CN107201827A - Pre-pressing bracket construction method based on settlement observation - Google Patents
Pre-pressing bracket construction method based on settlement observation Download PDFInfo
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- CN107201827A CN107201827A CN201610147572.1A CN201610147572A CN107201827A CN 107201827 A CN107201827 A CN 107201827A CN 201610147572 A CN201610147572 A CN 201610147572A CN 107201827 A CN107201827 A CN 107201827A
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- support
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- total
- pressing bracket
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Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
-
- 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
Abstract
A kind of pre-pressing bracket construction method based on settlement observation, comprises the following steps：Basement process, support are set up, the arrangement of distribution beam and pre-pressing bracket；Specifically include, surveying and locating, full framing vertical rod, cross bar are installed, oblique bridging is installed to increase the stability of full framing；Setting is swept the floor bar, is less than or equal to 350mm away from ground level；The length that top layer horizon bar is stretched out in vertical rod upper end cannot be greater than 700mm, and support top/bottom part sets horizontal cross brace, and by-level bridging is smaller than being equal to 4.8m；Falsework surrounding continuously sets vertical bridging from bottom to top, middle vertically and horizontally continuously to set vertical bridging by bottom to top, is smaller than or equal to 4.5m, bridging brace and ground angle are between 45 °~60 °；The thick bamboo slab rubbers of 1.5cm are laid on the tile horizontally 10*10cm shaped steel on full framing jacking, horizontal lumps of wood upper berth longitudinal direction 8*6cm shaped steel, spacing 35cm, the lumps of wood；Loading material, hierarchical loading, untill accumulative settling amount is not more than 1mm in 24 hours are used as using sand pocket.
Description
Technical field
It is more specifically, a kind of based on settlement observation the present invention relates to a kind of pre-pressing bracket construction method
Pre-pressing bracket construction method.
Background technology
It is well known that raft support method be pass through in Structural Engineering frequently with a kind of construction method, it is
By at regular intervals, gather and set up, the scaffold played a supportive role is applied as temporary support, laying
Work template, carries out cast in situs, the construction method that row is removed again after structure self-strength is formed.Mesh
Before be common in cast-in-situ bridge construction and cast-in-situ floor construction.Raft support method construction is that one kind is adopted for a long time
Method, applies the substantial amounts of falsework of man-hour requirement.Construction with brackets is that support is set up at bridge location,
Pontic concrete is poured on support, form removal and support after concrete reaches intensity.Support Method
Construction biggest advantage is not need Large-scale Hoisting equipment, and it has the disadvantage working rack template consumption
Amount is big, long in time limit, has significant limitation to Bridges in Mountainous Areas and Gao Dun.
Due to uneven settlement of foundation and the presence of support inelastic deformation, the frame set up would generally occur
It is difficult to the deformation determined, so as to be impacted to support stability, and then influences top to treat pouring structure
Precision and safety.To eliminate above-mentioned adverse effect, it is common practice to carry out precompressed to support, but
The existing universal precision of preloading method is not high, so as to limit the application of full framing, especially
So that raft support method can not be applied to construct compared with the Prestressed Concrete Bridges of large span.
The content of the invention
The invention provides a kind of pre-pressing bracket construction method based on settlement observation, it this method eliminates
Ground inelastic deformation and the adverse effect of rack elasticity/inelastic deformation, greatly improved the essence of construction
Degree and security.
In order to realize the purpose of the application, the technical scheme that the application is used is：
A kind of pre-pressing bracket construction method based on settlement observation, comprises the following steps：
(1) basement process
According to geology survey report, foundation bearing capacity at bridge location is reconnoitred by technical staff, entered
Row routine basement process；
(2) support is set up
By survey tool surveying and locating, full framing vertical rod, cross bar are installed according to support Design drawing,
Oblique bridging is installed after support sets up certain altitude on support to increase the stabilization of full framing
Property；
Full framing will often walk vertically and horizontally horizon bar and draw logical when setting up, horizontal bars spreading is detained using docking
Part is connected；
Setting support bottom, vertically and horizontally horizon bar, as bar of sweeping the floor, is less than or equal to away from ground level
350mm, bottom of upright rod sets adjustable base or firm banking；Top layer horizon bar is stretched out in vertical rod upper end
Length cannot be greater than 700mm, and support top/bottom part is set between horizontal cross brace, by-level bridging
Away from less than or equal to 4.8m；
Falsework surrounding continuously sets vertical bridging from bottom to top, and centre is vertically and horizontally by bottom to the company of top
It is continuous that vertical bridging is set, it is smaller than or equal to 4.5m, longitudinal bridging is set according to sector, is cut
Knife supports brace and ground angle between 45 °~60 °, and brace is often walked and vertical rod snapping；
(3) arrangement of distribution beam
The tile horizontally 10*10cm shaped steel on full framing jacking, horizontal lumps of wood upper berth longitudinal direction 8*6cm
The thick bamboo slab rubbers of 1.5cm are laid on shaped steel, spacing 35cm, the lumps of wood；
(4) pre-pressing bracket
Using sand pocket as loading material, the maximum load of pressure testing is the 130% of design load.Loading
Time stage is carried out, untill accumulative settling amount is not more than 1mm in 24 hours；
Loading sequence is to be carried out successively from beam slab two ends to centre, and the lotus time is held after being fully loaded with not less than 24
Hour, the deformation values of load lower carriages at different levels are measured respectively, are then unloaded step by step again, when sinking for support
When drop amount deviation is larger, support is adjusted in time.
Further, in the pre-pressing bracket step：
(1) prepressing materials
Precompressed is carried out using knitting bagged sand pocket simulation box beam load, the 1.3 times of progress conducted oneself with dignity by box beam
Precompressed, the distribution of single span prepressing materials is distributed according to box section concrete places；
(2) settlement observation is arranged
Vertically and horizontally be respectively arranged observation station in box beam, 9 row's observation stations of longitudinal direction (respectively positioned at pier top,
At span centre, L/8, L3/8), laterally 5 row's observation stations (arrange 3 observation stations, both sides under bottom plate
1 observation station is respectively arranged at flange plate, adds up to 5 observation stations)；
In gradual change widened section beam slab precompressed, observation station is in the increase of direction across bridge direction equal proportion；
Loading is carried out in three times, and is symmetrically carried out, and first time loaded weight is the 60% of design load,
Second of loaded weight is designs the 100% of what load, and third time loaded weight is design load
130%, absolute altitude is observed once before loading, when being loaded onto 60%, 100%, 130%, point
Do not observe, put 24 hours only after loaded, observed once within every 4 hours, until each point continuous 24
Hour, accumulative sedimentation value was less than 1mm, you can unloading.
Further, after the completion of the unloading, carry out：
(3) settlement observation after being fully loaded with
Heap is loaded onto after box beam load, and the point of setting is observed, and daily timing is sunk to all points
Drop observation；
Terminate pressure testing after following 3 conditions are met simultaneously：
1. squeeze time must not be less than 2 days；
2. 24 hours sedimentation errors are ± 1mm；
3. (mm)-time (h) change curve is settled to each point-rendering, whether restrained according to curve
Judged；
Wherein, last time measurement data result is designated as Hy, the bullet of whole system can be calculated accordingly
Property deformation Ft：
Ft=(HS is total-HY is total)/N
Wherein：HS is total- absolute altitude sum before precompressed；
HY is total- absolute altitude sum before unloading；
N-overall measurement is counted；
After precompressed terminates, preloading is symmetrically unloaded, completion of discharge, then to the click-through rower of setting
Height observation, measurement result is Hx, the inelastic deformation F of whole system can be calculated accordinglyft：
Fft=(HS is total-HX is total)/N
Wherein：HS is total- absolute altitude sum before precompressed；
HX is total- absolute altitude sum after unloading；
N-overall measurement is counted；
Further, 9 row's observation stations of longitudinal direction are located at pier top, span centre, at L/8, L3/8 respectively,
Laterally 5 row's observation stations include being located at each cloth at 3 observation stations arranged under bottom plate, both sides flange plate
1 observation station put.
Further, the design of camber need not consider template and shaped steel, shaped steel and support, support
The influence of non-resilient decrement and the non-resilient decrement of bracket basis ground between sleeper.
The application pre-pressing bracket can effectively ensure that the security of support, it is ensured that construction safety, meanwhile,
The influence of inelastic deformation and support inelastic deformation is eliminated, is conducive to Pavement linear control.
Brief description of the drawings
By purely providing unlimited example, with reference, the further characteristic of the present invention and advantage will
Become apparent from, wherein：
Fig. 1 shows the standard paragraphs branch of the raft support method construction cast-in-situ bridge of one embodiment of the application
Frame construction lateral arrangement figure；
Fig. 2 shows point layout plan；
Fig. 3 shows point layout sectional drawing；
Fig. 4 shows that X points settle (mm)-time (h) change curve；
Fig. 5 shows Application in Pre-camber figure.
Embodiment
The work of the raft support method construction cast-in-situ bridge of one embodiment of the application is shown in accompanying drawing 1
Skill flow graph, it is main include that measurement prepares, crossbeam processing, Steel Reinforcing Bar Material make, end mould and anchorage installation,
Five steps of mud jacking equipment Installation And Checkout.
Specifically, the step of Full space support construction is as follows：
1. basement process
According to geology survey report, foundation bearing capacity at bridge location is reconnoitred by technical staff, entered
Row routine basement process.
2. support is set up
Using total station survey setting-out, full framing vertical rod 1, cross bar are installed according to support Design drawing,
Oblique bridging 2 need to be installed after support sets up certain altitude on support to increase the steady of full framing
It is qualitative.
Vertically and horizontally horizon bar is often walked when full framing is set up must draw logical, and horizontal bars spreading is preferably used pair
Clasp is connected, and is forbidden using overlap joint.
Vertically and horizontally horizon bar, as bar of sweeping the floor, should be less than or is equal to support bottom away from ground level
350mm, bottom of upright rod should set adjustable base or firm banking；Stretched including adjusting screw vertical rod upper end
The length for going out top layer horizon bar cannot be greater than 700mm.Support top/bottom part must be provided with horizontal cross brace,
By-level scissors tie distance should be less than being equal to 4.8m.
Falsework surrounding surrounding continuously sets vertical bridging from bottom to top, and vertically and horizontally there is bottom centre extremely
Top continuously sets vertical bridging, and spacing be should be less than or equal to 4.5m, and longitudinal bridging is set according to sector
Put.Bridging brace and ground angle are between 45 °~60 °, and brace is often walked and vertical rod snapping.
3. the arrangement of distribution beam
The tile horizontally 10*10cm lumps of wood (shaped steel) on full framing jacking, horizontal lumps of wood upper berth longitudinal direction
The thick bamboo slab rubbers of 1.5cm are laid on the 8*6cm lumps of wood, spacing 35cm, the lumps of wood.
4. pre-pressing bracket
After the completion of support is set up, bed die is laid, loading pressure testing is carried out, to check the bearing capacity of support
And stability, deflection of the support under load action is determined, reduces and eliminate the non-resilient change of support
Shape and differential settlement.Materials'use sand pocket is loaded, the maximum load of pressure testing is design load
130%.Load time stage to carry out, untill accumulative settling amount is not more than 1mm in 24 hours.
Loading sequence is to be carried out successively from beam slab two ends to centre.The lotus time is held after fully loaded not less than 24
Hour, the deformation values of load lower carriages at different levels are measured respectively, are then unloaded step by step again.When sinking for support
When drop amount deviation is larger, support is adjusted in time.
(1) prepressing materials
Precompressed is carried out using knitting bagged sand pocket simulation box beam load, the 1.3 times of progress conducted oneself with dignity by box beam
Precompressed.The distribution of single span prepressing materials is distributed according to box section concrete places.
(2) settlement observation is arranged
In order to accurately measure it is whole across sedimentation situation, be vertically and horizontally respectively arranged observation station in box beam, indulge
To 9 row's observation stations (respectively at pier top, span centre, L/8, L3/8), horizontal 5 row's observation stations
(arranged under bottom plate and 1 observation station is respectively arranged at 3 observation stations, both sides flange plate, add up to 5 sights
Measuring point).Point layout is referring to Fig. 2 and Fig. 3.
In gradual change widened section beam slab precompressed, observation station is in the increase of direction across bridge direction equal proportion.
The density between sand pocket and sand pocket is noted during precompressed.Forbid to be loaded onto in the disposable heap of same section
Precompressed height.Loading is carried out in three times, and is symmetrically carried out, and first time loaded weight is design load
60%, second of loaded weight is designs the 100% of what load, and third time loaded weight is design load
130%.Absolute altitude is observed once before loading, when being loaded onto 60%, 100%, 130%,
Observe, put 24 hours only after loaded respectively, observed once within every 4 hours, until each point is continuous
Accumulative sedimentation value is less than 1mm within 24 hours, that is, thinks bracket stable, can unload.
(3) settlement observation after being fully loaded with
Heap is loaded onto after box beam load, and the point of setting is observed, according to the building site daily schedule daily 7
Point, 11 points, 15 points, 19 points settlement observations are carried out to all points, and perform record.
When simultaneously, meeting following 3 condition rears can determine that pressure testing terminates：
1. squeeze time must not be less than 2 days；
2. 24 hours sedimentation errors are ± 1mm；
3. (mm)-time (h) change curve is settled to each point-rendering, whether restrained according to curve
Judged.Profile example is as shown in Figure 4：
Last time measurement data result is designated as Hy, and the elastic deformation of whole system can be calculated accordingly
Ft：
Ft=(total-Hy of Hs are total)/N
Wherein：Hs is total-absolute altitude sum before precompressed；
Hy is total-absolute altitude sum before unloading；
N-overall measurement is counted.
After precompressed terminates, preloading is symmetrically unloaded, completion of discharge, then to the click-through rower of setting
Height observation, measurement result is Hx, and the inelastic deformation Fft of whole system can be calculated accordingly：
Fft=(total-Hx of Hs are total)/N
Wherein：Hs is total-absolute altitude sum before precompressed；
Hx is total-absolute altitude sum after unloading；
N-overall measurement is counted.
(4) Application in Pre-camber
1. bed die camber mainly considers following 6 aspects：
The amount of deflection Y1 that the carload of a dead loads+1/2 is produced in girder span,
B rack elasticity decrements Y2；
Non-resilient decrement Y3 between c templates and the lumps of wood, the lumps of wood and support, support and sleeper；
The Elastic penetration Y4 of d bracket basis grounds；
The non-resilient decrement Y5 of e bracket basis grounds；
The inverted camber Y6 that f is produced due to prestressed stretch-draw.
By precompressed, Y3 can be eliminated, Y5 influence, the partial offset for having Y6, Y1 can also be neglected
Slightly disregard.So camber is the elastic deformation amount of whole support system, calculation formula is：
Y=Y2+Y4=Ft
2. the determination of maximum camber
Maximum camber calculates span centre most in span centre, the measurement data according to settlement observation and arrangement
Big camber f：
In f=Hs in-Hy
Wherein：In Hs-span centre absolute altitude sum before precompressed；
In Hy-span centre absolute altitude sum before unloading.
3. the distribution of camber
The distribution of camber is according to secondary linear distribution, and the camber of other each points is using midpoint as highest
Value, using the both ends of beam as rack elasticity deflection, is allocated by second-degree parabola.According to calculating
Case bottom elevation out re-starts adjustment to the bottom die of box-beam absolute altitude after precompressed.
The setting of camber is realized using on longitudinal wooden model of bed die with the lumps of wood and sheet metal regulation.It is existing
Pouring box beam can be set by Fig. 5.
Y=4fx (l-x)/l2
Wherein：Y-arbitrfary point camber；
F-span centre maximum camber (referring at 1/2 between adjacent pier fulcrum and steel pipe column fulcrum)；
L-span (refers to span between pier fulcrum and middle steel pipe column fulcrum)；
X-random length.
4. bed die Construction control absolute altitude is calculated
Camber numerical value is added in the high process control of template, to determine end template absolute altitude before reinforcing bar colligation
Adjustment foundation.H=Hs+y.
(5), unload
After settlement stability, measure absolute altitude a little, row-column list is entered according to the numerical value measured, arranged respectively
The numerical value that goes out under loads at different levels is simultaneously analyzed, and finds out that its is regular, and then classification is unloaded, entirely
Portion measures the absolute altitude of each point after having unloaded, calculate deflection, determines bottom die of box-beam camber.
Claims (4)
1. a kind of pre-pressing bracket construction method based on settlement observation, it is characterised in that including following
Step：
(1) basement process
According to geology survey report, foundation bearing capacity at bridge location is reconnoitred by technical staff, entered
Row routine basement process；
(2) support is set up
By survey tool surveying and locating, full framing vertical rod, cross bar are installed according to support Design drawing,
Oblique bridging is installed after support sets up certain altitude on support to increase the stabilization of full framing
Property；
Full framing will often walk vertically and horizontally horizon bar and draw logical when setting up, horizontal bars spreading is detained using docking
Part is connected；
Setting support bottom, vertically and horizontally horizon bar, as bar of sweeping the floor, is less than or equal to away from ground level
350mm, bottom of upright rod sets adjustable base or firm banking；Top layer horizon bar is stretched out in vertical rod upper end
Length cannot be greater than 700mm, and support top/bottom part is set between horizontal cross brace, by-level bridging
Away from less than or equal to 4.8m；
Falsework surrounding continuously sets vertical bridging from bottom to top, and centre is vertically and horizontally by bottom to the company of top
It is continuous that vertical bridging is set, it is smaller than or equal to 4.5m, longitudinal bridging is set according to sector, is cut
Knife supports brace and ground angle between 45 °~60 °, and brace is often walked and vertical rod snapping；
(3) arrangement of distribution beam
The tile horizontally 10*10cm shaped steel on full framing jacking, horizontal lumps of wood upper berth longitudinal direction 8*6cm
The thick bamboo slab rubbers of 1.5cm are laid on shaped steel, spacing 35cm, the lumps of wood；
(4) pre-pressing bracket
Using sand pocket as loading material, the maximum load of pressure testing is the 130% of design load.Loading
Time stage is carried out, untill accumulative settling amount is not more than 1mm in 24 hours；
Loading sequence is to be carried out successively from beam slab two ends to centre, and the lotus time is held after being fully loaded with not less than 24
Hour, the deformation values of load lower carriages at different levels are measured respectively, are then unloaded step by step again, when sinking for support
When drop amount deviation is larger, support is adjusted in time.
In the pre-pressing bracket step：
(1) prepressing materials
Precompressed is carried out using knitting bagged sand pocket simulation box beam load, the 1.3 times of progress conducted oneself with dignity by box beam
Precompressed, the distribution of single span prepressing materials is distributed according to box section concrete places；
(2) settlement observation is arranged
Observation station, 9 row's observation stations of longitudinal direction, horizontal 5 row's observation stations are vertically and horizontally respectively arranged in box beam；
In gradual change widened section beam slab precompressed, observation station is in the increase of direction across bridge direction equal proportion；
Loading is carried out in three times, and is symmetrically carried out, and first time loaded weight is the 60% of design load,
Second of loaded weight is designs the 100% of what load, and third time loaded weight is design load
130%, absolute altitude is observed once before loading, when being loaded onto 60%, 100%, 130%, point
Do not observe, put 24 hours only after loaded, observed once within every 4 hours, until each point continuous 24
Hour, accumulative sedimentation value was less than 1mm, you can unloading.
2. pre-pressing bracket construction method according to claim 1, it is characterised in that in step " (2)
After the completion of the unloading of settlement observation arrangement ", carry out：
(3) settlement observation after being fully loaded with
Heap is loaded onto after box beam load, and the point of setting is observed, and daily timing is sunk to all points
Drop observation；
Terminate pressure testing after following 3 conditions are met simultaneously：
1. squeeze time must not be less than 2 days；
2. 24 hours sedimentation errors are ± 1mm；
3. (mm)-time (h) change curve is settled to each point-rendering, whether restrained according to curve
Judged；
Wherein, last time measurement data result is designated as Hy, the bullet of whole system can be calculated accordingly
Property deformation Ft：
Ft=(HS is total-HY is total)/N
Wherein：HS is total- absolute altitude sum before precompressed；
HY is total- absolute altitude sum before unloading；
N-overall measurement is counted；
After precompressed terminates, preloading is symmetrically unloaded, completion of discharge, then to the click-through rower of setting
Height observation, measurement result is Hx, the inelastic deformation F of whole system can be calculated accordinglyft：
Fft=(HS is total-HX is total)/N
Wherein：HS is total- absolute altitude sum before precompressed；
HX is total- absolute altitude sum after unloading；
N-overall measurement is counted.
3. pre-pressing bracket construction method according to claim 1 or 2, it is characterised in that longitudinal direction
9 row's observation stations respectively be located at pier top, span centre, L/8, L3/8 place, transverse direction 5 row's observation station bags
Include 1 observation respectively arranged at 3 observation stations arranged under bottom plate, both sides flange plate
Point.
4. the pre-pressing bracket construction method according to one of claim 1-3, it is characterised in that pre-
The design of camber need not consider non-between template and shaped steel, shaped steel and support, support and sleeper
The influence of the non-resilient decrement of Elastic penetration and bracket basis ground.
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| CN201610147572.1A CN107201827A (en) | 2016-03-16 | 2016-03-16 | Pre-pressing bracket construction method based on settlement observation |
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|---|---|---|---|
| CN201610147572.1A CN107201827A (en) | 2016-03-16 | 2016-03-16 | Pre-pressing bracket construction method based on settlement observation |
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| CN108978483A (en) * | 2018-08-23 | 2018-12-11 | 中交路桥建设有限公司 | Mix girder stayed-cable bridge concrete box girder steel pipe support joint preloading method |
| CN108999085A (en) * | 2018-07-20 | 2018-12-14 | 浙江交工宏途交通建设有限公司 | Sea area construction of cast-in-situ box-beam bracket and sea area construction of cast-in-situ box-beam method |
| CN109056555A (en) * | 2018-07-26 | 2018-12-21 | 重庆交通建设(集团)有限责任公司 | Pre-pressing bracket construction method |
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Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108999085A (en) * | 2018-07-20 | 2018-12-14 | 浙江交工宏途交通建设有限公司 | Sea area construction of cast-in-situ box-beam bracket and sea area construction of cast-in-situ box-beam method |
| CN109056555A (en) * | 2018-07-26 | 2018-12-21 | 重庆交通建设(集团)有限责任公司 | Pre-pressing bracket construction method |
| CN108978483A (en) * | 2018-08-23 | 2018-12-11 | 中交路桥建设有限公司 | Mix girder stayed-cable bridge concrete box girder steel pipe support joint preloading method |
| CN108978483B (en) * | 2018-08-23 | 2020-03-10 | 中交路桥建设有限公司 | Combined prepressing method for concrete box girder steel pipe support of hybrid beam cable-stayed bridge |
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| CN109469340A (en) * | 2018-11-12 | 2019-03-15 | 西安工业大学 | A method of setting up construction temporary support structure |
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| CN111364370A (en) * | 2020-04-02 | 2020-07-03 | 北京正和恒基滨水生态环境治理股份有限公司 | Cast-in-place box girder support construction process |
| CN111549678A (en) * | 2020-05-25 | 2020-08-18 | 河南省第一建筑工程集团有限责任公司 | Rapid construction method of prefabricated segmental beam |
| CN112554059A (en) * | 2020-10-27 | 2021-03-26 | 浙江交工集团股份有限公司 | Viaduct ground-crossing parallel bridge pier full combined support and construction method thereof |
| CN112554059B (en) * | 2020-10-27 | 2022-12-27 | 浙江交工集团股份有限公司 | Viaduct ground-crossing parallel bridge pier full combined support and construction method thereof |
| CN112900268A (en) * | 2021-01-12 | 2021-06-04 | 中铁七局集团武汉工程有限公司 | Mounting process of full-hall support and template system |
| CN112900268B (en) * | 2021-01-12 | 2023-02-17 | 中铁七局集团武汉工程有限公司 | Mounting process of full-hall support and template system |
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| CN114481839A (en) * | 2021-12-27 | 2022-05-13 | 中铁二十局集团有限公司 | Cast-in-place beam construction method |
| CN114441307A (en) * | 2021-12-29 | 2022-05-06 | 中铁二十局集团有限公司 | Support pre-pressing method |
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Application publication date: 20170926 |