CN108252214A - A kind of anchorage construction method - Google Patents
A kind of anchorage construction method Download PDFInfo
- Publication number
- CN108252214A CN108252214A CN201711319120.8A CN201711319120A CN108252214A CN 108252214 A CN108252214 A CN 108252214A CN 201711319120 A CN201711319120 A CN 201711319120A CN 108252214 A CN108252214 A CN 108252214A
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- China
- Prior art keywords
- anchorage
- construction
- foundation pit
- construction method
- concrete
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Classifications
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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
-
- 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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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present invention relates to a kind of anchorage construction methods, include the following steps：Preparation before anchorage construction；Surveying and locating；Drainage system is constructed；Dig foundation pit；Anchorage concrete placings；Section construction is poured after anchorage；Preceding anchor room construction；Remainder foundation pit backfills；Appurtenant work installation；Anchorage construction is completed.Anchorage construction method provided by the invention, the whole anti-slide performance of anchorage is strong, and can control subsection cable saddle displacement amount well.
Description
Technical field
The present invention relates to technical field of bridge construction more particularly to a kind of anchorage construction methods.
Background technology
The suspension bridge being built on deep covering layer, Anchor Foundation usually use large-scale well-sinking.In order to improve anchorage
Stability, usually back-up sand, slabstone or plain concrete in open caisson compartment.The conventional construction step of Anchor Foundation is as follows：First
Step, makes open caisson, which includes the multiple compartments separated by partition board；Second step extracts the soil body of each compartment bottom of open caisson, makes
Open caisson slowly sinks；Third walk, well sinking in place after, concrete is filled into each compartment of open caisson, to bottom sealing；4th
Step, to back-up sand, slabstone or plain concrete in the open caisson middle and back compartment of anchorage tail portion；5th step pours open caisson lid
Plate and anchorage；6th step sets up cable, splices steel box-girder, is laid with bridge floor.The whole anti-slide performance of the anchorage of such placement method
Deficiency, and do not work substantially for control subsection cable saddle displacement amount.According to large bridge actual monitoring as a result, subsection cable saddle displacement
Amount can reach more than 5cm.If subsection cable saddle displacement amount is excessive, can cause girder of suspension bridge amount of deflection variation, tower top displacement increase and
Tower root moment of flexure increases, so as to influence bridge structure safe.
Invention content
The technical solution adopted by the present invention to solve the technical problems is：A kind of anchorage construction method, includes the following steps：
Preparation before anchorage construction；
Surveying and locating；
Drainage system is constructed；
Dig foundation pit；
Anchorage concrete placings；
Section construction is poured after anchorage；
Preceding anchor room construction；
Remainder foundation pit backfills；
Appurtenant work installation；
Anchorage construction is completed.
It is further improved as, the digging foundation pit, including：
Foundation pit sealing excavates；
Excavation slope delamination shield；
Excavation of foundation pit is completed.
Drainage system construction is carried out while being further improved as, the excavation slope delamination shield.
It is further improved as, anchorage concrete placings, including：
Prestressed locating rack and pipeline；
Layering, piecemeal cast anchorage concrete；
Prevention of mass concrete temperature control measures.
It is further improved after section construction is poured after the anchorage, to further include：
Part foundation pit backfill；
Tensioning anchor block prestressing force.
It is further improved after the tensioning anchor block prestressing force, to further include：
Dissipate cable saddle installation, main cable erection.
It is further improved as, the preceding anchor room construction, including：
Preceding anchor room side wall, top plate, front wall, middle wall and saddle weight construction.
The beneficial effects of the invention are as follows：
Anchorage construction method provided by the invention, the whole anti-slide performance of anchorage is strong, and can control well
Subsection cable saddle displacement amount.
Description of the drawings
The present invention is further described with reference to the accompanying drawings and examples.
Fig. 1 is the anchorage construction method flow schematic diagram of the present invention；
Fig. 2 is the anchorage construction method particular flow sheet of the present invention；
Fig. 3 is excavation of foundation pit plan view；
Fig. 4 is the vertical layered figure of excavation of foundation pit；
Fig. 5 is excavation of foundation pit typical case's cross-sectional view；
Fig. 6 is anchorage construction general arrangement plan；
Fig. 7 is anchorage construction tower crane layout drawing；
Fig. 8 is anchorage construction tower crane plane of arrangement figure.
Specific embodiment
In conjunction with the accompanying drawings, the present invention is further explained in detail.These attached drawings are simplified schematic diagram, only with
Illustration illustrates the basic structure of the present invention, therefore it only shows composition related to the present invention.
In the description of invention, it is to be understood that term " " center ", " longitudinal direction ", " transverse direction ", " length ", " width ",
" thickness ", " on ", " under ", "front", "rear", "left", "right", " vertical ", " level ", " top ", " bottom " " interior ", " outer ", " up time
The orientation or position relationship of the instructions such as needle ", " counterclockwise " are based on orientation shown in the drawings or position relationship, are for only for ease of
Description rather than instruction or the device for implying meaning or element are invented and simplified in description must have specific orientation, with specific
Azimuth configuration and operation, therefore it is not intended that limitation to invention.
In addition, term " first ", " second " are only used for description purpose, and it is not intended that instruction or hint relative importance
Or the implicit quantity for indicating indicated technical characteristic.Define " first " as a result, the feature of " second " can be expressed or
Implicitly include one or more this feature.In the description of invention, " multiple " are meant that two or more, remove
It is non-separately to have clearly specific limit.
In invention unless specifically defined or limited otherwise, the arts such as term " installation ", " connected ", " connection ", " fixation "
Language should be interpreted broadly, for example, it may be being fixedly connected or being detachably connected or be integrally connected；Can be machinery
Connection or electrical connection；It can be directly connected, can also be indirectly connected by intermediary, can be two elements
Internal connection.For the ordinary skill in the art, it can understand above-mentioned term in invention as the case may be
Concrete meaning.
As described in Figure 1, the present invention provides a kind of anchorage construction method, include the following steps：
S1, preparation before anchorage construction；
S2, surveying and locating；
S3, drainage system construction；
S4 digs foundation pit；
S5, anchorage concrete placings；
S6 pours section construction after anchorage；
S7, preceding anchor room construction；
S8, the backfill of remainder foundation pit；
S9, appurtenant work installation；
S10, anchorage construction are completed.
As shown in Fig. 2, be further improved as, the digging foundation pit, including：
Foundation pit sealing excavates；
Excavation slope delamination shield；
Excavation of foundation pit is completed.
Drainage system construction is carried out while being further improved as, the excavation slope delamination shield.
It is further improved as, anchorage concrete placings, including：
Prestressed locating rack and pipeline；
Layering, piecemeal cast anchorage concrete；
Prevention of mass concrete temperature control measures.
It is further improved after section construction is poured after the anchorage, to further include：
Part foundation pit backfill；
Tensioning anchor block prestressing force.
It is further improved after the tensioning anchor block prestressing force, to further include：
Dissipate cable saddle installation, main cable erection.
It is further improved as, the preceding anchor room construction, including：
Preceding anchor room side wall, top plate, front wall, middle wall and saddle weight construction.
Anchorage construction method provided by the invention, the whole anti-slide performance of anchorage is strong, and can control well
Subsection cable saddle displacement amount.
As shown in figures 3-8, constructing operation is：
Construction process：Excavation of foundation pit is carried out first before north anchorage anchor body construction, is determining foundation pit bottom surface bearing capacity and frictional resistance
Power can carry out anchor body construction after meeting the requirements.After the completion of anchor block and buttress synchronous construction, anchor room bottom plate and part side wall are poured,
It treats constructed residual side wall and front wall again after the completion of main push-towing rope and the construction of main bridge top, anchor room top blind flange is finally installed, completes anchorage
Construction.Its construction technology process such as Fig. 2.
Anchorage foundation pit construction：North anchorage basis is constructed using the direct excavation method in ground, in the range of northern anchor excavation, top of the slope
Upper thread highest point absolute altitude about+81.42m excavates substrate absolute altitude+1.5m, excavates depth capacity about 70m, anchorage planar dimension range
77.0m×67.0m.North anchorage foundation construction includes cohesive soil rubble, completely decomposed, severely-weathered, the middle weak weathering of weathering in rock stratum
The different rock-layers such as tufa stone.
According to design, anchorage foundation pit sets 7 grades of side slopes altogether, and construction is excavated using explosion cooperative mechanical, excavated step by step step by step
Protection.
Foundation pit inner water drainage system：Since water yield is big in anchorage, safety that a large amount of ponding in foundation pit will influence bank protection is
Avoid the generation of safety accident, all ground sets the reasonable gradient in foundation pit, the quadrangle setting charge for remittance french drain and 2 in foundation pit
Locate sump, with the pumping for water pump that 2 displacement are 40 cubes ms/h, lift is 30 meters.Continue below absolute altitude+1.5m
Depth 1.5m, area 1m2 are dug, gravel is filled out in the range of the bottom 50cm of hole or block stone does filtering layer, is touched with the M15 mortars of thickness 5cm flat perpendicular
Wall, above placed steel pipe and plank, ensure that sump plays one's part to the full, and must not there is sundries to fall into.
The outer drainage system of foundation pit：Outside away from anchorage foundation pit about 5.0m ranges suitable for reading, if the intercepting ditch of depth 800x800mm, ditch
Body material is set for M7.5 mortar flag stones and with 5cmM15 sand finish along drainage direction by not less than 3% slope or according to landform
Slope makes surface water, to anchorage front end, the Oujiang River be flowed by gutter by intercepting ditch uniform effluent.All ground is set in foundation pit
It puts the reasonable gradient and sets charge for remittance well, intercepting ditch by design requirement.
General layout for construction：After the completion of anchorage foundation pit construction, connect excavation slope with wall enclosing, and access control system is set.
Anchor block builder's road continues to use excavation of foundation pit slag releasing channel.It constructs for convenience of processes such as anchor block pre-stress systems, when pouring anchor block,
An occasional passage is reserved at both sides anchor block trailing flank and the same vertical plane of anchor block channel, occasional passage is after anchor body engineering
Closure can be poured.
According to construction requirement, two tower cranes are configured in anchorage upstream and downstream respectively.Except prefabricated crossbeam (about 21t) is using 100t vapour
Vehicle is hung outside installation, other component maximum lift heavys are bifilar cable about 5t.The construction needs such as secondary, lift heavy, construction time are hung according to tower crane
Between two tower crane model QTZ80 (low level) and QTZ63 (high position).Concrete by northern bank harbour 2# mixing stations 2 120m3/h
Mixing machine produces, and is equipped with the fixed tower crane placers of 2 HBT80 ground pumps+HGT39 and carries out concreting, an automotive pump
It is spare.
Using above-mentioned desirable embodiment according to the present invention as enlightenment, by above-mentioned description, relevant staff is complete
Various changes and amendments can be carried out without departing from the scope of the technological thought of the present invention' entirely.The technology of this invention
Property range is not limited to the content on specification, it is necessary to determine its technical scope according to right.
Claims (7)
- A kind of 1. anchorage construction method, which is characterized in that include the following steps：Preparation before anchorage construction；Surveying and locating；Drainage system is constructed；Dig foundation pit；Anchorage concrete placings；Section construction is poured after anchorage；Preceding anchor room construction；Remainder foundation pit backfills；Appurtenant work installation；Anchorage construction is completed.
- 2. anchorage construction method according to claim 1, which is characterized in that the digging foundation pit, including：Foundation pit sealing excavates；Excavation slope delamination shield；Excavation of foundation pit is completed.
- 3. anchorage construction method according to claim 2, which is characterized in that while the excavation slope delamination shield into Row drainage system is constructed.
- 4. anchorage construction method according to claim 1, which is characterized in that the anchorage concrete placings, including：Prestressed locating rack and pipeline；Layering, piecemeal cast anchorage concrete；Prevention of mass concrete temperature control measures.
- 5. anchorage construction method according to claim 1, which is characterized in that after section construction is poured after the anchorage, further include：Part foundation pit backfill；Tensioning anchor block prestressing force.
- 6. anchorage construction method according to claim 5, which is characterized in that after the tensioning anchor block prestressing force, further include：Dissipate cable saddle installation, main cable erection.
- 7. anchorage construction method according to claim 1, which is characterized in that the preceding anchor room construction, including：Preceding anchor room side wall, top plate, front wall, middle wall and saddle weight construction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711319120.8A CN108252214A (en) | 2017-12-12 | 2017-12-12 | A kind of anchorage construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711319120.8A CN108252214A (en) | 2017-12-12 | 2017-12-12 | A kind of anchorage construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108252214A true CN108252214A (en) | 2018-07-06 |
Family
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711319120.8A Pending CN108252214A (en) | 2017-12-12 | 2017-12-12 | A kind of anchorage construction method |
Country Status (1)
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN114855615A (en) * | 2022-06-21 | 2022-08-05 | 贵州路桥集团有限公司 | Bank anchorage and construction process thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3864776A (en) * | 1973-11-15 | 1975-02-11 | Parson Brinckerhoff Quade & Do | Prestressed post tension suspension bridge cable anchorage |
| JP4329212B2 (en) * | 2000-03-14 | 2009-09-09 | 鹿島建設株式会社 | Anchoring structure of main cable of suspension bridge to anchorage |
| CN104196048A (en) * | 2014-09-25 | 2014-12-10 | 中交公路规划设计院有限公司 | Complex anchorage foundation with mixed diaphragm wall and gravity type anchorage which are weighted commonly |
| CN204849588U (en) * | 2015-06-19 | 2015-12-09 | 中交一公局第三工程有限公司 | Dark excavation supporting device of gravity anchor |
| CN103510531B (en) * | 2013-09-18 | 2016-06-15 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of split type open caisson staking Compound Anchorage basis and construction method thereof |
| CN206233258U (en) * | 2016-08-18 | 2017-06-09 | 湖南省交通规划勘察设计院 | A kind of Pear-Shaped diaphram wall Anchor Foundation for being applied to suspension bridge |
-
2017
- 2017-12-12 CN CN201711319120.8A patent/CN108252214A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3864776A (en) * | 1973-11-15 | 1975-02-11 | Parson Brinckerhoff Quade & Do | Prestressed post tension suspension bridge cable anchorage |
| JP4329212B2 (en) * | 2000-03-14 | 2009-09-09 | 鹿島建設株式会社 | Anchoring structure of main cable of suspension bridge to anchorage |
| CN103510531B (en) * | 2013-09-18 | 2016-06-15 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of split type open caisson staking Compound Anchorage basis and construction method thereof |
| CN104196048A (en) * | 2014-09-25 | 2014-12-10 | 中交公路规划设计院有限公司 | Complex anchorage foundation with mixed diaphragm wall and gravity type anchorage which are weighted commonly |
| CN204849588U (en) * | 2015-06-19 | 2015-12-09 | 中交一公局第三工程有限公司 | Dark excavation supporting device of gravity anchor |
| CN206233258U (en) * | 2016-08-18 | 2017-06-09 | 湖南省交通规划勘察设计院 | A kind of Pear-Shaped diaphram wall Anchor Foundation for being applied to suspension bridge |
Non-Patent Citations (2)
| Title |
|---|
| 涂哲等: "清水河大桥锚碇总体施工技术", 《公路》 * |
| 白建光等: "《基础工程》", 30 September 2016, 北京理工大学出版社 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| 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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| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20180706 |
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| RJ01 | Rejection of invention patent application after publication |