CN111794102B - Sheet pile type anchorage structure and construction method thereof - Google Patents
Sheet pile type anchorage structure and construction method thereof Download PDFInfo
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- CN111794102B CN111794102B CN202010694350.8A CN202010694350A CN111794102B CN 111794102 B CN111794102 B CN 111794102B CN 202010694350 A CN202010694350 A CN 202010694350A CN 111794102 B CN111794102 B CN 111794102B
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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
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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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
- E02D5/02—Sheet piles or sheet pile bulkheads
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
Abstract
The application relates to a sheet pile type anchorage structure and a construction method thereof. The sheet pile type anchorage structure comprises a rock-socketed foundation, an anchor chamber and a plurality of vertical sheet piles, which are integrally cast and molded; the anchor chamber is arranged above the rock-socketed foundation, and the sheet piles are arranged below the rock-socketed foundation in parallel and are positioned on one side of the rock-socketed foundation close to the bridge. During construction, firstly, a rock-socketed foundation pit is excavated, then a sheet pile groove is excavated by using a groove milling machine, then the sheet pile and the rock-socketed foundation are poured synchronously, and finally other structure construction is carried out. According to the invention, the anti-sliding and anti-overturning capabilities of the foundation are enhanced through the vertical and horizontal plate end bearing capacity and the side wall friction provided by the sheet pile, the condition of low ground surface bedrock strength can be better adapted, the material consumption of the rock-embedded anchorage and the foundation excavation scale can be greatly reduced, and the construction cost is reduced.
Description
Technical Field
The application relates to the technical field of bridge engineering, and relates to a sheet pile type anchorage structure and a construction method thereof.
Background
At present, a cable supported bridge anchorage foundation can be roughly divided into 4 structures: the combined tunnel type anchorage comprises a gravity type anchorage, a rock anchor type anchorage, a tunnel type anchorage, an anchor plug body and a prestressed rock anchor. The foundation structures differ in the engineering geological conditions to which they are applied and in the manner in which they transmit forces. The foundation form of the gravity type anchorage is mainly divided into an enlarged foundation (also called a rock-socketed foundation), an open caisson foundation, an underground diaphragm wall foundation and a composite foundation according to different engineering geological conditions.
The gravity type anchorage is usually huge in concrete volume because the pulling force of the main cable needs to be balanced by the self weight or the rock embedment force. When the bridge site is in a mountain area with a steep ground slope, large-scale mountain excavation and high slope protection are needed, the engineering difficulty is high, time and labor are wasted, the environment is damaged, and the engineering cost is high.
The gravity type rock-socketed anchorage is generally arranged in the exposed engineering geological condition of the ground bedrock, but when the exposed bedrock is soft rock, or the integrity of the bedrock is poor, or the bedrock is argillaceous sandstone and can be broken when meeting water. Often in order to ensure that the anchorage structure has sufficient anti-skidding and anti-overturning capacity, a foundation form with large concrete volume needs to be designed, and the corresponding rock excavation volume is also large. In order to reduce the scale of the foundation, a series of composite structural measures are adopted in design, such as adding a sliding-resistant stud structure and a sliding-resistant tooth sill on the base, adding a prestressed anchor cable structure behind the foundation and the like. These measures have certain requirements on the strength of the basement rock, and the ultimate compressive strength of the rock often controls the design of the scheme.
In the related art, the gravity type anchorage rock-embedding surface mostly adopts a tooth sill type structure, however, when the tooth sill is arranged to be high and the strength of a ground surface rock stratum is low, the tooth sill type foundation form is difficult to control and form during excavation, and the structure pouring and the foundation stress are affected slightly. The gravity type composite anchorage mostly adopts a column pile structure, and when the column pile structure resists horizontal shearing force, the effect is not ideal, and a shearing-resistant tooth block needs to be arranged for assistance. In order to provide a large amount of vertical bearing capacity, a plurality of column pile foundations need to be arranged, and working hours are consumed. In summary, the conventional gravity type anchorage has many disadvantages, and particularly, the applicability of the conventional gravity type anchorage is limited in the geological condition that the strength of the bedrock is not high.
Disclosure of Invention
The application provides a sheet pile type anchorage structure and a construction method thereof, and aims to solve the problems that in the related art, a column pile gravity type anchorage for a soft rock foundation needs to be provided with a shear-resistant tooth block to assist in resisting horizontal shear force, and a plurality of column pile foundations need to be arranged to provide a large amount of vertical bearing capacity, so that labor hour is consumed, and cost is high.
The sheet pile type anchorage structure comprises a rock-socketed foundation, an anchor chamber and a plurality of vertical sheet piles which are integrally cast and molded; the anchor chamber is arranged above the rock-socketed foundation, and the sheet piles are arranged below the rock-socketed foundation in parallel.
In some embodiments, the bottom of the rock-socketed foundation is provided with a horizontal supporting and blocking surface and a slope-shaped supporting and blocking surface which are vertical to and abut against the plane of the sheet pile, and the common edge of the horizontal supporting and blocking surface and the slope-shaped supporting and blocking surface is the top edge of the slope-shaped supporting and blocking surface.
In some embodiments, the anchor chamber is composed of a front anchor chamber and a buttress abutting against the front end of the front anchor chamber, the top of the socketed foundation is provided with a horizontal top surface and a front anchor surface which are adjacent to each other, the front anchor surface is higher than the horizontal top surface, the horizontal top surface and the front anchor surface of the socketed foundation abut against the bottom surface of the front anchor chamber, and the bottom surface of the buttress abuts against the horizontal top surface of the socketed foundation.
In some embodiments, the horizontal support surface, the slope-shaped support surface, the horizontal top surface and the front anchor surface are the same in width, and the horizontal top surface and the horizontal support surface of the rock-socketed foundation form a horizontal rectangular plate-shaped structure extending from the rock-socketed foundation body, namely a buttress foundation.
In some embodiments, the sheet piles are in a right-angle trapezoid plate-shaped structure, the distance c between the right-angle side edge of each sheet pile and the front side wall of the buttress foundation is not less than 1.5m, and the distance b between the outer side walls of the two outermost sheet piles and the side wall of the rock-socketed foundation is not less than the thickness t of the wall plate of each sheet pile. Preferably, the thickness t of the wall plate is not less than 0.6 m.
In some embodiments, the sheet pile is located on one side of the rock-socketed foundation near the bridge.
In some embodiments, the rock-socketed foundation is provided with a horizontal bottom surface at the same level as the bottom edge of the sheet pile, a first grouting layer is arranged on two sides of any sheet pile, and a second grouting layer is arranged on the bottom edge of the sheet pile.
In a second aspect, a construction method of a sheet pile type anchorage structure is provided, which includes the following steps:
excavating the rock-socketed foundation pit to the elevation of the bottom surface of the rock-socketed foundation;
adopting a slot milling machine for construction, mud protecting walls, and excavating the sheet piles to form slots;
simultaneously pouring sheet piles and rock-socketed foundations;
and constructing an anchor chamber above the rock-socketed foundation.
In some embodiments, post-grouting treatment of pile side soil and pile end soil is performed at a proper time after concrete pouring is finished, and grouting layers are arranged on two sides and the bottom edge of any sheet pile so as to improve the bearing capacity of the sheet pile base and the side friction resistance of the side wall.
The application provides a sheet pile formula anchorage structure, because the gravity type that compares in traditional stake structure inlays rock anchorage has bigger surface area, can bear bigger vertical load through the frictional force of sheet pile self, more can provide the frictional force resistance load of level to, consequently, compare in the gravity type of traditional stake structure and inlays rock anchorage, the sheet pile formula anchorage structure of this application can provide vertical board end bearing capacity more effectively, the level is to the frictional force of anti-shear capacity and lateral wall, with the anti ability of sliding of reinforcing basis, antidumping.
The application provides a beneficial effect that sheet pile formula anchorage structure brought includes:
(1) the sheet pile structure in sheet pile type anchorage structure provided by the application can be made into proper size and properly arranged (such as H shape, Y shape and I shape) to meet the inertia moment and bending rigidity of a certain direction of the design requirement, and the capability of bearing larger horizontal load and bending moment is improved.
(2) The application provides a sheet pile formula anchorage structure is better for soft rock or basement rock integrality, the not high condition adaptability of intensity of basement rock, can reduce the concrete square volume and the excavation square volume of anchorage structure, reduces engineering cost.
(3) According to the construction method of the sheet pile type anchorage structure, the used equipment is conventional equipment, the construction method is clear and reliable, convenient and fast, the design cost can be effectively saved, and the construction period is shortened.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic perspective view of a sheet pile type anchor structure provided in an embodiment of the present application;
fig. 2 is a schematic front view of a sheet pile type anchor structure provided in the embodiment of the present application;
fig. 3 is a schematic top view of a sheet pile type anchor structure provided in the embodiment of the present application;
fig. 4 is a schematic side view of a sheet pile type anchor structure provided in the embodiment of the present application;
FIG. 5 is a side view of the bedded foundation pit after the excavation work is completed;
FIG. 6 is a top view of the bedded foundation pit after the excavation work is completed;
fig. 7 is a side view of the sheet pile after the completion of the trenching process;
fig. 8 is a top view of the sheet pile after the completion of the trenching work;
fig. 9 is a side view of the present application after completion of a sheet pile and socketed foundation casting process;
fig. 10 is a top view of the sheet pile and socketed foundation of the present application after completion of the casting process;
FIG. 11 is a side view of the present application after completion of the construction of the anchor room above the socketed foundation;
FIG. 12 is a top view of the present application after completion of the construction of the anchor room above the socketed foundation;
in the figure: 1-rock-socketed foundation, 11-horizontal supporting surface, 12-slope-shaped supporting surface, 13-horizontal top surface, 14-front anchor surface, 15-horizontal bottom surface, 16-buttress foundation, 17-rock-socketed foundation side wall, 18-buttress foundation front side wall, 2-anchor chamber, 21-front anchor chamber, 22-buttress, 3-sheet pile, 4-first grouting layer, 5-second grouting layer, 6-sheet pile grooving, 7-foundation pit excavation surface, t-sheet pile wall thickness, a-adjacent two-sheet pile interval, b-distance between outer side wall of outermost sheet pile and rock-socketed foundation side wall, c-distance between right-angle side edge of sheet pile and buttress foundation front side wall.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, but do not indicate or imply that the referred device must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; may be directly connected or indirectly connected through an intermediate. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
It is noted that, in the present application, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
As shown in fig. 1 to 4, the embodiment of the application provides a sheet pile type anchorage structure, which comprises a rock-socketed foundation 1, an anchor chamber 2 and a plurality of vertical sheet piles 3, wherein the rock-socketed foundation 1, the anchor chamber 2 and the vertical sheet piles are integrally cast and formed; anchor room 2 is located and is inlayed rock foundation 1 top, and sheet pile 3 parallel arrangement is in inlaying rock foundation 1 below, and it can solve current sheet pile formula anchorage structure and consume man-hour, problem with high costs. The application provides a sheet pile formula anchorage structure mainly relies on the lateral wall frictional resistance of a plurality of vertical sheet piles 3 to provide anti ability that slides for the rock-socketed foundation 1, can greatly reduced like this to the requirement of rock-socketed foundation 1 support rock face compressive strength.
Specifically, the bottom of the socketed foundation 1 is provided with a horizontal supporting surface 11 and a slope-shaped supporting surface 12 which are vertical to and abut against the plane of the sheet pile 3, and the common edge of the horizontal supporting surface 11 and the slope-shaped supporting surface 12 is the top edge of the slope-shaped supporting surface 12. The slope-shaped supporting surface 12 which is vertical to the bottom of the rock-socketed foundation 1 and is abutted to the plane of the sheet pile 3 is arranged, so that the strength of the ground surface bedrock is low, if the slope-shaped supporting surface is designed into a tooth ridge-shaped foundation structure, the forming is not easy to control during excavation, and the slope-shaped supporting surface is easy to collapse in extreme weather and soil bodies such as rainstorm. Compared with the slope surface, the tooth ridge is subjected to larger horizontal stress, and in order to reduce the stress of the supporting and retaining surface and prevent the soil body from being damaged by displacement, the scale of the foundation needs to be increased to increase frictional resistance and overcome horizontal tension. And the slope-shaped surface is more convenient for the construction of the sheet pile 3 and the transportation of earthwork. And calculating the slope of the slope surface, and comprehensively determining the comprehensive base stress, the lateral stress of the bedrock and the anti-slip coefficient.
Specifically, the anchor chamber 2 is composed of a front anchor chamber 21 and a buttress 22 abutting against the front end of the front anchor chamber 21, the top of the socketed foundation 1 is provided with a horizontal top surface 13 and a front anchor surface 14 which are adjacent to each other, the front anchor surface 14 is higher than the horizontal top surface 13, the horizontal top surface 13 and the front anchor surface 14 of the socketed foundation 1 both abut against the bottom surface of the front anchor chamber 21, and the bottom surface of the buttress 22 abuts against the horizontal top surface 13 of the socketed foundation 1.
The front anchor chamber 21 of the anchor chamber 2 is a hollow structure consisting of an outer wall and a top plate, an anchoring system is arranged in the inner cavity of the front anchor chamber, and a cable saddle is arranged on the buttress 22.
Preferably, two or more anchor chambers 2 are provided above the socketed foundation 1.
Specifically, the horizontal supporting and stopping surface 11, the slope-shaped supporting and stopping surface 12, the horizontal top surface 13 and the front anchor surface 14 are the same in width, and the horizontal top surface 13 and the horizontal supporting and stopping surface 11 of the rock-socketed foundation 1 form a horizontal rectangular plate-shaped structure, namely a buttress foundation 16, extending out of the main body of the rock-socketed foundation 1.
Specifically, sheet pile 3 has a right-angled trapezoidal plate-like structure. The construction size of construction machinery such as a slot milling machine and the like and the wall plate stress are comprehensively considered during the design of the sheet pile 3 to determine the wall plate thickness of the sheet pile 3, and the wall plate thickness t of the sheet pile 3 is required to be not less than 0.6 m. The arrangement distance a of the sheet piles 3 is comprehensively considered according to the thickness of the wall plate and the depth of the piles, so that the minimum disturbance of the construction to the soil between the piles and the side friction resistance of the sheet piles 3 and the soil between the piles are ensured. The distance c between the outer side wall of the outermost sheet pile 3 and the rock-socketed foundation side wall 17 is not less than 1.5m, and the distance b between the right-angle side edge of the sheet pile 3 and the buttress foundation front side wall 18 is not less than the wall plate thickness t of the sheet pile 3
Specifically, sheet piles 3 are located on one side of the socketed foundation 1 close to the bridge.
Specifically, the rock-socketed foundation 1 is provided with a horizontal bottom surface 15 having the same height as the bottom edge of each sheet pile 3, grouting layers are arranged on two sides and the bottom edge of any sheet pile 3, specifically, first grouting layers 4 are arranged on two sides of any sheet pile 3, and second grouting layers 5 are arranged on the bottom edge of each sheet pile 3.
Briefly, the anchorage structure is formed by integrally pouring the rock-socketed foundation 1, the anchor chamber 2 and the sheet piles 3, wherein the anchor chamber 2 is composed of a front anchor chamber 21 and the buttress 22, the front end of the rock-socketed foundation 1 extends out of the plate-shaped buttress foundation 16, and the vertical sheet piles 3 are arranged below the buttress foundation 16 and in front of the slope-shaped retaining surface 12 at certain intervals.
Further, the invention also provides a construction method of the sheet pile type anchorage structure, which comprises the following steps:
referring to fig. 5 and 6, the embedded foundation 1 is subjected to foundation pit excavation construction, and the foundation pit is excavated to the substrate elevation.
Referring to fig. 7 and 8, the wallboard pile construction platform is filled, and a pilot drill wall is arranged. And (4) constructing a slot milling machine, namely excavating under a protective wall by adopting bentonite slurry or polymer slurry to form a slot.
Referring to fig. 9 and 10, sheet piles 3 are cast together with the rock-socketed foundation 1.
Referring to fig. 11 and 12, the anchor room 2 and other anchorage structures are constructed.
Specifically, the slot should be excavated at intervals, so as to ensure that after one sheet pile 3 is poured with concrete, the adjacent sheet pile 3 can be drilled only after at least two days and nights. And performing post-grouting treatment on pile side soil and post-grouting treatment on pile end soil at a proper time after the concrete pouring is finished so as to improve the bearing capacity of the sheet pile 3.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (7)
1. A sheet pile type anchorage structure is characterized in that: the anchor pile comprises a rock-socketed foundation (1), an anchor chamber (2) and a plurality of vertical sheet piles (3), wherein the rock-socketed foundation, the anchor chamber and the vertical sheet piles are integrally cast and molded; the anchor chamber (2) is arranged above the rock-socketed foundation (1), and the sheet piles (3) are arranged below the rock-socketed foundation (1) in parallel;
the bottom of the socketed foundation (1) is provided with a horizontal supporting and blocking surface (11) and a slope-shaped supporting and blocking surface (12) which are vertical to each other and abut against the plane of the sheet pile (3), and the common edge of the horizontal supporting and blocking surface (11) and the slope-shaped supporting and blocking surface (12) is the top edge of the slope-shaped supporting and blocking surface (12);
the anchor chamber (2) is composed of a front anchor chamber (21) and a buttress (22) abutted to the front end of the front anchor chamber (21), a horizontal top surface (13) and a front anchor surface (14) which are adjacent to each other are arranged at the top of the socketed foundation (1), the front anchor surface (14) is higher than the horizontal top surface (13), the horizontal top surface (13) and the front anchor surface (14) of the socketed foundation (1) are abutted to the bottom surface of the front anchor chamber (21), and the bottom surface of the buttress (22) is abutted to the horizontal top surface (13) of the socketed foundation (1).
2. The sheet pile type anchorage structure according to claim 1, characterized in that: the horizontal supporting and blocking surface (11), the slope-shaped supporting and blocking surface (12), the horizontal top surface (13) and the front anchor surface (14) are the same in width, and the horizontal top surface (13) and the horizontal supporting and blocking surface (11) of the rock-socketed foundation (1) form a horizontal rectangular plate-shaped structure, namely a buttress foundation (16), extending out of the main body of the rock-socketed foundation (1).
3. The sheet pile type anchorage structure according to claim 2, characterized in that: the sheet pile (3) is of a right-angle trapezoid plate-shaped structure, the distance c between the right-angle side edge of the sheet pile (3) and the front side wall (18) of the buttress foundation is not less than 1.5m, and the distance b between the outer side wall of the two outermost sheet piles (3) and the rock-socketed foundation side wall (17) is not less than the wall plate thickness t of the sheet pile (3).
4. The sheet pile type anchorage structure according to claim 3, characterized in that: the thickness t of the wallboard is not less than 0.6 m.
5. The sheet pile type anchorage structure according to claim 3, characterized in that: the sheet pile (3) is located on one side, close to the bridge, of the rock-socketed foundation (1).
6. The sheet pile type anchorage structure according to claim 1, characterized in that: the rock-socketed foundation (1) is provided with a horizontal bottom surface (15) which has the same height with the bottom edge of each sheet pile (3), both sides of any sheet pile (3) are provided with first grouting layers (4), and the bottom edge of each sheet pile (3) is provided with a second grouting layer (5).
7. The construction method of the sheet pile type anchorage structure according to any one of claims 1 to 6, characterized by comprising the steps of:
carrying out excavation construction on a foundation pit of the socketed foundation (1) to reach the elevation of the bottom surface of the socketed foundation (1);
adopting a slot milling machine for construction, mud protecting walls, and excavating the sheet piles (3) to form slots;
simultaneously pouring the sheet pile (3) and the rock-socketed foundation (1);
and constructing an anchor chamber (2) above the rock-socketed foundation (1).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010694350.8A CN111794102B (en) | 2020-07-17 | 2020-07-17 | Sheet pile type anchorage structure and construction method thereof |
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| CN202010694350.8A CN111794102B (en) | 2020-07-17 | 2020-07-17 | Sheet pile type anchorage structure and construction method thereof |
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| CN111794102B true CN111794102B (en) | 2021-08-10 |
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| CN114875930A (en) * | 2022-05-10 | 2022-08-09 | 中铁大桥勘测设计院集团有限公司 | Series arc diaphragm wall composite foundation suitable for weak stratum and construction method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH083921A (en) * | 1994-06-09 | 1996-01-09 | Kajima Corp | Repair method for existing bridge |
| CN102352632A (en) * | 2011-07-29 | 2012-02-15 | 重庆大学 | Anchor rod sheet pile combined structure and method for reinforcing high filling body on one side of slope |
| CN202187345U (en) * | 2011-07-30 | 2012-04-11 | 四川省交通运输厅公路规划勘察设计研究院 | Gravity type anchorage construction in Karst regions |
| CN103510531A (en) * | 2013-09-18 | 2014-01-15 | 中交公路长大桥建设国家工程研究中心有限公司 | Split type open caisson pile-added combined anchorage foundation and construction method thereof |
| CN208857663U (en) * | 2018-07-12 | 2019-05-14 | 中铁第四勘察设计院集团有限公司 | A kind of combined type Analysis of Suspension Bridges ' Anchorage |
| CN109826201A (en) * | 2019-02-01 | 2019-05-31 | 湖北省水利水电规划勘测设计院 | A kind of weak soil foundation pit step method for protecting support |
-
2020
- 2020-07-17 CN CN202010694350.8A patent/CN111794102B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH083921A (en) * | 1994-06-09 | 1996-01-09 | Kajima Corp | Repair method for existing bridge |
| CN102352632A (en) * | 2011-07-29 | 2012-02-15 | 重庆大学 | Anchor rod sheet pile combined structure and method for reinforcing high filling body on one side of slope |
| CN202187345U (en) * | 2011-07-30 | 2012-04-11 | 四川省交通运输厅公路规划勘察设计研究院 | Gravity type anchorage construction in Karst regions |
| CN103510531A (en) * | 2013-09-18 | 2014-01-15 | 中交公路长大桥建设国家工程研究中心有限公司 | Split type open caisson pile-added combined anchorage foundation and construction method thereof |
| CN208857663U (en) * | 2018-07-12 | 2019-05-14 | 中铁第四勘察设计院集团有限公司 | A kind of combined type Analysis of Suspension Bridges ' Anchorage |
| CN109826201A (en) * | 2019-02-01 | 2019-05-31 | 湖北省水利水电规划勘测设计院 | A kind of weak soil foundation pit step method for protecting support |
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