cable is provided with 25 single-strand anchoring units and 35 double-strand anchoring units. And 15-19 standard anchoring steel strand inhaul cables are adopted corresponding to the single-strand anchoring units, and 15-37 standard anchoring steel strand inhaul cables are adopted corresponding to the double-strand anchoring units.
The key points of the anchor block construction process are as follows:
1) foundation pit detection
And (3) excavating the anchor block design base (namely elevation +198.0m) and the front pier foundation design base (namely elevation +206.0m and +219.0m) by 30cm beyond the contact surface of the bases, and immediately pouring a concrete cushion to protect the bearing surface of the bases and the foundation and adjust the flatness of the bases.
Blasting excavation is forbidden in a reserved layer 50cm away from a foundation surface so as to avoid influencing the strength of the foundation. And the strength and the flatness of the foundation surface are ensured by adopting mechanical excavation and manual finishing. The flatness height difference of the foundation pit base is between +5cm and-15 cm.
And preparing a foundation in-situ bearing capacity test and a friction coefficient test above 50cm of a foundation building surface. When the distance between the test pits and the foundation surface is 50cm, a plurality of test pits (to the foundation surface) are locally and quickly excavated, and a foundation in-situ bearing capacity test and a friction coefficient test are immediately carried out to shorten the exposure time of the foundation. And after the test is finished, immediately sending the test result to a design unit according to a program, and determining the final elevation of the foundation surface by the design unit.
2) Casting anchor block cushion layer
And after the foundation pit is excavated, a concrete cushion needs to be poured immediately to protect the foundation of the bearing surface of the substrate. The cushion layer is made of C20 concrete, and the thickness of the cushion layer is 30cm, and the total thickness is 314.7m 3.
When the cushion layer is poured, no accumulated water is left on a foundation surface, loose rock soil is removed, dust is blown off, and cushion layer concrete is tightly occluded with the foundation surface. And pouring the cushion concrete by adopting a pump truck and manually vibrating. And after the concrete of the cushion layer is poured, the construction of each layer of concrete of the anchor block is started.
Second) scattered cable saddle buttress and foundation construction method
1) Cable saddle buttress and foundation layering
A post-cast section with the width of 2.2m is arranged between the buttress and the anchor block; the buttress foundation is divided into 2 blocks horizontally, and a post-cast section with the width of 2.2m is arranged in the middle; the left buttress foundation is 1 layer, and the casting thickness is 3.0 m; the right branch pier foundation is divided into 3 layers, and the pouring thickness is 4.28m +3.6m +3.0 m; the left buttress is divided into 6 layers, and the pouring thickness is 3.0m +4.0m multiplied by 4+3.125 m; the right branch pier is divided into 3 layers, and the casting thickness is 4.0m multiplied by 2+1.125 m.
2) Cable saddle buttress and basic template system
The buttress foundation is formed by pouring wooden templates in a layered mode, and a buttress body is constructed by using cantilever templates and is provided with anchor block cantilever templates. The loose cable saddle buttress foundation adopts a wood template. The anchor block, the scattered cable saddle buttress and the side wall template adopt cantilever templates, the panel adopts a domestic high-quality wood board, and the cantilever template mainly comprises a template, a cantilever frame, a main back ridge, an inclined strut, a fine adjustment device, a stress tripod, a hanging platform and an embedded part system. Two supports are used as a unit block. In the single template, the plywood and the vertical rib (the H-shaped beam) are connected by adopting self-tapping screws and floor nails, the vertical rib and the transverse rib (the double-channel steel back edge) are connected by adopting a connecting claw, and two lifting hooks are symmetrically arranged on two sides of the vertical rib.
The main points of the scattered cable saddle buttress and the foundation construction process are as follows:
1) bedding pouring
And after the foundation pit is excavated, a concrete cushion needs to be poured immediately to protect the foundation of the bearing surface of the substrate. C20 concrete is adopted as the cushion layer, the thickness of the cushion layer is 30cm, and the total thickness is 261.9m 3.
When the cushion layer is poured, the foundation surface is required to be free of accumulated water, loose rock soil is removed, dust is blown off, and cushion layer concrete is tightly occluded with the foundation surface. The cushion concrete is poured and manually vibrated by adopting the form of a ground pump and a material distributor. And after the concrete pouring of the cushion layer is finished, the construction of concrete of each layer of the cable saddle buttress is started.
2) Cable saddle buttress and foundation reinforcement engineering
The buttress and the foundation steel bar are processed and manufactured in a centralized steel bar processing plant. The material requirement, the steel bar joint requirement, the steel bar acceptance requirement, the steel bar processing and transportation, the steel bar installation construction process and the anchor block steel bar engineering construction.
After the stiff skeleton is used for positioning and reinforcing in construction, the angular points of the stiff skeleton are measured, and the steel bar purlins are added outside the side faces to be used as frames for accurately positioning the main steel bars of the buttress.
Hoisting the steel bar to be connected in place, recovering the protective cap, screwing one end with the connecting sleeve into the steel bar to be connected, and screwing the steel bar joint by using a pipe wrench to reach the specified thread length.
After the main reinforcements are connected by the straight threaded joints, each layer of stirrups is bound from bottom to top, and the straight parts of the stirrups and the cross points of the vertical reinforcements can be firmly bound by one stirrup at every other. And binding the height according to the concrete pouring height every time.
3) Cable saddle buttress and foundation formwork engineering
The buttress foundation is formed by pouring wood formers in layers, and the buttress body is constructed by using cantilever wood formers.
(a) Template design
The casting height of the standard segment of the cable saddle is 4m, the configuration height of the template is 4.88m, the lower bag is 10cm, and the panel is a domestic plate with the thickness of 21 mm; the vertical back ridges adopt woodwork H-beams with the cross section size of 80x200, and the average distance does not exceed 280 mm; the horizontal back edge adopts a double No. 14 channel steel back edge, and the longitudinal maximum distance is 1200 mm.
(b) Formwork construction
When the first section of buttress is under construction, adopt the plane template construction, pre-buried awl of climbing, installation hoisting platform and support body during the construction of second section, later promote support body and template, the circulation construction.
(c) Formwork support frame
The left loose cable saddle buttress is provided with three empty bins, and an empty bin internal mold is constructed by adopting a 15mm thick bamboo plywood, 10 multiplied by 10cm square timber and a disc buckle support system. The supports are provided with vertical cross braces at the periphery according to the transverse distance of 60cm, the longitudinal distance of 90cm and the step distance of 100cm of cross bars, the top openings of the supports are provided with horizontal cross braces, and cross brace steel pipes are adopted
The steel pipe is fixed with the support upright stanchion by a fastener. The internal molds on the two sides of the internal bin are supported and supported by steel pipes, and the intervals are arranged at intervals of the steel pipe columns with the same diameter.
4) Dispersed cable saddle buttress and foundation concrete engineering
Dispersed cable saddle buttress and foundation construction attention items
5.1 before construction, carrying out a concrete mixing ratio test to ensure that the fluidity, the workability, the pumping performance and the like of the concrete meet the requirements;
5.2 blasting excavation is forbidden in the reserve layer 50cm away from the building base plane in scattered cable saddle buttress foundation ditch, in order to avoid influencing foundation intensity, need adopt mechanical excavation cooperation manual trimming.
5.3 the flatness height difference of the foundation pit base of the support pier of the scattered cable saddle is controlled between +5cm and-15 cm.
5.4 the connection surfaces of the concretes poured on each layer of the pier body of the buttress are required to be straight and smooth, and the platforms cannot be staggered. The buttress body template mainly adopts the following measures: firstly, a double-sided adhesive tape is pasted on a template concrete pre-pouring line, the bottom elevation of the double-sided adhesive tape is a pouring line, the bottom opening of the double-sided adhesive tape is used for controlling during concrete pouring, the part exceeding the bottom opening of the double-sided adhesive tape is manually removed, and the indirect seams of each layer of the anchor block can be straightened. Secondly, a pull rod is arranged at a position close to the bottom opening of the formwork during formwork design of the pier body of the pier, the position of the pull rod is as close as possible to the bottom opening of the formwork during the design, the bottom opening of the formwork is locked by tensioning the pull rod after the formwork is installed, and meanwhile, the bottom opening formwork is still adhered by double faced adhesive tape, so that the possibility of slab staggering or slurry leakage of a joint is reduced.
5.5 the concrete is vibrated compactly, and the construction joints are all subjected to chiseling, deoiling and cleaning treatment so as to ensure the combination of new and old concrete. The color of the concrete should be consistent, and the surface should be smooth and clean without greasy dirt, honeycomb, pitted surface and shrinkage crack. Cutting off and grinding flat the embedded parts for construction after the buttress construction is finished;
5.6 Each section of the poured concrete requires the treatment of each joint face to be neat and clean without staggering the concrete.
5.7 the inclination error of the buttress wall body is not more than 1/3000 of the pier height and not more than 14 mm. The allowable deviation of the axis offset is ± 10 mm. The other part sizes have a precision of 1/1000 and the detail sizes have a precision of 1/1000.
5.8 the buttress adopts condenser tube to cool down, and the concrete arrangement form sees bulky concrete temperature control scheme, pays attention to heat preservation and health preserving, prevents to produce temperature and shrink crack because of the heat of hydration is too high.
5.9 all the stirrups in the buttress must be welded to form a closed hoop. When the main reinforcement is interfered with the stiff skeleton and the embedded part, the main reinforcement can be locally shifted and adjusted under the condition of meeting the design requirement.
5.10 if the concrete needs to be poured or vibrated, the space between the steel bars can be properly adjusted. If the spatial position of the steel bars conflicts in the construction, the arrangement of the steel bars can be properly adjusted, but the net protective layer thickness of the steel bars and the uniform spacing of the main steel bars of the buttress are ensured.
5.11 the steel bar purlin is the concrete measure of controlling the main bar plane position, guaranteeing the formwork installation and the steel bar protection layer.
5.12 when the frame body is lifted, the lifting is stable and slow, the frame body is locked in time after reaching the designed position, and the abnormal frame body is called to stop in time.
And 5.13 after the template is used, cleaning the template in time, and brushing a release agent. The turnover frequency of the template is more, the flatness of the panel of the template is required to be checked after the template is removed, and the template is adjusted or replaced in time when the panel is deformed greatly or damaged.
5.14 during high altitude construction, notice fire prevention, anticreep, prevent falling, install fire extinguisher and water tank on the support body, switch all sets up tertiary effective earth-leakage protector. The safety net and the platform plate should be regularly checked, and the safety net and the platform plate should be timely replaced when being damaged.
5.15 the elevation of the main vertical rod of the frame body and the elevation of the bottom of the embedded part are strictly controlled, and the main vertical rod and the embedded part are kept on the same horizontal plane.
5.16 the load on the operation platform including equipment, material and traffic remains evenly distributed.
5.17 keep the clean of support body main upright pole, ensure that the template can be through effectively adjusting.
And 5.18, timely reinforcing the main upright rod of the frame body in the process of turning and lifting the template.
5.19 before correcting deviation, carefully analyzing the deviation or rotation reason, taking corresponding measures, and in the deviation correcting process, paying attention to the deviation change condition of the observation platform laser target, slowly correcting deviation and not correcting too fast.
5.20 the lower part of the frame upright post in the direction opposite to the deviation tightly pushes the pulley against the wall surface by using an adjusting screw rod.
5.21 oils containing corrosive pigments such as used oils, power oils and vegetable oils are strictly prohibited as mold release agents.
5.22 after the pouring of the concrete of the buttress foundation and each layer of the pier body is finished, the template can play a good heat preservation effect in the initial curing stage of the concrete, so the template removal time of the concrete must be strictly limited. The form removal time of the buttress concrete can be prolonged due to the permission of field conditions, the form can be removed when the form needs to be recycled, but the form counter-pull rod can be loosened when the concrete strength reaches more than 2.5MPa, so that the maintenance of the surrounding concrete is facilitated.
Third) front side wall construction method
The front side wall is a closed space formed by the side wall, the top plate and the front wall. The wall thickness of the side wall and the front wall is 0.8m, so that construction is convenient, and meanwhile the waterproofness and the durability in the operation stage are guaranteed, the top plate adopts a 2cm Q345C steel plate as a bottom die, and 28cm concrete is cast on the bottom die in a cast-in-place mode. C40 concrete is adopted by the side wall, the top plate and the front wall, and C40 compensation shrinkage concrete is adopted by the post-cast section of the side wall.
Layering the front side wall: 1) the side walls are layered corresponding to the cable saddle buttress and are poured together with the cable saddle buttress for ensuring the overall attractiveness of the anchorage. The standard section height of the side wall is 4m, and the side wall is provided with a post-cast strip side wall with the width of 2.2 m. 2) The front wall of the front wall is 6.08m in length, and the front wall is poured for 2 times, and half of the front wall is poured each time. 3) And a top plate of the top plate adopts a 2cm Q345C steel plate as a bottom die, and 28cm concrete is cast on the top plate in a cast-in-place mode once after the steel structure is installed.
The overall construction sequence is as follows: the front side wall has more related structures, and meanwhile, the front side wall and the upper structure are installed in a crossed mode, so that the construction sequence of each structure of the front side wall must be strictly controlled. The overall construction sequence of the front side wall is as follows: part of side wall construction (1 st, 2 nd, 3 rd and 4 th layers) → main bridge superstructure installation and second stage load construction completion → remaining side wall construction (5 th layer) → post-cast strip construction → front wall construction → roof construction.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any way, and any simple modification, equivalent change and modification made to the above embodiment according to the technical spirit of the present invention are still within the scope of the technical solution of the present invention.
Claims (10)
1. The utility model provides a gravity type anchorage structure on loose cable saddle buttress basis and approach bridge basis which characterized in that includes:
an anchor block;
the cable saddle buttress is arranged on the anchor block, and an approach bridge pier is arranged on the cable saddle buttress;
and the side wall is arranged on the anchor block.
2. The gravity type anchorage structure form and the construction method according to claim 1,
the cable saddle buttress comprises a buttress foundation and a buttress, wherein the buttress is arranged above the buttress foundation, and the approach bridge pier is arranged on the buttress foundation.
3. A gravity type anchorage structure according to claim 2,
the gravity type anchorage structure comprises a left-amplitude anchorage and a right-amplitude anchorage, wherein the buttress foundation of the left-amplitude anchorage is a first layer, the buttress foundation of the right-amplitude anchorage is a third layer,
the buttress of the left anchor is six layers, and the buttress of the right anchor is three layers;
the side wall of the left anchor is five layers, and the side wall of the right anchor is six layers.
4. A gravity type anchorage structure according to claim 1,
the upstream side of the cable saddle buttress is of a thin-wall hollow structure, and the downstream side of the cable saddle buttress is of a solid structure;
the anchor block is 11 layers.
5. A construction method of a gravity type anchorage structure taking a cable saddle buttress foundation as an approach bridge foundation is characterized by comprising the following steps:
step 1: a substrate treatment drainage system;
step 2: pouring a cushion layer;
and step 3: layering and blocking to pour anchor blocks, cable saddle buttress blocks and foundations thereof;
and 4, step 4: pouring the post-cast strip;
and 5: and constructing the cable saddle buttress and the side wall.
6. The construction method according to claim 5,
and 2, digging 30cm over the contact surface of the substrate, and immediately pouring a concrete cushion to protect the foundation of the bearing surface of the substrate and adjust the flatness of the substrate.
7. The construction method according to claim 5,
and 3, in the processes of layering and block pouring of the anchor blocks, the cable saddle buttress and the foundation concrete, introducing water for cooling in time to control the temperature difference between the interior and the surface of the concrete, the temperature difference between the surface and the periphery and the highest temperature of the concrete so as to prevent the development of temperature cracks, and implementing temperature monitoring in the process of pouring the concrete.
8. The construction method according to claim 7,
and carrying out secondary cooling on the anchor block, the cable saddle buttress and the foundation concrete thereof so as to reach the final temperature required by the design.
9. The construction method according to claim 5,
and constructing a waterproof layer around the gravity type anchorage structure.
10. The construction method according to claim 5,
chiseling the contact surface of the foundation before the construction of the pier body of the cable saddle buttress, and controlling the chiseling time of concrete and the strength of the concrete during chiseling: if manual chiseling is adopted, the strength of the concrete cannot be reduced by 2.5Mpa during chiseling, and the chiseling operation is carried out two days after the concrete is finally set; if mechanical equipment is adopted for chiseling, chiseling operation needs to be carried out four days after the final setting of concrete, the strength of the concrete is not lower than 10Mpa, and a high-pressure air gun is used for removing the chiseled loose concrete after chiseling;
the concrete surface after the chiseling is finished should uniformly expose the concrete coarse aggregate, and there should be no area without coarse aggregate and only mortar.
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| CN113585236A (en) * | 2021-07-14 | 2021-11-02 | 中铁大桥勘测设计院集团有限公司 | Deep foundation pit anchorage and construction method |
| CN114032767A (en) * | 2021-11-25 | 2022-02-11 | 四川省公路规划勘察设计研究院有限公司 | Suspension bridge gravity type anchorage and construction method thereof |
| CN114855615A (en) * | 2022-06-21 | 2022-08-05 | 贵州路桥集团有限公司 | Bank anchorage and construction process thereof |
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