CN104764618A - Bridge cantilevered casting hanging basket controllable equivalent pre-load testing method - Google Patents
Bridge cantilevered casting hanging basket controllable equivalent pre-load testing method Download PDFInfo
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- CN104764618A CN104764618A CN201510124632.3A CN201510124632A CN104764618A CN 104764618 A CN104764618 A CN 104764618A CN 201510124632 A CN201510124632 A CN 201510124632A CN 104764618 A CN104764618 A CN 104764618A
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- 238000012360 testing method Methods 0.000 title abstract description 12
- 238000005266 casting Methods 0.000 title abstract description 5
- 230000036316 preload Effects 0.000 title abstract 4
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 83
- 239000010959 steel Substances 0.000 claims abstract description 83
- 238000011161 development Methods 0.000 claims abstract description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 26
- 239000003351 stiffener Substances 0.000 claims description 20
- 238000010998 test method Methods 0.000 claims description 10
- 230000005489 elastic deformation Effects 0.000 claims description 7
- 239000000446 fuel Substances 0.000 claims description 6
- 238000012986 modification Methods 0.000 claims description 6
- 230000004048 modification Effects 0.000 claims description 6
- 230000007423 decrease Effects 0.000 claims description 4
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- 239000004576 sand Substances 0.000 description 10
- 238000010276 construction Methods 0.000 description 6
- 230000018109 developmental process Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
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- 238000013461 design Methods 0.000 description 1
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- 230000005484 gravity Effects 0.000 description 1
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Abstract
The invention discloses a bridge cantilevered casting hanging basket controllable equivalent pre-load testing method. The bridge cantilevered casting hanging basket controllable equivalent pre-load testing method comprises the following steps that 1, at least one anchor device is arranged at the two horizontal ends of the top face of a bridge bearing platform symmetrically in the bridge direction and in the longitudinal direction, center hole jacks are symmetrically installed on hanging baskets at the two sides of a main girder, a telescopic end of each center hole jack is connected with the corresponding anchor device through a steel strand, and each steel strand is tensed through the corresponding center hole jack; 2, the center hole jacks on hanging baskets at the two sides increase synchronously step by step, and a load deformation value is measured; 3, after no continuous deformation development of the hanging baskets is observed, unloading is conducted step by step, and the unloading deformation value is measured. The bridge cantilevered casting hanging basket controllable equivalent pre-load testing method adopts the center hole jack to tense the steel strand to exert pressure, the load is equivalent and controllable, the data are more real and reliable, meanwhile, the pre-pressing precision is improved, the testing cost is reduced, and the testing time is shortened.
Description
Technical field
The present invention relates to bridge testing technical field, particularly relate to a kind of bridge cantilever and build the controlled equivalent advanced press load test method of Hanging Basket.
Background technology
Suspended casting suspended basket is constructed, and when referring to the cantilever glider bridge of building compared with Long span, adopts Hanging Basket method, segmentation cantilever operation on the spot.Rely on the movement of Hanging Basket, allow the concrete box girder of cast in situs produce in Hanging Basket, workmen builds the case beam of certain length at every turn, after pontic hardens and reaches enough intensity, is advanced by Hanging Basket, and then build one section of new pontic to both sides.This construction method does not need erection bracket and does not use large-scale crane, has that structure is light, system of spelling is simple and convenient, without advantages such as ballasts compared with additive method.
In order to ensure that Hanging Basket is integrally-built safe and reliable, removing Hanging Basket inelastic deformation, measuring Hanging Basket elastic deformation amount, guaranteeing that case safety beam is constructed, meet construction quality requirement, before before each section of box girder webs, pressure testing must be carried out to Hanging Basket.By to sill Shi Hanzhang before Hanging Basket, simulation is built concrete, construction loads etc. and is acted on the distortion that Hanging Basket main body primary load bearing system causes, object is the stability verifying Hanging Basket, show that the elastic deformation of Hanging Basket (comprises the vertical spring stretching of suspender belt, the amount of deflection of triangle girder, the amount of deflection etc. of base plate) and inelastic deformation (namely each pin, connector etc. exist gap, distortion when moving to tight), eliminate part inelastic deformation.
Traditional pressure testing mode, for pile up sand pocket on Hanging Basket, forms precompression by the gravity of sand pocket.But this pressure testing mode has following shortcoming:
1, because prefabricating load is large, need more sand pocket, and the stacked area of sand pocket is large, piling height is high, can affect the layout of observation station, thus the situation of sedimentation can not be reflected on the whole;
2, due to the more sand pocket of needs, from bag of codding, observation sedimentation, to unloading sand pocket, the whole pressure testing cycle is longer;
3, the general assembly (TW) error of sand pocket is comparatively large, affects the precision of precompressed;
4, sand pocket is easily damaged, and sand pocket is once damage, and sand will be wasted, and sack generally can not be recycled, and causes the waste of material and the raising of cost.
Therefore those skilled in the art be devoted to exploitation a kind of new bridge cantilever build the controlled equivalent advanced press load test method of Hanging Basket.
Summary of the invention
Because the above-mentioned defect of prior art, technical matters to be solved by this invention is to provide a kind of new bridge cantilever and builds the controlled equivalent advanced press load test method of Hanging Basket.
For achieving the above object, the invention provides a kind of bridge cantilever and build the controlled equivalent advanced press load test method of Hanging Basket, it is characterized in that comprising the following steps:
1) first all at least one anchor is symmetrical arranged along bridge to longitudinal direction in the end face transverse ends of bridge cushion cap (1), then symmetrical installing centre-hole jack (4) on the Hanging Basket of girder both sides, this centre-hole jack (4) is vertically anchored on the outermost longeron of this side Hanging Basket downwards, each centre-hole jack (4) and anchor one_to_one corresponding, by steel strand wires (2), the telescopic end of centre-hole jack (4) is connected with corresponding anchor again, by centre-hole jack (4), steel strand wires (2) is strained;
2) centre-hole jack on the Hanging Basket of both sides synchronously increases progressively step by step, fixes present load after reaching every grade of load, measures load deflection value;
3) unload without after continuation development of deformation through observation Hanging Basket, the centre-hole jack (4) on the Hanging Basket of two ends synchronously successively decreases step by step, and fixing present load after each unloading, measures unloading deformation values;
4) by every grade load time deformation data deduct level unloading time data, be the elastic deformation amount of level, deflection when having unloaded is the inelastic deformation amount of support, verify qualified after, the construction of cantilever section case beam can be carried out.
Adopt above-mentioned test method, because anchor is fixed on cushion cap, centre-hole jack is anchored on the outermost longeron of this side Hanging Basket, when centre-hole jack shrinks, precompression adopts centre-hole jack tension tension steel strand to come to apply Hanging Basket, this mode floor area of exerting pressure is little, all observation stations can be observed completely, to which data having a question can also repeated measurement, data are true and reliable, reflect the deformation of Hanging Basket completely truly, and adopt the precompressed of steel strand wires Shi Hanzhang, its load produced belongs to equivalence, controlled load, precompressed precision is very high, and substantially can not cause the waste of material, the time of compression and decompression shortens greatly simultaneously, thus shorten construction period.
It is preferred that increase progressively step by step for one-level, when being loaded into 100% Hanging Basket load with 25% Hanging Basket load when loading, stop loading and observing Hanging Basket deformation, after situation without exception, stop loading after continuing to be loaded on 130% Hanging Basket load, and maintain present load 5-7 hour.
Preferably, the end face transverse ends of bridge cushion cap is equipped with four anchors, four anchors of every one end are connected with four centre-hole jacks on the Hanging Basket of girder side respectively by steel strand wires, centre-hole jack carries out fuel feeding pressurization by oil pump, every side Hanging Basket all arranges two oil pumps, each oil pump pressurizes to two centre-hole jack fuel feeding, and two oil pump pressurization control errors are less than 5%.Four anchors and four centre-hole jacks can balance the precompression on this side Hanging Basket, make data precision higher.
Anchor comprises screw-thread steel reinforcing bar and two pieces of pre-embedded steel slabs, the lower end of this screw-thread steel reinforcing bar is pre-buried in bridge cushion cap, the bottom of this pre-embedded steel slab is connected to the top of screw-thread steel reinforcing bar, and two pieces of pre-embedded steel slabs are arranged in parallel, baffle plate is provided with between two pieces of pre-embedded steel slabs, baffle plate is vertically connected between two pieces of pre-embedded steel slabs, and this baffle center offers anchor head hole, and in this anchor head hole built with anchor head; Baffle plate is provided with stiffener, and this stiffener is modification of right-angled triangle plate, and two right-angle sides of this stiffener are fixedly connected on baffle plate and pre-embedded steel slab respectively.
A kind of anchor, comprise screw-thread steel reinforcing bar group and two pieces of pre-embedded steel slabs, the bottom of pre-embedded steel slab is connected to the top of screw-thread steel reinforcing bar group, and two pieces of pre-embedded steel slabs are arranged in parallel, baffle plate is provided with between two pieces of pre-embedded steel slabs, baffle plate is vertically connected between two pieces of pre-embedded steel slabs, and baffle center offers anchor head hole, and in anchor head hole built with anchor head.
Adopt this anchor, anchor is anchored on bridge cushion cap, fix steel strand wires by anchor head, make steel strand wires more firm in course of exerting pressure.
It is preferred that baffle plate is provided with four pieces of stiffeners, four stiffeners are symmetricly set on baffle plate between two, and stiffener is modification of right-angled triangle plate, and two right-angle sides of stiffener are fixedly connected on baffle plate and pre-embedded steel slab respectively.The setting of stiffener improves the fastness of anchor.
Preferably, screw-thread steel reinforcing bar group comprises six roots of sensation screw-thread steel reinforcing bar, wherein four screw-thread steel reinforcing bars are arranged symmetrically in the outside of two pieces of pre-embedded steel slabs, and other two screw-thread steel reinforcing bars are arranged symmetrically in the inner side of two pieces of pre-embedded steel slabs, and the lower end of this screw-thread steel reinforcing bar is pre-buried in bridge cushion cap.
The invention has the beneficial effects as follows: the present invention adopts centre-hole jack to strain steel strand wires and exerts pressure, and load equivalence is controlled, and data are more true and reliable, and improves precompressed precision, decreases experimentation cost, shortens test period.
Accompanying drawing explanation
Fig. 1 is the structural representation that the present embodiment carries out the Hanging Basket docking stage.
Fig. 2 is the side-looking structural representation of Fig. 1.
Fig. 3 is the partial enlargement structural representation at B place in Fig. 1.
Fig. 4 is the side-looking structural representation of Fig. 3.
Fig. 5 is the plan structure schematic diagram of Fig. 3.
Embodiment
Below in conjunction with drawings and Examples, the invention will be further described:
As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4 and Fig. 5, the present embodiment comprise bridge cushion cap 1, steel strand wires 2, the parts such as centre-hole jack 4, pre-embedded steel slab 5, baffle plate 6, anchor head 7, stiffener 8 and screw-thread steel reinforcing bar 9, the present embodiment comprises following steps:
1) first all four anchors are symmetrical arranged along bridge to longitudinal direction in the end face transverse ends at bridge cushion cap 1, each anchor comprises 6 screw-thread steel reinforcing bars and two pieces of pre-embedded steel slabs 5, wherein four screw-thread steel reinforcing bars are arranged symmetrically in the outside of two pieces of pre-embedded steel slabs, other two screw-thread steel reinforcing bars are arranged symmetrically in the inner side of two pieces of pre-embedded steel slabs, by pre-buried for the lower end of screw-thread steel reinforcing bar in bridge cushion cap, the bottom of this pre-embedded steel slab 5 is connected to the top of screw-thread steel reinforcing bar group, and two pieces of pre-embedded steel slabs 5 are arranged in parallel;
Baffle plate 6 is provided with between two pieces of pre-embedded steel slabs 5, baffle plate 6 is vertically connected between two pieces of pre-embedded steel slabs 5, baffle plate 6 is provided with four pieces of stiffeners 8, four stiffeners 8 are symmetricly set on baffle plate 6 between two, this stiffener 8 is modification of right-angled triangle plate, and two right-angle sides of this stiffener 8 are fixedly connected on baffle plate 6 and pre-embedded steel slab 5 respectively;
Anchor head hole 6a is offered at baffle plate 6 center, at this anchor head hole 6a built with anchor head 7, anchor head 7 is positioned at below baffle plate 6, anchor head 7 internal fixtion has steel strand wires 2, four steel strand wires 2 of every side Hanging Basket are connected respectively by the telescopic end of four centre-hole jacks 4 on this side Hanging Basket of steel strand wires 2 and girder, centre-hole jack 4 is arranged symmetrically on the Hanging Basket of girder both sides, this centre-hole jack 4 is vertically anchored at downwards on the outermost longeron of this side Hanging Basket, and steel strand wires 2 are strained by this centre-hole jack 4;
Centre-hole jack 4 carries out fuel feeding pressurization by oil pump, and every side Hanging Basket all arranges two oil pumps, and each oil pump pressurizes to two centre-hole jack 4 fuel feeding, and two oil pump pressurization control errors are less than 5%.
2) arrange Deformation observation point, each Hanging Basket arranges 4 observation stations, respectively on front entablature and on bed die, by survey crew observed and recorded initial value;
3) centre-hole jack 4 on the Hanging Basket of both sides synchronously increases progressively, and with 25% Hanging Basket load for one-level increases progressively step by step, present load is fixed after reaching every grade of load, measure load deflection value, when being loaded into 100% Hanging Basket load, stop loading and observing Hanging Basket deformation, after situation without exception, stop loading after continuing to be loaded on 130% Hanging Basket load, and maintain present load 6 hours.
4) unload without after continuation development of deformation through observation Hanging Basket, centre-hole jack 4 on the Hanging Basket of two ends synchronously successively decreases, and is first offloaded to 100% Hanging Basket load, then with 25% Hanging Basket load for one-level is successively decreased step by step, fix present load after each unloading, measure unloading deformation values.
5) deformation data when loading every grade deducts data during this grade of unloading, be the elastic deformation amount of this grade, deflection when having unloaded is the inelastic deformation amount of support, data according to the observation, when analyzing the loading of Hanging Basket system with unloading after Changing Pattern, repairing experiment result, obtains loading and reports with elastic deformation relation curve, the measurement result of elastic deformation value and inelastic deformation value is used to guide next step construction.
More than describe preferred embodiment of the present invention in detail.Should be appreciated that those of ordinary skill in the art just design according to the present invention can make many modifications and variations without the need to creative work.Therefore; all technician are in the art under this invention's idea on the basis of existing technology by the available technical scheme of logical analysis, reasoning, or a limited experiment; such as the present embodiment is applied to the standard Hanging Basket stage, all should by the determined protection domain of claims.
Claims (7)
1. bridge cantilever builds the controlled equivalent advanced press load test method of Hanging Basket, it is characterized in that comprising the following steps:
1) first all at least one anchor is symmetrical arranged along bridge to longitudinal direction in the end face transverse ends of bridge cushion cap (1), then symmetrical installing centre-hole jack (4) on the Hanging Basket of girder both sides, this centre-hole jack (4) is vertically anchored on the outermost longeron of this side Hanging Basket downwards, each centre-hole jack (4) and anchor one_to_one corresponding, by steel strand wires (2), the telescopic end of centre-hole jack (4) is connected with corresponding anchor again, by centre-hole jack (4), steel strand wires (2) is strained;
2) centre-hole jack (4) on the Hanging Basket of both sides synchronously increases progressively step by step, fixes present load after reaching every grade of load, measures load deflection value;
3) unload without after continuation development of deformation through observation Hanging Basket, the centre-hole jack (4) on the Hanging Basket of two ends synchronously successively decreases step by step, and fixing present load after each unloading, measures unloading deformation values;
4) deformation data when loading every grade deducts data during this grade of unloading, and be the elastic deformation amount of this grade, deflection when having unloaded is the inelastic deformation amount of support.
2. a kind of bridge cantilever as claimed in claim 1 builds the controlled equivalent advanced press load test method of Hanging Basket, it is characterized in that: during loading with 25% Hanging Basket load for one-level increases progressively step by step, when being loaded into 100% Hanging Basket load, stop loading and observing Hanging Basket deformation, after situation without exception, stop loading after continuing to be loaded on 130% Hanging Basket load, and maintain present load 5-7 hour;
100% Hanging Basket load is first offloaded to during unloading, then with 25% Hanging Basket load for one-level is successively decreased step by step.
3. a kind of bridge cantilever as claimed in claim 1 builds the controlled equivalent advanced press load test method of Hanging Basket, it is characterized in that: the end face transverse ends of described bridge cushion cap (1) is equipped with four anchors, four anchors of every one end are connected respectively by four centre-hole jacks (4) on this side Hanging Basket of steel strand wires (2) and girder, described centre-hole jack (4) carries out fuel feeding pressurization by oil pump, every side Hanging Basket all arranges two oil pumps, each oil pump pressurizes to two centre-hole jack (4) fuel feeding, two oil pump pressurization control errors are less than 5%.
4. a kind of bridge cantilever as claimed in claim 1 builds the controlled equivalent advanced press load test method of Hanging Basket, it is characterized in that: described anchor comprises screw-thread steel reinforcing bar (9) and two pieces of pre-embedded steel slabs (5), the lower end of this screw-thread steel reinforcing bar (9) is pre-buried in bridge cushion cap (1), the bottom of this pre-embedded steel slab (5) is connected to the top of screw-thread steel reinforcing bar (9), and two pieces of pre-embedded steel slabs (5) are arranged in parallel, baffle plate (6) is provided with between two pieces of pre-embedded steel slabs (5), described baffle plate (6) is vertically connected between two pieces of pre-embedded steel slabs (5), this baffle plate (6) center offers anchor head hole (6a), and in this anchor head hole (6a) built with anchor head (7), described baffle plate (6) is provided with stiffener (8), this stiffener (8) is modification of right-angled triangle plate, and two right-angle sides of this stiffener (8) are fixedly connected on baffle plate (6) and pre-embedded steel slab (5) respectively.
5. an anchor, it is characterized in that: described anchor is used for the lower end of fixing steel strand wires (2), this anchor comprises screw-thread steel reinforcing bar group and two pieces of pre-embedded steel slabs (5), the bottom of this pre-embedded steel slab (5) is connected to the top of screw-thread steel reinforcing bar group, and two pieces of pre-embedded steel slabs (5) are arranged in parallel, baffle plate (6) is provided with between two pieces of pre-embedded steel slabs (5), described baffle plate (6) is vertically connected between two pieces of pre-embedded steel slabs (5), this baffle plate (6) center offers anchor head hole (6a), and in this anchor head hole (6a) built with anchor head (7).
6. anchor as claimed in claim 5, it is characterized in that: described baffle plate (6) is provided with four pieces of stiffeners (8), four stiffeners (8) are symmetricly set on baffle plate (6) between two, this stiffener (8) is modification of right-angled triangle plate, and two right-angle sides of this stiffener (8) are fixedly connected on baffle plate (6) and pre-embedded steel slab (5) respectively.
7. the anchor as described in claim 5 or 6, it is characterized in that: described screw-thread steel reinforcing bar group comprises six roots of sensation screw-thread steel reinforcing bar (9), wherein four screw-thread steel reinforcing bars (9) are arranged symmetrically in the outside of two pieces of pre-embedded steel slabs (5), other two screw-thread steel reinforcing bars (9) are arranged symmetrically in the inner side of two pieces of pre-embedded steel slabs (5), and the lower end of this screw-thread steel reinforcing bar (9) is pre-buried in bridge cushion cap (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510124632.3A CN104764618B (en) | 2015-03-19 | 2015-03-19 | A kind of bridge cantilever pours the controllable equivalent advanced press load test method of Hanging Basket |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510124632.3A CN104764618B (en) | 2015-03-19 | 2015-03-19 | A kind of bridge cantilever pours the controllable equivalent advanced press load test method of Hanging Basket |
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| CN104764618A true CN104764618A (en) | 2015-07-08 |
| CN104764618B CN104764618B (en) | 2017-11-21 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107895604A (en) * | 2017-12-18 | 2018-04-10 | 刘涛 | A kind of resist bending flexible cable |
| CN108316162A (en) * | 2018-03-30 | 2018-07-24 | 中冶建工集团有限公司 | A kind of pre-pressing system installation method of bridge hanging basket cantilever construction |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JPH09256326A (en) * | 1996-03-22 | 1997-09-30 | Kawata Kensetsu Kk | Timbering for closed part of side span |
| CN101691741A (en) * | 2008-12-25 | 2010-04-07 | 中铁大桥局股份有限公司 | Bi-directional adjustable post-installed anchor device used for erecting steel cantilever beam |
| CN102494907A (en) * | 2011-11-16 | 2012-06-13 | 中铁三局集团有限公司 | Static load test method for in-situ hanging basket |
| CN102840996A (en) * | 2012-09-20 | 2012-12-26 | 中铁八局集团第一工程有限公司 | Counter-pull prepressing device for detecting bearing capacity and deformation of construction bracket, and prepressing method |
| CN103352429A (en) * | 2013-07-12 | 2013-10-16 | 中铁八局集团有限公司 | Bracket counter pull loading pre-pressing device and tensioning pre-pressing method thereof |
| CN103952982A (en) * | 2014-05-13 | 2014-07-30 | 中交二航局第三工程有限公司 | Preloading device and preloading method for hanging basket anchorage pull rod-type jack of bridge box girder |
-
2015
- 2015-03-19 CN CN201510124632.3A patent/CN104764618B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09256326A (en) * | 1996-03-22 | 1997-09-30 | Kawata Kensetsu Kk | Timbering for closed part of side span |
| CN101691741A (en) * | 2008-12-25 | 2010-04-07 | 中铁大桥局股份有限公司 | Bi-directional adjustable post-installed anchor device used for erecting steel cantilever beam |
| CN102494907A (en) * | 2011-11-16 | 2012-06-13 | 中铁三局集团有限公司 | Static load test method for in-situ hanging basket |
| CN102840996A (en) * | 2012-09-20 | 2012-12-26 | 中铁八局集团第一工程有限公司 | Counter-pull prepressing device for detecting bearing capacity and deformation of construction bracket, and prepressing method |
| CN103352429A (en) * | 2013-07-12 | 2013-10-16 | 中铁八局集团有限公司 | Bracket counter pull loading pre-pressing device and tensioning pre-pressing method thereof |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107895604A (en) * | 2017-12-18 | 2018-04-10 | 刘涛 | A kind of resist bending flexible cable |
| CN108316162A (en) * | 2018-03-30 | 2018-07-24 | 中冶建工集团有限公司 | A kind of pre-pressing system installation method of bridge hanging basket cantilever construction |
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| CN104764618B (en) | 2017-11-21 |
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Granted publication date: 20171121 |