CN111041991A - Abutment construction method - Google Patents
Abutment construction method Download PDFInfo
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- CN111041991A CN111041991A CN201911303484.6A CN201911303484A CN111041991A CN 111041991 A CN111041991 A CN 111041991A CN 201911303484 A CN201911303484 A CN 201911303484A CN 111041991 A CN111041991 A CN 111041991A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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Abstract
The invention relates to the technical field of bridge engineering, in particular to a bridge abutment construction method, aiming at solving the problems that the tunnel bottom of a bridge abutment entering a tunnel in the prior art is excavated to the bottom by one time, the excavation height is large, the construction site is large, and the slip and collapse are easily caused if the side slope is loose; pouring the bearing platform concrete at one time, and arranging gluten protecting layers on four side surfaces of the bearing platform; pouring the platform body concrete twice, wherein the first pouring height is the height of the bottom surface of the pad stone, and the second pouring is carried out to the designed elevation. The construction method has the advantages that the construction site is small, and the phenomenon of slump cannot occur in the segmental construction.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a bridge abutment construction method.
Background
At present, the abutment construction in the tunnel outlet is that the abutment enters the tunnel bottom of the tunnel and is excavated to the bottom at one time, the excavation height is large, the construction site is large, and the condition of slump can be caused if the side slope is loose, so that potential safety hazards exist.
Disclosure of Invention
Therefore, the invention aims to solve the technical problems that the tunnel bottom of the abutment entering the tunnel is excavated to the bottom at one time, the excavation height is large, the construction site is large, and the side slope is easy to collapse if loosened, so that the abutment construction method is provided.
The technical purpose of the invention is realized by the following technical scheme:
a bridge abutment construction method comprises the following steps:
s1, cleaning up the adverse slope dangerous stones on the outer side of the tunnel, and then carrying out plain spraying on the dangerous stones to seal the dangerous stones with C25 concrete, wherein the spraying thickness is 8 cm;
s2, performing anchor spraying support on the side slope on the outer side of the tunnel from top to bottom, wherein the anchor rods are mortar anchor rods with the diameter of 22mm, the length of the mortar anchor rods is 4.5m, the spacing and the row spacing are 0.8m multiplied by 0.8m, reinforcing steel bars with the diameter of 8mm are used for manufacturing reinforcing steel bar nets, the grid spacing of the reinforcing steel bar nets is 20cm multiplied by 20cm, the reinforcing steel bar nets are connected to the mortar anchor rods, C25 concrete is sprayed on the reinforcing steel bar nets, and the thickness of the sprayed concrete is 15 cm;
s3, a row of foot-locking anchor pipes with the diameter of 42mm multiplied by 3.5mm is manufactured on the two lining parts on the two sides of the bridge abutment and the abutment front beam groove, the length of the foot-locking anchor pipes is 4m, the longitudinal distance between the foot-locking anchor pipes is 0.8m, the distance between the contact part of the foot-locking anchor pipes and the side surface of the tunnel and the bottom surface of the ditch is 0.3m, anchor backing plates are manufactured, and an included angle of 10-15 degrees is formed between the foot-locking anchor pipes and the horizontal line;
s4, adding steel pipe cross beams with the diameter of 140mm to the left side wall and the right side wall of the secondary lining of the tunnel for temporary support, wherein the longitudinal distance between the steel pipes is 1.0 m; two ends of the steel pipe are respectively supported on the left wall and the right wall;
s5, digging the bottom of the tunnel: the abutment construction adopts the substep excavation in the tunnel, left side earlier back right, corresponds the rock mass left side at the abutment foundation ditch and applies earlier before the excavation and do one row of phi 42mm slip casting lock foot anchor pipe and consolidate, and slip casting lock foot anchor pipe length is 4m, the longitudinal separation between slip casting lock foot anchor pipe is 0.8m, and slip casting lock foot anchor pipe becomes 45 degrees contained angles with water flat line to apply and do the anchor backing plate, the slip casting thick liquid adopts the weight ratio to be 1: 1, grouting pressure of cement slurry is 0.5-2.0 Mpa, the excavation height of each layer is not more than 1m, C35 reinforced concrete with side wall micro-expansion and shrinkage compensation performance is poured in time after excavation, the pouring thickness is 79cm, the circumferential main ribs are HRB phi 20mm reinforced bars, the distance between adjacent circumferential main ribs is 25cm, the longitudinal reinforced bars are HRB phi 12mm reinforced bars, the distance between adjacent longitudinal reinforced bars is 25cm, the thickness of a protective layer is 6cm, connecting ribs with the length not less than 50cm are reserved, and the template adopts a combined steel template until the side is excavated to the bottom of a bearing platform; then, constructing the abutment on the other side by adopting the same excavation method; when a foundation pit on the left side is excavated, temporarily excavating a side slope on the right side, wherein the slope is not less than 1:0.5, and if the side slope is unstable, adopting anchor-spraying support; the width of a protection platform of the second lining side wall on the right side is not less than 1m, and the right side of the foundation pit is excavated by slope placement; excavating a foundation trench by adopting a breaking hammer;
s6, construction of the hole digging pile: the hole digging pile adopts a concrete retaining wall excavation scheme, excavation is carried out in sections, one section of support is excavated, the wall of the hole is supported by reinforced concrete retaining walls, construction is carried out by selecting 1m step pitch, the retaining wall concrete adopts C20 concrete, the concrete is intensively mixed, the thickness of the retaining wall is 15cm, main reinforcements in the retaining wall adopt HRB phi 12mm reinforcing steel bars, the distance between every two adjacent main reinforcements is 25cm, spiral stirrups are phi 8mm smooth-faced reinforcing steel bars, the distance between the spiral stirrups is 30cm, a retaining wall concrete template can be removed after the concrete pouring is finished for 24h, in order to shorten the template removal time, an early strength agent and a water reducing agent are added into a retaining wall concrete mixture, and when the excavation is 0.3m from the designed elevation of a substrate, manual bottom cleaning is adopted so as to avoid damaging the original natural substrate; after excavating to a designed elevation, putting a reinforcement cage, and pouring concrete; after the pile foundation construction is finished, detecting the integrity of the pile by adopting an ultrasonic non-damage method or a dynamic measurement method;
s7, construction of a bearing platform and a platform body: the template adopts a combined steel template, concrete is intensively mixed and transported, a chute is arranged in the template, concrete of a bearing platform is poured at one time, and HRB phi 12mm gluten protecting ribs with the intervals of 12cm are arranged on four side surfaces of the bearing platform; pouring the platform body concrete twice, wherein the first pouring height is the height of the bottom surface of the pad stone, and the second pouring is carried out to the designed elevation.
Optionally, the bridge abutment comprises a bearing platform, a platform body is arranged above the bearing platform, and the platform body is rotatably connected with the bearing platform through a connecting piece;
the connecting piece comprises a plurality of lap joint ribs, the lap joint ribs are uniformly distributed along the length direction of the bearing platform at intervals and are positioned in the middle position of the bearing platform along the width direction, the lower half part of each lap joint rib is fixed in the bearing platform, and the platform body is rotatably sleeved on the upper half part of each lap joint rib;
the outer cover of the overlap joint muscle that is located in the cushion cap is equipped with the bellows, bellows one side is equipped with embedded bar, embedded bar with bellows parallel arrangement and both outsides cover are equipped with the strengthening rib.
Optionally, one side of the corrugated pipe is provided with a grouting hole, the other side of the corrugated pipe is provided with an exhaust hole, and the grouting hole and the exhaust hole extend to the outside of the bearing platform.
Optionally, sealing rubber plugs are arranged at two ends of the corrugated pipe, and high-strength and non-shrinkage grouting materials are pressure-poured into the corrugated pipe through the grouting holes.
Optionally, the reinforcing rib is spiral or closed circular ring, and the outer diameter of the reinforcing rib is larger than the total outer diameter of the corrugated pipe and the embedded steel bar.
Optionally, the spiral reinforcing rib is a spring stirrup, and the spiral distance of the spring stirrup is adjusted according to the constraint action requirement of the lap joint of the grout anchor.
Optionally, the first half of overlap joint muscle with be equipped with between the platform body and prevent that the damaged protection device of platform body, protection device is including wrapping up in the cover and being in a plurality of layers of protective sheath and the fixed cover of first half of overlap joint muscle are established the protective cap at protective sheath top.
Optionally, the protective sleeve is at least three layers of cow felts, and the protective cap is a rubber sleeve.
Optionally, a cushion layer is clamped between the bearing platform and the platform body, and the cushion layer is paved on the lower surface of the platform body.
Optionally, the cushion layer comprises neoprene cushion blocks arranged on two sides of the lap joint rib and sponge rubber cushion blocks arranged on the outer sides of the neoprene cushion blocks.
The technical scheme of the invention has the following advantages:
1. the abutment construction method has the advantages of small construction site, no slide and collapse phenomenon in the segmental construction, and construction safety guarantee.
2. According to the bridge abutment structure, the abutment body is hinged with the bearing platform, so that the influence of an upper structure (namely the abutment body) on the pile foundation (namely the bearing platform) can be transferred, partial rotation kinetic energy is released, and the phenomenon that the pile foundation is greatly laterally moved to influence the bearing capacity of the pile foundation is avoided; because the back walls of the platform body and the bearing platform are filled with soil, the platform body and the bearing platform are hinged, and the requirements on stability can be met; the platform body is hinged with the bearing platform to avoid the problem that the integral bridge or the traditional semi-integral bridge forms a plastic hinge at the joint due to the temperature load effect, and when the upper structure is influenced by the temperature load, the energy is released at the hinged part, so that the reduction of the axial load bearing capacity can be avoided, and the lateral displacement of the bearing platform is reduced; in addition, the hinge structure further reduces the cracking of the connecting part of the bearing platform under the action of temperature load, and the durability of the bearing platform is enhanced.
3. According to the abutment structure, the protection device for preventing the abutment body from being damaged is arranged between the upper half part of the lap joint rib and the abutment body, the protection device comprises a plurality of layers of protection sleeves wrapped on the upper half part of the steel bar and a protection cap fixedly sleeved on the tops of the protection sleeves, and the protection device can prevent the end of the lap joint rib from locally damaging concrete of the abutment body.
4. According to the abutment structure, the influence of the external environment on the bearing platform can be further adjusted through the deformation generated by the chloroprene rubber cushion block and the sponge rubber cushion block filled at the hinged part of the abutment body and the bearing platform, the energy generated by part of the upper structure of the bridge can be absorbed, and the overall performance of the semi-integral seamless bridge is effectively improved.
5. According to the abutment structure, during construction, the embedded steel bars are installed in the bearing platform in advance, then the corrugated pipe is arranged in the bearing platform opposite to one side of the embedded steel bars, so that the lap joint steel bars are inserted and fixed in the corrugated pipe, the platform body is fixedly connected to the other side of the corrugated pipe, the corrugated pipe is parallel to the embedded steel bars, reinforcing ribs are sleeved on the outer side of the corrugated pipe, the effect of obliquely extruding conical wedges by transverse ribs among the lap joint steel bars can be effectively restrained, the development of longitudinal splitting cracks is prevented, corresponding transverse restraint is configured, and the lap joint length of the steel bars is reduced.
6. According to the abutment structure, grouting operation is carried out through the grouting holes, when the grouting layer is full, slurry can overflow from the exhaust holes, namely the corrugated pipe is full of slurry, the corrugated pipe is free from disturbance within twenty-four hours after grouting is completed, the exhaust holes are blocked finally, the grouting holes are blocked, and the slurry in the corrugated pipe is guaranteed to be compact.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
FIG. 1 is a schematic structural view of an abutment according to an embodiment of the present invention;
fig. 2 is a partial structural schematic view of an abutment according to an embodiment of the present invention.
Description of reference numerals:
1. a bearing platform; 11. a platform body; 2. a connecting member; 21. lapping ribs; 22. a bellows; 221. grouting holes; 222. an exhaust hole; 23. embedding reinforcing steel bars in advance; 24. reinforcing ribs; 25. sealing the rubber plug; 31. a protective sleeve; 32. a protective cap; 41. a chloroprene rubber cushion block; 42. sponge rubber cushion blocks.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like, which refer to directions or positional relationships, are used based on the directions or positional relationships shown in the drawings, and are only for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the device or element referred to must have a specific direction, be constructed and operated in a specific direction, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" as appearing herein are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless otherwise explicitly stated or limited, the terms "mounted," "connected," and "connected" should be interpreted broadly, e.g., as being fixed or detachable or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
Example 1:
an abutment structure, as shown in fig. 1, comprises a bearing platform 1, a platform body 11 is arranged above the bearing platform 1, the platform body 11 is rotatably connected with the bearing platform 1 through a connecting piece 2, and specifically, the platform body 11 is located on the top surface of the bearing platform 1. In order to reduce the restraint displacement caused by temperature load, reduce the lateral (along the width direction of the bearing platform 1) and transverse (along the length direction of the bearing platform 1) displacement of the bearing platform 1 and reduce the influence of the instantaneous displacement of the platform body 11 on the bearing platform 1, the joint of the platform body 11 and the bearing platform 1 is designed into a rotatable hinging mode, so that the influence of an upper structure (namely the platform body 11) on a pile foundation (namely the bearing platform 1) can be transferred, partial rotation kinetic energy is released, and the phenomenon that the pile foundation is greatly laterally moved to influence the bearing capacity of the pile foundation is avoided. Meanwhile, the back walls of the platform body 11 and the bearing platform 1 are filled with soil, so that the platform body 11 is hinged with the bearing platform 1, and the requirements on stability can be met. By hinging the platform body 11 with the bearing platform 1, the invention can avoid the problem that the integral bridge or the traditional semi-integral bridge forms a plastic hinge at the joint due to the temperature load effect, and when the upper structure (the platform body 11) is influenced by the temperature load, the energy is released at the hinge, thereby avoiding the reduction of the axial load bearing capacity and simultaneously reducing the lateral displacement of the bearing platform 1. In addition, the hinge structure further reduces the cracking of the joint of the bearing platform 1 under the action of temperature load, and enhances the durability of the bearing platform 1.
Wherein, as shown in fig. 1, the connecting member 2 includes a plurality of lap joint bars 21, the lap joint bars 21 are evenly arranged along the length direction of the bearing platform 1 at intervals and are located at the middle position of the bearing platform 1 along the width direction, the lower half part of the lap joint bars 21 is fixed in the bearing platform 1, and the platform body 11 is rotatably sleeved on the upper half part of the lap joint bars 21.
In addition, as shown in fig. 1, a corrugated pipe 22 is sleeved outside the lap joint rib 21 in the bearing platform 1, an embedded steel bar 23 is arranged on one side of the corrugated pipe 22, the embedded steel bar 23 is arranged in parallel with the corrugated pipe 22, and reinforcing ribs 24 are sleeved outside the embedded steel bar 23 and the corrugated pipe 22. During construction, the embedded steel bars 23 are installed in the bearing platform 1 in advance, then the corrugated pipes 22 are arranged in the bearing platform 1 opposite to one sides of the embedded steel bars 23, so that the lap joint bars 21 are inserted and fixed in the corrugated pipes 22 and fixedly connected with the platform body 11 on the other sides of the corrugated pipes 22, and the slurry anchor lap joint structure is NPC slurry anchor joint bar connection. Meanwhile, the corrugated pipe 22 and the embedded steel bars 23 are arranged in parallel, and reinforcing ribs 24 are sleeved on the outer sides of the corrugated pipe and the embedded steel bars, so that the effect of obliquely extruding conical wedges by transverse ribs among the overlapped steel bars can be effectively restrained, the development of longitudinal splitting cracks is prevented, corresponding transverse restraint is configured, and the overlapping length of the steel bars is reduced.
As shown in fig. 1 and fig. 2, the outer diameter of the reinforcing rib 24 is larger than the total outer diameter of the corrugated pipe 22 and the embedded steel bar 23 so as to facilitate the sheathing, in this embodiment, the reinforcing rib 24 is a spiral spring stirrup, and in other embodiments, the reinforcing rib 24 can also be a closed circular hoop stirrup, and the reinforcing rib 24 plays a corresponding transverse constraint on the embedded steel bar 23 and the lap joint bar 21, and can establish the influence rule of the volume hoop ratio of the spiral lap joint bar 21 on the lap joint length of the steel bars. Meanwhile, according to the constraint action requirement of the lap joint of the grout anchor, the spiral space of the adaptive spring stirrup can be adjusted, the anti-seismic performance equivalent to that of a cast-in-place shear wall is ensured, and the lap joint anchoring length of the grout anchor is shortened.
In order to fill slurry into the corrugated pipe 22, as shown in fig. 1, a grouting hole 221 is formed in one side of the corrugated pipe 22, an exhaust hole 222 is formed in the other side of the corrugated pipe, the grouting hole 221 and the exhaust hole 222 both extend out of the bearing platform 1, grouting operation is performed through the grouting hole 221, while a grouting layer is filled, slurry overflows from the exhaust hole 222, namely the corrugated pipe 22 is filled with slurry, no disturbance is caused within twenty-four hours after grouting is completed, the exhaust hole 222 is finally blocked, the grouting hole 221 is then blocked, and it is ensured that the slurry in the corrugated pipe 22 is compact.
As shown in fig. 1, the high-strength non-shrinkage grouting material is poured into the corrugated pipe 22 through the grouting holes 221 under pressure, and is a dry mixture composed of cement as a basic material, appropriate fine aggregate, a small amount of additive and other materials, and is suitable for connecting reinforcing steel bars with different diameters, so that the indirect connection of reinforcing steel bar anchoring is realized through the setting and hardening of the grouting material, and the precast concrete members are connected into a whole structure.
In order to ensure that the grouting material in the corrugated pipe 22 is compact, as shown in fig. 1, sealing rubber plugs 25 are arranged at two ends of the corrugated pipe 22, the grouting holes 221 are connected with the PVC pipe to serve as a drainage channel of the grouting material, the grouting holes 221 are obliquely arranged towards the drainage channel, and the exhaust holes 222 are obliquely arranged back to the drainage channel, so that the hole forming quality can be improved, and the grouting material is easy to install on site.
As shown in fig. 1, a protection device for preventing the platform body 11 from being damaged is arranged between the upper half part of the lap joint rib 21 and the platform body 11, and the protection device comprises a plurality of layers of protection sleeves 31 wrapped on the upper half part of the lap joint rib 21 and a protection cap 32 fixedly sleeved on the top of the protection sleeves 31; specifically, the protection device can avoid the end of the lap joint rib 21 from locally damaging the concrete of the platform body 11, in this embodiment of the invention, the protection cover 31 is at least three layers of cow felts, and the protection cover 32 is a rubber cover. . A soft cushion layer is arranged between the bearing platform 1 and the platform body 11 in a clamping way, and the soft cushion layer is fully paved on the lower surface of the platform body 11; the cushion layer comprises chloroprene rubber cushion blocks 41 arranged at two sides of the lapping rib 21 and sponge rubber cushion blocks 42 arranged at the outer sides of the chloroprene rubber cushion blocks 41. Specifically, the influence of the external environment on the bearing platform 1 can be further adjusted through the deformation generated by the chloroprene rubber cushion block 41 and the sponge rubber cushion block 42 filled at the hinged part of the platform body 11 and the bearing platform 1, the energy generated by the upper structure of a part of the bridge can be absorbed, and the overall performance of the semi-integral seamless bridge is effectively improved. In addition, the space between the adjacent overlapping ribs 21 is 0.3m, and the diameter of the used steel bar is larger than 22 mm.
Example 2:
a bridge abutment construction method comprises the steps of firstly, manually removing dangerous stones on a side slope on the outer side of a tunnel, temporarily supporting the side slope (back pressure, crack pouring and anchor spraying supporting), cleaning loose bodies on the side slope on the outer side of the tunnel, excavating foundation grooves (excavating to the bottom surface of a bearing platform), constructing hole digging piles, constructing the bearing platform, constructing a platform body and permanently supporting the side slope (grid anchor cables).
The specific construction method comprises the following steps:
s1, firstly cleaning up the uphill dangerous stones on the outer side of the tunnel, and then carrying out plain spraying on the dangerous stones to seal C25 concrete, wherein the spraying thickness is 8 cm;
s2, performing anchor spraying support on the side slope on the outer side of the tunnel from top to bottom, wherein the anchor rods are mortar anchor rods with the diameter of 22mm, the length of the mortar anchor rods is 4.5m, the spacing and the row spacing are 0.8m multiplied by 0.8m, reinforcing steel bars with the diameter of 8mm are used for manufacturing reinforcing steel bar nets, the grid spacing of the reinforcing steel bar nets is 20cm multiplied by 20cm, the reinforcing steel bar nets are connected to the mortar anchor rods, C25 concrete is sprayed on the reinforcing steel bar nets, and the thickness of the sprayed concrete is 15 cm;
s3, a row of foot-locking anchor pipes with the diameter of 42mm multiplied by 3.5mm is manufactured on the two lining parts on the two sides of the bridge abutment and the abutment front beam groove, the length of the foot-locking anchor pipes is 4m, the longitudinal distance between the foot-locking anchor pipes is 0.8m, the distance between the contact part of the foot-locking anchor pipes and the side surface of the tunnel and the bottom surface of the ditch is 0.3m, anchor backing plates are manufactured, and an included angle of 10-15 degrees is formed between the foot-locking anchor pipes and the horizontal line;
s4, adding steel pipe cross beams with the diameter of 140mm to the left side wall and the right side wall of the secondary lining of the tunnel for temporary support, wherein the longitudinal distance between the steel pipes is 1.0 m; two ends of the steel pipe are respectively supported on the left wall and the right wall;
s5, digging the bottom of the tunnel: abutment construction adopts the substep excavation in the tunnel, and left side back right side (towards the entrance to a cave) earlier, applies earlier before the excavation and does one row of phi 42mm slip casting lock foot anchor pipe and consolidate on abutment foundation ditch corresponding rock mass left side, slip casting lock foot anchor pipe length is 4m, the longitudinal separation between slip casting lock foot anchor pipe is 0.8m, and slip casting lock foot anchor pipe becomes 45 degrees contained angles with water flat line to apply and do the anchor backing plate, the slip casting thick liquid adopts 1: 1, cement paste (weight ratio), grouting pressure of 0.5-2.0 Mpa, excavation height of each layer is not more than 1m, C35 reinforced concrete with side wall micro-expansion and shrinkage compensation performance is poured in time after excavation, the pouring thickness is 79cm, the circumferential main ribs are HRB phi 20mm reinforced bars, the distance between adjacent circumferential main ribs is 25cm, the longitudinal reinforced bars are HRB phi 12mm reinforced bars, the distance between adjacent longitudinal reinforced bars is 25cm, the thickness of a protective layer is 6cm, stubble connecting ribs with the reserved length of not less than 50cm are reserved, and the template adopts a combined steel template until the side is excavated to the bottom of a bearing platform; then, constructing the abutment on the other side by adopting the same excavation method; when a foundation pit on the left side is excavated, temporarily excavating a side slope on the right side, wherein the slope is not less than 1:0.5, and if the side slope is unstable, adopting anchor-spraying support; the width of a protection platform of the second lining side wall on the right side is not less than 1m, and the right side of the foundation pit is excavated by slope placement; excavating a foundation trench by adopting a breaking hammer;
s6, construction of the hole digging pile: the hole digging pile adopts a concrete retaining wall excavation scheme, excavation is carried out in sections, one section of support is excavated, the wall of the hole is supported by reinforced concrete retaining walls, construction is carried out by selecting 1m step pitch, the retaining wall concrete adopts C20 concrete, the concrete is intensively mixed, the thickness of the retaining wall is 15cm, main reinforcements in the retaining wall adopt HRB phi 12mm reinforcing steel bars, the distance between every two adjacent main reinforcements is 25cm, spiral stirrups are phi 8mm smooth-faced reinforcing steel bars, the distance between the spiral stirrups is 30cm, a retaining wall concrete template can be removed after the concrete pouring is finished, in order to shorten the template removal time, early strength agents, water reducing agents and the like can be doped in the retaining wall concrete mixture, when the excavation is 0.3m from the designed elevation of a base, manual bottom cleaning is adopted, so that the original natural foundation is not damaged; after excavating to a designed elevation, putting a reinforcement cage, and pouring concrete; after the pile foundation construction is finished, detecting the integrity of the pile by adopting an ultrasonic non-damage method or a dynamic measurement method;
s7, construction of a bearing platform and a platform body: the template adopts a combined steel template, concrete is intensively mixed and transported, a chute is arranged in the template, concrete of a bearing platform is poured at one time, and HRB phi 12mm gluten protecting ribs with the intervals of 12cm are arranged on four side surfaces of the bearing platform; pouring the platform body concrete twice, wherein the first pouring height is the height of the bottom surface of the pad stone, and the second pouring is carried out to the designed elevation.
It should be understood that the above examples are only for clarity of illustration and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications therefrom are within the scope of the invention.
Claims (10)
1. A bridge abutment construction method is characterized by comprising the following steps:
s1, cleaning up the adverse slope dangerous stones on the outer side of the tunnel, and then carrying out plain spraying on the dangerous stones to seal the dangerous stones with C25 concrete, wherein the spraying thickness is 8 cm;
s2, performing anchor spraying support on the side slope on the outer side of the tunnel from top to bottom, wherein the anchor rods are mortar anchor rods with the diameter of 22mm, the length of the mortar anchor rods is 4.5m, the spacing and the row spacing are 0.8m multiplied by 0.8m, reinforcing steel bars with the diameter of 8mm are used for manufacturing reinforcing steel bar nets, the grid spacing of the reinforcing steel bar nets is 20cm multiplied by 20cm, the reinforcing steel bar nets are connected to the mortar anchor rods, C25 concrete is sprayed on the reinforcing steel bar nets, and the thickness of the sprayed concrete is 15 cm;
s3, a row of foot-locking anchor pipes with the diameter of 42mm multiplied by 3.5mm is manufactured on the two lining parts on the two sides of the bridge abutment and the abutment front beam groove, the length of the foot-locking anchor pipes is 4m, the longitudinal distance between the foot-locking anchor pipes is 0.8m, the distance between the contact part of the foot-locking anchor pipes and the side surface of the tunnel and the bottom surface of the ditch is 0.3m, anchor backing plates are manufactured, and an included angle of 10-15 degrees is formed between the foot-locking anchor pipes and the horizontal line;
s4, adding steel pipe cross beams with the diameter of 140mm to the left side wall and the right side wall of the secondary lining of the tunnel for temporary support, wherein the longitudinal distance between the steel pipes is 1.0 m; two ends of the steel pipe are respectively supported on the left wall and the right wall;
s5, digging the bottom of the tunnel: the abutment construction adopts the substep excavation in the tunnel, left side earlier back right, corresponds the rock mass left side at the abutment foundation ditch and applies earlier before the excavation and do one row of phi 42mm slip casting lock foot anchor pipe and consolidate, and slip casting lock foot anchor pipe length is 4m, the longitudinal separation between slip casting lock foot anchor pipe is 0.8m, and slip casting lock foot anchor pipe becomes 45 degrees contained angles with water flat line to apply and do the anchor backing plate, the slip casting thick liquid adopts the weight ratio to be 1: 1, grouting pressure of cement slurry is 0.5-2.0 Mpa, the excavation height of each layer is not more than 1m, C35 reinforced concrete with side wall micro-expansion and shrinkage compensation performance is poured in time after excavation, the pouring thickness is 79cm, the circumferential main ribs are HRB phi 20mm reinforced bars, the distance between adjacent circumferential main ribs is 25cm, the longitudinal reinforced bars are HRB phi 12mm reinforced bars, the distance between adjacent longitudinal reinforced bars is 25cm, the thickness of a protective layer is 6cm, connecting ribs with the length not less than 50cm are reserved, and the template adopts a combined steel template until the side is excavated to the bottom of a bearing platform; then, constructing the abutment on the other side by adopting the same excavation method; when a foundation pit on the left side is excavated, temporarily excavating a side slope on the right side, wherein the slope is not less than 1:0.5, and if the side slope is unstable, adopting anchor-spraying support; the width of a protection platform of the second lining side wall on the right side is not less than 1m, and the right side of the foundation pit is excavated by slope placement; excavating a foundation trench by adopting a breaking hammer;
s6, construction of the hole digging pile: the hole digging pile adopts a concrete retaining wall excavation scheme, excavation is carried out in sections, one section of support is excavated, the wall of the hole is supported by reinforced concrete retaining walls, construction is carried out by selecting 1m step pitch, the retaining wall concrete adopts C20 concrete, the concrete is intensively mixed, the thickness of the retaining wall is 15cm, main reinforcements in the retaining wall adopt HRB phi 12mm reinforcing steel bars, the distance between every two adjacent main reinforcements is 25cm, spiral stirrups are phi 8mm smooth-faced reinforcing steel bars, the distance between the spiral stirrups is 30cm, a retaining wall concrete template can be removed after the concrete pouring is finished for 24h, in order to shorten the template removal time, an early strength agent and a water reducing agent are added into a retaining wall concrete mixture, and when the excavation is 0.3m from the designed elevation of a substrate, manual bottom cleaning is adopted so as to avoid damaging the original natural substrate; after excavating to a designed elevation, putting a reinforcement cage, and pouring concrete; after the pile foundation construction is finished, detecting the integrity of the pile by adopting an ultrasonic non-damage method or a dynamic measurement method;
s7, construction of a bearing platform and a platform body: the template adopts a combined steel template, concrete is intensively mixed and transported, a chute is arranged in the template, concrete of a bearing platform is poured at one time, and HRB phi 12mm gluten protecting ribs with the intervals of 12cm are arranged on four side surfaces of the bearing platform; pouring the platform body concrete twice, wherein the first pouring height is the height of the bottom surface of the pad stone, and the second pouring is carried out to the designed elevation.
2. The abutment construction method according to claim 1, wherein the abutment comprises a bearing platform, a platform body is arranged above the bearing platform, and the platform body is rotatably connected with the bearing platform through a connecting piece;
the connecting piece comprises a plurality of lap joint ribs, the lap joint ribs are uniformly distributed along the length direction of the bearing platform at intervals and are positioned in the middle position of the bearing platform along the width direction, the lower half part of each lap joint rib is fixed in the bearing platform, and the platform body is rotatably sleeved on the upper half part of each lap joint rib;
the outer cover of the overlap joint muscle that is located in the cushion cap is equipped with the bellows, bellows one side is equipped with embedded bar, embedded bar with bellows parallel arrangement and both outsides cover are equipped with the strengthening rib.
3. The abutment construction method according to claim 2, wherein the corrugated pipe is provided with a grouting hole at one side thereof and an exhaust hole at the other side thereof, and the grouting hole and the exhaust hole extend to the outside of the bearing platform.
4. The abutment construction method according to claim 3, wherein sealing rubber plugs are provided at both ends of the corrugated pipe, and a high-strength non-shrink grouting material is pressure-poured into the corrugated pipe through grouting holes.
5. The abutment construction method according to claim 2, wherein the reinforcing rib is spiral or closed circular, and the outer diameter of the reinforcing rib is larger than the total outer diameter of the corrugated pipe and the embedded steel bars.
6. The abutment construction method according to claim 5, wherein the spiral reinforcing rib is a spring stirrup, and the spiral pitch of the spring stirrup is adjusted according to the constraint action requirement of the joint of the grout anchor.
7. The abutment construction method according to claim 2, wherein a protection device for preventing the abutment body from being damaged is arranged between the upper half part of the lap joint rib and the abutment body, and the protection device comprises a plurality of layers of protection sleeves wrapped on the upper half part of the lap joint rib and a protection cap fixedly sleeved on the top of the protection sleeves.
8. The abutment construction method according to claim 7, wherein the protective casing is at least three layers of cow felts, and the protective cap is a rubber casing.
9. The abutment construction method according to claim 2, wherein a cushion layer is interposed between the bearing platform and the abutment body, and the cushion layer is paved on the lower surface of the abutment body.
10. The abutment construction method according to claim 9, wherein the cushion layer comprises neoprene rubber pads provided on both sides of the overlapping rib and sponge rubber pads provided on outer sides of the neoprene rubber pads.
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| CN108978450A (en) * | 2018-08-31 | 2018-12-11 | 浙江工业大学 | A kind of semi-integral bridge abutment connection structure and its construction method |
| CN209775994U (en) * | 2019-04-01 | 2019-12-13 | 江西服装学院 | High strength sculpture structure |
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| CN204551242U (en) * | 2015-04-16 | 2015-08-12 | 福州大学 | A kind of novel semi-rigid bridge abutment structure |
| CN106703815A (en) * | 2016-12-13 | 2017-05-24 | 中铁十九局集团第二工程有限公司 | Construction method of inner excavated abutment |
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